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HomeMy WebLinkAboutParcel Map 31023 Parcel 8 WQMP - Temecula VillageCity of Temecula WATER QUALITY MANAGEMENT PLAN (WQMP) Temecula Village -Parcel 8 PA 16-1427/LD18-1898 30063 Rancho California Rd. Temecula, CA 92592 APN: 944-370-008; Parcel Map 31023 PREPARED BY: Michael Baker International 40810 County Center Drive, Suite 200 Temecula, CA (951) 676-8042 MGONZALEZ@mbakerintl.com PREPARED FOR: Temecula Village Development LP 7210 Jordan Ave. #B7 Canoga Park, CA 91303 Barton Buchalter (818) 266-7871 DATE OF WQMP: [10/18/2018] WQMP APPROVED BY: APPROVAL DATE: ii Applicant's Certification Project Name: Permit Number: WQMP APPLICANT'S CERTIFICATION I have read and understand that the City of Temecula has adopted minimum requirements for managing urban runoff, including stormwater, from land development activities, as described in the BMP Design Manual. I certify that this WQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this WQMP by City staff is confined to a review and does not relieve me, as the Applicant, of my responsibilities for project design . I hereby declare that the design is consistent with the requirements of the City of Temecula BMP Design Manual , which is a design manual for compliance with local City of Temecula Stormwater and Urban Runoff Management and Discharge Controls Ordinance (Chapter 8 .28 et seq .) and regional MS4 Permit (California Regional Water Quality Control Board San Diego Reg ion Order No. R9-2013-0001 as amended by R9-2015-0001 and R9-2015-0100) requirements for stormwater management; as well as t re uirements of the City of Temecula Engineering and Construction Manual (Chapter 18 n he City of Temecula Erosion and Sediment Control Ordinance (Chapter 18.18 et ~s ~~, Applicant's Signature Print Name Company z.. . 7-2._. Le::. v=\ Date : STOP! Before continuing this form review Chapter 1.3 of the BMP Design Manual. If the project type is listed in Table 1-2, permanent stormwater requirements do not apply to your project. Write your exempt project category in the space provided below and skip to Step 3. Do not complete Steps 1, 2, or 4 of this WQMP. Exempt Project category Preparation Date: ____ _ Template Date : October 31 5 ', 2018 CALIFORNIA ALL PURPOSE ACKNOWLEDGMENT A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document, to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. STATE OF CALIFORNIA COUNTY OF ___ L_o_s _A_n~ge_l_es ___ ~ on t:.e--bJIU a 0 ry 2:27 2o /~ before me, ____ A_n_n_e_E_._L_a_r_k_in ________ Notary ~ Insert Name and Title of the officer Public, personally appeared _yyt __ N __ O> __ I_W'\ _ _,c_J,,_____,____._kv-=--=--j -=--v1_.e_r _________ _ Name(s) of Signer(s) who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. s;gnature•&Vv\ L -------------------------------------------------------------0 PTI ON Al ------------------------------------------------------------- Though this section is optional, completing this information can deter alteration of the document or fraudulent attachment of this form to an unintended document. Description of Attached Document Title or Type of Document: ______________ Document Date: ________ _ Number of Pages: Signer(s) Other Than Named Above: _____________ _ Capacity(ies) Claimed by Signer(s) Signers Name: _____________ _ 0 Corporate Officer -Ti tle(s) --------• Partner -0 Limited • General 0 Individual 0 Trustee 0 Other: •Attorney in Fact •Guardian or Conservator ----------------Signer is Representing: __________ _ Signers Name : _____________ _ 0 Corporate Officer -Title(s) _______ _ 0 Partner -• Limited O General 0 Individual 0 Trustee •Attorney i n Fact •Guardian or Conservator • Other: _____________ _ Signer is Representing: __________ _ WQMP 3 Step 1: Source Control BMP Checklist Source Control BMPs All development projects must implement source control BMPs 4.2.1 through 4.2.6 where applicable and feasible. See Chapter 4.2 and Appendix E of the City BMP Design Manual for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following: • "Yes" means the project will implement the source control BMP as described in Chapter 4.2 and/or Appendix E of the City BMP Design Manual. Discussion/ justification is not required. Select applicable Source Controls in the Source Control BMP summary on the following page. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/ justification must be provided. • "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/ justification must be provided. Source Control Requirement Applied? 4.2.1 Prevention of Illicit Discharges into the MS4 IZIYes •No ON/A ~Discussion I justification if 4. 2. 1 not implemented: 4.2.2 Storm Drain Stenciling or Signage IZIYes •No •NIA Discussion I justification if 4. 2. 2 not implemented: 4.2.3 Protect Outdoor Materials Storage Areas from Rainfall, •Yes •No IZl N/A Run-On, Runoff, and Wind Dispersal Discussion I justification if 4. 2. 3 not implemented: The project has no outdoor storage materials. 4.2.4 Protect Materials Stored in Outdoor Work Areas from •Yes •No IZl N/A Rainfall, Run-On, Runoff, and Wind Dispersal Discussion I justification if 4. 2. 4 not implemented: The project has no outdoor work areas. 4.2.5 Protect Trash Storage Areas from Rainfall, Run-On, IZIYes •No •NIA Runoff, and Wind Dispersal Discussion I justification if 4. 2. 5 not implemented: 4.2.6 Additional BMPs Based on Potential Sources of Runoff IZIYes •No •NIA Pollutants Template Date: July 4th , 2018 Preparation Date: [INSERT MO/DY/YR] 4 WQMP Discussion I justification if 4. 2. 6 not implemented. Clearly identify which sources of runoff pollutants are discussed. Justification must be provided for all "No" answers shown above. Interior floor drains and elevator shaft pumps will be plumbed to sanitary sewer. Interior parking garages will be plumbed to sanitary sewer. Need for future indoor and structural pest control and landscape/outdoor pesticide use are addressed. Pools, spas, ponds, decorative fountains, and othe water features will provide sanitary sewer clean out in an accessible area within 10 feet. Means to drain fire sprinkler test water to sanitary sewer will be provided. Roofing, gutters, and trim made of copper or other unprotected metals that may leach into runoff are avoided. Source Control BMP Summary Select all source control BMPs identified for your project in sections 4.2.1 through 4.2.6 above in the coulumn on the left below. Then select "yes" if the BMP has been implemented, "No" if the BMP has not been implemented, or "N/A" if the BMP is not aoolicable to your project. • SC-A. On-site storm drain inlets 121Yes •No ON/A • SC-8. Interior floor drains and elevator shaft sump 121Yes •No ON/A pumps • SC-C. Interior parking garages 121Yes •No ON/A • SC-D1. Need for future indoor & structural pest control 121Yes •No ON/A • SC-D2. Landscape/outdoor pesticide use 121Yes •No ON/A • SC-E. Pools, spas, ponds, fountains, and other water 121Yes •No ON/A features • SC-F. Food service •Yes •No 121 N/A • SC-G. Refuse areas 121Yes •No ON/A • SC-H. Industrial processes •Yes •No 121 N/A • SC-I. Outdoor storage of equipment or materials •Yes •No 121 N/A • SC-J. Vehicle and equipment cleaning •Yes •No 121 N/A • SC-K. Vehicle/equipment repair and maintenance •Yes •No 121 N/A • SC-L. Fuel dispensing areas •Yes •No 121 N/A • SC-M. Loading docks •Yes •No 121 N/A • SC-N. Fire sprinkler test water 121Yes •No ON/A • SC-O. Miscellaneous drain or wash water 121Yes •No ON/A • SC-P. Plazas, sidewalks, and parking lots 121Yes •No ON/A • SC-Q. Large trash generating facilities 121Yes •No ON/A • SC-R. Animal facilities •Yes •No 121 N/A • SC-S. Plant nurseries and garden centers •Yes •No 121 N/A • SC-T. Automotive facilities •Yes •No 121 N/A Note: Show all source control measures applied above on the plan sheets. Preparation Date: [INSERT MO/DY/YR] Template Date: July 4th , 2018 WQMP 5 Step 2: Site Design BMP Checklist Site Design BMPs All development projects must implement site design BMPs SD-A through SD-H where applicable and feasible. See Chapter 4.3 and Appendix E of the City BMP Design Manual for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following: • "Yes" means the project will implement the site design BMP as described in Chapter 4.3 and/or Appendix E of the City BMP Design Manual. Discussion/ justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion / justification must be provided. • "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project site has no existing natural areas to conserve). Discussion/ justification must be provided. Site Design Requirement Applied? 4.3.1 Maintain Natural Drainage Pathways and Hydrologic 0Yes I •No I ON/A Features Discussion I justification if 4.3. 1 not implemented: Existing drainage patterns are preserved. Site is currently rough graded and a portion drains to a catch basin on south west corner, while the other portion drains to the north into existing storm drain facilities on Rancho California Road. These points of connections will remain the same in the developed conditions. 4.3.2 Conserve Natural Areas, Soils, and Vegetation •Yes I IZINo I •NIA Discussion I justification if 4. 3. 2 not implemented: Site has previously been rough graded and exisiting vegetation was removed. Currently site has perennial grass which will be removed during construction. 4.3.3 Minimize Impervious Area 0Yes I •No I •NI A Discussion I justification if 4. 3. 3 not implemented: Impervious areas are minimized as much as possible. However, due to the nature of this project (multi-family residential) some impervious areas are necessary to provide adequate access to the facilities. The runoff of impervious areas drains to proposed catch basins into a drainage system and conveyed into a BMP. 4.3.4 Minimize Soil Compaction •Yes I 0No I •NI A Discussion I justification if 4. 3. 4 not implemented: The site has been rough graded. A proposed infiltration system will be strategically placed on higher permeable soil. 4.3.5 Impervious Area Dispersion IZIYes I •No I •NI A Discussion I justification if 4. 3. 5 not implemented: Template Date: July 4th , 2018 Preparation Date: [INSERT MO/DY/YR] 6 WQMP Runoff from roofs and impervious areas will be conveyed first to adjacent pervious areas when possible prior to entering the storm drain system. Infiltration may be limited due to the pre- graded conditions of the site. 4.3.6 Runoff Collection I •Yes I •No I IZlN/A Discussion I justification if 4. 3. 6 not implemented: 4.3.7 Landscaping with Native or Drought Tolerant Species I IZlYes I •No I ON/A Discussion I justification if 4.3. 7 not implemented: 4.3.8 Harvesting and Using Precipitation I •Yes I •No I IZl N/A Discussion I justification if 4.3. 8 not implemented: Step 3: Note: Show all site design measures applied above on the plan sheets.Construction Stormwater BMP Checklist Minimum Required Standard Construction Stormwater BMPs If you answer "Yes" to any of the questions below, your project is subject to Table 1 on the following page (Minimum Required Standard Construction Stormwater BMPs). As noted in Table 1, please select at least the minimum number of required BMPs1, or as many as are feasible for your project. If no BMP is selected, an explanation must be given in the box provided. The following questi ons are intended to aid in determining construction BMP requirements for your project. Note: All selected BMPs below must be included on the BMP plan incorporated into the construction plan sets. 1. Will there be soil disturbing activities that will result in exposed soil areas? IZI Yes •No (This includes minor grading and trenching.) Reference Table 1 Items A, B, D, and E Note: Soil disturbances NOT considered significant include, but are not limited to, change in use, mechanical/electrical/plumbing activities, signs, temporary trailers, interior remodelinq and minor tenant improvement. 2. Will there be asphalt paving, including patching? IZIYes •No Reference Table 1 Items D and F 3. Will there be slurries from mortar mixing, coring, or concrete saw cutting? IZI Yes •No Reference Table 1 Items D and F 4. Will there be solid wastes from concrete demolition and removal, wall IZI Yes •No construction, or form work? Reference Table 1 Items D and F 5. Will there be stockpiling (soil, compost, asphalt, concrete, solid waste) for over IZI Yes •No 24 hours? Reference Table 1 Items D and F 6. Will there be dewatering operations? •Yes IZI No Reference Table 1 Items C and D 7. Will there be temporary on -site storage of construction materials, including IZIYes •No mortar mix, raw landscaping and soil stabilization materials, treated lumber, rebar, and plated metal fencing materials? Reference Table 1 Items E and F Minimum required BMPs are those necessary to comply with the City of Temecula Erosion and Sediment Control Ordinance (Chapter 18.18 et seq.) and the City of Temecu la Engineering and Construct ion Manual (Chapter 18). Preparation Date: [INSERT MO/DY/YR] Template Date: July 4th , 2018 WQMP 7 8. Will trash or solid waste product be generated from this project? i:g]Yes •No Reference Table 1 Item F 9. Will construction equipment be stored on site (e.g.: fuels, oils, trucks, etc.?) i:gJYe s •No Reference Table 1 Item F 10. Will Portable Sanitary Services ("Porta-potty") be used on the site? i:gJYes •No Reference Table 1 Item F Table 1. Construction Stormwater BMP Checklist Reference sheet No.'s where each CALTRANS selected BMP is shown on the Minimum Required SW ti plans. Best Management Practices Handbook2 BMP If no BMP is selected, an (BMPs) Detail Selected explanation must be provided. A. Select Erosion Control Method for Disturbed Slopes (choose at least one for the appropriate season) Vegetation Stabilization SS-2, SS-4 • Plantinq3 (Summer) Hydraulic Stabilization SS-4 i:gJ Sheets 23-24 on PG Plan Hydroseeding2 (Summer) Bonded Fiber Matrix or SS-3 • Stabilized Fiber Matrix4 (Winter) Physical Stabilization SS-7 • Erosion Control Blanket3 (Winter) B. Select erosion control method for disturbed flat areas (slope < 5%) (choose at least one) Will use erosion control SS-3, 4, 7 • measures from Item A on flat areas also Sediment Desilting Basin (must SC-2 i:gJ Sheet 24 on PG Plan treat all site runoff) Mulch, straw, wood chips, soil SS-6, SS-8 • application State of California Department of Transportation (Caltrans). 2003. Storm Water Quality Handbooks, Construction Site Best Management Practices (BMPs) Manual. March. Available onlin e at: http://www. dot. ca . gov /h g/construc/st ormwat er/ma n ual s. htm. If Vegetation Stabilization (Planting or Hydroseeding) is proposed for e rosio n control it may be installed between May 1st and August 15th. Slope irrigation is in place a nd needs to be operable for slopes >3 feet. Vegetation must be watered and established prior to October 1st. The owner must implemen t a contingency physical BMP by August 15th if vegetation est abli shment does not occur by th at date . If land scapin g is p ropose d, erosion control measures must also be used while landscapin g is being established. Established vegetation must have a subsurface mat of intertvvin ed mature roots with a uniform vegetative coverage of 70 percent of the natural vegetative coverage or more on all disturbed areas. All slopes over three feet must have established vegetative cover prior to final permit approval. Template Date: July 4th , 2018 Preparation Date: [INSERT MO/DY/YR] 8 WQMP Table 1. Construction Stormwater BMP Checklist (continued) Reference sheet No.'s where each selected BMP is shown on the Minimum Required CALTRANS ~ plans. Best Management Practices SW Handbook BMP If no BMP is selected, an (BMPs) Detail Selected explanation must be provided. C. If runoff or dewatering operation is concentrated, velocity must be controlled using an energy dissipater Energy Dissipater Outlet SS-10 • Not applicable Protection' D. Select sediment control method for all disturbed areas (choose at least one) Silt Fence SC-1 [2J Sheets 23-24 on PG Plan Fiber Rolls (Straw Wattles) SC-5 [2J Sheet 23 on PG Plan Gravel & Sand Bags SC-6 & 8 [2J Dewatering Filtration NS-2 • Storm Drain Inlet Protection SC-10 [2J Sheets 23-24 on PG Plan Engineered Desilting Basin SC-2 • (sized for 10-year flow) E. Select method for preventina offsite trackini:i of sediment ( choose at least one) Stabilized Construction Entrance TC-1 [2J [ l Construction Road Stabilization TC-2 • Entrance/Exit Tire Wash TC-3 • Entrance/Exit Inspection & TC-1 • Cleaninq Facilitv Street Sweeping and Vacuuming SC-7 • F. Select the i:ieneral site manai:iement BMPs F .1 Materials Manaqement Material Delivery & Storage WM-1 [2J [ l Spill Prevention and Control WM-4 [2J F.2 Waste Manaaement• Waste Management WM-8 • [ l Concrete Waste Manaaement Solid Waste Management WM-5 [2J Sanitary Waste Management WM-9 • Hazardous Waste Management WM-6 [2J Note: The Construction General Permit (Order No. 2009-0009-DWQ) also requires all projects not subject to the BMP Design Manual to comply with runoff reduction requirements through the implementation of post-construction BMPs as described in Section XIII of the order. Regional Standard Dravving D-40 -Rip Rap Energy Dissipater is also acceptable for velocity reduction. Not all projects vvill have every waste identified. The applicant is responsible for identifying wastes that vvill be onsite and applying the appropriate BMP. For example, if concrete will be used, BMP WM-8 must be selected. Preparation Date: [INSERT MO/DY/YR] Template Date: July 4 th , 2018 WQMP Step 4: Project type determination (Standard or Priority Development Project) 9 Is the project part of another Priority Development Project (PDP)? ~ Yes • No If so, Standard and PDP requirements aoolv. Go to Step 4.1 and select "PDP" The project is (select one): ~ New Development • Redevelopment7 The total proposed newly created or replaced impervious area is: 285,700 ft2 The total existing (pre-project) impervious area is: 0 ft2 The total area disturbed by the project is 662,983 ft2 If the total area disturbed by the project is 1 acre (43,560 sq. ft.) or more OR the project is part of a larger common plan of development disturbing 1 acre or more, a Waste D ischarger Identification (WDID) number must be obtained from the State Water Resources Control Board. WDID: [ ] Is the project in any of the followinq cateqories (a) throuqh (f)?8 Yes No (a) New development projects that create 10,000 square feet o r more of im pe rvious surfaces ~ • 9 (collectively over the entire project site). This includes commercial , industrial , residential, mixed-use, and public development projects on public or private land. Yes No (b) Redevelopment projects that create and/or replace 5 ,000 square feet or more of • • impervious surface (collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surfaces). This includes commercial, industrial, residential mixed-use and public development projects on public or private land. Yes No (c) New and redevelopment projects that create and/or replace 5,000 square feet or more of • • impervious surface (collectively over the entire project site), and support one or more of the following uses: (i) Restaurants. This category is defined as a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 581 2). (ii) Hillside development projects. This category includes development o n any natural slope that is twenty-five percent or greater. (iii) Parking lots. This category is defined as a land area or facility for the temporary parking or storage of motor vehicles used personally, for business, or for commerce. (iv) Streets, roads, highways, freeways, and driveways. This category is defined as any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. Redevelopment is defined as: The creation and/or replacement of impervi ous surface on an already developed site. Examples include the expansion of a building footprint, road vvidening, the addition to or replacement of a structure, and c reation or addition of impervious surfaces. Replacement of impervious surfaces inc ludes any activity that is not part of a routine maintena nce activity where impervious material(s) are removed , exposing underlying soil during construction. Redevelopment does not include routine maintenance activities, such as trenching and resurfac ing associated with utility work; pavement grinding; resurfacing ex isting roadvvays; new sidewalks construction; pedestrian ramps; or bike lanes on ex isting roads; and routine replacement of damaged pavement, such as pothole repair. Applicants should note that any development project that vvill create and/or replace 10,000 square feet or more of imperviou s surface (collectively over the entire project site) is considered a new development. For solar energy farm projects, the area of the solar panels does not count toward the total imperv ious area of the site. Template Date: July 4th , 2018 Preparation Date: [INSERT MO/DY/YR] 10 WQMP Project type determination (continued) Yes No (d) New or redevelopment projects that create and/or replace 2,500 square feet or more of • • impervious surface (collectively over the entire project site), and discharging directly to an Environmentally Sensitive Area (ESA). "Discharging directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands). Note: ESAs are areas that include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Board and San Diego Water Board; State Water Quality Protected Areas; water bodies designated with the RARE beneficial use by the State Water Board and San Diego Water Board; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. See BMP Desian Manual Chaoter 1.4.2 for additional auidance. Yes No (e) New development projects, or redevelopment projects that create and/or replace 5,000 • • square feet or more of impervious surface, that support one or more of the following uses: (i) Automotive repair shops. This category is defined as a facility that is categorized in any one of the following SIC codes 5013, 5014, 5541, 7532-7534, or 7536- 7539. (ii) Retail gasoline outlets (RGOs). This category includes RGOs that meet the following criteria: (a) 5,000 square feet or more or (b) a projected Average Daily Traffic (ADT) of 100 or more vehicles per day. Yes No (f) New or redevelopment projects that result in the disturbance of one or more acres of land • • and are expected to generate pollutants post construction. Note: See BMP Desi,in Manual Chapter 1.4.2 for additional ,iuidance. Does the project meet the definition of one or more of the Priority Development Project categories (a) through (f) listed above? • No -the project is not a Priority Development Project (Standard Project). c2J Yes -the project is a Priority Development Project (PDP). Further auidance mav be found in Chapter 1 and Table 1-2 of the BMP Desian Manual. The following is for redevelopment PDPs only: The area of existing (pre-project) impervious area at the project site is: [ l ft' (A) The total proposed newly created or replaced impervious area is [ l ft' (B) Percent impervious surface created or replaced (B/A)*100: [ ]% The percent impervious surface created or replaced is (select one based on the above calculation): • less than or equal to fifty percent (50%) -only newly created or replaced impervious areas are considered a PDP and subject to stormwater requirements OR • greater than fifty percent (50%) -the entire project site is considered a PDP and subject to stormwater requirements Preparation Date: [INSERT MO/DY/YR] Template Date: July 4 th , 2018 10 WQMP Project type determination (continued) Yes No (d) New or redevelopment projects that create and/or replace 2,500 square feet or more of • • impervious surface (collectively over the entire project site), and discharging directly to an Environmentally Sensitive Area (ESA). "Discharging directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands). Note: ESAs are areas that include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Board and San Diego Water Board; State Water Quality Protected Areas; water bodies designated with the RARE beneficial use by the State Water Board and San Diego Water Board; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. See BMP Desian Manual Chaoter 1.4.2 for additional auidance. Yes No (e) New development projects, or redevelopment projects that create and/or replace 5,000 • • square feet or more of impervious surface, that support one or more of the following uses: (i) Automotive repair shops. This category is defined as a facility that is categorized in any one of the following SIC codes 5013, 5014, 5541, 7532-7534, or 7536- 7539. (ii) Retail gasoline outlets (RGOs). This category includes RGOs that meet the following criteria: (a) 5,000 square feet or more or (b) a projected Average Daily Traffic (ADT) of 100 or more vehicles per day. Yes No (f) New or redevelopment projects that result in the disturbance of one or more acres of land • • and are expected to generate pollutants post construction. Note: See BMP Desi,in Manual Chapter 1.4.2 for additional ,iuidance. Does the project meet the definition of one or more of the Priority Development Project categories (a) through (f) listed above? • No -the project is not a Priority Development Project (Standard Project). c2J Yes -the project is a Priority Development Project (PDP). Further auidance mav be found in Chapter 1 and Table 1-2 of the BMP Desian Manual. The following is for redevelopment PDPs only: The area of existing (pre-project) impervious area at the project site is: [ l ft' (A) The total proposed newly created or replaced impervious area is [ l ft' (B) Percent impervious surface created or replaced (B/A)*100: [ ]% The percent impervious surface created or replaced is (select one based on the above calculation): • less than or equal to fifty percent (50%) -only newly created or replaced impervious areas are considered a PDP and subject to stormwater requirements OR • greater than fifty percent (50%) -the entire project site is considered a PDP and subject to stormwater requirements Preparation Date: [INSERT MO/DY/YR] Template Date: July 4 th , 2018 WQMP 11 Step 4.1: Water Quality Management Plan requirements Step Answer Proqression Is the project a Standard Project, • Standard Standard Project requirement s app ly, STOP, Priority Development Project (PDP), or Project you have satisfied stormwater exception to PDP definitions? requirements. To answer this item, complete Step 4 IZl PDP Standard and PDP requirements apply. Project Type Determination Checklist, Complete Exhibit A "PDP and see PDP exemption information Requirements." below. For further guidance, see Chapter 1.4 of the BMP Design Manual in its • PDP Go to Step 4.2 below. entirety. Exemption Step 4.2: Exemption to PDP definitions Is the project exempt from PDP definitions based on either of the following If so • Projects that are only new or retrofit paved sidewalks, bicycle Standard Project lanes, or trails that meet the following criteria requirements apply, AND (i) Designed and constructed to direct stormwater runoff to any additional reguirements adjacent vegetated areas, or other non-erodible permeable s12ecific to the ty12e of areas; OR 12roject. City conc urrence (ii) Designed and constructed to be hydraulically disconnected from paved streets or roads [i e., runoff from the new with t he ex emption is improvement does not drain directly onto paved streets or required. Provide roads]; OR discussion and list any (iii) Designed and constructed with permeable pavements or additional requirements surfaces in accordance with City of Temecula Guidance on below in this form. Green Infrastructure; STOP, you have satisfied stormwater requirements. • Projects that are only retrofitting or redeveloping existing paved Complete Exhibit A alleys, streets or roads that are designed and constructed in "PDP Requirements." accordance with the City of Temecula Guidance on Green Select Green Streets Infrastructure. Exemptions where applicable. Discussion /justification, a nd additiona l requirements for exceptions to PD P definitions, if applicable.· [ ] Template Date: July 4th , 2018 Preparation Date: [INSERT MO/DY/YR] Exhibit A City of Temecula PRIORITY DEVELOPMENT PROJECT REQUIREMETS ii PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS This page was left intentionally blank. Template Date: July 4th , 2018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS iii Table of Contents Table of Contents ....................................................................................................................... iii Attachments ............................................................................................................................... iii Preparer's Certification Page ...................................................................................................... v Step 1: Site Information Checklist ......................................................................................... 7 Step 1.1: Description of Existing Site Condition and Drainage Patterns ............................ 7 Step 1.2: Description of Proposed Site Development and Drainage Patterns ................... 8 Step 1.3: Other Site Requirements and Constraints ......................................................... 9 Step 2: Strategy for Meeting PDP Performance Requirements ............................................ 11 Attach men ts Attachment 1: Stormwater Pollutant Control BMP Selection Attachment 1a: OMA Exhibit Attachment 1 b: 85th percentile 24-hour lsohyetal Map Attachment 1c: Worksheet B.1-1 DCV Attachment 1 d: Structural Pollutant Control BMP Checklist(s) Attachment 2: Hydromodification Control Measures Attachment 2a: Applicability of HMP Requirements Attachment 2b: HMP Exhibit(s) Attachment 2c: Management of Critical Coarse Sediment Yield Areas Attachment 2d: Flow Control Facility Design Attachment 2e: Geomorphic Assessment of Receiving Channels (optional) Attachment 2f: Vector Control Plan (if applicable) Attachment 3: Structural BMP Maintenance Plan Attachment 3a: Structural BMP Maintenance Thresholds and Actions Attachment 3b: Maintenance Agreements/ Notifications (when applicable) Attachment 3c: Individual Structural BMP OMA Mapbook Attachment 4: City of Temecula PDP Structural BMP Verification for DPW Permitted Land Development Projects Attachment 5: Copy of Plan Sheets Showing Permanent Stormwater BMPs Attachment 6: Copy of Project's Drainage Report Attachment 7: Copy of Project's Geotechnical and Groundwater Investigation Report Template Date: July 4, 2018 iv PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS This page was left intentionally blank. Template Date: July 4th , 2018 vi PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS This page was left intentionally blank. Template Date: July 4th , 2018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 7 Step 1: Site Information Checklist Step 1.1: Description of Existing Site Condition and Drainage Patterns Project Watershed (Complete Hydrologic Unit, I Murrieta Hydrologic Area, Murrieta Sub- Area, and Subarea Name with Numeric Identifier) watershed Current Status of the Site (select all that apply): • Existing development ~ Previously graded but not built out • Demolition completed without new construction • Agricultural or other non-impervious use • Vacant, undeveloped/natural Description I Additional Information: Site has been previously rough graded. Existing Land Cover Includes (select all that apply and provide each area on site): ~ Pervious Area 13.41 Acres (584,246 Square Feet) ~ Impervious Areas Q Acres (QSquare Feet) Description I Additional Information: Template Date: July 4th, 2018 8 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS How is stormwater runoff conveyed from the site? At a minimum, this description should answer: (1) Whether existing drainage conveyance is natural or urban; (2) Is runoff from offsite conveyed through the site? If yes, describe the offsite drainage areas, design flovvs, and locations where offsite flovvs enter the project site, and summarize how such flows are conveyed through the site; (3) Provide details regarding existing project site drainage conveyance network, including any existing storm drains, concrete channels, swales, detention facilities, stormwater treatment facilities, natural or constructed channels; and (4) Identify all discharge locations from the existing project site along with a summary of conveyance system size and capacity for each of the discharge locations. Provide summary of the pre-project drainage areas and design flows to each of the existing runoff discharge locations. Reference the Drainage report Attachment for detailed calculations. Describe existing site drainage patterns: The site is presently vacant with little vegetation and sloping up from Rancho California Road to a ridge dividing the north side of the property from the south side. Based on existing topography, rainfall runoffs generally run to the north, collects into two existing 18" CMP and 30" RCP underground storm drain systems on Rancho California Road. The 30" RCP pipe will be used after development to convey water away from the project. There is very little runoff coming from off-site which is not expected to impact the site. The subdivisions to the east, west and south carry water away from the project. See the final drainage study for Temecula Village Multi Family for additional details. Step 1.2: Description of Proposed Site Development and Drainage Patterns Project Description I Proposed Land Use and/or Activities: This project proposes medium-high density residential development at south of project site and 1 /3 of the project site at north will remain vacant for a future development. Proposed Land Cover Includes (select all that apply and provide each area on site): ~ Pervious Area 5.87 Acres (255,831 Square Feet) ~ Impervious Areas 7 .54 Acres (328,415 Squa re Feet) Description I Additional Information: [ ] List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Proposed impervious features will include buildings, roadwys and parking lots. List/describe proposed pervious features of the project (e.g., landscape areas): Proposed pervious features will include landscape areas. Template Date: July 4th , 2018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 9 Describe any grading or changes to site topography: Grading generally conforms to existing graded topography. Provide details regarding the proposed project site drainage conveyance network, including storm drains, concrete channels, swales, detention facilities, stormwater treatment facilities, natural or constructed channels, and the method for conveying offsite flo'vVS through or around the proposed project site. Identify all discharge locations from the proposed project site along with a summary of the conveyance system size and capacity for each of the discharge locations. Provide a summary of pre-and post-project drainage areas and design flows to each of the runoff discharge locations. Reference the drainage study for detailed calculations. Describe proposed site drainage patterns: The south on-site flows will be treated and the increased runoff will be mitigated by one infiltration basin at southwest corner of the project site and underground Storm Tech Chambers prior to release to natural conditions. All north on-site flows will be treated and the increased runoff will be mitigated by one infiltration basin and two sediment basins prior to discharge via proposed 30" RCP into the existing storm drain system under Rancho California Road. Step 1.3: Other Site Requirements and Constraints When applicable, list other site requirements or constraints that will influence stormwater management design, such as zoning requirements including setbacks and open space, or local codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements. [ ] Optional Additional Information or Continuation of Previous Sections As Needed Template Date: July 4th, 2018 10 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS This space provided for additional information or continuation of information from previous sections as needed. [ l Template Date: July 4th , 2018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 11 Step 2: Strategy for Meeting PDP Performance Requirements PDPs must implement BMPs to control pollutants in stormwater that may be discharged from a project (see Chapter 5). PDPs subject to hydromodification management requirements must implement flow control BMPs to manage hydromodification (see Chapter 6). Both stormwater pollutant control and flow control can be achieved within the same BMP(s). projects triggering the 50% rule must address stormwater requirements for the entire site. Structural BMPs must be verified by the City at the completion of construction. This may include requiring the project owner or project owner's representative and engineer of record to certify construction of the structural BMPs (see Chapter 1.12). Structural BMPs must be maintained into perpetuity, and the City must confirm the maintenance (see Chapter 7). Provide a narrative description of the general strategy for pollutant control and flow control at the project site in the box below. This information must describe how the steps for selecting and designing stormwater pollutant control BMPs presented in Chapter 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated or separate. At the end of this discussion provide a summary of all the BMPs within the project including the type and number. Describe the general strategy for BMP implementation at the site. There are various drainage inlets throughout the proposed site to capture water runoff. There are two storm drain systems on site that ultimately drain to two different basins (BMP A & BMP C). The proposed site is split almost in half, with half the surface flow directed toward BMP C to the north and the other half to BMP A to the south. Runoff from the northern portion of the project site (approx. 6 .27 acres) will be redirected toward an infiltration basin. Water from the site, once it reaches the infiltration basin, will percolate into the soil cleansing the runoff from any pollutants and recharging the groundwater. Overflow from a larger storm will enter the storm drain system located on Rancho California Road through a water quality basin riser. Runoff from the southern portion of the project site (approx. 6.39 acres) will be redirected toward a bioretention basin. Upon entering the basin, runoff will flow through a small gabion wall, cleaning the runoff of silt, trash, and debris, before entering the bioretention basin. Water from the site, once it reaches the bioretention basin, will percolate into the soil media. During larger storm events, once the underlaying soil and soil media has become fully saturated, the water level inside the basin will begin to rise. Once the water level is high enough, it will eventually flow over the dike that is in the center of the basin and into the trapezoidal pond. This trapezoidal pond is for mitigation only. (Continue on following page as necessary.) Template Date: July 4th, 2018 12 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Description of structural BMP strategy continued (Page reserved for continuation of description of general strategy for structural BMP implementation at the site) (Continued from previous page) Runoff from the drive entrance to the site, adjacent to Rancho California Road, will flow towards bottomless catch basins with a 2-foot sump and filter insert. The filter insert will capture the first flush of silt, trash.and debris from the runoff. Additional flow will reach the basins bottom where water will be allowed to percolate back into the ground. Larger flows will fill the sump and outflow to the storm drain system in Rancho California Road. For the undeveloped portion of the property, the site will be temporarily graded toward the sediment basins, Basins C and D. Inside these basins there is a CMP riser. Around this riser is a 2-foot layer of gravel. Runoff will be able to flow through the voids of the gravel, cleaning the runoff of silt from the undeveloped portion of the property, and will enter the riser through two 1" orifices. In larger storm events, the basins will fill and enter the riser through a grate located at the top of the riser. These risers connect to the storm drain system located in Rancho California Road. Template Date: July 4th , 2018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 13 ATTACHMENT 1 STORMWATER POLLUTANT CONTROL BMP SELECTION Indicate which Items are Included behind this cover sheet: Attachment Sequence Contents Checklist Special Considerations for • Less than or equal to fifty percent Redevelopment Projects (50% Rule) (50%) see chapter 1.7 and Step 4 of • Greater than fifty percent (50%) Appendix A.1. Refer to Fiaure 5-1: Stormwater Pollutant Control BMP Selection Flow Chart Attachment 1 a OMA Exhibit (Required) IZl Included • Entire project is designed with See OMA Exhibit Checklist on the Self-Mitigating and De-Minimis back of this form. DMAs. The project is compliant See Chapter 3 .3.3 for guidance with Pollution Control BMP sizing requirements. STOP * Attachment 1 b Figure B.1-1: 85th Percentile 24-hour IZl Included lsohvetal Map with project location Attachment 1 c Worksheet B.1-1 DCV 1 IZl Included • Entire project is designed with Self-Retaining DMAs. The project is compliant with Pollution Control BMP sizing requirements. STOP * Structural Pollutant Control BMP 1Z1 Included Attachment 1 d Checklist(s) Attachment 1 e Is Onsite Alternative Compliance IZl no proposed?2 • Include WQE worksheets Attachment 1 f Offsite Alternative Compliance for IZl Full Compliance Onsite Pollutant Control • Partial Compliance Onsite with Refer to Figure 1-3:Pathways to Offsite Alternative Compliance or Full Offsite Alternative Participating in Offsite Alternative Compliance. Document onsite Compliance Program structural BMPs and complete -Pollutant Control Offsite Alternative Compliance Participation Form, and -WQE worksheets * If this box is checked, the remainder of Attachment 1 does not need to be filled out. 1 All stormwater pollutant control worksheets have been automated and are available for dovvnload at: https://www.sa ndieq o co unty.gov/contenUsdc/dpw/watersheds/Develo pmenta ndConstru ct ion/BMP Desig n Manu al. htm l 2 Water Quality Equivalency Guidance and automated worksheets for Region 9: http://www. projectcleanwater. org/water -g ua lity-e g u iv a lency-g u ida nee/ Template Date: July 4th, 2018 14 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS DMA Exhibit Checklist See Chapter 3.3.3 for guidance • Point(s) of Compliance • Project Site Boundary • Project Disturbed Area Footprint • Drainage management area (OMA) boundaries, DMA ID numbers, DMA areas (square footage or acreage), and DMA type (i.e., drains to structural BMP, self-retaining, self- mitigating, or de-minimis) Note on exhibit De-minimis areas and discuss reason they could not be included in Step 1.3 per section 5.2.2 of the manual. Include offsite areas receiving treatment to mitigate Onsite Water Quality Equivalency. • Include summary table of worksheet inputs for each OMA. • Include description of self-mitigating areas. • Potential pollutant source areas and corresponding required source control BMPs (see Chapter 4, Appendix E.1, and Step 3.5) • Proposed Site Design BMPs and surface treatments used to minimize imperviousness. Show sections, details, and dimensions of site design BM P's per chapter 5.2.3 (tree wells, dispersion areas, rain gardens, permeable pavement, rain barrels, green roofs, etc.) • Proposed Harvest and Use BMPs • Underlying hydrologic soil group (Web Soil Survey) • Existing natural hydrologic features (watercourses, seeps, springs, wetlands, pond, lake) • Existing topography and impervious areas • Proposed grading and impervious areas. If the project is a subdivision or spans multiple lots show pervious and impervious totals for each lot. • Existing and proposed site drainage network and connections to drainage offsite D Potable water wells, onsite wastewater treatment systems (septic), underground utilities • Structural BMPs (identify location, structural BMP ID No., type of BMP, and size/detail) • Approximate depth to groundwater at each structural BMP • Approximate infiltration rate and feasibility (full retention, partial retention, biofiltration) at each structural BMP • Critical coarse sediment yield areas to be protected and or conveyed through the project site, if applicable. • Temporary Construction BMPs. Include protection of source control, site design and structural BMPs during construction. Template Date: July 4th , 2018 -------=--- SEDIMENT BA . IN 'D' I CMP \RISER -~ -1,0 ------1---+----.;;;;;:-f~~~~~/ I J 1llJJTT7T a ·'='- '[ ~11 I --- (j HV-91 Li. 09.46 \\\\ 1\11 I 111 I 111 111 I I II 111 I 111 I 111 I 1" = 50' --------25 0 50 100 150 BMP A I ' X I BASIN 'A' I --~ --I ... ' I I I I LEGEND ~<] v~ [_ m DMA AREA NU~ER AREA IN ACRES WATER QUALITY BASIN ROOF AREA PAVEMENT AREA TRASH ENCLOSURES BOTTOMLESS CATCH BASIN WITH • 2' SUMP W/ FILTER INSERT t DRAIN INLET STENCIL OMA BOUNDARY PROPOSED STORM DRAIN FLOW PATH SOURCE CONTROL BMPs • EDUCATION OF OWNERS, OCCUPANTS t EMPLOYEES • CATCH BASIN STENCILING AND SIGNAGE • EDUCATION ON PEST MANAGEMENT • MAINTAIN LANDSCAPING USING MINIMUM OR NO PESTICIDES • SMART I RR I GA TI ON SYSTEMS • EDUCATION ON LITTER CONTROL AND PET WASTE • STREET /SIDEWALK SWEEPING • ROUTINE INSPECTION AND MAINTENANCE -LI LI d >( X "- / ---CURB OPENING - 1'-,.. r---F IL TER INSERT FLOW BOTTOMLESS CATCH BASIN WITH 2' SUMP AND FILTER INSERT NOT TO SCALE E CL ., N z 0 "' w ::, 0 w "' F w z ~ ~ D _j <( z C: I CL :,; ~ I c:: w CL CL ::, I 0, U) ;j' '° / "' "' D / CL "' 0 "' / I!' "' 0 [L w _? z ------------------,-------------------------------1~ Michael Baker 40810 COUNTY CENTER DR, SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 I N T E R N A T I O N A L MBAKERINTL.COM WQMP EXHIBIT i CC) 1----------------------------------tl., '° TEMECULA VILLAGE -MF ? <( PROPOSED CONDITIONS ~ TTM 31467 I SPILLWAY EL=44.5 48"X48" GRATE EL=43.5 STEEL PLATE WITH 2" ORIFICE AND TRASH RACK. ORIFICE 3" FROM BASIN BOTTOM RETENTION BASIN BOT EL=39.5 RETENTION BASIN BOT EL=39.5 RIP-RAP W/ 6" AND 12 OBBLES 18" RET. WALL TYPE 1A (CASE 1) PER CALTRANS PLAN B3-3A EL=43 .0 MAX WATER :r:_ -__ERFACE EL=43.0 u = . f---'-- _J ::::, "' • t') WQMP BASIN BOT EL=40.0 :.11'. "X48 00<S X 48"X48" GRATE EL=43.5 12" HDPE PIPE 6" HDPE PIPE 6" HDPE PIPE MIRAFI 140N FILTER FABRIC OR EQUIVALENT SECTIONW-W BASIN BOTTOM ELEVATION 18" 36" 3'x 3'x 6' GABION BASKETS ~. 1/:-1/2" GALVANIZED HARDWARE CLOTH -~ ~1• ROCK, 12" HIGH BA;i°NE :OPE *T* :., .. CONSTRUCTION JOINT AT 12'± #6 EPOXY COATED ANCI-KJR REBAR AT 3' O.C. CLASS A CONCRETE 10· SECTIONX-X STEEL PLATE WITH 1" ORIFICE 2" OFFSET FROM BOTTOM OF BOX PROPOSED FINISH SURFACE CLASS A CONCRETE EXISTING GROUl'-0 -0 PROTRUDING 18" ABOVE SLAB, 3" MIN. CLEARANCE EACH DIRECTION CUT OF WALL PER DETAIL HEREON '<I" GABION BASKETS NOTES: @ FOREBAY CONCRETE SLAB DETAIL NOT TO SCALE GABION BASKETS SHALL MEET SPECIFICATION ASTM A975 FOR DOUBLE-TWISTED HEXAGONAL MESH GABIONS. GABION BASKETS SHALL BE MADE OF GALVANIZED (ZINC COATED ACCORDING TO ASTM A641/A641M) WOVEN WIRE WITH A NOMINAL MESH OPENING OF 3.25" (8 X 10 MESH TYPE) AND WIRE DIAMETER OF 0.120". GABIONS CELLS SHALL BE 3'x3'x3'. THE ROCK FOR GABIONS SHALL BE HARD, ANGULAR TO ROUND, DURABLE AND OF SUCH QUALITY THAT THEY SHALL NOT DISINTEGRATE ON EXPOSURE TO WATER OR WEATHERING DURING THE LIFE OF THE STRUCTURE. GABION ROCKS SHALL RANGE BETWEEN 4" AND 8". THE RANGE IN SIZES MAY ALLOW FOR A VARIATION OF 5% OVERSIZE AND/OR 5% UNDERSIZE ROCK, PROVIDED IT IS NOT PLACED ON THE GABION EXPOSED SURFACE. • "<t N • :;o __ C> 0 1- • "' .-----o" PVC PIPE /SOIL MEDIA / r 5° ELL STANDARD WYE REPLACE STANDARD WYE WITH 45° ELL AND SIZE x REQUIRED LENGTH PVC PIPE FOR TERMINUS CLEAN OUT RAVEL BED ~ .. OR 12" PVC PIPE @BASIN CLEANOUT DETAIL NO SCALE Michael Baker 40810 COUNTY CENTER DR., SUITE 200 TEMECULA, CA 92591 PHONE: (951) 676-8042 I N T E R N A T I O N A L MBAKERINTI..COM WQMPBASIN @) Bl~NTION FACILITY DETAIL NOT TO SCALE CUT OFF WALL DETAIL NOT TO SCALE VARIES VARIES . z -"' TOP _[_MAX WATER -'--'-Z__ -3,:-EL __ EV_AT_I_ON ___ f--~-'l'-_ s_uR-FACE ELE-VA-TI ~ . I ~Ope -BOTTOM - ELEVATION 4" PERFORATED PVC PIPE SECTIONY-Y 1" WIDE X 1/4" THICK STAINLESS STEEL FRAME WELL SCREEN TRASH RACK AT FRONT PERFORATED PLATE AT REAR 2" HOLE DIA. ====- ELEVATION "C"-~-- ELEVATION "B" NOTE: ORIFICE HOLE CONFIGURATION TO BE CENTERED ON STEEL PLATE. • • T <O • I ~ ~ II I[) 1 '-6" W1= 1 '4" "C" DETAIL A TRASH RACK WELL SCREEN\ ... ,,_ . • CLEAR OPENING =1 o" W1 • d • • • FLOW PERFORATED7,IRECTION STEEL PLATE t t SECTION B-B , t N.T.S . ' N.T.S . . • .. <> • . . . . .... • ~ VARIES ----~- "' ' t') DEPTH VARIES 18" MIN. SOIL MEDIA 12" MIN. GRAVEL BED OFFSET FROM BOTTOM SOIL MEDIA 2.5 IN/HR INFILTRATION RATE FOR AMENDED SOIL 10% TYPE 1 ORGANIC SOIL AMENDMENT 90% CLASS "A" TOP SO IL CLASS "A" TOP SOIL SHALL CONFORM TO THE FOLLOWING SPECIFICATION: 70-85% SAND 10-15% SILTS 0-10% CLAYS GRAVEL BED 1" #57 CRUSHED ROCK PER GREENBOOK 5/8" DIA. HOLE~ (TYP.) 1 '6" 5 8" DI A. '--'~~~------- ( TYP.) 0 0 0 ·c· 0 X • <( J <O ::::,; I • ~ N 0 0 ~ 0 0 0 1" WIDE x 1/4" THICK STAINLESS STEEL FRAME '----1/2" DIA. DRAIN HOLE ON CENTER DETAIL B N.T.S. NO. 93 STAINLESS STEEL "VEE-WIRE" TM (JOHNSON SCREENS OR EQUIVALENT) WELD SUPPORT BARS TO FRAME PER FABRICATOR'S INSTRUCTIONS --1 11 x 1/4 11 F-.----------v:,..,n;i:~ ST A I NLESS STEEL BAR .. SUPPORT BARS' · .• TE 0.074" x 0.75" 1" o.c. SECTION C-C N.T.S. .. ... • . . ~ w z z ~ -z 0 "' w ::, 0 w "' '-' 3: 0 c-i N 0 I '-' 0. I 0, LO "' .,,_ <D / w U) u w "' 0. / LD18-1898 ~ 0 BUILDING AND SAFETY i 1--------------------lS REVIEWED FOR COMPLIANCE WITH TITLE 24 / DISABLED ACCESS AND ACCESSIBILITY ONLY '.'.j APPROVED BY: _________ _ NAME DATE 0 / 0 z <( _J / ,--;::;:;;:;:;:;:;:;;-;;:::;;::;;:;-;;:;::;::;:;---7;:-:;:;-r--;:;::;--i------;:;;~;::-;:::::------r;:::::;:;:T.;::::::::r---:::;::::::-:--::::::::--------,------,---::;;;;;:;;:;:;:;;;;;;:::----,----;:~;-;;;:;;:;;-=----r----;;;;::-;;;;:;-;:;;-;---,-----:;::;-;;::;::;;,:~;:;-----r-------------------,----------------_J-----------,,--------l§: CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY j l---+---1------------------12-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. :;; CONTRACTOR_______ CORNER OF Tl£ INTERSECTION OF R.W:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: ________ .DATE: ---~ 1---+---+------------------IRD, AN) YNEZ ROAD. 56' N.W. OF Rm'.:H CALIFOONIA 1--------1 ,/'@T~I, PA16 1427 TEUECULA VILLAGE 22 .,,_ 1-----'---1--------------1-----1----' RD. 110' N OF YNEZ ROAD, 29' NCllTH OF FIRE AS NOTED /<,\><~><:f,1 -M <D INSPECTOR ________ 1---+---+-------------+---+------l HYlllANT, AT EAST EAST ECG: OF OF 5'x15' BASE No. 73744 ACCEPTED BY: _________ .DATE:___ 1(1M:?ii;.f \\) PM 31023 -PARCELS 1 -8 ~ DATE COMPLETED ______ 1---+---+-------------+---+------l ~~-~~~~~~T~ ESTATE VERTICAL -M-A-RK_A_. -D-OT_Y __________ ,DATE: -------PATRICK THOMAS' PE 11~!,~ . >J) PRECISE GRAD I NG PLAN f--------li l---+---1------------------IELEVATION = 1028.JB7 N/A R.c.E. 73744 ~~~~~:o:4~~3PUBLIC WORKS/CITY ENGINEER '~iG£{:'/ STORM DRAIN DETAILS oF27sHEETS '.3,- :r: Appendix B: Storm W a ter Pollutant Control H ydrologic Calculations and Sizing Methods :--------------------------r------------------, -----------------------------------·r-----------------·r-----------------·:------------------·:------------------:------------------·r------- -••••---~---•-••-•-••••••••r•••------•••••·••·r•••·••••• : : : I : I I I I I ________ 1 __ R_o_1_w __ -+-__ R_o_s_w __ 7 l ___ R_o_s_w __ -+ ___ R_o4_w __ ~i __ R_0_3_w __ ----t __ R_o_2_w __ -'r" ___ R_o_1_w __ --+ ___ R_o_1_E __ -!-l ___ R_o_2_E __ +i __ R_0_3_E __ ---,..._ __ R:...:....::o....:.4-=E=-----1-: ___ R_o_s_E __ 7 __ -t T 01 S T02 S T 04 S T 05 S ---------1----------! TOGS ---------;---,--..--....,---,--,--1 N M 04 Ol t2 Ot 1------- T 07 S T08 S 07 Cit 0, ,o ti H II tS 14 I ) R,07W ' I I I I I I '' I .... , ... R06W R 05W R04W --------------------- ' --------------- I .. f. .. ~.. : I I I I ' ' ' ' I I I I I I I ' ' ' : l a I I 0.85A I I -:-t--1-----------t-l -----------------•---' I o_;; ,. , <1f" i:..n ----±=~-e:~+--- , 0.85 • 1 Beaumont_J..J ~•80 !-•••••-•• R03W Figure B.1-1: 85th Percentile 24-hour l sohyetal Map B-3 I ~ I I I I I ' -----------~-----J------ . 1 I I I I I I ' I I I I I I ·-· -•------,-J..------ .. ••• I ,_.. • l .... .. '·41! ... -~··· • Rain Gage Locations R IVE RSID E COUNT Y FL O OD CONTROL AND WATER CONSERVATIO N D ISTRICT lsohyetal Map for the 85th Percentile 24 hour Storm Event J uly 20 1 1 July 2018 Automated Worksheet B.1-1: Calc ulation of Design Capture Volume (Vl.3) Category Standard Drainage Basin Inputs 2 3 4 5 6 7 8 9 10 11 12 13 Description Dramage Basm ID or Name Basin D r ains t o the Following BMP Type 85th P ercentile 24-hr Storm D epth Design Infiltration Rat e Recommended by Geotechnical Engineer Impervious Surfaces Not Directed to Disper sion Area (C =0 .90) Semi-P e rvious Surfaces Not Servmg as D i spersion Area (C =0 .30) Engineered Pervious Surfaces Not Serving as D i spersion Area (C=0.1 0) Natural T yp e A Soil Not Serving as Dispersion Area (C =0.1 0) Natural T yp e B Soil Not Serving as D i spersi on Area (C=0.1 4) N atural Type C Soil Not Serving as D i spersion Area (C =0 .23) Natural Type D Soil N ot Servmg as D i spersion Area (C =0 .30) Does Tributary Incorporate Dispersion, Tr ee W ells, and/ o r R2in Barrels? Impervious Surfaces Direc ted to Dispersion Area per SD-B (Ci =0.90) Semi-Pervious Surfaces Serving as Dispers ion Area per SD-B (Ci=0.30) Dispersion Area, Tree Well & Rain Barrel Inputs (Optional) 14 Engmeered Pervious Surfaces Serving as Dispersion A rea per SD -B (Ci =0.10) 15 16 17 18 19 ----Treatment - Train Inputs & Iii Calculations Ill -.. Initial Runoff - Factor - Calculation - Dispersion Area Adjustments -.. ----.. Tree & Barrel B Adjustments ----Results -Worksheet B.1-1 Gene ral Notes: Natural Type A Soil Serving as Dispersion Area per SD -B (Ci =0.1 0) N a tural Type B Soil Serving as Dispersion Area per SD-B (Ci =0.1 4) N atural Type C Soil Serving as Dispersion Area per SD-B (Ci =0.23) Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30) Numb er o f T r ee Wells Prop osed per SD-A Average M at ure T ree Canopy Diameter Number ofR2in Barrels Proposed per SD-E Average Rain Barrel Size Does BMP Overflow to Stormwater Features in D ownstream Dr2inage ? I dentify Downstream Drainage Basin P roviding T reatmen t in Senes Percent o f Upstream F lows Directed to Downstream D isp ersion A r eas Upstream Impervious Surfaces D irected t o D isper sion Area (C i =0.9 0) Upstream Impervious Surfaces Not Directed to Dispersion Area (C =0.90) Tot al Trib u tary Area Initial Runoff F actor for Standard Dr2inage Areas Initial Runoff Factor for Dispersed & Dispersion Areas In itial Weighted Runoff Factor Initial D esign Capt ure Volume Total Impervio us Area D ispersed t o Pervious Surface Total P ervious Dispersion Area R atio of Di spersed Impervious Area t o Pervious D ispersion Area Adjustment Factor for Dispersed & D ispersion A reas Runoff Factor After Dispersion Techniques Design Capture Volume A f ter D ispersion Techniques Total T ree Well Volume Red uction T otal R2in Barrel Volume Reducl:l on Final A djusted Runoff Factor Final Effective Trib u tary Area Initial Design Capture Volume Ret2ined by Site Design Elements Final D esign Capture Volume Tributary to BMP D MA 1 -BMP B DMA2 -B MP A DMA 3 -CB Filter Insert DMA 4 -CB Filter Insert Biofiltration Reten tion O ther Other 0.93 0 .9 3 0 .93 0.9 3 0.060 0 .560 92,81 4 202,961 3 1,540 1,100 185,507 70,324 No No No No N o No N o No 0 0 0 0 0 0 0 0 278,32 1 273,285 31,540 1,1 00 0 .37 0.69 0 .90 0.90 0 .00 0.00 0 .0 0 0.00 0 .37 0.69 0 .9 0 0 .90 7,9 47 14,614 2,190 76 0 0 0 0 0 0 0 0 n/a n/a n/a n /a 1.0 0 1.00 1.0 0 1.00 0.37 0.69 0.90 0 .90 7,9 47 14,614 2,1 90 76 0 0 0 0 0 0 0 0 0 .37 0.69 0 .9 0 0 .90 102,979 18 8,567 28,3 86 990 0 0 0 0 7,947 14,61 4 2,190 76 U nits unitless inch es in/h r sq-ft sq-ft sq-ft sq-f t sq-ft sq-ft sq-ft N o No No No No No yes/n o sq-f t sq-ft sq -ft sq-ft sq -ft sq-f t sq-ft # f t # gal No N o No No No No unitless unitless p ercent 0 0 0 0 0 0 cubic-f eet 0 0 0 0 0 0 cub ic-f eet 0 0 0 0 0 0 sq -ft 0.0 0 0.00 0 .0 0 0.00 0.00 0.00 unit less 0.00 0 .00 0 .0 0 0 .00 0 .00 0.00 unit less 0.00 0 .00 0.0 0 0.00 0 .00 0.00 unit less 0 0 0 0 0 0 cub ic -f eet 0 0 0 0 0 0 sq -ft 0 0 0 0 0 0 sq -ft n/a n /a n/a n /a n /a n /a ral:l o 1.00 1.00 1.0 0 1.00 1.00 1.00 ratio n /a n /a n/a n /a n /a n /a unitless 0 0 0 0 0 0 cub ic-f ee t 0 0 0 0 0 0 cubic -f eet 0 0 0 0 0 0 cubic-feet 0.00 0 .00 0.0 0 0.00 0 .00 0.00 unit less 0 0 0 0 0 0 sq-ft 0 0 0 0 0 0 cub ic-f ee t 0 0 0 0 0 0 cub ic-f eet A. Applicant s may u se this worksheet t o calculate d esign ca p ture volumes for up t o 1 0 drainage areas U ser input must b e provided for yellow shaded cells, values for all other cells will b e au tom atically generated, erro r s / nol:lfi cations will b e highlighted in red and summanzed b el ow. U p o n completion of this w orksh eet, proceed to the appropriate BMP Sizingworksh eet(s). Category Capture & Use Inputs Infiltration Inputs Calculations Result 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Worksheet B.3-1 General Notes: Description Design Capture Volwne for Entire Project Site Proposed Development Type Nwnber of Residents or Employees at Proposed Development Total Planted A rea within Development Water Use Category for Proposed Planted Areas Is Average Site Design Infiltration Rate ::,0.500 Inches per Hour? Is Average Site Design Infiltration Rate ::,0.0 10 Inches per Hour? Is Infiltration of the Full DCV Anticipated to Produce Negative Impacts? Is Infiltration of Any Volwne Anticipated to Produce Negative Impacts? 36-Hour Toilet Use Per Resident or Employee Subtotal: Anticipated 36 Hour Toilet Use Anticipated 1 Acre Landscape Use Over 36 Hours Subtotal: Anticipated Landscape Use Over 36 H ours Total Anticipated Use Over 36 Hours Total Anticipated Use / Design Capture Volwne Are Full Capture and Use Techniques Feasible fo r this Project? Is Full Retention Feasible for this Project? Is Partial Retention Feasible for this Project? Feasibility Category Value U nits 24,764 R es idential unitless 4 83 tf. 255,831 sq-ft Moderate unitless No yes/no N o yes /no N o yes /no No yes /no 1.86 cubic-feet 901 cubic-feet 196.52 cubic-feet 1,154 cubic-feet 2,055 cubic-feet 0.08 cubic-feet No unitless Yes yes /no Yes yes /no 3 1, 2, 3, 4, 5 A. Applicants may use this worksheet to determine the types of structural BMPs that are acceptable for implementation at their project site (as r equired in Section 5 of the BMPDl'vf). Use r input should be provide d for yell ow sh aded cells , values for all othe r cells will be automatically g enerated. Projects d emonstrating feasibility or potential feasibility via this worksheet are encouraged to incorporate capture and u se features in their project. B. Negative impacts associated w ith retention may include geotechnical, groundwater, water balance, or other issues identified by a geotechnical enginee r and substantiated through completion of Form I -8. C. Feasibility Category 1: Applicant must imp lement capture & use, retention, and/ or infiltration elements for the entire DCV. D. Feasibility Category 2: Applicant must implement capture & use elements for the entire DCV. E. Feasibility Category 3: Applicant must implement retention and/ or infiltration elements for all DMAs with Design Infiltration Rates greater than 0.50 in /hr. F. Feasibility Category 4: Applicant must implement standard unlined biofiltration BMPs sized at ~3% of the effective impervious trib utary area for all DMAs with Design Infiltration Rates of 0.011 to 0.50 in/hr. Applicants may be permitted to implement lined BMPs, re duce d size BMPs, and/ or specialized biofiltration BMPs provided additional criteria identified in "Supplemental Retention Criteria for Non-Standard Bio filtration BMPs" are satisfied. G . Feasibility Category 5: Appli cant must implement standard lined b iofiltration BMPs sized a t ~3% of the effective impervious t ribu tary area for all DMAs with Design Infiltration Rates of 0.010 in/hr or less. Applicants may also b e permitted to implement r edu ced size and/ or specialized biofiltratio n BMPs provide d additional criteria identifi e d in "Supplemental Retention Criteria for Non-Standard Biofiltration BMPs" are satisfied. H. PDPs participating in an offsite alternative compliance program are not held to the feasibility categ ories presented herein. PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 15 Structural Pollutant Control BMP Checklist Provide the following items for each Structural BMP selected Refer to Figure 5-2: Stormwater Pollutant Control Structural BMP Selection Flow Chart OMA ID No. 1 Structural BMP ID No. B Construction Plan Sheet No. 15 lZl Structural BMP Feasibility -Worksheet B.3-1: Project-Scale BMP Feasibility Analysis lZl Worksheet C.4-1: Categorization of Infiltration Feasibility Condition Refer to Appendices C and D to complete. • Not included because the entire project will use harvest and use BMPs lZl Worksheet D.5-1 Infiltration & partial retention Safety Factor Structural BMP Selection and Design (Chapter 5.5): • Worksheet B.6-1 -Flow-thru treatment control included as pre-treatment/fore bay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) • Retention by harvest and use (HU-1) • Continuous simulation Model • Worksheet B.4-1 • Infiltration basin (INF-1) • Bioretention (INF-2) • Permeable pavement (INF-3) lZl Worksheet B.5-1 • Biofiltration with partial retention (PR-1) lZl Biofiltration (BF-1) • Biofiltration with Nutrient Sensitive Media Design (BF-2) • Identification and Narrative of Receiving Water Pollutants of Concern • Proprietary Biofiltration (BF-3) • Appendix F checklist • Identification and Narrative of Receiving Water Pollutants of Concern • -Worksheet B.5-3 Minimum Footprint • -Worksheet B.5-4 Biofiltration + Storage lZl Selected BMPs have been designed to address the entire DCV. The OMA is compliant with Pollution Control BMP sizing requirements. STOP* • Other (describe in discussion section below) • Worksheet B.6-1 -Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below) • Describe in discussion section below why the remaining BMP size could not fit on site. • Identification and Narrative of Receiving Water Pollutants of Concern • Selection of Flow-Thru Treatment Control BMPs with high or medium effectiveness • FT-1 Vegetated swales • FT-2 Media Filters • FT-3 Sand Filters • FT-4 Dry Extended Detention Basin • FT-5 Proprietary flow-thru treatment control • Pollutant Control Offsite Alternative Compliance Participation form • Water Quality Equivalency Worksheets20 Template Date: July 4th, 2018 16 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Purpose: • Pre-treatment/forebay for another structural BM P • Pollutant control only lZl Combined pollutant control and hydromodification control (see Attachment 2) • Other (describe in discussion section below) Who will certify construction of this BMP? Provide name and contact information for the party responsible to sign BMP verification forms (See Chapter 1.12 of the BMP Design Manual) Who will be the final owner of this BMP? Who will maintain this BM P into perpetuity? Discussion (as needed): [ ] (Continue on subsequent pages as necessary) City Engineer Patrick Thomas • HOA 1Z1 Property Owner • Other (describe) [ • HOA 1Z1 Property Owner • Other (describe) [ * If this box is checked, Worksheet B.6-1 does not need to be filled out. • City ] • City ] Template Date: July 4th , 2018 Category BMP Inputs Retention Calculations Biofiltration Calculations 1 2 3 4 5 6 7 8 9 10 1 1 13 14 15 16 17 18 19 2 0 21 22 23 2 4 2 5 2 6 27 8 9 30 3 32 33 34 35 36 Description D r amage Basm ID o r Name Design I filtratio n R at e Effe ctiv e Tributary Area Minimum Bio filtra tion F ootp rint Siz ing F actor esign C p r e Volume Tributary t o BMP I s Biofiltration Basin Impermeably Lined or Unlined? P rovided Bio filtratio n B MP Surface Area P rovide d Surface Ponding D epth Prov ided Soil M edia Thickness Provided D epth of G ravel Above Und er drain In vert D iame t e r of Under d rain or H y dromod O rifice (Select Smallest) Provide D epth o G rave el w the Unde rdr · V olume In iltra ed O ve r 6 H our Storm so·l edia ore Space Availabl e for Re ten · o G r a el P o re Sp ace Available fo r Re t entio ffe c ·ve Retention epth Calculat ed Ret ntion S to rage Draw own (Inclu g 6 S to rm) Volum e R e tain ed b y BMP F raction o f D CV R etained P or tion of R etentio n P erforman ce Stand ard Satisfi ed Fraction of D CV R etained (n ormaliz ed to 36-hr drawdo wn ) D esign Captur e Volume Remaining fo r Biofiltration M ax Hyd rom o d Flow R ate through Underdrain Max Soil Filtration R ate Allowed by Underdrain Orifice Soil M edia Fil tration Rate per Sp eci fications Soil Media F iltratio n R ate to b e u sed fo r Si zi n g Depth Biofiltered Over 6 Hour Storm Soil Media P o r e Space Av · ble fo Biofiltra · o Ef ective ep f io 1 ratio Storage rawdo n e for S rface onding Drawd wn T ime for ffec tive Bio iltratio n Depth Total De io fil ere Optio n 1 -B io filter 1.50 DCV: Tar get Volu m e Option 1 -Provided Biofiltration Volume O p tion 2 -Store 0 . 75 DCV: Target Volu me Option 2 -P rovided Storage Volu m e Portion ofBiofiltration P erformance Standard Satisfied 37 Do Site Design E lements and BMPs Satisfy Annual Reten tion Requiremen ts? R e sult 3 8 Over all P o rtion of P e rformance Standard Satisfied 39 T his BMP Overflows to the Following Drainage Basin 40 D e fi ci t of Effectivel y Treated Stormwater W o rksh eet B.5-1 G e n er a l N otes: D MA 1 -BMP B 0 .060 102,9 79 0.030 7,947 U nline d 5,400 6 24 12 4 .00 3 16 0 .05 0.40 2.40 26 1,242 0 .1 6 0 .33 0.18 6,51 7 0.7672 6 .14 5 .00 5.00 30. 0 .20 15.6 1 3 45.6 9,776 9,776 4,888 4,88 8 1.00 Yes 1.00 0 . . : . U nits sq-ft ratio cubic-feet unitless sq-ft inches inches in ches inches in ches 0 0 0 0 0 0 0 0 cub ic-feet 0 . 5 0 .05 0 .05 0.05 0 . 5 0 .05 .05 0.05 0 .05 uru ess 0 .00 0 .00 0 .00 0.00 0 . 0 0.00 .00 0.0 0 .00 uru ess 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 .00 0.0 0 .00 inches 0 0 0 0 0 0 0 hours 0 0 0 0 0 0 0 0 0 cubic-feet 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .0 0 0 .00 ratio 0 .00 0 .00 0 .00 0.00 0 .00 0.00 0 .00 0 .0 0 0 .00 ratio 0 .00 0 .00 0.00 0.00 0 .00 0.00 0 .00 0 .00 0 .00 ratio 0 0 0 0 0 0 0 0 0 cubic-feet n /a n /a n /a n /a n /a n /a n /a n /a n /a CFS n /a n /a n /a n /a n /a n /a n /a n /a n /a in/hr 5 .00 5 .00 5 .00 5.00 5 .00 5 .00 5 .00 5 .0 0 5 .00 in/hr 5 .00 5 .00 5 .00 5.00 5 .00 5 .00 5 .00 5 .00 5 .00 in/hr 30. 0 30.00 30.00 0 .00 30.00 3 0.0 0 30.00 3 .00 30. 0 inches 0 .20 0.20 0.20 0.20 0 .20 0.20 .20 0 .2 0 .20 uru ess 0.00 0 .00 0.00 0.00 0 .00 0.00 .00 0 .0 0 .00 inches 0 0 0 0 0 0 0 hours 0 0 0 0 0 0 0 0 h ours 30. 0 30.00 30.00 30.00 30.00 0.00 30 .00 3 .00 30. 0 in h es 0 0 0 0 0 0 0 0 0 cubic-f eet 0 0 0 0 0 0 0 0 0 cubic-feet 0 0 0 0 0 0 0 0 0 cubic-feet 0 0 0 0 0 0 0 0 0 cub ic -feet 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 ratio yes /n o 0 .00 0 .00 0 .00 0.00 0 .00 0.00 0 .00 0 .0 0 0 .00 ratio unitless n /a n /a n /a n /a n /a n /a n /a n /a n /a cubic -feet A . Applicants may use this worksheet to size Lined or Unlined Biofiltration BMPs (BF-1, PR-1) for up to 10 basins . User input m u st be provided for yellow shaded cells, values for blue cells ar e automatically populate d b ased o n u ser inputs from previous worksheets, values for all other c ells will be automatic ally gen erated, errors /n otifications will be highlighted in red/ orange and summariz ed below. BMPs fully s atisfying the pollu t ant cont rol pe r formance standards will have a deficit treated volume of zero and b e hig hlighted in green. Appendix D: Approved Infiltration Rate Assessment Methods Worksheet D.5-1: Factor of Safety and Design Infiltration Rate Worksheet ffl1 .... ~1Jil .. _.. , ... , ,.,,u,i..:,:,•, ... •---• • l,=--~•••1\Jmn1 •1f'l1 •11u1 -· ..... -• . '\'l'iTil ~ m;n;fil: I Factor Category Factor Description Assigned Weight (w) Soil assessment methods 0.25 Predominant soil texture 0.25 Suitabili ty Site soil variability 0.25 A Assessment Depth to groundwater / impervious layer 0 .25 Suitab ility Assessment Safety Fac tor, SA = Lp Level of pretreatment/ expected 0.5 sediment loads B Design Redundancy/ resiliency 0 .25 Compaction during con structio n 0 .25 Design Safety Factor, SB = Lp Co mbined Safety Fac tor, S total = SA x SB O b ser ved Infi ltration Rate, in ch /hr, K ( d £ · fi b · ) o bserved correcte o r test-spec1 c ms D esign Infilt ra tion Rate, in/hr, K . = K / S design observed total Supporting Data BMPB ~ .. .."ll1Rff Factor Value (v) Product (p) p = w x v 1 0 .25 3 0 .75 1 0 .25 1 0 .25 1.5 2 1 3 0 .75 2 0 .5 2 .25 3.375 0.2 0.06 Briefly describe infiltration test and provide reference to test forms: D-19 July 2018 Appendix C: Geotechnical and Groundwater Investigation Requirements Worksheet C.4-1: Categorization of Infiltration Feasibility Condition Part 1-Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria 1 Screening Question Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The respon se to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis : Yes No Summarize findings of studies; p rovid e reference to studies, calculations, maps, data sources, e tc. P rovide narrative discussion of study/ d a ta source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this S creening Question must be based on a compreh ensive evaluation of the factors presented in Appendix C.2. Provide basis: Summarize findings of studies; provide refere nce to studies, calculations, maps, data sources, et c. Provide narrative discussion of study/ data source applicability. C-11 July 2018 Appendix C: Geotechnical and Groundwater Investigation Requirements Criteria 3 -... I -...... .-....,..An • • I -!!I LJ ~~ WJliJ Screening Question Can infiltration greater than 0.5 inches per hour be allow ed without increasing risk of groundwater contamination ( shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Yes No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question must be based on a comprehensive evaluation of the factors presente d in Appendix C.3. Provide basis: Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provid e narrative discussion of study/data source applicability. Part 1 Result* If all answers to rows 1 -4 are ''Ye s" a full infiltration design is potentially feasible . The feasibility screening cat egory is Full Infiltration If any answer from r ow 1-4 is "No", infiltration may be possible to some extent but would n ot generally be f e asible or desirable to achieve a "full infiltration" design. Proceed to Part 2 *To be completed u sing gathered site information and best profes sional judgment considering the d efinition of MEP in the Regional M S4 Permit. A dditional testing and / or studies may b e required by C ity staff to subs tantiate findings . C-12 July 2018 Appendix C: Geotechnical and Groundwater Investigation Requirements Part 2 -Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria 5 Screening Question Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Yes No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion o f study/data source applicability and why it was not f e asible to mitigate low infiltration rat es. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability , groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The res ponse to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: Summarize findings of studies; provide re ference to studies, calculations, maps, data sources, e tc. Provide n arrative discussion of s tudy/data source applicability and why it was not feasible to mitigat e low infiltration rates. C-13 July 2018 Appendix C: Geotechnical and Groundwater Investigation Requirements Criteria 7 Screening Question Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in A ppendix C.3. Provide basis: Yes No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Summarize findings of studies; provide reference to studies, calculation s, maps, data sources, etc. Provide narrative discussion of study/data source applicability and w hy it was n ot feasible to mitigate low infiltration rates. Part 2 Result* If all answers from row 5-8 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. *To be completed u sing gathered site information and best professional judgment considering the d efinition of MEP in the Regional MS4 Permit. Additional testing and/ or studies m ay be required by Agency /Jurisdictions to substantiate findings . C-14 July 2018 Appendix C: Geotechnical and Groundwater Investigation Requirements .5. easibility cree ·ng Data ourc s Table C.5-1 lists the r e adily available GIS data t o may be used to a ssist the project app lican t t o scre en the project site fo r feasibility. Table C.5-1: Feasibility Screening Data Sources fitmm:i ]. , ... .----r-1:-, •. .-irra Cill;J'i'i'ffl--,, ... -,~ H ydric soils w ill indicate layer s of U SDA Web So il Su rvey. H ydric soil s, intermittent saturatio n that may (ratin gs of 100) were classi fie d as hydric . H ydric Soils function like a D soil and sho uld be http://webs oilsurvey.sc.egov.usda.gov/ A p avoided for in filtrati o n p /H omePage.htm G e o Tracker. In c ases whe re the r e were Groundwater Infiltratio n BM P s w ill need to b e multiple measurem e nts made at the same D epths sited in areas with adequate dis t ance well, the av erage was taken over that year. (> 10 ft) from the groundwater table http://geo track er.waterboards .c a .gov/ d ata _download_by _county.asp Contaminated Infiltrati o n m ust limited in areas Geo Track er. D ata downloaded for soils and /or of contaminate d Ri v er side county and limite d t o active groundwater soil/ groundwater cleanup sites sites http://geotracker.waterbo ards.ca._gov / C-15 July 2 018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 15 Structural Pollutant Control BMP Checklist Provide the following items for each Structural BMP selected Refer to Figure 5-2: Stormwater Pollutant Control Structural BMP Selection Flow Chart OMA ID No. 2 Structural BMP ID No. A Construction Plan Sheet No. 18 lZl Structural BMP Feasibility -Worksheet B.3-1: Project-Scale BMP Feasibility Analysis lZl Worksheet C.4-1: Categorization of Infiltration Feasibility Condition Refer to Appendices C and D to complete. • Not included because the entire project will use harvest and use BMPs lZl Worksheet D.5-1 Infiltration & partial retention Safety Factor Structural BMP Selection and Design (Chapter 5.5): • Worksheet B.6-1 -Flow-thru treatment control included as pre-treatment/fore bay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) • Retention by harvest and use (HU-1) • Continuous simulation Model lZl Worksheet B.4-1 lZl Infiltration basin (IN F-1) • Bioretention (INF-2) • Permeable pavement (INF-3) • Worksheet B.5-1 • Biofiltration with partial retention (PR-1) • Biofiltration (BF-1) • Biofiltration with Nutrient Sensitive Media Design (BF-2) • Identification and Narrative of Receiving Water Pollutants of Concern • Proprietary Biofiltration (BF-3) • Appendix F checklist • Identification and Narrative of Receiving Water Pollutants of Concern • -Worksheet B.5-3 Minimum Footprint • -Worksheet B.5-4 Biofiltration + Storage lZl Selected BMPs have been designed to address the entire DCV. The OMA is compliant with Pollution Control BMP sizing requirements. STOP* • Other (describe in discussion section below) • Worksheet B.6-1 -Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below) • Describe in discussion section below why the remaining BMP size could not fit on site. • Identification and Narrative of Receiving Water Pollutants of Concern • Selection of Flow-Thru Treatment Control BMPs with high or medium effectiveness • FT-1 Vegetated swales • FT-2 Media Filters • FT-3 Sand Filters • FT-4 Dry Extended Detention Basin • FT-5 Proprietary flow-thru treatment control • Pollutant Control Offsite Alternative Compliance Participation form • Water Quality Equivalency Worksheets20 Template Date: July 4th, 2018 16 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Purpose: • Pre-treatment/forebay for another structural BM P • Pollutant control only lZl Combined pollutant control and hydromodification control (see Attachment 2) • Other (describe in discussion section below) Who will certify construction of this BMP? Provide name and contact information for the party responsible to sign BMP verification forms (See Chapter 1.12 of the BMP Design Manual) Who will be the final owner of this BMP? Who will maintain this BM P into perpetuity? Discussion (as needed): [ ] (Continue on subsequent pages as necessary) City Engineer Patrick Thomas • HOA 1Z1 Property Owner • Other (describe) [ • HOA 1Z1 Property Owner • Other (describe) [ * If this box is checked, Worksheet B.6-1 does not need to be filled out. • City ] • City ] Template Date: July 4th , 2018 Category BMP Inputs Infiltration Calculations Result 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Worksheet B.4-1 General Notes: Automated Worksheet B.4-1: Sizing Retention BMPs (Vl.3) Description Dramage Basm ID or Name DMA2-BMPA Design Infiltration Rate Recommended by Geotechnical Engineer 0.560 Design Capture Volume Tributary to BMP 1 4,614 Is Retention BMP Vegetated or Non-Vegetated? N on-Vegetated Provide d Surface Area 9,039 Provided Surface Ponding Depth 15 Provided Soil Media Thickness 0 Provided Gravel Storage Thickness 0 Volume Infiltrated Over 6 Hour Storm 0 2,53 1 0 0 Soil Media Pore Space 0.40 0.40 0 .40 0 .40 Gravel Pore Space 0.40 0.40 0 .40 0 .40 E ffective Depth of R e tention Storage 0.0 15.0 0 .0 0 .0 Drawdown Time for Surface Ponding (Post-Storm) 0 27 0 0 Drawdown Time for Entire Basin (Including 6 Hour Storm) 0 33 0 0 Volume R etained by BMP 0 13,830 0 0 Fraction ofDCV Retained 0.00 0.95 0 .00 0 .00 Percentage of Performance Requirement Satisfied 0 .00 1 .0 0 0 .00 0 .00 Fraction ofDCV Retained (normalized to 36-hr drawdown) 0.00 1.0 0 0 .00 0 .00 This BMP Overflows to the F o llowing Drainage Basin Deficit of Effectively Treated Stormwater n /a 0 n /a n /a U nits in/h r cubic-fee t unitless sq-ft inches inches inche s 0 0 0 0 0 0 cubic-feet 0.40 0 .40 0 .40 0 .40 0 .40 0 .40 unitless 0.40 0 .40 0 .40 0 .40 0 .40 0 .40 unitless 0.0 0 .0 0 .0 0 .0 0 .0 0 .0 inch es 0 0 0 0 0 0 h ours 0 0 0 0 0 0 h ours 0 0 0 0 0 0 cubic-feet 0 .00 0.00 0.00 0 .00 0 .00 0 .00 ratio 0 .0 0 0 .00 0.00 0.00 0.00 0.00 ra ti o 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 ratio unitless n /a n /a n /a n /a n /a n /a cubic-fe et A Applicants may use this worksheet to size Infiltration, Bioret ention, and/or P erme able Pavement BMPs (INF -1, INF-2, INF-3) for up to 10 basins. Us er input must be provided for yellow shaded cells, valu es for blu e cells are automatically populate d based o n use r inputs from previous worksheets , valu es for all other cells will b e automatically generat ed, errors /notifications will be highlighted in red /orange and summarized b elow. BMP s fully satisfying the p o llutant con t rol performance standards will have a defici t t reated volume o f zero and b e highlighted in gre en. Appendix D: Approved Infiltration Rate Assessment Methods Worksheet D.5-1: Factor of Safety and Design Infiltration Rate Worksheet ffl1 .... ~1Jil .. _.. , ... , ,.,,u,i..:,:,•, ... •---• • l,=--~•••1\Jmn1 •1f'l1 •11u1 -· ..... -• . '\'l'iTil ~ m;n;fil: • Factor Category Factor Description Assigned Weight (w) Soil assessment methods 0.25 Predominant soil texture 0 .25 Suitabili ty Site soil variability 0 .25 A Assessment Depth to groundwater / impervious layer 0.25 Suitab ility Assessm ent Safety Fac tor, SA = Lp Level of pretreatment/ expected 0.5 sediment loads B Design R edundancy/ resiliency 0.25 Compaction during con structio n 0.25 Design Safety Factor, SB = Lp Combined Safety Fac tor, S total = SA x SB O b ser ved Infi ltration Rate, in ch/hr, K ( d £ · fi b · ) observed correcte o r test-spec1 c ms D esign Infilt ra tion Rat e, in/hr, K . = K / S design observed total Supporting D ata B :tvlP A ~ 1m:r.n~I~ Factor Valu e (v) Product (p) p = w xv 1 0.25 3 0.75 1 0 .25 1 0 .25 1.5 2 1 3 0 .75 2 0 .5 2 .25 3.375 1.9 0.56 Briefly describe infiltration test and provide reference to test forms: D-19 July 2018 Appendix C: Geotechnical and Groundwater Investigation Requirements Worksheet C.4-1: Categorization of Infiltration Feasibility Condition Part 1-Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria 1 Screening Question Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The respon se to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis : Yes No Summarize findings of studies; p rovid e reference to studies, calculations, maps, data sources, e tc. P rovide narrative discussion of study/ d a ta source applicability. 2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this S creening Question must be based on a compreh ensive evaluation of the factors presented in Appendix C.2. Provide basis: Summarize findings of studies; provide refere nce to studies, calculations, maps, data sources, et c. Provide narrative discussion of study/ data source applicability. C-11 July 2018 Appendix C: Geotechnical and Groundwater Investigation Requirements Criteria 3 -... I -...... .-....,..An • • I -!!I LJ ~~ WJliJ Screening Question Can infiltration greater than 0.5 inches per hour be allow ed without increasing risk of groundwater contamination ( shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Yes No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question must be based on a comprehensive evaluation of the factors presente d in Appendix C.3. Provide basis: Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provid e narrative discussion of study/data source applicability. Part 1 Result* If all answers to rows 1 -4 are ''Ye s" a full infiltration design is potentially feasible . The feasibility screening cat egory is Full Infiltration If any answer from r ow 1-4 is "No", infiltration may be possible to some extent but would n ot generally be f e asible or desirable to achieve a "full infiltration" design. Proceed to Part 2 *To be completed u sing gathered site information and best profes sional judgment considering the d efinition of MEP in the Regional M S4 Permit. A dditional testing and / or studies may b e required by C ity staff to subs tantiate findings . C-12 July 2018 Appendix C: Geotechnical and Groundwater Investigation Requirements Part 2 -Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria 5 Screening Question Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D. Provide basis: Yes No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion o f study/data source applicability and why it was not f e asible to mitigate low infiltration rat es. 6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability , groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The res ponse to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.2. Provide basis: Summarize findings of studies; provide re ference to studies, calculations, maps, data sources, e tc. Provide n arrative discussion of s tudy/data source applicability and why it was not feasible to mitigat e low infiltration rates. C-13 July 2018 Appendix C: Geotechnical and Groundwater Investigation Requirements Criteria 7 Screening Question Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in A ppendix C.3. Provide basis: Yes No Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates. 8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question must be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis: Summarize findings of studies; provide reference to studies, calculation s, maps, data sources, etc. Provide narrative discussion of study/data source applicability and w hy it was n ot feasible to mitigate low infiltration rates. Part 2 Result* If all answers from row 5-8 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration. If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration. *To be completed u sing gathered site information and best professional judgment considering the d efinition of MEP in the Regional MS4 Permit. Additional testing and/ or studies m ay be required by Agency /Jurisdictions to substantiate findings . C-14 July 2018 Appendix C: Geotechnical and Groundwater Investigation Requirements .5. easibility cree ·ng Data ourc s Table C.5-1 lists the r e adily available GIS data t o may be used to a ssist the project app lican t t o scre en the project site fo r feasibility. Table C.5-1: Feasibility Screening Data Sources fitmm:i ]. , ... .----r-1:-, •. .-irra Cill;J'i'i'ffl--,, ... -,~ H ydric soils w ill indicate layer s of U SDA Web So il Su rvey. H ydric soil s, intermittent saturatio n that may (ratin gs of 100) were classi fie d as hydric . H ydric Soils function like a D soil and sho uld be http://webs oilsurvey.sc.egov.usda.gov/ A p avoided for in filtrati o n p /H omePage.htm G e o Tracker. In c ases whe re the r e were Groundwater Infiltratio n BM P s w ill need to b e multiple measurem e nts made at the same D epths sited in areas with adequate dis t ance well, the av erage was taken over that year. (> 10 ft) from the groundwater table http://geo track er.waterboards .c a .gov/ d ata _download_by _county.asp Contaminated Infiltrati o n m ust limited in areas Geo Track er. D ata downloaded for soils and /or of contaminate d Ri v er side county and limite d t o active groundwater soil/ groundwater cleanup sites sites http://geotracker.waterbo ards.ca._gov / C-15 July 2 018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 15 Structural Pollutant Control BMP Checklist Provide the following items for each Structural BMP selected Refer to Figure 5-2: Stormwater Pollutant Control Structural BMP Selection Flow Chart OMA ID No. 3 Structural BMP ID No. CB Insert Construction Plan Sheet No. 4 • Structural BMP Feasibility -Worksheet B.3-1: Project-Scale BMP Feasibility Analysis • Worksheet C.4-1: Categorization of Infiltration Feasibility Condition Refer to Appendices C and D to complete. • Not included because the entire project will use harvest and use BMPs • Worksheet D.5-1 Infiltration & partial retention Safety Factor Structural BMP Selection and Design (Chapter 5.5): • Worksheet B.6-1 -Flow-thru treatment control included as pre-treatment/fore bay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) • Retention by harvest and use (HU-1) • Continuous simulation Model • Worksheet B.4-1 • Infiltration basin (INF-1) • Bioretention (INF-2) • Permeable pavement (INF-3) • Worksheet B.5-1 • Biofiltration with partial retention (PR-1) • Biofiltration (BF-1) • Biofiltration with Nutrient Sensitive Media Design (BF-2) • Identification and Narrative of Receiving Water Pollutants of Concern • Proprietary Biofiltration (BF-3) • Appendix F checklist • Identification and Narrative of Receiving Water Pollutants of Concern • -Worksheet B.5-3 Minimum Footprint • -Worksheet B.5-4 Biofiltration + Storage IZl Selected BMPs have been designed to address the entire DCV. The OMA is compliant with Pollution Control BMP sizing requirements. STOP* • Other (describe in discussion section below) • Worksheet B.6-1 -Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below) • Describe in discussion section below why the remaining BMP size could not fit on site. • Identification and Narrative of Receiving Water Pollutants of Concern • Selection of Flow-Thru Treatment Control BMPs with high or medium effectiveness • FT-1 Vegetated swales • FT-2 Media Filters • FT-3 Sand Filters • FT-4 Dry Extended Detention Basin • FT-5 Proprietary flow-thru treatment control • Pollutant Control Offsite Alternative Compliance Participation form • Water Quality Equivalency Worksheets20 Template Date: July 4th, 2018 16 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Purpose: • Pre-treatment/forebay for another structural BM P • Pollutant control only lZl Combined pollutant control and hydromodification control (see Attachment 2) • Other (describe in discussion section below) Who will certify construction of this BMP? Provide name and contact information for the party responsible to sign BMP verification forms (See Chapter 1.12 of the BMP Design Manual) Who will be the final owner of this BMP? Who will maintain this BM P into perpetuity? Discussion (as needed): [ ] (Continue on subsequent pages as necessary) City Engineer Patrick Thomas • HOA 1Z1 Property Owner • Other (describe) [ • HOA 1Z1 Property Owner • Other (describe) [ * If this box is checked, Worksheet B.6-1 does not need to be filled out. • City ] • City ] Template Date: July 4th , 2018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 15 Structural Pollutant Control BMP Checklist Provide the following items for each Structural BMP selected Refer to Figure 5-2: Stormwater Pollutant Control Structural BMP Selection Flow Chart OMA ID No. 4 Structural BMP ID No. CB Insert Construction Plan Sheet No. 4 • Structural BMP Feasibility -Worksheet B.3-1: Project-Scale BMP Feasibility Analysis • Worksheet C.4-1: Categorization of Infiltration Feasibility Condition Refer to Appendices C and D to complete. • Not included because the entire project will use harvest and use BMPs • Worksheet D.5-1 Infiltration & partial retention Safety Factor Structural BMP Selection and Design (Chapter 5.5): • Worksheet B.6-1 -Flow-thru treatment control included as pre-treatment/fore bay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below) • Retention by harvest and use (HU-1) • Continuous simulation Model • Worksheet B.4-1 • Infiltration basin (INF-1) • Bioretention (INF-2) • Permeable pavement (INF-3) • Worksheet B.5-1 • Biofiltration with partial retention (PR-1) • Biofiltration (BF-1) • Biofiltration with Nutrient Sensitive Media Design (BF-2) • Identification and Narrative of Receiving Water Pollutants of Concern • Proprietary Biofiltration (BF-3) • Appendix F checklist • Identification and Narrative of Receiving Water Pollutants of Concern • -Worksheet B.5-3 Minimum Footprint • -Worksheet B.5-4 Biofiltration + Storage IZl Selected BMPs have been designed to address the entire DCV. The OMA is compliant with Pollution Control BMP sizing requirements. STOP* • Other (describe in discussion section below) • Worksheet B.6-1 -Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below) • Describe in discussion section below why the remaining BMP size could not fit on site. • Identification and Narrative of Receiving Water Pollutants of Concern • Selection of Flow-Thru Treatment Control BMPs with high or medium effectiveness • FT-1 Vegetated swales • FT-2 Media Filters • FT-3 Sand Filters • FT-4 Dry Extended Detention Basin • FT-5 Proprietary flow-thru treatment control • Pollutant Control Offsite Alternative Compliance Participation form • Water Quality Equivalency Worksheets20 Template Date: July 4th, 2018 16 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Purpose: • Pre-treatment/forebay for another structural BM P • Pollutant control only lZl Combined pollutant control and hydromodification control (see Attachment 2) • Other (describe in discussion section below) Who will certify construction of this BMP? Provide name and contact information for the party responsible to sign BMP verification forms (See Chapter 1.12 of the BMP Design Manual) Who will be the final owner of this BMP? Who will maintain this BM P into perpetuity? Discussion (as needed): [ ] (Continue on subsequent pages as necessary) City Engineer Patrick Thomas • HOA 1Z1 Property Owner • Other (describe) [ • HOA 1Z1 Property Owner • Other (describe) [ * If this box is checked, Worksheet B.6-1 does not need to be filled out. • City ] • City ] Template Date: July 4th , 2018 .,.... 8 cl'. (!) IL "ULTIMATE" BYPASS-~ FEATURES STAINLESS STEEL _ _/ SUPPORT BASKET Fossil Rock ™ ----- ABSORBENT POUCHES · .. ~ FloGard® FILTER -INSTALLED INTO CATCH BASIN- U.S. PATENT# 6,00,023 & 6,877,029 Inlet Filtration FloGard® Catch Basin Insert Filter Grated Inlet St le LINER----~ SUPPORT-------ISI BASKET CATCH BASIN ---i (FLAT GRATE STYLE) DETAIL A EXPLODED VIEW NOTES: 1. Filter insert shall have a high flow bypass feature. 2. Filter support frame shall be constructed from stainless steel Type 304. 3. 4. Filter medium shall be Fossil Rock "', installed and maintained in accordance with manufacturer specifications. Storage capacity reflects 80% of maximum solids collection prior to impeding filtering bypass. 02~$~~~~: 7921 Southpark Plaza, Suite 200 I Littleton, CO 180120 I Ph: 800.579.68191 oldcastlestormweter.com lHIS DOCUMENT IS lHE PROPERTY OF 0L.DCAST1.E PRECAST, INC. IT IS SUBt.lTTED FOR REFERENCE PURPOSES ON. Y Nil SHALL NOT BE USED IN ANYWAY INJURIOOS TO THE MEREBTS OF SAID COMPANY. COPYRIGHTC 2010 OL.DCABTL.E PRECABT, INC. AL1 RIGIITTI RESERVED. DRAWING NO. REV ECO ECQ-0127 DATE FGP-0001 F JPR 5 18 15 JPR 11 /3/06 SHEET 1 OF 2 .,.... 8 cl'. (!) IL Inlet Filtration •• «' "ULTIMATE" BYPASS FEATURE (LOUVERS & OPENINGS) SEE DETAIL C ----- ~ ;, nULTIMATEN BYPASS FEATURE (LOUVERS & OPENINGS) DEPTH STANDARD = 20 INCHES SHALLOW = 12 INCHES *CUSTOM DETAILS SECTION VIEW FloGard® FILTER -INSTALLED- • MANY OTHER STANDARD & CUSTOM SIZES & DEPTHS AVAILABLE UPON REQUEST. SPECIFIER CHART STANDARD & SHALLOW STANDARD DEPTH -20 Inches- U.S. PATENT# 6,00,023 & 6,877,029 DETAILC "ULTIMATE" BYPASS FEATURES SHALLOW DEPTH -12 Inches-DEPTH MODEL NO. (Data In these columea la the same for MODEL NO. both STANDARD & SHALLOW versions) STANDARD INLET ID SOLIDS FILTERED SHALLOW SOLIDS FILTERED GRATE OD TOTAL DEPTH STORAGE FLOW DEPTH STORAGE FLOW Inside Outside BYPASS Dimension Dimension CAPACITY CAPACITY CAPACITY (inch X inch) (inch x inch) (cu. ft./ sec.) (cu. ft.) (cu. ft./ sec.) (cu. ft.) (cu. ft./ sec.) FGP-12F 12X 12 12 X 14 2.8 0.3 0.4 FGP-12F8 .15 .25 FGP-1530F 15X30 15X35 6.9 2.3 1.6 FGP-1530F8 1.3 .9 FGP-16F 16X 16 16 X 19 4.7 0.8 0.7 FGP-16F8 .45 .4 FGP-1624F 16X24 16X26 5.0 1.5 1.2 FGP-1624F8 .85 .7 FGP-18F 18X 18 18X20 4.7 0.8 0.7 FGP-18F8 .45 .4 FGP-1820F 16X 19 18X21 5.9 2.1 1.4 FGP-1820F8 1.2 .8 FGP-1824F 16X22 18X24 5.0 1.5 1.2 FGP-1824F8 .85 .7 FGP-1836F 18X36 18X40 6.9 2.3 1.6 FGP-1836F8 1.3 .9 FGP-2024F 18X22 20X24 5.9 1.2 1.0 FGP-2024F8 .7 .55 FGP-21F 22X22 22X24 6.1 2.2 1.5 FGP-21F8 1.25 .85 FGP-2142F 21 X40 24X40 9.1 4.3 2.4 FGP-2142F8 2.45 1.35 FGP-2148F 19X46 22X48 9.8 4.7 2.6 FGP-2148F8 2.7 1.5 FGP-24F 24X24 24X27 6.1 2.2 1.5 FGP-24F8 1.25 .85 FGP-2430F 24X30 26X30 7.0 2.8 1.8 FGP-2430F8 1.6 1.05 FGP-2436F 24X36 24X40 8.0 3.4 2.0 FGP-2436F8 1.95 1.15 FGP-2448F 24X48 26X48 9.3 4.4 2.4 FGP-2448F8 2.5 1.35 FGP-28F 28X28 32X32 6.3 2.2 1.5 FGP-28F8 1.25 .85 FGP-2440F 24X36 28X40 8.3 4.2 2.3 FGP-2440F8 2.4 1.3 FGP-30F 30X30 30X34 8.1 3.6 2.0 FGP-30F8 2.05 1.15 FGP-36F 36X36 36X40 9.1 4.6 2.4 FGP-36F8 2.65 1.35 FGP-3648F 36X48 40X48 11.5 6.8 3.2 FGP-3648F8 3.9 1.85 FGP-48F 48X48 48X54 13.2 9.5 3.9 FGP-48F8 5.45 2.25 FGP-8D24F 24X24 28X28 6.1 2.2 1.5 FGP-SD24F8 1.25 .85 FloGard® Catch Basin Insert Filter Grated Inlet St le 02~$~~~~: 7921 Southpark Plaza, Suite 200 I Littleton, CO 180120 I Ph: 800.579.68191 oldcastlestormweter.com lHIS DOCUMENT IS lHE PROPERTY OF 0L.DCAST1.E PRECAST, INC. IT IS SUBt.lTTED FOR REFERENCE PURPOSES ON. Y Nil SHALL NOT BE USED IN ANYWAY INJURIOOS TO THE MEREBTS OF SAID COMPANY. COPYRIGHTC 2010 OL.DCABTL.E PRECABT, INC. AL1 RIGIITTI RESERVED. DRAWING NO. REV ECO ECQ-0127 DATE FGP-0001 F JPR 5 18 15 JPR 11 /3/06 SHEET 2 OF 2 "' 0 FloGard®+Plus MOUNTING 0 SPECIFIER CHART --~ --·~CKET 0 FILTER FRAME ------- L1 ' a. Curb Opening Storage Filtered Bypass / <J. Cl MODEL NO. Width Capacity Flow Rate Flow Rate / • ' u. -W--Cu. Ft. --GPM/CFS--GPM/CFS-/ ' ' -~'uuB~ ) FGP-24CI 2.0' (24") .95 338/ .75 2,513/ 5.8 FGP-30CI 2.5' (30") 1.20 450/ 1.00 3,008/6.7 ,'.\ DOD L1 L1 FGP-36CI 3.0' (36") 1.50 563/1.25 3,547/ 7.9 FGP-42CI 3.5' (42") 1.60 675/1.50 3,951 / 8.8 ~~~~ / / FGP-48CI 4.0' (48") 2.10 768/1.76 4,445 / 9.9 ~XPANSION FILTER LINER & ~ <J FGP-6.0CI 5.0' (60") 2.40 900 /2.00 5,208 / 11.8 -- FGP-6.0CI 6.0' (72") 3.05 1,126/2.51 6,196 / 13.8 BOLT SUPPORT BASKET. FGP-7.0CI 7.0' (84") 3.65 1,350/3.01 7,139 / 15.9 DETAIL A FGP-ll.OCI 8.0' (96") 4.25 1,576 / 3.51 8,082 / 18.0 MOUNTING BRACKET & EXPANSION BOLTS FGP.10.0CI 10.0' (120") 4.65 1,600/4.01 9,833 /21.9 SEE NOTE 2 FGP.12.0CI 12.0' (144") 6.10 2,252 / 5.02 11,784 / 28.2 SCALE 6/1 FGP.14.0CI 14.0' (168") 7.30 2,700 /6.02 13,515/30.1 FGP.18.0CI 18.0' (192") 8.55 3.15217.02 15,448 / 34.4 RUBBER GASKETS ~ ~CURB FGP-18.0CI 18.0' (216") 9.45 3,490 /7.78 17,152/36.2 FloGard®+Plus -,-..: ' . \-.;/ OPENING _1A -· FGP.21.0CI 21.0' (252") 10.95 4,050 /9.02 19,891 / 44.3 CURB INLET FILTER ' ASSEMBLY. . ~ FGP-28.0CI 28.0 (336") 14.60 5,400 / 12.03 26,311 / 58.6 . • e-. . /-~ 1/ " ' " ,. ' \\ '-A w t f " A NOTES: ' I' " '- ·' ~-,/I t 1. FloGard®+PLUS filter inserts shall be installed across the entire ' ' ,-::------::..✓ e- ~ width of curb opening. Storage capacity and clean flow rates are based L_ ' . ~ --------' on full width installation. --I CATCH~ . . ' . ' . 2. Filter insert shall be attached to the catch basin with stainless steel ·. .· ' BASIN. expansion anchor bolts & washers (3/8" x 2-1/2" minimum length.) FOSSIL ROCK~ See detail A. SECTION B-B TOP VIEW ABSORBENT POUCH. 3. FloGard®+PLUS filter inserts are designed with a debris trap/energy SCALE 1/1 dissipator for the retention of floatables and collected sediments . 4. Filter support frame shall be constructed from stainless steel Type 304. FLO-GARD® CURB INLET~ SEE DETAIL A 5. Filter liner shall be constructed from durable polypropylene, woven, FILTER ASSEMBLY. monofilament, geotextile. Filter liner shall not allow the retention of water between storm events. . ·) ~CURB ' 0 OPENING 6. Filter inserts are supplied with "clip-in" filter pouches utilizing FOSSIL ,---~ -----------~ ' ROCK 111 filter medium for the collection and retention of petroleum ' ' ' . : ~ hydrocarbons (oils & greases). ' e : -~ - I . ' i 7. FloGard®+PLUS filter inserts and FOSSIL ROCK 111 filter medium . B -' pouches must be maintained in accordance with manufacturer 12.00 .. ' recommendations. I I ' ' 8. FloGard +PLUS filter inserts are available in standard lengths of 24", -C B 30" ,35", 42" & 48R and may be installed in various length combinations (end to end) to fit length of noted catch basin. l;-.c-~ FILTER LINER & ' SUPPORT BASKET. 9. Clean flow rates are "calculated" based on liner flow rate of 140 gallons . per minute per square foot of material, a factor of .50 has been applied to . allow for anticipated sediment & debris loading. An additional safety . rOUTLET CATCH~ factor of between .25 & .50 may be applied to allow for site specific BASIN. .. sediment loading. . . . -. . .. 10. Storage capacity reflects maximum solids collection prior to impending , "initial'' filtering bypass. The RultimateR high-flow bypass will not become SECTION A-A impeded due to maximum solids loading. SIDE VIEW SCALE 1/1 TITLE if' KriStar Enterprises, Inc. ~rtJ®+PLUS CATCH BASIN FILTER INSERT 360 Sutton Place, Santa Rosa, CA 95407 Ph: 800.579.8819, Fax: 707.524.8186, www.kristar.com (Curb Inlet Style) DRAWING NO. REV rCO rATE FGP-0002 D 0059 JPR 12/30/08 JPR 11 /3/06 SHEET 1 OF 1 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 17 Identification and Narrative of Receiving Water and Pollutants of Concern Describe flow path of stormwater from the project site discharge location(s), through urban storm conveyance systems as applicable, to receiving creeks, rivers, and lagoons as applicable, and ultimate discharge to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): Stormwater from the project site discharges into Long Canyon Creek (HAS 2.32), Murrieta Creek (HAS 2.32), Santa Margarita River -Upper Portion (Deluz HAS 2.22, 2.21), Santa Margarita River -Lower Portion (Ysidora, HAS 2.13, 2.12, 2.11), Santa Margarita Lagoon, and, ultimately, to the Pacific Ocean. List any 303(d) impaired water bodies3 within the path of stormwater from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs and/or Highest Priority Pollutants from the WQIP for the impaired water bodies: 303(d) Impaired Water Body Long Canyon Creek (HAS 2.32) Murrieta Creek (HAS 2.32) Santa Margarita River - Upper Portion (Deluz HAS 2.22, 2.21) Santa Margarita River - Lovver Portion (Ysidora, HAS 2 .13, 2.12, 2.11) Santa Margarita Lagoon Pollutant(s)/Stressor(s) Pesticides (Chlorpyrifos); Metals (Iron, Manganese); Nutrients (Nitrogen, Phosphorus) Pesticides (Chlorpyrifos); Metals (Copper, Iron, Manganese); Nutrients (Nitrogen, Phosphorus); Bacteria & Viruses (Fecal Coliform); Toxicity (Toxicity) Metals (Iron, Manganese); Nutrients (Nitrogen, Phosphorus); Toxicity (Toxicity) Pesticides (Chlorpyrifos); Nutrients (Nitrogen, Phosphorus); Bacteria & Viruses (Fecal Coliform, Enterococcus); Toxicity (Toxicity) Nutrients (Eutrophic) Pacific Ocean None TMDLs I WQIP Highest Priority Pollutant All pollutants have a TMDL requirement status of SA, meaning standards are not met at water segment and TMDL is required All pollutants have a TMDL requirement status of SA, meaning standards are not met at water segment and TMDL is required. All pollutants have a TMDL requirement status of SA, meaning standards are not met at water segment and TMDL is required. All pollutants have a TMDL requirement status of SA, meaning standards are not met at water segment and TMDL is required. SA Identification of Project Site Pollutants* *Identification of project site pollutants below is only required if flow-thru treatment BMPs are implemented onsite in lieu of retention or biofiltration BMPs. Note the project must also participate in an alternative compliance program (unless prior lawful approval to meet earlier PDP requirements is demonstrated). 3 The current list of Section 303(d) impaired water bodies can be found at http://www.water boards.ca.gov/water issues/programs/water qualit y assessment/#impaired Template Date: July 4th, 2018 18 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Identify pollutants expected from the project site based on all proposed use(s) of the site (see BMP Design Manual AJpendix B.6): Also a Receiving Not Applicable to Anticipated from the Water Pollutant of Pollutant the Project Site Project Site Concern Sediment • 0 • Nutrients • 0 0 Heavy Metals • 0 0 Organic Compounds • 0 • Trash & Debris • 0 • Oxygen Demanding • 0 • Substances Oil & Grease • 0 • Bacteria & Viruses • 0 0 Pesticides • 0 0 Pollutant Control Offsite Alternative Compliance Participation Form Refer to Chapter 1.8 f•1n.""1•t~l::.ill•ll:leti!ii1~u111r:~•111 Record ID: [ ] Assessor's Parcel Number(s) [APN(s)] [ ] Quantity of Pollutant Control Debits or Credits (cubic feet) [ • Debits • Credits *See Attachment 1 of the PDP WQMP ] [•1•~1 ;.,1e1,:.&. .. 1i 111 llll I I I,.-,. 11••~·~•··•~'"1, 1 11,..., l[eilliiTtilrili'••::.JAl:.Jlf.tllillr ililf::Yln'-.."i r;:-;, ...... ,,-.. ....... ,.,.,;,,,.--..,1'6 ~=-.,. =-...,. Record ID: APN(s) Project Owner/Address Credit/Debit Quantity (cubic feet) 1. [ ] [ ] [ ] • Credit [ ] • Debit 2. [ ] [ ] [ ] • Credit [ ] • D ebit 3 . [ ] [ ] [ ] • Credit [ ] • Debit 4. [ ][ ] [ ] • Credit [ ] • Debit Template Date: July 4th , 2018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 19 5. [ ][ ] [ ] • Credit [ ] • D ebit 6. [ ][ ] [ ] • Credit [ ] • D ebit Total sum of Credits and Debits o::credits •LDebits) (cubic feet) [ ] /!'f; rill• re] 11:1111II1•1111r:1u•111 Are offsite project(s) in the same credit trading area as the onsite project? • Yes • No Will projects providing credits be completed prior to completion of projects •Yes receiving credits? • No Are all deficits accounted for? • Yes If No, onsite and offsite projects must be redesigned to account for all deficits. • No Provide supporting WQE calculations as part of this attachment. Template Date: July 4th, 2018 20 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Attachment Sequence Attachment 2a Attachment 2b Attachment 2c Attachment 2d Attachment 2e Attachment 2f Attachment 2g ATTACHMENT 2 HYDROMODIFICATION CONTROL MEASURES Indicate which Items are Included behind this cover sheet: Contents Do Hydromodification Management Requirements apply? See Chapter 1.6 and Figure 1-2. HMP Exhibit (Required) See Checklist on the back of this Attachment cover sheet. see Chapter 6.3.1 Management of Critical Coarse Sediment Yield Areas See Chapter 6 .2 and Appendix H of the BMP Design Manual. Structural BMP Design Calculations, Dravvdown Calculations, and Overflow Design Summary (Required) See Chapter 6 and Appendix G of the BMP Design Manual Geomorphic Assessment of Receiving Channels (Optional default low flow threshold is 0 .1 Q2) See Chapter 6.3.4 of the BMP Design Manual. Vector Control Plan (Required when structural BMPs will not drain in 96 hours) Offsite Alternative Compliance for Hydromodification Checklist lZl Hydromodification management controls required. • Green Streets Project (Exempt from hydromodification management requirements) STOP* • Exempt from hydro modification management requirements • Include Figure 1-2 and document any "NO" answer STOP* 1Z1 Included • Exhibit depicting onsite/upstream CCSYAs (Figure H.1 -1) AND, • Documentation that project avoids CCSYA per Appendix H.1. OR • Sediment Supply BMPs implemented. 1Z1 Included • Submitted as separate stand- alone document • Included • low flow threshold is 0.3O2 • low flow threshold is 0.5O2 • Included lZl Not required because BMPs will drain in less than 96 hours lZl Full Compliance Onsite • Partial Compliance Onsite with Offsite ACP or Full Offsite ACP. Refer to Figure 1-3:Pathways to Document onsite structural BMPs Participating in Offsite Alternative and complete Hydromodification Compliance Program Offsite Alternative Compliance Template Date: July 4th , 2018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS I Participation Form. and WQE worksheets * If this box is checked. the remainder of Attachment 2 does not need to be filled out. Template Date: July 4th. 2018 21 22 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit: • Point(s) of Compliance with name or number • Project Site Boundary • Project Disturbed Area Footprint • Drainage management area (OMA) boundaries, OMA ID numbers, OMA areas (square footage or acreage), and OMA type (i.e., drains to structural BMP, self-retaining, self- mitigating, or de-minimis) Note on exhibit De-mini mis areas and reason they could not be included. Include offsite areas receiving treatment to mitigate Onsite Water Quality Equivalency. • Potential pollutant source areas and corresponding required source control BMPs (see Chapter 4, Appendix E.1, and Step 3.5) • Proposed Site Design BMPs and surface treatments used to minimize imperviousness. Show sections, details, and dimensions of site design BM P's (tree wells, dispersion areas, rain gardens, permeable pavement, rain barrels, green roofs, etc.) • Proposed Harvest and Use BMPs • Underlying hydrologic soil group (Web Soil Survey) • Existing natural hydrologic features (watercourses, seeps, springs, wetlands, pond, lake) • Existing topography and impervious areas • Proposed grading and impervious areas. If the project is a subdivision or spans multiple lots show pervious and impervious totals for each lot. • Existing and proposed site drainage network and connections to drainage offsite • Potable water wells, onsite wastewater treatment systems (septic), underground utilities • Structural BMPs (identify location, structural BMP ID No., type of BMP, and size/detail) • Approximate depth to groundwater at each structural BMP • Approximate infiltration rate and feasibility (full retention, partial retention, biofiltration) at each structural BMP • Critical coarse sediment yield areas to be protected and or conveyed through the project site. • Temporary Construction BMPs. Include protection of source control, site design and structural BMPs during construction. • Onsite and Offsite Critical coarse sediment yield areas to be protected • Proposed design features and surface treatments used to minimize imperviousness • Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) • Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) Template Date: July 4th , 2018 LEGEND ~ ~ DMA AREA NUMBER AREA IN ACRES DMA BOUNDARY TABLE I. SUBAREAS TYPE AREA (ACRES) ROAD, FLAT (0-5%) 1.38 ROOF AREA 1.29 LANDSCAPE AREA 1. 15 TOTAL 3.82 TABLE II. SUBAREAS TYPE AREA (ACRES) ROAD , FLAT (0-5%) 2.48 ROOF AREA 1.84 LANDSCAPE AREA 1. 15 TOTAL 5.47 120 60 0 120 E 0.. z 0 a:: w => 0 w a:: I 1-w z ~ l'.) ~ 0 vi u _J <( u u 0 u I [l... ~ ~ m U') t') v tO / ~ :3- 0.... :::;; ~ ~ a:: 0 0.... w a:: / z :iE 0 <( / m SCALE: 1 "=120' .---------------------r-------------------------------1 ~ :~~~~~~OUNTYCENTERDR., TEMECULA VILLAGE-PARCEL 8 ! ~~~~~1 ~ PHONE : (951) 676-8042 t----------------------------------11 ~ I N T E A N A T I O N A L MBAKERINTL.COM POST DEVELOPMENT ~ .._ _____________________________________________________________ ___.I Michael Baker 33° 30'40" N 33° 30' 11" N Hydrologic Soil Group-Western Riverside Area , California 487200 487300 487400 487500 487600 487200 487300 487400 487500 487600 Map Scale : 1:4,450 if printed on A portrait (8.5" x 11") sheet. N ----=====--------========Mete~ 0 50 100 200 300 A ----=====--------========Feet 1200 0 200 400 800 Map projection: Web Mercator Comer mordinates: WGS84 Edge tics: lJTM Zone llN WGS84 USDA Natural Resources Web Soil Survey National Cooperative Soil Survey ""' Conservation Service 487700 487700 487800 487800 4/22/2016 Page 1 of 5 33° 30'40" N 33° 30' 11" N Hydrologic Soil Group-Western Riverside Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest (AOI) Soils Soil Rating Polygons D A D AID DB D B/D D C D C/D D D D Not rated or not available Soil Rating Lines A AID ,....,,,. B ,....,,,. BID C CID D ,. ~ Not rated or not available Soil Rating Points • A AID • B • BID USDA Natural Resources """ Conservation Service • C CID D • Not rated or not available Water Features ,......,,. Streams and Canals Transportation +++ Rails ..,,,, Interstate Highways ~ US Routes ~ Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1: 15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: Western Riverside Area, California Version 8, Sep 22, 2015 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Data not available. The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 4/22/2016 Page 2 of 5 Hydrologic Soil Group-Western Riverside Area, California Hydrologic Soil Group Hydrologlc Soil Group-Summary by Map Unit -Western River.Ida Area, California (CA679) Map unit symbol Map unit name Rating AtD2 Arlington and Greenfield C fine sandy loams, 8 to 15 pare ant slopes, eroded GhC Gorgonio loamy sand, 0 A to 8 percent slopes GyC2 Greenfield sandy loam, 2 A to 8 percent slopes, eroded GyD2 Greenfield sandy loam, 8 A to 15 percent slopes, eroded GzG Gullied land Hee Hanford coarse sandy A loam, 2 to 8 percent slopes HcD2 Hanford coarse sandy A loam, 8 to 15 percent slopes, erod ed HID Hanford sandy loam, 2 to A 15 percent slopes RmE3 Ramona and Buren C sandy loams, 15 to 25 percent slopes, severely eroded RnE3 Ramona and Buren C loams, 5 to 25 percent slopes, several y eroded RsC Riverwash Totals for Area of Interest USDA Natural Resources == Conservation Service Web Soil Survey National Cooperative Soil Survey AcrasinAOI 2.7 7.7 7.3 4.5 4.1 12.5 2.2 1.6 43.1 0.5 4.7 90.9 Parc:ant of AOI 3.0% 8.4% 8.0% 4.9% 4.5% 13.7% 2.4% 1.8% 47.4% 0.6% 5.2% 100.0% 4 /22/2016 Page 3 of5 Hydrologic Soil Group-Western Riverside Area, California Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition USDA Natural Resources == Conservation Service Web Soil Survey National Cooperative Soil Survey 4/22/2016 Page4 of5 Hydrologic Soil Group-Western Riverside Area, California Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods. The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is sat to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie-break" rule determines which value should be returned. The ''tie-break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff: None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered . Tie-break Rule: Higher The tie-break rule indicates which value should be selected from a sat of multiple candidate values, or which value should be selected in the event of a percent composition tie. USDA Natural Resources == Conservation Service Web Soil Survey National Cooperative Soil Survey 4/22/2016 Page 5 of5 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 23 Management of Critical Coarse Sediment Yield Areas (Attachment 2c) Document the findings of Site-specific Critical Coarse Sediment Analysis below. Include any calculations, and additional documentation completed as part of the analysis. Refer to Chapter 6.2 and Appendix Hof the City of Temecula BMP Design Manual for additional guidance. The project effectively manages Critical Coarse Sediment Yield Areas (CCSYAs) using the following methodology: • Step A. A Site-Specific Critical Coarse Sediment Yield Analysis was performed: • Step A.1. Determine whether the project site is a significant source of critical coarse sediment to the channel receiving runoff (refer to CCSYA mapping in Appendix H): • The project site is a significant source of Bed Sediment Supply. All channels on the project site are preserved or bypassed within the site plan. (Complete Step A.2, below) • The project site is a source of Bed Sediment Supply. Channels identified as verified critical coarse sediment yield areas are preserved. (Complete Step A. 2, below) • The Project site is not a significant source of Bed Sediment Supply. (STOP, supporting information provided with this checklist) • Impacts to verified CCSYAs cannot be avoided. (Complete Step B, below) • Step A.2. Project site design avoids CCSYAs and maintains sediment supply pathways, documentation is provided follovving this checklist. (STOP, include supporting documentation with this checklist) • Step B. Sediment Supply BMPs are implemented onsite to mitigate impacts of development in CCSYAs, documentation is provided follovving this checklist. (STOP, include supporting documentation with this checklist) Template Date: July 4th, 2018 SMRHM PROJECT REPORT General Model Information Project Name: 151641 DMA 1 (Upper BS+ TP) Site Name: Temecula Village Upper -DMA 1 Site Address: Rancho California Road City: Temecula Report Date: 11/1/2018 Gage: Temecula Valley Data Start: 1974/10/01 Data End: 2011/09/30 Time step: 15 Minute Precip Scale: 1.000 Version Date: 2018/07/12 POC Thresholds Low Flow Threshold for POC1: High Flow Threshold for POC1: 151641 DMA 1 (Upper BS+ TP) 10 Percent of the 2 Year 1 O Year 11/1/20181:25:39 PM Page 2 Landuse Basin Data Predeveloped Land Use OMA 1 Bypass: No Groundwater: No Pervious Land Use acre C D,Grass,Flat(0-5%) 4.22 C D,Grass,Ste(10-20) 1.12 C D,Grass,Very(>20%) 1.05 Pervious Total 6.39 Impervious Land Use acre Impervious Total 0 Basin Total 6.39 Element Flows To: Surface lnterflow 151641 DMA 1 (Upper BS+ TP) Groundwater 11/1/20181:25:39 PM Page 3 Mitigated Land Use OMA 1 Bypass: No Groundwater: No Pervious Land Use acre C D,Urban,Flat(0-5%) 1.5 C D,Urban,Very(>20%) 1.67 C D,Urban,St(10-20%) 0.55 Pervious Total 3.72 Impervious Land Use acre Roads,Flat(0-5%) 1.38 Roof Area 1.29 Impervious Total 2.67 Basin Total 6.39 Element Flows To: Surface lnterflow Groundwater Surface Bio Swale 1 Surface Bio Swale 1 151641 DMA 1 (Upper BS+ TP) 11/1/20181:25:39 PM Page 4 Routing Elements Predeveloped Routing 151641 DMA 1 (Upper BS+ TP) 11/1/20181:25:39 PM Page 5 Mitigated Routing Bio Swale 1 Bottom Length: Bottom Width: Material thickness of first layer: Material type for first layer: Material thickness of second layer: Material type for second layer: Material thickness of third layer: Material type for third layer: Infiltration On Infiltration rate: Infiltration safety factor: Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Underdrain used Underdrain Diameter (feet): Orifice Diameter (in.): Offset (in.): Flow Through Underdrain (ac-ft.): Total Outflow (ac-ft.): Percent Through Underdrain: Discharge Structure Riser Height: Riser Diameter: Notch Type: Notch Width: Notch Height: 3 ft. 30.5577 in. Rectangular 1.500 ft. 1.000 ft. 150.00 ft. 35.00 ft. 1.5 Amended 1 .5 in/hr 1 GRAVEL 0 GRAVEL 0.06 1 21.199 95.571 185.919 11.4 9.512 4.573 0.333 1 2 69.149 185.919 37.19 Orifice 1 Diameter: 2 in. Elevation:0.5 ft. Element Flows To: Outlet 1 Outlet 2 Trapezoidal Pond 1 Landscape Swale Hydraulic Table Stage(feet) 0.0000 0.0714 0.1429 0.2143 0.2857 0.3571 0.4286 0.5000 0.5714 0.6429 0.7143 0.7857 0.8571 0.9286 1.0000 1.0714 Area(ac.) 0.1894 0.1873 0.1852 0.1831 0.1810 0.1789 0.1769 0.1748 0.1727 0.1707 0.1687 0.1666 0.1646 0.1626 0.1606 0.1586 151641 DMA 1 (Upper BS+ TP) Volume(ac-ft.) 0.0000 0.0016 0.0032 0.0048 0.0065 0.0082 0.0099 0.0116 0.0133 0.0151 0.0169 0.0187 0.0206 0.0225 0.0244 0.0263 Discharge(cfs) lnfilt(cfs) 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0073 0.0000 0.0073 0.0000 0.0073 0.0000 0.0073 0.0000 0.0073 0.0052 0.0073 0.0073 0.0073 0.0090 0.0073 0.0104 0.0073 0.0116 0.0073 0.0127 0.0073 11/1/20181:25:39 PM Page 6 1.1429 0.1566 0.0282 0.0137 0.0073 1.2143 0.1547 0.0302 0.0147 0.0073 1.2857 0.1527 0.0322 0.0155 0.0073 1.3571 0.1507 0.0343 0.0164 0.0073 1.4286 0.1488 0.0363 0.0172 0.0073 1.5000 0.1468 0.0384 0.0179 0.0073 1.5714 0.1449 0.0408 0.0187 0.0073 1.6429 0.1430 0.0432 0.0194 0.0073 1.7143 0.1411 0.0457 0.0201 0.0073 1.7857 0.1391 0.0482 0.0207 0.0073 1.8571 0.1372 0.0507 0.0214 0.0073 1.9286 0.1354 0.0532 0.0220 0.0073 2.0000 0.1335 0.0558 0.0226 0.0073 2.0714 0.1316 0.0584 0.0232 0.0073 2.1429 0.1297 0.0610 0.0238 0.0073 2.2143 0.1279 0.0637 0.0388 0.0073 2.2857 0.1260 0.0664 0.0395 0.0073 2.3571 0.1242 0.0691 0.0401 0.0073 2.4286 0.1223 0.0719 0.0408 0.0073 2.5000 0.1205 0.0747 0.0415 0.0073 Landscape Swale Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)lnfilt(cfs) 2.5000 0 .1894 0.0747 0 .0000 0.2506 0.0000 2.5714 0.1915 0.0883 0.0000 0.2506 0.0000 2.6429 0.1936 0.1020 0.0000 0.2620 0.0000 2.7143 0.1958 0 .1159 0.0000 0 .2734 0 .0000 2.7857 0.1979 0.1300 0.0000 0.2848 0.0000 2.8571 0.2001 0.1442 0.0000 0.2962 0.0000 2.9286 0 .2022 0.1586 0 .0000 0.3076 0.0000 3.0000 0.2044 0.1731 0.0000 0.3190 0.0000 3.0714 0.2066 0.1878 0.0290 0.3304 0.0000 3.1429 0.2088 0 .2026 0.0410 0 .3418 0 .0000 3.2143 0.2110 0.2176 0.0502 0.3531 0.0000 3.2857 0.2132 0.2328 0.0580 0.3645 0.0000 3.3571 0 .2154 0.2481 0 .0649 0.3759 0.0000 3.4286 0.2176 0.2635 0.0711 0.3873 0.0000 3.5000 0.2198 0.2792 0.0768 0.3987 0.0000 3.5714 0.2221 0 .2949 0.0821 0.4101 0 .0000 3.6429 0.2243 0.3109 0.0870 0.4215 0.0000 3.7143 0.2266 0.3270 0.0917 0.4329 0.0000 3.7857 0 .2288 0.3432 0 .0962 0.4443 0.0000 3.8571 0.2311 0.3597 0.1005 0.4557 0.0000 3.9286 0.2334 0.3763 0.1046 0.4671 0.0000 4.0000 0.2357 0 .3930 0.1085 0.4785 0 .0000 4.0714 0.2380 0.4099 0.1124 0.4898 0.0000 4.1429 0.2403 0.4270 0.1160 0.5012 0.0000 4.2143 0 .2426 0.4443 0 .1196 0.5126 0.0000 4.2857 0.2449 0.4617 0.1231 0.5240 0.0000 4.3571 0.2472 0.4792 0.1265 0.5354 0.0000 4.4286 0.2496 0.4970 0.1297 0 .5468 0 .0000 4.5000 0.2519 0.5149 0.1329 0.5582 0.0000 4.5714 0.2543 0.5330 0.2314 0.5696 0.0000 4 .6429 0 .2566 0.5512 0.4088 0.5810 0.0000 4.7143 0.2590 0.5696 0.6376 0.5924 0.0000 4.7857 0.2614 0.5882 0.9079 0.6038 0.0000 4.8571 0.2638 0 .6070 1.2140 0 .6152 0 .0000 4.9286 0.2662 0.6259 1.5522 0.6265 0.0000 151641 DMA 1 (Upper BS+ TP) 11/1/20181:25:39 PM Page 7 5.0000 0.2686 0.6450 1.9195 0.6379 0.0000 5.0714 0.2710 0.6643 2.3139 0.6493 0.0000 5.1429 0.2734 0.6837 2.7335 0.6607 0.0000 5.2143 0.2759 0.7033 3.1769 0.6721 0.0000 5.2857 0.2783 0.7231 3.6429 0.6835 0.0000 5.3571 0.2808 0.7431 4.1305 0.6949 0.0000 5.4286 0.2832 0.7632 4.6387 0.7063 0.0000 5.5000 0.2857 0.7836 5.1666 0.7177 0.0000 5.5714 0.2881 0.8041 5.6847 0.7291 0.0000 5.6429 0.2906 0.8247 6.6281 0.7405 0.0000 5.7143 0.2931 0.8456 7.8437 0.7519 0.0000 5.7857 0.2956 0.8666 9.2687 0.7633 0.0000 5.8571 0.2981 0.8878 10.856 0.7746 0.0000 5.9286 0.3006 0.9092 12.561 0.7860 0.0000 6.0000 0.3032 0.9308 14.341 0.7974 0.0000 6.0714 0.3057 0.9525 16.150 0.8088 0.0000 6.1429 0.3082 0.9744 17.941 0.8202 0.0000 6.2143 0.3108 0.9965 19.670 0.8316 0.0000 6.2857 0.3133 1.0188 21.295 0.8430 0.0000 6.3571 0.3159 1.0413 22.778 0.8544 0.0000 6.4286 0.3185 1.0640 24.092 0 .8658 0 .0000 6.5000 0.3211 1.0868 25.219 0.8772 0.0000 6.5000 0.3211 1.0868 26.156 0.8772 0.0000 151641 DMA 1 (Upper BS+ TP) 11/1/20181:25:39 PM Page 8 Surface Bio Swale 1 Element Flows To: Outlet 1 Outlet 2 Trapezoidal Pond 1 Bio Swale 1 151641 DMA 1 (Upper BS+ TP) 11/1/20181:25:39 PM Page 9 Trapezoidal Pond 1 Bottom Length: Bottom Width: Depth: Volume at riser head: Infiltration On 190.00 ft. 38.00 ft. 5 ft. 0.9488 acre-feet. Infiltration rate: 0.06 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 32.266 138.744 171 .009 18.87 7.952 1.638 Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Side slope 1 : Side slope 2: Side slope 3: Side slope 4: Discharge Structure Riser Height: Riser Diameter: Orifice 1 Diameter: Element Flows To: 3 To 1 3 To 1 3 To 1 3 To 1 4ft. 54 in. 2 in. Elevation:0.25 ft. Outlet 1 Outlet 2 Pond Hydraulic Table Stage(feet) 0.0000 0.0556 0.1111 0 .1667 0.2222 0.2778 0.3333 0.3889 0.4444 0 .5000 0.5556 0.6111 0.6667 0.7222 0 .7778 0 .8333 0.8889 0 .9444 1.0000 1.0556 1.1111 1.1667 1.2222 1.2778 1.3333 1.3889 1.4444 1.5000 Area(ac.) 0.165 0.167 0.169 0.171 0.172 0.174 0.176 0.178 0.179 0.181 0.183 0.185 0.187 0.188 0 .190 0.192 0.194 0 .196 0.198 0.199 0 .201 0.203 0.205 0 .207 0.209 0.211 0 .212 0.214 151641 DMA 1 (Uppe r BS+ TP) Volume(ac-ft.) Discharge(cfs) lnfilt(cfs) 0.000 0.000 0.000 0.009 0.000 0.010 0.018 0.000 0.010 0 .028 0.000 0 .010 0.037 0.000 0.010 0.047 0.018 0.010 0.057 0.031 0.010 0.066 0.040 0.010 0.076 0.047 0.010 0 .086 0.054 0.010 0.097 0.060 0.010 0.107 0.065 0.010 0.117 0.070 0.010 0.128 0.074 0.010 0 .138 0 .078 0 .010 0 .149 0.082 0 .010 0.159 0.086 0.010 0.170 0 .090 0 .010 0.181 0.094 0.010 0.192 0.097 0.010 0 .203 0 .100 0 .010 0 .215 0.103 0 .010 0.226 0.107 0.010 0.238 0 .110 0 .010 0.249 0.113 0.010 0.261 0.115 0.010 0 .273 0 .118 0 .010 0 .284 0.121 0 .010 11/1/20181:25:39 PM Pa ge 10 1.5556 0.216 0.296 0.124 0.010 1 . 6111 0.218 0.309 0.126 0.010 1.6667 0.220 0.321 0.129 0.010 1.7222 0.222 0.333 0.131 0.010 1.7778 0.224 0.345 0.134 0.010 1.8333 0.226 0.358 0.136 0.010 1.8889 0.228 0.371 0.139 0.010 1.9444 0.229 0.383 0.141 0.010 2.0000 0.231 0.396 0.143 0.010 2.0556 0.233 0.409 0.145 0.010 2.1111 0.235 0.422 0.148 0.010 2.1667 0.237 0.435 0.150 0.010 2.2222 0.239 0.448 0.152 0.010 2.2778 0.241 0.462 0.154 0.010 2.3333 0.243 0.475 0.156 0.010 2.3889 0.245 0.489 0.158 0.010 2.4444 0.247 0.503 0.160 0.010 2.5000 0.249 0.516 0.162 0.010 2.5556 0.251 0.530 0.164 0.010 2.6111 0.253 0.544 0.166 0.010 2.6667 0.255 0 .558 0.168 0.010 2.7222 0.257 0.573 0.170 0.010 2.7778 0.259 0.587 0.172 0.010 2.8333 0.261 0.601 0.174 0.010 2.8889 0.263 0.616 0.176 0.010 2.9444 0.265 0.631 0.178 0.010 3.0000 0.267 0 .646 0.180 0.010 3.0556 0.269 0.660 0.181 0.010 3.1111 0.271 0.675 0.183 0.010 3.1667 0.273 0.691 0.185 0.010 3.2222 0.275 0.706 0.187 0.010 3.2778 0.277 0.721 0.188 0.010 3.3333 0.279 0 .737 0.190 0.010 3.3889 0.281 0.752 0.192 0.010 3.4444 0.283 0.768 0.194 0.010 3.5000 0 .285 0.784 0.195 0.010 3.5556 0.287 0.800 0.197 0.010 3.6111 0.289 0.816 0.199 0.010 3.6667 0.292 0 .832 0.200 0.010 3.7222 0.294 0.848 0.202 0.010 3.7778 0.296 0.865 0.203 0.010 3.8333 0 .298 0.881 0.205 0 .010 3.8889 0.300 0.898 0.207 0.010 3.9444 0.302 0.915 0.208 0.010 4.0000 0.304 0 .931 0.210 0.010 4.0556 0.306 0.948 0.837 0.010 4.1111 0.308 0.965 1.981 0.010 4.1667 0 .311 0.983 3.461 0 .010 4.2222 0.313 1.000 5.212 0.010 4.2778 0.315 1.017 7.194 0.010 4.3333 0.317 1 .035 9.382 0.010 4.3889 0.319 1.053 11.75 0.010 4.4444 0.321 1.071 14.28 0.010 4 .5000 0 .323 1.088 16.97 0 .010 4.5556 0.326 1.107 19.78 0.010 4.6111 0.328 1.125 22.71 0.010 4.6667 0.330 1 .143 25.74 0.010 4.7222 0.332 1 .161 28.86 0.010 151641 DMA 1 (Uppe r BS+ TP) 11/1/20181:25:39 PM Pa ge 11 4.7778 0.334 1.180 32.04 0.010 4.8333 0.336 1.199 35.28 0.010 4.8889 0.339 1.217 38.56 0.010 4.9444 0.341 1.236 41.86 0.010 5.0000 0.343 1.255 45.17 0.010 5.0556 0.345 1.274 48.46 0.010 151641 DMA 1 (Upper BS+ TP) 11/1/20181:25:39 PM Page 12 Analysis Results POC 1 5.12 • • 'i 3.90 .. E, ~ 2.67 0 J 11 1.45 0.22 lOE -5 10E·4 lOE-3 l OE-2 I Cumu lative Probability I lOE-1 10 100 F>e.rceonot Time= E.x.ce.-ed ir, g 0 .5 1 2 5 10 20 30 50 70 80 90 95 98 99 99.5 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 6.39 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 3.72 Total Impervious Area: 2.67 Flow Frequency Method: Cunnane Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 2.211653 5 year 3.510771 10 year 5.121934 25 year 6.267104 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.191948 5year 2.261411 10 year 3.403205 25 year 4.657398 151641 DMA 1 (Upper BS+ TP) 11/1/20181:25:39 PM Page 13 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.2212 2148 872 40 Pass 0.2707 1777 775 43 Pass 0.3202 1527 726 47 Pass 0.3697 1339 692 51 Pass 0.4192 1188 647 54 Pass 0.4687 1047 612 58 Pass 0.5182 940 572 60 Pass 0.5677 862 523 60 Pass 0.6172 785 488 62 Pass 0.6667 714 458 64 Pass 0.7162 664 442 66 Pass 0.7657 609 404 66 Pass 0.8152 570 373 65 Pass 0.8647 543 357 65 Pass 0.9142 508 334 65 Pass 0.9637 470 318 67 Pass 1.0132 431 305 70 Pass 1.0627 399 288 72 Pass 1.1122 362 268 74 Pass 1 .1617 334 250 74 Pass 1 .2112 307 239 77 Pass 1.2607 278 222 79 Pass 1.3102 258 203 78 Pass 1.3597 245 190 77 Pass 1.4092 233 183 78 Pass 1.4587 221 175 79 Pass 1.5082 208 166 79 Pass 1.5577 194 159 81 Pass 1.6072 180 147 81 Pass 1.6567 171 137 80 Pass 1.7062 161 128 79 Pass 1.7557 152 123 80 Pass 1.8053 146 115 78 Pass 1.8548 138 107 77 Pass 1.9043 131 95 72 Pass 1.9538 126 90 71 Pass 2.0033 120 85 70 Pass 2.0528 113 75 66 Pass 2.1023 106 73 68 Pass 2 .1518 102 71 69 Pass 2 .2013 93 70 75 Pass 2.2508 89 67 75 Pass 2 .3003 82 63 76 Pass 2.3498 76 59 77 Pass 2.3993 75 56 74 Pass 2.4488 71 54 76 Pass 2.4983 66 54 81 Pass 2.5478 62 53 85 Pass 2 .5973 57 51 89 Pass 2.6468 50 50 100 Pass 2.6963 49 48 97 Pass 2 .7458 47 46 97 Pass 2 .7953 45 43 95 Pass 151641 DMA 1 (Upper BS+ TP) 11/1/2018 1:25:59 PM Page 14 2.8448 42 40 95 Pass 2.8943 39 38 97 Pass 2.9438 37 37 100 Pass 2.9933 34 34 100 Pass 3.0428 33 32 96 Pass 3.0923 29 30 103 Pass 3.1418 27 26 96 Pass 3.1913 26 26 100 Pass 3.2408 26 26 100 Pass 3.2903 25 26 104 Pass 3.3398 25 26 104 Pass 3.3893 24 24 100 Pass 3.4388 23 22 95 Pass 3.4883 22 20 90 Pass 3.5378 21 20 95 Pass 3.5873 20 20 100 Pass 3.6369 19 17 89 Pass 3.6864 18 16 88 Pass 3.7359 17 14 82 Pass 3.7854 17 14 82 Pass 3.8349 16 11 68 Pass 3.8844 15 9 60 Pass 3.9339 15 8 53 Pass 3.9834 12 8 66 Pass 4.0329 12 8 66 Pass 4.0824 11 7 63 Pass 4.1319 10 7 70 Pass 4.1814 10 7 70 Pass 4.2309 9 6 66 Pass 4.2804 8 6 75 Pass 4.3299 8 6 75 Pass 4.3794 8 6 75 Pass 4.4289 8 6 75 Pass 4.4784 8 6 75 Pass 4.5279 8 5 62 Pass 4.5774 8 3 37 Pass 4.6269 8 3 37 Pass 4.6764 8 1 12 Pass 4.7259 8 1 12 Pass 4.7754 8 1 12 Pass 4.8249 6 1 16 Pass 4.8744 6 1 16 Pass 4.9239 6 0 0 Pass 4.9734 6 0 0 Pass 5.0229 5 0 0 Pass 5.0724 5 0 0 Pass 5.1219 5 0 0 Pass 151641 DMA 1 (Uppe r BS+ TP) 11/1/20181:25:59 PM Pa ge 15 Water Quality 151641 DMA 1 (Uppe r BS+ TP) 11/1/20181:25:59 PM Pa ge 16 Rational Method Company Name Designed by Company Project Number/Name Drainage Area Number/Name Date County/City Case No. Township Range Section 85th Percentile acre Cover Type Roofs Calculated Values C = 0.00 Concrete or Asphalt Grouted or Gapless Paving Blocks Compacted Soil (e.g. unpaved parking) Decomposed Granite Permeable Paving Blocks w/ Sand Filled Gap Class 2 Base Gravel or Class 2 Permeable Base Pervious Concrete I Porous Asphalt Open and Porous Pavers Turf block Ornamental Landscaping Natural (A Soil) Natural (B Soil) Natural (C Soil) Natural (D Soil) Mixed Surface Types Fraction = 0.00 Vu = 0.00 (in * ac)/ac Vbmp = 0 ft3 Qbmp = 0.0 ft3/s 151641 DMA 1 (Uppe r BS+ TP) 11/1/20181:25:59 PM Pa ge 17 Model Default Modifications Total of O changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 151641 DMA 1 (Uppe r BS+ TP) 11/1/20181:25:59 PM Pa ge 18 Appendix Predeveloped Schematic .. ~. C JII OMA 1 -6.39ac 151641 OMA 1 (Upper BS+TP) 11/1/20181:25:59 PM Page 19 Mitigated Schematic Bio Swale 1 151641 OMA 1 (Upper BS+TP) 11/1/20181:26:01 PM Page 20 Predeveloped UC/ File 151641 DMA 1 (Uppe r BS+ TP) 11/1/2018 1:2602 PM Page 21 Mitigated UC/ File RUN GLOBAL WWHM4 START model simulation 1974 10 01 OUTPUT LEVEL RUN INTERP RESUME END GLOBAL FILES 0 RUN 1 END 2011 09 30 3 0 UNIT SYSTEM 1 <File> <Un#> <-ID-> WDM MESSU <-----------File Name------------------------------>*** *** 26 25 27 28 30 END FILES OPN SEQUENCE INGRP PERLND PERLND PERLND IMPLND IMPLND GENER RCHRES RCHRES RCHRES COPY COPY DISPLY END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl 151641 DMA 1 (Upper BS+TP) .wdm Mit151641 DMA 1 (Upper BS+TP) .MES Mit151641 DMA 1 (Upper BS+TP) .L61 Mit151641 DMA 1 (Upper BS+TP) .L62 POC151641 DMA 1 (Upper BS+TP)l.dat INDELT 00:15 45 48 47 1 5 2 1 2 3 1 501 1 # -#<----------Title----------->***TRAN PIVL DIGl FILl PYR DIG2 FIL2 YRND 1 Trapezoidal Pond 1 MAX 1 2 30 9 END DISPLY-INFOl END DISPLY COPY TIMESERIES # -# NPT NMN *** 1 501 1 1 END TIMESERIES END COPY GENER OPCODE 1 1 # # OPCD *** 2 24 END OPCODE PARM # # 2 END PARM END GENER PERLND GEN-INFO K *** 0. <PLS ><-------Name------->NBLKS # -# 45 4 8 47 END C/D,Urban,Flat(0 -5%) C/D,Urban,Very(>20%) C/D,Urban,St (l0-20%) GEN -INFO *** Section PWATER*** 151641 DMA 1 (Upper BS+ TP) 1 1 1 Unit-systems Printer *** User t -seri es Eng l Metr *** in o ut *** 1 1 1 27 0 1 1 1 27 0 1 1 1 27 0 11/1/2018 1:2602 PM Page 22 ACTIVITY <PLS > ************* Active Sections ***************************** # -# ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 45 0 0 1 0 0 0 0 0 0 0 0 0 48 0 0 1 0 0 0 0 0 0 0 0 0 47 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # -# ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 45 0 0 4 0 0 0 0 0 0 0 0 0 1 9 48 0 0 4 0 0 0 0 0 0 0 0 0 1 9 47 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # -# CSNO RTOP UZFG vcs vuz VNN VIFW VIRC VLE !NFC HWT *** 45 0 0 0 1 0 0 0 0 1 0 0 48 0 0 0 1 0 0 0 0 1 0 0 47 0 0 0 1 0 0 0 0 1 0 0 END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # -# ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 45 0 4.6 0.04 400 0.05 3 0.9 95 48 0 3.5 0.02 200 0.25 3 0.9 9 5 47 0 3.8 0.022 300 0.15 3 0 .9 9 5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # -# ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 45 40 35 3 2 0.45 0.15 0 48 40 35 3 2 0.45 0.15 0 47 40 35 3 2 0.45 0.15 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # -# CEPSC UZSN NSUR INTFW IRC LZETP *** 45 0 0.7 0.25 1 0 .4 0 48 0 0.3 0.25 0.35 0.3 0 47 0 0.35 0.25 0.5 0.3 0 END PWAT-PARM4 MON-LZETPARM <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 45 0.5 0.5 0.5 0.6 0.65 0.65 0.65 0.65 0.65 0.65 0.55 0.5 48 0 .5 0.5 0.5 0.6 0 .65 0.65 0.65 0.65 0.65 0 .65 0 .55 0 .5 47 0.5 0 .5 0.5 0.6 0.65 0.6 5 0 .65 0.65 0.65 0.65 0.55 0.5 END MON-LZETPARM MON-INTERCEP <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 45 0 .11 0.11 0 .11 0 .11 0 .11 0.11 0 .11 0.11 0 .11 0 .11 0.11 0.11 48 0.11 0.11 0.11 0 .11 0.11 0.11 0.11 0.11 0.11 0 .11 0.11 0.11 47 0.11 0.11 0.11 0 .11 0.11 0 .11 0.11 0.11 0.11 0.11 0.11 0.11 END MON-INTERCEP PWAT-STATEl <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 19 9 2 (pat 1 -11 -9 5) RUN 21 *** # -# *** CEPS SURS uzs IFWS LZS AGWS GWVS 45 0 0 0.01 0 3.5 1. 7 0 .1 48 0 0 0.01 0 3.5 1. 7 0 .1 47 0 0 0.01 0 3.5 1. 7 0.1 END PWAT-S TATEl 151641 DMA 1 (Upper BS+ TP) 11/1/2018 1:2602 PM Page 23 END PERI.ND IMPLND GEN-INFO <PLS ><-------Name-------> # -# 1 Roads,Flat(0-5%) 5 Roof Area END GEN-INFO *** Section IWATER*** ACTIVITY Unit-systems User t-series in out 1 1 1 1 1 1 Printer Engl Metr 27 0 27 0 *** *** *** <PLS # - 1 >*************Active # ATMP SNOW IWAT SLD Sections IWG IQAL ***************************** *** 5 END ACTIVITY PRINT-INFO 0 0 1 0 0 0 1 0 <ILS >********Print-flags # -# ATMP SNOW IWAT SLD 1 0 0 4 0 5 0 0 4 0 END PRINT-INFO IWAT-PARMl 0 0 0 0 ******** PIVL PYR IWG IQAL ********* 0 0 1 9 0 0 1 9 <PLS > IWATER variable monthly parameter value flags *** # -# CSNO RTOP VRS VNN RTLI *** 1 5 0 0 END IWAT-PARMl IWAT-PARM2 <PLS > # -# *** 1 5 END IWAT-PARM2 IWAT-PARM3 <PLS > 0 0 IWATER LSUR 100 100 IWATER # -# ***PETMAX 1 0 5 0 END IWAT-PARM3 IWAT -STATEl 0 0 0 0 input info: SLSUR 0.05 0.05 input info: PETMIN 0 0 0 0 Part NSUR 0 .1 0.1 Part 2 3 RETSC 0.1 0.1 *** *** <PLS # - > *** # *** Initial conditions at start of s imulation RETS SURS 1 0 5 0 END IWAT-STATEl END IMPLND SCHEMATIC <-Source -> <Name> # DMA 1 *** PERLND 45 PERLND 45 PERLND 4 8 PERLND 48 PERLND 47 PERLND 47 IMPLND 1 IMPLND 5 151641 DMA 1 (Upper BS+ TP) 0 0 <--Area--> <-factor-> 1.5 1.5 1. 67 1. 67 0.55 0.55 1. 38 1. 29 <-Targe t-> <Name > # RCHRES 1 RCHRES 1 RCHRES 1 RCHRES 1 RCHRES 1 RCHRES 1 RCHRES 1 RCHRES 1 11/1/2018 1:2602 PM MBLK Tbl# 2 3 2 3 2 3 5 5 *** *** Page 24 ******Routing****** RCHRES 2 1 RCHRES 3 7 RCHRES 2 COPY 1 17 RCHRES 1 1 RCHRES 3 7 RCHRES 1 COPY 1 17 RCHRES 1 1 RCHRES 2 8 RCHRES 3 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Mernber-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name># #<-factor->strg <Name> # # <Name>## COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 GENER 2 OUTPUT TIMSER .0011111 RCHRES 1 EXTNL OUTDGT 1 <-Volume-> <-Grp> <-Mernber-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name># #<-factor->strg <Name> # # <Name>## END NETWORK RCHRES GEN-INFO RCHRES Name Nexits # -#<------------------><---> 1 2 3 END Surface Bio Swal-011 Bio Swale 1 Trapezoidal Pond-012 GEN-INFO *** Section RCHRES*** ACTIVITY 3 2 2 Unit Systems User T-series in out 1 1 1 1 1 1 1 1 1 Printer Engl Metr LKFG 28 0 1 28 0 1 28 0 1 <PLS >*************Active Sections***************************** # -# HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR *** *** *** *** *** *** *** # -# HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR -PARMl RCHRES Flags for each HYDR Section # -# VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for FG FG FG FG possible exit *** possible exit possible * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 3 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 END HYDR-PARMl HYDR-PARM2 # -# FTABNO LEN DELTH STCOR KS DB50 <------><--------><--------><--------><--------><--------><--------> 1 1 0.01 0 .0 0.0 0.5 0.0 2 2 0.03 0.0 0.0 0 .5 0.0 3 3 0 .04 0 .0 0.0 0.5 0.0 END HYDR -PARM2 HYDR-INIT *** each exit 2 2 2 2 2 2 *** *** RCHRES Initia l c onditions f or each HYDR section *** # -# *** VOL Initial value o f COLIND Initial value o f OUTDGT *** ac -ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 151641 DMA 1 (Upper BS+ TP) 11/1/2018 1:2602 PM Page 25 1 0 4.0 5.0 6.0 0.0 0 .0 0 .0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0 .0 0.0 0 .0 0.0 0.0 3 0 4.0 5.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS *** User-Defined Variable Quantity Lines *** addr <------> *** *** kwd varnam optyp opn vari sl s2 s3 tp multiply l e ls ac as agfn *** *** <****> <----> UVQUAN vol2 UVQUAN v2m2 UVQUAN vpo2 UVQUAN v2d2 <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> RCHRES 2 GLOBAL GLOBAL VOL WORKSP 1 WORKSP 2 *** User-Defined *** GENER 2 K 1 Target Variable Names *** *** kwd addr or <------> varnam ct vari sl s2 s3 <****> <----><-> <----><-><-><-> UVNAME v2m2 1 WORKSP 1 UVNAME vpo2 1 WORKSP 2 UVNAME v2d2 1 K 1 frac <---> 1. 0 1.0 1. 0 4 3 3 3 oper <--> QUAN QUAN QUAN addr or <------> vari sl s2 s3 fra c oper <----><-><-><-> <---> <--> 0 .0 0.0 0 .0 *** opt foplop dcdts yr mo dy hr mn d t <****><-><--><><-><--> <> <> <> <><><> vnam sl s 2 s3 a c quantity tc t s rp <----><-><-><-><-><--------> <> <-><-> GENER 2 *** Compute remaining available GENER 2 GENER 2 v2m2 2974. p ore space vpo2 *** Check to see if VPORA goes negative ; IF (vpo2 < 0.0) THEN vpo2 if so v2m2 v o l2 set VPORA = 0 .0 GENER 2 END IF *** Infiltra tio n v o lume GENER 2 END SPEC-ACTIONS FTABLES FTABLE 2 36 5 Depth Area Volume (ft) (acres) (acre-ft ) 0 .000000 0 .1893 94 0.000000 0.071429 0.187283 0.001583 0. 142857 0.185180 0.003190 0.214 286 0.183086 0 .00 4 821 0.285714 0.181000 0.006475 0 . 357143 0 .178 923 0 .008 1 54 0.428571 0.17 685 4 0.009858 0 .50000 0 0.1 7 4 79 3 0.011585 0.571429 0.172741 0.013338 0 .642857 0 .170698 0 . 015114 0 . 71428 6 0.168663 0. 0169 1 6 0. 785714 0.166636 0.018742 0. 857143 0.164617 0.020593 0.928571 0.162608 0 .022 4 70 1 .00 000 0 0 .1 606 0 6 0.024371 1 .071 4 29 0 .1586 13 0 .026298 1. 142 857 0.156628 0.028250 1.2 14286 0.15 4 652 0 .03022 8 1.285714 0.152685 0.032231 1. 357143 0 .150725 0.034260 1 .4 2857 1 0.148774 0. 036314 1 .500000 0 .1468 32 0 .038395 1.571429 0.1448 9 8 0.0407 9 0 1.642857 0.142972 0.043215 1 .714 286 0 .141055 0.045670 1 .785714 0.13914 7 0 .0 4 8 1 55 1. 857143 0.137246 0.050670 1 .928571 0 .135354 0.053215 151 64 1 DMA 1 (Upper BS+ TP) vpo2 0.0 v2 d 2 vpo2 Outflowl Outflow2 Veloc ity Travel Time*** (cf s) (cfs ) (ft/sec) (M inutes)*** 0 .00 0 0 0 0 0.000000 0 .0000 00 0 .000000 0.000000 0.000000 0 .000000 0.000000 0.000000 0.000000 0 .000000 0.00 729 2 0.000000 0.0 07292 0 .0 00000 0 .00 7292 0.000000 0.007292 0 .000000 0 . 007292 0.005194 0 .007292 0.007344 0.007292 0.008 99 1 0.00 7292 0 .010377 0. 007292 0 .011597 0 .007292 0 .012700 0.007292 0 . 013713 0.007292 0 .014 657 0 . 007292 0 .015542 0.007292 0 .016380 0.007292 0.017177 0.007292 0.017939 0 .007292 0.018670 0.007292 0 .01 937 4 0 .007292 0.020054 0 .0 07292 0.020713 0.007292 0 .02 1 353 0.007292 0.02 1 976 0 . 007292 11 /1/2018 1:2602 PM Page 26 2.000000 0.133471 0.055790 0.022585 0.007292 2.071429 0 .131596 0.058396 0. 023183 0.007292 2. 142857 0.129730 0.061033 0.023778 0.007292 2.214286 0.127871 0.063700 0.038792 0.00 72 92 2.285714 0.126022 0.066398 0.039470 0.00 7292 2. 357143 0.124181 0.069127 0. 040141 0. 007292 2.428571 0.122348 0.071888 0.040801 0.007292 2.500000 0.120523 0.156826 0. 041452 0.007292 END FTABLE 2 FTABLE 1 58 6 Depth Area Volume Outflowl Outflow2 outflow 3 Velocity Travel Time*** (ft) (acres) (acre-ft ) (cfs) (cfs) (cfs) (ft /sec ) (Minutes)*** 0.000000 0.120523 0 .000000 0.000000 0.000 0 00 0.000000 0.071429 0.191513 0. 013604 0.000000 0.250620 0.000000 0. 142857 0.193641 0.027359 0.000000 0.262012 0.0000 00 0.214286 0.195778 0.041267 0.000000 0.273404 0.000000 0.285714 0.1 9 7923 0.055328 0.000000 0.284795 0.000000 0. 357143 0.200076 0.069542 0.000000 0.2 96 187 0.000000 0.428571 0.2 02 2 38 0.083911 0.000000 0.307579 0.000 0 0 0 0.500000 0.204408 0.098434 0.000000 0.3189 71 0.000000 0 .57142 9 0.206586 0.113112 0.029010 0 .3 30363 0.00000 0 0.642857 0.208773 0.127946 0.041027 0.341754 0.000000 0. 714286 0.210969 0.142937 0.050248 0.353146 0.000000 0.785714 0.213173 0.158085 0.058021 0.364538 0.000000 0. 857143 0 .215385 0.173390 0.064869 0 .3 75 930 0.0 000 00 0.928571 0.217606 0 .188854 0.071061 0.387322 0.000000 1.000000 0.219835 0.2044 77 0.076754 0.398714 0.000000 1.071429 0.222072 0.220260 0.082054 0.410105 0.000000 1. 142857 0 .22 4318 0.236202 0.087031 0 .421497 0.00000 0 1.214286 0.226573 0.252305 0.091 7 39 0.432889 0.000000 1 .28 5714 0.228836 0.268570 0.096217 0 .444 28 1 0.000000 1.357143 0.231107 0.284997 0.100495 0.455 6 73 0.000000 1.428571 0 .233387 0.301586 0.1045 99 0.46 706 4 0.000000 1.500000 0.235675 0.318338 0.108547 0.478456 0.000000 1 .5 7142 9 0 .237972 0.335254 0. 112357 0 .4 898 48 0 .0000 0 0 1.6 42857 0.240277 0.352334 0 .1160 42 0 .50 1240 0.000000 1. 714286 0.242590 0.369 5 79 0. 11 9613 0.512632 0.000000 1.785714 0.244912 0.386990 0.123081 0.524 023 0.000000 1 . 857143 0 .2 47242 0.404567 0 .126454 0 .53 5415 0 .000000 1.92 8 571 0 .2 4958 1 0.422311 0 .12973 9 0.5468 07 0.000000 2.000000 0.251928 0.44 0 222 0 . 132 9 4 3 0 .5581 99 0 .000000 2.071429 0.254284 0.458301 0.2314 26 0.569591 0.000000 2. 14 2857 0.2566 4 8 0 .4 765 48 0 .4 0 8 834 0.580983 0 .000000 2.214286 0.25 9 0 21 0.494965 0.637601 0.592374 0.000000 2. 285714 0 .2 6 1402 0 .513552 0 .9 07892 0.603766 0 .000000 2. 357143 0.2 6 3791 0 .532309 1 .21402 6 0.6 15158 0.000000 2.4285 7 1 0.266 1 89 0.551236 1.5521 69 0 .626550 0 .000000 2.500000 0.268595 0.570336 1.91 9 508 0.637942 0.000000 2 .5714 29 0 .271010 0 .589 6 07 2.3 13863 0 .6 49333 0 .0000 0 0 2.642857 0.2 73 4 33 0.609052 2.733 482 0 .660725 0.000000 2 . 7142 86 0.27 5 86 4 0.628670 3.17 6913 0.672 11 7 0.000000 2.785714 0.278304 0.648461 3.642932 0.68350 9 0.000000 2. 85714 3 0.280753 0 .668 4 28 4.1304 85 0 .69 4 90 1 0.000000 2.92857 1 0 .283 210 0.688569 4 .63865 4 0 .706292 0.000000 3 .00 0000 0 .285675 0 .7 08886 5 .166628 0.71768 4 0 .000000 3.071429 0.288149 0.729380 5.684704 0.729 076 0.000000 3. 14 2857 0.290631 0 .75005 1 6 .628 11 2 0 .7 4 0 4 68 0 .0 00000 3.214286 0.293121 0.77 0 8 99 7.843724 0.751860 0.000000 3. 285714 0 .295620 0.791926 9 .268684 0.763252 0.000000 3.357143 0.298 128 0.813131 10 .85584 0.774643 0.000000 3.4 2857 1 0 .3006 44 0 .83 4 516 12.56138 0 .786035 0 .000000 3.500000 0.303168 0.856080 1 4.34 108 0.797427 0.000000 3.571429 0.305701 0.877826 1 6.14 956 0 .8088 1 9 0.000000 3.64 2857 0 .308 242 0.899752 17 .9 40 88 0 .8 20211 0.000000 3.7142 86 0.3 1 0792 0 .921860 1 9 .6 7000 0.831602 0 .0 00000 3 .785714 0.313350 0.944151 2 1.29475 0.8 42994 0.000000 3 . 857 143 0.3 1 5916 0.966625 22.7783 4 0 .854386 0.000000 151641 DMA 1 (Upper BS+ TP) 11/1/2018 1:2602 PM Page 27 3.928571 0.318491 0.989282 24.09214 0.865778 0.000000 4.000000 0.321074 1. 012124 25.21885 0.877170 0.000000 4.000000 0.321074 1. 012124 26.15582 0.877170 0.000000 END FTABLE 1 FTABLE 3 91 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft /sec) (Minutes)*** 0.000000 0.165748 0.000000 0.000000 0.000000 0.055556 0.167496 0.009257 0.000000 0.010028 0.111111 0.169248 0.018611 0.000000 0.010028 0.166667 0.171006 0.028062 0.000000 0.010028 0.222222 0.172768 0.037612 0.000000 0.010 0 28 0.277778 0.174536 0.047259 0.018091 0.010028 0.333333 0.176309 0.057005 0.031335 0.010028 0.388889 0.178086 0.066849 0.040453 0.010028 0.444444 0.179869 0.076792 0.047865 0.010028 0.500000 0.181657 0.086834 0.054274 0.010028 0.555556 0.183451 0.096976 0.060002 0.010028 0.611111 0.185249 0.107218 0.065229 0.010028 0.666667 0.187052 0.117560 0.070067 0.010028 0.722222 0.188861 0.128002 0.074592 0.010028 0.777778 0.190674 0. 138544 0.078858 0.010028 0.833333 0.192493 0.149188 0.082904 0.010028 0.888889 0.194317 0.159933 0.086762 0.010028 0.944444 0.196146 0.170779 0.090456 0.010028 1.000000 0.197980 0.181727 0.094005 0.010028 1.055556 0.199819 0.192777 0.097424 0.010028 1. 111111 0.201663 0.203929 0.100728 0.010028 1.166667 0.203512 0.215184 0.103926 0.010028 1.222222 0.205367 0.226542 0.107029 0.010028 1.277778 0.207226 0.238003 0. 110044 0 .010028 1.333333 0.209091 0.249567 0. 112980 0.010028 1.388889 0.210961 0.261235 0 .115840 0.010028 1.444444 0.212835 0.273007 0.118632 0.010028 1.500000 0.214715 0.284884 0.121359 0.010028 1.555556 0.216600 0.296865 0.124027 0.010028 1 .611111 0 .218490 0.308950 0 .126638 0 .010028 1.666667 0.220386 0.321141 0.129197 0.010028 1.722222 0.222286 0.333438 0. 131706 0.010028 1.777778 0.224191 0.345840 0.134168 0.010028 1 .833333 0 .226102 0.358348 0 . 136586 0 .010028 1.888889 0.228018 0.370963 0.138961 0.0100 28 1.944444 0.229938 0.383684 0 .141297 0.010028 2.000000 0.231864 0.396511 0.143594 0.010028 2.055556 0.233795 0.409446 0. 145856 0.010028 2.111111 0.235731 0.422489 0.148083 0.010028 2.166667 0 .237672 0.435639 0.150277 0.010028 2.222222 0.239618 0.448897 0.152439 0.010028 2.2777 7 8 0.241570 0.462263 0.1545 7 1 0.010028 2.333333 0.243526 0.475738 0.156674 0.010028 2.388889 0 .245488 0 .489322 0 .15 8750 0 .010028 2.444444 0.247454 0.503015 0.160798 0 .010028 2 .500000 0 .249426 0.516817 0.162821 0.010028 2.555556 0.251403 0.530729 0.164819 0.010028 2.611111 0 .2533 85 0 .544 75 1 0 .166793 0 .010028 2.666667 0 .255372 0.558883 0 .1 687 44 0 .010 028 2 .72222 2 0 .25736 4 0 .573126 0 .170672 0.010028 2.777778 0.259361 0.587479 0.17257 9 0.010028 2.833333 0 .26 1364 0 .6019 44 0.17 44 65 0 .010028 2.888889 0. 263371 0.616520 0.176331 0.010028 2.9 44444 0 .265384 0.631207 0 .178178 0.010028 3.000000 0.267401 0.646007 0.180005 0.010028 3 .055556 0 .269 4 2 4 0.660919 0 .181814 0 .010028 3. 111111 0. 271452 0.675943 0.183606 0.010028 3.166667 0.273485 0.691080 0.185380 0.010028 3.222222 0 .275523 0.706330 0.187137 0 .010 028 3.277778 0.277566 0.721694 0.188878 0.010028 3.333333 0.279614 0.737171 0.190603 0.010028 3 .38888 9 0 .281668 0.752762 0.192312 0 .0 1 0028 151641 DMA 1 (Upper BS+ TP) 11/1/2018 1:2602 PM Page 28 3.444444 0.283726 0.768468 0.194007 3.500000 0.285790 0.784288 0.195686 3.555556 0.287858 0.800222 0.197352 3. 611111 0.289932 0.816272 0.199003 3.666667 0.292011 0.832437 0.200641 3.722222 0.294095 0.848718 0.202266 3.777778 0.296184 0. 865114 0.203878 3.833333 0.298278 0.881627 0.205477 3.888889 0. 300378 0.898257 0.207063 3.944444 0.302482 0. 915003 0.208638 4.000000 0.304591 0.931866 0.210201 4.055556 0.306706 0.948846 0.837210 4. 111111 0.308826 0.965944 1.981392 4.166667 0.310950 0.983160 3.461452 4.222222 0.313080 1.000495 5.212175 4.277778 0.315215 1.017947 7.194922 4.333333 0.317355 1. 035519 9.382320 4.388889 0.319501 1. 053209 11. 75271 4.444444 0. 321651 1. 071019 14.28754 4.500000 0.323806 1. 088948 16.96998 4.555556 0.325967 1. 106997 19.78412 4. 611111 0.328132 1. 125167 22.71444 4.666667 0.330303 1. 143457 25.74557 4.722222 0.332479 1.161867 28.86204 4.777778 0.334660 1.180399 32.04822 4.833333 0.336846 1. 199052 35.28828 4.888889 0.339037 1.217826 38.56618 4.944444 0.341233 1.236723 41. 86572 5.000000 0.343434 1.255741 45.17060 END FTABLE 3 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <Name > # <Name> # tern strg<-factor->strg WDM 2 PREC ENGL 1 WDM 2 PREC ENGL 1 WDM 1 EVAP ENGL 1 WDM 1 EVAP ENGL 1 WDM 22 IRRG ENGL 0.7 SAME WDM 22 IRRG ENGL 0.7 SAME WDM 22 IRRG ENGL 0 .7 SAME WDM 2 PREC ENGL 1 WDM 2 PREC ENGL 1 WDM 1 EVAP ENGL 0.5 WDM 1 EVAP ENGL 0.7 WDM 1 EVAP ENGL 1 END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <Name > # RCHRES 3 HYDR RCHRES 3 HYDR RCHRES 3 HYDR RCHRES 3 HYDR COPY 1 OUTPUT COPY 501 OUTPUT END EXT TARGETS MAS S -LINK <Name> RO 0 0 STAGE MEAN MEAN # #<-factor->strg 1 1 1 1 1 1 2 1 1 1 1 1 1 1 48.4 1 1 48.4 <Volume > <Name> MASS -LINK <-Grp > <-M ember -><--Mult--> <Name># #<-factor-> 2 PERLND PWATER SURO 0.083333 END MASS -LINK 2 MASS -LINK 3 PERLND PWATER IFWO 0.083333 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010 0 28 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 0.010028 <-Target vols> <-Grp > <-Membe r-> *** <Name> # PERLND 1 IMPLND 1 PERLND 1 IMPLND 1 PERLND 45 PERLND 48 PERLND 47 RCHRES 1 RCHRES 3 RCHRES 1 RCHRES 2 RCHRES 3 <-Volume-> <Name> # WDM 1010 WDM 1011 WDM 1 0 1 2 WDM 1013 WDM 701 WDM 801 <Targe t > <Name> RCHRES RCHRES # <Name> # # *** 999 EXTNL PREC 999 EXTNL PREC 999 EXTNL PETINP 999 EXTNL PETINP EXTNL SURLI EXTNL SURLI EXTNL SURLI EXTNL PREC EXTNL PREC EXTNL POTEV EXTNL POTEV EXTNL POTEV <Membe r> T sys Tgap Amd *** <Name> tern s t rg strg*** FLOW ENGL REPL FLOW ENGL REPL FLOW ENGL REPL STAG ENGL REPL FLOW ENGL REPL FLOW ENGL REPL <-Grp> <-Member->*** <Name>##*** INFLOW !VOL INFLOW !VOL 151641 DMA 1 (Upper BS+ TP) 11/1/2018 1:2602 PM Page 29 END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 7 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL END MASS-LINK 7 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 151641 DMA 1 (Uppe r BS+ TP) 11/1/2018 1:2602 PM Pa ge 30 Predeveloped HSPF Message File 151641 DMA 1 (Uppe r BS+ TP) 11/1/2018 1:2602 PM Pa ge 31 Mitigated HSPF Message File 151641 DMA 1 (Uppe r BS+ TP) 11/1/2018 1:2602 PM Pa ge 32 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright© by : Clear Creek Solutions , Inc. 2005-2018 ; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1 (866)943-0304 Local (360)943-0304 www .clearcreeksolutions.com 151641 DMA 1 (Uppe r BS+ TP) 11/1/2018 1:2602 PM Pa ge 33 SMRHM PROJECT REPORT General Model Information Project Name: 151641 DMA 2 (Upper) Site Name: Temecula Village-Upper DMA 2 Site Address: Rancho California City: Temecula Report Date: 11/1/2018 Gage: Temecula Valley Data Start: 1974/10/01 Data End: 2011/09/30 Time step: 15 Minute Precip Scale: 1.000 Version Date: 2018/07/12 POC Thresholds Low Flow Threshold for POC1: High Flow Threshold for POC1: 151641 DMA 2 (Upper) 10 Percent of the 2 Year 1 O Year 11/1/20181:49:25 PM Page 2 Landuse Basin Data Predeveloped Land Use OMA 2 Bypass: No Groundwater: No Pervious Land Use acre C D,Grass,Flat(0-5%) 4.7 C D,Grass,Ste(10-20) 0.6 C D,Grass,Very(>20%) 0.97 Pervious Total 6.27 Impervious Land Use acre Impervious Total 0 Basin Total 6.27 Element Flows To: Surface lnterflow 151641 DMA 2 (Upper) Groundwater 11/1/20181:49:25 PM Page 3 Mitigated Land Use OMA 2 Bypass: No Groundwater: No Pervious Land Use acre C D,Urban,Flat(0-5%) 1.15 C D,Urban,Very(>20%) 0.74 C D,Urban,St(10-20%) 0.06 Pervious Total 1.95 Impervious Land Use acre Roads,Flat(0-5%) 2.48 Roof Area 1.84 Impervious Total 4.32 Basin Total 6.27 Element Flows To: Surface Trapezoidal Pond 1 lnterflow Trapezoidal Pond 1 151641 DMA 2 (Upper) Groundwater 11/1/20181:49:25 PM Page 4 Routing Elements Predeveloped Routing 151641 DMA 2 (Uppe r) 11/1/20181:49:25 PM Page 5 Mitigated Routing Trapezoidal Pond 1 Bottom Length: Bottom Width: Depth: Volume at riser head: Infiltration On 314.00 ft. 28.46 ft. 5 ft. 1.3819 acre-feet. Infiltration rate: 0.56 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Side slope 1 : Side slope 2: Side slope 3: Side slope 4: Discharge Structure Riser Height: Riser Diameter: Notch Type: Notch Width: Notch Height: 4 To 1 4 To 1 4 To 1 4 To 1 4ft. 54 in. Rectangular 1.030 ft. 1.000 ft. 175.073 51.384 226.458 77.31 13.047 2.452 Orifice 1 Diameter: 1 in. Elevation:0.5 ft. Element Flows To : Outlet 1 Outlet 2 Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) lnfilt(cfs) 0.0000 0.205 0.000 0.000 0.000 0.0556 0.208 0.011 0.000 0.115 0.1111 0.212 0.023 0.000 0.115 0.1667 0.215 0.035 0.000 0.115 0.2222 0.219 0.047 0.000 0.115 0.2778 0.222 0.059 0.000 0.115 0.3333 0.226 0.071 0.000 0.115 0.3889 0.229 0.084 0.000 0.115 0.4444 0.233 0.097 0.000 0.115 0.5000 0.237 0.110 0.000 0.115 0.5556 0.240 0.123 0.006 0.115 0.6111 0.244 0.137 0.009 0.115 0.6667 0.247 0.150 0.011 0.115 0.7222 0.251 0.164 0.012 0.115 0.7778 0.255 0.178 0.014 0.115 0.8333 0.258 0.193 0.015 0.115 0.8889 0.262 0.207 0.016 0.115 0.9444 0.265 0.222 0.018 0.115 1.0000 0.269 0.237 0.019 0.115 1.0556 0.273 0.252 0.020 0.115 1.1111 0.276 0.267 0.021 0.115 1.1667 0.280 0.282 0.022 0.115 1.2222 0.284 0.298 0.023 0.115 151641 DMA 2 (Upper) 11/1/20181:49:25 PM Page 6 1.2778 0.287 0.314 0.023 0.115 1.3333 0.291 0.330 0.024 0.115 1.3889 0.295 0.346 0.025 0.115 1.4444 0.299 0.363 0.026 0.115 1.5000 0.302 0.380 0.027 0.115 1.5556 0.306 0.397 0.027 0.115 1 .6111 0.310 0.414 0.028 0.115 1.6667 0.314 0.431 0.029 0.115 1.7222 0.317 0.449 0.030 0.115 1.7778 0.321 0.466 0.030 0.115 1.8333 0.325 0.484 0.031 0.115 1.8889 0.329 0.503 0.032 0.115 1.9444 0.333 0.521 0.032 0.115 2.0000 0.336 0.540 0.033 0.115 2.0556 0.340 0.558 0.033 0.115 2.1111 0.344 0.577 0.034 0.115 2.1667 0.348 0.597 0.035 0.115 2.2222 0.352 0.616 0.035 0.115 2.2778 0.356 0.636 0.036 0.115 2.3333 0.359 0.656 0.036 0.115 2.3889 0.363 0 .676 0.037 0.115 2.4444 0.367 0.696 0.037 0.115 2.5000 0.371 0.717 0.038 0.115 2.5556 0.375 0.737 0.038 0.115 2.6111 0.379 0.758 0.039 0.115 2.6667 0.383 0.780 0.039 0.115 2.7222 0.387 0 .801 0.040 0.115 2.7778 0.391 0.823 0.041 0.115 2.8333 0.395 0.844 0.041 0.115 2.8889 0.399 0.866 0.041 0.115 2.9444 0.403 0.889 0.042 0.115 3.0000 0.407 0.911 0.042 0.115 3.0556 0.411 0 .934 0.088 0.115 3.1111 0.415 0.957 0.170 0.115 3.1667 0.419 0.980 0.277 0.115 3.2222 0.423 1.003 0.404 0.115 3.2778 0.427 1.027 0.547 0.115 3.3333 0.431 1.051 0.705 0.115 3.3889 0.435 1 .075 0.877 0.115 3.4444 0.439 1.099 1.062 0.115 3.5000 0.443 1.124 1.259 0.115 3.5556 0.447 1.149 1.467 0 .115 3.6111 0.451 1.174 1.686 0.115 3.6667 0.455 1.199 1.915 0.115 3.7222 0.459 1 .224 2.153 0.115 3.7778 0.463 1.250 2.401 0.115 3.8333 0.467 1.276 2.658 0.115 3.8889 0.472 1.302 2 .924 0 .115 3.9444 0.476 1.328 3.198 0.115 4.0000 0.480 1.355 3.480 0.115 4.0556 0.484 1 .381 4.106 0.115 4.1111 0.488 1.408 5.249 0.115 4.1667 0.492 1.436 6.728 0.115 4 .2222 0.496 1.463 8.478 0 .115 4.2778 0.501 1.491 10.46 0.115 4.3333 0.505 1.519 12.64 0.115 4.3889 0.509 1 .547 15.01 0.115 4.4444 0.513 1.576 17.54 0.115 151641 DMA 2 (Uppe r) 11/1/2018 1 49:25 PM Page 7 4.5000 0.517 1.604 20.23 0.115 4.5556 0.522 1.633 23.04 0.115 4.6111 0.526 1.662 25.97 0.115 4.6667 0.530 1.692 29.00 0.115 4.7222 0.534 1.721 32.11 0.115 4.7778 0.539 1.751 35.30 0.115 4.8333 0.543 1.781 38.54 0.115 4.8889 0.547 1 .811 41.81 0.115 4.9444 0.552 1.842 45.11 0.115 5.0000 0.556 1.873 48.42 0.115 5.0556 0.560 1.904 51.71 0.115 151641 DMA 2 (Uppe r) 11/1/2018 1 49:25 PM Page 8 Analysis Results POC 1 4.61 'i •• .. 3.50 E, ~ 2.40 0 J 11 1.30 0.20 lOE -5 10E·4 lOE-3 l OE-2 I Cumu lative Probability I 10£-1 10 100 F>e.rceonot Time= E.x.ce.-ed i r, g 0 .5 1 2 5 10 20 30 50 70 80 90 95 98 99 99.5 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 6.27 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 1.95 Total Impervious Area: 4.32 Flow Frequency Method: Cunnane Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 1.989445 5 year 3.145966 10 year 4.6058 25 year 5.562556 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0. 772565 5 year 2.359899 10year 3.101545 25 year 4.408449 151641 DMA 2 (Upper) 11/1/20181:49:25 PM Page 9 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.1989 2037 1745 85 Pass 0.2435 1677 1561 93 Pass 0.2880 1437 1414 98 Pass 0.3325 1266 1280 101 Pass 0.3770 1124 1132 100 Pass 0.4215 1003 1034 103 Pass 0.4660 899 945 105 Pass 0.5105 831 866 104 Pass 0.5551 765 799 104 Pass 0.5996 692 746 107 Pass 0.6441 646 679 105 Pass 0.6886 609 614 100 Pass 0.7331 560 576 102 Pass 0.7776 529 546 103 Pass 0.8221 498 515 103 Pass 0.8666 467 487 104 Pass 0.9112 440 458 104 Pass 0.9557 412 429 104 Pass 1.0002 378 401 106 Pass 1.0447 350 371 105 Pass 1.0892 314 341 108 Pass 1.1337 291 313 107 Pass 1.1782 268 286 106 Pass 1.2228 248 268 108 Pass 1.2673 236 246 104 Pass 1 .3118 229 226 98 Pass 1.3563 221 209 94 Pass 1.4008 208 197 94 Pass 1.4453 196 186 94 Pass 1.4898 183 175 95 Pass 1.5344 167 161 96 Pass 1.5789 159 150 94 Pass 1.6234 152 142 93 Pass 1.6679 146 133 91 Pass 1.7124 143 122 85 Pass 1.7569 132 118 89 Pass 1.8014 123 111 90 Pass 1.8460 120 105 87 Pass 1.8905 117 100 85 Pass 1.9350 108 93 86 Pass 1.9795 103 87 84 Pass 2.0240 97 84 86 Pass 2 .0685 92 78 84 Pass 2.1130 86 76 88 Pass 2.1575 83 73 87 Pass 2 .2021 79 70 88 Pass 2 .2466 75 65 86 Pass 2.2911 71 64 90 Pass 2 .3356 65 60 92 Pass 2.3801 63 58 92 Pass 2.4246 58 53 91 Pass 2.4691 57 52 91 Pass 2 .5137 53 51 96 Pass 151641 DMA 2 (Uppe r) 11/1/20181:4946 PM Pa ge 10 2.5582 50 46 92 Pass 2.6027 47 42 89 Pass 2.6472 45 40 88 Pass 2.6917 41 38 92 Pass 2.7362 38 36 94 Pass 2.7807 37 34 91 Pass 2.8253 35 34 97 Pass 2.8698 33 32 96 Pass 2.9143 33 30 90 Pass 2.9588 31 28 90 Pass 3.0033 28 26 92 Pass 3.0478 25 23 92 Pass 3.0923 24 22 91 Pass 3.1368 24 20 83 Pass 3.1814 24 19 79 Pass 3.2259 22 16 72 Pass 3.2704 22 16 72 Pass 3.3149 21 16 76 Pass 3.3594 20 15 75 Pass 3.4039 20 14 70 Pass 3.4484 19 12 63 Pass 3.4930 19 11 57 Pass 3.5375 16 10 62 Pass 3.5820 16 9 56 Pass 3.6265 15 8 53 Pass 3.6710 14 8 57 Pass 3.7155 14 7 50 Pass 3.7600 13 7 53 Pass 3.8046 12 6 50 Pass 3.8491 12 6 50 Pass 3.8936 10 4 40 Pass 3.9381 10 4 40 Pass 3.9826 10 4 40 Pass 4.0271 10 4 40 Pass 4.0716 9 4 44 Pass 4.1161 8 3 37 Pass 4.1607 8 3 37 Pass 4.2052 8 3 37 Pass 4.2497 8 3 37 Pass 4.2942 8 3 37 Pass 4.3387 8 3 37 Pass 4.3832 8 3 37 Pass 4.4277 8 2 25 Pass 4.4723 7 2 28 Pass 4.5168 7 2 28 Pass 4.5613 6 2 33 Pass 4.6058 6 2 33 Pass 151641 DMA 2 (Uppe r) 11/1/2018 1 49 46 PM Pa ge 11 Water Quality 151641 DMA 2 (Uppe r) 11/1/20181:4946 PM Pa ge 12 Rational Method Company Name Designed by Company Project Number/Name Drainage Area Number/Name Date County/City Case No. Township Range Section 85th Percentile acre Cover Type Roofs Calculated Values C = 0.00 Concrete or Asphalt Grouted or Gapless Paving Blocks Compacted Soil (e.g. unpaved parking) Decomposed Granite Permeable Paving Blocks w/ Sand Filled Gap Class 2 Base Gravel or Class 2 Permeable Base Pervious Concrete I Porous Asphalt Open and Porous Pavers Turf block Ornamental Landscaping Natural (A Soil) Natural (B Soil) Natural (C Soil) Natural (D Soil) Mixed Surface Types Fraction = 0.00 Vu = 0.00 (in * ac)/ac Vbmp = 0 ft3 Qbmp = 0.0 ft3/s 151641 DMA 2 (Uppe r) 11/1/20181:4946 PM Pa ge 13 Model Default Modifications Total of O changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 151641 DMA 2 (Uppe r) 11/1/20181:4946 PM Pa ge 14 Appendix Predeveloped Schematic -~"'2 • OMA 2 .6.27ac 151641 OMA 2 (Upper) 11/1/20181:49:46 PM Page 15 Mitigated Schematic 151641 OMA 2 (Upper) 11/1/20181:49:47 PM Page 16 Predeveloped UC/ File 151641 DMA 2 (Uppe r) 11/1/20181:4949 PM Pa ge 17 Mitigated UC/ File RUN GLOBAL WWHM4 START model simulation 1974 10 01 OUTPUT LEVEL RUN INTERP RESUME END GLOBAL FILES 0 RUN 1 END 2011 0 9 30 3 0 UNIT SYSTEM 1 <File> <Un#> <-ID-> WDM MESSU <-----------File Name------------------------------>*** *** END FILES 26 25 27 28 3 0 OPN SEQUENCE INGRP PERLND PERLND PERLND IMPLND IMPLND RCHRES COPY COPY DISPLY END INGRP END OPN SEQUEN CE DISPLY DISPLY-INFOl 151641 DMA 2 (Upper) .wdm Mit151641 DMA 2 (Upper ) .MES Mit151641 DMA 2 (Upper ) .L61 Mit151641 DMA 2 (Upper ) .L62 POC151641 DMA 2 (Upper )l.dat 45 48 47 1 5 1 1 501 1 INDELT 00:15 # -#<----------Title----------->***TRAN PIVL DIGl FILl P YR DI G2 FIL2 YRND 1 Trapezo idal Po nd 1 MAX 1 2 3 0 9 END DISPLY-INFOl END DISPLY COPY TIMESERIES # -# 1 501 N PT 1 1 END TIMESERIES EN D COPY GENER OP CODE NMN 1 1 # # OPCD *** END OPCODE PARM *** # # K *** END PARM END GENE R PERLND GEN-INFO <PLS ><-------Name------->NBLKS # -# 4 5 C/D,Urb a n ,Flat (0 -5%) 1 4 8 C/D,Urban,Very(>2 0 %) 1 4 7 C/D,Ur ban,S t (l 0 -20 %) 1 END GEN -INFO *** S e c tio n PWATER*** ACTIVITY Unit-sy stems Pr inter *** User t -series Eng l Metr *** in out *** 1 1 1 2 7 0 1 1 1 27 0 1 1 1 2 7 0 <PLS >*************Acti ve S ecti o n s ***************************** # -# ATMP SNOW PWA T S ED PST PWG PQAL MSTL PE S T NI TR P HOS TRAC*** 4 5 0 0 1 0 0 0 0 0 0 0 0 0 151641 DMA 2 (Upper) 11/1/20181:4949 PM Page 18 48 0 0 1 0 0 0 0 0 0 0 0 0 47 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** # -# ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST N ITR PH OS TRAC 45 0 0 4 0 0 0 0 0 0 0 0 0 48 0 0 4 0 0 0 0 0 0 0 0 0 47 0 0 4 0 0 0 0 0 0 0 0 0 END PRINT-INFO PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # -# CSNO RTOP UZFG vcs vuz VNN VIFW VIRC VLE !NFC 45 0 0 0 1 0 0 0 0 1 0 48 0 0 0 1 0 0 0 0 1 0 47 0 0 0 1 0 0 0 0 1 0 END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # -# ***FOREST LZSN INFILT LSUR SLSUR 45 0 4.6 0 .0 4 400 0.05 48 0 3.5 0.02 20 0 0.25 47 0 3.8 0 .02 2 300 0.15 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # -# ***PETMAX PETMIN INFEXP INFILD DEEPFR 45 40 35 3 2 48 40 35 3 2 47 40 35 3 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # -# CEPSC UZ S N NSUR INTFW 45 0 0.7 0.25 1 48 0 0.3 0.25 0.35 47 0 0 .35 0.25 0 .5 END PWAT-PARM4 MON-L ZETPARM <PLS > PWATER input info: Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP 45 0.5 0 .5 0 .5 0.6 0.65 0.65 0 .65 0 .65 0 .65 48 0.5 0.5 0.5 0 .6 0.65 0.65 0 .65 0.65 0.65 47 0 .5 0 .5 0 .5 0.6 0.65 0 .65 0 .65 0 .65 0.65 END MON -LZETPARM MON-INTERCEP <PLS > PWATER input info : Part 3 *** # -# JAN FEB MAR APR MAY JUN JUL AUG SEP 4 5 0 .11 0.11 0 .11 0 .11 0.11 0.11 0 .11 0.11 0.11 48 0.11 0.11 0 .11 0 .11 0.11 0.11 0.11 0 .11 0 .11 47 0.11 0.11 0.11 0 .11 0.11 0.11 0.11 0.11 0.11 END MON -INTERCEP PWAT-S TATEl <PLS > *** Initia l c o nditi o n s a t s t a rt of simulation ran from 1990 to end o f 1992 (pat 1-11-95) # -# *** CEPS 4 5 0 4 8 0 4 7 0 END PWAT -STATEl END PERLND IMPLND GEN-INFO 151641 DMA 2 (Upper) SURS uzs IFWS 0 0 .01 0 0 0.01 0 0 0.01 0 11/1/2018 1 49 49 PM 0.45 0.45 0.45 IRC 0.4 0 .3 0.3 OCT 0 .65 0.65 0 .65 OCT 0 .11 0 .11 0 .11 RUN L ZS 3.5 3 .5 3.5 HW T *** 0 0 0 KVARY 3 3 3 BAS ET P 0.15 0.15 0.15 LZETP 0 0 0 NOV DE C 0.5 5 0.5 0.55 0.5 0.55 0 .5 NOV DE C 0.11 0.11 0 .11 0.11 0.11 0.11 21 *** AGWS 1. 7 1. 7 1. 7 PIVL PYR ********* 1 9 1 9 1 9 AGWRC 0 .995 0.995 0.995 AG WETP 0 0 0 *** *** *** *** GWVS 0.1 0 .1 0.1 Page 19 <PLS ><-------Name-------> Unit-systems Printer *** # -# User t-series Engl Metr *** in out *** 1 Roads,Flat(0-5%) 1 1 1 27 0 5 Roof Area 1 1 1 27 0 END GEN-INFO *** Section !WATER*** ACTIVITY <PLS >*************Active Sections***************************** # -# ATMP SNOW !WAT SLD IWG IQAL *** 1 0 0 1 0 0 0 5 END ACTIVITY PRINT-INFO 0 0 1 0 <ILS >********Print-flags # -# ATMP SNOW !WAT SLD 1 0 0 4 0 5 0 0 4 0 END PRINT-INFO IWAT-PARMl 0 0 ******** IWG IQAL 0 0 0 0 PIVL PYR ********* 1 9 1 9 <PLS > !WATER variable monthly parameter value flags *** # -# CSNO RTOP VRS VNN RTL! *** 1 0 0 0 0 0 5 0 0 0 0 0 END IWAT-PARMl IWAT-PARM2 <PLS > !WATER input info: Part 2 # -# *** LSUR SLSUR NSUR 1 100 0.05 0.1 5 100 0.05 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > # -# 1 !WATER input info: Part 3 ***PETMAX PETMIN 5 END IWAT-PARM3 IWAT-STATEl 0 0 0 0 RETSC 0 .1 0 .1 *** *** <PLS # - 1 > *** # *** Initial RETS conditions SURS at start of simulation 5 END IWAT -STATEl END IMPLND SCHEMATIC <-Source-> <Name> # DMA 2 *** PERLND 45 PERLND 45 PERLND 48 PERLND 48 PERLND 47 PERLND 47 IMPLND 1 IMPLND 5 ******Routing****** PERLND 45 PERLND 48 PERLND 47 IMPLND 1 151641 DMA 2 (Upper) 0 0 0 0 <--Area--> <-Target-> <-factor -> <Name> # 1. 15 RCHRES 1 1. 15 RCHRES 1 0.74 RCHRES 1 0 .7 4 RCHRES 1 0.06 RCHRES 1 0.06 RCHRES 1 2.48 RCHRES 1 1. 84 RCHRES 1 1. 15 COPY 1 0 .7 4 COPY 1 0.06 COPY 1 2.48 COPY 1 11/1/2018 1 49 49 PM MBLK Tbl# 2 3 2 3 2 3 5 5 1 2 12 1 2 15 *** *** Page 20 IMPLND 5 1. 84 COPY 1 15 PERLND 45 1.15 COPY 1 13 PERLND 48 0.74 COPY 1 13 PERLND 47 0.06 COPY 1 13 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name > # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name># #<-factor->strg <Name> # # <Name>## *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits # -#<------------------><---> 1 Trapezoidal Pond-005 2 END GEN-INFO *** Section RCHRES*** ACTIVITY Unit Systems User T-series in out 1 1 1 Printer Engl Metr LKFG 28 0 1 <PLS >*************Active Sections***************************** # -# HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO *** *** *** <PLS >*****************Print-flags******************* PIVL # -# HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL 1 4 0 0 0 0 0 0 0 0 0 1 PYR PYR 9 ********* END PRINT-INFO HYDR-PARMl RCHRES Flags for each HYDR Section *** # -# VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit p ossible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARMl HYDR-PARM2 # -# FTABNO LEN DELTH STCOR KS DESO <------><--------><--------><--------><--------><--------><--------> *** *** 1 END HYDR-PARM2 HYDR-INIT 1 0.06 0.0 0.0 0.5 0.0 RCHRES Initial conditions for each HYDR section *** Initial value of OUTDGT for each possible exit <---><---><---><---><---> 0.0 0 .0 0.0 0 .0 0.0 # -# *** VOL Initial value of COLIND *** ac-ft f or each possible exit <------><--------> 1 END HYDR-INIT END RCHRES SPEC -ACTI ONS END SPEC-ACTIONS FTABLES FTABLE 1 91 5 0 Depth (ft) 0.000000 Area (acres) 0.205152 <---><---><---><---><---> 4.0 5 .0 0.0 0.0 0.0 Vo lume (acre-ft ) 0.000000 Outf l ow l (cf s) 0.000000 Outf l ow2 (cfs) 0.000000 0 .055556 0.208651 0.011 4 95 0.000000 0 .115843 *** Velocity (ft /sec) 151641 DMA 2 (Uppe r) 11/1/2018 1 49 49 PM Trave l Time*** (Minutes)*** Pa ge 21 0. 111111 0.212159 0.023184 0.000000 0.115843 0.166667 0.215676 0.035068 0.000000 0.115843 0.222222 0.219202 0.047148 0.000000 0.115843 0.277778 0.222736 0.059424 0.000000 0.115843 0.333333 0.226280 0.071897 0.000000 0.115843 0.388889 0.229834 0.084567 0.000000 0.115843 0.444444 0.233396 0.097434 0.000000 0.115843 0.500000 0.236967 0.110500 0.000000 0.115843 0.555556 0.240547 0. 123 764 0.006396 0.115843 0.611111 0.244137 0. 137227 0.009046 0 .115843 0.666667 0.247735 0.150890 0.011079 0.115843 0.722222 0. 251343 0.164754 0.012792 0.115843 0.777778 0.254959 0.178818 0.014302 0.115843 0.833333 0.258585 0.193083 0.015667 0.115843 0.888889 0.262219 0.207550 0.016923 0.115843 0.944444 0.265863 0 .222218 0.018091 0.115843 1.000000 0.269516 0.237090 0.019189 0.115843 1.055556 0.273178 0.252165 0.020227 0.115843 1. 111111 0.276849 0.267443 0.021214 0.115843 1.166667 0.280529 0.282926 0.022157 0.115843 1.222222 0.284218 0.298614 0.023062 0.115843 1.277778 0.287916 0. 314506 0.023932 0.115843 1.333333 0.291624 0.330605 0.024772 0.115843 1.388889 0.295340 0.346909 0.025585 0.115843 1.444444 0.299065 0.363420 0.026372 0.115843 1.500000 0.302800 0.380139 0.027137 0.115843 1.555556 0.306543 0.397065 0.027880 0.115843 1.611111 0.310296 0. 414199 0.028605 0.115843 1.666667 0.314058 0.431543 0.029311 0.115843 1.722222 0.317828 0.449095 0.030001 0.115843 1.777778 0.321608 0.466857 0.030675 0.115843 1.833333 0.325397 0.484830 0.031335 0 .115843 1.888889 0. 329195 0. 503013 0.031981 0.115843 1.944444 0.333002 0.521407 0.032614 0.115 8 43 2.000000 0.336818 0. 540013 0.033236 0.115843 2.055556 0.340643 0.558832 0.033846 0.115843 2. 111111 0.344478 0.577863 0.034445 0.115843 2.166667 0 .348321 0.597107 0. 035033 0 .115843 2.222222 0.352173 0.616565 0. 035613 0.115843 2.277778 0.356035 0.636238 0. 036182 0.115843 2.333333 0.359905 0.656125 0. 036743 0.115843 2 .388889 0 .363785 0.67622 7 0 . 03 7296 0 .115843 2.444444 0.367673 0.696546 0.037840 0.11584 3 2.500000 0. 371571 0. 717080 0 .038377 0.115843 2.555556 0.375478 0.737832 0.038907 0.115843 2.611111 0.379394 0.758800 0.039429 0.115843 2.666667 0.383319 0.779987 0.039944 0.115843 2.722222 0 .387253 0.801391 0.040453 0.115843 2.777778 0.391196 0.823015 0.040956 0.115843 2.833333 0.395148 0.844858 0. 041452 0.115843 2.888889 0.399109 0.866921 0.041943 0.115843 2 .944444 0 .403079 0 .8892 04 0 .042428 0 .115843 3.000000 0.407059 0.911708 0.042 907 0 .115 843 3 .055556 0 .411047 0.934433 0.0 8 829 4 0.115843 3. 111111 0.415045 0.957380 0.170884 0.115843 3.1 66667 0 .419051 0 .98 05 49 0 .277689 0 .115843 3.222222 0 .4230 67 1.003 9 41 0 .404078 0 .115 843 3.277778 0 .4270 92 1. 027557 0 .5 47371 0.115843 3.333333 0.431125 1. 051396 0.705763 0.115843 3.3 888 89 0 .43 5 1 68 1. 075460 0.8 7792 5 0 .115843 3.444444 0.439220 1. 099748 1.062832 0.115843 3.500000 0 .44 3281 1. 124262 1 .259655 0.115843 3.555556 0.447351 1. 149002 1.4 677 11 0.115843 3 .611111 0 .4 514 30 1.17396 8 1 .6 86422 0 .115843 3.666667 0.455518 1. 199161 1.9 1529 1 0.115843 3.722222 0. 45 96 16 1. 224582 2.153885 0.115843 3.777778 0 .46372 2 1 .25 0 230 2.401820 0 .115 8 43 3.833333 0.467837 1. 2 76106 2.658758 0.115843 3.888889 0.471962 1.302212 2.924392 0.11584 3 3 .9 44444 0 .4 76095 1. 328547 3.19844 6 0 .1158 43 151641 DMA 2 (Uppe r) 11/1/2018 1 49 49 PM Pa ge 22 4.000000 0.480238 1. 355112 3.480668 4.055556 0.484389 1. 381907 4.106528 4. 111111 0.488550 1.408933 5.249568 4.166667 0.492720 1. 436190 6.728494 4.222222 0.496899 1. 463680 8.478091 4.277778 0.501087 1. 491402 10.45972 4.333333 0.505284 1. 519356 12.64601 4.388889 0.509490 1. 547545 15.01529 4.444444 0.513705 1. 575967 17.54902 4.500000 0.517929 1. 604623 20.23038 4.555556 0.522163 1.633515 23.04343 4. 611111 0.526405 1.662642 25.97268 4.666667 0.530656 1. 692004 29.00274 4.722222 0.534917 1. 721604 32.11815 4.777778 0.539186 1. 751440 35.30327 4.833333 0.543465 1. 781513 38.54228 4.888889 0.547753 1. 811825 41.81914 4.944444 0.552050 1.842375 45.11764 5.000000 0.556355 1. 873164 4 8. 42150 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <Name> # <Name> # tern strg<-factor->strg WDM 2 PREC ENGL 1 WDM 2 PREC ENGL 1 WDM 1 EVAP ENGL 1 WDM 1 EVAP ENGL 1 WDM 22 IRRG ENGL 0.7 SAME WDM 22 IRRG ENGL 0.7 SAME WDM 22 IRRG ENGL 0.7 SAME WDM 2 PREC ENGL 1 WDM 1 EVAP ENGL 1 END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <Name> # <Name> # #<-factor->strg RCHRES 1 HYDR RO 1 1 1 RCHRES 1 HYDR 0 1 1 1 RCHRES 1 HYDR 0 2 1 1 RCHRES 1 HYDR STAGE 1 1 1 COPY 1 OUTPUT MEAN 1 1 48.4 COPY 501 OUTPUT MEAN 1 1 48.4 END EXT TARGETS MASS-LINK <Volume > <Name> MASS-LINK <-Grp> <-Member-><--Mult--> <Name># #<-factor-> 2 PERLND PW ATER END MASS-LINK MASS-LINK PERLND PWATER END MAS S -LINK MASS-LINK IMPLND !WATER END MASS-LINK MASS-LINK PERLND PWATER END MASS-LINK MASS -LINK PERLND PWATER END MASS-LINK SURO 2 3 IFWO 3 5 SURO 5 12 SURO 12 13 IFWO 13 0 .083333 0 .083333 0.083333 0.083333 0.083333 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 0.115843 <-Target vols> <-Grp> <-Member-> *** <Name> # PERLND 1 IMPLND 1 PERLND 1 IMPLND 1 PERLND 45 PERLND 48 PERLND 47 RCHRES 1 RCHRES 1 <-Volume-> <Name> # WDM 1000 WDM 1001 WDM 1002 WDM 1003 WDM 701 WDM 801 <Target> <Name> RCHRES RCHRES RCHRES COPY COPY # <Name> # # *** 999 EXTNL PREC 999 EXTNL PREC 999 EXTNL PETINP 999 EXTNL PETINP EXTNL SURLI EXTNL SURLI EXTNL SURLI EXTNL PREC EXTNL POTEV <Member> Tsys Tgap Amd *** <Name> tern s t rg strg*** FLOW ENGL REPL FLOW ENGL REPL FLOW ENGL REPL STAG ENGL REPL FLOW ENGL REPL FLOW ENGL RE PL <-Grp> <-Member->*** <Name>##*** INFLOW !VOL INFLOW !VOL INFLOW !VOL INPUT MEAN INPUT MEAN 151641 DMA 2 (Upper) 11/1/2018 1 49 49 PM Page 23 MASS-LINK 15 IMPLND !WATER SURO END MASS-LINK 15 MASS-LINK RCHRES OFLOW END MASS-LINK END MASS-LINK END RUN 151641 DMA 2 (Upper) 17 OVOL 17 0.083333 COPY INPUT MEAN 1 COPY INPUT MEAN 11/1/2018 1 49 49 PM Page 24 Predeveloped HSPF Message File 151641 DMA 2 (Uppe r) 11/1/20181:4949 PM Pa ge 25 Mitigated HSPF Message File 151641 DMA 2 (Upper) 11/1/20181:4949 PM Page 26 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright© by : Clear Creek Solutions , Inc. 2005-2018 ; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1 (866)943-0304 Local (360)943-0304 www .clearcreeksolutions.com 151641 DMA 2 (Upper) 11/1/20181:4949 PM Page 27 24 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Hydromodification Offsite Alternative Compliance Participation Form Refer to Chapter 1.8 (eJ i"l.~ • r~t;{l•JL=riill '""' u1111 r: 11 (e111 Record ID: [ ] Assessor's Parcel Number(s) [APN(s)] [ ] Quantity of Hydromodification Debits or Credits (DCIA) • Debits • Credits [ *See Attachment 1 of the PDP WQMP --...,. ........ ] ~I •11111.•1~:..i. .. -:i ~ • :;,111 • r-•rel 1u,,,.l~•-:::..----.1•1 •-•••-fflifilliJil1 • • -"-'.l;lllllrllillf:!lil~ rr ... •1•n•• 1r~,.1rr..,: .. ,._."J 1••:...:.,,1:...••• Record ID: APN(s) Project Owner/Address Credit/Debit Quantity (DCIA) 1. [ ] [ ] [ ] • Credit [ ] • Debit 2. [ ] [ ] [ ] • Credit [ ] • D ebit 3. [ ] [ ] [ ] • Credit [ ] • D ebit 4. [ ] [ ] [ ] • Credit [ ] • Debit 5. [ ] [ ] [ ] • Credit [ ] • Debit 6. [ ] [ ] [ ] • Credit [ ] • D ebit Total sum of Credits and Debits ([Credits -~Debits) (DCIA) [ ] .f.r.1in1le111:11 l1111e1111r:1ne111 Are offsite projects in the same credit trading area as the onsite project? • Yes • No Do offsite projects discharge directly to the same susceptible stream reach as • Yes the onsite project? (required for certain hydromodification scenarios) • No Will projects providing credits be complied prior to completion of projects • Yes receiving credits? • No Are all deficits accounted for? • Yes If No, onsite and offsite projects must be redesigned to account for all deficits. • No Provide supporting WQE calculations as part of this attachment. Template Date: July 4th , 2018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 2s ATTACHMENT 3 Structural BM P Maintenance Information Indicate which Items are Included behind this cover sheet: • Project does not propose structural BMPs Attachment Sequence Contents Checklist Attachment 3a Structural BMP Maintenance Plan IZl Included (Required) See Structural BMP Maintenance Information Checklist on the back of this Attachment cover sheet. Attachment 3b Standard Structural BMP Draft IZl Included Water Quality Maintenance Agreement Management Plan Operation and Maintenance Agreement • Not applicable -City Maintained • Not applicable -Discretionary Project Attachment 3c Individual Structural BMP OMA • Included Mapbook (Required) • Not applicable -Discretionary -Place each map on 8.5"x11" paper. Project -Show at a m inimum the OMA , Structural BMP, and any existing hydrologic features within the OMA Template Date: July 4th, 2018 26 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Attachment 3a must identify: • Specific maintenance indicators and actions for proposed structural BMP(s). This must be based on Chapter 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s) • How to access the structural BMP(s) to inspect and perform maintenance • Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) • Manufacturer and part number for proprietary parts of structural BMP(s) when applicable • Maintenance thresholds specific to the structural BMP(s), with a location-specific frame of reference (e.g., level of accumulated materials that triggers removal of the materials, to be identified based on viewing marks on silt posts or measured with a survey rod with respect to a fixed benchmark within the BMP) • Recommended equipment to perform maintenance • When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management Attachment 3b: For all Structural BMPs, Attachment 3b must include a Water Quality management Plan Operation and Maintenance Agreement in the City's standard format Found in Appendix A.3. Refer to Chapter 7.3 in the BMP Design Manual. Template Date: July 4th , 2018 Catch Basin Insert Filter Inspection and Maintenance Summary Form General Information Date: Time: Inspector Name: Facility ID: Location: Defect and Conditions (check if done and give description) Maintenance Maintenance required if yes Performed Sediment accumulation •Yes •No Does sediment form a cap over the insert media of the insert and/or unit? •Yes •No Comments Trash and debris accumulation •Yes •No Does trash and debris accumulates on insert unit creating a blockage/restriction? •Yes •No Comments Media Insert not removing oil •Yes •No •Yes •No Does effluent water from media insert has a visible sheen? Comments Media Insert water saturated •Yes •No Does catch basin insert is saturated with water and no longer has the capacity to absorb? •Yes •No Comments Media insert-oil saturated •Yes •No Is media oil saturated due to petroleum spill that drains to catch basin? •Yes •No Comments Media Insert use beyond normal product life •Yes •No •Yes •No Has media been used beyond the typical average life of media insert product? Comments Other Comments: SCOPE: GENERAL SPECIFICATIONS FOR MAINTENANCE OF FLO-GARD+PLUS® CATCH BASIN INSERT FILTERS Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stormwater filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation's water resources. These specifications apply to the FloGard+Plus® Catch Basin Insert Filter. RECOMMENDED FREQUENCY OF SERVICE: Drainage Protection Systems (DPS) recommends that installed Flo-Gard+Plus® Catch Basin Insert Filters be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended that each installation be serviced a minimum of three times per year, with a change of filter medium once per year. DPS technicians are available to do an on-site evaluation, upon request. RECOMMENDED TIMING OF SERVICE: DPS guidelines for the timing of service are as follows: 1. For areas with a definite rainy season: Prior to, during and following the rainy season. 2. For areas subject to year-round rainfall: On a recurring basis (at least three times per year). 3. For areas with winter snow and summer rain: Prior to and just after the snow season and during the summer rain season. 4. For installed devices not subject to the elements (washracks, parking garages, etc.): On a recurring basis (no less than three times per years). SERVICE PROCEDURES: 1. The catch basin grate shall be removed and set to one side. The catch basin shall be visually inspected for defects and possible illegal dumping. If illegal dumping has occurred, the proper authorities and property owner representative shall be notified as soon as practicable. 2. Using an industrial vacuum, the collected materials shall be removed from the liner. (Note: DPS uses a truck-mounted vacuum for servicing Flo-Gard+Plus® catch basin inserts.) 3. When all of the collected materials have been removed, the filter medium pouches shall be removed by unsnapping the tether from the D-ring and set to one side. The filter liner, gaskets, stainless steel frame and mounting brackets, etc. shall be inspected for continued serviceability. Minor damage or defects found shall be corrected on-the-spot and a notation made on the Maintenance Record. More extensive deficiencies that affect the efficiency of the filter (tom liner, etc.), if approved by the customer representative, will be corrected and an invoice submitted to the representative along with the Maintenance Record. 4. The filter medium pouches shall be inspected for defects and continued serviceability and replaced as necessary and the pouch tethers re-attached to the liner's D-ring. See below. 5. The grate shall be replaced. REPLACEMENT AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED DEBRIS The frequency of filter medium pouch exchange will be in accordance with the existing DPS-Customer Maintenance Contract. DPS recommends that the medium be changed at least once per year. During the appropriate service, or if so determined by the service technician during a non-scheduled service, the filter medium pouches will be replaced with new pouches. Once the exposed pouches and debris have been removed, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements. DPS also has the capability of servicing all manner of catch basin inserts and catch basins without inserts, underground oil/water separators, stormwater interceptors and other such devices. All DPS personnel are highly qnalified technicians and are confined space trained and certified. Call ns at (888) 950-8826 for fnrther information and assistance. RECORDING REQUESTED BY: Temecula Village Development LP (Property Owner's Name) 2019-0201865 AND WHEN RECORDED MAIL TO: 7210 Jordan Ave. #B7 {Property Owner's Mailing Address) Canoga Park, CA 91303 06/05/2019 02:00 PM Fee:$ 428.00 Page 1 of 64 Recorded in Official Records County of Riverside Peter Aldana Assessor-County Clerk-Recorder 1111 ~ ~~~:~~~l~~~)rrf 11111 SPACE ABOVE THIS LINE FOR RECORDER'S USE RECORDING OF A WATER QUALITY MANAGEMENT PLAN OPERATION AND MAINTENANCE AGREEMENT FOR Temecula Village (Name of Project) PM 31023 Parcels 1-8 (Address or Tract Map/Lot No.) --·-··-·--··---Page 1 ---------~ ~11 Water Quality Management Plan Operation and Maintenance Agreement Property Owner Name: Temecula Village Development LP Property Owner Mailing Address: 7210 Jordan Ave. #B7 Canoga Park, CA 91303 Project Address or Location: PM 31023 Parcels 1-8 Project's Assessor Parcel Number: 944-370-001, -005, -006, -007, -008, -010, -012, -013 This Operation and Maintenance Agreement (Agreement) is made in The City of Temecula (City), a municipal agency, located in the County of Riverside.,_ State of California, by (insert property owner) Temecula Village Development LP (Owner), this (insert day) 20 of (insert month and year) February 2019 WHEREAS, the Owner owns real property (Property) as described in Exhibit "A" and depicted in Exhibit "B", each of which exhibit is attached hereto and incorporated by reference, and has proposed that the Property be developed in accordance with governmental approvals issued by the City and other agencies having jurisdiction over the Property; WHEREAS, at the time of initial approval of the development project (Project) known as (insert name of project) ...;..T"""e'""'"m'""'e....;;.c""'u'-'-la'--V""'i=lla=g.._e"------------------ within the Property, the City required the Project to generate a Water Quality Management Plan (WQMP). The WQMP describes how the Project proposes to remove pollutants and minimize any adverse impacts from the discharge of storm water and non-storm water runoff generated as a result of the Project, and includes structural and non-structural treatment devices, also known as "Best Management Practices" (BMPs), that will be constructed, or installed, or implemented for this purpose. The precise location(s) of these BMPs are depicted in the WQMP, on file with the City; WHEREAS, the Owner signed and certified the WQMP and accepted the requirement to routinely inspect, clean, maintain, repair, reconstruct, and replace the BMPs associated with the Project in order to retain their original intent and effectiveness; WHEREAS, this Agreement is transferable onto subsequent owners, heirs, executors, administrators, representatives, and assigns (collectively "Successors") of this Property, Project, and all associated BMPs; WHEREAS, the Owner and Successors are aware that such operation and maintenance requirements are in accordance with, and enforceable under, the City's Municipal Code and State and Federal environmental laws regulating the discharge of pollutants in storm water and non-stormwater runoff, and may also require compliance with Local, State, and Federal laws and regulations pertaining to confined space entry and waste disposal methods in effect at the time such maintenance occurs; ----------------------------------Page 2 NOW THEREFORE, the Owner and Successors shall be subject to the following conditions: 1. This Agreement shall be recorded in the Office of the Recorder of Riverside County, California, at the expense of the Owner and shall constitute notice to the Owner and all Successors of the title to said Property of the obligations required by this Agreement. This Agreement shall also be accompanied by a copy of an 'Operation and Maintenance Manual', included in Exhibit "C", providing detailed instructions on how and when each treatment BMP proposed for construction, or installation, or implementation must be inspected, cleaned, maintained, repaired, reconstructed, and replaced, if necessary, (collectively "Maintained") in order to retain their original intent and effectiveness. 2. Owner shall, at their sole cost, expense, and liability, routinely maintain all BMPs in a manner assuring peak performance at all times without request or demand from the City or other agency. All reasonable precautions shall be exercised in the removal of any material(s) from the BMPs and the ultimate disposal of the material(s) in a manner consistent with all relevant laws and regulations in effect at the time of the recording of this Agreement. As may be requested from time to time by the City, the Owner shall provide the City with documentation identifying the inspections, maintenance activities, material(s) and quantity(ies) removed, and disposal destinations. 3. Owner hereby provides the City complete access at any time and of any duration during business hours to the BMPs, their immediate vicinity, and all legally accessible areas draining to them upon reasonable notice, or in case of emergency as determined by the City without advance notice, for the purpose of inspecting the BMPs and/or sampling runoff into and/or from the BMPs. The City shall make every effort to minimize interference with the Owner's use of the Property during these inspections and sampling activities. 4. In the event the Owner fails to accomplish the necessary operation and maintenance obligations required by this Agreement, the Owner hereby authorizes the City to perform any maintenance necessary to restore the BMPs to their original intent and effectiveness. Owner shall reimburse all expenses associated with the City's maintenance activities to the City, including administrative costs, attorney fees, and interest thereon at the maximum rate authorized by the Civil Code. The City may also opt to use the proceeds from any securities posted for the project, or place a lien on the Property in such amount as will fully reimburse the City, to pay for such maintenance in order to guarantee the continued performance of the BMPs. 5. Owner shall notify any successor to title of all or part of the Property about the existence of this Agreement and provide such notice and a copy of this Agreement prior to such Successor obtaining an interest in all or part of the Property. Page 3 IN WITNESS THEREOF, the Owner hereto affixes their signature as of the date first written above. OWNER 1: OWNER 2 (If more than one owner): Name Signature Title A notary acknowledgement is required for recordation (attach appropriate acknowledgement). -··-------.. ···-····-·-... -----··-Page 4 CALIFORNIA ALL PURPOSE ACKNOWLEDGMENT A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document, to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. STATE OF CALIFORNIA COUNTY OF Los Angeles On £, brua YV\ ~) 2v I~ before me, ____ A_n_n_e_E_._L_a_r_k1_·n ________ Notary D~ Insert Name and Title af the officer Publi c, personally appeared -~M~~--U>~'~M..,~~j~•_W __ /_Y\_U~----------- Name(s) of Signer(s) who proved to me on the basis of sa tisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within in stru ment and acknowledged to me that he/she/they executed the same in hi s/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. • ANNE E. LARKIN Commission# 2130424 ~ Notary Public • California ~ z Los Angeles County ~ t V ••• ,MJS,ovrg-&xeir[s2~ L6}~1~ s;gnature ~~ -------------------------------------------------------------0 PT ION AL ------------------------------------------------------------- Though this section is optional, completing this information can deter alteration of the document or fraudulent attachment of this form to an unintended document. Description of Attached Document rwf-t t1\.-A,,}-.,,(_ j ¥ Titl e or Type of Document: A-rt4n ~ d Document Date: 2-'Z; J ~ Number of Pages: ____ Signer(s) Other Tha Named Above: 1 Capacity(ies) Claimed by Signer(s) Signers Name : _____________ _ 0 Corporate Officer -Title(s) _______ _ • Partner -0 Limited O General • Individual •Attorney in Fact • Trustee •Guardian or Conservator • Other: ----------------Signer is Representing: __________ _ Signers Name: _____________ _ 0 Corporate Officer -Title(s) _______ _ 0 Partner -• Limited O General 0 Individual 0 Trustee 0 Other: •Attorney in Fact •Guardian or Conservator ----------------Signer is Representing: __________ _ EXHIBIT A (Legal Description of Property) PARCELS 1, 2, 3, 4, 5, 7 & 8 OF PARCEL MAP 31023, MAP BOOK 216, PAGES 80 & 81, IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA. Page 5 -------- EXHIBIT B (WQMP Exhibits) Exhibits shall include: a) a BMP site layout that clearly depicts the location of each BMP, and b) legible construction details of each BMP. Ensure all exhibits are 8.5"X11". Do not include color exhibits. LEGEND ~ 3 • OMA AREA NUMB ER ARE A I N ACRES WATER QUA LIT Y BASIN BO TT OM LESS CA TCH BAS I N WIT H 2' SUMP W/ F ILTE R I NSERT & DRA I N I NLE T STE NCI L OMA BOUNDARY E ()_ LD 0 N (/) w z 0 ----, <( u (7j (/) w ----, C') 3 0 2 o'd 0 Q_ 2 a 3 I m LD n ~ <.O / C') 3 0 / Q_ 2 0 3 / (/) l- o::: 0 100 0 200 400 600 ~ ~~--, __ ,-_______,, ! SCA LE: 1 "=2 00 ' ~ r-----------------------~---------------------1~ Michael Baker INTERNATIONAL 40810 COUNTY CENTER DR., SUITE 200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTL.COM FIGURE 4: STRUCTURAL BMP MAP LD n 7 <.O / 1------------------------14 TEMECULA VILLAGE -MF 1- 4 0 Q_ / ---------------------------------------------...1:r: EXHIBIT C (Operation and Maintenance Manual) Please refer to the attached example. It shows the necessary requirements for the O&M Manual. ···· ---· ····--------·-Page 7 ---------~--···-·---·····- Oper ation & Main tenan ce Manual For TJemecula ViHage LID BMPs Prepared For: Temecula Village Development LP 7210 Jordan Ave. #87 H :\pdata\ 1 §43!iQ\Adm in\Rfmnrts\WQM P\O&M Canoga Park, CA 91303 Prepared by: Michael Baker INTERNATIONAL 40810 County Center Drive, Suite 200 Temecula, CA 92591 Prepared: February 19, 2019 JN 164359 Table of Contents 1 Overview ....................................................................................................................... 1-1 1.1 Purpose ofthe Operation & Maintenance Manual.. ............................................ 1-l 1.2 Storm Drain System ............................................................................................ 1-l 1.3 General Description and Function of LID BMPs ............................................... 1-l 2 Maintenance Responsibility .......................................................................................... 2-1 2.1 Temecula Village Development LP Responsibility ............................................ 2-1 2.2 Maintenance Contractor Responsibility .............................................................. 2-l 2.3 Safety Precautions ............................................................................................... 2-2 2.4 Maintenance Indicators and Activities ................................................................ 2-2 2.4.1 Aesthetic and FunctionalMaintenance ................................................... 2-2 2.4.2 Preventive Maintenance .......................................................................... 2-3 2.4.3 Corrective Maintenance .......................................................................... 2-3 2.4.4 Maintenance Indicators .......................................................................... 2-4 2.5 Sediment Removal, Testing, and Disposal ......................................................... 2-5 2.5.1 Sediment Removal ................................................................................... 2-5 2.5.2 Sediment Testing ..................................................................................... 2-5 2.5.3 Sediment Disposal ................................................................................... 2-5 3 Temecula Village Infiltration Basin ............................................................................. .3-l 3.1 Basin Description ............................................................................................... .3-1 3.2 Basin Access ...................................................................................................... .3-l 3.3 Basin Operations ................................................................................................ .3-l 3.4 Basin Inspections ............................................................................................... .3-1 3.5 Basin Maintenance Indicators and Maintenance Activities ............................... .3-2 3.6 Basin Vegetation and Replanting ....................................................................... .3-2 3. 7 Required Basin Documentation ......................................................................... .3-2 4 Temecula Village Bioretention Basin .......................................................................... .4-3 4.1 Basin Description ............................................................................................... .4-3 4.2 Basin Access ...................................................................................................... .4-3 4.3 Basin Operations ................................................................................................ .4-3 4.4 Basin Inspections ............................................................................................... .4-3 4. 5 Basin Maintenance Indicators and Maintenance Activities ............................... .4-4 4.6 Basin Vegetation and Replanting ....................................................................... .4-4 Temecula Village Operation & Maintenance Manual February 19, 2019 Table of Contents 4. 7 Required Basin Documentation ......................................................................... .4-4 5 Temecula Village Filter Insert ...................................................................................... 5-5 5.1 Filter Insert Description ...................................................................................... 5-5 5.2 Filter Insert Access .............................................................................................. 5-5 5.3 Filter Insert Operations ....................................................................................... 5-5 5.4 Filter Insert Inspections ....................................................................................... 5-5 5.5 Filter Insert Maintenance Indicators and Maintenance Activities ...................... 5-6 5.6 Required Filter Insert Documentation ................................................................. 5-6 6 Temecula Village Sediment Basins .............................................................................. 6-7 6.1 Sediment Basin Description ................................................................................ 6-7 6.2 Sediment Basin Access ....................................................................................... 6-7 6.3 Sediment Basin Inspections ................................................................................ 6-7 6.4 Sediment Basin Maintenance Indicators and Maintenance Activities ................ 6-8 6. 5 Required Filter Insert Documentation ................................................................. 6-8 Temecula Village Operation & Maintenance Manual February 19. 2019 Table of Contents Appendices Appendix A: Site Inspection Summary Forms Appendix B: Maintenance Summary Forms Appendix C: Maintenance Logs Appendix E: Additional Information Tables Table I: BMP Preventive Maintenance and Routine Inspections Schedule ................................ 2-4 Table 2: Soluble and TTLCs for Heavy Metals According to CCR Title 22 .............................. 2-7 Figures Figure I: Water Quality Riser Detail ........................................................................................... 1-2 Figure 2: Bioretention Facility Detail .......................................................................................... 1-3 Figure 3: Flogard Catch Basin Filter Insert .................................................................................. 1-4 Figure 4: Temecula Village LID BMP Locations ........................................................................ 1-5 Temecula Village Operation & Maintenance Manual February 19. 2019 iii Table of Contents 1 Overview 1.1 Purpose of the Operation & Maintenance Manual The Temecula Village Operation & Maintenance Manual explains how to maintain the LID BMPs, located within the Temecula Village Development, east of Moraga Road, in the City of Temecula. The LID BMPs are pollution control devices designed to treat urban runoff and collect trash and debris before it enters creeks, streams, and the ocean. It requires regular maintenance to ensure it continues to perform its water quality functions. The Temecula Village Development owner or its hired contractor is responsible for maintaining these LID BMPs listed in this report. This manual serves as a reference guide and field manual to equip the owner or its contractor with: • An overview of the LID BMPs and its functions; • A description of the location of the LID BMPs within the City of Temecula; • A description of what types of conditions within the LID BMPs indicate or "trigger" the need for maintenance work; and • An understanding of the steps required to effectively maintain the LID BMPs on a consistent basis; and • Reproducible versions of forms, logs, and guidance sheets necessary for recording information while performing inspection and maintenance activities.* 1.2 Storm Drain System The storm drain system in Temecula Village consists of street gutters, ribbon gutters, catch basins, and pipelines. Street gutters & ribbon gutters channel the water from streets to catch basins (reservoirs that collect surface drainage or runoff) to a series of pipes directing the runoff to the basins, then away from the community. For more information on how the basin and filter inserts functions, see Section 1.3. The system described in this manual is a private system, maintained by the owner or its contractor. Under the community's public streets (Rancho California Road) lie public storm drain pipes maintained by the City. 1.3 General Description and Function of LID BMPs Infiltration Basin (BMP A~ Basin A) The Temecula Village infiltration basin is a large, linear earthen depression with an inlet to receive a controlled volume of water runoff and an outlet riser to drain the water. It functions by capturing, filtering and temporarily detaining surface runoff from storm events, non-storm events, and urban nuisance flows. Low flow perforated sub-drains help to filter the nuisance flows before they are discharged back into the storm drain system. * Originals and copies of these completed forms must be kept and maintained by all parties involved in the maintenance of the Temecula Village LID BMPs for at least five years. Regular use and secure storage of these documents will assure the City of Temecula, neighboring agencies, and members of the Temecula Village community/business owners that the LID BMPs are being properly maintained. Temecula Village Operation & Maintenance Manual February 19, 2019 1-1 Section 1 Overview The water quality riser is set to receive water runoff at a distance above the basin bottom elevation. This allows the required volume of water runoff to be treated by the infiltration basin and any excess runoff to enter the riser and ultimately into the city storm drain system. Figure 1 shows the water quality basin riser detail at the outlet of the basin. With regular maintenance, this basin should drain by natural gravity flow. Pollution is removed by: • Infiltration • Evapotranspiration (when vegetated) • Evaporation • Settling or sedimentation; Additional details related to the function of the basin can be found in Section 3 .1. For more information on maintenance activities, see Section 2 and Appendices A, B, and C. Figure 4 shows the location of the infiltration basin within the Temecula Village Development. ~ 4 REBAR 6" DC WELDED, TYP I /z("~£::::::::tt=~~s 1--,I? I 1/2"x2" STEEL STRAP~ WITH 3/8" BOLT GRATE ASSEMBLY DETAIL NOT TO SCALE TOP OF RISER~! ELEV PER PLAN 'E' 1" ORIFICE 6" ABOVE BASIN 2' MIN BOTTOM FG ELEV PERPLAN 6" CUTOFF WALL 't:::::=====~~~======;i __r- OUTLET PIP PER PLAN ANCHOR BLOCK MIN 5 SACK/CY CONCRETE OR METl-klD APPROVED BY INSPECTOR t 2' MIN AROUND RISER WATER QUALITY BASIN RISER DETAIL Figure 1: Water Quality Basin Riser Detail Temecula Village Operation & Maintenance Manual February 19, 2019 NOT TO SCALE 1-2 Section 1 Overview Bioretention Basin/Trapezoidal Pond (BMP B -Basin B) The Temecula Village bioretention basin is a large, linear earthen depression, vegetated basin underlain by an engineered soil media. Healthy plant and biological activity in the root zone maintain and renew the macro-pore space in the soil and maximize plant uptake of pollutants and runoff. This keeps the Best Management Practice (BMP) from becoming clogged and allows more of the soil column to function as both a sponge (retaining water) and a highly effective and self-maintaining biofilter. The bioretention basin receives water runoff through a controlled volume of water, the water passes through a gab ion wall where trash, sediment, and debris are collected. Water runoff infiltrates in the basin soil media until the infiltration rate of the underlying soil is exceeded. See Figure 2 for the bioretention basin section detail. Water in the bioretention basin begins to rise and flows over a small dike where it then enters the trapezoidal pond. The bioretention basin is designed to receive runoff for water quality and the trapezoidal overflow pond is designed for mitigation. Pollution is removed by: • Infiltration • Evapotranspiration (when vegetated) • Evaporation • Biofiltration Additional details related to the function of the basin can be found in Section 4 .1. For more information on maintenance activities see Appendices A, B, and C. Figure 4 shows the location if the bioretention basin and trapezoidal pond within the Temecula Village development. VARIES MIRAFI 14ON FILTER FABRIC OR EQUIVALENT VARIES 2 zj · MAX WATER -_ _£_SURFACE ELEVATI: ------~1- t BOTTOM -~ ELEVATION "n 6" PERFORATED PVC PIPE WQMPBASIN B10-RETENTlON FACILITY DETAIL NOT TO SCALE Figure 2: Bioretention Facility Detail Temecula Village Operation & Maintenance Manual February 19, 2019 1-3 VARIES I DEPTH VARIES 18" MIN SOIL MEDIA I 12· MIN GRAVEL BED Section 1 Overview Bottomless Catch Basin with Filter Insert Adjacent to Rancho California Road, there are four curb inlets that receive water runoff from the main entrance of the Temecula Village development. These inlets are bottomless with a 2-foot sump from the outlet pipe with a filter insert. Rlllloffwill enter these inlets where it will be intercepted first by the filter insert. These filters are efficient in removing pollutants, sediment, trash and debris. Runoff will f101N out of the insert and to the bottom of the catch basin. Since the basin is bottomless, this allows for grounchvater recharge. Low flow will sit in the 2-foot sump until it percolates into the ground below. Higher flows will immediately be directed through the outlet pipe. Figure 3 below is an illustration of the filter inserts provided by Flogard. Figure 4 shows the location of the filter inserts within the Temecula Village development. CURB l'-LET, - BY OTHERS. _,,, -__ CCNCRETE CATCH BAS'<,. BY '.T'--ERS. OUTLET PIPE, ----...._ BY '.)T"'C:RS. '\ ~ Figure 3: Flogard Catch Basin Filter Insert Sediment Basins (Basin C & Basin D) / ---------~ ' ' \ ' ' I ' I / ---DETAIL A "---~ FOSS,L R:'.:lCK PCUCHES INSTALL['.) IN B.t.SKS' Adjacent to Rancho California Road, there are t\vo temporary sediment basins that will help eliminate sediment from entering the storm drain system on Rancho California Road. These temporary sediment basins will need to be maintained until the northern portion of Temecula Village is developed. Temecula Village Operation & Maintenance Manual February 19, 2019 1-4 Section 1 Overview Figure 4: Temecula Village LID BMP Locations Temecula Village Operation & Maintenance Manual February 19, 2019 1-5 Section 1 Overview LEGEND ~ 3 • OMA AREA NUMB ER AREA I N ACRES WATER QUA LIT Y BAS I N BOTT OM LESS CA TCH BAS I N WIT H 2 ' SUM P W/ F ILTE R I NSE RT & DRA I N I NLE T STENCI L OMA BOUNDARY E ()_ LD 0 N (/) w z 0 ----, <( u (7j (/) w ----, C') 3 0 2 o'd 0 Q_ 2 a 3 I m LD n ~ <.O / C') 3 0 / Q_ 2 0 3 / (/) l- o::: 0 100 0 200 400 600 ~ ~~--, __ ,-_______,, ! SCA LE: 1 "=200 ' ~ r-----------------------~---------------------1~ Michael Baker INTERNATIONAL 40810 COUNTY CENTER DR., SUITE 200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTL.COM FIGURE 4: STRUCTURAL BMP MAP LD n 7 <.O / 1------------------------14 TEMECULA VILLAGE -MF 1- 4 0 Q_ / ---------------------------------------------...1:r: 2 Maintenance Responsibility 2.1 Temecula Village Development LP Responsibility The owner of the Temecula Village Development LP, or its hired contractor, is responsible for all portions of the storm drain system that connects the basins to the public storm drain system. The BMP maintenance tasks that are the responsibility of the property owner, or its hired contractor, include: • Signs of erosion; • Proper drainage; and • Aesthetic appearance. Qualified personnel or a contract employee should periodically inspect the Infiltration and Bioretention Basins at least twice a year: once before the rainy season (August/September) and once during the rainy season (February/March). For a list of inspection duties, see Appendix A. If the qualified personnel or contract employee detects a problem, they should inform a supervisor as soon as possible to address the situation before the next storm event occurs. Once the qualified personnel or contract employee becomes aware of the problem, they should dispatch qualified maintenance workers to correct the problem as soon as possible. The qualified personnel or contract employee must perform routine maintenance activities, such as debris removal, vegetation maintenance, and erosion inspection at least twice a year. Sediment should be removed as needed, or typically every five to ten years. The Flogard Filter Insert will require service on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended by the manufacturer's specifications that each installation be serviced a minimum of three times per year, with a change of filter medium once per year. For a complete schedule of routine and periodic maintenance duties for the Flogard Filter Inserts, see Appendix D. 2.2 Maintenance Contractor Responsibility If a maintenance contractor assists with maintenance, some of the potential responsibilities to ensure the system is working efficiently may include, but are not limited to: • Performing engineered water flow functions; • Performing detention functions; • Protecting surrounding plant life; and • Maintaining acceptable basin functions. Specific maintenance requirements for the maintenance contractor are presented in detail in Section 2.4 of this manual. Temecula Village Operation & Maintenance Manual February 19, 2019 2-1 Section 2 Maintenance Responsibility 2.3 Safety Precautions While performing basin and system maintenance activities, all personnel must observe the following safety precautions at all times: • Minimize time spent on the roadway. • Enter the facility via the access road, open the access gate, and park inside the facility. • Wear an orange safety vest and appropriate shoes. • Wear rain gear during a storm event. • Be aware of slippery conditions, fast moving water, and unstable ground. • Bring adequate lighting to compensate for poor visibility, especially at night. • Avoid back strain by using your legs to lift heavy objects. • Use care when operating power tools and machinery. Only use them if you are trained in their proper use. • Always wear eye protection when working with tools. • Maintain balance when working from heights. • Avoid sharp edges, such as broken glass. • Be aware of overhead dangers. • Watch out for dogs and other animal hazards. • Avoid the edges of fast-moving bodies of water. These edges are usually slippery and unstable during rainy conditions. • Do not leave materials, tools, and equipment, unattended or blocking walkways. • Keep a phone or other means of communication nearby at all times. • Never leave open holes unattended or unbarricaded. • Clean up your work area before exiting the basin. 2.4 Maintenance Indicators and Activities 2.4.1 Aesthetic and Functional Maintenance The basins and its surrounding area should be routinely maintained as a clean, natural, and attractive part of the community. Some typical aesthetic maintenance activities are graffiti removal, grass trimming, and weed control. Before conducting maintenance in the basins, review the additional information in Appendix E for details on the landscape design. Regular functional maintenance is required to ensure the basins perform in a safe and effective manner. Functional maintenance consists of both preventative and corrective activities. Reproducible versions of forms, logs, and guidance sheets (contained in Appendices A, B, and C) necessary for recording vital information while performing operation, inspection, and other basin maintenance activities are included. Originals and copies of these completed forms must be kept and maintained by all parties involved in the Temecula Village Operation & Maintenance Manual February 19, 2019 2-2 Section 2 Maintenance Responsibility maintenance, including the owner, or its contractor, for five years. Proper use and secure storage of these documents will assure the City of Temecula and neighboring agencies that the basins are being properly maintained. As a result, polluted runoff is being properly reduced, treated, and eliminated wherever possible. 2.4.2 Preventive Maintenance Preventive maintenance should be performed on a regular basis, and the records of maintenance performed should be kept for five years. Appendices A and B contain checklists to help track and record preventive maintenance activities, which include: Trimming. Vegetation in the basins should be no higher than 18 inches to prevent establishment of marsh vegetation, stagnation of water, and development offaunal habitats. Trash and Debris Removal. During each inspection and maintenance visit to the site, debris and trash removal should be conducted to reduce the potential for the basins components, and filter inserts, from clogging and becoming inoperable during storm events. Sediment Management. lf alluvial deposits at the inlet structures create zones of ponded water, these deposits should be removed, or graded within the basins to maintain its functionality. Sediment Removal. Surface sediments should be removed when sediment accumulation is either greater than 18 inches or 10 percent of the basin volume, whichever is less. Vegetation inadvertently removed during surface sediment excavation activities should be replaced through reseeding, or re-planting. Elimination of Mosquito Breeding Habitats. The most effective mosquito control program is one that eliminates potential breeding habitats. Water standing for more than 72 hours should be drained. Perform vector treatment as needed. 2.4.3 Corrective Maintenance Corrective maintenance is required on an emergency or non-routine basis, to correct problems and to restore the intended operation and safe function of the basins and filter inserts. It includes: Structural Repairs. Damage to any structural component of the LID BMPs should be promptly repaired. Embankment and Slope Repairs. Damage to the embankments and slopes of the basins should be repaired as quickly as possible. Erosion Repair. Where a reseeding, ore re-planting program has been ineffective, or where other factors have created erosive conditions within the basins, corrective steps should be taken to prevent loss of soil. There are a number of corrective measures that can be taken, which include erosion control blankets, riprap, sodding, or reducing flow through the area. General Facility Maintenance. In addition to the above elements of corrective maintenance, general corrective maintenance addresses the overall facility and its associated components. lf corrective maintenance is being done to one component, other components should be inspected to see if maintenance is needed. Temecula Village Operation & Maintenance Manual February 19, 2019 2-3 Section 2 Maintenance Responsibility 2.4.4 Maintenance Indicators Maintenance indicators are signs or "triggers" that indicate that the owner or contract employee needs to check the basin for maintenance needs. Some common triggers include warnings or accounts of: • Standing water; • Excessive sediment accumulation; • Excessive vegetation growth; and • Slope instability or erosion. Table 1 shows conditions and criteria that trigger the need for specific routine LID BMP maintenance activities. The maintenance activities shown are for those times when the field measurements exceed those of the maintenance indicator. While this table covers routine maintenance, emergencies occasionally arise that require a more urgent, critical response. Table 1: BMP Preventive Maintenance and Routine lnsoections Schedule Design Criteria and Maintenance Inspection Routine Actions Indicator Frequency Infiltration & Bioretention Basins Erosion protection of Average plant height planted basin side is over 18 inches slope and planted invert Slope stability Evidence of erosion Inspect for standing Presence of water water that has been standing over 72 hours Inspect for trash and Presence of trash or debris debris Inspect for sediment Sediment depth management and the exceeding the staff characterization of gauge marker sediment for removal Inspect for burrows Presence of ground squirrel holes, voles, or gopher mounds Temecula Village Operation & Maintenance Manual February 19, 2019 Once during the wet season and once during the dry season Annually prior to the wet season Annually (72 hours after a storm event) Once during the wet season and once during the dry season Annually Annually and after vegetation trimming 2-4 Maintenance Activity Cut vegetation to an average height of 6 inches, and remove trimmings; remove woody vegetation Reseed / replant barren spots and break up/loosen the surface if needed; perform preferably before the rainy season. If reseeding/ replanting is not successful, install an erosion blanket along the barren spots. Drain the facility; check the outlet, and unclog it if necessary Remove and dispose of trash and debris Remove and properly dispose of sediment; regrade, if necessary, and revegetate, if necessary Firmly backfill wherever burrows cause seepage, erosion, or leakage Section 2 Maintenance Responsibility Table 1: BMP Preventive Maintenance and Routine Inspections Schedule Design Criteria and Maintenance Inspection Maintenance Activity Routine Actions Indicator Frequency General maintenance Evidence of damage Semi-annually: once Take corrective action inspection to inlet structures, during the late wet before the wet season outlet structures, side season and once slopes or other during the late dry features and/or season evidence of significant erosion, graffiti or vandalism, fence damage, etc. Flogard Filter Inserts Inspect for proper Presence of water or Prior to, during and Visually inspect for defects drainage and clogging water that is following the rainy and possible illegal bypassing the inlet season dumping. Using industrial Trash and debris vacuum, remove collected collected at the inlets materials from the liner. entrance Inspect all components by removing them to determine if any pieces should be replaced. Take corrective action before the wet season 2.5 Sediment Removal, Testing, and Disposal 2.5.1 Sediment Removal The types of storm water pollutants that accumulate in sediment vary, but may include contaminants such as heavy metals, petroleum hydrocarbons, and other organic compounds such as pesticides or solvents (many of which may be considered hazardous wastes). When the sediment level reaches 10% of the total basin volume or 18 inches, the sediment must be removed. Depending on the conditions upstream, sediment removal should be performed once every five to ten years. 2.5.2 Sediment Testing Maintenance personnel should examine the appearance and odor of solids and liquids removed from the basins to determine whether chemical analyses are necessary. They should also be alert for an especially oily appearance, coloration by antifreeze, or odors of gasoline, solvents, hydrogen sulfide, or other noxious substances. Contaminated material should be separated from other uncontaminated wastes. Mixing wastes of differing qualities could contaminate the entire load and encumber its disposal. The suspected hazardous waste should be analyzed to determine the appropriate disposal method. If basin contamination is suspected, the sediment should be removed from the basin and analyzed to determine its constituents, especially noting the presence of fats, oils, and grease (FOG), total petroleum hydrocarbons (TPH), and any other metals. 2.5.3 Sediment Disposal Disposal recommendations depend on the maintenance method used for the waste sediment excavation. For example, disposal methods requiring the use of a vector truck, which picks up wastewater in addition to sediment, differ from those used for Temecula Village Operation & Maintenance Manual February 19, 2019 2-5 Section 2 Maintenance Responsibility shoveling/bobcat sediment removal. Several methods for disposal are available depending on the concentrations of toxins in the waste. Methods can range from recycling the material, to depositing the sediment into appropriate landfills. Sediment removed from a basin is typically found to be relatively clean and can be disposed of at a local municipal landfill. At the time of disposal, if the wastes are deemed unfit for municipal landfill use, a full and comprehensive testing program should be run for all the constituents outlined under California Code of Regulations (CCR) Title 22, which lists concentrations of certain chemicals and their soluble threshold limit concentrations (STLCs) and total threshold limit concentrations (TTLCs ). Chemicals that exceed these concentrations are considered hazardous waste and must be removed from the sediment. Table 2 lists STLCs and TTLCs for heavy metals according to CCR Title 22. Temecula Village Operation & Maintenance Manual February 19, 2019 2-6 Section 2 Maintenance Responsibility Table 2: Soluble and TTLCs for Heavv Metals Accordina to CCR Title 22 Substance Antimony Arsenic Barium Bervllium Cadmium Chromium (VI) compounds Chromium and/or Chromium (111) compounds Cobalt Copper Lead Mercurv Molybdenum Nickel Selenium Silver Thallium Vanadium Zinc 1 Soluble Threshold Limit Concentration (STLC) 2 Total Threshold Limit Concentration (TTLC) Temecula Village Operation & Maintenance Manual February 19, 2019 Abbreviation Sb As Ba Be Cd Cr Cr Co Cu Pb Ha Mo Ni Se Ar:i Tl V Zn 2-7 TTLC, STLC1 Wet-Weiaht mi:i/1 15 5 100 0.75 1 5 5 80 25 5 0.2 350 20 1 5 7 24 250 mi:1/ki:1 500 500 1 0,000c 75 100 500 2,500 8,000 2,500 1,000 20 3,500e 2 000 100 500 700 2,400 5 000 Section 2 Maintenance Responsibility 3 Temecula Village Infiltration Basin 3.1 Basin Description The basin (Basin A) is located east of the main entrance entering the Temecula Village Development and south of Rancho California Road at the northeast corner of the property. It collects first-flush and nuisance flows from approximately 6.27 acres within the Temecula Village Development. The basin is designed to capture and temporarily detain and filter first-flush runoff and dry weather nuisance flow. These flows enter the basin through a 24-inch storm drain. A water quality basin riser (Figure 1 ), is an essential component of the basin, which needs to be maintained on an annual basis. Refer to Figure 4 for basin location. 3.2 Basin Access The basin is accessible from the northern end of the facility, via the sidewalk that comes off Rancho California Road. Figure 4 shows the location of the basin in relation to Rancho California Road. 3.3 Basin Operations The basin is designed to treat smaller frequent storm events. During the dry and wet season, basin drainage occurs through a water quality riser. This facility is connected at the down-stream end of the basin to the existing 30-inch storm drain in Rancho California Road. In the event of a failure, or clog in the basin, runoff will rise in the basin and outflow through the water quality riser and convey them back to the larger storm drain in Rancho California Road. 3.4 Basin Inspections The basin should be inspected a minimum of twice a year (before and after the rainy season) and after each significant rain event. Basins should be inspected for: • General aesthetics (graffiti, vandalism); • Vegetation management (grass, shrubs, trees); • Erosion and slope stability; • Basin performance (fouling, blockage, damage); • Equipment repair/maintenance; • Differential settlement; • Cracking; • Leakage; • Tree growth on embankment; • Condition of riprap in inlet and outlet; Temecula Village Operation & Maintenance Manual February 19, 2019 3-1 Section 3 Point Carmel Basin • Sediment accumulation (within basin, and at inlet); • Storage of accumulated sediment or other wastes (must be removed before accumulated sediment reaches 10% of original design depth); • Vector control; and • Clogging before and after rainy season, after large storms, and more frequently as needed. Basin inspection checklists and logs (Appendices A, B, and C) should be completed during each visit to the basin and kept in a field logbook for easy reference. 3.5 Basin Maintenance Indicators and Maintenance Activities General basin maintenance inspection and maintenance activities are described in Section 2.4. This section describes, for this basin: • Routine maintenance; • Preventive maintenance; • Corrective maintenance; and • Maintenance indicators. 3.6 Basin Vegetation and Replanting The basin vegetation shall be restored, if required, in response to: • Damage or disturbance; • Sediment removal; and • Regrading. 3.7 Required Basin Documentation Reproducible versions of forms, logs, and guidance sheets (contained in Appendices A, B, and C) necessary for recording necessary information while performing operation, inspection, and other basin maintenance activities are included. Originals and copies of these completed forms must be kept and maintained by all parties involved in the maintenance, including the owner or its contractor, for at least five years. Proper use and secure storage of these documents will assure the City of Temecula, neighboring agencies, and perhaps most importantly, members of the Temecula Village community, that the basin is being properly maintained, and, as a result, polluted runoff is being properly reduced and treated wherever possible. Temecula Village Operation & Maintenance Manual February 19, 2019 3-2 Section 3 4 Temecula Village Bioretention Basin 4.1 Basin Description The basin (Basin B) is located at the most southwest portion of the property, adjacent to both TR 3334 (MDR) & TR 8369-1 (LMDR). It collects first-flush and nuisance flows from approximately 6.39 acres within the Temecula Village Development. The basin is designed to capture and temporarily detain and filter first-flush runoff and dry weather nuisance flow. These flows enter the basin through a 24-inch storm drain, pass through a gabion wall to filter sediment, trash & debris, filtrate through the soil media until the underlying soil becomes saturated, weir flows over dike into adjacent trapezoidal pond for mitigation. Refer to Figure 4 for basin location. 4.2 Basin Access The basin is accessible from the northern end of the facility, via the drive aisle to access Building 4 parking spaces. A concrete access ramp provides access to the basin. 4.3 Basin Operations The basin is designed to treat smaller frequent storm events. During the dry and wet season, basin drainage occurs through the soil media and through an emergency spillway in case of larger storm events. The emergency spillway is located at the down-stream end of the basin to an existing channel located at the southern portion of TR 3334 (MDR). In the event of a failure, or clog in the basin, runoff will rise in the basin and outflow through the emergency spillway and into the channel south of the property. 4.4 Basin Inspections The basin should be inspected a minimum of twice a year (before and after the rainy season) and after each significant rain event. Basins should be inspected for: • General aesthetics (graffiti, vandalism); • Vegetation management (grass, shrubs, trees); • Erosion and slope stability; • Basin performance (fouling, blockage, damage); • Equipment repair/maintenance; • Differential settlement; • Cracking; • Leakage; • Tree growth on embankment; • Condition of riprap in inlet and outlet; • Condition of gabion wall; Temecula Village Operation & Maintenance Manual February 19, 2019 4-3 Section 3 • Condition and height of basin dike; • Sediment accumulation (within basin, and at outlet); • Storage of accumulated sediment or other wastes (must be removed before accumulated sediment reaches 10% of original design depth); • Vector control; and • Clogging before and after rainy season, after large storms, and more frequently as needed. Basin inspection checklists and logs (Appendices A, B, and C) should be completed during each visit to the basin and kept in a field logbook for easy reference. 4.5 Basin Maintenance Indicators and Maintenance Activities General basin maintenance inspection and maintenance activities are described in Section 2.4. This section describes, for this basin: • Routine maintenance; • Preventive maintenance; • Corrective maintenance; and • Maintenance indicators. 4.6 Basin Vegetation and Replanting The basin vegetation shall be restored, if required, in response to: • Damage or disturbance; • Sediment removal; and • Regrading. 4.7 Required Basin Documentation Reproducible versions of forms, logs, and guidance sheets (contained in Appendices A, B, and C) necessary for recording necessary information while performing operation, inspection, and other basin maintenance activities are included. Originals and copies of these completed forms must be kept and maintained by all parties involved in the maintenance, including the owner or its contractor, for at least five years. Proper use and secure storage of these documents will assure the City of Temecula, neighboring agencies, and perhaps most importantly, members of the Temecula Village community, that the basin is being properly maintained, and, as a result, polluted runoff is being properly reduced and treated wherever possible. Temecula Village Operation & Maintenance Manual February 19, 2019 4-4 Section 3 5 Temecula Village Filter Insert 5.1 Filter Insert Description There are four Flogard Filter Inserts located inside curb inlets located at the entrance of the Temecula Village Development, adjacent to Rancho California Road. It collects first-flush and nuisance flows from approximately 0. 72 acres within the Temecula Village Development. The curb inlets are designed to capture and temporarily detain and filter first-flush runoff and dry weather nuisance flow before releasing these flows to the bottom of the catch basins. These low flows will be captured in a 2-foot sump for groundwater recharge. 5.2 Filter Insert Access The filter inserts are accessible by removing the basin grate or manhole cover and setting it aside. Maintenance workers can park their utility vehicle along the main entrance curb, beside the inlets, for easy access to the inlets. Refer to Figure 4 for filter insert locations. 5.3 Filter Insert Operations The filter inserts are designed to treat smaller frequent storm events. During the dry and wet season, first flush flows are treated by the filter inserts from pollutants such as sediment, trash & debris, and oil & grease. Flows beyond the first flush, bypass the filter inserts and are trapped by the 2-foot sump at the bottom of the basin. Runoff percolates into the ground and is treated through groundwater recharge. Once the sump fills beyond the 2-feet, runoff is directed to an outlet pipe that connects to the 30-inch storm drain system located in Rancho California Road. 5.4 Filter Insert Inspections The filter inserts should be inspected a minimum of three times a year (before, during and after the rainy season). Filter Inserts should be inspected for: • General aesthetics (graffiti, vandalism) and defects; • Illegal dumping; • Trash and Debris buildup; • Damage to the unit and any of its components; • Equipment repair/maintenance; • Floatable items that have fallen into the sump; • Cracking; • Leakage; • Sediment accumulation; and Temecula Village Operation & Maintenance Manual February 19, 2019 5-5 Section 3 • Clogging before and after rainy season, after large storms, and more frequently as needed. Filter Insert inspection checklists and logs (Appendices A, B, and C) should be completed during each visit to the curb inlets and kept in a field logbook for easy reference. 5.5 Filter Insert Maintenance Indicators and Maintenance Activities General filter insert maintenance inspection and maintenance activities are described in Section 2.4. This section describes, for these filter inserts: • Routine maintenance; • Preventive maintenance; • Corrective maintenance; and • Maintenance indicators. 5.6 Required Filter Insert Documentation Reproducible versions of forms, logs, and guidance sheets (contained in Appendices A, B, and C) necessary for recording necessary information while performing operation, inspection, and other filter insert maintenance activities are included. Originals and copies of these completed forms must be kept and maintained by all parties involved in the maintenance, including the owner or its contractor, for at least five years. Proper use and secure storage of these documents will assure the City of Temecula and neighboring agencies that the LID BMPs are being properly maintained, and, as a result, polluted runoff is being properly reduced and treated wherever possible. Temecula Village Operation & Maintenance Manual February 19, 2019 5-6 Section 3 6 Temecula Village Sediment Basins 6.1 Sediment Basin Description There are two sediment basins (Basin C and Basin D) located at the northern portion of the site -adjacent to Rancho California Road. These sediment basins are temporary and only need maintenance until that portion of the site is developed. These basins are to be created to prevent sediment from entering the storm drain system that is located on Rancho California Road. 6.2 Sediment Basin Access Sediment Basins C and D can be accessed from the main entrance to Temecula Village. Maintenance workers can park their utility vehicle along the main entrance curb or drive onto the undeveloped land to access the basins. 6.3 Sediment Basin Inspections The Sediment Basins should be inspected a minimum of three times a year (before, during and after the rainy season). Sediment Basins should be inspected for: • General aesthetics (vandalism); • Vegetation management (grass, shrubs, trees); • Erosion and slope stability; • Basin performance (fouling, blockage, damage); • Equipment repair/maintenance; • Differential settlement; • Cracking; • Leakage; • Tree growth on embankment; • Sediment accumulation (within basin, and at outlet); • Storage of accumulated sediment or other wastes (must be removed before accumulated sediment reaches 10% of original design depth); • Vector control; and • Clogging before and after rainy season, after large storms, and more frequently as needed. Basin inspection checklists and logs (Appendices A, B, and C) should be completed during each visit to the basin and kept in a field logbook for easy reference. Temecula Village Operation & Maintenance Manual February 19, 2019 6-7 Section 3 6.4 Sediment Basin Maintenance Indicators and Maintenance Activities General sediment basin maintenance inspection and maintenance activities are described in Section 2.4. This section describes, for these filter inserts: • Routine maintenance; • Preventive maintenance; • Corrective maintenance; and • Maintenance indicators. 6.5 Required Filter Insert Documentation Reproducible versions of forms, logs, and guidance sheets (contained in Appendices A, B, and C) necessary for recording necessary information while performing operation, inspection, and other sediment basin maintenance activities are included. Originals and copies of these completed forms must be kept and maintained by all parties involved in the maintenance, including the owner or its contractor, for at least five years. Proper use and secure storage of these documents will assure the City of Temecula and neighboring agencies that the LID BMPs are being properly maintained, and, as a result, polluted runoff is being properly reduced and treated wherever possible. Temecula Village Operation & Maintenance Manual February 19, 2019 6-8 Section 3 Appendix A: Site Inspection Summary Forms Basin Site Inspection Summary Form General Information Date: Time: Inspector Name: Sediment and Erosion Control Information Maintenance Required? What is the sediment depth, in inches? Does this exceed 18 inches or 10% of the basin volume? •Yes •No •Yes •No What is the sediment type and location (where is the sediment accumulation located? (Inlet/outlet?)) Is there standing water (more than 72-hours after storm event)? •Yes •No •Yes •No If answer is yes, immediate maintenance is required. If yes, how deep is the water, in inches? Where is it located? Inlet/outlet? Is there any evidence of erosion? If yes, maintenance is required. •Yes •No •Yes •No Is there any evidence of embankment slumping or cracking? If yes, •Yes •No •Yes •No maintenance is required. Vegetation Information (See Appendix D for additional information) Maintenance Required? Is there vegetation greater than 18 inches high? If yes, maintenance may be •Yes •No •Yes •No required. Does vegetation cover the entire floor and/or all slopes of the basin? If no, •Yes •No •Yes •No revegetation may be required. Do the irrigation valves function properly and water adequately? •Yes •No •Yes •No Is there dead or dying vegetation on the bottom of the basin? If yes, •Yes •No •Yes •No maintenance is required. Structural Information Maintenance Required? Are the rocks and riprap clear of sediment? (These are located at both the •Yes •No •Yes •No basin pipe inlets and basin pipe outlet). If no, maintenance is required. Does the CDS Unit need to be cleaned? •Yes •No •Yes •No Any blockage or sediment in outlet structure? If yes, maintenance is required. •Yes •No •Yes •No Is there evidence of concrete scour or cracking of structural parts? If yes, and •Yes •No •Yes •No considered major, maintenance is required. In what condition are the fences and locks? DOK •Not OK •Not applicable •Yes •No Basin access road accessible? If not, repair or DOK •Not OK •Not applicable •Yes •No maintenance is required. Are there any other general maintenance concerns? Aesthetic Concerns Maintenance Required? Is there any non-trash debris? If so, maintenance may be required. •Yes •No •Yes •No Is there any trash? If so, maintenance may be required. •Yes •No •Yes •No Is there any graffiti? If so, maintenance may be required. •Yes •No •Yes •No Non-Storm Water Concerns Maintenance Required? Are there any non-storm water discharges to the basin? If persistent, investigate upstream of the basin is repairs are needed (i.e., broken •Yes •No •Yes •No sprinklers). >l<Flease Fill out one for each basin separately if more than one basin is present FLOGARD Inspection Summary Form Flogard Catch Basin Insert Filter Proiect Name: Proiect Address: Ovvner/Manaoement Company: Contact: Phone: I nsoector Name: DatefTime: Tvne of Inspection: Weather Condition: Additional Notes: Filter Insert General Damage to any of Additional Notes Does Filter Insert Location Appearance of the components? Description Filter Insert (explain) Comments: Temecula Village Operation & Maintenance Manual February 19, 2019 (explain) appear to be functioning per Manufacturers' Specifications fif not, whv?l Appendix Site Inspection Summary Form Appendix B: Maintenance Summary Forms Basin Maintenance Summary Form General Information Date: Time: Inspector Name: Sediment and Erosion Control Information Was sediment removal or sediment management performed? •Yes •No Was erosion repair (including vegetative stabilization performed)? •Yes •No Was embankment/slope repair performed? •Yes •No Was any other maintenance performed? (Describe) •Yes •No Vegetation Information Was basin grass mowing/trimming performed? •Yes •No Was vegetation trimming/tree pruning performed? •Yes •No Was basin vegetation replanting performed? •Yes •No Was weed control performed? •Yes •No Structural Information Were any structural repairs performed? (Describe) •Yes •No Was the CDS Unit cleaned? •Yes •No Aesthetic Concerns Was debris and trash removal performed? •Yes •No Was graffiti removal performed? •Yes •No Was any other maintenance performed? (Describe) •Yes •No FLOGARD Inspection and Maintenance Report Flogard Catch Basin Insert Filter Project Name: Project Address: OVv11er/Management Company: Contact: Phone: Inspector Name: DatefTime: Tvoe of Inspection: Weather Condition: Additional Notes: Filter Insert General Damage to Was Trash Any Additional Operational Location Appearance any of the & Debris Components Notes per Description of Filter components? Removed? Replaced? Manufacturers' Insert (explain) (explain) Specifications (if not, why?) Comments: Catch Basin Insert Filter Inspection and Maintenance Summary Form General Information Date: Time: Inspector Name: Facility ID: Location: Defect and Conditions (check if done and give description) Maintenance Maintenance required if yes Performed Sediment accumulation •Yes •No Does sediment form a cap over the insert media of the insert and/or unit? •Yes •No Comments Trash and debris accumulation •Yes •No Does trash and debris accumulates on insert unit creating a blockage/restriction? •Yes •No Comments Media Insert not removing oil •Yes •No •Yes •No Does effluent water from media insert has a visible sheen? Comments Media Insert water saturated •Yes •No Does catch basin insert is saturated with water and no longer has the capacity to absorb? •Yes •No Comments Media insert-oil saturated •Yes •No Is media oil saturated due to petroleum spill that drains to catch basin? •Yes •No Comments Media Insert use beyond normal product life •Yes •No •Yes •No Has media been used beyond the typical average life of media insert product? Comments Other Comments: Appendix C: Maintenance Logs Basin Maintenance Log Date: Inspector Name: Basin: Maintenance Performed: Date: Inspector Name: Basin: Maintenance Performed: Date: Inspector Name: Basin: Maintenance Performed: Date: Inspector Name: Basin: Maintenance Performed: Date: Inspector Name: Basin: Maintenance Performed: Date: Inspector Name: Basin: Maintenance Performed: Date: Inspector Name: Basin: Maintenance Performed: Date: Inspector Name: Basin: Maintenance Performed: Date: Inspector Name: Basin: Maintenance Performed: Date: Inspector Name: Basin: Maintenance Performed: Date: Inspector Name: Basin: Maintenance Performed: Date: Inspector Name: Basin: Maintenance Performed: Date: Inspector Name: Basin: Maintenance Performed: Filter Insert Maintenance Log Date: Inspector Name: Filter: Maintenance Performed: Date: Inspector Name: Filter: Maintenance Performed: Date: Inspector Name: Filter: Maintenance Performed: Date: Inspector Name: Filter: Maintenance Performed: Date: Inspector Name: Filter: Maintenance Performed: Date: Inspector Name: Filter: Maintenance Performed: Date: Inspector Name: Filter: Maintenance Performed: Date: Inspector Name: Filter: Maintenance Performed: Date: Inspector Name: Filter: Maintenance Performed: Date: Inspector Name: Filter: Maintenance Performed: Date: Inspector Name: Filter: Maintenance Performed: Date: Inspector Name: Filter: Maintenance Performed: Date: Inspector Name: Filter: Maintenance Performed: Appendix D: Additional Information 3.1 INFILTRATION BASIN Type of BMP LID -Infiltration Treatment Mechanisms Infiltration, Evapotranspiration (when vegetated), Evaporation, and Sedimentation Maximum Treatment Area 50 acres other Names Bioinfiltration Basin Description An Infiltration Basin is a flat earthen basin designed to capture the design capture volume, V8 MP· The stormwater infiltrates through the bottom of the basin into the underlying soil over a 72 hour drawdown period. Flows exceeding V8 MP must discharge to a downstream conveyance system. Trash and sediment accumulate within the forebay as stormwater passes into the basin. Infiltration basins are highly effective in removing all targeted pollutants from stormwater runoff. Figure 1 -Infiltration Basin See Appendix A, and Appendix C, Section 1 of Basin Guidelines, for additional requirements. Siting Considerations The use of infiltration basins may be restricted by concerns over ground water contamination, soil permeability, and clogging at the site. See the applicable WQMP for any specific feasibility considerations for using infiltration BM Ps. Where this BM P is being used, the soil beneath the basin must be thoroughly evaluated in a geotechnical report since the underlying soils are critical to the basin's long term performance. To protect the basin from erosion, the sides and bottom of the basin must be vegetated, preferably with native or low water use plant species. In addition, these basins may not be appropriate for the following site conditions: • Industrial sites or locations where spills of toxic materials may occur • Sites with very low soil infiltration r ates • Sites with high groundwater tables or excessively high soil infiltration rates, where pollutants can affect ground water quality • Sites with unstabilized soil or construction activity upstream • On steeply sloping terrain • Infiltration basins located in a fill condition should refer to Appendix A of this Handbook for details on special requirements/restrictions Riverside County -Low Impact Development BMP Design Handbook rev. 2/2012 Page 1 INFILTRATION BASIN BNIP FACT SHEET Setbacks Always consult your geotechnical engineer for site specific recommendations regarding setbacks for infiltration trenches. Recommended setbacks are needed to protect buildings, existing trees, walls, onsite or nearby wells, streams, and tanks. Setbacks should be considered early in the design process since they can affect where infiltration facilities may be placed and how deep they are allowed to be. For instance, depth setbacks can dictate fairly shallow facilities that will have a larger footprint and, in some cases, may make an infiltration basin infeasible. In that instance, another BMP must be selected. Infiltration basins typically must be set back: • 10 feet from the historic high groundwater (measured vertically from the bottom of the basin, as shown in Figure 2) • 5 feet from bedrock or impermeable surface layer (measured vertically from the bottom of the basin, as shown in Figure 2) • From all existing mature tree drip lines as indicated in Figure 2 (to protect their root structure) • 100 feet horizontally from wells, tanks or springs Setbacks to walls and foundations must be included as part of the Geotechnical Report. All other setbacks shall be in accordance with applicable standards of the District's Basin Guidelines (Appendix C). Figure 2-Setback Requirements Riverside County -Low Impact Development BMP Design Handbook rev. 212 012 Page 2 INFil.TRATION BASIN BMPFACT SHEET Forebay A concrete forebay shall be provided to reduce sediment clogging and to reduce erosion. The forebay shall have a design volume of at least 0.5% VsMP and a minimum 1 foot high concrete splashwall / berm. Full height notch-type weir(s}, offset from the line of flow from the basin inlet to prevent short circuiting, shall be used to outlet the forebay. It is recommended that two weirs be used and that they be located on opposite sides of the forebay ( see Figure 2}. Overflow Flows exceeding VsMP must discharge to an acceptable downstream conveyance system. Where an adequate outlet is present, an overflow structure may be used. Where an embankment is present, an emergency spillway may be used instead. Overflows must be placed just above the design water surface for VsMP and be near the outlet of the system. The overflow structure shall be similar to the District's Standard Drawing CB 110. Additional details may be found in the District's Basin Guidelines (Appendix C}. PLAN PRO FILE Figure 3 -lnfi ltration Basin Riverside Cru,zy -Low Impact Develcpnent BMP Design Hanthook Page3 Overflow Outlet Per District Standard D rawing CB 110 (or similar) . .. .,,,,,.-~ outlet or emergency spillway may be used at embankment rev. 212012 INFILTRATION BASIN BMP FACT SHEET Landscaping Requirements Basin vegetation provides erosion protection, improves sediment removal and assists in allowing infiltration to occur. The basin surface and side slopes shall be planted with native grasses. Proper landscape management is also required to ensure that the vegetation does not contribute to water pollution through pesticides, herbicides, or fertilizers. Landscaping shall be in accordance with County of Riverside Ordinance 859 and the District's Basin Guidelines (Appendix C), or other guidelines issued by the Engineering Authority. Maintenance Normal maintenance of an infiltration basin includes the maintenance of landscaping, debris and trash removal from the surface of the basin, and tending to problems associated with standing water (vectors, odors, etc.). Significant ponding, especially more than 72 hours after an event, may indicate that the basin surface is no longer providing sufficient infiltration and requires aeration. See the District's Basin Guidelines (Appendix C) for additional requirements (i.e., fencing, maintenance access, etc.). Table 1-Inspection and Maintenance Schedule Inspection and Maintenance Activity Ongoing including just before annual storm seasons and following rainfall events. Annually. If possible, schedule these inspections • Maintain vegetation as needed. Use of fertilizers, pesticides and herbicides should be strenuously avoided to ensure they don't contribute to water pollution. If appropriate native plant selections and other 1PM methods are used , such products shouldn't be needed . If such projects are used, o Products shall be applied in accordance with their labeling, especially in relation to application to water, and in areas subjected to flooding. o Fertilizers should not be applied within 15 days before, after, or during the rain season . • Remove debris and litter from the entire basin to minimize clogging and improve aesthetics. • Check for obvious problems and repair as needed. Address odor, insects, and overgrowth issues associated with stagnant or standing water in the basin bottom. There should be no long-term ponding water. • Check for erosion and sediment laden areas in the basin. Repair as needed . Clean forebay if needed. • Revegetate side slopes where needed. • Inspection of hydraulic and structural facilities. Examine the inlet for blockage, the embankment and spillway integrity, as well as damage to any structural element. • Check for erosion, slumping and overgrowth. Repair as needed. • Check basin depth for sediment build up and reduced total capacity. Sc rape b ottom as needed and remove sediment. Restore to original cross-section and infiltration rate. Re plant basin vegetation. within 72 hours after a • Verify the basin bottom is allowing acceptable infiltration. Use a disc or other method to aerate basin bottom only if there is actual significant loss of infiltrative capacity, rather than on a routine basis1. significant rainfall. • No water should be present 72 hours after an event. No long t erm standing water should be present at all. No algae formation should be v isible . Correc t problem as needed. 1. CA Stormwater BMP Handbook for New Development and Significant Redevelopment Riverside County-L ow Impact Development BMP Design Handbook rev. 2/2012 Page 4 INFILTRATION BASIN BMP FACT SHEET Table 2 -Design and Sizing Criteria for Infiltration Basins Design Parameter Infiltration Basin Design Volume VBMP Forebay Volume 0.5% VBMP Drawdown time (maximum) 72 hours Maximum tributary area 50 acres 2 Must be sufficient to drain the basin within t he Minimum infiltration rate required Drawdown t ime over the life of the BMP. The WQMP may include specific requirements for minimum tested infiltration rates. Maximum Depth 5 feet Spillway erosion control Energy diss i paters to reduce velocities 1 Basin Slope 0% Freeboard (minimum) 1 foot 1 Historic High Groundwater Setback (max) 10 feet Bedrock/impermeable layer setback (max) 5 feet Tree setbacks Mature tree drip line must no t overhang the ba sin Set back from wells, tanks or springs 100 feet Set back from foundations As recommended in Geotechnical Report 1. Ventura County's Technical Guidance Manual for Stormwater Quality Control Measures 2. CA Stormwater BMP Handbook for New Development and Significant Redevelopment Note: The information contained in this BMP Factsheet is intended to be a summary of design considerations and requirements. Additional information which applies to all dete ntion basins may be found in the District's Basin Guidelines (Appendix C). In addition, information herein may be superseded by other guidelines issued by the co-permittee. INFILTRATION BASIN SIZING PROCEDURE 1. Find the Design Volume, VBMP• a) Enter the Tributary Area, AT. b) Enter the Design Volume, V8 MP, determined from Section 2.1 of this Handbook. 2. Determine the Maximum Depth. a) Enter the infiltration rate. The infiltration rate shall be established as described in Appendix A: "Infiltration Testing". b) Enter the design Factor of Sa fety from Table 1 in Appendix A: "Infiltration Testing". c) The spreadsheet will determine Di, the maximum allowable depth of the basin based on the infiltration rate along with the maximum drawdown time (72 hours) and the Factor of Safety. Where D1 = [(t) x (1)) / 12s I = site infiltration rate (in/hr) s = safety factor t = drawdown time (maximum 72 hours) R i verside County -L ow Impact Development BMP Design H andbo ok Page 5 rev. 2/2012 INFILTRATION BASIN BMP FACT SHEET d) Enter the depth of free board. e) Enter the depth to the historic high groundwater level measured from the top of the basin. f) Enter the depth to the top of bedrock or other impermeable layer measured from the finished grade. g) The spreadsheet will determine D2, the total basin depth (including freeboard, if used) of the basin, based on restrictions to the depth by groundwater and an impermeable layer. D2 = Depth to groundwater-(10 + freeboard) (ft); or D2 = Depth to impermeable layer -(5 + freeboard) (ft) Whichever is least. h) The spreadsheet will determine the maximum allowable effective depth of basin, DMAx, based on the smallest value between D1 and D2 . DMAx is the maximum depth of water only and does not include freeboard. DMAx shall not exceed 5 feet. 3. Basin Geometry a) Enter the basin side slopes, z (no steeper than 4:1). b) Enter the proposed basin depth, dB excluding freeboard. c) The spreadsheet will determine the minimum required surface area of the basin: Where As = minimum area required (ft2 ) VBMP = volume of the infiltration basin (ft3) dB= proposed depth not to exceed maximum allowable depth, DMAx (ft) d) Enter the proposed bottom surface area. This area shall not be less than the minimum required surface area. 4. Forebay A concrete forebay with a design volume of at least 0.5% VBMP and a minimum 1 foot high concrete splashwall shall be provided. Full-height rectangular weir(s) shall be used to outlet the forebay. The weir(s) must be offset from the line of flow from the basin inlet. It is recommended that two weirs be used and that they be located on opposite sides of the forebay (see Figure 2). a) The spreadsheet will determine the minimum required forebay volume based on 0.5% VBMP· b) Enter the proposed depth of the forebay berm/splashwall (lfoot minimum). c) The spreadsheet will determine the minimum required forebay surface area. d) Enter the width of rectangular weir to be used (minimum 1.5 inches). Weir width should be established based on a 5 minute drawdown time. Riverside County-L ow Impact Development BMP Design Handbook rev. 2/2012 Page 6 3.5 Bioretention Facility Type of BMP LID -Bioretention Treatment Mechanisms Infiltration, Evapotranspiration, Evaporation, Biofiltration Maximum Drainage Area This BMP is intended to be integrated into a project's landscaped area in a distributed manner. Typically, contributing drainage areas to Bioretention Facilities range from less than 1 acre to a maximum of around 10 acres. Other Names Rain Garden, Bioretention Cell, Bioretention Basin, Biofiltration Basin, Landscaped Filter Basin, Porous Landscape Detention Description Bioretention Facilities are shallow, vegetated basins underlain by an engineered soil media. Healthy plant and biological activity in the root zone maintain and renew the macro-pore space in the soil and maximize plant uptake of pollutants and runoff. This keeps the Best Management Practice (BMP) from becoming clogged and allows more of the soil column to function as both a sponge (retaining water) and a highly effective and self-maintaining biofilter. In most cases, the bottom of a Bioretention Facility is unlined, which also provides an opportunity for infiltration to the extent the underlying onsite soil can accommodate. When the infiltration rate of the underlying soil is exceeded, fully biotreated flows are discharged via underdrains. Bioretention Facilities therefore will inherently achieve the maximum feasible level of infiltration and evapotranspiration and achieve the minimum feasible (but highly biotreated) discharge to the storm drain system. Siting Considerations These facilities work best when they are designed in a relatively level area. Unlike other BMPs, Bioretention Facilities can be used in smaller landscaped spaces on the site, such as: ✓ Parking islands ✓ Medians ✓ Site entrances Landscaped areas on the site (such as may otherwise be required through minimum landscaping ordinances), can often be designed as Bioretention Facilities. This can be accomplished by: • Depressing landscaped areas below adjacent impervious surfaces, rather than elevating those areas • Grading the site to direct runoff from those impervious surfaces into the Bioretention Facility, rather than away from the landscaping • Sizing and designing the depressed landscaped area as a Bioretention Facility as described in this Fact Sheet Riverside County-L ow Impact Development BMP Design Handbook rev. 2/2012 Page 1 Bioretention Facilities should however not be used downstream of areas where large amounts of sediment can clog the system. Placing a Bioretention Facility at the toe of a steep slope should also be avoided due to the potential for clogging the engineered soil media with erosion from the slope, as well as the potential for damaging the vegetation. Design and Sizing Criteria The recommended cross section necessary for a Bioretention Facility includes: • Vegetated area • 18' minimum depth of engineered soil media • 12' minimum gravel layer depth with 6' perforated pipes (added flow control features such as orifice plates may be required to mitigate for HCOC conditions) SLOTTED CURB RET AININ G WALL TY PE lA PER CAL TRANS STANDARD B3 -3 OR ENGINEERED ALTERNATI VE BASED O N GEOTECHNI CAL PARAMET ERS 2 ' (D EPTH X SIDE SLO PE) GRAVEL PAD 6 ' M INIMUM T O P W IDTH V ARIES 2' 2' M INIMUM (D EPTH X SIDE SLO PE) PONDING D EPTH : • ..... : ._: · ..... TIE SUBDRAIN INT O INLET CAL TRAN S D73 TYPE G-1 O R FUNCTIO NAL EQU IV ALENT DROP INLET While the 18-inch minimum engineered soil media depth can be used in some cases, it is recommended to use 24 inches or a preferred 36 inches to provide an adequate root zone for the chosen plant palate. Such a design also provides for improved removal effectiveness for nutrients. The recommended ponding depth inside of a Bioretention Facility is 6 inches; measured from the flat bottom surface to the top of the water surface as shown in Figure 1. Because this BMP is filled with an engineered soil media, pore space in the soil and gravel layer is assumed to provide storage volume. However, several considerations must be noted: • Surcharge storage above the soil surface (6 inches) is important to assure that design flows do not bypass the BMP when runoff exceeds the soil's absorption rate. • In cases where the Bioretention Facility contains engineered soil media deeper than 36 inches, the pore space within the engineered soil media can only be counted to the 36- inch depth. • A maximum of 30 percent pore space can be used for the soil media whereas a maximum of 40 percent pore space can be use for the gravel layer. Riverside County -Low Impact frvelopment BMP Design Handbook rev. 212012 Page 2 Figure 1: Standard Layout for a Bioretention Facility BIORETENTION FACILITY BMP FACT SHEET Engineered Soil Media Requirements The engineered soil media shall be comprised of 85 percent mineral component and 15 percent organic component, by volume, drum mixed prior to placement. The mineral component shall be a Class A sandy loam topsoil that meets the range specified in Table 1 below. The organic component shall be nitrogen stabilized compost1 , such that nitrogen does not leach from the media. Table 1: Mineral Component Range Requirements Percent Range Component 70-80 Sand 15-20 Silt 5-10 Clay The trip ticket, or certificate of compliance, shall be made available to the inspect or to prove the engineered mix meets this specification. Vegetation Requirements Vegetative cover is important to minimize erosion and ensure that treatment o ccurs in the Bioretention Facility. The area should be designed for at least 70 percent mature coverage throughout the Bioretention Facility. To prevent the BMP from being used as w a lkways, Bioretention Facilities shall be planted with a combination of small trees, densely planted shrubs, and natural grasses. Grasses shall be native or ornamental; preferably ones that do not need to be mowed. The application of fertilizers and pesticides should be minimal. To maintain oxygen levels for the vegetation and promote biodegradation, it is important that vegetation not be completely submerged for any extended period of time. Therefore, a maximum of 6 inc hes of ponded w ater shall be used in the design t o ensure that plants within the Bioretentio n Facility remain h ealthy. A 2 to 3-inch layer of standard shredded aged hardwood mulch shall be placed as the top layer inside the Bioretention Facility. The 6-inch ponding depth shown in Figure 1 above shall be measured from the top surface of the 2 to 3-inch mulch layer. Curb Cuts To allow water to flow into the Bioretention Facility, 1-foot-wide (minimum) curb cuts sh o uld be placed approximately eve r y 10 feet around the perimeter of the Bioretention Facility. Figure 2 shows a curb cut in a Bioretention Facility. Curb cut flow lines must be at or above the VBMP water surface l evel. 1 F or more info rm ation on com post, v is it the US Composting Council website at: http://compostin gcounci l.org/ Riverside County -L ow Imp act Development BMP Design Handbook rev. 2/2012 Page 3 BIORETENTION FACILITY BMP FACT SHEET Figure 2: Curb Cut located in a Bioretention Facility To reduce erosion, a gravel pad shall be placed at each inlet point to the Bioretention Facility. The gravel should be 1-to 1.5-inch diameter in size. The gravel should overlap the curb cut opening a minimum of 6 inches. The gravel pad inside the Bioretention Facility should be flush with the finished surface at the curb cut and extend to the bottom of the slope. In addition, place an apron of stone or concrete, a foot square or larger, inside each inlet to prevent vegetation from growing up and blocking the inlet. See Figure 3. Figure 3: Apron located in a Bioretention Facility Terracing the Landscaped Filter Basin It is recommended that Bioretention Facilities be level. In the event the facility site slopes and lacks proper design, water would fill the lowest point of the BMP and then discharge from the basin without being treated. To ensure that the water will be held within the Bioretentio n Facility on sloped sites, the BMP must be terraced with nonporous check dams to provide the required storage and treatment capacity. The terraced version of this BM P shall be used on non-flat sites with no mor e than a 3 percent slope. The surcharge depth cannot exceed 0.5 feet, and side slopes shall not exceed 4:1. Table 2 below shows the spacing of the check dams, and slopes shall be rounded up (i.e., 2 .5 percent slope shall use 10' spacing for check dams). Table 2: Check Dam Spacing -----------• 6" Check Dam Spacing Slope Spacing 1% 25' 2% 15 ' 3% 10' Riversi de County -Low Impact Development BMP Design Handbook rev. 2/2012 Page 4 BIORE1ENTION FACILITY BMP FACT SHEET Roof Runoff Roof downspouts may be directed t owards Bioret en t ion Fa cili t ies. However, the downspouts must discharge ont o a concret e splash block to prot e ct the Bioretention Facility from erosion. Retaining Walls It is recommended t ha t Retaining Wall Type lA, per Cal t rans Standard 83-3 or equivalent, be constructed around the entire perimeter of the Bioretention Fa cilit y. This pract ice will protect the sides of the Bioretention Facility from collapsing during construct ion and main t enance or from high service loads ad jacen t t o the BMP. Where such service loads would not exist ad jacent to the BM P, an engineered alternat ive may be used if signed by a licensed civil engineer. Side Slope Requirements Bioretention Facilities Requiring Side Slopes The design should assure that t he Bioretention Facility does not present a tripping hazard. Bioret ent ion Fa cilit ies proposed near pedest rian areas, such as areas parallel t o parking spaces or along a walkway, must have a gentle slope to t he bottom of t he facility. Side slopes inside of a Bioret ention Fa cility shall be 4:1. A t ypical cross sect ion for t he Bioretention Facility is shown in Figure l. Bioretention Facilities Not Requiring Side Slopes Where cars park perpendicular to the Bioretention Facility, side slopes are not required. A 6- inch maximum drop may be used, and t he Bioretention Facility must be planted with t rees and shrubs to prevent pedest rian access. In this case, a curb is not placed around the Bioretention Facili t y, but wheel stops shall be used to prevent vehicles from en t ering the Biore t ent ion Fa cility, as shown in Figure 4. CALTRANSSTANDARD 8 3-3 OR ENGI NEERED A LTER NATIV E BASED ON GEO TECHNI O.L PARAf·,1 ETERS V ARI ES 2'MI N I M UM PO N DI N G DEPT H Riverside County-Low Impact Development BMP Desi gn Hew/book I NTO INLET Page 5 CAlTRANS D73 TYP E G·l O R FU NCT IONAL r e v. 2/2012 BIORETENTION FACILITY Bl\!IP FACT SHEET Planter Boxes Bioretention Facilities can also be placed above ground as planter boxes. Planter boxes must have a minimum width of 2 feet, a maximum surcharge depth of 6 inches, and no side slopes are necessary. Planter boxes must be constructed so as to ensure that the top surface of the engineered soil media will remain level. This option may be constructed of concrete, brick, stone or other stable materials that will not warp or bend. Chemically treated wood or galvanized steel, which has the ability to contaminate stormwater, should not be used. Planter boxes must be lined with an impermeable liner on all sides, including the bottom. Due to the impermeable liner, the inside bottom of the planter box shall be designed and constructed with a cross fall, directing treated flows within the subdrain layer toward the point where subdrain exits the planter box, and subdrains shall be oriented with drain holes oriented down. These provisions will help avoid excessive stagnant water within the gravel underdrain layer. Similar to the in-ground Bioretention Facility versions, this BMP benefits from healthy plants and biological activity in the root zone. Planter boxes should be planted with appropriately selected vegetation. Figure 5: Planter Box Source: LA Team Effort Overflow An overflow route is needed in the Bioretention Facility design to bypass stored runoff from storm events larger than VBMP or in the event of facility or subdrain clogging. Overflow systems must connect to an acceptable discharge point, such as a downstream conveyance system as shown in Figure 1 and Figure 4. The inlet to the overflow structure shall be elevated inside the Bioretention Facility to be flush with the ponding surface for the design capture volume (VBMPl as shown in Figure 4_ This will allow the design capture volume to be fully treated by the Bioretention Facility, and for larger events to safely be conveyed to downstream systems. The overflow inlet shall not be located in the entrance of a Bioretention Facility, as shown in Figure 6. Riverside County -Low Impact Development BMP Design Handbook Page6 rev. 2/2012 BIORETENTION FACILITY Bl\1P FACT SHEET Underdrain Gravel and Pipes An underdrain gravel layer and pipes shall be provided in accordance with Appendix B- unde rd rains. Figure 6: Incorrect Placement of an Overflow Inlet. Inspection and Maintenance Schedule The Bioretention Facility area shall be inspected for erosion, dead vegetation, soggy soils, or standing water. The use of fertilizers and pesticides on the plants inside the Bioretention Facility should be minimized. Schedule Activity • Keep adjacent landscape areas maintained. Remove clippings from landscape maintenance activities. • Remove trash and debris Ongoing • Replace damaged grass and/or plants • Replace surface mulch layer as needed to maintain a 2-3 inch soil cover. After storm events • Inspect areas for ponding Annually • Inspect/clean inlets and outlets Rverside County -ww Impact Development BMP Desi@'! Handbook Page? rev. 2/2012 Bioretention Facility Design Procedure 1) Enter the area tributary, Ar, to the Bioretention Facility. 2) Enter the Design Volume, VaMi>, determined from Section 2.1 of this Handbook. 3) Select the type of design used. There are two types of Bioretention Facility designs: the standard design used for most project sites that include side slopes, and the modified design used when the BMP is located perpendicular to the parking spaces or with planter boxes that do not use side slopes. 4) Enter the depth of the engineered soil media, d5• The minimum depth for the engineered soil media can be 18' in limited cases, but it is recommended to use 24' or a preferred 36' to provide an adequate root zone for the chosen plant palette. Engineered soil media deeper than 36' will only get credit for the pore space in the first 36'. 5) Enter the top width of the Bioretention Facility. 6) Calculate the total effective depth, dE, within the Bioretention Facility. The maximum allowable pore space of the soil media is 30% while the maximum allowable pore space for the gravel layer is 40%. Gravel layer deeper than 12' will only get credit for the pore spa r n the firs~d:2•. w:, sd, •••---- ~le\'9.\\ \'le\'9.\\. a. For the design with side slopes the following equation shall be used to determine the total effective depth. Where, d,, is the depth of ponding within the basin. 0.3 X [ ( wT(ft) X d 5 (ft)) + 4( dp(ft) )2 ] + 0.4 X l(ft) + dp(ft)[4dp(ft) + ( wT(ft) -8dp(ft) )] dE(ft) = wT(ft) This above equation can be simplified if the maximum ponding depth of 0.5' is used. The equation below is used on the worksheet to find the minimum area required for the Bioretention Facility: ( 0.7 (ft2 )) dE(ft) = (0.3 x ds(ft) + 0.4 x 1(ft)) -wT(ft) + 0.S(ft) Riverside County -Low Impact Development BMP Design Handbook rev. 2/2012 Page8 b. For the design without side slopes the following equation shall be used to determine the total effective depth: dE(ft) = dp(ft) + [(0.3) X ds(ft) + (0.4) X l(ft)] The equation below, using the maximum ponding depth of 0.5', is used on the worksheet to find the minimum area required for the Bioretention Facility: dE(ft) = 0.5 (ft)+ [(0.3) X ds(ft) + (0.4) X l(ft)] 7) Calculate the minimum surface area, AM, required for the Bioretention Facility. This does not include the curb surrounding the Bioretention Facility or side slopes. V (ft3 ) A (ft2) = BMP M dE (ft) 8) Enter the proposed surface area. This area shall not be less than the minimum required surface area. 9) Verify that side slopes are no steeper than 4 :1 in the standard design, and are not required in the modified design. 10) Provide the diameter, minimum 6 inches, of the perforated underdrain used in the Bioretention Facility. See Appendix B for specific information regarding perforated pipes. 11) Provide the slope of the site around the Bioretention Facility, if used. The maximum slope is 3 percent for a standard design. 12) Provide the check dam spacing, if the site around the Bioretention Facility is sloped. 13) Describe the vegetation used within the Bioretention Facility. Riverside County-L ow Impact Development BMP Design Handbook rev. 2/2012 Page 9 References Used to Develop this Fact Sheet Anderson, Dale V. "Landscaped Filter Basin Soil Requirements." Riverside, May 2010. California Department of Transportation. Ca IT rans Standard Plans. 15 September 2005. May 2010 <http://www.dot.ca.gov/hq/esc/oe/project_p1ans/HTM/stdp1ns-met-new99.htm>. Camp Dresser and McKee Inc.; Larry Walker Associates. California Stormwater Best Management Practice Handbook for New Development and Redevelopment. California Stormwater Quality Association (CASQA), 2004. Contra Costa Clean Water Program. Stormwater Quality Requirements for Development Applications. 3rd Edition. Contra Costa, 2006. County of Los Angeles Public Works. Stormwater Best Management Practice Design and Maintenance Manual. Los Angeles, 2009. Kim, Hunho, Eric A. Seagren and Allen P. Davis. "Engineered Bioretention for Removal of Nitrate from Stormwater Runoff." Water Environment Research 75.4 (2003): 355-366. LA Team Effort. LA Team Effort: FREE Planter Boxes for Businesses. 2 November 2009. May 2010 <http://lateameffort.blogspot.com/2009/11/free-planter-boxes-for-businesses-est.html>. Montgomery County Maryland Department of Permitting Services Water Resources Section. Biofiltration (BF). Montgomery County, 2005. Program, Ventura Countywide Stormwater Quality Management. Technical Guidance Manual for Stormwater Quality Control Measures. Ventura, 2002. United States Environmental Protection Agency. Storm Water Technology Fact Sheet Bioretention. Washington D.C, 1999. Urban Drainage and Flood Control District. Urban Storm Drainage Criteria Manual Volume 3 - Best Management Practices. Vol. 3. Denver, 2008. 3 vols. Urbonas, Ben R. Stormwater Sand Filter Sizing and Design: A Unit Operations Approach. Denver: Urban Drainage and Flood Control District, 2002. Riverside County-L ow Impact Development BMP Design Handbook rev. 2/2012 Page 10 FLOGARD+PLUS® CATCH BASIN INSERT FILTER A d ivision of Oidcastl e Precast Inspection and Maintenance Guide Model: FF-24DGO • Stormwater SCOPE: Feder-al, State and Local Clean \Nater· Act 1·egulatio11s and those of insurance carriers 1·equire that stormwateI· filtrntion systems be maintained and ser·viced on a rncLning basis. The intent of the rngulations is to ensui-e that the systems, on a continuing basis, efficiently I·emove pollutants from storn1wateI· rnnoff thereby preventing pollution of the nation's water I·es0Lwces. These specifications apply to the Fl0Ga1·d+Plus® Catch Basin lnsei-t Filter-. RECOMMENDED FREQUENCY OF SERVICE: Drainage Protection Systems (DPS) recommends that installed Fl0Ga1·d+Plus Catch Basin Insert Filtei-s be serviced on a recu1Ting basis. Ultimately, the frequency depends on the amount of runoff. pollutant loading and intei-ference from cieb1·is (leaves. vegetation. cans, paper·, etc.); however·, it is i-ecommended that each installation be ser-viceci a minimum of three times pei-year·. with a change of filter· medium once per year. DPS technicians are available to do an onsite evaluation. upon I·equest. RECOMMENDED TIMING OF SERVICE: DPS guidelines for· the timing of se1·vice ar-e as follows; 1. For· arnas with a definite r-ainy season; Prior· to, dur·ing and following the rainy season. 2. For· ai-eas subject to yea1·-rnu11d rninfall; On a r-ecu1Ting basis (at least thi-ee times per· year"). 3. Fm· areas with winter· snow and summer i-ain: Prior to and just after the snow season and during the sun1n1er-rain season, 4. For· installed devices not subject to the elements (washr-acks, parting garnges. etc.): On a i-ecurTing basis (no less than three times per year). SERVICE PROCEDURES: 1. The catch basin gr-ate shall be r-ernoved and set to one side. The catch basin shall be visually inspected for defects and possible illegal dumping. If illegal dumping has occun·ed, the prnper authorities and property owner representative shall be notified as soon as practicable. 2. Using aI1 industr"ial vacuum. the collected mater"ials shall be r-emoved from the liner·. (Note: DPS uses a trnck-mounted vacuum fo1· servicing FloGard+Plus catch basin inserts.) 3. When all of the collected materials have been removed, the filter medium pouches shall be removed by unsnapping the tether· from the D-r·ing and set to one side. The filter· liner·, gaskets, stainless steel frame and mounting bi-ackets, etc., shall be inspected fo1· continued sei-viceability. Minor damage or defects found shall be con·ected on-the-spot and a notation made on the Maintenance Recoi-cJ. Moi-e extensive deficiencies that affect the efficiency of the filter· (torn liner·. etc.), if apprnved by the customer representative, will be co1Tected and an invoice submitted to the representative along with the Maintenance Record. 4. The filter medium pouches shall be inspected fo1· defects and continued se1·viceability and i-eplaced as necessary and the pouch tethers re-attached to the li11e1·'s D-1"i11g. See below. 5. The grate shall be replaced. REPLACEMENT AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED DEBRIS The frequency of filter medium exchange will be in accc-i-dance with the existing DPS-Customer· Maintenance Contract. DPS recommends that the medium be changed at least once per year. During the apprnpriate service, or if so ciete1rni11ed by the ser-vice technician dur·ing a 11011-scheduleci sei-vice, the filter· medium will be 1·eplaceci with new matei-ial. Once the exposed pouches and debris have been removed, DFS has possession and must dispose of it in accm-cJance with local. state and fedei-al agency 1·equireme11ts. DPS also has the capability of servicing all manner of storm drain filters, catch basin inserts and catch basins without inserts, underground oil/water separators, stormwater interceptors and other such devices. All DPS personnel are highly qualified technicians and are confined space trained and certified. Call us at (888) 950-8826 for further information and assistance. 2 FLOGARD+PLUS® CATCH BASIN INSERT FILTER BUILDING COMMUNICATIONS STRUCTURES OUR MARKETS -~ .. ·" . tt .._ . •• - WATER 0 Old ti P ® I www.oldcastlestormwater.com cas e recast 800-579-8819 ENERGY TRANSPORTATION • Stormwater FLOGARD +PLUS® Model: FF-24DGO Replacement & Repair Instruction Manual • Stormwater FloGard Plus Replacement and Repair Parts of the FloGard Plus Inlet Filter- Disassembly: 1. FloGard Stainless Steel Support Frame 2. Fossil Rock Absorbent Pouches 3 . Liner 4. GeoGrid Support Basket & Cable * Grate and Basin NOT INCLUDED 1. Clear FloGard of any existing debris by hand or vacuum . 2. Uncli p and remove the Fossil Rock pouches from the inside Liner. 3. Lift the FloGard from the catch basin. 4. Using a slotted screw driver, carefully pry open the metal tabs holding the GeoGrid and Cable in place. Separate the GeoGrid and Liner from the FloGard frame. 5. Uncli p the Lin e r from the inside of the GeoGrid . If you are r e using the Liner, rinse thoroughly with water and inspect for tears. (lhorn, m e nd with stainless steel wire or replace the Liner}. 6 . Rinse and inspect the GeoG rid Baske t and the re inforcing cable . (If torn, m e nd with stainless stee l wire or r e place the GeoGri d}. 7 . Rin se and inspect the St ainless Steel FloGard frame. Reassembly: 1. Full y expand the GeoGrid Bask et and orient to the FloGard frame. Hook cabl e and GeoG ri d to the FloGard fram e metal tabs and close th e tabs using slotted screwdriver. Move around the FloGard until all tabs are closed and GeoG rid is secured to the Frame. 2. Expand and orient the Liner, locatin g the clips at each corner and side. Push the Liner through the center of the FloGard frame and secure the clips . ~ .... -. . .. •' to the GeoGrid Basket clos e to the top support cable. Push the Liner to expand inside of the basket. 3. Clip n ew Fossil Rock Rubb erizer pou ches to the insid e of the Lin e r. 4. Lower FloGard b ack into the bas in, replace grate. 1 FLOGARD +PLUS® OUR MARKETS -~ .. ·" . tt .._ . •• -BUILDING STRUCTURES COMMUNICATIONS 0 Oldcastle Precast ® I WATER www.oldcastlestormwater.com 800-579-8819 ENERGY TRANSPORTATION • Stormwater June 2018 v.l PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 27 ATTACHMENT 4 City of Temecula PDP Structural BM P Verification for Permitted Land Development Projects • Not Applicable -Discretionary Project Template Date: July 4th, 2018 28 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS This page was left intentionally blank. Template Date: July 4th , 2018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 29 ~l1'J{•ln_k11 •,:iN• 1~,-•1ro.1111r.1ll:t1TJl:ATl:J•-•re1:11re1111::r.Jiiil Project Summary Information Project Name Temecula Village -Parcel 8 Record ID (e.g., grading/improvement plan PA16-1427; LD18-1898 number) Project Address 30063 Rancho California Rd. Temecula, Ca 92592 Assessor's Parcel Number(s) (APN(s)) 944-370-008 Project Watershed Murrieta Hydrologic Area, Murrieta Sub- (Complete Hydrologic Unit, Area, and watershed Subarea Name with Numeric Identifier) Responsible Party for Construction Phase Developer's Name [ ] Address [ ] Email Address [ ] Phone Number [ ] Engineer of Work [ ] Enoineer's Phone Number [ ] Responsible Party for Onqoinq Maintenance Owner's Name(s)* [ ] Address [ ] Email Address [ ] Phone Number [ ] *Note: If a corporation or LLC, provide information for principal partner or Agent for Service of Process . If an HOA, provide information for the Board or property manager at time of project closeout. Template Date: July 4th, 2018 30 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS ~•J~•u1-=-,11,:... .. •1F.1~,•-··-••1 .... ,, l:t111l:.l w:..•11 ,.,... 1u•nd~J~~~ Stormwater Structural Pollutant Control & Hydromodification Control BMPs* (List all from WQMP) Maintenance Plan STRUCT-Agreement Description/Type of Sheet URALBMP Recorded Doc Structural BMP # ID# # Revisions Bioretention Basin 15 BMPB r l r l Infiltration Basin 18 BMPA [ ] [ ] Catch Basin Filter Insert 4 DMA3 [ ] [ ] Catch Basin Filter Insert 4 DMA4 [ ] [ ] r l r l r l r l r l [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] r l r l r l r l r l [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] r l r l r l r l r l r l r l r l r l r l [ ] [ ] [ ] [ ] [ ] r ] r ] r 1 r ] r ] r l r l r l r l r l [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] r l r l r l r l r l [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ] Note: If this is a partial verification of Structural BMPs , provide a list and map denoting Structural BMPs that have already been submitted, those for this submission, and those anticipated in future submissions. Template Date: July 4th , 2018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 31 Checklist for Applicant to submit to City inspector: • Copy of the final accepted WQMP and any accepted addendum. • Copy of the most current plan showing the construction detail sheets of the Structural BMPs and the location of each verified as-built Structural BMP. • Photograph of each Structural BMP. • Photograph(s) of each Structural BMP during the construction process to illustrate proper construction. • Copy of the approved Water Quality Management Plan Operation and Maintenance Agreement(s). By signing below, I certify that the Structural BMP(s) for this project have been constructed and all BMPs are in substantial conformance with the approved plans and applicable regulations. I understand the City reserves the right to inspect the above BMPs to verify compliance with the approved plans and City Ordinances. Should it be determined that the BMPs were not constructed to plan or code, corrective actions may be necessary before permits can be closed. Please sign your name and seal. Professional Engineer's Printed Name: [SEAL] Professional Engineer's Signed Name: Date: -------------------- Template Date: July 4th, 2018 32 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS City -OFFICIAL USE ONLY: For City Inspector: Verification Package #: ____ _ City Inspector: _______________________ _ Date Project has/expects to close: ________________ _ Date verification received from EOW: ---------------- By signing below, City Inspector concurs that every noted Structural BMP has been installed per plan. City Inspector's Signature: ______________ Date: _______ _ For Land Development Staff: Date Received from City Inspector: ________________ _ Land Development Submittal Reviewer: ______________ _ Land Development Reviewer concurs that the information provided for the following Structural BMPs is acceptable to enter into the Structural BMP Maintenance verification inventory: List acceptable Structural BMPs: Land Development Reviewer's Signature: _________ Date: _______ _ Template Date: July 4th , 2018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 33 ATTACHMENT 5 Copy of Plan Sheets Showing Permanent Stormwater BM Ps, Source Control, and Site Design Use this checklist to ensure the required information has been included on the plans: The plans must identify: • Structural BMP(s) with ID numbers • The grading and drainage design shown on the plans must be consistent with the delineation of DMAs shown on the DMA exhibit • Improvements within City Public Right-of-Way have been designed in accordance with Appendix K: Guidance on Green Infrastructure. • Details and specifications for construction of structural BMP(s). • Manufacturer and part number for proprietary parts of structural BMP(s) when applicable . • Signage indicating the location and boundary of source control, site design, and structural BMP(s) as required by City staff. • How to access the structural BMP(s) to inspect and perform maintenance. • Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, benchmarks or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) • Include landscaping plan sheets showing vegetation and amended soil requirements for vegetated structural BMP(s), amended soil areas, dispersion areas, tree-wells, and self- mitigating areas • All BMPs must be fully dimensioned on the plans • Include all Construction stormwater, source control, and site design measures described in the WQMP. Can be included as separate plan sheets as necessary. • When proprietary BMPs are used, site-specific cross section with outflow, inflow, and model number must be provided. Photocopies of general brochures are not acceptable. Template Date: July 4th, 2018 34 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS This page was left intentionally blank. Template Date: July 4th , 2018 NOTES: THE PROPERTY OWNER/ENGINEER OF RECORD/CONTRACTOR SHALL ADHERE TO THE CITY OF TEMECULA'S STANDARD NOTES AS SPECIFIED IN APPENDICES D,E,F, AND G OF THE "ENGINEERING & CONSTRUCTION MANUAL" (I.E. SECTION 6-2) IN ACCORDANCE TO CHAPTER 18.06 OF THE "CONSTRUCTION, GRADING AND ENCROACHMENT" ORDINANCE NO. 13-01. COPIES OF THE NOTES SHALL BE AVAILABLE 0NSITE AT ALL TIMES DURING CONSTRUCTION OF THE PROJECT. ARCHAEOLOGICAL AND CULTURAL RESOURCE NOTES: 1. IF AT ANY TIME DURING EXCAVATION/CONSTRUCTION OF THE SITE, ARCHAEOLOGICAL/CULTURAL RESOURCES, OR ANY ARTIFACTS OR OTHER OBJECTS WHICH REASONABLY APPEARS TO BE EVIDENCE OF CULTURAL OR ARCHAEOLOGICAL RESOURCE ARE DISCOVERED, THE PROPERTY OWNER SHALL IMMEDIATELY ADVISE THE CITY OF SUCH AND THE CITY SHALL CAUSE ALL FURTHER EXCAVATION OR OTHER DISTURBANCE OF THE AFFECTED AREA TO IMMEDIATELY CEASE. THE DIRECTOR OF COMMUNITY DEVELOPMENT AT HIS/HER SOLE DISCRETION MAY REQUIRE THE PROPERTY OWNER TO DEPOSIT A SUM OF MONEY IT DEEMS REASONABLY NECESSARY TO ALLOW THE CITY TO CONSULT AND/OR AUTHORIZE AN INDEPENDENT, FULLY QUALIFIED SPECIALIST TO INSPECT THE SITE AT NO COST TO THE CITY, IN ORDER TO ASSESS THE SIGNIFICANCE OF THE FIND. UPON DETERMINING THAT THE DISCOVERY IS NOT AN ARCHAEOLOGICAL/CULTURAL RESOURCE, THE DIRECTOR OF COMMUNITY DEVELOPMENT SHALL NOTIFY THE PROPERTY OWNER OF SUCH DETERMINATION AND SHALL AUTHORIZE THE RESUMPTION OF WORK. UPON DETERMINING THAT THE DISCOVERY IS AN ARCHAEOLOGICAL/CULTURAL RESOURCE THE DIRECTOR OF COMMUNITY DEVELOPMENT SHALL NOTIFY THE PROPERTY OWNER THAT NO FURTHER EXCAVATION OR DEVELOPMENT MAY TAKE PLACE UNTIL A MITIGATION PLAN OR OTHER CORRECTIVE MEASURES HAVE BEEN APPROVED BY THE DIRECTOR OF COMMUNITY DEVELOPMENT. 2. IF CULTURAL RESOURCES ARE DISCOVERED DURING THE PROJECT CONSTRUCTION (INADVERTENT DISCOVERIES), ALL WORK IN THE AREA OF THE FIND SHALL CEASE, AND THE QUALIFIED ARCHAEOLOGIST AND THE PECHANGA MONITOR SHALL INVESTIGATE THE FIND, AND MAKE RECOMMENDATIONS AS TO TREATMENT. 3. THE LANDOWNER AGREES TO RELINQUISH OWNERSHIP OF ALL CULTURAL RESOURCES, INCLUDING ALL ARCHAEOLOGICAL ARTIFACTS THAT A RE FOUND ON THE PROJECT AREA, TO THE PECHANGA TRIBE FOR PROPER TREATMENT AND DISPOSITION. 4. ALL SACRED SITES ARE TO BE AVOIDED AND PRESERVED. BORROWING OWL GRADING NOTE: NO GRUBBING/CLEARING OF THE SITE SHALL OCCUR PRIOR TO SCHEDULING THE PRE-GRADING MEETING WITH PUBLIC WORKS. ALL PROJECT SITES CONTAINING SUITABLE HABITAT FOR BURROWING OWLS, WHETHER OWLS WERE FOUND OR NOT, REQUIRE A 30-DAY PRECONSTRUCTI0N SURVEY THAT SHALL BE CONDUCTED WITHIN 30 DAYS PRIOR TO GROUND DISTURBANCE TO AVOID DIRECT TAKE OF BURROWING OWLS. IF THE RESULTS OF THE SURVEY INDICATE THAT NO BURROWING OWLS ARE PRESENT ON-SITE, THEN THE PROJECT MAY MOVE FORWARD WITH GRADING, UPON PLANNING DIVISION APPROVAL. IF BURROWING OWLS ARE FOUND TO BE PRESENT OR NESTING ON-SITE DURING THE PREC0NSTRUCTI0N SURVEY, THEN THE FOLLOWING RECOMMENDATIONS MUST BE ADHERED TO: EXCLUSION AND RELOCATION ACTIVITIES MAY NOT OCCUR DURING THE BREEDING SEASON, WHICH IS DEFINED AS MARCH 1 THROUGH AUGUST 31, WITH THE FOLLOWING EXCEPTION: FROM MARCH 1 THROUGH MARCH 15 AND FROM AUGUST 1 THROUGH AUGUST 31 EXCLUSION AND RELOCATION ACTIVITIES MAY TAKE PLACE IF IT IS PROVEN TO THE CITY AND APPROPRIATE REGULATORY AGENCIES (IF ANY) THAT EGG LAYING OR CHICK REARING IS NOT TAKING PLACE. THIS DETERMINATION MUST BE MADE BY A QUALIFIED BIOLOGIST. THE RESULTS OF THE BURROWING OWL SURVEY SHALL BE SUBMITTED TO THE PLANNING DIVISION PRIOR TO SCHEDULING THE PRE-GRADING MEETING WITH THE PUBLIC WORKS DEPARTMENT. ENGINEER'S NOTICE TO CONTRACTORS THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES OR STRUCTURES SHOWN ON THESE PLANS ARE OBTAINED BY SEARCH OF AVAILABLE RECORDS AND TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT THOSE SHOWN ON THIS PLAN. THE CONTRACTOR IS REQUIRED TO TAKE ALL PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN, AND ANY OTHER LINES OR STRUCTURES NOT SHOWN ON THESE PLANS, AND IS RESPONSIBLE FOR PROTECTION OF AND ANY DAMAGE TO THESE LINES OR STRUCTURES. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTORS WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO, DEFEND, INDEMNIFY, AND HOLD DESIGN PROFESSIONAL AND OWNER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT. THE CONTRACTOR SHALL BE RESPONSIBLE TO REPORT DISCREPANCIES IN PLANS AND/OR FIELD CONDITIONS IMMEDIATELY TO THE DESIGN ENGINEER FOR RESOLUTION PRIOR TO CONSTRUCTION, AND SHALL BE RESPONSIBLE FOR DISCREPANCIES NOT SO REPORTED AND RESOLVED. CAUTION: THE ENGINEER PREPARING THESE PLANS WILL NOT RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE "PLANS". Michael Baker INTERNATIONAL 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTl..C0M EARTHWORK QUANTITIES: CUT : 16,600 CY FILL: 16,600 CY NET : 0 CY IMPORT /EXPORT OVER-EXCAVATION :8,031 CY (PER GEOC0N SOILS REPORT FIGURE 2 DATED JUNE 4,2018. THIS NUMBER DOES NOT INCLUDE THE SLOPE STABILITY KEYWAY REMEDIAL GRADING) THESE QUANTITIES ARE RAW. THE OPINION OF EARTHWORK QUANTITIES SHOWN ABOVE ARE UNADJUSTED GROSS VOLUMES AND DO NOT INCLUDE THE EFFECTS OF SCARIFYING, OVER EXCAVATION, REC0MPACTI0N, SHRINKAGE, SUBSIDENCE OR OTHER FACTORS AND ARE SUBJECT TO FIELD CONDITIONS THAT MAY BE SPECIFIED IN THE PRELIMINARY SOILS REPORT AND ARE FOR REFERENCE AND FEE PURPOSES ONLY. SINCE THE CIVIL ENGINEER CANNOT CONTROL THE EXACT METHOD OR MEANS USED BY THE CONTRACTOR DURING GRADING OPERATIONS, NOR CAN THE CIVIL ENGINEER GUARANTEE THE EXACT SOIL CONDITIONS OVER THE ENTIRE SITE, THE CIVIL ENGINEER ASSUMES NO RESPONSIBILITY FOR FINAL EARTHWORK QUANTITIES. THE CONTRACTOR IS ADVISED TO PERPARE HIS OWN ESTIMATES OF EARTHWORK FOR THE PURPOSES OF BIDDING, CONTRACT AND CONSTRUCTION. CITY OF TEMECULA PA16-1427 TEMECULA VILLAGE PM 31023-PARCELS 1 -8 PRECISE GRADING PLAN " I • / MB 97 •• , .. ?" • • I -~•-!t INDEX MAP 150 75 0 150 300 450 1-~e------1 __ 1-----,1 SCALE: 1 "=150' ENVIRONMENT AL NOTE: ..t= -3 - THE ISSUANCE OF THIS PERMIT BY THE CITY OF TEMECULA DOES NOT IMPLY OR PROVIDE ANY AGENCY CLEARANCES FROM STATE OR FEDERAL WILDLIFE AGENCIES REGULATING THE PROVISIONS OF THE CALIFORNIA OR NATIONAL ENDANGERED SPECIES ACTS. YOU ARE RESPONSIBLE FOR OBTAINING THE APPROPRIATE CLEARANCES FROM THESE AGENCIES PRIOR TO ANY SITE DISTURBANCE OR GRADING. EXISTING EASEMENT NOTES: (,) AN EASEMENT IN FAVOR OF SOUTHERN CALIFORNIA EDISON COMPANY AND CALIFORNIA WATER AND TELEf'Hl\E COMPANY FOR PUBLIC UTILITIES AND INCIDENTAL PURPOSES, PER INSTRUMENT NO. 40992, RECORDED APRIL 19, 1966. 2 AN EASEl.£NT IN FAVOR OF THE COLNTY OF RIVERSIDE FOR SLOPES AND INCIDENTAL PURPOSES PER INSTRUMENT NO. 37051, RECORDED APRIL B, 1966. (NOT PL0TTABLE) 3 AN EASEl.£NT FOR SLOPES PURPOSES PER INSTRUIENT NO. 3222B, RECORDED MARCH 2B, 1966. (NOT PL0TTABLE) © EASEMENTS DEDICATED TO THE CITY OF TEMEcu.A FOR PUBLIC UTILITY PURPOSES, TOGETHER WITH THE RIGHT OF INGRESS AND EGRESS FDR EMERGENCY VEHICLES, PER PARCEL MAP 31023, PARCELS 1-8, PMB 216/80-81. @ EASEMENTS RETAII\ED FOR PRIVATE USE FDR THE SOLE BENEFIT OF LOT OWNERS, SUCCESSORS AND ASSIGNEES FOR RECIPROCAL DRAINAGE AND RECIPROCAL INGRESS AND EGRESS, PER PARCEL MAP 31023, PARCELS 1-8, PMB 216/80-81. @ EASEMENTS DEDICATED TO THE CITY OF TEMEcu.A FOR TRAFFIC SIGNAL LOOP DETECTORS, PER PARCEL MAP 31023, PARCELS 1-8, PMB 216/80-81. SHEET INDEX SHEET 1 SHEET 2 SHEET 3 SHEET 4 SHEET 5-18 SHEET 19-22 SHEET 23-25 SHEET 26-27 TITLE SHEET DETAILS, CONSTRUCTION NOTES AND QUANTITIES TYPICAL SECTIONS TEMECULA VILLAGE ENTRY ROAD PLAN AND PROFILE PRECISE GRADING PLAN STORM DRAIN PLAN EROSION & SEDIMENT CONTROL PLAN HORIZONTAL CONTROL PLAN • ( I I ROAD SITE ,~ VICINITY MAP SOIL ENGINEER CERTIFICATION NOT TO SCALE I, CHET ROBINSON , A REGISTERED GEOTECHNICAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOIL MECHANICS, HEREBY VERIFY THAT A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION ON 06/04/2018 . ONE COMPLETE COPY OF THE GE0TECHNICAL ENGINEERING INVESTIGATION COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. THESE GRADING PLANS HAVE BEEN REVIEWED BY ME OR UNDER MY DIRECTION AND CONFORM TO THE RECOMMENDATIONS MADE IN THE GE0TECHNICAL INVESTIGATION MENTIONED ABOVE. SIGNED R.C.E. NO. DATE LEGEND: RIGHT OF WAY TOP OF CURB FLOW LINE PROPERTY LINE CENTER LINE HIGH POINT LOW POINT FINISHED GRADE FINISHED SURFACE GRADE BREAK FIRE HYDRANT CURB & GUTTER SIDEWALK EDGE OF PAVEtJENT STORM DRAIN EXISTING PROPOSED CURB FACE UPPER STEP LOWER STEP DECOMPOSED GRANITE DOMESTIC WATER SANITARY SEWER TOP OF GRATE INVERT ELEVATION POINT OF INTERSECTION - R/W TC FL It ~ HP LP FG FS GB FH C&G s/w EP SD EX PROP CF UP LO DG DW ss TG IE PI OWNER/DEVELOPER TEMECULA VILLAGE DEVELOPMENT LP 7210 JORDAN AVE., #87 CANOGA PARK, CA 91303 C0NTACT:BART0N BUCHALTER (TEL)818-266-7871 CIVIL ENGINEER MICHAEL BAKER INTERNATIONAL 40810 COUNTY CENTER DR., SUITE 200 TEMECULA, CA 92591 CONTACT: MARK DOTY (TEL)951-676-8042 (FAX)951-676-7240 24-HOUR CONTACT PACIFIC WEST DEVELOPMENT 32823 TEMECULA PARKWAY, SUITE A TEMECULA, CA 92592 CONTACT: DANIEL D0BR0N (TEL)951-234-7070 (FAX)951-240-5075 FINISHED CONTOUR EXISTING CONTOUR TOP ---1190--- --, 90--- TOE RIGHT OF WAY CENTERLINE TUBULAR FENCE RETAINING WALL STORM DRAIN INLET -0---cO>-------- STORM DRAIN OUTLET "7 FIRE SPRINKLER/RISER ROOM iz;J DECORATIVE PAVEMENT ARCHITECT JOHN WATSON ARCHITECTS, INC. 7'2£ G-IELHAM WAY SANTA BARBARA, CA 93108 CONTACT: JOHN WATSON (TEL)B05-969-72BO GEOTECHNICAL GEOCON INC. 41571 CORNING PLACE, SUITE 101 MURRIETA, CA 92562 CONTACT: LISA BATTIATO (TEL)951-J04-2JOO ASSESORS PARCEL NUMBERS 944-370-001, 944-370-005, 944-370-006, 944-370-007, 944-370-008,944-370-010, 944-370-012 & 944-370-013 LEGAL DESCRIPTION: PARCELS 1,2,3,4,5,7 & 8 OF PARCEL MAP 31023, MAP BOOK 216, PAGES BO & 81, IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA. BASIS OF BEARINGS THE BEARINGS FOR THIS SURVEY ARE BASED ON THE LINE BETWEEN STATIONS "TRAK" AND "S103" (POSITIONS PER NATIONAL GEODETIC SURVEY, NAD83, EPOCH 1995.5) AS SHOWN ON THE MAP FILED IN BOOK 102, PAGES 50 THROUGH 65 OF RECORDS OF SURVEYS IN THE OFFICE OF THE COUNTY RECORDER OF RIVERSIDE COUNTY, CALIFORNIA, BEING N 30"58'16.10" w. SOURCE OF TOPOGRAPHY "AS-BUILT" TOPOGRAPHY WAS COMPILED FROM AERIAL MAPPING BY T0WILL IN MAY 8, 2007. SWPPP INFORMATION WD ID# : 9 33CXXXXXX RISK LEVEL: X QSD : MARK DOTY #23338 PHONE NUMBER: 951-676-8042 EMAIL: MD0TYC!t.1BAKERINTL.COM SITE DATA TOTAL AREA= 15.22 AC TOTAL AREA DISTURBED= 15.22 AC TOTAL AREA UNDISTURBED= 0.00 AC :a, 0.. N N n (X) -0 ~ ~ - ~ w z z >-3 z 0 "' w ::::, 0 w "' -0 0 I ('.) 0.. I a, LO "" "" (0 / w (/) u w "' 0.. / LD18-1898 ~ ....-------------------10 BUILDING AND SAFETY ~ ,__ ________________ _,S- REVIEWED FOR COMPLIANCE WITH TITLE 24 / DISABLED ACCESS AND ACCESSIBILITY ONLY ::i APPROVED BY: __________ _ NAME DATE 0 / 0 z <( __J / 0 ,---:::==:::::::::--:::::::=:---r,::-:::;r:::::-T------:::~;::::=:-----1::-:::::i:-=-:::r-----::::::::-:-:-::::::-------T------r----::;;;;;;;==;;;;;;::::---,--~;-;-;;~:;-;;-;;--"T---;;;-;;;;:;-;:~--T----;:~~~;;;---r--------------------7r------------------.._----------r-------i0<( CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY 0 2-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NORTH C. FENTON C. FENTON M.D0TY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. -;;;- t----+---+---------------+---+---1 CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: _________ .DATE: ---~ CONTRACTOR _______ >---+---+-------------+---+---,RO. ANl YNEZ ROAD. 56' N.W. OF RAl'CH CALIFOONIA,__ ____ _, ->~'~"•· PA16-1427 TEMECULA VILLAGE 1 ;;; >----+---+---------------+---+--_, RD. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED . .:<.\><ff>"~\ / ::::E::::LE-TE-D--~~~======== ====:===:=================================:::: fr~~t5:~ri:.: E~A~~x15' BASE VERTICAL _M_A_R_K_A ___ D_O_T_Y _________ __,DATE: -------ACCEPTED BY: -~-1~-~-i-ra_R_T_~~-M-~-GB-, L_i_~_W_O_R-KS_/•::::-E-NG-1-NE_E_R ~~,rr~¥~~ PM p~~g~~E -G~~~I~~s P~AN 8 ------! L __________ _J _ _J _ _J ____________ ...L_...L_..1!:EL!;!:EV'J.!.A~n!!!ON~~..!.!10~28~.JB~7z..._ ______ _JL __ N..:./_A __ ..1.. _ _:::::::=::::::--..1..-R_._c_.E_._1_3_1_44 __________________ -1. _____ ~R.:..'..c::..:.·::.E:.... . ..:4::42~2:::3 __________ L·,_~::::L:::w<.-.::::::~.:....'J:/_··...1.. ________ __:T.:I.:.:TL:E:..:S::.H:EE:T..:.._ ________ ..L_o.:....F...:2:..:7.:......:..sH_:EE::T_s.:.....JI t~ONSTRUCTION NOTES QTY. 1 CONSTRUCT 0.33' A.C. OVER 0.58' CLASS II AGGREGATE BASE 102,416 2 CONSTRUCT MODIFIED TYPE 'A-6' CURB k GUTTER PER CITY OF TEMECULA STD. 200 900 3 CONSTRUCT TYPE 'D-6' CURB PER CITY OF TEMECULA STD. 204A 5,420 4 CONSTRUCT TYPE 'D' CURB WITH ZERO CURB FACE PER CITY OF TEMECULA STD. 2048 33 5 CONSTRUCT O" H TO 6" H TYPE ' D ' CURB TRANSIT I ON , LENGTH PER PLAN 11 6 CONSTRUCT MODIFIED (W-6') CROSS GUTTER PER CITY OF TEt.tECULA STD. 210 549 7 CONSTRUCT MODIFIED (W-3') RIBBON GUTTER PER CITY OF TEMECULA STD. 210 2,785 8 CONSTRUCT MODIFIED SIDEWALK (WIDTH PER PLAN) PER CITY OF TEMECULA STD. 401 20,282 9 CONSTRUCT CROSS GUTTER PER CITY OF TEMECULA STD. 210 10 CONSTRUCT 1' STEP-OUT PER DETAIL ON SHEET 3 11 INSTALL TYPICAL 90 DEGREE PARKING STALL STRIPING PER DETAIL ON SHEET 2 12 INSTALL TYPICAL ACCESSIBLE PARKING STALL SIGNING AND STRIPING PER DETAIL ON SHEET 2 13 CONSTRUCT CONCRETE DITCH TYPE 'A' PER CITY OF TEMECULA STD. 304 14 CONSTRUCT CONCRETE TERRACE DRAINAGE DITCH TYPE 'C'PER CITY OF TEMECULA STD. 304 15 INSTALL 4" CHANNELIZING LANE STRIPING PER MUTCD STD PLAN A20D DETAIL 3BA 16 SAWCUT, COLDPLANE Ar-I:> OVERLAY PER PLAN AND DETAIL ON SHEET 3 17 CONSTRUCT MODIFIED ACCESSIBLE CURB RAMP PER CALTRANS ABBA CASE F AND PER PLAN 19 INSTALL DETECTABLE WARNINGS (PANEL 3' x SWK WIDTH, PER PLAN) PER CITY OF TEMECULA STD. 402 20 CONSTRUCT TRASH ENCLOSURE PER ARCHITECTURAL PLANS 21 INSTALL BIKE RACK PER LANDSCAPE ARCHITECT PLANS 22 CONSTRUCT RETAINING WALL TYPE 1A (CASE 1) PER CALTRANS STD PLAN B3-3A. DIMENSIONS Ar-I:> ELEVATIONS ~ PER THIS PLAN (SEPERATE PERMIT REQUIRED). 3 CONSTRUCT ENHANCED DRIVE AISLE AND PARKING PER LAr-1:JSCAPE ARCHITECT PLANS 4 CONSTRUCT DECORATIVE SIDEWALK PER LANDSCAPE ARCHITECT PLANS 5 INSTALL ENTRY MONUMENT PER LANDSCAPE ARCHITECTS PLANS 26 INSTALL DECORATIVE TUBULAR STEEL FENCING PER LAr-1:JSCAPE ARCHITECTS PLANS 7 CONSTRUCT 4' WIDE MAN GATE PER ARCHITECTS PLAN 8 CONSTRUCT DOWN DRAIN TO PIPE TRANSITION PER DETAIL ON SHEET 2 9 CONSTRUCT RETAINING CURB PER DETAIL ON SHEET 3 30 INSTALL NYLOPLAST ADS 48" HP MANHOLE WITH LINER DWG NO. 7009-110-227 PER MANUFACTURER = RECOMMENDATIONS OR APPROVED EQUAL 31 INSTALL 4" ADS SINGLE WALL HDPE PIPE WITH BEDDING Ar-I:> BACKFILL PER MANUFACTURERS RECOMMENDATIONS = STD 101 32 INSTALL 6" ADS N-12 SINGLE WALL HDPE PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS = RECOMMENDATIONS STD 101 33 INSTALL 8" ADS N-12 SINGLE WALL PIPE WITH BEDDING Ar-I:> BACKFILL PER MANUFACTURERS RECOMMENDATIONS = STD 101 34 INSTALL 12" ADS N-12 STORM PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS RECOMMENDATIONS = STD 101 35 INSTALL 6" ADS N-12 DUAL WALL HDPE PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS ~ RECOMMENDATIONS STD-101 36 INSTALL 18" ADS N-12 STORM PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS RECOMMENDATIONS ~ STD 101 Q] INSTALL 24" ADS N-12 STORM PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS RECOMMENDATIONS STD 101 ,38 CONSTRUCT 4" NDS ROUND A TR I UM GRATE OR APPROVED EQUAL , TYPICAL INSTALLATION SEE DETAIL ON SHT . 2 SD PIPE PER PLAN ~ "' . I w I z • E1 • IX) * u.. ::a ><! I E2 It fLAtf VARIES 2-#5 1 1/2" • .... #5@12"0C . ~.,. ' • • ,. SECTIIJil A-A PIPE SIZE DIMENSIONS D=PER PLAN w D+12" E PER PLAN L PER PLAN F PER PLAN .. B B 2-#5 • CONCRETE END WALL ~l.!.I SECT 1 W B--B FOREBAY PER PLAN ON SHEET 22 6" CONCRETE OR CONC BLOCK SPLASH WALL 263 72 1,940 10 1,248 352 260 /JO 8 4 1,091 17,096 5,661 25 3,890 2 1 50 2 1,930 422 650 660 362 1,700 1,150 51 ... •. ...• C 6" *NOTE: FOR HEADWALLS AT INLETS, SLOPE 1% TOWARDS PIPE 9 ,, . .· . . UNfT SF LF LF LF LF SF LF SF SF EA LF EA LF LF LF LF EA EA LF SF SF EA LF EA EA LF EA LF LF LF LF LF LF EA EA ' '\ I '\ I 24" ·1 i . . .. : . .. ... @CONSTRUCT 6" NDS ATRIUM BRASS GRATE OR APPROVED EQUAL, TYPICAL INSTALLATION SEE DETAIL ON SHT. 2 @) CONSTRUCT DOWN DRAIN TO PIPE TRANSITION PER DETAIL ON SHEET 2 41 CONSTRUCT 9"x9" NDS ATRIUM GRATE OR APPROVED EQUAL, TYPICAL INSTALLATION SEE DETAIL ON SHT. 2 42 CONSTRUCT CURB OPENING CATQ-1 BASIN PER SPPWC STD. PLAN 300-3 WITH 2" LOCAL DEPRESSION PER SPPWC "'STD. PLAN 313-3 (CASE E), Wk V PER PLAN. 43 CONSTRUCT 12" ADS CATCH BASIN WITH PARKWAY RATED GRATE OR APPROVED EQUAL @CONSTRUCT 24" ADS DRAIN INLET WITH 24"X24" TRAFFIC RATED GRATE @INSTALL 24" ADS DRAIN INLET WITH 24"X24" PARKWAY/PEDESTRIAN RATED GRATE 46 CONSTRUCT MANHOLE #1 PER RCFD k WCD STD DWG MH251 47 CONSTRUCT JUNCTION STRUCTURE #2 PER RCFD k WCD STD DWG JS227 48 CONSTRUCT CONCRETE HEADWALL PER CALTRANS STD D-89 AND DETAIL ON SHEET 2 @ INSTALL 1B" R.C.P. STORM DRAIN (2000 D) WITH BEDDING Ar-I:> BACKFILL PER RCFCWCD STD. PLAN MB15 @)INSTALL 24" R.C.P. STORM DRAIN (2000 D) WITH BEDDING Ar-I:> BACKFILL PER RCFCWCD STD. PLAN M815 @)INSTALL 30" R.C.P. STORM DRAIN (2000 D) WITH BEDDING Ar-I:> BACKFILL PER RCFCWCD STD. PLAN M815 @)INSTALL CB NO. 1 PER RCFC STD CB100 ("W" PER PLAN) W/LOCAL DEPRESSION N0.2 PER RCFC STD LD201 @INSTALL 1/2 TON RIP-RAP W/FILTER BLANKET PER DETAIL ON SHEET 20 (@ CONSTRUCT RISER OUTLET PER DETAIL ON SHEET 21 55 INSTALL WQMP BIO-RETENTION FACIILITY PER DETAIL ON SHEET 22 56 CONSTRUCT 36" WIDE PCC DRIVE APPROACH PER DETAIL ON SHEET X @) PROTECT IN PLACE EXISTING 58 INSTALL CONCRETE ANCHORS FOR STEEPLY SLOPED PIPES PER MANUFACTURER RECOMMENDATIONS AND DETAIL ON I-S::: SHT 20 @CONSTRUCT CONCRETE EMERGENCY SPILLWAY PER DETAIL ON SHEET 14 @INSTALL CAST IN PLACE CONCRETE THRUST BLOCK PER MANUFACTURER RECOMMENDATIONS @) CONSTRUCT CONCRETE COLLAR PER RCFCWCD STD. PLAN M803 62 REMOVE FLARED END SECTION AND JOIN EXISTING 30" RCP STORM DRAIN @REMOVE EXISTING 64 INSTALL 26' WIDE ELECTRIC GATE PER ARCHITECTS PLANS @INSTALL MOWCURB PER LANDSCAPE ARCHITECTS PLANS @CONNECT TO EXISTING TERRACE DRAINAGE DITCH, MATCH EXISTING FLOWLINE @CONSTRUCT DESILTING BASIN WITH RISER OUTLET PER DETAIL ON SHEET 21 @INSTALL LATTICE CONCRETE GRID PAVEMENT OR NDS TUFFTRACK TT44 OR EQUIVALENT PER MANUFACTURER RECOMMENDATIONS 69 INSTALL NDS 5" CHANNEL DRAIN WITH METAL GRATE 70 INSTALL HANDRAILS PER DETAIL ON SHEET 3 Q!}INSTALL STAIRS AND HANDRAILS PER DETAIL ON SHEET 3 02 LANDSCAPE PER LANDSCAPE ARQ-IITECTS PLAN @INSTALL 4• ADS PERFORATED PIPE WITHIN GRAVEL MEDIAL PER DETAIL ON SHEET 22 @ INSTALL 4B" x 48" BROOKS BOX PER DETAIL ON SHEET 22 (75 INSTALL CLEANDUT PER DETAIL ON SHEET 22 76 INSTALL FDREBAY CONCRETE SLAB PER DETAIL ON SHEET 22 , @INSTALL 3' x 3' x 6' GABION BASKET PER DETAIL ON SHEET 22 NCRETE OR , 8 2 30 16 14 4 3 3 180 24 605 4 49 4 2 , , , 3 200 , 2 2,680 230 48 540 181 2 6 2 13 EA EA EA EA EA EA EA EA EA EA LF LF LF EA CY EA EA EA EA EA EA EA EA LF EA EA SF LF LF LF LF EA EA EA EA ' • IX) ,.., ·' N I I z --::,; . IX) ~ ,--~-4" WHITE -rl't-1 / TRAFFIC PAINT \ LINES, (TYP) 12· 12" TYP TYP ·-T 9' MIN T TYPICAL 90° PARKING STALL . 17' MIN . UNAUTHORIZED VEHICLES PARKED IN DESIGNATED ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHING / PLACARDS OR LICENSE PLATES ISSUED FOR PERSONS WITH DISABILITIES MAY BE TOWED AWAY AT OWNER'S EXPENSE ./ TOWED VEHICLE MAY BE THE POLICE DEPT OR BY TELEPHONING (951) 696-4357 NOTE: A 17"H MIN. X 22"W MIN. SIGN IS ALSO ACCEPTABLE. i,,- i,,- LETTERING ON SIGN MUST BE A MINIMUM 1" IN HEIGHT CONTRACTOR TO COORDINATE WITH POLICE DEPT FOR EXACT WORDING AND PHONE NUMBER '11' STRIPING DETAIL ~ NOT TO SCALE WARNING SIGN l'-()T TO SCALE 3' 2'-8" I I •<f WfDTH OF z . .. . . 4 ACCESS . _:5 DETECTABLE WARNING DOMES ~~ STRIPING "" n. ACCESSIBLE PARKING SIGN R99(CA) · b I ;J_ °' AND "VAN ACCE~SIBLE" SIGN ~-. _-Ao_. r e'i n. ..., 000000000000 O , 000000000000 U) I , PROPOSED a• CF CURB : . ~ . 0 o 0 o 0 o 0 o 0 o 0 o o . . . . . :::t ,000000000000 3:: r BLUE BACKG.B_ ND 2" ~ ::,; 4" WIDE BLUE BORDER ',0 o~o~o 0 o 0 o~o ' . " .. "WARNING SIGN" PER DETAIL HEREON <f . . ACCESSIBLE PARKING ;SIGN R99C .. 4 . WHEEL STOP TYP . IX) 4" WIDE WHITE STRIPES 4" WIDE BLUE BORDER ISA MARKING AT REAR LIMITS OF STALL, PER DETAIL LEFT AND PER REVISED STD PLAN RSP A24C ~ R=B" WHITE REFLECTORIZED STRIPING ISA MARKING ISA MARKING SEE REl.1SED STD PLAN RSP A2 4C 9' MIN 5' MIN AT TYP. ACCESSIBLE PARKING STALL 8' MIN AT VAN PARKING STALL 9' MIN WHITE PAVEMENT MARKING WORDS "NO PARKING" PER PLAN AND PER CAL TRANS REVISED STANDARD PLAN RSP A90B. TYPICAL ACCESSIBLE PARKING STALL STRIPING 6" CONCRETE OR CONG BLOCK SPLASH WALL #4@12" 6" CO CON SPlAS C BLOCK H WALL v~ 1.. V ......____ ~ j !Lt-------r--~ @ NOT TO SCALE ~- RIM ELEV • J -.. • MAX. SIDE INLET GRATE , -~ a, . I - I • j ·. I ,' PER PLAN .. ' • • °' '\ I '\,I ·• ;· J" CLR #4 @ 12" MAX ,.. . . , (TYP.) 'BOTH DIRECnoNs-----..L....I·· ~ . .. .. I () • .._,. "' I · • INLET PIPE WHERE 9" · .. ·: 24" ·, \ 9" / OCCURS PER PLAN ~+!-----'o-'------f-.t,~,-t~~1 !'F====ft'LA=v=:=ER===! ~ M; _:[~-__ J y ~ ,·.· -:::::--"' ' -. -· . ,. ~-~ --~ ,· -r PIPE PER PLAN ~I~ ~~c~i~N . w~; • °' Yl " " '- " 1 '- " " '\ ' rs. " ,._ -·'-IN TERCEPTOR DRAIN OR DITCH PER GRADING LANS WHERE SHOWN ER PLANS ' , ' , ' , ' ' , J , . -, -\ ...------~ PLAN " f- ~ v- p Ip I I I _Jw I I I I vi TERCEPTOR DRAIN OR -DITCH PER GRADING LANS WHERE SHOWN ER PLANS p #4@12" MAX. 6" CONCRETE OR CONC BLOCK SPLASH WALL 6" 3" INTERCWTOR DRAIN OR V-DITCH REINFORCEMENT (6,r6-1.4W,r1.4 WWM) • <o .I - SECTION Y-Y NOT TO SCALE INTERCEPTOR DRAIN OR V-DfTCH PER GRADING PLANS WHERE SHOWN PER PLANS @2'X2' DOWN DRAIN TO PIPE TRANSITION DETAIL NOT TO SCALE • • "'~ -~ IDE !NL ET • ..., • I "' • a, .I -• a, • c::, • I \ ~\. I! y~~ ! , ,Y: ' ~ , ' , ' " t'\. " [\. N s V INTERCEPTOR DRAI PER GRADING PLAN WHERE SHOWN PER PLANS I r GALVANIZED STEEL GRATE I I " I / l">.-v DITCH ~ #4@12" MAX. 6" CONCRETE OR CDNC BLOCK SPLASH WAU: • "" • I - NOTES: 1. ALL FITTING BY: NDS, INC. (OR EQUAL). 851 N. HARVARD AVE. LINDSAY, CA 93247 2. REFER TO GRADING PLAN FOR FINISH GRADING. 3. DO NOT GLUE GRATE OR RISER TO PIPE. 4. GLUE: "!.P.S. WELD ON"# 773 SCLVENT (MEDIUM BODIED FAST SET) FOR PIPES THRU 6" Iii 38 39 40 41 TG PER PLAN TOP OF GRATE ELEV. PER PLAN "NDS" #910b 4" ROUr-1:l BRASS GRATE "NDS" #90B 6" ATRIUM BRASS GRATE "NDS" #921B 6" SQUARE BRASS GRATE "NDS" #93DB 9"X9" GREEN ATRIUM GRATE OR APPROVED EQUAL N.D.S. 643 COUPLING "NDS" #910b 4" ROUND BRASS GRATE "Nos· #90B 6" ATRIUM BRASS GRATE "NDS" #921B 6" SQUARE BRASS GRATE "NDS" #930B 9"X9" GREEN ATRIUM GRATE OR APPROVED EQUAL FINISH GRADE ~---l\JDS SPEE-D-BASIN F" w z z ~ . z 0 0:: w ::J 0 w 0:: (.') 3: D N 0 0 I (.') [1_ I a, LO "' "" (0 I ~ 7 "' ' ~ 9• INTERCEPTOR DRAIN ORV-DITCH REINFORCEMENT (6x6-1.4Wx1 .4 WWM) FINISH GRADE / -------:i+--~-~ w NDS 101 SINGLE OR N.D.S. 201 DOUBLE OUTLET CATCH BASIN . v · @ HEADWALL (WING-TYPE) ~ ~ "' A I'\ '-'' t'\. ~ I 3" CLR (TYP.) X -"""'!!j~IIIJlil'°-,;;~~~~;;;i _v-_._ 1r1_r11~AD=AP:TOR OR O ~ INTERCEPTOR DRAIN OR 2 ~--4" PVC RISER (IF NEEDED) ,...,_ oc INV PER ~ V-DITQ-1 PER GRADING i ~-90' PVC ELL. q:-,'t' * USE 6" NOS 66 EXTENSIONS ;> Pl\l::.E=P=E=R=P=L=A=N::::!P~L=ANb;:;._;::::_::;l __ .:1.,f.•_~T'._'."":_._''_: .. _· ;_·-'::-:_·.--.. 1 PLANS WHERE SHOW~L~~ ~ 'f----l!h---1.C~~r41-,"[SJ(MIN.) PVC DRAIN PIPE~.s~:I:~) PVC .ff~ WHERE NEEDED. LD18-1898 ~ X • I": "-"-"-"-" I a, I ._/ NOT TO SCALE t,,,........,=-::::....,.,,.....::,--l._of...:.::::5:::::::::%M:!!Ie::.NL. _µ ORA IN Pl PE, SCH 40 ~~ · 1-----==B-U=l=LD~IN=G=AccNccD-==S-=A-ccFcccE=TY==~~--l e§ ~ -6" CONCRETE OR CONC C Th!V PER PLAN o/ REVIEWED FOR COMPLIANCE WITH TITLE 24 ./ 4051ocouNrrcENTERDR., :.Or:i SECTION X-X BLOCK SPLASH WALL PLAN SE TION Y-Y · 4• x 4 .. x 4 • MIN. 4" MIN. Pvc/HDPE MAIN (SEE PLAN) 01SAaLE0AccEssANoAccEss1a 1uTYoNLv ~ NOT TO SCALE ./ SUITE 200 PVC SCH 4C TEE o TEMECULA,CA 92591 @a 2'x2' DOWN DRAIN TO PIPE TRANSITION DETAIL @@)9@0@1 TYPICAL GRATE INLET APPROVED BY:_______ ~ PHONE: ( 951 ) B?6-80 42 NOT TD SCALE NOT TO SCALE NAME DA TE ? L-~l~N~T~E~R~N~A~T~I-O~N~A~L:._M_BA-KT""E-RI-NTL""T.c_oM ____ J _______ T""_T-.-r----==:-:-:-=:------.------,---::;;;;;;;;,:=;;;;;;;;::---11--:.-:.-:.1~1T':~~~}.~-=--=--=-~1=.-=--=--=--=-1~~~~~~-=--=--=--=-1-=--=--=--=-1~~~~~1~-=--=--=-~r--------------------r.==-=--:=::=::==-:--=-------~===--=-=:-:~==-1--:~~~I ! CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. -:::. I • ED T 31 81 IN Tl£ N~ C. FENTON C. FENTON M. DOTY DATE LO 2-1 2 BRASS DISK STAMP --, cnon 1---,.,,.-,,,,.,-=----t RECOMMENDED BY:--------~ : ___ ~ 1-----1---1-------------+--+---l CORNER OF Tl£ INTERSECTIOI OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF .:'~T~\. PA 16-1427 TEMECULA VILLAGE 2 (0 CONTRACTOR ________ 1----1---1----------------t--t----t RD. ANl YNEZ ROAD. 56' N.W. OF RAl'CH CALIFOONIA 1--~------t ,!~\/<yz;',q/i, / 1----+----1---------------+---+---t RD. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED No. 73744 //%-c2ri~1~\ PM 31023 -PARCELS 1 -8 ;:': INSPECTOR ________ l---+---+-------------1--t--i HYOOANT, AT EAST EAST Ell(£ OF OF 5'x15' BASE _______________ DATE:_______ ACCEPTED BY: __________ DATE:___ l(sv.lr): ;e)I PRECISE GRADING PLAN <( FOO "RAN:HO PROPERTIES" REAL ESTATE VERTICAL PATRICK THOMAS, PE wi,IJ' ,c"/1 1--------< O L~D~AT~E~C=O=MP~LE=T~E=D·~==========;===1==~r======================~r===r==11S:!:!IGN;y£PER~R:...IVERS~I!:.iDE~COUN'...._T_Y_. ____ _JL_.:.:_ _ _.1 _ _:~~~:....-L..:M:.:.A::.RK:.::.:..A.:..::...DO:.::T:Y _________________ ...1.. ____ ___'.:•~IR~E-=-CT.:...O..:R::O=F~P-U_BL_1_c_w_oR_K_s_1c_1_TY_EN_G_1N_E_ER_L\_if(-},f-=~=:;:...>§,_~_(I..L.. __ DE_TA_I_L_S_,_c_o_NS_T_RUC_T_I_0N_N_0_T_ES_AN_D_QU_A_NT_IT_I_E_S __ .......__o_F2 __ 7s_HEE_Ts__,;>I -N/A R.C.E. 73744 R.C.E. 44223 ELEVATION = 1028.387 Michael Baker :;--"",-:+-,-1 FT STEP-OUT CONCRETE SHALL BE POURED AT THE SAME TIME AS CURB WITH NO JOINT BETWEEN @) 1' STEP-OUT 1 Q NOT TO SCALE i-I MIN. 2' MIN. GRIND AND OVERLAY 0.15' DEEP ::i I ~1w <1Z Ill -' SAWCUT 1' MIN. & REMOVE EX. PAVEMENT COLDPLANE AND @6 1---0_V_E_RLA_Y_J_O_IN_D_E_T_1'-.._IL_ NOT TO SCALE • X N< -::! CONSTRUCT MODIFIED TYPE 'A-6' CURB & GUTTER PER CITY OF TEMECULA STD. 200 @9 RETAINING CURB AND GUTTER NOT TO SCALE 10 g' ...-----TUBULAR i------w---i STEEL FENCE __J <( "' 6.0' (f) 4.9' BUI LO [NG FF \ .0% ----5~MIN. ~ RET. WALL HEIGHT VARIES PER PLAN 2' BENCH -,~ •~-, ' ' '-----11 -----SECTION A-A ~ NOT TO SCALE EXISTING EASEMENT NOTES: (I) AN EASE~ IN FAVOR OF SOUTHERN CALIFORNIA EDISON COMPANY AIIO CALIFORNIA WATER AIIO TELEPHONE COMPANY FOR PUBLIC UTILITIES AND INCIDENTAL PURPOSES, PER INSTRUMENT NO. 40992, RECORDED APRIL 19, 1966. 2 AN EASEMENT IN FAVOR OF THE COUNTY OF RIVERSIDE FOR SLOPES AND INCIDENTAL PURPOSES PER INSTRUMENT NO, 37051, RECORDED APRIL 8, 1966. (NOT PLOTTABLE) 3 AN EASEMENT FOR SLOPES PURPOSES PER INSTRUMENT NO. 32228, RECORDED MARCH 28, 1966. (NOT PLOTTABLE) 0 EASEMENTS OCDICATED TO THE CITY OF TEMECULA FOR PUBLIC UTILITY PURPOSES, TOGETHER WITH THE RIGHT OF INGRESS AND EGRESS FOR EMERGENCY VEHICLES, PER PARCEL MAP 31023, PARCELS 1-8, PMB 216/80-81. @ EASEMENTS RETAINED FOR PRIVATE USE FOR THE SOLE BENEFIT OF LOT OWNERS, SUCCESSORS AND ASSIGNEES FOR RECIPROCAL DRAINAGE AND RECIPROCAL INGRESS AND EGRESS, PER PARCEL MAP 31023, PARCELS 1-8, PMB 216/80-81. @ EASEMENTS OCDICATED TO THE CITY OF TEMECULA FOR TRAFFIC SIGNAL LOOP DETECTORS, PER PARCEL MAP 31023, PARCELS 1-8, PMB 216/80-81. Michael Baker INTERNATIONAL 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM 12• PWS TREAD WIDlH MIN. TREAD IMDlH SEE NCJJE 1 12" MIN NCJJES: 1. t.lAXIMUM SPACING Of POST SIW..l. BE 8 FT. ON STRAIGHT ALIGNMENT AN> 6 FT. ON CURVED ALIGNMENT LESS TlWi 30 FT. RADIUS. SPACING S1W..L BE UNIFORM BE1WEEN CHANGES IN ALIGNMENT. 2. PRO'/IJE SUP JOINTS AT STAIRWAY EXPANSION JOINTS ANO E\IERY 24 FT. ON CENTER t.lAXIMUM. 3. HANDRAILS SHALL COMPLY WITH THE 2018 CBC FIGURE 11A--IIA. BU[LDING FF 5' w __J <( "" (f) 10' 5' S/W 1.0% -- ,__~TUBULAR STEEL FENCE TUBULAR STEEL FENCE ---i I 6' P.U.E.(D VARIES 5' 16' 4. ALL 1ROOS ARE TO HAVE WARNING STRIPES PER 2018 CBC SECTION 1115A.5. I , .. :.,. , .... ~·-:.• . "· 3' WIDE DAYLIGHT S/W 1 .O' BENCH • THE SIRIPE SHALL BE A MINIMUM Of 2• WIDE TO A DRAINAGE V-DITCH lYPICAI. 1ROOS SEE NOTE 4 ... MAXIMUM Of 4• WllE PLACED PARALLEL TO, ANO NOT MORE THAN 1' FROM, THE NOSE Of THE STEP OR UPPER APPROACH. • THE SIRIPE SHALL EXTEND THE FULL WIDlH Of THE STEP OR UPPER APPRQf,OI AND SHALL BE Of MAlERIAI. THAT IS AT I.EAST AS SLOP RESISTANT AS THE OT1£R TR£AOS Of THE STAIR. • A PAINTED STRIPE SHALL BE ACCEPTABLE. • GR00'IES SHALL NOT BE USED TO ~TISFY THIS REQUIREMENT. @STAIR & HANDRAIL DETAIL NOT TO SCALE 26' GARAGE FF :::: 11---1:..::3:.._' ---~1-------'1-=-3_' -~-11 3• I ~l~.--1 i 1 1% ~ GARAGE FF -- SECTION B-B NOT TO SCALE 26' 18' 13' (Q_ 13' 18' ' PARK[NG STALL I PARKING STALL 1% 3' I ~ 1% 1% 1% 12" 7r 12" =7 r 1% ~ • .., FS OF RAt.f' NOTES: GJIC£ RAIL 1. HAt>ORAIL GRIPPING SURFACES TO HAVE A CIRCULAR CROSS SECTION WITH AN OUTSIDE DIAMETER OF 1-1/4 INCHES MINIMUM AND 2 INCHES MAXIMUM PER CBC 118-505.7.1. 2. GUIDE RAIL TO BE CENTERED AT 3 INCHES +/-1 INCH ABOVE FINISHED SURFACE OF RAW PER CBC FIGURE 118-27. 3. HAt>ORAIL TO BE ALUMINIJ.1 OR EQUIVALENT NON-CORROSIVE MATERIAL. wRAMP HANDRAIL DETAIL \!...::!J NOT TO SCALE IP_ 1 10• P.U.E. RET. WALL HE[GHT VARIES SECTION 1-1 w __J <( "' (f) NOT TO SCALE VARIES LO% • .or._. 1,111-\. MIN. , - RET. WALL HEIGHT VARIES PER PLAN TUBULAR STEEL FENCE 2' BENCH '~ ·<·, ' SECTION J-J NOT TO SCALE f- I (!) ~ __J >--<( ... 5' i 1% ~ I MTN:-~ ~ ~ ·• ., STD . 6" CURB j ~STD. 6" CURB PROPOSED I -..l?£ _ 1 % ~~ 0 SECTION C-C NOT TO SCALE 30' 18' 15' le. 15' ' PARKING STALL I 1% i I 3' MIN.~ 1% 1% I r-1% ~ ~ ~ I; ~ SECTION E-E NOT TO SCALE 30' 18' 15' ~ 15' PARKING STALL I 1% I 1% ~ 1% I 1% ~ ~ ~ I - ._,,, ,::: GARAGE FF - 5' 5' S/W 1% ~ . •j.:,;s:~•-: :<:<:-:· ., FENCE ---1 ~ EXISTING ~ ~ --d&S£2..i --] ~ ---~-~ ---PROP. TRA[L MATER[AL PER PLAN DRAINAGE V-OITCH--...- SECTION K-K NOT TO SCALE PROPOSED FENCE 110' P.U.E.(D -,~- EXISTING DRAINAGE V-OITCH- 3' WIDE I I I ~~, DRAINAGE V-D[TCH BAS[N BOTTOM ~ STD. " . _,, STD. 6 C&G 6" CURB RET. WALL BASIN BOTTOM SECTION F-F NOT TO SCALE 28' 5' VARIES 14' le. 14' 2' ' S/W I MIN I 1% I 1% ~ ~ l..,.J---------------L.., J STD. 6 C&G " ,_., -'---ST SECTION G G NOT TO SCALE 26' " _,,. 13' } 13' :c- l-------i---1-----11 . ,;--EXISTING GROUND ' 6' D. 6" C&G S/W --~--··-:-~ . ?-' 26.5' 1% ~ 34.5' SECTION L-L NOT TO SCALE 8' STD. 6" CURB 59' 8' 34.5' 26.5' 1% MTN:- -------- STD. 6" CURB 2· MIN ----- RET. WALL HEIGHT VARIES GARAGE FF SECTION M-M w __J <( "' (f) NOT TO SCALE VARIES TUBULAR STEEL FENCE 2' S rBENCH M.0% , .a_% 1,11N. -.::='=:N·:J__:_:;:::::::-------... SECTION N-N NOT TO SCALE SECTION 0-0 NOT TO SCALE 3.5' 3' GARAGE FF ..-,-~_ . .,;. ,. >-:r: (') ::J ~ 0 ~J.-1 .......... DRAINAGE V-D[TCH SECTIONQ-Q NOT TO SCALE VARIES, MIN. 2' SETBACK 2% __ J:.')(, __ ~-·. ---- -;~--:S:-::t!~ 6' BENCH BASIN BOTTOM --=--~•-PROPOSED EXIST. C & G SIDEWALK* 6' BENCH BASIN BOTTOM 1 10• P.U.E. 'l-. \ ~~t- SECTION S-S NOT TO SCALE TUBULAR SECTION R-R NOT TO SCALE *PROPOSED IMPROVEMENTS PURSUANT TO APPROVED STREET [MPROVEMENT PLANS LD03-250CO, PER PM 31023, PA00-0140 EX. R/W f-:r: (!) ~ __J >-- VAR I ES, MIN. i'§ 2' SETBACK 2% J:.'!._ ~-;:-: ----------;~--: ~:::C.)J ---J · PROPOSED EXIST. C & G S[OEWALK* SECTIONT-T NOT TO SCALE 1 • BERM J__j VARIES <D *PROPOSED IMPROVEMENTS PURSUANT TO APPROVED STREET IMPROVEMENT PLANS LD03-250CO, PER PM 31023, PA00-0140 -,<1 n10· '--.,411,j- 5' WI DE TER~~ ..---.._ Kt1r DRA[NAGE V-DITCH ~' ', 1% 1% ' -~IN. __ . MIN. STEEL FENCE ---1 ~~A~~~~E v-DITCH~o. 5 .. cuRBJ = f-:r: (!) ~ __J >-- <( 0 2' 3' SECTION U-U NOT TO SCALE 1% F" w z z ~ . z 0 0:: w ::J 0 w 0:: (!) 3: D ,,-; 0 0 I (!) 0.. I a, LO "' sj- <D / w (f) u w O:'. 0.. / 1% ~ 3' 1% ~ '1 f--~ 11 STD. 6" C&G ....-------------------10 STD. 6" C&G ~ LD18-1898 ~ r, STD . 6" CURB---' 1% ~ GARAGE FF - BUILDING AND SAFETY ~ • ~ ~-R-E-V-IE_W_E_D_FO_R_C_O_M_P_L~IA~N~c=E~w=1=T=H=T=1T=L=E~2~4~~ ,,Jo. DISABLED ACCESS AND ACCESSIBILITY ONLY ::i SECTION P-P NOT TO SCALE STD 6" CURB ~'fl! SECTION V-V 1 SECTION H-H NOT TO SCALE APPROVED BY:---------:5 NOT TO SCALE NAME DA TE / ~------------.----,-,-------:!--:-:-::-:-:-:-:-----'--:-:::::-r::-:::r------:::::-::::-:-:-::::-------.------r----:::;;;;;o==;;;;;;:::---,--~~~~;---,--~;;;;:;:i-;w"--T----;Hoo=ii""Fiv--r--------------------7,------------------L-----------r--:~=--=-1~ DATE BY REVISIONS DATE ACC'D BENCH MARK DESIGNED BY DRAWN BY CHECKED BY CITY OF TEMECULA SHEET NO. > SCALE C. FENTON C. FENTON M.DOTY DEPARTMENT OF PUBLIC WORKS ~ CONSTRUCTION RECORD 2-1/2" BRASS DISK STAMPED T-31-81, IN THE NCRTH 1------,-,,..,..-=-----l RECOMMENDED BY: _________ DATE:___ ,:., CONTRACTOR _______ ~===:===:==========================~===~==:::: ~~ ~N~ ~~~~~T~~-~ ~~ ~:~::: 1--~H~O~RI_Z_ON_T_A_L__, PLANS PREPARED UNDER THE SUPERVISION OF ,;{\~¢t,, PA 16-1427 TEMECULA VILLAGE 3 ;;; ~-+--+--------------+---+----1 RD. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED No. 73744 //%-c2ri~1~\ PM 31023 -PARCELS 1 -8 ~ INSPECTOR ________ l---+---+-------------t--t-----1 HYOOANT, AT EAST EAST Ell(£ OF OF 5'x15' BASE _______________ DATE:_______ ACCEPTED BY: __________ DATE:___ l(s:_lr):_····· .. •.·.·····.;e)I PRECISE GRADING PLAN >- FOO "IWCHO PROPERTIES" REAL ESTATE VERTICAL PATRIO< THOMAS, PE 11'?', ... •• • \c"/1 1-------, ;:!; DATE COMPLETED-______ 1--+--+--------------+---+---; SIGN PER RIVERSIDE COUNTY. N/A MARK A. DOTY DIRECTOR OF PUBLIC WORKS/CITY ENGINEER \if:'.i~~§~/ TYPICAL SECTIONS OF 27 SHEETS _';,- R.C.E. 73744 RC E 44223 -L ____________ L_.L_...L _____________ .L_...l.._...lf!ELEVf:!}_A:!JTI[QON~=J:10~2!8,138!!17'..,_ _______ ..l_ __ ..:..::_~ __ L _ _:~:i:::::'.:=---_J--------------------------L-----:.:..:..:· :..:·.::..:..· -=~::...... __________ .,L_-==---..L------------------------.....L--------JI 150. O' V , o m,-1---,-+-+--t---r----ll-t-t-r-+++--,--+--+--f-r-+--+--,---+--+---,---+--l-,,,,l--+--r--l-1!1 k±-l-____,---l~l~~~l:::+--I ----r--t,-t----1--t,-t----1--t,-t+-t,+++++---,+---,+---,+---,+++-+++-+---t-+-+---t-+-+++-+---l---l----i---l---l---l-~lt=:;-::j-::;=:j-::;-::j-::;=:j-::;-:'i=im~@m-5T~·~-~o~±=:=±=-::=±=:=±--:-::=±:-.:t -~, E:b 1104.-5 c:,1------1--1--i-,~ <»+--+--+--+-+--+---1----i-l-+-+-+-+--+---l-----l----l-------c-1----l--+-_j_----1--+-_j_ _ __j_~ G1 -.00% G2 -14.B ,:i: > ,J,;::: 0 ---:,:: ~ co-.1, 2.5% . ' FlRO~OSED FI IS~ED SURFACE PER ST IMP ,PL N LD 03,25 1 CO z r- UJ UJ I Cf) UJ UJ . Cf) -ro --r-1,11,,1-i-t-t-1-t--t---t---t--t---t---1-t-t-+--t-+--t--+--t--t--i-l--+-+-+-+-+--+--"2rl-t-iz~1--+.-+.d---+---l----l--i~'I ...-E1"' ·~(c-j-· ---t--i-t-+-+-+-+--+--+-+--+--+----11--1-+-+--+--+--+-+-+--+---+--+-+-+--l-_j_...jl\];--+--+--+-~,,.,--t---t-i-t-t-t--t--t---t--+--+---+--i-t--t--t-+-+---t--+----ll-t-+--+-+-+--i--+--+---l-l-l-+-+-+---,--+--l----l----t----t---l < ..;,o:, 8 N I tO ::::Etfl • / 1, -+---t--'----l-!-t-_[_+-+-+_j_-+-+--f-L_j-+-+-_j_++-+_j_--+--f----tl-1-.J.--l-+---V.µw _---11-1-ro -a~1,-,-+-@l ~i'!:-"l t +-""loi-+--+-+-+--'-:IB ~"'1+---t-t-t_L---t-r--t-1-t-++_[_-+-+-t_J-f-t-t--1-+++----1---t--+--l-L_~~,+-+4 9--+--t---l-f-l-+-+-+++-+-+--+---l-f---t--t---+---+-+---+-___j-f--t---+-+-+---+--+-l.--l_J_J__LLJ_--I. Michael Baker 40810 COUNTY CENTER DR., SUITE200 r-,... N w • V ;:eLO . a . 0 ' +I o ~;t_ ~ I · ~...,~ N I Cl>'.:?~-~~ \I!, N ;:::w1 .. ~-l~L-t-t-t--'--t-f-f---'--jr--J-f--+++--f---f--j--t-+-+--++-+---+--J-\~f-+-+-+++-+-+--+--1f-l-+-+-++++--l----1-f-+--+-++--+--l--4--f-i--l-4--4-_j_...i,....(.--I.J_J_(_ .-No+ o 1 .,....,.....-:q ,..... .-.-I lcr-l-4cl~--z---· ....... ::: ::: w.-..... .. 00% ,00 0.0©% 02.74 TC 02.74 TC . tO 2.po% . 10 . 10 . N It<! ~ 0 . ' ; QO"lo 0 0 0) •'· f ~-t-1-t-~t--t--1~--t-+-+--'--+-+-+_j_-+--+-_L_+--+-l__+-----ae---!--I---J.__l_--l---l---l-_l_-l-_l_-!--_1_-L-J PROF I LE SCALE ,., -~~ HORIZ.: 1" = 20' PROPOSED ttINIS D SURFACE T ME 1 IAN ( ' WEST) VERT. : 1" = 4' , p ,.,,.....,_..,_ ~-==--+ CJ) u I I Ir. 13+00 SEE SHEET 18 PARCEL ~, 0 0 ..... It') N .... ,~ 0 I") .... 14+00 15+00 I -/ I I SEE SHEET 7 CONSTRUCT I ON NOTES @coNSTRUCT ENHANCED DRIVE AISLE AND PARKING PER LANDSCAPE ARCHITECT PLANS (DcoNSTRUCT 0.33' A.G. OVER 0.58' CLASS II AGGREGATE BASE @INSTALL ENTRY MONUMENT PER LANDSCAPE ARCHITECTS PLANS 0 ..... 1- UJ UJ I Cf) UJ UJ Cf) F" w z z ~ . z 0 0:: w ::J 0 w 0:: (_') 3: 0 "' 0 0 I (_') [l_ I a, ,0 t'"l sr (0 / w (/) u w 0:: [l_ / LD18-1898 ~ 0 @CONSTRUCT MODIFIED TYPE 'A-6' CURB & GUTTER PER CITY OF TEMECULA STD. 200 @INSTALL DECORATIVE TUBULAR STEEL FENCING PER LANDSCAPE ARCHITECTS PLANS @CONSTRUCT TYPE 'D-6' CURB PER CITY OF TEMECULA STD. 204A @ CONSTRUCT 4' WIDE IAAN GATE PER ARCHITECTS PLAN BUILDING AND SAFETY ~ @CONSTRUCT MODIFIED (W=6') CROSS GUTTER PER CITY OF TEMECULA STD. 210 @INSTALL 26' WIDE ELECTRIC GATE PER ARCHITECTS PLANS l-----cR""E"'v"'1E=w=E=D~Fo=R~c-o=M=P-Ll~A-N~C=E-w_1_TH_T_IT_L_E_2_4--I~ 2'0 -~1~e-----21o _____ 4 1 o ___ __,60 @CONSTRUCT MODIFIED SIDEWALK (WIDTH PER PLAN) PER CITY OF TEMECULA STD. 401 @INSTALL STAIRS AND HANDRAILS PER DETAIL ON SHEET 3 DISABLED ACCESS AND ACCESSIBILITY ONLY ~ I. -=:J I @INSTALL 4• CHANNELIZING LANE STRIPING PER MUTCD STD PLAN A20D DETAIL 3BA @LANDSCAPE PER LANDSCAPE ARCHITECTS PLAN ,;;; z SCALE: 1"=20' '16'SAWCUT, COLDPLANE AND OVERLAY PER PLAN AND DETAIL ON SHEET 3 APPROVED BY:___________ <e [====~~~~~~~!~~!~~~~~=====P~~~l=~~~~=========~~~~~~~~=========l~~~JE~~~r=======~~~~~~~~=============Jr-----T--::;;~~;;;;:---r---;:;;~~~~~-;--T--~;:;~~--r----;~~:;;-;=---r---------------------,,-------------------L----__.'.:N~Al,l~E~---r--__.'.:DA~T~E:...__J-;;;~_J 1 CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY i---t---t--------------+--+--12-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. > INTERNATIONAL TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM CONTRACTOR________ CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: _________ .DATE:___ :;'l 1----t---+--------------+---+---I RD. ANl YNEZ ROAD. 56' N.W. OF RAl'CH CALIFOONIA -~~~~=----1 ~-~ "' INSPECTOR i---t---t--------------+--+--IRD. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED ,;{{~~i't,, PA 16-1427 TEMECULA VILLAGE 4 ;;; --------HYOOANT, AT EAST EAST Ell(£ OF OF 5'x15' BASE No. 73744 //if )9,p/ .o~\ / DATE COMPLETED _______ t---+--+--------------1---11----1~~-~~~~~~T~EsTATE VERTICAL _______________ ,DATE:_______ ACCEPTED BY: __________ ,DATE: ___ l(s~~iit,]:e)I PM 31023 -PARCELS 1 -8 ~ MARK A. DOTY PATRia< THOMAS, PE \i,~ •••• /"'1/ PRECISE GRADING PLAN 1--------10 L ____________ ...1._J __ L ____________ .....1 __ L_ll!ELEV£!!.A[TI[!!ON~..!10~2~8~38~7'...,._ _______ ...L_..:.A::s __ N~o:..:TE.::.D _ _j_ __ ~::i:i~~--l......:.:R_::.c:·:E..:.._7:,:3::,7:44::.._ ___________________ _j_ _____ ~D~IR~E~c.:.To~R~o~F~P-u_B_LI_c_w_oR_K_s~/c_I_T_Y_E_N_G~I=NE=E~R_JL'',~~'N:'c'~"':"/.::"'4$:,1_, .L------~~~!~~~~~~~~~N~~~~~~~~E~~------L~~~~~~J.';,--. R. C. E. 44223 '"-~.Y OF SHEETS I I / 46. 12 FL , ¢ 46.91 TC ~ 46.90 TC 45.91 FL ~ 46.90 TC 46.83 TC ~ 3 47.00 TC FL 45.62 \ \ 11 TYP. 46.39 TC 46.69 TC 5.0% \-:-MI N"-._ \ta __ \,-1\ 47.43 FS 47.00 47.80 HP FL \ FS I \ ' " . ~ §% ~ I-,._ \ . \ , ' -Cl 47. 3 FS 47.90 FS / 47.00 HP FL 46.34 \ TC _\ ------" ::: I I ~1 . " oZ 0 th ~ -"' ""- '.;I) ,_., Ii\ 46.81 ~ FS I 46.50 J 1.0% LP TG FF= 47.90 46.8 BUILDING 3 FF= 47.90 PAD =47.23 oz . ~ ~ FG 46.8 , HP7FL\ l.,_l!__ _\-. 11<!1 . "' ::;; /HP_IF_L __ ~--L 1.3% 47.2"0 FS V " "' "':=i I 47.02 TC I I I ~ ~ 47.00 FS 47.20 47.4 FS ~ 4 46.50 LP TG V PARCEL <) 0 I 1LQ/i FS " 0 "' 1.0% II<! • oz . -"' ::;; 47.90 FS 47.0 HP FL 2.5' I /! I / 47.nn j/HPTFL " (} 7 1.9% ~ ,._ p 47.0 ~ 46.77 FS .J .Jc,--~"' ~~ 47.66 (/} ;;- FS ~t::: -~- .1-0!_ ~I ~~- - 46.96 / ~ FS .. / . 46.73--= {;]1 _ _____,J/ i£ ,2 46.9 § HP FL 46.46 !' P L;-~-c __ _ • I ,----~~- . ~GB--;-------,1-_____ _ FS 47.00 . . ~ 47.4 -Ga-....c_F~ ~ ~ --'---I-----~ , co I- UJ UJ I Cf) UJ UJ Cf) F" w z z ~ -z 0 0:: w ::J 0 w 0:: (_') 3: D "1 0 0 I (_') 0.. I a, "' .,., EXISTING EASEMENT NOTES: "" (0 / CONSTRUCT I ON NOTES @) INSTALL DETECTABLE WARNINGS (PANEL 3' x SWK WIDTH, PER PLAN) PER CITY OF TEMECULA bJ 0 AN EASE!.ENT IN FAVOR OF SOUTfERN CALIFOONIA EDISON COMPANY AND CALIFORNIA WATER AND TELEPHOIIE COMPANY FOR PUBLIC UTILITIES AND INCIDENTAL PURPOSES, PER INSTRUMENT NO. 40992, RECCfiDED APRIL 19, 1966. STD. 402 u (D CONSTRUCT O. 33' A. C. OVER O. 58' CLASS II AGGREGATE BASE @) CONSTRUCT TRASH ENCLOSURE PER ARCHITECTURAL PLANS I,! @CONSTRUCT TYPE 'D-6' CURB PER CITY OF TEMECULA STD. 204A @INSTALL DECORATIVE TUBULAR STEEL FENCING PER LANDSCAPE ARCHITECTS PLANS ;> @CONSTRUCT MODIFIED (W=6') CROSS GUTTER PER CITY OF TEMECULA STD. 210 @REMOVE EXISTING LD18-1898 ~ (J) CONSTRUCT MODIFIED (W=3') RIBBON GUTTER PER CITY OF TEMECULA STD. 210 @LANDSCAPE PER LANDSCAPE ARCHITECTS PLAN BUILDING AND SAFETY ~ Michael Baker @ CONSTRUCT MODIFIED SIDEWALK (WIDTH PER PLAN) PER CITY OF TEMECULA STD. 401 .___R_E_V-IE_W_E_D_F_O_R_C_O_M_P_L_IA_N_C_E_W_IT_H_T_I_T_LE-2~4,----1? 40810COUNTYCENTERDR., @)CONSTRUCT 1' STEP-OUT PER DETAIL ON SHEET 3 DISABLEDACCESSANDACCESSIBILITYONLY ci ~~~:;3~ CA 92591 1~0-~1--.J'-----101 _____ 210 ___ ----i3F @ INSTALL TYPICAL 90 DEGREE PARK I NG STALL STR !Pl NG PER DETAIL ON SHEET 2 i PHONE:(951)676-8042 I -=:J @CONSTRUCT MODIFIED ACCESSIBLE CURB RAMP PER CALTRANS ABBA CASE F AND PER PLAN APPROVED BY:__________ :':5 ~-1_N_T_E_R_N __ Ar_1_o_N_A_Lr-M-BA-KT"E-RI-NTL--,.C-OM ____ _l _______ ~s:CA:L;E~: "'.'"1~";=;10~·----==:-:-:-=:------.-----.r--::;;;;;;;.:=;;;;;;;;::---r-~~;~iv-"T---;;:;;;:JR'V-7--CHrn~BY--l--------------------r==--=--==-===-:==-:-:--=-------..L..-----NA_M_E ____ 7_:::D;AT~E=-1i DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. / CONSTRUCTION RECORD l----+---1--------------+---+---t 2-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH 1-----,-----t C. FENTON C. FENTON M.DOTY RECOMMENDED BY: _______ ~DATE:___ ~ CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF . .;'~T~\.. PA 16-1427 TEMECULA VILLAGE 5 ;;; CONTRACTOR _______ 1----+---1--------------+---+---t RD. AND YNEZ ROAD. 56' N.W. OF RA/'CH CALIFOONIA 1--~~~----1 ,!~\/<y;7,q 0 ;, / 1----+---1--------------+---+--t RD. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED //if ::i7,,:::-.o,;:\ PM 31023 -PARCELS 1 -8 <[ INSPECTOR I---+--+--------------+---+--; HYOOANT, AT EAST EAST Ell(£ OF OF 5'x15' BASE No. 73744 _______________ DATE:_______ ACCEPTED BY: __________ DATE:___ l(s~~1it,]:e)I PRECISE GRADING PLAN ~ --------FOO "IWCHO PROPERTIES" REAL ESTATE VERTICAL PATRIO< THOMAS, PE W\,... /&/ I--------< o L-D-A-TE_c_oM_P_LE_T_E_D~===========;L-_-_-_-1-L-_-___ _....l __ -_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-;_-_-_-;_-_-_-;..l!s:!:!IGN~PER~R..:1....!.Q;vrns~mJE~COUN'....._T_Y_. ______ L _ _::N::_/A:::_ _ _J __ _::::::i:i~~--L...:~.:.:~.:~.:.:K·E::.:~_-.:_: 7~::.:~_:!..:_! ___________________ L ____ ___..:~~'.~~E.:.:·~:..::_o::::4:!~:=~::.3P_u_B_L1_c __ wo_R_K_s1_c_1_TY_E_NG_1_N_EE_R_L\_'""_l""._L.="::...""/:..,_l?_;f_· L. ________ B_U_I_L_D __ IN_G ___ 3 ________ ....... _o_F_2_7_s_H_EE_T_s__,! 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FS 2.0 1. 7% 46.20 TC 45.72 FS TC -----.----:::::-.-'-----,-,. 46. 39 18' TC . 1.0% a, ~1 -I I - ~1 \ 2.5' .0% \\ IN . 47.20 HP FL 48 1 0 FS \ 48. 1.0 FS -46. 70 LP TG 47.50 ~ 45.74 FS 46.29 TC 45.73 FS 46.80 LP Tj G 47.5 FG \47.5 46.46 TC Ii) 0 46.24 TC 11. 4' 46.41 1-----1 TC 47.07 FS 47.20 HP FL 1.0% . Ii) . Ii) FG 11<!1 ' . 46.80 oZ ~ Ii) u-:i :::. 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OVER O. 58' CLASS I I AGGREGATE BASE @CONSTRUCT TYPE 'D-6' CURB PER CITY OF TEMECULA STD. 204A @ CONSTRUCT MODIFIED ( W=6' ) CROSS GUTTER PER C !TY OF TEMECULA STD. 210 (V CONSTRUCT MODIFIED ( W=3' ) RIBBON GUTTER PER CI TY OF TEMECULA STD. 210 @CONSTRUCT MODIFIED SIDEWALK (WIDTH PER PLAN) PER CITY OF TEMECULA STD. 401 @CONSTRUCT CROSS GUTTER PER CITY OF TEMECULA STD. 210 @) CONSTRUCT 1 ' STEP-OUT PER •ETA IL ON SHEET 3 @SAWCUT, COLDPLANE AND OVERLAY PER PLAN AND DETAIL ON SHEET 3 @CONSTRUCT MODIFIED ACCESSIBLE CURB RAMP PER CALTRANS ABBA CASE F AND PER PLAN @INSTALL DETECTABLE WARNINGS (PANEL 3' x SWK WIDTH, PER PLAN) PER CITY OF TEMECULA STD. 402 @CONSTRUCT TRASH ENCLOSURE PER ARCHITECTURAL PLANS @CONSTRUCT RETAINING WALL PER SEPARATE PERMIT @) CONSTRUCT ENHANCED DRIVE AISLE AND PARKING PER LANDSCAPE ARCHITECT PLANS @CONSTRUCT DECORATIVE SIDEWALK PER LANDSCAPE ARCHITECT PLANS @INSTALL ENTRY MONUMENT PER LANDSCAPE ARCHITECTS PLANS @INSTALL DECORATIVE TUBULAR STEEL FENCING PER LANDSCAPE ARCHITECTS PLANS @CONSTRUCT 4' WIDE MAN GATE PER ARCHITECTS PLAN @) REMOVE EXISTING @INSTALL 26' WIDE ELECTRIC GATE PER ARCHITECTS PLANS @INSTALL HANDRAILS PER DETAIL ON SHEET 3 @INSTALL STAIRS AND HANDRAILS PER DETAIL ON SHEET 3 @ LANDSCAPE PER LANDSCAPE ARCHITECTS PLAN F" w z z ~ -z 0 O:'. w ::J 0 w O:'. (_') 3: -F---F __!_~1F- ~--.1>-W~N __:_ #+--~ -47_19 -4. 0 ~ c_Fs_· F.-:tS-~-F--c:f -~ -F--F--F--F-~-F-F--F -•·-6-6 _:_ W . 'V--W-----,,j-\'I= -W--W--V,, 7 -Vi'> 1 --W-- -~ "' 46 . 9Q -- TC TC FL 0 ~~::it, EXISTING EASEMENT NOTES: (D AN EASEMENT IN FAVOR OF SOUTHERN CALIFORNIA EDISON COMPANY AND CALIFORNIA WATER AND TELEPHONE COMPANY FOR PUBLIC UTILITIES ANO INCIDENTAL PURPOSES, PER INSTRUMENT NO. 40992, RECORDED APRIL 19, D <!) 0 0 I (_') [1_ I a, LO .,-, sj- <!) / w (/) -.. .. -- Michael Baker INTERNATIONAL ~~~~TIH---FL -.. t> +----+-+-~-~---~, ~ 0. % • I') 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM SEE SHEET 8 0.5% it, -·~ it,~.,.,,,., 7 ~ _,,,~ N\ ,_,,- 10 5 0 ~I ~ 10 20 30 I I I SCALE: 1"=10' 1966. u w O:'. [1_ / LD18-1898 ~ ....--------------------10 BUILDING AND SAFETY ~ ,__ ________________ _,s. REVIEWED FOR COMPLIANCE WITH TITLE 24 / DISABLED ACCESS AND ACCESSIBILITY ONLY ::i APPROVED BY: __________ _ NAME DATE D / D z <( __J / D i-----:::==:::::::::--:::::::=:---r.::-:::;r:::::-T-------:::~===-----T.:':::::i:-=-:::r------::::::::-:-:-::::::-------T------r----::;;;;;;;==;;;;;;::::---,--~;-;-;;~:;-;;-;;---"T----;;;-;;;;:;-;:~--T----;:~~~;;;---r--------------------7r------------------.._----------r--------i0<( CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY 0 2-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. -;;;- t----+---+---------------+---+---1 CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: _________ .DATE: ---~ CONTRACTOR _______ >----+----+-----------------+------+---tRO. ANlYNEZROAD. 56' N.W. OFRA/'CHCALIFOONIA,__ ____ __, . .;'~T~>.. 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L.. ~ LL LL. ~ a.... __ ~--- 0 H I SEE ~EET 3 ' --. I 1 1 6.0' 1 '~ : 1.0% t~o· 13.o~ ). i---;~-+1---Hf-t-----~-- ~ 46.75 1 FL 4.3% I VARIES 5% MIN. .5.0% I MIN. 15 0% ~~-8 ~ 1,1IN. 47.00 HP FL ~I "" 47.93 FS 48.00 FS 47.00 HP FL 2.5' .2 5.0' 3.8' 0. 47.3 FG ~ 2.0% 5.0% MN. FG It) . r') PARC FL rJ 0 SEE SHEET 18 47.00 HP FL 47.3 FG 1.2% ~ -------- BUil.DiNG 1 FF= 48.00 PAD =47.33 ~ I 46.59 LP TG 46.67 47.3 FL FG \ VARIES 5% MIN. ~ -47.3 -FG h f FF= 48.00 48.00 FS 47.3 FG 47.00 HP FL 3.50' \ j 2.0% \ 5% IN. \ 2.0% I" . . 0 • I I +~·90 47.60 46.73 46.65 47. !i-:3 TC ~ ,E I I 7 4. 47, O· "'FS . . 2.4%. / . ' . // . ,,/<! .. .. 47.44 . 4 TC . 47.33 TC 1 .0% ~ / 3.:-1\ LP TG ~------7 rrr-z:=====:Q ====---:-..,-------------------LP TG'--47 .00 r: I (72)- .......,f-H_P.c.F_L ______ ~--'-----\-----' ~ ~~ -;· 47 .OD ~ ~ 46 .65 . It) 46.65 N ~ ~'~ n-4""7'. "'55d-..l~ FS 0.5% 'v q 47. FS 47 .17 TC ~ 4 7 . 1 4 3 ~ TC ~ 47.12 1.0% . 0 It) --1 0.5% . 0 'v It) . 0 It) cxi ~ ~ LP TG 46.97 TC 0 ~ "'I -9. 0' .....__________ -1------.j----l 0.5% 46.83 FG 1. 1% M 'FL 1.0% FG p T ------- !47.13 46.67 0.5% ~ .. ~ S \ "'-,,. FS LP N "'- N 46.77 46.7 TC TC . 46.72 ~I 0 TC IC -9.0' -- 0.5% 0.5% TC 46. 77 46.79 TC 46.07 47.00 P FL 1.0% .0.5% 0. 46.97 TC 3 ~I C 46.79 46.83 TC TC 46.34 46 · 77 HP FS . 0 IC - 50.46 TC . 46.45 0 TC 9.0' 5.0' ~ 0.6% .. .. ' 46. 95 , 46 97 S .-....,,~_/ ____ -,-"-__,~F.S+------;; •. ~!ff ~~-85 " !I · A ,f 46.93 TC 46.90 TC 9.0' EV 46.86 TC 46.85 TC ~I 0.6% 46.77 TC 3 46.25 46.57 FS EC TC ' 46.92 FS j~ ( L+52 lfL +r 15 ~ _ MOC TC"' \ 46.46 -n__ 7 >---s--s -~ -s--s--s--s--s--s--s ~~s--s--s---CD 1 --s ~ -12" STORM DRAIN, . "'I FS 0 0 ~ S--s---...: S-45-_ so -S----:;,..-S -LP FL s-----,s-~-c s T_c_~_J __ s-~~l-1!6-:-06-s HP FL ~,S--S--S--S--"--S • 6 45.78 -GB FL -+±AJ--~=F=L:::-=::====:l:sz:-'=--s---=-=-=-=--'=\~-~=--=--=-=-~------_ -_r~ -_-ll,1'-· SEE SHEET 19 ~¥:i:::::::::n:;~L~~~D~-=5~%~~~;7~~~t~~~~~~~~~~~~~~~~~~~~~~~~~~~~µl=o•l--------1--------~-"-~'----'-----1--1-ot====n~L=====:'.':::"'S;:;;::;;;:z'.~:0~.~5%'.':======t=::t='.':====::t==~:=========~=--1t/~f""'::::=;:'.'~~::= ~ I ~ r') I n ~ . n 47,oo FL . N --W--W--W--W--1!/.J -.- F--F 3-___"'F--F ~~--: (D NI - FF =1146. 89 ' PAD =1146.13 --W--W--W----t:i N--W--W-"'-l-W-+--W-_-W-~j-W--W-N · W~--W--W-~r-W--W--W--W--W--W--W~j-W-t;:; W F--F--F--F -~ -F--F--F~ --47-;-©8 F ;::1--4ff.21 -F---· --F--~ --F--F--F--F--F--46 77 F .=1--1~ F .... MOC TC GB FS MOC TC ~ ~ 47.30 0.5% 0.5% -----l}j TC 47 .01 TC 9.0' ---~ 46.07 FS 46.79 TC 3 46.8 . TC 46.65 /\3 /\3 /\3 lf.3 9.0' .. ~-GARAGE2 ~ ~, ~, ------------1-+---+-l+--+-f------= ~ 46 .88 ~I 47 .15 TC 46.77 TC 46.93 TC 46.9 ', TC 46.93 TC TC 46.B 46.80 TC TC w 0 ..- I-w w I U) UJ w U) CONSTRUCTION NOTES (DcoNSTRUCT 0.33' A.C. OVER 0.58' CLASS II AGGREGATE BASE @CONSTRUCT TYPE 'D-6' CURB PER CITY OF TEMECULA STD. 204A @CONSTRUCT MODIFIED (W=6') CROSS GUTTER PER CITY OF TEMECULA STD. 210 G)coNSTRUCT MODIFIED (W=3') RIBBON GUTTER PER CITY OF TEMECULA STD. 210 @CONSTRUCT MODIFIED SIDEWALK (WIDTH PER PLAN) PER CITY OF TEMECULA STD. 401 @) CONSTRUCT 1 ' STEP-CXJT PER DETAIL ON SHEET 3 @INSTALL TYPICAL 90 DEGREE PARKING STALL STRIPING PER DETAIL ON SHEET 2 @INSTALL TYPICAL ACCESSIBLE PARKING STALL SIGNING AND STRIPING PER DETAIL ON SHEET 2 @CONSTRUCT MODIFIED ACCESSIBLE CURB RAMP PER CALTRANS ABBA CASE F AND PER PLAN @INSTALL DETECTABLE WARNINGS (PANEL 3' x SWK WIDTH, PER PLAN) PER CITY OF TEMECULA STD. 402 @CONSTRUCT TRASH ENCLOSURE PER ARCHITECTURAL PLANS @CONSTRUCT RETAINING WALL PER SEPARATE PERMIT @CONSTRUCT ENHANCED DRIVE AISLE AND PARKING PER LANDSCAPE ARCHITECT PLANS @INSTALL DECORATIVE TUBULAR STEEL FENCING PER LANDSCAPE ARCHITECTS PLANS @LANDSCAPE PER LANDSCAPE ARCHITECTS PLAN . 0 " 0 -w _, 13 u, 10 5 D 10 20 30 ~I ~ I 1------l1 SCALE: 1"=10' F" w z z ~ . z 0 O:'. w ::J 0 w O:'. (_') 3: D r-.: 0 0 I (_') 0.. I a, LO .,., "' (0 / w (/) u w O:'. 0.. / LD18-1898 ~ 47.3 FG 47.02 LP TG oz "'I . ..-----------------------~-------------------10 I 47.3 FG I 0 z .. , . . --:::;; 47.8 FG .-It) :::;; .. , . oZ -...: :::;; Michael Baker INTERNATIONAL 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTL.COM BUILDING AND SAFETY ~ 1-------------------<S, REVIEWED FOR COMPLIANCE WITH TITLE 24 / DISABLED ACCESS AND ACCESSIBILITY ONLY ::i APPROVED BY: __________ _ NAME DATE D / D z <( _J / D i----:::==:::::::::--:::::::=:---r.::-:::;r:::::-T------:::::::::-::::=:-----i::-:::::i:-=-:::r-----::::::::-:-:-::::::-------T------r----::;;;;;;;==;;;;;;::::---,--~;-;-;;~:;-;;-;;--"T---;;;-;;;;:;-;:~--T----;:~~~;;;---r-------------------'---7r------------------.._----------r-------i0<( CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY 0 2-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DDTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. -;;;- t----+---+---------------+---+---1 CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: _________ .DATE: ---~ CONTRACTOR _______ >---+---+-------------+---+---iRO. AN) YNEZ ROAD. 56' N.W. OF RA/'CH CALIFOONIA,__ ____ _, . .;'~T~>.. PA16-1427 TEMECULA VILLAGE 7 ;;; t----+---+---------------+---+---t RD. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED . .:<.\><ff>'°~\ / ::::E::::LE-TE-D--~~~~~====== ====:===:=================================:::: fr~~t5:~ri:.: E~A~~x15' BASE VERTICAL _M_A_R_K_A ___ D_O_T_Y _________ __,DATE: -------ACCEPTED BY: -~-1~-~-i-ra_R_T_~~-M-~-GB-, L_i_~_W_D_R-KS_/,::::-E-NG-I-NE_E_R ~~,rr~¥~~ PM p~~g~~E -G~~~I~~s P~AN 8 ------! N/A R.C.E. 73744 R C E 44223 <{"g_~Jc' BUILDING -1 OF 27 SHEETS L ____________ L_.L_...L _____________ .L_...L_..J.f!ELEV£:!}.A:!JTI[QON~-110~21a.138!!17'...._ _______ ..l. __ ..:..::.......: __ L _ _:~:i:~:.._ _ _J_.:..:.:_:..:..:.....:...:..:......: ____________________ L _____ ~-:..:·.:..:..· ~~:._ __________ ...L.....:::==:::._L ________ ....::::.:_:~::.:.:..::::.__....:.... ________ ..J......:.~:.:.....:..::::..:.:...J I CONSTRUCTION NOTES (DcoNSTRUCT 0.33' A.C. OVER 0.58' CLASS II AGGREGATE BASE @CONSTRUCT TYPE 'D-6' CURB PER CITY OF TEMECULA STD. 204A @ CONSTRUCT TYPE 'D' CURB WITH ZERO CURB FACE PER CITY OF TEMECULA STD. 204B @CONSTRUCT o• H TO 6" H TYPE 'D' CURB TRANSITION, LENGTH PER PLAN @CONSTRUCT MODIFIED (W=6') CROSS GUTTER PER CITY OF TEMECULA STD. 210 G) CONSTRUCT MODIFIED (W=3') RIBBON GUTTER PER CITY OF TEMECULA STD. 210 @CONSTRUCT MODIFIED SIDEWALK (WIDTH PER PLAN) PER CITY OF TEMECULA STD. 401 @) CONSTRUCT 1' STEP-OUT PER DETAIL ON SHEET 3 @INSTALL TYPICAL 90 DEGREE PARKING STALL STRIPING PER DETAIL ON SHEET 2 @INSTALL TYPICAL ACCESSIBLE PARKING STALL SIGNING AND STRIPING PER DETAIL ON SHEET 2 @CONSTRUCT MODIFIED ACCESSIBLE CURB RAMP PER CALTRANS ABBA CASE F AND PER PLAN @INSTALL DETECTABLE WARNINGS (PANEL 3' x SWK WIDTH, PER PLAN) PER CITY OF TEMECULA STD. 402 @CONSTRUCT TRASH ENCLOSURE PER ARCHITECTURAL PLANS QVINSTALL BIKE RACK PER LANDSCAPE ARCHITECT PLANS @CONSTRUCT ENHANCED DRIVE AISLE AND PARKING PER LANDSCAPE ARCHITECT PLANS @CONSTRUCT DECORATIVE SIDEWALK PER LANDSCAPE ARCHITECT PLANS @INSTALL HANDRAILS PER DETAIL ON SHEET 3 @LANDSCAPE PER LANDSCAPE ARCHITECTS PLAN "' J ~ /41.20 r,, TC / 47. 11 TC "' TC /47,00 TC 3 47 .21 1 • O' TC 47.20® 0 TCJ 46.63 ~ 0 TC - 46.60 0 TC~! 46.33 FL "' / 47.47 TC "' /2 .2% 47.1019 0 TC 47.61 6" TC 47. 11 o• TC 47.77 TC ~/ ~ FL 47.87 TC 5.0% MIN. 47.3 FG 48.50 ~i TC "' ~, ,/, ~l ---------------<D ~ . 0 - . 0 .,., ......___ . 0 .,., - GAR(IGE 3 PAD =1147.33 FF =1148.00 ~l ... ... ... ... ... SEE SHEET 7 I 1!4tl . 0 ~ ..: :::;; .... -,/< 5,4%>,_ 47.67 FL 47.2 FL / l---------=-.=--------1-/~/------1~"~11 ---- 4/i .,..-, TC w w en ~ 4R .D~~,114t1 ~ ~---N:::;; ----·RIDGE------;., 1!4tl ~ 4 . 5 :::r:: _..... 1!4tl ~ N :::;; FG\ N :::;; ____________ ....:.L _\_ ____________ _ )m 48.7 ----RIDGE----/FG 47.65 47.85 1!4tlz 01 S FS N;i ~/ 5.0' ~ 7.0' I 48.0/ FG _ 5.0% MIN. I ~ 47 _.,Q!f" I Fl . °3/ y 47.40 HP FL 48.0 FG 47.2D LP TG -~j 1.3% . 1/) 47.00 LP TG ;..._ 48.0 FG PARCFL 8 47.60 HP FL 48.70 FS 48.60 GB FS 47.70 HP FL FF= 48.70 1.2% . 1/) .,., . r--. <D 47.30 LP TG ~_,_ - 47.59 47.68 TC TC 47.61 ~l TC . 0 . IX) - EV 1.6% . . 1/) 0 . -.,., -7 - ~ ~· o, • V V 48.07 TC ~-<11 TYP. EV 47.93 48.0 FG 5.0% MIN. TC 47.96 TC ~l m-..... 48.00 1/) -- .,., Hjz N ;i 48.21 0.5% 'I;;, 1.9% 1.2% 1!4tl . oZ -in :::; FS 1!4tl . oZ -in :::;; BUILDING 5 FF =48.7 PAD =48.03 )m lt4t l . oZ -in ::. 47.70 ; HP FL 1 .O' STEM WAL FF=1147.70 GARAGE 13 PAD =1146.83 FF =1147.50 I 1!4tl z N ;i 1. 1% )m I I 1.2% 7 lt4t 0 -,,_ " N 47.30 47.60 LP TG 1. 7% HP FL 48.0 FG 48.2 -. 0 - 48.00 TC 51 . 1/) . . 1/) .,., 47.30 LP TG . IX) 48.0 FG 5.0% MIN. 10 Cl 48.17 TC 3 48.02 TC 47.97 TC . N .,., - . 0 IX) - . 0 .,., - 1.7% 1.2% 9.0' . 1/) -- 0 ___ / I ---\- GARAGE 4 PAD =1147 .8 FF =1148.5 ' ~ \ \ I 48.0 FG I 47.30 LP TG 5.0% I MIN. ~, 47.40 FL I 59.6' ' ©\ I 5.0' 1 ✓ 48.70 FS 48.60 GB FS ~ L 48.33 TC ~l 48. 18 TC 48.16 TC 47.66 FS \ \ 2.0% 1\4.6% ' I I .• 47.70 rr 3.5' 2 ~, 0.60% 4 f;tl!-ljr-'-----u,-------------!-f---------+.__.,_ ____ -=--t---,:;--I---.L_ __ -::._-:::,.11.,_"'b~' _----------,/-'-'FL=--------=--t---;;oi_-_-_-_11-cn~~----------------'-\,;---~L_ _____ +F,_.L=--__ -....c,.,-,:.: 'c,!"!~~~:-t---;:;t---------jl.!:!!:.~'.!.._ ';-/7 -\\ -~~ 40810 COUNTY CENTER DR., ~ "-._ Michael Baker INTERNATIONAL SUITE200 SEE SHEET 9 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM 10 5 0 ~I ~ / / ?----', I I I I 5.0% , I MIN . FF=1149.'10 I 49.00 TC 49.02 TC 48.70 TC 48.20 FL 9.0' -OJJ ~ FG 5! 48.92 6" TC 48.42 O' TC ~, ~ FS 10 I SCALE: 1"=10' 46.45 FL y 5.0% MIN. 46.49 /FL 46.20 )m2 TG ~~· 12 ~ 46.8 >< ~ ._.f ____ ....:~....:;Ga-~ 47. 10 FS 46.90 CJ I HP FL 2 ,0% 10% ~ MIN. 47.20 FS 47.961 46.67 FS LP TG ~ 47.20 FS I 47.00 I HP FL ... 2.0% MIN. ~ 6.90 G 47.00 FS 2.0% 2.0% 47.00 F~46.90 FS 47.00 FS l~ ,~ ~ TG ,~ 47 .oo 46.10~47.10 0 -..- I-w w I (/) w w (/) I r-w z z >-;;:: z 0 O' w ::J 0 w O' HFS r..FS\ ,,-t'"""'====:l:i~ --47 20 46. 5 46. 5 N FS · ~F'G°"\--- 0 II (_') ;;:: FS'-,, 20 30 I I D cx:i 0 0 I (_') 0.. I a, LO .,., "" (0 / w (/) u w O' 0.. / LD18-1898 ~ ......-------------------10 BUILDING AND SAFETY ~ ,__ ________________ __,S- REVIEWED FOR COMPLIANCE WITH TITLE 24 / DISABLED ACCESS AND ACCESSIBILITY ONLY ::i APPROVED BY: __________ _ NAME DATE D / D z <( _J / D i----:::==:::::::::--:::::::=:---r.::-:::;r:::::-T------:::~===-----T.:':::::i:-=-:::r-----::::::::-:-:-::::::-------T------r----::;;;;;;;==;;;;;;::::---,--~;-;-;;~:;-;;-;;--"T---;;;-;;;;:;-;:~--T----;:~~~;;;---r--------------------7r------------------.._----------r-------i0<( CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY 0 2-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. -;;;- t----+---+---------------+---+---1 CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: _________ .DATE: ---~ CONTRACTOR _______ >---+---+-------------+---+---,RO. AN) YNEZ ROAD. 56' N.W. OF RAl'CH CALIFOONIA,__ ____ _, . .;'~T~>.. PA16-1427 TEMECULA VILLAGE 8 ;;; 1----+---+---------------+-----+---t RD. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED . .:<.\><ff>'°~\ / ::::E::::LE-TE-D--~~~======== ====:===:=================================:::: fr~~t5:~ri:.: E~A~~x15' BASE VERTICAL _M_A_R_K_A ___ D_O_T_Y _________ __,DATE: -------ACCEPTED BY: -~-1~-~-i-ra_R_T_~~-M-~-GB-. L_i_~_W_O_R-KS_/•::::-E-NG-I-NE_E_R ~~,rr~¥~~ PM p~~g~~E -G~~~I~~s P~AN 8 ------! L __________ _J _ _J _ _J ____________ ...L_...L_..1!:EL!;!:EV'J..!.A~TI!!!ON~~..!.!,0~28~.JB~7z..._ ______ _JL __ N..:./_A __ .L _ _:::::::=::::::--.L-R_._c_.E_._1_3_7_44 __________________ -1. _____ ~R.:..'..c::..:.·::.E:.... . ..:4::42~2:::3 __________ L·,_~::::L:::"'--.::::::~:...'k'/_··...L _______ _:B::U:I:L:D:..:I:...:N::G:_-_:5:....._ _______ ..L_o:...F...:2:..:7:.....:..sH_:EE::T_s:......JI SEESHEET8 ~v ___ ~',l I ~1~ 47.5( I LO :::i FG Jt--·..._-l--,----- I ,._11 _ __.__ (( /! \ ~ /~I ~I ~I ~ ~I 51 ~11',(f----,;,.----------f+----------LllL . .------------...--,..,,-------------ir,L . .-----t--------------"s--~,.,.,----------------L{l-1 . I I ___ ~--. _o . . o \ . ot--~-- 46. 20 LP TG ....____ -,~L - _J rF I / I -,..;~----+----~-----------+---------+-"'~----+-------------\------\-'z------~------1~--------------+-"'t--+--~ 45 99 / 46.33 46.45 46.66 "' 46.91 47.17 ~s,.__ . I I ' FL • FL 7 FL • FL FL 47 .39 -~ ~ F-~-~ _w==-F ~~,--F-w==-F-w==-F W+-~E ~1 --: · ~~ · F ~ F ~F --F P\r~, F--F--F--F--F--F--F--F--F~ -F--F---t li --F--F--F ~,F -F--F ~1-~ ~---= F--F--F--F ~,-F--,---~-~ HP BC FL , CJ) -46.87 12 -46.52 47.72 LO~ 47.so ,, 47.BD"' 47.82 --~ 48.o5"' 47.57 4 - I TC c:..:.=e.Tr l FS _,,---~___ TC TC lij TC TC TC O" TC 47.98 TC - I I I 1 .5' 7 1 3.0 1. ~% i)~~(l 1: " ? ~ A '/o£:= 2 9'-=-~ ~: ..... ~ ... :-:~~-:ii:~;:c:::: __ ::._==::::;::i====;::c:===i:::;:::Al:~::A:::=:::1::i::76::;.::,::603:;=,:=::::::=:,:::;:=::CD= .. :: .. ::-~:====:::::;::===:::,:;;r...,_____ :r"" " r . 1 . .,,,.,,.,:,.,~-;--t,o_.;""~-+,,.+-r-1---.-~-~---- , I .:-1 13.0' ..: 17' 17 1946.6 ./ 47..21 47.35 c:,1 --.1--10_ ---~::...._______ -------------------------3 ~ TC / \\10 ,., 11 .~, i~/J7 4~/,dc /I/ /~~-25,,,,,.-: _Tc ;~-34 ~ 47.79 -·5--:_:i: • ..._____---.. • ..:._ -~,-------~,-------1 5.0% 48.02 -4s.b o 1.12 46 9 I ii T~ i ,/i TC/ TC -MN. /,-----.____ -FF=1147.5o[~----f--=:!._ __ ~ ------...._____ MIN. TC TC / o TC ~F~s·c!!---~_,,,-{8i 47.21 EC FL 1.0% 72 ~, i 47.6 FG 47 .10 LP TG . Lr I . I -~ I I 48. 15 / FS 3 / /4 f O , O. / ~ , --------~-\_ I \ ~ 1747.45 _..,. 9.0' l/i7 0] 00 ·> 3 ~ .. I '°' --..___ .5' STEM WAL _ "-~l . ..I ---~v rs7 Q TC -' 47.92 4~.74 's 46.53 3 47.19 ~ FS. ao ~~--~~--05 3 _-: ~--g_y--=-=-~~1 --~,-----=~A ~ -=:-----~1~~ ~~ :. ~ 46.80 ~o..,) /(r .. :-,=-==s.========11 -;;-47r,.9~4~6o'"-::1T°9C/J~4TEC::::::::::::::::::::~~=~ 1-,~1-.,1.,,7_ ci~\~ I FS ,GB • f'G-r--~ IO ·::,;......._____ r----E.G_ LO ~ ::;; FG '----...____ ~ I fs1\---~ " 46 .7 46. 80 17. 44. 0 <1 19 . 48. 10 GB 48 20 I 4~_-8;1 :n ,77l(~.:11o /~I i : I I n ' ~ < ~ ~~1~ ------,~~,84 ~I I 7 4-fr;,~1=--.. _ _:~~"~~'..'.·.t.:~::::::s.:::;,.·_7~4--~-"'~-~-B_, .. ~ 46.70 ~-~ FG • 0 TC i6"90 . · 1.2%t -.·. --i ~in// 0.5 % .. ·' If/ FS46.48 , ~6-~!1 · o 45 ',501{7.13 r 1/ 47.15 46.4 ix, 1.6~.0.0 ~ ,6.4 ·-----..........__46.00 ----------~ ix,-~ 46.4 LP FS 2.0%·...___...___ .• ~~-~g · .. '/ 1.3% q _/!/-;,. ! 1.0% vt... •1r----... ~ TC TC :~. 49 co . LP TG FS ~-j FS HP FL : ~ 1 • O% LP TG __ 1 . 1 % _ _ HP!(&-----~ • _ _ 1. 1 % -:o-___ LPfT G\.,___ "-.... 00 ......___.;_ ..__ k O% HP FL ~ --... _ ------------~-'-~~.[;?~g'-~---~~~EE~~:f}!' . P. \ -..~ ... ( 1.6~ j, i+-.--®A,+/~-rl'~~/-~ ~,~ ~,~ ef-=--~ ~,-~ .... 'i,; ~ ~~ ~~·+g , ) . 1.o:i: : ~~_1 _ _j· ~-5 • <1 ·;. 1~'---.: L ! /~ / 12.ef:i: 5(@% V. 46.10 c-I -......._ ~~ 45.62/ . ~y *~~-/ £. . /~ LP TG 46.7 L.,_-.-,' FG. ~ 1 ,. 26.0' Fl".1·_ I <1 4 '----~·~. _/ / I/ .. ,. ~~-~~ > ..__ _______ F_G_----------~ ~ -~- 1 8' 5.ci' 510' 46 66 2.5~ 2.3' . 2.5.' 2.5' 13.0' 13.0' 11 . 5' 3.0 11 . 5' 1.0% 5.0% MIN . 48. 1 · FS -~1 0 2.0% ,. .0% MIN. 47.4 HP FL 47.6 FG FF= 48.26 48.26 FS 47.6 47.6 FG co ~ IC) . ---:;~ x /·E1f~·3 ;./ ": I ~::~~ FF= 47.40 ",II "~-46.50 /' / /:~· 7i 5.0' 5.0' GB FS '--.__H_P_F_L_-+------1 ...__ _ _, / · •. , /¼6.50 2.501, I ~-. ~;!: LO ..... ~ FG 'I"'" tu w :I: "' w w ......___ SEE SHEET 3 / //HP FL -,. :i~ ., / PARCFL B ~:::::: ...._______ -__...,. /: ~ 2. 0% I I ) ,~ "" II ~ II II ___...,./ · I ~I .. r \I \t:: C!) sit:: ____...,./·: -5 . : 2~ o% -\ e--'',---~--B-~,~ B 5.0' 47.4 I- HP FL w w :I: BUILDING 6 "' ~ FF =48.26 w I w "' ------·ic----~1--4~6-. 2~37 46 · 5 46 .• 50 \_ · . \ 46. 7 7 -i5'ro1•+--_1_3_.o_•_-, : 4~~7 : .10 HP FL HP ~~ ~-. )G 1.0% ~l PAD=47.59 "' 3 0 11.5' I FG ::l BUILDING 4 46 ,.7 ', \_\ \47>=-~2~9-----\--+l------l • I ~ \ FG \ 1.0% . . . 'FS I _I ---------~ ~~ I ~~ --c--,...._ ~--4'7-;-40 FF= 47.40 4F7'S1.40 1 \_ ' ""..!.:0% :I ~;!:~ : 1.0% i.V) '----°"d FS PAD= 46.73 i 1\. ~ ~ ~~-~ ~~! I ~: ~~)~ :~·32 ' 8 '\ ~6.2~ I "' t... ii'.:--~: ___ t..._~ 46. 7 F~I "' 7 5. 1% 46.40 TC 45.59 TC 45.09 FL %- / .. "' ... / / / / ~1~ zo • il'i 3 : : \ ~ ~:" I I 1.0% 46.1 FG ·, ~ I \ ~ FG 5.0% t.llN. 45. 17 FL 46.0 46.0 FG 0.73' OF 0.73' OF FG 45.40 z 45.80 / FL 45.53 0 ~ I . ::;; /H~!'.:L 1.0% FL 1.0% LO 1.0% -- 1146 ---~ --~----,---- 46.0 :-G 1145 1144 3: 1 MAX 114 11 -. ~ --------~ ---- 0 " • WQMP BASIN BOT EL = 40.00 46.0 FG 45.58 FL \_ 46.0 FG 0.73' OF 1.0% -·-~--;;-~ --~ . "' ---l-- "' 45.22 FL 46.7 FG SEE SHEET 3 4. 1% 3.7% 47.90 TC 47.79 TC SEE SHEET 15 CONSTRUCTION NOTES @CONSTRUCT CONCRETE DITCH TYPE 'A' PER CITY OF TEMECULA STD. 304 a:: 11)1 ~-zo 10 . il<i (DcoNSTRUCT 0.33' A.C. OVER 0.58' CLASS II AGGREGATE BASE Q)coNSTRUCT TYPE 'D-6' CURB PER CITY OF TEMECULA STD. 204A @CONSTRUCT MODIFIED ACCESSIBLE CURB RAMP PER CALTRANS ABBA CASE F AND PER PLAN @INSTALL DETECTABLE WARNINGS (PANEL 3' • SWK WIDTH, PER PLAN) PER CITY OF TEMECULA Michael Baker INTERNATIONAL 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM 10 5 0 10 20 ~I ~--1 I SCALE: 1"=10' 30 I @CONSTRUCT TYPE 'D' CURB WITH ZERO CURB FACE PER CITY OF TEMECULA STD. 204B @CONSTRUCT MODIFIED (W=S') CROSS GUTTER PER CITY OF TEMECULA STD. 210 (z)CONSTRUCT MODIFIED (W=3') RIBBON GUTTER PER CITY OF TEMECULA STD. 210 @CONSTRUCT MODIFIED SIDEWALK (WIDTH PER PLAN) PER CITY OF TEMECULA STD. 401 @) CONSTRUCT 1' STEP-OUT PER DETAIL ON SHEET 3 @INSTALL TYPICAL 90 DEGREE PARKING STALL STRIPING PER DETAIL ON SHEET 2 @INSTALL TYPICAL ACCESSIBLE PARKING STALL SIGNING AND STRIPING PER DETAIL ON SHEET 2 STD. 402 @CONSTRUCT TRASH ENCLOSURE PER ARCHITECTURAL PLANS @CONSTRUCT RETAINING WALL PER SEPARATE PERMIT @CONSTRUCT ENHANCED DRIVE AISLE AND PARKING PER LANDSCAPE ARCHITECT PLANS @INSTALL DECORATIVE TUBULAR STEEL FENCING PER LANDSCAPE ARCHITECTS PLANS @ CONSTRUCT 4' WIDE MAN GATE PER ARCHITECTS PLAN @CONSTRUCT RETAINING CURB PER DETAIL ON SHEET 3 @LAIIIJSCAFE PER LANDSCAPE ARCHITECTS PLAN 5.0% MIN. 2.0% ~ 48.10 .1!!.d/ LP/FS\. FG 47.91 TC 48.39 ~ I . I FS lrn 2% · -,_.jC!l . GBI A ,,.--t--t 47.6 FG 1.2% 1.2% 2: 1 MAX 2.7% FS -------~DOG-RUN ~,-48.87 49.31 ,-i 26 51 .47 TW FG 48.87 FG 48.79 TF 51.47 49.8 48. 79 FG 2.8%-..............'-"V ----. ......_ ---------- .,.-1160-- F" w z z ~ . z 0 O:'. w ::J 0 w O:'. u ~ 0 0, 0 0 I u 0.. I a, LO .,., "' (0 / u.J CJ) u w O:'. 0.. / LD18-1898 ~ ...-------------------10 BUILDING AND SAFETY ~ ,__ ________________ _,S- REVIEWED FOR COMPLIANCE WITH TITLE 24 ,, DISABLED ACCESS AND ACCESSIBILITY ONLY ::i APPROVED BY: __________ _ NAME DATE 0 / 0 z <( _J / 0 ,---:::==:::::::::--:::::::=:---r,::-:::;r:::::-T------:::~;:::=:-----i::-:::::i:-=-:::r-----::::::::-:-:-::::::-------T------r----::;;;;;;;==;;;;;;::::---,--~;-;-;;~:;-;;-;;---,---;;;-;;;;:;-;:~--T----;:~~~;;;---r--------------------7r------------------.._----------r-------i0<( CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY 0 2-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. ~ t----+---+---------------+---+---1 CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: _________ .DATE: ---~ CONTRACTOR _______ >---+---+-------------+---+---<RO. ANl YNEZ ROAD. 56' N.W. OF RA/'CH CALIFOONIA,___ ____ _, ->~'~"•· PA16-1427 TEMECULA VILLAGE 9 ;;; t----+---+---------------+---+---t RD. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED • .:<.\><ff>"~\ / ::::E::::LE-TE-•--~~~======== ====:===:=================================:::: fr~~t5:~ri:.: E~A~~x15' BASE VERTICAL _M_A_R_K_A ___ D_O_T_Y _________ __,DATE: -------ACCEPTED BY: -~-1~-~-i-ra_R_T_~~-M-~-GB-, L_i_~_W_O_R-KS_/,::::-E-NG-1-NE_E_R ~~,rr~¥~~ PM p~~g~~E -G~~~I~~s P~AN 8 ------{ N/ A R. C. E. 73744 <{"g_~JcY OF 27 SHEETS ,, L ____________ L_.L_...L _____________ .L_...L_..J.f!ELEVf:!}_A:!JTI[QON~=J:10~2!8.138!!17'.._ _______ ..l_ __ ..:.::___: __ L _ _:~:i:~=---_J-.:.:.:_:.:_:....:..:.:.....: ____________________ L _____ ~R~.C:.:·.=E.:.. . .:.4~4~22~3:,_ __________ ...L....:::.===._L ________________________ ..J.....:.~:.:....=:.:.:..JI s::t 1-w w I en w w en I Michael Baker > 1--1;26 40810 COUNTY CENTER DR., SUITE200 I ~ I SEE SHEET 11 / 45.46 TC 44.79 FL CATCH BASIN SEE SHEET 19 I ~ ...... 'rl' FF=4B.20 PARCEL 47.5 FG"""\. 5.0% MIN. % ~ FG 1 .oi MIN 45.93 FL 24 1 .0% MIN "lz o_ .,.; ::. 45.B6 ~ FL 46.5 FG ~f 5.0% MIN . 7.7' 8 -IXl IXl 1.2% -0 I{) r /FG 45.60 LP TG H, . Oz . -I{) ::. D BUILDING 7 FF =48.20 PAD =47.53 ~ FG "lz o_ .,.; "' 2.0% 1721 46.5 ~ 46.5 F(;'\~----~/fG ~ FG 46.72 HP FL 2 · O% r,,1it1lIIF~ -Cl IXl 1.9% 1.0% 16~6 46.05 TC H~ 46. 10 HP FL 46.5 FG 1 DOW~ DR~ I N5;:,tC'~ A7CH I TECTURAL PLANS 16 0.4% ----+ _ ___,--'4- • ~···" • .. '====='====I MONUMENT SIGN PER LANDSCAPE ARCHITECTS PLAN CATCH BASIN SEE SHEET 19 45.29 TC r,:::::;:5V 44 . 62 FL . 0 000 00 000 [) rJ DOU SEE SHEET 7 /> 46.71 • <:, FS " 1.6% 46.57 FS ~ 5' ~\\ • I ~ , .0% MIN- LJ • ____ ,Al JJLDlNG 9~----------i-,,-lf------t~~----it""lff.:L-J 0 5.0% MIN. 7.0' 46.5 FG Hlz o_ ...: "' 46.4 FL 46.5/. FG Cl 1.0% I{) 46.5 HP/~ /> / I 6.6' 46 ·8 47.50 r =Fs~"-- ~ FF= 47.20 PAD =46.53 "lz o_ . ::. ~ 47.20 FS "I . o= .,.; ::. ~ L 46.B FS . \ ()1, . ~ HI . oZ .... .,.; ::. 46.90 TG ~ 5.0% BUILDING 10 FF= 47.50 PAD =46.83 2.0% ~ MIN. 4 4 ?/ ~ ~ 5.0% MIN. 46.5 /fG 8 46.90 FL ~ /> ~ 47 ; 10 FS 2.0% 47.00 FS 46.5 FG • • 45.95 FS -- 2.0% 46.93 FS /> ,S ·o. 47.10 1~1% MIN 8 l 47.10 .·y-(j)· 47.00 FS 4 46.BO FS ...: ;: 47.101 • ~-----IFS r-1- SPA 47 .10 FS l-+........__.,_,,,_ ____ -,-1..:....::;FS L •_ ~, POOL SEE SHEET 8 CONSTRUCT I ON NOTES @INSTALL TYPICAL 90 DEGREE PARKING STALL STRIPING PER DETAIL ON SHEET 2 (DcoNSTRUCT 0.33' A.C. OVER 0.5B' CLASS II AGGREGATE BASE @INSTALL TYPICAL ACCESSIBLE PARKING STALL SIGNING AND STRIPING PER DETAIL ON SHEET 2 • -u-- 47.00 FS 2.0% l \ ~, 46.90 TG 2.0% 1.0% 5.0% MIN. 7.0' \47.5 FG 46.00 LP TG i -- 45.50 TG " 1.0% ~ 4 46.80 FS 2.0% ~, 45.60 LP TG ~l o= . ::. HI . 47.20 '° FS 1.0 <.O ..... 1-w w I en w w en z 0 °" w ::::, 0 w °" ~ 0 D 0 I u [1_ I a, LO t') "" (0 / w (/) u w °" [1_ / LD18-1898 ~ @CONSTRUCT MODIFIED TYPE 'A-6' CURB t GUTTER PER CITY OF TEMECULA STD. 200 @CONSTRUCT MODIFIED ACCESSIBLE CURB RAMP PER CALTRANS ABBA CASE F AND PER PLAN @ CONSTRUCT TYPE 'D-6' CURB PER CITY OF TEMECULA STD. 204A @CONSTRUCT ENHANCED DRIVE AISLE AND PARKING PER LANDSCAPE ARCHITECT PLANS BUILDING AND SAFETY ~ © CONSTRUCT TYPE 'o' CURB WITH ZERO CURB FACE PER CITY OF TEMECULA STD. 2048 @CONSTRUCT DECORATIVE SIDEWALK PER LANDSCAPE ARCHITECT PLANS l------=R=E=v=1E=w=E=D~F=o=R~c=o-M=P-L~IA-N~C=E-w-1T_H_T_I_T_LE_2_4--l~ SCALE 1"•10' -= ...... ._ .. J i1Z C: 10 5 0 10 20 30 (z)coNSTRUCT MODIFIED (W=3') RIBBON GUTTER PER CITY OF TEMECULA STD. 210 @INSTALL DECORATIVE TUBULAR STEEL FENCING PER LANDSCAPE ARCHITECTS PLANS DISABLEDACCESSANDACCESSIBILITYONLY ~ @CONSTRUCT MODIFIED SIDEWALK (WIDTH PER PLAN) PER CITY OF TEMECULA STD. 401 @INSTALL NOS 5" CHANNEL DRAIN WITH METAL GRATE ,;;; L____JI ~f----1 I I z '1a' CONSTRUCT 1' STEP-OUT PER DETAIL ON SHEET 3 ~ LANDSCAPE PER LANDSCAPE ARCHITECTS PLAN APPROVED BY:__________ <C [===~~~~~~~~~~~~~~~=====~~~~~~!~=i=========~t~~~~~=========l~~~J~~~~c======!~~~~~~~=======\!.!!l~====~r-----r---:;;;~;;;;;;;;:---.-r~:;-;;~~--r-----;;:;:;~~--T-~-=--;:;:;;~~-;:;;;--r---------------------,,------------------L----....'.:NA~M~E~--"""'T--~DA~T~E~-J-;;;~_J 1 CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY i---t---t--------------+--+--12-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. > INTERNATIONAL TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM SCALE: 1"=10' CONTRACTOR_______ CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: ________ .DATE:___ :;'l 1---t---+--------------+----+---I RD. ANl YNEZ ROAD. 56' N.W. OF RA/'CH CALIFOONIA ,__~~~-=---1 ~-~ "' INSPECTOR t---t---t--------------+--1---IRO. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED ,;{{~~it,, PA 16-1427 TEMECULA VILLAGE 1 0 ;;; --------HYOOANT, AT EAST EAST Ell(£ OF OF 5'x15' BASE No. 73744 //if )9,p/ -"~\ / DATE COMPLETED _______ t---+--+--------------1---11----1~~-~~~~~~T~EsTATE VERTICAL _______________ ,DATE:_______ ACCEPTED BY: __________ ,DATE: ___ l(s~~iit,]:e)I PM 31023 -PARCELS 1 -8 ~ MARK A. DOTY PATRICK THOMAS, PE \i,~ •••• /"'1/ PRECISE GRADING PLAN 1-------10 L ___________ ..L_...L_...L ___________ _JL_JL_JllELEV!:Q'.!Al!.TI!!!ON~..!.!10~28!..::38~7 -------..L-~N..::./.:..:A __ _L _ _:::~~~=---.L....:.:.R:.:.c~.E::_:-....:_:73:_:7_::44::_ _________________ _J _____ ~o~IR~E~cT:...o~R~o~F~P-u_s_LI_c_w_o_R_Ks~/-c_IT_Y_E_N_G=IN=E=ER_L'',:~'N~'c•~"'~"~~"~~;xJ_ _______ ~~~~~~!~~~!.~0:_:·~-------J_~~F~~~~~~:s:J.';,-= . R.C.E. 44223 '~~P a; I co '<""" 1-w w I U) w w U) 2, 1 2, 1 -~7~ ®®I I I I JJ I I I I -~~-~~1~ -----z FS ,, PARK SITE PER LANDSCAPE ARCHITECT PLAN ,,k..' ,/ ~ / VJ I 4 7.01 I /TC \11 n-;_ro_1 __ Q\_1 I ~:J / I 7~~· I ;-=3 ~ \ ! VJ/ 1 45.83 I 2.0%1 > FL w '1'3 .0' 18.0' 1 . 4 7 . 32 1\w //+6r, ·2!.._ 3 10 42.63 TF I 1/ \ I \ I 46 /ti/ 3.ool F~ I i / EE s\-\EE_T 12 s ' 47 .15 TC ~ 10.3' 3 46.55 6" TC 46.05 0 TC '-"--111 TYP TYP 11 3 47 .43 - TC '--4_ ,! ... ~~d 1 Y/ --'-SC;;.;;A;.:LE00i._"= ... 1111o•--, i1L c:::=: Michael Baker INTERNATIONAL 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM 10 5 0 10 l._____,~-----'I SCALE: 1"=10' 20 30 I I SEE SHEET 12 ~ \ .:._ I I ! I 1-.._______ ;;-,..___ ~ ' =-------- 00000 CD ~ \ ;!//I --------~ ~ ••• 4s .~, d {:~i 48 .02 \., \ 46.30 ;!//! 47.30 ------13 47 ._oo .::::~G -- p l' , LP TG / 1 / FS ---'------J!' !L _ __·-=--I,_ :J==-----------'-----•4IB8::C. 77 __ _!L_ ____ ~""o!tz-:---------'-------'---=---,, 4_].Jf----Jo;o~:oe°c\~o O TC J_.0% . --~ --- ~N-1 /fG . i ~ 48.00 6" TC ~~· 2 0 \ .O% , ___ ;::::::':;;-;~~j~•~~::~-~-~~--~~-~--::·-~~~~~~~~~-:-;;; / 47.50 o· TC ~ .l ,,, , / 1 8' STEM WALL 47 .97-. ~ 1.6' STEM WAL c--.-----~-""""";;....._____, . FF=1147.20 47 ·37 FG FF 1147 30 -=--47.42 LP TG 47.97 \TC \ j\_.._ ~~ = . -47.33 TC 5.0% ~-I TC I LP7TG ~-I I d -46.75 / TG TC~! i~.31MIN. -----------47.12 l i~l;92 ~1 5.0% - 3 10 @) 3 47.33 / FL I MIN. -:;-;;;;';;--:;---;6=--"r--,;,;"'-1( o~';; +~· 18 ~r--4~_-0--· ~T,C10 ////_/ __ ID ,i~.Wl''ll ', , i I ~ (1~r °cf2/ 0 0 :r,,:------'-----.:'. ".l..--~====t:=:::1::::;===:::t::::'===:;:::::::i6===:::r!J._--:a: ., -i ~• 14 47 -:-28 ~47.27 47.50 +r 50 I I 47.59 47.60 GARAGE 20 FF =1147.10 PAD =1146.43 ¾ ~ -+-IJ?"--,4-S '~: ~;ri~§--s--T7C --s-T-C--------~1\TC s .., -s--s--~l --s_--~• ;--~ -s ~I s--s--s--s--r-_4_6 __ 1 st-s--s--:c __ :I-T-C-s--s-~--s--s!L s--s--s- \ ~~g@~~~~~~~~~~~~~~i~==T==G;:a:f': 3"t====================~~==~=====~==~~==-==-==-==-==-===== , , / 47.50 j} FS ----if -. +--w ~-0.5 -- <O • .32 6" TO, (I) N 1 0% 07Bj36D_ .. :!(j__•·--~1--M--M--M--+---M-~ M--M ~,--M-~1--M ~--M-~~--M----M---J T }~--M--M--M ~i-M--M--M--M~t-M--M--M- c-'--~1-· .,-~ j --j --j ----j --1--j --j _.,. -j --j ---j --j --j --j ~1-47-_ 6-o-j -+j --j --j j --j --j--.,,1---j--j--j--s-:1 1---j--j--j- 4 ~7;_·4·"'• //, F47S.10 TC 47.59 47.58 46.91 12 · TC MOC TC--... FS _TC . ..,,~-lfr:==;;i:::,==;;;;;;j-=f;;;;.~=*=r====~=~~====r===r;;f--~ A A 7 A 7 . 4 47.60 FF =1147. 10 f\ I \..:J f\..:J 4 PAD =1146 _'43 TC ! ' FS ! ~ GARAGE 21 .._ ~1 11 TYP 5.0% _ ~--1 N -------MIN. ~1 176?,,09 47 79 '47 7 78-1----47.74 -47. 1 FF=l 147 .30 1---·--~-~--r _c __ ~--->----~1---T_c __ ~ TC -~-'-47=-_'-"1""1....;.,,....,;,;;... 1.6' STEM WALL j ~iz 48.3/ 0 \48.0 ~I ~------,...: ~~~------------iil·~i~iFis~.----'~~-L-------~~~~F~s~---,----1-~-;_--:----::-:::::---~~---:----74ffi1~-f9~2-~--:-,:-~-------:i-~~-+r _~--~ 47.93 47.69 p FS -1 .1% .il.:.1lV " , ~1 HP/FS\ 0 0.8% S 0.5% ~ t, /> ~S c,j 4 47.35 • u-i , 4 47.76 , --, </ ~-1. 1%· -11 TYP P FL P TG A 1 .0% 1. 7:1: C • 47.39 4 -0 FS c.o '<""" 1-w w I U) w w U) 46.70 47.03 I 47 .61 LP TG ' FL 47.5 J,~,A ______ ..;1.,_,=,Q%"----;.,~-----'-~•------"'1_,_, .!-'1%:;__ __ ,-------'=--6-~~ \ -\:~iii ~ -iii- 47.5 FG FS d ....._ 48.08 FS I '-.47.62 FS 47.00 (1 HP FL \\ \ 10.0' I 5.0% MIN. FG FF=48.20 PARCEL 8 SEE SHEET 10 47.5 FG BUILDING 7 FF =48.20 PAD =47.53 /''~ CONSTRUCTION NOTES 47.5 FG (DcoNSTRUCT 0.33' A.C. OVER 0.58' CLASS II AGGREGATE BASE @CONSTRUCT TYPE 'D-6' C~B PER CITY OF TEMECULA STD. 204A \ J $' ' (DcoNSTRUCT MODIFIED (W=3') RIBBON GUTTER PER CITY OF TEMECULA STD. 210 @CONSTRUCT MODIFIED SIDEWALK (WIDTH PER PLAN) PER CITY OF TEMECULA STD. 401 @) CONSTRUCT 1' STEP-OUT PER DETAIL ON SHEET 3 @INSTALL TYPICAL 90 DEGREE PARKING STALL STRIPING PER DETAIL ON SHEET 2 @INSTALL TYPICAL ACCESSIBLE PARKING STALL SIGNING AND STRIPING PER DETAIL ON SHEET 2 @CONSTRUCT CONCRETE DITD-1 TYPE 'A' PER CITY OF TEMECULA STD. 304 @CONSTRUCT MODIFIED ACCESSIBLE CURB RAMP PER CALTRANS ABBA CASE F AND PER PLAN @CONSTRUCT RETAINING WALL PER SEPARATE PERMIT @CONSTRUCT DECORATIVE SIDEWALK PER LANDSCAPE ARCHITECT PLANS @INSTALL DECORATIVE Tl.llULAR STEEL FENCING PER LANDSCAPE ARCHITECTS PLANS 47.5 FG :r: f--w z ~ -z 0 O:'. w ::::, a w O:'. (_') "' 0 0 I (_') [1_ I a, ~ "" -sj- (0 / w ~ u w O:'. [1_ / LD18-1898 ~ 0 BUILDING AND SAFETY ~ 1----------------------IS, REVIEWED FOR COMPLIANCE WITH TITLE 24 / DISABLED ACCESS AND ACCESSIBILITY ONLY ::i APPROVED BY: __________ _ NAME DATE 0 / 0 z <{ __J / ,---;:::::;;:::::;:;:;;-;;:::;~:;--;;;;::;::;;:---r.:::::;:;r;::-T------;:;~:-;;-;:::::------r,::::;:;:1:::::::-::::r-----;:;:::::-:-::-::::::--------T------r----::;;;;;;~;;;;;:::---.--;:;:;:-;--;::~:;-;:;;;--T---;:;;:;:-:;::;--;:;;;---r----;::;-;;:::=:;;-;:;:;---r---------------------,------------------___.1L __________ r-_____ --l§l CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY j l---+---1------------------12-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. -;;;- CONTRACTOR________ CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: _________ .DATE: ---~ >---+---+-----------------1----+----IRD, AN) YNEZ ROAD. 56 ' N.W. OF RA/'CH CALIFOONIA 1--------1 ,;c'@'f~>-PA16 1427 TEMECULA VILLAGE 11 "" INSPECTOR ________ ~===:===~===========================:===~===:::: :rn~: ~TOF~~E~A~oci 9 ~N:~-~~/ 1 :~SE AS NOTED No. 73744 ;/§'"'!JJl:_'f.¢\ PM 31023 -PARCELS 1 -8 ! DATE COMPLETED _______ l---+---1--------------+---1---I ~~-~~~~~~T~ ESTATE VERTICAL _M_A_R_K_A ___ DO_T_Y ___________ ,DATE: -------ACCEPTED BY: -P-AT_R_I_a<_T_H_O-MA_S_,-PE ___ .DATE: ---lj~i""itf!t~) PRECISE GRAD ING PLAN 1--------1~ L ___________ J,__L ______ +-L-_-_-_+1-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_ ..... J ______ ---<J_-___ __,...1JELEV;!fY~AT]ION~=J1~02~aJ.38~7'.,_ _______ L_....:..N::../~A--.L--=~~~::...__...1._:R_:·_:c_:.E:·....:..73:7...:4~4-------------------L----_!~~'.~~.:.!~~:.::_o~:4~~~~~3P_u_B_L_Ic_wo_R_K_s;_c_I_TY_E_NG_I_N_EE_R_L\_if,..::i%:'.:.,:L=·":=;.:.'..J~_;_1L ________ ~B~U~I~L=D~I'..'.N~G~:._7 _________ L.:'.o:_F~2:.'.7_s:'.'.H:EE:'.:T.'..:s:J! l 2: 1 I 26 + + \ 49.50 TC 1.2% 10 .f 49.0 LP TG 49.59 FS GB 50.00 TW 46.65 TF 50.0 FG 9.36 49. 14 ~s • FS '1 1.5% • 49.31 TC 49.36 TC 49.54 TC 49.50 FS I~. I . . • ~~-46 · 49.39 TC 49.43 TC ~I p 49.40 TC 0.5% 4 . 0 ro - . 0 IO . 0 IO SEE SHEET 13 w ~1 ---49.09 -1C~~ 49.15 TC 10 49.29 TC .,---._ 49 . 11 -----...._____ TC ...._____ 10 49.26 TC 49. 15 FS I<! o . ·N ~, w--' 8 49.29 TC 49.31 TC ~I • --------11 --1--_1 ~ TYP. 49.34 TC 49.29 FS p ~1 3 0.6% 49. 18 TC d 4B.75 TC 48.76 TC, ":) 7,'?J . .._ I 48.08 4B.30 4B.13 4B.50 4B.13 . A~~:~L_P_,_TG_-'-__._1:..::·0~%_HP _ _.__---'1~·0~%.__---<~LP_T_G ____ _,:_1~·0~%c_~ ___ HP_FL~-----=---_!_~c_------,/,~L-P_F_L __ """' __ .L,_1,~--~ . I l:l!r -1 .0% 1.0% . .... ~ ~ ® 72 ~7 4 : 1 I 2.0 · I : .. ~~ ~1~ ~~-B ✓ ~,~ HP/'FL 4B . B io ::;; 48.B FG FG 48.2 FL PARCEL B 4B.B r 4B.8 ~ .. B9 if F o% 48.B5 ~ 4B.B3 TC TC \~ 4B.7B -~ 4B.03 FS HP FL J\'~ \FS LP o. ~ cJU} \ 48.BO 6"TC 48 ·83 "' 4B.30 0 TC 48 93 • j ~F~S~;\,:~:.:;~~~~'J~4J7.J. 91.z.7 FS (,,6 , 000 FS LI... rr ~ "'1 -1\ -ISEE Sl£ET 3 I<! IIl\B.0 0°0° 47.93 47.65 I IO -~[b~-'~0 ~:...'.:..'...S:..~~s,.~J., FS vi "ooo FL IJ_L . 11 1 49.40 FS ' 49.~0 49 .. ~! II , FS 49.40 -== : 1 FS I 4B. 49. ~; lt~g ~~ I l1 44.76 FG I I r 1 I 2 fo · I i 8· 44.31 rG1 1 I ~~1 0 . I • N q I , 2.0% ~-1 i/ 49.50 TW 42.BO TF 48.B3 F I 11 I 4B.B FG FF=1149.50 BUILDING 8 FF =49.50 PAD=48.83 \4B.B '-----.---.=-------------' -@ FG 49.50 FS O GB ' A 4B 92 / 4B.B2 ~ ~J.g.51 \'-.. 4B.41 1.~ FS / FS 4B.79 6 TC TC 1.0% I (i------I<!! 1 /4B.29 o·rc u..l 48.43 TC ~9.32 .-GB c_ r 2.0%. I 49.27 7 u..l 1--.·~f-~4:.:;9.:.:. 3~+-'lrS=----1 . ....,_4=8 .'-'4=8 __ . I FS if TC TYP. 4B. 0 c_ HP;l ' ~ JD ~ 4B.B FG MIN ~ . ~I ~ 1 .0% ,3 •. 2?. " ,....-1':::./8 \ +g · 40 > l ~\ 48.36 1.0% > . -TC 2.0% \E I +g · 37 "1 u..l SEE SHEET 3 1•'---+,:-_::~~~=========------i-.1 .... , 1-+--;;:;,-.,;.~-.l,-1.114--J 6.4 \ 5.0' 6.6 \ 1B.O' 11.5' 3.0' 1,1.5' la., I , I 48.09 • ~~ 48.5 ✓ --,i~c..= _ __._1 :..::· 3,,,,%_-::::::=-·l-'-"--'-'--=--=--.!..!1 ._,,6,:.% __ t-~LP T_G__ ":,___IO::;; _..:..,,:;,,._ ___ -~/_HP/FL 4B.6 fFS . r---- 4B.72 1.0% 4B.2 • ~~ ro --~-~-1.0% 47.85 1 FL tf I I LI... I ,: I 47. 30 I • 48.70 FS / q ~ ~r.> 4B. 46 ~. . . F~ ~ / . IO 47.26 ~ FS 4B.60 FS -p 0.5% b --------.a.Ji FS --:.__ _ 'a=4B5.aaa6ccc9_ ---=="'j 0,5% p j ·1~1-.1·1=""-'T/7."""3,13 FS -~ ~ 1 1 r=======r--~(01:1 4,V.42 4B.53 ---re Fs SEE SHEET 11 4B.25 TC 3 4B.11 TC L c_ 4B.40 __ __.-4B.05 TC "1 4~.50 Tcf FS \--.~ 4B. 14 FS :;;: I 4B.04 6"TC 48.r----~-- /FG 48. 45--A rf===__ FS _ _,,__--.:.__ 47.54 0 TC 1.0% j·! CONSTRUCTION NOTES (D CONSTRUCT O. 33' A. C. OVER O. 5B' CLASS II AGGREGATE BASE @CONSTRUCT TYPE 'D-6' C~B PER CITY OF TEMECULA STD. 204A @CONSTRUCT MODIFIED (W=6') rnoss GUTTER PER CITY OF TEMEClA..A STD. 210 (DcoNSTRUCT MODIFIED (W=3') RIBBON GUTTER PER CITY OF TEMECULA STD. 210 @CONSTRUCT MODIFIED SIDEWALK (WIDTH PER PLAN) PER CITY OF TEMECULA STD. 401 @) CONSTRUCT 1' STEP-OUT PER DETAIL ON SHEET 3 @INSTALL TYPICAL 90 DEGREE PARKING STALL STRIPING PER DETAIL ON SHEET 2 @CONSTRUCT CONCRETE DITCH TYPE 'A' PER CITY OF TEMECULA STD. 304 1.0 I @CONSTRUCT CONCRETE TERRACE DRAINAGE DITCH TYPE 'C'PER CITY OF TEMECULA STD. 304 @CONSTRUCT MODIFIED ACCESSIBLE CURB RAMP PER CALTRANS A88A CASE F AND PER PLAN @INSTALL DETECTABLE WARNINGS (PANEL 3' x SWK WIDTH, PER PLAN) PER CITY OF TEMECULA STD. Michael Baker 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 I N T E R N A T I O N A L MBAKERINTLCOM 402 @CONSTRUCT RETAINING WALL PER SEPARATE PERMIT @INSTALL DECORATIVE TL.!3ULAR STEEL FENCING PER LANDSCAPE ARCHITECTS PLANS @REMOVE EXISTING 2.0 MIN. I I I \ 10 5 0 10 20 30 ~I ~~---l __ l-----'I SCALE: 1 "=10' .... z 0 °" w ::::, 0 w °" ~ 0 N 0 I u [)._ I a, IO "" sr IO / w (/) u w °" [)._ / LD18-1898 ~ 0 BUILDING AND SAFETY ~ 1--~R=Ev=1=Ew=ED~F=o~R-c-o~M=P~L~IA_N_C_E_W_IT_H_T_IT_L_E_2_4--I~ DISABLED ACCESS AND ACCESSIBILITY ONLY ::j 0 / 0 APPROVED BY:__________ ~ __J t----;::;;;::;.;~:::;7,:;:;--;;;:~;---7-;::;;7~;-"T------;:;;~;-;-;::;:;------r,;::;:;:T.;::;::-;;:J""---;:;;:-:::;-:--:::;::;:----------,--------,---:::;;;;,;;;:.;;;;;;;::---,-----;~:;-;:;:;~-;::;;--,--~::-;:::-:-;::::----,---:::::::::::::::::-:::::-----,----------------------,----------------_J-----::NA=M:E ___ --.-_ _:D::_AT:_:E:__...1~0 I CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK DESIGNED BY DRAWN BY CHECKED BY <e SCALE CITY OF TEMECULA SHEET NO. u 1---1---1---------------4----4----12-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DOTY DEPARTMENT OF PUBLIC WORKS / CONTRACTOR_______ CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: ________ .DATE: ---:;'j INSPECTOR ________ 1-1----_ --1-1--_ -_ --1-1--_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ --+-+--_ -_ --+-+--_ -_ --1--'~~~:y~~OFJ~~~~~~g;~~~:i:;;IA 1---AS~NO~TE~0~-1 No. 73744 /~~,~\ PA 16-1427 TEMECULA VILLAGE 12 } DATE COMPLETED ______ l---+--+------------l---l----1 ~~-~~~~~~T~ ESTATE VERTICAL -M-A-RK_A_. -D-OT_Y __________ ,DATE: -------ACCEPTED BY: _P-AT_R_Ia<--TH-0-MA_S_,_P_E ___ ,DATE: ---1!~,,"i11!Js~ PM p~~g~~E -G~~~I~~s P~AN B 1--------1~ N/A DIRECTOR OF PUBLIC WORKS/CITY ENGINEER ,/, '"'" ;ff!;, o._ ELEVATION= 1028.387 R.C.E. 73744 R.C.E. 44223 {%:'_~§<' BUILDING -8 OF 27 SHEETS / I co -I-w w :::c: C/J w w C/J '° -11 :t ~ - ' : 1 i l i l ,. I i 1[ I I I ,1 l I I I J. J ;\ + I + . Lfl N 5.0% 0 MIN. 0 f--. 48.2 0 .. 26 FG 0 ~ ~ 11 4g------4~0 ~ 10 TC 12. 1% TC 49.49 49.34 n. TC TC 0 f-- 6 ~-------Lfl --48-:-55 1. 1% \_ 49.61 ,,:c 8.7% , 4 9 .6_0 TYP. 3' TC ------------- 49.64 TC v-7 29.5' 1. 1% 49.62 TC 49.58 TC 49.60 TC 18' . "' FL 3.0' \~ Michael Baker 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 I N T E R N A T I O N A L MBAKERINTLCOM I 13 W=3.0' ='=":=c:=~==~--.-~ -~--=------~---_ --2 .0%=-.---=-----=---J-__ :s=-- FF=1149.10 GARAGE 26 PAD =1148.23 FF =1148.90 7 0-+-.... CD+--. 0 ...J ...J ~~ . ::. ow • f-- 0 ti) 49.40 TC 49.40 TC 18" STORM DRAIN, 48.53 48.26 LP FL SEE SHEET 19 48.49 FL 0.5% ~ 0.5 , ~I ~ ~ ~I ~ ~ \1 49.30 -"" ., ~ 49.30~ re ~ re ..--;l',;:===i===========, =======t:=::::'s::::::===~_____.____ GARAGE 25 FL HP ' 49.19 TC 48.39 FL 49.23 TC ~~ ·25 PAD =1'148. 73 en-_. __ i_~_.4_4_1~~ ~-~-; •• ;M . 50 · 3 -' ~ __________,,, ~ 48. 83 ~ .----...:--Gl +t-77 3.0' 77 13.5' 13.5 HP FG -' < 48.98 49.25 Fs 49 _06 GB ; ";o,~==;., r==7 r==FFFeF=~1~14199".c. o)Oo==~::======FS====m====F=G~,=vT~C~~ 48.5417 FS 77 48.27 I 49.44 TC 5.0% MIN. 10.0' 49.25 w f-- ti) . " . - -FF=1149.00 .... ~163.5' GARA E 25 PAD =i'748. 13 W FF =1 48.80 ,._...., Oo nc 0 48.80' ffi 2 ·9 '.?, ......_ :oor_~o =~~~ V @ ~ ' ' ' '-------- A~ V • I \· • • C 49.03 TC 48.49 FL 'FS 7 77 49.05 T~ ~ 49.30 49.07 'N ... I TC t".l TC 12 u: \_ FG \ ' / . . ~" ~/. _....__.,.,, 48 .55 ~I ~ ~-7 ~I ~-----' ~I ; ~I *~ ·09 48 .35~" ~"" 3 / ~ 7 'FL \ \_ ~"' 48.83 ~e.54 48.25 ~ 48 . .1138" lia 18 '-'-48°:GB~TC~_,,,. FL LP FL HP FL /h~'~· ~ 6 ~ 'j..:....::=-----------/l__-~eo~.5~%~====~===3 1 ~~~~-~0.~5§~~~~~~~~~-6~~~~~~¥,~FL~~~ol._6~%111"'\:i~ SCAL~ 1 .. --l.. ~10' I SEE SHEET 12 t~ w-... 10 5 0 10 20 30 1-~f----1 __ 1--1 SCALE: 1"=10' EXISTING EASEMENT NOTES: (I) AN EASEMENT IN FAVOR OF SOUTHERN CALIFORNIA EDISON COMPANY AND CALIFORNIA WATER AND TaEPHONE COMPANY FOR Pl131...IC UTILITIES AND INCIDENTAL PURPOSES, PER INSTRLMENT NO. 40992, RECORDED APRIL 19, 1966. CONSTRUCTION NOTES .48.35 FL 8.0 , \/ ' (DcoNSTRUCT 0.33' A.C. OVER 0.58' CLASS II AGGREGATE BASE @CONSTRUCT TYPE 'D-6' CURB PER CITY OF TEMECULA STD. 204A @CONSTRUCT MODIFIED (W=6') moss GUTTER PER CITY OF TEMECI.A...A STD. 210 <l)coNSTRUCT MODIFIED (W=3') RIBBON GUTTER PER CITY OF TEMECULA STD. 210 @CONSTRUCT 1' STEP-OUT PER DETAIL ON SHEET 3 @INSTALL TYPICAL 90 DEGREE PARKING STALL STRIPING PER DETAIL ON SHEET 2 WJ)) @INSTALL TYPICAL ACCESSIBLE PARKING STALL SIGNING AND STRIPING PER DETAIL ON SHEET 2 @CONSTRUCT CONCRETE DITCH TYPE 'A' PER CITY OF TEMECULA STD. 304 @CONSTRUCT CONCRETE TERRACE DRAINAGE DITCH TYPE 'C'PER CITY OF TEMECULA STD. 304 @CONSTRUCT MODIFIED ACCESSIBLE CURB RAMP PER CALTRANS ABBA CASE F AND PER PLAN (@)CONSTRUCT TRASH ENCLOSURE PER ARCHITECTURAL PLANS @INSTALL DECORATIVE TUBULAR STEEL FENCING PER LANDSCAPE ARCHITECTS PLANS @) REMOVE EXISTING ' :;:;; [1_ Lf) N ,;-; OCl -0 N " "' " z 0 °" w ::::, 0 w °" ~ 0 "1 0 I (.'.) [1_ I a, LO "1 .... (0 / w (/) u w °" [1_ ....-----------------10 BUILDING AND SAFETY ~ 1------------------IS, REVIEWED FOR COMPLIANCE WITH TITLE 24 / DISABLED ACCESS AND ACCESSIBILITY ONLY ::i APPROVED BY: ________ _ NAME DATE 0 / 0 z <( _J / 0 ,--:::::=::::::::::-:--::::=:::-----,-;:-:::;;-r-:::::T-------;~;:::::::::-----c:;-,=:::r---::::;:-::;:-:-::::::::------r----,-----::;;;;;;;:~;;;::---,----;;;:;-;--;;;:;~-;;--r---;;;-;;;;~-;---,---;:;:~~-;;;--,--------------------,r-----------------'---------r------i 0<( CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY 0 C. FEN TON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. -:::: 2-1/2" BRASS DISK STAMPED T-31-81, IN Tl£ NCRTH 1----,-,,,..,..,,..,....,,....--1 v, t----+--+-----------+--+----1 CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: _______ .DATE: ---~ CONTRACTOR _______ ,_-_-_ -t-t -_ -_ -_ -+--+--_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -+--+--_ -_ --+-+--_ -_ __,__, :: ~-Y~EZOF ~~~i :~0~-~g•~=~/:ii~~OONIA,___A_S_N_O_TE_D _ _, 1;/J~7jJ'¾?,f\ PA 16-1427 TEMECULA VILLAGE 13 ! ::::E::::LE-TE_D _____ =======:======================:===:==: fr~~t5:~ri:.:E~A~~x15' BASE VERTICAL -M-A-RK-A.-DO_T_Y ________ _,DATE:------ACCEPTED BY: -~-1~-~c-Ir-oR_T_~~-M~-G-sL_i_~ -W-OR-KS_/•::::-EN-G-IN-EE-R ~~,rr~¥~~ PM p~~g~~E -G~~~I~~s P~AN 8 -------1 ~ -----N/A R.C.E. 73744 R C E 44223 <{t~Jc' OF 27 SHEETS _';,-L _________ _J _ _j__..l.. ___________ L_J _ _j_§:ELEVill]ATlQION~= .!f10~28~.38~7'.,_ ______ L_...:.::_:::...__....l.. _ _:~:i:::~-_J___:.:.:.:_:.:.:_.:.:.:_...:.:.. ________________ _j_ ____ ~~-:.:.·:.;·~~~--------..L....:=:=:::......L ____________________ ...1....:...=.:....:.=.:..JI I , : i : I I I I I I I I I I I _: I I I I I I I I I I I I • I I . I I I I I I . I . I I I / I I I I I I I I _: I I I I I I I I I I I I . I I ·· I I I I I I I I I / I .. I '/ / I I I I I I ' ' I I I ' I I I I I I/ ,,_5. I I I I 1 1 / I I :I 1 I , 47.00 45.2 T ·. /, w/ .w ,,.-"' 45.85 t\i / // ~I FS / ;\ 15.0% // . ---- FF =1146.50 AD =1145.83 GARAGE 11 ------ FF=1146.70 ------ - SEE SHEET 5 -w "' ~ w w "'~~w --------- ~I ---- z ' ' ' ' 47.00 TC 5.0% MIN. \ 45.00 24" STORM DRAIN, SEE SHEET 20 46.47 TC 3 2.7% I I ' ~ \ / 1:'==/~/===jo~. ~3==4~5:"'. 3:;==="====~~============;==r===='==c::=::==='===~c====~='NJ==~==~ )\ >'F"-'Gr/ ___ +-__ .:.;"'.!.."" _ _..,:_:_H:..;P:.:.F.:L:...,_ ____ ~~~-----~!:..L-L.:..:.!.:.-=. __ ____'.::'..!.,~~-___:::.'.!.::._ __ ~_,--______ ~~--_\,_ JG5 _. 9_4_.1,1 45.00 45.3 45.00 ~ 0 0 ~ LP TG LP/TG \ -HP FL I/') :::. FG DETENTION BASIN BOT EL =39.5 X -v N ~ 1.1% 40.0 FG 4.2% 0 46.40 TC 5.0% 45.59 TC 45.09 FL 45.86 TC X 1.10% -I o"' I Ol '°'!C'\I I 11') LO,.... I ~~w --(!J --..: II II 0:: t:: ~tli a. 45.6 , ...... J3" ~ 0 -. <D v --II Ii. Ii. ...J ...J < 3 :::. w I- "' -co - 0 I- I \ \ ~ FG 40.00 I- FS W w I (/) OREBAY, SEE Hitt DETAIL SHEET 2201,, ~ 22 ~ -W ~~-----------~--------------/4-L~~~--U--11---L ---------::::::::::=-..a;;;;;;;.. w WQMPBASIN BOT EL -=40:0 (/) FS=l 145.0 @ TB 12· EXISTING GRADE 40.3± EG-1[ 10' 10.0' FS=l 144.50 @ CREST FS=1145.0 @ TB 12' SPILLWAY SHALL BE GRASSCRETE OR EQUIVALENT SLOPE PROTECTION MATERIAL. SECTION 1-1 WALL PER DETAIL ON SHEET 22 VARIES: 28'± 5' 45.00 TB SECTION 2-2 12'± 1142.0 BASIN BOTTOM @)....__E M_E_R_G_E_N_C_Y__;C::....:O:..;.N..:..:C:..:..R-=-=E:..:..T=-E-=S-=-P.:.-=I L=-L W:...:.A:...:.Y.:...__ NOT TO SCALE --(39.45) ---~-------1 --------38. 2 EG -~~ -=--==-=--8 >=------p~RCEL ' -x ~x--x-x--~--aa:: --~ !:..-x-x-x-x. x 1 __ ---\,_-x-x~ x---~ 114of~=~x-==x~-~---:~;;::::::::=;::::.f N:>AL--CHAIN LINK FENCE(g) ~1/" __../ V ~x. FL -~ . ::::::::::: :::::::-',a...>s --7;: 7 --I \~~~";;_.t:...;.-=-~~~~ I -,,...-._,~ V V ,~ -----1 Michael Baker 40810 COUNTY CENTER DR., SUITE200 EXISTING EASEMENT NOTES: (I) AN EASEMENT IN FAVOR OF SOUTHERN CALIFORNIA EDISON COMPANY All[) CALIFORNIA WATER AND TELEPHONE COMPANY FOR PUBLIC UTILITIES AND INCIDENTAL PURPOSES, PER INSTRUMENT NO. 40992, RECORDED APRIL 19, 1966. CONSTRUCTION NOTES G) CONSTRUCT O. 33' A. C. OVER O. 58' CLASS II AGGREGATE BASE @CONSTRUCT TYPE 'D-6' CURB PER CITY OF TEMECULA STD. 204A Q)coNSTRUCT MODIFIED (W=3') RIBBON GUTTER PER CITY OF TEMECULA STD. 210 @CONSTRUCT MODIFIED SIDEWALK (WIDTH PER PLAN) PER CITY OF TEMECULA STD. @CONSTRUCT CONCRETE DITCH TYPE 'A' PER CITY OF TEMECULA STD. 304 @CONSTRUCT RETAINING WALL TYPE 1A (CASE 1) PER CALTRANS STD PLAN B3-3A. DIMENSIONS AND ELEVATIONS PER THIS PLAN (SEPERATE PERMIT REQUIRED). @INSTALL DECORATIVE TUBULAR STEEL FENCING PER LANDSCAPE ARCHITECTS PLANS @CONSTRUCT RETAINING CURB PER DETAIL ON SHEET 3 @INSTALL 1/2 TON RIP-RAP W/FILTER BLANKET PER DETAIL ON SHEET 20 401 @) PROTECT IN PLACE EXISTING @)CONSTRUCT CONCRETE EMERGENCY SPILLWAY PER DETAIL ON SHEET 14 @) REMOVE EXISTING @CONNECT TO EXISTING TERRACE DRAINAGE DITCH, MATCH EXISTING FLOWLINE @INSTALL LATTICE CONCRETE GRID PAVEMENT OR NDS TUFFTRACK TT44 OR EQUIVALENT PER MANUFACTURER RECOMMENDATIONS @LANDSCAPE PER LANDSCAPE ARCHITECTS PLAN @INSTALL FOREBAY CONCRETE SLAB PER DETAIL ON SHEET 22 @INSTALL 3' x 3' x 6' GABION BASKET PER DETAIL ON SHEET 22 0 " 10 5 0 10 20 30 '--1 __,~------.1 _ __,l---'I SCALE: 1"=10' :;:;; []_ on N n OCl -0 N '--. "' '--. z 0 °" w ::::, 0 w °" ~ 0 "' 0 I u []_ I a, on "" "' (0 / w (/) u w °" []_ / LD18-1898 ~ 0 BUILDING AND SAFETY ~ l------=R=E=v=1E=w=E=D~F=o=R~c=o~M=P-L~IA-N~c=E-W-IT_H_T_I_T-LE_2_4--l~ DISABLED ACCESS AND ACCESSIBILITY ONLY ::j 0 / 0 APPROVED BY:__________ ~ ~ ===~~~~~~~~~~~~~~~=====~~~~~~!~=i=========~t~~~~~=========l~~~J~~~~c======!~~~~~~~============~r-----r---:;;;~;;;;;;;;:---.-r~:;-;;~~--r----;;:;:;~~--T----;;~~~:;;---r---------------------.-----------------...l-----~NA~M~E__:, __ """'T __ ~DA~T~E__:,_j~~__J CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK DESIGNED BY DRAWN BY CHECKED BY SCALE i---t---t--------------+--+--12-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. > CONTRACTOR_______ CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: ________ ,DATE:___ "' INTERNATIONAL TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM 1---t---+--------------+---+---I RD. ANl YNEZ ROAD. 56' N.W. OF RA/'CH CALIFOONIA ,__~~~-=---1 ~-~ :;i INSPECTOR t---t---1---------------+--1---IRO. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED .;{{~~i't,, PA 16-1427 TEMECULA VILLAGE 14 ;;; --------HYOOANT, AT EAST EAST Ell(£ OF OF 5'x15' BASE No. 73744 //if )9.p/ .o~\ / DATE coMPLETED ______ t--+--+-------------+---+---1 ~~-~~~~~~T~ ESTATE VERTICAL _M_A_R_K_A ___ D_o_T_Y __________ ,DATE= -------ACCEPTED BY, _P-AT_R_I_CK_T_Ho_M_A_s_. _P_E ___ .DATE, ---1!~j,~!itf!l~ PM P~~g~~E -G~~~I~~s P~AN 8 1--------1~ L-___________ ...L_...1.._....L. ____________ __1 _ _..J _ _JLJELEV~~~]l~~=Jl~m~a~.~~7'.,_ _______ L _ __:,N:/~A--.L--=~~~:::__...1_.:R~.:c:.E:·__:_:73:7~4:4 ___________________ L ____ _!~~'.~~~~~~:_o~:4~~~~~/_u_B_L_rc_wo_R_K~s/_c_r_TY_E_NG~I~N=EE=R-L~~~~L~::!✓:j?':f_·L _______________________ l.~o~F~2~7~s~H~EE:T~s:_J! I \ ~ I \ 1§_,_Z/ FG 5.0% MIN. 46.7 FG 45. 17 FL 0.73' DF 46.0 FG 46.0 FG SEE SHEET 9 0.73' DF 46.0 FG 46.0 45.22 46.7 FG 45.40 --... 1-". 0::::%'---------/ FL 45.53 --?-I _F_I,. __ 1.0% 45.44 FG 0.73' DF FL 46.0 ~ ~ /~~j~~ 1.0% 4~L.5B\ ---F~ -'\--+--1.0% -_;.,,---1---45.03 F~ 6 --1 -------46.o/1 ---,., ------~le ✓ I -----~--------114 1-w w I Cf) w w Cf) .45.2 .. FG • · ----- 46.0 -:=G 3: 1 -- MAX ------ WQMPBASIN BOT EL =40.00 --- ---- EXISTING EASEMENT NOTES: (D AN EASEMENT IN FAVOO OF SOUTHERN CALIFORNIA EDISON COMPANY AND CALIFORNIA WATER Allll TELEPHONE COMPANY FOO PUBLIC UTILITIES AND INCIDENTAL PURPOSES, PER INSTRLIAENT NO. 40992, RECORDED APRIL 19, 40810 COUNTY CENTER DR., SUITE200 1966. - 0 II , 1145 1144 114 11 --- Michael Baker TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTL.COM 10 5 0 10 20 30 '---I __,~--1 __ 1-------'I SCALE: 1 ";10' INTERNATIONAL i;-----------\1-------~~~-,~ ;L 3: 1 MAX _,,,,,.,"I- -..,_ ~-\ I I SEE SHEET 16 3 10 -~-=-"".:'.._-----...,. --="' ------------~ 1155 ~r=---==---==----.-~~~~--=-====-~t- 1160----------<1160'-- ~_:,_-'..._"'--.-£-..J:?-TERRACE DRAIN -. •. -. ,..------------{1165)----~ ---- I +7----..-... ....... / ............ ............ I I '\ \ I \ .............................. ~ CONSTRUCTION NOTES G)coNSTRUCT 0.33' A.C. OVER 0.58' CLASS II AGGREGATE BASE @CONSTRUCT TYPE 'D-6' CURB PER CITY OF TEMECULA sm. 204A (DcoNSTRUCT MODIFIED (W;3') RIBBON GUTTER PER CITY OF TEMECULA STD. 210 @CONSTRUCT MODIFIED SIDEWALK (WIDTH PER PLAN) PER CITY OF TEMECULA sm. 401 @) CONSTRUCT 1' STEP-OUT PER DETAIL ON SHEET 3 @CONSTRUCT CONCRETE DITCH TYPE 'A' PER CITY OF TEMECULA STD. 304 @CONSTRUCT RETAINING WALL TYPE 1A (CASE 1) PER CALTRANS STD PLAN B3-3A. DIMENSIONS AND ELEVATIONS PER THIS PLAN (SEPERATE PERMIT REQUIRED). @INSTALL DECORATIVE TUBULAR STEEL FENCING PER LANDSCAPE ARCHITECTS PLANS @) PROTECT IN PLACE EXISTING x---------------- / . ' :;:;; []_ Lf) N ,;-; OCl ~ 0 N --..__ "' --..__ z 0 °" w ::::, 0 w °" ~ 0 Lf) 0 I u []_ I a, Lf) "" -sj- "' / w (/) u w °" []_ / @REMOVE EXISTING LD18-1898 ~ 0 @INSTALL LATTICE CONCRETE GRID PAVEMENT OR NDS TUFFTRACK TT44 OR EQUIVALENT PER MANUFACTURER RECOMMENDATIONS @LANDSCAPE PER LANDSCAPE ARCHITECTS PLAN BUILDING AND SAFETY ~ @INSTALL FOREBAY CONCRETE SLAB PER DETAIL ON SHEET 22 1-------------------lS, REVIEWED FOR COMPLIANCE WITH TITLE 24 ✓ DISABLED ACCESS AND ACCESSIBILITY ONLY ::i APPROVED BY: _________ _ NAME DATE 0 / 0 z <{ _J / ,--;::;:;.=;:::;;~-;;;:::;:;::;~---r;:::-:;:;:-r-;::"T------;:;;~;;-;::;----7;::::;:;r;-;::::-::::,------:;::::-:-::-::::::--------r-----r-----:::;;;;;o==;;;;;::::--.----;:~;-;;;:;~-;:;;;-,r-----;;:;:;:-::;-:;;;;---r-----;;;-;;:;=::;-;:;::;--,--------------------,-----------------....1..----------.------4§ CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY j l---+---1------------------12-1/2" BRASS DISK STAMPED T-31-81,IN THE NCRTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. -;;;- CONTRACTOR_______ CORNER OF THE INTERSECTION OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: ________ .DATE: ---~ l---+--+--------------+---1---IRD. AN) YNEZ ROAD. 56 ' N.W. OF RA/'CH CALIFOONIA +--------I ,;c.g,;T~\. PA16 1427 TEUECULA VILLAGE 15 "'" INSPECTOR ________ 1-1----_ --+-+--_ -_ -_ -1-+---_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_-_ _.-I-_-_-_ -l;-f--_ -_ _J-1:rn~: ~TOF~~E~A~oci9~N:~-~~/I:~SE AS NOTED No. 73744 ;/§'\'!JJI-:~¢\ PM 31023 -PARCELS 1 -8 ! DATE COMPLETED _______ l---+--+--------------1----11-----1 ~~-~~~~~~T~ ESTATE VERTICAL _M_A_R_K_A ___ D_O_T_Y __________ ,DATE: -------ACCEPTED BY: -P-AT_R_I_CK_T-HO_M_A_S_, _P_E ___ .DATE: ---lj~i"'itf!t~) PRECISE GRAD I NG PLAN 1--------1~ L ___________ J,_L ______ ..... L ______ _,_1 __ -_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_ ..... J ______ _,J_-___ _,..LlELEV;!fY~AT]ION~=J1~02~aJ.38~7'.,_ _______ L_.....:..N::../~A--.L--=~~~::....__...1._:R_:·_:c_:.E:·.....:..73:7....:4~4-------------------L----_!~~'.~~.:.!~~:.::_o~:4~~~~~3P_u_B_L_1c_wo_R_K_s;_c_I_TY_E_NG_I_N_EE_R_L\_if,..::i%:'.:._:L=·":=;.:.'..J~_;_1L _______________________ L.:'.o:..F~2:.'.7_s:'.'.H:EE:'.:T.'..:s:J! BUILDING 6 FF =48.26 ( ; ~ 4 lL~.:..-s 2 _ 0 ___ P_~---,-_=4_7_ . ..,...5_9 __ .,......J I~ ~ ,~ ®\, / f '"'( '00. --~l ~ J!f:J~_L__ 1.4% __ _,,, . ~1~ 0 . I[) I[) ::::. 47.88 ' 1.0% FS,~-\----,-----c:.--..L.._~~~-~-,---c'°-l'---;;--c-cr------------: 0 . o /o ,,, O •O oo:-, -~ . 47.93 . 1.0% ~ . fR',. "'-48.05 Cl A ~ 1.0% 4~559 .---A ~,,.-/4..ot."---..:~s ,,. ~ GB -'" J::::::::==:=:")_=:·~~:':::" =·j\ ~·~LP~/F~S=. =::·~~~· ~,n-· t-~-·--"-,._j·-'==::::=--==---==· ·. ,,, \ / /o ·:JP -~~,n.j -7~7.351719 ~\~~--1 48.5 a ~,~ -4B ___ o ~ SEE SHEET 10 ~· O" TC"""'"" ~ ,.._ ,n ::::. FG'-:::::::::::::===a::==a::=======-~r'~-9F==:~i7':'&f=F::::::::j=======·~off;zF==a::==a::====3i=============:::::::::::=:::::;~::::::::=:== 46 1 .50 7.87 6" TC 47.B4 6" TC 3 47.75 ✓ ... ,F_ oG---~----------·-y ....... \ ::::. F 4 S· 6 • ______ ·_,_-_______ ,__ ____ __r47S_·6_0-\----c------.-----=-~.----,---+~LPr TG ~ 4 47._3_7-;,-0---,T_C-'f,~*-4_7_._34_0,-T_C-1.---,,-{ TC , 1 5' TO 1 O' STEM WAL o_::f ------.-ON_._.::c:,.___O_-_c___.._ __ _:_.::_-/\o. -~N., -,,.:::E . cf' _,, .. , . · Y 47.91 ,r 9 , ', . FF=1\47.20 ,-i -~4~7~-,26O':!/--""""---.. -'I_· ---l[)f"°---t----~----'---------------t--:___l[);;;·t--:__ _ __:_ __ ,,._~.:_:·!__·_'"-'-:f7(.., . .J;---'-i-,l..r / ~ f-:,"-(!)-,,__-t+-..t--'-----1----'--'-l "',, ~l / ~ ~ 5' 9' 9• ~ . -CXJ SEE SHEET 11 46.90 l,LP/TG \ 47 .34 TC 13' 1.0% 47.29 TC 13' ,..,0 o"'"-N •• "'r---~ ;!;! <--a:: II II <- (!) Clt,_ ci:LL 47.60 BC TC 1.0% 1.0% MIN 0 ,.., . ,.._ ... --II L,_ L,_ ~ FG \! ' I Ii 1 .:! 1 . 3% -.~---+----<,._ 1. 0% 1 . 2% 1 . 6% ~-1 . 5% _FL _ _._~6' J . "'-FS 10 ~c§ ---CD-------o v, a, -\47~4 ,n \47_4 ®\,2 // - I-· ..-, 47. 15 ~1 · HP/FL ~--_i:'.1.L--L---~---,r· 2.0% -+• ----1HP/FL----'-cu...--, LP TG a z 47.10 £.:.§,,, 46 _60 1 ...J GARA E 17 UJ \ii_i u-i :i LP TG FG LP TG 47.75 PAD =1'146.33 ~I -w 4' 7 47.45 MOC TC 46.20 LP TG \ \ UJ FG TC FF =1147.00 I 47 .6 47 .6 4F7G·6 00 m rn 47 .16 47.7B . 47.76 FS 47 .52 47.50 TC 47.29 TC ------"'~ I ~ UJ UJ 00 ~ ©!~ILDING6 J f j=48.26 PAD=47.59 ---- FS ~ ~l TC ~I 47. 19 TC47.50 . ~1 FS ,.., -47.48 TC TC . . 46.98 FL ~ I') 2. 0% .5% 7 .5% 46.35 ~ LP TG ) _L_ -,.., ~ ~ i 5.0' 5.0' 5.0' -- ~ ·~ J' ~ w 47.70 TC 47.40 W7fC v, ~ TC TCl' . 4 . J l 71i,,_4_7_. 7-0-=?-----'=+--..i:::::;:F:::cF_=_1_1_47-.-2.i::D:;=L-_'.___¢1----. -'.~;;l, t"i\_;----'."":______,,,---t. ?., /{__ __ .i::::;:::,__ __ =::::i_ __ --1::::;:::, ___ .JC:;':::cFF-=-11_4_6_. 9.i::O:;:::::,,. ___ =,__ __ _c::::;:::;,L __ ,:.'....,:::;:::; '---+--, E if o . ~, L.....s•W PA~ARA1t 46,-J 3 ~, L.....s-. m ; ~( PA~ARldE 46 1l 2.~ ~ ~ MAX ~ i 48. 26 i:------' I FS \_ .__,_____ 47. 4 I ~ ~ . ,HP FL 5 , O:t: o (/) 3.5' .. 0 / I IN.~~jz I FG u-i i J /, 4 7 . 5/ -'"'-~ -= 4B.42 TW 45.74 TF FF=1147.4O 0.60' STEM WALL . . g ·,, 48.0 0 FG 48.42 'rw 45.74 TF 5.0% I 5.~ MIN.I MIN. ~, 47. 7 1 HP FL ·· 48.42 TW 4.5.74 TF r-- /FG \ 47. 6 ~1!-11 47. 6 L------~..---------""'.7'/"------' ~ -47 .4 / ::::1:.:2:t:==~i=--=-==~~====:~;=;;---' FG 1.2% A z-~-_ __,/HP/FL 1.::1:G -A ;7 ~OD , 1.2% ~ :;:;; [1_ 2: 1 MAX il_ ;,, 47 .OD =fj 2: L MAX ]CLP TG -2.1_:1:_ __ui4 2z-:-~ T~-.-\;-5~~09Ji-1-.-.-. -. 1-_-ot-. -. -. ~~i~~°)'jl"' "-"-i~-_5__.- FG FG I / lL (1'49)--"'-... ~~~~7 <-----: ----==]l~JJ_LI ---rx-' ID ~I ~, (!) I DOG RUN I I I 26 50.71 I 51. 7 I/ FG I FG 3.0% -------=-=~(~11=55==========-=-== ~--c;::;1-----------~---------1-160=======~===---- ~ ,.., I . ~ ,n N ,;-; OCl -0 N '--. "' '--. - z 0 a:: w ::::, 0 w a:: ~ 0 "' CONSTRUCTION NOTES ~ (D CONSTRUCT O. 33' A. C. OVER D. 58' CLASS I I AGGREGATE BASE ~ I @CONSTRUCT TYPE 'D-6' CURB PER CITY OF TEMECULA STD. 2O4A :;] Q)coNSTRUCT MODIFIED (W=3') RIBBON GUTTER PER CITY OF TEMECULA STD. 210 ~ "' @CONSTRUCT MODIFIED SIDEWALK (WIDTH PER PLAN) PER CITY OF TEMECULA STD. 401 / @) CONSTRUCT 1' STEP-OUT PER DETAIL ON SHEET 3 bJ u @INSTALL TYPICAL 90 DEGREE PARKING STALL STRIPING PER DETAIL ON SHEET 2 ~ @INSTALL TYPICAL ACCESSIBLE PARKING STALL SIGNING AND STRIPING PER DETAIL ON SHEET 2 ;> @CONSTRUCT CONCRETE DITCH TYPE 'A' PER CITY OF TEMECULA STD. 304 LD 18-1898 ~ @CONSTRUCT MODIFIED ACCESSIBLE CURB RAMP PER CAL TRANS ABBA CASE F AND PER PLAN BUILDING AND SAFETY ~ @) INSTALL DETECTABLE WARNINGS (PANEL 3' x SWK WIDTH, PER PLAN) PER CITY OF TEMECULA 1--~R~E=v1_E_W_E_D_F_O_R_C_O_M_P_LI_A_N_C_E_W_IT_H_T_I_TL_E_2_4__.~ Michael Baker 40810 COUNTY CENTER DR,, SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTl..COM STD. 402 DISABLED ACCESS AND ACCESSIBILITY ONLY ::j 10 5 D 10 20 30 o L... I _ .... i---..1---~1 ____ ...J1----...J1 @CONSTRUCT RETAINING WALL PER SEPARATE PERMIT -;;; INTERNATIONAL · -=:J ' @INSTALL DECORATIVE TUBULAR STEEL FENCING PER LANDSCAPE ARCHITECTS PLANS APPROVED BY:__________ ~ SCALE: 1"=10' -' ,--;::;:;.=;:::;;~-;;;:::;:;::;~---r;:::-:;:;:-r-;::"T------;:;;~;;-;::;----7;::::;:;r;-;::::-::::,------:;::::-:-::-::::::--------r-----r-----:::;;;;;o==;;;;;::::--.----;:~;-;;;:;~-;:;;;-7r----;;:;:;:-::;-:;;;;---r----;;;-;;:;::;;::;:;-;:;::;----r----..::®:.::....;P..:.R::O.;.:TE:.:C:..;.T_I::.N:...:....:PL::.A::C.:.E..:E:.:X:.:IS:..:T:..:I;..:.NG=-----,,-----------------L-----NA_M_E ___ ""T ___ DA_T_E __ 4§ CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY j l---+---1------------------12-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DDTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. ,;;;- CONTRACTOR_______ CORNER OF Tl£ INTERSECTI<l'l OF RAN:H0 CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: ________ .DATE: ---~ l---+--+--------------+---1---IRD. AN) YNEZ ROAD. 56 ' N.W. OF RA/'CH CALIFOONIA 1--------1 .;'~T~>-PA16 1427 TEMECULA VILLAGE 16 ... INSPECTOR ________ 1-1----_ --+-+--_ -_ -_ -1-+---_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_-_ _.-I-_-_-_ ...1;-L... -_ -_ -1-1:rn~: ~TOF~~E~A~oci9~N:~-~~/1:~SE AS NOTED No. 73744 ;/§'"'!JJI:_~¢\ PM 31023 -PARCELS 1 -8 ! DATE COMPLETED _______ l---+--+--------------1---11----1 ~~-~~~~~~T~ ESTATE VERTICAL _M_A_R_K_A ___ D_D_T_Y __________ ,DATE: -------ACCEPTED BY: -P-AT_R_I_a<_T-HO_M_A_S_, _P_E ___ .DATE: ---lj~i""itf!t~) PRECISE GRAD ING PLAN 1--------1~ L ___________ J,_L ______ .,_L ______ +1-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_ ..... J ______ _,J_-___ _,..LlELEV;!fY~AT]ION~=J1~02~aJ.38~7'.._ _______ L_.....:..N::../~A--.L--=~~~::...__...1._:R_:·..:c....:.E:·.....:..73:7....:4~4-------------------L----_!~~'.~~.:.!~~:.::_o~:4~~~~~3P_u_B_L_rc_wo_R_K_s1_c_1_TY_E_NG_1_N_EE_R_L\_if,..::i%:'.:._:L=·":=;.:.'..J~_;_1L ________ ~B~U~I~L:D~I'...'.N~G::_~6'.._ ________ L_:'.o:_F~2:.'.7_s:::H:EE:'.:T.'..:s:J! co '<"'" 1- UJ UJ I Cf) UJ UJ Cf) \ \ \ \1 l 46.89 FL TG 47 .60 TC 1.2% 3.00' 11.50' \ \ 2.5% \ \ 7 \ \ \ 3.4\ \ \ \ 46.35 FL TG GAR/\GE 19 PAO =1146.23 FF =1146.90 n oV~ N(O. wV~ (!) ~~ «~ c::: II II cli OLL ii'.:'-'- 47.60 BC TC 47.45 MOC TC \ \ \ / 7 47.92 47.97 TC TC I I I 3.00' 21.13' 0 n r--..,. ~ ~ II LL LL / Michael Baker 40810 COUNTY CENTER DR., SUITE200 -- i i ' Ii ' ' ' ! SEE SHEET 12 - 48.50 TC ---- CONSTRUCTION NOTES G) CONSTRUCT O. 33' A. C. OVER O. 58' CLASS I I AGGREGATE BASE @CONSTRUCT TYPE 'D-6' CURB PER CITY OF TEMECULA STD. 2O4A (DcoNSTRUCT MODIFIED (W=3') RIBBON GUTTER PER CITY OF TEMECULA STD. 210 @CONSTRUCT CONCRETE DITCH TYPE 'A' PER CITY OF TEMECULA STD. 304 I SEE SHEET 13 I ,~, 1 ~ ~1.8: 1)_ I I @CONSTRUCT RETAINING WALL PER SEPARATE PERMIT @CONSTRUCT DOWN DRAIN TO PIPE TRANSITION PER DETAIL ON SHEET 2 @) PROTECT IN PLACE EXISTING @) REMOVE EXISTING 10 5 0 10 20 30 .__I -~f-----1 __ 1--1 SCALE: 1"=10' 1- UJ UJ I Cf) UJ UJ Cf) z 0 °" w ::::, 0 w °" ~ D " 0 I u ~ I a, IO .,., sj- (0 / w (/) u w °" ~ / LD18-1898 ~ D BUILDING AND SAFETY ~ l-------::R:-=E::--;Vc-=IE=cW=E=D----=Fc-=O-=R----=c~o~M=P~L~IA~N~C=E~W=1T=H-T_I_T-LE-2-4----l~ DISABLED ACCESS AND ACCESSIBILITY ONLY ::j D / D APPROVED BY:__________ ~ [===~~~~~~~~~~~~~~~~====~~~~~~!~=i=========~~~~~~~=========l~~~J~~~~c======!~~~~~~~============Jr--=:-:--=~-T---:~~s::--,t--=--=--=--it~~~~~l~-=--=--=--=.c-=--=--=--=-}~~~~~~-=--=--=--=-1-=--=--=--=-1~~~~~1~-=--=--=-~r--------------------,----------~------l ____ __.'.:NA~M~E======~DA~T~E=~J?§l<( 1 CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY t--t--t-------------+--+---12-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. > CONTRACTOR _______ t--t---t--------------+---+----1 CORNER OF Tl£ INTERSECTI<l'l OF RAN:H0 CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: ________ .DATE:____ "' INTERNATIONAL TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM @CONSTRUCT CONCRETE TERRACE DRAINAGE DITCH TYPE 'C'PER CITY OF TEMECULA STD. 304 RD. ANl YNEZ ROAD. 56' N.W. OF RA/'CH CALIFOONIA 1--~-'=='-'"-'=----' ~ INSPECTOR ________ t----+--+---------------1----11------l:rn~: ~TOF~~E~A~oci9~N:~.~~/r:~SE AS NOTED No. 73744 /~~,~\ PA16-1427 TEMECULA VILLAGE 17 ! DATE COMPLETED ______ t--+--+-------------+-+--1 ~~-~~~~~~T~ ESTATE VERTICAL -.. -A-R_K_A ___ D_O_T_Y __________ ,DATE: -------ACCEPTED BY: __________ .DATE: ---l(sv.lr;"i1t11i:@)I PM p~ 1023 -PARCELS 1 -8 ~<( M PATRICK THOMAS, PE \i,~ •••• /"'1/ ECISE GRADING PLAN 1-------1• ._ ___________ ....1..._....1.._......1.. ____________ J _ _J _ _JUELEV:!::!~~~1~~-~1~m~a~~~7'..,_ _______ L __ N~/-A __ .L _ _:~::i:~:::.....-..J.__.:R~.~c~.E:._..:.:73:7~4~4 -------------------L-----2D~I~R~Ec~T-o~R~o~F~P-u_B_L_Ic_wo_R_K~s/~c~I-TY__:E~NG~I~N=EE=R-L~':~~~•~"'!"/:#!;:,_·L _______________________ l~!'!~~~J~ -· R. C. E. 44223 '""~l:5" OF SHEETS -;; .I ---¢~~~---~--~---~-~~----~----~---~-~-~~--i--~~~-- ~~~=...:; ---------------------.,------------< .. ·,,·-~ ----,-,------------------------~ -·•---..V ---------__ -----=---=--=--__ -_--=--=---~ =----- ----------------~--,,. 10.0 FG EX I ST-TOOC icG 1105 X X X ~1 1~~ I LI.I I I~ I LI.I ~ I~ - ,< 199. FG Xc__--*-*-*X--~--~ ---------I- _/ PARCEL 5 -~-------!~---~----·1109----+i\-----++------- PARCEL 7 EX. --- 11 113 EXISTING EASEMENT NOTES: G) AN EASEMENT IN FAVOR OF SOUTHERN CALIFORNIA EDISON COMPANY AND CALIFORNIA WATER AND TELEPHONE COMPANY FOR PUll.IC UTILITIES AND INCIDENTAL PURPOSES, PER INSTRUMENT NO. 40992, RECORDED APRIL 19, 1966. @ EASEMENT DEDICATED TO THE CITY OF TEMECULA FOR PUBLIC UTILITY PURPOSES, TOGETHER WITH THE RIGHT OF INGRESS AND EGRESS FOR EMERGENCY VEHIQ..ES, PER PARCEL MAP 31023, PARCELS 1-8, PMB 216/80-81. @ EASEMENT RETAINED FOR PRIVATE USE Fm THE SOLE BENEFIT OF LOT owtERS, SUCCESSORS AND ASSIGNEES FOR THE RECIPROCAL DRAINAGE AND RECIPROCAL INGRESS AND EGRESS, PER PARCEL MAP 31023, PARCELS 1-8, PMB 216/80-81. @ EASEMENT DEDICATED TO THE CITY DF TEMECULA FOR TRAFFIC SIGNAL LCXF DETECTORS, PER PARCEL MAP 31023, PARCELS 1-8, PMB 216/80-81. 30 15 0 I~~ 2: 1 '* SEESHEET7 30 60 90 I 1 -----'I Michael Baker 40810 COUNTY CENTER DR., SUITE200 SCALE: 1 "=30 ' TEMECULA, CA 92591 PHONE: (951) 676-8042 I N T E R N A T I O N A L MBAKERINTL.COM CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK 11 SCALE ) - 1----+---+-------------+-__,_ _ _.2-1/2" l'RASS DISK STAl.f'ED T-31-81,IN 11-iE tmTH 1---,,,-,-,,-,--,,---t CONTRACTOR_______ C0RtER IT Tl£ INTERSECTION IT RANOiO CALIFORNIA HORIZONTAL >----+---+-------------+---'---' RD. Al'll Yl'EZ ROAD. 56' N.W. Of RAI\Cli CALIFORNIA 1-------1 >----+---+-------------+---'---' RD. 110' N CF vtEZ ROAD, 29' NORTH Of FIRE AS NOTED No. 73744 I RMICI 10 CALIFCl!NIA RD t (/) i -~-~-~---~--~---~-~-~~-~-~----~---~-~-~~ --~---~--~-- (/) I ------r -----------------------------------_/_ -----------------~-----------------~-~--------1 ~--c:. --------------------'--I-I-------------------------------------------',---------'--' ---------------------==~---_::::::::-....:-I I --------\ ---\ ({) -1- (/) DESIGr£D BY C. FENTON ~-~--------------------...:-::.----~--=-------=-----~-------~---E-xr-s r -I NG ru_R _B _~D-IA-N7-~===---_-_-_____ --'.------~--__ --~-- RANCHOCALlrORNIJ\R[f ---~ ---------~ ------- 1 ~ -EX-I.STING C8tG * ciT:3 01.s· FG _______,, FG O . BS-_ PROPOSED BUS TURNO_\/.T _....:i_ 02. FG---FG 1105 ~ -------:::._-:_~ -------~-.c:..-:fO: _:_- TB - ,---1-----1109 ~ L----1107'---- DRAWN BY C. FENTON PARCEL L) ,,--(4)(5) __ _L_==- Cl-lECKED BY M.DOTY ---------~~- EX. le. SEE SHEET 12 )( ·-.. ., .. . W'J _'.:! \ v-- 30" STORM DRAIN.~; ~~=~~;;_G~~~?.t'-._ =-l,:<~,:,:,:,:,::.._=~·,t1 •~\0¥,p -,._""" SEE SHEET 19--:;:. ---• -,_ • SEE SHEET 13 LD18-1898 BUILDING AND SAFETY REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS AND ACCESSI Bl LITY ONLY APPROVED BY: ________ _ NAME DATE CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: ________ .DATE: __ _ 18 INSPECTOR _______ t----f---+-------------+---1----IHYDRANT, H EAST EAST EDGE CF OF 5'x15' BASE t----f---+-------------+---1----1 FOR "RANCIO PRa'ERTIES" REAL ESTATE VERTICAL ______________ ,DATE: _____ _ ACCEPTED BY: _________ .DATE: __ _ PATRICK THOMAS, PE PA16-1427 TEMECULA VILLAGE PM 31023 -PARCELS 1 -8 PRECISE GRADING PLAN DATE COMPLETED_____ SIGN PER RIVERSIDE CCUffi'. I----+--+-------------+---'---' ELEVA TICl,I -1028. 387 N/A MARK A. DOTY R.C.E. 73744 DIRECTOR OF PUBLIC WORKS/CITY ENGir£ER R.C.E. 44223 LOWER SITE GRADING AREA OF 27 SHEETS -:::;,....("", .. ,-.,..r,- 112 1 46.80 TG 38 45.80 fE / I , 4 46.50 TG 45.50 IE· 14+07. 01 'LA'r' 38.91 IE 12 " / / ,,, ,,, WW w ,,, ...... I ' ' 4 .02 TG 41 43.5__2 !NV ~1- CONSTRUCTION NOTES @) INSTALL NYLOPLAST ADS 48" HP MANHOLE WITH LINER DWG NO. 7009-110-227 PER MANLFACTURER RECOMMENDATIONS OR APPROVED EQUAL QYINSTALL 4" ADS SINGLE WALL HOPE PIPE WITH BEDDING AND BACKFILL PER MANLFACTURERS RECOMMENDATIONS STD-101 @INSTALL 6" ADS N-12 SINGLE WALL HOPE PIPE WITH BEDDING AND BACKFILL PER MANLFACTURERS RECOMMENDATIONS STD-101 @INSTALL 8" ADS N-12 SINGLE WALL PIPE WITH BEDDING AND BACKFILL PER MANLFACTURERS RECOMMENDATIONS STD-101 @INSTALL 12" ADS N-12 STORM PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS RECOMMENDATIONS STD-101 @INSTALL 6" ADS N-12 DUAL WALL HOPE PIPE WITH BEDDING AND BACKFILL PER MANLFACTURERS RECOMMENDATIONS STD-101 @§)INSTALL 18" ADS N-12 STORM PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS RECOMMENDATIONS STD-101 @INSTALL 24" ADS N-12 STORM PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS RECOMMENDATIONS STD-101 Q§}CONSTRUCT 4" NOS ROUND ATRIUM GRATE OR APPROVED EQUAL, TYPICAL INSTALLATION SEE DETAIL ON SHT. 2 @ CONSTRUCT 9"x9" NOS ATRIUM GRATE OR APPROVED EQUAL, TYPICAL INSTALLATION SEE DETAIL ON SHT. 2 @CONSTRUCT CURB OPENING CATCH BASIN PER SPPWC STD. PLAN 300-3 WITH 2" LOCAL DEPRESSION PER SPPWC sm. PLAN 313-3 (CASE E), Wk V PER PLAN. @CONSTRUCT 12" ADS CATCH BASIN WITH PARKWAY RATED GRATE OR APPROVED EQUAL Michael Baker INTERNATIONAL 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM BUILDING 1 Ff=48.0 38 C!) w f--,,, ,,, w w C!) w f--,,, ,,, w w w ,,, ... ... LINE DATA TABLE &g BEARING/DELTA LENGTH 1 N 58"44'39" E 49.14' 2 N 81°14'39" E 251.93' 3 N 36°14'39" E 45.64' 4 N 32"02'40" E 100.20' 5 N 45°58' 12" W 32.99' 6 N 87"01 '48" E 38.70' 7 N 46"17'00" W 62.20' 8 N 46°17'00" w 22.23' 9 N 02"02' 14" W 117.93' 10 N 87°56'42" E 27.97' 11 N 79·43· 19·' E 106.55 12 N 59"58'49" E 37.84' 13 N 37°28'49" E 53.58' 14 N 79•43• 19"" E 47.39" 15 N34"43'19"E 17.68' 16 N 10°16'41" W 47.26' 17 N 10"16'41" W 62.73' 18 N 34"42'49" E 21.22' 19 N 79°42' 19" E 11 .80' 20 N 10°16'39" W 72.77' 21 N 79"02'23" E 81.80' 22 N 34°02'23" E 51 .61' 23 N 87"02'07" E 122.19' 24 N 87"02'07" E 132.62' 25 N 02°57'52" W 43.76' 26 N 10"57'37" W 30.81' 27 N 55•57'35" W 61. 15' 28 N 55•57'37" W 23.94' 29 N 40" 16 '37" W 24.35' 30 N 02•57'53" W 41.93' 31 N 42·55'23" E 84.57' 32 N 02"03' 18" W 102.94' 33 N 87°01 '48" E 0.83' 34 N 78"29·23·· E 11.64" @ 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 m~ "' -.J I I -----SEESHEET20 LINE DATA TABLE BEARING/DELTA LENGTH N 18"29'23" E 73.95' N 59°24'06" W 47.61' N 26°30'08" W 7.07' N 18"29'23" E 28.59' N 18°29'23" E 10.28' N 71"30'37" W 14.59' N 47•57'53" W 29.45' N 42"02'07" E 8.66' N 87"02'07" E 19.50' N 02•57'53" W 15.00' N 87"02 OT" E 39.47 N 02"57'53" W 10.00' N 87°02'07" E 67.69' N 02"57 53'" W 10.00· @ N 87"02'07" E 39.59' 69 N 02•57'53" W 15.00' 70 N 87"02'07" E 47.47' 71 N 87"02'08" E 30.00' 72 N 49°05'31" W 54.42' 73 N 87"01 '48" E 132.01' 74 N 24"42'07" W 88.54' 75 N 02°03' 18" W 69.04' 76 N 40°18'08" W 46.11' 77 N 08"17'33" E 34.58' 78 N 43°43'00" E 27.52' 79 N 10"16'45" W 47.63' 80 N 16°30'30" E 42.53' 81 N 42"57'46" E 8.80' 82 N 87"57'46" E 17.68' 83 N 22°51'59" E 28.73' 84 N 52·51'59" E 12.30' 85 N 27"56'42" E 25.12' 86 N 10•15'41" W 12.58' N 79" 43 19·· E 2.70 ----, LINE DATA TABLE BEARING/DELTA LENGTH N 10"16'41" W 19.56' N 10•15'47• W 9.77' N 79•43' 13" E 22.68' N 10•15•47• W 28.41' N 10•15'47• W 76.02' N 10°16'46" W 29.38' N52"31'11"W 7. 14' N 82°08'29" E 7.92' N 37°28'49" E 14.20' N52"31'11"W 26.79' N52"31'11"W 15.34' N 87"02'07" E 132.62' N79"42'19"E 14.33' N 10•17'41• W 9.89' N 53"29'35" W 78.68' N 02°57'52" W 33.94' N26"32'19"W 18.52' N 55"16'41" W 26.47' NOTE: w ,,, .., ... 38 38 46. 70 TG 45.70 IE / // ,~~91.06 Pl L:: PROP. SEWER PER --~+--++=F=t-++-llill--l SEPARATE PLANS ... "' PROP. FIRE L !NE PER ---+'tt-+-il---+---if-1 / 1 Cf) SEP ARA TE PLANS ?&e I PROP. OW PER ---+-1+-+-ii--+---i......,o / SEPARATE PLANS 38 47.76 TG 46.76 IE BUILDING 7 FF=48.9 4 .. 4,s ,18' 39. 17~S " CL!RT.37 LINE 'A' / --- 11 \s"" -- .-J-,-c(Jl'--W--10+39.14 PI PARCEL 3 PARCEL 8 38 _::::::::::-- -C!IW ~tg~ ~~N~4 PROPOSED BASIN EASEMENT / 48.22 TG 38 47.22 IE o ' 31 <D 38 48.13 TG 46.70 IE 48.09 TG 38 ~6.74 IE . 0 "' II ' -w .J 15 V) BUILDING 8 ff=49.5 38 48.13 TG 45.94 IE 44 48.25 TG ·43. 75 !NV -•M---1111 0 N ti w :r 'A-10' 1t----,44 20+49 . 221 48.26 TG ,I 3 02 IE 18" IL---f"'""· 30 15 0 30 60 90 ~I ~~--1 __ 1-----11 SCALE: 1 "=30 ' PIPE SLOPE TD BE 0.50% MIN, UNLESS OTHERWISE NOTED ' j -.·,· 1207 48 :a, D. (0 N n (X) ~ w z z >-3 z 0 "' w ::::, 0 w "' ~ 0 rn 0 I (.'.) D. I rn LO n "" (0 / w Cf) u w "' D. / LD18-1898 ~ ..-------------------10 ;,c BUILDING AND SAFETY ~ ~, ..... ------------------1S,::io REVIEWED FOR COMPLIANCE WITH TITLE 24 / DISABLED ACCESS AND ACCESSIBILITY ONLY APPROVED BY: __________ _ NAME DATE / 0 z <( ..J / 0 ,---:::==:::::::::--:::::::=:---r,::-:::;r:::::-T------:::~;::::=:-----,::-::;::,:-=-:::r-----::::::::-:-:-::::::-------T------r---::;;;;;;;==;;;;;;::::---,--~;-;-;;~:;-;;-;;--,---;;;-;;;;:;-;:~--T----;:~~~;;;---r--------------------7r------------------...._----------r-------i 0<( CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY 0 2-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. -;;;- t----+---+---------------+---+---, CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: _________ .DATE: ---~ CONTRACTOR _______ ... --+---+-------------+---+----..IRO. AND YNEZ ROAD. 56' N.W. OF RA/'CH CALIFOONIA,__ ____ _, . .;'~T~>.. PA16-1427 TEMECULA VILLAGE 19 ;;; ,---+---+---------------+---+---, RD. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED . .:<.\><ff>"~\ / L:_::_:_E_::_:_:_LE-_-T_E-D~~~~=--~=--~=--~=--==-J:_-~=--~:_-~=--~:_-~=--~=--~=--~=--~=--~=--~=--~=--~=--~=--~=--~=;~=--~=;~=--~::::..l.!::!a!:~'J.!.~~~!!!~~:=-~v..!.!:~~~:~~r...I~-~-~--_OF_E_~_A~_~·_ 15 _._ 0 _ASE _ _L __ vER_N..:.T'-IAC_A_L _ _i_ _ _::::::::==:::::: __ .L~~:~:~:~ E:~:-7:~:~:!~::::::::::::::::::~-D-AT_E_: ~~~~~~~~~~~~~..J._A_CC_E_PT_E_D_B_Y_, :~-A.:..'.'.~:~:~-r:...· 0::-T::4~:~::-~_G:13:Lp_I_~:-w_o:R:Ks:,_·:A_I:_::E:N_G-_I_N_E-_E_R_L~_t_r::::l::::~::::::~l:...f;_~~J~ L...:S:T.:..:O:R:...:M::.:....:D::..:R::..:::::.:.~.:..~....:~:.:~:!....:!:...:~:...:.V G:E::::~::.~:..:~:...:~:.~...:::.~:.:~~~=N-· 8 .:..:A:....'_:lc:_'...:A..:.1.:..._' _ ... L --O=F~2;7==SH=EE;T=S=:! . ? , - 30 15 0 30 60 90 1--~--1 __ 1-------11 SCALE: 1 ";30 ' I I I I I -~ 0 /Vj/¥j Michael Baker INTERNATIONAL \_ / L. I I ----::c=..,,---- ·---- / I I I I I I I I I 12" MIN. DIMENSIONS PER PLAN 12" MIN. I I I MIRAFI 14-0-:~,..,,.,._/""""'™, FILTER FABRIC ~ ,~ TYPICAL SECTION RIP-RAP RIP-RAP SHALL CONSIST OF ROCK HAVING A ORY WEIGHT NOT LESS THAN 160 LBS. PER CU. FT. ALL RIP-RAP SHALL BE PLACED TO FORM A ROUGH UNEVEN SURFACE WITH PORTIONS EXTENDING 6"± ABOVE FINISHED SURFACE. RIP-RAP % LIGHTER BY WEIGHT 100 90-100 50-90 0-15 wz; LBS, 1800 700 500 200 rsy RIP-RAP DETAIL \::!..':!) NOT TO SCALE ~E_J~ET19 ---- REBAR (BY OTHERS) 4" WEEPHOLE +-• ~-·"-:' (HDPE CONDUIT) 18" MIN. fl fYAI!IJII PfflFILE WIES· REBAR (BY OTHERS) 1. PIPE TO BE INSTALLED PER PIPE MANUFACTURERS RECOMMENDATIONS. SEE STD-101. 2. ANCHORS SHALL BE PLACED EVERY JOINT. 3. VELOCITY REDUCTION METHODS SHALL BE TAKEN WHEN SLOPE CREATES VELOCITY GREATER THAN 20 FPS. 4. ANCHORS SHALL BE CLASS 420-B-2000 CONCRETE. @) CONCR~;~ s~~CHORS LINE DATA TABLE LINE DATA TABLE @ BEARING/DELTA LENGTH @ BEARING/DELTA LENGTH 1 N 72'03'04" E 54.25' 53 N 09'32'36" E 42.58' 2 N 27°03'04" E 20.91' 54 N 12°57'24" W 13.28' 3 N 87"01 '48" E 141 .40' 55 N 88°17'36" E 37.94' 4 N 63'02'56" E 63.50' 56 N 80'27'24" W 52.50' 5 N 02-02. 14 .. W 59.80' 57 N 87-02 36" E 43.87 6 N 42'57'46" E 10.99' 58 N 02'57'24" W 5.00' 7 N 87'57'46" E 120.48' 59 N 87'02'36" E 20.56' 8 N 80"47' 14" W 44.65" 60 N 87"03 04" E 26.06" 9 N 35"47' 14" W 7. 16' 61 N 87"02'36" E 43.89' 10 N 02°56'56" W 5.50' 62 N 02°57'24" W 4.98' 11 N 47'56'56" W 5.97' 63 N 87'02'36" E 4.28' 12 N 42"03'04" E 25.31' 64 N 47"57'10" W 7.07' 13 N 47°56'56" W 6.44' 65 N 02°56'56" W 79.97' 14 N 87°03'04"' E 19. 19' 66 N 42°01 '46" E 5.65' 16 N 02°56'56" W 177.48' 67 N 87°01 '46" E 31.63' 17 N 18'23'13" E 119.54' 68 N 87'01 '46" E 59.74' 18 N 26°30'51" W 16.65' 69 N 02°58'12" W 31.52' 19 N 71°30'37" W 117.19' 70 N 87°01 '46" E 35.63' 22 N 80°27'24" W 54.60' 71 N 42°02'07" E 7.07' 23 N 88°29'23" E 38.50' 72 N 87°02'07" E 34.59' 24 N 28'29'23" E 15.36' 73 N 87'02'07" E 67.69' 26 N 02°56'56" W 21.65' 74 N 87°02°07" E 47.51' 27 N 87"57'46" E 24.55' 75 N 64"32'07" E 17.78' 33 N 18'29'23" E 73.95' 76 N 68'38'14" E 13.32' 34 N 71"30'37" W 34.75' 77 N 84°49'25" E 38.81' 35 N 87'02'07" E 90.81' 78 N 02'46'48" W 25.36' ~,.,!J'n"'~LAT 'A1-8' / --36 N 02'03' 18" W 102.94' 80 N 02•57'53" W 2.00' 38 46. 70 TG 45.70 IE 46.90 FG PROP. DW PER -: 4 ~ 5 =• 6 _ 1 ~ 1 Et !};;ys~~l) SEPARATE PLANS 0 PROP. FIRE LINE PER SEPARATE PLANS 38 46. 50 TG 45.50 IE / !it 00 a, 0 . . ..,. ~ ..,. ..,. F;B.00' E1 ;4. 00 ,--+--f 37.42_ E2;4.00' -IE:::..__~ -L1 "'6. 50 •==~-~-~ ~L.l _-_L2_"'6_._5o_·~~~-=~~--;':::_-~-~ --, I I J '" \_ ' / ~- I EV EV EV _/ 'C3' -- V , .. 13 FG 2 IE 38 C!) w ......... 0..,. I') <O . . " I() ..,. ..,. BUILDING 5 F"F";4B.7 . \_ ' \_ ,.._ ...; ..,. ..,. 43 38 I:: w -g :g " * ..,. ' ,, s "'0.6% ---@ ' . - f--f----- - 3 -- 43 C!) w I-.... 00 a, 0 _\ ; / / - \_ ' ;--'\_ -, /; -I \_ ~ 1 E w -R <O N " ~ ..,. ..... 72 1 u I ·.-~J --~ ~---' ~.40 IE 43 f--~J-::.=Q_ 1 r-,.. ,. 1.u ---~ -.,.f:= ..., C!> 1. O;t . -J--. I aio::, Ir) CO • • 0 O .. J8 I \_ / 37 N 45·22·50-W 38 N 87"57'46" E 39 N 78°07' 17" E 40 N 61'26'17" W 41 N 01"58'33" W 42 N 76°00'30" E 43 N 02°02' 14" W 44 N 18°29'16" E 45 N13'51'11"E 46 N 18°29'23" E 47 N 07" 14 '09" E 48 N 04°00'51" W 49 N 62"09'54" E 50 N 54'32'36" E 51 N 09°32'36" E 52 N 09"32'36" E ---;--- BUILDING 9 FF/47.2 00 38 45.60 TG 44.80 IE 40.04' 151.67' 83.74' 66.52' 75.68' 46.34' 15.00' 75.33' 42.01' 21.48' 17.00' 10.23' 20.91' 13.25' 21 .81' 54.66' -I I I I I I I 81 N 27"59 57"" E 82 N 87"02'07" E 83 N 02•57'53• W 84 N 87'02'07" E 85 N 85"29'47" E 86 N 68°29'10" W 87 N 23°29'10" W 88 N 35"27'24" W 89 N 09'32'36" E 90 N 09°32'36" E 91 N 09°32'36" E 92 N 51°32'29" E 93 N 20"27'24" W 94 N 02'05'40" W 95 N 39°12°46" E 96 N 52"10'24" W 97 N 45'00'00" E 98 N 02"02'14" W 99 N 02'02'14" W 100 N 02'58'12" W 101 N 02°58'12" W 102 N 87"56'42" E 103 N 02°05'47" W 104 N 87'58'05" E 105 N 44"37'10" E 106 N 86°23'02" W 107 N 12°18'22" W 108 N 01°05'40" E 110 N 18'29'23" E 111 N 21°10'38" W 112 N 68°49'22" E -S;co_.,35% ~J lll/l-;;<'-13+01.58, --- 41.76 IE 18" 12+71. 14 41.601£24 END PIPE X. It ' I '-.\_TRACT 8369-1 -::_,._;J--=..,._,_,.~.,.,-.,J ~ MB 97 /22-29 ,..,...,...-.=--'--'C'.'.S~~ .\V r f'i l ,-.... . ,..., , 5.83 23.40' 6.03' 13.19' 29.65' 33.75' 68.97' 11.55' 35.71' 75.33' 35.26' 10.92' 14.07' 16.71' 24. 17' 30.91' 19.42' 21.08' 2. 71' 5.46' 5.52' 27.86' 7.47' 24.58' 4.08' 20.10' 12.04' 12.66' 39.73' 35.46' 6.50' CONSTRUCTION NOTES @CONSTRUCT DOWN DRAIN TO PIPE TRANSITION PER DETAIL ON SHEET 2 Qg}INSTALL NYLOPLAST ADS 48" HP MANHOLE WITH LINER DWG NO. 7009-110-227 PER MANUFACTURER RECOMMENDATIONS OR APPROVED EQUAL @ INSTALL 4" ADS SINGLE WALL HDPE PIPE WITH BEDDING AIIO BACKFILL PER MANUFACTURERS RECOMMENDATIONS STD-101 @INSTALL 6" ADS N-12 SINGLE WALL HOPE PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS RECOMMENDATIONS STD-101 @INSTALL 8" ADS N-12 SINGLE WALL PIPE WITH BEDDING AIIO BACKFILL PER MANUFACTURERS RECOMMENDATIONS STD-101 @INSTALL 12" ADS N-12 STORM PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS RECOMMENDATIONS STD-101 @) INSTALL 6" ADS N-12 DUAL WALL HOPE PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS RECOMMENDATIONS STD-101 Q§)INSTALL 18" ADS N-12 STORM PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS RECOMMENDATIONS STD-101 @INSTALL 24" ADS N-12 STORM PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS RECOMMENDATIONS STD-101 @) CONSTRUCT 4" NDS ROUND ATRIUM GRATE OR APPROVED EQUAL, TYPICAL INSTALLATION SEE DETAIL ON SHT. 2 @CONSTRUCT DDWN DRAIN TD PIPE TRANSITION PER DETAIL ON SHEET 2 @CONSTRUCT 9"x9" NDS ATRIUM GRATE OR APPROVED EQUAL, TYPICAL INSTALLATION SEE DETAIL ON SHT. 2 @CONSTRUCT 12" ADS CATCH BASIN WITH PARKWAY RATED GRATE OR APPROVED EQUAL @CONSTRUCT 24" ADS DRAIN INLET WITH 24"X24" TRAFFIC RATED GRATE @CONSTRUCT MANHOLE #1 PER RCFD & WCD STD DWG MH251 @CONSTRUCT CONCRETE HEADWALL PER CALTRANS STD D-89 AND DETAIL ON SHEET 2 @§)INSTALL WQMP BIO-RETENTION FACIILITY PER DETAIL ON SHEET 22 @§)INSTALL CONCRETE ANCHORS FOR STEEPLY SLOPED PIPES PER MANUFACTURER RECOMMENDATIONS AIIO DETAIL ON SHT 20 @CONSTRUCT CONCRETE EMERGENCY SPILLWAY PER DETAIL ON SHEET 14 @INSTALL CAST IN PLACE CONCRETE THRUST BLOCK PER MANUFACTURER RECOMMENDATIONS @INSTALL NDS 5" CHANNEL DRAIN WITH METAL GRATE @INSTALL 4" ADS PERFORATED PIPE WITHIN GRAVEL MEDIAL PER DETAIL ON SHEET 22 @INSTALL 48" x 48" BROOKS BOX PER DETAIL ON SHEET 22 @INSTALL CLEANOUT PER DETAIL ON SHEET 22 LINE DATA TABLE Nd BEARING/DELTA LENGTH 113 N 85°24'05" E 83.82' 114 N 40°24'05" E 29.78' 115 N 85"24'05" E 59.67' 116 N 87'03'04" E 10.00' 117 N 87°03'04" E 13.49' 118 N 87"03'04" E 100.00' 119 N 42'03'04" E 7.43' 120 N 42'03'04" E 82.32' UNLESS OTHERWISE NOTED F" w z z ~ . z 0 O:'. w ::J 0 w O:'. (_') 3: D ci N 0 I (_') [l_ I a, LO ,,., ..,. (0 / w If) u w O:'. [l_ / (_') z ,-------------------lo - BUILDING AND SAFETY ~ 1-------------------IS, REVIEWED FOR COMPLIANCE WITH TITLE 24 / DISABLED ACCESS AND ACCESSIBILITY ONLY ::i APPROVED BY: __________ _ NAME DATE D / D z <{ _J / ,---;:::::;;:::::;:;:;;-;;:::;~:;--;;;;::;::;;:---r.:::::;:;r;::-T------;:;~:;;-;:::::------r,::::;:;:1:::::::-::::r-----;:;:::::-:-::-::::::--------T------r----::;;;;;;~;;;;;:::---.--;:;:;:-;-;:~:;-;:;;;--T---;:;;:;:-:;::;--;:;;;---r----;::;-;;:::=:;;--;:;:;---r---------------------,---------------------1L __________ r-_____ --l§l CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY j l---+---1------------------12-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. -;;;- CONTRACTOR________ CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: _________ .DATE: ---~ l---+---+---------------1---+---IRD. AN) YNEZ ROAD. 56 ' N.W. OF RA/'CH CALIFOONIA ,__ _____ _, ,;'~T~\, PA16 1427 TEMECULA VILLAGE 20 ..,. INSPECTOR ________ ~===:===~===========================:===~===:::: :rn~: ~TOF~~E~A~oci 9~N:~-~~/1 :~SE AS NOTED No. 73744 ;/§'\'!JJI:.~¢\ PM 31023 -PARCELS 1 -8 ! DATE COMPLETED _______ l---+---1--------------+---1---I ~~-~~~~~~T~ ESTATE VERTICAL _M_A_R_K_A ___ DO_T_Y ___________ ,DATE: -------ACCEPTED BY: -P-AT_R_I_CK_T_H_O-MA_S_,-PE ___ .DATE: ---lj~i"'itf!t~) PRECISE GRAD ING PLAN 1-------1~ L __________ ;_-_-_-<.l-_-_-_-+.1-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-+.1-_-_-_+L-___ _,..lJELEV~A[TI!QONt=:..!!!10~2a~.JB~1~ ______ _1_ _ __:_N.::../.:.:.A __ L_~:::::i~~-.....l__:_R.:.:. . .:.c:.:.E~ . ..:.7.:.37:._4..:.4 _________________ ...l.. ____ _!~~'.~~~~~.:..:0~:~4~~~~3P_u_BL_1_c_w_o_RK_s_/c_I_TY_EN_G_IN_E_E_R...l..\_if,::..i%".::L=":!:.'./'.t::_~_t.L...:S:.T.'...:O~R~M~~D~R~A~I~N~I~M~P~R'.:O~V~E~M~E::N~T~S~L:.:I~N~E=--...'.•B:'.....' _:8c~-•~c_•_J~o:_F~2:._7..:'.s'.'..:HEE~Ts:J! --F-EXlSJJNG 1.,c...2"-- -__ DOMESTI.G_WA1Ee ... )/ ~\ ~~ I 1109----------// __ _.,. J," __ i-, +-------w-:eM'Y'7 2=_ -:~' 7 ) --- 30 15 0 30 60 90 ~I ~~f-----1 __ 1-----<1 SCALE: 1 "=30 ' --. CONSTRUCTION NOTES @INSTALL 12" ADS N-12 STORM PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS RECOl.1MENDATIONS STD-101 @INSTALL 18" ADS N-12 STORM PIPE WITH BEDDING AND BACKFILL PER MANUFACTURERS RECOl.1MENDATIONS STD-101 @CONSTRUCT MANHOLE #1 PER RCFD &: WCD STD DWG MH251 @CONSTRUCT JUNCTION STRUCTURE #2 PER RCFD &: WCD STD DWG JS227 @INSTALL 18" R.C.P. STORM DRAIN (2000 D) WITH BEDDING AND BACKFILL PER RCFCWCD STD. PLAN M815 @INSTALL 24" R.C.P. STORM DRAIN (2000 D) WITH BEDDING AND BACKFILL PER RCFCWCD STD. PLAN M815 @INSTALL 30" R.C.P. STORM DRAIN (2000 D) WITH BEDDING AND BACKFILL PER RCFCWCD STD. PLAN M815 @) INSTALL CB NO. 1 PER RCFC STD CB100 ("W" PER PLAN) W/LOCAL DEPRESSION N0.2 PER RCFC STD LD201 @ CONSTRUCT RISER OUTLET PER DETAIL ON SHEET 21 @INSTALL WQMP BIO-RETENTION FACIILTY PER DETAIL ON SHEET 22 @])CONSTRUCT CONCRETE COLLAR PER RCFCWCD STD. PLAN M803 @) REMOVE FLARED END SECTION AND JOIN EXISTING 30" RCP STORM DRAIN @)CONSTRUCT DESILTING BASIN WITH RISER OUTLET PER DETAIL ON SHEET 21 - DIMENSIONS FOR JUNCTION STRUCTURE NO 2 Michael Baker INTERNATIONAL 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM MAIN LINE STA. 11+34.41 11+61.17 11+61.17 CONNECTING LAT. A 8 C LINE G 30•00·00" 18" 6.87' LAT. 83 45•00·00" 18" 5.04' LAT. 83 45•00·00" 18" 5.04' (STD DWG NO JS227) D E F G L ELEV. S 36" 5.43' 1 . 45' 1 . 18' 4.50' 1382.56 36" 3.87' 1 . 14' 0.93' 4.07' 1382.48 36" 3.87' 1 . 14' 0.93' 4.07' 1382.48 ' I ELEV. R 1382.58 1382.49 1382.49 PLACE 2' HIGH LAYER CONSISTING OF MSHTO #57 GRAVEL (1.5" DIA .. 40% VOIDS) ---------T I II= 1----- -111-,_,, 3 6.0' 3.5' 1 SEDIMENT STORAGE 1~ BOTTOM ELEV. PER PLAN MAX HEIGHT WRAP INLET WITH GEOTEXTILE FABRIC 18" RCP TO PROP. 30" RCP PER PLAN-------\c INVERT 18" RCP PER PLAN @ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1B 19 20 _J 21 TOP GRATE WELDED-.. TYP. 1/2"x2" STEEL STRAP~ WITH 3/8" BOLT GRATE ASSEMBLY DETAIL NOT TO SCALE TOP OF RISER-:.,J ELEV PER PLAN ..--GRATE ASSEMBLY --RISER DIA.•54" LINE 'E' 1--------\r1• ORIFICE 6" ABOVE BASIN BOTTOM 2' t.lIN. FG ELEV ,._-----,,,_---,_r-PERPLAN s· CUTOFF WALL 'l::::====~~~===il__r- LINE/CURVE DATA BEARING/DELTA N53"44'37"W 44•59• 17" NB1"16'06"E N81. 16 'CJ6"E N81"16'06"E NB1 °16 'oo"E 45·00 oo·· N53"43'54"W N53"43'54"W 45•23'34• N08"20'20"W N36"39'40"E N53"20'20"W N66"20'29"E NB2"55'57"W N53"43'54"W 45•00·00" NOB 0 43'54"W N53"43'54"W 45•00·00· NOB 0 43'54"W 4"X4" WOOD POST CLEANOUT MARKER RADIUS -- 22.50' -- -- -- -- 22.so· -- -- 22.50' -- -- -- -- -- -- 22.50' -- -- 22.50' -- PAINT POST RED ABOVE CLEANOUT ELEV. MARK CLEANOUT ELEV. ON POST BASIN "c" = 1104.0 BASIN "D" = 1102.0 PAI NT POST WHITE BELOW 1- t TABLE LENGTH TANGENT 6.6B' -- 17.67' 9.32' 17.97' - 88. 12' -- B8.12' - 30B.92' - 17.67 9.32 62.93' - 5.35' - 17.83' 9.41' 175.03' - 21.0B' - 20.44' - 36.47' - 36.47' - 5.34' - 17.67' 9.32' 30. 1B' - 5.34' - 17.67' 9.32' 30. 1B' -- TOP ELEV. PER PLAN z 0 °" w ::::, 0 w °" -N 0 I u [1_ CLEANOUT ELEV. _ _ _ffi:- -..-11---....-----r-~...-rr:=111:--=- I a, LO "" "" (0 2-1 • ORIFICES EQUALLY SPACED 1.0' MIN. ABOVE 2' FG BOT. ELEVATION OF BASIN , ,_,. r---24" CMP RISER PER RCFC&WCD STD. DWG. CB108 (INLET TYPE X) & AS MODIFIED HEREON / w (/) u w °" [1_ / LD18-1898 ~ ,-------------------10 BUILDING AND SAFETY ~ 1--------------------IS, REVIEWED FOR COMPLIANCE WITH TITLE 24 / DISABLED ACCESS AND ACCESSIBILITY ONLY ::i APPROVED BY: _________ _ NAME DATE 0 / 0 z <( _J / 0 ,--::::==-==-:::::=::::---,:::::::-r-::::::--r------::::~:::::::::----,::-::;;-i:=::-:::ir-----:::;:::-:-:-:::::::--------r-----.----::::;;;;;;~;;;;;;::::--.----;:~-;-;;;:~7v--r-----;;;;-;;;;;:;-;;;---.-----;:;:;:;::;;;~;;--,--------------------T-----------------....... ----------r-----4°<( CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY 0 2-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NORTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. -;;;- t---+--+--------------+---+---1 CORNER OF Tl£ INTERSECTION OF RAN:HO CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: ________ .DATE: ---~ CONTRACTOR _______ >---+---+-------------+---+-----<RO, AND YNEZ ROAD. 56' N.W. OF RAl'CH CALIFOONIA,__ ____ _, . .;'~T~>.. PA16-1427 TEMECULA VILLAGE 21 ;;; 1---+--+--------------+---+---t RD. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED • .:<.\><ff>"~\ / ::::E::::LE-TE_D __ ~---_-_-_-_-_-_-_-_-1-1----_ --+-+--_ -_ --+-+--_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ -_ +-+--_ -_ -_ +-+--_ -_ -1-1 fr~~t5:~ri:.: E~A~~x 150 BASE VER::ACAL -~-~-~-~ E-~-- 7 -~-~-!! _________ _,DATE: -------ACCEPTED BY: -~-1~-~-i-ra_R_T~-~-M-~G-s-LP-I~-WO-R-KS_/•::::-E-NG-I-NE_E_R ,, STORM ; ~~!~::: ±; ~0' t 'E ' _O_F_2_7_SH_EE_T_S---ii L ___________ .L_..l.._...l. ____________ .....l _ _J _ _Jl!ELEV:!fYA~T]ION~=Jl.Q;02~BJ.38~7'.,_ _______ L_.....:~ __ .L _ _:~::i:~:.....-..J......:.:..:...:.:.::.....::..:...:..:.... __________________ ..J. _____ _!R~-~c.:!.E:..:-_4~4~2=2::3 __________ .L.....:::.=::::._L...:::..:...::::...::.:...::::..:::.:.::~..:.:::::..:.::.:..::::::::.:::...:::.~.::._:~____:::...___::._~_L..:....=.:...:.=.:..:...JI SPILLWAY EL=44.5 48"X48" GRATE EL=43.5 STEEL PLATE WITH 2" ORIFICE AND TRASH RACK. ORIFICE 3" FROM BASIN BOTTOM RETENTION BASIN BOT EL=39.5 RETENTION BASIN BOT EL=39.5 RIP-RAP W/ 6" AND 12 OBBLES 18" 12" HOPE PIPE 6" HOPE PIPE 6" HOPE PIPE MIRAFI 14ON FILTER FABRIC OR EQUIVALENT SECTIONW-W BASIN BOTTOM ELEVATION 6" PIPE 18" 36" 3'x 3'x 6' GABION BASKETS -. f1/2" GALVANIZED HARDWARE CLOTH ,-,' 1" ROCK 12" HIGH TOE OF ~ ~ ' '----' BASIN SLOPE 1 r f :a . CCl'<STRUCTI ON JOINT AT 12'± #6 EPOXY COATED ANCHOR REBAR AT 3' O.C. CLASS A CCl'<CRETE CUT OF WALL PER DETAIL HERECl'< PROTRUDING 18" ABOVE SLAB, 3" MIN. CLEARAflCE EACH DIRECTION r-;;;, FOREBAY CONCRETE SLAB DETAIL ~ NOT TD SCALE GABION BASKETS NOTES: GABION BASKETS SHALL MEET SPECIFICATION ASTM A975 FOR DOUBLE-TWISTED HEXAGONAL MESH GABIONS. GABION BASKETS SHALL BE MADE OF GALVANIZED (ZINC COATED ACCORDING TO ASTM A641/A641M) WOVEN WIRE WITH A NOMINAL MESH OPENING OF 3.25" (8 X 10 MESH TYPE) AND WIRE DIAMETER OF 0.120". GABIONS CELLS SHALL BE 3'x3'x3'. RET. WALL TYPE 1A (CASE 1) PER CALTRANS PLAN B3-3A EL=43 .0 MAX WATER :r:_ -__ERFACE EL=43.0 u = . 1---"- 48"X48" GRATE EL=43.5 _J ::::, ::,; • I') 10' SECTIONX-X STEEL PLATE WITH 1" ORIFICE 2" OFFSET FROM BOTTOM OF BOX PROPOSED FINISH SURFACE CLASS A CONCRETE EXISTING GROUI\O WQMPBASIN . . .. , .... : . ,.... "' .. ~4 .. "' 0 . . ,·:~: .,. ·.~4 .. ~ CUT OFF WAIJ. DETAIL NOT TO SCALE THE ROCK FOR GABIONS SHALL BE HARD, ANGULAR TO ROUND, DURABLE AND OF SUCH QUALITY THAT THEY SHALL NOT DISINTEGRATE ON EXPOSURE TO WATER OR WEATHERING DURING THE LIFE OF THE STRUCTURE. GABION ROCKS SHALL RANGE BETWEEN 4" AND 8". THE RANGE IN SIZES MAY ALLOW FOR A VARIATION OF 5% OVERSIZE AND/OR 5% UNDERSIZE ROCK, PROVIDED IT IS NOT PLACED ON THE GABION EXPOSED SURFACE. @) Bl~NTION FACILITY DETAIL • ""' N • a, i=:c • ~--a, 0 I- = <O __,--Q" PVC PIPE /SOIL MEDIA / r 5° ELL STANDARD WYE REPLACE STANDARD WYE WITH 45" ELL AND SIZE x REQUIRED LENGTH PVC PIPE FOR TERMINUS CLEAN OUT RAVEL BED PVC PIPE @BASIN CLEANOUT DETAIL NO SCALE Michael Baker 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 I N T E R N A T I O N A L MBAKERINTLCOM NOT TD SCALE VARIES VARIES . z -::,; TOP • _[_MAX WATER _.__...z__ -3.,,-EL_:EV_T _A~~-I~O-N __ -_--+-~-'l'-_ ~U~ACE EL~~TI~ "'-9PE' -+-BOTTOM ELEVATION 4" PERFORATED PVC PIPE SECTIONY-Y 1" WIDE X 1/4" THICK STAINLESS STEEL FRAME WELL SCREEN TRASH RACK AT FRONT PERFORATED PLATE AT REAR 2" HOLE DIA. ====- ELEVATION "C"-~-- ELEVATION "B" NOTE: ORIFICE HOLE CONFIGURATION TO BE CENTERED ON STEEL PLATE. • . r <.O • I ~ 1 '-6" W1= 1 '4" "C" DETAIL A WELL SCREEN\ TRASH RACK ·~ ' ·• CLEAR OPENING =1 o" W1 • d • . ' . FLOW PERFORATED7,IRECTION STEEL PLATE t t SECTION 8-8 , t , N.T.S . ' N.T.S. • .. ,<> • ' '. • • ,I,. • • VARIES ---~- ::,; ' I') DEPTH VARIES 18" MIN. SOIL MEDIA 12" MIN. GRAVEL BED OFFSET FROM BOTTOM SOIL MEDIA 2.5 IN/HR INFILTRATION RATE FOR AMENDED SOIL 10% TYPE 1 ORGANIC SOIL AMENDMENT 90% CLASS "A" TOP SOIL CLASS "A" TOP SOIL SHALL CONFORM TO THE FOLLOWING SPECIFICATION: 70-85% SAND 10-15% SILTS 0-10% CLAYS GRAVEL BED 1" #57 CRUSHED ROCK PER GREENBOOK 5/8" DIA. HOLE~ (TYP.) 1 • 6" 5 8" DI A. ---~~~------ ( TYP.) 0 0 0 "C" 0 X • < _j <.O :::;, I • ~ N 0 0 ~ 0 0 0 1" WIDE x 1/4" THICK STAINLESS STEEL FRAME '-----1/2" DIA. DRAIN HOLE ON CENTER DETAIL B N.T.S. NO. 93 STAINLESS STEEL "VEE-WIRE" TM (JOHNSON SCREENS OR EQUIVALENT) 0.139" 7 r- . ' SUPPORT BARS' · .• TE 0.074" x 0. 75'' 1" o.c. SECTION C-C N.T.S. WELD SUPPORT BARS TO FRAME PER FABRICATOR'S INSTRUCTIONS ..... • ,d , F" w z z ~ -z 0 0:: w ::J 0 w 0:: (_') 3: 0 N N 0 I (_') [1_ I a, LO .,., '<l- (0 / w (/) u w 0:: [1_ / LD18-1898 ~ 0 BUILDING AND SAFETY ~ 1--~=--------------IS, REVIEWED FOR COMPLIANCE WITH TITLE 24 / DISABLED ACCESS AND ACCESSIBILITY ONLY ::i APPROVED BY: _________ _ NAME DATE 0 / 0 z <{ _, / ,--;::;:;;::;.;:;:;;-;;:::;;-:~;;:;::;::;::----,-;:::-:;:;-r--;::::;--i------;:;;~;;::::------r;::::;:;:T.;::::::::r---::::;::::-;--:::;::;:--------,------,---:::;;;;;;;;;:.;;;;;;;:::----,----;:~;-;;;:;;:;;--;;;;--7---;:;;:;=.;-;:;;-;---,-----:;:;-;;::::=:;;-;:;:;-----r-------------------,----------------_J-----------,,-------4§ CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGNED BY DRAWN BY CHECKED BY j l----+---1-------------------12-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. -;;;- CONTRACTOR_______ CORNER OF Tl£ INTERSECTI<l'l OF RAN:H0 CALIFOONIA HORIZONTAL PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: ________ .DATE: ---~ 1----+---+------------------IRD, AN) YNEZ ROAD. 56 ' N.W. OF RA/'CH CALIFOONIA 1--------1 ,;c~T~\, PA16 1427 TEMECULA VILLAGE 22 '<l- INSPECTOR ________ 1-1-----_--I-I--_-_ --I-I--_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_ ---1-+--_ -_ ---1-+--_ -_ -1-1:rn~: ~TOF~~E~A~oci9~N:~-~~/1:~SE AS NOTED No. 73744 ;/§'\'!JJI:_~¢\ PM 31023 -PARCELS 1 -8 ~ DATE COMPLETED ______ l---+---+-------------+---+----1 ~~-~~~~~~T~ ESTATE VERTICAL -M-A-RK_A_. -D-OT_Y __________ ,DATE: -------ACCEPTED BY: -P-AT-R-ICK--TH-0-MA_S_,_P_E ___ .DATE: ---lj~i"'itf!t~) PRECISE GRAD ING PLAN 1--------1~ l----+---1------------------IELEVATION = 1028.387 N/A R.c.E. 73744 ~'.~~~:o:4~~3PUBLIC WORKS/CITY ENGINEER \if~%'.~'!"~; STORM DRAIN DETAILS OF 27 SHEETS ;;,- I j BLDG J / ' ' BLDG 5 / ' l @j / ' ' __J __ r------t;---_ __J / I " " "' " ~~- ~ \ BL G 11 ~----I~\-~ (__,,,~l~---~ 3~~~~~~WI=== ~~~1£~~~~~~~~~~~~~ ~ I I ~ I : / I I I / ' I \ 1i' I fl I I II I I I'/ Michael Baker INTERNATIONAL CONSTRUCTION RECORD 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM DATE BY BLDG 4 PLEASE REFER TO THE SWPPP FOR ADDITIONAL EROSION CONTROL REQUIREMENTS. CONTRACTOR IS RESPONSIBLE TO ADHERE TO THE CONSTRUCTION GENERAL PERMIT, STATE WATER RESOURCE CONTROL BOARD. REVISIONS DATE ACC'D BENCH MARK SCALE 1---+--+-------------__,_ _ _._ _ _, 2-1/2" BRASS DISK STAMPED T-31-81, IN Tl£ NCRTH r I•\~~~~~ BLDG e CONSTRUCTION NOTES OTY. ® INSTALL TEMPORARY GRAVEL BAG VELOCITY REDUCER PER DETAIL ON SHT. 68 25 (SE-10) ® INSTALL PROTECTIVE SILT FENCE PER DETAIL ON SHT. 25 (SE-1) S,979 ~ INSTALL TEMPORARY GRAVEL BAG INLET PROTECTION PER DETAIL ON SHT. 62 25 (SE-10) @ CONSTRUCT STABILIZED CONSTRUCTION ENTRANCE/EXIT WITH SHAKER PLATE 2 PER DETAIL ON SHEET 25 @ INSTALL FIBER ROLL PER DETAIL ON SHEET 25 (SE-5) 1,78S @ CONSTRUCT DESILTING BASIN AND RISER PER DETAIL 54 SHT 21 2 @ PROVIDE HYDROSEEDING ON STEEP SLOPES S4,715 @ INSTALL 1/2 TON RIP-RAP W/FILTER BLANKET PER DETAIL 53 ON SHEET 20 41 DESIGNED BY DRAWN BY CHECKED BY C. FENTON C. FENTON hit.DOTY CONTRACTOR_______ CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL 1---+--+-------------__,_ _ _._ _ _,RD. AND YNEZ ROAD. 56' N.W. OF RA/'CH CALIFOONIA 1---------1 PLANS PREPARED UNDER THE SUPERVISION OF 1---+--+-------------__,_ _ _._ _ _,RD. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED No. 73744 UNIT EA LF EA EA LF EA SF CY INSPECTOR ________ 1---+--+---------------1----11-----1HYOOANT, AT EAST EAST Ell(£ OF OF 5'x15' BASE l---+--+---------------1---1---1 FOO "IWCHO PROPERTIES" REAL ESTATE VERTICAL _______________ ,DATE: ______ _ DATE COMPLETED______ SIGN PER RIVERSIDE COUNTY. I---+--+-------------_,_ _ _._ _ _, ELEVATION~ 1028.:587 N/A MARK A. DOTY R.C.E. 73744 BLDG 8 40 20 0 1-~ 40 I SCALE: 1 ";4Q ' 0 r ' 80 120 1-I 7HE FOLLOl'ilNG BEST MANAGEMENT PRACnCE:s (Bl.IP} FROM 7HE 2009 EDlnON OF 7HE CALIFORNIA BMP HANDBOOK FOR CONSTRUCnON ACnVlnE:S MUST BE IMPLEMENTED AS APPLICABLE FOR ALL CONSTRUCnON ACnVlnES. RE:FER TO S. W.P.P.P. REPORT FOR BMPS BE:ING USED FOR THIS PROJECT. THE S. W.P.P.P. SHALL BE UDA TED TO REFLECT THE CURRENT GRADED CONDlnONS AND THE PLACEMENT OF ALL BMP'S. EROSION CONTROL SCHEDULING PRESERVA nON OF EXISllNG VEGETA nON HYDRAULIC MULCH HYDROSEEDING SOIL BINDERS STRAW MULCH GEOTEXllLES & MA TS WOOD MULCH EARTH DIKES AND DRAINAGE SWALES VELOCITY DISS/PA llON DEVICES SLOPE DRAINS STREAMBANK STABILJZA noN POL YACRYLAMIDE TEMPORARY SEDIMENT CONTROL SILT FENCE SEDIMENT BASIN SEDIMENT TRAP CHECK DAM FIBER ROLLS GRAVEL BAG BERM WHISTLER DRIVEWEEPING & VACUUMING SANDBAG BARRIER STRAW BALE BARRIER STORM DRAIN INLET PROTECllON WIND EROSION CONTROL WIND EROSION CONTROL EQUIPMENT TRACKING CONTROL STABILIZED CONSTRUCllON ENTRANCE EXIT STABILIZED CONSTRUCllON ROADWAY ENTRANCE/OUTLET nRE WASH NON-STORMWA TER MANAGEMENT WATER CONSERVA noN PRACnCEs DEWA TERING OPERA nONs PAVING AND GRINDING OPERA noNS TEMPORARY STREAM CROSSING CLEAR WATER DIVERSION ILL/CIT CONNECllON/DISCHARGE POTABLE WA TER/IRRIGA noN VEHICLE AND EQUIPMENT CLEANING VEHICLE AND EQUIPMENT FUELING VEHICLE AND EQUIPMENT MAINTENANCE PILE DRIVING OPERA nONs CONCRETE CURING CONCRETE FINISHING DEMOLlnON ADJACENT TO WATER TEMPORARY BATCH PLANTS BMP SECllON EC1 EC2 ECJ EC4 EC5 EC6 EC7 ECB EC9 EC10 EC11 EC12 EC1J SE1 SE2 SEJ SE4 SES SE6 SE7 SEB SE9 SE10 WEI TC1 TC2 TCJ NS/ NS2 NSJ NS4 NSS NS6 NS7 NSB NS9 NS10 NS/1 NS12 NS1J NS1S NS16 WASTE MANAGEMENT &: MATERIAL POLLUllON CONTROL MATERIAL DELIVERY AND STORAGE WI.II MATERIAL USE WM2 STOCKPILE MANAGEMENT WMJ SPILL PREVENllON AND CONTROL WM4 SOLID WASTE MANAGEMENT WMS HAZARDOUS WASTE MANAGEMENT WM6 CONTAMINAllON SOIL MANAGEMENT WM7 CONCRETE WASTE MANAGEMENT WMB SANITARY/SEPnc WASTE MANAGEMENT WM9 LIOUID WASTE MANAGEMENT WM10 ALL SANITARY FACILITIES SHALL BE LOCATED PER BMP Wl.l-9 A/IIJ Tl£ LOCATION RECORDED ON THE SWPPP SITE MAP. CONCRETE TRUCK WASH OUT AREA SHALL BE ESTABLISl£D PER BMP WM-8 All) THE LOCATION RECORDED ON Tf£ SWPPP SITE MAP. LEGEND F FIBER ROLL (SE -5} ~ GRAVEL BAG CHECK DAM (SE-4) ~ STABILIZED CONSTRUCTION ENTRANCE/EXIT (TC-1) -a C SILT FENCE (SE-1) @ STORM DRAIN INLET PROTECTION (SE-10) ·CCC>· GRAVEL BAG BERM (SE-6) .rfP· GRAVEL BAG VELOCllY REDUCER SLOPE SYMBOL DIRECTION OF FLOW I : • : • : • : • : I HYDROSEEDING LD18-1898 BUILDING AND SAFETY REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS AND ACCESSIBILITY ONLY APPROVED BY: _________ _ NAME DATE CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. RECOMMENDED BY: ________ .DATE: __ _ ACCEPTED BY: __________ .DATE: __ _ PATRICK THOMAS, PE DIRECTOR OF PUBLIC WORKS/CITY ENGINEER R.C.E. 44223 PA16-1427 TEMECULA VILLAGE PM 31023 -PARCELS 1 -8 PRECISE GRADING PLAN EROSION CONTROL PLAN -UPPER SITE 23 OF 27 SHEETS !I ·;~>~J~:iz::.:::::=~'=-:=.=-=-=-=·=-=~=--; L --==== --.......a-------~ ---~----::::::-----.....: _-~---~-:=:.-==-~-------------0 8 -------->P<A'NCHO 8~,UFORNIA R ----:o,=~=-..:::.:::::--1 ,...----- -f'l;'t" -------=== ---------i i.--h-----~------===-~ -..... -___ -::;.. -- THE FOLLOWING Bf.ST MANAGEMENT PRACnCf.S (BMP) FROM THE 2009 f.OlnON OF THE CAUFORNIA BMP HANDBOOK FOR CONSTRUCnON ACnVlnf.S MUST Bf. IMPLf.M£NT£D AS APPUCABLf. FOR ALL CONSTRUCnON ACnVlnf.S. Rf.FER TO S. W.P.P.P. Rf.PORT FOR BMPS Bf.ING USED FOR THIS PROJECT. THE S. W.P.P.P. SHALL Bf. UDA Tf.D TO REFLECT THE CURRENT GRADED CONDJnONS AND THE PLACf.M£NT OF ALL BMP'S. --- ----- ------~ --= --:;¥,-------- 1.6% - -+ ------=----~ --1---==----------~--=---------...... -----------~-------~ -----~~ -----:.:-=--==-"'=---r __ --------------------~ ----~---------------------:::-----------. --I----+= --------~ ~---------:J:~----------------- ------ / -~= = =-=-=-------=----- --- ..... --..... -- -------- ----- j_~-~----)( -------------- )( EROSION CONTROL BMP SECllON SCHf.DUUNG f.C1 PRE.SERVA noN OF f.XISnNG VEGf.TA nON f.C2 HYDRAUUC MULCH f.CJ HYDROSf.f.DING f.C4 SOIL BINDERS f.C5 STRAW MULCH f.C6 Gf.OTf.XnLf.S & MA TS f.Cl WOOD MULCH f.CB EARTH DIKES AND DRAINAGE SWALES f.C9 VELOCITY DISS/PA nON DEVICES f.C10 SLOPE DRAINS f.C11 STRf.AMBANK STAB/LIZA noN f.C12 POL YACR YLAM/Df. f.C7J TEMPORARY SEDIMENT CONTROL SILT F£NCf. S£1 Sf.DIME.NT BASIN S£2 Sf.DIME.NT TRAP SEJ CHECK DAM S£4 RBf.R ROLLS S£5 GRAVEL BAG Bf.RM S£6 'MIIS1Lf.R DRIVEWf.EPING & VACUUMING S£7 SANDBAG BARRIER S£8 STRAW BALE BARRIER 5£9 STORM DRAIN INLET PROTf.CnON 5£10 WIND EROSION CONTROL WIND EROSION CONTROL ~1 EQUIPMENT TRACKING CONTROL STABILIZED CONSTRUCnON ENTRANCE EXIT 1C1 STABILIZED CONSTRUCnON ROADWAY 1C2 f.NTRANCf./OU1Lf.T nRf. WASH JCJ NON-STORMWATER MANAGEMENT WA Tf.R CONSf.RVA noN PRACnCf.S NSI D[WA TE.RING OP[RA nONs NS2 PA \/ING AND GRINDING OP£"RA T/ONS NSJ TEMPORARY STR£"AM CROSSING NS4 CL£"AR WA Tf.R DIVERSION NS5 ILLICIT CONN£"CnON/DISCHARG£" NS6 POTABL£" WA Tf.R/IRRIGA nON NS7 VEHICLE AND £"QUIPM£"NT CLEANING NSB VEHICLE AND EQU/PMEN T FUELING NS9 VEHICLE AND EQUIPMENT MAINTENANCE NSIO PILE DRIVING OPERA T/ONS NS11 CONCRETE CURING NS12 CONCRETE RN/SH/NG NSIJ DEMOUTION ADJACENT TO WA Tf.R NS15 TEMPORARY BA JCH PLANTS NS16 WASTE MANAGEMENT & MATERIAL POLLUllON CONTROL MA TE.RIAL DELIVERY AND STORAGE MA TE.RIAL USE STOCKPILE MANAGEM£NT SPILL PREVENnON AND CONTROL SOLID WASTE MANAGEMENT HAZARDOUS WASTE MANAGEM£NT CON TAM/NATION SOIL MANAGEMENT CONCRETE WASTE MANAGEMENT SANITARY/SEPnc WASTE MANAGEMENT LIQUID WASTE MANAGEMENT WMI WM2 W/,/J WM4 WM5 Wl,/6 WM7 WMB Wl,/9 WMIO ALL SANITARY FACILITIES SHALL B£ LOCATED PER Bl.IP WU-9 AND Tl£ LOCATION RECORDED ON Tl£ SWPPP SITE MAP. CONCRETE TRUCK WASH OUT AREA SHALL BE ESTABLIS/£D PER 8MP WM-8 AND Tl£ LOCATION RECORDED ON THE SWPPP SITE MAP. 40 20 a 40 80 120 Michael Baker INTERNATIONAL CONSTRUCTION RECORD 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTL.COM DATE BY PLEASE REFER TO THE SWPPP FOR ADDITIONAL EROSION CONTROL REQUIREMENTS. CONTRACTOR IS RESPONSIBLE TO ADHERE TO THE CONSTRUCTION GENERAL PERMIT, STATE WATER RESOURCE CONTROL BOARD. REVISIONS DATE ACC'D BENCH MARK SCALE i---t---+-------------+-----1---12-1/2" l'RASS DISK STAl.f'ED T-31-81,IN TI-iE tmTH CONTRACTOR_______ C0RtER IT Tl£ INTERSECTION IT RANOiO CALIFORNIA HORIZONTAL i---t---+-------------+-----1---1 RD. Al'll Yl'EZ ROAD. 56' N.W. Of RAI\Cli CALIFORNIA 1--~~--'-'-'-'-'-"'---' INSPECTOR i---t---+-------------+-----1---1 RD. 110' N CF Yl'EZ ROAD, 29' NORTH Of FIRE AS NOTED --------HYDRANT, H EAST EAST EDGE CF OF 5'x15' BASE l---t--+-------------+-----1---1 Fffi "RANCl-0 PRa'ERTIES" REAL ESTATE DATE COMPLETEO______ SIGN PER RIVERSIDE CCUffi'. ELEVA TICl,I = 1028. 387 VERTICAL N/A No. 73744 I~~ CONSTRUCTION NOTES 71 INSTALL TEMPORARY GRAVEL BAG VELOCITY REDUCER PER DETAIL ON SHT. 25 (SE-10) 72 INSTALL PROTECTIVE SILT FENCE PER DETAIL ON SHT. 25 (SE-1) @ INSTALL TEMPORARY GRAVEL BAG INLET PROTECTION PER DETAIL ON SHT. 25 (SE-10) Z1 CONSTRUCT STABILIZED CONSTRUCTION ENTRANCE/EXIT WITH SHAKER PLATE PER DETAIL ON SHEET 25 76 CONSTRUCT DESILTING BASIN AND RISER PER DETAIL 54 SHT 21 7 PROVIDE HYDROSEEDING ON STEEP SLOPES 78 INSTALL 1/2 TON RIP-RAP W/FILTER BLAr-.l<ET PER DETAIL 53 ON SHEET 20 DESIGr£D BY DRAWN BY Cl-lECKED BY I 1----11 SCALE: 1 "~40 ' LEGEND F FIBER ROLL (SE-5) ~ GRAVEL BAG CHECK DAM (SE-4) ~ STABILIZED CONSTRUCTION ENTRANCE/EXIT (TC-1) -a C SILT FENCE (SE-1) @ STORM DRAIN INLET PROTECTION (SE-10) ·CCO· GRAVEL BAG BERM (SE-6) _/· GRAVEL BAG VELOCllY REDUCER SLOPE SYMBOL DIRECTION OF FLOW I : • : • : • : • : I HYDROSEEDING LD18-1898 BUILDING AND SAFETY REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS AND ACCESSI Bl LITY ONLY APPROVED BY: _________ _ NAME DATE C. FENTON C. FENTON M.DOTY CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. PLANS PREPARED UNDER THE SUPERVISION OF _______________ ,DATE: ______ _ MARK A. DOTY R.C.E. 73744 RECOMMENCED BY: ________ .DATE: __ _ ACCEPTED BY: __________ ,DATE: __ _ PATRICK THOMAS, PE DIRECTOR OF PUBLIC WORKS/CITY ENGlr£ER R.C.E. 44223 PA16-1427 TEMECULA VILLAGE PM 31023 -PARCELS 1 -8 PRECISE GRADING PLAN EROSION CONTROL PLAN -LOWER SITE 24 OF 27 SHEETS 1/72 INTERVALS 30'+ 30'+ 4' 1/2 INTERVALS 14' 14' 4' -------.., ••...✓-::._R/W __ DIRECTION OF FLOW 4' C.F. CSTREET <t. GRA VELBAGS PER DETAIL HEREON 45' INTERVALS PER GRAVELBAG SPACING TABLE ABOVE 4' DIRECTION 1 o' OF FLOW TRAVEL WAY 1 o· TRAVEL WAY ~-Pr 45' C.F. INTERVALS PER GRAVELBAG SPACING TABLE RIGHT R/W CSTREET <t. SECTION AA-AA R/W CURB FACE t-VT TO SCALE AA 7 _ 11 3" MIN. OPENING I BETWEEN BAGS I,,:-·-,· -1------11------11------11------1 -------------==------==------==-----·==----- CURB & \ GUTTER AA _j PAVED STREET GRA VELBAG SPACING TABLE STREET GRADE <4% 4% TO 9% >9% LENGTH 200' MAX. 100' MAX. 50' MAX. EXTRA STRENGTH FILTER FABRIC NEEDED 'MTHOUT 'MRE MESH -~ STEEL OR WOOD POST-- ATTACHED FILTER FABRIC SECURELY TO UPSTREAM SIDE OF POST --~ STEEL OR WOOD POST @ TYPICAL STREET GRAVELBAG PLACEMENT DETAIL FOR PAVED STREET @SILT FENCE PROTECTION NOT TO SCALE BACK OF SIDEWALK GRAVEL FILLED SANDBAGS ARE STACKED TIGHTLY S.ONDING HEIGHT SPILLWAY NOTES: ATCH BASIN A A BACK OF CURB RB INLET PLAN VIEW CURB INLET SIDEWALK .. 1. PLACE CURB TYPE SEDIMENT BARRIERS ON GENTLY SLOPING STREET SEGMENTS WHERE WATER CAN POND AND ALLOW SEDIMENT TO SEPARATE FROM RUNOFF. 2. GRAVEL BAGS, OF EITHER BURLAP OR WOVEN GEOTEXTILE FABRIC, ARE FILLED WITH GRAVEL, LAYERED AND PACKED TIGHTLY. 3. LEAVE ONE GRAVEL BAG GAP IN THE TOP ROW TO PROVIDE A SPILLWAY FOR OVERFLOW. 4. INSPECT BARRIERS AND REMOVE SEDIMENT AffiR EACH STORM EVENT. SEDIMENT AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY. @GRAVEL BAG INLET PROTECTION NOT TO SCALE Michael Baker INTERNATIONAL 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTL.COM , MATCH EXISTING GRADE NOTE: CONSTRUCT SEDIMENT BARRIER AND CHANNELIZE RUNOFF TO SEDIMENT TRAPPING DEVICE SHAKER PLATE B 'MJTH AS REQUIRED TO ACCOMODATE ANTICPATED TRAmc __ _ut1n:~~~11'.L---l-__J -+- \_ TEMPORARY PIPE CUL VERT 15' AS NEEDED 20' 50' MIN. OR FOUR TIMES THE C/RCUMFf.Rf.NCf. B 15' OF THE LARGEST CONSTRUCTION VEHICLE TIRE, WHICHEVER IS GREATER CRUSHED AGGREGATE GREATER THAN 3" BUT SMALLER THAN 6" FILTER FABRIC 12" MIN, UNLESS OTHERWISE SPECIFIED BY A SOILS ENGINEER SECTION B -B NTS ORIGINAL GRADE @ STABILIZED CONSTRUCTION ENTRANCE/EXIT NOT TO SCALE CONSTRUCTION RECORD DATE BY REVISIONS DATE ACC'D BENCH MARK SCALE DESIGr£D BY 2-1/2" l'RASS DISK STAl.f'ED T-31-81,IN THE NORTH C. FENTON FILTER FABRIC NTS 2"X2"X24" STAKES xz <-"" "" STAKED AND ENTRENCHED .,----STRAW WA mt: (SEDIMENT ROLL) DIAMETER (B" MIN.} • / ~~NT LADEN FILTER~ \ : • RUNO~B MIN. ~ 5• MIN. //),;~ ,/?-7/ /. ~ FINISHED GRAD£ 12" ~ 'f' L---~,,> SPACING EVERY 10 VERTICAL FEET 8" MIN.(TYP.) @FIBER ROLL DETAIL NTS (BMP SE-5) DRAWN BY Cl-lECKED BY C. FENTON M.OOTY 1---+---+--------------+---+---t CORNER IT THE INTERSECTION IT RANCHO CALIFORNIA HORIZONTAL CONTRACTOR ________ >---+----1--------------+----t----i RD. AND YNEZ ROAD. 56' N.W. OF RAI\Cli CALIFORNIA 1---------1 PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: _________ .DATE: __ _ 1---+---+--------------+---+---t RD. 110' N OF YNEZ ROAD, 29' NORTH OF FIRE AS NOTED INSPECTOR ________ t---+---+--------------+---+---t HYDRANT, H EAST EAST EDGE OF OF 5'x15' BASE FOR "RANCl-0 PRa'ERTI ES" REAL ESTA TE DATE COMPLETED t---+---+--------------+---+---t SIGN PER RIVERSIDE CCUffi'. ------ ELEVA TICl,I = 1028. 387 VERTICAL N/A No. 73744 _________________ DATE: ______ _ MARK A. DOTY R.C.E. 73744 ACCEPTED BY: ---------~DATE: __ _ PATRICK THOMAS, PE DIRECTOR OF PUBLIC WORKS/CITY ENGir£ER R.C.E. 44223 CITY OF TEMECULA THE FOLLOWING Bf.ST MANAGEMENT PRACTICES (BMP) FROM THE 2009 f.OlnON OF 1Hf. CAUFORNIA BMP HANDBOOK FOR CONSTRUCTION ACTIVITIES MUST Bf. IMPLf.MENTUJ AS APPLICABLE FOR ALL CONSTRUCTION ACTIVITIES. Rf.FER TO S. W.P.P.P. Rf.PORT FOR BMPS Bf.ING USED FOR 1HIS PROJECT. 1Hf. S. W.P.P.P. SHALL Bf. UDA TED TO REFLECT 1Hf. CURRENT GRADED CONDJnONS AND 1Hf. PLACEMENT OF ALL BMP'S. EROSION CONTROL BMP SECllON SCHf.DUUNG f.C1 PRE.SERVA TION OF EXISTING VEGf.TA TION f.C2 HYDRAUUC MULCH f.CJ HYDROSf.f.DING f.C4 SOIL BINDERS f.C5 STRAW MULCH f.C6 Gf.OTEXTILf.S &: MA TS f.Cl WOOD MULCH f.CB f.AR1H DIKES AND DRAINAGE SWALES f.C9 VELOCITY DISS/PA TION DEVICES f.C10 SLOPE DRAINS f.C11 STRf.AMBANK STAB/LIZA TION f.C12 POL YACR YLAM/Df. f.C1 J TEMPORARY SEDIMENT CONTROL SILT FENCE Sf.1 Sf.DIME.NT BASIN Sf.2 Sf.DIME.NT TRAP Sf.J CHECK DAM Sf. 4 FIBER ROLLS Sf.5 GRAVEL BAG Bf.RM Sf.6 'M-IIS1Lf.R DRIVEWf.EPING &: VACUUMING Sf.7 SANDBAG BARRIER Sf.8 STRAW BALE BARRIER 5£9 STORM DRAIN INLET PROTECTION Sf.10 WIND EROSION CONTROi. WIND EROSION CONTROL ~1 EQUIPMENT TRACKING CONTROi. STABILIZED CONSTRUCTION ENTRANCE EXIT TC1 STABILIZED CONSTRUCTION ROADWAY TC2 f.NTRANCf./OU1Lf.T TIRE WASH TCJ NON-STORMWATER MANAGEMENT WA Tf.R CONSf.RVA TION PRACTICES D[WA TE.RING OP[RA TIONS PA \/ING AND GRINDING OP[RA TIONS TEMPORARY STR£'AM CROSSING CL£'AR WA Tf.R DIVERSION ILLICIT CONN£'CTION/DISCHARG£' POTABL[ WA Tf.R/IRRIGA TION VEHICLE AND £'QUIPM£'NT CLEANING VEHICLE AND [QUIPMf.N T FUELING VEHICLE AND EQUIPMENT MAINTENANCE PILE DRIVING OPERATIONS CONCRETE CURING CONCRETE FINISHING Df.MOUTION ADJACENT TO WA Tf.R TEMPORARY BATCH PLANTS NSI NS2 NSJ NS4 NS5 NS6 NS7 NSB NS9 NSIO NS11 NS12 NSIJ NS15 NS16 WASTE MANAGEMENT & MATERIAL PO/..LUllON CONTROL MA TE.RIAL DELIVERY AND STORAGE WMI MA TE.RIAL USE WM2 STOCKPILE MANAGEMENT WMJ SPILL PREVENTION AND CONTROL WM4 SOLID WASTE MANAGEMENT WM5 HAZARDOUS WASTE MANAGEMENT WM6 CONTAMINATION SOIL MANAGEMENT WM7 CONCRETE WASTE MANAGEMENT WMB SANITARY/SEPTIC WASTE MANAGEMENT WM9 LIQUID WASTE MANAGEMENT WMIO ALL SANITARY FACILITIES SHALL Bf. LOCATED Pf.R Bl.IP WM-9 AND Tl£ LOCATION Rf.CORDED ON Tl£ SWPPP SITE MAP. CONCRETE TRUCK WASH OUT AREA SHALL Bf. f.STABLIS/£D Pf.R 8MP WM-8 AND Tl£ LOCATION Rf.CORDED ON THE SWPPP SITE MAP. LD18-1898 BUILDING AND SAFETY REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS AND ACCESSI Bl LITY ONLY APPROVED BY: __________ _ NAME DATE DEPARTMENT OF PUBLIC WORKS SHEET NO. PA16-1427 TEMECULA VILLAGE PM 31023 -PARCELS 1 -8 PRECISE GRADING PLAN EROSION CONTROL DETAILS 25 OF 27 SHEETS I -I I I I I I I I I I I I I I I I I I I I I I I I I ' I I --.__.f--✓ I {'~ ------; I I I I I I I I I I I I I -~ I I I. ~. I I I I I I I I I ~ I -......__,..-J 4 / / / / PARCEL B BUILDING 1 . .f------------------8 +-,,__ ___ _ @ 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 ~~ 35.23' 70 71 13.94' 72 73 LINE/CURVE DATA TABLE LINE/CURVE DATA TABLE BEARING/DELTA RADIUS LENGTH NOTE @ BEARING/DELTA RADIUS LENGTH NOTE N87'02'07"E --0.50' 6" CURB 131 N87'03'04"E --15.00' 6" CURB N02'57'53"W --4.99' 6" CURB 132 N02'56'56"W --9.00' 6" CURB N02'57'53"W --4.00' 6" CURB 133 N87'03'04"E --15.00' 6" CURB N87'02'07"E --26.00' 6" CURB 134 90'00'00" 3.00' 4.71' 6" CURB N02'57'53"W --5.00' 6" CURB 135 N02"56'56"W --6.00' 6" CURB 90'00'00" 2.00' 3. 14' 6" CURB 136 90•00·00" 2.00' 3. 14' 6" CURB N87'02'07"E --16.00' 6" CURB 137 N02'56'56"W --11.89' 6" CURB N02'57'53"W --9.00' 6" CURB 138 89'19'20" 36.00' 56.12' 6" CURB N87'02'07"E --16.00' 6" CURB 139 89"18'23" 3.00' 4.68' 6" CURB 90•00·00" 2.00' 3. 14' 6" CURB 140 N02"57'53"W --15.00' 6" CURB N02'57'53"W --81.63' 6" CURB 141 N87'02'07"E --27.00' 6" CURB 21'27'16" 20.00' 7.49' 6" CURB 142 N02'57'53"W --15.00' 6" CURB N18"29'23"E --16.98' 6" CURB 143 90•00'00" 3.00' 4.71' 6" CURB 90'00'00" 2.00' 3. 14' 6" CURB 144 N8T02'07"E --4.00' 6" CURB N18'29'23"E --6.01' 6" CURB 145 N87'02'07"E --2.70' 6" CURB 90•00'00" 20.00' 31.42' 6" CURB 146 80'10'09" 4. 10' 5.73' 6" CURB N71'30'37"W --14.64' 6" CURB 147 N02"57'53"W --14.56' 6" CURB 90•00·00" 3.00' 4.71' 6" CURB 148 N87'02'07"E --24. 17' 6" CURB N18"29'23"E --15.00' 6" CURB 149 N42'02'07"E --4.00' 6" CURB N71'30'37"W --14.00' 6" CURB 150 N47'57'53"W --4.00' 6" CURB N18'29'23"E --15.00' 6" CURB 151 N87'02'07"E --15.17' 6" CURB 90•00·00" 3.00' 4.71' 6" CURB 152 N02'57'53"W --14.56' 6" CURB 81'03'13" 25.00' 35.37' 6" CURB&: GUTTER 153 80°10·10· 4. 10' 5.73' 6" CURB 55•24'52" 25.00' 24. 18' 6" CURB le GUTTER 154 N87'02'07"E --17.48' 6" CURB 28'18'22" 51.00' 25.20' 6" CURB le GUTTER 155 60'21'23" 14.00' 14.75' 6" CURB N71'30'37"W --0.74' 6" CURB 156 N32'36'30"W --5.26' 6" CURB 90•00'00" 3.00' 4.71' 6" CURB 157 51'05'53" 3.00' 2.68' 6" CURB N18"29'23"E --15.00' 6" CURB 158 90•00·00" 2.00· 3. 14' 6" CURB N71'30'37"W --14.00' 6" CURB 159 N18"29'23"E --1.02' 6" CURB N18'29'23"E --15.00' 6" CURB 160 79'31'26" 4.05' 5.62' 6" CURB 90•00'00" 3.00' 4.71' 5• CURB 161 N71 '30' 37"W --14.16' 6" CURB N71'30'37"W --14.64' 6" CURB 162 N18-29'23"E --29.17' 6" CURB 78'04'22" 20.00' 27.25' 6" CURB 163 N26'30'37"W --4.00' 6" CURB 101'55'38" 2.00' 3.56' 6" CURB 164 N63'29'23"E --4.00' 6" CURB N18'29'23"E --3.35' 6" CURB 165 N18'29'23"E --15.17' 6" CURB 55•45'37" 5.24' 5. 19' 6" CURB 166 N71 '30' 37"W --16.00' 6" CURB N87"03'04"E --18.40' 6" CURB 167 90•00·00" 2.00' 3. 14' 6" CURB N02'56"56"W --24. 17' 6" CURB 168 N18"29'23"E --0.58' 6" CURB N47'56'56"W --4.00' 6" CURB 169 68'32'44" 10.00' 11.96' 6" CURB N42"03'04"E --4.00' 6" CURB 170 N87"02'07"E --200.67' 6" CURB N02'56'56"W --15.17' 6" CURB 171 N02"58'16"W --26.00' 6" CURB N87'03'04"E --15.00' 6" CURB 172 N87"02'08"E --5.00' 6" CURB 90'00'00" 3.00' 4. 71' 6" CURB 173 N87'02'08"E --9.20' 6" CURB .f-----------------N +-~---- N !BLDG ~ 74 N02'56'56"W 10.37' 6" CURB 174 N87'02'07"E 2.52' 6" CURB I I I I I I ,~ I ' BUILDING 5 . g . ~----g I / ----------•·i-------.._ co ' / Michael Baker INTERNATIONAL CONSTRUCTION RECORD / ' 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM DATE BY / ' ' / BUILDING 4 / ' EXISTING EASEMENT NOTES: [Il AN EASEMENT IN FAVOR OF SOUTHERN CALIFORNIA EDISON COMPANY AND CALIFORNIA WATER AND TELEPHONE cot.f'ANY FOR PUBLIC UTILITIES AND INCIDENTAL PURPOSES, PER INSTRUMENT NO. 40992, RECORDED APRIL 19, 1966. REVISIONS DATE ACC'D BENCH MARK SCALE 2-1/2" BRASS DISK STAMPED T-31-81, IN Tl£ NORTH 1---------1 t---+---+---------------+---+---. CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFOONIA HORIZONTAL CONTRACTOR ________ >-----+--t-----------------+--t-----, RD. AND YNEZ ROAD. 56' N.W. OF RANCH CALIFOONIA,__~~~~~-, t---+---+---------------+---+---. RD. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED INSPECTOR ________ I--+---+-------------+---+--, HYOOANT, AT EAST EAST Ell(£ OF OF 5'x15' BASE FOO "RAN:HO PROPERTIES" REAL ESTATE DATE COMPLETED, ______ I--+---+-------------+---+--, SIGN PER RIVERSIDE COUNTY. ELEVATION~ 1028.:587 VERTICAL N/A ' / 35.89', No. 73744 10 42.75' ' / 30 15 0 I ~ SCALE: DESIGNED BY C. FENTON 30 I (0 (!) z .... 0 __J .... ::::> CD . 0 "' Ii ' - • Jo i I fil I , qi ,' @ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 60 I 1"=30' DRAWN BY C. FENTON ! BUILD! G 9 ·c;;i~ \ ~ LINE/CURVE BEARING/DELTA RADIUS 34·20•39" 60.00' 70'00' 19" 20.00' N87'02'07"E -- 90•00'00" 3.00' N02"57'53"W -- N87'02'07"E -- N42'02'07"E -- N47'57'53"W -- N87'02'07"E -- N02'57'53"W -- 180°00·00" 4.00' N02'57'53"W -- N87"02'07"E -- N42'02'07"E -- N47'57'53"W -- N87'02'07"E -- N02'57'53"W -- 1so·oo·oo· 4.00' N02'57'53"W -- N87'02'07"E -- N42"02"0T"E -- N47'57'53"W -- N87'02'07"E -- N02'57'53"W -- N86'54'06"E -- N02'57'53"W -- 71"52'34" 3.00' 108"07'26" 5.00' N02'57'53"W -- N71"30'37"W -- 90 I CHECKED BY M.DDTY PLANS PREPARED UNDER THE SUPERVISION OF ________________ DATE: ______ _ MARK A. DOTY R.C.E. 73744 -- 75 90·00·00" 3.00' 4. 71' 6" CURB ~ r-,. 7 (!) z .... 76 N87"03'04"E --15.00' 6" CURB 77 N02"56'56"W --27.00' 6" CURB 78 N87"03'04"E --14.22' 6" CURB 79 110"46'21" 3.00' 5.80' 6" CURB 80 69'13'39" 15.00' 18.12' 6" CURB 81 N87"03'04"E --17.80' 6" CURB 0 82 90'00'00" 2.00' 3. 14' 6" CURB __J 83 N02'56'56"W --5.00' 6" CURB .... ::::> CD 84 N87'03'04"E --4.00' 6" CURB 85 N02'56'56"W --11.00' 6" CURB 86 N87'03'04"E --27.00' 6" CURB 87 N02"56'56"W --15.00' 6" CURB 88 89'59'03" 3.00' 4.71' 6" CURB 89 N87'02'07"E --3.50' 6" CURB 90 N87"03'04"E --2.30' 6" CURB 91 87"34'52" 4. 12' 6.30' 6" CURB 92 N02'56'56"W --14.15' 6" CURB 93 N87'03'04"E --9.00' 6" CURB 94 N02'56'56"W --14.15' 6" CURB 95 87"34'52" 4. 12' 6.30' 6" CURB 96 N02'56'56"W --26.00' 6" CURB 97 N87'03'04"E --3.00' 6" CURB DATA TABLE 98 90"00 00" 28.00" 43.98' 5· CURB 99 N02'56'56"W --16.00' 6" CURB LENGTH NOTE 100 N87'03'04"E --24.00' 6" CURB 35.97' 6" C~B 101 N02'56'56"W --12.50' 6" CURB 24.44' 6" C~B 102 90'00'00" 2.00' 3. 14' 6" CURB 11.35' 6" C~B 103 N02'56'56"W --3.96' 6" CURB 4. 71' 6" C~B 104 N02"56'56"W --5.00' 6" CURB 15.00' 6" C~B 105 N02'56'56"W --22.13' 6" CURB 15. 17' 6" C~B 106 83'50'33" 4.60' 6.73' s· CURB 4.00' 6" C~B 107 67"34'42" 4.32' 5.09' 6" CURB 4.00' 6" C~B 108 N02'57'53"W --14.56' 6" CURB 29.17' 6" C~B 109 N87"02'07"E --29.17' 6" CURB 14.00' 6" C~B 110 N42'02'07"E --4.00' 6" CURB 12.57' 6" C~B 111 N47'57'53"W --4.00' 6" CURB 14.00' 6" C~B 112 N87'02'07"E --15.17' 6" CURB 33. 17' 6" C~B 113 N02'57'53"W --14.56' 6" CURB 4.00' 6" C~B 114 80' 10' 10" 4. 10' 5.73' 5• CURB 4.00' 6" C~B 115 N87"02'07"E --2.68' 6" CURB 33. 17' 6" C~B 116 N87"02'07"E --2.68' 6" CURB 14.00' 6" C~B 117 80'10'09" 4. 10' 5.73' 6" CURB 12.57' 6" C~B 118 N02"57 53·w --14.56 5-CURB 14.00' 6" C~B 119 N87'02'07"E --36.00' 6" CURB 33.17' 6" C~B 120 N02'57'53"W --11.00' 6" CURB 4.00" s· C~B 121 N87'02'07"E --4.00' 6" CURB 4.00' 6" C~B 122 N02'57'53"W --5.00' 6" CURB 24. 17' 6" C~B 123 90•00'00" 2.00' 3. 14' 6" CURB 10.99' 6" C~B 124 N87"02'07"E --22.09' 6" CURB 4.00' 6" C~B 125 90'00'57" 10.00' 15.71' 6" CURB 3.90' 6" C~B 126 N02'56'56"W --13.89' 6" CURB 3.76' 6" C~B 127 N02"56'56"W --3.50' 6" CURB 9.44' 6" C~B 128 N87"03'04"E --26.00' 6" CURB 23.00' 6" C~B 129 N02'56'56"W --2.00' 6" CURB 0.74' 6" CURB 130 90'00'00" 3.00' 4.71' 6" CURB 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 219 220 221 222 222 -- 111"27'16" 15.00' 29.18' 6" CURB N18°29'23"E --22.93' 6" CURB 68°32'44" 5.00' 5.98' 6" CURB 90•00·00" 3.25' 5. 11 ' 6" CURB 172"49'09" 4.00' 12.07' 6" CURB N02"57'53"W --13.99' 6" CURB N87'02'34"E --33.16' 6" CURB N42"02'07"E --4.01 6" CURB N47'57'53"W --4.01' 6" CURB N87'02'34"E --33.16' 6" CURB N02'57'53"W --14.00' 6" CURB 180'00'00" 4.00' 12.57' 6" CURB N02'57'53"W --13.99' 6" CURB N87" 02 '07"E --24. 17' 6" CURB N42'02'07"E --4.01' 6" CURB N47'57'53"W --4.01' 6" CURB N87" 02 '07"E --15.17' 6" CURB N02'57'53"W --15.00' 6" CURB 88'38'43" 3.04' 4.70' 6" CURB N87'02'07"E --27.91' 6" CURB 39'42'48" 10.00' 6.93' 6" CURB 117•31 '13" 2.00' 4.10' 6" CURB N64"16'08"E --15.12' 6" CURB 23'45'56" 78.00' 32.35' 6" CURB N83"27'42"E --3.93' 6" CURB N06'32' 18"W --3.93' 6" CURB 22'47'08" 78.00' 31.02' 6" CURB N13"36'42"E --13.19" s·· CURB 85'35' 18" 5.00' 7.47' 6" CURB 07'17'08" 60.00' 7.63' 6" CURB 86'25'00" 4.00' 6.03' 6" CURB N01 '40' OB"W --14.12' 6" CURB 17' 12' 18" 78.00' 23.42' 6" CURB N18'52'26"W --13.79' 6" CURB 172°21 '18" 4.29' 12.91' 6" CURB N26'31'08"W --13.79' 6" CURB 17" 12' 18" 78.00' 23.42' 6" CURB N43'43'26"W --13.79' 6" CURB 172'21 '18" 4.29' 12.91' 6" CURB N51"22'08"W --13.79' 6" CURB 17" 12' 18" 78.00' 23.42' 6" CURB N68'34'26"W --13.79' 6" CURB 172"21 '18" 4.29' 12.91' 6" CURB N76'13'08"W --13.79' 6" CURB 17" 12' 18" 78.00' 23.42' 6" CURB N86'34'34"E --15.52' 6" CURB 110•03'44" 2.00' 3.84' 6" CURB 70·23· 30·· 10.00 12.29 s· CURB --30.00' 188.50' 6" CURB &: GUTTER LD18-1898 BUILDING AND SAFETY REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS AND ACCESSIBILITY ONLY APPROVED BY: __________ _ NAME DATE CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. RECOMMENDED BY: _________ DATE: __ _ ACCEPTED BY: __________ DATE: __ _ PATRICK THOMAS, PE DIRECTOR OF PUBLIC WORKS/CITY ENGINEER R.C.E. 44223 PA16-1427 TEMECULA VILLAGE PM 31023 -PARCELS 1 -8 PRECISE GRADING PLAN HORIZONTAL CONTROL PLAN 26 OF 27 SHEETS LINE/CURVE DATA TABLE © BEARING/DELTA RADIUS LENGTH NOTE 1 34•20•39• 60.00' 35.97' 6" CURB 2 75•19•20· 20.00' 26.29' 6" CURB 3 11°36'13" 211.00' 42.73' 6" CURB le GUTTER 4 37" 37 '43• 234.00' 153.68' 6" CURB le GUTTER 5 10•24•57• 186.00' 33.81' 6" CURB le GUTTER 6 ND8°20'2o·w --13.38' 6" CURB le GUTTER 7 57•29•02· 20.00' 20.07' 6" CURB le GUTTER 8 25•42•02· 16.00' 7.46' 6" CURB le GUTTER 9 N08°20'2o·w --110.69' 6" CURB le GUTTER 10 N81"39'40"E --6.00' 6" CURB 11 90•00'00· 5.00' 7.85' 6" CURB 12 N08"20'20"W --21.55' 5· CURB 13 90•00·00· 5.00' 7.85' 6" CURB 14 N81°39'40"E --6.00' 6" CURB 15 90•00·00· 5.00' 7.85' 6" CURB 16 N08°20'20"W --21.55' 6" CURB 17 90•00·00· 5.00' 7.85' 6" CURB 18 N81°39'40"E --6.00' 6" CURB LINE/CURVE © BEARING/DELTA RADIUS 101 N34" 43' 19"E -- 102 N79° 43' 19"E -- 103 N55"16'41"W -- 104 N34" 43' 19"E -- 105 N79° 43' 19"E -- 106 NlO" 16. 41 ·w -- 107 90"01 '00" 3.00' 108 N79" 42' 19"E -- 109 go•oo'oo" 10.00' 11 D N79" 43' 19"E -- 111 90•00·00 11 10.00' 112 N10"16'41"W -- 113 90•00·00· 5.00' 114 N79' 43' 19"E -- 115 90•00·00· 5.00' 116 NlO" 16' 41 "W -- 117 90•00·00· 2.00· 118 N79" 43' 19"E -- -- DATA TABLE LENGTH NOTE 4.00' 6" CURB 30.34' 6" CURB 4.00' 6" CURB 4.00' 6" CURB 24.17' 6" CURB 15.oo· 6" CURB 4.71' 6" CURB 5.75' 6" CURB 15.71' 6" CURB 21.75' 6" CURB 15.71' 6" CURB 5.00' 6" CURB 7.85' 6" CURB 31.75' 6" CURB 7.85' 6" CURB 1.50' 6" CURB 3.14' 6" CURB 2.63' 6" CURB N81"16'06"E C RANCHO CALIFORNIA ROAD ;" CL INTERSECTION 0. ~81 N 9,889.96 f;lm E 19,472.33 ix, U') 0 z ----"":::I -------_.,,,.,-, -------------/ C"N81"1 6..,.06"E 411.30'·-:+---_ / I / I OT 'A' I I ~ I ~81' 18' 14 .1 40.50° 1 19 90"00'00" 5.00' 7.85' 6" CURB 119 20 N08°20'2o·w 40.00' 6" CURB 120 NlO" 16' 41 "W 3.50' 6" CURB 90•00'00 11 20.00' 31.42' 6" CURB l..f) PARCFL 3 / / / I -------- 21 90•00·00· 5.00' 7.85' 6" CURB 22 N81"39'40"E --6.00' 6" CURB 121 N79" 43' 19"E --35.03' 6" CURB 122 46°51'42" 35.00' 28.63' 6" CURB -1 LL] 23 90•00·00· 5.00' 7.85' 6" CURB 24 N08°20·2o·w --40.00' 6" CURB 25 90•00·00· 5.00' 7.85' 6" CURB 123 N35"13'06"E --21.25' 6" CURB 124 N75"19'05"E --10.00' 6" CURB 125 N79" 43' 19"E --20.63' 6" CURB u D::'. 9 <r: [L, 26 N08°20'2o·w --118.57' 6" CURB le GUTTER 126 05•33'49" 63.00' 6.12' 6" CURB 27 22·35·41· 20.00' 7.89' 6" CURB le GUTTER 28 56°16'01" 20.00' 19.64' 6" CURB It GUTTER 127 87°20'26" 15.00' 22.87' 6" CURB 128 89°58'56" 28.00' 43.97' 6" CURB c-C. 4 V" 29 N08°20'2o·w --13.28' 6" CURB le GUTTER 129 N87"57'46"E --16 .01' 6" CURB 30 10·24 57'' 214.00' 38.90 6. CURB le GUTTER 130 N02"03' 18"W --24.00' 6" CURB 31 37•37•43• 206.00' 135.29' 6" CURB I< GUTTER 131 N87"57'46"E --12.43' 6" CURB 32 14°28'08" 239.00' 60.35' 6" CURB/GUTTER 132 N87°57'46"E --10.00' 6" CURB 33 55•31'39• 20.00' 19.73' 6" CURB 133 N87"57'46"E --3.50' 6" CURB 34 30"24' 18" 60.00' 31.84' 6" CURB 134 N02"02' 14"W --26.00' 6" CURB 35 45•45'53• 20.00' 15.97' 6" CURB 135 N87'57'46"E --2.50' 6" CURB -36 N87"01 '48"E --11.17' 6" CURB 136 go•oo'oo" 3.00' 4.71' 6" CURB 37 90•00·00· 3.00' 4.71' 6" CURB 137 No2·02•14•w --15.00' 6" CURB 38 N02°58' 12"W --15.00' 6" CURB 39 N87"01 '48"E --14.55' 6" CURB 40 15"03'54" 91.00' 23.93' 6" CURB 41 N31°34'02"W --3.98' 6" CURB 42 N59"19'29"E --3.98' 6" CURB 43 26°29'22" 91.00' 42.07' 6" CURB 138 N87"57'46"E --32.00' 6" CURB 139 N02"02' 14"W --11.00' 6" CURB 140 N87°57'46"E --4.00' 6" CURB 141 N02"02' 14"W --5.00' 6" CURB 142 90•00·00· 2.00' 3.14' 6" CURB 143 N87"57'46"E --1.75' 6" CURB \ ---~ r---.,,. .,..-~ I I I 1 44 N42°09'07"E --13.95' 6" CURB 144 N87°57'46"E --6.67' 6" CURB I 45 179°35'07" 4.06' 12.71' 6" CURB 145 90"01'04" 20.00' 31 .42' 6" CURB t-- 46 N43°43'00"E --13.94' 6" CURB 47 N46" 17'00"W --24. 17' 6" CURB 146 N02°03' 18"W --10.24' 6" CURB 147 88°06'41" 3.05' 4.69' 6" CURB -l LLl 48 N01°17'00"W --4.00' 6" CURB 49 N88°43'00"E --4.00' 6" CURB 50 N46" 17'00"W --24. 17 5-CURB 148 N87"56'42"E --15.00' 6" CURB 149 N02°03' 18"W --41.00' 6" CURB 150 N87"56'42"E --14.36' 6" CURB (__) -J D::'. <r: 5 ~. [L, 51 N43"43'00"E --19.00' 6" CURB 151 165°00' 19" 4.04' 11.62' 6" CURB 52 68°13'07" 3.00' 3.57' 6" CURB 152 N87°56'42"E --14.62' 6" CURB 53 19"37'56" 53.00' 18.16' 6" CURB 153 N02°03' 18"W --36.00' 6" CURB 54 87° 11 '07" 3.00' 4.57' 5• CURB 154 N87"56'42"E --15.15' 6" CURB 55 N87"56'42"E --15.07' 6" CURB 155 82°46'28" 3.04' 4.39' 6" CURB 56 N02°03' 18"W --18.00' 6" CURB 156 N02"03' 18"W --4.19' 6" CURB 57 N87"56'42"E --11.00' 6" CURB 157 97°28'10" 2.00· 3.40' 6" CURB 58 N02°03' 18"W --4.00' 6" CURB 59 N87°56'42"E --5.00' 6" CURB 158 35•45•32" 27.00' 17.32' 6" CURB 159 N46"17'oo·w --5.82' 6" CURB • 60 90•00·00" 2.00' 3.14' 6" CURB 160 90•00'00 11 2.00' 3.14' 6" CURB 61 N02°03' 18"W --6.67' 6" CURB 161 N43"43'00"E --5.00' 6" CURB 62 98"12'56" 15.00' 25.71' 6" CURB 162 N46°11·oo·w --4.00' 6" CURB co 63 N79°43'46"E --16.06' 6" CURB 64 84°36'25" 4.00' 5.91' 6" CURB 163 N43°42'20"E --11.00' 6" CURB 164 N46°11'oo·w --27.00' 6" CURB -l LLl 65 N10"16'41"W --14.49' 6" CURB 66 N79° 43' 12"E --24.17' 6" CURB 165 N43"42'20"E --15.00' 6" CURB 166 89°59'20" 3.00' 4.71' 6" CURB u D::'. 3 <( --67 N55"16'41"W 4.00' 6" CURB 68 N34°42'02"E --4.00' 6" CURB 69 N79° 43' 12"E --33.17' 6" CURB 70 N10"16'41"W --14.00' 6" CURB 71 180°00'00" 4. 15' 13.05' 6" CURB 167 47•20•27" 47.00' 38.83' 6" CURB 168 N87"01 '48"E --16.03' 6" CURB . \ ' [L, l '.c_ 72 N11°32'27"W -- 73 15•45'57• 69.00' 74 N75"04' 16"W -- 75 N13"45'09"E -- 76 12°36'17" 69.00' 77 N45"37'00"W -- 78 92°02'48" 3.00' 79 51°58'10" 20.00' 80 N10"16'41"W -- 81 89°59'46" 3.00' 82 N79"43'33"E -- 83 NlO' 16 '47"W -- 84 N55'16'41"W -- 85 N34' 43' 19"E -- 86 N55'16'41"W -- 87 N34 -43' 19"E -- 88 NlO' 16 '47"W -- 89 N79°45'03"E -- 90 165°45'00" 4.03' 91 N79"45'03"E -- 92 N10' 16 '47"W -- 93 N34 • 43' 19"E -- 94 N55'16'41"W -- 95 NlO' 16 '47"W -- 96 N79" 43' 19"E -- 97 90•00·02· 3.00' 98 NlO' 16 '43"W -- 99 N79" 43' 19"E -- 100 N55'16'41"W -- Michael Baker INTERNATIONAL CONSTRUCTION RECORD 13.84' 6" CURB 20.19' 6" CURB 4.05' 6" CURB 4.05' 6" CURB 15. 18' 6" CURB 14.95' 6" CURB 4.82' 6" CURB 18. 14' 6" CURB 5.08' 6" CURB 4.71' 6" CURB 15.00' 6" CURB 33.17' 6" CURB o.oo· 5• CURB 4.00' 6" CURB 4.00' 6" CURB o.oo· 6" CURB 24.17' 6" CURB 14.52' 6" CURB 11 . 66' 6" CURB 14.52' 6" CURB 24. 17' 6" CURB 4.00' 6" CURB 4.00' 6" CURB 24.17' 6" CURB 18.00' 6" CURB 4.71' 6" CURB 18.50' 6" CURB 24.17' 6" CURB 4.00' 6" CURB 40810 COUNTY CENTER DR., SUITE200 TEMECULA, CA 92591 PHONE: (951) 676-8042 MBAKERINTLCOM DATE BY SEE RIGHT REVISIONS DATE ACC'D BENCH MARK SCALE 2-1/2" BRASS DISK STAMPED T-31-81,IN Tl£ NCRTH t----+---+---------------+---+---1 CORNER OF Tl£ INTERSECTI<l'l OF RAN:HO CALIFORNIA HORIZONTAL CONTRACTOR ________ 1---+----,>----------------+----,>------1 RD. AND YNEZ ROAD. 56' N.W. OF RANCH CALIFORNIA 1---------1 t----+---+---------------+----+---1 RD. 110' N OF YNEZ ROAD, 29' NOOTH OF FIRE AS NOTED INSPECTOR ________ t---+---+--------------+---+---1 HYOOANT, AT EAST EAST Ell(£ OF CF 5'x15' BASE FOO "RAN:HO PROPERTIES" REAL ESTATE DATE COMPLETED t---+---+--------------+---+---1 SIGN PER RIVERSIDE COUNTY. ------ ELEVATION~ 1028.:587 VERTICAL N/A 6 :::J \J ~ ('1J -l LLl u D::'. <( [L, co -1 LL] u D::'. <( [L, ,t -l LLl u D::'. <r: [L, --= co -l lLl (__) D::'. <r: [L, --- -0 "' .. • DESIGNED BY DRAWN BY C. FENTON C. FENTON CD C!) z ..... c:::::i _J ..... a'.l c_J -, ---:: / / CHECKED BY M.DOTY PLANS PREPARED UNDER THE SUPERVISION OF _______________ _,DATE: ______ _ MARK A. DOTY R.C.E. 73744 '- :...---; ___ _ / / , PARCEL 8 '-/ 15,~-- ~ 18.13't----- '- / 15 5 (' ~ ~ ~ __r i I I I Ll ,c'I 21.32 . I I I ~ I ____ J ~ ..... 'o ..... ffi ()I c=;,_j -- PARCEL 2 -----'-"""1--i I I • 20.00 I - ______,-- I_____, l \ I I I _\ \ Ll I I 20.00· __,~ I 12 '- \9 \ I \ I '-\ I ' \ I ' I 11 I ', ~ I ' \ \ \ ' ~ \ \ I I I ' ' \ ' I I '- 12 - 0 ,I • LD18-1898 BUILDING AND SAFETY REVIEWED FOR COMPLIANCE WITH TITLE 24 DISABLED ACCESS AND ACCESSIBILITY ONLY APPROVED BY: __________ _ NAME DATE CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS SHEET NO. RECOMMENDED BY: _________ .DATE: __ _ ACCEPTED BY: __________ ,DATE: __ _ PATRICK THOMAS, PE DIRECTOR OF PUBLIC WORKS/CITY ENGINEER R.C.E. 44223 PA16-1427 TEMECULA VILLAGE PM 31023 -PARCELS 1 -8 PRECISE GRADING PLAN HORIZONTAL CONTROL PLAN 27 OF 27 SHEETS PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 35 ATTACHMENT 6 Copy of Project's Drainage Report Use this checklist to ensure the required information has been included on the Drainage Report: • The project is required to prepare and submit a CEQA Drainage Study in compliance with Riverside County Flood Control and Water Conservation District Hydrology Manual: http://rcfl ood .org/downloads/Planning/Hydrology%20Manual%20-%20Complete.pdf In addition to the guideline, the study shall include the following but not limited to: • The final CEQA Drainage report shall be signed, stamped and dated by the responsible Registered Civil Engineer. • In the narrative of the report please provide a summary table of: pre-and post-development C, Tc, I, A, V100, Q100 without mitigation and Q100 with mitigation for each area (or point) where drainage discharges from the project. Peak runoff rates (cfs), velocities (fps) and identification of all erosive velocities (at all points of discharge) calculations for pre- development and post-development. The comparisons should be made about the same discharge points for each drainage basin affecting the site and adjacent properties. • Summary/Conclusion: Please discuss whether or not the proposed project would substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, in a manner which would result in substantial erosion or siltation on-or off-site? Provide reasons and mitigations proposed. • Discuss whether or not the proposed project would substantially alter the existing drainage pattern of the site or area, including through the alteration of the course of a stream or river, or substantially increase the rate or amount of surface runoff in a manner which would result in flooding on-or off-site? Provide reasons and mitigations proposed. • Discuss whether or not the proposed project would create or contribute runoff water which would exceed the capacity of existing or planned stormwater drainage systems? Provide reasons and mitigations proposed. • Discuss whether or not the proposed project would place housing within a 100-year flood hazard area as mapped on a federal Flood Hazard Boundary or Flood Insurance Rate Map or other flood hazard delineation map, including County Floodplain Maps? Provide reasons and mitigations proposed. • Discuss whether or not the proposed project would place structures within a 100-year flood hazard area which would impede or redirect flood flovvs? • Discuss whether or not the proposed project would expose people or structures to a significant risk of loss, injury or death involving flooding as a result of the failure of a levee or dam? Template Date: July 4th, 2018 36 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS • Provide existing and proposed Hydrology Maps for each phase. The maps shall show existing and proposed culverts, discharge point with A & Q , flow path direction for each drainage basin. Show existing FEMA floodplain/floodway which flow through the property. A minimum map size is 11"x17". • Provide Hydrologic Soil Group Map. • Provide Rainfall lsopluvials for 100 Year Rainfall Event -6 Hours and 24 Hours Maps. • The report should have numbered pages and a corresponding Table of Contents. • Improvements within City Public Right-of-Way have been designed in accordance with Appendix K: Guidance on Green Infrastructure. • BM P's have been designed to safely convey the 100 year flood If hardcopy or CD is not attached, the following information should be provided: Title: Final Drainage Study for Temecula Village Multi Family Prepared By: Michael Baker International Date: Template Date: July 4th , 2018 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 37 ATTACHMENT 7 Copy of Project's Geotechnical and Groundwater Investigation Report • This attachment is empty because a geotechnical and groundwater report is not required. If hardcopy or CD is not attached, the following information should be provided: Title: Prepared By: Date: Template Date: July 4th, 2018 38 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS This page was left intentionally blank. Template Date: July 4th , 2018 GEOTECHNICAL UPDATE AND PERCOLATION TESTING TEMECULA VILLAGE DEVELOPMENT 30101 RANCHO CALIFORNIA RD TEMECULA, CALIFORNIA PREPARED FOR TEMECULA VILLAGE DEVELOPMENT TEMECULA, CALIFORNIA SEPTEMBER 12, 2016 PROJECT NO. T2246-22-04 GEOCON W E S T, I N C. GEOT E CHN I CA Project No. T2246-22-04 September 12, 2016 Temecula Village Development, LP. 7131 Owensmouth Avenue, #6-D Canoga Park, California, 91303 Attention: Mr. Barton Buchalter Subject: GEOTECHNICAL UPDATE AND PERCOLATION TESTING TEMECULA VILLAGE DEVELOPMENT 30101 RANCHO CALIFORNIA ROAD TEMECULA, CALIFORNIA Dear Mr. Buchalter: In accordance with your authorization of Proposal IE-1606 dated February 24, 2016, Geocon West, Inc. (Geocon) herein submits the results of our geotechnical update including percolation and infiltration testing for the mixed-use development located at 30101 Rancho California Road, east of Moraga Road in Temecula, California. The accompanying rep01t presents our findings, conclusions and recommendations pertaining to the geotechnical aspects of the proposed development. Based on the results of this study, it is our opinion the site is considered suitable for the proposed development provided the recommendations of this report are followed. Should you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GE OCON WEST, INC. Paul D. The1iault CEG 2377 PDT:CER:LAB:hd (email) Addressee Chet E. Robinson GE 2890 4 1571 Corning Ploce, Suite 101 • Murrieta, Californ ia 92562-7065 • Telephone 951 .304 .2300 • Fox 951.304 .2392 TABLE OF CONTENTS 1. PURPOSE AND SCOPE ...................................................................................................................... 1 2. SITE AND PROJECT DESCRIPTION ................................................................................................ 1 3. GEOLOGIC SETTING ......................................................................................................................... 3 4. GEOLOGIC MATERIALS .................................................................................................................. 3 4.1 General. ....................................................................................................................................... 3 4.2 Slope Wash Deposits -(Qsw) ..................................................................................................... 3 4.3 Compacted Fill -(af) .................................................................................................................. 3 4.4 Pauba Formation -(Qps) ............................................................................................................ 4 5. GROUNDWATER ............................................................................................................................... 4 6. GEOLOGIC HAZARDS ...................................................................................................................... 4 6.1 Seismic Hazard Analysis ............................................................................................................ 4 6.2 Seismic Design Criteria .............................................................................................................. 6 6.3 Liquefaction ................................................................................................................................ 8 6.4 Expansive Soil ............................................................................................................................ 8 6.5 Collapsible Soils ......................................................................................................................... 8 6.6 Landslides ................................................................................................................................... 8 6. 7 Rock Fall Hazards ...................................................................................................................... 9 6.8 Slope Stability ............................................................................................................................. 9 6.9 Tsunamis and Seiches ................................................................................................................. 9 7. SITE INFILTRATION & PERCOLATION ....................................................................................... 10 8. CONCLUSIONS AND RECOMMENDATIONS .............................................................................. 12 8 .1 General. ..................................................................................................................................... 12 8.2 Soil Characteristics ................................................................................................................... 13 8.3 Grading ..................................................................................................................................... 15 8.4 Graded Slopes ........................................................................................................................... 17 8.5 Earthwork Grading Factors ....................................................................................................... 18 8.6 Foundation and Concrete Slabs-On-Grade Recommendations ................................................ 18 8.7 Exterior Concrete Flatwork ...................................................................................................... 18 8.8 Friction Pile Foundations -Light Standards & Carports .......................................................... 19 8.9 Conventional Retaining Walls .................................................................................................. 20 8 .10 Lateral Loading ......................................................................................................................... 22 8.11 Swimming Pool/Spa ................................................................................................................. 22 8.12 Preliminary Pavement Recommendations ................................................................................ 23 8.13 Elevator Pit Design ................................................................................................................... 25 8.14 Elevator Piston .......................................................................................................................... 25 8.15 Temporary Excavations ............................................................................................................ 26 8.16 Site Drainage and Moisture Protection ..................................................................................... 27 8.17 Plan Review .............................................................................................................................. 27 LIMITATIONS AND UNIFORMITY OF CONDITIONS LIST OF REFERENCES MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geotechnical Map Figure 3, Wall/Column Footing Detail Figure 4, Wall Drainage Detail APPENDIX A EXPLORATORY EXCAVATIONS Figures A-1 through A-12, Logs of Geotechnical Test Pits Figures A-13 through A-18, Percolation Test Data APPENDIXB LABORATORY TESTING Figures Bl and B2, Grain Size Test Results APPENDIXC REPORT OF TESTING AND OBSERVATION SERVICES PERFORMED DURING GRADING, GEOCON, 2007 APPENDIXD UPDATED SLOPE STABILITY ANALYSIS FIGURES APPENDIXE RECOMMENDED GRADING SPECIFICATIONS GEOTECHNICAL UPDATE AND PERCOLATION TESTING 1. PURPOSE AND SCOPE This report presents the results of our geotechnical update and percolation testing for the proposed mixed-use Temecula Village development located at 30101 Rancho California Road. east of Moraga Road in Temecula. California as depicted on the Vicinity Map. Figure 1. The purpose of the investigation is to evaluate subsurface soil and geologic conditions at the site with respect to the planned grading and improvements and. based on the conditions encountered. provide geotechnical recommendations pertaining to project design and construction. A compilation of two undated conceptual grading plans prepared by Michael Baker International (MBI) were used as the base for our Geotechnical Map, Figure 2. The scope of our investigation included reviewing our previous investigation and grading reports for the site, marking proposed test pit locations, notifying Underground Service Alert, excavating 12 geotechnical test pits (six of which were converted into percolation test pits) utilizing a rubber-tire backhoe, logging and sampling the test pits, performing percolation testing for design of storm water infiltration basins, laboratory testing of soil samples, and the preparation of this report. A summary of the information reviewed for this study is presented in the List of References. The approximate locations of the exploratory excavations and field tests are presented on the Geotechnical Map (Figure 2). Logs of the test pits are presented in Appendix A, and the results of the laboratory testing are presented in Appendix B. Geocon performed a supplemental geotechnical investigation for the site m 2004. We provided geotechnical observation and testing services during site grading between 2005 and 2007. Our 2007 Report of Testing and Observation Services Performed During Site Grading is included in Appendix C. We utilized plans from a previous grading report (Geocon, 2007) to aid in determining elevations during our field investigation. Geocon does not practice in the field of land surveying and is not responsible for the accuracy of topographic information. An updated plan was provided by MBI after our field investigation was completed. 2. SITE AND PROJECT DESCRIPTION The proposed development will include a multi-family apartment complex in the southern portion of the site, and retail stores in the northern portion of the property. A storm water basin is proposed in the multifamily area of the site, southwest of Building 4. Geocon Project No. T2246-22-04 -I -September 12, 2016 The site was graded in 2007 with geotechnical testing and observation provided by Geocon (Geocon, 2007). The multifamily area comprises the southern portion of the site. Commercial building pads are proposed to be constructed in the northern portion of the site. An approximately 25-to 30-foot-high north facing slope separates the two areas. The northern (retail) half of the site has been rough graded to elevations of approximately 1,103 to 1,114 feet above mean sea level (MSL). The southern (residential) half has been graded to approximate elevations of 1,146 to 1,148 feet MSL. A storm water basin has been constructed in the southwest comer of the site. Erosion was observed along the length of the north facing fill slope in the center of the site, and in the previously graded cut and fill slopes along the southern portion of the site. Grass and weeds were observed at the surface on the majority of the site. Site grading is planned to generally conform to the existing graded topography, resulting in maximum cuts and fills ofless than 5 feet. Cut and fill slopes are present at an inclination of 2:1 (H:V) or flatter at maximum heights of 55 and 30 feet, respectively. The site has generally remained unchanged since the completion of grading in 2007. Moderate erosion has occurred throughout the site with significant erosion observed along the toe of slope separating the retail and residential areas. The eroded areas and the subsequent slope wash deposits are depicted on the Geotechnical Map, Figure 2. The site is covered in low grass, weeds, and small bushes. The graded slopes throughout the site eroded, along the toes of the slopes. In the southern (multifamily) half of the site, design changes since the time of the original grading will result in additional overexcavation and grading for Buildings 4 and 5, and partial regrading for Buildings I through 3 and 7. A portion of the existing basing in the southeastern comer will be filled to provide additional parking areas and to accommodate the western portion of Building 4. Several retaining walls along the toe of the southernmost slope and along the top of the central slope are proposed to accommodate the updated design. Within the retail (northern half) of the site, noted design changes since the time of the original grading include a modified building layout, a gas station, and retaining walls along the toe of the central slope. Building Pad B was not included in the original remedial grading and will need to be over excavated. Retaining walls are planned along the toe of the central slope. Due to preliminary nature of the design at this time, wall and column loads were not available. It is anticipated that column loads for the proposed structure will be up to 50 kips, and wall loads will be up to 3 kips per linear foot. Once the design phase and foundation loading configuration proceeds to a more finalized plan, the recommendations within this report should be reviewed and revised, if necessary. Any changes in the design, location or elevation of any structure, as outlined in this report, should be reviewed by Geocon Project No. T2246-22-04 -2-September 12, 2016 this office. Geocon should be contacted to determine the necessity for review and possible revision of this report. 3. GEOLOGIC SETTING The site is located within the Peninsular Ranges Geomorphic Province (Province). The Peninsular Ranges are bound by the Transverse Ranges (San Gabrielle and San Bernardino Mountains) to the north and the Colorado Desert Geomorphic Province to the east. The Province extends westward into the Pacific Ocean and southward to the tip of Baja California. Overall the Province is characterized by Cretaceous-age granitic rock and a lesser amount of Mesozoic-age metamorphic rock overlain by terrestrial and marine sediments. Faulting within the Province is typically northwest trending and includes the San Andreas. San Jacinto. Elsinore. and Newport-Inglewood faults. Locally. the site is located within an area oflow rolling hills. east of the Elsinore fault. on the southern flank of Long Canyon. Prior to site grading. a moderate amount of alluvium was observed overlying the Pauba bedrock in the northern portion of the site. Previously placed fill (Geocon. 2007) overlies Quaternary Pauba bedrock within the site. 4. GEOLOGIC MATERIALS 4.1 General Site geologic materials encountered consist of minor amounts ofrecent slope wash deposits. compacted fill and Quaternary Pauba Formational Bedrock. The lateral extent of the materials encountered is shown on the Geotechnical Map (Figure 2). The descriptions of the soil and geologic conditions are shown on the excavation logs located in Appendix A and described herein in order of increasing age. 4.2 Slope Wash Deposits -(Qsw) Up to 2 feet of slope wash deposits were encountered in low lying areas and near the toes of slopes and within the entry road off of Rancho California Road. These deposits are the result of erosion that has occurred since the site was rough graded in 2007. Slope wash deposits consisted of silty sand that is loose. moist. brown. and micaceous. Areas of significant slope wash are depicted on Figure 2. 4.3 Compacted Fill -(af) The site was graded in 2007. with geotechnical testing and observation provided by Geocon (Geocon. 2007). Previously placed fill generally consisted of silty sand that was medium dense. moist. brown to reddish brown. and rnicaceous. Minor amounts of clay and gravel were also encountered. Some of the previously placed fill has been eroded. particularly in the slope faces and along the toes of the slopes. since grading was completed in 2007. Geocon Project No. T2246-22-04 -3 -September 12, 2016 4.4 Pauba Formation -(Qps) Quaternary-age Pauba Formation is exposed along the majority of the perimeter slopes and within a significant portion of the proposed residential portion of the site. Although the Pauba Formation is technically a bedrock unit. its engineering properties are that of a soil. Throughout most of the site. it was found to consist of a brown silty sand with trace clay which was medium dense to dense. and locally massive. A cohesionless. light brown. poorly graded sand with trace silt was encountered within the southeastern area of the site. The majority of the cut slopes within Pauba have erosion rills of lengths and depths ranging from I to 4 feet. 5. GROUNDWATER We did not encounter groundwater within our excavations for this study to the maximum depths explored of 10 feet. Previous investigations at the site indicate ground water is anticipated to be in excess of 100 feet (Geocon 2004). Well records available within approximately one mile of the site indicate groundwater is historically 27 to 46 feet below ground surface west of the site. and 97 to 107 feet below ground surface east of the site (California Department of Water Resources). During the rainy season. localized perched water conditions may develop above less permeable units that may require special consideration during grading operations. Groundwater elevations are dependent on seasonal precipitation. irrigation. and land use. among other factors. and vary as a result. 6. GEOLOGIC HAZARDS 6.1 Seismic Hazard Analysis It is our opinion. based on a review of published geotechnical maps and reports. that the site is not located on any known active. potentially active. or inactive fault traces. An active fault is defined by the California Geological Survey (CGS) is a fault showing evidence for activity within the last ll.000 years. The site is not located within a State of California or Riverside County Earthquake Special Study Zone. There are no faults geologically mapped within or projecting toward the site. We did not observe any geornorphic features or tonal lineaments during our field work which would indicate faulting on the site. The closest active fault to the site is the Elsinore fault located approximately 0.5 miles west of the site. Significant active faults within a 50 mile radius of the site are listed in Table 6.1.1 and include. fault name. fault number designation. direction and distance from the site. and the potential magnitude. Historic earthquakes of magnitude 6.0 and greater within I 00 miles of the site are listed in Table 6.1.1 and include the fault name. direction and distance from the site. and the magnitude of the seismic event. Geocon Project No. T2246-22-04 -4-September 12, 2016 TABLE 6.1.1 SIGNIFICANT ACTIVE FAUL TS WITHIN 50 Ml OF THE SITE Fault Wildomar (EFZ) Willard (EFZ) Wolf Valley (EFZ) Clark (S JFZ) Casa Loma (SJFZ) Glen Ivy North (EF Z) Elsinore Fault San Andreas Fault (Burros Flat Segment) San Jacinto Fault Coyote Creek (SJFZ) Glen Helen (SJFZ) San Gorgonio Pass Earthquake Valley Rose Canyon Crafton H ills Main Street Fault (EFZ) Gamet Hill (SAFZ) Banning (SAFZ) Chino Whittier (EFZ) Coyote Mountain (SJFZ) P into Mountain Coronado Bank Morongo Valley Coachella (North Branch SAF Z) Long Canyon Glen Helen (SJFZ) Cucamonga North Branch Fault (NIFZ) .. *Fault Achv1ty Map of Cahforma, 2010 +Magnitude data from Southern California Earthquake Data Center EFZ-Elsinore Fault Zone SJFZ-San Jacinto Fault Zone NIFZ-Newport-Inglewood Fault Z one SAF-San Andreas Fault Zone Geocon Project No. T2246-22-04 Fault Map Direction Distance from Desi~nation * Site (mi) 460 WSW <l 467 WSW <l 469 WSW <l 459 NNE 19 457 NNE 21 467 NW 21 483 SE 22 427A N 23 401 NE 24 479 ESE 29 447 N 31 455 NNE 32 482 SE 33 491 SW 35 428 N 36 446 NW 38 454 NE 39 452 NE 40 431 NW 40 444 NW 44 478 SSE 44 425 NE 44 484 SW 44 451 NE 45 453 NE 46 451A NE 48 402 NNW 49 399 NNW 50 440 WNW 50 -5 - Magnitude+ 6.8 6.8 unknown 6.9 6.9 6.8 6.8 8.0 7 .5 7.5 unknown 7.0 7.0 7 .2 6.4 unknown 7 .0 7 .2 6.7 6.8 unknown 7.5 7.2 6.8 7.1 7.5 6.9 7.1 September 12, 2016 TABLE 6.1.2 HISTORIC EARTHQUAKE EVENTS WITH RESPECT TO THE SITE Earthquake Distance to Direction Date of Earthquake Magnitude Epicenter to (Oldest to Youngest) (Miles) Epice nter Wrightwood December 12, 1812 7.5 61 NNW Mira Loma December 16, 185 8 6.0 40 NNW San Jacinto December 25, 1899 6.7 21 NE San Jacinto April 21, 1918 6.8 18 NNE Loma Linda Area July 22, 1923 6.3 35 NNW Long Beach March 10, 1933 6.4 48 w Buck Ridge March 25, 1937 6.0 51 E Imperial Valley May 18, 1940 6.9 62 NE Desert Hot Springs December 4, 1948 6.0 52 ENE Arroyo Salada March 19, 1954 6.4 62 ESE Borrego Mountain April 8, 1968 6.5 67 ESE San Fernando February 9, 1971 6.6 101 NW Joshua Tree April 22, 1992 6.1 60 ENE Landers June 28, 1992 7 .3 65 NE Big Bear June 28, 1992 6 .4 52 NNE Northridge January 17, 1994 6.7 101 WNW Hector Mine October 16, 1999 7 .1 93 NE 6.2 Seismic Design Criteria We used the computer program U.S. Seismic Design Maps, provided by the USGS, to aid in our seismic design. Table 6.2.1 summarizes site-specific design criteria obtained from the 2013 California Building Code (CBC; Based on the 2012 International Building Code [IB C ] and ASCE 7 -10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral respons e uses a period of 0.2 second. The building structure and improvements should be designed using a Site Class D. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2013 CBC and Table 20.3-1 of ASCE 7-10. The values presented in Table 6.2.1 are for the risk-targeted maximum considered earthquake (MCER), Geocon Project No. T2246-22-04 -6 -September 12, 2016 TABLE 6.2.1 2013 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2013 CBC Reference Site Class D Section 1613.3.2 MCER Ground Motion Spectral Response 1.957g Figure 1613.3.1(1 ) Acceleration -Class B (short), Ss MCER Ground Motion Spectral Response 0.800g Figure 16 13.3.1 (2) Acceleration -Class B (1 sec), S1 Site Coefficient, FA 1.0 Table 16 13 .3.3(1) Site C oefficient, Fv 1.5 Table 1613.3.3(2) Site C lass Modified MCER Spectral Response 1.957g Section 1613.3.3 (Eqn 16 -37) Acceleration (short), SMs Site C lass Modified MCER Spectral Response 1.200g Section 1613.3.3 (Eqn 16-38) A cceleration (1 sec), SM1 5% Damped Design 1.304g Section 1613.3.4 (Eqn 16-39) Spectral Response Acceleration (short), Sns 5% Damped Design 0 .8 00g Section 1613.3.4 (E qn 16-40) Spectral R esponse Acceleration (1 sec), Sm Table 6.2.2 presents additional seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum co nsidered geometric mean (MCEG)- TABLE 6.2.2 2013 CBC SITE ACCELERATION DESIGN PARAMETERS Parameter Value ASCE 7-10 Reference Mapped MCEG Peak Ground Acceleration, 0.806 Figure 22-7 PGA Site C oefficient, FPGA 1.0 Table 11.8-1 Site Class Modified MCEG Peak Ground 0 .806g Section 11.8.3 (Eqn 11.8-1 ) Acceleration, PGAM Conformance to the criteria in Tables 6.2.1 and 6.2.2 for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a large earthquake occurs. The primary goal of seismic de sign is to protect life, not to avoid all damage, since such design may be economically prohibitive. Geocon Project No. T2246-22-04 -7 -September 12, 201 6 6.3 Liquefaction Liquefaction is a phenomenon in which loose. saturated. relatively cohesionless soil deposits lose shear strength during strong ground motions. Primary factors controlling liquefaction include intensity and duration of ground motion. gradation characteristics of the subsurface soils. in-situ stress conditions. and the depth to groundwater. Liquefaction is typified by a loss of shear strength in the liquefied layers due to rapid increases in pore water pressure generated by earthquake accelerations. Seismically induced settlement may occur whether the potential for liquefaction exists or not. Riverside County has mapped the site as having a low to moderate potential for liquefaction. Liquefaction analysis of the soils underlying the site was performed using the spreadsheet template LIQ2_30.WQI developed by Thomas F. Blake (1996). This program utilizes the 1996 NCEER method of analysis. The liquefaction potential evaluation was performed by utilizing a depth to groundwater of 100 feet below the ground surface. a magnitude 7.16 earthquake. and the peak horizontal acceleration for the site from the 2013 CBC. This semi-empirical method is based on a correlation between values of Standard Penetration Test (SPT) resistance and field performance data. Based on the results of the liquefaction analyses. the site soils are not prone to liquefaction. but we estimated a seismic settlement on the order of ½ inch. Differential seismic settlement of the soils is anticipated to be on the order of¼ inch over a horizontal distance of 40 feet. 6.4 Expansive Soil The geologic units generally consisted of silty sands with localized areas of silty or clayey soil. Laboratory testing results indicate Expansion Indices of Oto 67 (Very Low to Medium) in our previous investigation (Geocon. 2004. see Appendix D) when tested in accordance with ASTM International (ASTM) D4829. However. post grading Expansion Indices ranged from I to 21 (Geocon. 2007. see Appendix C). We did not encounter expansive soils during our exploration. However. they are known to exist locally within the Pauba Formation. 6.5 Collapsible Soils Due to the dense nature of the compacted fill and the remedial grading performed. collapsible soils are not a design consideration. 6.6 Landslides There are no mapped slope stability hazards within or adjacent to the site. We did not observe any indications of slope instability during our field work. Therefore. landslides are not a design consideration for the project. Geocon Project No. T2246-22-04 -8 -September 12, 2016 6.7 Rock Fall Hazards Due to the lack of slopes with perched rocks near the site. the potential for rock fall hazard is not a design consideration. 6.8 Slope Stability Slope stability analyses were performed following grading of the site (Geocon. 2007). Our previous analysis indicated that fill slopes up to 42 feet in height and cut slopes up to 60 feet in height have factors of safety greater than 1.5 in static condition and I.I with pseudo-static loading for seismic evaluation. Stability analysis results are presented in our Report of Testing and Observation Services Performed During Site Grading. included in Appendix C. Based on the current site plans. several garage buildings in the southern portion of the project are now planned at the toe of the graded slopes. Retaining Walls will be used to support the currently planned grade differences and provide room for construction of the garage buildings. We updated the stability analysis for cross section A-A" where a garage building is currently planned at the toe of an existing graded slope. The stability analysis indicated that the retained slope will have a factor of safety greater than 1.5 in static condition and I.I in seismic condition. Updated stability analysis cross sections and reports from the Slope/W program are included in Appendix D. 6.9 Tsunamis and Seiches A tsunami is a series of long period waves generated in the ocean by a sudden displacement of large volumes of water. Causes of tsunamis include underwater earthquakes. volcanic eruptions. or offshore slope failures. The first order driving force for locally generated tsunamis offshore southern California is expected to be tectonic deformation from large earthquakes (Legg. el al.. 2002). The site is located approximately 25 miles from the nearest coastline; therefore the negligible risk associated with tsunamis is not a design consideration. A seiche is a run-up of water within a lake or embayment triggered by fault-or landslide-induced ground displacement. The site not located adjacent to a body of water. therefore. seiches are not a design consideration for the site. Geocon Project No. T2246-22-04 -9-September 12, 2016 7. SITE INFILTRATION & PERCOLATION Geocon performed percolation testing for storm water best management practices design. Site geotechnical conditions as encountered in the excavations consist of O to 9 feet of compacted fill overlying Pauba Formation. Well data indicates ground water is on the order of 100+ feet below ground surface in the vicinity of the site. Previous geotechnical investigations (Geocon. 2004 and CHJ. 1999) did not encounter impenetrable bedrock in borings excavated to depths of up to 53 feet below the then existing ground surface in the vicinity of the percolation test locations. The test pit and percolation tests are depicted on the Geotechnical Map. Figure 2. Test pit and percolation test data are presented in Appendix A. Descriptions of the proposed improvements. the testing procedures. and test results are provided below for each proposed basin. When we performed our field work for this report. existing plans indicated three potential infiltration sites. However. updated plans provided by MBI show a single basin. a modified version of the existing basin in the southwest comer of the multifamily site. Percolation testing was performed in accordance with Table I Infiltration Basin Option 2 of Appendix A of Riverside County -Low Impact Development EMF Design Handbook (Handbook). The percolation tests were run in accordance with Section 2.3 Percolation Tests. Shallow Percolation Tests (less than 10 feet). This method requires at least two percolation tests and one deep excavation (extending 10 feet below percolation test elevation) per basin. We utilized borings from previous investigations (Geocon. 2004 and CHJ.1999) as our deep borings. A storm water infiltration basin is currently proposed in the southwest comer of the site where an existing basin approximately five feet deep was cut into Pauba bedrock during the previous grading operations. Plans provided to us during our investigation indicated potential infiltration sites in the north central portion of the site and in the west central portion of the site as well. The current design includes a reduced basin in the southwest comer of the site. and no infiltration basins in the northern portion of the site. Test pits were excavated through the fill in north central and northwest proposed locations (TP-1 through TP-4). We then hand excavated a one foot deep test hole that was 12-inches in diameter at the bottom of the excavation extending into the Pauba Formation. A 12-inch perforated pipe was place in the hole. Two inches of gravel was placed in the bottom of the hole. A four-inch dimeter PVC pipe was placed in the middle of the 12-inch pipe and the annular space was filled with gravel. The test pits were then loosely backfilled. leaving a 4-inch PVC pipe extending from above the ground surface through the fill and into the 12-inch pipe. Geocon Project No. T2246-22-04 -10-September 12, 2016 The southwest location consists of an exi sting basin within the Pauba Formation, therefore two 12-inch diameter holes were hand excavated (TP-5 and TP-6). 12-inch pipe was placed within the holes, and two inches of gravel was placed at the bottom of the holes. T est pits TP-1 through TP-6 were converted into p ercolation te st holes P-1 through P-6. The test locations were pre-saturated with five gallons of water. The percolation testing began approximately 24 hours after the holes were pre-saturated. Percolation data sheets are presented in A pp en dix A of this report. Calculations to convert the percolation test rate to infiltration test rate in accordance with Section 2.3 of the Handbook are presented in Table 7.1. Please note that the Handbook require s a factor of safety of 3 b e applie d to thes e values base d on the test m ethod us ed. Param et er Location Soil Type Change in head over t im e (in): L1H Tim e Int erv a l (min): L1t Radius of test hole (in): r Av erage head over t im e interval (in): H av g Tested Infiltration Rate (in/hr): It Geocon Proj ect No. T2246-22-04 TABLE 7.1 INFILTRATION TEST RATES P -1 P -2 P -3 P -4 N orth Central Basin Northwest Bas in Normal N ormal Normal N orm a l 5.9 4.8 3.5 5.5 30 30 30 30 6 6 6 6 13 .4 12.1 10.9 13 8 2.2 1.9 1.5 2.0 -11 - P -5 P -6 Southwest B asin N orm al N orm a l 0.3 0.3 30 30 6 6 8.1 8.7 0.2 0.2 September 12, 201 6 8. CONCLUSIONS AND RECOMMENDATIONS 8.1 General 8.1.1 It is our op1mon that soil or geologic conditions were not encountered during the investigation that would preclude the proposed development of the project provided the recommendations presented herein are followed and implemented during construction. 8.1.2 Potential geologic hazards at the site include seismic shaking and loose and compressible surficial soils. 8.1.3 The slope wash. the upper portion of the compacted fill that is loose or eroded. and weathered Pauba Formation are not suitable to support fill or settlement-sensitive improvements based on the potential compressibility of the units. Remedial grading of the surficial soil will be required as discussed herein. Competent compacted fill and new documented fill are considered suitable to support additional fill and the proposed structures and improvements. 8.1.4 Grading operations due to the relocation of some of the building pads should include additional over excavations for the planned structures. Recommended over excavation depths and limits based on the current site development plan are depicted on the Geotechnical Map. Figure 2. 8.1.5 Based on the current site plans. several garage buildings are now planned at the toe of the previously graded slopes. Retaining walls will be used to support the currently planned grade differences and provide room for construction of the garage buildings. The retaining walls should be designed for lateral earth pressures based on sloping backfill in order to support the previously graded fill slopes. Construction of the retaining walls will require excavations into the toe of the existing slopes which will destabilize the slope. Shoring or slot cutting may be needed to allow construction of the retaining walls. Geocon should be provided the opportunity to review the retaining wall plans and provide additional recommendations as needed. 8.1.6 Retaining walls are planned at the top of previously graded fill slopes to support the currently planned grade differences and to provide room for construction of the residential buildings in the southern portion of the site. The retaining walls should be designed to support the lateral earth pressures from the retained soil and the lateral pressures resulting from the building footings where they are within a 1: 1 (horizontal:vertical) projection up and away from the inside bottom edge of the retaining wall foundation. Alternatively. the building foundations near the planned retaining walls can be deepened below the Geocon Project No. T2246-22-04 -12 -September 12, 2016 1: 1 projection to avoid stressing the retaining walls. Geocon should be provided the opportunity to review the wall design plans and provide additional recommendations as needed. 8.1. 7 The existing slopes have been eroded in portions of the slope face and along the toe of the slopes. Remedial grading will be needed to reestablish finish slope grades. Remedial grading of the slopes should include keying and benching into competent material in accordance with the recommended grading specifications in Appendix F. 8.1.8 The test pits were loosely backfilled and should be re-excavated during grading and backfilled in accordance with fill placement recommendations herein. 8.1.9 In general, slopes should possess calculated factors of safety of at least 1.5 in static conditions and 1.1 in seismic conditions with slopes inclined as steep as 2:1 (H:V) and maximum heights as shown on the grading plan. Slope stability analyses were updated following site grading based on the post-graded conditions and is presented in our Report of Testing and Observation Services Performed During Site Grading, included in Appendix C. The slopes should be reevaluated if significant changes to the site grades are planned. 8.1.10 8.1.11 Proper drainage should be maintained in order to preserve the engineering properties of the fill. Recommendations for site drainage are provided herein. Keyway drains were placed as shown on Figure 2 during prev10us site grading (Geocon, 2007). Previously placed drains will need to be located and connected to proper outlets. The contractor should take precautionary measures not to damage the existing drains during future grading operations. 8.2 Soil Characteristics 8.2.1 The majority of site soils encountered during previous grading operations are considered to be "expansive" (Expansion Index [EI] of 50 or less) as defined by 2013 California Building Code (CBC) Section 1803.5.3 as one sample during prior earthwork (EI-22, Geocon, 2007, see Appendix C) had an EI of 21. Table 8.2.1 presents soil classifications based on the EI. Geocon Project No. T2246-22-04 -13 -September 12, 2016 TABLE 8.2.1 SOIL CLASSIFICATION BASED ON EXPANSION INDEX Expansion Index (EI) Expansion Classification 2013 CBC Expansion Classification 0-20 Very Low Non-Expansive 21-50 Low 51 -90 Me dium 91-130 High Expansive Greater Than 130 Very High 8.2.2 Based on the soil classifications and laboratory testing during prev10us site grading (Geocon, 2007, see Appendix C), site soils are generally anticipated to possess a low expansion potential (EI of 30 or less). However, medium to highly expansive soils have been encountered in the Pauba Formation in the vicinity of the site. If encountered, medium to highly expansive soils should not be placed within three feet of the proposed foundations, flatwork or paving improvements. Additional testing for expansion potential should be performed following future site grading once final grades are achieved. 8.2.3 Laboratory tests were performed during prev10us site grading (Geocon, 2007, see Appendix C) on samples of the site soils to evaluate the percentage of water-soluble sulfate content. Results from the laboratory water-soluble sulfate content tests indicate that the on-site materials at the locations tested possess sulfate contents ranging from 0.012% to 0.038% equating to an exposure class of SO (Negligible) to concrete structures as defined by 2013 CBC Section 1904.3 and ACI 318. Table 8.2.3 presents a summary of concrete requirem ents set forth by 2013 CBC Section 1904.3 and ACI 318. The presence of water-soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time landscaping activities (i.e., addition of fertilizers and other soil nutrients) may affect the concentration. Sulfate Exposure Not Applicable Moderate Severe Very Severe Geocon Project No. T2246-22-04 TABLE 8.2.3 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Water-Soluble Maximum Exposure Sulfate Cement Water to Class Percent Type Cement Ratio by Weight by Weight so 0.00-0.10 ---- Sl 0 .10-0.20 II 0.50 S2 0.20-2.00 V 0.45 S3 >2.00 V+ Pozzolan or Slag 0.45 -14 - Minimum Compressive Strength (psi) 2,500 4 ,000 4,500 4 ,500 September 12, 201 6 8.2.4 Laboratory testing during previous grading operations (Geocon, 2007, see Appendix C) indicates the site soils have a pH of 5.9 to 6.2, possess 11 to 56 parts per million chloride, and have a minimum electrical resistivity range of 2,636 to 5,070 ohm-cm. As shown in Table 8.2.4 below, the site would not be classified as corrosive to improvements, in accordance with the Caltrans Corrosion Guidelines (Caltrans, 2012). TABLE 8.2.4 CAL TRANS CORROSION GUIDELINES Corrosion Resistivity Exposure (ohm-cm) Chloride (ppm) Sulfate (ppm) pH Not Corrosive >1,000 <500 <2,000 >5.5 Corrosive <1,000 500 or greater 2,000 or greater 5.5 or less 8.2.5 Geocon does not practice in the field of corrosion engineering. Therefore, further evaluation by a corrosion engineer should be performed if improvements that could be susceptible to corrosion are planned. 8.3 Grading 8.3.1 Grading should be performed in accordance with the Recommended Grading Specifications contained in Appendix E and the Grading Ordinances of the City of Temecula. 8.3.2 Prior to commencing grading, a preconstruction conference should be held at the site with the City inspector, owner or developer, grading contractor, civil engineer, and geotechnical engineer in attendance. Special soil handling and/or the grading plans can be discussed at that time. 8.3.3 Site preparation should begin with the removal of deleterious material and vegetation. The depth of removal should be such that material exposed in cut areas or soil to be used as fill is relatively free of organic matter. Deleterious material generated during stripping and/or site demolition should be exported from the site. 8.3.4 Loose or compressible soils within a 1 :1 (H:V) projection the limits of grading should be removed to expose previously compacted fill or Pauba Formation. Slope wash deposits should be removed prior to placement of additional fill. Any areas of loose, dry, or compressible soils will require removal and processing prior to fill placement. The actual depth of removal should be evaluated by the engineering geologist during grading operations. Removals should extend beyond grading at a 1 :1 (H:V) projection. The bottom of the excavations should be scarified to a depth of at least 1 foot, moisture conditioned as necessary, and properly compacted. Geocon Project No. T2246-22-04 -15 -September 12, 201 6 8.3.5 Slope wash deposits, disturbed or loose compacted fill, and weathered Pauba Formation within proposed structural areas should be over excavated to provide uniform support for the planned structures. For buildings that are now planned in previously ungraded areas, the area should be over excavated a minimum of three feet below pad grade or one foot below the bottom of the planned foundations, whichever is deeper. The over excavation should extend a lateral distance equal to the depth of the excavation or at least 5 feet. The over excavation limits are depicted on the Geotechnica/Map, Figure 2. 8.3.6 Numerous erosion rills were observed along the of slope faces within the project. Regrading in these areas will be required and should include removals at least 10 feet behind the face of slope to ensure complete removal of the erosion channels and proper recompaction of the slope. New fill should be keyed and benched into competent fill or Pauba Formation in accordance with the recommended grading specification in Appendix E. Slopes should be rebuilt using fill placed in thin horizontal lifts (see Section 8.3.10). Care should be taken not to damage exiting heel drains within keyways. 8.3. 7 Geocon should observe the removal bottoms to verify the competence at the bottom and provide written approval prior to placement of fill/backfill. Deeper excavations may be required if dry, loose, or soft materials are present at the base of the removals. 8.3.8 The fill placed within 4 feet of proposed foundations should possess a "low" expans10n potential (EI of50 or less). 8.3.9 If perched groundwater or saturated materials are encountered during remedial grading, extensive drying and mixing with dryer soil will be required. The excavated materials should then be moisture conditioned as necessary to approximately 2 percent above optimum moisture content prior to placement as compacted fill. 8.3.10 8.3.11 The site should be brought to finish grade elevations with fill compacted in layers. Layers of fill should be no thicker than will allow for adequate bonding and compaction. Fill, including backfill and scarified ground surfaces, should be compacted to a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content as determined by ASTM D 1557. Fill materials placed below optimum moisture content may require additional moisture conditioning prior to placing additional fill. Import fill (if necessary) should consist of granular materials with a "low" expans10n potential (EI of 50 or less), be free of deleterious material and rock fragments larger than 6 inches, and should be compacted as recommended herein. Geocon should be notified of the Geocon Project No. T2246-22-04 -16 -September 12, 2016 import soil source and should perform laboratory testing of import soil prior to its arrival at the site to evaluate its suitability as fill material. If import soils will be utilized in the building pad, the soils must be placed uniformly and at equal thickness at the direction of the Geotechnical Engineer (a representative of Geocon). 8.4 Graded Slopes 8.4.1 Regrading of the eroded slopes should include overbuilding the slope face at least 2 feet and cut back to grade. The slopes should be track-walked at the completion of fill placement such that the fill is compacted to a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content to the face of the finished slope. 8.4.2 Finished slopes should be landscaped with drought-tolerant vegetation having variable root depths and requiring minimal landscape irrigation. In addition, the slopes should be drained and properly maintained to reduce erosion. Water should not be allowed to flow down slopes, construction of earth berms, lined v-ditches or similar protective measures are recommended. 8.4.3 Natural factors may result in slope creep and/or lateral fill extension over time. Slope creep is due to alternate wetting and drying of fill soils resulting in downslope movement. Slope creep occurs throughout the life of the slope and may affect improvements within about 15 feet of the top of slope, depending on the slope height. Slope creep can result in differential settlement of the structures supported by the slope. Lateral fill extension (LFE) occurs when expansive soils within the slope experience deep wetting due to rainfall or irrigation. LFE is mitigated as much as practical during grading by placing expansive soils at slightly greater than optimum moisture content. 8.4.4 Landscaping activities should avoid over steepening of slopes or grade changes along slopes. Backfill ofirrigation lines should be compacted to 90 percent of the maximum dry density as evaluated by ASTM Dl557. Vegetation should be light weight with variable root depth. 8.4.5 Excessive watering should be avoided; only enough irrigation to support vegetation suitable to the prevailing climate should be applied. Irrigation of natural, ungraded slopes should not be performed. Drainage or irrigation from adjacent improvements should not be directed to the tops of slopes. Drainage should be directed toward streets and approved drainage devices. Areas of seepage may develop after periods of heavy rainfall or irrigation. Geocon Project No. T2246-22-04 -17 -September 12, 2016 8.5 Earthwork Grading Factors 8.5.1 Estimates of shrinkage factors are based on empirical judgments comparing the material in its existing or natural state as encountered in the exploratory excavations to a compacted state. Variations in natural soil density and in compacted fill density render shrinkage value estimates very approximate. As an example. the contractor can compact the fill to a dry density of 90 percent or higher of the laboratory maximum dry density. Thus. the contractor has an approximately 10 percent range of control over the fill volume. Based on our experience and the densities measured during our investigation. the shrinkage of onsite slope wash is anticipated to be on the order of 15 to 20 percent. loose previously placed fill is anticipated to be on the order of 5 to 15 percent. and shrinkage of weathered Pauba is anticipated to be approximately 0 to 5 percent when compacted to at least 90 percent of the laboratory maximum dry density. Please note that this estimate is for preliminary quantity estimates only. Due to the variations in the actual shrinkage/bulking factors. a balance area should be provided to accommodate variations. 8.6 Foundation and Concrete Slabs-On-Grade Recommendations 8.6.1 Preliminary design of the building foundations and slabs-on-grade should be performed in accordance with the recommendations in our Report of Testing and Observation Services Performed During Site Grading (Geocon. 2007). Foundation categories for the graded conditions in 2007 are provided in Table VIII of that report. The foundation categories should be verified by retesting the fill materials following future remedial grading 8.6.2 The foundation embedment depths should be measured from the lowest adjacent pad grade for both interior and exterior footings. Figure 3 presents a wall/colunrn footing dimension detail depicting lowest adjacent pad grade. 8.6.3 Building foundations near slopes should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope or. for slopes over 20 feet in height. a distance of H/3 where H equals the vertical distance from the top of the fill slope to the base of the fill soil. but not to exceed 40 feet. 8.7 Exterior Concrete Flatwork 8. 7.1 Exterior concrete flatwork not subject to vehicular traffic should be constructed in accordance with the recommendations herein assuming the subgrade materials possess an Expansion Index of 50 or less. As a minimum. the upper 12 inches of subgrade soils should be scarified and compacted to at least 90 percent relative compaction. Slab panels should be a minimum of 4 inches thick and when in excess of 8 feet square should be reinforced with No. 3 reinforcing bars spaced 18 inches center-to-center in both directions to reduce the potential for cracking. In addition. concrete flatwork should be provided with crack control Geocon Project No. T2246-22-04 -18 -September 12, 2016 Jomts to reduce and/or control shrinkage cracking. Crack control spacing should be determined by the project structural engineer based upon the slab thickness and intended usage. Criteria of the American Concrete Institute (ACI) should be taken into consideration when establishing crack control spacing. Subgrade soil should be properly compacted and the moisture content of subgrade soil should be verified prior to placing concrete. Base materials will not be required below concrete improvements. 8. 7.2 Even with the incorporation of the recommendations of this report, the exterior concrete flatwork has a potential to experience some uplift due to expansive soil beneath grade or differential settlement. The steel reinforcement should overlap continuously in flatwork to reduce the potential for vertical offsets within flatwork. 8. 7.3 Where exterior flatwork abuts the structure at entrant or exit points, the exterior slab should be dowelled into the structure's foundation stemwall. This recommendation is intended to reduce the potential for differential elevations that could result from differential settlement or minor heave of the flatwork. Dowelling details should be designed by the project structural engineer. 8. 7.4 The recommendations presented herein are intended to reduce the potential for cracking of exterior slabs as a result of differential movement. However, even with the incorporation of the recommendations presented herein, slabs-on-grade will still crack. The occurrence of concrete shrinkage cracks is independent of the soil supporting characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, the use of crack control joints and proper concrete placement and curing. Crack control joints should be spaced at intervals no greater than 12 feet. Literature provided by the Portland Concrete Association (PCA) and American Concrete Institute (ACI) present recommendations for proper concrete mix, construction, and curing practices, and should be incorporated into project construction. 8.8 Friction Pile Foundations -Light Standards & Carports 8.8.1 Typical light standards and monument signs are between 15 and 20 feet in height and are supported on pile foundations. Cast-in-place friction piles may be utilized for support of these improvements provided the pile foundations derive support in engineered fill and/or Pauba Formation. Where piles penetrate through unsuitable fill materials at the surface, these materials should not be considered in the contribution of the pile capacity. 8.8.2 Piles should be a minimum of 24 inches in diameter, and should be embedded a minimum of 8 feet into the newly compacted fill or Pauba Formation. The piles do not require the complete removal of all loose earth materials from the bottom of the excavation, since Geocon Project No. T2246-22-04 -19 -September 12, 2016 end-bearing capacity 1s not being considered; however, a cleanout of the excavation bottom will be required. Piles may be assumed fixed at an embedment depth of five feet below the ground surface. 8.8.3 The coefficient of friction may be taken as 0.40 based on uniform contact between the concrete and retained earth. The downward capacity may be determined using a frictional resistance of 120 psf where piles are in contact with engineered fill or Pauba Formation. A one-third increase in the capacity may be used for wind or seismic loads. 8.8.4 Drilled pile excavations should be continuously observed by personnel of this firm to verify adequate penetration into the recommended bearing materials. The capacity presented is based on the strength of the soils. The compressive and tensile strength of the pile sections should be checked to verify the structural capacity of the piles. 8.8.5 Casing will likely be required, since excessive caving is anticipated in the granular soils. If casing is used, extreme care should be employed so that the pile is not pulled apart as the casing is withdrawn. At no time should the distance between the surface of the concrete and the bottom of the casing be less than five feet. Continuous observation of the drilling and pouring of the piles by the Geotechnical Engineer is required. 8.8.6 Closely spaced piles (less than 3 times the diameter center to center) should be drilled and filled alternately, with the concrete permitted to set at least eight hours before drilling an adjacent hole. Pile excavations should be filled with concrete as soon after drilling and inspection as possible; the holes should not be left open overnight unless approved by the Geotechnical Engineer. 8.9 Conventional Retaining Walls 8.9.1 The recommendations presented herein are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 15 feet. In the event that walls higher than 15 feet or other types of walls are planned, Geocon should be consulted for additional recommendations. 8.9.2 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 40 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2:1 (horizontal to vertical), such as at the toe of slopes, an active soil pressure of 65 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a I: I plane extending upward from the base of the wall possess an Geocon Project No. T2246-22-04 -20-September 12, 2016 EI of 30 or less. Where backfill soil does not conform to the criteria herein, Geocon should be consulted for additional recommendations. 8.9.3 The retaining walls should be designed the support the lateral pressures resulting from the building footings where they are within a 1:1 (horizontal:vertical) projection up and away from the inside bottom edge of the retaining wall foundation. Alternatively, the building foundations near the planned retaining walls can be deepened below the I: I projection to avoid stressing the retaining walls. Geocon should be provided the opportunity to review the wall design plans and provide additional recommendations as needed. 8.9.4 Unrestrained walls are those that are allowed to rotate more than 0.00IH (where H equals the height of the retaining portion of the wall in feet) at the top of the wall. Walls that are restrained from movement at the top should be designed for a soil pressure equivalent to the pressure exerted by a fluid density of 65 pounds per cubic foot (pct). 8.9.5 The structural engineer should determine the seismic design category for the project. If the project possesses a seismic design category of D, E, or F, the proposed retaining walls should be designed with seismic lateral pressure added to the active pressure. The seismic load exerted on the wall should be a triangular distribution with a pressure of 12H (where H is the height of the wall, in feet, resulting in pounds per square foot [psf]) exerted at the bottom of the wall and zero at the top of the wall. We used a site class modified peak ground acceleration of 0.806g calculated from the 2013 California Building Code and applied a pseudo-static coefficient of 0.333. 8.9.6 Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The retaining walls and improvements above the retaining walls should be designed to incorporate an appropriate amount of lateral deflection as determined by the structural engineer. 8.9. 7 Foundations for retaining walls near the tops of slopes should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope for slopes less than 20 feet high. Where the slope is greater than 20 feet in height, the wall foundation or should be extended to a depth where the horizontal distance between the bottom outside edge of the footing and the slope face is at least H/3 (where H equals the vertical height of the slope), but not to exceed 40 feet. 8.9.8 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and waterproofed as required by the project architect. The soil Geocon Project No. T2246-22-04 -21 -September 12, 2016 immediately adjacent to the backfilled retaining wall should be composed of free draining material completely wrapped in Mirafi 140 (or equivalent) filter fabric for a lateral distance of I foot for the bottom two-thirds of the height of the retaining wall. The upper one-third should be backfilled with less permeable compacted fill to reduce water infiltration. Alternatively, a drainage panel, such as a Miradrain 6000 or equivalent, can be placed along the back of the wall as shown on Figure 4. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. The recommendations herein assume a properly compacted backfill (EI of 50 or less) with no hydrostatic forces or imposed surcharge load. If conditions different than those described are expected or if specific drainage details are desired, Geocon should be contacted for additional recommendations. 8.9.9 Wall foundations may be designed in accordance with the foundation recommendations of our Report of Testing and Observation Services Pe,formed During Site Grading (Geocon, 2007). 8.10 8.10.1 8.10.2 8.11 8.11.1 Lateral Loading To resist lateral loads, a passive pressure exerted by an equivalent fluid weight of 300 pounds per cubic foot (pct) should be used for the design of footings or shear keys poured neat against compacted fill materials or competent formational materials. The allowable passive pressure assumes a horizontal surface extending at least 5 feet, or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material in areas not protected by floor slabs or pavement should not be included in design for passive resistance. If friction is to be used to resist lateral loads, an allowable coefficient of friction between soil and concrete of 0.40 should be used for design. Swimming Pool/Spa Where swimming pools or spas are planned, the proposed shell bottom should be designed as a free-standing structure and may derive support in newly placed engineered fill or the Pauba Formation. It is recommended that uniformity be maintained beneath the proposed swimming pools where possible. However, swimming pool foundations may derive support in both engineered fill and Pauba Formation. It is the intent of the Geotechnical Engineer to allow swimming pool foundation systems to derive support in both the Pauba Formation and engineered fill as necessary. Geocon Project No. T2246-22-04 -22-September 12, 2016 8.11.2 8.11.3 8.11.4 8.12 8.12.1 8.12.2 8.12.3 Swimming pool foundations and walls may be designed in accordance with the Foundation and Retaining Wall recommendations. A hydrostatic relief valve should be considered as part of the swimming pool design unless a gravity drain system can be placed beneath the pool shell. If a spa is proposed it should be constructed independent of the swimming pool and must not be cantilevered from the swimming pool shell. If the proposed pool is in proximity to the proposed structures , consideration should be given to construction sequence. If the proposed pool is constructed after building foundation construction, the excavation required for pool construction could remove a component of lateral support from the foundations and would therefore require shoring. Once information regarding the pool locations and depth becomes available, this information should be provided to Geocon for review and possible revision of these recommendations. Preliminary Pavement Recommendations The final pavement sections for site roadways should be based on the R-Value of the subgrade soils encountered at final subgrade elevation. Streets should be constructed in accordance with the City of Temecula Improvement Standa rd Drawings. Based on the material classifications, we have used an R-value of 30 for preliminary design of th e pavements. Pavement structural sections should meet the minimum asphalt concrete and aggregate base thicknesses from the City of Temecula Standard No. 115, Pavement Design Requirements. Preliminary flexible pavement sections are presented in Table 8.12.1. TABLE 8.12.1 PRELIMINARY FLEXIBLE PAVEMENT SECTIONS Assumed Assumed Asphalt Crushed Location Traffic Subgrade Concrete Aggregate Index R-Value (inches) Base (inches) Access Road/Light Duty Parking Lot 5.0 30 4.0 6.0 Local Street/Light Duty Access Way 6.0 30 4.0 7.0 Collector/Heavy Truck Access Way 8.0 30 6.0 9.0 The upper 12 inches of the subgrade soil should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content beneath pavement sections. The crushed aggregated base and asphalt concrete materials should conform to Section 200-2.2 and Section 203-6, respectively, of the Standard Specifications for Public Geocon Project No. T2246-22-04 -23 -September 12, 201 6 8.12.4 8.12.5 8.12.6 8.12.7 Works Construction (Greenbook) and the latest edition of the City of Temecula Standard Specifications. Base materials should be compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content. Asphalt concrete should be compacted to a density of 95 percent of the laboratory Hveem density in accordance with ASTM D 1561. A rigid Portland cement concrete (PCC) pavement section should be placed in driveway aprons, cross gutters, and selected site roadways subject to heavy duty truck traffic . We calculated the rigid pavement section in general conformance with the procedure recommended by the American Concrete Institute report ACI 330R, Guide for Design and Construction of Concrete Parking Lots using the parameters presented in Table 8.12.4. TABLE 8.12 .4 RIGID PAVEMENT DESIGN PARAMETERS Design Parameter Design Value Modulus of subgrade reaction, k 100 pci Modulus of rupture for concrete, MR 550 psi Traffic Category, TC CandD Average daily truck traffic , ADTT 100 and 700 Based on the criteria presented herein, the PCC pavement sections should have a minimum thickness as presented in Table 8.12.5. TABLE 8.12.5 RIGID PAVEMENT RECOMMENDATIONS Location Portland Cement Concrete (inches) Roadways (T C=C) 6.5 Heavy Truck Traffic or Bus Stops (TC=D) 8.0 The PCC pavement should be placed over subgrade soil that is compacted to a dry density of at least 95 percent of the laboratory maximum dry density near to slightly above optimum moisture content. This pavement section is based on a minimum concrete compressive strength of approximately 3,500 psi (pounds per square inch). Base material will not be required beneath concrete improvements. A thickened edge or integral curb should be constructed on the outside of concrete slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness or a minimum thickness of 2 inches, whichever results in a thicker edge, and taper back to the recommended slab thickness 4 feet behind the face of the slab (e.g., a 7-inch-thick slab would have a 9-inch-thick edge). Reinforcing steel will not be necessary within the concrete Geocon Project No. T2246-22-04 -24 -September 12, 201 6 8.12.8 8.12.9 8.13 8.13.1 8.13.2 8.13.3 8.13.4 8.14 8.14.1 for geotechnical purposes with the possible exception of dowels at construction joints as discussed herein. To control the location and spread of concrete shrinkage cracks. crack-control joints (weakened plane joints) should be included in the design of the concrete pavement slab in accordance with the referenced ACI report. The performance of pavement is highly dependent on providing positive surface drainage away from the edge of the pavement. Ponding of water on or adjacent to the pavement surfaces will likely result in pavement distress and subgrade failure. Drainage from landscaped areas should be directed to controlled drainage structures. Landscape areas adjacent to the edge of asphalt pavements are not recommended due to the potential for surface or irrigation water to infiltrate the underlying permeable aggregate base and cause distress. Where such a condition cannot be avoided. consideration should be given to incorporating measures that will significantly reduce the potential for subsurface water migration into the aggregate base. If planter islands are planned. the perimeter curb should extend at least 6 inches below the level of the base materials. Elevator Pit Design The elevator pit slab and retaining wall should be designed by the project structural engineer. Elevator pit walls may be designed in accordance with the recommendations in the Foundation Design and Retaining Wall sections of this report (see Sections 8.6 and 8.9). Additional active pressure should be added for a surcharge condition due to sloping ground. vehicular traffic or adjacent foundations and should be designed for each condition as the project progresses. If retaining wall drainage is to be provided. the drainage system should be designed in accordance with the Conventional Retaining Walls section of this report. It is suggested that the exterior walls and slab be waterproofed to prevent excessive moisture inside of the elevator pit. Waterproofing design and installation is not the responsibility of the geotechnical engineer. Elevator Piston If a plunger-type elevator piston is installed for this project. a deep drilled excavation will be required. It is important to verify that the drilled excavation is not situated immediately adjacent to a foundation or shoring pile. or the drilled excavation could compromise the Geocon Project No. T2246-22-04 -25 -September 12, 2016 8.14.2 8.14.3 existing foundation or pile support, especially if the drilling is performed subsequent to the foundation or pile construction. Some caving is expected and the contractor should be prepared to use casing and should have it readily available at the commencement of drilling activities. Continuous observation of the drilling and installation of the elevator piston by the Geotechnical Engineer ( a representative of Geo con West, Inc.) is required. The annular space between the piston casing and drilled excavation wall should be filled with a minimum of I ½-sack slurry pumped from the bottom up. As an alternative, pea gravel may be utilized. The use of soil to backfill the annular space is not acceptable. 8.15 Temporary Excavations 8.15.1 Excavations on the order of 7 feet in height will be required during grading operations. 8.15.2 8.15.3 8.15.4 The excavations are expected to expose artificial fill and alluvial soils, which are suitable for vertical excavations up to 5 feet in height where loose soils or caving sands are not present, and where not surcharged by adjacent traffic or structures. Vertical excavations greater than 5 feet or where surcharged by existing structures will require sloping or shoring measures in order to provide a stable excavation. Where sufficient space is available, temporary unsurcharged embankments could be sloped back at a uniform 1:1 slope gradient or flatter. A uniform slope does not have a vertical portion. It is anticipated that stable excavations for the recommended grading associated with the proposed structures can be achieved with sloping measures. However, if excavations in proximity to an adjacent property line and/or structure are required, special excavation measures such as slot-cutting or shoring may be necessary in order to maintain lateral support of offsite improvements. Recommendations for slot-cutting or shoring measures can be provided under separate cover once the project has proceeded to a more finalized design, if necessary. Where sloped embankments are utilized, the top of the slope should be barricaded to prevent vehicles and storage loads at the top of the slope within a horizontal distance equal to the height of the slope. If the temporary construction embankments are to be maintained during the rainy season, berms are suggested along the tops of the slopes where necessary to prevent runoff water from entering the excavation and eroding the slope faces. Geocon personnel should inspect the soils exposed in the cut slopes during excavation so that modifications of the slopes can be made if variations in the soil conditions occur. All excavations should be stabilized within 30 days of initial excavation. Geocon Project No. T2246-22-04 -26-September 12, 2016 8.16 8.16.1 8.16.2 8.16.3 8.16.4 8.17 8.17.1 Site Drainage and Moisture Protection Adequate site drainage is critical to reduce the potential for differential soil movement. erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2013 CBC 1804.3 or other applicable standards. In addition. surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. Underground utilities should be leak free. Utility and irrigation lines should be checked periodically for leaks. and detected leaks should be repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate the soil for prolonged periods of time. Landscaping planters adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement"s subgrade and base course. We recommend that area drains to collect excess irrigation water and transmit it to drainage structures or impervious above-grade planter boxes be used. In addition. where landscaping is planned adjacent to the pavement. we recommend construction of a cutoff wall along the edge of the pavement that extends at least 6 inches below the bottom of the base material. If not properly constructed. there is a potential for distress to improvements and properties located hydrologically down gradient or adjacent to these devices. Factors such as the amount of water to be detained. its residence time. and soil permeability have an important effect on seepage transmission and the potential adverse impacts that may occur if the storm water management features are not properly designed and constructed. We have not performed a hydrogeology study at the site. Down-gradient and adjacent structures may be subjected to seeps. movement of foundations and slabs. or other impacts as a result of water infiltration. Plan Review Geocon should review the grading. structural. and if applicable shoring foundation plans for the project prior to final submittal. Additional analyses may be required after review of the project plans. Geocon Project No. T2246-22-04 -27 -September 12, 2016 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous materials was not part of the scope of services provided by Geocon. 2. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The findings of this report are valid as of the date of this report. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. 4. The firm that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical aspects of site development are incorporated during site grading, construction of improvements, and excavation of foundations. If another geotechnical firm is selected to perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. A copy of the letter should be provided to the regulatory agency for their records. In addition, that firm should provide revised recommendations concerning the geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report. They should also perform additional analyses deemed necessary to assume the role of Geotechnical Engineer of Record. Geocon Project No. T2246-22-04 -I -September 12, 2016 LIST OF REFERENCES 1. Bedrossian, T.L., and Roffers, P.D., 2012, Geologic Compilation of Quaternary Surficial Deposits in Southern California, Santa Ana 30' x 60' Quadrangle, CGS Special Report 217, Plate 16, dated December 2012. 2. Boore, D.M. and Atkinson, G.M, Ground-Motion Prediction for the Average Horizontal Component of PGA, PGV, and 5%-Damped FSA at Spectral Periods Between 0.01 and 10.0 S, Earthquake Spectra, Volume 24, Issue 1, pages 99-138, February 2008. 3. California Building Standards Commission, 2013, California Building Code (CBC), California Code of Regulations Title 24, Part 2. 4. California Geological Survey (CGS), Alquist-Priolo Earthquake Fault Zone Maps, maps.conservation.ca.gov/cgs/inforrnationwarehouse/index.html?map~regulatorymaps. 5. California Geological Survey (CGS), Earthquake Shaking Potential for California, from USGS/CGS Seismic Hazards Model, CSSC No. 03-02, 2003. 6. California Geological Survey (CGS), Landslide Maps, http:/ /maps.conservation. ca.gov/ cgs/inf ormati onwarehouse/index.html ?map~landsli des. 7. California Geological Survey (CGS), Probabilistic Seismic Hazards Mapping-Ground Motion Page, 2003, CGS Website: www.conserv.ca.gov/cgs/rghrn/pshamap. 8. California Geological Survey, Seismic Shaking Hazards in California, Based on the USGS/CGS Probabilistic Seismic Hazards Assessment (PSHA) Model, 2002 (revised April 2003). 10% probability of being exceeded in 50 years; http:/ /redirect.conservation. ca. gov/ cgs/rghrn/pshamap/pshamain.html 9. California Department of Transportation (Caltrans), Division of Engineering Services, Materials Engineering and Testing Services, Corrosion Guidelines, Version 2.0, dated November, 2012. 10. California Department of Water Resources, Water Data Library, www.water.ca.gov/waterdatalibrary/. 11. Campbell, K. W. and Y. Bozorgnia, NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV, PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01 to JO s, Preprint of version submitted for publication in the NGA Special Volume of Earthquake Spectra, Volume 24, Issue 1, pages 139-171, February 2008. 12. Chiou, Brian S. J. and Robert R. Youngs, A NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, preprint for article to be published in NGA Special Edition for Earthquake Spectra, Spring 2008. 13. CHJ, Inc., 1999, Geotechnical Investigation, Proposed Residential/Commercial Development, City of Temecula, dated June 8. LIST OF REFERENCES (Continued) 14. Geocon, 2004, Supplemental Geotechnical Investigation, Temecula Village, 301 OJ Rancho California Road, Temecula, California, dated September 3, Project Number T2246-12-0l. 15. Geocon, 2007, Report of Testing and Observation Services Performed During Site Grading, Temecula Village Retail and Residential Development, 301 OJ Rancho California Road, Temecula, California, dated May 3, Project Number T2246-12-02. 16. Jennings, Charles W. and Bryant, William A., 2010, Fault Activity Map of California, California Division of Mines and Geology Map No. 6. 17. Kennedy, M.P., and Morton, D.M., 2003, Preliminary Geologic Map of the Murrieta 7.5' Quadrangle, Riverside County California, USGS Open File Report 03-189. 18. Kennedy, Michael P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, CDMG Special Report 131. 19. Legg, M.R., J.C. Borrero, and C.E. Synolakis, 2003, Evaluation of Tsunami Risk to Southern California Coastal Cities, 2002 NEHRP Professional Fellowship Report, dated January 2003. 20. Michael Baker International, 2016, Conceptual Grading Plans, Temecula Village, Multi- Family Residential, Sheets 1-3, undated. 21. Michael Baker International, 2016, Conceptual Grading Plans, Temecula Village, Retail Site, Sheets 1 and 2, undated 22. MDMG, 2007, Precise Grading Plan, for Temecula Village -PA 00-0140, T.P.M. 31023, Sheets 1 to 27 of 27, approved February 13. 23. Riverside County Flood Control and Water Conservation District, Low Impact Development EMF Design Handbook dated September 2011. 24. Stantec, 2015, Site Plan, Temecula Village Center, 30003, 30015, 30207, 30219, 30231, & 30243 Rancho California, Temecula, CA, Drawing No. SPl, dated January 14. 25. U.S. Geological Survey (USGS), Deaggregation of Seismic Hazard for PGA and 2 Periods of Spectra/Acceleration, 2002, USGS Website: www.earthguake.usgs.gov/research/hazmaps. 26. U.S. Geological Survey, 2015, U.S. Seismic Design Maps, http:// earthquake. usgs .gov I designrnaps/us/ application. php. 27. USGS computer program, Seismic Hazard Curves and Uniform Hazard Response Spectra, http:// earthguak e. usgs. gov /research/hazmaps/ design/. 28. Watermaster Support Services, Western Municipal Water District and the San Bernardino Valley Water Conservation District Cooperative Well Measuring Program, Spring 2012. Geocon Project No. T2246-22-04 -3 -September 12, 2016 SOURCE: Goo le Earth, 2016 GEOCON W E S T , I N C . GEOTECHNICAL CONSULTANTS t N NOTTO SCALE VICINITY MAP GEOTECHNICAL UPDATE AND PERCOLATION TESTING TEMECULA VILLAGE DEVELOPMENT 41571 CORNING PLACE SUITE 101 MURRIETA, CA 92562-7065 PHONE 951-304-2300 FAX 951-304-2392 30101 RANCHO CALIFORNIA ROAD TEMECULA, CALIFORNIA PDT SEPTEMBER, 2016 I PROJECT NO. T2246-22-04 I FIG. 1 ------- ' . -. . ' . I I I / ,,,L_ 71 ~~/ < J ' _ _/ ---------- \ Q J + EXIST. C&G '= l X :!4 WIR __ L _____ _ -Ill - ------===,:r=--: ==-==I-:= -s..::::::_ -----~u~~=~~:_1b:.___IN!§_8Q61 "16 '06"E -+-+--1----l PEQE' ~. " EX. GAS \ -o::- 1 MPRD~MilE:N =J-'~"-'IITR -;., -X I ST :---11 /W ~ "ff' PROP. R W ,r [8]-.....______ -====:ocoA~ = ----. ~._Qps EMERGENCY ---j'J__ DR I VE ACCESS -RMISIBaa&~"'i:irio inu..£1,, .. ,\1,.D/ _ ------'"". fK .--------_-_ EX~15•-sw~ L~RIJll'llffl,.~ ----=~---~ -~---__ / ---ifr"_.......... ( -t---/ -_______ ~-=---- 1 ~ _ £~x_. z4_~"_R. _-__ -__ -___ -_ f'-__ _ i=c: _ = = = ~=-==-=-=--ie==~-zl ~ ~ _ L _ ----== =~-----~~~-----' -==----\ -=----1· -------~=------4 / -0 ~ ---. -----~-~ --=--------PROP.-SI. "l'-~ " -PRGR. 12 '--'TR. ---• ----• IMPROVEMENTS io w '"--~ -~ CROSSWALK- 2 • --------- \ I 10.61 TC ~1 FS _HP_ 0,6% 11.DO TC 10.50 FS I 100s Ii ~~r1,1 J 1095 'lf'l~-~---.., EXIST. VAULTS ~ ----"--., ~--ll:RET. WALL -EX I.S~G ---...__ EXIST Fri --==== ~== ___,, x-- 1 A f 1,···, ,. .. --c--... :-:· jo.J .::,. $ IV I/ • 3.9 101c 1 .60 FS Q • --+-'-" +---,. I 10.86 TC ,. / o. %1 I I ,M = ~ ~ / l = 11. 79 FS 11.00 TC 10.50 FS ~ ~~-p ~ '----'-""'i'92"-L___J____J__---4~"1---_j 12 00 TC / / / I 12.00 TC 11.50 FS /e I 100011--------- ---------------/ / BLDG F ~ BLD . G r.=1/ -------= ~ . ~ ,1 ~Au=f11 1.o ~ 1087 ~A~=11 1 5 / FF=1111.67 1091 / /FF-111 .17 / / 1090 ~------mfil // (! I 0 5% s-1 0.5% ·~· ! I \ BLDG H PAD=111 0 FF=1112 1 :67 10.8 10.39 FS 1095 1 % 2 • 11,o--= "' -✓ . ,✓, '". <:: ' " ,-- ,-, ' ' • ' -/ - <:1 "' CL ,-- . " " '" " . ·-C . "' '. + . ' ,-- '" cu -• \ u ;.; ~I I 1111 IJLL=-- o· so· 100· 150' 200· ------------------ SCALE 1"=50' (On 36x24) GEOCON LEGEND Af ........ PREVIOUSLY Pl.ACED Fill. Qps ........ PAUBA FORMATION (Dotted Where Buried) ®········•LoPEWASH ,... .._/ ....... .APPROX. LOCATION OF GEOLOGIC CONTACT ~ ........ APPROX.LOCATION OF REMOVAL BOTTOM ELEVATION (Geocon, 2007) ~~1 ....... .APPROX. LOCATION OF SUBDRAIN SHOWING 'a;-~ ' ~ DIRECTION OF FLOW (Gaooon, 2007) ~ ....... .APPROX. LOCATION OF KEYWAY (Geooon, 2007) TP-I/P4,;, \=.I ....... .APPROX. LOCATION OF TEST PIT CONVERTED TO PERCOLATION TEST, GEOCON, TI·US REPORT TP-12 (!I ....... .APPROX. LOCATION OF TEST PIT, GEOCON, THIS REPORT -........ LIMITS OF THIS REPORT ,----~ ( C1":) ,' ........ PROPOSED OVER EXCAVATION DEPTI-l (In Feet) ---✓ REFERENCE: MICHAL BAKER INTcRATIONAL,2018 CONCEPT\JAL GRADING PLANS, TEMECULA Vlll.AGE, MULTI-FAMILY SITE AND RETAIL SITE GEOTECHNICAL MAP TEMECULA VILLAGE AND MULTI-FAMILY SITE TEMECULA, CALIFORNIA GEOCON SCALE 1" = 50' DATE 00 • 00 • 0000 W E S T. I N C. GEOTECHNICAL • IIIIM RONMENTAL • MAlE IIW.S 41.571 CORNING Pl.ACE, SUITE 101 .MlJRRIETA, CAIJFORNIA 92.562 PHONE 9.Sl.304.2300-FAX 951.304.2392 SHEET PROJECT NO. T2246 -22 -04 1 OF 1 FIGURE 2 Pl-:llMl8/201B 11:51JAM I By.JONATHAN WILKINS I FIia I.J>cllllon~:IPROJECTS\lll46-22-04 Tanacula Vllaga I. Mull-l'amll)' Slbo\SHEETS\T2Z48-22-a4-Gaalilap.dlllg WALL FOOTING CONCRETE SLAB 21 · . 4 "1'. ·ll.· ·.· jl <J' ' ~:-:-~:-:-:~-:-: VAPOR BARRIER CLEAN SAND COLUMN FOOTING c.t.-· - . . £i --~· ,:1. _·'d "' .. -4. • <f <J ., . 4 I JOUNDATION .. 1 WIDTH ,4 . 4. . . A' <t •. 4 . ., FINISHED PAD GRADE 'a . a <l _.1:. ' . . ./~ . 4.: -4 -· -6"1~ . . : .a: -~ -_ . 4. . ·" .,., CLEAN SAND ,,q.a _ .•. ll . ., ' <1•' 1- ·4 -" ·4 4_ z f- · J • .. 4 Q as q" -.11 -~-<( <I" ~ 2 .: . : , •; .';. :. LJI FOUNDATION WIDTH -1 NOTE SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE GEOCON W E S T , I N C . G EO TECHNICAL ENVIRONMEN TA L MATERIA LS 4157 1 CORN ING PLACE, SUITE 101, MURRIETA, CA 92562-7065 PHONE 951-304-2300 FAX 951-304-2392 CER I I WALL/ COLUMN FOOTING DETAIL G EOTEC H NICAL UPDAT E AND PE RCOLATION TESTI N G TEMECULA VILLAG E DEVELOPMENT 201 0 1 RANCHO C ALIF O RNIA RO AD TEM ECULA, CALI FORNIA SEPTEMBER, 2016 I PROJECT NO. T224S-22-04 I FIG. 3 NOTES: PROPOSED GRADE CONCRETE BROWDITCH //li'/:'.0 GROUND SURFACE ..,__ ___ DRAINAGE PANEL 3/4" CRUSHED ROCK 4 " DIA. PERFORATED ABS OR ADS PIPE 1 .... .WALL DRAINAGE PANELS SHOULD CONSISTS OF MIRADRAIN 6000 OR EQUIVALENT 2 ...... FILTER FABRIC SHOULD CONSIST OF MIRAFI 140N OR APPROVED EQUIVALENT 3 ..... .VOLUME OF CRUSHED ROCK SHOULD BE AT LEAST 1 CUBIC FOOT PER FOOT OF PIPE 4 ...... CONCRETE BROWDITCH RECOMMENDED FOR SLOPE HEIGHTS GREATER THAN 6 FEET NO SCALE GEOCON W E S T , I N C . ENVIRONMENTAL GEOTECHNICAL MATERIALS 41571 CORNING PLACE, SUITE 101 , MURRIETA, CA 92562 PHONE (951) 304-2300 FAX (951) 304-2392 PDT I I WALL DRAINAGE DETAIL GEOTECHNICAL UPD A TE A ND PERCOLATI O N TESTING TEMECULA V ILLAGE DEV EL O PMEN T 301 0 1 RANC HO C ALIF O RN IA ROAD TEM EC ULA, C ALIF O RNIA SEPTEMBER, 2016 I PROJECT NO. T 2246-22 -04 I FIG. 4 APPENDIX APPENDIX A EXPLORATORY EXCAVATIONS We performed the field investigation on March 9, 2016. Our subsurface exploration consisted of excavating 12 test pits utilizing a rubber-tire backhoe with a 24-inch bucket throughout the site. Six test pits were converted to percolation test locations. Percolation testing was performed on March 9, 2016 in accordance with Riverside County Flood Control and Water Conservation District Low Impact Development Handbook Appendix A (Handbook). The test pits were excavated to depths up to 9 feet. Bulk samples of disturbed soils were transported to our laboratory for testing. The soil conditions encountered in the test pits were visually examined, classified, and logged in general accordance with the Unified Soil Classification System (USCS). Logs of the test pits are presented on Figures A-1 through A-12. Percolation and infiltration data are presented on Figures A-13 through A-18. The logs depict the soil and geologic conditions encountered and the depth at which samples were obtained. The approximate locations of the test pits are indicated the Geotechnical Map, Figure 2. Geocon Project No. T2246-22-04 -A-1 -September 12, 2016 PROJECT NO. T2246-22-04 O'. TEST PIT TP-1 Zw->-wi w >-f-Qui-: f- DEPTH "' ~ SOIL f-z "-u5 ";' O'. -0 .,: .,: -z "-:::, f- IN SAMPLE ~ O'. f-~ ~~ f-z 0 0 CLASS U) w FEET NO I z ELEV. (MSL.) 1106 DATE COMPLETED 03/09/2016 tiJ ~ 0 >-~ -f- f-:::, (USCS) z U) ~ oz :::; 0 w w "' O'. :e 0 O'. EQUIPMENT BACK HOE BY: P. THERIAULT a_ O'. -0 u "' MATERIAL DESCRIPTION -0 _-1-'l SM PREVIOUSLY PLACED FILL (Qpf) --l 1 ·1 Silty SAND, medium dense, moist, reddish brmvn; fine to coarse sand; f- 2 il t-1-some clay; trace fine gravel; micaceous; grass/weeds at surface --f- --:1-l f- -4 -l 1 ·1 f- --il t-1-f- :1-l -6 -l 1 ·1 f- --il t-1-f- -8 -:1-l f- -,_ j -, -- TP-1@9' :-1-;--i-SM PAUBA FORMATION (Qps) -10 Silty SANDSTONE, medium dense, moist, reddish brown; fine to coarse \ sand; some clay; trace gravel; micaceous I TOTAL DEPTH 10.0 FEET Groundwater not encountered No caving Converted to percolation test P-1 Last foot hand excavated Backfilled with cuttings 3/10/16 Figure A-1, T2246-22-04 TEST PIT LOGS GPJ Log of Test Pit TP-1, Page 1 of 1 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL IJ STANDARD PENETRATION TEST • DRIVE SAMPLE (UNDISTURBED) ~ DISTURBED OR BAG SAMPLE liiiii;J CHUNK SAMPLE ~ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOV\IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES GEOCON PROJECT NO. T2246-22-04 O'. TEST PIT TP-10 Zw->-wi w >-f-Qui-: f- DEPTH "' ~ SOIL f-z "-u5 ";' O'. -0 .,: .,: -z "-:::, f- IN SAMPLE ~ O'. f-~ ~~ f-z 0 0 CLASS U) w FEET NO I z ELEV. (MSL.) 1146 DATE COMPLETED 03/09/2016 tiJ ~ 0 >-~ -f- f-:::, (USCS) z U) ~ oz :::; 0 w w "' O'. :e 0 O'. EQUIPMENT BACK HOE BY: P. THERIAULT a_ O'. -0 u "' MATERIAL DESCRIPTION -0 1 I -1 OH PREVIOUSLY PLACED FILL (Qpf) --:-1-'l SM \ Silty SAND, medium dense, moist, brmvn; fine to coarse sand; trace fine / f-l 1 ·1 gravel; micaceous; grass/weeds at surface -2 - il t-1- f- PAUBA FORMATION (Qps) --Silty SANDSTONE, medium dense, moist, yellowish brmvn; fine to f- :1-l coarse sand; some gravel; micaceous; slightly cohesive -4 -:d·1 f- - TOTAL DEPTH 5.0 FEET Groundwater not encountered No caving Backfilled with cuttings 3/9/16 Figure A-10, T2246-22-04 TEST PIT LOGS GPJ Log of Test Pit TP-10, Page 1 of 1 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL IJ STANDARD PENETRATION TEST • DRIVE SAMPLE (UNDISTURBED) ~ DISTURBED OR BAG SAMPLE liiiii;J CHUNK SAMPLE ~ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOV\IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES GEOCON PROJECT NO. T2246-22-04 O'. TEST PIT TP-11 Zw->-wi w >-f-Qui-: f- DEPTH "' ~ SOIL f-z "-u5 ";' O'. -0 .,: .,: -z "-:::, f- IN SAMPLE ~ O'. f-~ ~~ f-z 0 0 CLASS U) w FEET NO I z ELEV. (MSL.) 1144 DATE COMPLETED 03/09/2016 tiJ ~ 0 >-~ -f- f-:::, (USCS) z U) ~ oz :::; 0 w w "' O'. :e 0 O'. EQUIPMENT BACK HOE BY: P. THERIAULT a_ O'. -0 u "' MATERIAL DESCRIPTION -0 _-1-'l SM PREVIOUSLY PLACED FILL (Qpf) --l 1 ·1 Silty SAND, medium dense, moist, brmvn; fine to coarse sand; f- 2 _-l ~-1-micaceous; grass/weeds at surface --f- --:1-'l SM PAUBA FORMATION (Qps) f- l 1 ·1 Silty SANDSTONE, medium dense, moist, reddish brown; fine to -4 -_-l ~-1-medium sand; some coarse; trace fine gravel; micaceous f- - TOTAL DEPTH 5.0 FEET Groundwater not encountered No caving Backfilled with cuttings 3/9/16 Figure A-11, T2246-22-04 TEST PIT LOGS GPJ Log of Test Pit TP-11, Page 1 of 1 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL IJ STANDARD PENETRATION TEST • DRIVE SAMPLE (UNDISTURBED) ~ DISTURBED OR BAG SAMPLE liiiii;J CHUNK SAMPLE ~ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOV\IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES GEOCON PROJECT NO. T2246-22-04 O'. TEST PIT TP-12 Zw->-wi w >-f-Qui-: f- DEPTH "' ~ SOIL f-z "-u5 ";' O'. -0 .,: .,: -z "-:::, f- IN SAMPLE ~ O'. f-~ ~~ f-z 0 0 CLASS U) w FEET NO I z ELEV. (MSL.) 1146 DATE COMPLETED 03/09/2016 tiJ ~ 0 >-~ -f- f-:::, (USCS) z U) ~ oz :::; 0 w w "' O'. :e 0 O'. EQUIPMENT BACK HOE BY: P. THERIAULT a_ O'. -0 u "' MATERIAL DESCRIPTION -0 _-1-;--i-SM PREVIOUSLY PLACED FILL (Qpf) --:1-'l Silty SAND, medium dense, moist, light reddish brmvn; fine to coarse SM \ sand; some fine gravel; micaceous; grass/weeds at surface I -2 -l 1 ·1 f- PAUBA FORMATION (Qps) --il f 1-Silty SANDSTONE, medium dense, moist, light reddish brown; fine to f- coarse sand; trace fine gravel; micaceous -4 -:1-l f- ·1-j ·1 - TOTAL DEPTH 5.0 FEET Groundwater not encountered No caving Backfilled with cuttings 3/9/16 Figure A-12, T2246-22-04 TEST PIT LOGS GPJ Log of Test Pit TP-12, Page 1 of 1 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL IJ STANDARD PENETRATION TEST • DRIVE SAMPLE (UNDISTURBED) ~ DISTURBED OR BAG SAMPLE liiiii;J CHUNK SAMPLE ~ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOV\IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES GEOCON PROJECT NO. T2246-22-04 O'. TEST PIT TP-2 Zw->-wi w >-f-Qui-: f- DEPTH "' ~ SOIL f-z "-u5 ";' O'. -0 .,: .,: -z "-:::, f- IN SAMPLE ~ O'. f-~ ~~ f-z 0 0 CLASS U) w FEET NO I z ELEV. (MSL.) 1106 DATE COMPLETED 03/09/2016 tiJ ~ 0 >-~ -f- f-:::, (USCS) z U) ~ oz :::; 0 w w "' O'. :e 0 O'. EQUIPMENT BACK HOE BY: P. THERIAULT a_ O'. -0 u "' MATERIAL DESCRIPTION -0 _-1-'l SM PREVIOUSLY PLACED FILL (Qpf) --l 1 ·1 Silty SAND, medium dense, moist, light brmvn; fine to coarse sand; some f- 2 il t-1- clay; trace fine gravel; micaceous; grass/weeds at surface --f- --:1-l f- -4 -l 1 ·1 f- --il t-1-f- :1-l -6 -l 1 ·1 f- --il t-1-f- -8 --1-,-l f- --:1-'l SM PAUBA FORMATION (Qps) f- TP-2@9' ·1-j ·1 Silty SANDSTONE, medium dense, moist, reddish brown; fine to coarse -10 ' sand; some clay; trace fine gravel; micaceous , TOTAL DEPTH 10.0 FEET Groundwater not encountered No caving Converted to percolation test P-2 Last foot hand excavated Backfilled with cuttings 3/10/16 Figure A-2, T2246-22-04 TEST PIT LOGS GPJ Log of Test Pit TP-2, Page 1 of 1 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL IJ STANDARD PENETRATION TEST • DRIVE SAMPLE (UNDISTURBED) ~ DISTURBED OR BAG SAMPLE liiiii;J CHUNK SAMPLE ~ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOV\IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES GEOCON PROJECT NO. T2246-22-04 O'. TEST PIT TP-3 Zw->-wi w >-f-Qui-: f- DEPTH "' ~ SOIL f-z "-u5 ";' O'. -0 .,: .,: -z "-:::, f- IN SAMPLE ~ O'. f-~ ~~ f-z 0 0 CLASS U) w FEET NO I z ELEV. (MSL.) 1107 DATE COMPLETED 03/09/2016 tiJ ~ 0 >-~ -f- f-:::, (USCS) z U) ~ oz :::; 0 w w "' O'. :e 0 O'. EQUIPMENT BACK HOE BY: P. THERIAULT a_ O'. -0 u "' MATERIAL DESCRIPTION -0 _-1-'l SM PREVIOUSLY PLACED FILL (Qpf) --l 1 ·1 Silty SAND, medium dense, moist, reddish brmvn; fine to coarse sand; f- 2 _-l ~-1-trace clay; trace fine gravel; micaceous; grass/weeds at surface --f- -_ "P-4@2.5 :1-;--i-SM PAUBA FORMATION (Qps) f- \ Silty SANDSTONE, medium dense, moist, light reddish brown; fine to I coarse sand; trace clay; trace fine gravel; micaceous TOTAL DEPTH 3.5 FEET Groundwater not encountered No caving Converted to percolation test P-3 Last foot hand excavated Backfilled with cuttings 3/10/16 Figure A-3, T2246-22-04 TEST PIT LOGS GPJ Log of Test Pit TP-3, Page 1 of 1 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL IJ STANDARD PENETRATION TEST • DRIVE SAMPLE (UNDISTURBED) ~ DISTURBED OR BAG SAMPLE liiiii;J CHUNK SAMPLE ~ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOV\IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES GEOCON PROJECT NO. T2246-22-04 O'. TEST PIT TP-4 Zw->-wi w >-f-Qui-: f- DEPTH "' ~ SOIL f-z "-u5 ";' O'. -0 .,: .,: -z "-:::, f- IN SAMPLE ~ O'. f-~ ~~ f-z 0 0 CLASS U) w FEET NO I z ELEV. (MSL.) 1108 DATE COMPLETED 03/09/2016 tiJ ~ 0 >-~ -f- f-:::, (USCS) z U) ~ oz :::; 0 w w "' O'. :e 0 O'. EQUIPMENT BACK HOE BY: P. THERIAULT a_ O'. -0 u "' MATERIAL DESCRIPTION -0 _-1-'l SM PREVIOUSLY PLACED FILL (Qpf) --:i--i ·1 Silty SAND, medium dense, moist, reddish brmvn; fine to coarse sand; f- 2 trace clay; trace fine gravel; micaceous; grass/weeds at surface --.-f- -_ "P-4@2.5 I ML PAUBA FORMATION (Qps) f- \ Sandy SILTSTONE, medium dense, moist, olive brovVI1; fine to coarse I sand; some clay; micaceous TOTAL DEPTH 3.5 FEET Groundwater not encountered No caving Converted to percolation test P-4 Last foot hand excavated Backfilled with cuttings 3/10/16 Figure A-4, T2246-22-04 TEST PIT LOGS GPJ Log of Test Pit TP-4, Page 1 of 1 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL IJ STANDARD PENETRATION TEST • DRIVE SAMPLE (UNDISTURBED) ~ DISTURBED OR BAG SAMPLE liiiii;J CHUNK SAMPLE ~ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOV\IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES GEOCON PROJECT NO. T2246-22-04 O'. TEST PIT TP-5 Zw->-wi w >-f-Qui-: f- DEPTH "' ~ SOIL f-z "-u5 ";' O'. -0 .,: .,: -z "-:::, f- IN SAMPLE ~ O'. f-~ ~~ f-z 0 0 CLASS U) w FEET NO I z ELEV. (MSL.) 1141 DATE COMPLETED 03/09/2016 tiJ ~ 0 >-~ -f- f-:::, (USCS) z U) ~ oz :::; 0 w w "' O'. :e 0 O'. EQUIPMENT HAND DUG BY: P. THERIAULT a_ O'. -0 u "' MATERIAL DESCRIPTION -0 7// TP-5@0' SC PAUBA FORMATION (Qps) -Clayey SANDSTONE, medium dense, moist, dark yelowish brmvn; fine \ to coarse sand; some silt; trace gravel; micaceous I TOTAL DEPTH 1.0 FEET Groundwater not encountered No caving Converted to percolation test P-5 Hand excavated Backfilled with cuttings 3/10/16 Figure A-5, T2246-22-04 TEST PIT LOGS GPJ Log of Test Pit TP-5, Page 1 of 1 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL IJ STANDARD PENETRATION TEST • DRIVE SAMPLE (UNDISTURBED) ~ DISTURBED OR BAG SAMPLE liiiii;J CHUNK SAMPLE ~ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOV\IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES GEOCON PROJECT NO. T2246-22-04 O'. TEST PIT TP-6 Zw->-wi w >-f-Qui-: f- DEPTH "' ~ SOIL f-z "-u5 ";' O'. -0 .,: .,: -z "-:::, f- IN SAMPLE ~ O'. f-~ ~~ f-z 0 0 CLASS U) w FEET NO I z ELEV. (MSL.) 1141 DATE COMPLETED 03/09/2016 tiJ ~ 0 >-~ -f- f-:::, (USCS) z U) ~ oz :::; 0 w w "' O'. :e 0 O'. EQUIPMENT HAND DUG BY: P. THERIAULT a_ O'. -0 u "' MATERIAL DESCRIPTION -0 7// TP-6@0' SC PAUBA FORMATION (Qps) -Clatey SANDSTONE, medium dense, moist, brmvn; fine to medium \ sand; trace coarse sand; some silt; trace fine gravel; micaceous I TOTAL DEPTH 1.0 FEET Groundwater not encountered No caving Converted to percolation test P-6 Hand excavated Backfilled with cuttings 3/10/16 Figure A-6, T2246-22-04 TEST PIT LOGS GPJ Log of Test Pit TP-6, Page 1 of 1 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL IJ STANDARD PENETRATION TEST • DRIVE SAMPLE (UNDISTURBED) ~ DISTURBED OR BAG SAMPLE liiiii;J CHUNK SAMPLE ~ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOV\IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES GEOCON PROJECT NO. T2246-22-04 O'. TEST PIT TP-7 Zw->-wi w >-f-Qui-: f- DEPTH "' ~ SOIL f-z "-u5 ";' O'. -0 .,: .,: -z "-:::, f- IN SAMPLE ~ O'. f-~ ~~ f-z 0 0 CLASS U) w FEET NO I z ELEV. (MSL.) 1106 DATE COMPLETED 03/09/2016 tiJ ~ 0 >-~ -f- f-:::, (USCS) z U) ~ oz :::; 0 w w "' O'. :e 0 O'. EQUIPMENT BACK HOE BY: P. THERIAULT a_ O'. -0 u "' MATERIAL DESCRIPTION -0 SM/ML SLOPE WASH (Qs) --Silty SAND to Sandy SILT, loose to soft, moist, brovVI1; fine sand; some f- medium sand; micaceous; some weeds -2 -:-1-l SM PREVIOUSLY PLACED FILL (Qpf) --:d·1 Silty SAND, medium dense, moist, brmvn; fine to coarse sand; trace fine r 4 gravel; micaceous --:1-i l SM PAUBA FORMATION (Qps) - \ Silty SANDSTONE, medium dense, moist, light brovVI1; fine to coarse I sand; micaceous TOTAL DEPTH 5.0 FEET Groundwater not encountered No caving Backfilled with cuttings 3/9/16 Figure A-7, T2246-22-04 TEST PIT LOGS GPJ Log of Test Pit TP-7, Page 1 of 1 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL IJ STANDARD PENETRATION TEST • DRIVE SAMPLE (UNDISTURBED) ~ DISTURBED OR BAG SAMPLE liiiii;J CHUNK SAMPLE ~ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOV\IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES GEOCON PROJECT NO. T2246-22-04 O'. TEST PIT TP-8 Zw->-wi w >-f-Qui-: f- DEPTH "' ~ SOIL f-z "-u5 ";' O'. -0 .,: .,: -z "-:::, f- IN SAMPLE ~ O'. f-~ ~~ f-z 0 0 CLASS U) w FEET NO I z ELEV. (MSL.) 1121 DATE COMPLETED 03/09/2016 tiJ ~ 0 >-~ -f- f-:::, (USCS) z U) ~ oz :::; 0 w w "' O'. :e 0 O'. EQUIPMENT BACK HOE BY: P. THERIAULT a_ O'. -0 u "' MATERIAL DESCRIPTION -0 _-1-;--i-SM PREVIOUSLY PLACED FILL (Qpf) --:1-'l Silty SAND, medium dense, moist, brmvn; fine to coarse sand; SM \ micaceous; grass/weeds at surface I -2 -:d·1 f- PAUBA FORMATION (Qps) - \ Silty SANDSTONE, medium dense, moist, brown; fine to coarse sand; I trace fine gravel; micaceous TOTAL DEPTH 3.0 FEET Groundwater not encountered No caving Backfilled with cuttings 3/9/16 Figure A-8, T2246-22-04 TEST PIT LOGS GPJ Log of Test Pit TP-8, Page 1 of 1 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL IJ STANDARD PENETRATION TEST • DRIVE SAMPLE (UNDISTURBED) ~ DISTURBED OR BAG SAMPLE liiiii;J CHUNK SAMPLE ~ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOV\IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES GEOCON PROJECT NO. T2246-22-04 O'. TEST PIT TP-9 Zw->-wi w >-f-Qui-: f- DEPTH "' ~ SOIL f-z "-u5 ";' O'. -0 .,: .,: -z "-:::, f- IN SAMPLE ~ O'. f-~ ~~ f-z 0 0 CLASS U) w FEET NO I z ELEV. (MSL.) 1148 DATE COMPLETED 03/09/2016 tiJ ~ 0 >-~ -f- f-:::, (USCS) z U) ~ oz :::; 0 w w "' O'. :e 0 O'. EQUIPMENT BACK HOE BY: P. THERIAULT a_ O'. -0 u "' MATERIAL DESCRIPTION -0 ~1~·-:1: f----S-P--PAUBA FORMATION (Qps) •f--------· ----- --SM I SANDSTONE, medium dense, moist, light grayish brmvn; fine to coarse / f- l 1 ·1 I -2 - :"l ft· \ _ sand; trace silt; micaceous; non-cohesive ______________ f f- Silty SANDSTONE, medium dense, moist, reddish brown; fine to --.-1-l medium sand; some coarse sand; trace fine gravel; micaceous f- -4 -l 1 ·1 f- ·, t '· - TOTAL DEPTH 5.0 FEET Groundwater not encountered No caving Backfilled with cuttings 3/9/16 Figure A-9, T2246-22-04 TEST PIT LOGS GPJ Log of Test Pit TP-9, Page 1 of 1 SAMPLE SYMBOLS • SAMPLING UNSUCCESSFUL IJ STANDARD PENETRATION TEST • DRIVE SAMPLE (UNDISTURBED) ~ DISTURBED OR BAG SAMPLE liiiii;J CHUNK SAMPLE ~ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOV\IN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES GEOCON PERCOLATION TEST REPORT Project Name: Temecula Villages Project No.: T2246-22-04 Test Hole No.: P-1 Date Excavated: 3/9/2016 Length of Test Pipe: 122.2 inches Soil Classification: SM Height of Pipe above Ground: 12.0 inches Presoak Date: 3/9/2016 Depth of Test Hole: 110.2 inches Pere Test Date: 3/10/2016 Check for Sandy Soil Criteria Tested by: PDT Percolation Tested by: PDT Water level measured from bottom of hole Sandy Soil Criteria Test Trial No. Time Time Total Initial Water Final Water I!,. in Water Percolation Interval Elapsed Level Level Level Rate (min) Time (min) (in) (in) (inches) (min/inch) 1 930 AM 25 25 10.6 7.0 3.6 6.9 955 AM 2 955 AM 25 50 11.8 7.6 4.2 6.0 1020 AM Soil Criteria: Normal Percolation Test Reading Time Time Total Initial Water Final Water I!,. in Water Percolation No. Interval Elapsed Head Head Level Rate (min) Time (min) (in) (in) (inches) (min/inch) 1 1020 AM 30 30 11.8 8.0 3.7 8.1 10 50 AM 2 10 50 AM 30 60 11.8 8.2 3.6 8.3 1120 AM 3 1120 AM 30 90 12.6 9.0 3.6 8.3 11 50 AM 4 11 50 AM 30 120 13.1 8.6 44 6.8 1220 PM 5 1220 PM 30 150 13.0 9.2 3.7 8.1 12 50 PM 6 12 50 PM 30 180 154 9.6 5.8 5.2 120 PM 7 120 PM 30 210 124 8.8 3.6 8.3 1 50 PM 8 1 50 PM 30 240 14.8 9.6 5.2 5.8 220 PM 9 220 PM 30 270 15.2 9.6 5.6 5.3 250 PM 10 250 PM 30 300 16.3 104 5.9 5.1 320 PM 11 320 PM 30 330 14.8 11.5 3.2 9.3 350 PM 12 350 PM 30 360 16.3 104 5.9 5.1 420 PM Infiltration Rate (in/hr): 2.2 Radius of test hole (in): 6 Figure A-13 Averai:ie Head (in): 134 PERCOLATION TEST REPORT Project Name: Temecula Villages Project No.: T2246-22-04 Test Hole No.: P-2 Date Excavated: 3/9/2016 Length of Test Pipe: 121.0 inches Soil Classification: SM Height of Pipe above Ground: 14.0 inches Presoak Date: 3/9/2016 Depth of Test Hole: 106.9 inches Pere Test Date: 3/10/2016 Check for Sandy Soil Criteria Tested by: PDT Percolation Tested by: PDT Water level measured from bottom of hole Sandy Soil Criteria Test Trial No. Time Time Total Initial Water Final Water I!,. in Water Percolation Interval Elapsed Level Level Level Rate (min) Time (min) (in) (in) (inches) (min/inch) 1 931 AM 25 25 11.8 8.8 3.0 8.3 956 AM 2 956 AM 25 50 13.0 94 3.6 6.9 1021 AM Soil Criteria: Normal Percolation Test Reading Time Time Total Initial Water Final Water I!,. in Water Percolation No. Interval Elapsed Head Head Level Rate (min) Time (min) (in) (in) (inches) (min/inch) 1 1021 AM 30 30 13.6 94 4.2 7.1 10 51 AM 2 10 51 AM 30 60 13.0 10.2 2.8 10.9 1121 AM 3 1121 AM 30 90 13.7 94 4.3 6.9 11 51 AM 4 11 51 AM 30 120 13.8 9.7 4.1 74 1221 PM 5 1221 PM 30 150 14.5 9.6 4.9 6.1 12 51 PM 6 12 51 PM 30 180 13.2 9.8 34 8.9 121 PM 7 121 PM 30 210 16.0 9.8 6.1 4.9 1 51 PM 8 1 51 PM 30 240 14.2 10.2 4.0 7.6 221 PM 9 221 PM 30 270 13.8 9.6 4.2 7.1 251 PM 10 251 PM 30 300 154 9.8 5.5 54 321 PM 11 321 PM 30 330 134 9.5 4.0 7.6 351 PM 12 351 PM 30 360 14.5 9.7 4.8 6.3 421 PM Infiltration Rate (in/hr): 1.9 Radius of test hole (in): 6 Figure A-14 Averai:ie Head (in): 12.1 PERCOLATION TEST REPORT Project Name: Temecula Villages Project No.: T2701-22-01 Test Hole No.: P-3 Date Excavated: 3/1/2016 Length of Test Pipe: 59.3 inches Soil Classification: SM(g) Height of Pipe above Ground: 20.0 inches Presoak Date: 3/1/2016 Depth of Test Hole: 39.2 inches Pere Test Date: 3/2/2016 Check for Sandy Soil Criteria Tested by: PDT Percolation Tested by: PDT Water level measured from bottom of hole Sandy Soil Criteria Test Trial No. Time Time Total Initial Water Final Water I!,. in Water Percolation Interval Elapsed Level Level Level Rate (min) Time (min) (in) (in) (inches) (min/inch) 1 936 AM 25 25 12.5 8.3 4.2 6.0 10 01 AM 2 10 01 AM 25 50 11.3 9.5 1.8 13.9 1026 AM Soil Criteria: Normal Percolation Test Reading Time Time Total Initial Water Final Water I!,. in Water Percolation No. Interval Elapsed Head Head Level Rate (min) Time (min) (in) (in) (inches) (min/inch) 1 1026 AM 30 30 11.9 9.2 2.6 11.4 10 56 AM 2 10 56 AM 30 60 11.9 9.6 2.3 13.2 1126 AM 3 1126 AM 30 90 12.5 9.8 2.6 11.4 11 56 AM 4 11 56 AM 30 120 12.6 10.0 2.6 11.4 1226 PM 5 1226 PM 30 150 12.8 10.0 2.9 10.4 12 56 PM 6 12 56 PM 30 180 13.0 10.1 2.9 10.4 126 PM 7 126 PM 30 210 12.8 10.2 2.6 11.4 1 56 PM 8 1 56 PM 30 240 12.4 9.5 2.9 10.4 226 PM 9 226 PM 30 270 13.7 10.1 3.6 8.3 256 PM 10 256 PM 30 300 11.9 10.0 1.9 15.6 326 PM 11 326 PM 30 330 11.9 9.0 2.9 10.4 356 PM 12 356 PM 30 360 12.6 9.1 3.5 8.6 426 PM Infiltration Rate (in/hr): 1.5 Radius of test hole (in): 6 Figure A-15 Averai:ie Head (in): 10.9 PERCOLATION TEST REPORT Project Name: Temecula Villages Project No.: T2701-22-01 Test Hole No.: P-4 Date Excavated: 3/1/2016 Length of Test Pipe: 604 inches Soil Classification: SM(g) Height of Pipe above Ground: 21.5 inches Presoak Date: 3/1/2016 Depth of Test Hole: 38.9 inches Pere Test Date: 3/2/2016 Check for Sandy Soil Criteria Tested by: PDT Percolation Tested by: PDT Water level measured from bottom of hole Sandy Soil Criteria Test Trial No. Time Time Total Initial Water Final Water I!,. in Water Percolation Interval Elapsed Level Level Level Rate (min) Time (min) (in) (in) (inches) (min/inch) 1 937 AM 25 25 124 10.6 1.8 13.9 10 02 AM 2 10 02 AM 25 50 13.6 10.6 3.0 8.3 1027 AM Soil Criteria: Normal Percolation Test Reading Time Time Total Initial Water Final Water I!,. in Water Percolation No. Interval Elapsed Head Head Level Rate (min) Time (min) (in) (in) (inches) (min/inch) 1 1027 AM 30 30 14.8 104 4.3 6.9 10 57 AM 2 10 57 AM 30 60 15.7 104 5.3 5.7 1127 AM 3 1127 AM 30 90 16.0 104 5.5 54 11 57 AM 4 11 57 AM 30 120 16.0 10.7 5.3 5.7 1227 PM 5 1227 PM 30 150 16.6 10.7 5.9 5.1 12 57 PM 6 12 57 PM 30 180 17.6 10.7 7.0 4.3 127 PM 7 127 PM 30 210 15.8 10.7 5.2 5.8 1 57 PM 8 1 57 PM 30 240 13.1 11.2 1.9 15.6 227 PM 9 227 PM 30 270 13.6 10.6 3.0 10.0 257 PM 10 257 PM 30 300 14.2 10.9 3.2 9.3 327 PM 11 327 PM 30 330 14.0 10.6 3.5 8.6 357 PM 12 357 PM 30 360 16.6 11.0 5.5 54 427 PM Infiltration Rate (in/hr): 2.0 Radius of test hole (in): 6 Figure A-16 Averai:ie Head (in): 13.8 PERCOLATION TEST REPORT Project Name: Temecula Villages Project No.: T2246-22-04 Test Hole No.: P-5 Date Excavated: 3/9/2016 Length of Test Pipe: 13.2 inches Soil Classification: SM Height of Pipe above Ground: 3.0 inches Presoak Date: 3/9/2016 Depth of Test Hole: 10.2 inches Pere Test Date: 3/10/2016 Check for Sandy Soil Criteria Tested by: PDT Percolation Tested by: PDT Water level measured from bottom of hole Sandy Soil Criteria Test Trial No. Time Time Total Initial Water Final Water I!,. in Water Percolation Interval Elapsed Level Level Level Rate (min) Time (min) (in) (in) (inches) (min/inch) 1 944AM 25 25 8.7 8.2 0.5 50.0 10 09 AM 2 10 09 AM 25 50 8.2 7.7 0.5 50.0 10 34 AM Soil Criteria: Normal Percolation Test Reading Time Time Total Initial Water Final Water I!,. in Water Percolation No. Interval Elapsed Head Head Level Rate (min) Time (min) (in) (in) (inches) (min/inch) 1 10 34 AM 30 30 8.5 8.0 0.5 60.0 11 04 AM 2 11 04 AM 30 60 8.5 8.1 04 75.0 11 34 AM 3 11 34 AM 30 90 8.1 7.8 0.3 100.0 12 04 PM 4 12 04 PM 30 120 8.3 8.2 0.1 300.0 12 34 PM 5 12 34 PM 30 150 8.2 7.9 0.3 100.0 1 04 PM 6 1 04 PM 30 180 7.9 7.6 0.3 100.0 1 34 PM 7 1 34 PM 30 210 84 8.0 04 75.0 204 PM 8 204 PM 30 240 8.0 7.7 0.3 100.0 234 PM 9 234 PM 30 270 8.5 8.1 04 75.0 304 PM 10 304 PM 30 300 84 7.8 0.6 50.0 334 PM 11 334 PM 30 330 84 8.0 04 75.0 404 PM 12 404 PM 30 360 8.2 7.9 0.3 100.0 434 PM Infiltration Rate (in/hr): 0.2 Radius of test hole (in): 6 Figure A-17 Averaae Head !inl: 8.1 PERCOLATION TEST REPORT Project Name: Temecula Villages Project No.: T2246-22-04 Test Hole No.: P-6 Date Excavated: 3/9/2016 Length of Test Pipe: 13.2 inches Soil Classification: SM Height of Pipe above Ground: 3.0 inches Presoak Date: 3/9/2016 Depth of Test Hole: 10.2 inches Pere Test Date: 3/10/2016 Check for Sandy Soil Criteria Tested by: PDT Percolation Tested by: PDT Water level measured from bottom of hole Sandy Soil Criteria Test Trial No. Time Time Total Initial Water Final Water I!,. in Water Percolation Interval Elapsed Level Level Level Rate (min) Time (min) (in) (in) (inches) (min/inch) 1 947 AM 25 25 8.2 7.7 0.5 50.0 1012 AM 2 1012 AM 25 50 7.7 7.4 0.3 83.3 10 37 AM Soil Criteria: Normal Percolation Test Reading Time Time Total Initial Water Final Water I!,. in Water Percolation No. Interval Elapsed Head Head Level Rate (min) Time (min) (in) (in) (inches) (min/inch) 1 10 37 AM 30 30 8.5 8.1 0.4 75.0 11 07 AM 2 11 07 AM 30 60 8.8 8.6 0.2 150.0 11 37 AM 3 11 37 AM 30 90 8.6 8.2 0.4 75.0 12 07 PM 4 12 07 PM 30 120 8.7 8.5 0.2 150.0 12 37 PM 5 12 37 PM 30 150 8.5 8.1 0.4 75.0 1 07 PM 6 1 07 PM 30 180 8.1 7.8 0.3 100.0 1 37 PM 7 1 37 PM 30 210 8.8 8.4 0.4 75.0 207 PM 8 207 PM 30 240 8.4 7.9 0.5 60.0 237 PM 9 237 PM 30 270 8.8 8.4 0.4 75.0 307 PM 10 307 PM 30 300 8.4 8.1 0.3 100.0 337 PM 11 337 PM 30 330 8.8 8.5 0.3 100.0 407 PM 12 407 PM 30 360 8.8 8.5 0.3 100.0 437 PM Infiltration Rate (in/hr): 0.2 Radius of test hole (in): 6 Figure A-18 Averaae Head !inl: 8.7 APPENDIX APPENDIX B LABORATORY TESTING We performed laboratory tests in accordance with current, generally accepted test methods of ASTM International (ASTM) or other suggested procedures. We analyzed selected soil samples for maximum density/optimum moisture, direct shear strength, expansion potential, grain size analysis, in-situ density and moisture and corrosion. The results of the laboratory tests are presented on Figures Bl and B2. Results of previously reported laboratory results are also presented herein. Geocon Project No. T2246-22-04 -B-1 -September 12, 2016 100 .. I l.t ... 1 ..-1 ..- .. 90 80 (.!) 70 z iii 111111 ~ 60 ll. I-z w 50 ~' I~ u 0:: w ll. 40 ,• ; .1..- 30 20 10 0 100 SAMPLE ID TP-1@9' TP-2@9 ' TP-3@2.5' -• GEOCON WE ST, I N C . GEOTECHNICAL CONSULTANTS 10 • ~Ill • '~ ~ " 0 0 0 00 ; i ilt I I I I I I ~ ~ ~~ ~ 10 ~ \ • ... ,, ., 'JI •~· 0 0 ~ 11 11 ,, ,, • " • \} ~\ ~ -~~ .... \ ~ ~ 0.1 PARTICLE SIZE, mm c~ SAMPLE DESCRIPTION ~ • SM -Silty SAND, some clay; trace gravel SM -Si lty SAND , some clay; trace gr av el SM -S ilty SAND, t race clay; trace gravel 0.01 ., 141' .; ,. ·-I - GRAIN SI ZE DISTRIBUTION I I I ~ I I I I I I I 0.001 ~ G EOT ECH NICAL UPDAT E AND PERCOLAT ION TESTING TEM ECU LA VIL LAG E DEV ELOPM ENT 41571 CORNING PLACE SUITE 101 MURRIETA, CA 92562-706!: 30 1 01 RANCHO C ALI FOR NIA RO AD PHONE 951-304--2300 FAX 951-304--2392 TEM ECU LA, C ALI FORN IA PDT I I SEPTEMBER , 2016 I PROJECT NO. T2246-22-04 I FIG B1 100 ... , .... r' 90 80 (.!) 70 z iii 111111 ~ 60 ll. I-z w 50 ~' I~ u 0:: w ll. 40 ,• ; .1..- 30 20 10 0 100 SAMPLE ID TP-4@2 .5' TP-5@0' TP-6@0' -• GEOCON WE ST, I N C . GEOTECHNICAL CONSULTANTS 10 ,. . . ~i-:::: ~ -~ Ill • 0 0 0 00 ; i ilt I I I -¾ I I I -..... ~ ,, r-.... . , \ ~ ~~ 1,' ~ • .... ~ ~ • t ~ • ' 0 0 ~ I I ,, ,, • " ~ -\. .... ~ ~ 0.1 PARTICLE SIZE, mm c~ SAMPLE DESCRIPTION ML -Sandy SILT, some clay ~ • SC -Cl ayey SAND; some si lt ; trace gravel SC -Cl ayey SAND, some si lt , t race gravel 0.01 ., 141' .; ,. ·-' - G RAIN SIZE DI STRIBUTI O N I I I ~ I I I I I I I 0.001 ~ GEOTECHNIC AL UPDAT E AND PERCO LATIO N TESTING TEM EC ULA VILL A GE D EV ELO PM ENT 41571 CORNING PLACE SUITE 101 MURRIETA, CA 92562-706!: 30 1 01 RANC HO C ALI FO RN IA RO A D PHONE 951-304-2300 FAX 951-304-2392 TEM EC ULA, C ALI FO RN IA PDT I I SEPTEMBER , 2016 I PROJECT NO. T 2246-22-04 I FIG B 2 APPENDIX APPENDIX C REPORT OF TESTING AND OBSERVATION SERVICES PERFORMED DURING SITE GRADING MAY 3, 2007 FOR TEMECULA VILLAGE DEVELOPMENT 30101 RANCHO CALIFORNIA ROAD TEMECULA, CALIFORNIA PROJECT NO. T2246-12-02 Geocon Project No. T2246-22-04 -C-1 -September 12, 2016 REPORT OF TESTING AND OBSERVATION SERVICES PERFORMED DURING SITE GRADING TEMECULA VILLAGE RETAIL AND RESIDENTIAL DEVELOPMENT 30101 RANCHO CALIFORNIA ROAD TEMECULA, CALIFORNIA PREPARED FOR TEMECULA VILLAGE DEVELOPMENT, LP CANOGA PARK, CALIFORNIA MAY 3, 2007 PROJECT NO. T2246-12-02 INLAND EMPIRE, INC. Project No. T2246-I 2-02 May 3, 2007 Temecula Village Development, L.P. 7 I 3 1 Owensmouth Avenue Canoga Park, California 91309 Attention: Subject: Mr. Barton Buchalter TEMECULA VILLAGE RETAIL AND RESIDENTIAL DEVELOPMENT 30101 RANCHO CALIFORNIA ROAD TEMECULA, CALIFORNIA GEOTECHNICAL CONSULTANTS REPORT OF TESTING AND OBSERVATION SERVICES PERFORMED DURING SITE GRADING Reference: Supplemental Geotechnical Investigation, Temecula Village, 30101 Rancho California Road, Temecula, California, prepared by Geocon Inland Empire, dated September 3, 2004 (Project No. T2246-I2-01 ). Dear Mr. Buchalter: In accordance with your request, we have prepared this final report of testing and observation services performed during the grading of the subject project. The Temecula Village project is located south of Rancho California Road and west of Cosmic Drive, in the city of Temecula, California and includes eight retail building pads, eight multifamily residential building pads, a clubhouse, and associated parking and driveway improvements. The site was previously used as a borrow area for construction sand. Grading for the subject site began on June 9, 2005 and was completed on April 13, 2007. The scope of our services included the following: • Observing the grading operation, which consisted of excavating alluvium and undercutting the building pads a minimum depth of 3 feet below existing grade or 3 feet below finish grade (which ever was deeper). Building pads with cut or shallow fill transitions located in the construction sand borrow areas were overexcavated to one third of the deepest overall fill thickness within the building footprint. Grading in the parking and hardscape areas consisted of removal of unsuitable soil material and replacement with compacted fill to the design grade or cutting to the design grade where dense Pauba Formation bedrock was exposed. • Performing in-place density and moisture tests on fill soil placed and compacted at the site. The fill within the undercut building pads was compacted to at least 90 percent of the laboratory maximum dry density. 41571 Corning Place, Suite l 0 l Ill Murrieta, California 92562-7065 Ill Telephone (951) 304-2300 Ill Fax (951) 304-2392 • Providing on-site consultation services to document that grading was performed in substantial conformance with the recommendations of the project geotechnical report and City of Temecula specifications. • Performing laboratory tests to aid in evaluating the maximum dry density and optimum moisture content. Additionally, laboratory tests were performed on samples of material at or near finish grade to evaluate the expansion characteristics, resistivity levels, potential of hydrogen (pH), water-soluble sulfate and water-soluble chloride. • Preparing an As-Built Geologic Map on a copy of the grading plan and plotting the approximate locations of the in-place density tests and noting the site geologic conditions. The approximate elevation of the bottom of each cleanout has been plotted. Bottom elevations were roughly determined by our field technician with the use of a hand level. The nearest surveyor or grade checker stake or grading contractor's GPS data was used as a point of reference. • Preparing this report of grading. GENERAL The subject development is located on the south side of Rancho California Road, west of Cosmic Drive, in the city of Temecula, California. Specifically, the site is bounded on the north by Rancho California Road, on the west by a multifamily housing development under construction, and on the south and east by developed single-family residential property. References to elevations and locations herein were based on surveyor's stakes, grading contractor's GPS data or grade checker's stakes in the field. Geocon does not provide surveying services and therefore has no opinion regarding the accuracy of the as-built elevations or surface geometry. GRADING As discussed in our referenced Supplemental Geotechnical Investigation, the site was most recently used as a borrow area to mine construction sand. Up to 30 vertical feet of material was removed and the corresponding sand exported offsite. Where borrow area excavations were located within proposed building footprints, overexcavation was performed in the cut and shallow fill portions to reduce fill differential depth and steep fill transition settlement. During the grading operation, compaction procedures were observed and in-place density tests were performed to evaluate the relative compaction of the soil. The in-place density tests were performed in general conformance with ASTM Test Method D 2922-05 (nuclear). The in-place density test results indicate the compacted fill soil placed during grading has a relative compaction of at least 90 percent of the laboratory dry density near optimum moisture content at the locations tested. The results of in-place density tests are presented in Table I. Copies of the grading plans were used to plot Project No. T2246-l 2-02 -2 -May 3, 2007 the approximate locations of in-place density tests and as-graded geology (Figure 1, As-Graded Geologic Map). Laboratory testing was performed on representative soil samples to evaluate moisture-density relationships, optimum moisture content, maximum dry density (ASTM D 1557-02) and direct shear characteristics. Laboratory testing was also performed on samples of soil exposed at or near finish grade to determine the expansion potential (ASTM D 4829-03), water-soluble sulfate content (California Test 417), resistivity levels, potential of hydrogen (pH), and water-soluble chloride (California Tests 422 and 643). The results of the laboratory testing are summarized in Tables II through VII. Slopes The maximum height of the cut and fill slopes constructed for the subject site are approximately 42 feet and 60 feet, respectively. The proposed cut slope located west and south of Building 17 was cut to grade and evaluated by the project geologist. A horizontal clay seam was observed near the proposed toe and minor seepage was noted. The slope is considered grossly stable, however a stability fill was constructed due to seepage. The proposed cut slope located south of Shop B was constructed and evaluated by the project geologist. A 20-foot-thick horizontal layer of clean, cohesionless sand was observed in the center of the slope. The slope is considered grossly stable, however a stability fill was constructed to control surface erosion. During stability fill construction, a keyway was excavated at the base of the slope and a V-trench was excavated in the back of the keyway. Filter fabric was placed in the bottom of the V-trench, followed by ¾-inch aggregate surrounding perforated subdrain pipe. The pipe and aggregate were then wrapped with the filter fabric. A minimum of 20 feet of the low encl or outlet of the subdrain system was constructed with solid pipe without filter fabric or aggregate. A concrete cutoff wall was constructed at the connection between perforated and solid pipe. The subclrain outlets are to be tied in to the storm drain system once constructed. The locations of the keyway and corresponding subdrain are indicated on Figure 1 (As-Graded Geologic Map). The slopes are considered to be stable and further discussion of slope stability is presented in the Conclusions and Recommendations section of this report. Slopes should be planted, drained, and maintained to reduce erosion. Slope irrigation should be just enough to support the vegetation cover. Surface drainage should not be allowed to flow over the top of the slope. Finish Grade Soil Conditions Individual building pads were finished at the conclusion of each phase of the project. Finish grade conditions were evaluated immediately prior to issuance of this report. After completion of grading, Project No. T2246-l 2-02 -3 -May 3, 2007 the subgrade elevation of Shop B was lowered approximately one foot to an elevation of 1108 feet MSL. A finish grade test was taken at this elevation. We have sampled and tested fill in the building pad areas for Expansion Index, water-soluble sulfate content, pH, resistivity, and water-soluble chloride content. These test results are presented in Tables III through VI. Laboratory test results indicate that the prevailing soil conditions at finish grade of the building pads have an Expansion Index between I and 21 and are classified as having a Very Luw to Low expansion potential as defined by Uniform Building Code (UBC) Table 18-1-B. Water-soluble sulfate content test results indicate a negligible sulfate rating as defined by the UBC Table 19-A-4. Water-soluble chloride and pH test results indicate the surficial soil is within acceptable limits as defined in the County of Riverside Technical Guidelines for Review of Geotechnical and Geologic Reports. However, resistivity test results indicate that the soil is mildly corrosive to ferrous metals. It should be noted that pH level and the presence of water-soluble sulfates and chlorides are not visually discernable characteristics; therefore, other soil samples from the site could yield different concentrations. Additionally, over time, landscaping activities (e.g. fertilizers and other soil additives) may affect the chemical and physical aspects of the surficial soil. Geocon does not practice in the field of corrosion engineering. Therefore, if improvements that could be susceptible to corrosion are planned, it is recommended that further evaluation by a corrosion engineer be performed. SOIL AND GEOLOGIC CONDITIONS The soil and geologic conditions encountered during grading were found to be similar to those described in the project geotechnical report. The subject site is underlain with compacted fill soil, which overlies Pauba Formation bedrock. Project No. T2246-l 2-02 -4 -May 3, 2007 CONCLUSIONS AND RECOMMENDATIONS 1.0 General 1.1 Based on observations and test results, it is the opinion of Geocon that the grading under the purview of this report has been performed in substantial conformance with the recommendations of the previously referenced Supplemental Geotechnical Investigation. Soil and geologic conditions encountered during grading that differ from those anticipated by the Supplemental Geotechnical Investigation are not uncommon. Where such conditions required a significant modification to the recommendations of the project geotechnical report, they have been described herein. 2.0 Future Grading 2.1 Additional grading performed at the site should be accomplished in conjunction with our observation and compaction testing services. Geocon should be provided the opportunity to review grading plans for any future grading prior to finalizing. Trench backfill in excess of one foot thick should be compacted to at least 90 percent relative compaction. This office should be notified at least 48 hours prior to commencing additional grading or backfill operations. 3.0 Foundation and Concrete Slabs-On-Grade Recommendations 3 .1 The following foundation recommendations are for proposed one-or two-story structures. The foundation recommendations have been separated into three categories based on the maximum and differential fill thickness and Expansion Index. All footings may be designed for an allowable soil bearing pressure of 2,500 psf. This bearing pressure may be increased by one-third for transient loads due to wind or seismic forces. The foundation category criteria are presented in Table 3 .1. Foundation Category I II III Project No. T2246-12-02 TABLE 3.1 FOUNDATION CATEGORY CRITERIA Maximum Fill Differential Fill Thickness, T (Feet) Thickness, D (Feet) T<20 -- 20ST<50 I0<D<20 T:::50 D:::20 " 5 - Expansion Index (EI) EIS50 50<EI<90 90<EIS130 May 3, 2007 3 .2 Table 3 .2 presents m1111mum foundation and interior concrete slab design criteria for conventional foundation systems. TABLE 3.2 CONVENTIONAL FOUNDATION RECOMMENDATIONS BY CATEGORY Foundation Minimum Footing Continuous Footing Interior Slab Embedment Category Depth (inches) Reinforcement Reinforcement I 12 Two No. 4 bars, one top 6 x 6 -10/10 welded wire and one bottom mesh at slab mid-point II 18 Four No. 4 bars, two top No. 3 bars at 24 inches on and two bottom center, both directions III 24 Four No. 5 bars, two top No. 3 bars at 18 inches on and two bottom center, both directions 3 .3 The embedment depths presented in Table 3.2 should be measured from the lowest adjacent pad grade for both interior and exterior footings. Conventional foundations should have a minimum width of 12 inches. 3 .4 Concrete slabs-on-grade should be a minimum of 4 inches thick for Foundation Categories I and II and 5 inches thick for Foundation Category III. The concrete slabs-on-grade should be underlain by 4 inches and 3 inches of clean sand for 4-inch-thick and 5-inch-thick slabs, respectively. 3 .5 The 1111111mum reinforcement recommended above is based on soil characteristics only (depth of alluvial soil) and is not intended to replace reinforcement required for structural considerations. 3 .6 The recommendations of th is repo1i are intended to reduce the potential for cracking of slabs due to expansive soil, differential settlement of deep fill or fill of varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entry slab corners occur. 3 .7 No special sub grade preparation is deemed necessary prior to placing concrete; however, the exposed foundation and slab subgrade soil should be sprinkled, as necessary, to Project No. T2246-l2-02 -6 -May 3, 2007 maintain a moist soil condition as would be expected in any such concrete placement. Where drying of subgrade soil has occurred, reconditioning of surficial soil will be required. This recommendation applies to foundations as well as exterior concrete flatwork. 3 .8 Exterior slabs not subject to traffic loads should be at least 4 inches thick and reinforced with 6x6-6/6 welded wire mesh. The mesh should be positioned within the upper one-third of the slab. Proper mesh positioning is critical to future performance of the slabs. It has been our experience that the mesh must be physically pulled up into the slab after concrete placement. The contractor should take extra measures to provide for proper mesh placement. 3.9 Concrete slabs should be provided with adequate construction joints and/or expansion joints to control unsightly shrinkage cracking. The spacing should be determined by the project structural engineer based upon the intended slab usage, thickness, and reinforcement. The structural engineer should take into consideration criteria of the American Concrete Institute when establishing crack control spacing patterns. 4.0 Slope Stability 4. I In general, the maximum height of the cut and fill slopes constructed for the subject site are approximately 42 feet and 60 feet, respectively. Fill slopes were either over-filled and cut back or were track-walked with a bulldozer during grading. Slopes should be planted, drained, and maintained to reduce erosion. Slope irrigation should be kept to a minimum to just suppmi the vegetative cover. Surface drainage should not be allowed to flow over the top of the slope. The stability of cut slopes north of Building 17 and south of Shop B were analyzed and the results of the analyses are presented in Figures 2 through 5. Stability of the other slopes on site were analyzed and reported in the referenced Supplemental Geotechnical Investigation. It is our opinion that the slopes within the subject site are stable with regard to both gross and surficial stability considerations. 5.0 Retaining Walls and Lateral Loads 5 .1 Retaining walls allowed to rotate more than 0.001 H at the top of the wall (where H equals the height of the retaining wall portion of the wall in feet) and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 30 pounds per cubic foot (pd). Where backfill will be inclined at no steeper than 2: I (horizontal:vertical), an active soil pressure of 40 pcf is recommended. These soil pressures assume that the backfill material within an area bounded by the wall and a 1: I plane extending upward from the base of the wall possess an Expansion Index of Project No. T2246-l 2-02 -7 -May 3, 2007 less than 50. For those pads where backfill material does not conform to the above criteria, Geocon should be consulted for additional recommendations. 5 .2 Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf should be added to the above active soil pressure. 5 .3 All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes, etc.) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon should be contacted for additional recommendations. 5.4 In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of 2,000 psf provided the soil within 3 feet below the base of the wall has an Expansion Index of less than 50. The proximity of the foundation to the top of a slope steeper than 3: I could impact the allowable soil bearing pressure. Therefore, Geocon should be consulted where such a condition is anticipated. 5.5 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soil or undisturbed natural soil. The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. A friction coefficient of 0.4 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. 5 .6 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of walls are planned, such as crib-type walls, Geocon should be consulted for additional recommendations. Project No. T2246-l 2-02 -8 -May 3, 2007 6.0 Slope Maintenance 6.1 Slopes that are steeper than 3: I (horizontal:vertical) may, under conditions that are both difficult to prevent and predict, be susceptible to near surface (surficial) slope instability. The instability is typically limited to the outer three feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soil, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is therefore recommended that, to the maximum extent practical: (a) disturbed/loosened surficial soil be either removed or properly recornpacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. It should be noted that although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility, and therefore it may be necessary to rebuild or repair a portion of the project's slopes in the future. 7.0 Drainage 7. I Adequate drainage prov1s1ons are imperative. Under no circumstances should water be allowed to pond adjacent to footings. The building pads should be properly finish graded after the buildings and other improvements are in place so that drainage water is directed away from foundations, pavements, concrete slabs, and slope tops to controlled drainage devices. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading, and represent conditions at the date of our final observation on April 13, 2007. Any subsequent grading should be done in conjunction with our observation and testing services. As used herein, the term "observation" implies only that we observed the progress of the work with which we agreed to be involved. Our services did not include the evaluation or identification of the potential presence of hazardous or corrosive material. Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience, and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We make no warranty, expressed or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. Project No. T2246-l 2-02 -9 -May 3, 2007 We will accept no responsibility for any subsequent changes made to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water. The findings and recommendations of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INLAND EMPIRE, INC. EWR:KEC:db Attachment: Kenneth E. Cox RCE 65804 Figure 1, As-Graded Geologic Map (Map Pocket) Figures 2 through 5, Slope Stability Analysis (2) Addressee (2) Mercer Construction Attention: Ms. Jennifer Arsaga (I) Kemmis Construction Attention: Mr. Buck Kemmis (2) MJW Construction Attention: Mr. Scott Cordes Project No. T2246-12-02 -IO -May 3, 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RES UL TS Elev. Plus Field Field Field Req'd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pct) (%) (%) (%) OG 06/09/05 W of Bldg H 1091 11 0 113.4 7.8 85 85 OG 2 06/09/05 W of Bldg H 1093 12 0 109.9 8.2 86 85 OG 3 06/09/05 W of Bldg H 1095 12 0 123.2 10.1 96 85 OG 4 06/10/05 N of Rite Aid 1089 12 0 113.0 I 1.0 88 85 OG 5 06/10/05 NE Entrance 1091 12 0 111.6 9.3 87 85 6 06/10/05 N of Bldg F 1093 12 0 I 16.1 8.1 91 90 7 06/10/05 Bldg H 1098 12 0 116.2 8.0 91 90 8 06/10/05 NWofBldg H 1093 12 0 116.6 8.4 91 90 9 06/10/05 NW of Bldg H 1094 12 0 115.7 8.1 90 90 10 06/13/05 W of Bldg H 1095 I 0 118.0 10.6 90 90 11 06/13/05 Bldg I 1097 0 119.6 9.7 91 90 12 06/13/05 W of Bldg H 1096 0 118.1 I 1.0 90 90 13 06/13/05 SW ofBldg H 1097 0 122.5 10.4 93 90 14 06/13/05 SW of Bldg H 1095 0 113.3 10.9 86 90 14A 06/13/05 SW ofBldg H 1095 0 120.2 9.9 91 90 15 06/14/05 W of Bldg H 1099 2 0 113.6 10.5 93 90 16 06/14/05 N ofBldg F 1097 2 0 114.2 10.2 94 90 I 7 06/14/05 W ofBldg H 1098 6 0 120.3 I I.I 91 90 I 8 06/14/05 W ofBldg H 1099 6 0 118.9 I 1.0 90 90 19 06/14/05 W ofBldg H 1099 2 0 117.5 10.5 97 90 OG 20 06/14/05 W ofBldg I 1091 6 0 114.8 8.3 87 85 OG 21 06/14/05 SWofBldg I 1092 6 0 117.3 8.2 88 85 22 06/14/05 N of Bldg F 1099 0 118.3 11. I 90 90 23 06/14/05 Bldg H 1101 0 119.7 10.5 91 90 24 06/14/05 NW of Bldg H II 00 2 0 116.5 10.5 96 90 25 06/14/05 NW of Bldg H 1100 2 0 112.2 10.4 92 90 26 06/14/05 W ofBldg I 1094 6 0 119.1 11.2 90 90 27 06/14/05 Bldg I 1096 I 0 120.0 9.9 91 90 28 06/14/05 SW ofBldg I 1097 6 0 119.8 I I.I 90 90 29 06/14/05 Bldg H 1102 2 0 116.1 10.5 95 90 30 06/14/05 W of Bldg H 1101 6 0 120.2 10.6 91 90 31 06/14/05 N of Bldg F 1102 6 0 119.0 I 1.6 90 90 32 06/14/05 W ofBldg I 1098 0 111.5 I I. I 85 90 32A 06/14/05 W of Bldg I 1098 I 0 118.5 10.9 90 90 33 06/14/05 W of Bldg I 1101 6 0 111. 9 10.2 84 90 33 A 06/14/05 W of Bldg I 1101 6 0 119.1 10.2 90 90 34 06/16/05 NWofBldg G 1102 6 0 123.1 9.8 93 90 35 06/16/05 W of Bldg H 1102 6 0 120.9 8.5 91 90 36 06/16/05 W of Bldg I 1100 2 0 112.0 10.5 92 90 37 06/16/05 NW of Bldg I 1100 2 0 113.8 10.3 94 90 38 06/17/05 W ofBldg I 1094 2 0 114.9 10.5 94 90 39 06/17/05 NE Entrance 1097 2 0 112.2 10.7 92 90 40 06/17/05 Rite Aid 1091 6 0 123.7 9.9 93 90 41 06/17/05 Rite Aid 1092 6 0 118.9 I I.I 90 90 OG 42 06/20/05 N ofBldg F 1087 2 0 104.0 10.3 86 85 Project No. T2246-I 2-02 May 3, 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pct). (%) (%) (%) OG 43 06/20/05 N of Bldg F 1087 2 0 110.1 10.5 91 85 44 06/20/05 N of Bldg F 1090 6 0 125.6 8.3 95 90 OG 45 06/20/05 NE of Bldg I 1093 2 0 107.9 10.3 89 85 46 06/21/05 N of Bldg F 1092 2 0 114.0 10.3 94 90 06/21/05 N of Bldg F 1092 2 0 113.7 l 0.4 94 90 06/21/05 NE Entrance 1093 12 0 114.7 8.0 90 90 49 06/21/05 NofBldgF 1095 12 0 116.5 8.3 91 90 50 06/21/05 N of Bldg F 1097 12 0 119.2 8.9 93 90 OG 51 06/21/05 N of Bldg G 1094 12 0 117.8 10.9 92 85 52 06/22/05 NofBldgl 1095 2 0 115.7 l 0.4 95 90 53 06/22/05 W of Bldg I 1093 5 0 121. l 9.4 92 90 54 06/22/05 N of Bldg F 1099 2 0 112.1 10.5 92 90 55 06/22/05 N of Bldg F 1098 2 0 112.3 10.3 92 90 56 06/22/05 NE Entrance 1098 12 0 117.3 9.7 92 90 OG 57 06/22/05 N of Bldg F 1090 12 0 115.8 8.5 90 85 OG 58 06/22/05 N of Bldg F 1091 12 0 115.8 11.0 90 85 59 06/22/05 N of Bldg F 1102 2 0 113.1 10.4 93 90 60 06/22/05 N of Bldg F 1103 2 0 110.5 10.5 91 90 61 06/22/05 Rite Aid 1094 5 0 119.2 8.6 90 90 62 06/22/05 Rite Aid 1095 5 0 118.6 8.7 90 90 63 06/22/05 N ofBldg G 1097 0 119.9 10.9 91 90 64 06/23/05 Rite Aid 1097 5 0 119.7 8.6 91 90 65 06/23/05 Rite Aid 1096 5 0 118.5 8.9 90 90 66 06/23/05 N of Bldg F 1094 12 0 114.9 8.8 90 90 67 06/23/05 NW of Bldg G 1097 12 0 115.3 9.7 90 90 68 06/23/05 NofBldgF 1095 5 0 118.8 9.9 90 90 69 06/23/05 N of Bldg F 1096 5 0 119.3 9.3 90 90 OG 70 06/23/05 Rite Aid 1090 4 0 117.9 9.2 88 85 71 06/23/05 N of Bldg G 1099 0 121.8 11.0 92 90 72 06/23/05 N of Bldg F 1098 3 0 119.5 9.7 90 90 73 06/24/05 N of Bldg F 1099 12 0 I 14.6 8.5 90 90 74 06/24/05 N of Bldg F 1100 12 0 114.9 9.3 90 90 75 06/24/05 Rite Aid 1093 2 0 109.8 I 0.4 90 90 76 06/24/05 Rite Aid 1094 2 0 115.0 10.3 95 90 06/24/05 N of Bldg G 1102 12 0 117.9 10.4 92 90 06/24/05 N of Bldg G 1103 2 0 109.4 10.5 90 90 79 06/24/05 NW of Bldg F 1096 12 0 115.7 10.6 90 90 80 06/24/05 Rite Aid 1095 12 0 116.4 10.8 91 90 OG 81 06/27/05 Bldg G 1094 2 0 108.7 10.4 89 85 82 06/27/05 N of Bldg G 1105 2 0 110.7 10.6 91 90 83 06/27/05 N of Bldg F 1102 2 0 110.4 13. l 91 90 84 06/27/05 N ofBldg F 1102 2 0 106.2 11.3 87 90 84A 06/27/05 N of Bldg F 1102 2 0 113.1 11.2 93 90 OG 85 06/27/05 Rite Aid 1090 6 0 113.9 10.9 86 85 86 06/27/05 Bldg I 1096 2 0 110.1 9.2 91 90 Project No. T2246-l 2-02 May 3, 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pcf) (%) (%) (%) 87 06/27/05 Bldg I 1098 2 0 115.2 11.2 95 90 88 06/27/05 Bldg I 1097 2 0 112.4 9.8 92 90 89 06/27/05 Bldg I 1098 2 0 113.3 10.1 93 90 OG 90 06/27/05 N ofBldg G 1093 2 0 105.1 9.9 86 85 91 06/27/05 N of Bldg G 1097 2 0 112.6 12.0 93 90 92 06/27/05 N ofBldg G 1097 2 0 114.0 11.7 94 90 93 06/27/05 N ofBldg G 1094 2 0 112.2 13.5 92 90 94 06/27/05 Bldg H 1092 2 0 111.6 9.9 92 90 95 06/29/05 Bldg G 1100 2 0 112.9 10.6 93 90 96 06/29/05 Bldg G 1100 2 0 111.4 10.8 92 90 97 06/29/05 N of Bldg F 1105 6 0 120.0 11. I 90 90 98 06/29/05 N of Bldg F 1105 6 0 120.0 I I. I 90 90 OG 99 06/29/05 Bldg F 1094 2 0 107.5 10.6 88 85 JOO 06/29/05 Bldg G 1106 2 0 109.8 10.7 90 90 OG 101 06/30/04 Bldg F 1091 12 0 111.8 10.4 87 85 102 06/30/04 Bldg F 1097 12 0 115.9 11.8 91 90 103 06/30/04 Bldg F 1100 5 0 118.5 9.9 90 90 104 06/30/04 Bldg F 1102 5 0 121.9 IO.I 92 90 105 06/30/04 Bldg G 1108 2 0 108.9 10.5 90 90 106 06/30/04 Bldg G 1110 2 0 110.4 10.7 91 90 107 06/30/04 Bldg I 1096 6 0 118.9 8.6 90 90 108 06/30/04 Bldg I 1099 6 0 121.8 9.7 92 90 109 07 /0 l /05 Bldg I 1102 12 0 116.2 IO. I 91 90 110 07/01/05 Bldg I 1105 12 0 114.7 9.8 90 90 111 07/01/05 BldgG 1112 12 0 116.0 10.4 91 90 112 07/01/05 BldgG 1108 2 0 114.1 10.7 94 90 113 07/01/05 BldgG 1106 2 0 116.3 10.2 96 90 OG 114 07/05/05 Rite Aid 1090 2 0 106.7 8.9 88 85 OG 115 07/05/05 Rite Aid 1094 5 0 122.6 9.2 93 85 OG 116 07/05/05 Bldg F 1093 2 0 113.8 9.2 94 85 117 07/05/05 Bldg F 1097 2 0 113.6 10.3 93 90 118 07/06/05 Rite Aid 1099 2 0 111.2 9.9 91 90 119 07/06/05 Rite Aid 1096 2 0 113.7 9.8 94 90 120 07/06/05 Rite Aid 1099 2 0 117.8 10.1 97 90 OG 121 07/06/05 Rite Aid 1096 0 114.2 7.9 87 85 OG 122 07/06/05 Rite Aid 1094 0 118.8 7.5 90 85 123 07/08/05 Rite Aid 1093 12 0 116.9 10.5 91 90 124 07/08/05 Rite Aid 1093 12 0 117.6 9.9 92 90 125 07/08/05 Rite Aid 1097 12 0 117.8 11.7 92 90 126 07/08/05 Rite Aid 1100 12 0 117.9 10.6 92 90 127 07/08/05 Rite Aid 1099 12 0 I 16.7 10.1 91 90 128 07/08/05 Bldg F 1097 2 0 109.8 10.9 90 90 129 07/08/05 Bldg F 1100 2 0 110.9 10.8 91 90 130 07/08/05 Rite Aid 1098 0 119.3 10.5 91 90 OG 131 07/08/05 Rite Aid 1094 0 116.0 8.9 88 85 Project No. T2246-l 2-02 May 3, 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" D1y Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pct) (%) (%) (%) OG 132 07/08/05 Rite Aid 1092 2 0 110.2 10.5 91 85 133 07/08/05 W ofBldg F 1095 2 0 109.5 10.3 90 90 134 07/08/05 NW ofBldg F 1097 2 0 116.1 9.6 95 90 135 07/08/05 Rite Aid 1100 0 118.3 9.9 90 90 136 07/l 1/05 Rite Aid 1099 2 0 112.9 10.3 90 137 07/l 1/05 Rite Aid 1102 2 0 113.4 IO. I 90 138 08/16/06 SE Slope 1148 9 0 118.5 12.3 92 90 139 07/11/05 Rite Aid 1099 2 0 113.1 10.2 93 90 140 07/11/05 NW of Bldg F 1102 5 0 118.7 9.1 90 90 OG 141 07/11/05 Rite Aid 1096 2 0 113.2 10.2 93 85 142 07/12/05 Rite Aid 1105 5 0 118.9 10.6 90 90 143 07/12/05 NW of Bldg F 1103 2 0 112.8 IO. I 93 90 144 07/12/05 Rite Aid 1101 5 0 120.9 10.7 91 90 145 07/12/05 SW of Bldg F 1104 5 0 118.8 I 1. I 90 90 146 07/12/05 Rite Aid 1098 5 0 119.3 10.3 90 90 147 07/12/05 W of Bldg F 1102 5 0 119.7 11.2 91 90 148 07/13/05 Rite Aid 1098 2 0 113.6 11. 7 93 90 149 07/13/05 Rite Aid 1097 5 0 118.6 8.7 90 90 150 07/13/05 Rite Aid 1099 5 0 119.5 8.8 90 90 151 07/13/05 Rite Aid 1100 5 0 120.7 9.2 91 90 152 07/13/05 Rite Aid 1101 5 0 118.9 9.6 90 90 153 07/13/05 Rite Aid 1101 5 0 119.3 9.3 90 90 154 07/14/05 Rite Aid 1103 12 0 118.8 8.3 93 90 155 07/14/05 Rite Aid 1102 12 0 115.2 8.1 90 90 156 07/14/05 Rite Aid 1103 12 0 117.4 9.1 92 90 OG 157 07/15/05 Rite Aid 1099 12 0 116.7 9.1 91 85 OG 158 07/15/05 Rite Aid 1104 1 0 119.6 8. 7 91 85 OG 159 07/15/05 N of Bldg F 1104 2 0 114.1 9.1 94 85 160 08/22/05 NW of Bldg I 1097 5 0 l 18.7 8.5 90 90 161 08/22/05 W of Bldg I 1098 5 0 118.6 9.7 90 90 162 08/22/05 Rite Aid 1099 8 0 120.3 6.4 89 90 162A 08/22/05 Rite Aid 1099 8 0 121.5 7.3 90 90 163 08/22/05 NE Entrance 1100 8 0 125.4 7.1 93 90 OG 164 08/22/05 Rite Aid 1095 5 0 112.2 9.9 85 85 165 08/23/05 NE Entrance 1102 0 118.1 11.0 90 90 166 08/23/05 Rite Aid 1101 0 119.6 11.3 91 90 167 08/23/05 Rite Aid 1097 5 0 116.7 10.6 88 90 167 A 08/23/05 Rite Aid 1097 5 0 118.8 10.4 90 90 168 08/23/05 Rite Aid 1099 12 0 I 18.2 10.9 92 90 169 08/23/05 Rite Aid 1100 12 0 115.6 11. I 90 90 170 08/23/05 Rite Aid 1101 12 0 117.2 10.7 92 90 171 08/24/05 W ofBldg 6 1104 5 0 119.9 11.3 91 90 172 08/24/05 Rite Aid I 103 5 0 118.7 IO. I 90 90 173 08/24/05 Rite Aid 1102 12 0 116.4 10.4 91 90 174 08/24/05 Rite Aid 1104 12 0 115.9 10.3 91 90 Project No. T2246-l 2-02 May 3, 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens, Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pct) (%) (%) (%) 175 08/24/05 E of Rite Aid 1105 6 0 119.8 10.4 90 90 176 08/24/05 W of Bldg I 1106 6 0 118.1 7.3 89 90 176A 08/24/05 W of Bldg I 1106 6 0 120.2 8.3 91 90 177 08/24/05 W of Bldg I 1104 0 124.7 8.9 95 90 178 08/24/05 Rite Aid 1105 1 0 118.2 10.9 90 90 OG 179 08/25/05 NE of Bldg 10 1124 9 0 111.4 11. 9 87 85 OG 180 08/25/05 NE ofBldg 10 1127 2 0 108.3 13.1 89 85 OG 180A 08/25/05 NE of Bldg 10 1127 2 0 110.2 13.0 91 85 181 08/25/05 Rite Aid 1106 0 118.7 10.8 90 90 182 08/25/05 Rite Aid 1107 0 119.4 11. 1 91 90 183 08/25/05 Rite Aid 1106 9 0 120.5 11. l 94 90 184 08/25/05 NE Entrance 1107 9 0 118.4 10.8 92 90 185 08/25/05 W of Bldg I 1107 9 0 118.7 11.0 93 90 186 08/25/05 NE of Bldg 10 1130 2 0 111.8 13. l 92 90 187 08/25/05 NE of Bldg 10 1133 2 0 114.2 13.3 94 90 188 08/25/05 NE of Bldg 10 1136 2 0 112.9 13.3 93 90 189 08/26/05 W of Bldg F 1104 9 0 117.7 8.9 92 90 190 08/26/05 Bldg F 1106 9 0 116.6 9.5 91 90 191 08/26/05 NE of Bldg 10 1138 2 0 106.9 13.0 88 90 191 A 08/26/05 NE ofBldg 10 1138 2 0 109.1 13.2 90 90 192 08/26/05 NE ofBldg 10 1140 2 0 115.4 9.8 95 90 193 08/26/05 NE ofBldg 10 1142 9 0 115.3 11.4 90 90 194 08/26/05 NE ofBldg 10 1144 9 0 117.5 11.6 92 90 195 08/26/05 BldgF 1107 9 0 116.8 8.7 91 90 196 08/26/05 NE of Bldg F 1109 9 0 117.2 10.9 91 90 197 08/29/05 W of Bldg F 1111 9 0 115.3 9.1 90 90 198 08/29/05 Bldg F 1113 9 0 117.3 8.4 91 90 199 08/30/05 NE of Bldg F 1106 9 0 117.8 8.9 92 90 200 08/30/05 W of Bldg H 1108 9 0 118.7 11. 8 93 90 201 08/30/05 Bldg I 1107 9 0 116.7 8.5 91 90 202 08/30/05 Bldg H 1109 9 0 116.8 11.3 91 90 203 08/31/05 W of Bldg I 1110 9 0 112.1 10.7 87 90 203 A 08/31/05 W of Bldg I 1110 9 0 114.9 10.9 90 90 204 08/31/05 NW of Bldg H 1111 9 0 116.7 11.1 91 90 205 08/31/05 NW ofBldg I 1109 5 0 121.3 10.6 92 90 206 08/31 /05 NW of Bldg H 1109 5 0 116.3 10.8 88 90 206A 08/31/05 NWofBldg H 1109 5 0 119.7 11.0 91 90 207 08/31/05 Bldg I 1107 9 0 117.7 8.9 92 90 208 08/31/05 Bldg H 1108 9 0 116.0 11. 7 90 90 209 09/01/05 Rite Aid 1108 0 118.1 9.6 90 90 210 09/01 /05 W of Bldg I 1110 9 0 119.6 10.5 93 90 211 09/01/05 Bldg H 1112 9 0 118.5 9.1 92 90 212 09/01/05 NWofBldg H 1111 9 0 119.4 9.3 93 90 213 09/01/05 SW of Bldg H 1110 9 0 117.6 9.5 92 90 214 09/01/05 Bldg I 1112 9 0 119.2 10.3 93 90 Project No. T2246-l 2-02 May 3, 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pcf) (%) (%) (%) OG 215 07/14/06 N ofBldg 17 1113 9 0 116.3 10.0 91 85 OG 216 07/14/06 NE ofBldg 17 1116 9 0 117.4 9.6 92 85 217 07/14/06 N ofBldg 17 1115 9 0 116.8 11.1 91 90 218 07/14/06 N ofBldg 17 1117 9 0 115.5 9.8 90 90 219 07/14/06 N of Bldg 17 1117 9 0 117.7 10.1 92 90 220 07/14/06 N ofBldg 17 1119 9 0 115.6 9.9 90 90 221 07/14/06 SW ofBldg 17 1117 9 0 115.9 9.7 90 90 222 07/14/06 SW ofBldg 17 1118 9 0 116.3 9.8 91 90 223 07/17/06 NW ofBldg 17 1119 9 0 117.5 10.9 92 90 224 07/17/06 NW ofBldg 17 1122 9 0 120.6 9.0 94 90 ... 225 07/17/06 NE ofBldg 17 1121 9 0 119.7 8.9 93 90 226 07/17/06 NE ofBldg 17 1123 9 0 116.7 9.3 91 90 227 07/17/06 NE ofBldg 17 1125 9 0 120.5 9.5 94 90 228 07/17/06 N ofBldg 17 1124 9 0 119.6 10.1 93 90 229 07/17/06 NW ofBldg 17 1128 9 0 116.6 10.0 91 90 230 07/17/06 NWofBldg 17 1121 9 0 118.3 9.0 92 90 231 07/18/06 NW ofBldg 17 1127 0 119.8 10.6 91 90 232 07/18/06 NW ofBldg 17 1126 0 122.1 10.9 93 90 233 07/18/06 NWofBldg 17 1123 I 0 119.9 11.l 91 90 234 07/18/06 N ofBldg 17 1126 9 0 117.3 10.7 91 90 235 07 /18/06 N ofBldg 17 1128 9 0 115.5 11.2 90 90 236 07/18/06 N ofBldg 17 1125 9 0 116.7 10.9 91 90 237 07/18/06 N ofBldg 17 1127 9 0 115.8 10.8 90 90 OG 238 07 /19/06 N ofB ldg I 7 1137 9 0 111.5 6.9 87 85 OG 239 07/19/06 N ofBldg 17 1137 9 0 115.6 7.3 90 85 OG 240 07 /19/06 N ofBldg 17 1137 9 0 113.7 7.2 89 85 241 07 /19/06 NE ofBldg 17 1129 9 0 116.7 11.4 91 90 242 07 /19/06 NE ofBldg 17 1131 9 0 114.8 10.6 90 90 243 07 /19/06 N ofBldg I 7 1130 9 0 116.5 9.7 91 90 244 07 /19/06 N ofBldg 17 1132 9 0 115.2 10.l 90 90 245 07 /19/06 NW of Bldg 17 1127 9 0 l 16.1 11.5 91 90 246 07/19/06 NW ofBldg 17 1129 9 0 114.9 11.3 90 90 247 07/19/06 N ofBldg 17 1133 9 0 113.4 11.7 88 90 247 A 07/19/06 N ofBldg 17 1133 9 0 114.8 11.6 90 90 248 07/19/06 NW ofBldg 17 1131 9 0 115.3 10.9 90 90 249 07/19/06 NW ofBldg 17 1132 9 0 115. l 11.4 90 90 250 07/21/06 N ofBldg 16 l 133 I 0 119.4 6.8 91 90 251 07/21/06 N ofBldg 17 1134 2 0 113.5 10.6 93 90 252 07/21/06 N of Bldg 17 1135 0 122.1 8.4 93 90 253 07/24/06 N of Bldg 16 1136 9 0 115.2 9.4 90 90 254 07/24/06 NE ofBldg 17 1138 9 0 116.8 11.3 91 90 255 07/24/06 N ofBldg 17 1137 0 120.2 11. I 91 90 256 07/24/06 NE ofBldg 17 1139 0 119.2 9.9 90 90 257 07/24/06 N ofBldg 16 1138 0 121.9 9.3 92 90 258 07/24/06 NW ofBldg 17 1140 0 122.7 8.5 93 90 Project No. T2246-l 2-02 May 3, 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pct) (%) (%) (%) 259 07/24/06 NE ofBldg 17 1139 2 0 114.1 11.0 94 90 260 07/24/06 N ofBldg 17 1139 2 0 112.3 10.8 92 90 261 07/25/06 Bldg 17 1139 0 118.7 8.9 90 90 262 07 /25/06 Bldg 17 1141 0 119.4 10.6 91 90 263 07/26/06 NW ofBldg 16 1141 7 0 123.9 9.1 92 90 264 07/26/06 N of Bldg 17 Slope Area 1142 7 0 121.4 8.9 90 90 265 07/26/06 NE ofBldg 17 1142 7 0 122.2 9.3 90 90 266 07/26/06 Bldg 17 1141 9 0 113.2 12.1 88 90 266A 07 /26/06 Bldg 17 1141 9 0 115.7 11.3 90 90 267 07/26/06 Bldg 17 1143 9 0 121.6 9.3 95 90 268 07/26/06 N of Bldg 16 Slope Area 1143 9 0 120.0 9.5 94 90 269 07/26/06 NW of Bldg 16 1145 9 0 116.2 11.3 91 90 270 07 /26/06 N of Bldg 17 Slope Area 1144 0 118.0 10.7 90 90 271 07/26/06 NE ofBldg 17 1146 I 0 120.3 11. I 91 90 272 07 /26/06 Bldg 17 1145 9 0 119.5 10.9 93 90 273 07/26/06 Bldg 17 1146 9 0 116.8 1 l. l 91 90 OG 274 07/27/06 Bldg 16 1145 9 0 115.5 5.5 90 85 OG 275 07/27/06 Bldg 16 1146 2 0 107.7 9.3 89 85 OG 276 07/27/06 Clubhouse/Pool Area 1146 2 0 109.2 8.3 90 85 OG 277 07/27/06 Bldg 14 1146 9 0 113.7 6.5 89 85 278 07/27/06 Bldg 17 1148 9 0 117.5 I 1.3 92 90 279 07/27/06 N of Bldg 17 Slope Area 1144 5 0 121.5 11.3 92 90 280 07/27/06 NW ofBldg 17 1146 5 0 117.8 11.2 89 90 280A 07/27/06 NW ofBldg 17 1146 5 0 120.9 10.0 91 90 281 07/27/06 N ofBldg 16 1146 9 0 116.3 I 1.0 91 90 282 07/28/06 Bldg 16 1147 5 0 121.6 11.3 92 90 283 07 /28/06 Bldg 16 1147 5 0 120.7 11. 1 91 90 284 07/28/06 Clubhouse 1148 9 0 114.8 9.7 90 90 285 07/28/06 Bldg 14 1147 9 0 118.9 9.3 93 90 286 07/28/06 Bldg 14 1147 9 0 115.3 9.3 90 90 287 07/28/06 S of Clubhouse 1147 9 0 114.9 9.8 90 90 288 07 /28/06 N of Clubhouse 1146 9 0 115.9 10.3 90 85 OG 289 07/28/06 Bldg 12 1143 2 0 110.9 11.4 91 85 OG 290 07/28/06 Bldg 12 1143 2 0 11 l. 7 11.7 92 85 291 07/28/06 Bldg 12 1146 2 0 110.3 11.5 91 90 292 07/28/06 Bldg 12 1145 2 0 103.7 11.5 85 90 292 A 07/28/06 Bldg 12 1145 2 0 112.6 10.9 93 90 293 07/28/06 Between Bldg 11 & 12 1145 2 0 114.7 11.3 94 90 OG 294 07/28/06 Bldg 11 1144 2 0 109.7 11.9 90 85 OG 295 07/28/06 Bldg 11 1144 2 0 11 I. I 1 1.6 91 85 296 07/28/06 Bldg 11 1146 2 0 110.3 11.6 91 90 297 07/28/06 Bldg 11 1146 2 0 112.8 11. 8 93 90 OG 298 07/28/06 Bldg 13 1144 9 0 110.5 8.4 86 85 OG 299 07/28/06 Bldg 13 1144 9 0 111.3 9.5 87 85 OG 300 07/31/06 Paci C 1093 9 0 115.8 8.6 90 85 Project No. T2246-12-02 May 3, 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Rcq'd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens: Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pct) (%) (%) (%) 301 07/31/06 Bldgl3 1146 0 119.6 7.8 91 90 302 07/31/06 Bldg 13 1147 1 0 119.1 10, 1 90 90 303 07/31/06 Pad C 1095 9 0 114.9 10.9 90 90 304 08/01 /06 Pad C 1198 9 0 115.2 8.8 90 90 305 08/01/06 Pad C 1100 9 0 114.6 7.2 89 90 305 A 08/01/06 Pad C 1100 9 0 115.9 9.3 90 90 306 08/01/06 S ofBldg I 1134 0 118.3 10.7 90 90 307 08/01/06 SofBldgl 1136 0 119.4 9.9 91 90 308 08/01 /06 S of Bldg I 1139 9 0 112.8 8.7 88 90 308 A 08/01/06 S ofBldg I 1139 9 0 119.7 9.1 93 90 309 08/01/06 S ofBldg I 1141 9 0 117.4 9.7 92 90 310 08/01/06 Rite Aid 1108 9 0 115.7 9.1 90 90 311 08/02/06 S of Bldg I 1143 0 118.1 8.9 90 90 312 08/02/06 S of Bldg I 1145 0 118.6 8.6 90 90 FG 313 08/02/06 Bldg 17 1149 9 0 116.3 9.4 91 90 FG 314 08/02/06 Bldg 16 1148 9 0 120.6 9.1 94 90 FG 315 08/02/06 Bldg 14 1148 9 0 116.9 8.8 91 90 FG 316 08/02/06 Bldg 13 1147 9 0 117.9 8.5 92 90 FG 317 08/02/06 Bldg 12 1147 9 0 116.3 9.1 91 90 FG 318 08/02/06 Bldg 11 1147 9 0 117.1 8.9 91 90 FG 319 08/02/06 Clubhouse 1148 9 0 123.8 9.1 97 90 FG 320 08/02/06 Rite Aid 1109 9 0 123.7 8.4 96 90 FG 321 08/04/06 Bldg G 1114 9 0 114.9 10.5 90 90 322 08/16/06 Rite Aid 1049 9 0 118.2 11. 7 92 90 323 08/16/06 SE Slope 1151 5 0 119.0 11.5 90 90 . . 324 08/16/06 SE Slope 1152 5 0 118.8 11.6 90 90 325 08/ 16/06 SE Slope 1152 5 0 120.8 11.2 91 90 326 08/17/06 SE Slope 1154 5 0 117.7 12.2 89 90 326A 08/17/06 SE Slope 1154 5 0 118.9 11. 7 90 90 327 08/17/06 SE Slope 1155 5 0 119.3 11.6 90 90 328 08/17/06 SE Slope 1155 5 0 120.7 11.3 91 90 329 08/17/06 SE Slope 1158 6 0 119.6 11.2 90 90 330 08/17/06 SE Slope 1158 6 0 121.0 11.0 91 90 331 08/17/06 SE Slope 1160 6 0 121.4 10.8 91 90 332 08/17/06 SE Slope 1160 6 0 120.2 11. I 91 90 333 08/17/06 SE Slope 1160 6 0 120.8 10.9 91 90 334 08/17/06 SE Slope 1162 12 0 117.7 9.8 92 90 335 08/17/06 SE Slope 1162 12 0 116.8 10.2 91 90 336 08/18/06 SE Slope 1164 8 0 123.9 9.7 92 90 337 08/18/06 SE Slope 1164 8 0 125.7 9.4 93 90 338 08/18/06 SE Slope 1164 8 0 123.7 9.9 92 90 339 08/18/06 SE Slope 1166 8 0 122.0 9.7 91 90 340 08/18/06 SE Slope I 166 8 0 122.4 10.0 91 90 341 08/18/06 SE Slope 1169 4 0 123.2 9.7 92 90 342 08/18/06 SE Slope 1169 4 0 121.0 10.4 90 90 Project No. T2246-l 2-02 May 3, 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pct) (%) (%) (%) 343 08/18/06 SE Slope I 169 4 0 121.9 9.4 91 90 344 08/21/06 SE Slope 1172 4 0 120.8 10.3 90 90 345 08/21/06 SE Slope 1172 4 0 119.2 10.7 89 90 345 A 08/21/06 SE Slope 1172 4 0 121.1 9.5 90 90 346 08/21/06 SE Slope 1172 4 0 123.5 9.2 92 90 347 08/21/06 SE Slope 1175 5 0 121.2 I 1.5 92 90 348 08/21/06 SE Slope 1175 5 0 120.8 11.7 91 90 349 08/21/06 SE Slope 1175 5 0 120.4 11.7 91 90 350 08/21/06 SE Slope 1175 5 0 119.2 11.8 90 90 OG 351 08/21 /06 Bldg I 0 1142 9 0 109.2 5.0 85 85 352 08/21 /06 Bldg I 0 1144 9 0 117.0 7.7 91 90 353 08/21/06 Bldg 10 1145 9 0 118.3 7.5 92 90 354 08/22/06 SE Slope 1178 6 0 121.0 11.2 91 90 355 08/22/06 SE Slope 1178 6 0 123.8 10.2 93 90 356 08/22/06 SE Slope 1178 6 0 121.2 11.0 91 90 357 08/22/06 SE Slope 1180 6 0 119.8 11.3 90 90 358 08/22/06 SE Slope 1181 6 0 119.4 11.5 90 90 359 08/22/06 SE Slope 1184 4 0 122.3 10.5 91 90 360 08/22/06 SE Slope 1184 4 0 121.8 10.7 91 90 361 08/22/06 SE Slope 1187 4 0 120.5 11.0 90 90 362 08/22/06 SE Slope 1187 4 0 123.5 9.6 92 90 363 08/22/06 SE Slope 1190 5 0 119.2 11.8 90 90 364 08/22/06 SE Slope 1190 5 0 120.6 I 1.0 91 90 365 08/22/06 SE Slope 1193 5 0 120.0 10.3 91 90 366 08/22/06 SE Slope 1193 5 0 122.0 9.7 92 90 367 08/22/06 SE Slope 1196 4 0 122.3 9.5 91 90 368 08/22/06 SE Slope 1196 4 0 122.5 9.5 91 90 369 08/22/06 SE Slope 1200 5 0 119.4 10.9 90 90 370 08/22/06 SE Slope 1203 5 0 118.5 11. I 90 90 FG 371 09/05/06 Bldg 11 1147 9 0 117.0 9.9 91 90 FG 372 09/05/06 Bldg 11 1147 9 0 116.6 9.8 91 90 OG 373 09/05/06 Bldg 15 1145 2 0 107.3 9.6 88 85 OG 374 09/05/06 Bldg 15 1145 2 0 I 09.4 9.2 90 85 375 09/06/06 Bldg 17 1147 5 0 117.7 7.8 89 90 375 A 09/06/06 Bldg 17 1147 5 0 120.6 8.4 91 90 376 09/06/06 Bldg 17 1147 5 0 119.4 8.6 90 90 377 09/06/06 Bldg 17 1147 5 0 120.8 8.5 91 90 378 09/06/06 Bldg 17 1147 5 0 122.9 8.3 93 90 379 09/07/06 NW Slope 1105 6 0 119.7 8.3 90 90 380 09/07/06 NW Slope 1105 6 0 I 21.5 8.7 92 90 381 09/07/06 NW Slope 1108 6 0 120.8 8.4 91 90 382 09/07/06 NW Slope 1108 6 0 119.9 9.1 90 90 383 09/07/06 NW Slope 1108 6 0 120.6 9.0 91 90 384 09/07/06 NW Slope 1111 3 0 121.7 9.1 91 90 385 09/07/06 NW Slope 1111 3 0 117.6 9.6 88 90 Project No. T2246-I 2-02 May 3, 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pct) (%) (%) (%) 385 A 09/07/06 NW Slope 1111 3 0 119.6 9.4 90 90 386 09/07/06 NW Slope 1111 3 0 120.2 9.3 90 90 387 09/08/06 NW Slope 1114 5 0 120.3 8.6 91 90 388 09/08/06 NW Slope 1114 5 0 120.8 8.5 91 90 389 09/08/06 NW Slope 1114 5 0 118.5 8.9 90 90 390 09/08/06 NW Slope 1116 5 0 121.9 8.5 92 90 391 09/08/06 NW Slope 1116 5 0 120.0 8.8 91 90 392 09/11/06 NW Slope 1118 9 0 117.0 11.9 91 90 393 09/11/06 NW Slope 1118 9 0 114.1 13.7 89 90 393 A 09/11/06 NW Slope 1118 9 0 114.8 12.6 90 90 394 09/11/06 NW Slope 1118 9 0 115.3 12.0 90 90 395 09/11/06 NW Slope 1121 0 121.3 11.0 92 90 396 09/11/06 NW Slope 1121 0 118.6 11.3 90 90 397 09/11/06 NW Slope 1121 0 118.3 11.4 90 90 398 09/11/06 NW Slope 1124 0 121.5 10.4 92 90 399 09/11/06 NW Slope 1124 I 0 120.0 10.7 91 90 400 09/11/06 NW Slope 1126 5 0 120.3 10.6 91 90 401 09/11/06 NW Slope 1126 5 0 I 19.0 11. I 90 90 402 09/11/06 NW Slope 1126 5 0 120.8 10.9 91 90 403 09/12/06 NW Slope 1129 3 0 122.8 8.1 92 90 .. 404 09/12/06 NW Slope 1129 3 0 121.3 8.6 91 90 405 09/12/06 NW Slope 1132 3 0 120.2 9.8 90 90 406 09/12/06 NW Slope 1132 3 0 125.3 7.0 94 90 407 09/12/06 NW Slope 1132 3 0 121.8 9.4 91 90 408 09/12/06 Bldg 15 1147 6 0 119.4 10.6 90 90 409 09/12/06 Bldg 15 1147 6 0 122.3 9.7 92 90 410 09/12/06 Bldg 15 1147 6 0 120.1 10.4 91 90 411 09/12/06 NW Slope I 134 5 0 119.0 9.6 90 90 412 09/12/06 NW Slope 1134 5 0 I 18.7 9.9 90 90 413 09/13/06 NW Slope 1137 0 I 19.9 9.8 91 90 414 09/13/06 NW Slope 1137 0 120.7 9.7 92 90 415 09/13/06 NW Slope 1137 0 115.4 10.2 88 90 415A 09/13/06 NW Slope 1137 I 0 118.8 9.9 90 90 416 09/13/06 NW Slope 1140 12 0 116.7 8.8 91 90 417 09/13/06 NW Slope 1140 12 0 115.9 9.2 91 90 FG 418 09/13/06 Bldg I 0 1146 9 0 120.9 7.4 94 90 FG 419 09/13/06 Bldg 10 1146 9 0 120.1 7.9 94 90 FG 420 09/13/06 Bldg I 0 1146 9 0 120.6 7.7 94 90 FG 421 09/13/06 Bldg 17 1149 9 0 124.5 7.7 97 90 FG 422 09/13/06 Bldg 17 1149 9 0 I 21.6 8.4 95 90 FG 423 09/13/06 Bldg 17 1149 9 0 120.3 8.7 94 90 FG 424 09/13/06 Bldg 17 1149 9 0 120.8 8.8 94 90 FG 425 09/13/06 SE Slope 1165 8 0 121.1 8.6 90 90 ST 426 09/13/06 SE Slope 1177 5 0 120.3 9.0 91 90 ST 427 09/13/06 SE Slope 1155 5 0 119.2 9.4 90 90 Project No. T2246-l 2-02 May 3, 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" D1y· Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pcf) (%) (%) (%) ST 428 09/ 13/06 SE Slope 1170 4 0 120.5 9.1 90 90 ST 429 09/13/06 SE Slope 1175 5 0 121.9 8.8 92 90 ST 430 09/13/06 SE Slope 1190 5 0 120.6 9.5 91 90 ST 431 09/13/06 SE Slope 1200 5 0 118.8 10.0 90 90 ST 432 09/13/06 SE Slope 1187 4 0 121.8 8.2 91 90 ST 433 09/13/06 SE Slope 1195 4 0 124.6 7.8 93 90 ST 434 09/13/06 SE Slope 1185 4 0 121.6 8.3 91 90 FG 435 09/15/06 Bldg 15 1148 6 0 I I 9.4 9.7 90 90 FG 436 09/15/06 Bldg 15 1148 6 0 121.0 9.1 91 90 FG 437 09/15/06 Bldg 15 1148 6 0 120.5 9.6 91 90 OG 438 09/19/06 Shop B 1107 3 0 121.3 9.1 91 85 439 09/19/06 Shop B 1108 3 0 117.3 8.7 88 90 439A 09/19/06 Shop B 1108 3 0 120.0 8.9 90 90 F6 448 891'191'86 Shop B I 109 3 8 123.9 9.9 93 90 F6 441 091'!91'06 Shop B 1109 3 0 121.0 BA 91 442 09/19/06 Bldg G 1113 5 0 121.6 9.4 92 90 443 09/19/06 Bldg. G 1113 5 0 121.1 9.7 92 90 444 09/19/06 Bldg F 1113 6 0 120.8 9.9 91 90 445 09/19/06 Bldg F 1113 6 0 123.4 8.7 93 90 446 09/19/06 Bldg F 1113 6 0 119.4 10.0 90 90 447 09/19/06 Bldg F 1113 6 0 119.9 9.7 90 90 ST 448 09/20/06 NW Slope 1144 12 0 115.2 10.0 90 90 ST 449 09/20/06 NW Slope 1134 12 0 116.5 9.6 91 90 ST 450 09/20/06 NW Slope 1124 6 0 120.8 8.7 91 90 ST 451 09/20/06 NW Slope 1130 3 0 120.0 9.4 90 90 ... .. ST 452 09/20/06 NW Slope 1136 3 0 122.6 8.6 92 90 ST 453 09/20/06 NW Slope 1142 5 0 120.3 9.9 91 90 454 09/26/06 NE Slope 1102 3 0 120.0 4.9 90 90 455 09/26/06 NE Slope 1103 3 0 ] 19.7 6.3 90 90 456 09/26/06 NE Slope 1105 3 0 119.9 4.7 90 90 457 09/27/06 Tree Stump N Rite Aid 1097 3 0 122.6 8.4 92 90 458 09/27/06 Tree Stump N Rite Aid 1098 3 0 120.3 9.9 90 90 459 09/28/06 Slope NE of Bldg I 1111 3 0 120.1 10.1 90 90 460 09/28/06 NE of Parking Lot ] I JO 3 0 121.7 9.4 91 90 46] 09/28/06 NE of Parking Lot 1109 3 0 121.4 9.2 91 90 ST 462 09/29/06 Slope NE of Bldg I 1108 3 0 119.4 10.3 90 90 ST 463 09/29/06 Slope NE of Bldg I 1111 3 0 121.7 9.4 91 90 ST 464 09/29/06 Slope E of Bldg I 11 JO 3 0 120.l 6.4 90 90 FG 465 I 0/02/06 Bldg G 1114 3 0 121.3 7.9 91 90 FG 466 I 0/02/06 Bldg G 1114 9 0 122.5 7.5 96 90 OG 467 l 0/04/06 Pad A 110] 12 0 118.7 JO. I 93 85 OG 468 l 0/04/06 Pad A 1101 12 0 I 16.1 10.3 91 85 FG 469 10/05/06 Bldg H 1113 9 0 122.6 7.8 96 90 FG 470 I 0/05/06 Bldg H 1113 9 0 124.0 7.4 97 90 FG 471 10/05/06 Bldg F 1113 9 0 120.3 8.8 94 90 Project No. T2246-l 2-02 May 3, 2007 TABLE I SUMMARY OF FIELD DENSITY TEST RESULTS Elev. Plus Field Field Field Req'd. or 3/4" Dry Moist. Rel. Rel. Depth Curve Rock Dens. Cont. Comp. Comp. Test No. Date Location (ft) No. (%) (pct) (%) (%) (%) FG 472 I 0/05/06 Bldg F 1113 5 0 120.6 9.0 91 90 FG 473 I 0/05/06 Bldg F 1113 5 0 121.6 8.4 92 90 FG 474 I 0/05/06 Bldg F 1113 5 0 119.0 9.1 90 90 475 I 0/06/06 Pad A 1103 12 0 117.3 10.7 92 90 476 I 0/06/06 Pad A I 103 12 0 116.0 I I.I 91 90 477 I I /30/06 Pad C I IOI 9 0 112.9 9.8 88 90 477 A I 1/30/06 Pad C 1101 9 0 115.l 8.5 90 90 478 11 /30/06 Pad C I 103 9 0 113.5 9.2 89 90 478A 11/30/06 Pad C 1103 9 0 119.8 8.7 93 90 479 l l /30/06 Pad C 1104 9 0 117.2 9.6 91 90 FG 480 12/01/06 Pad C 1106 9 0 116.6 9.2 91 90 481 12/01/06 E of Pad C 1105 9 0 115.8 8.4 90 90 482 12/01/06 W of Pad C 1105 I 0 122.3 9.2 93 90 483 12/01/06 N of Shop B 1102 10 0 110.3 14.3 92 90 484 12/01/06 E of Pad A 1103 9 0 116.8 9.7 91 90 ST 485 12/04/06 E of Pad C 1102 9 0 115.5 10.2 90 90 ST 486 12/04/06 N of Pad C 1103 9 0 115.5 9.9 90 90 ST 487 12/05/06 W of Pad A 1105 9 0 116.2 8.1 91 90 ST 488 12/05/06 N of Pad A 1102 9 0 115.5 I 1.7 90 90 ST 489 12/05/06 N of Pad A 1103 10 0 107.0 12.0 89 90 ST 489A 12/05/06 N of Pad A II 03 10 0 111.3 14.0 93 90 FG 490 12/05/06 Bldg 7 1114 9 0 115.9 9.4 90 90 FG 491 04/13/07 Pad A 1104 5 0 120.5 4.9 91 90 FG 492 04/ 13/07 Shop B II 08 3 0 119.9 5.6 90 90 FG 493 04/13/07 Pad C 1106 9 0 123.8 3.8 97 90 FG 494 04/13/07 Rite Aid 1109 9 0 122.0 5.8 95 90 FG 495 04/13/07 Bldg F 1114 9 0 119.0 4.3 93 90 FG 496 04/13/07 Bldg G 1114 9 0 121.8 4.2 95 90 FG 497 04/13/07 Bldg H 1113 9 0 123.7 4.8 96 90 FG 498 04/13/07 Bldg I 1113 5 0 125.2 4.4 95 90 FG 499 04/13/07 Bldg I 0 1146 9 0 120.6 5.0 94 90 FG 500 04/13/07 Bldg 11 1147 9 0 118.4 3.4 92 90 FG 501 04/13/07 Bldg 12 1147 9 0 121.6 3.8 95 90 FG 502 04/13/07 Bldg 13 1147 9 0 120.0 4.6 94 90 FG 503 04/13/07 Bldg 14 1148 9 0 120.4 3.2 94 90 FG 504 04/13/07 Bldg 15 1147 6 0 122.4 4.8 92 90 FG 505 04/13/07 Bldg 16 1148 9 0 119.2 4.2 93 90 FG 506 04/13/07 Bldg 17 1148 9 0 121.0 3.8 94 90 FG 507 04/13/07 Clubhouse 1148 9 0 118.0 4.2 92 90 FG 508 04/ l 3/07 Garage I 148 9 0 I 19.6 4.7 93 90 Project No. T2246-12-02 May 3, 2007 -TEST SUFFIX TABLE I EXPLANATION OF CODED TERMS A, B, C, ... : Retest of previous density test failure, following moisture conditioning and/or recompaction. -STRIKE-OUT Fill in area of density test failure was removed and replaced with properly compacted fill soil. -PREFIX CODE DESIGNATION FOR TEST NUMBERS FG -Finish Grade OG -Original Ground ST -Slope Test -CURVE NO. Corresponds to curve numbers listed in the summary of laboratory maximum d1y density and optimum moisture content test results table for selected fill soil samples encountered during testing and observation. -ROCK COR.RECTION For density tests with rock percentage greater than zero, laboratory maximum dry density and optimum moisture content were adjusted for rock content. For tests with rock content equal to zero, laboratory maximum dry density and optimum moisture content values are unadjusted. -TYPE OF TEST SC: Sand Cone Test (ASTM Dl556) NU: Nuclear Density Test (ASTM D2922) OT: Other -ELEVATION/DEPTH Test elevations/depths have been rounded to the nearest whole foot. -LOCATION DESCRIPTION (IP): Indicates in-place tests. Where (IP) appears in the location description, the compaction procedures were not observed by a representative of Geocon. Tests were taken at the surface or in test pits after placement of the fill. The results of these tests are indicative of the relative compaction at the location of the test only and may not be extrapolated to adjacent areas. Geocon has no opinion regarding the relative compaction of fill in adjacent areas. Project No. T2246-I 2-02 May 3, 2007 Sample No. I 2 3 4 5 6 7 8 9 10 11 12 TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-02 Maximum Dry Density Description (pct) Brown Clayey fine to coarse SAND with little gavel 131.8 Light brown Silty fine to medium SAND with trace gravel 121.6 Brown Silty fine to coarse SAND with trace gravel 133.3 Brown Silty fine to coarse SAND with little gravel 133.9 Light brown Silty fine to coarse SAND with trace gravel 132.2 Dark brown Silty fine to coarse SAND with trace gravel 132.7 Brown Silty fine to medium SAND with little clay 135.3 Brown Silty fine to coarse SAND 134.6 Brown Silty fine to coarse SAND 128.2 Light brown Silty fine to medium SAND 120.0 Grey brown Silty fine to medium SAND 133.8 Light brown Silty fine SAND 128.0 Project No. T2246-I 2-02 Optimum Moisture Content (% Dry Wt.) 8.1 10.3 7.6 7.7 8.5 8.2 6.5 7.2 8.9 13.1 7.2 8.0 May 3, 2007 TABLE Ill SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829 Sample Moisture Content Dry Density Expansion No. Before Test(%) After Test(%) (pct) Index EI-1 7.9 15.7 119.1 2 EI-2 7.7 15.6 119.5 5 EI-4 7.8 15.8 119.4 1 EI-5 9.6 16.3 117.5 12 EI-6 11.6 23.7 104.5 I EI-8 7.4 14.8 119.2 2 EI-I 0 7.9 16.0 119.1 1 EI-I I 8.4 16.2 118.5 3 EI-12 8.4 16.3 118.3 I El-13 9.8 18.5 115.8 19 EI-14 9.3 15.3 117.9 4 EI-15 9.5 16.0 116.9 4 El-16 8.3 15.2 118. 7 2 EI-17 8.9 16.4 118.4 5 EI-20 9.0 15.4 118.2 8 EI-21 8.4 15.2 118.4 5 EI-22 8.4 20.1 I I 8.1 21 TABLE IV SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST METHOD 417 Sample No. Building Water-Soluble Sulfate Exposure Content (oercent) El-I Pad A 0.037 Negligible EI-2 Shop B 0.038 Negligible EI-5 Rite Aid 0.027 Negligible El-6 Building I 0.012 Negligible El-8 Building G 0.021 Negligible El-I 0 Building 1 0 0.023 Negligible EI-I I Building 11 0.053 Negligible EI-13 Building 13 0.030 Negligible EI-15 Building 15 0.038 Negligible EI-16 Building 16 0.032 Negligible EI-17 Building 17 0.038 Negligible El-20 Building H 0.006 Negligible EI-21 Building F 0.013 Negligible EI-22 Pad C 0.016 Negligible Project No. T2246-12-02 May 3, 2007 TABLE V SUMMARY OF LABORATORY CHLORIDE pH AND RESISTIVITY TEST RESULTS CALIFORNIA TEST METHOD 643 AND 422 Sample No. pH Chloride Resistivity Resistivity Corrosivity (ppm) (ohm cm) EI-5 6.2 11 4597 Mildly corrosive EI-14 5.9 21 5070 Mildly corrosive EI-20 6.1 56 2636 Mildly corrosive TABLE VI SUMMARY OF EXPANSION INDEX TEST RESULTS FOR EACH BUILDING PAD TEMECULA VILLAGE Sample No. Building Expansion Index EI-! Pad A 2 EI-2 Shop B 5 EI-22 Pad C 21 EI-5 Rite Aid 12 El-21 Building F 5 El-8 Building G 2 El-20 Building H 8 EI-6 Building I I EI-10 Building 10 1 EI-11 Building 11 3 EI-12 Building 12 1 El-13 Building 13 19 El-14 Building 14 4 El-15 Building 15 4 El-16 Building 16 2 El-17 Building 17 5 EI-4 Clubhouse 1 TABLE VII SUMMARY OF DIRECT SHEAR TEST RESULTS TEMECULA VILLAGE Sample Dry Moisture Unit Location Density Content Cohesion No. (pct) (%) (psf) OSI Clay Seam in Slope A-A 94.5 29.9 400 DS2 Cohesionless Sand in Slope 112.4 17.7 0 B-B Samples were rc111olded to approxi111ately 90% relative co111paction at near optimu111111oisture. Project No. T2246-I 2-02 Exposure Very Low Very Low Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Angle of Shear Resistance (degrees) 30 42 May 3, 2007 Building Pad A Shop B Pad C Rite Aid Building F Building G Building H Building I Building 10 Building 11 Building 12 Building 13 Building 14 Building 15 Building 16 Building 17 Clubhouse TABLE VIII SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS TEMECULA VILLAGE Approximate Approximate Foundation Maximum Depth of Expansion Recommendation Depth of Fill Differential Fill Index (feet) (feet) Category 3½ 1 2 I 3½ 0 5 I 13 2 21 I 21 2 12 II 23 6 5 II 21½ 1 2 II 18 1 8 I 20 ½ 3 1 II 5 l 1 I 4 1 3 I 5 l 1 I 7 4 19 I 4 1 4 I 3 0 4 I 3 1 2 I 33 22 5 III 5 2 1 I Project No. T2246-l 2-02 May 3, 2007 ,..,......_ 0 0 0 ...- X -......, ,..,......_ ~ -......, Q) () C cu ...... en 0 cu () ~ Q) > 1.22 ,- Temecula Village Project No. T2246-12-02 Section A-A' Horz Seismic Load: 0 1.956 .- Clay Seam Wt: 122.7 Description: Qcf Wt: 130 Cohesion: 100 Phi: 40 1 . 1 J I j I I · l I · I ) j · j · i ,., ··J f t • 1 40 50 60 70 80 90 100 110 120 130 140 150 160 0 10 20 30 Horizontal Distance (ft) Figure 2 5/3/20072:28:54 PM X:\-JOB FILES -\T2200 to T2299\T2246-12-02\Temecula Village A-A' -block.gsz ---0 0 0 ...- X ..._., ---.::::: ..._., (1) () C ro ....... en 0 ro () t (1) > 1.22 1.2 Temecula Village Project No. T2246-12-02 Section A-A' Horz Seismic Load: 0.15 1.401 .- Clay Seam Wt: 122.7 1.14 .__ _________ ....., __ ..._ _ _.._ ___ _._ __________ ..._ ___________ ___. _______ .....,. ___ ....... __ ___. ___ ..... _______ ___. 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 Horizontal Distance (ft) X:1-JOB FILES -IT2200 to T2299\T2246-12-021Temecula Village A-A' -block seismic.gsz 5/3/20072:33:54 PM Description: Qcf Wt: 130 Cohesion: 100 Phi: 40 Figure 3 • • • • • • • • • • • • ---1 16 0 . 0 0 ~ 1.15 X -----£' 1.14 -----Q) (.) 1.13 C cu +-' Cl) 1.12 0 cu (.) 1.11 t Q) > 1.10 0 10 20 30 • • • • -• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Temecula Village Project No. T2246-12-02 Section B-B' Horz Seismic Load: 0 """lllllj~{-:;:: 4jf::::: .. la ..... Retaining Wall • • • • • • • • A Description: Qcf Retainrg Wall . Wt: 13? 1 1 I I Cohesion: 100 I Shop Phi: 40 40 50 60 70 80 90 100 110 120 130 140 Horizontal Distance (ft) Figure 4 Directory: X:1-JOB FILES -IT2200 to T22991T2246-12-021Name: Temecula Village B-B'.gsz 5/3/20071 :49:36 PM t: :/: • • • • • • • • • • • • • ---1.16 ,-0 0 0 ~ 1.15 X -----1.14 I ,~,'., ~ ;J, 11113 Retaining Wall ---~ -----Q) u 1.13 C ro ....... . Cl) 1.12 0 ro u 1.11 t'. Q) > 1.10 0 10 20 30 40 50 60 70 80 90 Horizontal Distance (ft) Directory. X:1-JOB FILES -IT2200 to T2299\T2246-12-D2\Name: Temecula Village B-B' seismic load.gsz • • • • • I Shop I 100 110 120 Temecula Village Project No. T2246-12-02 Section B-B' Horz Seismic Load: 0.15 ( Description: Qcf Wt: 130 /\ Cohesion: 100 Phi: 40 130 140 Figure 5 5/3/20072:06:54 PM --~-- = ---+-----~,IT+!+OO--- _' ____ i2=a.=2s=· T=C CCC/''L':1~cH_JAsti_~ --- 'Storm Drmn\ _ --=--__ -::....---=--=--. -=-------= ---------=- ' ' ' ' ' ; Ii I I I' I 111 I I I' I 111 I I I' I '11 I I I' I 111 I I I' I 111 I I I' I I I I I ' I ii = "' ="" ~~ ~! ;:~ E:!:= ; m :; ---------"' -_ -- \ \ \-= 11 I I ·, I '· ' \ I I,:.,_ -P,- \ I ,· \~\ I ' -\ If-II ~ I ll!l::::QI;; I I I <=l!8mi \, ;;;;i;I , ,., m .7 \ L ' ' ' I '<! \~ iii I 1 =I I li1 \ ' ~I ,~U I ' ' ' \ \ ' ' I , J \I, -. I ,,, -·~ ,~.;.Tl -L __ _e.L:::.J_....-II I -' -I' . .!.'<.!.,_ll ' 'j, I I I I ' ) I ' I I F.F.=1148.10 8J¼lil,:::1147.35 • BLDG. 1J 1 1"' • 12 ' ' ' ' ' ' --~ ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' . 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I I 0 • 'J--•2~.m IUll • • \ OG-1 ' --1 , . . . .. .: .. '. ·.: ~, .,. •. -------- ,-- B DG I 11 11.1m: 11..JIO AD=1113,3 I 10,, I 171 2 :9f'JJ 11 l,?7 I B6 tf{'T ~ • I~ 5,5FG f-l.98 e>:J[ ESMT 1J.,. 26 •110941 • I I 0 \ -------------7-- I C •!II -42 198 133 • 7 189 • " • ,~ '1001 I 110,1 I ••s Mt 117 e • t0G•1&1 F.ffle 118 e AilJ 'e • PAD =1114.50 FG-495 5 1'7 129 • 1s5 FF=•1;2~ · • e (2-8TORY OFACE) OG-99 • • 102 • 094 ! 1094 !""SF I 1097 I ~ ~ - ' ~ ~ 3 1 54 • 104 190 ,,, "' 444 • iii.. -- , RA~ •cc t::-, b ~ OPEN SPACE 1.37 AC. FFNCF" RY I lei I I I, Qps "'~'" ' -~-PESMIT --I ~------&iiiiiii -----i ~ .......... ±~--l------i -----' ' --+---= L ______ 17 i 22 : -=-_ 1----i 2 p ! ! ': 1 ~ : L,..-K ' TR 8369-, I ' ' 2 J ' 26 L 1 lv18 91/ 122 -, ] ..-, I ' ' LIMITS OF -1#JS REPORT ---~- ,- , , , , , , I :;:;:: -~ L , , ' , , , -~ l'-1 -P,,. ~ -' --\ ;\J __ , 0 I i i 'W I> ' 0:: 10 . (.) I ::l: . en 10 . (.) ! I i / 20 0 ~ -----+- 1" • 40, SCALE: --- 80 -------~-- = ---+lfOO-______ +---. GEOCON LEGEND Q f ACTED Fill. 120 C ........ COMP IIBd Wheca B,ried} MATION {Do T Ops PAUBA FOR LOGIC CONTAC ........ TIONOFGEO TELCX::A _.......... ..APPROXIMA DENSITY TEST '-. _, ...... TE LOCATION OF 197 APPROXIMA • ..... ... Fnish Grade :-_ ~riginal Grade ST -Slope Test TTOM ELEVATION OCATIONOFBO APPROXIMATE L RAIN SHOWING 110~21 ....... APPROXIMATE LFOCLOAWT~NND ~U~~~ ELEVATION _.-§~ ONOF ....,..-T ....... DIRECTI OF STABILITY .-MATE LOCATION B1 APPROXI J ........ CROSS SECTION AY LOCATION OF KEYW • • APPROXIMATE ~ ........ GEOLOGIC MAP AS -GRA~~2cuLA VILNLAi:~oAD o CALIFOR RANCH IA CALIFORNIA TEMECU ' GE(?£9,~ SCALE 1 ft : 40' 0 PROJECT NO. T2246 -12 -02 DATE OS _ 03 _ 2007 IN LAN !UTANTS INlt.9251',l·i'OM GEOIKJ-IMCALCGl ·H/JRRIETA,O,IFO .01'171 OOliNt-li~~FAX951 304-2392 PHOt-lE 95130 SHEET , ..... OF 1 1 APPENDIX APPENDIX D UPDATED SLOPE STABILITY ANALYSIS FIGURES FOR TEMECULA VILLAGE DEVELOPMENT 30101 RANCHO CALIFORNIA ROAD TEMECULA, CALIFORNIA PROJECT NO. T2246-12-01 Geocon Project No. T2246-22-04 -D-1 -September 12, 2016 ,......._ 0 0 0 ~ >< ---,......._ .t= ---Q) (.) C: ro +-' Cl) 0 ro (.) t'. Q) > 1.24 1.22 1.2 1.18 Name: Qps Unit Weight: 130 1.16 Cohesion: 300 Phi: 30 1.14 Temecula Village Project No. T2246-12-02 Sect io n A-A' H o rz Seismic Load: 0 1.811 .- 1.12 _____ ......__...., _____ .,__ ____ ...... ..,.=!::II"' ____ .....__ ....... _....,. ________ ......__...., _ ___, _________ ...... _ ..... _ ___. 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 Horizontal Distance (ft) X:\-JJB F IL ES -\T 2200 to T2299\T 2246-22 -04T em ecul a Village Dev GU & Perc'Report\Analy;es\Updated SS wi th W all\Temecul a Vil lage A-A' -b lock w it h Wall gsz 5/6/2016 12:00 12 PM Figure 2 REV ,......._ 0 0 0 ~ >< ---,......._ .t= ---Q) (.) C: ro +-' Cl) 0 ro (.) t'. Q) > 1.24 1.22 1.2 1.18 Name: Qps Unit Weight: 130 1.16 Cohesion: 300 Phi: 30 1.14 Temecula Village Project No. T2246-12-02 Sect io n A-A' H o rz Seismic Load: 0 15 1.323 .- 1.12 _____ ......__...., _____ .,__ ____ ...... ..,.=!::II"' ____ .....__ ....... _....,. ________ ......__...., _ ___, _________ ...... _ ..... _ ___. 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 Horizontal Distance (ft) X:\-JJB F IL ES -\T 2200 to T2299\T 2246-22 -04T emecul a Village Dev GU & Perc'Report\Analy;es\Updated SS wi t h Wall\Temecul a Vil lage A-A' -b lock w ith Wall w ith Seism ic gsz 5/6/20162:30 23 PM Figure 3 REV APPENDIX APPENDIX E RECOMMENDED GRADING SPECIFICATIONS FOR TEMECULA VILLLAGE DEVELOPMENT 30101 RANCHO CALIFORNIA ROAD TEMECULA, CALIFORNIA PROJECT NO. T2246-22-04 Geocon Project No. T2246-22-04 -E-1 -September 12, 2016 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading. a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether. in their opinion. the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances. these specifications and the approved grading plans. If. in the opinion of the Consultant. unsatisfactory conditions such as questionable soil materials. poor moisture condition. inadequate compaction. and/or adverse weather result in a quality of work not in conformance with these specifications. the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans. surveying and verifying as-graded topography. 2.4 Consultant shall refer to the soil engmeenng and engineering geology consulting firm retained to provide geotechnical services for the project. GI rev. 07/2015 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2. 7 Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than¾ inch in size. 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than¾ inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 GI rev. 07/2015 and 1 O; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1 ½ inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. 4.2 Asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility or in an acceptable area of the project evaluated by Geocon and the property owner. Concrete fragments that are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. GI rev. 07/2015 4.3 After clearing and grubbing of organic matter and other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5 :1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched m accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade Remove All Unsuitable Material As Recommended By Consultant Slope To Be Such That Sloughing Or Sliding Does Not Occur Original Ground Finish Slope Surface See Note 1 See Note 2 No Scale DETAIL NOTES (1) Key width "B" should be a minimum of 10 feet, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. 4. 5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. GI rev. 07/20 15 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers. vibratory rollers. multiple-wheel pneumatic-tired rollers. or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio ( expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. GI rev. 07/2015 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1. 7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill, as defined in Paragraph 3 .1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to IO feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed m trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. GI rev. 07/2015 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 Rock placement, fill placement and flooding of approved granular soil m the windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3 Plate bearing tests, in accordance with ASTM D 1196, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required mm1mum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection GI rev. 07/2015 variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. 6.3. 7 Rock fill placement should be continuously observed during placement by the Consultant. 7. SUBDRAINS 7.1 The geologic units on the site may have permeability characteristics and/or fracture systems that could be susceptible under certain conditions to seepage. The use of canyon subdrains may be necessary to mitigate the potential for adverse impacts associated with seepage conditions. Canyon subdrains with lengths in excess of 500 feet or extensions of existing offsite subdrains should use 8-inch-diameter pipes. Canyon subdrains less than 500 feet in length should use 6-inch-diameter pipes. GI rev. 07/2015 TYPICAL CANYON DRAIN DETAIL NATURAL GROUND NOTES: 1 ...... 8-INCH DIAMETER, SCHEDULE 80 PVC PERFORATED PIPE FOR FILLS IN EXCESS OF 100-FEET IN DEPTH OR A PIPE LENGTH OF LONGER THAN 500 FEET. 2 ...... 6-INCH DIAMETER, SCHEDULE 40 PVC PERFORATED PIPE FOR FILLS LESS THAN 100-FEET IN DEPlH OR A PIPE LENGTH SHORTER THAN 500 FEET. BEDROCK NOTE: FINAL 20' OF PIPE AT Ol/l1£T SHALL BE NON-PERFORATED. 9 CUBIC FEET / FOOT OF OPEN GRADED GRAVEL SURROUNDED BY MIRAFl 140NC (OR EQUIVALENT) FILTER FABRIC NO SCALE 7.2 Slope drains within stability fill keyways should u se 4-inch-diameter ( or lager) pipe s . GI rev . 07/2015 TYPICAL STABILITY FILL DETAIL DETAIL FORMATIONAL MATERIAL 1 •.••. EXCAVATE BACKCUT AT 1:1 INCU ..... TION (U~ OTHERWISE NOTm~ 2 .... .BASE OF STABI LITY FILL TO BE 3 FEET INTO FORMATIONAL MATERIAL. SLOPING A MIIIIMUM 5% IIITO SLOPE. 3 •.••. STABIUTY FI.L TO BE COMPOSED OF PROPER!. Y COMPACTED GRANl.lAR SOIL. 4 ..... CHIMNEY DRAINS TO BE APPROVED PREFABRICATED CHIMNEY DRAIN PANELS (MIRADRAIN G200fol OR EQUIVAU:NTI SPACED APPROXIMATELY 20 FEET CENTER TO CENTER ANO 4 FEETWIDE. CLOSER SPACING IMY BE REQUIRED F SEEPAGE IS ENCOUNTERED. 5 •.••. FILTER MATERJAL TO BE 3/'4--IIICH, OPEN-GRADED CRUSHED ROCK ENCLOSED IN APPROVED FL TER FABRIC (M IRAFI 140NCi 6 ..... COLLECTOR PIPE TO BE 4-INCH MINNUM DIAMETER, PERFORATED, THICK-WALLED PVC SCHEDULE 40 OR EQUIVALENT, AND SLOPED TO DRAIN AT 1 PERCENT MINMUM TO APPROVED oun..ET. NO SCALE 7.3 The actual subdrain locations will be evaluated in the field during the remedial grading operations. Additional drains may be necessary dependin g on the conditions observed and the requirements of the local regulatory agencies. Appropriate subdrain outlets should be evaluated prior to finalizing 40-scale grading plans. 7.4 R ock fill or soil-rock fill areas may require subdrains along their down-sl ope perimeters to mitigate the potential for buildup of water from construction or landscape irrigation . The subdrains should be at least 6-inch-diameter pipes encapsulated in gravel and filter fabric. Rock fill drains should be constructed using the same requirements as cany on subdrains. GI rev . 07/2015 7.5 Prior to outletting, the final 20-foot segment of a subdrain that will not be extended during future development should consist of non-perforated drainpipe . At the non-perforated/ perforated interface, a seepage cutoff wall should be constructed on the downslope side of the pipe. TYPICAL CUT OFF WALL DETAIL FRONT VIEW SIDE VIEW CONCRETE CUT-OFF WAU. CONCRETE CUT .OFF WAil. SOLID SUBDRAIN PFE ' ' 2-4•------.-. e" MIN. NO SCALE e" MIN, {TYP) e" MIN, {TYP) NO SCALE 7.6 Subdrains that discharge into a natural drainage course or open space area should be provided with a permanent headwall structure. GI rev . 07/2015 TYPICAL HEADWALL DETAIL FRONT VIEW SIDE VIEW f1•QR8" SUBDRAl'I CONCRETE HEADWALL 8" OR 8" SUllllAAIN -=-=--.• -:. ~._;4·· .... ~--"=~-...; _,..'-"-.-,-+· -~ NOTE: HEADWALL SHOULD OUTLET AT TOE OF FILL S LOPE OR INTO CONTROLLED SURFACE DRAINAGE 12" NO SCALE NO SCALE 7.7 The final grading plans should show the location of the proposed subdrains. After completion of remedial excavations and subdrain installation, the project civil engineer should survey the drain locations and prepare an "as-built" map showing the drain locations. The final outlet and connection locations should be determined during grading operations. Subdrains that will be extended on adjacent projects after grading can be placed on formational material and a vertical riser should be placed at the end of th e subdrain. The grading contractor should consider videoing the subdrains shortly after burial to check proper installation and functionality. The contractor is responsible for the performance of the drains. GI rev . 07/201 5 8. OBSERVATION AND TESTING 8.1 The Consultant shall be the Owner"s representative to observe and perform tests during clearing. grubbing. filling. and compaction operations. In general. no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition. a minimum of one field density test should be performed for every 20 000 cubic yards of soil or soil-rock fill placed and compacted. 8.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified. the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 8.3 During placement of rock fill. the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified. the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 8.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 8.5 We should observe the placement of subdrains. to check that the drainage devices have been placed and constructed in substantial conformance with project specifications. 8.6 Testing procedures shall conform to the following Standards as appropriate: 8.6.1 Soil and Soil-Rock Fills: 8.6.1.1 Field Density Test. ASTM D 1556. Density of Soil In-Place By the Sand-Cone Method. GI rev. 07/2015 8.6.1.2 Field Density Test, Nuclear Method, ASTM D 6938, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 8.6.1.3 Laboratory Compaction Test, ASTM D 1557, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using I 0-Pound Hammer and 18-Inch Drop. 8.6.1.4. Expansion Index Test, ASTM D 4829, Expansion Index Test. 9. PROTECTION OF WORK 9.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 9.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. 10. CERTIFICATIONS AND FINAL REPORTS JO.I Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 10.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. GI rev. 07/2015