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HomeMy WebLinkAboutWQMP Bel VistaProject Specific Water Quality Management Plan For: BelVista Temecula, California DEVELOPMENT NO. TRACT 23992, LOTS 1 -3 DESIGN REVIEW NO. PA 10 -0326 LD12 -007GR Prepared for: Trent Heiner — Project Manager Woodside Homes of Southern California, LLC 11870 Pierce Street, Suite 250 Riverside, CA 92505 Telephone: (951) 710 - 1900 Prepared by: Mark Doty — Project Engineer RBF Consulting 40810 County Center Drive, Suite 100 Temecula, CA 92591 -6049 Telephone: (951) 676 - 8042 WQMP Preparation /Revision Date: February 22, 2012 i• WATER QUALITY MANAGEMENT PLAN (WQMP) — INITIAL APPLICABILITY CHECKLIST // Applicant Name: 7 � Ey7 (/y hE1 .P_ ,5_ 1P ( - ' Planning Application Number: Project r• Does the proposed project incorporate any of the following categories? Yes No (All questions must be answered) Modifications to Existing Developments - This category includes projects that create, add, or replace 5,000 sq. ft. or more of impervious surface on an already developed site This category includes: (a) Expansion of a building footprint, or addition or replacement of a structure; (b) Increase in the gross floor area, or major exterior construction or remodeling; 1 (c) Replacement of impervious surfaces that are not part of routine maintenance activities; (d) Land disturbing activities related to a structure or impervious surface. Note: If modifications create less than 50% of the impervious surface of a previously existing development, and the existing development was not originally subject to WQMP requirements, a WQMP shall be required only to the addition, and not to the entire development. 2 Residential Development - This category includes subdivisions of single - family homes, multi - family homes, condominiums, and apartments consisting of 10 or more dwelling units. 3 Non - Residential Development - This category includes projects where the land area for development is greater than 100,000 sq. ft. Automotive Maintenance and Repair Shops - This category includes facilities engaged in general maintenance 4 and mechanical repairs; body and upholstery repair; painting; transmission and exhaust repair; tire servicing; glass r epair. Restaurants - This category includes all eating and drinking establishments where the land area for development 53 is greater than 5,000 sq. ft. Restaurants where the land area for development is less than 5,000 sq. ft. are only required to follow the site 5b design and source control requirements of the WQMP. fi Hillside Development - This category includes any developments that create 5,000 sq. ft. of impervious surface, are located in an area with known erosive soil conditions, and where the project will require grading natural slopes of 25% (4:1) or steeper. Environmentally Sensitive Areas (ESAs) - This category includes all development located within or directly adjacent to or discharging directly to an ESA which either creates 2,500 sq. ft. of impervious surface or increases the area of imperviousness by 10% or more of its naturally occurring condition. 7 Note: "Directly adjacent" means within 200 feet of the ESA. "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or modification, and not commingled with flows from adjacent lands. Parking Lots - This category includes projects where the land area for development creates 5,000 sq, ft. or more 8 for the temporary parking or storage of motor vehicles. This category includes parking areas associated with any of the developments outlined above. Routine maintenance, including removal and replacement, is exempt, Streets, Roads, Highways & Freeways - This category includes projects that create 5,000 sq. ft. or more of 9 impervious surface for transportation of motor vehicles. Routine maintenance, including removal and replacement, is exempt. 10 Retail Gasoline Outlets - This category applies if either of the following criteria is met: (a) 5,000 sq. ft. or more, Ix or (b) a projected 'Average Daily Traffic' count of 100 or more vehicles per day. If you answered "YES" to any of the questions above, a project- specific Water Quality Management Plan must be prepared and submitted. Page 1 of I Rev. 01 (07/2008) • WATER QUALITY MANAGEMENT PLAN CONCEPTUAL ACCEPTANCE CHECKLIST Conceptual Water Quality Management Plan (WOMP) • A conceptual WQMP must be accepted by the City Engineer prior to issuance of Final Conditions of Approval. A conceptually accepted WQMP shall be submitted to the Public Works Department as part of the grading submittal package. Applicants shall confer with the City's engineering staff to ensure adherence with the latest version of the Project- Specific WQMP Template. At a minimum, the following sections of the WQMP template shall be satisfied: WQMP . Sectton TtHe of Sechot I Project Description III Pollutants of Concern IV Hydrologic Conditions of Concern (Surface Hydrology) V.1 Site Design BMPs V.3 Treatment Control BMPs VI Operation and Maintenance Responsibility for Treatment Controls Appendix B WQMP Site Plan (24 "X36 "), conceptual landscape plan (24 "X36 ") Appendix C Supporting Detail related to Hydrologic Conditions of Concern (Surface Hydrology report) Appendix E Soil and Percolation Reports that specifically address soil infiltration properties Appendix F Treatment Control BMP Sizing Calculations and Design Details Final Water Ouality Management Plan (WOMP) • A finalized WQMP will include finalizing the conceptually accepted portions of the WQMP and acceptance by the City Engineer prior to issuance of any grading permits. A final WQMP shall include the remaining sections of the Project- Specific WQMP Template outlined below: II Site Characterization V.2 Source Control BMP's VA Equivalent Treatment Control Alternatives V.5 Regionally -based Treatment Control BMP's Vll Funding Appendix A Final Conditions of Approval Appendix B Vicinity Map, Receiving Waters Map Appendix D Education Material Appendix G O &M Agreement Appendix H Phase I Environmental Site Assessment Page 1 of 4 Revised 03/20/2009 • • • WATER QUALITY MANAGEMENT PLAN CONCEPTUAL ACCEPTANCE CHECKLIST CONCEPTUAL WQMP REQUIREMENTS Item Addressed? Yes No Not Applicable General Three-Ring Binder Tabbed Appendices Title Page Table of Contents Section I. Project Description in narrative form _ Project location Project size (to the nearest 1 /10 acre) K i Standard Industrial Classification (SIC) Code Description and location of all buildings, proposed activities, locations of these activities, materials and products to be used and stored for each activity and at each building, delivery areas, and what kinds of wastes will be generated from each building and the entire project Project watershed and sub - watershed Formation of a Home Owner's or Property Owner's Association Additional permits /approvals required for the project including: • State Department of Fish and Game, 1601 Streambed Alteration Agreement; • State Water Resources Control Board, General Construction Permit; • Regional Board, 401 Water Quality Certification; • US Army Corps of Engineers, 404 permit; • US Fish and Wildlife, Endangered Species Act section 7 biological opinion; • Municipal, grading and building omits. / Section III. Pollutants of Concern (in narrative form) Completed table of potential and expected pollutants, sources, and 303(d) listings Pollutants of Concern Legacy pollutants as a result of past uses Section IV. Hydrologic Conditions of Concern in narrative form Condition A, B, or C. If none, evaluation of impacts to downstream erosion or stream habitat Completed Storm Event surface hydrology table 5 Section V. Best Management Practices f V1. Site Design BMPs Table 1. Site Design BMPs is complete ZS Narrative describing all site design BMPs proposed for the project Explanation for each BMP NOT used and why they cannot be implemented Site Design BMPs' shown on the WQMP Site Plan (Appendix B) Page 2 of 4 Revised 03/20/2009 • u WATER QUALITY MANAGEMENT PLAN CONCEPTUAL ACCEPTANCE CHECKLIST CONCEPTUAL WQMP REQUIREMENTS Item Addressed? Yes No Not Applicable V3. Treatment Control BMPs Table 3. Treatment Control BMPs is complete Narrative describing all treatment control BMPs proposed for the project x Narrative describing how each individual treatment control BMP proposed for the project will be implemented and maintained, including locations, sizing criteria, inspection and maintenance frequency, inspection criteria, long -term O &M, and the responsible entity or party Treatment Control BMPs shown on the WQMP Site Plan (Appendix B) x Section V1. Operation and Maintenance (08M) Responsibility for Treatment Control BMPs Completed cost and O &M table BMPs requiring O &M are identified BMP start -up dates Schedule of the frequency of O &M for each BMP Parties responsible for O &M Description of water quality monitoring, if required x Appendix B Site Plan depicting the following project features: Location and identification of all structural BMPs Landscape areas Hardscape areas Paved areas Number and type of structures and intended uses. (i.e.: buildings, tenant spaces, dwelling units, community facilities such as pools, recreations facilities, tot lots, etc.) Infrastructure (i.e.: streets, storm drains) Location of existing and proposed public and private storm drainage facilities including catch basins and other inlet/outlet structures. (Existing and proposed drainage facilities should be clearly differentiated.) Any adjacent receiving waters that the project directly discharges into. Discharge points where onsite or tributary offsite flows exit the site. Proposed drainage areas boundaries, including tributary oftsite areas, for each BMP and locations where flows exit the site. (Each drainage area should be clearly denoted.) Page 3 of 4 Revised 03/20/2009 WATER QUALITY MANAGEMENT PLAN CONCEPTUAL ACCEPTANCE CHECKLIST CONCEPTUAL WQMP REQUIREMENTS Item Addressed? Yes No Not Applicable Post- project topography. Appendix C Surface Hydrology report Appendix E Property /project soils report and percolation test results Appendix F Treatment Control BMP sizing calculations and design details ' X\ i Manufacturers specs (End of Conceptual Acceptance Checklist) u Checklist for Conceptual Acceptance.doe Page 4 of 4 Revised 03/20/2009 • WATER QUALI'T'Y MANAGEMENT PLAN FINAL ACCEPTANCE CHECKLIST The purpose of this checklist is to provide a format for uniform, comprehensive, and well- documented reviews of project- specific Water Quality Management Plans (WQMPs) submitted by project owners. The completed checklist should accompany the WQMP and submitted to the City of Temecula. SUMMARY OF WOMP REQUIREMENTS (PLEASE LIST THE FOLLOWING INFORMATION) Section I. Watershed and Sub - Watershed: Santa Margarita River and Section II. Land -Use Category (from Initial Checklist): gE51PE110 J/E!/540PW Section III. Pollutants (expected and potential): 54rlpow N7IZZI 14)l a, 421, >1 1 L`_ rT Section IV. Exemption Category (A, B, C, or Not Exempt): TT Section V. Treatment BMP Category(ies): /y- 64 liyeer-S (� Section VI. Party(ies) responsible for BMP installation and maintenance: Po / 4 Section VII. Funding source(s) for BMP maintenance: PM NOTES: (a) The WQMP will NOT be accepted unless all of the items requested throughout this checklist are completed. (b) The Riverside County Water Quality Management Plan guideline and template can be downloaded from the City's website. • Page 1 of 5 Revised 03/20/2009 • • • WATER QUALITY MANAGEMENT PLAN FINAL ACCEPTANCE CHECKLIST Not Yes No WQMP REQUIREMENT Applicable Title Page i Name of project with Tract, Parcel, or other I.D. number �/ X i - Owner/Develo er name, address & telephone number Consultin /En meerin firm, address & phone number Pre arer's Registered Professional Engineers' Stamp and Signature Date WQMP was prepared Certification Statements Signed Engineer's certification statement Signed and notarized Owner's certification statement Table of Contents Completed and includes all figures, appendices (A -H), and design worksheets Section I. Project Description in narrative form Project location _ Project size (to the nearest 1 /10 acre) i Standard Industrial Classification (SIC) Code Description and location of all buildings, proposed activities, locations of these activities, materials and products to be used and stored for each activity and at each building, delivery areas, and what kinds of wastes will be generated from each building and the entire project Project watershed and sub - watershed i Formation of a Home Owner's Association or Property Owner's Association Additional permits /approvals required for the project including: • State Department of Fish and Game, 1601 Streambed Alteration Agreement; • State Water Resources Control Board, General Construction Permit • Regional Board, 401 Water Quality Certification; • US Army Corps of Engineers, 404 permit; • US Fish and Wildlife, Endangered Species Act section 7 biological opinion;. • Municipal, grading and building permits. Section II. Site Characterization in narrative form Land use designation or zoning X , Current and proposed property use Soils report (Appendix E) V Phase 1 Site Assessment or summary of assessment or remediation (Appendix H) Identification of Receiving waters (including 303(d) listed waters, Designated beneficial uses, and any RARE beneficial use waters) and their existing impairments Page 2 of 5 Revised 03/20/2009 u • L_J WATER QUALITY MANAGEMENT PLAN FINAL ACCEPTANCE CHECKLIST WQMP REQUIREMENT Yes No Not Applicable Section III. Pollutants of Concern (in narrative form) Completed table of potential and expected pollutants, sources, and 303(d) listings Pollutants of Concern Legacy pollutants as a result of past uses Section IV. Hydrologic Conditions of Concern in narrative form) Conditions A, B, or C. X If none, evaluation of impacts to downstream erosion or stream habitat Completed Storm Event surface hydrology table Section V. Best Management Practices V1. Site Design BMPs v H 4f•xl, �I�v, Table L Site Design BMPs is complete Narrative describing all site design BMPs proposed for the project Explanation for each BMP NOT used and why they cannot be implemented Site Design BMPs shown on the WQMP Site Plan (Appendix B) V2. Source Control BMPs fr k f �rrr a ,� ..._.fix: 9 II!�Tj; ms`s � @pl °q MF !� I WH Table 2. Source Control BMPs is complete Narrative describing the source control BMPs proposed for the project Narrative describing the source control BMPs that were NOT applicable and why they cannot be implemented Inspection and maintenance frequency, inspection criteria, and the responsible entity or party Structural source controls shown on the WQMP Site Plan (Appendix B) V3. Treatment Control BMPs �.; ! 4�`f' Sti "!!t ».t Table 3. Treatment Control BMPs is complete Narrative describing all treatment control BMPs proposed for the project X Narrative describing how each individual treatment control BMP proposed for the project will be implemented and maintained, including locations, sizing criteria, inspection and maintenance frequency, inspection criteria, long -tern O &M, and the responsible entity or party " / Treatment Control BMPs shown on the WQMP Site Plan (Appendix B) V4. Equivalent Treatment Control Alternatives s1 „ . n !k i. Page 3 of 5 Revised 03/20/2009 • • WATER QUALITY MANAGEMENT PLAN FINAL ACCEPTANCE CHECKLIST WQMP REQUIREMENT Yes No Not Applicable Narrative describing equivalent treatment control alternatives Calculations for Equivalent Treatment Control Alternatives (Appendix F) V5. Regionally-Based Treatment Control BMPs E e35 Eµ?a °' , ,HE"� ? g M H Narrative describing regionally -based treatment control BMPs Calculations for Regionally -Based Treatment Control BMPs (Appendix F) Section VI. Operation and Maintenance (0 &M) Responsibility for Treatment Control BMPs Completed cost and O &M table x , BMPs requiring O &M are identified i BMP start-up dates N Schedule of the frequency of O &M for each BMP Parties responsible for O &M X Description of water quality monitoring, if required Section VII. Funding i Signed funding certification statement �5 jG,q/C f -;5 Appendix A (Section 1) / Signed copy of the final Conditions of Approval Appendix B (Sections I and V) Vicinity Map identifying the project site i Receiving Waters Map X Site Plan depicting the following project features: yt���4'�i,, H Location and identification of all structural BMPs. Landscape areas. Hardscape areas. Paved areas. Number and type of structures and intended uses. (ie: buildings, tenant spaces, dwelling units, community facilities such as pools, recreations facilities, tot lots, etc.). i Infrastructure lie: streets, storm drains). Page 4 of 5 Revised 03/20/2009 • • WATER QUALITY MANAGEMENT PLAN FINAL ACCEPTANCE CHECKLIST WQMP REQUIREMENT Yes No Not Applicable Location of existing and proposed public and private storm drainage facilities / including catch basins and other inlet/outlet structures. (Existing and proposed drainage facilities should be clearly differentiated.) /�(� i Any adjacent receiving waters that the project directly or indirectly discharges into. Discharge points where onsite or tributary offsite flows exit the site. Proposed drainage areas boundaries, including tributary offsite areas, for each location where flows exit the site. (Each tributary area should be clearly denoted.) Post - project topography. Landscape Plans showing the structural treatment BMPs. X Appendix C (Section IV) Surface Hydrology report x 'Appendix D (Section V) /. Educational materials. Appendix E (Sections II and V) Property /project soils report and percolation test results Appendix F (Section V) Treatment Control BMP sizing calculations and design details Manufacturers specs .� Appendix G (Sections I and VI) CC &Rs, Covenant and Agreements, or other mechanisms used to ensure the ongoing operation, maintenance, funding, and transfer of the WQMP requirements Appendix H (Section II) Summary of environmental site assessment or remediation, if applicable. x (End of Checklist) 0 Page 5 of 5 Revised 03/20/2009 0 Project Specific Water Quality Management Plan For: BelVista Temecula, California • DEVELOPMENT NO. TRACT 23992, LOTS 1 -3 DESIGN REVIEW NO. PA 10 -0326 LD12 -007GR Prepared for: Trent Heiner — Project Manager Woodside Homes of Southern California, LLC 11870 Pierce Street, Suite 250 Riverside, CA 92505 Telephone: (951) 710 - 1900 Prepared by: Mark Doty — Project Engineer RBF Consulting 40810 County Center Drive, Suite 100 Temecula, CA 92591 -6049 Telephone: (951) 676 - 8042 WQMP Preparation /Revision Date: February 22, 2012 Water Quality Management Plan (WQMP) BelVista 0 ENGINEER'S CERTIFICATION "I certify under penalty of law that this document and all attachments and appendices were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted." 2 1 Z �o /Z Signature 11 Date A C73744 EYR n 0 Water Quality Management Plan (WQMP) Bel Vista 0 OWNER'S CERTIFICATION This project- specific Water Quality Management Plan (WQMP) has been prepared for: Woodside Homes of Southern California LLC by RBF Consulting for the project known as BelVlsta (formally Maravilla) located in the City of Temecula. This WQMP is intended to comply with the requirements of The City of Temecula for BelVista which includes the requirement for the preparation and implementation of a project- specific WQMP. The undersigned, while owning the property /project described in the preceding paragraph, shall be responsible for the implementation of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up -to -date conditions on the site. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under the City of Temecula Water Quality Ordinance (Municipal Code Section 8.28). If the undersigned transfers its interest in the subject property /project, its successor in interest the undersigned shall notify the successor in interest of its responsibility to implement this WQMP. 1, the undersigned, certify under penalty of law that the provisions of this WQMP have been reviewe nd accepted and that the WQMP will be transferred to future successors in interest." February 21. 2012 Owner's Signature Date Tim McGinnis Owner's Printed Name Woodside Homes of Southern California, LLC 11870 Pierce Street, Suite 250 Riverside, CA 92505 (951) 710 - 1900 President Owner's Title /Position 0 ACKNOWLEDGMENT State of Cal if - Count of tV -ea ��� y •- ����CC dd ) / On �/� before me, mill- J (insert name and title of the officer) personally appeared / m / C— — t n C - . 5 , who proved to me on the basis of satisfactory evidence to be the perso*f - whose name(§)-is /are— subscribed to the within instrument and acknowledged to me that he /she /they the same in his /her/their authorized capacity,(, and that by his /her /their signature sj on the instrument the persoP((or the entity upon behalf of which the person(cted, 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 • Signatu • Water Quality Management Plan (WQMP) BelVista � Contents Section Page I PKOIECTDESCRIPTION A-1 II SIl'ECHARACfG217,ATION A-4 lII POLLU'1'AN7'SOFCONCERN A-6 N Hv�ao�.oc�c Corr�iTioNS oF CoNCeaN A-8 V BesTMnNn�emeNTPanCriCeS A-8 V.1 Site llesign BMPs A-9 V2 Source Control 6vIPs A-14 V3 Troatmcnt Control BMPs A-15 V.4 Equivalent Treatment Control Alternatives A-20 V.5 Regionally-Based Treatment Control BMPs A-20 VI OPGRATION AVD MAINTENANCE R�SPONSI6ILITY FOR TREATMENT CON'fROL BMPS A-21 VII FUND[NG A-ZZ • APPENDICES A. CONDITIONSOFAPPROVAL B. VICWII'YMAP,WQMPSITEPLAN, ANDRGCL'NINGWATERSMAP C. SUPPORTING DHTAIL RELATED TO HYDRAULIC CONDITIONS OF CONCER� (IF APPWCABLE� D. EDUCA7lONAL MATERIALS E. SOfLS REPORT (IF APPLICABLE� F. TRF,ATMBNT CON"CROI, BViP SI7.ING CALCUI.ATIONS AND D�SIGN D�TAILS ' G. AGREEMENTS - CC&RS, COVHNANT AND AGR2EMENTS AND/OR OTHHR MGCHANISMS �OR f?NSURMG ONGOING OPERATION, MNA]TENANCE, FUNDMC AND TRAnSFER OF RHQUIREMENTS FOR THIS PRO7CCT-SP�CIPIC WQMP H. PHASH I ENVIRONMEN'fAL SITB ASSESSMENI' - SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS � . A-ii Water Quality Management Plan (WQMP) Be] V ista . I. Project Description The project is owned/developed by Woodside Homes and the WQMP is being prepared by RBP Consulting. The project is located in the City of Te�necula, County of Riverside, southeast of the 15 Freeway aud Rancho Califomia Road interchange and is adjaceut to and west of Ynez Road. The project is bounded by Ynez Road to the east, Ra�cho FIighland Drive to the north, Interstate 15 on the west, and existing developinent to tl�e south. The project is tract number 23992, and is comprised of 3]ots, and into 3 Phases. Lot 1 is referred to as Phase B, Lot 2 is referred to as Phase l, and Lot 3 is refemed to as Phase C. The project is proposing 210 units in 70 triplex buildings for multi-Family residential. Portions of the project were developed by two previous developers, the site was first mass graded in the year 2000. In 2006 fhe sccond developer made additiona] improvemcnts to the site, Phases A, B, and C were all rough graded including the construction of two detcntion basins. The previous developer also made significant improvements to Phase A, which included installation of Sewer, Water, Storm Drain, Streets, Sidewalks, Yarking Stalls, Dry Utilities, and Retaining Walls. Retaining walls were also installed in Phase C to accommodate a hiking trail from Ynez Road to Tiena Vista Road. The project area is 23.30 acres. The non-buildable areas are comprised of Uills side slopes. The build able areas include 5.1 acres Cor buildings, 03 acres (or parking, 15.0 acres landseaping & slopes, 2.9 acres for streets, the Phase A detention basin is 0.12 acres, and the Phase C detention basin is 0.08 acres.. A portion of tUe project includes a poo] and recreation area The proposed project is multi-family residential and open space so no materials will be used and/or'stored, nor delivered. The project drains to two water yuality detention basins located on the northcrn edge of Phase A, and the • northem edge of Phase C. Phases A and B both drain into the basin located in Phase A, and all of Phase C drains iulo the basin bcated in Phase C. The basins will not provide any flood attenuation. The outlet fro�n the water quality basins will discharga into an existing storm drain facility in Rancho Highlands Drive, and ultimately discharges to Murrieta Creek. "I'he Standard Ind�stcial Classification (SIC) codc for this project is 1522 � The project has die potential to produce pollutants which include sediment and turbidiry, nutrients, hash and debris, oxygen demanding substances, bacteria and viruses, oil and grease, and pesticides. Baekwashing of the pool filter system will bc directed to the scwer system. Project Owner: Trent Heiner — Project Manager Woodside Homes of Southern California, LLC 11870 Pierce Street, Suite 250 Riverside, CA 92505 Telephone: (951) 710 - 1900 WQMP Preparer: John D. Tanner III — Project Manager RBF Consulting 40810 County Center Drive, Suite 100 Temecula, CA 92591-6049 . Telephone: (951) 676 - 8042 A-1 - Water Quality Management Plan (WQMP) BelVista . Project Site Address: Ynez Road, Rancho Highland Drive and Tierra Vista Road Temecula, California Planning Area/ Community Name/ Development Name: BelVista APN Number(s): 944-330-001, 003 and 017 Thomas Bros. Map: County of Riverside, Page 958 Grid H-7 and J-7 Project Watershed: Santa Margarita River (HA 902) Sub-watershed: Murrieta Creek (HSA 902.32) Projed Site Size: 2330 Acres (Gross), 21.07 Acres (Net/Disturbed) Standard Industrial Classifcation (SIC) Code: 1522 Formation of Home Owners' Association (HOA) or Property Owners Association (POA): Y� N❑ Property Owner's Association Additional Permits/Approvals required for the Project AGENCY Permit required • State Department of Fish and Game, 1601 Streambed y� N� Alteration Agreement State Water Resources Control Board, Clean Water Act y� �,� (CWA) section 401 Water Quality Certification US Army Corps of Engineers, CWA section 404 permit �' � N� US Fish and Wildlife, Endangered Species Act section 7 y � N � biological opinion Other (please /ist in the space be%w as required) State Water Resources Control Board General Y� N❑ Construction Permit City of Temecula Grading Permit City of Temecula Building Permit � A-2 Water Quality Management Plan (WQMP) BelVista 0 Appendix A of this project - specific WQMP includes a complete copy of the final Conditions of Approval. Appendix B of this project- specific WQMP shall include: 1. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail to allow the project site to be plotted on Co- Permittee base mapping; and 2. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the following project features: • Location and identification of all structural BMPs, including Treatment Control BMPs. • Landscaped areas. • Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.). • Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities, tot lots, etc.). • Infrastructure (i.e., streets, stone drains, etc.) that will revert to public agency ownership and operation. • Location of existing and proposed public and private storm drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other inlets /outlet structures. Existing and proposed drainage facilities should be clearly differentiated. • ■ Location(s) of Receiving Waters to which the project directly or indirectly discharges. ■ Location of points where onsite (or tributary offsite) flows exit the property/project site. ■ Proposed drainage areas boundaries, including tributary offsite areas, for each location where flows exits the property /project site. Each tributary area should be clearly denoted. ■ Pre- and post - project topography. Appendix G of this project- specific WQMP shall include copies of CC &Rs, Covenant and Agreements, and /or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project- specific WQMP requirements. 0 A -3 Water Quality Management Plan (WQMP) Bel V ista 0 II. Site Characterization Land Use Designation or Zoning: Residential /Specific Plan Current Property Use: Phase A: Partially developed by previous owner. Installations include Sewer, Water, Storm Drain, Streets, Sidewalks, Parking Stalls, Dry Utilities, Retaining Walls, and Water Quality Detention Basin. Phase B: Rough Graded by previous owner. Phase C: Rough Graded by previous owner including the construction of the Water Quality Detention Basin. Proposed Property Use: 210 Residential Units (70 triplex buildings), 1 Recreation Building Availability of Soils Report: Y ® N ❑ Note: A soils report is required if infiltration BMPs are utilized. Attach report in Appendix F,. Phase 1 Site Assessment: Y ❑ N ® Note: If prepared, attached remediation summary and use restrictions in Appendix K Receiving Waters for Urban Runoff from Site Instructions: On the following page, list in order of upstream to downstream, the receiving waters that the project is tributary to. Continue to fill each row with the receiving water's 303(d) listed impainnents, designated beneficial uses, and proximity, if any, to a RARE beneficial use. A -4 Water Quality Management Plan (WQMP) BelVista • Receiving Waters for Urban Runoff from Site A -5 303(d) List Designated Beneficial Uses Proximity to RARE Receiving Waters Impairments Beneficial Use Chlorpyrifos, Copper, Iron, Not a RARE water Murrieta Creek Manganese, MUN, AGR, IND, PROC, GWR, body (HSA 2.32, 2.52) Nitrogen, REC1, REC2, WARM, WILD Approx: 0.7 miles Phosphorus, Toxicity Santa Margarita River -Upper Phosphorus, MUN, AGR, IND, REC1, REC2, RARE water body Portion HSA 2.22 2.21 Toxicity WARM COLD WILD RARE Approx: 2.6 miles Enterococcus, Santa Margarita River -Lower Fecal Coliform, MUN, AGR, IND, PROC, REC1, RARE water body Portion (HSA 2.13,2.12,2.11) Phosporus, Total REC2, WARM, COLD, WILD, RARE Approx: 17 miles Nitri en as N Santa Margarita Lagoon Eutrophic REC1, REC2, EST, WILD, RARE, RARE water body HSA 2.11 MIGR SPWN A rox: 28 miles IND, NAV, REC1, REC2, EST, WILD, RARE water body Pacific Ocean Non RARE, MAR, AQUA, MIGR, SPWN, Approx: 29 miles SHELL A -5 Water Quality Management Plan (WQMP) BelVista 1 0 III. Pollutants of Concern Potential pollutants associated with Urban Runoff from the proposed project must be identified. Exhibit B of the WQMP provides brief descriptions of typical pollutants associated with Urban Runoff and a table that associates typical potential pollutants with types of development (land use). It should be noted that at the Co- Pennittees discretion, the Co- Permittees may also accept updated studies from the California Association of Stormwater Quality Agencies (CASQA), USEPA, SWRCB and /or other commonly accepted agencies /associations acceptable to the Co- Pennittee for determination of Pollutants of Concern associated with given land use. Additionally, in identifying Pollutants of Concern, the presence of legacy pesticides, nutrients, or hazardous substances in the site's soils as a result of past uses and their potential for exposure to Urban Runoff must be addressed in project - specific WQMPs. The Co- Pennittee may also require specific pollutants commonly associated with urban runoff to be addressed based on known problems in the watershed. The list of potential Urban Runoff pollutants identified for the project must be compared with the pollutants identified as causing an impairment of Receiving Waters, if any. To identify pollutants impairing proximate Receiving Waters, each project proponent preparing a project - specific WQMP shall, at a minimum, do the following: 1. For each of the proposed project discharge points, identify the proximate Receiving Water for each discharge point, using hydrologic unit basin numbers as identified in the most recent version of the Water Quality Control Plan for the Santa Ana River Basin or the San Diego Region. 2. Identify each proximate identified above that is listed on the most recent list of Clean Water Act Section 303(d) list of impaired water bodies, which can be found at website www. swreb .ca.gov /tmdl /303d_lists.htinl. List all pollutants for which the proximate Receiving Waters are impaired. 3. Compare the list of pollutants for which the proximate Receiving Waters are impaired with the pollutants expected to be generated by the project. Urban Runoff Pollutants: Based on Exhibit B of the Riverside County WQMP Manual dated July 24, 2006, the following pollutants have potential to be generated from the BelVista project: • Sediment/Turbidity • Nutrients • Trash and Debris Oxygen Demanding Substances • Bacteria and Viruses • Oil and Grease and Pesticides 0 A -6 Water Quality Management Plan (WQMP) BelVista • Item #1 Addressed in Section II, Receiving Waters table. E L_J Item #2 Addressed in Section II, Receiving Waters table. Item #3 Attached Residential Development will be used as the pollutant category for this WQMP. As such, the pollutants associated with Attached Residential Development are listed below. Pollutant of Concern Summary Table Pollutant Type Potential Not Potential Potential Source 303 (d) Listing Sediment/Turbidity X Landscaping Nutrients X Landscaping X Organic Compounds X Vehicles Trash & Debris X Occupants Oxygen Demanding Substances X Landscaping Pathogens (Bacteria & Viruses) X Pets Oil & Grease X Vehicles Pesticides X Landscaping X Metals X Vehicles X Pollutants of Concern Murrieta Creek is listed on the 2010 Clean Water Act Section 303(d) List of Water Quality Limited Segments as being impaired by Chlorpyrifos, Copper, Iron, Manganese, Nitrogen, Phosphorus, Toxicity. As such, these pollutants are the Pollutants of Concern for this project. Legacy Pollutants The land prior to being graded in the year 2000 was a vacant lot with hillside terrain. There was no previous development or stream lines on the property. It is believed there are no legacy pollutants on the site. A -7 Water Quality Management Plan (WQMP) BelVista IV. Hydrologic Conditions of Concern Impacts to the hydrologic regime resulting from the Project may include increased runoff volume and velocity; reduced infiltration; increased flow frequency, duration, and peaks; faster time to reach peak flow; and water quality degradation. Under certain circumstances, changes could also result in the reduction in the amount of available sediment for transport; stonn flows could fill this sediment - carrying capacity by eroding the downstream channel. These changes have the potential to permanently impact downstream channels and habitat integrity. A change to the hydrologic regime of a Project's site would be considered a hydrologic condition of concern if the change would have a significant impact on downstream erosion compared to the pre - development condition or have significant impacts on stream habitat, alone or as part of a cumulative impact from development in the watershed. This project- specific WQMP must address the issue of Hydrologic Conditions of Concern unless one of the following conditions arc met: ■ Condition A: Runoff from the Project is discharged directly to a publicly- owned, operated and maintained MS4; the discharge is in full compliance with Co- Pennittee requirements for connections and discharges to the MS4 (including both quality and quantity requirements); the discharge would not significantly impact stream habitat in proximate Receiving Waters; and the discharge is authorized by the Co- Pennittee. • Condition B: The project disturbs less than 1 acre. The disturbed area calculation should include all disturbances associated with larger plans of development. • Condition C: The project's runoff flow rate, volume, velocity and duration for the post - development condition do not exceed the pre - development condition for the 2 -year, 24 -hour and 10 -year 24 -hour rainfall events. This condition can be achieved by minimizing impervious area on a site and incorporating other site - design concepts that mimic pre- development conditions. This condition must be substantiated by hydrologic modeling methods acceptable to the Co- Permittee. This Project meets the following condition: Condition A Supporting engineering studies, calculations, and reports are included in Appendix C. I' Water Quality Management Plan (WQMP) BelVista V. Best Management Practices VA SITE DESIGN BMPS Project proponents shall implement Site Design concepts that achieve each of the following: 1) Minimize Urban Runoff 2) Minimize Impervious Footprint 3) Conserve Natural Areas 4) Minimize Directly Connected Impervious Areas (DCIAs) The project proponent should identify the specific BMPS implemented to achieve each Site Design concept and provide a brief explanation for those Site Design concepts considered not applicable. In order to minimize urban runoff the project site has been design to maximize the permeable area by increasing building floor area ratio. Along the main public road, Rancho Highland Drive, there is a landscaped buffer between sidewalks and streets. The planting palette uses native or drought tolerant trees and shrubs. There are two water quality detention basins on the site in order to retain first flush stonnwater runoff for a minimum of 24 hours and maximum of 72 hours. In order to minimize the impervious footprint of the project site and conserve natural areas, the design has incorporated several measures. The permeable area has been maximized by having common landscape areas between and adjacent to the triplex units. The streets and sidewalks are designed to the minimum widths necessary per the city standards for local streets. The use of impervious surfaces has also been minimized by only including them when necessary or required. The directly connected impervious areas will be minimized by containing roof runoff within the residential areas. Impervious sidewalks, walkways and trails will drain into adjacent landscaping, where available. All of the site drainage is captured in street catch basins and then discharged to the water quality detention basins. The following is a list that summarizes site design BMPS: • SD -10 Sited design and landscape planning • SD -12 Efficient irrigation • SD -13 Stonn drain signage • TC -22 Extended detention basin 0 A -9 Water Quality Management Plan (WQMP) BelVista 0 0 Table 1. Site Design BMPs A -10 Included Design Concept Technique Specific BMP Yes No N/A Maximize the permeable area (See Section 4.5.1 of the ® El El WQMP). Incorporate landscaped buffer areas between sidewalks ® El El and streets. Maximize canopy interception and water conservation by y preserving existing native trees and shrubs, and planting ® El El Minimize additional native or drought tolerant trees and large shrubs. U Use natural drainage systems. ❑ ❑ Urban Where soils conditions are suitable, use perforated pipe El 1-1 0 Runoff or gravel filtration pits for low flow infiltration. Construct onsite ponding areas or retention facilities to y increase opportunities for infiltration consistent with ® ❑ ❑ vector control objectives. Other comparable and equally effective site design concepts as approved by the Co- Permittee (Note: El El Additional narrative required to describe BMP and how it addresses Site Design concept). A -10 Water Quality Management Plan (WQMP) Bel V ista 0 Table 1. Site Design BMPs (Cont.) 11 A -11 Included Design Concept Technique Specific BMP Yes No N/A Maximize the permeable area (See Section 4.5.1 of the ® El El WQMP. Construct walkways, trails, patios, overflow parking C14 lots, alleys, driveways, low -traffic streets and other low a - traffic areas with open - jointed paving materials or ❑ ® ❑ m Minimize permeable surfaces, such as pervious concrete, Z porous asphalt, unit pavers, and granular materials. U c Impervious Construct streets, sidewalks and parking lot aisles to T the minimum widths necessary, provided that public ® El El y safety and a walk able environment for pedestrians are Footprint not compromised. m y Reduce widths of street where off - street parking is El El available. Minimize the use of impervious surfaces, such as ® ❑ ❑ decorative concrete, in the landscape design. Other comparable and equally effective site design concepts as approved by the Co- Permittee (Note: ® El El narrative required describing BMP and how it addresses Site Design concept). a Conserve natural areas (See WQMP Section 4.5.1). ❑ ❑ U Conserve Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and ❑ ❑ Natural planting additional native or drought tolerant trees and m large shrubs. w Areas Use natural drainage systems. ❑ ❑ Other comparable and equally effective site design y concepts as approved by the Co- Permittee (Note: El El Additional narrative required describing BMP and how it addresses Site Design concept). A -11 Water Quality Management Plan (WQMP) BeNista � 'Cable 1. Site Design BMPs (ConL) Included Design Technique Specific BMP Yes No N/A Conce t Residential and commercial sites must be designed to contain and inf Rrate roof runoff, or direct roof runoff to � ❑ ❑ ve etative swales or buffer areas, where feasible. Where landscaping is proposed, drain impervious sidewalks, walkways, trails, and patios into adjacent � ❑ ❑ landscaping. Increase the use of vegetated drainage swales in lieu � � � of underground piping or imperviously lined swales. Rural swale system: street sheet flows to vegetated swale or gravel shoulder, curbs at street corners, ❑ ❑ � culverts under drivewa s and street crossin s. Minimize Urban curb/swale system: street slopes to curb; v periodic swale inlets drain to vegetated swale/biofilter. � � � � Direct/y Dual drainage system: First flush captured in street � catch basins and discharged to adjacent vegetated � � � ° Connected swale or gravel shoulder, high flows connect directly to V MS4s. O � Design driveways with shared access, flared (single �� Impervious lane at street) or wheel strips (paving only under tires); � � � • p or, drain into landscaping prior to discharging to the �; MS4. y Areas Uncovered temporary or guest parking on private residential lots may be paved with a permeable � � � (DCIAs) surface, or designed to drain into landscaping prior to discharging to the MS4. Where landscaping is proposed in parking areas, � � � incorporate landscape areas into the drainage design. Overflow parking (parking stalls provided in excess of the Co-Permittee's minimum parking requirements) ❑ ❑ � ma be constructed with ermeable avin . Other comparable and equally effective design concepts as approved by the Co-Permittee (Note: � � � Additional narrative required describing BMP and how it addresses Site Desi n conce t. Non-applicab[e Site Desipn BMPs: Where specific BMPs are uot included in Ihe projcct, other proposed BMPs are providing the same objective. New plants shall include native or drought tolerant trees and shivbs. Utilization of any on-site existing �atural drainage systems is uot beiug implemented bec��sc Ihe site was mass graded in [he year 2000, then rough graded and partially developed in 2006. Combined with coverage of Iandscaping and tlie use of water qualiry detention basins, the net result is less sedimcnt lcaving the site prior to develop�nent. Due to the poor soil infiltration conditions, the use of permeable surfaces is not an effective BiVIP for this project Other BMPs such � as the water quality detention basins should have thc same effect on improving water quality in the post development condition. A-12 Water Quality Management Plan (WQMP) BelVista 0 ProiectSite Design BMPs: This project incorporates landscaping throughout the entire project to maximize the permeable area within the project. Permeable areas include landscaping along backyards, between the buildings, in the recreation areas, and where applicable the sidewalk on one side of the street between the street and building has been removed. The proposed BMP's for the site will include water quality detention basins, and catch basin inserts. The basins will include landscaping that utilize native and drought tolerant trees and shrubs to maximize water conservation and allow for low flow infiltration. 11 r1 �J A -13 Water QualiTy Management Plan (WQMP) BeNista • V.Z SOURCE CONTROL BMPS 1nStYUCt(ons: Cantplete Table 2. Table 2. Sourcc Control BMPs Check One If not applicable, state BMP Name Included A Nicable brief reason ,.. , _�.. ...m- ,_._ iNon•Structural Source Control BMPs,;; , , -.:::. h . ...`...'" '`� . �,.. . �.,::�tv .,_ . . ,:::� ' ' '' ,_., ..:_:: Education for Property Owners, Operators, Tenants, Occupants, � � or Em lo ees Activit Restrictions � ❑ Irri ation S stem and Landsca e Maintenance � ❑ Common Area Litter Control � ❑ Street Swee in Private Streets and Parkin Lots � ❑ Draina e Facilit Ins ection and Maintenance � ❑ �Stru .._ ��. _�. , _. . ._. . , � a_:,_„r a1_.::.i�rr, . . cfural Source Control!BMPs"�._�, .h,�a� ., �y�..k.. i�...� n,� . . ?n,L..,...r �� � �<-� , „ ;;:; ..-,_ ::; MS4 Stencilin and Si na e � ❑ Landsca e and Irri ation S stem Desi n � ❑ Protect Slo es and Channels � ❑ Provide Communit Car Wash Racks ❑ � Not a aR of this ro'ect Pro erl Desi n: ❑ ❑ Fuelin Areas ❑ � Not a art of this ro'ect • AidWater Su I Area Draina e ❑ � Not a art of this ro'ect There are small individual Trash Storage Areas � ❑ trash cans around the pool area. Loadin Docks ❑ � Not a art of this ro ect Maintenance Ba s ❑ � Not a art of this ro'ect Vehicle and E ui ment Wash Areas ❑ � Not a art of this ro'ect Outdoor Material Stora e Areas ❑ � Not a art of thls ro'ect Ouldoor Work Areas or Processin Areas ❑ � Not a art of this ro'ect Provide Wash Water Controls for Food Pre aration Areas ❑ � Nol a art of this ro ect Education materials will be provided to al] residents by the POA. These �naterials sl�all iuclude general ho�sekeeping practices that contribute to tlie protection of Urban Runoff qualiry and BMPs that elimi�ate or reduce pollution during subsequent property improvements. Activity restrictions include prohibiting the blowing, sweeping, or hosing of debris (leaf litter, grass clippings, litter, etc.) into streets and stonn drain inlets. Another activity restriction is at no tiine shall storage of inaterials on the private streets or in the common areas be allowed. CC&R's are in development that will cover more restrictions and the responsible parties. The imgation system and landscape maintenance wil] most likely be a professional contractor hired by the POA. Tlie common areas will have communiry trash receptacles which will be maintained by the POA or contractor. Landscape Maintenance, litter conhol and sheet sweeping will all be desiguated in tlie CC&R's. All catch basins will include a catch basin insert and will be steuciled. The landscape and irrigation system design has been designed to capture and infiltrate inost water before if is discliarged into the stonn drain system tl�at goes to the basins. � Appendix D ineludes copies of the educational matcrials that will be used in impleinenting this project-specific WQMP. A-14 Education Activity Restrictions Landscape Maintenance Common Area Litter Control Street Sweeping Private Streets and Parking Lots Drainage Inspection and Maintenance Water Quality Management Plan (WQMP) BelVista Attachment to Section VII Provided at occupancy, within three months for new hires, and annually for existing employees Daily Bi- weekly Daily Monthly Monthly Stenciling and Signage Bi- annually POA Irrigation System Maintenance Same as landscape maintenance POA Slopes and Channels Same as landscape maintenance POA Trash Storage Areas Daily POA A -ts Water Quality Management Plan (WQMP) Bel V ista V.3 TREATMENT CONTROL BMPS Instructions: 1. Provide narrative below describing each Treatment Control BMP. Include location, identify the sizing criteria [i.e., Urban Runoff quality design flow (QBMP) in One Urban Runoff quality design volume (VBMP), preliminary design calculations, for sizing BMPS, maintenance procedures, and the frequency of maintenance procedures necessary to sustain BMP effectiveness. The location of each Treatment Control BMP must also be shown on the Site Plan included in Appendix B. 2. Complete Table 3: Treatment Control BMP Selection Matt is Directions for completing Table 3: ♦ For each pollutant of concern enter 'yes" if identified using Exhibit B (Riverside County WQMP - General Categories of Pollutants of Concern per the instructions specified in Section III of this Template), o- "no" if not ident fed fo the project. ♦ Check the boxes of selected BMP.s that will be implemented for the project to address each pollutant of concern from the project as identified using Exhibit B. Treatment Control BMPS must be selected and installed with respect to ident fed pollutant characteristics and concentrations that will be discharged from the site. ♦ For any identified pollutants of concern not listed in the Treatment Control BMP Selection Matrix, provide an explanation (in space below) of how they will be addressed by Treatment Control BMPS. 3. In addition to completing Table 3, provide detailed descriptions on the location, implementation, installation, and long -term O&M ofplanned Treatment Control BMPS. For identified pollutants of concerti that are causing an impairment in receiving waters, the project WQMP shall incorporate one or more Treatment Control BMPS of medium or high effectiveness in reducing those pollutants. It is the responsibility of the project proponent to demonstrate, and document in the project WQMP, that all pollutants of concern will be fdly addressed. The Agency may require infonuation beyond the minimum requirements of this WQMP to demonstrate that adequate pollutant treatment is being accomplished. Supporting engineering calculations for Q andlor V esrP , and Treatment Control BMP design details are included in Appendix F. Note: Projects that will utilize infiltration -based Treatment Control BMPS (e.g., Infiltration Basins, b filtration Trenches, Porous Pavement) must include a copy of the property /project soils repot as Appendix E to the project- specfe WQMP. The selection of a Treatment Control BMP (or BMPS) for the project mast specifically consider the effectiveness of the Treatment Control BMP far pollutants identified as causing an impairment of Receiving Waters to which the project will discharge Urban Runoff The water quality detention basins are sized to accommodate enough runoff for water quality purposes. The volume required for the Phase A basin is 21,989 cubic feet, we are providing a volume of 23,750 cubic feet. The volume required for the Phase C basin is 3,604 cubic feet, we are providing a volume of 11,500 cubic feet. The basins are sized according to the engineering calculations in Appendix F. The basins will mitigate the following pollutants, of which Nutrients (Phosphorus and Nitrogen) and Metals (Iron and Manganese) are the pollutants of concern for this watershed: • Sediment and turbidity • Nutrients • Trash and debris • Oxygen demanding substances • Bacteria and Viruses • Oils and Grease • Pesticides A -16 Water Quality Management Plan (WQMP) BelVista The basins will have vegetated landscaping on the side slopes and the bottom, the basins will also have an irrigation system installed to provided sufficient water to allow the plans to grow and survive. The basins will be maintained on an as needed basis by a landscape maintenance company contracted through the POA. The All catch basins will be fitted with a Clear Water Solution catch basin insert filter or equivalent with approval from the City Engineer. The Clear Water BMP is a filter train design that allows stormwater flows to be to be screened, settled, and then filtered, all within the confines of the of the catch basin vault. This inlet filtration system significantly reduces concentrations of trash, sediment hydrocarbons, metals, and nutrients. The location s of the proposed Clear Water BMP can be found on the WQMP Site Plan, included in Appendix B. The engineering calculations for the inlets can be found in Appendix F, details and reading materials regarding the inlets can also be found in Appendix F and Appendix B following the WQMP Site Plan. Maintenance operations are anticipated to be at a minimum of a yearly inspection. It is good practice to inspect the inlets and vaults after every major storm, and also in the late Fall season before the winter stonn season begins. • r� A -17 Water Quality Management Plan (WQMP) BclVista Table 3: Treatment Control BMP Selection Matrix (t ) F. 11 Treatment Control BMP Categories (2) Veg. Swale 8 Infiltration Basins, Wet Ponds Sand Water Hydrodynamic Manufactured/ Veg. Filter Detention (q) Infiltration Trenches, or Filter or Quality Separator Proprieta Pollutant of Concern Strips(3) Basins g, Porous Pavement Wetlands(s) Media Filters Inlets Systems (7) Devices (87 SedimentlTurbidity HIM M HIM HIM HIM L HI (L for turbidity) U Y ® N ❑ ❑ ® ❑ ❑ ❑ ® ❑ ❑ Nutrients L M HIM HIM L/M L L U Y ® N ❑ ❑ ® ❑ ❑ ❑ ® ❑ ❑ Organic Compounds U U U U HIM L L U Y ❑ NO ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Trash R Debris L M U U HIM M HIM U Y ® N ❑ ❑ ® ❑ ❑ ❑ ® ❑ ❑ Oxygen Demanding L M HIM HIM HIM L L U Substances Y ® N ❑ ❑ ® ❑ ❑ ❑ ® ❑ ❑ Bacteria R Viruses U U HIM U HIM L L U Y ® N ❑ ❑ ® ❑ ❑ ❑ ® ❑ ❑ Oils & Grease HIM M U U HIM M LIM U Y ® N ❑ ❑ ® ❑ ❑ ❑ ® ❑ ❑ Pesticides (non -soil U U U U U L L U bound) Y ® N ❑ ❑ ® ❑ ❑ ❑ ® ❑ ❑ Metals HIM M H H H L L U Y ❑ NZ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ F. 11 Water Quality Management Plan (WQMP) BelVista Abbreviations: L: Low removal efficiency HIM: High or medium removal efficiency U: Unknown removal efficiency Notes: (1) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Project applicants should base BMP designs on the Riverside County Stormwater Quality Best Management Practice Design Handbook. However, project applicants may also wish to reference the California Stormwater BMP Handbook — New Development and Redevelopment (www.cabmphandbooks.com). The Handbook contains additional information on BMP operation and maintenance. (3) Includes grass swales, grass strips, wetland vegetation swales, and bioretention. (4) Includes extended /dry detention basins with grass lining and extended/dry detention basins with impervious lining. Effectiveness based upon minimum 36 -48 -hour drawdown time. (5) Projects that will utilize infiltration -based Treatment Control BMPs (e.g., Infiltration Basins, Infiltration Trenches, Porous Pavement, etc.) must include a copy of the property /project soils report as Appendix E to the project - specific WQMP. The selection of a Treatment Control BMP (or BMPs) for the project must specifically consider the effectiveness of the Treatment Control BMP for pollutants identified as causing an Impairment of Receiving Waters to which the project will discharge Urban Runoff. (6) Includes permanent pool wet ponds and constructed wetlands. (7) Also known as hydrodynamic devices, baffle boxes, swirl concentrators, or cyclone separators. (8) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in this WQMP, or newly developed /emerging stormwater treatment technologies. • 0 A -19 Water Quality Management Plan (WQMP) BelVista 0 • 0 VA EQUIVALENT TREATMENT CONTROL ALTERNATIVES Not applicable. V.5 REGIONALLY -BASED TREATMENT CONTROL BMPS Not applicable. A -20 Water Quality Management Plan (WQMP) BelVista • VI. Operation and Maintenance Responsibility for Treatment Control BMPs Operation and maintenance (O&M) requirements for all structural Source Control and Treatment Control BMPs sUall be identified in the project-specific WQMP. The project-specific WQMP shall address the following: ■ Identification of each BMP tha[ requires O&M. ■ Thoro�gh description of O&M activities, the O&M process, and the handling and placement of any wastes. ■ BMP start-up dates. ■ Schedule of the freyuency of O&M for each BMP. ■ Identification of the parties (name, address, and telephone number) responsible for O&M, including a written agreement with the entities responsible for O&M. This agreement can take tl�e forrn of a Covenant and Agreemen[ reeorded by tlie Project Proponent with the County Recorder, HOA or POA CC&Rs, fonnation of a maintenanee district or assessment district or other instrument sufficient to guarantee perpetua] O&M. 1'he preparer of this project-spccific WQMP should carefully review Section 4.6 of the WQMP prior to completing this section of the project-specifie WQMP. ■ Self-inspecrions and record-keeping requirements Cor BMPs (review local speci�c requirements • regarding self-inspections and/or annual reporting), including identification of responsible parties for inspection and record- keeping. ■ Thorough descriptions of water quality monitoring, if required by the Co-Pennittee. btStruCti077S: /den[ify belotiv al[ operations nnd maintenmrce reqiiirements, as descnbed nbove, for each stn�ch�ra7 BMP. Where n public agency is identrfted ns the fiinding source nnd respo�isible party for a Treannen� Corm�ol BMP. n copy of [he wn�ten agreement stating !he public agency's acceptance af Lhese responsrbilities must be provided in Appendi.r G. � �� ; � ' � E ��f! � I�4��.`i�� �I '' �� ° �"�" 1 �� �E�Y61�tu'�' °�'�� O&M� aResponsible �ReSpOn51b12' �� Str u �ctur�al���•"�'�V r ��' q �'��� � j'������o,��`An�'nua�'� � � re'I���" {�F �Funding��' -+^.� �. z-�g Quant�ty �.Cap�tal Costs � 'q �S,Start l)p �;�-� e u v ��y��i�^ y� 4 �ra.�rsq � T�eatmentqFfEpn v�� �, �, , O&M,Costs � 2 �a �5 (weekly/ � �Party, yn �6�PartyZ�h� �,v.a e �� � �. 'k�i' rs� �'�g $��9XL'�� '� g' �8t05 .!V� u�lr r�.w�� 5 H kt � �� t .„uEY �� �3i� BMPSi;�{�EE� ,� ' i�'�,�.�� �'ai� �.-���p 1°� monthly! ����YOfd`�' t+i� E� O�f'LOf19.� � �� K� : i '�a x �"r t nv�u we �m ��,� � a� );Nr.a i I � d���� �?>>���?.9��'v "ra�.v� `�'��:F;;'�,�e� F uarterl ���,.installahonw�9� ETerm'�O&M� Catch Basin Prior to Woodside 9 $2,500 / Ea $300 Monthly POA Inserts Occupancy Homes Detention 4,400 $18,500 / $2,000 / Prior to Woodside Monthly POA Basin Ph A SF Basin Basin Occupancy Homes Detention 3,300 $18,500 / 52,000 / Prior to Woodside Monthly POA Basin Ph C SF Basin Basin Occupancy Homes i A_Z, Water Quality Management Plan (WQMP) Bel V ista • VII. Funding A funding source or sources for the O &M of each Treatment Control BMP identified in the project - specific WQMP must be identified. By certifying the project- specific WQMP, the Project applicant is certifying that the funding responsibilities have been addressed and will be transferred to future owners. One example of how to adhere to the requirement to transfer O &M responsibilities is to record the project - specific WQMP against the title to the property. • • A_22 Water Quality Management Plan (WQMP) BelVista FUNDING CERTIFICATION A source of funding is required for all site design, source control, and treatment BMPs. For this project, the owner will fund the installation, and operation and maintenance of all BMPs set forth in this WQMP until the project is transferred to a new owner. Each owner shall record this WQMP with the County of Riverside as an attachment to the title of the property in order to transfer the O &M responsibilities to each new owner. Where the owner requires a lessee or other party to install, and operate and maintain the BMPs, the owner will maintain ultimate funding responsibilities, and will, upon default of the lessee or other party to fulfill these responsibilities, shall cause the same to be performed at the owner's expense. Nothing in this WQMP shall prevent the owner from pursuing cost recovery from any lessee or other party responsible for the BMPs, or from pursuing remedies for the default of responsibilities as provided by the lease contract and law. The owner for (project name and location) BelVista located in the City of Temecula will be responsible for the installation, and operation and maintenance of all BMPs until such time that the site is transferred to a new owner. February 21, 2012 Owner or Company Official's Signature Date Tim McGinnis President Company Name: Woodside Homes of Southern California, LLC Company Address: 11870 Pierce Street, Suite 250 Riverside, CA 92505 Phone Number: (951) 710 -1900 • A -23 Water Quality Management Plan (WQMP) Bel Vista � Appendix A Conditions ofApproval Planning Commision Resolution: RA10-0326 Dated: October 19, 2011 • • 0 EXHIBIT A CITY OF TEMECULA 0 FINAL CONDITIONS OF APPROVAL Planning Application No.: PA10 -0326 Project Description: A multi - family Development Plan application for Maravilla at Rancho Highlands to construct a 210 unit triplex project with units ranging in size from 1,100 to 1,700 square feet on 21 acres located approximately 1,600 feet south of Rancho California Road, along the west side of Ynez Road at Tierra Vista Road, Tract 23992 within Planning Areas 4 through 7 of the Rancho Highlands Specific Plan Assessor's Parcel No.: MSHCP Category: DIF Category: TUMF Category: Approval Date: Expiration Date: PLANNING DEPARTMENT 944 - 330 -001, 944- 330 -003, and 944 - 330 -017 Residential (8.1 to 14 DU) Residential Attached Residential Multi- family October 19, 2011 October 19, 2013 Within 48 Hours of the Approval of This Project PL -1. The applicant/developer shall deliverto the Planning Department a cashier's check or money order made payable to the County Clerk in the amount of Two Thousand One Hundred Eight Dollars ($2,108.00) which includes the Two Thousand Forty -four Dollar ($2,044.00) fee, required by Fish and Game Code Section 711.4(d)(3) plus the Sixty - Four Dollar ($64.00) County administrative fee, to enable the City to file the Notice of Determination for the Mitigated or Negative Declaration required under Public Resources Code Section 21152 and California Code of Regulations Section 15075. If within said 48 -hour period the applicant/ developer has not delivered to the Planning Department the check as required above, the approval for the project granted shall be void due to failure of condition [Fish and Game Code Section 711.4(c)]. If the applicant/developer provides a completed and signed No Effect Determination from the California Department of Fish and Game, the Two Thousand Forty -four Dollar ($2,044.00) fee, required by Fish and Game Code Section 711.4(d)(3) will not be required and the applicant shall deliver a check made payable to the County Clerk in the amount of Sixty -Four Dollar ($64.00) County administrative fee, to enable the City to file the Notice of Determination for the Mitigated or Negative Declaration required under Public Resources Code Section 21152 and California Code of Regulations Section 15075. 11 0 General Requirements PL -2. The applicant and owner of the real property subject to this condition shall hereby agree to indemnify, protect, hold harmless, and defend the City with Legal Counsel of the City's own selection from any and all claims, actions, awards, judgments, or proceedings against the City to attack, set aside, annul, or seek monetary damages resulting, directly or indirectly, from any action in furtherance of and the approval of the City, or any agency or instrumentality thereof, advisory agency, appeal board or legislative body including actions approved by the voters of the City, concerning the Planning Application. The City shall be deemed for purposes of this condition, to include any agency or instrumentality thereof, or any of its elected or appointed officials, officers, employees, consultants, contractors, legal counsel, and agents. City shall promptly notify both the applicant and landowner of any claim, action, or proceeding to which this condition is applicable and shall further cooperate fully in the defense of the action. The City reserves the right to take any and all action the City deems to be in the best interest of the City and its citizens in regards to such defense. PL -3. The permittee shall obtain City approval for any modifications or revisions to the approval of this project. PL -4. This approval shall be used within two years of the approval date; otherwise, it shall become null and void. By use is meant the beginning of substantial construction contemplated by this approval within the two year period, which is thereafter diligently pursued to completion, or the beginning of substantial utilization contemplated by this approval. • PL -5. The Planning Director may, upon an application being filed prior to expiration, and for good cause, grant a time extension of up to 3 one -year extensions of time, one yearat a time. PL -6. This project and all subsequent projects within this site shall be consistent with Specific Plan No. 2, Rancho Highlands Specific Plan. PL -7. The project shall comply with the Conditions of Approval for Tract 23992. PL -8. The project and all subsequent projects within this site shall comply with all mitigation measures identified within the approved Mitigation Monitoring Program, as stated below: a. Noise -1 Construct a 6.0 -foot high noise barrier for Buildings 41, 42, 49, 50, 51, 52, 53, 54, and 55 facing the 1 -15 Freeway, prior to occupancy. b. Noise -2 Construct 6.0 -foot high balcony barriers for Buildings 41 and 50 facing the 1 -15 Freeway, prior to occupancy. c. Noise -3 Provide standard dual - glazed windows and a "windows closed" condition requiring a means of mechanical ventilation (e.g. air conditioning) for all buildings. d. Noise -4 To minimize the potential interior noise impacts, provide upgraded windows with a minimum Sound Transmission Class (STC) rating of 34 for Buildings 42, 43, 51 through 56 facing the 1 -15 Freeway. e. Noise -5 To minimize the potential interior noise impacts, all homes should be provided with weather - stripped solid core exterior doors and exterior wall /roof assembles should be free of cut outs and openings. . f. Traffic -1 The Project shall participate in the funding or construction of committed off -site improvements that are needed to serve cumulative traffic conditions through the payment of the City's Development Impact Fee (DIF) and payment of Western Riverside County Transportation Uniform Mitigation Fees (TUMF). g. Traffic -2 The Project shall participate in the funding of its' Fair Share allocation for the 1 -15 southbound ramps improvements for the Cumulative scenario. PL -9. During all Project Site construction, the construction contractors shall equip all construction equipment, fixed or mobile, with properly operating and maintained mufflers, consistent with manufacturers' standards. The construction contractor shall place all stationary construction equipment so that emitted noise is directed away from the noise sensitive receptors nearest the Project Site. PLA 0. The construction contractor shall locate equipment staging in areas that will create the greatest distance between construction - related noise sources and noise sensitive receptors nearest the Project Site during all Project construction PLA 1. The construction contractor shall limit haul truck deliveries to the same hours specified for construction equipment. Haul routes shall not pass sensitive land uses or residential dwellings PL -12. During all Project Site construction, the construction contractors shall equip all construction equipment, fixed or mobile, with properly operating and maintained mufflers, consistent with manufacturers' standards. The construction contractor shall place all stationary construction equipment so that emitted noise is directed away from the noise sensitive receptors nearest the Project Site PL -13. The construction contractor shall utilize temporary noise barriers in the event construction activities take place within 100 feet of an existing residential structure PL -14. The construction contractor shall locate equipment staging in areas that will create the greatest distance between construction - related noise sources and noise sensitive receptors nearest the Project Site during all Project construction PL -15. The construction contractor shall limit haul truck deliveries to the same hours specified for construction equipment. Haul routes shall not pass sensitive land uses or residential dwellings. PL -16. A separate building permit shall be required for all signage. PL -17. A separate approval shall be required for a Sales Trailer or Model Home Complex. PL -18. The development of the premises shall substantially conform to the approved site plan and elevations contained on file with the Planning Department. PL -19. The design of the retaining wall adjacent to the Ynez Road right of way shall be a plantable (landscaped) wall or similarly screened, subject to the approval of the Planning Director. PL -20. Landscaping installed for the project shall be continuously maintained to the reasonable satisfaction of the Planning Director. If it is determined that the landscaping is not being maintained, the Planning Director shall have the authority to require the property owner to bring the landscaping into conformance with the approved landscape plan. The • continued maintenance of all landscaped areas shall be the responsibility of the developer or any successors in interest. PL -21. Other than stormwater, it is illegal to allow liquids, gels, powders, sediment, fertilizers, landscape debris, and waste from entering the storm drain system or from leaving the property. Spills and leaks must be cleaned up immediately. Do not wash, maintain, or repair vehicles onsite. Do not hose down parking areas, sidewalks, alleys, or gutters. Ensure that all materials and products stored outside are protected from rain. Ensure all trash bins are covered at all times. PL -22. The applicant shall submit to the Planning Department for permanentfiling two 8" X 10" glossy photographic color prints of the approved color and materials board and the colored architectural elevations. All labels on the color and materials board and Elevations shall be readable on the photographic prints. PL -23. The Conditions of Approval specified in this resolution, to the extent specific items, materials, equipment, techniques, finishes or similar matters are specified, shall be deemed satisfied by staffs prior approval of the use or utilization of an item, material, equipment, finish or technique that City staff determines to be the substantial equivalent of that required by the Conditions of Approval. Staff may elect to reject the request to substitute, in which case the real party in interest may appeal, after payment of the regular cost of an appeal, the decision to the Planning Commission for its decision. PL -24. Adequate trash and recycling areas shall be provided at the Recreation Center. PL -25. The developer shall contact the City's franchised solid waste hauler for disposal of . construction and demolition debris. Only the City's franchisee may haul demolition and construction debris. PL -26. The developer shall contact the Temecula Community Services District Maintenance Superintendent for a pre- design meeting to discuss design perimeters and obtain Temecula Community Services District Landscape Standards. The median landscape plans submitted for consideration for Temecula Community Services District maintenance shall be in conformance with the Temecula Community Services District Landscape Standards. PL -27. Construction of the landscaped median shall commence pursuant to a preconstruction meeting with the developer, Temecula Community Services District Maintenance Superintendent, Building and Safety Inspector and Public Works Inspector. Developer shall comply with City and Temecula Community Services District review and inspections processes. PL -28. The developer, the developer's successor or assignee, shall be responsible for the maintenance of the landscaped median until such time as those responsibilities are accepted by the Temecula Community Services District or other responsible party. PL -29. All costs associated with the relocation of any existing streetlights shall be paid for by the developer. PL -30. The applicant shall comply with the Public Art Ordinance. PL -31. All landscaping, recreational facilities including trails, landscaped parkways including those within the right of way; medians and street lights on private streets, fencing and • on site lighting shall be maintained by the property owneror maintenance association. PL -32. A copy of the Covenants, Conditions, and Restrictions (CC &Rs) shall be submitted and approved by the Planning Director. The CC &Rs shall include liability insurance and methods of maintaining open space, recreation areas, parking areas, private roads, exterior of all buildings and all landscaped and open areas including parkways. PL -33. The CC &Rs shall be in the form and content approved by the Planning Director, City Engineer and the City Attorney and shall include such provisions as are required by this approval and as said officials deem necessary to protect the interests of the City and its residents. PL -34. The CC &Rs shall be prepared at the developers sole cost and expense. PL -35. The CC &Rs and Articles of Incorporation of the Property Owners Association are subject to the approval of the Planning and Public Works Departments and the City Attorney. A recorded copy shall be provided to the City. PL -36. The CC &Rs shall provide for the effective establishment, operation, management, use, repair and maintenance of all common areas, drainage facilities, and pollution prevention devices outlined in the Project's Water Quality Management Plan. PL -37, The CC &Rs shall provide that the property shall be developed, operated and maintained so as not to create a public nuisance. PL -38. The CC &Rs shall provide that the association may not be terminated without prior City approval. PL -39. The CC &Rs shall provide that if the property is not maintained in the condition required by the CC &Rs, then the City, after making due demand and giving reasonable notice, may enter the property and perform, at the owner's sole expense, any maintenance required thereon by the CC &Rs or the City Ordinances. The property shall be subject to a lien in favor of the City to secure any such expense not promptly reimbursed. PL -40. Every owner of a suite or lot governed by CC &Rs shall own as an appurtenance to such suite or lot, either: (1) an undivided interest in the common areas and facilities, or (2) a share in the corporation, or voting membership in an association owning the common areas and facilities. PL-41. All open areas and landscaping governed by CC &R shall be permanently maintained by the association or other means acceptable to the City. Such proof of this maintenance shall be submitted to the Planning and Public Works Departments prior to the issuance of building permits. PL -42. Reciprocal access easements and maintenance agreements ensuring access to all parcels and joint maintenance of all roads, drives, parking areas, drainage facilities, and water quality features, shall be provided by the CC &Rs or by deeds and shall be recorded concurrent with the map or prior to the issuance of building permit where no map is involved. PL -43. An Article must be added to every set of CC &Rs to read as follows: Article CONSENT OF CITY OF TEMECULA -- 1. The Conditions of Approval of Tentative Tract Map Number 23992 requires the City to review and approve the CC &Rs for the Parcel. 2. Declarant acknowledges that the City has reviewed these CC &Rs an_d that its review is limited to a determination of whether the proposed CC &Rs properly implement the requirements of the Conditions of Approval for the Parcel. The City's consent to these CC &Rs does not contain or imply any approval of the appropriateness or legality of the other provisions of the CC &Rs, including, without limitation, the use restrictions, private easements and encroachments, private maintenance requirements, architecture and landscape controls, assessment procedures, assessment enforcement, resolution of disputes or procedural matters. _3. In the event of a conflict between the Conditions of Approval of the land use entitlements issued by the City for the Parcel or Federal, State, or local laws, ordinances, and regulations and these CC &Rs, the provisions of the Conditions of Approval and Federal, State or local laws, ordinances, and regulations shall prevail, notwithstanding the language of the CC &Rs. _4. These CC &Rs shall not be terminated, amended or otherwise modified without the express written consent of the Planning Director of the City of Temecula. PL -44. An Article must be added to every set of CC &Rs, following the Declarant's signature, to read as follows: CONSENT OF CITY OF TEMECULA The Conditions of Approval forTentative Tract Map No. 23992 require the City of Temecula to review and approve the CC &Rs for the Parcel. The City's review of these CC &Rs has been limited to a determination of whether the proposed CC &Rs properly implement the requirements of the Conditions of Approval forthe Parcel. The City's consentto these CC &Rs does not contain or imply any approval of the appropriateness or legality of the other provisions of the CC &Rs, including, without limitation, the use restrictions, private easements and encroachments, private maintenance requirements, architecture and landscape controls, assessments, enforcement of assessments, resolutions of disputes or procedural matters. Subject to the limitations set forth herein, the City consents to the CC &Rs. Patrick Richardson Planning Director Approved as to Form: Peter M. Thorson City Attorney PL -45. No lot or suite in the development shall be sold unless a corporation, association, property owners group or similar entity has been formed with the right to assess all properties individually owned or jointly owned which have any rights or interest in the use of the common areas and common facilities in the development, such assessment power to be sufficient to meet the expenses of such entity, and with authority to control, and the duty to maintain, all of said mutually available features of the development. Such entity shall operate under recorded CC &Rs, which shall include compulsory membership of all owners of lots and /or suites and flexibility of assessments to meet changing costs of maintenance, repairs, and services. Recorded CC &Rs shall permit enforcement by the City for provisions required as Conditions of Approval. The developer shall submit evidence of compliance with this requirement to, and receive approval of, the City prior to making any such sale. This condition shall not apply to land dedicated to the City for public purposes. PL -46. CC &Rs shall be finalized and recorded at the time of Building Occupancy. PL -47. Three copies of the final recorded CC &Rs shall be provided to the Planning Department. PL -48. Planning Department shall review and approve the CC &Rs. The CC &Rs shall address all trash collection issues including but not limited to the following: a. The trash hauler will invoice the HOA for trash service. b. The location of the individual property owners' trash bins placement for servicing will be designated including an exhibit. Include how the residents and visitors will be notified of various restrictions and bin placement. c. After all residential construction is completed the hauler will invoice the HOA for trash service for each unit regardless of occupancy. d. HOA will paint an address on each bin for identification. e. Address HOA enforcement of the trash collection issues. Prior to Issuance of Grading Permit(s) PL -49. Double detector check valves shall be installed internal to the project site at locations not visible from the public right -of -way, subject to review and approval by the Planning Director. PL -50. The following shall be included in the Notes Section of the Grading Plan: "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 Planning Director 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 Planning Director 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 Planning Director 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 Planning Director." PL -51. The developer is required to enter into a Cultural Resources Treatment Agreement with the Pechanga Tribe. This Agreement will address the treatment and disposition of cultural resources and human remains that may be impacted as a result of the development of the project, as well as provisions for tribal monitors. PL -52. If cultural resources are discovered during the project construction (inadvertent discoveries), all work in the area of the find shall cease, and a qualified archaeologist and representatives of the Pechanga Tribe shall be retained by the project sponsor to investigate the find, and make recommendations as to treatment and mitigation. PL -53. A qualified archaeological monitorwill be present and will have the authority to stop and redirect grading activities, in consultation with the Pechanga Tribe and their designated monitors, to evaluate the significance of any archaeological resources discovered on the property. PL -54. Tribal monitors from the Pechanga Tribe shall be allowed to monitor all grading, excavation and groundbreaking activities, including all archaeological surveys, testing, and studies, to be compensated by the developer. PL -55: The landowner agrees to relinquish ownership of all cultural resources, including all archaeological artifacts that are found on the project area, to the Pechanga Tribe for proper treatment and disposition. PL -56. All sacred sites are to be avoided and preserved. PL -57. A 30 -day preconstruction survey, in accordance with MSHCP guidelines and survey • protocol, shall be conducted prior to ground disturbance. The results of the 30 -day preconstruction survey shall be submitted to the Planning Department prior to scheduling the pre - grading meeting with Public Works. PL -58. The following shall be included in the Notes Section of the Grading Plan: "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 preconstruction 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 Department approval. If burrowing owls are found to be present or nesting on -site during the preconstruction 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." Prior to Issuance of Building Permit(s) PL -59. All garage parking spaces shall maintain a minimum clear space dimension of 10 feet x 20 feet. PL -60. Street trees on Tierra Vista shall match those for the approved adjacent Tierra Vista Condominiums (PA03- 0552). � PL-61. Street trees shall be provided at the ratio of one per 45' off street frontage. PL-62. All trees shall be pianted from a minimum 24" box (except on slopes where 15-gallon size may be used) per the City of Temecula City-Wide Design Guidelines for multi- family projects. PL-63. Vines shall be planted on fenceslwalls where adjacent shrubs are of insu�cient height to soften the fences. PL-64. Tot lot shall be constructed with a perimeter fence or landscape materials to create a buffer along the street. PL-65. Four copies of Construction Landscaping and Irrigation Plans shall be reviewed and approved by the Planning Department. These plans shall conform to the approved conceptual landscape plan, or as amended by these conditions. The location, number, height and spread, water usage or KC value, genus, species, and container size of the plants shall be shown. The plans shall be consistentwith the W ater Effcient Ordinance and Water Storage Contingency Plan per the Rancho California Water District. The plans shall be accompanied by the appropriate filing fee (per the City of Temecula Fee Schedule at time of submittal) and one copy of the approved Grading Plan. PL-66. The Landscaping and Irrigation Plans shall include a note on the plans stating that "The contractor shall provide lwo copies of an agronomic soils report at the first irrigation inspection." PL-67. The Landscaping and Irrigation Ptans shall include water usage calculations per • Chapter 17.32 of the Development Code (Water Efficient Ordinance), the total cost estimate of plantings and irrigation (in accordance with approved plan). Applicant shall use evapotranspiration (ETo) factor of 0.70 for calculating the maximum allowable water budget. PL-68. The Landscaping and Irrigation Plans shall include a note stating that "Two landscape site inspections are required. The first inspection will verify irrigation installation with open trenches. The second inspection will verify that all irrigation systems have head- to-head coverage, and to verify that all planting have been installed consistent with the approved construction landscape plans." The applicanUowner shall contact the Planning Department to schedule inspections. PL-69. A landscape maintenance program shall be submitted for approval, which details the proper maintenance of all proposed plant materials to assure proper growth and landscape development for the long-term esthetics of the property. The approved maintenance program shall be provided to the landscape maintenance contractorwho shall be responsible to carry out the detailed program. PL-70. Specification ofthe landscape maintenance program shali indicatethat"Afinal planting and irrigation inspection will verify proper landscape maintenance for release of one year landscape maintenance bond forall HOA landscaped areas" The applicant/owner shall contact the Planning Department to schedule inspections. PL-71. Automatic irrigation shall be installed for all landscaped areas and complete screening of all ground mounted equipment from view of the public from streets and adjacent property for private common areas; shrub planting to completelyscreen perimeterwalls � adjacent to a public right-of-way equal to 66 feet or larger; and, all landscaping excluding Temecula Community Services District (TCSD) maintained areas. � PL-72. If any phase or area of the project site is not scheduled for development within six months of the completion of grading, it shall be temporarily landscaped and irrigated for dust and soil erosion control. PL-73. Landscape Construction Plans shall include all hardscaping for trails within private common areas. PL-74. Landscape Construction Plans shall include detailed outdoor areas (including but not limited to shade structures/gazebos, decorative furniture, and hardscape to match the style of the building subject to the approval of the Planning Director. PL-75. All WQMP treatment devices, including design details, shall be shown on the construction landscape plans. If revisions are made to the W QMP design that result in any changes to the conceptual landscape plans after entitlement, the revisions will be shown on the construction landscape plans, subject to the approval of the Planning Director. PL-76. Roof-mounted mechanical equipment shall not be permitted within the subdivision; however, solar equipment or any other energy saving devices shall be permitted with Planning Director approval. PL-77. All utilities shall be screened from public view. �andscape construction drawings shall show and label all utilities and provide appropriate screening. Provide a three-foot clear zone around fire check detectors as required by the Fire Department before staRing the screen. Group utilities together in orderto reduce intrusion. Screening of utilities is not • to look like an after-thought. Plan planting beds and design around utilities. Locate all light poles on plans and insure that there are no conflicts with trees. PL-78. The developer shall provide the Planning Department verification of arrangements made with the City's franchise solid waste hauler for disposal of construction and demolition debris. PL-79. Prior to the first building permit or installation of additional streetlights on Ynez Road, Rancho Highlands Road and/or Tierra Vista Road, whichever occurs first, the developer shall complete the Temecula Community Services District application, submit an approved Edison Streetlight Plan, and pay the advanced energy fees to the TCSD for the dedication of street lights into the appropriate TCSD maintenance program. The streetlights on the private streets shall be the responsibility of the HOA. PL-80. The developer shall satisfy the City's park land dedication (Quimby) requirement through the payment of in-lieu fees equivalent to 1.95 acres of park land, based upon the City's then current land evaluation. Said requirement includes a 25% credit for private recreational opportunities provided and shall be pro-rated at a per dwelling unit cost prior to the issuance of each residential building permit. PL-81. The landscape construction drawings for the landscaped median shall be reviewed and approved by the Director of Community Services. PL-82. The developer shall post security and enter into an agreement to install the landscaped median. . Prior to Release of Power, Building Occupancy or Any Use Allowed by This Permit PL -83. An applicant shall submit a letter of substantial conformance, subjectto field verification by the Planning Director or his /her designee. Said letter of substantial conformance shall be prepared by the project designer and shall indicate that all plant materials and irrigation system components have been installed in accordance with the approved final landscape and irrigation plans. If a certificate of use and occupancy is not required for the project, such letter of substantial conformance shall be submitted prior to scheduling for the final inspection. PL -84. All required landscape planting and irrigation shall have been installed consistent with the approved construction plans and shall be in a condition acceptable to the Planning Director. The plants shall be healthy and free of weeds, disease, or pests. The irrigation system shall be properly constructed and in good working order. PL -85. Landscaping and trails adjacent to buildings shall be completed for inspection. PL -86. HOA landscaping shall be completed for inspection for those lots adjacent to HOA landscaped area. PL -87. Performance securities, in amounts to be determined by the Planning Director, to guarantee the maintenance of the plantings in accordance with the approved construction landscape and irrigation plan shall be filed with the Planning Department for a period of one year from final Certificate of Occupancy. After that year, if the landscaping and irrigation system have been maintained in a condition satisfactory to the Planning Director, the bond shall be released upon request by the applicant. . PL -88. Each parking space reserved for the handicapped shall be identified by a permanently affixed reflectorized sign constructed of porcelain on steel, beaded text or equal, displaying the International Symbol of Accessibility. The sign shall not be smaller than 70 square inches in area and shall be centered at the interior end of the parking space at a minimum height of 80 inches from the bottom of the sign to the parking space finished grade, or centered at a minimum height of 36 inches from the parking space finished grade, ground, or sidewalk. A sign shall also be posted in a conspicuous place, at each entrance to the off - street parking facility, not less than 17 inches by 22 inches, clearly and conspicuously stating the following: "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 vehicles may be reclaimed by telephoning (951) 696 - 3000." PL -89. In addition to the above requirements, the surface of each parking place shall have a surface identification sign duplicating the Symbol of Accessibility in blue paint of at least three square feet in size. PL -90. It shall be the developer's responsibility to provide written disclosure of the existence of the TCSD and its service level rates and charges to all prospective purchasers. PL -91. The developer or his assignee shall submit, in a format as directed by TCSD staff, the most current list of Assessor's Parcel Numbers assigned to the final project. i PL -92. All site improvements shall be installed. PL -93. All of the foregoing conditions shall be complied with prior to occupancy or any use allowed by this permit. OUTSIDE AGENCIES PL -94. The applicant shall comply with the recommendations set forth in the Rancho California Water District's transmittal dated December 6, 2010, a copy of which is attached. BUILDING AND SAFETY DEPARTMENT General Conditions /Information B -1. Obtain street addressing for all proposed buildings. B -2. All design components shall comply with applicable provisions of the 2010 edition of the California Building, Plumbing and Mechanical Codes; 2010 California Electrical Code; California Administrative Code, Title 24 Energy Code, California Title 24 Disabled Access Regulations, and the Temecula Municipal Code. B -3. Provide details of all applicable disabled access provisions and building setbacks on plans. B -4. Provide disabled access from the public way to the main entrance of the building. B -5. Show path of accessibility from parking to furthest point of improvement. B -6. Submit at time of plan review, a complete exterior site lighting plan showing compliance with Ordinance Number 655 for the regulation of light pollution. All streetlights and other outdoor lighting shall be shown on electrical plans submitted to the Department of Building and Safety. Any outside lighting shall be hooded and aimed not to shine directly upon adjoining property or public rights -of -way. B -7. A receipt or clearance letterfrom the Temecula Valley School District shall be submitted to the Building and Safety Departmentto ensure the payment or exemption from School Mitigation Fees. B -8. Obtain all building plans and permit approvals prior to commencement of any construction work. B -9. Commercial and industrial project trash enclosures, patio covers, light standards, and any block walls will require separate approvals and permits. B -10. Signage shall be posted conspicuously at the entrance to the project that indicates the hours of construction, as allowed by the City of Temecula Municipal Ordinance 9.20.060, for any site within one - quarter mile of an occupied residence. The permitted hours of construction are Monday through Friday from 7:00 a.m. to 6:30 p.m., and Saturday from 7:00 a.m. to 6:30 p.m. No work is permitted on Sundays and nationally recognized Government Holidays. B -11. The City of Temecula adopted an ordinance on March 31, 2003 to collect fees for a Riverside County area wide Transportation Uniform Mitigation Fee (TUMF). This project is subject to payment of these fees at the time of building permit issuance. The fees are subject to the provisions of Ordinance 03 -01 and the fee schedule in effect at the time of building permit issuance. B -12. Provide an approved automatic fire sprinkler system. B -13. Commercial and multi - family residential projects shall provide a house electrical meter to provide powerfor the operation of exterior lighting, irrigation pedestals and fire alarm systems for each building on the site. Developments with single user buildings shall clearly show on the plans how the operation of exterior lighting and fire alarm systems when a house meter is not specifically proposed. At Plan Review Submittal B -14. Provide electrical plan including load calculations and panel schedule, plumbing schematic and mechanical plan applicable to scope of work for plan review. B -15. Provide a Sound Transmission Control Study in accordance with the provisions of the Section 1207, of the 2010 edition of the California Building Code. B -16. Provide number and type of restroom fixtures, to be in accordance with the provisions of the 2010 edition of the California Plumbing Code. B -17. Provide precise grading plan to verify accessibility for persons with disabilities. B -18. Provide truss calculations that have been stamped by the engineer of record of the building and the truss manufacturer engineer. Prior to Issuance of Building Permit(s) . B -19. Provide appropriate stamp of a registered professional with original signature on plans. Prior to Beginning of Construction B -20. A pre- construction meeting is required with the building inspector priorto the start of the building construction. FIRE PREVENTION General Requirements F -1. Final fire and life safety conditions will be addressed when building plans are reviewed by the Fire Prevention Bureau. These conditions will be based on occupancy, use, the California Building Code (CBC), California Fire Code (CFC), and related codes which are in force at the time of building plan submittal. F -2. The Fire Prevention Bureau is required to set a minimum fire flow for the remodel or construction of all multi - family buildings per CFC Appendix B. The developer shall provide for this project, a water system capable of delivering 4,000 GPM at 20 -PSI residual operating pressure for a 4 -hour duration. The fire flow as given above has taken into account all information as provided (CFC Appendix B and Temecula City Ordinance 15.16.020). F -3. The Fire Prevention Bureau is required to set minimum fire hydrant distances per CFC Appendix C. A combination of on -site and offsite 6" x 4" x 2 -2' /z" outlets on a looped system shall be located on fire access roads and adjacent to public streets. Hydrants shall be spaced at 350 feet apart, at each intersection and shall be located no more than 210 feet from any point on the street or Fire Department access road(s) frontage to a hydrant. The required fire flow shall be available from any adjacent hydrants in the system. The upgrade of existing fire hydrants may be required (CFC Appendix C and Temecula City Ordinance 15.16.020). F -4. If construction is phased, each phase shall provide approved access and fire protection prior to any building construction (CFC Chapter 5) Prior to Issuance of Grading Permit(s) F -5. Maximum cul -de -sac- length shall not exceed 1320 feet. Minimum turning radius on any cul -de -sac shall be 45 feet (CFC Chapter 5, 503.2.4.and 503.2.5.along with Temecula City Ordinance 15.16.020). F -6. Fire apparatus access roads shall be designed and maintained to support the imposed loads of fire apparatus and shall be with a surface to provide all- weather driving capabilities. Access roads shall be 80,000 lbs. GVW with a minimum of AC thickness of .25 feet. In accordance with Section 1410.1, prior to building construction, all locations where structures are to be built shall have fire apparatus access roads (CFC Chapter 5, Section 503.2.3 and City Ordinance 15.16.020). F -7. Fire Department vehicle access roads shall have an unobstructed width of not less than 24 feet and an unobstructed vertical clearance of not less than 13 feet 6 inches (CFC Chapter 5, Section 503.2.1 and City Ordinance 15.16.020). F -8. The gradient for fire apparatus access roads shall not exceed 15 percent (CFC Chapter • 5, Section 503.2.7. and City Ordinance 15.16.020). F -9. This development shall maintain two points of access, via all- weather surface roads, as approved by the Fire Prevention Bureau (CFC Chapter 5, Section 503.1.2). F -10. Dead end roadways and streets in excess of 150 feet which have not been completed shall have a turnaround capable of accommodating fire apparatus (CFC Chapter 5, Section 503.2.5 and City Ordinance 15.16.020). Prior to Issuance of Building Permit(s) F -11. The developer shall furnish three copies of the water system plans to the Fire Prevention Bureau for approval prior to installation for all private water systems pertaining to the fire service loop. Plans shall be signed by a registered civil engineer, contain a Fire Prevention Bureau approval signature block, and conform to hydrant type, location, spacing and minimum fire flow standards. Hydraulic calculations will be required with the underground submittal to ensure fire flow requirements are being met for the on -site hydrants. The plans must be submitted and approved prior to building permit being issued. Plans will need to be resubmitted, permitfees paid and plans need to show the installation of the fire sprinkler riser on the plans (CFC Chapter 14, Section 1412 and Chapter 5, Section 501.3 and NFPA 24). F -12. These buildings are required to have fire sprinkler protection. Fire sprinkler plans shall be submitted to the Fire Prevention Bureau for approval. Three sets of sprinkler plans must be submitted by the installing contractor to the Fire Prevention Bureau. These plans must be submitted prior to the issuance of building permit (California Residential Code, Temecula City Ordinance Section 15.16.020 and NFPA 13R). • F -13. These buildings are required to have a fire alarm system. Fire alarm plans shall be submitted to the Fire Prevention Bureau for approval. Three sets of alarm plans must be submitted by the installing contractor to the Fire Prevention Bureau. The fire alarm system is required to have a dedicated circuit from the house panel. These plans must be submitted prior to the issuance of building permit (CFC and NFPA 72). Prior to Issuance of Certificate of Occupancy F -14. Hydrant locations shall be identified by the installation of reflective markers (blue dots) per City Ordinance 15.16.020 F -15. New buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Multi- family residential buildings shall have a minimum of 12 -inch numbers with unit numbers being a minimum of six inches in size (CFC Chapter 5, Section 505.1 and City Ordinance 15.16.020). F -16. A directory display monument sign shall be required for apartment, condominium, townhouse or mobile home parks. Each complex shall have an illuminated diagrammatic layout of the complex which indicates the name of the complex, all streets, building identification, unit numbers, and fire hydrant locations within the complex. Location of the sign and design specifications shall be submitted to and be approved by the Fire Prevention Bureau prior to installation. . F -17. A "Knox -Box" shall be provided. The Knox -Box shall be installed a minimum of six feet in height and be located to the right side of the fire riser sprinkler room (CFC Chapter 5, Section 506). F -18. All manual and electronic gates on required Fire Department access roads or gates obstructing Fire Department building access shall be provided with the Knox Rapid entry system for emergency access by fire fighting personnel (CFC Chapter 5, Section 506). F -19. The applicant shall prepare and submit to the Fire Department for approval, a site plan designating fire lanes with appropriate lane painting and /or signs (CFC Chapter 5, Section 503.3). F -20. A simple plot plan and a simple floor plan, each as an electronic file of the DWG format, must be submitted to the Fire Prevention Bureau. Contact Fire Prevention for approval of alternative file formats which may be acceptable. POLICE DEPARTMENT General Requirements PD -1. Applicant shall ensure all landscaping surrounding all buildings are kept at a height of no more than three feet or below the ground floor window sills. Plants, hedges and shrubbery shall be defensible plants to deterwould -be intruders from breaking into the buildings utilizing lower level windows. PD -2. Applicant shall ensure all trees surrounding all building rooftops be kept at distance to . deter roof accessibility by "would -be burglars." Since trees also act as a natural ladder, the branches must be pruned to have a six -foot clearance from the buildings. . PD-3. Berms shall not exceed three feet in height. PD-4. All parking lot lighting shall be energy saving and minimized after hours of darkness and in compliance with Title 24, Part 6, of the California Code of Regulations. PD-5. All exterior lighting shall be in compliance with Riverside County Mount Palomar Lighting Ordinance 655, low pressure sodium lighting preferred. PD-6. All exterior doors shall have a vandal resistant light fixture instailed above the door. The doors shall be illuminated with a minimum one-foot candle illumination at ground level, evenly dispersed. PD-7. All lighting affixed to the exterior of buildings shall be wall mount light fixtures to provide sufficient lighting during hours of darkness. PD-8. Applicant must comply with the standards of title 24 part 6 of the California code of regulations, refer to publication CEC-400-2008-016-CMF-REV-I. PD-9. Any graffiti painted or marked upon the buildings must be removed or painted over within 24 hours of being discovered. Report all such crimes to the Temecula Poiice 24- hour dispatch Center at (951) 696-HE�P. PD-10. Any roof hatches shall be painted "International Orange." PD-11. Any public telephones located on the exterior of the buildings shall be placed in a well- lit, highly visible area, and installed with a"call-out only" feature to deter loitering. This • feature is not required for public telephones installed within the interior of the buildings. PD-12. All disabled parking stalls on the premises shall be marked in accordance with Section 22511.8 of the Califomia Vehicle Code. PD-13. Crime prevention through environmental design as developed by the National Crime Prevention Institute (NCPI) supports the concept that "the proper design and effective use of the built environment can lead to a reduction in the fear and incidence of crime and an improvement in ihe quality of life." The nine primary strategies that support this concept are included below: a. Provide clear border definition of controlled space. Examples of border definition may include fences, shrubbery or signs in exterior areas. Within a building, the arrangement of furniture and color definition can serve as a means of identifying controlled space. b. Provide clearly marked transitional zones. Persons need to be able to identify when they are moving from public to semi-public to private space. c. Gathering or congregating areas to be located or designated in locations where there is good surveillance and access control. d. Place safe activities in unsafe locations. Safe activities attract normal users to a location and subsequently render the location less attractive to abnormal users due to observation and possible intervention. e. Place unsafe activities in safe locations. Placing unsafe activities in areas of natural surveillance or controlled access will help overcome risk and make the users of the . areas feel safer. • f. Redesign the use of space to provide natural barriers. Separate activities that may conflict with each other (outdoor basketball court and children's play area, for example) by distance, natural terrain or other functions to avoid such conflict. g. Improve scheduling of space. The timing in the use of space can reduce the risk for normal users and cause abnormal users to be of greater risk of surveillance and intervention. h. Redesign space to increase the perception of natural surveillance. Abnormal users need to be award of the risk of detection and possible intervention. Windows and clear lines -of -sight serve to provide such a perception of surveillance. i, Overcome distance and isolation. This strategy may be accomplished through improved communications (portable two -way radios, for example) and design efficiencies, such as the location of restrooms in a public building. PD -14. Businesses desiring a business security survey of their location can contact the Crime Prevention and Plans Unit of the Temecula Police Department. PD -15. Any questions regarding these conditions should be directed to the Temecula Police Department Crime Prevention and Plans Unit at (951) 695 -2773. PUBLIC WORKS DEPARTMENT General Requirements PW -1. Unless otherwise noted, all conditions shall be completed bythe developeratno costto • any Government Agency. It is understood that the developer correctly shows on the site plan all existing and proposed property lines, easements, traveled ways, improvement constraints and drainage courses, and their omission may require the project to be resubmitted for further review and revision. PW -2. A Grading Permit for precise grading, including all on -site flat work and improvements, shall be obtained from the Department of Public Works prior to commencement of any construction outside of the City- maintained street right -of -way. PW -3. An Encroachment Permit shall be obtained from the Department of Public Works prior to commencement of any construction within an existing or proposed City right -of -way. PW -4. An Encroachment Permit shall be obtained from the California Department of Transportation prior to commencement of any construction within an existing or proposed State right -of -way. PW -5. All grading and improvement plans shall be coordinated for consistency with adjacent projects and existing improvements contiguous to the site and shall be submitted on standard 24" x 36" City of Temecula mylars. PW -6. An Erosion and Sediment Control (ESC) Plan shall be prepared by a registered civil engineer and submitted for review and approval showing construction -phase pollution prevention controls that will prevent non - permitted runoff from discharging within the project site, or off site, or entering any natural or constructed storm water conveyance system during all field activities. If the project requires coverage under the State's NPDES Construction General Permit, the pollution prevention controls shown in the Storm Water Pollution Prevention Plan (SWPPP) shall also be reflected on the ESC plan. PW -7. A Water Quality Management Plan (WQMP) must be conceptually accepted by the City prior to the initial grading plan check. The WQMP will be prepared by a registered civil engineer and include, in order of priority, Low Impact Development (LID) measures, source controls, and structural treatment devices, to prevent negative impacts to receiving waters by pollutants and hydrologic modifications resulting from the project. All of the water quality features shown on the WQMP site plan shall also be reflected on the grading and improvement plans. PW -8. All onsite drainage and water quality facilities shall be privately maintained. Prior to Issuance of Grading Permit(s) PW -9. The Water Quality Management Plan (WQMP) must receive final acceptance by the City prior to issuance of any grading permit. PW -10. A grading plan shall be prepared by a registered civil engineer in accordance with City of Temecula standards, and shall be reviewed and approved by the Department of Public Works prior to the commencement of grading. The grading plan shall include all necessary erosion control measures needed to adequately protect the site (public and private) and adjoining properties from damage due to erosion. PW -11. The developer shall post security and enter into an agreement guaranteeing the grading and erosion control improvements in conformance with applicable City Standards and subject to approval by the Department of Public Works in accordance with Grading Ordinance Section 18.24.120. • PW -12. A Soils Report shall be prepared by a registered soil or civil engineer and submitted to the Department of Public Works with the initial grading plan check. The report shall address all soil conditions of the site, and provide recommendations forthe construction of engineered structures and pavement sections. PW -13. A Geological Report shall be prepared by a qualified engineer or geologist and submitted to the Department of Public Works with the initial grading plan check. The report shall address special study zones and the geological conditions of the site, and shall provide recommendations to mitigate the impact of ground shaking and liquefaction. PW -14. The developer shall have a Drainage Study prepared by a registered civil engineer in accordance with City Standards identifying storm water runoff expected from this site and upstream of this site. The study shall identify all existing or proposed public or private drainage facilities intended to discharge this runoff. The study shall also analyze and identify impacts to downstream properties and provide specific recommendations to protect the properties and mitigate any impacts. Any upgrading or upsizing of downstream facilities, including acquisition of drainage or access easements necessary to make required improvements, shall be provided by the developer. PW -15. Construction -phase pollution prevention controls shall be consistent with the City's Grading, Erosion and Sediment Control Ordinance, associated technical manual, the City's standard notes for Erosion and Sediment Control, and CASQA's BMP Handbook for Construction Activities. 0 PW -16. The project shall demonstrate coverage under the State Water Resources Control Board (SW RCB) NPDES Construction General Permit by providing a copy of the Waste Discharge Identification Number(WDID) and Risk Level Determination. AStormwater Pollution Prevention Plan (SWPPP) shall be available at the site throughout the duration of construction activities. PW -17. The stormwater drainage system from each phase shall tie into the nearest water quality feature prior to discharging any runoff into the City's drainage system. PW -18. As deemed necessary by the Department of Public Works, the developer shall receive written clearance from Riverside County Flood Control and Water Conservation District, Planning Department, or other affected agencies. PW -19. The developer shall comply with all constraints which may be shown upon an Environmental Constraint Sheet (ECS) recorded with any underlying maps related to the subject property. PW -20, Permanent landscape and irrigation plans shall be submitted to the Planning Department and the Department of Public Works for review and approval. PW -21. The applicant shall comply with the provisions of Chapter 8.24 of the Temecula Municipal Code (Habitat Conservation) by paying the appropriate fee set forth in that ordinance or by providing documented evidence that the fees have already been paid. PW -22. The developer shall obtain letters of approval for any off site work performed on adjoining properties. The letters shall be in format as directed by the Department of • Public Works. Prior to Issuance of Building Permit(s) PW -23. Prior to issuance of the first production building permit: a. A line of sight easement shall be approved and recorded forthe Rancho Highland Drive at Calle Carilla intersection. b. A right -of -way dedication for an additional five (5) feet of right -of -way along Ynez Road from the southerly property boundary to Tierra Vista Road shall be review and recorded. PW -24. Priorto the issuance of the 20'' production building permit or six months after issuance of the first production building permit, whichever occurs first, the following shall be constructed and completed: a. Installation of half- street improvements on Ynez Road from the southerly property boundary to Tierra Vista Road, including transitions. PW -25. Prior to the issuance of the 28`" production building permit, the following shall be constructed and completed: a. Installation of a raised landscaped median on Ynez Road from the southerly property boundary to Rancho California Road, b. Installation of street improvements on Rancho Highland Drive from the northerly property boundary to Tierra Vista Road, C. Installation of street improvements on Tierra Vista Road from Calle Reva to Ynez Road, including the removal of the existing median on Tierra Vista Road, d. Signing and striping improvements on Ynez Road, Tierra Vista Road, and Rancho Highland Drive, and e. Installation of traffic signal improvements (vehicle detectors) at the intersection of Ynez Road and Tierra Vista Road and the intersection of Ynez Road and Rancho California Road. PW -26. Improvement plans shall conform to applicable City of Temecula Standards subject to approval by the Department of Public Works. The following design criteria shall be observed: a. Flowline grades shall be 0.5% minimum over P.C.C. and 1.00% minimum over A.C. paving. b. Driveways shall conform to the applicable City of Temecula Standard Number 207A. c. Streetlights shall be installed along the public streets adjoining the site in accordance with City of Temecula Standard Number 500. d. Concrete sidewalks and ramps shall be constructed along public street frontages in accordance with City of Temecula Standard Number 400. e. Improvement plans shall extend 300 feet beyond the project boundaries. f. All street and driveway center line intersections shall be at 90 degrees. g. Public street improvement plans shall include plans and profiles showing existing topography, utilities, proposed centerline, top of curb and flowline grades. h. Landscaping shall be limited in the corner cut -off area of all intersections and adjacent to driveways to provide for minimum sight distance and visibility. PW -27. The developer shall design and construct all public improvements outlined in these conditions to City of Temecula General Plan standards unless otherwise noted. Plans shall be reviewed and approved by the Department of Public Works. a. Improve Ynez Road (City of Temecula Standard No. 101 modified) to include installation of half -width street improvements, paving, curb and gutter, sidewalk, modified parkway, one streetlight, drainage facilities, signing and striping, utilities (including but not limited to waterand sewer), and raised landscaped median as shown on the approved Development Plan. i. In compliance to the Circulation Element of the General Plan, Ynez Road is classified as a Principal Arterial (6 lanes divided) therefore, dedicate an additional 5 feet of right -of -way adjacent to the property boundary along Ynez Road. ii. Install a raised landscaped median from the southerly property boundary to Rancho California Road. 1. Portions of the constructed median improvements on Ynez Road between Tierra Vista Road and Rancho California Road may be eligible for reimbursement. Reimbursement requires an executed agreement and an audit of expenses by the City of Temecula. 2. The Developer shall install or provide a cash deposit for half -width raised landscape median improvements on Ynez Road from Tierra Vista Road to Rancho Highland Drive. Plans shall be reviewed and approved by the Department of Public Works. � b. Improve Rancho Highland Drive (Collector Road Standards - 66' R/W — City of Temecula Standard No. 103A) to include dedication of full-width street right-of- way, installation of full-width street improvements, paving, curb and gutter, sidewalk, street lights, drainage facilities, signing and striping, utilities (including but not limited to water and sewer). c. Improve Tierra Vista Road (Collector Road Standards - 66' R/W — City of Temecula Standard No. 103A) to include dedication of full-width street right-of- way, installation of fuil-width street improvements, paving, curb and gutter, sidewalk, street lights, drainage facilities, signing and striping, utilities (including but not limited to water and sewer) and removal of the existing median. i. Tierra Vista Road at Rancho Highland Drive 1. Install a stop control on the eastbound approach 2. Construct the intersection with the following geometrics: one shared northbound left-through lane, one shared southbound through-right turn lane, and one shared eastbound left-right turn lane. d. All street improvement designs shall provide adequate right-of-way and pavement transitions per Caltrans' standards for transition to existing street sections. PW-28. The developer shall construct all public improvements in conformance with applicable City Standards and subject to approval by the Department of Public Works including street improvements, which may include, but not limited to, pavement, curb and gutter, median, sidewalk, drive approaches; streetlights, signing, striping, sewer and domestic . water systems; undergrounding of proposed utility distribution lines; and storm drain facilities. PW-29. Private roads shall be designed to meet City public road standards. Unless otherwise approved, the following minimum criteria shall be observed in the design of private streets: a. Improve Calle Carilla (Private Street- 30' R/E) to include installation of full-width street improvements, including utilities, as shown on the approved Development Plan. b. Improve Calle Carilla (North) (Private Street - 30' R/E) to include installation of full-width street improvements, including utilities, as shown on the approved Development Plan. i. Calle Carilla (North) at Rancho Highland Drive 1. Install a stop control on the northbound and southbound approaches 2. Construct the intersection with the following geometrics: one shared northbound left-through-right turn lane, one shared southbound left- through-right turn lane, one shared eastbound left-through-right turn lane, and one shared westbound left through-right turn lane. c. Improve Calle Celeste (Private Street-30' R/E) to include installation offull-width street improvements, including utilities, as shown on the approved Development Plan. . � i. Calle Celeste at Tierra Vista Road 1. Install a stop control on the westbound approach Construct the intersection with the following geometrics: one shared northbound through right turn lane, one shared southbound left- through lane, and one shared westbound left right turn lane. d. Improve Avenida Abril (Private Street-24' R/E) to include installation offull-width street improvements, including utilities, as shown on the approved Development Plan. e. Improve Avenida Amistad (Private Street-24' R/E) to include installation of full- width street improvements, including utilities, as shown on the approved Development Plan. f. Improve Avenida Avila (Private Street-24' R!E)to include installation offull-width street improvements, including utilities, as shown on the approved Development Plan. g. Improve Avenida Cielo (Private Street-24' R/E) to include installation offull-width street improvements, including utilities, as shown on the approved Development Plan. h. Improve Calle Bonita (Private Street-24' R/E) to include installation of full-width street improvements, including utilities i. Calle Bonita at Rancho Highland Drive 1. Install a stop control on the northbound approach . 2. Construct the intersection with the following geometrics: one shared northbound left-right turn lane, one shared eastbound through-right turn lane, and one shared westbound left-through lane. i. Improve Calle Carilla (South) (Private Street — 24' R/E) to include installation of full-width street improvements, including utilities, as shown on the approved Development Plan. j. Improve Calle Casera (Private Street— 24' R!E) to include installation of full-width street improvements, including utilities, as shown on the approved Development Plan. k. Improve Calle Cristal (Private Street— 24' R/E) to include installation offull-width street improvements, including utilities, as shown on the approved Development Plan. I. Improve Calle Estrella (Private Street-24' R/E) to include installation offull-width street improvements, including utilities, as shown on the approved Development Plan. m. Improve Calle Lumina (Private Street-24' R/E) to include installation offull-width street improvements, including utilities, as shown on the approved Development Plan. n. Improve Corte Melosa (Private Street-24' R/E) to include installation offull-width street improvements, including utilities, as shown on the approved Development Plan. o. Improve Calle Verano (Private Street-24' R/E) to include installation offull-width � street improvements, including utilities, as shown on the approved Development Plan. � PW-30. A construction area Traffic Control Plan shall be designed by a registered civil or traffic engineer and reviewed by the Department of Public Works for any lane closure, street closure and detour or other disruption to traffic circulation as required by the Department of Public Works. PW-31. The building pad shall be certified to have been substantiallyconstructed in accordance with the approved Precise Grading Plan by a registered civil engineer, and the soil engineer shall issue a Final Soil Report addressing compaction and site conditions. PW-32. The developer shall pay to the City the Public Facilities Development Impact Fee as required by, and in accordance with, Chapter 15.06 of the Temecula Municipal Code and all Resolutions implementing Chapter 15.06. PW-33, The developer shall pay to the City the Western Riverside County Transportation Uniform Mitigation Fee (TUMF) Program as required by, and in accordance with, Chapter 15.08 of the Temecula Municipal Code and all Resolutions implementing Chapter 15.08. PW-34. As recommended in the Rancho Highlands Maravilla Traffic Impact Analysis dated August 9, 2011, the Developer shall provide a fair share contribution in the amount of $2,019 for the construction of an additional southbound left turn lane at the I-15 southbound ramp on Rancho California Road to mitigate the projecYs direct impact. Prior to Issuance of Certificate of Occupancy • PW-35. The project shall submit a completed WoMP Operation and Maintenance (O&M) Agreement for future property owners and Home/Property Owner Associations (HOAlPOA). The O&M Agreement must include the original owners notarized signature, proof of recordation with the County Recorders Office, and all maintenance procedures for each of the LID measures and structural treatment devices outlined in the WQMP. PW-36. The project shall demonstrate that all of the LID measures and structural treatment devices outlined in the WQMP have been installed in conformancewith approved plans and are ready for immediate implementation PW-37. Corner property line cut off shall be required per Riverside County Standard No. 805. PW-38. As deemed necessary by the Department of Public Works the developer shall receive written clearance from Rancho California Water District, Eastern Municipal Water District, or other affected agencies. PW-39. All public improvements shall be constructed and completed per the approved plans and City standards to the satisfaction of the Department of Public Works. PW-40. The existing improvements shall be reviewed. Any appurtenance damaged or broken shall be repaired or removed and replaced to the satisfaction of the Department of Public Works. PW-41. Ail necessary certifications and clearances from engineers, utility companies and public agencies shall be submitted as required by the Department of Public Works. � 11 i December 6, 2010 Where private (on -site) facilities are required for water service, fire protection, irrigation, or other purposes, RCWD requires recordation of a Reciprocal Easement and Maintenance Agreement for such on -site private facilities, where private on -site water facilities may cross (or may be shared amongst) multiple lots /project mots, and/or where such 'common' facilities may be owned and maintained by a Property Owners Association (proposed now or in the future)_ 0 Water availability is contingent upon the property owner(s) signing an Agency Agreement that assigns water management rights, if any, to RCWD. In addition, water availability is contingent upon the timing of the subject project /properly development relative to water supply shortage contingency measures (pursuant to RCWD's Water Shortage Contingency Plan or other applicable ordinances). SUBJECT: WATER AVAILABILITY — LOTS NO. 1, 2, AND 3 OF Wft Cheryl Kitzerow, Project Planner City of Temecula Post Office Box 9033 Temecula, CA 92589 -9033 Dear Cheryl: Where private (on -site) facilities are required for water service, fire protection, irrigation, or other purposes, RCWD requires recordation of a Reciprocal Easement and Maintenance Agreement for such on -site private facilities, where private on -site water facilities may cross (or may be shared amongst) multiple lots /project mots, and/or where such 'common' facilities may be owned and maintained by a Property Owners Association (proposed now or in the future)_ 0 Water availability is contingent upon the property owner(s) signing an Agency Agreement that assigns water management rights, if any, to RCWD. In addition, water availability is contingent upon the timing of the subject project /properly development relative to water supply shortage contingency measures (pursuant to RCWD's Water Shortage Contingency Plan or other applicable ordinances). SUBJECT: WATER AVAILABILITY — LOTS NO. 1, 2, AND 3 OF TRACT MAP NO. 23992; APNS 944- 330 -001, 944 - 330 -003, AND 944 - 330 -017 RANCHO HIGHLANDS MARAVILLA (PAltl -0326) [WOODSIDE HOMES OF SO CAL LLCM Dear Cheryl: 3r,U� iG, Elongto ud Please be advised that the above- referenced property is located within the service boundaries of Rancho California Water District (RCWD). The subject property fronts an existing 48 -inch diameter CML &C water pipeline and a 16 -inch CML &C water pipeline (1305 Pressure Zone) within Ynez Road. The property also fronts a 12 -inch PVC and ACP water pipeline (1305 Pressure Zone) within Rancho Highland Drive, a 12 -inch -PVC water pipeline (1305 Pressure Zone) within Terra Vista Road, and an existing 20 -inch CML &C recycled water pipeline (1381 Pressure Zone) at the intersection of Diaz Road and Rancho California Road. Water service to Lot 3 of Tract Map No. 23992 exists under Account No. 0104004322. Additions or modifications to water /sewer service arrangements are subject to the Rules and Regulations (governing) Water System Facilities and Service, as well as the completion of financial arrangements between RCWD and the property owner. Where private (on -site) facilities are required for water service, fire protection, irrigation, or other purposes, RCWD requires recordation of a Reciprocal Easement and Maintenance Agreement for such on -site private facilities, where private on -site water facilities may cross (or may be shared amongst) multiple lots /project mots, and/or where such 'common' facilities may be owned and maintained by a Property Owners Association (proposed now or in the future)_ 0 Water availability is contingent upon the property owner(s) signing an Agency Agreement that assigns water management rights, if any, to RCWD. In addition, water availability is contingent upon the timing of the subject project /properly development relative to water supply shortage contingency measures (pursuant to RCWD's Water Shortage Contingency Plan or other applicable ordinances). Cheryl Kitzerow /City of Temecula December 6, 2010 Page Two In accordance with Resolution 2007 -10 -5, the project/property may be required to use recycled water for all landscape irrigation. Recycled water service, therefore, would be available upon construction of any required on -site and/or off -site recycled water facilities and the completion of financial arrangements between RCWD and the property owner. Requirements for the use of recycled water are available from RCWD. As soon as feasible, the project proponent should contact RCWD for a determination of existing water system capability, based upon project - specific demands and/or fire flow requirements, as well as a determination of proposed water facilities configuration. If new facilities are required for service, fire protection, or other purposes, the project proponent should contact RCWD for an assessment of project- specific fees and requirements. Please note that separate water meters will he required for all landscape irrigation. Sewer service to the subject property, if available, would be provided by Eastern Municipal Water District. If you should have any questions or need additional information, please contact an Engineering Services Representative at this office at (951 ) 296 -6900. Sincerely, RANCHO CALIFORNIA WATER DISTRICT Peter Muserelli Engineering Project Coordinator cc: Corey Wallace, Engineering Manager Warren Back, Engineering Planning Manager Ken Cope, Construction Contracts Manager Laurie Williams, Engineering Services Manager I U \PNl:hab025T450\PEG _. .___ —_ -- — y. 2�ra,.un nifio.vls Wnx ?e Plsradct Water Quality Management Plan (WQMP) Bel Vista � Appendix B • Vicinity Map . WQMP Site Plan • and Receiving Waters Map • • 1, OP O P TEMECULA DUCK POND P �FO e � G O O G�yP205 � o PROJECT SITE m Q N r7 15 N H 9 � Co D_ Q } PFC, 9 ° v Z e v p5P00 rn N p N RRA hSjA D O / co Of Of 0 O D_ VICINITY MAP Of / NOT TO SCALE z 0 Q / rn rn N N O u7 PLANNING ■ DESIGN ■ CONSTRUCTION TRACT 23992 - BELV13TA / Q MF p�� - R.iN11G �� Q 40810 COUNTY CENTER DRIVE, SUfTE 100 0 ■ TEMECULA, CALIFORNIA 92591 -6022 �/y��1 ♦MHr r 1 M AP j CONS 9516768042 • FAX 951.676.7240 ■ w RBFcom i • 0 1 . 2 5 ar EL PEAK /'+ � JAyli1°ma SITTON R n Pr a^ s 3273 Rench , / i ✓J 1F r Q yR ��$ T / j {� 2 , r eh 1 �,�i?'i to r A lemot [= . 7 � I.1. /� � 1 — v If T A f ` %MOUND l RIVER E COUNTY - A D LI NT�Y7 ._ AZI � r ; 7094 Ranch r mA I ill `i, jB9 I �1 5 \1 Its, � , r i I •JO LJ.I I — jj . w r � 111 fl- - -C AM P r so '" o is [9L ON I ` � 1 r wetel �— Camp I 58 F BR r .1 35 4-r• + \1 m 9 t 1 YY r Roil. V I ` L.I F o an � •r, . ! L• -i f Y r r T P �� • ,t 53 P 93 , 9, PACIFIC OCEAN 1; y it 2! Wlndmf S ' e �y0 /. Et MOUNTAIN 1 �'4 AS \ "\ \ \O� 2. 44 C ,(1 3, ndrm •wilts I ter• �rd'I (��" 7/ V. �nC 1 rerRp a E R /olal Val Toro: ( o MU � �° 1� a Hp ` mdmd o �-., at r j. ` I '4 �K FSA Neater Y I N) i Et ! 1 indrRW'_ WIIII • I ! I N c m6 - 1 it it 5 H o G �) M110 ,R, Wind In Q cut " t 91fi Y GOAT MT 1n 1 I �mdl It ousel *oun 10 1•� �� W a V IF L A rule O HANGA fir.. VIL AIN 1 L WILD L.I 7T Ranch % / I VAON I �\ �� '.� / i us e w L " 7r w,3�� 1 I ( OLYMPUS �\ I UA TRlIA -- I- % 7 �I A � 3 RED M i1(� r• I 4 CY Lookout t Go , atetldn \+ en �`D L r. 1v. ' O TOURM' L * J E ou FEry L�IEL crca3ail.r FO SAC c } fall rook m WL-• 567 � _�." PAUM Obeam r11 N it LOT _ r r I -- (NDIAIi _ - - I A ,�_4BF OATION �P OmerMIn o� elee LA Tmpe O rd 1 ' INDIAN t� do ar H U e L 3 I la Mew t nc RESERVA�IOr� g I y kauri�i i �. —. °�6 F__ i \ I • ST 5 ` 1 dl - P�1om`r Mo ��d% aUr� / O Ra _ �L� 1 Psum P, U M A�e'� i/ 1 Ld ILL r Rauth `* WEAV u��` /N L_ Z 1 MTN 22 \ (iu rison camp. g I 1. 12 �4n� 1 76 • ete t Lr O sa MT ARlMMT t i ench RI c e .� i a 1 1628R1 C N I"' I I 1 1 .J2.,_ I + T 0) r I eeklnton DI Ijt \ �L. J L q �O N Co 4f+ r- +^ ? VA 6 nld J r� ReS R A 1 1 o der r Windmill • I .' _ — _ — i — — — L(J _ PLANNING ■ DESIGN ■ CONSTRUCTION r ` TRACT 23992 — BELMSTA Q 40910 COUNTY CENTER DRNE, SUITE 100 I) 1L' _ _ ■ ■ IN TEMECULA, CALIFORNIA 92W -W22 RECEMNG WATERS °. S - CONSULTING 951.676.8042 • FAX 951.676.7240 • w BBF.CW . . S a N N M N N N N H O D q WQMP SITE PLAN — EXHIBIT 1 IoaD IX FEN" Ip� IX 21 NAX Ra TT Np5 OB 23 W 396 1 0]5 4G, 1,4 ' ' .. 10)0 12 i CALOTRAw6 _. CONSTRUCTION NOTES P/L OI CONSTRUCT BROW DITCH PER Cltt OF TEMECU_A STD. DWG. NO. 304 (TYPE Al lr_Q O CONSTRUCT DOWN DRAIN PER CITY OF TEMECULA SID. DWG. NO. 304 1' b' 0 INSTALL 2 TON RIP PAP 5.4 DEEP WITH 10" FABRIC COVER PATIO EXISTING CALF 9 — _ RANCHO H DO IG E IlAR05 2 1� 10SAO . PATIO MIN P i � \ R/W R/W PF NM FUTURE PAD VARIES S / St FUTURE PATIO VARIES L / �I PAD r ry.V S F VARIES PAID M;I~N PAJ' 2 PA N A'6 SECTION A -A �`V°-0.o MN, PAD F "A NO RIM \ 2 - PER PLAN PAD 2 ll;MF SECTION B -B SECTION C -C SECTION D -D SECTION E -E SECTION F -F .. xxx • ITS NIP Nis NTS NIS 30 0 30 60 90 CCINS1-11114. AMWS a GRAPHIC SCALE -163GR r�, /, r 1 /� CDNSIRlICT10N REC0R0 DATF BY REMOTER DALE CCD BENCHMARK SCALE ", S1RM DESIGNED BY DRAn Rf w� BY CHECKED Br RECOMMEILED BY'. DATE '. CITY OF TEMECULA DEPARTMENT OE PUBLIC Y.URKs LD 06 -032GR 10 /a Ka K[v sE0 1. u0 c.wa[s arch mT a i - 32 - 61 REffi 196) A 2 I/2' DISK Q W IA-gR, SHEET N0. REVISE➢ GnRn2 RWR loi N IN CGKRETE WALK N�AR THE HAS IZCNTAL }3' SL UNDER THE SUPERVISION LG CONTRACTOR wrereSECTION OF FRONT STREET Aro _ ACCEPTED BY - . DATE._ ROUGH GRADING PLAN RANCHO CALIFORNIA ROAD IN THE As NOTED` s1DEwALK aF A eA O RE gy p_ s DATE: GREG BUTLER O AND EROSION CONTROL PLAN INSPECTOR SOONER B MEEK Q4 N THE NOR d E NORTHWEST S D DIRECi CG PUBLIC WORKS / Cl EA51EP cwrEre of ereIDGE. vEreTICAL Plrlt t' .IGHN o. TA1.NEre I11 R.c.E. 9)Iw % TRACT 23992 PHASE A DATE COMPLETED N/A off <6\t�F R.C.E. N]. 6013z E %PIPES: 6/30/12 Cf 6 SHEETS ELEVATIW = 1 7 COE>' E WQMP SITE PLAN - EXHIBIT 2 PROFILE SCALE HORB 1' = 20' VERT 1' = 4' L I CONCRETE SPILLWAY n.r.s. E • 2' YIN. SLREN ERD Fao IF 2 aY£A 4L ulrv. 2'. 'A' STAINESS & A WE SIAINIIS %1M BARS xl� fATRlc TIE (TP. ) All TAPS 0 6 WACIW 1. .11 2' IN YfSE FOLD DETAIL 'IF" (SECTION F -F) WIRE FABRIC CONNECTION EMERGENCY SPILLWAY EMERGENCY SPILLWAY Fs 6 82. J5 81 5 Si TE 70.96 A � g Fsi 1 PILLWAY SIULL BE CRASSCREIE wT m scALE / 2S �" IOJ8.0 BOTTOM CUIDFF RI z . MIN. MIN WA VARIES :7'- 8 4 9 x X- SECTION A -A AN To YALE CONCRETE SPILLWAY n.r.s. E • 2' YIN. SLREN ERD Fao IF 2 aY£A 4L ulrv. 2'. 'A' STAINESS & A WE SIAINIIS %1M BARS xl� fATRlc TIE (TP. ) All TAPS 0 6 WACIW 1. .11 2' IN YfSE FOLD DETAIL 'IF" (SECTION F -F) WIRE FABRIC CONNECTION EMERGENCY SPILLWAY 108].5 3 10 { Fs 6 �� � Eioezi X- SECTION B -B PILLWAY SIULL BE CRASSCREIE wT m scALE oR EDUnALENr SLOPE PROTECRON MAIERSAL. 2' MIN. ENDED. D' p9' J IA 2 MIN. C TllC( Q T 1062.0 ELY 01 24 DIA. G 2 -0 CLANT 2 BE. R 1074.9 14 ELEVATION NIT 5',,, AT 9.6 DETAIL MEN PAT V TO DEBRIS SCREEN FRAME SLAB REINFORCEMENT ,i \1 10 +50 —{ —{III III(— BANS III I� / /� / FL P 26 RJTEn11. OFF". CN IXE SITE O An II A ELEV. T FL a6 / \1 l I ZOR WALItt I / 0 I PER GRACING r P / // MJ 6 N 14A TE1 IL C J Y j I LgNS A . I. B]Rd1 6 BASIN 0.25 n o. 25' SIAIN£SS 1 MIN. ' Sl O.Lss STEEL $.£ DETAIL '0' f02 STEEL WINE TOPIC, C. YE 1 MIN. / I/ / COIJCR / APRIXJ OMIECI TFHEIS E RETAIL "F HER OHECI IM RtlM191A5 0 6' VENTICA LFFA' ME i0 XALL TO FAAME. 02 NIM W WI ] /T' AI51 ]ifi EL. S RA fAOEILE I2 STAIH£SS STET FLATS KWIK S0.T AISI 3 16 21 !Guess srA! STET / r /z' Du. n MIN DWIGHT, E r � o\ R N I_f6 N IX EL I--- SIAIILE4 m / �i� \ / f W STEEL WIRE EIHi1C. _I P AIL 'F F (GNEn IM ° TI TT sx�. _ N 6' TNIDA LL� ELEVATION g AIL Y SECTION B -B SECTION A•A ( i "LEGONAL WALL RSIWpi MOT). REINTacENxp. DETAIL "D° DETAIL "C" DEBRIS SCREEN FRAME & CONCRETE DROP INLET (MODIFIED) DEBRIS SCREEN FRAME CONNECTION TO WALL CONSTRUCTION DETAIL PER RCFC STD. CB 110 LINE C .1 PT KCALJE MALI To TEUE NET TO BUILD CONSTRUCTION NOTES 21 CONSTRUCT CURB OUTLET PER CITY OF TER II.A STD. NO 701 Pc..a.v . vvavN . cvns.•ucnv. 71 CONSTRUCT WATER DUALITY INLET PER DETAIL ON THIS OFFSET 20 0 20 40 60 foF 7J CONSTRUCT SPILLWAY PER DETAILS ON THIS SHEET Urtm u'rvE surtew [ ® INSTALL 24' RCP (D- LOAD =2W0) BEDDING PER RCFC H WON STD, DWG. NO. M -815 GRAPHIC SCALE vAgCdWrtY PLANE. E. IMONH EE Z L007031 CO CONS LI LTIN 951.0>.F. P.GP..- WWWREF. LOM-026CO DIGA�ERT COMA :T ..NCH M.ARK .GALE RECOMMENDED OW.JE.. FCVEO. RECOMMENDED BY: DATE._ CITY OFTEMECULA OEFAREGRENTOF.U.LAC.NRR .AN WM TI.W R...R. ry; DIAL TOLL FREE T -32 -81 RESET 1987 A 2 1/2' DISK Q v \ c\ " // CONTRACTOR IN CONCRETE WALK I[AR THE HDRIZIXJTAL f PLANS PREPARED LAGER TIIE SUBERVISIW Y /1 INTEas[cnoN aFRONT STREET AI F F ACCEPTED BY m : DATE: STORM DRAIN PLAN & PROFILE �x A CALIPCO F ROAD IN THE q5 NOTED "' RIXJALO J. PARKS 800 - 227 - 2 O�sPECioa NORR H ALK R A B TH OVER THE ,,Y, / ® DATE: I L. - _ _AND DETAILS NOR B CREEK AN THE N'JRTXNEST ? b OEPUTY OI�CTOR OF PUBLIC WORKS AT LEAST TAO OA IXiNER C! BRIDGE. VERTICAL [ 1\ u1CNA6 A. TYLMAN O BEFORE YW DI DATE COMPLETED 2 /o7 1 RFVt5E0 LIKE C -RP 5 ET sA O � N9EWAWNO REGIME DIT OF S E WMRN CALLOW A AS NOTED / 0A GL \ \ � \ R.LE. N0. 9MJ0 EXPIRES: 3/31/09 ft.0. E. IJE. IW9 E %PIKES: D9 /]0 /07 = ELEVATION = 1007.]]7' TE eC SHEET 8 OF 8 PLAN WQMP SITE PLAN - EXHIBIT 3 PROFILE SC HORR. Y 40' VERT. • 4 v cPa ��4iti Y 10 ]1 Cp STUJCT WATER WALIrY IDLEr PER DETAIL ON STEEL 8, O INSTALL 24' RCP (D- LOAD-2000) DECOING PER RCFC & WCD STD. D.G. NO M-015 O CCMTRIICT MANHOLE NJ, 1 PER R6W I, BCD 5r0, DWG, NO. .251, ® CONSTRUCT JJNCTION sTRUCTIIRE PER RCFC & KID STD. DWG, NO, Js227 O CONSTRUCT CONCRETE COLLAR PER APWA SUB. 380 -3 �— ri.vviwv Y9q COUnv fBllEF [m.£ DATA TABLE ® B BEAR WlDELTA R RADIUS T TANGENT L LENGTH N NOTE 1 N N 39'`5b6' E - -- - -- 1 136.25' 2 24 RCP 2 1 105656' 1 1466, }4' I Ig0.96' 2 261.06' 2 24" RCP 3 4 41 36'59' 3 396.00' 1 149.]3' 2 286.16 2 24" RCP 6 3 38'10'O'J' 4 45.00 1 15.5] 2 29.96 2 24' RCP 5 N N 25'19'16" E .. . [u.xxWW. CONSULTING .111YE .BOSIG71. --. DI G ALERT CONSTR OVDIAL TOLL FREE cavTRACroR 800 -227 -2 O�sPECTOP AT (FAST END DA BEFORE YON) DIG DATE COMPLETED U 00YOWxO YA MA111 a %U.. .1. KA IEO Sv . L 15 ✓; 18 17 18 19 It p �� 67 Oq5 46 EC es \ HQ tires - - E DULLAR 174_OR 1. 19 31 PLC LttL p \ "H \ }f• .. ,].D5.49 PRG B' E - e .' QMH 1� 161DO BY � AD N B 8 g � G A, 4 F0 agm 1823 03 ° 4D 0 40 e0 120 _ _ _.._.. .. _. _ / 8"E+T„\ of Ero 2e RGP SCALE 1- =6o LINE C QLDOZUSOO Al L007.03100 % LOM-02600 ...L. Co) C, D ESI G NED E °� °' CHECKED B RE'N]ED 6Y: DATE_ CITY OF TEMECULA .El..T.E.T.1 WM.LIO w.W IKKiIZWrAL PLANS PREPARED U R THE SWERVISt1Yi OF as AccEPreO eY: STORM DRAIN PLAN & PROFILE g A DEPU 'U: DAwEL A. rmW onre: LINE C 'TIC ul£ utcNAEL A- rYLUAn TY DIRE". OE NBTRI BORK'X-TY PIONEER 1 VERAS NOTED R'E. N0, 43D3a E %PIRES: 3 /31/05 R.C.E. NU. 4 }212 E %PIKES: 03/3t/OB 91EETRAOF R = 11 12 13 14 WQMP SITE PLAN - EXHIBIT 4 0 • • TIERRA VISTA / \ T ROAD ED IF vAR1ES 11 L BERM �J p, P(AO SLOPE 5 t E t l T vJ.` 4_ vARID PAD ti CONSTRUCTION NOTES BASIN 1 of CO1JSiRVCT BROW DITCH PER CITY W TEMEC0.A STD. DWG. N0. }04 (TYPE B) /: O pf O R To ERS 11092,IN0 ID RIMFCM` + ; O INSTALL 3' DRAINAGE DITCH! PER RETAIL ON SHEET 2 / / / /� `� // 6 \� KI 1 -. 1031 p LL j l04} 0 RIM r 3O CONSTRUCT BROW DITCH PER CITY OF TEMECULA BID- OWG_ NO. 304 (TYPE A) t SECTION D -D SECTION K -K l i ' r ,, �.. ,r P� 1C@3 TcP. DIE NIS 1092 6 1!'B4 , 41 6 ERL N ( ,J! fi RI j • : / iC4 W SLOPE 1 TRACT / / K i . L�'rwaY cRV' 0 �� �� �' / L 8 g / / t, r r t T r l �� i592 0 . 1 4 4 w �} I " p r i 1091A 10911e r IiWis1P it. / 'INMRQ tT0 t TL �j1n I IO9Y0 FL I i tm4 9 R6t �! �� lai4 0 RIN 9 I FJN A6Y / �� ��' 10942 T / V n .x e ER R nERROAD fa a/w Q �oe3 51090 op A V c� A o \ ] 1 Q VARIES 11' +1109 4 1W1 1 \ / _ 10929 TF } �� 0659 FL �, TO v X34 „} 2 � BROW DITCH �TYPEa> /B 3 Rt r \ ' iL \ 1 697 4 Tw 1068 N \ \\ $ _ ! -- A � � � � 0 Nrs lv�. a %N �� V 1092 7 A" :v \ V 1 N \. A \\ \\ \ V 1 , sz �o s 1 � �', O \ T ,�+ ' \ y 1 asi4s f , ¢ \\ , \ \ Y�� B 1094]in `T , I PAD o R �. 1054 D E✓ S/ FG/ f u � 2D AV AV ! i 1m3 FELL 1 t / 1061 4 RIM i v - A C \ �s S 1 81 36 .m \ \\ 1 1091.1 \•� % \\ - lms 7 \� ` Y' S c' g , F �� 25 1 SECTION H -H IT 28 \ X3 ,.,^1 \09 at o ` It i \� H \ NTS 1090 3 \\� \ 1093.2 \\ 1 1 10 J1• nTwl K l s'r \ 1 Olk 5 FF } los4 o FL /Ga `: \ t �.� `b Sro6 NOTE: SEE STREET } FOR MODIFIED ROLLED �#, t Q DART "/ \ TC \ \o f \ Y i \ 1057 o.F BN;h \ cUS USED IN- TRACT. DRAINAGE YRIE� 09 U AC-El �, 1. R. 6 i 10 1.11 "1091 SJ \ / S / ,' \ L10921STi T TW Me o STORAGE CAPACITY-0 11 Mc- l� D r \\ 11. \\ - \�� TO \ /1092 41 � 58 \ 1 � .O /C9 1091 T / �� /iC 11 1 V A B9 090,95 fA �� A T �0@�0� c Tc9z 1 O 1 t 1 } Pm Lo66 xrttn A' V '�_ m D el o9z. a1 - 709 _ J> 6 ` l �, A \ ? v f logo. za CALLS "�- T - a SIN DiicH V 1 l i I '.a2 RIN . A y loes.>s 1O90.JS 10 .q'? Y \ v ( :..e1 6 FL l V 1090.0 ♦ i� IDe9.6grc t j1 L 1692? i°�e s R v �`} a 1 04 s>< A '" \ 42eoFL ,.+ D J�.�, v i rc I6R'- Ir _ G11 ,} 1 •, " Ts .:! A ��- �� �OOD. 1069.09 - 1� 1 096`alr % y v / 691 �' � 29. ID9z s iF t v y s s 1 ti i '� o !� ��'� r i I w Tc . 11 ID99.6 n ( �t •A in i� - s "" logo 'O v v 1 23 �� _ � S I, f 1 x_" _ �� - -�-�- 0 � % 11 1093.1 1 o s 1 1 1 a' D, , • � � s V i 1 11 A 11 1 1092.4 11 io o a I j NM f 6' .1s.0 allA v v \ ! 11 DI)ose a RAM w.o rw / 23.n TF �_ _�,-� 1 1 y 1 1091.7 �I'�094 iw 11 " e ' o FF B OS ",4 05.00 FL 11 Ik A JL RIM 1 U _ \ y J m ? 1 1093.D Tw t 11 1096.5 re1N -2 3x 1 �- i 19.>9) zl, e4 1 1691 5 �� _JL z IS19s 6 n . 11W rc / ¢ .. 1 1092 2 5 :.1092 5 w 6 iF " F6 /� t i �/ \S J'- .. •. C3V- Al L O 1 SR 1035 3 ]A' I `1095 OIR FL 1 116 II 6H0 0 FL 1105 10 C IIOD �`�IQ960flIN 0 } , 1 i . ► -� - .F�'4 MA LINE SEE SHEET�.S 1 73,18 BI 69 11 12.25 D]' 94 46 A ' 04]0 i \ iC 95 IB 49 " A TO 0 TIEaRA VISTA, _ ; �, - , ' 121. Y8 0 iIF3RA Vlsi ROAD I 1 m.ao.0o T�IRRA vlsiA Roon 73 14 74 79 10 00 Do �` CA E al I 63 61 HIG14nro IXtIVE 3 /� r TC i I C 1 1005 36 FS : 1 TC i iC iC 1113 02 FS 09.C6`� r - _ � J iC 16 I TO , o 30 1 POP "PHASE B 11 '�`V PHASE A 30 ' 6 fiD 90 I / i r GRAPHIC scuE CGNBLILTING 9MJ6W .su 9m6M.1m - resru:: "" 0LD06 -206GR i CONSTRUCTION RECORD DATE BY RENSIONS DATE AGO BENCH MARK SCALE y0.01[SS "Ar DESIGNED BY DRAM BY CHECKED BY r T DEPARTMENT OF PUBLIC WJRRA SHEET LD06 -095GR '. _ 12/06 NBC ADDED WALL ALONG YNEZ ROAD, i - }2 -81 RESET 1987 A 2 1/2 DISK Q O 0 IANry� 'W' N0. - FLOOR IN CONCRETE WALK NEAR STR HORI2CNTAL CONTRACTOR REVISED GARAGE LOT 29 3 R r PLANS PREPMTHE EO IeOER THE OF RECOMMENDED By DATE CI T Y 01 EMECULA INTERSECTION DE FRONT sireE AND - a ALrECrcO BY: DATE: ROUGH GRADING PLAN RANCIp CALIFOPo4IA ROAD IN ilE AS NOTED Iw so,)z I NSPCCTS SIDEWALK of A BRIDGE OVER TIE _ , 6/>0/, a D ATE GREG BunER AND EROSION CONTROL PLAN M.FR IETA CREEK ON THE NORTHWEST a F' ,pIH D TAMER I1I DIRECTOR OF PLNLIC WORKS / Clry ENGINEER CARER R BRIDGE VERTICAL ill, R.c E. 4]109 DATE COMPLETED N/A E TRACT 23992 PHASE C ]7 C p, NA1 \t R C.E. NO 60 32 EXPIRES 6 /b/ 2 ELEVATION = 100].337' GTE SHEETS / 6 I I • r 48.00 (30.33) (1022) MOUNT WING ON LH SIDE OR RH SIDE AS NEEDED c e 0 O c (48.00) ITEM NO. PART NUMBER DESCRIPTION QUANTITY VS01 -Ol BAS PLAT 2 V01 -02 -01 BACK PLATE 1 3 W01-03 L 0 1 4 WTHT FRONT PANEL I • 5 V01 -04 BAFFLE WALL 1 6 V01 -ff --- FrL7ff CARTRIDGE 1 • 7 V01-07 FILTER CARTRIDGE l • 8 I6HT SIDE MIRROR RIGHT SIDE l I 9 V01 -11 WING ASSEMBLY I " 10 &npn? A WALL I <OPTIMAL) Il AN AS MBLY 1 12 TOP COVER I l3 4 l5 ILL USTRATION ONLY l6 BACK PLATE FIN 1 2 BMP -Ol (14.75) (29.9) _ C CWOIA c • ® 91EEI 16 1 9 ] 6 BMP - 01 VERSION 7 I I U� C� II I ] b 3 MOUNT VINE ON LH SIDE 3 2 ow •2 E E 0 C I BMP -02 SHORT VERSION T:\AutoCAD is 0 TIM Ell E SECTION A —A 0 T \AutOCAD Dramn� BAFFLE ABOVE of A. A 0 3 - 14 16 W01 -16 RASH HAG HOLDER V3MLi SH V ) 2 BHP -04 mlr SMALL VERSION M4 ' ® SIEEi 161 ' SECTIDN A —A Water Quality Management Plan (WQMP) Bel Vista � Appendix C Supporting Detail Related to Hydraulic Conditions of Concern • • TECHNICAL DRAINAGE STUDY TRACT 23992 PHASE 1 City of Temecula, California February 2006 Prepared for: Pulte Home Corporation 2 Technology Drive Irvine, California 92618 Phone (949) 797 -4400 Fax (949) 623 -3739 Report Prepared By: 40810 County Center Drive Temecula, California 92591 -4679 951.676.8042 telephone MID ° ° 951.676.7240 fax CONSULTING Engineer of Work/ Contact Person: Kaveh Haghighi P.E. Frank Gerard RBF JN 15- 1012227 `�� Table of Contents Main Report Introduction Hydrologic/Hydraulic Methodology Rational Hydrologic/Hydraulic Analysis Water Quality Analysis Conclusions References List of Figures . Figure-1: Vicinity Map • Figure- 2: Hydrology Map-Proposed Onsite Conditions Appendix A: Supporting Data from the RCFC&WCD's Hydrology Manual Rational Hydrology Output Appendix B: Street Capacities (Flow Master Output) Catch Basin Hydraulics (HELE-1 Output) Storm Drain Hydraulics (WSPG InpuUOutput) Rock Energy Dissipator (San Diego Regional Standard Detail No. D-40.1) . Appendix C (Water Quality/Detention Analysis): Supporting Data from the RCFC&WCD's Stormwater Quality Best Management Practice Design Handbook H:\PDATA\� 5101227\Calcs\Hydro\Reports\7227Cover.doc _. TECHNICAL DRAINAGE STUDY TRACT 23992 PHASE 1 ,• I. INTRODUCTION Tract 23992 is located in the City of Temecula, Riverside County, California. The site is situated southeast of the Rancho Highlands Drive/Tierra Vista Road intersection. Figure 1 shows the location of this project. This study specifically determined the following: Determine the peak post - developed onsite 10 -year and 100 -year runoff. Adhere to the Riverside County Flood Control and Water Conservation District's (RCFC &WCD) hydrologic criteria that the 10 -year storm flow and the 100 -year storm flow be contained within the curb and street right - of -way (R -O -W), respectively. Design storm drains to convey the post - developed 100 -year runoff. • Design a water quality basin in accordance with the methodology of the RCFC &WCD and the State Water Quality Board. II. HYDROLOGIC /HYDRAULIC METHODOLOGY The methodology presented in this study is in compliance with the RCFC &WCD 1978 Hydrology Manual (Reference 1, hereinafter referred to as the Manual). Model Descriptions -The Integrated Rational Method Hydrology System Model (Reference 2) within the Advanced Engineering Systems Software (AES) was used to generate the peak 10 -year and 100 -year onsite flows. 1 • TECHNICAL DRAINAGE STUDY TRACT 23992 PHASE 1 The Hydraulic Elements Program 1 Package (Reference 3) within the Advanced Engineering Systems Software (AES) was used to size the catch basins. The street depths were determined using Haestad's FlowMaster computer program (Reference 4). This program was also used to preliminary size the storm drains and the grated inlets. The Los Angeles County Flood Control District's Water Surface Pressure Gradient (WSPG) computer program (Reference 5) was used to generate the hydraulic grade lines in the storm drains. The water quality volume was determined using the methodology outlined in the RCFC &WCD Stormwater Quality Best Management Practice Design Handbook, (Reference 6) Soil Type - The Manual utilizes the Soil Conservation Service (SCS) soil classification LJ system, which classifies soils into four (4) hydrological groups (HSG): A through D, with D being the least impervious. According to Plate C -1.60 of the Manual, this project is located in HSG "B." A portion of Plate C -1.60, superimposed with the boundary of this project, is included in Appendix A. Development Type- This project was based on single family homes with a density of 4 lots per acre. Intensity- The 10- minute / 60- minute intensity values (inches /hour) for the 10 -year and 100 -year storm events, obtained from Plate D -4.1 (4 of 6) of the Manual, are 2.362/0.88 and 3.48/1.30, respectively. A copy of this plate is included in Appendix A. Drainage Areas and Flow Patterns - The existing and proposed drainage patterns were determined using the existing topo and the rough grading plans, respectively. The drainage areas were measured using the computer capabilities of AutoCAD. 2 U TECHNICAL DRAINAGE STUDY TRACT 23992 PHASE 1 III. RATIONAL HYDROLOGY /HYDRAULIC ANALYSIS The proposed drainage patterns are shown on Figure 2. All of the onsite flows are conveyed in two separate storm drains (Lines A and B), both of which discharge into a water quality basin. In addition, this figure includes the flows of Tract 23992 Phase 2 (Basins A -3 & A -4), which also discharge into Storm Drain Line A. The 10 -year and 100 -year surface flows at various street locations are summarized in Table 1. All Rational output is included in Appendix. A. _ TABLE 1 SUMMARY POST- DEVELOPED SURFACE FLOWS* Node* Q10 (cfs) Q100 (cfs) 101 0.9 1.3 102 0.9 1.3 104 3.7 5.7 105 4.0 6.1 107 2.4 3.7 108 3.0 4.5 110 1.0 1.4 201 0.5 0.8 202 3.0 4.7 204 1.5 2.4 205 4.4 6.8 k,unwiauve Wows. * *See Figure 2. This report adhered to the RCFC &WCD's criteria that the 10 -year and 100 -year flows be contained within the curb and right -of -way (R -O -W), respectively. This project proposes private interior streets with a 32 -foot R -O -W and a modified rolled curb and gutter. Entry Street "A" has a 40 -foot R -O -W also with a modified rolled curb and gutter. The exterior public. streets (Rancho Highland & Tierra) have a 66 -foot R -O -W and 8 -inch curbs. in many areas, the interior street right -of -ways coincide with the top of curb. For conservative purposes, the street capacities were based on the 10 -year event only. The results are summarized in Table 2. All supporting calculations are included in Appendix B. 3 1 0 TECHNICAL DRAINAGE STUDY TRACT 23992 PHASE 1 TABLE 2 SUMMARY INTERIOR STREET CAPACITIES 32' R -O -W Slope N Top of Curb (cfs) 0.5 10.8 1.0 15.2 1.5 18.7 2.0 21.5 2.5 24.1 3.0 26.3 3.5 28.4 4.0 30.4 According to the above table, this project meets RCFC &WCD 's criteria. Catch basins are proposed at all low points in Phase 1 and at the entry to future Phase 2. Catch basins are also proposed on Rancho Highlands Drive to intercept the half street flows. The catch basin hydraulics, included in Appendix B, are summarized in Table 3. Since the catch basins were designed to intercept the total 100 -year tributary flow, there are no calculations for the 10 -year sump catch basins. TABLE 3 SUMMARY CATCH BASIN HYDRAULICS Node' Street Slope M Q100 /Qint/Q /bypass Size (feet) 101 & 102 3.3 1.3/13/0 7 104 Sump 5.9/5.9/0 7 105 0.5 5.9/5.8/0.1 14 108 Sump 4.5/4.5!0 4 110 6.0 1.4/1.3/0.1 7 202 Sump 4.7/4.7/0 4 205 Sump 6.8/6.8/0 4 *See Figure 2. _0 The hydraulic grade line calculations (WSPG) are included in Appendix B, The downstream control for Lines A & B was established as the elevation in the basin corresponding to the required volume (1.73 ac -ft). The downstream control for all 4 TECHNICAL DRAINAGE STUDY TRACT 23992 PHASE 1 laterals was obtained from the WSPG output of the mainline at the junctions (using the • higher of the 2 values). The hydraulic grade line, shown on the storm drain plans, indicates no adverse impacts. Erosion protection in the form of rip -rap has been provided at the downstream ends of the storm drains. The Rock Energy Dissipator (San Diego Regional Standard Detail No. D- 40.1), included in the Appendix, was used as a guide in sizing the rip -rap. IV. WATER QUALITY ANALYSIS This project proposes a water quality basin, which will mitigate the flows from both Phase 1 and Phase 2. The required volume (0.53 ac -ft) of this facility was designed in accordance with the methodology outlined in the RCFC &WCD's Design Handbook (Reference 7). All pertinent calculations are included in Appendix C. V. CONCLUSIONS 1. Methodology used in this report is in compliance with the Riverside County Flood Control and Water Conservation District. 2. There are no anticipated negative downstream or upstream impacts VI. REFERENCES 1. Riverside Flood Control District and Water Conservation District (RCFC &WCD) Hydrology Manual, 1978. 2. Advanced Engineering Systems Software (AES), Rational Method Hydrology System Model Version 8.0, January 1, 2000. 3. Advanced Engineering Systems Software (AES), Hydraulic Elements 1 Package Version 8.0, January 1, 2000. 4. Haestad Methods, Inc., FlowMaster version 6.1. 5 TECHNICAL DRAINAGE STUDY TRACT 23992 PHASE 1 5. Los Angeles County Flood Control District's, Water Surface Pressure Gradient (WSPG) User's Manual, April 1979. 6. Riverside Flood Control District and Water Conservation District (RCFC &WCD) Stormwater Quality Best Management Practice Design Handbook, July 6, 2004. H: \P DATA\ 15101264 \Ca I cs \Hydro \Reports \1264Report.d oc • 0 6 �L i a r y 3 x h f i a SUPPORTING INFORMATION - RCFC&WCD's GY MANUAL �• � �i d MIRA LOMA DURATION MINUTES S 6 7 6 9 U Il 12 I7 14 is 16 IT 10 19 20 22 24 26 26 30 32 34 36 38 40 45 50 55. 60 65 TO 75 80 85 FREQUENCY 10 loo YEAR YEAR 2,04 4.46 2.48 4.07 2.37 3.75 2.21 3.49 2.16 3.24 1.96 3.10 1.87 2.7s 1.70 R.02 1.71 2.70 1.6♦ 2.60 1.58 2.40 1.43 2.42' 1.44 2.34 1.44 2.27 1.40 2.21 1.36- 2.15' 1.29 2.04 1.24 1.95 1.10 1.07 1.14 1.80 1.10 1.73 1.06 1.67 1.03 1.62 1.00 1.57 .97 1.53 .94 1.49 .89 1.40 .84 1.32 .80 1.26 .76 1.20 .73 1.15 .70 1.11 .60 1.07 .65 1.03 .63 1.00 SLOPE a .530 RAINFALL INT MURRSETA - TEMECULA 6 R CALIFORNIA DURATION FREQUENCY MINUTES ipo YEAR 10 100 4.23 YEAR YEAR 5 3.45 S.10 6 3.12 4.61 7 2.87 4.241 0 2.67 3..94 9 2.40 3.69 10 --..,� 02.36/ I 11 2.24 `] -30 12 2.13 3'.15 13 2.04 3.01 14 1.96 2.89 i5 1.99 2.79 16 I.02 2.69 IT 1.76 2.66 18 1.71 2.5E 19 1.66 2.45 20 1.61 2.30 .22 1.53 2.26 24 1.46 2.IS 26 1.39 2.06 28 1.34 1.90 30 1.29 1.90 32 1.24 1.84 34 1.20 1•TB 36 1.17 1.72 38 1.13 1.67 40 1.10 1.62 45 1.03 1.52 SO .97 1.44 55 .92 1.36 60 .88 1.30 65 .84 1.24 70 .81 1.19 75 .78 1.15 00 .75 1.11 85 .73 1.07 SLOPE - .550 ENSITY -INCHE NORCO DURATION FREQUENCY MINUTES 10 100 YEAR YEAR S 2. 7T 4.16 I 6 2.57 3•79 7 z.74 3.st 6 2.19 3•29 9 2.07 7.10 10 1.96 2.94 11 1 2•e0 12 1.79 2.80 33 1.72 2.58 14 3.68 2.40 15 1.60 2.40 ' 16 1.55 2.32 17 1.50 2.25 18 1.46 2.19 .19 1.42 2.17 20 1.34 2,0e 22 1.32 1.90 Zi 1.26 1.94 26 I.22 1.82 20 1.17 1.76. 30 1.13 1.70 32 1.10 1.64 74 1.06 1.59 38 1.03 1.55 38 1.01 1.51 40 .98 1.47 45. .92 1.79 50 .BB 1.31 55 .84 1.25 60 .80 1.20 65 IT 1.15 70 .T4 1.I1 75 .72 1.07 80 .69 1.04 85 .67 1.01 SLOPE .500 :S PER HOUR PALM SPRINGS DURATION FREQUENCY MINUTES to ipo YEAR YEAR 5 4.23 6.76 6 3.60 6.00 7 3.48 5.56 0 3.22 5.15 9 3.01 4.81 10 .52� 11 2.67. :l0 12, Z.54 4.07 13 2.43 3.06. U 2.33 3.7Z is 2.23 3.56 16 2.15 3.44 17 2.08 3.32 10 2.01 3.22 19 1.95 3.12 20 1..09 3.03 22 1.79 .2.06 24 I.7e 2.72 26 1.62 2.60 20 1.56 Z.49 30 1.49 2.39 32 1.44 2.30 34 1.39 2.22 36 1.34 2.15 38 1.30 2.09 40 1.27 2.02 45 1.18 1.89 so 1.11 1.78 55 05 1.68 60 1.0 1.60 6,5 .95 1.53 70 .91 1.46 75 .88 1.41 8o .85 1.35 85 .e2 :S PER HOUR PALM SPRINGS DURATION FREQUENCY MINUTES to ipo YEAR YEAR 5 4.23 6.76 6 3.60 6.00 7 3.48 5.56 0 3.22 5.15 9 3.01 4.81 10 .52� 11 2.67. :l0 12, Z.54 4.07 13 2.43 3.06. U 2.33 3.7Z is 2.23 3.56 16 2.15 3.44 17 2.08 3.32 10 2.01 3.22 19 1.95 3.12 20 1..09 3.03 22 1.79 .2.06 24 I.7e 2.72 26 1.62 2.60 20 1.56 Z.49 30 1.49 2.39 32 1.44 2.30 34 1.39 2.22 36 1.34 2.15 38 1.30 2.09 40 1.27 2.02 45 1.18 1.89 so 1.11 1.78 55 05 1.68 60 1.0 1.60 6,5 .95 1.53 70 .91 1.46 75 .88 1.41 8o .85 1.35 85 .e2 1.31 SLOPE • .580 PERRIS VALLEY DURATION MINUTES 5 6 7 e 9 10 Il 12 13 14 15 16 17 is 19 20 22 24 26 28 30 32 34 36 3e 40 45 50 55 60 65 TO 75 80 85 FREQUENCY 10 100 YEAR YEAR 2.64 3.T8 2.41.. 3.46 2.,24 3.21 2.09 3.01 1.98 2.84 1.88 2.69 1.79 2.57 1.72 2.46 1.65 2.37 1.59 2.29 1.54 '2.21 1.49 2.14 1.45 2.08 1.41 2.02 1.37 1.97 1.34 1.92 1.20 1.83 1.22 1.75 1.16 1.69' 1.13 1.63 1.10 1.57 1.06 1.52 1.03 1.48 1.00 1.44 .98 1.40 .95 1.37' .90 1.29 .85 1.22 .81 1.1,7 .78 1.12 .75 1.08 .72 1.04 .70 1.00 .68 .97 .66 .94 SLOPE - .490 F LM. I. L -- . jfl u-U, ' � ,� �' ..a �_ - to -'un -- -. �—. , `U .._ - .i. -��.. - ^ r H:'r "�� >' [trr�:- �u�Araa :� �.�''�° - £'}' i sa RjU "7 p nN � _�°Y'r �7„ \v.'_ .,.'.` � I _ � — .�✓ �' I i: , _4 � S /M1"'� �k r r.r �., r r r'C. r 1 �< I � I�'�; - � � � �.. .._ - AIQ SIR -4 n". wd 4 L 2 A� !� 4 �� s :p" K '! 11 fi L' . . 5l s 0 10 lv `� as RIVERSIDE COI --RMQZ F = ". 3NTY Q;Ws�N3-M; CONSERVATION i STR WATER - 2 A ". 24- 2-YEAR TATION cIPI PRE �T, R; G A • t-5.5 PLATE IV 2 E C:Iaes200Mhydrosftlra1scA227100. RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL 6 WATER CONSERVATION DISTRICT (RCFCAWC0) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2000 Advanced Engineering Software (sea) Vex. 1.SA Release Date: 01/01/2000 License ID 1264 Analysis prepared by: REF 4 Aa50ciate5 14725 Alton Parkway Irvine, CA 92618 ......... +xx ....... rxr, DESCRIPTION OF STUDY " * *xxxxxx,xrr «,xx,xxrr „+ ' TRACT 23992 PHASE 1 0100 * DEVELOPED CONDITIONE x« x. xxx« rr r «rxv,xrr,:: +:rx,x,r,xxrxr„rx « «x +x, rr,r r,:+xxr r,rrrr,xxxxx, r: FILE NAME: 22710D.DAT TIME /PATE OF STUDY: 11:56 01/18/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 30 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.36D 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 0.880 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) 3.400 190 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.300 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE 0.5505732 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE a 0.5495536 COMPUTED RAINFALL INTENSITY DATA STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "C" VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFIDENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES 'USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MOI)Mx HALF- CROWN TO STREET- CROSSFALL: CURE GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.038/0.018/0 020 0.67 J 2 00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -Of -Curb) 2. (Depth)* (Velocity) Constraint = 6.0 (FT'ET /S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE, ___________________________________________ ___________ __________ _______+ START TRIBUTARY BASINS TO LINE A STORM DRAIN FLOW PROCESS FROM NODE 300.00 TO NODE 101.00 IS CODE = 21 .1-RATIONAL METHOD INITIAL SUBAREA ANALYSIS ­ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC - K'[( LENGTH r'3) /(ELEVATION CHANGE) 1".2 INITIAL SUBAREA FLOW- LENGTH a 450.00 UPSTREAM ELEVATION - 1113.02 DOWNSTREAM ELEVATION = 1097.59 ELEVATION DIFFERENCE = 15.43 TO . 0.303'[( 450.00 "3) /( 15.43)7 '*.2 = 6.852 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.283 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8023 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) . 0.35 TOTAL RUNOFF(CFS) = 1.32 ROUTE IN LINE A FLOW PROCESS FROM NODE 101.00 TO NODE 100.10 IH CODE = 41 ­­COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««. > »>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT).. ELEVATION DATA UPSTREAM (FEET) = 1D92 85 DOWNSTREAM (FEET) = 1009 16 FLOW LENGTH (FEET) = 43.31 MANNING'S N . 0.013 OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PE -FLOW VELOCITY(FEET /SEC.) . 8.35 OI EPTH YEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PE- FLOW(CFS) = 1.32 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.94 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 100.10 = 493.31 FEET. Printed: 01/18/2006 11:56:56 AM AM Modified: 01/18/2006 11:56:27 AM AM Page 1 of 12 C:Iaes20001hydrosfthtscA2271 00. RES FLOW PROCESS FROM NODE 100 10 TO NODE 100 IS IS CODE 1 ­-DESIGNATE IMIEPEND£NT STREAM FOR CONFLUFNCEccc« TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.94 RAINFALL INTENSITY(INCH /HR) = 4.25 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.32 +*«rr+♦ r* x+** r+ **rex«*+*+rxrr *u+*er«**+:++*rrx «r++ +rr*ry **++*rr *+rxx* FLOW PROCESS FROM NODE 100.00 TO NODE 1D2.00 IS CODE = 21 ________________________________________________ _______ ___________ _______ ___ -- RATIONAL METHOD INITIAL SUBAREA ANALYSIS,,,« ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL PC - K *[( LENGTH * *3) /(ELEVATION CRANGE)] *+.2 INITIAL SUBAREA PLOW - LENGTH = 450.00 UPSTREAM ELEVATION - 1113.02 DOWNSTREAM ELEVATION = 1097.35 ELEVATION DIFFERENCE = 15.67 TC = 0.303'[( 450.00 - *3)/( 15.67)]r*.2 = 6.031 IDS YEAR RAINFALL INTENSITY(INCH /HOUR) - 4.291 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = . 8823 SOIL CLASSIFICATION IS "B^ SUBAREA RUNOFF(CFS) - 1.29 TOTAL AREA(AMES) = 0.34 TOTAL RUNOFF(CFS) = 1.29 r+ +rrr rr u*x + +•r+****r•ru« «+ ++r *x *x **+♦*rr*u •++ ++ +*«u *+e+r* FLOW PROCESS FROM NODE 102.00 TO NODE 100.10 IS CODE 41 -COMPUTE PIPE -FLOW TRAVEL TIME TBRU SUBAREA-11 - » 11USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT,­ ------ ELEVATION DATA: UPSTREAM(FEET) = 1092.53 DOWNSTREAM(FEET) = 1089.93 FLOW LENGTH(FEET) = 30.91 MANNING'S N = 0.013 DEPTH OF FLOW IN 10.0 INCH PIPE IS 2.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.31 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 1.29 PIPE TRAVEL TIME(MIN.) a D.06 TC(MIN.) = 6.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE I00.10 480.91 FEET. -err xx rr**:rrrrxxxx«*rrxrxr xxrrr rrxxx+ rerrrrr+ +.++rerxxxxrxr+rrxrrxxrrrr+r«+x FLOW PROCESS FROM NODE 100.1D TO NODE 100.10 IS CODE 1 __ » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEU«< U>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES,«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TIME OF CONCENTRATION(MIN.) = 6.B9 RAINFALL INTENSITY(INCN /HR) = 4.27 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.29 +* CONFLUENCE DATA r* STREAM RUNOFF TC INTENSITY AREA WONDER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.32 6.94 4.254 0.35 2 1.29 6.89 4.272 0.34 ++ + *x+ + ROGRAM, ME CONFLUENCE VALUE IS SAS +re+ + « ++Pee + ++ IN THIS COMPUTER PROGRAM, THE + CONFLUENCE VALUE USED IS BASED ON THE C FORMULA OF PLATE D -1 AS AL VALUE. THIS FORMULA WILL NO T NECESSARILY ARILY RESULT IN THE MAXIMUM UM VALU E OF PEAK FLOW, RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW HATE TABLE * STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) [INCH /HOUR) 1 2.60 6.89 4.272 2 2.60 6.94 4.254 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW KATE (CFS) 2.60 Tc(MIN.) = 6.94 TOTAL AREA(ACRES) = D.69 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 100.10 - 493.31 FEET. rrrr«rrrrx+ * *rrx xre: rr «x *r+.r rr rr rx «+rr «rrr+ *err- rrrxr *r*xr*a+: +errru+rr FLOW PROCESS FROM NODE 100 -ID TO NODE 300.20 IS CODE = 41 ­-COMPUTE PIPE -FLOW TRAVEL TIME CHAD SUBAREA­ ­ ­-USING »USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)­., ELEVATION DATA: UPSTREAM (FEET) = 1088,72 DOWNSTREAM (FEET) = 1087.40 FLOW LENGTH(FEET) = 40.08 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.28 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 IPE- FLOW(CFS) = 2.60 PE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.03 GIVEN FLOWPATH FROM NODE 100.00 TO NODE 100.20 = 533.39 FEET. .. FLOW + PROCESS + FROM * NODE **+ + 300.20 * TO * NODE •« -* 1DD*20 IS CODE *=r +SO + * *+ +xxxx* _____________________________________________ _______ _________ _________ ______ Printed: 01/18/2006 11:56:56 AM AM Modified: 01/18/2006 11:56:27 AM AM Page 2 of 12 C :Iaes200ftydrosfflratscA227100. RES • »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 cceac ♦ ___PHASE__________ ______________________________ FLOWS FROM SOUTH PORTION OF PHASE 2 .r..... xxrr......x.r.. r. xxr.x.r. «..a...err.r... re«....:.xx«r....xrxrr..x..r♦ FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21 ..- RATIONAL METHOD INITIAL SUBAREA ANALYSIScccc< - ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (114 ACRE) TO = X LENGTH - -3) /(ELEVATION CHANGE)]. -.2 INITIAL SUBAREA FLOW- LENGTH = 700.00 UPSTREAM ELEVATION = 1100.60 DOWNSTREAM ELEVATION = 1096.40 ELEVATION DIFFERENCE = 4.12 TO = 0.393`[( 700.00--3) /( 4.12)]••.2 = 15.067 100 YEAR RAINFALL INTENSITY (INCH /HOUR) = 2.778 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7768 SOIL CLASSIFICATION IS "B^ SUBAREA RUNDFF(CFS) = 5.74 TOTAL AREA(ACRES) = 2.66 TOTAL RUNOFF(CM) = 5.74 rrrr..ra rxxrr.r..:xrrrrr..xrr rr:.:.rrrrx:rrrr....rrr rrrr...r xrrr«..rx.xrvr FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 -- DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.07 RAINFALL INTENSITY(INCH /HR) = 2.78 TOTAL STREAM AREA(ACRES) = 2.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.74 -+ FLOWS FROM NORTH PORTION PHASE 2 ♦____________________________________________ ______________________________ ..v..rru.x «.- .rrr...rrr..ru rxry u...xx«....vrrxr.....0 rrvrx a r.x♦rru «: FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 21 >> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = Kr((LENGTH*r3) /(ELEVATION CHANGE)1 -.2 INITIAL SUBAREA FLOW- LENGTH - 700.00 UPSTREAM ELEVATION = 1100.60 DOWNSTREAM ELEVATION - 1096.50 ELEVATION DIFFERENCE - 4.10 TC = 0.393 -[( 700.00 - 1 3) /( . 4.10)] 1 r.2 - 15.082 100 YEAR RAINFALL INTENSITY(INCH / HOUR) = 2.777 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT - .7767 SOIL CLASSIFICATION IS "B" SUBAREA RUNOPF(CFS) - 6.06 TOTAL AREA(ACRES) = 2.81 TOTAL RUNOFF(CFS) = 6.06 _♦ FLOWS OVER CROWN COMBINE FLOWS ........... xx.. r...... rxr..r..r.....- xxrrrr...rrrrr.: reer u...:xreerr..x..e• FLOW PROCESS FROM NODE 104.00 TO NODE IDS.DD IS CODE - 1 >I -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE... c » » >AND COMPOTE VARIOUS CONFLUENCED STREAM VALUES -, TOTAL NUMBER of STREAMS . 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 RAE: TIME OF CONCENTRATION(MIN.) = 15.OB RAINFALL INTENSITY(INCH /HA) = 2.78 TOTAL STREAM AREA(ACRES) - 2.81 PEAK FLOW RATE(CFS) AT CONFLUENCE - 6.06 -- CONFLUENCE DATA -- STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.74 15.07 2.778 2.66 2 6.06 15.08 2.777 2.81 IN r.rrr. COMPUTER PROD ... CO- FLLUE 1 «. «..x «r.... «r IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE C FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA HILL NOT T NECESSARILY ARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. j& INFAIL - INTENSITY ' AND TIME OF CONCENTRATION • RATIO " .NFLUBNCE FORMULA USED FOR 2 STREAMS. .r evr...r...rr......e r- PEAK FLOW RATE TABLE - - STREAM RUNOFF TC INTENSITY NUMBER (CFS)- (MIN.) (INCH /HOUR) Printed: 01/18/2006 11:56:56 AM AM Modified: 01/18/200611:56:27 AIM AM Page 3 of 12 C:Ws200MhydrosfllrafsW227100. RES 1 11.]9 1s : 0 2.7]3 2 11.30 15.08 8 2 .]77 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.80 TC(MIN.) = 15.08 TOTAL AREA(ACRES) = 5.47 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 105.00 = 700.00 FEET. _+ ROUTE IN LATERAL A -3 FLAW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 7 _____________________________________________ _______________________________ ­-USER SPECIFIED HYDROLOGY INFORMATION AT NODE«< USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.08 RAIN INTENSITY(INCH /HOUR) = 2.78 TOTAL AREA(ACRES) = 2.73 TOTAL RUNOFF(CFS) = 5.90 +NNrN xNrrx +r +rrNNxrx rrrNxxx rrxr«N rx« xNxxx+ r urxr+:xrNNxxxxrrxNrxrrre FLOW PROCESS FROM NODE 104.00 TO NODE 1D0.30 IS CODE = +xxxNx 41 a ­COMPUTE PIPE -FLOW TRAVEL TIME THEN SUEARDA-<, ___ > »USING USER - SPECIFIED PIPESIZ£ (EXISTING ELEMENT),,,« - _ --------- _ _ ELEVATION DATA: UPSTREAM(FEET) = 1192.19 DONNSTREAM(FEET) = _ --_ 108] 51 FLOW LENGTH(FEET) = 36.35 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE -FLOW VELOCITY(FELT /EEC.) = 14.96 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.90 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 15.12 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 300.3D = 736.35 FEET. rr MOxx PROCESS FROM NODErxrr rr+r + ++ NOD E+ ++x 100-30 « xx x+rr « + +++x FLOW PROCESS FROM NODE 1-0.30 TO NODE - 100.30 IS CODE = _____________________________________________ x +=r+xxx +re 1 _______________________________ ">--DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-1, ------ _ TOTAL NUMBER OF STREAMS = 2 _ FNCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME O TIME OF CONCENTRATION(MIN.) = 15.12 RAINFALL INTENSITY (INCH /HR) = 2.]] _ TOTAL STREAM AREA(ACRES) = 2.]3 PEA% FLOW RATE (CPS) AT CONFLUENCE = 5.91 FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 7 »» USER SPECIFIED HYDROLOGY INFORMATION AT NODE ... - USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) - 15.08 RAIN INTENSITY (INCH /HOUR) = 2.78 TOTAL AREA(AMES) = 2,73 TOTAL RUNOFF(MS) - 5.90 x+a axrrr + +++ +xrr rrr++x+xre+xa xxr r +rxx +Err + +xx «xrex+a +xr+x ++xx FLAW PROCESS FROM NODE 105.00 TO NODE 100.30 IS CODE = 41 >aCOMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««, »» USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT),«« ELEVATION DATA UPSTREAM(FEET) = 1094.14 DOWNSTREAM(FEET) = = 108] 87 = FLOW LENGTH (FEET) = 23.68 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 19.33 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.90 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 15.10 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 100.3D 723.68 FEET. FLOW PROCESS rxr« ++«+r + +xxx+FROM NODE Nrrx +r +x100.30« FROM 100.30 TO NODE 1 -0.30 15 CODE = 1 ­­DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-« »»>AND COMPUTE VARIOUS CONFLUENCE➢ STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.10 RAINFALL INTENSITY(INCHIINU = 2.77 TOTAL STREAM AREA(ACRES) = 2.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.90 rr CONFLUENCE DATA rr STREAM RUNOFF TC INTENSITY AREA NUMBER (MS) (MIN.) (INCH /HOUR) (ACRE) 1 5.90 15.12 2.]]3 2,73 2 5.90 15.10 2.]]5 2.73 x Nxx S COMPUTER THENCONF IN VALUE rrx« IS x«rr xrr rxu xrrxxrr 'N THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS THIS THE C FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA - �L NECESSARI RESUL* IN THE MAXIMUM VALUE x OF ' PEAK x FLOW . r +rrxNNxr x : :«rrx ♦ x x + «rxx r xx r r • x+ xxx RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Printed: 0111812006 11:56:55 AM AM Modified: 01118/2006 11:56:27 AM AM Page 4 of 12 C:Iaes20001hydrosftGafscx1227100.RES . . '* PEAK FLOW RATE TABLE .. .. . . . . . . . . . , . . STREAM RUNOFF T[ INT£NSSTY NUMBEH (CFS) (MIN.) (jNCH/H01ffi) 1 11.)9 15.10 2.JJ5 2 11.80 15.12 2.'!]3 COMPUiED CONFT.IIENCE ESTIMATES ARE AS FOLLOWS: PEAA FLON RAT2(CFS) = 11.84 Tc(MIN.) = 15.12 TOTAL AREA(ACRES) = 5.4] IANGEST FLOWPATH FROM NO�E 30}.Op TO NOOE 300.30 = ]J6.35 FEZT. a ____________________________________ , I ROVIE IN LATERAS. A-3 �� r I _ � PLOW PROC¢SS FRQN NO➢E lOD.30 1U NODE 100.20 IS CO�E = 41 _____________"._________________________________________"___________________ »COMPIITE PIPE-FLOW TWaVE1 TIME THRll SllBAREA«ccc >as»USING pSPR-SPECIFIEO PIPESIZE (EXISTING ELEMENT7accce ELEVATION DATA IIPSTREAM(FEET) � lOB9 45 OOWNSTRf.AM(FEET) = 1091 23 FLOW LENGTH�FEET) = 18.00 MANNING'S N= 0.013 ASSUME FUI.L-FLOWING PIpELINE PIPE-FLOW VELOCITT(FE£T/SEC.) = 6.69 � . GIVEN PIPE UTAMETEA(INCH) = 18.00 NUMBEH OF PIPES = 1 PIPE-FLOW(CFS) = S1.B0 PIPE TRAVEL TIME(MIN.) = 0.05 TC�MIN.) = 15.1] LONGEST FLOWpATH FROM NODE 103.�0 TO NOUE 1�0.20 = )5535 FEET. �� FLOW PROCESS FROM NODE 100.20 TO NOOE 100.20 IS CODE � 1 �aa�OESIGNAiE INpEPENOENT SiRP.AM FOR CONFLUENCEaacc< � � � '� �� � � � ______ _____ SOTAL NI]MBER OP STAEAMS = 2 - CONFLUENC6 VALUES llSED FOR INpEPENDENT STREAM 1 AR6: � TIME OP CONCENTN]�TION(MtN.) = 15.19 RAIN£ALL INT£NSITY(INCH/HR) = 2.]] TOTAL STREAM AREA(ACAES) � 5.9] PEAK FIAW ItATE(CFS) AT CONFLUENCE = S1.B0 •t � + � a � r ����aa�srr����iewxar�r�sw�a«:uxrr���ur«�».rys�u���rrrrr«�� xx � r FLJW PROCE55 PROM NO�E SO6.00 TO NODE 14].00 IS CODE = 21 - "'- a>a»AATIONAL ME11{0� INITIAL SIIBAREA ANALySISace« e � e____ � _ ` _ ___�a=______�_ ________ __ ___' ________ _______ ASSUMEO INITIAL SIIBAREA IINIFORM DEV6IqPMEMI IS SINGLE FAMILY (1/4 ACRE) TC = X«�(yENGTfl�r���(ELEVATION CHAISGE)]++.2 INITIAL SUBAAEI FLOW-LENGTH = 425.00 � ' IIPSTAENt ELEVATION = 1104.99 ➢OWNSTkEAM II,EVATION = 1300.53 ELEVATION DIFFEAENCE = 3.96 TC � 0.393'[( 435.00�'3)/( J.96)]�".2 � 11.258 100 YEAA RALNFALL INTENSITY(INCN/HOIIA) = 3.261 SINGLE-FAMILY(1/4 ACRE LOT) RUNOPF COEFFICIENT �.]906 SOIL CLASSIFICATION IS '�B" SUBAREA RUNOFF(CFS) _ '3.66 TOTAL AREA(pCRCS) = 1.92 TOTAL AllNOFFfCFS) = 3.66 � FLOW PROCESS FRON NODE 10].00 TO NOOE 108.00 IS CO�E = 61 ___"________________________________________________________________________ > »COMPUT6 STREET FLOW TRAVEL TIME THRU S[IHAREA<ccec »»(STANpARD CURB SEC1'SON IISE➢)�cccc fIPSTREAM £LEVATION(FEET) = 1100 53 ELEVATION(FEET) = 1096 BB STHEET LENGTN�FEEL) = 300.00 CUAB HEIGHT(INCH£S) = 6.0 STREET HALFWIOTH(FEET) = 12.00 OISTA2ICE FROM CROWN TO CROSSFALL GRA➢£BREA%(FEET) _ ].00 INSIOE STRSET CAOSSFALL(➢cCIMAL) = 0.020 OUTSIpE STAEET CROSSFALI.(OECIMAI.) = 0.020 SPECIFIED MIMHER OF NAS.PSTREETS CARHYING RlINOFF = 1 STREET PARI(WAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR foz SCreetflov SecCion(cuib-to-wrb) = 0.0150 � Mavning's FRICTIDN FACToR Eoz eack-of-Walk Flow SecLion = 0.�2�0 "'YS4AVEL TTME COMPOT5➢ USING ESTIMATEO FLOW(CFS) = 9.08 STR£ETFLOW MO➢EL RESLiLTS USING ESTIMATEO FLOW: STREET FLOW OEPTH(FEET) = 0.36 - HALFSTIiEET FLOp➢ WIDTH(F£EP) = 11.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.]2 PRO➢UCT OF �EPIH6VELOCITY(FTtFT/SEC.) = 0.98 STRE£T FLOW TRAVEL TIMS(MIN.) = 1.04 Tc(MIN.) = 13.09 300 YEAR pAINFALL INTENSITY(INCH/HOUA) = 3.001 SINGLE-FAMILY(1/9 ACRE LOT) RUNOFP COEFFICIENT =.]836 � SOIL CLA,aSIFICAT20N IS "B" SUBnREA AREA�ACRE5) = 0.36 SUBAFLSA RUNOFF(CFS) = p.BS � YOTAL AREA(ACRES) = 1.08 PEAK FLOW RATE�CFS) = 4.51 '� � OF SUBAI[G ST'AE¢T FLOW HY➢IEAIILICS: THIFEET) = 0.3] FLLLFSTAEET FLOOD WIDTHIFEET) = 12.00 'i OW V?,LOCITT(FE£T/SEC.) _ ].�9 ➢EpTH'VEyDCITY(FT�FT/SSC.) = 1.00 � ONGEST FLOWPATH FROM NODE 106.00 TO NO➢E lOB.00 = ]2i00 FEP,T, � ♦ f � AOUTE IN LATEPAL A-2 I Prinfzd: 01/18/2006 11:56:57 AM AM Modif ed: 01/18/200611:56:27 AM AM Page 5 of 12 _ C:Iaes20001hydrosfllrafscz1227100. RES i •I -------- ------ i . ............................................................................ FLOW PROCE55 FROM NOD% 1�8.00 TO NO�E 100.20 IS C0�5 = al � »»C00PVLE PIpE-FLOW TRAVEL TIME THRU SUBAAEA<«a� »>»USING llSER-SPECIFIED PIPESSZE (EXISTING ELEM2NT)caccc �_ » �_ _______ ___________ __ ELEVATION DATA: pP5TR5AM(FEET) : 1092.5� DOWNST%EAM(FEET) = 106].26 FLOW LENG2H�FEET) = B1.>5 MANNING'S N= 0.013 - OEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHeS PIPE-FLOW VII.00ITY(FEEP/SEC.) - 30.]9 GIVEN PIPE �IAME'fEA(INCH) = 18.00 1dIMHER OP PiPES = 1 PIPE-FLOWICFS) = 4.A PIPE TRAVEL TIME(MIN.) = 013 Tc(MIN.) = 13.22 LONGEST FLOWPATH FROM NOOE 306.D0 TO NOOE 300.20 = BD6.J5 FEET. rx��:tr�:��r�i«tr.�..«.r:r�«x:�tr�r«r+.�r.a«�u�k::«<:«:r�.�:��rtr�r< FLOW PROCE55 FAOM NODE 100.20 TO NODE 300.20 IS CODE = 1 »e>OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE<aaac >»>ANU COMPUTE VMIOUS CONFL[fENCE� STREAM VALUES«ccc __�__n�-'_-____==_��e--_=__=_��e�__==____'��_________�---_________�-________ TOTAL NOMHER OF STAEAMS = 2 CONFLUENCE VALUES USED FOR IIJ�¢PEN�ENT STREAM 2 ARE: TIME OF CONCENTAATION(MIN.) = 13.22 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AAEA(ACRES) = 1.]8 � PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.51 - '* CONFLllENCE DATA �+ STItEAM RIINOFF TC 2NTENSITY AREA NIMHER (CFS) (MIN.) (INCH/HON2) (ACAE) 1 11.80 15.11 2A68 5.4] 2 4.51 13.22 2.965 1.]B rrrr.rx..... . vrr.«r.: e.e«r..Wp�ING�'x.:.:.....x..x..t:....r.....t... IN TNIS COMPUTER pROGFTlte THE CONFLUENCE VALpE USE➢ IS BASEO ON THE RCFCFWCO FORMULA OF PLATE D-1 AS DEFA[ILT VALUE. T"jIIS FORMULA WILL NOT NECESSARILY RESIILT IN THE MAXIMUM VAL[IE OF PEAR FLOW. .��+r�r�.e�W«r��u.�xerxu�«�ua�r�x��...��r«x�u��errrxxxxx:4�..��er��� ' RAINFALL INTENSITY AND TtME OF CONCEN'PRATION RATIO CONFLUENCE FOPMULA pSED FOR 2 STREAMS. � PF.AK FLOW RATE TABLE * STREAM RUNOFP Tc INTENSSTY •[iOMBER ICFS) (MIN.) (INC9�HOUR) 1 1<.]9 13.22 2.985 2 15.9� 15.1'I 2.]6B COMPUTED CONFLUENCE ESSIMATES ARE AS FOLLOWS: PEAK FLOW RATE�CFS) = 15.90 Tc(MIN.) = 15.1] T02AL AREA(ACAES) _ '1.25 LONGEST PLOWPATH FHOM NOOE 106.00 TO NO➢E 1�0.20 � 806.95 FEET. :v�«��Wrxu��:r�xr���«:.�:...���x�«..���x���r��.�r��u�«��.x�x�rx��u...� FLOW PROCESS FAOM NOOE ioo.zo TO NODE 1�0.20 IS WDE = 11 >»a>CONO�.UENCS MEMORY BANK p 1 WITH TH£ MAIN-STHEFM MEMORYacc« "� MAIN SiREAM NNFLUENCE ➢ATA « STREAM RUNOFF TC INTENSITY AREA NUM9ER (CFS) (MIN.) (INCH/HOUR) �ACHE) 1 15.9] 15.1] 2.]69 ].25 - LONGEST FLOWPATH FROM NO�E 106.00 TO NDDE 100.20 = 806.]5 FEET. . • MEMONY HANH q 1 CONFLUENCE DATA � STREAM RllNOFF Tc INTENSITY AREA NUMBEA (CFS) �MIN.) (INCH/HO[IR) (ACRE) 1 2.60 ].D3 4.223 0.69 LONGEST FLOWPA2i FROM NO�E 500.00 TO NODE 100.20 = 533.39 FEET. •:�«« r�rr«:�.x .Yxa«�� ♦wWl@IING��xwx�x�«��r.irr�r��u�:��rr«��� IN THIS COMpUTER PAOGItAM� THE VALUE WED IS BASE➢ ON THE RCPC&WC➢ FORMULA OF PLATE D-1 AS �EFAULT VALOE. THIS FOWAIILA . WILL NOT NECESSAAILT RESISLT IN THE MAXIMUM VALUE OF PEAK FLOW. «ea��������:��vr�r»������a.r�r��«�.ee�xu�����r.��xu������e:r�s���x«. '* PEAK FLOW [tATE TABLE '• SIREAM R[INDFe Tc INTENSIIY MIMBER (CFS� (MIN.) (INCH/HOIIR) 1 30.�1 ).p3 4.223 2 1'l.69 15.1� 2.]68 . COMpUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PiAK FIAW RATE(CFS) = 1].68 i[(MIN.) � 15.1] TOTAL AREA(ACRES) = 9.94 r�xirxx�����.«���r.���.�r�uxx����.rx.xr�xa:���:twwxx�.��«.�xxa«x»::�r FLOW PR�CE55 FAOM NODE 100.20 i0 NO➢E 300.20 IS CO�E = 12 � »»CLEAR MENOdY BANK R 1 <cccc _. ♦ I ADUTE IN LINE A I � � Printed: 01/18/2006 11:56:57 AM AM Modifed: 01/18/200611:5627 AM AM Page 6 of 12 C:Iaes20001hydrosilhIsW227100. RES • xr FLOW rPROCESErFROMxNODErxxr ***'20xTOrNOOE:rrr100 „40rIS «CODE r- er41rrrrrrrr+e -COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< ­­USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<cccc - ELEVATION DATA: UPSTREAM(FEET) = 1086.67 DOWNSTREAM(FEET) = 1080.52 FLOW LENGTH(FEET) = 180.01 MAMNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE I5 11.2 INCHES PIPE -FLOW VELOCITY (FEET /SEC.) = 12.25 GIVEN PIPE DIAMET£R(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1].68 PIPE TRAVEL TIME (MIN.) = 0.25 TC(MIN.) = 15.41 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 100.40 = 987.56 FEET. ru rrrrrrruerrrr« xxrrr++ rrrrx+xr+vrrrrvra rrr+x»rr r«au rr FLOW PROCESS FROM NODE 100.40 TO NODE 100.40 IS CODE ­-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCR,a TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.41 RAINFALL INTENSITY (INCH /HR) = 2.74 TOTAL STREAM AREA(ACRES) 7.94 PEAK FLOWRATE(CFS) AT CONFLUENCE = 17.68 FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 21 »-RATIONAL METHOD INITIAL SUBAREA ANALYSIS«ccc ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTHrr3) /(ELEVATION CHARGE) 1 -.2 INITIAL SUBAREA FLOW- LENGTH = 30D.00 UPSTREAM ELEVATION = 1097.99 DOWNSTREAM ELEVATION = 1086.75 ELEVATION DIFFERENCE = 11.21 PC = 0.303 -[( 300.00­3)/( 11.21)) *«,2 - 5.727 IGO YEAR RAINFALL INTBNSITY(INCH /HOUR) = 4.727 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .0537 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA(ACRES) - 0.34 TOTAL RUNOFF(CPS) = 1.42 +++ e+ rrvrr+ rx« rxr+ errrrrrrrr +rr:r::rrrrxr++++++evr rx rx »x «+ + +rr+r rrrrrr+r FLOW PROCESS FROM NODE 110.00 TO NODE 100.40 IS CODE = 41 -1-COMPUTE PIPE -FLOW TRAVEL TIME E > » (EXISTING USER - SPECIFIED PIPESIZE ( EXISTING TING ELEMENT LEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 1082.00 DOWNSTEEAM(FEET) = 1081.09 FLOW LENGTH(FEET) = 13.13 MANN ING'S N = 0.013 DEPTH OF FLOW IN 187.0 INCH PIPE IS 1.6 INCHES PIPE -FLOW VELOCI TY(FEET /SEC.) = 5.64 GIVEN PIPE DIAHETER(INCH) - 187.00 NUMBER OF PIPES - 1 PIPE- FLOW(CPS) - 1.42 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 5.77 LONGEST FLOWPATH FROM NODE 109.00 TO NODE 100.40 = 313.13 FEET. USrE EE+E rrrrAESE E SIEIV VEEEHHEE EAr VL«Hrr ES:S+++rrrxE EEE rrE VArrrr FLOW PROCESS FROM NODE 100.40 TO NODE 100.40 IS CODE = 1 > »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCECCCC< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TIME OF CONCENTRATION(MIN.) = 5.77 RAINFALL INTENSITY(INCH /HR) = 4.71 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE (CPS) AT CONFLUENCE - 1.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 17.68 15.41 2.744 7.94 2 1.42 5.77 4.710 0.34 r Err THIS r ry r OG r«r INGvv VALUE USED. IS♦ xru r.rxx*er IN THIE A COMPUTER PROGRAM, PIS CONFLUENCE U£ llV BASED IS BASED ON THE FORMULA OF PLATE D -1 NI DEFAULT VALUE. UE. THIS FORMULA WILL NOT T NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *r PEAK FLOW RATE TABLE + STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 0 1 5.03 5.77 4.710 2 18.51 15.41 2.744 OMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW KATE(CFS) 18.51 TC(MIN,) = 15.41 TOTAL AREA(ACRES) = 8.28 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 100.40 987.56 FEET. Printed: 01118/2006 11:56:57 AM AM Modified: 01/18/2006 11:56:27 AM AM Page 7 of 12 CAaes20001hydrosithtsW221100. RES 40 ROUTS - -- WAT ALIT -- -- ROUTE IN LINE TO WATER gU ALITY BASIN FLOW PROCESS FROM NODE 100.40 TO NODE 10D.50 IS CODE = 41 ­­COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »».USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)«< ELEVATION DATA: UPSTREAM(FEET) - 1080.30 DOWNSTREAM(FEET) - 1079.00 FLOW LENGTH(FEET) = 79.85 MANNING'S N - 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.5 INCHES PIPE -FLOW VSLOCITY(FEET /SEC.) = 9.36 GIVEN PIPE DIAM.ETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 18.51 PIPE TRAVEL TIME(MIN.) - D.14 TC(MIN.) = 15.56 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 100.50 = 1067.41 FEET. FLOW PROCESS FROM NODE 100.50 TO NODE 100.50 IS CODE - 10 _________________________________ __________ ___ ____________ _ _____ »».MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK q 1 ««< t __________________________ _ START TRIBUTARY BASINS TO STORM DRAIN LINE B FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE - 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS­ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TO = K +[(LENGTH' +3) /(ELEVATION CHANGE)]' +.2 INITIAL SUBAREA FLOW- LENGTH = 620.00 UPSTREAM ELEVATION = 1116.00 DOWNSTREAM ELEVATION = 1103.83 ELEVATION DIFFERENCE = 12.17 TO - 0.709-[( 620.00''3)/( 12.17))''.2 = 20.383 100 YEAR RAINFALL INTENSITY(INCH / HDUR) = 2.353 SOIL CLASSIFICATION IS 'B" SUBAREA RUNOFF(CPS) 0.84 TOTAL AREA(ACRES) = 0.57 TOTAL RUNCFF(CFS) = 0.84 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE - 61 ­-COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« » >>(STANDARD CURB SECTION USED)­ 11 UPSTREAM ELEVATION(FEET) - 1103.03 DOWNSTREAM ELEVATION(FEET) - 1098.64 STREET LENGTN(FEET) = 525.00 CURE HEIGHT(INCHES) - 6.0 STREET HALPWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.00 INSIDE STREET CROSSFALL(DECIMAL) - 0.02D OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) - 0.020 Manning's FRICTION FACTOR fox Stieetflcw Section (Curb to -curb) = 0.0150 Macning's FRICTION FACTOR for Back -Of -Walk Flow Section - O.D200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12 STRETIFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.29 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.16 PRODUCT OF DEPTH6VELOCITY(FTrFT / SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 4.05 TC(MIN.) = 24.43 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.130 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7516 SOIL CLASSIFICATION IS "B" SUBAREA AREA - (ACRES) = 1.61 SUBAREA RUNOFF (CPS) = 2.58 TOTAL AREA (ACRES) = 2.18 PEAK FLOW RATE (CPS) 3.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.43 FLOW VELOCITY(PEET / SEC.) = 2.40 DEPTH VELOCITY(FT'FT /SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 1145.00 FEET. FLAW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 » ... DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-­ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ME OF CONCENTRATION(MIN.) = 24.43 IN FALL INTENSITY(INCH /HR) - 2.13 OTAL STREAM C - 2.18 ._. PEAK FLOW RATE E(CFS) (CFS) AT AT CONFLUENCE 3.41 t_____________________ _ BASIN B -3 Printed: 01/18/2006 11:56:57 AM AM Modified: 01/18/200611:56:27 AM AM Page 8 of 12 C: Iaes20001hydrosftlrafscAl227100. RE'S -------------------------------------- FLOW PROCESS FROM NODE 203.00 TO NODE 202.00 IS CODE = 21 ­.-RATIONAL METHOD INITIAL SUBAREA ANALYSTS-­ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) PC = K <[(LENGTH.'3) /(ELEVATION 1HANGE)] ".2 INITIAL SUBAREA FLOW- LENGTH = 525.00 UPSTREAM ELEVATION = 11102.81 DOWNSTREAM ELEVATION = 1098.64 ELEVATION DIFFERENCE = 10004.17 TO - 0.393'(( 525.00' *3) /( 10004.17)) ".2 2.667 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.093 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8232 SOIL CLASSIPICATION IS 'B^ SuRAREA RUNOFF(CFS) = 3.02 TOTAL AREA(ACRES) = 0.72 TOTAL RUNOFF(CFS) - 3.02 FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 »DESIGNATE INDEPENDENT STREAM FOR CONPLUENCE<c »» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-­ TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 5.00 RAINFALL INTENSITY(INCH /ER) = 5.09 TOTAL STREAM AREA (ACRES) = 0.72 PEAK FLOW RATE(CFS) AT CONFLUENCE - 3.02 ' CONFLUENCE DATA '. STREAM RUNOFF T. INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.41 24.43 2.130 2.18 2 3.02- 5.00 5.093 0.72 r . +....: + "" ".. WARNING • "' ", ".r.xr"r ".. «r„ +r«..+. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS EASED ON THE RCFC&WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK MOW. • RAINFALL „ INTENSITY ' AND + TIME • OF * CONCENTRATION t RATIO r.r....r..r..,xxr.r.... CONFLUENCE FORMULA USED FOR 2 STREAMS. '+ PEAK FLOW RATE TABLE ' < STREAM RUNOFF TC INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 3.72 5.00 5.093 2 4.68 24.43 2.130 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 4.68 TC(MIN.) = 24.43 TOTAL AREA(ACRES) = 2.90 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 1145.00 FEET. -a ROUTE IN LINE B rrrrxr rr..rr,., +xrrxrrrrrr rrr,.« evrrrrr r,.rr<x.r +rrrrr rr rr,rr.<r,rxxrrr rrrrr FLOW PROCESS FROM NODE 202.00 TO NODE 200.10 IS CODE = 41 ­-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA­­ ­-USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)­, sa _________ - ELEVATION DATA: UPSTREAM(FEET) = 1091.47 DOWNSTREAM(FEET) = 1087.30 FLOW LENGTH(FEET) = 456.03 MANNING'S N - 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.8 INCHES PIPE -FLOW VELDCITY(FEET /SEC.) - 5.29 GIVEN PIPE DIA.METER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.68 PIPE TRAVEL TIME(MIN.) = 1.44 TC(MIN.) = 25.87 LONGEST FLOWPATH FROM NODE 2DO.00 TO NODE 200.10 = 1601.03 FEET. xx.x, uerxrxr.rr:.,. exx«.rrrrr:rr „r+xr rr rrrrrrr,<,r+ «rrr r,<a. «rx+rr«rrrr,. FLOW PROCESS FROM NODE 200.10 TO NODE 200.10 IS CODE = 1 ­-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-C TOTAL NUMBER OF STREAMS = 2 = = _- -_ - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 25.87 RAINFALL INTENSITY(INCH /HR) - 2.06 TOTAL STREAM AREA (ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE - 4.68 _dkLOW PROCESS FROM NODEe rr r 201.00 - M NODE 204800 IS CODEr.,. Zlrxrrrrrrr. »». RATIONAL METHOD INITIAL SUBAREA ANALYSISccccc ASSUMED INITIAL SUBAREA UNIFORM Printed: 01/18/2005 11:56:57 AM AM Modified: 01/18/2006 11:56:27.AM .AM Page 9 of 12 C:Iaes20001hydrosftlrafsczt227100. RES • ��LOPMENT IS SINGLE FAMILY (1/4 ACRE) .. . , . > . . . . . . . . . . TC = R*f(LFNGTH+*3)/(£LEVATION Ce{NJGE)7�+.2 INITIAL SUBAREA FLOW-LENGTH = 650.00 WSTREAM ELEVATION = 1103.81 OOWN51REN1 ELEVATION = 1098.28 ELEVATION OSFFERENCE = 5.55 ' YC = 0.39Y�( 650.00++3)/( 5.55)7��.2 = 1].598 100 Y4AH IUIN�ALL IMENSITY(INCH/HDOR) � 2.992 SINGL£-PAMILY(1/9 ACRE LOT) RllNOFF CO£FFICIENI' _.�818 �SOIL dASSIFICATION IS "B" SOBAR¢A RIRIOFF(CFS) = 2.35 ' TOTAL AF;£A(ACAES) = 1.�2 TOiA1 RUNOFF(CFS) = 2.35 x ���� xR � t xxe r r�u��trx»«tx�«��ertx�«�ve�r�«rrvw���:arxr����:ru����: xxx FLOW PRDCE55 PROM NO➢E 204.0� TO NOOE 2a5.00 IS COOE � 61 ____________________________________"___________________"___________________ »COMPUTE STREET PIAW TRAVEL TIME 1EiRU SUHAREA<e<a< »»>(STAN[IMD CIIItH 56CTION USED)«e<a UPSTREAM ELEVATION(FSET) = 1098 28 ➢OWNSTREAM ELSVATION(FEET) = 1093 6B STREET LENGTH(FEET) = 450.00 CURB HEIGHTfINCHES) = 6.� � STREET HALFWIOTH(FEET) � 12.00 �ISTANCE FAOM CROWN 10 CROSSFALL GRADE8R8AIC�FEET) _ ).00 INSIOE STAEET CROSSFALL(DECIMAL) = 0.020 . 011TSI�E STREET CROSSFALL(D&QMAL) = 0.020 SPECIFIED MIMHER OF HAS.FSTREETS CARRYING AUNOFF � 2 STHEET PARXYIAY CROSSFALL(DECIMAI.) 0.020 Manning's PRICTION FACTOR for SCreeCElow Sec[ion(curb-to-cuzb) = 0.0150 Mdnning's FAICTION FACTOA fOi Ba[k-of-Walk F1ow SeCtion = 0.0200 **TFAVEL TSME COMPUPE➢ USING ESTIMATED FLOW(CFSI = 459 51REETpLOW MO�EL RESllLTS USING ESTIMATE➢ FLOW: STA£ET FLOW pEPTH(FEET) = 0.32 HAI.FSTftEEP FLOO➢ WIDTH(FEEP) . 9.5'1 AVERAG6 E1/JW VELOCITY(FEET/SEC.) � 2.22 PRO➢UCT OP DEPTH6VELOCITY(FT•FP/SEC.7 = 0.91 STAEET FLOW TRTVEL TIME(MIN.) _ ].39 Tc(MIN.) - 16.96 100 YEAA RAINFALL INTENSITY(INCH/HOUR) = 2.603 SINGLE-FAMILY(1/4 ACRE LOT7 RONOFF COEFFICIENT = A]09 SOIL CLASSSFICATION IS "B^ SIftAFtEA AREA(ACRES) � 2.23 SIIBAREA RONOFF(CFS) = 4.48 TUTAL AA6A(ACRES) = 3.25 PEAK PLOW RATE(CFS) = 6.82 EN➢ OP SUBAREA STAEET FLOW HYDFAIILICS: OEPTH(FEET) = 0.35 HAS.FSTTtEET PLOO➢ WIDTH(FEET) = 11.32 " FL�W VEIqCITY(FEET/SEC.) = 2.94 DEPTH+VELOCITY�FT'FL/SEC.) = p.86 �IANGEST PIIJWPATN FROM NOOE 201.00 TO NOOE 2D5.00 = 1300.�� FEET. ______"_"____________________________________________________________" I ROOTE IN LATEAAI. H-1 I - ♦ ♦ �� FIAW PROCESS PROM NODE 205.00 TO NODE 20030 IS CODE = 41 _____________________"_______________"______________________________________ »>C�MPUTE PIpE-FLOW TRAVEL TIME TNRll SU6AREA«<ac »»>USING USEA-SPECIFIED PIPESIZE (EXISTING ELEMENT)ccc« ELEVATION OATA IJPSTREINI(FEET) = SOBBA'1 �OWNSTREAM(FEET) � 40 FLOW LENGR'A(FEET) = 20.62 MANNING'S N= 0.a13 � DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.B INCNES PIPE-FIqW VEIqCITY(FEET/SEC.) = 9.26 GIVEN PIPE DIAMETER(INQI) = 29.00 NUMBEA OF PIPES = 1 PIPE-FLOW(CPS) = 6.82 PIPE TItAVEL TIME(MIN.J � 0.09 TC(MIN.) = 16.99 � LONGEST FLOWPATN FROM NODE 201.0� TO N0�£ 2�010 = ll20.62 FEET. a � + ��x�rx�u�a�r��..a�rwu��rxvxx«�rvxx��t��x»r����errr««tix����� tr ��� « FL�W PROCESS FAOM NOOE 20p10 TO NODE 20010 IS CODE = 1 �oDESIGNATE INDEPEIJpENT STAEAIA FOR CONFLUENCE««c � »»ANO COMPUTE VARIOUS CONFLUENCE➢ STAENI VALUESCe«< � � ` `� a � �_______�_ _____ 'tM'AL NUMHER OF STREAMS = 2 CONFLU£NCE VALUES USE� FOR ICNEPE[*�ENT 52REAM 2 ARE. � TIME OF CONCENTRATION(MIN.) = 16.99 AAINFALL INTENSITY(INCN/HR) = 2.60 TOTAL SIREAM AREA(ACRES) = 3.25 PEAA FLOW RATE(CFS) AT CONFLU=NCE = 6.82 " CONFLtIENCE DATA « STREAM AIINOFF Tc INTENSITY AREA - - MIMBER (CFS) (MIN.) (INCH/HOUR) (ACRi.I 1 6.68 25.8] 2.064 , 2.90 � 6.82 16.99 2.60� 3.25 � ... . r... .«..:: .««..:.. x... WARN ING•• a t. �.. x..... «r «. r r ..... � r. a.. IN THIS COMPVC_R THE CONFLUENCE VALUE USED IS HASED ON 1AE RCFCSWCD FORMULA 0? PLATE p-1 AS �EFAIILT VALUE. Tf2I5 FORMIiLA - WILL NDT NECESSARILY HESULT IN 1HE MA%IMIIM VALUE OF pEAK FLOW. ' a . ', INFALL INTENSITY A[Jp TIME OP CONCENTRATION FATIO i - JNFL�NCE FORNULA L15ED FOR 2 STREAMS. '� PEAK FLOFl ItATE TABLE '* � � STAEPN FI]ISOe'F Tc INTENSITY , xumaea �cas) (nix.) (i�cx/xou¢) � Prinfed: 01I18/2006 11:56:57 AM AM Modifed: 01/18/2006 11:56:27 AM .AM Page 10 of 12 C:Iaes20001hydrosftlrafscz1227100.RES ` • 1 9.89 16.99 2.600 . � . � , . . . �' . _ .. " � 30.09 25.8) 2.064 COMPVLED CONPLUENCE ESTIMATES ARE AS POLLOWS: PEAK FLOW RATE(CFS) = 9.89 Tc(MIN.f = 16.99 TOTAL AAEA(ACRES) = 615 LONGEST FLOWPATH FROM NO�E 200.00 TO NODE 200.10 = 1601.03 FEET. •...rx«r ���.: r,.r«�«�a �t«r«:u��«�«�:» e�««��.�::».«utr..:«i�x.�:a� FLOW PAOCESS FROM NO➢£ 200.1� TO NOOE 20D.20 IS CO�E = ql _________________________________________"_____"________"___________________ > »COMPUTE PIPE-FLOW TRAYEL TIME THRU SUBAR^cACCCec »»>USING USER-SPECIFI6D PIPESIZE (EXISTING ELEMENT)<«<c «� �� � ______________ __________________ ______ EL£VATION DATA: UPSTREAM(PEET) = 106�.26 OOWNSTRLAM�FEET) = 30]9.00 FLOW LENGTH(FEET) = BJ.45 MANNING'S N= 0.013 ➢EPTH OF FLOW IN 2q.0 INCH pIPE IS 6.2 INCHES PIPE-FLOW VEIACITY(FEET/SEC.) = 15.36 GNEN PIPE DIAMETER(INCH) = 24.00 NOMBER OF PIpES = 1 PIPE-FLOW(CFS) = 9.89 PIPE TRAVEL TIME(MIN.) = 0.�9 Tc(MIN.) � 19.08 LONGEST PLOWPATH FAOM NOOE 200.00 TD NO➢E 20p.20 = 1684.48 FEET. t a I COMffiNE FLOWS FROM LINES A S B IN WATER QUALITY BASIN I � _ +r�tru���r�irrxru�«xrrrxxx���t+��«r�irt��.:�ta�r«�t�eixx�� FIqW pAOCE55 FAOM NODE 10050 TO NODE 30�.50 IS CO➢E = 11 ' a»WNFLUENCE MEM08Y BAM( � 1 WITH THE MAIN-STAENI MEMORY<a�c< '�-MAIN STREAM CONFLlSENCE DATA �W STREAM AUNOFP Tc INTENSITY AR£p M1MBE$ (CFS) (MIN.) (INCH/H011R) (ACRE) � 1 9.89 19.08 2.59} 6.15 � IANGEST FIAWpATI! FROM NOOE 20�.0� TO NODE 100.50 = 1684.48 FEET. . � "' MEMORY BANK p 1 CONFLOENCE OATA �* STREAM RUNOFF TC INTENSITY AR6'p NUMBER (CPS) (MIN.) (INCH/HOUR) (ACRE) 1 18.51 15.56 2.]30 8.28 UJNGEST FLOWPATH pROM NODE 146.00 TO NOOE 300.5� = lO6J.41 PEET. ......:x:�.r...«.:r...... �.WARNING«:...a. . IN THIS COMPUTER PROGRAM, THE VALUE VSED • ON A'FCFNCD OF PLATE DEFAULT'VALUE.YTH;S FORMULA�a;wr� WILL NO'f NEC£SSAAILY AESULT IN THE MA%IMI1M VALllE OF PEAI: FLOW. �♦ ♦♦ ♦ a «a� ♦ � ♦ x�• ♦♦ x�t ' PEAK FLOW RAT& TABLE * STRENI RUNOFP Tc INTENSITY NIIMaEA (CFS) (MIN.) (INCH/HOpR) 1 29.52 ' 15.56 2.]30 2 2].9] 1"I.OB 2.593 COMpUTED CONFLIIENCE ESTIMATES ARE AS FOLLOWS: PEAK FWW RATE(CFS) = 20.52 Tc(MIN.) = 15.56 � . " TVTAL AREA(AC[EES) = 14.4J x � FLOW PROCESS £ROM NODE 100.50 TO NOOE 300.50 IS CODE = 12 r»�CLEAR MEMDAY BANK p 1 c cc< •��.rurr�:.x+vk«<.�a:�x «. ««:e��««x.«vw»a�rrr��.�:��.rw««r:r�te««�♦ FLOW PROCESS FROM NODE 300.50 TO NODE 100.5� IS CODE = 1 � »OESIGNATE SNOEPENDENT STREAM FOR CONFLllENCEc«« ________'________� _____ TOTAL NUMBER OF STAEAMS = 2 CONFI.11ENCE VALIIES USED FOR INOEnENpENT STRFINI 1 ARE: � TIM6 OF CONCENTRATION(MIN.) � 15.56 RAINPALL INTENSI]'Y(INCH/HR) = 2.]J TOTAL STAEAM AREA(ACAES) = 14.43 PEAK FLOW IEATE(CFSJ AT CONFLUENCE = 2p.52 ' ��ex�w���r�rrx���ae�.�xu��i��r�r����.�r�x�r.v��»«���������� FLOW�PROCESS FROM NODE 206.00 TO NO�E zw.00 IS CODE = 21 _ _____________________________________________________ »»>RRTIONAL ME1H0� INITIAL SU6AREA ANALYSISC«cc ��______ _ _______e_ ______________________�_______ z _____ _____ ASSUMED INITIAL SUBAAEA UNIFORM �EVELOPMENT I5: UNDEVELOPED WITH FAIR COVEA TC = K��(LENGTH�"3)/(ELEVATION CFWJGe)]*�.2 INITIAL SUBAREA FLOW-LENGTH = 300.00 " IIPSTREAM ELEVATION = 1102.20 DOWNSTREAM ELEVATION = 1095.�0 ELEVATION ➢IFFERENCE _ ).20 TC = 0.]09�[( 300.a0w*3)/( ).2a)]*+.2 = 1a.645 100 YEAR ItA2NFALL INT£NSITY�1NCN/HOUR) = 2-822 OIL CLASSIFICATION IS "B'� AREA RUNOFF(CFS) = D.61 - TAL AREA(ACRESJ = 0.44 IpTAL RIINOFF(CFS) = O.B1 .. ♦:.«xxwxxx�eiwxexr�u����r�x�xr�������xr���tx��w��..i.��x��x«<.�x�r��:��ex FLOii PROCE55 FAOM NO�£ 20"1.00 TO NODE 1D�S0 IS CODE = 1 - Prin�ed: 01/18/2006 11:56:57 AM AM Modified: 01/18/2006 11:56:27 AM AM Page 11 of 12 C:Iaes200ftydrosf[htscA227100. RES --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- - --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- - ==- __ __________ __________ _ _______ ____ ____ TOTAL NUMBER OF STS = 2 USED CONFLUENCE VALUES USED FOR INO£PENOENT STREAM 2 ARE TIME OF CONCENTRATION(MIN.) = 14.65 RAINFALL I AREA(ACRES) = TOTAL STREAM PII A.REA( ACRE AES) - 044 .49 PEAK FLOW RATE(CFS) AT CONFLUENCE 0.81 x+ CONFLUENCE DATA +x STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 27.52 15.56 2.730 14.43 2 0.61 14.65 2.822 0.44 er + ++ r+r+x +ux +x «x a erx+xxx+xWARN INGxx xxxu «xxrxx+x +rxx xx +xx:«++ + «r ++ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC4WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. * rr«+**++ r++ xr rrv+ r- x: xr+ e++++ x +- xxxvrr+x +++x++xxxxxx++x:*x+ru exxxxxxxx++r RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER ( CPS) (MIN.) (INCH /HOUR) 1 26.72 14.65 2.622 2 28.31 15.56 2.730 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.31 T[(MIN.) = 15.56 TOTAL AREA(ACRES) = 14.87 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 100.50 = 1684.48 FEET. r ADD WATER QUALITY BASIN xxxx+:: « *xrr ++rr ++* + ++xx+xxxx »xe**++rx axxxx «rxxx+* + +*rx xxxxxxxxx x++r«rr++ FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = S1 __________ » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW- - 100 YEAR RAINFALL I117RIHITY(INCH /HOUR) = 2.730 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6504 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CPS) 0.46 TOTAL AREA(ACRES) = 15.13 TOTAL RUNOFF(CFS) = 28.77 TC(MIN) - 15.56 -------------------- e ------- -------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 15.13 TC(MIN.) = 15.56 PEAK FLOW RATE(CFS) a 28.77 z END OF NATIONAL METHOD ANALYSIS 1 Printed: 01/1812006 11:56:57 AM AM Modified: 01/18/2005 11:56:27 AM AM Page 12 of 12 C:Iaes20001hydrosffimtscA2271 ORES • x xx+: .+xxex RATIONAL + METHOD x HYDROLOGY COMPUTER + RO PGRAMrBASFDxONx «x++x:xxx xx RIVERSIDE COUNTY FLOOD CONTROL 4 WATER CONSERVATION DISTRICT (RCFC6WCD) 1978 HYDROLOGY MANUAL (C) Copyright 1982 -2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date:. 01 /01/2000 License ID 1264 Analysis prepared by: REP F Associates 14725 Alton Parkway Irvine, CA 92618 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TO - Kr[(LENGTHrr3) /(ELEVATION CHANGE)] INITIAL SUBAREA -FLOW- LENGTH = 450.00 UPSTREAM ELEVATION = 1113.02 DOWNSTREAM ELEVATION = 1097.59 ELEVATION DIFFERENCE = 15.43 TO = 0.303•[( 450.00rr3) /( 15.43)]x".2 = 6.852 10 YEAR RAINFALL INTENSITY(INCL'HOUR) = 2.935 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8763 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CPS) = 0.90 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CPS) = 0.90 FLOW PROCESS FROM NODE 101.00 TO NODE 100.10 IS CODE = 41 »COMPUTE PIPE -FLOW TRAVEL TIME CHAD SUBAREA-e< ­­USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA- = UPSTREAM(FEET) = 1111-11 DOWNSTREAM(FEET) = 1069.16 FLOW LENGTH(FEET) = 43.31 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.43 GIVEN PIPE DIAMETEE(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.90 PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 6.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 100.10 = 493.31 FEET. FLOW PROCESS FROM NODE 100.10 TO NODE 100.10 IS CODE = 1 u+. »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-­ TOTAL NUMBER OF STREAMS = 2 AdMONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 'ME OF CONCENTRATION(MIN.) = 6.95 INFALL INTENSITY(INCH /HR) = 2.91 TOTAL STREAM AREA(ACRES) - 0.35 PEAK FLOW RATE(IFS) AT CONFLUENCE = 0.90 Printed: 01/18/2006 09:40:32 AM AM Modified: 0111812006 09:39:21 AM AM Page 1 of 11 « «x+x:+ xxrrr+xx xxx xx DESCRIPTION OF STUDY xrrxxr«:x+.««rxxxx+r+xxx«x + TRACT 23992 PHASE 1 10 -YEAR x DEVELOPED CONDITIONS r+ ++rrx +r+x «+ +exr+++++rx+ +xu+rr rrru++rr xx +.+++rrrre +xx+++rrrerr ++++++ FILE NAME: 22710.DAT TIME /DATE OF STUDY: 09:39 01/18/2006 ----------------------------------------------------------"----------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) 10.00 SPECIFIED MINIMUM PIPE SIZE(INCID - 18.00 SPECIFIED PERCENT OF GRADIENTS(DECINAL) TO USE FOR FRICTION SLOPE = 0.90 SO -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.360 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.880 100 -YEAR STORM SO- MINUTE INTENSITY(INCH /HOUR) = 3.480 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.300 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE 0.5505732 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE 0.5495536 COMPUTED RAINFALL INTENSITY DATA STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) - 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCU HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFCLWCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES +USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL - HALT- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIRE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) = (a) 1 30.0 20.0 0.018/0.01B/0 020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flaw -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) «(Velocity) Constraint - 6.0 (FTx FT /S) «SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.• xrrxx xx xx+++ xr« rrrxx +xrrrxx«:xr+rrrxxx+ +rrx +rxx rr +«««r xxx:rrrrx «rr=++rrrxr FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »> »RATIONAL METHOD INITIAL SUBAREA ANALYSIS.,«« ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TO - Kr[(LENGTHrr3) /(ELEVATION CHANGE)] INITIAL SUBAREA -FLOW- LENGTH = 450.00 UPSTREAM ELEVATION = 1113.02 DOWNSTREAM ELEVATION = 1097.59 ELEVATION DIFFERENCE = 15.43 TO = 0.303•[( 450.00rr3) /( 15.43)]x".2 = 6.852 10 YEAR RAINFALL INTENSITY(INCL'HOUR) = 2.935 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8763 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CPS) = 0.90 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CPS) = 0.90 FLOW PROCESS FROM NODE 101.00 TO NODE 100.10 IS CODE = 41 »COMPUTE PIPE -FLOW TRAVEL TIME CHAD SUBAREA-e< ­­USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA- = UPSTREAM(FEET) = 1111-11 DOWNSTREAM(FEET) = 1069.16 FLOW LENGTH(FEET) = 43.31 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.43 GIVEN PIPE DIAMETEE(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.90 PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 6.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 100.10 = 493.31 FEET. FLOW PROCESS FROM NODE 100.10 TO NODE 100.10 IS CODE = 1 u+. »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-­ TOTAL NUMBER OF STREAMS = 2 AdMONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 'ME OF CONCENTRATION(MIN.) = 6.95 INFALL INTENSITY(INCH /HR) = 2.91 TOTAL STREAM AREA(ACRES) - 0.35 PEAK FLOW RATE(IFS) AT CONFLUENCE = 0.90 Printed: 01/18/2006 09:40:32 AM AM Modified: 0111812006 09:39:21 AM AM Page 1 of 11 C:laes200bydrosMrafscA22710. RES __ FLOW _ PROCESS FROM NODE 100 00 TO NODE 102.00 IS CO ➢E = 21 »»,RATIONAL METHOD INITIAL SUEAREA ANALYSIS­ ­ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TO = Kr[(LENGTHx=3) /(ELEVATION CHANGE))rr.2 INITIAL SUBAREA FLOW- LENGTH = 450.00 UPSTREAM ELEVATION = 1113.02 DOWNSTREAM ELEVATION = 1097.35 ELEVATION DIFFERENCE = 15.67 TO = 0.303 -I( 450.00* *3) /( 15.67))--.2 = 6.831 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.940 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .0764 SOIL CLASSIFICATION IS ^B^ SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(AMES) = 0.34 TOTAL RUNOFF(CFS) = 0.88 FLOW PROCESS FROM NODE 102.00 TO NODE 100.10 IS CODE = 41 »COMPUTE PIPE -FLOW TRAVEL TIME MEN SUBRAIa... < > .>, USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)««< = ---------- --- ===== ---- -------- = --------- ELEVATION DATA,: = 1092.53 DOWNSTREAM(FEET) = 1088.83 FLOW LENGTH(FEET) = 30.91 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.30 GIVEN PIPE DIAMETER(INCE) = 18.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) - 0.88 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 6.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 300.1D = 480.91 FEET. 1111 - +rr exwxr 11 x 0 :++ errxa.rxrr+rxx..rrrr +rxx: +r + +rr uxa rrrrrrrr r: x+ +rrr rx FLOW PROCESS FROM NODE 100.10 TO NODE 100.10 IS CODE = 1 ____________________________________________________________________________ > »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-«- » »,AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES....< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TIME OF CONCENTRATION(MIN.) - 6.89 RAINFALL INTENSITY(INCH /HR) = 2.93 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.88 x- CONFLUENCE DATA -r STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 0.90 6.95 2.912 0.35 2 0.88 6.89 2.925 0.34 r 0x0--1 a .*x000 ra rr xr INGry rrrrr rrr rrrrr.rrr..« IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE ENCE VALUE O BASED IS EASED ON THE C FORMULA OF PLATE D -1 AS DEFAULT VALUE. VALUE. THIS FORMULA WILL NOT T NECESSARILY ARILY RESULT IN THE MAXIMUM VALUE OF PEAR FLOW. . rrrrrrrr« r «rrrrrrr..r.r «rrx..r.rrrrr.r.. rrx.rr.xrrrrrxrx 0x.0+0-- a r:u RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. r PEAK FLOW RATE TABLE *x STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.77 6.89 2.925 2 1.77 6.95 2.912 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 1.77 TC(MIN.) = 6.95 TOTAL AREA(ACRES) = 0.69 LONGEST FLOWPATR FROM NODE 100.00 TO NDDE 100.10 = 493.31 FEET. e +rrrrr u..r ++ rrrrr: errrrr rrrr».vrrrrrrr.rr +rrrrrrrrrrru rxr.err FLOW PROCESS FROM NODE 100.10 TO NODE 100.20 IS CODE = --rrrrr rx rrr 41 ­ -COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA,-- ­­USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)«« ELEVATION DATA: UPSTREAM(FEET) = = 1088 72 - DOWNSTREAM(FEET) i 1087.40 - FLOW LENGTH(FEET) = 40.08 MANNING'S N - 0.013 DEPTH OF MOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.51 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.77 PIPE TRAVEL TIME(MIN.) = 0.10 �`TC(MIN.) = 7.05 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 100.20 = 533.39 FEET, FLOW PROCESS FROM NODE 100.20 TO NODE 100.20 IS CODE = 10 >» »MAIN - STREAM MEMORY COPIED ONTO MEMORY BANK N I «< rr'LO« x»u ESSr FROM NODE rx» x»»rrrr NODE rr 104x0» »r»r - rrru»u»rru LOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE 21 »RATIONAL METHOD INITIAL SU3AP.EA ANALYSIS-­ ASSUMED INITIAL SUBAREA UNIFORM - - DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TO - Kr[(LENGTHr /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 700.00 Printed: 01/18/2006 09:40:32 AM AM Modified: 01/18/2006 09:39:21 AM AM Page 2 of 11 C :laes20Nhyc rosfihtscA22710. RES UPSTREAM ELEVATION = 3100.60 DOWNSTREAM ELEVATION = 1096.48 ELEVATION DIFFERENCE = 4.12 TO = 0.393 *[f 700.00* *3) /( 4.12)] + *.2 = 15.067 10 YEAR RAINFALL INTENSITY (INCH /HOUR) 1.902 SINGLE- FAMI EN ACRE LOT) RUNOFF COEFFICIENT = .7402 SOIL CLASSIFICATION IS "H" SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA (ACRES) = 2.66 TOTAL RUNOFF (CF S) = 3.74 + «+evevxu ar:v: +v+«xxrr+ « «exvr rr+r+r +:vvx xaruru vvxxrrx+rxr FLOW PROCESS FROM NODE 104.00 TO NODE 10D.30 IS CODE = 41 ­COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA,,- ­-USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)­­, ELEVATION DATA; UPSTREAM(FEET) = 1092,19 DOWNSTREAM(FEET) = JOB] 51 =_ FLOW LENGTH(FEET) = 36.35 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.11 GIVEN PIPE DIAMETER(INCH) = 18.00 PIONEER OF PIPES = 1 PIPE- FLOW(CFS) = 3.74 PIPE TRAVEL TIME(MIN,) = 0.05 TC(MIN.) = 15.11 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 100.30 = 736.35 FEET. FLOW PROCESS FROM NODE 100.30 TO NODE 100.30 IS CODE = 1 »-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -,, TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 15.11 RAINFALL INTENSITY(INCH /HR) 1.90 TOTAL STREAM AREA(ACRES) = 2.66 PEAK FLOW RATE(CFS) AT CONFIDENCE = 3.74 FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 21 --RATIONAL METHD) INITIAL SUBAREA ANALYSIS­,, ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC - X *[(LENGTH * *3) /(ELEVATION CHANGE) 1 -.2 INITIAL SUBAREA FLOW- LENGTH = 700.00 UPSTREAM ELEVATION = 1100.60 DOWNSTREAM ELEVATION - 1096.50 ELEVATION DIFFERENCE = 4.10 TC = 0.393*(( 700.00 * *3) /( 4.10)7* *.2 = 15.082 10 YEAR RAINFALL INTENSITY(INCH /HOUR) - 1.901 SINGLE- EMILY ( 1 /4 ACHE LOT) RUNOFF COEFFICIENT = .7401 SOIL CLASSIFICATION IS "B" SUSANNA RUNOFF(CFS) = 3.95 TOTAL AREA(ACRES) = 2.81 TOTAL RUNOFF(CFS) = 3.93 ****** v*** + ** **+**x+**rr*** * **v *+«r* *«*vr v*v + ***r**vvvv x x x x *r*** FLOW PROCESS FROM NODE 105.00 TO NODE 100.30 IS CODE = 41 »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA--1 ­­USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<I< l ELEVATION DATA: UPSTREAM(FEET) = 1094.14 DOWNSTREAM(FEET) = 1007 07 _ FLOW LENGTH(FEEF) = 23.6B MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC) = 17.18 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.95 PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) 15.10 LONGEST FLOWPATH FROM NODE 103.D0 TO NODE 100.30 = 723.68 FEET. +++ +.v*x+rrr.rr*rx*rrrr+ur + +*«vxru rrr r:r «x »r***rx++x ««*«rrrrrr:: «vxxr*r*: FLOW PROCESS FROM NODE 100.30 TO NODE 100.30 IS CODE 1 ­-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE,,<c »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES­ ­ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TIME OF CONCENTRATION(MIN.) = 15.10 RAINFALL INTE.NSITY(INCH /HR) = 1.90 TOTAL STREAM ARRA(ACRES) = 2.81 PEAK FLOW RATE(CPS) AT CONFLUENCE = 3.95 ** CONFLUENCE DATA ** STREAM RUNOFF T< INTENSITY AREA NUMBER (CF6) (MIN.) (INCH /HOUR) (ACRE) 1 3.74 15.11 1.899 2.66 2 3.95 15.10 1.899 2.81 IN THIS COMPUTER PROGRAM, THE * CONFLUENCE VALUE DIED IS BASED ON THE RCFC4WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. INFALL INTENSITY * AND * TIME + OF * CONCENTRATION + RATIO *+ NFLUENCE FORMULA USED FOR 2 STREAMS. +r PEAK FLOW RATE TABLE * STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) Printed: 01/18/2006 09:40:32 AM AM Modified: 01/18/2006 09:39:21 AM AM Page 3 of 11 C :laes2000ydrosfllrafscA22710. RES O J • 1 J. 15.10 1.899 2 7. 15.11 1.899 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RAT£(CFS) = 7.70 T[(MIN.) = 15.10 'OCTAL AREA(ACRES) = S.47 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 100.30 = 736.35 FEET. rx xxxxx xxxxv x:rrrrxrxxx xxxxxxexxxxxxxxvvrvvxxxxxxxxxxverx <xx xxxxxx xeev +xxr+ FLOW PROCESS FROM NODE 100.30 TO NODE 100.20 IS CODE = 41 ­­COMPUTE PIPE -FLOW TRAVEL TIME THEN SUEAREAC .. ­­USING USER - SPECIFIED PIPESIEE (EXISTING ELEMENT) ­11 ELEVATION DATA: UPSTREAM(FEET) = 1087.45 DM4NERREAM(FEET) = 1087.23 FLOW LENGTH(FEET) = 18.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE -FLOW VELOCITY (FEET /SEC.) = 6.63 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.70 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 15.15 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 100.20 = 755.15 FEET. I—rrr rr r r rr- r cxrr+ ++*+r«xr:xx•e+e« ««« «urxrr er+rru« «« +vrxrr++u rvr «+«+ FLOW PROCESS FROM NODE 100.20 TO NODE 100.20 IS CODE = 1 ­­DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE,­­ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.15 RAINFALL INTENSITY(INCH /HR) = 1.90 TOTAL STREAM AREA(ACRES) = 5.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.70 ru++ xx ++ «+ +r+ «x «rrxrxx+ +e*+rrxr +x:u rrr r+ rur «rr +«rrx+rr +rxrrr+erx + +r +rr+ FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 21 »» RATIONAL METHOD INITIAL SUBAREA ANALYSIS­ ­ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K +[( LENGTH * 1 3) /(ELEVATION CHANGE)7*x.2 INITIAL SUBAREA FLOW- LENGTH = 425.00 UPSTREAM ELEVATION - 1104.49 DOWNSTREAM ELEVATION = 1100.53 ELEVATION DIFFERENCE = 3.96 TC = 0.393r[( 425.00* *3) /( 3.96)] **.2 = 11.258 SO YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.233 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7563 SOIL CLASSIFICATION IS "E" SUBAREA RUNOFF(CFS) 2.40 TOTAL AREA(ACRES) = 1.42 TOTAL RUNOFF(CFS) = 2.40 + +rrrrrrrr++rx+r+r +rra rx* r+ rr+ rrrrx rr:+++r + +rrr+rr +rrrrrrr +«rrx+ FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 61 »COMPUTE STREET FLOW TRAVEL TIME THRU SUDAREAccccc »» (STANDARD CURB SECTION USED) «un UPSTREAM ELEVATION(FEET) = 53 DOWNSTREAM ELEVATION(FEET) = 1096.88 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET UALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 MaMing's FRICTION FACTOR for SLreetflow Section(curb - to- curb) 0.0150 Manning's FRICTION FACTOR for Hack -of -Walk Flow Section = 01020D * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.84 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.46 PRODUCT OF DEPTH6VELOCITY(FT *FT /SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 2.03 TC(MIN.) = 13.29 SO YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.038 SINGLE- FAMILY(2 /4 ACRE LOT) RUNOFF COEFFICIENT = . 7472 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 1.78 PEAK FLOW RATE (CPS) = 2.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.28 FLOW VELDCIIY(FEET /SEC.) = 2.51 DEPTH *VELOCITY(FT *FT /SEC.) = 0.03 LONGEST FLOWPATE FROM NODE 106.00 TO NODE 108.00 = 725.00 FEET. rr+rxrrr xr:xx +x + «rr rx +u +rxr rr +u rrrxrxrer.rrru xxrr: +re+ +rrrrr rra xx +rrx +r FLOW PROCESS FROM NODE 108.00 TO NODE 100.20 IS CODE = 41 ---------------------------------------------------------------------------- »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUEAREACC »USING USER - SPECIFIED PIPESIEE (EXISTING ELEMENT)—— pr LEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = 1087.26 FLOW LENGTH(FEET) = 81.75 MANNING'S N = 0.013 DEPTH OF FLOW IN IS.D INCH PIPE IS 4.2 INCHES PIPE -FLOW VELDCITY(FEET /SEC.) = 9.56 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Printed: 01/18/2006 09:40:32 AM AM Modified: 01/18/2006 09:39:21 AM AM Page 4 of 11 C:Iaes2000ydrostakW22710. RES • PIPE - T FS) = 2.95 RAVEL PIPE TRAVEL TIME(MI = 0.14 TC (M IN.) 13.43 LONGEST FLOWPATH FROM OM NODE 106.00 TO NODE 100.20 806.75 FEET. rExxu xrxr Bxx Axx ":D +xrr "xD•xBrx"ExrrEEU" "x.rxxE Dxxxxeexxxr "x"x "Ex:x FLOW PROCESS FROM NODE 100.20 TO NODE 100.20 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-a »> ANO COMPUTE VARIOUS CONFLUENCE➢ STREAM VALUES-­ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.43 RAINFALL INTENSITY(INCH /RR) 2.03 TOTAL STREAM AREA(ACRES) = 1.78 PEAK FLOW RATE(CFS) AT CONFLUENCE 2.95 " CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 7.]0 15.15 1.896 5.47 2 2.95 13.43 2.026 1.78 IN AM, E Ux EDD BASED •BA r.rru." IN THIS COMPUTER FOR R MULAM,FTPL STE D -1 AS DEFAULT VALUE. CONFLUENCE VALUE USED IS BASED ON THE RCFCSW FORMULA OF PI THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAR FLOW. xxrx *Err rrx rrx« «xxrxx rrxx.eerr« rrx.: rr xr xrrrxrrrrrrxxrr rrrrxx xx rr *rxrxxrre RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. - " PEAK FLOW RATE TABLE " STREAM RUNOFF TC INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 9.77 13.43 2.026 2 10.45 15.15 1.096 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 10.45 TC(MIN.) = 15.15 TOTAL AREA(ACRES) = 7.25 LONGEST FLOWPATH FROM NODE 106.DO TO NODE 100.20 = 806.75 FEET. xrvrvr « « "rxrxrxerr r«« rx vrrrr r«* rrx« rr «:re«x«««rx "rrvrrr « «r «vrvv«ra rrer «rr FLOW PROCESS FROM NODE 100.20 TO NODE 100.20 IS CODE = 11 »» CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY-- * MAIN STREAM CONFLUENCE DATA ' STREAM RUNOFF TC INTENSITY AREA NUMBER ( CPS) (MIN.) (INCH /HOUR) (ACRE) 1 10.45 15.15 1.896 7.25 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 100.20 = 806.75 FEET. ' MEMORY BANK # 1 CONFLUENCE DATA " STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.77 7.D5 2.889 0.69 LONGEST FLOWPATH FROM NODE 1DO.00 TO NODE 1D0.20 = 533.39 FEET. r rxxr r = rrrrxx" xrrrx* "x v 1NGrr rrrrxx USED: BASE. "xxrx*** "xx IN THIS C PROGRAM, TA COIIL1E VALUE USED IS BASED TH ON E WCDD PL FORMULA OF PISTE TE D- D - I AS IS AS DEFAULT VALUE. THIS FORMULA WILL NOT T NECESSARILY RESULT IN THE MAKIMUM VALUE OF PEAK FLOW. xrrrx D: rrxxrDxx xrBxrrrxUrxBxrrx xxrx : xBrArxDrxeerrrrDD xrrBB rrrrr:xArr EExDx " PEAK FLOW RATE TABLE ** KOREAN RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.64 7.05 2.889 2 11.62 15.15 1.896 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 11.62 TC(MIN.) = 15115 TOTAL ARRA(ACRES) _ 7.94 Dxx"xxxerr ax" xAxAVrExxxxxxr «xxxxxxr*r "xxBAer «xxxxrrx.r rxxxxx:DexrErE rBrA FLOW PROCESS FROM NODE 100.20 TO NODE 100.20 IS CODE = 12 »» CLEAR MEMORY BANK # 1 «mc EEruxr »urErrax"rE«Exrrr re rrEEx rrx yr Ex rrrrxu rrrra rx xrrrEErA FLOW PROCESS FROM NODE 100.20 TO NODE 100.40 IS CODE = 41 ­-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA--, ­-USING USER - SPECIFIED PIPESIZE (EXISTING ELOMENT)«< = = = ELEVATION DATA: UPSTREAM(FEET) = 1D86 6] DOWNSTREAM(FEET) = 1080 52 FLOW LENGTH(FERT) = 180.81 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS B.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.95 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.62 10 PR TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 15.43 NG23T FLOWPATH FROM NODE TO NOD Err =E 100.40 =E 987.56 FEET. xx FLOW PROCESS FROM NODE 100.40 TO NODE A 100.40 IS CODE = 1 »> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-« - Prinfed: 01/18/2005 09:40:33 AM AM Modified: 01/18/2006 09:39:21 AM AM Page 5 of 11 C:Iaes20001hydrosftlrafscA2271ORES ---- - --- -- ---- - - - -_ - -- - - - - -- - - - - - -- - ---- -- NUMBER -------AM- 2 ------------------------------------- - - - - -- -- TOTAL NUMBER OF STREAM • CONFLUENCE VALUES USED F0.4 INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 15.43 RAINFALL ITY(INCE /NR) a TOTAL STREAM AM 94 ARE _ PEAK FLOW RATE(CFS) (CFS) AT CONFLUENCE SCE 11.62 FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE 21 ---------------------------------------------------------------------------- »» RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *((LENGTH **3) /(ELEVATION CHANGE)]* *.2 INITIAL SUBAREA FLOW - LENGTH = 300.OD UPSTREAM ELEVATION = 1097.99 DOWNSTREAM ELEVATION = 1086.78 ELEVATION DIFFERENCE = 11.21 TC = D.303 *[( 300.00 * *3) /( 11.21)7 * *.2 = 5.727 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.240 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8780 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) 0.97 ++++ r+++ vxrx++ xxx++++ rrrxxr +x+r +r« +r++ ++xrrrrr+ +++ + u++++r + ++ FLOW PROCESS FROM NODE 110.00 TO NODE 100.40 1S CODE = 41 > »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- »- »USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA UPSTREAM(FEET) _ = 1082 00 DOWNSTREAM (FEET) = 1081.09 FLOW LENGTH(FEET) = 13.13 MANNING -S N - 0.013 DEPTH OF FLOW IN 187.0 INCH PIPE IS 1.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.01 GIVEN PIPE DIAMETER(INCH) = 187.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 0.97 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.77 LONGEST FLOWPATH FROM NODE 1D9.00 TO NODE 100.40 313.13 FEET. «+++ evvve= rr+v»+ v= vrrrr++ vexrrrrru++« xr+ rxa +x +errr+axr ++x.vvrr++ + + +:xu FLOW PROCESS FROM NODE 100.40 TO NODE 100.40 IS CODE = 1 »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­-AND -AND COMPOTE VARIOUS CONFIDENCES STREAM VALUES«< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.77 RAINFALL IMTENSITY(INCH /HR) = 3.23 TOTAL STREAM AREA(ACRES) . 0.34 PEAK FLOW RATE(CFS) AT CONPLUENCE = 0.97 ** CONFLUENCE DATA r+ STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.62 15.43 1.877 7.94 2 0.97 5.77 3.226 0.34 +rr xx +x+++ xxx++ rrr rxx +++WARNINGxx++*rrr E D. IS BASED x+x + ++rrxrxr IN THIS COMPUTER P R O G R AM , THE CONFLUENCE VALUE US llV ON THE C FORMULA I.A A OF PTE D -1 AS DEFAULT VALUE. IS EASED TN IS FORMULA WILL NOT T NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAR FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.31 5.77 3.226 2 12.18 15.43 1.877 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.18 Tc(MIN.) = 15.43 TOTAL AREA(ACRES) = 8.28 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 100.40 = 987.56 FEET. FLOW PROCESS FROM NODE 100.40 TO NODE 100.50 IS CODE . 41 ­ ­COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREAll- »» USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)­ ------------ .. ____ _ ______ ­­=== = ----- ELEVATION DATA UPSTREAM(FEET) = 1080.30 DOWNSTREAM(FEET) ------ - 1079 _OD FLOW LENGTH (FEET) = 79.85 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.2 INCHES PIPE -FLOW VELOCITY(FINT /SEC.) = 8.46 GIVEN PIPE DIAMETER(INCH) - 24.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) - 12.18 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 15.58 LONGEST FLOWPATH FROM NODE 106.ED TO NODE 180.5D = 1067.41 FEES. uu+ + +. +.xu u. + +eer uuu++r.0 u.0 + ++ex. uxx.+xeru u.0 LOW PROCESS FROM NO ➢6 100.50 TO NODE lOD.50 IS CODE uuxx«u u+ � SO >I-MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK n 1 cc «< Printed: 01/18/2006 09:40:33 AM AM Modified: 01/18/2006 09:39:21 AM AM Page 6 of 11 C:Iaes20001hydrosftlratscA22710. RES FLOW nA0CES5 FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ________________________________________ _______________________________ - -RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TO = X *[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW- LENGTH = 620.00 UPSTREAM ELEVATION = 1116.00 DOWNSTREAM ELEVATION = 1103.83 ELEVATION DIFFERENCE = 12.17 TC = 0.709 620.00 ^3) /( 12.17)1 *.2 = 20.383 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.610 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 0.50 xu uxu r.,rx xra.,.. rrrrux+,« «xrx...=.erxrxxx xx.rxxxu xx.*«rxxxxxx.r rrxu rx FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 61 > »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-.a --(STANDARD CURB SECTION USED),,- UPSTREAM ELEVATION(FEET) = 1103.83 DOWNSTREAM ELEVATION(FEET) = 1 098.64 STREET LENGTH(FEET) = 525.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) - 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEEREAK(FEET) = 7.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Moaning's FRICTION FACTOR for Stiaetflow Section(rorb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CPS) 1.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.54 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.93 PRODUCT OF DEPTHFVELOCITY(FT «FT /SEC.) 0.53 STREET FLOW TRAVEL TIME(MIN.) = 4.54 Tc(MIN.) = 24.93 10 YEAR RAINFALL INT£NSITY(INCH /HOUR) = 1.442 SINGLE- EMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7106 SOIL CLASSIFICATION IS "B" 0 SUBAREA ARRA(ACRES) = 1.61 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRRS) = 2.18 PEAK FLOW RATE (CPS) = 2.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = D.31 HALFSTREET FLOOD WIDTH(FSET) = 9.35 PLOW VELOCITY(FEET / SEC.) = 2.17 pEPTH *VELOCITY (FT PT /SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = '1145.DO FEET. + +,,,,,rr«rxx,*x„ «rr xx xxx.rrxxx.x „er«r.xx,xx. *.x,x x,x:,rerxxrxxx..,,xr, FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 -- DESIGNATE INDEPENDENT STREAM FOR CONFLUENCS__ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.93 RAINFALL INTENSITY(INCH /RR) = 1.44 TOTAL STREAM AREA(ACRES) = 2.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.15 rxr: rx r rrr: rr. rrrxrrru .:,rxra «rrrrrrrr*rrr *rr » r, r «x,x r,r „rrrxx x:, FLOW PROCESS FROM NODE 203.00 TO NODE 202.OD IS CODE = 21 -- RATIONAL METHOD INITIAL SUBAREA ANALYSIS ­ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TO = K *[(LENGTH**3) /(ELEVATION CHANGE) ] * *.2 INITIAL SUBAREA FLOW- LENGTH = 525.00 UPSTREAM ELEVATION - 11102.81 DOWNSTREAM ELEVATION = 1098.64 ELEVATION DIFFERENCE = 10OD4.17 TO = 0.393 *[( 525.00**3)/[ 10D04.17)) * *.2 2.667 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.491 S INGLE- FAMILY (1/4 ACRE LOT) RUNOFF COEFFICIENT = .7961 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.0D TOTAL AREA(ACRES) = 0.72 TOTAL RUNOFF(CFS) = 2.OD . rur:.«. rx. x. x ............. xrr, x. x.:..... ...x:..xx » «,.,...r.........xx.. FLOW PROCESS FROM NODE 2D2.00 TO NODE 202.00 IS CODE = 1 »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE,-, »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««. TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE I ME OF CONCENTRATION(MIN.) = S.OD INFALL INTENSITY(INCH /HR) = 3.49 OTAL STREAM AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2-00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA Printed: 01/18/2006 09:40:33 AM AM Modified: 01/18!2006 09:39:21 AM AM Page 7 of 11 C:Iaes200ftydros&aiscz12271 ORES NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.15 24.93 1.442 2.18 2 2.00 5.00 3.491 0.72 x+ ++ v:rss xx+x+r: v..++++.: «.xxx. WARNING' " *..vv «xr+ar «r*rxxxx.xrrvxx.+ IN TPIS COMPUTER PROGRAM, TAE CONFLUENCE VALUE USED IS BASED ON THE RCFCEWCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAKIMUM VALUE OF PEAK FLOW. x +xvxxxvxrxuu ++.exx «rxx xvvrxxx+vr «rrvxx+xxx vvxxxx +rxv vx xr xr xx +xxv «xxxrx RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.43 5.00 3.491 2 2.98 24.93 1.442 COMPUTED CONFIDENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) _ - 2.98 Tc(MIN.) = 24.93 TOTAL AREA(ACRES) = 2.90 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 1145.00 FEET. rrx «verrrrrxxrr+x «ru rx++rr vrrvrrr +rvrrrrr xv+ra v*vra rr xx vv rrrrrr rr +xxrrrrx FLOW PROCESS FROM NODE 202.00 TO NODE 200.10 IS CODE = 41 "­COMPUTE PIPE -FLDW TRAVEL TIME MINT SUEAREA<e .1 > USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT),,, ELEVATION DATA: UPSTREAM(FEET) = 1091.49 DOWNSTREAM(FEET) = 1087.30 FLOW LENGTH(FEET) = 456.03 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.66 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.98 PIPE TRAVEL TIME(MIN.) = 1.63 TC(MIN. = 26.56 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 200.10 = 1601.03 FEET. .......... revrr xxxxexry »xrx «xxr ru x*...** rrxx*xxx«rr*r* « «*x«ev« —....*** FLOW PROCESS FROM NODE 200.10 TO NODE 200.10 IS CODE = 1 »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE..... _ ___ ________________________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENATION(MIN.) = 26.56 -'. RAINFALL INTENSITY(INCH /HR) = 1.39 TOTAL STREAM ARM (ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE 2.98 r +rrer+axr.rxvrx «xr... «rx rxrxxxrreuxrxx«+ .v *xxr.x...exxrxx xx xverrxrxxxxx PLOW PROCESS FROM NODE 201.00 TO NODE 204.00 IS CODE - 21 _____________________________________________ _______________________________ ­­RATIONAL METHOD INITIAL SIDIMEA ANALYSIS«... ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC - K'[(LENGTH * *3) /(ELEVATION CHANGE) ]r'.2 INITIAL SUBAREA FLOW- LENGTH = 650. DO UPSTREAM ELEVATION = 1103.83 DOWNSTREAM ELEVATION = 1098.28 ELEVATION DIFFERENCE = 5.55 TO = 0.393 =[( 650.00 «*3) /( 5.55)]rv.2 = 13.570 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.014 SINGLE- FAMILY(1 14 ACRE LOT) RUNOFF COEFFICIENT - .7460 SOIL CLASSIFICATION IS "E" SUBAREA RUNOFF(CFS) 1.53 TOTAL AREA(ACRES) = 1.02 TOTAL RUNOPF(CFS) = 1.53 +r+ +e+xrr+ + +++rvxxrrxx+:+erxrxx rx+x.v *rxxxr++xxrrx x+++r ++rx r*r+xx +e+rvrx*xxr FLOW PROCESS FROM NODE 204.00 TO NODE 205.OD IS CODE - 61 ­­COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA—— »» (STANDARD CURB SECTION USED),­­ UPSTREAM ELEVATION(FEET) = 1098.28 DOWNSTREAM ELEVATION(FEET) = 1093.68 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET RALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) - 0.020 Manning'. FRICTION FACTOR £01 Sti t£lom S,ti.n(CUZb- t, CUZb) = 0.0150 Manning'. FRICTION FACTOR fOL Back -of -Walk Flow S.Iti.. = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH (FEET) = 7.87 AVERAGE FLOW VELOCITY(FEET /SEC. = 2.02 PRODUCT OF DEPTHIVELOCITY(FT *FT /SEC.) = 0.57 r EET FLOW TRAVEL TIME(MIN.) = 3.72 TC(MIN.) = 17.30 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.763 INGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7323 SOIL CLASSIFICATION IS "E" SUBAREA AREA(ACRES) = 2.23 SUBAREA RUNDFF(CFS) = 2.88 TOTAL AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) = 4.41 Printed: 01118/2006 09:40:33 AM AM Modified: 01/18/2006 09:39:21 AM AM Page 8 of 11 Ctes20001hydrosf[VafscA22710. RES ENO OF SUBAREA STREET FLOW HYDRAULICS: SITE (FEET) - 0.31 HALFSTREET FLOOD WIDTH (FRET) = 9.40 FLOW VELOCITY(FEET /SEC.) = 2.20 DEPTH *VELOCITT(FT *FT /SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 205.00 = 1100.00 FEET. FLOW PROCESS FROM NODE 205.00 TO NODE 2DO.10 IS CODE - 41 ­ -COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA,­ ­.,USING .,USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT),.... ELEVATION DATA: UPSTREAM(FEET) = 1088.07 DOWNSTREAM(FEET) = 1007.40 FLOW LENGTH(FEET) = 20.62 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.18 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.41 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 17.34 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 2DO.10 = 1120.62 FEET, r++ r++ x:+ xerr+ +++ +rxx+ +veer+rrr «x+u«r+arxx++r er +rr ++ ++: xxerrrrr+ ++ +x +xr rxx FLOW PROCESS FROM NODE 200.10 TO NODE 200.10 IS CODE = 1 .1-,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE.,,,. ­-AND COMPUTE VARIOUS CONPLUENCED STREAM VALUES,,,.. TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TIME OF CONCENTRATION(MIN.) = 17.34 RAINFALL INTENEITY(INCH /HR) = 1.76 TOTAL STREAM AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) AT CONFLUENCE - 4.41 ** CONFLUENCE DATA *x STREAM RUNOFF TC INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 2.98 26.56 1.392 2.90 2 4.41 17.34 1.760 3.25 xre + rr«rrx +x:xx:ry rrx xxxxx xxrWARNINGrxxxvr +xx xx rx+xv + + +rxxxxrr++vxxrrr IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC1WCD FORMULA OR PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY 4 0 NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.35 17.34 1.760 2 6.46 26.56 1.392 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLDW RATE(CFS) = 6.35 TC(MIN.) = 17.34 TOTAL AREA(ACRES) = 6.15 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 200.10 = 1601.03 FEET. xxr.x:xxxrxx xxrx+:xxxrrxaxxx xrrx rxvxr «xxx xxx. rx xxxxx*rrxrrx xxxxxxx + »xrrr« «x FLOW PROCESS FROM NODE 200.10 TO NODE 200.20 IS CODE = 41 »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA,,,.. ­-USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT),..., II ELEVATION DATA: UPSTREAM(FE£T) = 1111.21 OOWNSTJ£ (FEET) = 1079,00 FLOW LENGTH(FEEI) = 83.45 MANNING'S N = 0.013 _ DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 13.50 GIVEN PIPE DIAMETER(INCH) = 24.DO NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 6.35 PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 1Z44 LONGEST FLOWPATH FROM NODE 200.DO TO NODE 200.20 = 1684.40 FEET. xr +x+rrxx +r++verxrxe«xx*x++rr xx xx xx+x xxerxrxxrx+xx +rx««xxx «x «x+rrxa xxxxxxx+ FLOW PROCESS FROM NODE 100.5D TO NODE 100.50 IS CODE = 11 ­-CONFLUENCE MEMORY BANK q 1 WITH THE MAIN- STREAM MEMORY...,, * MAIN STREAM CONFLUENCE DATA +r STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.35 17.44 1.755 6.15 LONGEST FLOWPATH FROM NODE 200.OD TO NODE 10D.50 = 1684.48 FEET. ** MEMORY BANK M 1 CONFLUENCE DATA *r STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.18 15.58 1.867 8.28 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 1D0.50 = 1D67.41 FEET. +x +: r rx rx rx rxrrr«x+rrr:e rrxrWAANING * * *xrr+r - rrr »x eru ««r »»»xx»e+ «rrrr IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS RASED ON THE RCFC6WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA - �'LL * NE*E95AR I IN * THE r MAX; MUM * VALUE r OF PEAK FLOW. r«rr rr »r.r - * PEAK FLOW RATE TABLE +* STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 17.06 15.58 1.867 Printed: 01/18/2006 09:40:33 AM AM Modified: 01/18/2006 09:39:21 AM AM Page 9 of 11 C:Iaes20001hydrosfflrafscx122710.RES ` � 2 1]_BO 1].44 1.]55 , . � ... . . . , ... . . COMPllTEO CON�LUENC6 ESTIMATSS AQE AS FOLLOWS: ?£AX FLOW RATE(CFS) � 1].86 TclMIN.) = 15.58 . TOTAL AREA(ACRES) = 14.43 ��xu�u�r��:r::rerr�x�«u«�:�:::rarxwau�r::�a��.v�xtxxr�x«x����:x.r�xxt FLOW PROCE55 F10M NODE 304.50 TO NODE 300.50 IS CODS = 12 ___________________"________________________________________________________ >»»CLEAA MEMORY BANK .Y 1 <c«< �r�xaxs��eu«ru�a»»���v:eu«��r�«�rrar.«e�r�u�«���r��xu�xa�u»>ur FLOW PROCESS FROM NODE 100.50 TO NODE 300.50 IS CO➢E = 1 ___________________________________________________________"________________ >a�»➢ESIGNATE INDEPENOENT STREAM FOR CONiLUENCE«ccc � _ � _ TOTAL NUM6EA OF SiREAMS = 2 - CONFLUENCE VALUES US6➢ FOR IN�EpEN➢ENT STR2AM 1 ARE: TIME OP CONCENTRATION(MIN.) = 15.58 RAINFALL INTENSITY(INCH/HR) � 1.8] TOTAL STREAM AREA(ACRES) = 14.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1].B6 ♦�a.��rWw����rx��«�ex�rratrrx«x�..»��rxw�u��.�.:�a.��ae�«er»���t�arrxx♦ FIAW PROCESS FROM Np➢E 206.00 TO NOD6 20].0� IS CO➢E = 21 _____________"___________"__"_______________________________________________ �s .aRATIONAL Me�{D� INITIAL SIIBAREA ANALYSISccccc __________e�a«__==______`_:__'_�________ ASSUMED INITIAL SUBAREA UNIFORN z UEVELOPMENT IS: UNDEVELOPED WITN FAIR COVER TC - XW[(LENGTH••3)/(EGEVATION CHAAIGE)]«.2 INITIAG SUBAIiEA FWW-LENGTH = ]00.00 - UPSTAEAM ELEVATION = 1102.2� DOWNSTREAM ELEVATION = 1095.00 6LEVAYION DIFPEAENCE = p.20 TC = 0.]09•f( 300.00��3)/( 0.20)7•+.2 = 19.645 10 YFAN AAINFALL INTENSITY(INCH/NO[IR) � 1.932 " SOIL CLASSIFICATSON IS "6" SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.44 TOTAL RONOFF(CFS) = 0.50 ' «:a�rw«rw�u��x�«rrxrrrwt«�����.��.�rrr«t�urr�:.rwvwrr����rx���r��ia+x FLOW PROCESS FROM N�DE 20).00 TO NO�E 10�.50 IS CO➢6 = 1 . »»OESIGNATE INDEpENOENT STR£AM FOA CONFLOENCE««c �»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TDTAL NIIMB£R OP STAETMS = 2 CONFLUENCE VALllES USE� FOH INDEPENDENT STftEAM 2 ARE: . TIME OF CONCENTRATION(MIN.) = 1<.65 RAINFALI. INTENSIIT�1NCH/HR) � 1.93 TOTAL STREAM AREAIACRES) = 0.44 PF.AR FLOW AATE(CFS) AT CONFLIIENCE = 0.50 " CONFLOENCE pATA '• STRENI RUNOFP TC IM:ENSITY AREA DNMHER (CFS) (MIN.) (INCH/HOIIR) (ACRE) 1 1'1.86 15.58 1.86� 14.43 2 0.50 14.65 1.932 0.44 •. e ...... . . .. ..«....WARUING•••:R�.x+rax.«.«:...x«..x�..««.. . ffi THIS COMPUTEH THE CONFLOENCE VALOE USED IS OASED ON THE ACFC4WC0 FOAM[]LA OF PLATE p-1 AS DEFAULT VALLJE. 1'dI5 FORMUL)� WILL NOT NECESSARILY RESULT IN THE MA%IMI1M VALOE OF PEA% FIAW. vrr�u���.�:.r�.�w�r««�e�.�rrxer«��.�:.��..ueu�x«�..e..�v«a.��u«�� RAINFALL INTENSITY ANp TIME OF CONCEMfRATION RATIO CONFLUENCE FOAFNLA USE➢ FOR 2 STREAMS. ^ PEA% FLOW RATE TABLE �+ STREAM RUNOFF TC INTENSITY NUMBER (CFSI (MIN.) (ININ/H011F[) 1 1].2B 19.65 1.932 2 18 34 15.58 1.869 � COMPITTED CONFLVENCE £STIMATES ARE AS FOLLOWS: PEAK FLOW ItATE(CFS) = 18.34 Tc(MIN.) = 15.56 TOTAL AREA(ACRES) = 14.89 LONG£ST PLOWPATH F0.0M NO�E zoo.00 1tl NOOE 100.50 = 16B4.4B FEET. r���x���ai+ew��a�x���a.rrx+vwr�«����:�ar»r«�»a«rtr�er��u�«�x«�r�xxr� FLOW PROCESS FROM N��E 208.�0 TO NOOE 20B.0a IS CODE = 91 � - »a>sAUOITION OF SUBAREA TO MAINLIN£ PEAK FLDW<am< �_ � � e � �� � � � a 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.66] OIJDEVELOPED WATERSBED RIINOFF CO£FFICIEM = .5]65 SOIL CLASSIFICAiION IS "B" SIIBAREA AREA�ACRES) � 0.26 SUBARBA RIINOFF(CFS) - 0.2B � TOTAL AREA(ACRES) = SS.1J TOTAL RUNOe'F(CFS) = 18.62 ' ' TC(MIN) = 15.SB ENO OF STfIDY SUMMARY zS � � �� � Y02AL AREA(ACHES) = 15.1] TCIMIN.) � 15.58 vnv FLOW RATE(CFS) = 18.62 - s ����� �� ���_ �. -- END OF RAiIONAL METH00 ANALYSSS 1 I � Printed: 01/18/2006 09:40:33 AM AM Modified: 01/18/2006 09:39:21 AM A.�� Page 10 of 11 i - 0 , STREET CAPACITIES INTERIOR STREETS MAX Q TO TOP OF CURB S =0.5% Worksheet for Irregular Channel = Project Description - Worksheet 32' INTERIOR STREETS WITH MOD. ROLLE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Slope 005000 fVft Water Surface Elev. 100.00 ft Options Current Roughness Methcwed Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightinl Horton's Method Results Mannings Coeffic 0.015 Elevation Range .60 to 100.00 Discharge 10.76 cfs Flow Area 4.7 ft' Wetted Perimeter 24.87 ft Top Width 24.00 It Actual Depth 0.40 ft Critical Elevation 99.99 ft "� ritical Slope 0.006035 ft/ft elocity 2.30 fUs Velocity Head 0.08 ft Specific Energy 100.08 ft Froude Number 0.92 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0 +00.00 0 +24.00 0.015 Natural Channel Points Station Elevation (ft) (ft) 0 +00.00 100.00 0 +00.00 99.60 0 +01.00 99.68 0 +01.00 99.71 0 +12.00 99.93 0 +23.00 99.71 0 +23.00 99.68 0 +24.00 99.60 0 +24.00 100.00 Project Engineer: RBF Consulting c: \pdata \pdata \15101227 \flowmaster \prcject1. m2 RBF Consulting FlowMastervS.1 [614k] 01119/06 09:34:33 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 INTERIOR STREETS MAX Q TO TOP OF CURB S=1.0% Worksheet for Irregular Channel � Project Description Worksheet 32' INTERIOR STREETS WITH MOD. ROLLE Flow Elemenf Irregular Channel Method Manning's Formula � Solve For Discharge Input Data , Slope 0'10000 ft/ft Water Surface Elev 100.00 ft , Options Current Raughness Methoved Lotter's Method � Open Channel Weighting rved Lotters Method Closed Channel Weightini Horton's Method Results Mannings Coe�c 0.0'I5 , Elevation Range .60 to 900.00 Discharge '15.22 cfs . Flow Area 4.7 ft' Wetted Perimetei 24.87 ft Top Width 24.00 ft Actual Depth 0.40 ft � � Critical Elevation 'I00.04 ft Critical5lope 0.005617 fUft Velocity 325 ft/s VelocityHead 0.�6 ft SpecifcEnergy 100.16 ft Froude Number 1.30 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coeffcient � 0+�0.00 O+p4,00 � 0.015 Naturai Channel Points Station Elevation (ft) (ft) 0+00.00 '100.00 0+00.00 99.60 � O+D'I.00 99.68 - 0+0'I.00 99.7'I . 0+�2.00 99.93 0+23.00 99.71 - 0+23.00 99.68 � - O+pq.00 99.60 0+24.00 100.00 . � Project Engineer. RBF Consulting c:\pda[a\pdata\1510�227\flowmaster\project�.fm2 � RBFCOnsWting . FlowMasterv6.1 [6'14k] 0'I/'19/06 09:3505 AM OO Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' INTERIOR STREETS MAX Q TO TOP OF CURB S=1.5% Worksheet for Irregular Channel �� Project Description Worksheet 32' INTERIOR STREETS WITH MOD. ROLLE FlowElement IrregWarChannel Method Manning's Formula . Solve For Di scharg e Input Data - Slope 015000 ft/ft � Water Surface Elev. '100.00 ft - Options Current Roughness Methc>ved Lotter's Method Open Channei Weighting rved Lotler's Method Closed Channel Weightin� Horton's Method Results ManningsCoeffic 0.0'IS Elevation Range .60 to 100.00 Discharge 18.65 cfs . , Flow Area 4J ft' Wetted Perimetei 24.87 ft Top Width 24.00 ft � Actual Depth 0.40 ft Critiwl Elevation 100.07 ft � � Critical Slope 0.005389 ftlft Velocity 3.98 fUs Velocity Head 025 ft Specifc Energy 10025 ft Froude Number 1.59 Flow Type Supercritical Roughness Segments Sfart End Mannings Station Stalion Coefficient 0 O 0.015 � Natural Channel Points Station Elevation (ft) (ft) 0+00.00 100.00 0+00.00 99.60 0+01.00 99.68 � 0+0'I.00 99.71 � 0+� 2.00 99.93 O+z3.00 99.71 0+23.00 99.68 . O+Z4.00 99.60 0 1 . Project Engineer. RBF Consulting c:\pdata\pdata\'IS'10�22Tflowmasterlprojectl.fm2 RBFCOnsuiting FlowMast2rv6.'I [6�4kj 01/�9/06 09:3525AM OO Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-�666 Page 1 of 1 INTERIOR STREETS MAX Q TO TOP OF CURB S =2.0% Worksheet for Irregular Channel AdIlk Project Description 0.015 Worksheet 32' INTERIOR STREETS WITH MOD. ROLLE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Slope 020000 ft/ft Water Surfac Elev. 100.00 ft Options Current Roughness Methcwed Lotter s Method Open Channel Weighting wed Lotter's Method Closed Channel Weightini Horton's Method Results Mannings Coeffiic 0.015 Elevation Range .60 to 100.00 Discharge 21.53 cis Flow Area 4.7 ft' Wetted Perimeter 24.87 ft Top Width 24.00 ft Actual Depth 0.40 ft Critical Elevation 100.10 ft Critical Slope 0.005234 ft/ft Velocity 4.60 ft/s Velocity Head 0.33 ft Specific Energy 100.33 ft Froude Number 1.84 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0 +00.00 0 +24.00 0.015 Natural Channel Points Station Elevation (ft) (ft) 0 +00.00 100.00 0 +00.00 99.60 0 +01.00 99.68 0 +01.00 99.71 0 +12.00 99.93 0 +23.00 99.71 0 +23.00 99.68 0 +24.00 99.60 0 +24.00 100.00 _� Project Engineer: RBF Consulting c:\ pdata\ pdata \15101227\flowmaster \prcject1.fm2 RBF Consulting FlowMaster v6.1 [614k] 01119/06 09:35:57 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 INTERIOR STREETS MAX Q TO TOP OF CURB S =2.5% Worksheet for Irregular Channel - Project Description Mannings Coeffic Worksheet 32' INTERIOR STREETS WITH MOD. ROLLE Flow Element Irregular Channel Method Manning's Formula Solve For Di scharge Input Data Slope 025000 ft/ft Water Surface Elev. 100.00 ft Options Current Roughness Methc rved Lotter's Method Open Channel Weighting rved Lotter's Method Closed Channel Weighting Horton's Method Results Roughness Segments Start End Mannings Station Station Coefficient 0 +00.00 0 +24.00 0.015 Natural Channel Points Station Elevation (ft) (ft) 0 +00.00 100.00 0 +00.00 99.60 0 +01.00 99.68 0 +01.00 99.71 0 +12.00 99.93 0 +23.00 99.71 0 +23.00 99.68 0 +24.00 99.60 0 +24.00 1 00.00 _0 Project Engineer: RBF Consulting c:\ pdata\ pdata \15101227\flowmaster \projecttfm2 RBF Consuttina FlowMasterv6.1 [614k] 01119/05 09:36:45 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Mannings Coeffic 0.015 Elevation Range .60 to 100.00 Discharge 24.07 eta Flow Area 4.7 ft' Wetted Perimetei 24.87 ft Top Width 24.00 ft Actual Depth 0.40 ft Critical Elevation 100.12 ft Critical Slope 0.005118 ft/ft Velocity 5.14 fVs Velocity Head 0.41 ft Specific Energy 100.41 It Froude Number 2.05 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0 +00.00 0 +24.00 0.015 Natural Channel Points Station Elevation (ft) (ft) 0 +00.00 100.00 0 +00.00 99.60 0 +01.00 99.68 0 +01.00 99.71 0 +12.00 99.93 0 +23.00 99.71 0 +23.00 99.68 0 +24.00 99.60 0 +24.00 1 00.00 _0 Project Engineer: RBF Consulting c:\ pdata\ pdata \15101227\flowmaster \projecttfm2 RBF Consuttina FlowMasterv6.1 [614k] 01119/05 09:36:45 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 INTERIOR STREETS MAX Q TO TOP OF CURB S =3.0% Worksheet for Irregular Channel Project Description Worksheet 32' INTERIOR STREETS WITH MOD. ROLLE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Slope 030000 ft/ft Water Surface El ev. 100.00 ft Options Current Roughness Methoved Lotter's Method Open Channel Weighting rved Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coeffc 0.015 Elevation Range .60 to 100.00 Discharge 26.37 cfs Flow Area 4.7 ft' Wetted Perimeter 24.87 ft Top Width 24.00 ft Actual Depth 0.40 ft Critical Elevation 100.14 ft Critical Slope 0.005026 ft/ft Velocity 5.63 ft/s Velocity Head 0.49 ft Specific Energy 100.49 ft Froude Number 2.25 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0 +00.00 0 +24.00 0.015 Natural Channel Points Station Elevation (ft) (ft) 0 +00.00 100.00 0 +00.00 99.60 0 +01.00 99.68 0 +01.00 99.71 0 +12.00 99.93 0 +23.00 99.71 0 +23.00 99.68 0 +24.00 99.50 0 + 24.00 100.00 Project Engineer: RBF Consulting c:\ pdata\ pdata\ 15101227\flowmaster \project1.fm2 RBF Consulting FlowMasterv6.1 [614k] 01/19/06 09:37:07 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 INTERIOR STREETS MAX Q TO TOP OF CURB S =3.5% Worksheet for Irregular Channel Project Description 0.015 _ Worksheet 32' INTERIOR STREETS WITH MOD. ROLLE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Slope 035000 ft/ft Water Surface Elev. 100.00 ft Options Current Roughness Methc wed Lotter's Method Open Channel Weighting wed Lotter s Method Closed Channel Weighting Horton's Method Results Mannings Coeffic 0.015 Elevation Range .60 to 100.00 Discharge 28.48 cfs Flow Area 4.7 ft' Wetted Perimeter 24.87 ft Top Width 24.00 ft Actual Depth 0.40 ft Critical Elevation 100.16 ft Slope 0.004950 ft/ft ! Critical Velocity 6.09 ft/s Velocity Head 0.58 ft Specific Energy 100.58 ft Froude Number 2.43 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0 +00.00 0 +24.00 0.015 Natural Channel Points Station Elevation (ft) (ft) 0 +00.00 100.00 0 +00.00 99.60 0 +01.00 99.68 0 +01.00 99.71 0 +12.00 99.93 0 +23.00 99.71 0 +23.00 99.68 0 +24.00 99.60 0 +24.00 100.00 Project Engineer. RBF Consulting C:\ pdata\ pdata\ 15101227\flowmaster\projectt.fm2 RBF Consulting FlowMasterv6.11614k] 01/19/06 09:37:35 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 INTERIOR STREETS MAX Q TO TOP OF CURB S =4.0% Worksheet for Irregular Channel i Project Description 0.015 Worksheet 32' INTERIOR STREETS WITH MOD. ROLLE Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Slope 040000 ft/ft Water Surface Elev. 100.00 ft Options Current Roughness Methc rved Lotter's Method Open Channel Weighting rved Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coeffic 0.015 Elevation Range .60 to 100.00 Discharge 30.45 cfs Flow Area 4.7 W Wetted Perimeter 24.87 ft Top Width 24.00 ft Actual Depth 0.40 ft Critical Elevation 100.17 ft Critical Slope 0.004885 ft/ft Velocity 6.51 fVs Velocity Head 0.66 ft Specific Energy 100.66 ft Froude Number 2.60 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0 +00.00 0 +24.00 0.015 Natural Channel Points Station Elevation (ft) (ft) 0 +00.00 100.00 0 +00.00 99.60 0 +01.00 99.68 0 +01.00 99.71 0 +12.00 99.93 - 0 +23.00 99.71 0 +23.00 99.68 0 +24.00 99.60 0 +24.00 100.00 Project Engineer: RBF Consulting c\ pdata\ pdata\ 15101227\flowmaster\projectl.fm2 RBF Consulting FlowMaster v6.1 [614kj 01/19106 09:38:01 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1665 _ Page 1 of 1 F-- n D O r J W w .Q _W U Q . Q U z cn m STREET A Q100 NODE 108 Worksheet for Irregular Channel A lIft Project Description 100.10 Worksheet STREETA Flow Element Irregular Chani Method Manning's Forr Solve For Channel Depth Input Data Slope 033000 ft/ft Discharge 4.50 cfs Options Current Roughness Methr )ved Lotter's Method Open Channel Weighting )ved Lotter's Method Closed Channel Weighting Horton's Method Results 100.10 Mannings Coeffciei_ 0.015 Water Surface Elev 99.89 ft Elevation Range .60 to 100.10 Flow Area 1.1 ft' Wetted Perimeter 10.54 ft Top Width 10.45 ft Actual Depth 0.29 ft Critical Elevation 99.97 It ' Critical Slope 0.006320 ft/ft elocity 4.03 ft/s Velocity Head 0.25 ft Specific Energy 100.15 ft Froude Number 2.17 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient -0 +05.00 0 +15.50 0.015 Natural Channel Points Station Elevation (ft) (ft) -0 +05.00 100.10 0 +00.00 100.00 0 +01.00 99.60 0 +02.00 99.69 0 +02.00 99.72 0 +15.50 99.99 Project Engineer: RBF Consulting c:\ pdata\ pdata\ 15101227\flowmaster \projectt.fm2 RBF Consulting FlowMaster v6.1 1614k] 01/18/06 10:53:38 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 STREET A Q100 NODE 108 Worksheet for Irregular Channel Aft Natural Channel Points lqw Station Elevation (h) (n) 0 +36.00 100.10 0 Project Engineer: RBF Consulting c:\pdata\pdata\15101227\flowmaster\projectl.fm2 RBF Consulting FlowMaster v6.1 [614k] 01/18/06 10:51:45 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 2 of 2 Rancho Highland Drive 1/2 Street Nodes 101 & 102 Worksheet for Irregular Channel _ Project Description Station Worksheet RANCHO HIGHLA Flow Element Irregular Channel Method Manning's Formul2 Solve Fo Channel Depth 99.80 0 +02.00 Input Data Slope 033000 ft/ft Discharge 1.30 cfs Options Current Roughness Methc rved Lotter's Method Open Channel Weighting )ved Lotter s Method Closed Channel Weighting Horton's Method Results Mannings Coefficiel 0.015 Water Surface Elev. 99.89 ft Elevation Range .67 to 100.23 Flow Area 0.4 ft' Wetted Perimeter 5.27 ft Top Width 5.02 ft Actual Depth 0.22 ft Critical Elevation 99.94 ft • Critical Slope 0.007540 ft/ft Velocity 3.23 fb's Velocity Head 0.16 ft Specific Energy 100.05 ft Fronde Number 2.02 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0 +00.00 0 +22.00 0.015 Natural Channel Points Station Elevation (ft) (ft) 0 +00.00 100.00 0 +00.00 99.67 0 +02.00 99.80 0 +02.00 99.83 0 +22.00 100.23 Project Engineer: RBF Consulting c: \pdata \pdata\ 15101227 \flowmaster \proiect1.fm2 RBF Consulting FlowMaster v6.1 (614k] 01/18/06 11:29:40 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708. USA (203) 755 -1666. Page 1 of 1 Rancho Highland Drive 112 Street Node 110 Worksheet for Irregular Channel Project Description Worksheet RANCHO HIGHLA Flow Element Irregular Channel Method Manning's Formula Solve For Chan Depth Input Data Slope 060DOO ft/ft Dischargi 1.40 cfs Options Current Roughness Methc ved Lotter's Method Open Channel Weighting rued Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiel 0.015 Water Surface Elev. 99.87 ft Elevation Range .67 to 100.23 Flow Area 0.3 ft' Wetted Perimeter 4.46 ft Top Width 4.23 ft Actual Depth 0.20 ft Critical Elevation 99.95 ft Critical Slope 0.007474 ft/ft elocity 4.26 ft/s Velocity Head 0.28 ft Specific Energy 100.16 ft Froude Number 2.69 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0 +00.00 0 +22.00 0.015 Natural Channel Points Station Elevation (ft) (ft) 0 +00.00 100.00 0 +00.00 99.67 0 +02.00 99.80 0 +02.00 99.83 0 +22. 100 .23 Project Engineer: RBF Consulting c:\pdata \pdata\ 15101227 \flowmaster \projectl.fm2 RBF Consulting - FlowMaster v6.1 [614k) 01118/06 11:31:27 AM 9 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 C:Iaes20001hydrosftlrafscx1227101. RES _ • .... ............................................... .................. HYDAA[1LIC ELSMENTS I PROGRAM PACI(AGE (C) Copynght 1902 2DD0 Advanced Engineenng SofCVare (aes) ver. e.o xeiease nace: oi/oi/z000 airense m izsa Analysis prepaxed by: RBF 6 ASSOCiaCes 14]25 AlLOn PdLkway Iavine, CA 92618 . ______________________________"____________________________________"________ TIME/pATE OF STUDY: ll:25 O1/18/2006 ' " : ➢ESCRIPTION OP STUDY x+:xr.«.«..«:ra....x.«�.♦ . •x eWxx���ra�.ee��r a • RanChO Highland Drive Nod=S 301 F 102 e * Ose �� ca[ch basiv . .......:.� . ' ..�....r««..«...:...........�«...�a.........:...ru«......�..:......: »>aFLOWBY CATCN BASSN INLEP CAPACITY INPUT INPOWAATION«�< � ' Nrb Inlet capaci[ies are appxoxima[ed based on the Buxeau of Public Roads nomograph p1oCS for flowby basins avd sump basins. STREETFLOW(CFS) = 1.30 GIIITER FLOWOEPTH(FEET) � 0.23 ' HASIN IqCAL OEPHESSION(FEET) = 0.33 PLOWBY HASIN WIDTI!(FEET1 = 6.00 >»>CALCULIlTED HASIN WI➢TN FOR TOTAL INTERCEPTION = 6A . >a>CALCVLI�TBO ESTIMAiFJ) INTERC£PTION(CFS) = 1.2 1 � _• Prinfed: 01/18/2006 11:33:51 AM AM Modified: 01/1812006 11:25:26 AM P,M Page 1 of 1 i C:IaesKWhydrasfflrafsW227110. RES HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1902 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: REF 6 Associates 14725 Alton Parkway Irvine, CA 92618 TIME /DATE OF STUDY: 11:33 01/18/2006 «+« « * * *+ DESCRIPTION OF STUDY • Rancho Highland Drive + • Node 110 • QSDO »»FLOWEY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.40 GUTTER FLOWDEPTH(FEET) = 0.20 BASIN LOCAL DEPRESSION(FEET) = 0.33 BLOWSY BASIN WIDTH(FEET) _ 7.00 --CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 7.6 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.3 L • Prinfed: 01118/2006 11:33:51 AM AM Modified: 01(181200611:33:14 'AIM AM Page 1 of 1 C:WsKORydrosftlratscM 7108, RES HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2D00 Advanced Engineering Software (ace) Vet. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF 4 Associates 14725 Alton Parkway Irvine, CA 92618 _____________________________________________ ______ _______ ___ _______________ TIME /DATE OF STUDY: 11:37 01/18/20DG ......... rrrxrrr «, «r «r«ar DESCRIPTION OF 1=1 vxr«,« «««,:,:xxxxxxx rrrr«r NODE 108 Q100 « USE 4' SOME BASIN rxxxxrxx ea exxrra xex« r, r««,,, v »,xxxr «uu xxx, xe x,xr r« «,r , u rr «««r «, «,s r,,,, x r, x, r„ «, «,,,v x + +x e x r„«,r «u,,,,, •, x x, • err «,,,,, --SUMP TYPE BASIN INPUT INFORMATION- - - Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for £lowby basins and sump basins. BASIN INFLOW(CFS) = 4.50 BASIN OPENING(FEET) = D.70 DEPTH OF WATER(FEET) 0.72 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.44 1 Printed: 01/18/200611:38:01 AM AM Modified: 01/18/2006 11:37:44 AM AM Page 1 of 1 ENTRY STREET A IN PHASE 2 NODES 104 & 105 MAX Q TO CROWN 112 STREET Worksheet for Irregular Channel Project Description 0.015 Worksheet STREET 1125 Flow Element Irregular Channel Method Manning's Formu Solve For Discharge Input Data Slope 005000 ft/ft Water Surface Elev. 99.99 ft Options Current Roughness Methc wed Lotter's Method Open Channel Weighting rved Lotters Method Closed Channel Weightinl Horton's Method Results Mannings Coeffc 0.015 Elevation Range .60 to 100.10 Discharge 4.56 cfs Flow Area 2.3 ft' Wetted Perimetei 15.43 ft Top Width 15.00 ft Actual Depth 0.39 ft Critical Elevation 99.98 ft Critical Slope 0.006453 fVft Velocity 1.98 Ws Velocity Head 0.06 ft Specific Energy 100.05 ft Fronde Number 0.89 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient -0 +05.00 0 +15.00 0.015 Natural Channel Points Station Elevation (ft) (ft) -0 +05.00 100.10 0 +00.00 100.00 0 +00.00 99.60 0 +01.00 99.68 0 +01.00 99.71 0 +15.00 99.99 Project Engineer: RBF Consulting c: \pdata \pdata\ 15101227 \flowmaster \projectl.fm2 RBF Consulting FlowMasterv6.1 [614k] 01/19/06 09:42:03 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 C:Iaes20001hydrosMra1scA227104. RES rrr+r«r«rxxxr urr HYDRAULIC + ELEMENTS rrrIr« PROGRAM!r PACKAGErrrrrr «« «rrxrr +rr+.« (C) Copyright 1982 -2000 Advanced Engineering Software (ads) Ver. 8.0 Release Date: 01/01/2000 Licensd ID 1264 Analysis prepared by: PER F Associates 14]25 Alton Parkway Irvine, CA 92618 _____________________________________________ _______________________________ TIME /DATE OF STUDY: 12:04 01/lB/20D6 r +rrr+ ++ rxx+ ++r+ -r +re DESCRIPTION OF STUDY rrrr++x+ + +r +++rrr++++++rr+ + NODE 104 0100 IN SUMP • DEPTH - 0.39'(CROW) r4" LOCAL DEPRESSION + USE 4' BASIN r errurururr+rrrrrr «r » +rrrru rrr +rr+rrrr « «+ ++rrr «r «+r«+rr rr rrr «+rr - >Sxrrr rrrrr+ I r+r INFORMATIO +r rrrrrrr«rrr+rr+rr+rerrrrrr rrre >a »SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 5.90 BASIN OFENZNG(FEET) = 0.70 DEPTH OF WATER(FEET) = 0.42 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 3.19 1 40 Printed: 01/18/2006 12:04:55 PM PM Modified: 01/18/2006 12:04:21 PM PM Page 1 of 1 NODE 105 Q100 Worksheet for Irregular Channel Description Elevation • Project Worksheet STREETA FULL Flow Element Irregular Channel Method Manning's Formal Solve For Channel Depth Input Data Slope 005000 ft/ft Discharge 11.80 cfs Options Current Roughness Methcrved Lotter's Method Open Channel Weighting rved Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coeffciei 0.015 Water Surface Elev. 109.03 ft Elevation Range .60 to 100.10 Flow Area 5.5 ft' Wetted Perimeter 33.14 ft Top Width 32.52 ft Actual Depth 0.43 ft Critical Elevation 100.01 if 'W ri'tical slope 0.006146 ft/ft elocity 2.13 ft/s Velocity Head 0.07 ft Specific Energy 100.10 ft Froude Number 0.91 Flow Type Subcritical Roughness Segments Start End Mornings Station Station Coefficient -0 +05.00 0 +35.00 0.015 Natural Channel Points Station Elevation (ft) (ft) -0 +05.00 100.10 0 +00.00 100.00 0 +01.00 99.60 0 +01.00 99.58 0 +01.00 99.71 0 +15.50 99.99 0 +29.00 99.71 0 +29.00 99.68 0 +30.00 99.60 0 +30.00 100.00 AdlkD +35.00 100.10 Project Engineer: RBF Consulting C:\pdata \pdata\ 15101227 \fiowmasler\project1Lfm2 RBF Consulting FlowMasterv6.1 [614k] 01/19106 09:43:25 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 C:Iaes20001hydrosftlrafscx1227105. RES �'�«e�..�x�r«xx+HYDRAIILS'ELnMENTS'•:I`•PROGRTM'PACICAGEYx���:.��..��v�a�x�� � IC) Copyright 1982-200� Advanced Engineering So£twame (aes) VEi. 8.0 RC12dse Oa[e: OS/OS/2000 License ID 1264 nnalysis pxe�azed by: � RBP 6 ASSOCia[es 14"!25 A1COn Packway Irvine, CA 92618 ' ______"______________"_________"____________________"________________'______ TIME/DATE OP STUDY: 09:44 OS/19/2006 , ......e.. ..���...rr...�:. DESCRIPTION OF STINY ++r..«x.....e....xx..�r.e � � NOOE 105 : ' Q100 . ...«��r:�«xu�:«reur«�«.�.r�r«�..u�.r. vrtr�«�.:ee�rr«�:.�.�rrr��.� . u�«x«�ra«ireie«<x«�rvxt�r����r�rrr�ru«�:.er««�»>«ae«e«u�.� e »»FLOWBY CA1'Qi BASIN INLET CAPACITY INPOT INFORMATIONcc<c Curb Inlet Capaci[ies a appmxima[ed based on [he Bureau o£ eublic xoads nomograph plo[s £or flowby basivs and sump basins. STREETFIAW(Ce5) - 5.9� GUTPER FIqW�EPTH(FEET) = 0.93 BASIN LOGL DEPAESSION(FEET) = 0.3J PLOWBY HASIN WIiITH(FEET) = 14.00 � »»CALCII[✓aTED HASIN WI➢Tf[ FOR TOTAL INTERCEPTION = 14.3 >»aCISCOLATE➢ ESPIMATE➢ INTEHC£PIION(CPS) = 5.8 1 i � Printed: 01119/2006 09:44:55 AM AM Modif ed: 01119/2006 09:44:29 AM AM Page 1 of 1 C:Iaes20001hydros(tlrafscx1227202. RES � � � ..��::���:t�r�rHYDRAOLIC'ELEMENTSx��I:rPROGBAM'PACKAGEraxe�� �:«�x�ai�tr . . , . . . . (C) Copyright 1982 2000 Advanred Eng¢neezang So$ware (aes) VCi. 0.0 Re1Cd52 Da[e: O1/O1/2000 Li[ens2 I� 1264 Malysis prepared by: RBF F Associa[es � . 19J25 Altm PazkWay Irvine, CA 92618 _____________"______________"______________________________"_______________" TIME/OATE OP S'NOY: 13:25 O1/10/2006 r��e�x������«�:x:�:�«�» DESCRIPTION OF SNDY "�:e�r«���»«���verr�r�a• • NO�E 202 . . • qioo * DEPTH=CROWN =4' FLOWLINE t4"IqCAL DEPRESSION -0.0"1=0.66' et�«��r�r��»����etr�xx�t«rs�et�xr�����r.rae�rtirrtra�r«�rrerrr�r�««��r . ♦rr�«����:r�x�i+���e��x����w��t�it«xx�rr�a+aaeur�w��xx�turr�rrW�����«�:� a>aaSOMP TYPE BASIN INPLIT INPORHATIONe<e< _"_________________"_______"____"_____________"_____________________________ Nzb Inlet Capaci[ies are appxoximated based on the Bureau of eublic xoads nomograph plo[s foc flowby basins and sump basins. OASIN INFfAW(CFS) = 9.�� BASIN OPENING(PEET) = OAO . DEPTH OP WA'['EN(FE£T) = D.66 »»CISCOLATED ESTIMAT£U SUMP BASIN WIOTH(FEET) = 2.84 1 • "� Printed: 01/1812006 01:25:47 PM PM Motlified: 01/18/2006 01:25:28 PM PM Page 1 of 1 C:Iaes20001hydrosglratscx12 7205.RES HYDRAULIC r ELEMENTS+ r+=+« PROGRAM PACKAGE. +x«««+r«rr+« ««««««+ (C) Copyright 1982 -2000 Advanced Engineering Software (abs) Per. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RAF 6 Associates 14725 Alton Parkway Irvine, CA 92618 -------------------------------"__------___---------__-------"___------____- TIME /DATE OF STUDY: 12:13 01/18/2006 +++r+r+ +xxr +r+ +rx+xx+ + «x DESCRIPTION OF STUDY +r+++++ +ru rx+u + «++xex+x NODE 205 * 0100 IN SUMP USE 4' BASIN : " PODING DEPTH = 4" LOCAL DEPRESSION 10.4' FLOWLINE= .73' --SUMP TYPE INFORMATION— » »SUMP TYPE BASIN INPUT INFORMATIONCC -- ___________________ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for £lowby basins and sump basins. BASIN INFLOW(CFS) = 6.80 BASIN OPENING(FEET) = 0.70 DEPTH OF WATER(FEET) 0.73 1—CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1 • ,0 3.63 Printed: 01/18/200612:14:15 PM PM Modified: 01/18/2006 12:13:51 PM PM Page 1 of 1 0 T HIGHLANDS TRACT 23992 PHASE 1 T2 A PILE: 227LINE .WSP T3 1 2/06 REY. 1/18/06 50 999.061079.00 24 R 1043.77107 9.73 24 .013 R 10 53.321079.91 24 .013 R 1078.911080.30 24 .013 JX 3084.181080.52 24 18 .013 0.8 R 1095.361080.97 24 .013 R 1122.341081.78 24 .013 R 1142.871082.19 24 .013 R 1264.991086.67 24 .013 JX 12]1.57108].40 18 18 1B.013 4.2 R 1271.581087.40 18 .013 R 1311.651088.72 18 .013 JX 1317.311089.16 18 18 .013 1.3 R 1338.901031.00 18 .013 R 1360.621092.B5 18 .013 WE 1 SH 1 CD 18 4 1.50 M 24 4 2.00 CD 1 3 5.41 4.0 • • C:1Transferl spg1MLINEA.WSP 1061.00 14.5 1081.09 44.00 26.00 i8.00 10.91087.261087.23 38.00 43.0 .50 1087.26 36.00 55.00 Printed: 01/19/2006 08:24:47 AM AM Modified: 01/19/2006 08:23:51 AM AM Page 1 of 1 Cffransfekspg1227L1 N EA.O UT GATE: 1/19/2006 „ ME: 8:24 POS15P WATER SURFACE PROFILE - CHANNEL pEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL OR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CO 10 4 1.50 CD 24 4 2.00 CD 1 3 0 0.00 5.41 4.00 0.00 0.00 0.00 WATER SURFACE PROFILE - TIME CARD LISTING HEADING LINE NO 1 IS - RANCHO HIGHLANDS TRACT 23992 PHASE 1 HEADING LINE NO 2 IS - LINE A FILE:227LINEA.WSP HEADING LINE NO 3 IS - 1/12/06 REV. 1 /18 /06 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET • • ' U/S DATA STATION INVERT SECT 999.06 1079.00 24 ELEMENT NO 2 IS A REACH + U/S DATA STATION INVERT SECT N 1043.77 1079.73 24 0.013 ELEMENT NO 3 IS A REACH U/S DATA ELEMENT NO 4 IS A REACH U/S DATA ELEMENT NO 5 IS A JUNCTION U/S DATA OLENENT NO 6 IS A REACH U/S DATA ELEMENT NO 7 IS A REACH SECT U/S DATA ELEMENT NO 8 IS A REACH 24 U/S DATA ELEMENT NO 9 IS A REACH SECT U/S DATA ELEMENT NO 10 IS A JUNCTION 24 U/S DATA STATION INVERT SECT N 1053.32 1079.91 24 0.013 STATION INVERT SECT N 1078.91 1080.30 24 0.013 STATION INVERT BE= LAX- 1 -2 N 1084.18 10BO.52 24 18 0 0.013 STATION INVERT SECT N 1095.36 1080.97 24 0.013 STATION INVERT SELL N 1122.34 1081.7B 24 0.013 STATION INVERT 1142.87 1082.19 STATION INVERT 1264.99 1086.67 STATION INVERT 1271.57 1087.40 0 W S ELEV 1081.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE AEG PT MAN H 0.00 14.50 0.00 0 RADIUS ANGLE ANG IT MAN H 0.00 0.00 0.00 0 Q3 + Q4 INVERT -3 • INVERT -4 PHI 3 PHI 4 0.8 0.0 1001.09 0.00 44.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 O.DO 0 RADIUS ANGLE AND PT MAN H 0.00 0.00 0.00 0 SECT N 24 0.013 SECT N 24 0.013 SECT LAT- 1 + LAT -2 N Q3 + 18 18 18 0.013 4.2 RADIUS ANGLE AEG IT MAN H 0.00 26.00 0.00 0 RADIUS ANGLE AND IT MAN H 0.00 18.00 0.00 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 10.9 1087.26 1087.23 38.00 43.00 ELEMENT NO 11 IS A REACH • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1271.58 1087.40 18 0.013 0.00 O.OD 0.00 Im WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH • + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1311.65 1088.72 18 0.013 O.DO 7.50 0.00 0 ELEMENT NO 13 IS A JUNCTION • • • • • ' ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1317.31 1089.16 18 15 0 0.013 1.3 0.0 1087.26 0.00 36.00 0.00 ELEMENT NO 14 ES A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT HAD H 1338.90 1091.DO 18 0.013 0. DO 55.00 D.00 0 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG IT NAN H 1360.62 1092.85 SE 0.013 0.00 0.00 0.00 0 ELEMENT NO 16 IS A WALL ENTRANCE ' U/S DATA STATION INVERT SECT FP 1360.62 1092.85 1 0.500 NO 17 IS A SYSTEM HEADWOA e �EMENT U/S DATA STATION INVERT SECT W S 1360.62 E5 1 00 0 0 . .00 AO EDIT ERRORS ENCUllMCOMPUTATION IS NOW BEGINNING NOW B -_.- "WARNING N0. 2 " WATER -WATER SURFACE ELEVATION GIVEN IS LESS THAN OR E INVERT ELEVATION IN HDwKDS, W.S.ELEV = INV + DC [£]LICENSEE: R.9. F. 6 A55 L WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS TRA 23992 PHASE 1 LINE A FILE:22>LINEA.WSP WS Printed: 01/19/2006 08:24:32 AM AM Modified: 01/1912006 08:24:13 AM AM Page 1 of 6 Cffransfekspg1227LIN EAA UT 1/12106 REV. 1/18/06 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HST/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GET. M. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH OR . v v. v.. r v... r v r x r ««. •. ««.x «. ........... v:.:. ♦. «r r r v v a: «e r r i• u. a.. « «« «... r r v. e e x. x c.. 999.06 1079.00 1.115 1080.115 10.5 10.28 1.640 1081.755 0.00 1.549 2.00 0.00 0.00 0 0.00 16.78 0.01633 .019164 0.32 1.160 0.00 1015.84 1079.27 1.097 1080.371 18.5 10.48 1.706 1082.077 0.00 1.549 2.00 0.00 0.00 0 0.00 27.93 0.01633 .020966 0.59 1.160 0.00 1043.77 1079.73 1.056 1080.786 18.5 10.99 1.876 1082.662 0.00 1.549 2.00 0.00 0.00 0 0.00 9.55 0.01885 .022640 0.22 1.110 0.00 1053.32 SD79.91 1.046 1080.956 18.5 11.13 1.924 1082.880 0.00 1.549 2.00 0.00 0.00 0 O.DD 10.81 0.01524 .023934 0.26 1.190 0.00 1064.13 1080.08 1.021 1081.096 18.5 11.46 2.040 1083.136 0.00 1.549 2.00 0.00 0.00 0 0.00 14.78 0.01524 .D26545 O.39 1.190 0.00 1078.91 1080.30 0.984 1081.284 18.5 12.02 2.244 1083.520 0.D0 1.549 2.00 0.00 0.00 0 0.00 JUNCT STE 0.04175 .030051 0.15 0.00 1084.18 1080.52 0.926 1001.446 17.7 12.43 2.399 1083.845 0.00 1.516 2.00 0.00 0.00 0 0.00 11.18 0.04025 .030800 0.34 0.870 0.00 1095.36 1D80.97 0.945 1081.915 17.7 12.11 2.279 1084.194 0.00 1.516 2.00 0.00 0.00 0 0.0D 26.38 0.03002 .029652 0.80 0.940 0.00 1122.34 1081.78 0.946 1082.726 17.7 12.09 2.270 1084.996 0.00 1.516 2.00 0.00 O.OD 0 0.00 4.87 0.01997 .030009 0.15 1.060 0.00 1127.21 1081.08 0.937 1082.814 17.7 12.25 2.330 1085.144 0.00 1.516 2.00 0.00 0.00 0 0.00 15.66 0.01997 .032698 0.51 1.060 0.00 142.87 1082.19 0.904 1083.094 17.7 12.84 2.562 1085.656 0.00 1.516 2.00 0.00 0.00 0 0.00 49.45 0.03669 .032019 1.62 0.890 O.OD MLICENSEE: R.0 WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS TRACT 23992 PHASE 1 LINE A FILE : 227LINEA.WSP 1/12/06 REV. 1/18/06 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLAW ELEV HEAD END. EL. ELEV DEPTH DIA IO NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1192.32 1084.00 0.935 1084.939 17.7 12.28 2.343 1D87.282 O.D0 1.516 2.00 0.00 0.00 0 0.00 23.10 0.03669 .028983 0.67 0.89D 0.00 1215.42 1084.85 0.970 1D85.822 17.7 11.71 2.128 1007.950 0.00 1.516 2.00 0.00 0.00 0 0.00 14.01 0.03669 .025508 0.36 0.89D 0.00 1229.43 1085.37 1.007 1086.372 17.7 11.17 1.936 1088.308 0.00 1.516 2.00 0.00 0.00 0 0.00 9.70 O.D3669 .022462 0.22 0.890 0.00 1239.13 1085.72 1.045 1086.766 17.7 10.64 1.759 1088.525 D.DD 1.516 2.00 0.00 0.00 0 0.00 7.04 0.03669 .019797 0.14 0.890 0.00 1246.17 1005.98 1.086 1087.066 17.7 10.15 1.599 1088.665 0.00 1.516 2.00 0.00 0.00 0 0.00 5.33 0.03669 .017472 0.09 0.09D 0.00 1251.50 1086.17 1.129 1087.304 17.7 9.68 1.454 1088.758 0.00 1.516 2.00 O.DO 0.00 0 0.00 4.11 0.03669 .015432 0 D 0.890 0.00 1255.61 1086.33 1.174 1087.50D 17.7 9.23 1.322 1068.822 O.OD 1.516 2.00 O.DO 0.00 0 0.00 3.13 0.03669 .013649 0.D4 0.890 0.00 125B.74 1086.44 1.222 1D87.663 17.7 8.80 1.202 1088.865 0.00 1.516 2.D0 0.0C D.00 0 0.00 2.37 0.03669 .D12091 0.03 0.890 0.00 261.11 1086.53 1.273 1087.801 17.7 8.39 1.093 1088.894 0.00 1.516 2.00 0.00 0.00 0 0.00 1.75 0.03669 .010729 0.02 0.890 0.00 1262.86 1086.59 1.327 1087.919 17.7 8.00 0.993 1088.912 0.00 1.516 2.00 0.00 0.00 0 0.00 1.22 0.03669 .009538 0.01 0.890 D.00 Printed: 01/19/2006 08:24:32 AM AM Modified: 01/1912006 08:24:13 AM AM Page 2 of 6 C ffran sferlwspgl227 L I N EA.O UT • 1264.08 1086.64 1.384 1088.021 17.7 7.63 0.903 1088.924 0 D 1.516 2.00 O.OD O.OD 0 0.00 0.68 D. D3669 .00B502 0.01 0.890 0.00 COLICENSEE: R.B WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS TRACT 23992 PHASE 1 LINE A FILE: 227LINEA.WSP 1/12/06 REV. 1/18/06 STATION INVERT OEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL NOT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH OR 1264.76 1086.66 1.447 1088.109 17.7 7.27 0.821 1088.930 0.00 1.516 2.00 0.00 0.00 0 0.00 0.23 0.03669 .007605 0.00 0.890 0.00 1264.99 1086.67 1.516 1088.106 17.7 6.93 0.745 1088.931 0.00 1.516 2.00 0.00 0.00 0 0.00 GUNCT SIR 0.11094 0.00 1271.57 1087.40 0.361 1087.781 2.6 7.37 0.842 1088.623 0.00 0.611 1.50 0.00 0.DO 0 0.00 0.01 0.00000 .030842 0.00 0 .ODD 0.00 1271.58 1087.40 0.380 1087.700 2.6 7.39 0.847 1088.627 0.00 0.611 1.50 0.00 0.00 D 0.DO 12.13 0.03294 .029614 0.36 0.370 0.00 1283.71 1087.BD 0.388 1088.188 2.6 7.16 0.797 1088.985 0.00 0.611 1.50 0.00 0.00 0 D.DO 9.31 0.03294 .026565 0.25 0.370 0.00 1293.02 1088.11 0.401 1088.507 2.6 6.82 0.723 1089.230 0.00 0.611 1.50 0.00 0.00 0 D.00 5.33 0.03294 .023234 0.12 0.370 0.00 1298.35 1088.28 0.415 1008.657 2.6 6.52 0.659 1089.356 0.00 0.611 1.50 0.00 0.00 0 O.OD 3.55 0.03294 .020343 0.07 0.370 0.00 1301.90 1088.40 0.430 1088.829 2.6 6.21 0.598 1089.427 0.DO 0.611 1.50 0.00 0.00 0 0.00 2.61 0.03294 .017814 0.05 0.370 0.00 le 1304.51 1088.48 0.445 1080.930 2.6 5.92 0.545 1089.475 0.00 0.611 1.50 0.00 0.00 0 0.00 1.98 0.D3294 .015588 D.03 0.370 0. DO 1306.49 1088.55 0.460 1089.010 2.6 5.64 0.494 1089.504 0.00 0.611 1.50 0.00 0.00 0 0.00 1.45 0.03294 .013652 D.02 0.370 0.00 1307.94 1088.60 0.477 1009.075 2.6 5.38 0.450 1OB9.525 0.00 0.611 1.50 0.00 0.00 0 0.00 1.18 0.03294 .011957 0.01 0.370 0.00 MLICENSEE: R.B WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS TRACT 23992 PHASE 1 LINE A FILE:227LINEA.WSP 1/12/D6 REV. 1/10/06 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD On. n. ELEV DEPTH DIA IO NO. PIER L /ELEM SO SF AVE HP NORM DEPTH OR x+ ♦xxrexexer+« «xux+xrrrxx+xxrrr+s xv +x+x «x+xxr+x+rx + ++ex err «+xxx+x«+xx +:x ++ err +«v+ « «xx +xx+x+ +x++u r•x + + « «++w:+x +x ++x ♦+ev «« +• 1309.12 1080.64 0.493 1089.130 2.6 5.13 0.408 1089.538 0.00 0.611 1.50 0.00 0.00 0 0.00 0.85 0.03294 .010472 D.O1 0.370 0.00 1309.97 1088.66 0.511 1089.176 2.6 4.89 0.371 1089.547 0.00 0.611 1.50 0.00 0.00 0 0.00 0.66 D.03294 .009180 0.01 0.370 D.00 1310.63 IOB0.69 0.529 1089.216 2.6 4.66 0.337 1089.553 0.00 0.611 1.50 0.00 0.00 0 0.00 0.47 0.03294 .008046 0.00 0.370 O.DD 1311.10 1088.70 . 0.548 1OB9.250 2.6 4.44 0.307 1089.557 0.00 0.611 1.50 0.00 0.00 0 0.00 0.31 0.03294 .007057 0.00 0.37D 0.00 1311.41 1080.71 0.568 1089.280 2.6 4.24 0.279 1089.559 0.00 0.611 1.50 O.OD 0.00 0 0.00 0.20 0.03294 .006190 0.00 0.370 0.00 1311.61 1068.72 0.588 1089.307 2.6 4.04 0.254 1D89.561 0.00 0.611 1.50 0.00 0.00 0 0.00 O.D4 0. D3294 .005416 0.00 0.370 0.00 1311.65 1088.72 0.611 1089.331 2.6 3.85 0.230 1089.561 0.00 0.611 1.50 O.OD 0.00 0 0.00 CI STR D.07774 D.OD 317.31 1D89.16 0.210 1009.370 1.3 8.61 1.151 ID90.521 0.00 0.427 1.50 0.00 0.00 0 0.00 .�_ 21.59 0. OB522 .081472 1.76 0.200 0.00 1336.90 1091.D0 0.216 1091.216 1.3 8.33 1.07B 1092.294 0.00 0.427 1.50 0.00 0.00 0 0.00 Printed: 01/19/2006 08:24:32 AM AM Modified: 01/19/2006 08:24:13 AM AM Page 3 of 6 C:ITran sfe�Iwspg1227 LI N EA.O U T . .�n.3v o.aesia � � .avsioz .�.. o.zs � o.xoo o.00 . 1]42.2> 1091.29 0.218 3091.505 1.3 8.18 1.p38 1092.543 0.00 0.42] 1.50 �0.00 0.00 0 0.00 5.19 0.09518 .068436 0.36 0.200 0.0� 13a].46 3091.]3 0.225 1D91.954 1.3 ].]8 �.941 1092.895 0.00 0.42� 1.50 0.00 0.00 0 4.00 3.05 O.�B518 .059]55 O.1B 0.200 0.00 p[]LICENSEE: R.9 WATEA SUAFACE PROFILE LISTING - RANC90 HIGHLAN�S TRACT 23992 PHASE 1 LINE A FILE:22'ILINEA.WSP 1/12/O6 REV. 1/1B/O6 STATI�N INVERT DEPTN W.S. Q VEL VEL £NERGY SllPER CRITICAL HGT/ BASE/ ZL NO AVBpN ELEV OF PLOW ELEV HEAp GAO.EL. ELEV D£PTH DIA IO NO. PIER L/ELEM SO SF AVE NF NORM DEPTT{ ZR ♦ew:e«iw+«��«.««�e�r�rx�:«�.�rr arra�«.««��a.rr�«�u «<auat�w�r«««<a�e«r.�.�u«e.i� W «««.«��iarerw.rr«.::a�er�.«. 1350.51 1091.99 0.233 1092.222 1.] 9.43 O.BS] 3093.�]9 0.00 0.42] 1.50 0.00 D.00 0 p.00 2.12 O.OB518 .052229 0.11 0.200 0.00 1352.63 1092.1'1 0.241 3092.410 1.3 �.0] 0.�)5 1093.185 0.00 0.43] 1.50 0.00 a.00 � 0.00 1.SB O.OB518 .045610 0.0] 0.200 0.00 1J54.21 1092.J0 0.249 1092.55] 1J 6.]9 0.]OS 1093.258 0.00 D.420 L50 0.00 0.�0 a 0.00 1.34 0.08518 .039815 0.05 0.30� 0.00 1355.45 1092.41 p.25] 1092.66] 1.3 6.44 0.643 109].310 0.00 0.42] 3.50 0.00 0.00 0 0.aa 0.98 0.08518 .034]"!� 0.�3 0.200 0.00 1356.43 1092.49 0.266 1092.059 1.3 6.iJ 0.584 1093.343 0.00 0.<29 1.50 0.00 0.00 0 0.00 0.00 0.06518 .030388 0.02 0.200 0.00 135>.23 1092.56 0.2'15 1093.830 1.3 5.86 0.532 1093.369 0.00 0.42] 1.50 0.00 0.00 0 0.00 0.6� O.OBSIB .026539 0.02 0.200 0.00 135].90 1092.62 0.284 1�92.903 1.3 5.58 0.48] 1093.386 0.0� 0.42� 1.50 0.00 0.�0 0 �.00 0.55 0.09518 � .021186 0.01 0.200 0.00 �358.45 1D93.66 a.294 1092.959 1.] 5.31 0.43] 109J.J96 0.�0 0.42> 1.50 0.00 0.0� 0 0.00 0.46 0.00518 .0202'l1 0.01 0.200 0.00 1350.91 1093.'10 0.304 1093.008 1.3 5.06 0.39] 109J.905 0.00 0.42'1 1.50 0.00 0.a0 0 �.�� 0.39 O.OB518 .01�]OB 0.01 o.zoo 0.00 1J59.30 3092.J4 0.314 1093.052 1.3 4.83 ' 0.363 109J.415 �.�0 0.42] 1.50 p.00 0.04 0 0.0a 0.]1 0.00518 .0154�5 0.00 0.200 0.00 1359.61 1092.�6 0.325 1093.OB9 1.3 4.61 0.330 1�93.419 0.00 0.42] 1.50 0.0� 0.00 � 0.00 0.2� O.OBSIB .013530 O.DO 0.200 0.00 mLICENSEE: R.B WATER S(IItFACE PAOPILE LISTING RANCHO HIGHLANDS TRACL 23992 PNASE 1 . LINE A FILE:22]LINEA.WSP 1/13/06 REV. 1/1B/06 STATION INVERT DEPTH W.S. Q VEL VEL ENE[tGY SUPER CRITICAL HGT% HASE/ ZL NO AVBPA BLEV OP FLJW ELEV HEAD GRSJ.EL. ELEV ➢EP1'H ➢IA IO N0. PI6R L/EL6M SO SF AVE HP NpRM ➢EPTH ZR •r �� u« ��a��wvtr�r�xx�«r���s��i�««:r�e�r�r�x�»>r�a��vWV�«�««��ee��ewu��«��r«eeWr��R:��i�r�:�wt������::� eee � xr � «u �� v �� ♦ 1359_88 1092.]9 0.336 1093.123 1.3 4.39 0.3D0 1093.423 0.00 0.42] 1.50 0.00 �.00 0 0.�0 0.22 O.OBSIB .011631 0.00 0.20D 0.00 1360.30 3092.81 0.34] 109I.153 1.3 4.19 0.2)3 3093.626 0.00 0.42) 1.5a �.00 O.Oa 0 0.00 0.1] O.OBSIB ' .010330 0.00 0.200 0.0� 1360.2] 1092.B3 0.359 1093.1]9 1.3 3.99 0.24� 1093.426 O.DO 0.42I 1.50 0.�0 0.00 0 0.00 0.14 O.OB538 .0�9431 0.00 0.200 O.DO 1360.41 1092.93 O.J]1 109].20] 1.3 J.81 0.226 3093.429 �.OD �.42] 1.50 0.00 �.00 0 0.00 0.1� � p.0B518 .DO"1898 a.00 p.200 O.DO 1360.51 1092.89 0.384 1D93.224 1.3 3.63 0.205 1�93.429 0.00 �.42] 1.50 0.00 O.OD 0 0.0� 0.00 O.OB518 .p06908 0.00 0.200 - OAO • 360.SB 1092.85 0.39] 1093.293 1.3 3.46 0.186 3093.429 0.00 aA2] 1.50 0.00 0.00 0 a.00 0.03 O.�BSSB .006043 0.00 0.200 0.00 �_- 136�.61 3092.85 0.411 1093.260 1 J 3.30 0.169 1093A29 0.00 0.52] 1.50 0.00 0.00 0 0.00 0.01 0.00518 .005269 0.00 � 0.200 O.OD Printed: 01/1912006 0824:32 AM AM Modifietl: 01/19/2006 08:24:13 AM AM Page 4 of 6 C:ITransferlwspg1227LIN EA.O UT 1360.62 1D92.B5 0.42] 3093.2]] 1.3 3.39 p.153 3093.430 0.00 0.42] � 1.50 0.00�� 0.00 � 0 0.00 • WAi,I. ENTILWCE 0.00 1360.62 1D91.B5 0.691 1093.991 1.3 0.51 0.009 1093.495 0.00 0.199 5.41 9.00 0.00 0 O.00pp IW1CH0 NIGHLNJDS TFACT 23992 PHASE 1 - LINE A FILE:22]LINFA.WSP 1/12/06 REV. 1/19/O6 999.06 .I W C H E � .� � 10a1.91 . ' R 1009."!5 . ' 1DD).60 1010.95 ' 1013.29 1016.14 . I W C H E ' R 1016.99 3021.89 3024.69 1W�.5] . 1030.38 . ' 3033.23 lOJ6.0] 1038.92 1041.06 3044.61 . I W C H E ' R 104].46 ioso.ao . ' � 3053.15 1p56.00 . I W C H E ' R � 1058.85 1061.69 . ' � 1064.54 . I W C H & � R 306"1.39 . ' 1090.2] 10'13.08 . ' 1�]5.9J . 1098.]] lOB1.62 . I W C H & � � 1084.4] . I W C H E A 108"l.]1 . ' 1090.16 . 1093.a1 1095.86 . I W C N E � R 1090.'!0 . ' -� 130155 . . iiaa.ao 110�.24 1330.09 1ll2, 94 1115.]B 1118.63 1121.46 ll24.32 . I W C H E R 1120.1� 1130.02 . I W C N 6 � 1132.89 , ' R 1135.]1 1139.56 1141.q1 1144.25 . I W C H E � 114].10 . ' R 1149.95 . ' ' 1152.]9 1155.64 1158.49 1161.33 1164.18 116].�3 ll69.88 11]2.]2 11]5.5] iva.az 1183.26 1184.11 1186.96 1189.80 1191.65 . i W C H E � 1195.50 . . ' R 3198.35 1201.19 1204.04 1206.89 1209.]3 1212.58 1lls.a3 . x w c x e . .. R 1218.2J . . ' 1221.12 . ' ' 1223.9] . . ' 1226.81 1229.66 . I W C H E � R 1132.R 1235.36 1230.20 1241.05 . I W C H e, � R _ 1243.90 . ' - 1246.]9 . I .W C A E � . 1249.59 . ' R 1252.44 . I W C H E A 1255.28 • Printed: 01/19/2006 08:24:32 AM AM Modifietl: 01/19I2006 08:24:13 AM AM Page 5 of 6 C:ITransferlwspg1227LI N EA.O UT . 1258.13 . � . . . . . , - . . .. . . . - . . ._ . 1260.90 j W�� H . R ' . 1263.82 I WC H E � R 1266.6] i WC H£ ' R 1269.52 I WC HE � R � 12]2.3� I % HE . . R 12]5.21 . I X NE . R 12]B.O6 I WC E H � � 1280_91 I WC E H ' R 1283.�5 R 12B6.6D . 1 WC E H R 1289.45 . 1292.29 . 1295.14 129].99 . i WC £ H . R 1300.B1 I WC E H � 1303.68 . � A 1306.53 T j W� E� � R 1309.38 . � R 1312.23 � I W WCE H . R 1315.�] I WCE N � � D1J.92 I WCE H . A 1320.�6 R 1J23.61 1 XE H R 132'0.46 I %E H . R 1329.J0 I XE H R . 13J2.15 I XE H R . 1335.00 I XE H � 13]J.69 . IWC EN . R 1340.69 1343.54 . IWC EH . A 1346.39 . 1�+' C EH g 1349.23 1152.OB . 1'�C EH R 1359.93 . 1WC E H g 1350."I9 . IWC E H . R 1360.62 . 3WC E H , g IWC 8 H R 1019.0a 3090.93 1082.95 lOB4.)8 108G.]0 1�88.63 1090.56 1092.40 1094.41 1096.33 1096.26 N 0 T E 5 1. GLOSSARY I - INVERT ELEVATION C - CRITICAL DSP2EI W = WATER SUItFACE ELEVATION ll • BEIGHT OP CHANNEL � E = ENEAGY GRADS LINE X = CURVES CAOSSING OVER B� BRIDGE ENTRANCE OR E%IT .. Y= WALL ENTAANCE OR EXIT 2. STATIONS FOR POINSS AT A.]IMP MAY NOT BE PLOTTED EXACTLYW INVALID Q CTRD - CpPI NOT COMpUTE NEW Q VALUE - SYCIPPING IN MAIN FOR C0D5 �+r� , _. I Prinfed: 01/19/2006 08:2432 AM AM Modified: 01/19/2006 08:24:13 AM AM Page 6 of 6 ; 1 RANCHO HIGHLA.WS - TRACf 23992 PHASE 1 2 LATERAL A-1 PILE:227LATAI.WSP T3 1/12/06 SO 1003.551081.09 18 .013 R 1016.601082.00 18 .013 WE 1 .200 SH 1 CD 18 4 1.50 CD 1 3 5.18 7.00 • 0 Cffransferlwspg1227laW msp 1081.45 Printed: 01/1912006 09:20:46 AM AM Modified: 01/1912006 09:05:55 AM AM Page 1 of 1 Cffransfeftspg1227LATA1 AUT MDATE: 1/19/2006 9:19 �IME: O WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHU NO OF AVE PIER HEIGHT 1 EASE ZL OR INS Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 1 3 0 0.00 5.18 1.00 0.00 0.00 0.00 OD WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - RANTED HIGHLANDS - TRACT 23992 PHASE 1 HEADING LINE NO 2 IS - LATERAL A -1 FILE:227LATAS.WSP HEADING LINE NO 3 1S - 1/12/06 00 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1003.55 1081.09 18 1081.45 ELEMENT NO 2 IS A REACH U/S DATA STATION INVEST SECT N RADIUS ANGLE AM PT MAN H 1D16.68 1082.D0 1B 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1016.68 1082.00 1 0.200 £LEMRNT NO 4 IS A SYSTEM HEADWORKS x U/S DATA STATION INVERT SECT W S ELEV 1016.68 1082.00 1 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING .' WARNING NO. 2 .x - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION 1N HDWKDS, W.S.ELEV = INV f DC MLICENSEE: R.B.F. 6 A55 WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL A -1 FILE:227LATAI.WSP 1/12/06 Or AT ION INVERT ELEV DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVEPR OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH CIA ID NO. PIER L /ELEM rer re xxxxxxxxx:xrrxxxrxu SO uxxxxrr erxxxxxx xxxxxrxrx OF AVE erxxxxxxuxrxexrrerr HF u« «xxr uxxx errxxxxu NORM DEPTH xx xx::e rrrex «xxx ZR xxxxxxr «rxxxxxrxxrxre r• 1003.55 1081.09 0.247 1081.337 1.4 7.37 0.843 1002.180 O.DD 0.443 1.50 0.00 0.00 0 0.00 1.00 0.06931 .049930 0.05 0.220 0.00 1004.55 1081.16 0.249 1081.408 1.4 7.25 0.817 1082.225 0.00 0.443 1.50 0.00 0.00 0 0.00 2.75 0.06931 .045671 0.13 0.220 0.00 1007.30 1081.35 0.258 1081.608 1.4 6.90 0.739 1082.347 0.00 0.443 1.50 O.OD D.DD 0 0100 2.01 0.06931 .039B92 0.08 0.220 0.00 IOD9.31 1081.49 0.266 1081.755 1.4 6.57 0.671 1082.426 0.00 0.443 1.50 0.00 0.00 0 0.00 1.51 0.06931 .034812 0.05 0.220 0.OD 1010.82 1081.59 0.275 1081.869 1.4 6.28 0.612 1082.401 0.00 0.443 1.50 0.00 0.00 O 0.00 1.17 0.06931 .03D438 0.04 0.220 0.00 1011.99 1081.67 0.285 1081.960 1.4 5.98 0.556 1082.516 0.00 0.443 1.50 0.00 0.00 0 0.00 0.97 0.06931 .026599 0.03 0.220 0.00 1012.96 1081.74 0.294 1082.036 1.4 5.71 0.507 1082.543 0.00 0.443 1.50 0.00 O.OD 0 0.00 0.78 0.06931 .023222 0.02 0.220 0.00 1013.74 1081.BD 0.304 1082.100 1.4 5.45 0.461 1082.561 0.00 0.443 1.SD O.DO D.00 0 0100 0.63 0.06931 .020308 D.D1 0.220 0.00 SD14.37 1081.84 0.315 1082.155 1.4 5.19 0.417 1082.572 0.00 0.443 1.SD 0.00 0.00 0 0.00 0.54 D.06911 .017750 0.01 0.220 0.00 1014.91 3081.88 0.325 1082.202 1.4 4.95 0.380 3082.SB2 0.00 0.443 1.SD 0.00 0.00 0 0.00 0.42 0.06931 .015516 0.01 0.22D 0.00 15.33 1081.91 0.337 1092.243 1.4 4.71 0.345 1082.588 0.00 0.443 1.50 0.00 0.00 D D.00 0 .37 0.06931 .013571 0.01 0.220 0.00 U_) LICENSEE: R.B - WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACI 23992 PHASE 1 LATERAL A -1 FILE:227LATAS.WSP 1/12/06 Printed: 01/19/2005 09:20:46 AM AM Modified: 01/19/2006 09:19:35 AM AM Page 1 of 3 C:ITransferlwspg122 7 LATA 1.0 UT � STATION TNVEAT �EPTH W.S. Q VZL VEL ENgRGY SUPER CRITICAI. HGTI BASEI ZL NO AV2PH ELEV OP FLOW ELEV HEAD GRD.£L. ELEV OEPTN OIA ID NO. PIER L/ELEM 50 SF AVE HF .. :. ..i.ix«...:�i�eee«::«a..«..«ea�..«:x::a+ixr.xx... xe.xx.«....�......�.xex..r� NORM=DFPTH"a.+:.xax..�ar..ZRxx.:..�.... 1015.]0 1091.93 0.]48 1002.280 1.4 4.49 0.313 1062.593 0.00 0.443 1.50 0.00 0.�0 0 a.0� 0.28 �.06931 .011859 0.00 p.220 0.00 3015.98 1091 95 0.360 109Z.312 1.4 4.28 0.295 1082S9p 0.00 0.§43 1 SO 0.00 0.00 0 D.00 0.29 0.06931 .01436] 0.�0 p.220 0.00 1016.22 10A1.9J 0.3]2 1092.340 1.4 4.08 0.259 1082.599 O.DO 0.443 1.50 p.00 0.00 0 0.00 0.1'1 0.06931 .009064 O.DO 0.22� O.UO 1016.39 3081.98 0.385 lOB2.365 1.4 J.90 0.2J6 1092.601 0.00 0.94] 1.50 O.Op 0.00 0 �.a0 034 0.06931 .00�928 0.00 0.230 0.00 1016.53 1081.99 a.398 SOB2.388 1.9 3.')1 0.214 SOB2.602 ' 0.�0 0.443 1.50 0.�0 0.04 0 0.0a 0.09 0.06911 .p06935 0.0� 0.220 �.00 1016.62 3082.00 0.912 3082.408 1.4 3.54 0.195 1082.603 0.00 a.443 1.50 0.00 �.00 0 D.00 a.04 0.06911 , .006003 O.DO 0.220 0.00 1016.66 3082.�0 0.42] 1082.426 1.4 3.3] 0.1'1] 1082.60] 0.00 0.443 1.50 O.DO 0.00 0 0.00 O.a2 0.06911 .005298 0.00 0.22� �.00 1016.68 1082.00 0.443 lOB2.943 1.4 I.21 �.160 lOB2.603 0.00 0.44� 1.50 O.OD D.00 0 0.�0 WALI. ENTRANCE a.00 1016.68 3082.00 0.6"l3 1082.6"l3 1.9 0.30 0.�01 1082.6]q 0.00 O.lOB 5.18 �.00 0.00 0 O.00d] RANCRO HIGHLANOS - TAACT 23992 PHASE 1 LATERAI� A-1 FZLE:22]LATAI.WSP 1/12/O6 3003.55 .I W C E A � � � � R � 100J.83 . ' • 1004.09 . � 1004.35 1�04.62 . I W C E H A 1004.89 1005.16 SOD5.43 1005.69 lOp5.96 1406.23 1006.50 3006.�] . ' ' 100].03 10�].30 . I W C E H ' 100Z5] R ioov.ea 1008.11 1008.3') . ' 1008.64 1008.91 10�9.18 1009.45 . I W C E H R 1009.")1 . ' 1D09.98 1010.25 1010.52 1030.]B 1011.05 . I W C E p ' R 3011.32 1011.59 1011.86 3012.12 . I W C E H A 1012.J9 3012.66 1�12.93 3013.20 . I W C E H ' R 1013.46 3013."!3 . ' 3014.00 . I W C E H � R 1414.2] 1014.59 . I W C £ H � 1�1a.B0 . ' R 3015.0� . I W C E H R 3015.34 . I W C E H � R 1a15.61 1035.88 . I W C E H � R 1016.14 . I wC E x ' R 1016.41 . I WC E H � R �1016.68 . I WC E H . . . . .. R 1081.09 1D01."l� 3082.31 lOB2.92 1083.53 1004.14 1084.)4 1�85.35 1085.96 1086.5] 108).1B N 0 T E S Printed: 01/19/2006 09:20:46 AM AM Modif ed: 01/19I2006 09:19:35 AM AM Page 2 of 3 Gffransferlwspg12271LATA1.0 UT GLOSSARY I INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X CURVES CROSSING OVER H BRIDGE ENTRANCE OR EXIT Y WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A d P MAY NOT BE PLOTTED EXACTLYGD INVALID Q CARD - CAN NOT CONFUTE NEW Q VALUE - STOPPING IN MAIN FOR CODE _* Printed: 01119/2006 09:20:46 AM AM Modified: 01/1912006 09:19:35 AM AM Page 3 of 3 Cffransferlwspg1227LATA2. WS P O T D RANCHO NCHO HIGHLANDS - TRACT 23992 PHASE 1 2 LATERAL A -2 FILE: 227LATA2. WSP 3 1/12/06 REV. 1118/06 50 1002.88108'1 -26 18 .013 • 1049.391088.3D 18 .013 • 1084.611092.50 18 .013 WE 1 EH 1 CD 18 4 1.50 CD 1 3 4.78 4.00 0 .1 0 1088.19 Printed: 01/1912006 08:41:46 AM AM Modified: 01/19/2006 08:31:27 AM AM Page 1 of 1 Cffransfer4spg1227 LATA2.0 UT DATE: 1/19/2006 ME: 8:32 POSISP CHANNEL WATER SURFACE PROFILE - CHANNEL OEFINIT ION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(3) Y(1D) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CO 1 3 0 0.00 4.78 4.00 0.00 0.00 D.00 GO WATER SURFACE PROFILE - TIME CARD LISTING HEADING LINE NO 1 IS - RANCHO HIGHLANDS - TRACT 23992 PHASE 1 HEADING LINE NO 2 IS - LATERAL A -2 FILE:227LATA2.WSP HEADING LINE NO 3 IS - 1 /12 /06 REV. 1118106 m WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * « PIS DATA STATION INVERT SECT W S ELEV 1002.00 1087.26 18 SD08.19 ELEMENT NO 2 IS A REACH * « U/S DATA STATION INVERT SECT N RADIUS ANGLS AND PT MAN H 1049.39 1068.30 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH + « U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1084.61 1092.50 18 0.013 0.00 0.00 0.00 0 ELEMENT NO 4 IS A WALL ENTRANCE « U/S DATA STATION INVERT SECT FP 1084.61 1092.50 1 0.500 ELEMENT NO 5 IS A SYSTEM HEADWORKS « « U/S DATA STATION INVERT SECT W S ELEV 1084.61 1092.50 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING WARNING NO. 2 " - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS W.S.ELEV = INV + DC MLICENSEE: R.H.P. 6 ASS WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL A -2 FILE:227LATA2.WSP 1/12106 REV. 1/18/06 . STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID ND. I PIER L /ELEM SO EF APE HE NORM DEPTH ZR . «. a «u. x. x.. x.. x. a u +: a v+v v x xe v «xx «. x x «x xx x. x x...+.. «v v v v r u «v v v e v v v v v «x x x e e x «x x x x x « «. u x x. a+. «. x. «: v «v: v♦♦ v v e v v v r r x x x e 1002.88 1087.26 0.505 1087.765 4.5 B.62 1.154 1088.919 D.00 0.814 1.50 0.00 0.00 0 0.00 8.76 0.02236 .032627 0.29 0.550 0.00 1011.64 1D87.46 0.488 1087.944 4.5 9.02 1.263 1089.207 0.00 0.614 1.50 0.00 0.00 0 0.00 7.29 0.02236 .037320 0.27 0.550 0.00 1018.93 1067.62 0.471 1000.090 4.5 9.45 1.308 1089.478 0.00 0.814 1.50 0.00 0.00 0 D.00 6.06 0.02236 .042601 0.26 0.550 0.00 1024.99 1087.75 0.455 1088.209 4.5 9.91 1.526 1089.735 0.00 0.614 1.50 0.00 D.00 0 0.00 5.22 0.02236 .048671 D.25 0.550 0.00 1030.21 1007.87 0.440 1080.311 4.5 10.39 1.677 1089.388 0.00 0.814 1.50 0.00 0.00 D 0.00 4.60 0.02236 .055608 D.26 0.550 0.00 1034.61 1087.97 0.425 1088.399 4.5 10.90 1.843 1090.242 0.00 0.814 1.50 0.00 0.00 0 0.00 4.14 0.02236 .063545 D.26 0.550 0.00 1038.95 1080.07 0.411 1080.470 4.5 11.42 2.026 1090.504 0.00 0.814 1.50 0.00 0.00 0 0.00 3.76 0.02236 .072621 D.27 0.550 0.00 1042.71 1088.15 0.397 1080.548 4.5 12.00 2.236 1090.784 0.00 0.814 1.50 O.OD 0.00 0 0.00 3.47 0.02236 .093013 0.29 D.550 0.00 1046.10 1088.23 0.384 1088.612 4.5 12.57 2.453 1D91.065 0.00 0.814 1.50 0.DO 0.DO 0 0.00 3.21 0.02236 .094960 0.30 D..550 0.00 049.39 1088.30 0.312 1008.672 4.5 13.20 2.704 1091.376 0.00 0.814 1.50 0.00 0.00 0 0.00 0.50 0.11925 .100588 0.05 0.350 0.00 1049.89 1009.36 0.372 1089.732 4.5 13.12 2.673 1D91.405 O.OD 0.814 1.50 0.00 0.00 0 0.00 8.90 0.11925 .093593 0.84 0.350 0.00 MLICENSEE: R.B Printed: 0111912006 08:41:46 AM AM Modified: 01/1912006 08:32:02 AM AM Page 1 of 4 Printed: 01/19/2006 08:41:46 AM AM Modified: 01/19/2006 08:32:02 AM AM Page 2 of 4 Cffran5feft5pg1227LATA2.OUT SURFACE . RANCHO HIGHLANDS - TRACT WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL A -2 FILB:227LATA2.WSP STATION 1112/06 REV. 1/18/06 Q VEL VEL HEAD ENERGY SAM .EL. SUPER ELEV CRITICAL DEPTH HGT/ DIA BASE/ ID NO. ZL NO PIER STATION INVERT ELEV DEPTH OF FLOW W.S. ELEV 0 VEL VEL HEAD ENERGY GRD.EL. SUPER ELEV CRITICAL DEPTH NORM DEPTH rraeerrru..v.r:r ev HGT/ DIA BASE/ ID NO. ZL NO PIER AVBPR ......... r r yr Sr rr.....v.«x«r 0.563 a rr:r..rrrrxxxx xx.. «vxr.vvvS..A .....e.v xxx «.rrrr.r«rrr 0.00 rr r: NORM r DE .... e.r.x rrxa.. ZRrev erx «.r.a 1058.82 1089.43 0.385 1089.815 4.5 12.53 2.440 1092.255 0.00 0.814 1.50 O.DO 0.00 0 0.00 5.55 0.11925 1092.26 0.584 1092.840 4.5 .081933 0.45 1093.615 0.00 0.350 1.50 0.00 0.00 0 1D64.42 1090.D9 0.399 109D.491 4.5 11.94 2.212 1092.203 0.00 0.814 1.50 0.00 0.00 0 0.00 3.95 0.11925 1092.31 0.605 1092.919 4.5 .071682 0.28 1093.624 0.00 0.350 1.50 0.00 0.00 0 1068.32 1090.56 0.412 1090.926 4.5 11.39 2.015 1092.991 0100 O.B14 1.50 0.00 0.00 0 0.00 2.92 0.11925 1092.36 0.627 1092.989 4.5 .062209 0.19 1093.629 D.DO D.350 1.50 0.00 0.00 0 1021.34 1090.92 0.422 1091.345 4.5 10.84 1.626 1093.121 0.00 0.814 1.50 0.00 0.00 0 0.00 2.35 0.11925 1092.40 0.65D 1093.051 4.5 .054923 0.13 1093.633 0.00 0.350 1.50 O.CD D.00 0 1023.69 1091.20 0.442 1091.640 4.5 10.34 1.662 1093.302 0.00 0.014 1.50 O.DO 0.00 0 O.DO 1.91 0.11925 1092.43 0.674 1093.107 4.5 .040062 0.09 1093.636 0.00 0.350 - 1.50 0.00 0.00 0 1025.60 1091.43 D.457 1091.883 4.5 9.82 1.512 1093.395 0.00 0.814 1.50 0.00 0.00 0 O.OD 1.50 0.11925 1092.46 0.699 1093.158 4.5 .042069 0.02 1093.640 0.00 0.350 1.50 0.00 0.00 0 1022.18 1091.61 0.423 1092.006 4.5 9.41 1.326 1093.462 0.00 0.814 1.50 0.00 0.00 0 0.00 1.30 0.11925 1092.40 0.726 1093.203 4.5 .036851 0.05 1093.640 0.00 0.350 1.50 0.00 0.00 0 1028.48 1091.22 0.490 1092.260 4.5 8.96 1.248 1093.508 0.00 0.614 1.50 0.00 0.00 0 0.00 1.11 0.11925 1092.49 0.753 1093.243 .032282 5.06 0.04 1093.641 0.00 0.35D 1.50 0.00 0.00 0 1029.59 1091.90 0.502 1092.409 4.5 0.56 1.136 1093.545 0.00 0.614 1.50 0.00 0.00 0 0.00 0.94 0.11925 1092.50 0.782 1093.280 .028229 4.83 0.03 1093.642 0.00 0.350 1.50 0.00 0.00 0 0.00 1092.01 0.525 1092.539 4.5 8.15 1.032 1D93.521 0.00 0.814 1.50 0.00 0.00 0 0.00 ' 1080.53 0.29 0.11925 .024291 0.02 0.350 0.00 1081.32 1092.11 0.544 1092.652 4.5 2.22 D.938 1093.590 0.00 0.814 1150 0.00 0.00 0 O.OD D.68 0.11925 .021233 0.01 0.350 0.00 ®LICENSEE: A.B Printed: 01/19/2006 08:41:46 AM AM Modified: 01/19/2006 08:32:02 AM AM Page 2 of 4 WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL A -2 FILE: 222LATA2.WSP 1/12/06 REV. 1/18106 STATION INVERT ELEV DEPTH OF FLOW W.S. ELEV Q VEL VEL HEAD ENERGY SAM .EL. SUPER ELEV CRITICAL DEPTH HGT/ DIA BASE/ ID NO. ZL NO PIER AVBPA L /ELEM r. xrr «rrrxerrry SO «rr...rv.vrr.... «:ry rrrrr..xxr...a r.rvvrerrrr SP AVE rr.r HF «.rrevu rr urr. NORM DEPTH rraeerrru..v.r:r ev rrr.u.rr.:rrr OR rrrrrx.u..u.e 1062.90 1092.19 0.563 1092.252 4.5 2.41 0.853 1093.605 0.00 0.814 1.50 0.00 0.00 0 0.00 0.57 0.11925 .019062 0.01 0.350 0.00 1082.52 1092.26 0.584 1092.840 4.5 7.06 0.225 1093.615 0.00 0.014 1.50 0.00 0.00 0 0.00 0.48 0.11925 .016732 0.01 0.350 0.00 1083.05 1092.31 0.605 1092.919 4.5 6.74 0.705 1093.624 0.00 0.814 1.50 0.00 0.00 0 0.00 0.40 0.11925 .014684 0.01 0.350 0.00 1083.45 1092.36 0.627 1092.989 4.5 6.42 0.640 1093.629 D.DO 0.814 1.50 O.OD 0.00 0 0.00 0.33 0.11925 .012893 0.00 0.350 0.00 1083.78 1092.40 0.65D 1093.051 4.5 6.12 0.582 1093.633 0.00 0.014 1.50 0.00 D.00 0 0.00 0.27 0.11925 .011327 0.00 0.350 O.OD 1004.05 1092.43 0.674 1093.107 4.5 5.84 0.529 1093.636 0.00 0.814 - 1.50 0.00 0.00 0 0.00 0.21 0.11925 .009955 0.00 0.350 0.00 1084.26 1092.46 0.699 1093.158 4.5 5.57 0.482 1093.640 0.00 0.814 1.50 0.00 0.00 0 0.00 0.15 0.11925 .008758 0.00 0.350 O.OD 1084.41 1092.40 0.726 1093.203 4.5 5.31 0.437 1093.640 0.00 0.814 1.50 0.00 0.00 0 0.00 4W .12 0.11925 .007709 0.00 0.350 0.00 .53 1092.49 0.753 1093.243 4.5 5.06 0.398 1093.641 0.00 O.B14 1.50 0.00 0.00 0 0.00 O.D6 0.11925 .006788 0.00 0.350 0.00 1084.59 1092.50 0.782 1093.280 4.5 4.83 0.362 1093.642 0.00 D.B14 1.50 0.00 0.00 0 0.00 Printed: 01/19/2006 08:41:46 AM AM Modified: 01/19/2006 08:32:02 AM AM Page 2 of 4 Cffransfeks#227L4TA2.0 UT • 0.02 0.11925 .005973 0.00 0.350 0.00 1084.61 1092.50 0.814 1093.314 4.5 4.60 0.328 1093.642 0.00 0.014 1.50 0.00 0.00 0 0.00 WALL ENTRANCE D.00 mLICENSEE: R.B WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 21992 PHASE 1 LATERAL A -2 FILE:227LATA2.WSP 1/12/06 REV. 1/18/06 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ PASS/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD ORD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HE NORM DEPTH ZR «« «««««« « «r uaa r «««««:««« »a:: « «r ♦ ♦u « « ««» « « «« «««««««« «««:« « « « «� ««r ♦ e « « «« « «««« «. e e e «e e r « ««««««« ««t a »«♦ «««t: «r e« «« «e e « 1084.61 1092.50 1.276 3093.776 4.5 D.80 0.012 3093.788 0.00 0.340 4.78 4.00 0.00 0 0. OOm RANCHO HIGHLANDS - TRACP 23992 PHASE 1 LATERAL A -2 FILE:227LATA2.WSP 1/12/06 REV. 1/18/06 1002.88 .I W C H E R 1004.10 1005.32 1006.54 1007.76 1008.98 1010.20 1D11.42 1012.64 I W C H E A 1013.86 1015.DB 1D16.30 1017.52 1016.74 1019.96 1 W C H E R 1021.18 1022.40 1023.62 1024.84 1026.06 I W C H E R 1027.28 1020.50 , 1029.72 -• 1030.94 i W C H E R 1032.16 1033.38 1034.60 1035.82 I W C H E R 1037.04 1038.26 1039.40 I W C H E R 1040.70 1041.92 1043.14 I W C H E R 1044.35 1045.57 1046.79 I W C H E R 1048.01 1049.23 1051.45 I W C H E R 1051.67 I W C H E R 1052.89 1054.11 1055.31 1056.55 1057.77 1050.99 I N C H fi R 1060.21 1061.43 1062.65 1063.07 1065.09 I W C H E R 1066.11 1067.53 1068.75 I W C H E R 1069.97 1071.19 , 1072.41 I W C H E R 1073.63 1074.05 I W C H E R 1076.17 I W C H E R 1077.29 I W C H E R 1078.51 I W C H E R 1079.73 I W C HE A 1080.95 I W C % R 3082.37 I W C % R 1083.39 1 W C EH R 1084.61 I W C EH R 1007.26 1088.26 1089.26 1090.27 1091.27 1092.27 1093.27 1094.27 1095.28 1096.28 1097.28 . -� T E S _. GLOSSARY I = INVERT ELEVATION C - CRITICAL DEPTH W = WATER SURFACE ELEVATION Printed: 01/19/2006 08:41:46 AM AM Modified: 01/19/2006 08:32:02 AM AM Page 3 of 4 Cffransferlwspg1227LATA2A UT E = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER E ERIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT I STATIONS FOR POINTS AT A SUHP NAY NOT DE PLOTTED Y INVALID Q CAR➢ - CAN NOT COMPUTE NEW Q VALUE - STOPPING ING IN IN BA MAIN FOR CODE _ '« Printed: 01(1912006 08:41:46 AM AM Modified: 01/1912006 08:32:02 AM AM Page 4 of 4 C:ITranSferlwspg1227LATA3. WSP _ 0 _, � T1 RANCHO HIGHLAN�S - TRACT 23992 PHASE 1 2 LAi6RAI. A-3 FILE:22)LAiA3.WSP 3 1/12/O6 REV. 1/18/O6 50 1002.51108].23 1B ,013 1088.18 � A 1D21.31108].44 19 .p13 TF 302].1�lOB].51 1B 18 .O1] 6.1 lOB].8] 52. R 102].18108�.51 18 .D13 y A 1�36.32308J.e"1 18 .p1J R 1063.511092.19 18 SN 10 CO 1B 4 1.50 CD 1 3 4.69 4.00 . . Prinfed: 01/19/2006 08:41:47 AM AM Modified: 01/1912006 08:39:18 AM AM Page 1 of 1 � I Cffran5ferImpg1227LATA3.0 UT ODATE: 1/19/2006 TIME: 5:39 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 3 CARD SELF CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR IMY Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(E) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 1 3 0 0.00 4.69 4.00 0.00 0.00 0.00 m WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 I5 - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL A -3 FILE:227LATA3.WSP ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 1027.18 1087.51 18 0.013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 ELEMENT NO 5 IS A REACH « r U/S DATA STATION INVERT BE= N RADIUS ANGLE MG PT NAN H 1036.32 1087.61 10 0.013 0.00 0.00 0.00 0 ..CEMENT NO 6 IE A REACH r « U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1063.51 1092.19 18 0.014 0.00 0.00 0.00 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS x U/S DATA STATION INVERT SECTx W 5 ELEV 1D63.51 1092.19 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING WARNING NO. 2 •• - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC OWLICENSEE: R.B.F. I ASS WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL A-3 FILE: 227LATA3.WSP 1/12/06 REV. 1118106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD ME. EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF : xrrrr«• vrrx « ««:xxerx ««r::x rr ux « « « «xxxrr ««•: rrrxxxura•«exxxu r«r••« «xxa::•rxer rx NORM x DEPTH «r«: «xrx « «r «« »rxRr « «rr•r«xxx 1002.51 1087 -23 1.306 1088.536 11.0 7.23 0.811 1009.347 O.OD 1.306 1.50 0.00 0.00 0 0.00 5.67 0.01117 .011374 0.06 1.330 0.00 1003.1E 1087.29 1.330 10EB.623 11.8 7.12 0.787 1089.410 0.00 1.306 1.50 O.DO 0.00 0 0.00 13.13 0.01117 .011250 0.15 1.330 0.00 1021.31 1087.44 1.330 1088.770 11.8 7.12 0.707 1089.557 0.00 1.306 1.50 0.00 0.00 0 0.00 JUNCT STR 0 -01195 .007104 0.04 0.00 1027.27 1087.51 2.258 1089.760 5.7 3.23 0.162 1089.930 0.00 0.921 1.50 0.00 D.00 O 0.00 0.01 0.00000 .002945 0.00 0.000 0.00 1027.18 1087.51 2.266 1009.776 5.7 3.23 0.162 1089.938 0.00 0.921 1.50 0.00 0.00 0 0.00 9.14 0.01094 .002945 0.03 0.77D 0 -00 1036.32 1087.61 2.193 1089.803 5.7 3.23 0.162 1009.965 0.00 0.921 1.50 0.00 0.00 0 0.00 1.69 0.16044 .003415 0.01 0.380 0.00 1033.01 1007.83 1.916 1009.831 5.7 3.23 0.162 1089.973 0.00 0.921 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP O.OD 030.01 1087.89 0.409 1088.304 5.7 14.62 3.317 1091.621 0.00 0.921 1.50 O.OD 0.00 0 O.OD 1.21 0 -16044 .125562 0.15 0.380 D.00 1039.22 1088.10 0.414 1088.513 5.7 14.32 3.185 1091.698 0.00 0.923 S.SD 0.90 0.00 0 0.00 5.07 0.16844 .114340 0.50 0 -300 0.00 Printed: 01/19/2006 08:41:46 AM AM Modified: 01/19/2006 08:39:48 AM AM Paae 1 of 3 1/12/06 REV. 1/18/06 m WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET + U/S DATA STATION INVERT SECT W S ELEV 1002.51 1087.23 18 1085.18 ELEMENT NO 2 IS A REACH + e U/S DATA STATION INVERT SECT N RADIUS ANGLE AEG PT MAN H 1021.31 1087.44 18 0.013 0.00 0.00 D.DD 0 ELEMENT NO 3 IS A JUNCTION • + r r U/S DATA STATION INVERT BE= LAT- 1 -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1027.17 1087.51 18 18 0 0.013 6.1 0.0 1087.57 0.00 52.00 0.00 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 1027.18 1087.51 18 0.013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 ELEMENT NO 5 IS A REACH « r U/S DATA STATION INVERT BE= N RADIUS ANGLE MG PT NAN H 1036.32 1087.61 10 0.013 0.00 0.00 0.00 0 ..CEMENT NO 6 IE A REACH r « U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1063.51 1092.19 18 0.014 0.00 0.00 0.00 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS x U/S DATA STATION INVERT SECTx W 5 ELEV 1D63.51 1092.19 18 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING WARNING NO. 2 •• - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC OWLICENSEE: R.B.F. I ASS WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL A-3 FILE: 227LATA3.WSP 1/12/06 REV. 1118106 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD ME. EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF : xrrrr«• vrrx « ««:xxerx ««r::x rr ux « « « «xxxrr ««•: rrrxxxura•«exxxu r«r••« «xxa::•rxer rx NORM x DEPTH «r«: «xrx « «r «« »rxRr « «rr•r«xxx 1002.51 1087 -23 1.306 1088.536 11.0 7.23 0.811 1009.347 O.OD 1.306 1.50 0.00 0.00 0 0.00 5.67 0.01117 .011374 0.06 1.330 0.00 1003.1E 1087.29 1.330 10EB.623 11.8 7.12 0.787 1089.410 0.00 1.306 1.50 O.DO 0.00 0 0.00 13.13 0.01117 .011250 0.15 1.330 0.00 1021.31 1087.44 1.330 1088.770 11.8 7.12 0.707 1089.557 0.00 1.306 1.50 0.00 0.00 0 0.00 JUNCT STR 0 -01195 .007104 0.04 0.00 1027.27 1087.51 2.258 1089.760 5.7 3.23 0.162 1089.930 0.00 0.921 1.50 0.00 D.00 O 0.00 0.01 0.00000 .002945 0.00 0.000 0.00 1027.18 1087.51 2.266 1009.776 5.7 3.23 0.162 1089.938 0.00 0.921 1.50 0.00 0.00 0 0.00 9.14 0.01094 .002945 0.03 0.77D 0 -00 1036.32 1087.61 2.193 1089.803 5.7 3.23 0.162 1009.965 0.00 0.921 1.50 0.00 0.00 0 0.00 1.69 0.16044 .003415 0.01 0.380 0.00 1033.01 1007.83 1.916 1009.831 5.7 3.23 0.162 1089.973 0.00 0.921 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP O.OD 030.01 1087.89 0.409 1088.304 5.7 14.62 3.317 1091.621 0.00 0.921 1.50 O.OD 0.00 0 O.OD 1.21 0 -16044 .125562 0.15 0.380 D.00 1039.22 1088.10 0.414 1088.513 5.7 14.32 3.185 1091.698 0.00 0.923 S.SD 0.90 0.00 0 0.00 5.07 0.16844 .114340 0.50 0 -300 0.00 Printed: 01/19/2006 08:41:46 AM AM Modified: 01/19/2006 08:39:48 AM AM Paae 1 of 3 C:1TransferlWspgl227 LATA3.0 UT 1044.29 1088.95 0.429 1089.381 5.7 13.64 2.887 1092.268 0.00 0.921 1.50 0.00 0.00 0 0.00 3.63 8.16844 .100133 0.36 0.380 0.00 1047.92 1089.55 0.444 1090.007 5.7 13.D1 2.630 1092.637 0.00 0.921 1.50 0.00 O.DO 0 D.00 2.77 0.16644 .087625 0.24 0.380 0.00 MLICENSEE: R.B WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL A -3 FILE:227LATA3.WSP 1/12/06 REV. 1 /18 /06 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVRPR ELEV OF FLOW ELEV HEAD ORD, EL. ELEV DEPTH DIA ID NO. PIER L /£LEN SO SF AVE HF NOUN DEPTH ZR +r+xxe+++r++rxe er x«xrrxrxex ...... +.. ....0 «. ++ + + +: ++ +e +.+r++u+.++eer 1050.69 1090.03 0.459 1D90.489 5.7 12.39 2.384 1092.873 0.00 0.921 1.50 0.00 0.00 0 0.00 2.18 0.16844 .076739 0.17 O.380 0.00 1052.87 1090.40 0.476 1090.874 5.7 11.83 2.172 1093.046 0.00 0.921 1.50 0.00 0.00 0 0.00 1.79 0.16844 .067222 0.12 0.380 0.00 1054.66 1090.70 0.492 1031.192 5.7 11.29 1.978 1093.170 O.OD 0.921 1.SD 0.00 0.00 0 O.DO 1.48 0.16844 .058875 0.09 0.380 0.00 1056.14 1090.95 0.510 1091.458 5.7 10.75 1.796 1093.254 0.00 0.921 1.50 0.00 0.00 0 0.00 1.24 D.16844 .051611 0.06 0.380 0.00 1057.38 1091.16 0.528 1091.685 5.7 10.25 1.632 1093.317 0.00 0.921 1.50 0.00 0.00 0 0.00 1.05 0.16844 .045239 0.05 0.380 0.00 1050.43 1091.33 0.547 1091.881 5.7 9.70 1.484 1093.365 0.00 0.921 1.50 O.OD O.DO 0 0.00 0.90 0.16844 .039654 0.04 0.380 0.00 1059.33 1D91.49 0.566 1092.052 5.7 9.31 1.347 1093.399 0.00 0.921 1.50 0.00 0.00 0 0.00 0.76 0.16844 .034777 0.03 0.280 0.00 �106D.D9 1091.61 0.587 1092.201 5.7 8.89 1.228 1D93.429 0.00 0.921 1.50 0.DO 0.00 0 O.DO 0.66 0.16844 .030522 0.02 0.380 0.00 1060.75 1091.72 0.608 1092.332 5.7 0.47 1.114 1093.446 0.00 0.921 1.50 0.00 0.00 0 0.00 0.56 0.16044 .026783 0.01 0.300 0.00 1061.31 1091.82 0.630 1092.449 5.7 8.07 1.012 1093.461 0.00 0.921 1.50 0.00 0.00 0 0.00 0.47 0.16844 .023528 0.01 0.380 0.00 1061.78 1091.90 0.654 1092.552 5.7 7.70 0.921 1093.473 0.00 0.921 1.50 0.00 0.00 0 0.00 0.40 0.16644 .020681 0.01 0.380 0.00 MLICENSEE: R.B WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL A -3 FILE:227LATA3.WSP 1/12/D6 REV. 1 /18 /D6 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVEPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM 50 SF AVE HF NORM DEPTH OR +++ ...... x........ .+.+.++. r....... rrx. +r «r rrxrrrrex «xrxrx++r+r. +x «+.+... ............. .......... ........r 1062.18 1091.97 0.678 1092.644 5.7 7.35 0.830 1093.482 0.00 0.921 1.50 0.00 0.00 0 0.00 0.34 0.16644 .018174 0.01 0.380 O.DO 1062.52 1092.02 0.703 1092.726 5.7 7.00 0.761 1093.487 0.00 0.921 1.50 0.00 0.00 0 O.OD 0.28 0.16944 .015987 0.00 0.380 0.00 1062.80 1092.07 0.730 1092.800 5.7 6.67 0.692 1093.492 0.00 0.921 1.50 0.00 0.00 0 0.00 0.23 0.16844 .014070 D.00 0.380 0.00 1063.03 1D92.11 0.757 1092.866 5.7 6.37 0.630 1093.496 0.00 0.921 1.50 0.00 0.00 0 0.00 0.17 0.16844 .012393 0.00 0.380 0.00 1063.20 1092.14 0.787 1092.926 5.7 6.07 0.572 1093.498 0.00 0.921 1.50 0.00 0.00 0 0.00 0.14 0.16844 .010928 0.00 0.38D 0.00 1063.34 1092.16 0.817 1092.979 5.7 5.79 0.520 1093.499 0.00 0.921 1.50 0.00 0.00 0 0.00 O.1D 0.16844 .009638 0.00 0.380 0.DO 063.44 1092.18 0.849 1093.027 5.7 5.52 0.473 1093.500 0.00 0.921 1.50 0.00 0.00 0 D. OD D.06 0.16844 .008513 0.00 D.380 0.00 1063.50 1092.19 0.883 1093.071 5.7 5.26 0.430 1093.501 D.DD 0.921 1.5D 0.00 0.00 0 0.00 Printed: 01/19/2006 08:41:46 AM AM Modified: 01/19/2006 08:39:48 AM AM Page 2 of 3 N O T E S 1. GLOSSARY I - INVERT ELEVATION C . CRITICAL DEPTH W = WATER SURFACE ELEVATION H . HEIGHT OF CHANNEL E . ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y . WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTL= INVALID Q CARD - CAN NOT COMPUTE NEW Q VALUE - STOPPING IN MAIN FOR CODE Printed: 01/19/2006 08:41:46 AM AM Modified: 01/19/2006 08:39:48 AM AM Page 3 of 3 Cffransfeks#227LATA3.OUT ; 0.01 0.16844 .001521 o.DO 0.380 0.90 1063.51 1092.19 0.921 1093.111 5.1 5.01 0.390 1093.501 0.00 0.921 RANCHO HIGHLANDS - TRACT 23992 PHASE 1 1.50 D.DD 0.00 0 0.DOM LATERAL A -3 FILE:22]LATA3.WSP 1/12/06 REV. 1/18/06 1002.51 .I X H E 1003.51 A 1004.51 1005.51 1006.51 1001.51 1008.51' 1009.51 R 1010.51 1011.51 1012.51 1013.51 1014.51 1015.51 1016.51 1011.51 1018.51 1019.51 1020.51 1021.51 I x H E 102261 JX 1023.51 ' 1024.51 1025.51 ' 1026.51 1021.51 I C H W E 1028.51 I C A W E R 1029.51 R 1030.51 1031.51 ' 1032.51 1033.51 ' 1034.51 1035.51 1D36.51 I C H W E 1031.51 R 1038.51 I C A W E 1039.51 I W C H R _ 1040.51 I W C E H E R 1041.51 R 1042.51 1043.51 1044.51 I W C H E 1045.51 A 1046.51 1041.51 1040.51 I W C H E R 1049.51 1059.51 1051.51 I W C H E R 1052.51 1053.51 I W C H E R 1054.51 1055.51 I W C H E R 1056.51 I W C H E A 1057.51 I W C H E R 1058.51 I W C H E R 1059.51 I W C H E R 1060.51 I W C H E R 3061.51 i W C H E R 1062.51 I W C H E R 1063.51 I W C HE R 1081.23 1081.08 1088.52 1009.12 1089.81 1090.46 1091.11 1091.15 1092.40 1093.04 1093.69 N O T E S 1. GLOSSARY I - INVERT ELEVATION C . CRITICAL DEPTH W = WATER SURFACE ELEVATION H . HEIGHT OF CHANNEL E . ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y . WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTL= INVALID Q CARD - CAN NOT COMPUTE NEW Q VALUE - STOPPING IN MAIN FOR CODE Printed: 01/19/2006 08:41:46 AM AM Modified: 01/19/2006 08:39:48 AM AM Page 3 of 3 C:lfransfeftspg1227A3 B. W S P 0 T3 1 RANCHO HIGHLANDS - TR 23992 PHASE 1 2 LATERAL A -3B FILE 227A3B.WSP 1 /12 /0E REV. 1/18/06 SO 1002.221087.97 18 .013 1089.77 R 1425.991092.14 SB .013 WE 1 SH 1 CO 19 4 1.50 CD 1 3 4.76 14.00 -i Printed: 01/19/2006 09:59:03 AM AM Modified: 01/19/2005 09:57:33 AM AM Page 1 of 1 C:lTransferlwspg1227A3B.0UT - mDATE: 1/19/2006 . . . � � � � �IME: 9:58 . POS15P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING pAGE 1 CARU SECP CHIi NO OP AVE PIER HEIGHT 1 BAS£ 2L ZR INV Y(1� Y(2) Y�3) Y(91 Y(5) Y(6) Y(]) Y(9) Y(9� YQOJ COD£ NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CO 1B 9 1.50 CD 1 3 0 p.00 4.]6 14.00 0.00 O.DO 0.00 � NATEA SURFACE PROFILS - TITI,E CARD LISTING HEADING LIN£ NO 1 IS - RANCHO HIGHLAN➢5 - TRACT 23992 PHASE 1 HEA➢ING LSNS ND 2 IS - � LATERAL A-3B PILE:22]A3B.WSP HEADING LIN£ NO ) IS - 1/12/O6 Nv. 1/18/06 m WATER SURFACE PAOFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUI'LET + * U/S DATA STATION INVERT SECf W 5 ELEV 3002.22 108].6] 1B 3099.9] - ELEMENT NO 2 IS A REACH * + ll/S OATA STATION INVERT SECT N AA➢IUS ANGLE ANG pT MAN H 1025.89 1092.14 1B 0.013 0.0� O.DO 0.00 0 ELEMENT NO ] IS A WALL ENTRANCE ll/S DATA STATION INVERT SECT FP 1�25.89 1092.14 1 0.500 ELEM£NT NO, 4 IS A SYST£M HEAIIWOARS : U/S ➢ATA STATION INVEAT SECL W 5 ELEV 1025.89 3092.14 1 p.00 NO EpIT EARORS ENCOUNTERED-COMPUTAiION IS NOW HEGINNING t� WAANING NO. 2'+ - WATEA SURFACE ELEVATION GIVEN IS LE55 THAN DR EQUALS INVERT ELEVATION IN H�WKDS� W.S.ELEV = INV + p� d]LICE'NSEE: R.6.F. 6 ASS WAT6R S[]HFACE PROPILE LISTING AANCHO HIGFII.AN➢S - TFACI 23992 PHASE 1 LAISRAI. A-3B FILE:22'lA3B.WSP ' 1/12/06 k£V. 1/19/�6 �ATION INVfRT DEPTH W.S. Q VEL VEL ENERGY SUPEN CRITICAI� HGTI BAS£I ZL NO AVBPR ELEV OF FLOW ELEV HEAD GAO.EL. ELEV OEP1H DIA IO N0. pIER :+ �� E � Er �rW«�� SO ��r 1 W�������s:tr���u��a���ur��«:r.e�«u� SF ' AVE .rvv�HF.�re.�vWrrx.rx�«�a� NOWA ' OEPTH " 'a r� u �� : �� eeeW ? a r � « �. rr � err 3002.23 10B'I.B'! 0.41"1 1000.28] 6.1 15.1'1 3.5�5 3091.862 0.0a 0.954 1.50 0.00 0.0� 0 0.�0 J.16 0.19040 .112590 0.36 0.3J0 D.00 10�5.38 1DBB.49 0.42'1 1068.966 6.1 14.>0 3.355 3092.231 �.0� 0.954 1.50 0.00 0.00 D 0.00 3.63 O.1B090 .1�0645 �.31 0.3]� 0.00 3009.01 lOB9.10 �.943 1089.53] 6.1 14.02 3.053 3092.590 O.DO �.954 1.50 0.00 0.00 0 O.DO 2.84 0.39040 .OBBOB2 0.25 0.3'!0 0.�0 1011.85 1099.61 0.45� 109�.064 6.1 13.35 2.�6"I 1092.831 0.00 0.954 1.50 0.00 0.00 0 0.00 2.28 0.18090 .0��089 0.18 0.3]0 0.00 � 1D14.13 1�90.02 0.4�3 3090.492 6.1 12.]J 2.S1B 1093.010 O.�D 0.954 1.50 0.00 0.00 � 0.00 1.BB 0.18040 .06�52'1 O.1J 0.3)0 0.00 3016.01 3090.36 a.990 109�.B4B 6.1 12.15 2.293 3093.141 0.00 �.954 1.50 0.40 �.00 0 0.00 1.58 0.18090 .05915] 0.09 0.3'!0 0.a0 101].59 1090.64 0.50] 3091.149 6.1 11.5'1 2.080 1091.229 a.00 0.954 . 1.50 0.00 0.00 0 0.00 1.3] O.1B040 .OS1B21 0.0] 0.3]0 0.00 3018.92 3090.88 0.535 1091.4�8 6.1 11.05 1.896 1093.3�4 0.00 a.954 1:50 0.04 0.00 � 0.00 1.14 O.i8D4D .045429 0.05 �.3�0 0.00 1020.06 1091.09 0.544 1p91.631 6.1 1�.54 1.R9 1�9J.355 0.00 0.954 1.50 0.00 0.00 U 0.00 0.9] 0.18040 .039851 D.04 0.3'!0 0.00 1021.03 3091.26 0.564 1091.62> 6.1 10.a3 1.563 1�93.390 0.0� 0.959 1.50 0.00 0.00 0 0.00 ' O.B4 O.1BD40 .034958 0.03 0.3]0 0.00 � 021.6] 1a91.41 O.SB4 1091.998 6.1 9.58 1.424 3093.422 0.00 0.954 1.50 0.00 0.00 0 0.00 OJ2 0.18090 .030661 0.02 0.3"IO 0.00 mLICENSEE' R.B WASER SOAFACE PROFILE LISTING RANCHO HIGHLANOS - TRACL 23992 PHASE 1 LATERAI. A-3B FILE:22)A3H.WSP , 1/12/O6 REV. 1/18/06 ' . Printetl: 01/1912006 09:59:03 AM AM Modified: 01/1912006 09:58:17 AM AM Page 1 of 3 Cffransferlwspg1227A3B A OUT STATION INVERT DEPTH W. S. Q VEL VEL ENERGY SUPER CRITICAL HET/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD ERG. EL. ELEV DEPTH DIA - ID NO. PIER +L/EL /ELEM SO SF AVE HF NORM DEPTH ZR EM r...«rrrrru r+ +++ «e+ «uexr er rxrx r« r +++. + +r +r «rer«ur « +++++u++ +r++rr rr« «xrr«ra + ++ + +rrrr rx rxe exx ur+fr+ ++a + ++«rrrrr rrx++r 1022.59 1091.55 0.605 1092.150 6.1 9.12 1.291 1093.441 0.00 0.954 1.50 0.00 0.00 0 0.00 0.62 0.18040 .0269DE 0.02 0.370 0.00 1023.21 1091.66 0.627 1092.284 6.1 8.70 1.176 1093.460 0.00 0.954 1.50 0.00 0.00 D 0.00 0.54 0.18040 .023627 0.01 0.370 O. OD 1023.75 1091.75 D.650 1092.403 6.1 8.30 1.070 1093.473 0.00 0.954 1.50 0.00 0.00 0 O.DD 0.45 0.18040 .020756 0.01 0.370 0.00 1024.20 1091.64 0.674 1092.510 6.1 7.91 0.972 1093.482 0.00 0.954 1.50 0.00 0.00 0 0.00 0.39 0.18040 .018252 0.01 0.370 0.00 1024.59 1091.90 0.700 1092.605 6.1 7.54 0.883 1093.485 0.00 0.954 1.50 0.00 0.00 0 O.DO 0.33 0.18040 .016060 0.01 0.370 0.00 1024.92 1091.96 0.726 1092.691 6.1 7.19 O.BD3 1093.494 0.00 0.954 1.50 0.00 0.00 0 0.00 0.27 0.18040 .014135 0.00 0.370 0.00 1025.19 1092.01 0.754 1092.768 6.1 6.85 0.729 1093.497 0.00 0.954 1.50 0.00 0.00 D 0.00 0.22 O.1B040 .012452 0.00 0.370 - O.OD 1025.41 1092.05 0.783 1092.837 6.1 6.54 0.664 1093.501 0.00 0.954 1.50 0.00 0.00 0 0.00 0.18 0.18040 .010974 0.00 0.370 0.00 1025.59 1092.09 0.813 1092.899 6.1 6.23 0.603 1093.502 0.00 0.954 1.50 0.00 0.00 0 0.00 0.13 O.SB040 .009680 0.00 0370 0.D0 1025.72 1092.11 0.845 1092.955 6.1 5.94 0.548 1093.503 0.00 0.954 1.50 0.00 0.00 0 0.00 0.10 0.18040 .008550 0.00 0.370 0.00 1025.82 1092.13 0.879 1093.006 6.1 5.66 0.498 1093.504 0.00 0.954 1.50 0.00 0.00 0 0.00 0.05 0.18040 .007563 0.00 0.370 0.00 ®LICENSEE: R.B WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL A -3B FILE:227A3B.WSP 1/12/06 REV. 1/18/06 STATION INVERT DEPTH W.S. Q VOL VEL ENERGY SUPER CRITICAL HET/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR •rrer xr« xrx rr+r +rrrr + + +u++ +rrr+rrrr«e rr rrrrr ««rr+ +r:+ + +: +:rr +r +r«+rrrrrrxu rxr+r + ++++ru +r+++ +rr++rrrrrr:+r ererrx«rrr++ ++u + + ++:+: 1025.87 1092.14 0.915 1093.052 6.1 5.40 0.453 1093.505 0.00 0.954 1.50 0.00 0.00 0 0.00 0.02 0.18040 .00669D 0.00 0.370 0.00 1025.89 1092.14 0.954 1093.094 6.1 5.14 0.411 1093.505 D.DD 0.954 1.50 0.00 0.00 0 0.00 WALL ENTRANCE o.OD 1025.59 1092.14 1.57B 1093.718 6.1 0.28 0.001 1093.719 0.00 0.161 4.76 14.00 0.00 0 0.00m RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL A -3B FILE:227A B.WSP 1/12/06 REV. 1118106 1002.22 .I W C H E R 1002.70 1003.19 1003.67 IOD4.15 1004.64 1005.12 1005.60 I W C H E R 1006.06 1006.57 1007.05 1007.53 1008.02 1008.50 1008.98 1009.47 1 W C H E R 1009.95 1010.43 1010.92 0 1011.40 1011.88 I w C H E R 1012.36 1012.63 1013.33 1013.81 1014.30 I W C N .. E R Printed: 01/1912006 09:59:03 AM AM Modified: 0111912006 09:58:17 AM AM Page 2 of 3 C:ITra nsferlwspg1227A3 B.0 U T � ioi<.�e . . .. . . . . . .. .. . . . . . . 3015.26 iois.�s 1016.23 . I W C H E , R ' 1016.]1 . , - 101].19 . � . - � � 101"1.68 . 1 y C ry g . R 1018.16 ' 1018.64 . - � 1019.13 . I W C H" E � _ g 1019.61 1020.09 . I W C H E , g 1020.SB 1021.06 . i W C H E , q 1021.54 1022.�3 . I W C H E , R , 1022.51 . 1022.99 . I W C N E , g 1023.4) . I W C H E . R 1023.96 . I W C H E , ry 1024.44 . I W C H E 3024.92 . I W C HE . R R 1025.41 . I W C HE 1025.09 . 1 q � K � R R - 108).80 1068.90 �1089.68 1090.58 1091.48 1092.38 1093.29 1D94.19 1095.09 1096-0� 1096.90 N 0 T E 5 1. GLOSSARY I = ZNVERT ELEVRTION C = CRITICAL DEPTH W � WATER SURPACE ELEVATION R � HEIGNT OF CfiANNEI. E = ENERGY GRADE LINE ' X = CU2VE5 CROSSING OVEIt 6= BAIOG& ENTRANCE OR EXIT Y- WALL ENYFANCE OA E%}T 2. STATIONS FOR P�INTS AT A JUMP HAY NOT BE PLOTTED EXACTLYCO INVALI➢ Q CARD -(`Ni NOT COMpUT6 NEW Q VALIIE - STOPPING IN MAIN ?OR CO�E _��• _� _� Printed: 01/19/2006 09:59:03 AM AM Modified: 01119/2006 09:58:17 AM AM Page 3 of 3 , C:ITransferlwspg1227LATA4.WSP � 1 2TNCH0 HIGNLANUS - TRACT 23992 PHASE 1 2 LAT6RN. A-9 FILE:22]LATA4.WSP . . . . . � . . . . . T] 1/12/06 REV.1/19/O6 50 1003.18108B.B3 18 .013 3089.3"/ R 1�21.461ae9.3] 18 .013 R 1034.�91092.53 1B .013 � wE 1 SH 1 CD 18 4 1.5� CD 1 3 5.22 ].00 .. _� Printed: 01/19l2006 08:41:47 AM AM Modified: 01119/2006 08:40:23 AM AM Page 1 of 1 _ . C:ITransfe�Iwspg1227LATA4.0UT �G]DATE: 1/19R006 � . .. . _ . IME: 8:39 POS15P ' WATEH SIIRFACE PROFILE - CHANNEL DEFINITION LISTING PAG5 1 , CARD SECT C!IN NO OP AVE PISR N6IGHi 1 BAS£ ZL ZR INV Y(1) YQ) Y�3) Y(4) Y(51 T(6) Y(]) Y(6) Y(9) Y(10) CODE NO 'IYPE PIERS WIOTH �IAMETER NIOTH OROP C� 18 4 1.50 C� 1 3 0 0.00 5.22 �.00 0.00 D.00 0.00 m - WATEH SIIAFACE PROFILE - TITLE CAAD LISTING HEAOING LINE NO 1 IS - AANCHO HIGHLANDS - TRACT 23992 PNASE 1 HEA➢ING LINB NO 2 IS - LATERAi. A-4 FILE:22]LATA4.WSP AEAOING LINE NO 3 IS - . 1/12/O6 REV.1/1B/06 m � WATER Sll![FACS PHOPILE - ELEMENT CARD LISTING ELEMENI' NO 1 IS A SYSTEM OIR'LET • U/5 ➢ATA STATION INVEAT SECT� W S � y � 3003.18 1069.B1 16 1089.3'1 ELEMENT NO 2 IS A REACH � � x U/S ➢ATA STATION INVERT SECT N RADNS ANGLE ANG PT MAN H 1021.46 1�89.J'1 1B 0.013 0.00 0.00 0.00 0 £LEMENT NO 3 IS A REACH � r U/S DATA STATION INVERT SEQ N AADIUS ANGLE ANG PT MAN N , 1034.09 1�92.53 1B 0.013 0.00 0.00 0.00 0 ELEMENT NO 4 IS A WALL ENCHINCE LI/5 �ATA STATION SNVEA'I SECT FP 1034.09 1092.53 1 p,5pp ELEMENT NO 5 IS A SYSTEM REApWORXS • i ' U/5 ➢ATA STATION INVERT 56CL W S ELEV 10]4.�9 1092.SJ 1 0.00 NO EDIT ERRORS ENCOUNTERE➢-COMPUTATION IS NOW BEGINNING � • WARNING N0. 2•` - WpTER SORFACE ELEVATION GIVEN IS LE55 THAN OR EpUALS INVERT 6LEVATION IN HDWKDS� W.S.ELEV = INV + �C mLICENSEE: R.H.F. 6 A55 WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACI 2}992 p}1pSE 1 LATERAL A-4 FILE:22�LATA4.WSP 1/12/O6 REV.1/18/06 STATION INVEHT OEPTH W.S. Q V5L VEL ENEHGY 5[IPER CRITICAS. HGT/ BASE/ ZL NO AVBPR ELEV OF PLOW ELEV HEAD GR➢.EL. ELEV DEPT[{ DIA IO N0. PIER ./ELEM 50 r «�u�te�ur�sW���rr♦ SF AVE HP NORN OEPl}I er�«:��Wx�:��e����xe�W�����r�W��♦ �t�����r�r�«�arW�«�reWa�«��W����� Wx««�r��x«��Wrr��:e�eRu«�erui: 100J.18 1098.83 0.239 lOB9.069 1.3 'I.14 0.'192 1069.861 0.00 0.42] 1.50 0.00 0.00 0 0.00 0.4] 0.03954 � .05�]O1 0.02 0.2"!� 0.00 1D03.65 1008.84 . 0.238 1089.082 3.3 ].18 0.801 1089.BB3 0.00 0.421 1.50 0.00 0.00 0 0.00 2.86 0.02954 .0546]6 0.16 0.2�0 0.00 . 1006.51 1088.93 0.230 1089.158 1.3 ].56 O.BB� 1090.045 0.00 0.42� 1.50 0.00 0.00 0 0.00 2.45 0.02954 .0628]1 p.15 0.2�0 0.00 1008.96 3089.00 0.223 lOB9.224 1.3 "/.93 0.9'16 1090.2D0 0.00 0.42] 1.50 0.00 0.00 0 0.00 2.11 �.02954 .0]1959 0.15 0.2)0 a.00 1011.0) 3009.06 0.215 3089.2]8 1.3 8.28 1.�65 1090.343 0.00 0.42] 1.50 0.00 p.00 0 0.00 1.89 0.02954 .08231] �.16 O.bO O.DO 1p12.96 lOB9.12 0.208 1009.32") 1.3 8.]2 1.182 3090.509 0.00 p.42� 1.50 p.00 0.00 0 0.00 1.]3 0.02954 _094412 0.16 p.2]0 0.0� 1019.69 3089.1] 0.202 lOB9.3'12 1.3 9.15 1.301 1090.6]3 0.00 0.42] 1.50 p.00 0.00 0 0.00 1.56 0.02956 .108161 O.11 0.2�0 0.00 1016.25 1469.22 0.195 1089.Q11 1.3 9.56 1.Q19 1090.830 0.00 0.42] 1.50 0.00 0.00 0 0.00 1.44 p.02954 � 12J9�6 0.18 o.z�o o.00 101].69 1�89.26 O.1B9 1089.948 1.3 lO.OB 1.5]] 1091.025 �.00 0.42] 1.50 �.00 0.00 a 0.�0 1.35 0.02954 .142054 0.19 o.z�o o.00 � 19.04 3089.30 O.1B3 lOB9.4B1 1.J 10.5] 1.]35 3091.216 0.00 0.42] 1.50 0.0� 0.00 0 0.00 1.25 0.02954 .162"149 0.20 0.2]0 0.00 1020.29 3089.34 0.1�"I 1089.512 1.3 11.02 1.685 1�91.39] 0.�0 0.42] 1.50 0.00 0.00 0 0.00 , 1.1"I DA2959 .18656"1 0.22 0.2']0 0.00 G�LICENSEE: A.B I Printed: 01/19/2006 08:41:47 AM AM Modified: 01l19/2006 08:34:26 AM AM Page 1 of 4 Cffran5ferkpg1227LATA4.0 UT �. WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL A -9 FILE:227LATA4.WSP 1/12/06 REV. 1 /18 /06 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGF/ BASE/ ZL NO AVBPR ELEV OP FLOW ELEV HEAD GRD.FL. ELBV DEPTH OIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR + +xx+xxxxxxxxx +u + «x:xxx«+++«u.x xxxxe «a++ + + ++xrxxrrerrr ++:+xx+xxr e+« « ++ +xxru rru u++ ++xxxx:.exrx«ru ++ «xx+r + +«+ +++ +x xrxx erx ++ 1021.46 1089.37 0.172 1089.542 1.3 11.61 2.092 1D91.634 0.00 0.427 1.50 0.00 0.00 0 0.00 1.02 0.25020 .194229 0.20 0.150 0.00 1022.48 1089.63 0.173 1089.799 1.3 11.40 2.019 1091.B1B 0.00 0.427 1.50 0.00 D.00 0 0.00 2.43 0.25020 .177142 0.43 D.150 0.00 1024.91 1090.23 0.179 1090.412 1.3 10.83 1.822 1092.234 0.00 0.427 1.50 0.00 0.00 0 0.00 1.68 0.25020 .154693 0.26 0.150 0.00 1026.59 1090.65 D.185 3090.838 1.3 10.32 1.653 1092.491 0.00 0.427 1.50 0.00 0.00 0 0.00 1.26 0.25020 .134991 0.17 0.150 D.00 1027.85 1090.97 0.191 1091.160 1.3 9.85 1.506 1032.666 0.00 0.427 1.50 0.00 0.00 0 0.00 0.99 0.25020 .117914 0.12 0.150 0.00 1028.84 1091.22 0.198 1091.414 1.3 9.42 1.378 1092.792 0.00 0.427 1.50 0.00 D.DD O 0.00 0.81 0.25020 .102951 0.08 0.150 0.00 1029.65 1091.42 0.204 1091.623 1.3 0.97 1.248 1092.871 0.00 0.427 1.50 O.OD 0.00 0 0.00 0.66 0.25020 .089798 0.06 0.150 0.00 1030.31 1091.59 0.211 1091.796 1.3 8.55 1.136 1D92.932 0.00 0.427 1.50 0.00 O.OD 0 0.00 0.57 0.25020 .076414 0.04 0.150 0.00 1030.60 1091.73 D.218 1091.944 1.3 8.18 1.038 1092.982 O.DO 0.427 1.50 D.00 0.00 0 0.00 0.47 0.25020 .068426 0.03 0.150 O.OD 10 1031.35 1091.85 0.225 1092.070 1.3 7.78 0.941 1093.011 0.00 0.427 1.50 0.00 0.00 0 0.00 0.41 0.25020 .059755 0.02 0.150 0.00 1031.76 1091.95 0.233 1092.180 1.3 7.43 D.857 1093.037 0.00. 0.427 1.50 0.00 0.00 0 0.00 0.35 0.25020 .052229 0.02 0.150 0.00 MLICENSEE: R.B WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 23932 PHASE 1 LATERAL A -4 FILE: 227LATA4.WSP 1/12/06 REV.1 /18/06 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD ORD. EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR r x +r x+ «+r ++++«+ru r r x x r +++ «+x x x r r r r +++++a +x a r + ++u+a++x x r x e r r x r +r «++: ♦ r r. x r r+ +r r «u «x ♦ r x r r e x r+» «+x ++♦ x» x+ a r- ++++«x x x r e r r r e 1032.11 1092.04 0.241 1092.276 1.3 7.07 0.775 1093.051 0.00 0.427 1.50 0.00 0.00 0 0.00 0.31 0.25020 .045618 0.01 0.150 0.00 1032.42 1092.11 0.249 1092.361 1.3 6.74 0.705 1093.066 0.00 0.427 1.50 0.00 0.00 0 0.00 0.27 0.25020 .039615 0.01 0.150 0.00 1032.69 1092.18 0.257 1D92.436 1.3 6.44 0.643 1093.079 0.00 0.427 1.50 D.DO 0.00 0 0.00 0.23 0.25020 .034770 0.01 0.150 0.00 1032.92 1092.24 0.266 1092.502 1.3 6.13 0.584 1093.086 0.00 0.427 1.50 0.00 0.00 0 0.00 0.20 0.25020 .03D388 0.01 0.150 0.00 1033.12 1092.29 0.275 1092.561 1.3 5.86 0.532 1093.093 0.00 0.427 1.50 0.00 0.00 0 0.00 0.17 0.2502D .026530 0.00 0.15D 0.00 1033.29 1092.33 D.284 1092.614 1.3 5.58 0.483 1093.097 0.00 0.427 1.50 0.00 0.00 0 0.00 0.15 0.25D20 .023186 0.00 0.15D 0.00 1033.44 1092.37 0.294 1092.662 1.3 5.31 0.437 1D93.099 0.00 0.427 1.50 0.00 0.00 0 0.00 0.13 0.25020 .020271 0.00 0.150 0.00 1033.57 1092.40 0.304 1092.704 1.3 5.06 0.397 1093.101 0.0D 0.427 1.50 0.00 0.00 0 0.00 0.11 0.25020 .017708 0 O 0.150 0.00 33.68 1092.43 0.314 1092.742 1.3 4.83 0.363 1093.105 0.00 0.427 1.50 0.00 0.00 0 0.00 0.10 0.25020 .015475 0.00 0.150 0.00 1D33.78 1D92.45 0.325 1092.777 1.3 4.61 0.330 1093.107 0.00 0.427 1.50 0.00 0.00 0 0.00 Printed: 01119/2006 08:41:47 AM AM Modified: 01/19/2006 08:34:26 AM AM Page 2 of 4 Cffransferlwspg1227LATA4:0UT 0.08 0.25020 .013530 0.00 0.150 0.00 1033.86 1092.47 0.336 1092.808 1.3 4.39 0.300 1093.108 0.00 0.427 1.50 0.00 0.00 0 0.00 0.0"1 D.25020 .011821 0.00 0.150 0.00 D�LICENSEE: R.0 WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 21992 PHASE 1 LATERAL A -4 FILE:227LATA4.WSP 1/12/06 REV.1 /18/06 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL MGT/ EASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA ID NO. PIER L /ELEH SO SF AVE HF NORM DEPTH ZR x-«•« uuxx«««« x..::: ar. rxr. e««« rxx« xxxu« x«:««« uuuu«««x «« « » «a«««xx «r«xxx «.«exr e«xxxrxxxx xx exxrx«e««xxxxxs xx««xr«a «x «:« «« 1033.93 1092.49 0.347 1092 - - .836 1.3 4.19 0.273 1093.109 0100 0.427 1.50 0.00 0.00 0 0.00 0.05 0.25020 .010330 0.00 0.150 0.00 103338 1092.50 0.359 1092.861 1.3 3.99 0.247 1093.108 0.00 0.427 1.50 O.OD 0.00 0 0.00 0.04 0.25020 .009031 0.00 0.150 0.00 1034.02 1092.51 0.371 1092.884 1.3 3.01 0.226 1093.110 0.00 0.427 1.50 O.OD 0.00 0 0.00 0.03 0.25020 .007898 0.00 0.150 D.00 1034.05 1092.52 0.384 1092.905 1.3 3.63 0.205 1093.110 0.00 0.427 1.50 0.00 0.00 D 0.00 0.03 0.25020 .006908 0.00 0.150 0.00 1034.00 1092.53 0.397 1092.924 1.3 3.46 0.166 1093.110 0.00 0.427 1.50 0.00 O.DO D 0.00 0.01 0.25020 .006043 0.00 0.150 0.00 1034.09 1092.53 0.411 1092.941 1.3 3.30 0.169 1093.110 0.00 0.427 1.50 0.00 0.00 0 0.00 0.00 0.25020 .005269 0.00 0.150 0.00 1034.09 1092.53 0.427 1092.957 1.3 3.14 0.153 1093.110 0.00 0.427 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1D34.09 1092.53 0.647 1093.177 1.3 0.29 0.001 1093.178 0.00 0.102 5.22 7.00 0.00 0 0.DOM RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL A -4 FILE :227LATA4.WSP 1/12 REV. 1 1003.10 .1 W C E H 1003.56 1003.94 - .I W C E H 1004.32 1004.71 1005.09 1005.47 1005.85 1006.23 1006.61 I W C E H 1007.00 1007.36 1007.76 1008.14 1008.52 1000.90 1009.29 I W C E H 1009.67 1010.05 1010.41 1010.81 1011.19 I W C E H 1011.58 1011.96 1012.34 1012.72 1013.10 1 w c e x 1013.48 1013.66 1014.25 1014.63 1015.31 I w C x 1015.39 1015.77 1016.15 1016.54 I W C HE 1016.92 3017.38 1017.68 1010.06 I W C H E 1018.44 1018.83 1019.21 I W C H E 1019.59 1019.97 - 1020.35 I W C H E ' -- 1020.73 1021.12 1021.50 IW C H E 3021.88 R R R R R R R R R R A R Printed: 01119/2006 08:41:47 AM AM Modified: 01/19/2006 08:34:26 AM AM Page 3 of 4 C�ITransferlwspg1227LATA4.0UT -` •� 1D22.26 ��.. . , .. .. . .. . . . . , . 3022.64 I W C H E R 1023.02 1023.41 1023.�9 1034.1] 3024.55 1029.9] . I W C H ._ . . R 1025.31 � 1025.69 . ' 1026.06 ' 1026.96 1026.84 . I W C H E 102].22 . . R l0a1.60 . 3029.90 . I W C H E � R 1028 J ) 1028.'15 . ' 1029.13 . I W C HE � 1029.51 . � R 1W9.89 . I W C X � 1030.2"! . � R lOJD.66 . I W C E H g 1031_04 . I W C E H 1�31.93 . I W C E H � R 1031.60 . j q � p H � R 1032.18 . I i! C E H R 1p32.56 . I W C E N R 1032.95 . I W C E H A 1033.33 . S WC E H A R 1033.]1 . I W C E H R 10)4.09 . I W C E N R lOB8.61 1089.]2 1090.61 3091.51 1092.40 109].29 1a94.18 1095.00 1095.9] 1096.86 109Z'IS N O T E S 1. CLOSSARY � I � INVERT ELEVATION C � CRITICAL OEpTfi W = WATER SORFACE ELEVATION H = N£IGHT OP CHANNEL E = ENERGY GRAOS LINE % - CNN£5 CROSSING OVER H= BAIOG6 ENTRANCE OA EXIT Y= WALL ENTRANCE OR E%IT -� STATIONS FOR P�INTS AT A J[IMP MAY NOT BE PLOTTED EXACTLYpO ". ALID Q CARD - CAN NOT COMPVTE NEW Q VALUE - STOPPING IN MAIN FOA CO�E _ � I _. Printed: 01119/2006 08:41:47 AM AM Modified: 01/19/2006 08:34:26 AM AM Page 4 of 4 CATransfeAwspg1227LI N EB. WS P a 1 RANCHO AIGI - TRACT 23992 PHAEE 1 F 2 50 LINE H FILE: 2 27LINEH.WSP - T3 1/12/06 SO 993.6010]9.02 24 .013 R 1003.6010]9.05 24 .013 R 1020.]510 82.]8 24 .013 R 1040.001086.84 24 .013 R 1054.681086.97 24 .013 R 1087.071087.26 24 .013 JK 1091-731087.30 24 24 .013 5.2 R 1360.361089.73 24 .013 R 1365.021083.77 24 .013 R 1378.311089.89 24 .013 R 1506.001091.05 24 .013 R 1511.351091.07 24 .013 R 1552.421091.47 24 .013 WE 2 SH 2 CD 24 4 2.00 CD 2 3 7.57 7.0 1081.02 25.6 1].9 1087.40 45. 15.5 45.0 Printed: 01117/2006 02:59:57 PM PM Modified: 01/17/2006 02:58:50 PM PM Page 1 of 1 CATra nsfeftspg1227L IN E B.0 UT DATE: 1/1"1/2006 ME: 14:59 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 24 4 2.0D CD 2 3 0 0.00 7.57 7.00 0.00 0.00 O.DD WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - RANCHO HIGHLANDA - TRACT 23992 PHASE 1 HEADING LINE NO 2 IS - ED LINE B FILE:227LINEB.WSP HEADING LINE NO 3 IS - 1/12/06 ❑ WATER SURFACE PROFILE - ELEMENT CARE LISTING ELEMENT NO 1 IS A SYSTEM OUTLET + • + U/S DATA STATION INVERT SECT W S ELEV 993.60 1079.02 24 1081.02 ELEMENT NO 2 IS A REACH + + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG IT MAN H 1003.60 1079.05 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH + + U/S DATA STATION INVERT BE= N RADIUS ANGLE ANG PT MAN H 1D2D.75 1OB2.78 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 4 IS A REACH * • + U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1040.00 1D86 -84 24 0.013 0.00 25.60 0.00 0 ELEMENT NO 5 IS A REACH * + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1054.68 1086.97 24 0.013 0.00 17.90 0.00 0 "JLEMENT NO 6 IS A REACH + + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1087.07.1087.26 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 7 IS A JUNCTION + + + e + INVERT r U/S DATA STATION INVERT SELF LAT- 1 -2 N Q3 Q4 INVERT -3 -4 PHI 3 PHI 4 1091.73 1087.30 24 24 0 0.013 5.2 0.0 1087.40 O.DD 45.00 0.00 ELEMENT NO 8 IS A REACH CIS DATA STATION INVERT SECT N RADIUS ANGLE AEG PT MAN H 1360.36 1089.73 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A REACH * x + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG IT MAN H 1365.02 1089.77 24 0.013 0.00 0.00 0.D0 1 ELEMENT NO 10 IS A REACH ' + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG IT MAN H 1378.31 1089.89 24 0.013 0.00 15.50 0.00 0 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG IT MAN H 1506.00 1091.05 24 D.013 0.00 0.00 0.00 0 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1511.35 1D91.07 24 0.013 O.D0 45.00 0.09 O❑ WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1552.42 1091.47 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 14 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1552.42 1091.47 2 0.500 ELEMENT NO 15 IS A SYSTEM HEADWORKS * r U/S DATA STATION INVERT SECT W S ELEV 1552.42 1091.47 2 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ' WARNING NO. 2 " - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ❑LICENSEE: R.B.F. I ASSO WATER SURFACE PROFILE LISTING RANCHO HIGHLANDA - TRACT 23992 PHASE 1 SO LINE B FILE:227LINEB.WSP 1/12/D6 TION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL EST/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER /ELEM 50 - SF AVE HF NORM DEPTH ZR x+r+. ++u +rr r e x r x r x+ +x+ +x + « + + +r x r xr xxx ++r r ++++++e+xx r x rr ++++++u + + «+x e x x + +u++r r «• xr a » «+ry « + +r++x r r ux +r-r r+x « +. +v e x r x. x + + ++ 993.60 1079.02 0.493 1079.513 9.9 16.45 4.199 1083.712 D.DO 1.126 2.00 0.00 0.00 0 0.00 Printed: 01/17/2006 03:03:02 PM PM Modified: 01/17/2006 03:02:30 PM PM Page 1 of 6 Cffransferlwspg1227LIN E B.0 OUT 3.21 0.00300 .114963 0.37 1.350 0.00 996.81 IS S. 03 0.478 1079.508 9.9 17.19 4.587 1084.095 0.00 1.126 2.00 0.00 0100 0 0.00 3.46 0.00300 .130739 0.45 1.350 0.00 1000.27 1079.04 0.462 1079.502 9.9 10.00 5.031 1084.533 0.00 1.126 2.00 0.00 0.00 D 0.00 3.33 D. 80300 .149539 0.50 1.350 0.00 1003.GD 1079.05 0.447 1079.497 9.9 18.09 5.543 1005.040 0.00 1.126 2.00 0.00 0.00 0 0.00 2.34 0.21749 .156716 0.37 0.410 0.00 1005.94 1079.56 0.451 1080.010 9.9 18.64 5.390 1085.408 0.00 1.126 2.00 0.00 0.00 0 0.00 6.49 0.21749 .144124 0.94 0.410 0.00 1012.43 1080.97 0.466 1081.436 9.9 17.77 4.905 1006.341 0.00 1.126 2.D0 0.00 0.00 0 0.00 4.7D 0.21749 .125969 0.59 0.410 D.DO 1017.13 1081.99 0.482 1082.474 9.9 16.95 4.462 1086.936 0.DO 1.126 2.00 0.00 0.00 0 0.00 3.62 0.21749 .110185 0.40 0.410 0.00 1020.75 1002.78 0.499 1083.279 9.9 16.15 4.050 1007.329 0.00 1.126 2.00 0.00 0.00 0 0.00 2.85 0.21091 .097154 0.28 0.420 0.00 1023.60 1083.38 0.514 1083.094 9.9 15.49 3.727 1087.621 0.00 1.126 2.00 0.00 O.DO 0 0.00 2.57 0.21D91 .085700 0.22 0.420 0.00 1026.17 1083.92 0.531 1084.454 9.9 14.78 3.390 1087.044 0.00 1.126 2.00 0.00 0.00 0 0.00 2.13 0.21091 .074963 0.16 0.420 0.00 1028.30 1084.37 0.550 1884.922 9.9 14.10 3.088 1088.010 0.00 1.126 2.00 0.00 D.00 0 0.00 I.BO 0.21091 .065619 0.12 0.420 0.00 OLICENSEE: A.B. WATER SURFACE PROFILE LISTING RANCHO HIGHLANDA - TRACT 23992 PHASE 1 ED LINE H FILE:227LINEB.WSP 1/12/06 � TATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR MEN OF FLOW BARB HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR x» r r r++++ss r+a� u x x x r «r r r + +++ «+r x x «r «err + ++r++ « «a r r r x x r «x x+ + ++++u» r r r+r r r + + ++x r• ««u ♦♦ r r r+x x r+r+r r x++r u: r» « +++x u u r r r e r 1030.10 1084.75 0.569 1005.321 9.9 13.43 2.802 1088.123 0.00 1.126 2.00 0.00 D.00 0 0.00 1.53 0.21091 .057431 0.09 0.420 0.00 1031.63 1085.07 0.589 1085.663 9.9 12.81 2.547 1068.210 0.00 1.126 2.00 0.00 O.DO 0 0.00 1.32 D.21091 .050263 0.07 0.420 0.00 1032.95 1085.35 0.609 1085.961 9.9 12.22 2.320 1088.281 0.00 1.126 2.00 0.00 0.00 0 0.00 1.13 0.21091 .044007 0.05 0.420 D.00 1034.08 1005.59 0.631 1086.222 9.9 11.65 2.106 1080.328 0.00 1.126 2.00 0.00 0.00 D 0.00 0.98 0.21091 .038552 0.04 0.420 0.00 1035.06 1005.80 0.653 1086.451 9.9 11.10 1.913 1088.364 0.00 1.126 2.00 0.00 0.00 0 0.00 0.85 0.21091 .033765 0.03 0.42D D.OD 1035.91 1D85.98 0.676 1086.654 9.9 10.59 1.741 1088.395 0.00 1.126 2.00 0.00 0.00 0 0.D0 0.74 0.21091 .029583 0.02 0.420 0.00 1036.65 1086.13 0.700 1086.834 9.9 10.09 1.581 1088.415 0.00 1.126 2.00 0.00 0.00 0 0.00 0.65 0.21091 .025930 0.D2 0.420 0.00 1037,30 1086.27 0.725 1086.995 9.9 9.62 1.437 1088.432 0.00 1.126 2.00 0.00 0.00 0 0.00 0.55 0.21091 .022735 0.01 0.420 0.00 1037.05 1086.39 0.751 1087.138 9.9 9.18 1.307 1088.445 0100 1.126 2.00 0.00 0.00 0 0.DO 0.48 0.21091 .019939 0.01 0.420 0.D0 1038.33 .1086.49 0.778 1087.266 9.9 8.75 1.190 1088.456 0.00 1.126 2.00 0.00 0.00 0 0.00 0.42 0.21091 .017493 0.01 0.420 0.00 1030.75 1086.58 0.806 1807.362 9.9 8.34 1.080 1088.462 0.00 1.126 2.D0 0.00 0.00 0 0.00 0.35 0.21091 .015356 0.01 0.420 O.OD OLICENSEE: A.H. WATER SURFACE PROFILE LISTING RANCHO HIGHLANDA - TRA= 23992 PHASE 1 SD LINE B FILE: 227LINEH. WSP 1/12/06 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVEPR Printed: 01/17/2006 03:03:02 PM PM Modified: 01/17/2006 03:02:30 PM PM Page 2 of 6 Printed: 01/17/2006 03:03:02 PM PM Modified: 01/17/2006 03:02:30 PM PM Page 3 of 6 Cffransfekspg1227LIN EB.OUT ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /EEM SO «.... xx... u«... rx. r.......x.....«. ee«............... SF AE HFNORM xee...... ...:. «......xre «r.xuu. DEPTH «....r «.. «.e.u.u.x ZR x.... «.x.e..0 1039.10 IOB6.65 0.836 1087.485 9.9 7.95 0.982 1088.46] 0.00 1.126 2.00 0.00 0.00 0 0.00 0.30 0.21091 ,013404 0.00 0.420 0.00 1039.40 1086.71 0.866 1087.579 9.9 7.59 0.894 3088.473 0.00 1.126 2.00 0.00 0.00 0 0.00 0.24 0.21091 .011B42 0.00 0.420 0.00 1039.64 1086.77 0.898 1087.663 9.9 7.23 0.812 1088.4]5 0.00 1.126 2.00 0.00 0.00 0 0.00 0.20 0.21091 .010412 0.00 0.420 0.00 1039.84 1086.81 0.932 1087.739 9.9 6.89 0.738 1088.477 0.00 1.126 2.00 0.00 0.00 0 0.00 0.16 0.21091 .009161 0.00 0.420 0.00 1040.00 1086.84 0.968 1007.800 9.9 6.57 0.671 3088.479 0.00 1.126 2.DO 0.00 0.00 0 0.00 14.68 0.00886 .008464 D.12 0.960 0.00 1054.68 1006.97 0.975 1087.945 9.9 6.51 0.658 1088.603 0100 1.126 2.00 0.00 0.00 D 0.00 10.36 0.00895 .007961 0.15 0.953 0 D 10]3.04 1087.13 1.003 1088.137 9.9 6.27 0.611 1088.748 0.00 1.126 2.00 0.00 0.00 0 0.00 9.58 0.00895 .007118 0.07 0.953 0.00 1082.62 1087.22 1.041 1008.261 9.9 5.98 0.556 1080.817 D.00 1.126 2.00 0.00 0. DO D 0.00 3.56 0.00895 .006275 0.02 0.953 0.00 1086.10 1OB7.25 1.082 1088.334 9.9 5.71 0.506 1000.840 O.OD 1.126 2.00 O.DO 0.00 0 0.00 0.89 0.00895 .005530 0.00 0.953 0.00 1087.07 1087.26 1.126 1088.386 9.9 5.43 0.458 1088.844 0.00 1.126 2.00 0.00 0.00 D 0.00 GUNCP STR 0.00858 .002816 0.01 0.00 1091.73 108].30 1.598 1088.898 4.7 1.75 0.047 1088.945 0.00 0.763 2.00 0.00 0.00 0 0.00 8.30 0.00905 WATER .00047] 0,00 SURFACE PROPI LISTING 0.632 0.00 GLICEN9£E: R.B. RANCHO HIGHLANDA - TRACT 23992 PHASE 1 SO LINE B FILE: 227LINEB.WSP 1/12/06 STATION INVERT ELEV DEPTH W.S. OF FLOW ELEV Q VEL VEL ENERGY HEAD GRD. EL. SUPER ELEV CRITICAL DEPTH HGT/ DIA BASE/ IO NO. ZL NO PIER AVBPR L /E . RK ......Sr? ».........:... «... «.......... «......... RE AVE ......•.x.......::u... «.. DEPTH x.........:...... Z R ...x.... «.. 1100.03 1087.37 1.522 3088.897 4.7 1.83 0.052 1088.949 0.00 0.763 2.00 0.00 0.00 0 0.00 7.49 0.00905 .000530 0.00 0.632 0.00 1107.52 1087.44 1.453 1088.896 4.7 1.92 0.057 1088.953 0.00 0.763 2.00 0.00 D.00 0 0.00 6.66 0.00905 .DD0593 0.00 0.632 0.00 1114.18 1087.50 1.391 1088.894 4.7 2.01 0.063 1088.957 0.00 0.763 2.00 0.00 0.00 0 0.00 6.29 0.00905 .000664 D.OD D.632 0.00 1120.47 1087.56 1.332 1000.892 4.7 2.11 0.069 1088.961 0.00 0.763 2.00 0.00 0.00 0 0.00 5.67 0.D0905 .000747 0.00 0.632 0.00 1126.14 1087.61 1.278 1088.809 4.7 2.22 0.076 1088.965 0.00 0.763 2.00 0.00 O.DO D 0.00 5.28 0.00905 .000842 0.00 0.632 0.00 1131.42 1087.66 1.227 1080.806 4.7 2.32 0.084 1088.970 0.00 0.763 2.00 0.00 0.00 0 0.00 4.90 0.00905 .DD0950 0.00 0.632 0.00 1136.32 1087.70 1.179 1088.682 4.7 2,44 0.092 1080.974 0.00 0.763 2.00 0.00 O.DO 0 0.00 4.48 0.00905 .001074 0.00 0.632 0.00 1140.80 1087.74 1.134 1088.878 4.7 2.56 0.102 IOBB.980 0.00 0.763 2.00 0.00 0.00 0 0.00 4.33 D.00905 .001216 0.01 0.632 0.00 1145.13 1087.78 1.090 1088.873 4.7 2.68 0.112 IDBB.985 D.00 0.]63 2.00 0.00 0.00 0 0.00 3.76 O.D09D5 .0013]8 0.01 0.632 0. DO - 48.89 1087.02 1. D50 IOBB.867 4.7 2.81 0.123 1088.990 0.00 0.763 2.00 D.00 0.00 0 0.00 1.57 0.00905 .001564 0.01 0.632 0.00 1152.46 1087.85 1.011 ID88.860 4.7 2.95 0.135 1068.995 0.00 0.763 2.00 0.00 0.00 0 0.00 3.23 0.00905 .DO1775 0.01 0.632 0.00 OLICENSEE: A.B. Printed: 01/17/2006 03:03:02 PM PM Modified: 01/17/2006 03:02:30 PM PM Page 3 of 6 C:1Tra n sfe rlws pg122 7 L I N E B.0 U T � . . - . . WATER SURFACE PROFILE LISTING � ,. . . ._ . . . . . . .. RNICHO HIGHLANOA - 1RACT 23992 PHAS£ 1 SO LINE B FILE:22]LINEH.WS? 1/12/O6 STATION INVEQT ➢EPTH� W.S. Q VEL VEL ENERGY SUPER CRITTCAL HGT/ HASE/ ZL NO AVHPR ' ELEV OP FLOW ELEV NEA➢ GR�.EL. ELEV D2PTH DIA ID N0. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR :.�u:::«�:�::�«�.»:««� «<:«.«::r.��.a r�..�reae:. e:.�. �. �:e�ve««.�«::«u.««..«...ua«r.�r.��a.�..Yr..�:r.:.�.r vu r:��«� ll55.69 309].BB � �.999 3080.853 4.0 3.09 0.199 1DB9.002 0.00 0.]6J 3.00 0.00 O.UO 0 0.04 3.00 0.�0905 .00201� �.01 0.632 0.00 1158.69 lOB].91 �.938 1O08.B99 4.� 3.25 0.164 lOB9.�09 0.00 0.]63 2.00 0.00 0.00 0 0.00 2.0] �.00905 .00229'1 0.00 0.632 0.00 1160.�6 lO8J.92 0.904 lOB9.829 4.'1 J.41 0.180 1089.009 0.00 O.J63 2.00 0.�0 0.00 0 0.00 HYDHAIILIC JUMP 0.00 1160.�6 308).92 0.632 1089.55] 4.] 5.53 �.4]3 1089.030 0.00 0.]63 2.�� 0.00 �.00 0 0.00 156.2'! 0.00905 .�09212 1.44 Q.632 0.00 131'1.�3 3089.14 0.632 1089.9J0 4.'! 5.52 �.4]3 1090.443 0.�0 0.]63 2.D0 0.�0 0.00 0 0.00 43.33 0.00905 .009123 a.40 0.632 0.00 1J60.36 3099.)3 0.635 1090.365 4_) 5.48 �.966 1090.831 0.00 0.'163 2.00 0.00 0.�0 0 a.00 4.66 0.00858 .009123 O.D4 0.640 0.00 1J65.02 3089.]] 0.633 1090.402 4A 5 52 0.4]3 1090.6]5 4.00 0.]63 2.00 0.00 0.00 0 �.00 8.21 0.00903 .009212 0.09 0.632 �.00 13'13.23 3069.84 0.633 1090.4]6 4."1 5.52 0.4]3 1090.949 0.00 0.]63 2.00 0.00 0.00 0 �.00 5.08 �.00903 .009240 0.05 �.632 O.OD 1]]6.31 1089.89 0.631 109�.521 4.'! 5.51 0.9'IS 1090.996 0.00 �.]63 2.00 O.OU 0.00 0 0.00 63.34 0.00908 .009268 0.59 0.631 0.00 � 1a41.65 1090.46 0.631 1091.096 4."1 5.5] 0.4'IS 1091.5�1 0.00 0."J63 2.00 0.00 �.00 0 0.00 25.89 0.00906 .009198 0.24 0.631 0.00 146).54 1090.]0 0.633 1�91.334 4.� 5.50 0.4J0 3091.BD4 0.00 0."163 z.00 O.OD 0.00 0 0.00 38.46 0.00908 .008563 0.33 0.631 0.00 pLICENSEE: R.B. WATEA SURFACE PAOFILE LISTING RANCHO HIGHLANDA - TAACT 23992 PHASE 1 5D LINE 8 FILE:22]LSNEB.HSP 1/12/06 STATION INV6RT �EPTH W.S. Q VEL VEL ENERGY SUPSR CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OP FLOW EL£V HEAD GRD.£L. ELEV DEPTH UTA ID N0. PIER L/6LEM SO SF AVE NP NORM ➢EPTfI ZR xx«�����r«���:»»«���aa�w�����i��ra�.rreras�xr���e��rrx�ra�x�vrexr��r��x«�����««rr.r�r��rrrarrrer��s�rxrr�rr���«u��«�«��:�i:♦ 1506.00 1091.05 0.656 1091.]06 4.] 5.25 O.s2'1 1092.131 0.00 a.]63 2.00 0.00 0.00 � 0.00 1.04 O.00l�4 .008120 0.01 O.BO1 � D.O� 15�0.04 1091.05 0.650 1091.]04 4.9 5.30 0.43] 3092.141 0.00 0.]63 2.00 0.00 0.00 0 O.DO " 9.]1 O.00J]9 .0�9030 0.�4 O.B�1, 0.00 1511.35 1091.0"! 0.629 1091.69B 4.'1 5.56 0.480 1092.1"Ifi 0.00 0.'163 2.00 0.00 �.00 0 0.00 18.31 0.009�9 .0�9099 �.1� 0.620 0.00 1529.66 1091.25 0.639 1091.BB] 4."1 5.43 0.459 3093.344 0.00 �.]6] 2.00 O.pO 0.00 0 0.�0 13.]] 0.009'l9 .0�8240 O.1D D.620 a.00 1542.03 109130 0.662 1092.0]1 4.] 5.1) 0.415 3092.446 0.00 OA6] 2.Op O.pO 0.00 0 0.00 S.B6 0.00909 .00�219 0.04 0.620 0.�0 159].89 1091.43 0.685 1092.111 a.0 q.93 0.3]0 3092.489 0.00 D.>63 2.00 D.DO 0.00 0 0.00 . 2.]4 0.00996 .006J26 D.02 0.620 0.00 1550.63 1091.45 0.'110 1092.163 4.] 4.]a 0.344 1092.50) 0.00 0.")63 2.00 0.00 0.�0 0 0.0� 1.59 0.00994 .005546 0.01 0.62� 0.00 � 155212 1091.a0 0.'/35 1092.202 4.] 4.48 0.312 1092.49 OA� 0.]63 2.00 0.00 0.00 0 0.00 � �.30 0.009]4 .D04853 0.00 p.620 ' O.DO 552..42 1091.4"1 0."/63 1092.233 4.9 � 4.2� 0.283 1092.A6 0.�0 4.]63 . 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1552.42 3091.40 1.166 1092.636 4.] O.SB 0.005 1092.691 0.00 0.241 ].5"I ].00 0.00 0 0.00p Printed: 01/1712006 03:03:02 PM PM Modified: 01/1712006 03:0230 PM PM Page 4 of 6 ClTransferlwspg1227LINEB OUT 0 993.60 997.93 1002.26 1006.60 1010.93 1015.26 1019.59 1023.92 1028.25 1032.59 1036.92 1041.25 1045.58 1049.92 1054.25 1058.58 1062.91 1060.24 1071.57 1075.91 1080.24 1084.57 1088.90 1093.23 1097.57 1101.90 1106.23 1110.56 1114.89 1119.23 1123.56 1127.89 1132.22 1136.55 1140.89 1145.22 1149.55 1153.08 1158.21 1162.55 1166.88 -• 1171.21 1175.54 1179.87 1184.21 1188.54 1192. 1197.20 20 1201.53 1205.86 1210.20 1214.53 1218.86 1223.19 1231.52 1231.16 1236.19 1240.52 1244.05 1249.10 1253.52 1257.85 1261.18 1266.51 1270.84 1275.18 1279.51 1283.14 1288. 1292.50 50 1296.14 1301.17 1395.80 1309.83 1314.16 1310.53 1322.83 1327.16 1331.49 1335.82 1343.16 1344.49 1348.82 1353.15 13.40 136161.81 1366.15 1370.40 0 1374,11 137979.14' 303.47 1387.81 1392.14 1396.47 1400.80 1405.13 .I W C H E .I W C H E .I W C H E .I W C H E I W C H E I w c H E I W C H E I W C H E I W C H E I W C H E I W C H E I W C H E I W C H E I W C H E I W C H E I W C H E I W C H E I W C HE I W c HE I W C HE I WC x I W C x I WC £H I W C EH I WC EH I WC EH I WC E H I WC E H I WC E H I xEH I x E H I X E H I C X H I C x H I C x H I c x H I C x H I C X H I C x H I C X H I C X H I C X H I C X H I C x H I x H I Cx H I xE H I WCE H I WC E H I WCE H I WC E H I X E H I WCE H R R R R R R R R R R R R A R R R R R R R R R R R R R R R R R R 3X R R R R R R R R R R R R R R R R R R RANCHO HIGHL A - TRACT 23992 PHASE 1 SD LINE B PILE:227LINEB.WEP 1/12/06 Printed: 01/17/2006 03:03:02 PM PM Modified: 01/17/2006 03:02:30 PM PM Page 5 of 6 • 1409 47 141 3.80 1418.13 1422.46 1426.]9 1431.13 1435.46 1419.]9 1444.12 1448.45 1452.'19 145].12 1461.45 1465.]1 14]0.11 14]4.95 19]3.]6 1483.11 198].44 1491.0] 1496.4 1500.944 1504 A] C ITransfekspg1227LINEB.0UT I X E H I WCE H R R 1549.10 1 R E H R 3513.93 I X E H 151].]6 R 1522.10 I WIN H R 1526.43 1530.76 I X E H 1535.09 R 1539.42 1543.76 I WC E H 1548.09 I X E H R 1552.42 I X E H R R 1079.02 1OB1.02 1OB3.D2 1085.03 1087.03 1089.03 1D91.03 1093.03 1095.04 1097.04 1099.04 N O T E S 1. GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E ENERGY GRADE LINE X = CURVES CROSSING OVER H = BRIDGE ENTRANCE OR EXIT T = NALL ENTRANCE OR EXIT STATIONS FOR POINTS AT A JNMP MAY NOT BE PLOTTED EXACTLYO rrr ALID Q CARD - CAN NOT COMPUTE NEW Q VALUE - STOPPING IN MAIN FOR CODE Printed: 01117/2006 03:03:02 PM PM Modified: 01/17/2006 03:02:30 PM PM Page 6 of 6 0 T3 1 RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LA 2 TERAL a -1 PILE:22]LATa1.WSP 1/12/06 SO 1003.42100].40 24 .013 R 1024.041088.0] 24 .013 WE 1 .200 SH 1 CD 24 4 2.00 CD 1 3 6.01 7.00 C:1TransfeAwspg'227LATB1. WS P 1080.90 Printed: 01/17/2006 03:03:02 PM PM I Modified: 01117/2006 03:00:47 PM PM Page 1 of 1 Gffran5fek5pg1227LATB1.0UT _ DATE: 1/ll /2006 IME: 15: 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT PIN NO OF AVE PIER HEIGHT 3 EASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 24 4 2.00 CD 1 3 0 0.00 6.01 7.00 0.00 0.00 0.00 O WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL B -1 FILE:227LATBI.WSP 1/12/06 p WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET + U/S DATA STATION INVERT SECT W S ELEV 1003.42 1087.40 24 1088.90 ELEMENT NO 2 IS A REACH + * + U/S DATA STATION INVERT SECT N RADIUS ANGLE AEG IT MAN H 1024.04 1088.07 24 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE + U/S DATA STATION INVERT SECT FP 1024.04 1088.07 1 0.200 ELEMENT NO 4 IS A SYSTEM HEADWORRS + + U/S DATA STATION INVERT SECS W S ELEV 1024.04 1088.07 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPOTATION IS NOW BEGINNING WARNING N0. 2 •' - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN BLEEDS, W.S.ELEV - INV i DC OLICENSEE: R.B.F. I ABED WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL B -1 FILE:227LATBI.WSP 1/12/06 OL TION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HST/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH OIA IO NO. PIER L /ELEM 50 SF AVE HF NORM DEPTH ZR 1003.42 1087.40 1.500 1088.900 6.8 2.69 0.112 1089.012 0.00 0.925 2.00 0.00 0.00 0 0.00 1.78 0.03249 .DOIISO 0.00 0.550 0.00 1005.20 1087.46 1.433 1088.891 6.8 2.82 0.124 1089.015 0.00 0.925 2.OD 0.00 0.00 0 0.00 1.55 0.03249 .001206 0.00 0.550 0.00 1OD6.75 .1087.51 1.372 1088.880 6.8 2.96 0.136 1089.016 0.00 0.925 2.00 0.00 0.00 0 0.00 _ 1.40 0.03249 .001443 0.00 0.550 0.00 1008.15 1007.55 1.315 1088.869 6.8 3.10 0.150 1009.019 0.00 0.925 2.00 0.00 0.00 0 0.00 0.61 0.03249 .001625 0.00 0.550 0.00 1008.76 1987.57 1.262 1088.836 6.8 3.25 0.165 1089.001 0.00 0.925 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1008.76 1087.57 0.647 3086.221 6.8 7.73 0.927 1089.148 0.00 0.925 2.00 0.00 0.00 0 0.00 0.62 0.03249 .017581 0.01 0.59D 0.00 1009.30 1087.59 0.647 1088.241 6.8 7.72 0.925 1D89.166 0.00 0.925 2.DO 0.00 0.00 0 0.00 3.01 0.03249 .O16453 0.06 0.550 0.00 1013.19 1087.72 0.670 1000.387 6.8 7.36 0.841 1089.228 0.00 0.925 2.D0 0.00 D.00 0 0.00 2.90 0.03249 .014419 0.04 0.550 0.00 1016.09 1087.81 0.694 1088.506 6.8 7.02 0.765 1089.271 0.00 0.925 2.00 0.00 0.00 D 0.00 2.24 0.03249 .012640 D.03 0.550 0.00 1018.33 1087.88 0.719 1088.604 6.8 6.69 0.696 1089.300 0.00 0.925 2.DD 0.00 D.00 0 0.00 1.78 0.03249 .011079 0.02 0.550 0.00 20.11 1087.94 D.744 1088.686 6.8 6.38 0.632 1089.310 0.00 0.925 2.DD 0.00 0.00 0 0.00 1.34 0.03249 .009713 D.01 0.550 0.00 OLICENSEE: R.B. WATER SURFACE PROFILE LISTING RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL B-1 FILE: 227LATBI.WSP 1/12/06 Printed: 01/17/2006 03:03:02 PM PM Modified: 01/17/2006 03:02:13 PM PM Page 1 of 3 Cffran5fek5pg1227LATB1.0 UT • STATION INVERT DEPTH W. S. Q VEL - VEL ENERGY SUPER CRITICAL HGT/ BASE/ ED NO AVDPR ELEV OF FLAW ELEV HEAD GRID. EL. ELEV DEPTH DIA ID NO. PEER x /=M r+xxresu x....erxxxrrr.r «.xe rrx a r.xxxexe xx a x.» SF AVE rerrxHF xe uxxx.r.rrru xNORM DEPTN xuur..rr xxu ur a 1021.45 1087.99 0.771 1088.757 6.8 6.08 0.574 1089.331 0.00 0.925 2.00 0.00 0.00 0 0.00 1.01 0.03249 .008523 0.01 0.550 0.00 1022.46 1008.02 0.799 1088.810 - 6.8 5.80 0.522 1089.340 0.00 0.925 2.00 0.00 0.00 0 0.00 - 0.74 0.03249 .007480 0.01 0.550 0.00 3023.20 1080.04 0.028 1088.871 6.8 5.53 0.475 3089.346 0.00 0.925 2.DD - 0.00 0.00 0 0.00 0.47 0.03249 .006569 0.00 0.550 0.00 1023.67 1088.06 0.859 1088.917 6.8 5.27 0.431 1089.348 0. DO 0.925 2.00 0.00 0.00 0 0.00 0.31 0.03249 .005770 0.00 0.550 O.DO 1023.98 1088.07 0.890 1OB8.95B 6.8 5.03 0.392 1089.350 0.00 0.925 2.D0 0.00 0.00 0 0.00 0.06 0.D3249 .005062 D.09 0.550 0.00 1024.04 1088.07 0.925 1088.995 6.8 4.79 0.356 1089.351 0.00 D. 925 2..00 0.00 0.00 O 0.00 WALL ENTRANCE 0.00 1024.04 1088.07 1.433 1089.503 6.8 0.68 0.007 1089.510 0. DO 0.308 6.01 7.00 0.00 0 0.000 RANCHO HIGHLANDS - TRACT 23992 PHASE 1 LATERAL B -1 FILE:227LATBI.WSP 1/12/06 1003.42 .I C W E H R 1003.84 1004.26 1D04.68 1005.10 1005.52 .1 C W E H _ R 1005.94 1006.37 1006.79 I C W E H R -• 1007.21 1007.63 100. 10089.41 47 I C W E H R 1008.89 I C W E H R 1009.31 I W C E H R 1009.13 I W C E H R 1010.15 IOID .99 1010.99 1011.42 1011.84 1012.26 1012.68 1013.10 1013.52 I W C E H R 1013.94 1014.36 J 1014.10 1015.20 1015.62 1016.04 1016.47 I W C E H R 1016.89 1017.31 1017.13 1018.15 1018.57 I W C E H R 1010.99 1019.41 1019.83 1020.25 I W C E H R 1020.67 1021.09 1021.52 I W C E H R 1021.34 1022.36 1022.78 1 W C E H R 1023.20 1023.62 I WC E H R 1024.04 I WC E H R 1087.40 1008.01 IOBB.74 1OB9.40 1090.01 1090.74 1091.41 1092.08 1092.74 1093.41 1094.08 N O T E S G JESARY I = INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = H£IGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Printed: 01/17/2006 03:03:02 PM PM Modified: 01/17/2006 03:02:13 PM PM Page 2 of 3 CATransferlwspg1227LAT61.0 UT Y - WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP HAY NOT BE PLOTTED EXACTM INVALID 0 CARD - CAR NOT COMPLETE NEW 0 VALUE - STOPPING IN MAIN FOR CODE _ *t• 0 Printed: 01/17/2006 03:03:02 PM PM Modified: 01/17/2006 03:02:13 PM PM Page 3 of 3 11 Riverside County Stormwater Quality Best Management Practice Design Handbook Riverside County Flood Control and Water Conservation District 1995 Market Street Riverside CA 92501 • July 6, 2004 U • Volume Based BMPs General The largest concentrations of pollutants are found in runoff from small volume storms and from the first flush of larger storms. Therefore, volume based BMPs should be sized to capture and treat the initial and more frequent runoff surges that convey the greatest concentration of pollutants. To maximize treatment and avoid health hazards, volume -based BMPs must retain and release the runoff between a 24 and 72 hour period. This handbook typically recommends a draw down time of 48 hours, as recommended by the California BMP Handbook. The drawdown time refers to the minimum amount of time the design volume must be retained. In order to meet RWQCB requirements, the method for determining the design volume is based on capturing 85 percent of the total annual runoff. These 85 percent capture values were determined throughout Riverside County using rain gages with the greatest periods of record. Key model assumptions are based on studies used in the Urban Runoff Quality Management, WEF Manual of Practice No. 231ASCE Manual of Practice No. 87 (1998) and the California Best Management Practice Handbook This handbook gives a simple procedure for determining the design volume of a BMP based on the location of the project. BMP Design Volume Calculations Following is a step -by -step procedure for determining design volume for BMPs using Worksheet 1. Examples of the following procedure can be found in Appendix B. 1. Create Unit Storage Volume Graph: a) Locate,the project site on the Slope of the Design Volume Curve contained in Appendix A. , b) Read the slope value at this location. This value is the Unit Storage Volume for a runoff coefficient of 1.0. c) Plot this,value as a point (corresponding to a coefficient of 1 ; 0) on the Unit Storage Volume Graph shown,'on Figure 2. d) Draw a straight -line from this point to the to create the graph. 2. Determine the runoff coefficient (C) from Figure 1 or the following relationship: C = .858i - . 78i 2 + . 774i + .04 ' 0, 5 where i = impervious percentage 11 3. Using the runoff coefficient found in step 2, determine 85 percentile unit storage volume (Vj using Figure 2 (created in step 1). 4. Determine the design storage volume (V This is the volume to be used in the design of selected BMPs presented in this handbook. c U w=. 0 U . o c W 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 % Impervious Figure 1. Impervious— Coefficient Curve (WEF /ASCE Method) • t Imperviousness is the decimal fraction of the total catchment covered by the sum of roads, parking lots, .. sidewalks, rooftops, and other impermeable surfaces of an urban landscape. 5 0% 10 20 30 40 50 60 70 80 90 100 Plot Slooe Value from Annendix A hire Co 0 c 0 m CD CD 0 C 3 m C 2 1.9 1.8 1.7 1.6 1.5 1.4 1.3 1.2 1.1 1 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Runoff Coefficient (C) Figure 2 Unit Storage Volume Graph V,, = o. �t 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 r El 0 Worksheet 1 Design Procedure for BMP Design Volume 85 percentile runoff event Designer. w Company: g C.c t �l Date: Project: Location: (f j�� C,a1A 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and T &R Section). Section ( b. Slope value from the Design Volume Curve in Appendix A. Slope = j, Z L ( c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line form this point to Is this graph / Yes C/ No❑ the origin, to create the graph attached? 2. Determine Runoff Coefficient a. Determine total impervious area; A;meer ous = 3 7 acres (5) b. Determine total tributary area.. Amt., = acres (6) c. Determine Impervious fraction 1 = ( I 1 = d. Use (7) in Figure 1 to find Runoff ORC= .858i'- .781 +.774i +.04 C= �,3`t (8) 3. Determine 85% Unit Storage Volume a. Use (8) in Figure 2 Draw a Vertical line from (8) to the graph, then a Horizontal line to the in -acre desired V. value. V� I f z acre (9) 4. Determine Design Storage Volume a. V BMP = (9) x (6) [in- acres] V BMP = 6 , 3 5 in - acre (10) b. V BMP = (10)/ 12 [ft- acres] VBMP = rte. r J 3 ft -acre (11) C- V BMP =(If) x 43560 [ft'] VBMP = Z 1 0 67 W (12) Notes: �1 � Rad Maun4in .4'.18 A 111 .• � R3W R2W R7W 1.10 I i�zj 1 1 1 -L 1 1 �-L .._:L! _.'._.._ Slope of the Design Volume Curve R1E R2E ME R4 R5E �r uw T55 y e EI Cariso� 1.31. • a ita 1 z � I T7 S. 1 s v s m a a �.. / � 1.25 25 L TBS I I I I 1 I I I I R7W RGW RSW R4W �1 � Rad Maun4in .4'.18 A 111 .• � R3W R2W R7W 1.10 I i�zj 1 1 1 -L 1 1 �-L .._:L! _.'._.._ Slope of the Design Volume Curve R1E R2E ME R4 R5E �r uw Water Quality Management Plan (WQMP) Bel Vista • Appendix D Education Materials • 40 EMPLOYEE EDUCATION LOG • • CONDO EDUCATION LOG • • TENANT EDUCATION LOG • 11 does stormwater SU'rWav yrfaul 1' y h as foo:'of CJ WO heus am*. yemw and to R"r &Mrs vf"j px'�g 64 Y) we npews! ':arrn Cr Runmf Waki tY I'i"a��s a-li, !�'Qwcapqd weas Oul Car, ai f( ihz,xs us. on sur" WIV Am, eij�.In i� f:df 1'1f�' C'J fe'-'Nt In A TV.0 mom, TV Wy sic A, Sys II WW f F atnn c'o o"m Wo SM4 W yma was w I is ac 1"' a W OwTe .n. rlrl;l[ 0 my. ova Womm. twor 'm zons 1 S:Wdj W'-'v diriiacVh� Vanho, I tf17Ft"'1CM1 L -,(IF k>aa! er'j h'kcs Is stormwater pollution a - problem only when it rains? Wr wwu¢ 3 1 J-0t t-e dry p,ii of vIe F- 3' )I' ¢i-je!' gi 0 For infor6r"Ation an the To VI' `6 list of recyclers in Your i c'l� ' and countv of give *s ifie StormWater PROTECTION PROGRAM [A RMIMM 4_ ot'n -dl -s'eght 1f) Riveesid-- Co urt . It rG I G n I s we alEranrll IU'� ble r1-S0W'CC- - W�t-Or Sure, rain%vater 1-- UsUall ' over Our street-- aM, vards, it carries p oflutants In't-0 So. what's the problemV The problem is . . . storrn drains ultimately carry these Pollutants directly to our rivers, lakes and streams_. Stormwatter pollution causes as much as 60% of our water pollution problem. It jeopardizes the quality of our waterways and poses a threat to groundwater resources if pollutants percolate through soil. Sorne major Pollutants include: Din aid grime from streets; o Motor oil antifreeze, pitnts, and household cleaners that are dumped into the storm drains, a Cof*wmi;nants from Car 31ad tftluk exhaust: Pesticides and fertilizers 'Wom lawns and gardens Soil erosion fronn yard's and hillsides; Bic iogival contarnivants frorn an'rnal ..waste; o Litter, leaves and lawn clippings,: Contaminates (rom illegal dumping. • Be a part of the solution f Everyone contributes a little to the problem . , . now, Ws time for all of us m: tvnicatk al V, P o F; an-S us vvitll a va Biut- as, it flosivs thv S�Ornn cl ra i n s, • Stormwater can pick up debris, chemicals, dirt, and other pollutants and flow into a storm sewer system or directly to a lake, stream, river, wetland, or coastal water. Anything that enters a storm sewer system is discharged untreated into the waterbodies we use for swimming, fishing, and providing drinking water. • Debris — plastic bags, six -pack rings, bottles, and cigarette butts washed into waterbodies can choke disable aquatic life like ducks, fish, turtles, and birds Household hazardous wastes like insecticides, pesticides, paint, solvents, used motor oil, and other auto fluids can poison aquatic life. Land animals and people car, become sick or die from eating diseased fish and shellfish or ingesting polluted water Polluted stormwater often affects drinking water sources. This, in t urn, car affect human health and increase drinking water treatment costs. • Auto care Peegr,& O.Z. pwp r y diipoee o{ltnttbeltaa�d paodreta t eoid,�tx. cicMttiA, 4mi a6 weea"i4% piuru e pain dot'vPctti, aul and o od tool An aa2`n &tk Dm ' t paux 7lrrsu- mt& go glotad o2 utter At ve dxutd. Lawn care Don't overwater your lawn. Consider using a soaker hose instead of a sprinkler. • Use pesticides and fertilizers sparingly. When use is necessary, use these chemicals in the recommended amounts. Use organic mulch or safer pest control methods whenever possible. • Compost or mulch yard waste. Don't leave it in the street or sweep it into storm drains or streams. Cover piles of dirt or mulch being used in landscaping projects. Septic systems Washing your car arid degreasing auto parts at home can send detergents and other contaminants through the storm sewer system. Dumping automotive fluids into storm drains has the same result as dumping the materials directly into a waterbody. Use a commercia, car wash that treats or recycles its wastewater, or wash your car on your yard so the water infiltrates into the ground. Repair leaks and dispose of used auto fluids and batteries at designated drop -off or recycling locations. Leaking and t� 1 poorly maintained t� a septic systems release nutrients and pathogens (bacteria and viruses) that can be picked up by stormwater and discharged into nearby waterbodies. Pathogens can cause public health problems and environmental concerns. • Inspect your system every 3 years and'pump your tank as necessary (every 3 to 5 years). Don't dispose of household hazardous waste in sinks or toilets. Pet waste Pet waste can be a source of bacteria and excess nutrients in local waters. • When walking your pet, remember to pick up the waste and dispose of it properly. Flushing pet waste is the best disposal method. Leaving pet waste on the ground increases public health risks by allowing harmful bacteria and nutrients to wash into the storm drain and eventually into local waterbodies. i Edrsean%t u We &d to cla -uqt ty pr ;le,f beuatioI. SgHs We/ sa 4eu ;ecru A'U't Aaw wea ,tad de 7i fla pollutcutd 649AUW tlre, dw."CI aril ?, be w,rvrd uxtnrared ig& a I'ern1 watennaly. Permeable Pavement -- Traditional concrete and asphalt don't allow water to soak into the ground. Instead these surfaces rely on storm drains to divert unwanted water. Permeable pavement systems allow rain and snowmelt to soak through, decreasing stormwater runoff. Rain Barrels- -You can collect rainwater from rooftops in mosquito - proof containers. The water can be used later on lawn or garden areas. Vegetated Filter Strips — Filter strips are areas of native grass or plants created along roadways or streams. They trap the pollutants stormwater picks up as it flows across driveways and streets. Dirt, oil, and debris that collect in parking lots and paved areas can be washed into the storm sewer system and eventually enter local waterbodies. • Sweep up litter and debris from sidewalks, driveways and parking lots, especially around storm drains. • Cover grease storage and dumpsters and keep them clean to avoid leaks 4 Report any chemical spill to the local hazardous waste cleanup team. Thev'II know the best way to keep spills from harming the environment. Lack of vegetation on streambanks can lead to erosion. Overgrazed pastures can also contribute excessive amounts of sediment to local waterbodies. Excess fertilizers and pesticides can poison aquatic animals and lead to destructive algae blooms Livestock In streams can contaminate waterways with bacteria, making them unsafe for human contact. • Keep livestock away from streambanks and provide them a water source away from waterbodies - • Store and apply manure away from waterbodies and in accordance with a nuirient management plan. • Vegetate riparian areas along waterways. ♦ Rotate animal grazing to prevent soil erosion in fields. • Apply fertilizers and pesticides according to label instructions to save money and minimize pollution Improperly managed logging operations can result in erosion and sedimentation. • Conduct preharvesi planning to prerent erosion and lower costs - • Use logging methods and equipment that minimize soil disturbance. • Plan and design skid trails, yard areas, and truck access roads to minimize stream crossings and avoid disturbing the forest floor. • Construct stream crossings so that they minimize erosion and physical changes to streams. • Expedite revegetation of cleared areas. • Uncovered fueling stations allow spills to be washed into storm drains. Cars waiting to be repaired can leak fuel, oil, and other harmful fluids that can be picked up by stormwater. • Clean up spills immediately and properly dispose of cleanup materials. • Provide cover over fueling stations and design or retrofit facilities for spill containment. • Properly maintain fleet vehicles to prevent oil, gas, and other discharges from being washed into local waterbodies. • Install and maintain oil /water separators. • 1 ffi 1 1 on controls that aren't maintained can cause (j= , ssive amounts of sediment and debris to be ,� sd into the stormwater system. Construction�� r` es can leak fuel, oil, and other harmful fluids r can be picked up by stormwater and )sited into local waterbodies. ✓ert stormwater away from disturbed or posed areas of the construction site.` n ;tall silt fences, vehicle mud removal areas, getative cover, and other sediment and asion controls and properly maintain them, pecially after rainstorms__ *" :vent soil erosion by minimizing disturbed gas during construction projects, and seed d mulch bare areas as soon as possible. , Lack of vegetation on streambanks can lead to erosion. Overgrazed pastures can also contribute excessive amounts of sediment to local waterbodies. Excess fertilizers and pesticides can poison aquatic animals and lead to destructive algae blooms Livestock In streams can contaminate waterways with bacteria, making them unsafe for human contact. • Keep livestock away from streambanks and provide them a water source away from waterbodies - • Store and apply manure away from waterbodies and in accordance with a nuirient management plan. • Vegetate riparian areas along waterways. ♦ Rotate animal grazing to prevent soil erosion in fields. • Apply fertilizers and pesticides according to label instructions to save money and minimize pollution Improperly managed logging operations can result in erosion and sedimentation. • Conduct preharvesi planning to prerent erosion and lower costs - • Use logging methods and equipment that minimize soil disturbance. • Plan and design skid trails, yard areas, and truck access roads to minimize stream crossings and avoid disturbing the forest floor. • Construct stream crossings so that they minimize erosion and physical changes to streams. • Expedite revegetation of cleared areas. • Uncovered fueling stations allow spills to be washed into storm drains. Cars waiting to be repaired can leak fuel, oil, and other harmful fluids that can be picked up by stormwater. • Clean up spills immediately and properly dispose of cleanup materials. • Provide cover over fueling stations and design or retrofit facilities for spill containment. • Properly maintain fleet vehicles to prevent oil, gas, and other discharges from being washed into local waterbodies. • Install and maintain oil /water separators. • N our auto r Takc used mo or oil, antifreeze, and other toxic solvents to collection centers. Fix oil, radiator, and transmission leaks... don't leave oil slicks to wash off in the rain. . Use biodegradable soap when washing cars, Limit water to reduce runoff. Cut down on automobile trips. Pollutants from engine exhausts contain toxic chemicals that may e%entually end up in stormwater. J , e can protect our groundwater, rivers and lakes.. and enjoy pure, clean mater. Together we can make a difference! For more information on the Slo rni water /Cea n water Protection Prngr•anz: call: County of Riverside Transportation Department (909) 95 5-68 80 For information on disposal of Household Hazardous Waste - call. County of'Riverside Department of Environmental Health (909)358 -5172 Web Site .addresses_ 0 U.S. Environmental Protection Agency US. Fish & Wildlife Service v, -w fws.eavl California Department of Fish & Game wvnv xoo The California Environmental Rsources Evaluation System (CERES) R' W 1VAeieS,Ca.}i Riverside County Transportation Department yti•w w.bo, nuers ide.ca.0 s? transltrans,htm Phone Numbers /Addresses Environmental H ealth (909)358 -4529 Mailing Address: 4065 County Circle Dr. Riverside, CA 92503 Street Address: Same as above Transportation Department (909) 955 -6880 Mailing Address: P.O. Box 1090 Riverside, CA 92502 Street Address: 4080 Lemon Street, 8' Floor Riverside, CA 92501 fl he. Storruftrater/Cleanrvater Protection Pro will help control a serious problem... polluted stormwater. Our area doesn't receive a great deal of rain, but even a single storm can carry oil, grease and other pollutants into our stormwater. These untreated waters flow directly to our rivers, lakes and groundwater. These waters not only support wildlife... they also serve as our resources for swimming, fishing, boating and our drinking; Ivarer. FACTS. Are any properties exempted from this ACTIONS. . . assessment? should know Because federal law exempts agricultural What V4119 can do you properties from this program, assessments are not levied. Undevelope /vacant Natural and man -made drainage systems capture parcels are also excluded from Everyone contributes a little to the problem- - but, by rainwater runoff. this assessment working together, we can make a big difference. The problem is... they capture Pollutants as well. How will the Your Home money Y Use and dispose of household products carefully. • Now is stormwater polluted? used? Funds will be Cleaning solutions and solvents often contain When pollutants such as motor oil, used to toxic elements. antifreeze, detergents, soil erosion, comply with trash and litter end up in a federal guidelines. storm drain system, they The guidelines require: • When using pollute drinking water. stormwater sampling, inspection of illegal waterbased fl Even rainwater owing drainage, hazardous material management, paints, clean Pa" off rooftops and p increased street sweeping and community brushes in a sink. property carries information/participation- A portion of the Don't pour Pollution downstream, hinds will also be used to protect against fu clean-up water p into our water resources. stormwater pollution caused by construction down the and operation of public projects, which storm include roads, facilities and bridges in your drain. o Why has this program started now? Federal Dispose of oil -based products and solvents at a laws now require counties and cities to clean up area. hazardous waste collection site. stormwater runoff, so that stormwater is • How can assessment fees be kept to a cleanwater only. minimum? Recycle reusable materials. By doing your part to help keep stormwater Who pays for this program'? clean, you can minimize program costs. Your yard The federal government requires, but does not fund this program. As a result, many cities and Apply pesticides and fertilizers carefully_ counties typically enact parcel assessments based Use a broom— not a hose — to clean the sidewalk. on the size and type of property. Municipalities Do not over water your lawn and garden. Keep calculate appropriate fees for their arean water on your property. • Clean up animal waste and dispose of it in trash When are assessment fees collected? cans. Assessments appear on annual property tax bills which are mailed in September. In some areas, property tax bills akso reflect a separate stormwater runoff fee from the Riverside County Flood Control District. This is because local agencies (including Riverside County, cities, and the Flood Control District) must each take steps to protect stormwater flowing through their own storm dial terns. For additional information, please visit the f ollowing welbsites: State Water Quality Resources Control Board http / /www g_Qv/storrnoqtr! index.html No E-mail us at: [god. mpdes coxiverside,ca.us ME Call our TOLL FREE HOTIme number of 1 - 800-506 -2555, to report illegal storm drain disposal, or visit our tvebsite at iit—tp.,//wkAjw.—co.riverside.co.us/cie , pts/ �lood/ 111WHIMM BLYTHE 16450 West Hobson Way Blythe, CA 92225 760-921-7857 A Q HEMET 800 South Sanderson Hemet, CA 92545 909-925-8025 INDIO 45-355 Var, Buren Indio, CA 92201 760-347-2319 RIVERSIDE 5950 Wilderness Avenue Riverside, CA 92 909-358-7387 FOR ALL OTHER AREAS CALL 1-888-636-7387 Ptiv r5idc (,O,I,)ty ("r%0 cf ully (!Cknowk�dq�s i he Cily C! Los !sir yes Pr q! wn far ', P, d( Tnr, ( ept Of 1 h is b`0C, i IM 46p TIPS FOR A HEALTHY PET AND A HEALTHIER M !1v -AEALTHY ENVIRONMENT in and around your home by following pet practices. Your pet, family and neighbors wi I I appreciate their table surroundings. HOUSEHOLD PETS We all love our pets, but pet waste is (a subject everyone likes to avoid. Pet waste left on trails, sidewalks, streets, and grassy areas are immediately flushed into the nearest waterway when it rains. Even if you can't see water near you, the rain or waste water WASHES all that PET WASTE and BACTERIA INTO THE 5TOPM[)PAIN, where it travels to your neighborhood creek or lake untreated. These animal droppings also contain nutrients that can promote the growth of algae, in our streams and lakes. The risk of STOPMWA TER CONTAMINATION INCREASES, if pet waste is allowed to accumulate in animal pen (areas or left on sidewalks, streets, or driveways where runoff can carry them to storm sewers. Some of the USEASES THAT CAN -SPREAD from pet waste are E. coli, (a bacterium that can cause disease, and f�Lcnl coliform bacteria, which is spread through feces, Dogs also carry salmonella and gigrdia. Organisms causing these diseases move f rom the dog into the environment. They can be carried by f lies and other insects, wind and dust. Flies and other pest insects can also increase when pet waste is disposed of improperly, becoming a nuisance and adding yet another vector f or disease transmission. W H AT CANYQ�UO? SCOOP up pet waste and f lush it down the toilet. NEVER BUMP pet waste into a storm drain or catch basin. USE the complimentary BAGS or mutt mitts offered in dispensers at local parks. CARRY EXTRA BAGS when walking your dog and make them available to other pet owners who are without, TEACH CHILOPEN how to properly clear, up af ter a pet. TELL FRIENDS AND NEIGHBORS about the ill ef of animal waste on the environment. Encourage them to clean up after pets. the TOLL,FREE 100- 506 -2555 can be your one-stop resource e dates and times of your nearest Household -ray of f ree printed material on storm water i ations, and f ree yrasscycl ing information and V rF. AM S fs `I kts are only one of the many - fixtures of suburban America that add to water pollution. Lawn fertilizers, rinse water from driveways and motor oil also commonly end up in streams and lakes. Ij " Z to dispose of your leftover hazardous materials. Maintain your automobile to avoid leaks. Dispose of used vehicle fluids properly. Your pets can be poisoned if they ingest gas, oil or antifreeze that drips onto the pavement or is stored in open containers. J. f`e' .0 2 f­ NEVEP HOSE VEHICLE FLUIDS into the street or gutter, USE ABSOPBENT MATEPIALS such as cat litter to clean- up spills. SWEEP UP used absorbent materials and place it in the trash. Fortunate enough to own ;-,i horse or livestock? You, too, can play a part in protecting and c leaning up our water resources. The is following are a few simple Best T ; Management Practices (BAAPs) specifically . . . ....... F X designed for horse owners and landowners with horses. '. D 2 ­ I - ", ­, X r, , , .: your Manure properly, Do not h q store unprotected piles of manure in places where runoff may enter streams, and wash the manure away. Place a cover or tarp over the pile to keep rainwater out, with your local conservation district to design manure storage facilities to protect water quality. These structures usually consist of a concrete pad to protect ground water and a short wall on one or two sides to make manure handling easier, animals out of steams - Designed stream crossings provide a safe,, easy way for horses and livestock to streams, Fencing encourages the use of the crossing instead of the streambed to navigate streams. This will allow vegetation to stabilize natural stream banks and reduce sediment pollution, pastu to proper height, six (6") inches ;!8 typically recommendec Thank you for doing your part to protect your watershed, the environment, and the equestrian way of life in your community! 4 AA,any of the chemicals found in burns require careful handling and proper disposal. When using these chemicals, be certain to follow these common sense guidelines: Buy only what you need. Treat spills of hoof ails like a fuel spill. Use kitty litter - to soak up the oil and dispose of it in (A tightly sealed plastic bao, Store pesticides in a locked, dry, well -ventiloted area. Protect stored fertilizer and pesticides from rain and surface water. 0 6 to find out what to do with your current backyard iure pile, how to re-establish (a healthy store, what to do about weeds, and what grasses grow best in your Soils. For information on closed op" suppliers and recycling/disposal vendors, contact: County of Riverside Health Services Agency Department of Environmental Health at (909) 358-5055. SPILL RESPONSE AGENCY: HAZ-MAT: (909) 358-5055 AFTER 5:00 P.m.: (909) 358-5245 OR 911 RECYCLING AND HAZARDOUS WASTE DISPOSAL: (909) 358-5055 To REPORT ILLEGAL DUMPING OR A CLOGGED STORM DRAIN: 1-800-506-2555 on other pollution lm, activities, call: (909 1 955-1111, cE The Cities and County of Riverside StormWater/CleanWater Protection Program 1-800-506-2555 PROTECTION PROGRAM Riverside County gialefully ad(nowledgos, the SmVi Clara Va: loy Nof point source NlkltiUl Control Progr and the City of lo Angeles Stormwater Management Division for 0 nformation p;I()VfdOd in this bMCIILUG. Should Know I IN WIN is WN Riverside County has two drainage systerns - sanitary sewers and storm drains. The storm e g— drain system is designed to help prevent flooding by carrying excess rainwater away from r 5. streets, Since the stoi in drain system does not provide for water treati it also serves the iii-�intericledfLir Unlike sanitary sewers, storm drains are not connected to a treatment plant - they flow directly to our local streams, rivers and lakes. Rain and water ri-InOff from automotive shops and businesses can carry P0111,1tant material into storm drains. Examples of paRitanis include oil and grease from cars, copper and asbestos from worn brake linings, zinc frorn tires, and toxics from spilled fluids. Storm water pollution causes as much as 60% of our water pollution problem. It jeopardizes the quality Of Our waterways and poses a threat to groundwater resources if pollutants percolate through soil. Since preventing pollution is MUCh easier, and le," costly, than cleaning up "after the fact," the Cities and COUnly of Riverside, StornnWater/CleanWater Protection Program informs residents and businesses on pollution prevention activities such as [fie Best Maripoernont Practices (BMP's) described in this pamphlet. The Cities and County of Riverside have adopted ordinances for stormwater frianagewent and discharge control. In accordance viith state and federal lain /, these local stormwater ordinances prg!itbitthe discharge of% into the storm drain system or local surface waters. - rhisincklder'. discharges containing oil, antifreeze, gasoline aria hither waste mntericfls, I PLEASE NOTE: A Common storrilwatbr pollution problem associated with automotive shops and businesses is the hosing down of service bays, pat and other areas. Often, this activity flushes pollutants into the storm drain systpril. The discharges of pollutants is strictly prohibited by local ordinanc and state and Federal regulations. 1. Changing Automotive Fluids z If F area 1 .�tC f n or � � away fi r, I �, E, n ai�a a � aaa a y s. ni Wrydiainstochangeautomotiveflands. Coilec,i separate, and recycle. niv.or oil, antifreeze, transmission fluid, and gear (Al. t`i,ain brake fttaid and other non- rec,yc labllas into a proper container and handle as a hazardous waste. Use <a radiator dusting fluid that -- —. can be rec�ycloJ, gr. and add it to the vt is'o snuff eeze. 2. Working on Transmissions, Engines, and Miscellaneous Repairs Keep a drip pan or a wide loyY- rirnrried container under vehicles to catch fluids wh tar veryori Undip hoses, era screw filters, or Cflailgie parts, io cout£ai'l unexpected leaks. 3, Preventing Leaks and Spills ;Avoid spil by em s y Ing and Arai ig dOp pan when n You No e the i to another vPa"'ue Or �:4 l�n t) cy dIC is a�f_ftii * Routin ulhe k P,gnipi - ne9nt to 'Al,aB no sp ils and I e;. aIi le aks. 0 J'arfle leans or an i, `k-aa3?k� portable undc r v, m Cake d f di>. aria all fluids froin wrecked vehic �_s "1r Da, ts° l urs you koep on she. 4. Cleaning up Spills a Clean n lip salall l rilnls'.CilltE7liy' I_i;Ang spine shop 7. Removing and Storing Batteries 9 Store ootteries irdoors, on tan open rack. RetUr'n Woo to a br'lli n VE:ndor . f Conv n cracked batter) > > to prewo -lt hr-aac,la us spills . s flF. 4 iXr: NO O+JM_F1NG CJNLY F3ABiV C THE �iAddV �,.,ag. =. f 4 • Keep dry absorb(—.,n[ material and a 3. F Cleaning Parts ' , 12, Outdoor Parking and Auto wet /dryvacuurn cleaner onhnnd for rrid- sized ® ,f Clean parts in a self t Maintenance Spills. containe urill solv sink I h� `' � l 0 T outdoor c rc a2n -ns nn extension of your • Contain lerge spills it irmechately: block or Sh:rit tar parts washer to prevent - is .r service hays or avoid using altogether off floor and parking lot drains and' notify the solvents and grease from w Sweep- up '.rasl) and dirt frona outdoor parking <ar.rtilol itles. entering a sower or storm I r r <and rn-lintenoncc area,. Do not hose cm ip 11 rain e;nlployees to be familiar witl i haza dcu s c rr0 connection. � � � reins All non storm gnat> di sh aigcv are spill response plans and eiaaergency 4 � pi`)hibltec;, procedures. I r' �,. _ - -1 {� [Xo'll .JerK u3 (-caS to fa °C1nStary di air I Wither 9. Metal Grinding and Finishing t han a stoat drain. C:o hoot the lot i so authority to doter mirie if pretieritment is a Catch metal filings in an enclosed unit or on a a. Identify and Control Wastewater tarpauHn- required. Discharges e ;sweep flit lg area to prevent washing metals Ensure that shop sinks and floor drains are into floordiains. 13. Washing Vehicles, Cleaning Engines, connected to the sanitary sc,wer. Check with and Other Steam Cleaning the For occasional car e xt' nor : le;anli 1. nninimize )r cthc a recu:remcnts. 10. Storing and Disposing of Waste rfa� rr�,t {�� aaeci a�;u ciivoirrt ilofPt� Ili d >c�,p(;rd ! signs t01.?r('VGnt i!iSf:OSa of €C7Uid'J`taSteS 0 � recyclable and non - ecycf tdo waste a'cctc, I'.E "pli`it7�it f)til. oflnE, .ii()I nl .ir. lilt i`rtosanii�rr} :lralns. Store 9 iti <•:; � er:iclf r er -nth uicac,i,gr:ac {.able;, separately, f= { I io.,(,t tt l ec dr tc I c1..1 0 Place liquid 4,vaste (l Or other w` se) Via { {'J <tm'nC,i w'ln c)tE, #. Crnl wyne +``l`tt 3{tg 6. Fueling Vehicles within a b ri - red or Seco3 daly cont aimnent c enni;.�t or (<ua clearing i dl4(:haicjr•it o Cloar up miiaoi spill, .> +n a �,T I ar ea. a Mere. 't may float to .a stre flutter, of storm ?l � Ji !� (II)i nbc , 0 ihe;nt lather thori I EAED '� C ove r ou door sio ageC �ai� s to pre vent co tat,t +piths rntvatr�r drai�l. ( ;i I lia�w f, n 'hena to evaporate — a Collect used parts far delivery to a scrap mottal at pc. >o of the n,rsorbcll. a:; 14 Cleaning Work Areas a dry tarardoo � 4ei a3te. (� dealer, Soweep or vacunirn in(, shop floor hequolltly. Use a { ln1) (d ata r :l Demp nop UFC rh ar {e dc i,(' lo se do"'m c unp loop C) it ep th6 la 3Fa t�i� \fork, arc,a`.: i nto t restrect or glrit('I ( dean rotor than a hose or ra --- 11. Selecting and Controlling Inventor g g Y 0 too not pow rnop Nate i vo this parking lot, L . � `JJ =_ et mop p � Pt diaso r . i r non-toxic, on -to K i alaterials y <trC, E ?( dotter Oa storrn di c31r,. SOY t,k red 000 supplio s and pug h ass o U n(?ra tole deaning products vJ)en vei s Ippl r , in ll s;,a:tY. spine shop 7. Removing and Storing Batteries 9 Store ootteries irdoors, on tan open rack. RetUr'n Woo to a br'lli n VE:ndor . f Conv n cracked batter) > > to prewo -lt hr-aac,la us spills . s flF. 4 iXr: NO O+JM_F1NG CJNLY F3ABiV C THE �iAddV �,.,ag. =. o ne nn bets and links. 0 20 SIVERSIDE COUNTY WATER AGENCIES: City (° B n ing (951, 922-3130 City Beaumont ( 769-8t320 City a' Blythe ( 922 bl61 City of Coachella (760) 398 -350: Coact cll a valley Atitor D;sti ict (7 60) 0) +98 2651 City of Corona ( 736-2259 Desert Center CSAd51 (760 ; 22 3203 Casten Man¢ ipal Water District (95 1) 0 28-3777 Elsinore Valley MWD (951) 674-3146 (arm Mutua! Victor Company (951) 244 -4998 City of Hoofer (9 1)'65 -3712 Idyilwild Water District (951) 859 -2943 Jurupa Community Sorvic, s District (951) 360 -8795 Lake He met MWD (951) 658 -3241 Lase Lake Water District (951) 277-1414 March Air Force Base (951) 656 -7000 Mission Springs Water Disirict (760) 329 -6448 City of Palm Springs (760) 323 8253 Rancho Caballero (951) 78 - Rancho California 'Nate, District (951) 296 -6900 Ripley, CSAtt62 (760) 922-4951 City of Riverside (951) 351-6170 Rutzidoux, Community Services District (951) 684- Silent Valley Club its (951) 849 -4569 Valley Sanitary Dist lot (760) 347- 4vesteui Municipal Water District (951) 789 5000 Yucaipa Valley Water District (960) 797-5117 ;. CALL 1- 800 - 548 -2555 to: 0 i- Re>crt clogged stow dram or illegal storm dion disposal from 'residential, industrial . construction and commercial sites into public streets, storm drains andicrwritei bodies. :Find out about fi varous storm drain pollution p evention materiels. Locate -the dates and rinks, of Household Hazardous Wastc (HHV:) Colloctran Event. Request adult, neighborhood of classroom presentations. • Laate other County environmental services. Reserve grasscycling information and composting workshop information. Or visit Our (Riverside County Flood Control District website at: www.floodco Other links to additional storm drain pollution information: County of Riverside Envoorimen'ai Health: wwtiy.rivgoel).4rg California State Water Resource Conservation Board: - nutnv ;tlrcfa..�a goaistopnwtrllunks.f,ttmE CaUfarr;io Water Quality Task Force: vtmL abMphandba_oks. cam: United State Enviromnental Protection Agency (EPA)- wvnv ePa,govlopptintrtyi2homelt>_rag urns ;busptc htn (Compliance assistance; information) e .crside county On =.y Rain in the sroim Plain PfAulell Protection Program, gratef :l'} the flay Area Stornnevater Ma;1<¢ mono P.ger o :i�soc;ahon a w rho r le aping Equ+pneent T -ado &so..skon farinfuunatinrt pr�ti Jr. -c. ir..Iss b; r,rl:ure. what yf sloym Dw are not connected to sanitary %! sewev systems and l s1 ".' �v� e -err >" PLEASE (VOTE: The discharge of pollutants into the street, gutters, storm drain system, or waterways — without a Regional Water Quality Control board permit or waiver— is strictly prohibited by local ordinances and state and federal law. The primary purpose of storm drains is to carry rain water away from S developed areas to prevent flooding. Untreated storm water and the ME, 3 pollutants it carries flow directly into rivers, lakes, and streams. Wastewater from residential swimming pools, Jacuzzis, fishponds, and fountains often 4 nti contain chemicals used for sanitizing or cleansing purposes. Toxic ° L O chemicals (such as chlorine or copper -based algaecides) can damage the . environment when wastewater is allowed to flow into our local rivers, lakes, a and streams by way of the storm drain system. Each of us can do our part to c ° help clean ourwater, and that adds up to a pollution solution. The Cities and County of Riverside have adopted ordinances for storm drain ON M pollution management to maintain discharge control and prevent illegal storm drain discharge. In accordance with state and federal law, these local (,� ` 42.1�� s storm water ordinances prohibit the discharge of pollutants into the storm I . drain system or local surface waters. The Only Rain in the Storm Drain tofu mumaaa mm�enmtim:tmummarnam asmmmme 5 h Pollution Program informs residents and businesses of storm drain pollution i prevention activities such as those described in this brochure. Y. w i M i x3 1' sq• ".' �v� e -err >" PLEASE (VOTE: The discharge of pollutants into the street, gutters, storm drain system, or waterways — without a Regional Water Quality Control board permit or waiver— is strictly prohibited by local ordinances and state and federal law. 6;av N ' s ars % p1lil SHO WWA MPH uffwffafflff" A1101 M; OF 68 ff ;,SEW - a Use These Guldel"Ifle S' FOF ProPer Draining of YoUlF SMIMMIng Pool, 18CUZZ"I and Fountain Water D R(_1gLJ"aidG11S ReqUirernentsfor pool draining may differfrorn city to city. Check with Your water agency to see if disposal to the sanitarysewerlineis allowed for pool discharges`---- - (see reverse side for Riverside County water purveyors). Refinishing Pool Surfaces If you are resurfacing your pool, or resurfacing the pool patio area, be sure to hose down mixers, tools and trailers in a dirt area where rinse water won't flow into the street, gutter or storm drain. Local storm water ordinances strictly prohibit the discharge of pollutants into the storm drain systern. Residues from acid washing and similar If sewer discharge is allowed. a hose can be activities require special handling. Never run from your swimming pool pump to the discharge low or high pH wastewater into the washing machine drain or a sink or bathtub. If street, gutter or storm drain. sewer discharge is not allowed, or if your house is served by a septic tank, review the O ptions presented below. 9 , irk H If your local sewer agency will riot accept pool water into their systern, or if you are on aseptic tank systern, follow these guidelines: t i " d 9. Reduce or eliminate solids debris, leaves or dirt) in the pool 0 water. ii, 2, Allow the chemicals in the pool water to dissipate. This could take WV Lip to seven (7) days depending on the time of year Create a co-op: let your neighbor share your Pool while theirs is being prepared for draining, then use their pool while yours is being drainod. Chlorinated water should not be discharged into the storm drain Or Surface waters. This includes large pools such as community swimming pools or spas. 1 When the pool water is free of all chemicals (verify by a home pool water test kit) drain pool water to landscaped areas, lawns, yards, or any areas that will absorb the water. 4. You may have to drain the pool water over a period of a fevv days to allow the landscape areas to absorb most of the water, 5. Control the flow of the draining pool water to prevent soil erosion. Do not allov, sedirrient to enterthe street, gutteror storm drain. Avoid discharging pool water into the street and storm drain systen"I. Water runoff that enters the street can pickup motor oil, pet waste, trash and other pollutants, eventually carrying them into the storm drain systern and local surface waters. Cleaning Filters Discharge of pool filter rinse water and backflush to a stream, ditch, or storm drain is prohibited. Backflush from pool filters must be discharged to the sanitary sewer, on-site septic tank and drainfield system (if if properly designed and adequately sized), or a seepage pit. Alternatively, pool filter rinse water and backwash may be diverted to dirt or landscaped areas. Filter media and other solids should be picked up and disposed of in the trash. e ITI i c a I t H . , !?'I air c'Hh_C I I I - .- _ o, r a c 11 Use only the am indicated on produ labels. Store chlorine and other chemicals in a covered area to prevent runoff. Keep out of reach of children and pets. L`h1nr;n L-iic I ; retail swimming pool equipment and supply stores, should be used to monitor the chlorine and oil levels. Chlorine and other pool chemicals should newer be allowed to flow into the gutter or the storm drain system, AlEjaedy Avoid using copper- based algaecides unless absolutely necessary. Control algae ilith chlorine, organic polymers or other alternatives to copper-based pool chemicals. Copper is a. heavy metal that can be toxic to aquatic life. F`ropei Dispoc,-fl (if Poo' F i a, r'", i ca 1 S If you need to dispose of unwanted pool chemicals, first try giving them to a neighbor with a pool. If that doesn't work, bring unwanted pool chemicals to a Household Hazardous Waste (I­HW) Collection Event, There's no cost `or bringing HI-M] items to collection :rents - it's FREE! Call 1- 800 -506- 55 for a schedule of tAHVv' events in . community. o H Ti ;n- nl,J City ofBaoning /A51\022'3130 City o(Beaumont (951)789'852U City o(Blythe (760) 922-6161 ( (760) 398-3502 Coachella Valley Water District (708)380'2051 City :/Corona (051)736^225Q Deser\ Center, C3A#51 (760) 227-3203 Eastern Municipal Water District (351)92d'3777 Elsinore Valley MVVD (U51)674-3140 Farm Mutual Water Company (951)244'4198 City n[Hemet (Q51)765'3712 |dy|im/0d Water Dish io| (951) u59'2143 Jon/pm Community Services District (951`38V'8785 Lake Hemet &4VYD (951)658-3241 L ee Lake Water District (951)177'1414 Match Air Force Base (951)65O'7000 Missio S Wa District (760) 329-6448 �City oi Palm Springs (760)32S'8263 R ancho Caballero (951)78V'8272 ancho California Water District (851) 205-6830 Rip}oKCSA#82 ^` (700)822'4951 �r O (]51) 351'6170 KuWdoux Community Services District (951) 684-7580 Silent Valley Club, Inc (951) 849-4501 Valley Sanitary District (T88)347'2556 Western Municipal Water District (951) 789-5000 Yucaipa Valley Water District (909) 797-5117 DISCHARGES Tu report illegal dumping into storm drains or � clogged storm drains, please call: � u ���=w�����^���� " online resources include: Riverside County Flood Control District outreach ~ materials page: `} � California Storm "later Quality Association � ~) ~)WR State Water Resources Con\m|Boad.0a(orQua|i»/ J Eq ui PIMP ww.swret).ca.ciov/stormwtr/indox,htnit U.S. Environmental Protec Agency � Slam Drains are goal connected 18 sanitary sewer systenis and The primary purpose 0i storm drains is t0 carry rain water away from developed areas to prevent flooding. Pollutants discharged h3 storm drains are conveyed directly into rivers, lakes and streams. S08p3 degreasers, aUhJOl{tiVe QUidS, litter and & host Ufother materials washed off buildings, sidewalks, plazas, parking areas, vehicles and equipment must be properly managed t0prevent the pollution of rivers, lakes and strearns. Preventing pollution iS the best way k}protect the environment. IO addition, itiS Much easier and less costly than cleaning Up "after the t8Ct. /\ WATERSHED i3@D area 0f land that catches rain and snow then drains 0r seeps into @marsh, stream, river, lake Orgroundwater. Watersheds C8Rl()iD all shapes and sizes, crossing county, state, and national boundaries, therefore many »f our activities at home, work 0[ play affect the quality 0 VY8[f,[Sheds, >O accordance with state and federal law t0 protect our watersheds, the CITIES AND COUNTY []F RIVERSIDE have adopted ordinances for Ot0[0lVVate[ management and discharge control to prohibit the discharge 0[ wastes into the storm drain system Or local surface waters. This INCLUDES discharge Vf wash water from outdoor cleaning activities which may contain pollutants Such aSoil, PLEASE NOTE: Check with your Regional Water Quality Control Board, local municipal government and water agencies 0O what the restrictions are iO your area. 0 11 Use These Guldellnes For Ouldinoy Cleaning AcHv"It"Ies and Wash Water Disposal DOU NOT . . . dispose of water containing soap or any other type of cleaning agent into a storm drain or water body. This is a direct violation of state and/or local regulations. Because wash water from cleaning parking areas may contain metallic brake pad dust, oil and other automotive fluids, litter, food wastes and other materials, if should never be discharged to a street, gutter or storm drain. Do . . dispose of small amounts of wash water from cleaning building exteriors, sidewalks or plazas onto * ndscaped or unpaved surfaces, provided you have the owner's permission and the discharge will not cause nuisance problems or flow into a street or storm drain. Do . % . check with your sanitary sewer agency's policies and requirements concerning wash water disposal. Wash water from outdoor cleaning activities may be acceptable for disposal to the sanitary sewer with specific permission. See the list on the back of this flyer for phone numbers of the sanitary sewer agencies in your area. Do . . , understand that mobile auto detailers should divert wash water to landscaped or dirt areas. Be aware that soapy wash water may damage landscaping. Residual wash water may &main on paved surfaces to evaporate. esidues should be swept up and disposed of. Do NOT . . . Dispose of leftover cleaning agents into the gutter. storm drain or sanitary sewer. understand that wash water (without soap) used to remove dust from a clean vehicle may be discharged to a street or drain. Wash water from sidewalk, plaza, and building surface cleaning may go into a street or storm drain IF ALL of the following conditions are met: 1. The surface being washed is free of residual oil, debris and other materials by using dry cleanup methods (i.e., sweeping, and cleaning any oil or chernical spills with rags or other absorbent materials before using water). 1 Washing is done with water only, not with soap or other cleaning materials. 3. You have not used the water to remove paint from Surfaces during cleaning. CAILL 1-800-506-2555 TO REPORT iLLEGAL PC"ILLUTING OF STORM DR,4MV or visit USING CLEANING AGENTS' If you must use soap, use biodegradable/ phosphate-free cleaners. Although the use of nontoxic cleaning products is strongly encouraged, do understand that these products can degrade water quality. The discharge of these Products into the street, gutters, storm drain system or waterways is prohibited by local ordinances and the State Water Code. Avoid use of petroleum-based cleaning products. When cleaning surfaces with a high-pressure washer or steam cleaning methods, additional precautions should be taken to prevent the discharge of pollutants into the storm drain system. These two methods of surface cleaning, as compared to the use of a low-pressure hose, can remove additional materials that can contaminate local waterways. t; {Eta Tm 'iro HEL.P FIRm'Em" Out? YVA T E R ... SGPErNING WASH WATER A thorough dry cleanup before washing exterior surfaces such as building and decks without loose paint, sidewalks, or plaza areas, should be sufficient to protect receiving waters. HOWEVER, if any debris (solids) could enter storm drains or remain in the gutter or street after cleaning, wash water should first pass through a `20 mesh" or finer screen to catch the solid materials, the mesh should then be disposed of in the trash. DRAIN INLET & COLLECTION OF { MASH WATEP Sand bags can be used to create a barrier around storm drain inlets. Plugs or rubber mats can be used to temporarily seal storm drain openings. Containment pads, temporary berms or VaCLIUrn brooms can be used to contain and collect wash water. P l ZuPPI-IES , � � _(� 9 LP � 12!�Tl Nq Special materials such as absorbents, storm drain plugs and seals, small sump pumps, and vacuum booms are available from many vendors. For more information, check catalogs such as New Pig (800-468-4647, www.newpig.com), Lab Safety Supply (800- 356 -0783), C&H (800-558-9966), and W.W. Grainger (800-994-9174); or call the Cleaning Equipment Trade Association (800- 441 -0111) or the Power Washers of North America (800-393-PWNA). Water Quality Management Plan (WQMP) Bel Vista 11 Appendix E Soils Report • 40 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY May 16, 2005 Project No, 111442003 To: Pulte Home Corporation 2 Technology Drive Irvine, CA 92618 Attention: Mr. Ron Roberts Subject: Supplemental Geotechnical Investigation, Rancho Highlands II, Tract 23992, Lots 1, 2 and 3, City of Temecula, California. In accordance with your request and authorization, Leighton & Associates, Inc. (Leighton) has completed a Supplemental Geotechnical Investigation of the Rancho Highlands If Tract 23992 project site located south of the intersection of Rancho California Road and Ynez Road in the City of Temecula, Riverside County, Temecula. This report summarizes our evaluation of the condition of the existing fill soils and geotechnical constraints relative to the proposed development, geotechnical recommendations related to remedial earthwork and erosion repair, future site grading, foundation design parameters and pavement sections. The subject site was previously rough- graded under the geotechnical observation and testing of Petra Geotechnical, Inc. If you have any questions regarding this report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. ^` Respectfully submitted, LEIGHTON AND ASSOCIA Scot Mathis, CEG 2307 (Exp. h Senior Project Geologist tf f�1/ l Distribution: (6) Addressee i !y 140.64785 i I Exp OG13OV07 OP CAU�� Zafar Ahmed, RICE 64785 Senior Project Engineer 41715 Enterprise Circle N., Suite 103 a Temecula, CA92590 -5661 909.296.0530 a Fax 909.296.0534 111 www.leightongeo.com 111442 -003 May 16, 2005 TABLE OF CONTEN Section pace 1.0 INTRODUCTION ............................................................................. ..............................2 1.1 Purpose and Scope .................................................................... ..............................2 1.2 Site Location and Description ...................................................... ..............................2 1.3 Proposed Development ............................................................. ..............................3 2.0 INVESTIGATION AND LABORATORY TESTING ................................... ..............................4 2.1 Field Investigation .................................................................... ..............................4 2.2 Laboratory Testing .................................................................... ..............................4 2.3 Previous Site Grading Operations ............................................... ..............................4 3.0 CONCLUSIONS ............................................................................... ..............................6 4.0 RECOMMENDATIONS ...................................................................... ..............................7 41 Earthwork 7 ............................................. ............................... 4.1.1 Site Preparation and Remedial Removals. ....................... 4.1.2 Cut/Fill Transition Pads .................. ............................... 4.1.3 Structural Fills ............................... ............................... 4.1.4 Slope Repair. ............ ................ ................................. 4.1.5 Temporary Excavations ................... ............................... 4.2 Preliminary Foundation and Slab Design Parameters .............. 4.3 Foundation Setback from Slopes ........... ............................... 4.4 Fault Setback ....................................... ............................... 4.5 Structure Seismic Design Parameters ..... ............................... 4.6 Pavement Section Recommendations.... ................................ 5.0 GEOTECHNICAL REVIEW ............................... ............................... 5.1 Plans and Specifications .......................... ............................... 5.2 Construction Review ............................... ............................... 6.0 LIMITATIONS ............................................... ............................... Accompanying Figures, Tables, and Appendices Figure Figure 1— Site Location Map Figure 2 — Test Pit Location Map .. ............................... 7 ... ..............................8 .. ............................... 8 ..............................8 .......................... 9 .. ............................... 9 .. .............................10 .. .............................10 .. .............................10 .. .............................12 .. .............................12 .. .............................12 13 End of Text End of Text Ll 111442 -003 May 16, 2005 TABLE OF CONTENTS (Continued Tables Table 1- Minimum Foundation Design Recommendations for Very Low Expansive Soils End of Text Table 2 - Minimum Foundation Design Recommendations for Low Expansive Soils End of Text Table 3 - Minimum Post- Tensioned Foundation Design Recommendations For Very Low and Low Expansive Soils End of Text Table 4 — AC Pavement Section Thickness End of Text Appendices Appendix A - References Appendix B - Test Pit Logs Appendix C - Laboratory Testing Procedures and Test Results Appendix D - General Earthwork and Grading Specifications 1 ` Leighton 1.1 1.2 1112 -003 May 166, , 2005 1.0 INTRODUCTION Purpose and Scone The purpose of this supplemental geotechnical investigation was to evaluate the condition of the existing fill soils, evaluate existing geotechnical constraints related to the proposed residential development, and provide geotechnical recommendations for remedial earthwork, erosion repair, future site grading, foundation design parameters and pavement sections. The site was previously rough - graded in 2001 and 2002. Geotechnical services during rough grading were provided by Petra Geoteclmical, Inc. (Petra, 2001 and 2002). The scope of services performed by Leighton for this supplemental investigation included the following items: • Review of previous geotechnical reports for the subject tract, preliminary site plan, maps, aerial photographs, and other pertinent documents (Appendix A). • General field reconnaissance to observe the existing onsite geotechnical conditions. • Subsurface exploration consisting of the excavation, logging, and sampling of ten exploratory backhoe test pits across the previously compacted fill area (see Figure 2). • Laboratory testing of representative soil samples obtained from the subsurface exploration program. • Preparation of this report presenting our findings, conclusions and preliminary geotechnical recommendations with respect to development of the site and general construction considerations. It should be noted that additional subsurface investigation and evaluation may be recommended based on future site development plans. Site Location and Description The project site is an irregular shaped tract located generally southeast of the intersection of Rancho California Road and Ynez Road in the City of Temecula, Riverside County, California. The project site is bounded by Ynez Road to the north, Embassy Suites Hotel and a plaza to the west, Interstate Highway 15 to the south, and residential development to the east. The approximate limits of the site are shown on the Site Location Map (Figure 1). The subject property was previously sheet graded into three (3) super -pads under the geotechnical observation and testing services of Petra Geotechnical Inc. (2002). Based on our review of the Geotechnical Report of the Rough Grading (Petra, 2002), grading consisted of cuts and fills with a maximum fill thickness of approximately 45 feet. 2- Leighton E 111442 -003 May 16, 2005 The project site is currently vacant with the exception of an isolated stockpile of boulders. Desilting basins are located throughout the site and continue to retain water. The surface soils of the super -pads and slopes appeared to be dry with medium to heavy growth of weeds and vegetation scattered across the site. Loose sediment deposits and erosion rills up to 4 feet in depth were encountered along the alignment of Rancho Highland Drive and Tierra Vista Road. 1.3 Proposed Development Based on our review of the preliminary site plan (RBF, 2005); we understand that the proposed development will consist of approximately 66 two -story triplex residential buildings, pavements, detention basins, a park, and other associated improvements. 1112 -003 . May 166, , 2005 2.0 INVESTIGATION AND LABORATORY TESTING 2.1 Field Investigation On April 19, 2005, Leighton conducted a field exploration, which consisted of the excavation, sampling, in -situ density testing, and logging of 10 exploratory test pits at selected locations throughout the subject tract. The exploratory test pits were excavated to depths ranging from approximately 8 to 8.5 feet below the existing ground surface using a rubber -tired backhoe. Approximate locations of the test pits are depicted on the Test Pit Location Map (Figure 2). A staff engineer from Leighton conducted sampling and logging of the test pits. Soil materials were visually classified according to the Unified Soil Classification System (ASTM D2488) and further classified in the laboratory. Logs of the test pits are presented in Appendix A. In -situ density tests of the previously compacted fill were performed at various depths in accordance with ASTM Test Method D2992 (nuclear gauge method). Afler logging, sampling, and testing, the excavations were loosely backfilled with spoils generated during excavation. Selected representative samples were delivered to our laboratory for testing. 2.2 Laboratory Testing Laboratory tests were performed on representative bulk samples, obtained from previously compacted fill area, to provide a basis for development of design parameters. . Selected samples were tested for maximum dry density and optimum moisture, expansion index, and corrosion potential (soluble sulfate). Test results are presented in Appendix C. 2.3 Previous Site Grading Operations The subject site was initially rough graded during August through December of 2000, and completed on September through October of 2001, under the geotechnical observation and testing of Petra Geotechnical, Inc. A report documenting the geotechnical observations and field density testing of compacted fill placed at the site was provided (Petra, 2002). Based on our review of that report, low- density natural soils were removed to expose competent bedrock as part of the site preparation. Fill soils were compacted to 90 percent of the maximum dry density in accordance with ASTM D 1557. The approximate depths of removal ranged from 2 to 20 below original grades. A summary of the as- graded condition is as follows: • The onsite soils have a very low to medium expansion potential with soils very low to low potential to expansion more prevalent on site; • Based on the ASTM Test Method D1557, maximum dry densities of the representative soil samples were in the range of 102 to 134 pounds per cubic feet (pcf) with optimum moistures of 8 to 15.0 percent; q_ Leighton 111442 -003 May 16, 2005 i e The relative compaction of the fill placed were at least 90 percent of the maximum dry density in accordance with ASTM Test Method D1557; e The sulfate content of the onsite soils are non - detectable; o Cut and fill slopes constructed at a 2:1 with maximum height of 40 and 60 feet, respectively, were grossly stable. Buttress fill was not required. Due to the length of time since the completion of original rough grading and weathering of soils, Petra Geotechnical Inc. performed a supplemental geotechnical investigation (Petra, 2003) to evaluate the soil conditions for continued development of the project site. Eleven exploratory test pits to maximum depth of 4 feet were excavated and in- situ density testing of the previously compacted fill were performed at various depths. The geotechnical consultant concluded that the project site was still suitable for development with remedial grading to repair surficial weathering and erosion damage of the pads and slopes. 5 Leighton 1112.003 May 166, , 2005 3.0 CONCLUSIONS Based on our preliminary geotechnical evaluation, it is our professional opinion that the proposed development is feasible from a geotechnical standpoint. The following is a summary of the geotechnical findings and factors that may affect development of the site. • The previously compacted fills consist of dry to very moist mixture of silty sands and sandy silts. The in -situ moisture content of the fill soils within upper 8.5 feet varied in the range of 3.3 to 21.0 percent. • Laboratory test results show that the maximum dry densities of the bulk samples of the on- site fill soils ranged from 121.5 to 133 pcf with optimum moisture contents ranging from 8.5 to 12.0 percent. • The shallow fill soils are currently at less than 90 percent relative compaction. The depth of the undercompacted material is approximately 1 to 3 feet throughout most of the site. • Based on limited laboratory testing (Appendix C) and visual classification, the majority of onsite earth materials generally have a very low expansion potential. Very low to medium expansive soils are anticipated to be encountered during rough grading. Soils with medium expansion potential (Expansion Index > 50) may be present in the cut areas (Petra, 2002). • Limited laboratory testing (Appendix C) indicates that the on -site soils present a negligible sulfate exposure to concrete. • Localized, shallow surficial erosion were observed at different sections of the previously graded slopes within the subject tract. - 6- Leighton �. 111442 -003 May 16, 2005 4.0 RECOMMENDATIONS 4.1 Earthwork Earthwork should be performed in accordance with the General Earthwork and Grading Specifications in Appendix D and the following recommendations. The recommendations contained in Appendix D are general grading specifications provided for typical grading projects. Some of the recommendations may not be strictly applicable to this project. The specific recommendations contained in the text of this report supersede the general recommendations in Appendix D. 4.1.1 Site Preparation and Remedial Removals We anticipate that future earthwork at the site will consist of site preparation, remedial rough - grading, precise grading, foundation installation, trench excavation and backfill, permanent slope construction, and construction of street sections. Previously compacted fill or cut surfaces should be cleared of vegetation, deleterious materials, desiccated fill soils, wet soils and undocumented fill soils including all stockpiles of dirt. Based on our field moisture and density testing, it is our opinion that approximately I to 3 feet of previously compacted fill area should be overexcavated to expose fill meeting 90 percent relative compaction per ASTM D1557. Deeper removals may be required locally as determined by the geotechnical engineer during grading. Public roadways (Rancho Highlands and Tierra Vista) and private roadways within the subject site should be overexcavated to a depth of 3 feet and 1 foot, respectively. The overexcavation depth should be measured from the deeper of existing grade or planned pavement subgrade. The lateral limits of the overexcavation should extend at least equal to the depth of removal from the face of the curb. Prior to placement of additional fill, remedial removal areas should be scarified a minimum of 8 inches, moisture conditioned as necessary and recompacted to a minimum 90 percent relative compaction based on ASTM D1557. 4.1.2 Cut /Fill Transition Pads In order to mitigate the impact of underlying cut/fill transition conditions, we recommend overexcavation of the cut portion of transition pads. Overexcavation should extend to a minimum depth of 5 feet below the bottom of the proposed footings or one -half of the maximum fill thickness on the pad, whichever is deeper. 1112-003 May 166, , 2005 The limits of overexcavation should extend laterally a minimum of five feet outside the building footprint. 4.1.3 Structural Fills The onsite soils are generally suitable for re -use as compacted fill, provided they are free of debris and organic matter. Fills placed within 10 feet of finish pad grades should contain no rocks over 12 inches in maximum dimension. Fill soils should be placed at a minimum o£90 percent relative compaction (based on ASTM D1557) and at near or above optimum moisture content. Placement and compaction of fill should be performed in accordance with local grading ordinances under the observation and testing of the geotechnical consultant. The optimum lift thickness to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in thickness 4.1.4 Slone Repair Previously graded slopes (cut and fill) within the subject tract showed localized, shallow surficial erosion. Slope face repair may be done by simple moisture conditioning in -place and surficial recompaction without resorting to remedial stabilization fill. Such surficial recompaction of the slope face may be attained by track - walking with a small dozer (e.g., Caterpillar D -4 or equivalent). The use of large equipment for surficial recompaction is not recommended for this process. All slopes, fill and cut, should be landscaped with deep - rooted, drought- tolerant vegetation. The minimum irrigation necessary to sustain plant vigor should be utilized. Cut slopes which expose weathered, cohesionless sandstone (i.e., clean sand) should be covered with jute matting or protected with approved other erosion - control measures. 4.1.5 Temporary Excavations Temporary excavations with vertical sides, such as utility trenches, should remain stable'to depths of 4 feet or less for the period required to construct the utility. In accordance with OSHA requirements, excavations greater than 4 feet in depth should be shored, or laid -back to inclinations of 1:1 (horizontal to vertical) or flatter, if workers are to enter such excavations. Leighton does not consult in the area of safety engineering. The contractor is responsible for the safety of all excavations. 8- • Leighton 111442 -003 May 16, 2005 4.2 Preliminary Foundation and Slab Design Parameters It is our understanding that the detached two -story triplex residential structures may be founded on conventional or post - tensioned foundation systems. The proposed foundations and slabs should be designed in accordance with the structural consultants' design, the minimum geotechnical recommendations presented in this report, the City of Temecula requirements and the 1997 UBC. Residential foundation footings maybe designed with the following parameters: Allowable Bearing Capacity: 2,000 psf at a minimum depth of embedment of 18 inches, plus an additional 250 psf per 6 inches of additional embedment to a maximum of 3,000 psf. (per 1997 UBC, capacities may be increased by '% for short-term loading conditions, i.e., wind, seismic) Sliding Coefficient: 0.38 Settlement Potential: Total: 1 inch Differential: %z inch in 40 feet For budgetary and planning purposes, preliminary recommendations on the footing width, depth, reinforcement, slab reinforcement, and the slab-on-grade thickness are provided in Tables 1 through 3 (rear of the text) for very low to low expansive soil subgrade (Expansion Index 5 50). We recommend that as grading progresses, building pads be evaluated for expansion potential. The final footing and slab design for each proposed structure should be designed based on the results of the lot by lot evaluation upon completion of grading and structural evaluation. If footings are to be founded on medium expansive soil subgrade (Expansion Index > 50), specific recommendations for foundation design should be provided by Leighton. 4.3 Foundation Setback from Slopes We recommend a minimum horizontal setback distance from the face of slopes for all structural footings (retaining and decorative walls, building footings, slabs, patios, pools, etc.). This distance is measured from the outside bottom edge of the footing horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/3, where H is the slope height (in feet). The setback should not be less than 10 feet. If design constraints 111442 -003 May 16, 2005 require smaller setbacks in certain areas, Leighton should evaluate those areas on a case -by- case basis. The soils within the structural setback area possess poor lateral stability and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and/or differential settlement. The potential for distress to such improvements may be mitigated by providing a deepened footing or a pier and grade -beam foundation system to support the improvement. The deepened footing should meet the setback as described above. Modifications of slope inclinations near foundations may reduce the setback and should be reviewed by the design team prior to completion of design or implementation. 4.4 Fault Setback Active faulting was previously mapped within the Lot 3 (Leighton, 1987). In accordance with State of California and Riverside County requirements, we recommend a structural setback of 50 feet from the mapped fault trace as shown in the referenced report (Leighton, 1987). We recommend that the setback zone be extended up and away from the fault, through the compacted fill, at a 1:1 (horizontal to vertical) slope to the finish grade Structures for human occupancy should not be constructed within the fault setback zone. Other uses may be considered. 4.5 Structure Seismic Design Parameters Structures should be designed as required by provisions of the Uniform Building Code (UBC) for Seismic Zone 4 and state -of -the -art seismic design parameters of the Structural Engineers Association of California This site is located with UBC Seismic Zone 4. Seismic design parameters in accordance with the 1997 UBC are presented below. (_ Seismic Source Type = B Soil Profile Type = S I Near Source Factor, N. 13 Near Source Factor, N„ 1.6 Seismic Coefficient, C. = 0.57 Seismic Coefficient, C, = 1.02 i 4.6 Pavement Section Recommendation Limited laboratory test results on representative samples show that on -site subgrade soil I have R- values in the range of 14 to 46. We assumed a R -value of 30 for preliminary I 10- I • Leighton 111442 -003 May 16, 2005 pavement section recommendations in this report. For planning and estimating purposes, a range of Traffic Indexes (TI's) have been provided for preliminary pavement recommendations. The final pavement design should be based on R -value tests of representative samples of the actual subgrade materials and appropriate traffic indices selected by the project civil engineer or traffic engineering consultant, should be in general accordance with City of Temecula Standards. The pavement sections should meet or exceed County of Riverside standards. Minimum pavement sections based on the Caltrans Highway Design Manual Method are presented on Table 4, (rear of text). The upper 12 inches of subgrade soils should be compacted to at least 95 percent relative compaction (ASTM D1557). The subgrade soils should be conditioned to near optimum moisture content and kept in this condition until the pavement section is constructed. The subgrade should be proof -rolled prior to placement of aggregate base and under the observation of the geotechnical consultant in order to identify any yielding areas. Aggregate base should be compacted to at least 95 percent relative compaction (ASTM D1557). Base rock should conform to the current edition of the "Standard Specifications for Public Works Construction" (green book) or Caltrans Class 2 aggregate base standards (minimum R -value of 78). Asphaltic concrete should be placed on compacted aggregate base and compacted to a minimum 95 percent relative compaction based on the ASTM D1561 and D2726 laboratory standards. 111942 -003 May 16, 2005 5.0 GEOTECHNICAL REVIEW Geotechnical review is of paramount importance in engineering practice. The poor performances of many foundation and earthwork projects have been attributed to inadequate construction review. We recommend that Leighton and Associates be provided the opportunity to review the following items. 5A Plans and Specifications Leighton and Associates, Inc. should review the rough grading plans, foundation plans and project specifications when they are completed. Such review is necessary to evaluate whether the geotechnical recommendations have been effectively incorporated in plans and other construction documents. Review findings should be reported in writing. If the project design is revised, additional subsurface investigation may be required. 5.2 Construction Review I Observation and testing should be performed by Leighton and Associates representatives during grading and construction. It should be anticipated that the substrata exposed during construction may vary from those encountered in the test pits. Reasonably continuous construction observation and review during site grading and foundation installation allows for evaluation of the actual soil conditions and the ability to provide appropriate revisions during construction, if required. • Site preparation, removal of unsuitable soils, approval of imported earth materials, fill placement, foundation installation and other geotechnically- related site operations should ` be observed and tested by representatives of Leighton and Associates. 11 Additional laboratory testing of subsurface materials should be performed during grading to confirm compacted density and moisture content, corrosion potential and expansion potential. A state- licensed corrosion engineer should be consulted to review the results of laboratory tests and provide specific recommendations if contusion sensitive materials are to be used. A I I I 12 Leighton 111442 -003 May 16, 2005 6.0 LIMITATIONS This report was necessarily based in part upon data obtained from a limited number of observances, site visits, soil samples, tests, and analyses. Such information is necessarily incomplete. The nature of many sites is such that differing characteristics can be experienced within small distances and under various climatic conditions. Changes in subsurface conditions can and do occur over time. This report was prepared for Pulte Home Corporation, based on their needs, directions, and requirements. This report is not authorized for use by, and is not to be relied upon by any party except Pulte Home Corporation, and their successors and assigns as owner of the property, with whom Leighton has contracted for the work. Use of or reliance on this report by any other party is at that party's risk. Unauthorized use of or reliance on this report constitutes an agreement to defend and indemnify Leighton and Associates from and against any liability which may arise as a result of such use or reliance, regardless of any fault, negligence, or strict liability of Leighton and Associates. 13- Leighton 0 4xt r�t fk ,ar���s° � :� �� � � #� sMtf � '� ✓ > a s i r u �; f f k ux{ 3 � I � ^ � : ' i i �t+ k O N dt'" { `! < t .at'#�+�yi`�ryN�'{. {¢i �R. :�s�„fv. w O Q t`".�,%�}uar {7i fz1 iM �'S+t.t '�)''. sr , Z N N r, R t°`� 4' tt '�• � d �' ,r?�'r �t - ! k '+ ���k �k`i ! #' p� :�` ti� "�1 � < €t } b a " # � kn d � Z V Z 8g�7�" *I"'�" �� ' � �t ��`'`�`,V � "R 'x"�z� a �,� 4 . # ". f` " ,�'��.� �`�''�• �,�. S' a ,t `'t � �. r ",[ ,�5.,d ` ul LLI Y h $ �c 8 �°« FF- .�} 3t�.2 t'i � vt � �' � x Y ✓ i§K a YS ; � fR. „}y�' �� +`m �` #%ii��r C] , N r � � a�� � Nk { •{�� x � � { s ����V`� � vi. �( d�ehr ,� � �+4� � f ' f rn C .. o C Ny £ a f 'kl' 4 x 'q� r ' ° ^ ,. yx ,� ` i3•�+:' n- e " � '"'t , F Q7 Rl s ` ', u z'3'�� y U . s� �i� �{ Hidwa �i� 5 v a� ��� a � !MI �� �' \ � ��� � •�+ � N U rp C NORTH Leu IF-10 I® Apprafte B LatgtWn of booratuy Tort Pt — — • ApPMAna6a Uff fe of hmssNatlon Pulte - Rancho Highlands II P,.Jr N.. ,],nn4M3 Tract 23992 S. r•ma r ur By run m Teecula, California _ EnorO 1, PldSM Date_ "y2-5 Flpure2 111442 -003 May 16, 2005 TABLE 1 1 -Story Footings Minimum 12" depth of embedment. Reinforcement for continuous See Note 1 footings: one No. 4 bar top and bottom 2 -Story Footings Minimum 12" depth of embedment. Reinforcement for continuous See Note 1 footings: one No. 4 bar !Lop and bottom. Continuous: 12" for 1 -story Minimum Footing Width Continuous: 15" for 2 -story Isolated column: 24" 18" deep minimum Minimum 12" wide by 12" deep Garage Door Grade Beam (minimum 18" deep for 2 -story) should be provided across the garage (See Note 3) entrance Living Area Floor Slabs Minimum 4" thick slab. No. 3 bars at 18 inches on center each way (at See Notes 4, 5 and 6 midhei t . Garage Floor Slabs Minimum 4" thick slab. No. 3 bars at 18 inches on center each way (at (See Notes 5, 6 and 7 ) midhei t ). Slab should be quarter-sawn. Presoaking At or above optimum moisture to a depth of 6 inches. Table 1 Notes: (1) Depth of interior or exterior footing to be measured from lowest adjacent finish grade or drainage swale flowline elevation if less than 5 feet laterally from the building foundation. (2) Exterior column footings should be structurally tied in two directions using grade beams and founded at least 18 inches below the lowest adjacent soil grade. (3) The base of the grade beam should be at the same elevation as that of the adjoining footings. (4) Living area slabs should be tied to the footings as directed by the structural engineer. (5) The under -slab moisture retarder should consist of 2- inches of sand (Sand Equivalent > 30) over minimum 10 -mil thick visqueen (or equivalent) over an additional 2- inches of sand in accordance with ASTM E1643 and ACI guidelines. All laps and penetrations in the vapor inhibitor should be sealed. (6) Garage slabs should be isolated from stem wall footings with a minimum 3/8" felt expansionjoint. (7) The recommendations presented above assume that proper maintenance irrigation and drainage are maintained around the structure. �J • 1J 111442 -003 May 16, 2005 TABLE 2 Hinimum Des;an Recommendation for Low Expans Soils (Expansion Index 21 -50) 1 -Story Footing, Depth of 12" Embedment 2 -Story Footing, Depth of 18" Embedment 1- or 2 -Story Isolated 24" width (18" deep, minimum) Exterior Column Footings 1.2 x optimum moisture for upper 12 Presoaking inches ofsubgrade i Table 2 Notes: (1) Concrete floor slabs designed in accordance with UBC Section 1815 should be of sufficient thickness to resist design expansive soil pressures and in accordance with the structural engineers recommendations and the UBC. (2) Exterior column footings should be structurally tied in two directions using grade beams and founded at least 18 inches below the lowest adjacent soil grade. (3) The under -slab moisture retarder should consist of 2- inches of sand (Sand Equivalent > 30) over minimum 10 -mil thick visqueen (or equivalent) over an additional 2- inches of sand in accordance with ASTM E1643 and ACI guidelines. All laps and penetrations in the vapor inhibitor should be sealed. (4) If the concrete slab /floor for the foundation are designed in accordance with Section 1815 of the UBC, a continuous perimeter footing will likely be used including the garage opening. (5) Low expansive soil slabs/foundations designed in accordance with UBC Section 1815 should be placed monolithically. (6) Depth of exterior footing to be measured from lowest adjacent finish grade or drainage swale flowline elevation if less than 5 feet laterally from the adjacent exterior footing. (n Floor slab detailing including crack control joints (if necessary) per the structural engineer's recommendations. (8) The recommendations presented above assume that proper maintenance irrigation and drainage are maintained around the structure. 111442 -003 May 16, 2005 TABLE 3 Minimum Post - Tensioned Foundation Design Recommendations For Very Low to Low Expaltsiye Soils (Expansion Index 0 — 50) Edge Moisture Variation, e Center Lift: Edge Lift: 5.5 feet 3.0 feet Differential Swell, Y. Center Lift: 1.5 inches Edge Lift: 0.4 inches Modulus of Subgrade Reaction (k) 150 psi/in Minimum Perimeter Footing Embedment Depth 1 •Story 12 inches 2 -Story 18 inches Presoaking 1.2 x optimum moisture for upper 12 inches of subgrade Table 3 Notes: (1) Concrete floor slabs designed in accordance with UBC Section 1816 should be of sufficient thickness to resist design expansive soil pressures and in accordance with the structural engineers recommendations and the UBC. (2) The trader -slab moisture retarder should consist of 2- inches of sand (Sand Equivalent > 30) over minimum 10 -mil thick visqueen (or equivalent) over an additional 2- inches of sand in aocmd;xnce with ASTM E1643 and ACI guidelines. All laps and penetrations in the vapor inlubitor should be sealed. (3) Depth of exterior footing to be measured from lowest adjacent finish grade or drainage swale flowline elevation if it is less than 5 feet laterally from the adjacent exterior footing. (4) Exterior column footings should be structurally tied in two directions and to the main foundation. (5) Floor slab detailing including crack control joints (if necessary) per the structural engineer's recommendations. (6) Potential total and differential settlement should be included cumulatively with differential swell parameters. (7) The recommendations presented above assume that proper maintenance irrigation and drainage are maintained around the structure. • • u AC Pavemen Ti Asphaltic -Concr (AC)Thicknes. (inches) 5.0 3.0 6.0 3.5 7.0 4.0 8.0 5.0 E C � J 111442 -003 May 16, 2005 APPENDIX A References II R W Leighton & Associates, Inc., 1987, Engineering Geologic Investigation of Faulting, Rancho Highlands, Tentative Tract No. 21760, Rancho California, County of Riverside, California, Project No. 6862000 -01, dated March 31, 1987. Leighton & Associates, Inc., 2005, Summary of Geotechnical Conditions, Rancho Highlands IL Tentative Tract 23992, Lots 1, 2, and 3, City of Temecula, Riverside County, California, Project No. 111442 -001, dated January 25, 2005. Petra Geotechnical, hic., 2001, Interim Geotechnical Report of Rough Grading, California Highlands II, Parcel Map 23992, Southwest of Rancho California Road and Ynez Road, City of Temecula, Riverside County, California, J.N. 510 -99, dated March 12, 2001. Petra Geotechnical, Inc., 2002, Geotechnical Report of Rough Grading, Rancho California Highlands II, Parcel Map 23992, Southwest of Rancho California Road and Ynez Road, City of Temecula, Riverside County, California, J.N. 510 -99, dated March 15, 2002. Petra Geotechnical, Inc., 2003, Supplemental Geotechnical Investigation to Provide Remedial Grading Recommendations, Tract 23992 (Rancho Highlands H), Southwest of Rancho California Road and Ynez Road, City of Temecula, Riverside County, California, J.N. 333 -03, dated September 29, 2003. RBF Consulting, Inc., 2005, Rancho Highlands Conceptual Layout, dated April 14, 2005. A -1 Leighton iii; 0 A Project No. 111442 -003 CLIENT: Pulte Home Corp. LOG OF TEST PITS LOGGED BY: RM DATE: 4/19/05 TEST PIT# DEPTH (FT) SAMPLE TYPE & DEPTH DRY DENSITY (PCF) MOIST ( /n) U.S.C.S. DESCRIPTION 0-1 SM Artificial Fill (Af) — Brawn, slightly moist, silty SAND with vegetation TP -1 1 -8 SM -ML'; Brown -dark brown, moist, mixture of silty SAND and sandy SILT. Total Depth 8', No Groundwater,'No Caving, Loosely Backfilled. SM Artificial Fill (Af) — Brown, slightly moist, silty SAND with vegetation 0 -3 BI @ 0 -3' SM Brown, moist, silty SAND; mottled 3 -6 B2 @ 3 -6' SM -ML Brown -dark brown, moist, silty SAND to sandy SILT; @ 6' boulder, trace TP -2 rohhle Project No. 111442 -003 CLIENT: Pulte Home Corp. LOG OF TEST PITS LOGGED BY: RM DATE: 4/19/05 Aftk LOG OF TEST PITS Project No. 111442 -003 LOGGED BY: RM CLIENT: Pulte Home Corp. DATE: 4/19/05 TEST PIT# DEPTH (Fr) SAMPLE TYPE & DEPTH DRY DENSITY PCF MOIST ( /o) U.S.0 S. DESCRIPTION 0 -1 SM Artificial Fill (At) – Light brown, slightly moist, silty SAND with vegetation TP -8 1 -8 BI @ 3 -6' SM /ML; Brown -dark brown, moist to very moist, mixture of silty SAND and sandy 82 @ 6 -8' SILT; mottled Total Depth 8, No Groundwater No Caving, Loosely Backfilled 0-1 0 1 —1—sm SM Artificial Fill (Af) – Light brown, slightly moist, silty SAND with vegetation 111442-003 May 16, 20005 APPENDIX C Laboratory Testing Procedures and Test Results Expansion Index Tests The expansion potential of selected materials was evaluated in accordance with ASTM Test Method D4829. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1 -inch thick by flinch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The test results are presented in the test data. Maximum Density Tests The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method D1557. The results of these tests are presented in the test data "R"- Value The resistance "R" -value was determined by the California Materials Method No. 301 for subgrade soils. Three samples were prepared and exudation pressure and "R" -value determined on each one. The graphically determined "R" -value at exudation pressure of 300 psi is summarized in the test data. Soluble Sulfates The soluble sulfate contents of selected samples were determined by standard geochemical methods in accordance with DOT California Test 417. The test results are presented in the test data. C -1 Leighton and Associates, Inc, EXPANSION INDEX of SOILS After Test S cimen Diameter in. ASTIM D 4829 Project Name: PULTE I RANCHO HIGHLANDS It Tested By: JIVID Project No.: 111442-003 Checked By: PRC Boring No.: T-P--2 Depth (ft.) 3-6 Sample No.: B-2 Location: Sample Description: SM, BROWN SILTY SAND 8.8 Dry W. of Soil + Cont. (g M.) of Container No. (gm 0.0 Dry W. of 8011 (gm-) 2507.0 Weight Soil Retained on #4 Sieve 1 fill TRI]i I T IT i q Percent Passing # 4 97.7 Date: 4125105 Date: 4129105 MOLDED SPECIMEN Before Test After Test S cimen Diameter in. 4.01 Date S ecimen Hei ht in. Wt. com . Soil + Mo M. W. of Mold M. 1.0000 637.2 209.8 S ecific Gravi Assumed Container No. Wet Wt. of Soil + Cont m. 2.70 - 311.9 270 667.5 D VA, of Sell + Cent. m. 287.6 392.8 Wt. Of Container M. 11.9 Moisture Content % 8.8 Wet Dens! 0 128.9 137.9 D Den 118.5 118.3 Voi Ratio 0.423 0.424 Total Porosity 0.297 1 0. 298 - Pore Volume cc ) 61.5 61.7 ID&gree of Saturation (%) S moss] 66.2 100 . 0 SPECIMEN INUNDATION in distilled water for the period cf24 h orexpansion rate <0.0002 in./h. Expansion Index (El meas) ((Final Rdg - Initial Rdg) / Initial Thick.) x 1000 Pressure Elapsed Time Dial Readings Date Time (psi) (in.) 4125/05 NE RREIR358PF1 0 1.0000 4/25/05 1.0 0 Add Distilled Water to the specimen 4126/05 Ru 1.0 1052 4/26105 8:30 1.0 1112 1 0.5009 Expansion Index (El meas) ((Final Rdg - Initial Rdg) / Initial Thick.) x 1000 1.1 1 Expansion Index ( El ), = El meas - (50 -S meas)x((65+El meas) I (220-S mass)) 4 • A E w Leighton and Associates, Inc. EXPANSION INDEX of SOILS 4 ASTM D 4829 Project Name: PULTE I RANCHO HIGHLANDS II Tested By: JMD Date: 4125105 41291D5 Project No.: 111442 -003 Checked By: PRC Date: Boring No.: TP -3 Depth (ft-) 0.3 Sample No.: B-1 Location: Sample Description: SKBROWN SILTY SAND 190.2 S ecific Grav' Assumed Dry Wt. of Soll +Cant. 2.70 Container No. ,311.9 Wt. of Container w A D Wt. of Soil +Cont. m. 268.4 Dry Wt. of Soil (gm.) Wt. of Container m. 2072.0 1902 Moisture Content % Weighl Soll Retainetl 15.1 126.9 136.6 Percent Passing D Dens' MOLDED SPECIMEN Before Test After Test S admen Diameter in. 4.01 4.01 S ecimen Hei ht in. 1.0000 1.0025,,, . -,' n Wt. Com . Soil + Mot d M. 817.6 4125/05 Wt. of Mold M. 190.2 190.2 S ecific Grav' Assumed 2.70 2.70 Container No. ,311.9 Wet Wt. of Soil +Cont. m. w A 643.5 D Wt. of Soil +Cont. m. 268.4 393.9 Wt. of Container m. 11.9 1902 Moisture Content % 8.5 15.1 126.9 136.6 Wet Densi D Dens' 118.8 118.7 Void Ratio 0.419 0.422 Total Poros 0.295 0.297 Pore Volume cc 61.1 61.5 De ree of Saturation % S rneasl 54.8 66'4 SPECIMEN INUNDATION in distilled water for the period of 24 In or expansion rate <0.0002 in.ih. i i I Date Time Pressure ( Elapsed Time (min.) Dial Readings (in.) 425/05 1.0 0 1.0000 4125/05 14:10 1.0 10 Add Distilled Water to the Specimen 426/05 w A to toaa > F 426105 8:30 1.0 1 1100 1 0.5025 Expansion Index (EI meas) _ ((Final Rdg - Initial Rdg) / Initial Thick.) x 1000 3.4 Expansion Index ( El ) _ £I meas - (50 -S meas)x((65 +Ei meas) / (2205 meas)) rJ Leighton and Associates, Inc. Project Name: Project No. Baring No.: Sample No. Sample Description: EXPANSION INDEX of SOILS ASTM D 4829 PULTE / RANCHO HIGHLANDS 11 Tested By: JMD 111442-003 Checked By: PRC 7P-9 Depth (ft.) 3-6 B-I Location SM, BROWN SILTY SAND Specific Gravity (Assumed) Container No. Wet Wt, of Soil + Cont. (gm. ) 2. VT N;4 312.8 2.70 5, 639.2 Dry W. of Soil + Cont. (9m.) 2792 Dry Wt. of Soil + Cont. (gm,) W1. of Container (qm) 12.8 W1. of Container No. (gm Moisture Content 1%) 0.0 Dry Wt. of Soil (gm-) Wet Density (po 2000.0 Weight Soil Retained on #4 Sieve (PC') 107.2 Percent Passing # 4 I= 100.0 0,576 ITotal Porosity MOLDED SPECIMEN Before Test After Test Specimen Diameter (in.) 4.01 4.01 Specimen Height (in.) Wt. Comp. Soil + Mold igm.) Wt. of Mold (gm) 1.0000 603.1 203.0 1 - .0022 512-1 203.0 Specific Gravity (Assumed) Container No. Wet Wt, of Soil + Cont. (gm. ) 2. VT N;4 312.8 2.70 5, 639.2 Dry W. of Soil + Cont. (9m.) 2792 355.3 W1. of Container (qm) 12.8 203.0 Moisture Content 1%) 12.6 22.8 Wet Density (po 120.7 131 A (PC') 107.2 107.0 I= 0.573 0,576 ITotal Porosity 0.364 0.366 Pore Volume (cc) 75.4 75.8 Degree of Saturation (%) I S meas] 59.4 100.0 SPECIMEN INUNDATION in distilled water for the period of 24 h or expansion rate 4 0.0002 inJh. Date Time Pressure (psi) Elapse Ti (mi Dial Readings 7 4125105 1'0 0 1.0000 10 Add Distilled Water to the Specimen 4M/05 D 1035 I LOTI1!' 4126105 8:30 1 1.0 logs 0.5022 Expansion Index (El mass) ((Final Rdg - Initial Rdg) I Initial Thick.) x 1000 3.2 Expansion Index ( El ) = El meas - (50 -S meas)x((65+El mass) I (220-S mass)) 7 Date: 4125105 Date: 4/29105 • CJ MODIFIED PROCTOR COMPACTION TEST • Leighton aid Nssociates, Inc. ASTM D 1557 Project Name: PULTE / RANCHO HIGHLANDS II Tested By: AIP Date: 4/25/05 Project No.: 111442 -003 Input By : PRC Date: 4/29/05 Boring No.: TP -2 Depth (R.) 0 -3 Sample No.: B -1 Soil Identification: SM OLIVE BROWN SILTY SAND Preparation Method: XX Moist X8 Mechanical Ram ❑ Dry Manual Ram Mold Volume (ft') !( ' la ' Ram Weight = 101b.; Drop = 18 in. . E Mai sWre Mold : 4 in. (101.6 mm) diameter p, - Blows per layer: 25 (twenty -five) TEST NO. 1 2 3 4 5 6 Wt. Com Soil +Mold V m i i :3R n Y Layers: 5 (Frye) Blows per layer tyslz) : 56 (fif We' ht of Mold Use If +318 In. is >20 and + In. 3639 3639 3639 Net Wei ht of Soil 2150 2115 2023 2067 Wet Weight of Soil + Cont. Dary Wei ht of Soil + Cont. Weight of Container - 11.9 11.9 11.9 Moisture Content % 11.2 9.2 7.2 13.3 Wet Densi 141.7 139.4 133.4 137.6 Dry Density 127.5 127.7 124.4 121.5 Maximum Dry Density (pcf) ry t, Optimum Moisture Content (% Procedure A Soil Passing No.4 (4.75 mm) Sieve Mold: 4 in. (101.6 mm) diameter Layers: 5 (Frye) Blows per layer: 25 (twenty-five) May be used if + #4 is 20% or less PROCEDURE USED 130.0 125.0 SP. GR. = 2.65 SP. GR. = 2.70 SP. GR. =275 Soil Passing 318 in. (9.5 mm) Sieve Mold : 4 in. (101.6 mm) diameter p, Layers : 5 (Flve) Blows per layer: 25 (twenty -five) Use if + #4 Is >20% and +3/8 In. is c 120.0 20 %aless p Procedure C O Still Passing 3/4 In. (]9.0 mm) Sieve Mold : 6In. (152.4 mm) diameter Layers: 5 (Frye) Blows per layer tyslz) : 56 (fif 115.0 Use If +318 In. is >20 and + In. is <30-h Procedure 8 Particle -Size Distribution: WIP Atterbe Limits: 1101 0.0 5.0 10.0 16.0 Vu Moisture Content ( %) MODIFIED PROCTOR COMPACTION TEST 1.6ghbo and Associates, Inc. ASTM D 1557 Project Name: PULTE / RANCHO HIGHLANDS II Tested By : A31? Date: 4/26/05 Project No.: 111442 -003 Input By : PRC Date: 4129105 Boring No.: TP-3 Depth (ft.) 4-7 Sample No.: B -2 Soil Identification: SM, OLIVE BROWN SILTY SAND 2 Preparation Method: X Moist BX Mechanical Ram N D Manual Ram Mold Volume (ft') "1 Ram Weight= 10/b.; Drop = 18 in. Maximum Dry Density (Pcf) i= Optimum Moisture Content (% " r PROCEDURE USED 140.0 Procedure A Sail Passing No. 4 (4.75 mm) Sieve Moisture Added mI s' ll t. IX Blows per layer : 25 (twenty-five) TEST NO. 1 2 3 4 5 6 wt. Com cted Soil +Mold ' ''`�' ° � € ' Layers : 5 (Five) Wei ht of Mold - - 5 €;!; 3639 3639 3639 N Net Weight of Soil 2073 2170 2054 2181 Layers : 5 (Five) Wet Weight of Soil + Cont ��� i€. Use if +3/8 In. is >20 and +�A in. Is <30% 115.0 Dry Weight of Soil + Cont. 1'Yi 1 y = Wei ht of Container (g)'i�' P NII' 12.8 12.8 11.9 Moisture Content ° /a 6.0 8.2 12.0 10.1 Wet Densi 136.7 143.1 135.4 143.8 Dry Density 128.9 132.3 121.0 130.6 Maximum Dry Density (Pcf) i= Optimum Moisture Content (% " r PROCEDURE USED 140.0 Particle -Size Distribution: Mi �Pr.;.�i W Atterb qim.. r 110.0 6P. GR. • 2.65 fiP. GR. • 2,70 0.0 5.0 10.0 15.0 20.0 Moisture Content ( %) 0 Procedure A Sail Passing No. 4 (4.75 mm) Sieve Mold : 4 In. (101.6 mm) diameter 135.0 Layers : 5 (Five) Blows per layer : 25 (twenty-five) May be used if + #4 is 20% or less ® Procedure B 130.0 Soil Passing 3/8 In. (9.5 mm) Sieve c- Mod : 41n. (101.6 mm) diameter a Layers : 5 (Five) Blows per layer : 25 (twenty-five) Use if +#4 is >20% and +3/8 in. Is c 125.0 20% or less N E] Procedure C p Soil Passing 3/41n. (19.0 mm) Sieve 120.0 Mold: 6 in. (152.4 mm) diameter Layers : 5 (Five) Blows per layer: 56 (fifty -six) Use if +3/8 In. is >20 and +�A in. Is <30% 115.0 Particle -Size Distribution: Mi �Pr.;.�i W Atterb qim.. r 110.0 6P. GR. • 2.65 fiP. GR. • 2,70 0.0 5.0 10.0 15.0 20.0 Moisture Content ( %) 0 MODIFIED PROCTOR COMPACTION TEST ASTM D 1557 Leighfal andRssodales, Inc. Project Name: PULTE / RANCHO HIGHLANDS II Tested By : A3P Date: 4/26/05 Project No.: 111442 -003 Input By : PRC Date: 4/29/05 Boring No.: TP-5 Depth (ft.) 1 -3 Sample No.: 64 Soil Identification: SM OLIVE BROWN SILTY SAND Preparation Method: 8 Moist 8 Mechanical Ram D Manual Ram Mold Volume (ft3) � �`' Ram Weight = 101b.; Drop = 18 in. i Moisture Soil Passing No. 4 (4.75 mm) sieve dJ 6 Mold : 4In. (101.6 mm) diameter 135,0 TEST NO. 1 2 3 4 5 6 Wt Com cted Soil +Mdd a d I Soil Passing 318 In. (9.5 mm) Sleve gv4_1. _. . N: s, Wei ht of Mold _v - .,r ^ 2133 - 3639 363 9 3639 125.0 r= Net Weight of Soil p 2145 2038 2041 p Soil Passing 3/4 1n. (19.0 mm) Sieve Wet Weight OF Soil + Cont Mold : 6In. (1514 mm) diameter nP Ir.. Y Blows per layer: 56 (fifty -sbc) D weight of Soil + Cont Is <30% 115.0 Weight of Container Nrr,,;r,. a • 11.9 11.9 12.8 Moisture Content °� 12.2 10.2 8.1 14.3 Wet Density 140.6 141.4 134.4 134.6 Dry Density 125.3 128.4 124.3 1 117.6 ?',- ^ '- optimum Moisture Content ( Maximum Dry Density (pct) P PROCEDURE USED 140.0 ProcedureA Soil Passing No. 4 (4.75 mm) sieve Mold : 4In. (101.6 mm) diameter 135,0 Layers : 5 (Five) Blows Per layer : 25 (twenty-five) May be used IP +s4 Is 20% or less ® Procedure B 130.0 Soil Passing 318 In. (9.5 mm) Sleve r~ Mold : 4In, (101.6 mm) diameter s, Layers : 5 (Five) _ Blows per layer : 25 (twenty -five) Use 9 +Y4 Is >20% and +318 In, is 125.0 r= 20% or less p El Procedure C p Soil Passing 3/4 1n. (19.0 mm) Sieve 1209 Mold : 6In. (1514 mm) diameter Layers : 5 (Five) Blows per layer: 56 (fifty -sbc) Use if +318 In. is >20% and +rA in. Is <30% 115.0 Particle - Size Distribution: 10.0 GR. •265 GR. • 2.70 Atterb i D 5.0 109 159 2D,0 - Moisture Content ( °h) ra°In6eso, n4e -1 MODIFIED PROCTOR COMPACTION TEST ASTM D 1557 LegNlmand,Ix, Project Name: PULTE / RANCHO HIGHLANDS II Tested By : AIP Date: 4/26/05 Project No.: 111442 -D03 Input By : PRC Date: 4/29/05 Boring No.: TP-6 Depth (R) 1 -3 Sample No.: B -1 4 Soil Identification: SM, OLIVE BROWN SILTY SAND WC Compacted Soil + Mold Preparation Method: eX Dry Moist X Mechanical Ram Manual Ram Mold Volume (ft ^¢ �� "' Rem Weight = 10 lh.; Drop = 18 in. Moisture MafO ml ._,.._. -.' .......u:. _ •. ✓: r -s .._ - _ _.__ . ... MOT : 4 In. (101.6 mm) diameter TEST NO. 1 2 3 4 5 6 WC Compacted Soil + Mold r r, �'? Soil Passing 3/8 In. (9.5 mm) Sieve F Mold : 4 in. (101.6 mm) diameter y Layers : 5 (Five) Weight of Mold "" 3639 3639 3639 20% w less Net Weight of Soil ( 2176 2091 2160 1939 Layers : 5 (Five) I Wet Weight of Soil + Cont. (g Blows Per layer : 56 (fifty -six) Use ff +3/8 in. is >20% and +i4 in. is <30% 115.0 Dry Weight of Soil + Cont. Weight of Container __ = _ " 11.9 12.8 11.9 Moisture Content 9.1 7.1 11.2 5.2 Wet Density ( ( 143.5 137.9 142.4 127.8 Dry Density 131.5 128.7 128.0 121.5 Maximum Dry Density (Pcf) -_ Optimum Moisture Content (% �s- PROCEDURE USED 140.0 ® Procedure A Soli Passing No. 4 (4.75 mm) Sieve MOT : 4 In. (101.6 mm) diameter 135.0 Layers: 5 (Five) Blows per layer : 25 (twenty-five) May be used If + #4 is 20% or less 0 Procedure B 130.0 Soil Passing 3/8 In. (9.5 mm) Sieve F Mold : 4 in. (101.6 mm) diameter y Layers : 5 (Five) Blows per layer : 25 (twenty-five) 'y, useIf +#4is >20 %and +3iB In,6 c 125.0 20% w less ol Procedure C ❑ Passing 3/4 in. (19.0 mm) Sieve 120 0 Mold : 6 in. (152.4 mar) diameter Layers : 5 (Five) I Blows Per layer : 56 (fifty -six) Use ff +3/8 in. is >20% and +i4 in. is <30% 115.0 Partlde -Size Distribution: Atter - Limits: ;64 r 110.0 4- 00 5.0 10.0 15.0 2D.0 Moisture Content (% Cam oraa meal GR. -2.7D 0 • 1 ! 1 1 `J MODIFIED PROCTOR COMPACTION 'PEST ASTM D 1557 21� �02ICS, �IIC. Project Name: PULTE / RANCHO HIGHLANDS II Tested By : AIP Date: 4/26105 Project No.: 111442 -003 Input By : PRC Date: 4/29/05 Boring No.: TP-B Depth (R) 6-e Sample No.: B-2 Soil Identification: (ML )s, YELLOW BROWN LEAN SILT WITH SAND Preparation Method: 8 Moist B Mechanical Ram Dry Manual Ram ... Mold Volume (ft') �'- v f'' Ram Weight = 10 lb.; Drop = 18 in. r� k ' PROCEDURE USED 130.0 S Procedure A oil Passing No. 4 (4.75 mm)' Skye Mold; 4 In. (101.6 mm) diameter Layers: 5 (") Blows per layer : 25 (twe nty-five) 125,0 May be used If +Y4 k 20% or less ® Procedure B Soil Passing 3/81n. (9.5 mm) Steve Mold: 41n.(101.6mm) diameter 0 , Layers: 5 (Ffire) elowsperlayer: 25 (twentyfive) .N 120.0 Use if + *4 is>20 % and +318In. is ro 20% or less w F1 Procedure C p Soil Passing 3/4 In. (19.0 mm) Sieve Mold : 61n. (152.4 mm) diameter Layers: 5 (Five) Blows per layer : 56 (fiRY-sa) 115.0 Use if +3181n. Is >20% and +aA In. Is <30% Partide -Size Distribution: After L,mrts: 110D 0.0 5.0 10.0 10_u Moisture Content (%) Cpryactlm P`4 -1 Maximum Dry Density (Pd) � optimum Moisture Content L 0 0 *�Le : i ghton and Assom Project Name: PULTE Project Number. 111442-1 Boring Number, TP-2 Sample Number: B-1 Sample De scription: TESTSPECIMEN STABILITY Ph ,,, . ... ,. R-VAILUE UNCORRECTED •• .i... .....::Belo.... ....... : ........ ..... .......n.........ni •, :: v::lYC �C : : : : : : •Ci � CC :CCi �� ::C:C ni::Csi.CIC'6C:CCa' nm�.ou.our.ono E3e °Eee .... on0000.vm �L :lC....HIM :C'.' �.u'n :CCCni J :OpY :. :4 •• � •••• 11 L 0 0 0 i 0 COMPACT . .. . „ . ................ ........ ! p •0:�::::: • ::::::N.�::�:I f::::::::ii HIM s::.: ............eei':eee6::.��e ... tl .. tl::::::::: :::'::::I :OUYYtl•.tl•O.•'.tln.l E ................ ::u:n. •:urw:.oi:: :::: tltl.tla..•IA. •o.�.mum, �tltl.: �.tl.Ol ::•r::.:::u: m::ee:H. .re........ 2 • 0 i 0 • 4C Leighton Project Name: Project Number: Date: Technician: and Associates, Inc. PULTE / RANCHO HIGHLANDS 11 111442-003 -------- -- — — — -------- 4/25105 . RGO . ..... Soluble Sulfates (Hach Sulfate Test Kit) Sample Identification Dilution Reading (PPM) % Sulfates Water Fraction Tube Reading 3:1 3 x Boring No.: TP-2 Sample No: EFT = 210 Depth (tt): Boring No.: TP-3 3 :1 3 x 0.0240 Sample No: ---------- B-2 — ------ 240 Depth (ft): .4-7 - — ------ BoHng No.: TP-6 3 :1 3 x 0.0 Ram Sample NO: B-1 600 Depth (fit): Boring No.: TP-7 3:1 3 X <O.Ow Sample No: <150 Depth (ft): Rev. 0n LEIGHTON AND ASSOCIATES, INC GENuu °r EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1.0 General 1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record Prior to commencement of work, the owner shall employ the - Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Connector on a routine and frequent basis. 1.3 The Earthwork Contractor The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. ww.ro9s Leighton and Associates, Inc. GENERAL EARTITWORK AND GRADING SPECIFICKRONS - Page 2 of 6 The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechmcal Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grsding codes and - agency ordinances, these Specifications, and the recommendations in the approved . geotechnical report(s) and grading plan(s). b; in the opinion of the Geotechnical . Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shalt be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the grand may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 22 Processing Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or ao3o.rose i Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECUICATTONS Page 3 of 6 clods an d th working surface is reasonably uniform flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic -rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benchine Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechrrical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overeacavated to provide a flat subgrude for the fill. 2.5. Evaluation/Acceptance of Fill Areas All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 2.6 3.0 Fill Material 3.1. General Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 32 Oversize Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical ConsultanL Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3. Imo ri : If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. Import fill should be free of all deleterious material and hazardous waste. Testing for hazardous waste typically takes ]030.1091 Leighton and Associates, Inc. GENERAL EAR'MWORK AND GRADING SPECIFICATIONS Page 4 of 6 between 7 and 14 working days. 4.0 Fill Placement and Commotion 4.1 Fill Lavers Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near - horizontal layers not exceeding S inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout 4.2 Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557 -91). 4.3 Compaction of Fill After each layer has been moisture- conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557 -91). Compaction equipment shall be adequately sized.and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. _ 4.4 Compaction of Fill Slopes In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method DI 557-91. 45 Compaction Testing Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fillfbedrock benches). 4.6 Frequency of Compaction Testing Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at ]east one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these I minimum standards are not met. 4.7 Compaction Test Locations The Geotechnical Consultant shall document the approximate 6 3030.1090 • GLI ton and Associates, Inc. GENERAL EARTHWORK AND GRADMG SPECIFICATIONS Page 5 of 6 elevation and horizontal coordinates of each test location. The Contractor shall coordinate with t project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant -may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading, All subdrains shall be surveyed by a land surveyor /civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 i I i fJUI MUM Excavation Excavations, as well as over - excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill- overcut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. - Trench Backfulls 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 72 All bedding and backf ll of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 The Geotechnical Consultant shall test th trench backfrll for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 0 Ll i i i i ii i i PROJECTED PLANE 1 To 1 M47GTAUM Fmm TOE CF SLOPE TO AFPROVED GROUND GROUND'-, GROUND \ Y MIN. - KEYDEPTH la" 4'TYPWAL BENCH H©GHT FILL -OVER -CUT SLOPE NATURAL GROUND Y _run KEY OEPrH OVERBUILT TRIM BACK i SLOPE PROJECTED PLANE I TO 1 MWMUM FROM TOE CF. SLCM TO APPROVED GROUNO�\ Y MI1L PirEsT SI KET DEP"n, 0= I KEYING AND BENCHING REMOVE NSUrrAEU MATERIAL ;REMOVE WSURAsu 11"TEfM IT TYPICAL � BENCH HFJGHT REMOVE 4NSUFrABL_° MATERUL FILL SLOPE CUP -OVER -FILL SLOPE For Subdrains See Standard Detail C HEGtff SE4CNR4G SWILL BE DONE WHE'4 SLOPES ANGLE IS EOUAL TO CR GREATER THAN 5:1 MIMMUM BENCH HEGHT SHALL SE 4 F= MWMWM FILL WIDTH SHALL BE 9 FEET GENERAL. EARTHWORK AND GRADING JiMilill SPECIFICATIONS STANDARD DETAILS A 4 9 CUT FACE TO BE CONSTAU= PRIOR TO F'B L w SCv LNT j NATURAL / GROUND - .// 4' TYPICAL FINISH GItADE SLOPE FACE : �7_ �N. - J D JETTED OR rLDODED APPROVEDSOTI v OversIzerock uuyerma omma * largest moeom^o +ouJ9/`wm approved *o jetted o, flooded m place to III al the wm& • oo not bury rock mm*m loot m xm,xpno� • Windrow mmnedrock shall be paral m the noisl� slope mw SEr7K)AA'A I PROFILE ALONG WINDROW ___________________________________ ��'_______--______ n '___________—_______—/___—___—______ JETTED 0KFLOODED APPROVED SOIL �� .°.~.~~IZE.vww�DISPOSAL EARTHWORK AND GRAM SPECIFICATIONS STANDARD DETAILS 8 _ -__ -_� \T — _ COMPAC FILL — - -' — — x — — \�� — — — -- -- _ — _ --- --- F__ — — TYPICAL BENCMNG � - - _— —_ — — — -- REMOVE UNSUITABLEMATERIAL SUBDRAIN (See Alternates A and 0) SUBDRAIN ALTERNATE A "D P> 'RDwD® WITH FILTER MATERIAL FILTER MATERIAL(Wr IFT) SUBDRAIN ALTERNATE A -1 G -B INN. SUBDRAIN ALTERNATE 0 DETAIL OF CANYON SUBDRAIN TERMINAL R I F f h O ' P I� �314' GRAVE ED IN FILTER FABRIC � o� IZ' Z' MIN. MIN. OVERLAP (morn iww FILTER FABRIC ]P MX. HQiII eAwlFA mmWU3nI ( 140NC OR APPROVED EQUIYAIEPT) V ; J � ssms. v XR SMK RP,OGIN i"r fPBiEb.CEDGkA6 Ce t91. CRIPI4W ®EQaVN➢? 3/4' MA%'. GRAVEL OR N Q 1 �%wi ALTERNATE B-1 ALTERNATE B-2 APPROVED EWWALENr (9FF /FT) C, PERFORATED PIPE IS OPFICNALPEA GOVERNING AGENCTS REQU� GENERAL EARTHWORK AND GRADING CANYON SPECIFICATIONS SUBDRAIN STANDARD DETAILS C RBV. )IW FILTER MATERAL FILTER MATERIAL SHALL BE CLASS 2 PER EMMEIMTFRIALPERSTMOF CV ORNIA STANDARD SPECIRCATIOR, OR AWWVEDALTBMATE CLA52GRADING AS FOUJOWS: SlgeeSS Pam Passm 1• Lao 3/4' 90 -100 318' 40-10 Mo.4 2Sq No. B I8-13 No. 30 5-IS No. 50 0-2 No. 20D 03 SUBDRAIN ALTERNATE A -2 15 MIN. OUET' TL PIPES 4'4 NON -PERFORATED PIPE, 100' MAX. O.C. HORIZONTALLY 30' MAX. O.C. VERTICALLY —_ _ _ -___ ___ _ _- M_ _ IS MIN. KEY DEPTH KEY WIDTH 2' MIN. SUBDRAIN ALTERNATEA POSITIVE SEAL SiM BE PROVIDED AT TIE HINT CALTRANS dti4 2 FILTER MATERIAL (3F7?/FI) OWLET PIPE TTT fi (NON - PERFORATED) - .. — 'MIN. l / i 4' VUN. T {CNN=ON FROM COLLECTION PIPE TOCLI ETPIPE OUW IPE (NON- PERFCYtA"fED) 3/4' ROIX (YT.JT f) WRAPPED IN FILTER FASPIC BENCHING SUBDRAIN ALTERNATE B 12' OVERLAP FROMTHET(P • SUBDRAIN INSTALLATION • Subdrain collector pipe shall be Installed with perforations down or, unless otherwise designated by the geotechnical consultant Outlet pipes shall be narperfonatedd pipe. The subdrain pipe shall have at least 8 perforations uniformly spaced per foot Perforation shall be 114" to 1/2" If drilled holes are used. All subdraln pipes shall have a gradient at least 2% towards the outlet SUBDRAIN PIPE - Subdrain pipe shall be ASTM D2751, ASTM D15V (Schedule 40) or SDR 23.5 ABS pipe or ASTM D3034 (Schedule 40) or SDR 23.5 PVC pipe. e . All outlet pipe shall be placed in a bend) and, after fill Is placed above it rodded to verify Integrity. BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS D O IA 0 1 O r CUT -FILL TRANSITION LOT OVEREXCAVATION • 2'M YMBL RE UNWFATHERED BEDROCK OR MATERIAL APPROVED BY THE GEOTECMCAL CONSULTANT GENERAL DR MARK AND GRADING TRANSITION LOT FILLS %KMCAMS AND SIDE HILL FILLS STANDARD DETAILS E R W .. 1DO REMM i UNAIITABIE GROUND .- ___ - -- __ _ _ _ -� _ _ _ - 4'MBI. - & ACR® FILL — - -�, ! •- - _ � _ 7' -- �.�_- - - -- - - - - - - - �c _ _ - R\ AND RECWPACf - \71PIC/1 BENCHING �- UNWEATHERED BEDP= OR MATERIAL APPROVED BY THE GECTECHNECAL CONSULTANT . SIDE HILL FILL FOR CUT PAD NATURAL GROUND `. \ / / REETRSTEDVBEARFA OVERF.XCAVATE / / / FINISHED CIIR PM AND RECOMPACT (REPLACEMENT F3U) p4ERBURDET/ OR UNSUDFAE E MATERIAL = _ _ L / PHI DVEREY SPEa ED _ B THE ERP GE TECHN ED IF OPE4Hm TYPICAL.. BY THE GEORECRNICPL CONSULTANT BENCHING '� -- BEE STANDARD DETAIL FT%tSUBDFAWS WHEN REWIRED BY GEOFECHNICAL CONSULTANT 9' MIN. SUBDRAIN OPTIONS AND BALKFILL WHEN NATIVE MATERIAL HAS EXPANSI I NDEX OF «0 OPTION L PIPE SURROUNDED WITH Per Caitrans Specifications - Sieve Sire Percent Passing CLASS 2 PERMEABLE MATERIAL 100 OPTION 2: GRAVEL WRAPPED 90.100 3/8" 40 -100 IN FILTER FABRIC 75-40 WITH PROPER 18-33 WITH PROPER 5 -15 No. 50 G-7 SURFACE DRAINAGE 0-3 SLOPE - SLOPE OR LEVEL DR LEVEL 12, NATIVE NATNE WAT (SEE !'r GENWATERPROOFING JAROGE ' (SEE GENERAL NOTES) P17ER FABRIC SY MINE" (SEE N07E 4) CLASS 2 PERMEABLE - , 12' MIND" ((SEE FITTER MATERIAL GRADATION) WEEP MOLE Y. ro 114 ova (SEE NOTE 5) GRAY warexeo w MWK 4 INCH DIAMETER T' LEVELPERFORATED PIPE lEVELOR SLOPE (SEE NOTE 3) SLOPE Class 2 Fi ter Permeable Material Gradation Per Caitrans Specifications - Sieve Sire Percent Passing 1^ 100 3/4" 90.100 3/8" 40 -100 Na 4 75-40 Na 8 18-33 Na 30 5 -15 No. 50 G-7 Na 2D0 0-3 GENERAL NOTES: ' Waterproofing should be provided where moisture nuisance p6blem through the wall is undesirable: * Water proofing of the walls is not under purview of the geotechnical engineer * All drains should have a gradient of 1 percent minimum ;Outlet portion of the subdain should have a 4-inch diameter solid pipe discharged into a suitable disposal area designed by the project engineer. The subdrain pipe should be accessible for maintenance (rodding) *Other subdrain bacWIII options are subject to the review bythe geotechnical engineer and modification of design parameters. Notes 1) Sand should have a Sand equivalent of 30 Or greater and may be cimslfied bywaterjetting, 2) 1 Cu. ft. per IL of 1/4- to 11/2 -Inch Size gravel wrapped in filter fabric '3) Pipe type should be ASTM D1527 Acrylonitdle Butadiene Styrene (ASS) SDR35 or ASTM D1785 Polyvinyl Chloride plastic (PVC), Schedule 40, Ammo A2000 PVC, or approved equivalent. Pipe shmid be installed with perforations dwm. Perforations should be 3/8 Inch in diameter placed at the ends of a 120 - degree arc In two rows at 3-Inch on center (staggered) 4) filter fabric should he Mirafi 140NC or approved equivalent. 5) Weephole, should be 3 -inch minimum diameter and provided at 10 -foot mafdmum Intervals, If exposure is permitted, weepfoles shoud be located 12 Inches above finished grade, If exposure Is not permitted such as for a wall adjacent to a sidewalk/curb, a pipe under the sidewalk to be discharged through the curb face or equivalent should be provided. Fora basement-type wan, a proper subdrain outlet system should be provided, - - 6) Retaining wall plans should be reviewed and approved by the geotectInical engineer. 7) Walls over six feet in height are subject to a special review by the geited nkat engineer and modifications to the aho a requirements, RETAINING WALL BACKFILL AND SUBDRAIN DETAIL FOR WALLS 6 FEET OR LESS IN HEIGHT it. WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF <SO • 0 Figure No, sft Ihh Leighton and Associates, Inc. ® A LEIGHTON GROUP COMPANY I r9 TRANSMITTAL To: Pulte Home Corporation Date: May 16, 2005 2 Technology Drive Irvine, California 92618 Project No. 111442 -003 Attention: Mr. Ron Roberts Transmitted: The Following: For: X Herewith Draft Report Your Use Via Courier X Final Report As Requested Client Pick Up Extra Report ' Other Subject: Supplemental Geotechnical Investigation, Rancho Highlands IL Tract 23992, Lots 1, 2 and 3. City of Temecula- California. LEIGHTON AND ASSOCIATES, INC. By: Scot Mathis/Zafar Ahmed Distribution: (6) Addressee 41715 Enterprise Circle N., Suite 103 s Temecula, CA 925905661 909.296.0530. Fax 909.296.0534 a ww`v.leightangeo.com LJ Yl 11 im0 Leighton and Associates, inc.. R LHIGNTON GFOLIrl LOP, ?ANv March 12, 2007 (Revised June 4, 2007) Project No. 111442 -006 To: Pulte Home Corporation 2 Technology Drive Irvine, CA 92618 Attention: Mr. Paul Buzza Subject: Revised As- Graded Report of Rough Grading, Maravilla, Tract 23992, Lots 1 -3 (Buildings 1 -70) and Recreation Center, City of Temecula, Califomia. In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has been providing geotechnical observation and testing services during rough grading operations of Tract 23992, Lots 1 -3 (Buildings 1 -70) and recreation center located in the City of Temecula, California (See Figure 1). The accompanying as- graded report summarizes our observations, field and laboratory test results and the geotechnical conditions encountered during the rough grading of the subject site. This report was revised to correctly indicate lot and building numbers. If you have any questions regarding this report, please do not hesitate to contact this office, we appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. 1 Arasan Singa yaham, RICE 67160 Project Engineer AS /SM/dim/ew 11442 -006 /revised/as -grd rpt tract 23992 Final Distribution: (3) Addressee Scot Mathis, CEG 2307 (exp. Associate Geologist ct co No. 2307 CERTIFIED y ENGINEERNG GEOLOGIST 41715 Enterprise Circle N., Suite 103 a Temecula, CA 92590 -5661 951.296.0530 a Fax 951.296.0534 a www.leightongeo.com 5.2 Foundation and Structure Design Considerations ............................ ..............................7 5.3 Foundation Setback from Slopes .................................................... ..............................9 5.4 Structure Seismic Design Parameters ............................................ .............................10 5.5 Corrosion .................................................................................... .............................10 5.6 Lateral Earth Pressures and Retaining Wall Design Considerations .. .............................11 5.7 Concrete Flatwork ........................................................................ .............................12 5.8 Control of Surface Water and Drainage Control .............................. .............................12 5.9 Graded Slopes ............................................................................. .............................13 5.10 Irrigation, Landscaping and Lot Maintenance ................................ .............................13 5.11 Post- Grading Geotechnical Review ............................................... .............................13 6.0 LIMITATIONS ..................................................................................... .............................14 Leighton 111442 -006 March 12, 2007 (revised June 4, 2007) TABLE OF CONTENTS Section Paae 1.0 INTRODUCTION ................................................................................. ..............................1 2.0 SUMMARY OF ROUGH- GRADING OPERATIONS ..................................... ..............................2 2.1 Site Preparation and Removals ...................................................... ..............................2 2.2 Fill Placement ............................................................................... ..............................2 2.3 Feld Density Testing ..................................................................... ..............................2 2.4 Laboratory Testing ........................................................................ ..............................3 3.0 GEOTECHNICAL SUMMARY .................................................................. ..............................4 3.1 As-Graded Geologic Conditions ...................................................... ..............................4 3.2 Geologic Units .............................................................................. ..............................4 3.2.1 Artificial Fill (Af) .................................................................. ..............................4 3.2.2 Previously - Placed Artificial Fill ( Afp) ...................................... ..............................4 3.2.3 Pauba Formation (Qp) ........................................................ ..............................4 3.3 Faulting ........................................................................................ ..............................4 3.4 Landslides and Surficial Failures ..................................................... ..............................5 3.5 Groundwater ................................................................................ ..............................5 3.6 Expansion Testing of Finish Grade Soils .......................................... ..............................5 • 4.0 CONCLUSIONS ................................................................................... ..............................6 4.1 General ........................................................................................ ..............................6 4.2 Summary of Conclusions ............................................................... ..............................6 5.0 RECOMMENDATIONS .......................................................................... ..............................7 5.1 Earthwork .................................................................................... ..............................7 5.1.1 Excavations ........................................................................ ..............................7 5.1.2 Utility Backfill, Fill Placement and Compaction ...................... ..............................7 5.2 Foundation and Structure Design Considerations ............................ ..............................7 5.3 Foundation Setback from Slopes .................................................... ..............................9 5.4 Structure Seismic Design Parameters ............................................ .............................10 5.5 Corrosion .................................................................................... .............................10 5.6 Lateral Earth Pressures and Retaining Wall Design Considerations .. .............................11 5.7 Concrete Flatwork ........................................................................ .............................12 5.8 Control of Surface Water and Drainage Control .............................. .............................12 5.9 Graded Slopes ............................................................................. .............................13 5.10 Irrigation, Landscaping and Lot Maintenance ................................ .............................13 5.11 Post- Grading Geotechnical Review ............................................... .............................13 6.0 LIMITATIONS ..................................................................................... .............................14 Leighton 111442 -006 March 12, 2007 (revised June 4, 2007) Accompanying Figures, Tables, Plates and Appendices Figures Figure 1 - Site Location Map Rear of Text Figure 2 - Retaining Wall Drainage Detail for Low Expansive Soils Rear of Text Tables Table 1 - Building Summary of As- graded Geotechnical Conditions and Recommendations Rear of Text Table 2 - Minimum Post - Tensioned Foundation Design Recommendations Rear of Text Table 3 - Lateral Earth Pressures Rear of Text Plates Plates 1 through 5 - As- Graded Geotechnical Map In Pocket Appendices Appendix A - References • Appendix B - Summary of Field Density Tests Appendix C - Laboratory Testing Procedures and Test Results Appendix D - Lot Maintenance Guidelines for Owners 1 0 Leighton 111442 -006 March 12, 2007 _(revised June 4, 2007) 1.0 INTRODUCTION In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has performed geotechnical observation and testing services during the most recent phase of rough - grading operations of Buildings I through 70 and recreation center of Tract 23992 within the Maravilla development. We understand the proposed development will include two -story, wood frame apartment buildings, a recreation center, swimming pool, streets, parking lots, and other associated improvements. This as- graded report summarizes our geotechnical observations, field and laboratory test results and the geotechnical conditions encountered during the rough grading of the subject lots within Tract 23992. In addition, this report provides conclusions and recommendations for the proposed residential development of the subject lots. The reference 30 -scale grading plans for Tract 23992 (RBF, 2006) were annotated and utilized as a base map (Plates 1 through 5) to plot geotechnical conditions and the approximate locations of the field density tests taken during the recent phase of rough - grading operations. -1- Leighton 111442 -006 March 12, 2007 _(revised June 4, 2007) 2.0 SUMMARY OF ROUGH - GRADING OPERATIONS The subject site was initially sheet graded under the geotechnical observation and testing of Petra Geotechnical, Inc (Petra, 2002). Previous sheet grading was conducted during the months of August through December of 2000 and September through October of 2001. Rough grading to the current configuration (RBF, 2006) was conducted during the months of October through December 2006, under the geotechnical observation and testing services of Leighton. Leighton's field technicians and geologist were onsite on a full -time and as- needed basis, respectively, during grading operations. The current rough grading was performed in accordance with the recommendations provided in the project geotechnical reports (Appendix A) and our field recommendations during the course of grading. 2.1 Site Preparation and Removals Prior to grading, deleterious materials were removed from the areas of proposed development and disposed of of£site. As a result of previous sheet grading (Petra, 2002), the subject tract had artificial compacted fill and native soils of the Pauba formation exposed at the ground surface. In building pad areas where Pauba formation was exposed on the surface, removals were made to approximately 6 feet below the proposed pad grade. In lots containing transitions between artificial compacted fill and Pauba formation, the portion of the pad where Pauba formation was exposed or where the existing fill thickness was less than 6 feet was excavated to 6 feet below the proposed pad grade. In the areas where artificial compacted fill was exposed at the surface, removals were made to approximately 3 feet below the proposed building pad grade. On public streets, removals were made to 3 feet below the proposed grade, and on private streets, removals were made to depths of 1 foot below the proposed grade. Removal bottoms were scarified, moisture conditioned to near optimum moisture, and compacted before placement of additional fill materials. 2.2 Fill Placement Fill materials consisting of the soil types listed in Appendix C were placed in thin lifts of approximately 8 to 10 inches, moisture conditioned to optimum moisture content or above, and compacted in place to a minimum of 90 percent of the laboratory derived maximum density. Fill placement and compaction was accomplished with the use of heavy earthwork equipment. 2.3 Field Density Testing Field density testing was performed using the nuclear gauge method (ASTM Test Methods D2922 and D3017). Where tested, the compacted fills met the minimum -2- Leighton 111442 -006 March 12, 2007 _(revised June 4, 2007) required 90 percent relative compaction with near optimum moisture content. Areas that tested less than the required 90 percent relative compaction, were reworked, moisture conditioned as necessary, and compacted until the minimum 90 percent was obtained. The results and approximate locations of the field density tests are summarized in Appendix B. The approximate locations of the field density tests are depicted on the As- Graded Geotechnical Maps (Plates 1 through 5). 2.4 Laboratory Testing Laboratory compaction characteristics (maximum dry density and optimum moisture), expansion index, and corrosion potential (minimum resistivity, pH, chloride, and soluble sulfate) tests of representative onsite soils were performed during the course of rough - grading. Laboratory test results and a description of the laboratory test procedures are presented in Appendix C. A summary of the laboratory data for each building is presented in Table 1 at the rear of text. s Leighton 111442 -006 March 12, 2007 _(revised June 4, 2007) 3.0 GEOTECHNICAL SUMMARY 3.1 As- Graded Geologic Conditions The as- graded conditions encountered during grading of the subject lots were essentially as anticipated. A summary of the geologic conditions, including geologic units, geologic structure and faulting is presented below. 3.2 Geologic Units The geologic units observed during grading of the subject lots consisted of artificial 611, previously - placed artificial fill, and Pauba Formation. These units are discussed below: 3.2.1 Artificial Fill (Af) Locally derived artificial fill soils generally consisted of olive brown to brown silty sand and sandy silt. Representatives of Leighton and Associates Inc. were on- site during artificial fill placement and compaction. 3.2.2 Previously - Placed Artificial Fill (Afal The artificial fill encountered from the previous phase of grading generally consisted of olive brown to brown, moist, medium dense to dense silty sand and sandy silt. As encountered during grading, the artificial fill was generally moderately dense near the surface. The weathered artificial fill materials were scarified to a depth of 12 inches, moisture conditioned, thoroughly mixed and re- used as compacted fill. 3.2.3 Pauba Formation (QR) The Pauba Formation bedrock at the subject site generally consists of slightly weathered (near the surface) to moderately weathered (at depth), brown to yellow brown, poorly consolidated sandy siltstone to sandstone. Bedding is typically poorly developed. Where encountered, the Pauba Formation soils were scarified to a depth of 12 inches, moisture conditioned, thoroughly mixed and re -used as compacted fill. 3.3 Faulting An active segment of the Wildomar Fault was previously mapped within the northern edge of the site (Leighton, 1987). A structural setback from the active fault was recommended by Leighton (Leighton, 2005a) and incorporated into the project grading plans (RBF, 2006). The area within the structural setback may be subject to ground rupture in the event of a seismic event on the Wildomar Fault. -4- Leighton E 111442 -006 March 12, 2007 _(revised June 4, 2007) Additional faulting within the site was evaluated by Leighton and determined to be inactive (Leighton 1987, 2005b, 2005c, 2006). 3.4 Landslides and Surficial Failures Based on our review of the project geotechnical reports (Appendix A) and our geologic observations during the course of grading operations, there is no observed evidence of landslides or other significant surficial failures within the subject tract. Minor surficial erosion and weathering was repaired by moisture conditioning in place and surficial recompaction. A seismic event on the Wildomar Fault may result in a ground rupture within the fill slope along the northern perimeter of the site. Limited localized surficial instability may occur in the case of such a ground rupture. Global instability or failure is considered to be unlikely (Leighton 2005c, and 2006). Unplanted or unprotected slopes are subject to erosion and subsequent surficial instability. We recommend that the project erosion control program be designed and implemented as soon as possible to limit the potential of erosion damage or adverse effects to compacted fill. 3.5 Groundwater Groundwater was not encountered during the recent rough grading. After the completion of grading and establishment of site irrigation and landscaping, perched gr6undwater may. accumulate at layers of diffenng:p ftneabilityifor at bedrock/fill contacts. If these conditions should occur, any resulting seepage should be mitigated on a case -by -case basis. If water is allowed to pond, the subgrade in may become saturated, possibly requiring additional grading. 3.6 Expansion Testing of Finish Grade Soils Expansion index testing was performed on representative near finish grade soils on the subject lots. The test results indicate the near - finish grade soils have a very low to medium expansion potential as defined by Table 18 -I -B of the 2001 CBC. Test procedures and results are presented in Appendix C. Due to variability within the onsite soils, our observations during grading, and the distribution of the expansion test results, we recommend that the Buildings I through 6, 18, 19, and 36 through 41 be considered to have medium expansion potential. We recommend that all other building pads be considered to have low expansion potential. A building -by- building summary of the recommended expansion potential for the design of structures on each building pad is presented in Table I. 6 Leighton 111442 -006 March 12, 2007 _(revised June 4, 2007) . 4.0 CONCLUSIONS 4.1 General The grading of the subject lots was performed in general accordance with the project geotechnical reports and geotechnical recommendations made during the course of rough grading. It is our professional opinion that the subject lots are suitable for their intended residential use provided the recommendations included herein and in the project geotechnical reports are incorporated into the design and construction of the residential structures and associated improvements. 4.2 Summary of Conclusions • Geotechnical conditions encountered during rough grading of the subject site were generally as anticipated. • It is our opinion that the slopes on the subject tract and along the subject tract boundaries are surficially and grossly stable (under normal irrigation/precipitation patterns) provided the recommendations in the project geotechnical reports and memorandums are incorporated into the post - grading, construction and post - construction phases of site development. • Laboratory testing of near finish grade soils within the subject lots for this tract indicates . earth materials possess a very low to medium expansion potential. It is our opinion that the expansion potential of near surface soils influencing the design of foundation and slabs of the subject tract should be considered low to medium (per CBC). • Laboratory testing of near Finish grade soils within the subject lots indicates that the corrosion potential due to soluble sulfates or chlorides is negligible. • Minimum resistivity testing indicated that the site soils have a moderate potential for corrosion to exposed ferrous metals. • The potential for ground- surface rupture on the site due to a seismic event is considered to be low, however, as in most of southern California, strong ground shaking should be anticipated during the life of the structures. The standard design of structures to meet tite seismic design requirements of the California Building Code (CBC), Seismic Zone 4 will be required. • Due to the relatively dense nature of the bedrock materials that underlie the subject site, the competency of compacted fills, as well as the lack of permanent shallow groundwater, the potential for liquefaction on the site is considered very low. • Where tested, fill material placed during grading of the subject tract was placed at a minimum of 90 percent relative compaction at or above the optimum moisture content. Field testing of compaction was performed by the nuclear gauge method (ASTM Test Methods D2922 and D3017). -6- Leighton 111442 -006 March 12, 2007 _(revised June 4, 2007) 5.1 Earthwork We anticipate that future earthwork at the site will consist of precise grading of the building pads, foundation installation, trench excavation and backfill, retaining wall backfill, preparation of street subgrade, and placement of aggregate base and asphalt concrete pavement. We recommend that any additional earthwork on the site be performed in accordance with the following recommendations and the City of Temecula grading requirements. 5.1.1 Excavations Temporary excavations with vertical sides, such as utility trenches, should remain stable to depths of 4 feet or less for the period required to construct the utility. However, in accordance with OSHA requirements, excavations greater than 4 feet in depth should be shored, or laid -back to inclinations of 1:1 (horizontal to vertical), if workers are to enter such excavations. Leighton does not consult in the area of safety engineering.,The contractor is responsible for the safety of all excavations. . 5.1.2 Utility Backfill Fill Placement and Compaction All backfill or fill soils should be brought to optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method D1557). The optimum lift thickness required to produce uniform compaction will depend on the type, size and condition of compaction equipment used. In general, the onsite soils should be placed in lifts not exceeding 8 inches in compacted thickness and placed on dense existing compacted fill or other earth material observed by the geotechnical consultant. The backfill that coincides with pavement subgrade should be reworked and compacted in accordance with pavement design requirements. 5.2 Foundation and Structure Design Considerations It is Leighton's understanding that two -story, wood frame apartment buildings founded on post- tensioned foundation systems are proposed based on the finished grade expansion potential results. Post- tensioned foundation should be used for buildings with medium expansion potential. The proposed foundations and slabs should be designed in accordance with the structural consultant's design, the minimum geotechnical recommendations presented herein, the City of Temecula's requirements, and the 2001 CBC. In utilizing the minimum geotechnical foundation recommendations, the structural consultant should lot 7 Leighton 111442 -006 March 12, 2007 _(revised June 4, 2007) • design the foundation system to acceptable deflection criteria as determined by the structural engineer and architect. Although laboratory testing (Appendix C) indicated very low expansion potential in some samples, it is recommended that all foundations be designed based on low to medium expansion potential (Table 1). This recommendation is due to the variable expansion characteristics known to exist throughout the subject development, our observations during grading, and the geographic distribution of the expansion test results. Buildings 1 through 6, 18, 19 and 36 through 41 should be designed to accommodate a medium expansion potential. All other buildings should be designed for a low expansion potential. Foundation footings may be designed with the following parameters. Additional post tension design parameters are presented in Table 2. Allowable Bearing Capacity: 2000 psf at a minimum depth of embedment of 12 inches, plus an additional 250 psf per 6 inches of additional embedment to a maximum of 2500 psf. (per 2001 CBC, capacities may be increased by 1/3 for short-term loading conditions, i.e., wind, seismic) Sliding Coefficient: 0.38 Settlement Potential: Total: 1 inch Differential: `/z inch in 40 feet The footing width, depth, reinforcement, slab reinforcement, and the slab -on -grade thickness should be designed by the structural consultant based on recommendations and soil characteristics indicated herein (Tables 1 and 2), and the most recently adopted edition of the CBC. The effects of seismic shaking on foundation soils may increase the static differential settlement noted above by approximately % inch in 40 feet. An under -slab moisture retarder consisting of a 10 -mil impermeable membrane should be used beneath all slabs within the subject site. A 2- inch -thick layer of sand should be placed beneath the membrane on medium expansive building pads. Sand layers should consist of washed sand with a sand equivalent of 30 or higher. The sand layer beneath the membrane is not required on tow expansive building pads. All rock fragments or other hard or sharp objects should be removed from the subgrade by the contractor prior to placement of the lower sand layer or the impermeable membrane. The contractor should ensure that the impermeable membrane is not damaged during construction. It is the contractor's responsibility to ensure that all membrane penetrations and laps are completely sealed. -g- Leighton • 111442 -006 March 12, 2007 _(revised June 4, 2007) The moisture retarder should be designed and constructed in accordance with the applicable recommendations of the American Concrete Institute. The project structural engineer, architect, concrete contractor, and flooring contractor should review the proposed moisture retarder design to ensure that the proposed design meets all non- geotechnicalrequirements. The moisture retarder may reduce but not eliminate moisture movement from the underlying soils up through the slab. A slipsheet or equivalent should be utilized above the concrete slab if crack - sensitive floor coverings (such as ceramic tiles, etc.) are to be placed directly on the concrete slab. Moisture vapor transmission may be additionally reduced by use of concrete additives. The slab subgrade soils should be presoaked in accordance with the recommendations presented in Table I prior to placement of the moisture barrier and foundation concrete. C A Our experience indicates that use of reinforcement in slabs and foundations will generally reduce the potential for drying and shrinkage cracking. However, some cracking should be expected as the concrete cures. Minor cracking is considered normal; however, it is often aggravated by a high water /cement ratio, high concrete temperatures at the time of placement, small nominal aggregate size and rapid moisture loss due to hot, dry and/or windy weather conditions during placement and curing. Cracking due to temperature and moisture fluctuations can also be expected. The use of low slump concrete (not exceeding 4 to 5 inches at the time of placement) can reduce the potential for shrinkage cracking. Future homeowners and the homeowners' association should be made aware of the importance of maintaining a constant level of soil moisture. Homeowners should be made aware of the potential negative consequences of both excessive watering, as well as allowing soils to become too dry. Improperly designed, constructed, or maintained planters often pond water and cause deep moisture penetration and soil moisture change. Since deep and repeated soil moisture change can damage the adjacent structure, placement of planters adjacent to foundations or other sensitive hardscape, such as pools and spas, should be discouraged if adequate and proper maintenance can not be assured. Our recommendations assume a reasonable degree of homeowner responsibility, if the homeowners do not adequately maintain correct irrigation and drainage, some degree of foundation movement should be expected. However, this movement typically does not cause structural damage, but will cause such things as stucco cracking and dry wall separation. 5.3 Foundation Setback from Slopes We recommend a minimum horizontal setback distance from the face of slopes for all structural footings (retaining and decorative walls, building footings, pools, etc.). This • distance is measured from the outside face (or to the face of a retaining wal slope height (in feet). The setback sh bottom edge of the footing horizontally to the slope ) and should be a minimum of H/2, where H is the )uld not be less than 5 feet and need not be greater Rl Em 111442 -006 March 12, 2007 _(revised June 4, 2007) than 10 feet. Please note that the soils within the structural setback area possess poor lateral stability and improvements (such as retaining walls, sidewalks, fences, pools, patios, etc.) constructed within this setback area may be subject to lateral movement and/or differential settlement. The potential for distress to such improvements may be mitigated by providing a deepened footing or a pier and grade -beam foundation system to support the improvement. The deepened footing should meet the setback as described above. Modifications of slope inclinations near foundations may reduce the setback and should be reviewed by the design team prior to completion of design or implementation. 5.4 Structure Seismic Design Parameters Structures should be designed as required by provisions of the California Building Code (CBC) for Seismic Zone 4 and state -of -the -art seismic design parameters of the Structural Engineers Association of California. This site is located with CBC Seismic Zone 4. Seismic design parameters in accordance with the 2001 CBC are presented below. Seismic Source Type = B Near Source Factor, N. = 1.3 Near Source Factor, N. = 1.6 Soil Profile Type = SD Horizontal Peak Ground Acceleration = 0.75g (10% probability of exceedance in 50 years) • Because of the presence of active faulting in the northern portion of the site, a structural setback was established (RBF, 2006). The setback area is potentially subject to ground rupture in the event of a seismic event on the Wildomar Fault. Utility lines within the setback area should be designed in consideration of the potential for displacement due to seismic activity. The use of flexible couplings and automatic shut -off valves should be considered. 5.5 Corrosion Laboratory tests indicate the finish subgrade soils at Tract 23992 have a negligible concentration (less than 0.1 percent by weight) of soluble sulfates (per Table 184 -13 of CBC, 2001). Accordingly, concrete should be designed in accordance with Table 19 -A -4 of the CBC for a soil with a negligible sulfate exposure. Laboratory testing of near finish grade soils within the subject lots indicates that the corrosivity effect of chlorides in the site soils is negligible. Minimum resistivity testing indicated that the finish subgrade soils at Tract 23992 have moderate potential for corrosion to exposed ferrous metals. If buried metal improvements 10- Leighton 111442 -006 March 12, 2007 . _(revised June 4, 2007) (e.g., pipes, hold- downs, etc.) are planned, a qualified corrosion consultant should be consulted for corrosion protection recommendations. Test results for corrosion potentials are presented in Appendix C. 5.6 Lateral Earth Pressures and Retaining Wall Design Considerations The recommended lateral pressures for very low to low expansive soil (expansion index less than 51) and level or sloping backfill are presented on Table 3 (rear of text). The onsite wall excavation materials should be reviewed by the geotechnical consultant prior to use as wall backfill. Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. The equivalent fluid weights of Table 3 assume very low to low expansive, free - draining conditions. If conditions other than those assumed above are anticipated, equivalent fluid weights should be provided on a case by case basis by the geotechnical engineer. Surcharge loading effects from adjacent structures should be evaluated by the structural engineer. All retaining wall structures should be provided with appropriate drainage and waterproofing. The outlet pipe should be sloped to drain to a suitable outlet. Typical wall drainage design is illustrated in Figure 2. Lateral passive pressures may be determined using the values provided in Table 3. In combining the total lateral resistance, the passive pressure or the frictional resistance should be reduced by 50 percent. Wall footings should be designed in accordance with structural considerations. The passive resistance value may be increased by one -third when considering loads of short duration, including wind or seismic loads. The horizontal distance between foundation elements providing passive resistance should be a minimum of three times the depth of the elements to allow full development of these passive pressures. The total depth of retained earth for design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overturning and sliding. Foundations for retaining walls in competent formational soils or properly compacted fill should be embedded at least 18 inches below the lowest adjacent finish grade. At this depth, an allowable bearing capacity of 2,250 psf may be utilized. The bearing capacity may be increased by 250 psf for each additional six inches of embedment to a maximum of 4,000 psf. 11 Leighton 111442 -006 March 12, 2007 _(revised June 4, 2007) Wall backcut excavations less than 4 feet in height can be made near vertical. For backcuts greater than 5 feet in height, the backcut should be flattened to a gradient not steeper than 1:1 (horizontal to vertical). Backfill soils should be compacted to at least 90 percent relative compaction (based on ASTM Test Method D1557). Backfill should extend horizontally to a minimum distance equal to one -half the wall height behind the walls. The walls should be constructed and backfilled as soon as possible after backcut excavation. Prolonged exposure of backcut slopes may result in some localized slope instability. For unrestrained retaining walls within this tract that are greater than 5 feet (exposed; retained earth) or that may present a life /safety hazard during strong ground shaking, the lateral earth pressures should be increased by a seismic surcharge (seismic increment) in general accordance with chapter 16 of the 2001 CBC. The location, distribution and magnitude of this surcharge will be provided if such walls are proposed. The design of walls with such seismic increment should achieve a factor of safety between 1.1 and 1.2 when evaluating stability (sliding and overturning) of the wall (NAVFAC DM7.02). 5.7 Concrete Flatwork Expansive soils are known to exist onsite and therefore concrete flatwork should be designed and constructed with the anticipation of expansive soil related distress. Closer spacing of crack control joints, reinforcement and keeping the flatwork subgrade at or above optimum moisture prior to the placement of concrete may minimize cracking and • differential movement. City of Temecula Standard No. 401 "Sidewalk and Curb" specifies aggregate base or approved select material under sidewalks and curbs when expansive soil is present. In lieu of the aggregate base or select material under sidewalks and curbs, and with the approval of the City of Temecula, the sidewalk and curb subgrade may be presoaked such that 120% of optimum moisture content to a minimum depth of 8 inches is achieved prior to the placement of concrete. Moisture testing must be performed by the geotechnical consultant prior to concrete placement. 5.8 Control of Surface Water and Drainage Control Positive drainage of surface water away from structures is very important. No water should be allowed to pond adjacent to buildings. Positive drainage may be accomplished by providing drainage away from buildings at a gradient of at least 2 percent for a distance of at least 5 feet, and further maintained by a swale on drainage path at a gradient of at least 1 percent. Where limited by 5 -foot side yards, drainage should be directed away from foundations for a minimum of 3 feet and into a collector swale or pipe system. Where necessary, drainage paths may be shortened by use of area drains and collector pipes and/or paved swales. Eave gutters also help reduce water infiltration into the subgrade soils if the downspouts are properly connected to appropriate outlets. 12- Leighton 111442 -006 March 12, 2007 _(revised June 4, 2007) Planters with open bottoms adjacent to buildings should be avoided, if possible. Planters should not be designed adjacent to buildings unless provisions for drainage, such as catch basins and pipe drains, are made. No ponding of water from any source (including irrigation) should be permitted onsite as moisture infiltration may increase the potential for moisture - related distress. Experience has shown that even with these controls for surface drainage, a shallow perched ground water or subsurface water condition can and may develop in areas where no such condition previously existed. This is particularly true where a substantial increase in surface water infiltration resulting from site irrigation occurs. Mitigation of these conditions should be performed under the recommendations of the geotechnical consultant on a case -by -case basis. 5.9 Graded Slopes It is recommended that all slopes be planted with drought - tolerant, ground cover vegetation as soon as practical to protect against erosion by reducing runoff velocity. Deep- rooted vegetation should also be established to provide resistance to surficial slumping. Oversteepening of existing slopes should be avoided during fine grading and construction. Retaining structures to support graded slopes should be designed with structural considerations and appropriate soil parameters provided in Section 5.6. 5.10 rogation. Landscaping and Lot Maintenance Site irrigation should be controlled at all times. We recommend that only the minimum amount of irrigation necessary to maintain plant vigor be utilized. For irrigation of trees and shrubs, a drip irrigation system should be considered. We recommend that where possible, landscaping consist primarily of drought - tolerant vegetation. A landscape consultant should be contacted for proper plant selection. For large graded slopes adjacent to open space areas, we recommend native plant species be utilized and that irrigation be utilized only until plants are well established. At that time, irrigation could be significantly reduced. Upon sale of home sites, maintenance of the home sites and common areas by the homeowners and homeowner's association, respectively, is recommended. Recommendations for the maintenance of slopes and property are included in Appendix D for your review and distribution to future homeowners and /or homeowner's associations. 5.11 Post- Grading Geotechnical Review Construction observation and testing should be performed by the geotechnical consultant during future excavations, utility trench backfilling and foundation or retaining wall construction at the site. Additionally, footing excavations should be observed and moisture determination tests of subgrade soils should be performed by the geotechnical consultant prior to the pouring of concrete. -13- Leighton 111442 -006 March 12, 2007 _(revised ]une 4, 2007) 6.0 LIMITATIONS The presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations from project specifications, we do not guarantee the contractor's work, nor do our services relieve the contractor or his subcontractors of their responsibility if defects are subsequently discovered in their work. Our responsibilities did not include any supervision or direction of the actual work procedures of the contractor, the contractor's personnel, or subcontractors. The conclusions in this report are based on test results and observations of the grading and earthwork procedures used and represent our engineering opinion as to the compliance of the results with the project specifications. This report was prepared for Pulte Home Corporation, based on their needs, directions, and requirements at the time. This report is not authorized for use by, and is not to be relied upon by any party except Pulte Home Corporation, with whom Leighton contracted for the work. Use of or reliance on this report by any other party is at that party's risk. Unauthorized use of or reliance on this report constitutes an agreement to defend and indemnify Leighton and Associates from and against any liability which may arise as a result of such use or reliance, regardless of any fault, negligence, or strict liability of Leighton and Associates. 0 r° 14- Leighton 0 L� Pulte Project No. Maravilla SITE LOCATION 111442 -006 No Tract 23992 MAP Date Temecula, California March 2007 Figure No 1 Base Map: The Thomas Guide Digital Edition Inland Empire 2004, Not To Scale SUBDRAIN OPTIONS AND BACKFILL WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF S50 OPTION 1: PIPE SURROUNDED WITH CLASS 2 PERMEABLE MATERIAL WITH PROPER SURFACE DRAINAGE SLOPE OR EVEL 12" NATIVE WATERPROOFING (SEE GENERAL NOTES) L 12" MINIMUM WEEP HOLE (SEE NOTE 5) LEVEL OR SLOPE CLASS 2 PERMEABLE FILTER MATERIAL (SEE GRADATION) 4 INCH DIAMETER PERFORATED PIPE (SEE NOTE 3) OPTION 2: GRAVEL WRAPPED IN FILTER FABRIC WITH PROPER SURFACE DRAINA SLOPE R LEVEL 12" NATIVE WATERPROOFING (SEE GENERAL NOTES) FILTER FABRIC (SEE NOTE 4) ,. 12" MINIMUM WEEP HOLE Y. TO 1 AM sue GRAVE (SEE NOTE 5) , WRAPPED rN nLTER FABRIC LEVEL OR SLOPE Class 2 Filter Permeable Material Gradation Per Caltrans Specifications Slevo Size Percent Passlnq 1" 100 3/4" 90400 318" 40 -100 No.4 25-40 No. 8 18 -33 No. 30 5 -1 No. 50 0-7 No. 200 0 -3 GENERAL NOTES: ' Waterproofing should be provided where moisture nuisance problem through the wall is undesirable. * Water proofing of the walls is not under purview of the geotechnical engineer * All drains should have a gradient of 1 percent minimum *Outlet portion of the subdrain should have a 4 -inch diameter solid pipe discharged into a suitable disposal area designed by the project engineer, The subdrain pipe should be accessible for maintenance (nodding) *Other subdrain backfll options are subject to the review by the geotechnical engineer and modification of design parameters. Notes: 1) Sand should have a sand equivalent of 30 or greater and may be densified by water jetting. 2) 1 Cu. ft. per ft. of 1/4- to 1 1/2 -inch size gravel wrapped in filter fabric 3) Pipe type should be ASTM D1527 Acrylonitrile Butadiene Styrene (ABS) SDR35 or ASfM D1785 Polyvinyl Chloride plastic (PVC), Schedule 40, Armco A2000 PVC, or approved equivalent. Pipe should be installed with perforations down. Perforations should be 3/8 inch in diameter placed at the ends of a 120- degree arc in two rows at 3-inch on center (staggered) 4) Filter fabric should be Mirafi 140NC or approved equivalent. 5) Weephole should be 3 -inch minimum diameter and provided at 10 -foot maximum intervals. If exposure is permitted, weepholes should be located 12 inches above finished grade. If exposure is not permitted such as for a wall adjacent to a sidewalk/curb, a pipe under the sidewalk to be discharged through the curb face or equivalent should be provided. For a basement -type wall, a proper subdrain outlet system should be provided. 6) Retaining wall plans should be reviewed and approved by the geotechnical engineer. 7) Walls over six feet In height are subject to a special review by the geotechnical engineer and modifications to the above requirements. RETAINING WALL BACKFILL AND SUBDRAIN DETAIL 40,� FOR WALLS 6 FEET OR LESS IN HEIGHT WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF <50 Leighton • i • 111442 -006 March 12, 2007 (revised June 4, 2007) TABLE 1 hMaravilla, Tract 23992 Building -By- Building Summary of As- Graded Geotechnical Conditions and Recommendations As- aded Geotechnical Conditions Presoaking Recommendations Building Number Finish Grade Expansion Potential' Sulfate 2 Exposure Approximate Maximum Total Fill Thickness on Bldg Pad feet Approximate Differential Fill Thickness Across Bldg Pad (feet Moisture Depth 1 Medium Negligible 8 <2 120% Optimum Moisture 18 inches 2 Medium Negligible 7 <2 120% Optimum Moisture 18 inches 3 Medium Negligible 10 4 120% Optimum Moisture 18 inches 4 Medium Negligible 2 <2 120% Optimum Moisture 18 inches 5 Medium Negligible 2 <2 120% Optimum Moisture 18 inches 6 Medium Negligible 3 <2 120% Optimum Moisture 18 inches 7 Low Negligible 3 <2 120% Optimum Moisture 12 inches 8 Low Negligible 3 <2 120% Optimum Moisture 12 inches 9 Low Negligible 4 <2 120% Optimum Moisture 12 inches 10 Low Negligible 3 <2 120% Optimum Moisture 12 inches 11 Low Negligible 8 <2 120% Optimum Moisture 12 inches 12 Low Negligible 9 2 120% Optimum Moisture 12 inches 13 Low Negligible 7 <2 120% Optimum Moisture 12 inches 14 Low Negligible 8 <2 120% Optimum Moisture 12 inches 15 Low Negligible 7 <2 120% Optimum Moisture 12 inches 16 Low Negligible 3 <2 120% Optimum Moisture 12 inches ' Based on CBC Table 18 -1 -8. See Sections 3.6 and 5.2 for additional information regarding the recommended expansion potential values. a Based on CBC Table 19 -A4 The total and differential 611 thickness' are estimated considering the fill thickness placed during the current grading. (Leighton, 2004) 111442 -006 March 12, 2007 (revised June 4, 2007) TABLE 1 Maravilla, Tract 23992 Building -By- Building Summary of As- Graded Geotechnical Conditions and Recommendations As-graded Go technical Conditions _ Recommendations Building Number Finish Grade Expansion Potential] Sulfate 2 Exposure Approximate Maximum Total Fill Thickness on Bldg Pad (feet) Approximate Differential Fill Thickness Across Bldg Pad (feet) Moisture Depth 17 Low Negligible 3 <2 120% Optimum Moisture 12 inches 18 Medium Negligible 3 <2 120% Optimum Moisture 18 inches 19 Medium Negligible 2 <2 120% Optimum Moisture 18 inches 20 Low Negligible 8 <2 120% Optimum Moisture 12 inches 21 Low Negligible 8 <2 120% Optimum Moisture 12 inches 22 Low Negligible 7 <2 120% Optimum Moisture 12 inches 23 Low Negligible 8 <2 120% Optimum Moisture 12 inches 24 Low Negligible 8 <2 120% Optimum Moisture 12 inches 25 Low Negligible 7 <2 120% Optimum Moisture 12 inches 26 Low Negligible 7 <2 120% Optimum Moisture 12 inches 27 Low Negligible 7 <2 120% Optimum Moisture 12 inches 28 Low Negligible 7 <2 120% Optimum Moisture 12 inches 29 Low Negligible 7 <2 120% Optimum Moisture 12 inches 30 Low Negligible 6 <2 120% Optimum Moisture 1 2 inches 31 Low Negligible 5 <2 120% Optimum Moisture 12 inches 32 Low Negligible 9 <2 120% Optimum Moisture 12 inches Based on CBC Table 18 -1 -8. See Sections 3.6 and 5.2 for additional inforrrtation regarding the recommended expansion potential values. ' Based on CBC Table 19 -A-4 The total and differential fill thickness' are estimated considering the fill thickness placed during the current grading. (Leighton, 2004) • • 111442-006 March 12, 2007 (revised June 4, 2007) TABLE 1 Maravilla, Tract 23992 Building -By- Building Summary of As- Graded Geotechnical Conditions and Recommendations As-graded Geotechnical Conditions Presoaking Recommendations Building Number Finish Grade Expansion Potential' Sulfate 2 Exposure Approximate Maximum Total Fill Thickness on Bldg Pad (feet) Approximate Differential Fill Thickness Across Bldg Pad (feet) Moisture Depth 33 Low Negligible 7 <2 120% Optimum Moisture 12 inches 34 Low Negligible 9 2 120% Optimum Moisture 12 inches 35 Low Negligible 8 <2 120% Optimum Moisture 12 inches 36 Medium Negligible 7 2 120% Optimum Moisture 18 inches 37 Medium Negligible 8 2 120% Optimum Moisture 18 inches 38 Medium Negligible 8 <2 120% Optimum Moisture 18 inches 39 Medium Negligible 4 <2 120% Optimum Moisture 18 inches 40 Medium Negligible 10 5 120 Optimum Moisture 18 inches 41 Medium Negligible 4 2 120% Optimum Moisture 18 inches 42 Low Negligible 8 3 120% Optimum Moisture 12 inches 43 Low Negligible 7 3 120% Optimum Moisture 12 inches 44 Low Negligible 5 <2 120% Optimum Moisture 12 inches 45 Low Negligible 4 3 120% Optimum Moisture 12 inches 46 Low Negligible 3. <2 120% Optimum Moisture 12 inches 47 Low Negligible 7 <2 120% Optimum Moisture 12 inches 48 Low Negligible 8 7 120% Optimum Moisture 12 inches Based on CBC Table 18 -1 -8. See Sections 3.6 and 5.2 for additional information regarding the recortnended expansion potential values. a Based on CBC Table 19 -A4 3 The total and differential fill thickness' are estimated considering the fill thickness placed during the current grading. (Leighton, 2004) 111442 -006 March 12, 2007 (revised June 4, 2007) TABLE 1 Maravilla, Tract 23992 Building -By- Building Summary of As- Graded Geotechnical Conditions and Recommendations As-graded Geotechnical Conditions Presoaking Recommendations Building Number Finish Grade Expansion Potential' Sulfate Z Exposure Approximate Maximum Total Fill Thickness on Bldg Pad (feet) Approximate Differential Fill Thickness Across Bldg Pad feet Moisture Depth 49 Low Negligible 8 <2 120% Optimum Moisture 12 inches 50 Low Negligible 3 <2 120% Optimum Moisture 12 inches 51 Low Negligible 7 5 120% Optimum Moisture 12 inches 52 Low Negligible 7 <2 120% Optimum Moisture 12 inches 53 Low Negligible 7 <2 120% Optimum Moisture 12 inches 54 Low Negligible 8 <2 120% Optimum Moisture 12 inches 55 Low Negligible 8 <2 120% Optimum Moisture 12 inches 56 Low Negligible 7 <2 120% Optimum Moisture 12 inches 57 Low Negligible 7 <2 120% Optimum Moisture 12 inches 58 Low Negligible 8 3 120% Optimum Moisture 12 inches 59 Low Negligible 8 <2 120% Optimum Moisture 12 inches 60 Low Negligible 4 <2 120% Optimum Moisture 12 inches 61 Low Negligible 7 3 120% Optimum Moisture 12 inches 62 Low Negligible 7 <2 120% Optimum Moisture 12 inches 63 Low Negligible 8 <2 120% Optimum Moisture 12 inches 64 Low Negligible 9 <2 120% Optimum Moisture 12 inches ' Based on CBC Table 18 -1 -8. See Sections 3.6 and 52 for additional information regarding the recommended expansion potential values. 2 Based on CBC Table 19 -A4 ' The total and differential fill thickness' are estimated considering the fill thickness placed during the current grading. (Leighton, 2004) 0 • • 111442 -006 March 12, 2007 (revised June 4, 2007) TABLE 1 Maravilla, Tract 23992 Building -By- Building Summary of As- Graded Geotechnical Conditions and Recommendations As-graded Geotechnical Conditions Presoaking Recommendations Approximate Approximate Building Finish Grade Sulfates Maximum Total Differential Fill Number Expansion Exposure Fill Thickness Thickness Moisture Depth Potential' on Bldg Pad Across Bldg Pad (feet) (feet 65 Low Negligible 7 <2 120% Optimum Moisture 12 inches 66 Low Negligible 8 <2 120% Optimum Moisture 12 inches 67 Low Negligible 7 <2 120% Optimum Moisture 12 inches 68 Low Negligible 7 <2 120% Optimum Moisture 12 inches 69 Low Negligible 6 <2 120% Optimum Moisture 12 inches 70 Low Negligible 7 <2 120% Optimum Moisture 12 inches Based on CBC Table I8 -1 -8. See Sections 3.6 and 5.2 for additional information regarding the recommended expansion potential values. 2 Based on CBC Table 19 -A4 ' The total and differential fill thickness' are estimated considering the Till thickness placed during the current grading. (Leighton, 2004) 111442 -006 March 12, 2007 (revised June 4, 2007) is TABLE 2 Minimum Post - Tensioned Foundation Design Recommendations Expansion Potential (CBC 18-2) Design Criteria Low Medium EI= 21 -50 EI= 51 -90 Edge Moisture Center Lift: 5.5 feet Variation, em Edge Lift: 3.0 feet Differential Center Lift: 1.5 inches 2.4 inches Swell, ym Edge Lift: 0.4 inches 0.8 inches Modulus of Subgrade Reaction (k) 125 psi /in 125 psi /in Minimum Perimeter Footing Embedment Depth 12 inches 18 inches Underslab Treatment l0 mil visqueen (or equivalent over 2 inches of sand) Presoaking See Table 1 (1) Depth of exterior footing to be measured from lowest adjacent finish grade or drainage Swale flowline elevation (less than 5 feet laterally from footing, per code). (2) Living area slabs should be tied to the footings as directed by the structural engineer. (3) Detailing of expansion crack control joints for PT slabs per structural engineer. (4) Underslab treatment sand should have a Sand Equivalent of 30 or greater (e.g. washed concrete sand). (5) The two inches of underslab treatment sand may be omitted on buildings which possess a very low to low expansion potential (see Table 1). • • • 0 111442 -006 March 12, 2007 (revised June 4, 2007) TABLE 3 Lateral Earth Pressures ForVery Low to Low Expansive Soil Backfill Conditions Equivalent Fluid Weight (pcf) Level Backfi11 2:1 Slope Backfill Active 45 67 At -Rest 65 95 Passive 300 125 (Sloping Down) 'Assumes drained condition (See Figure 2) 'Assumes a level condition behind and in front of wall foundation of project. 'Maximum passive pressure = 4000 psf, level conditions. ° Assumes use of very low to low expansive soil (E1= 0 -50). • s i 6mrw4wml ♦NO FIELD GExSTV I6T lGOnloN uAF w i n am Atp/ w I of 5 sa LEGEND ON vuTE 1 OF s ED,, ,T �OPs _ ��� � � of t Uamb c*� 12 OPS .' rAT P r of G LF ST EST IIFHIL E CITY Or TEMECULF 1111 -1111a 1. ` s gc ropc�I c v 10NC a�n s = � N F III 'IF 1 .er cu e =oe xox n�rc _ .o s rs oe Fo omomom� ar o00 YJ TRACT Bb e2 VM Sr. a .a 1 1 1 s 'N� c y /c.a • s/s o e ay ap ca e� ear ^�,+ vurt a or s III ¢cco ox rwa I al s t Ii i ry l a i 11 Al { i 3 i' Eow�.om a.. o.�E_ CITY OF TEMECULA o�,w..•.a =�� =+«• yooe— oa�sce T-32-81 KSIT Boa d: °�tIF4'" :<... ,,, o,..�,aE,.a.o,,.�. ,..�.�..,%.« �rz .� Eox�.E `" �, aoucn �s . 1NC aanm 4 ..IPEI1w or Eaou. .oar.. u.o,< - .e ..,... 1R B w ,,, aa«oa a w� .: arm eeoson' can'rao� vanes nCi 239 PHASE wrt c 1LE. �ry /n xo no , u ] a 0 • 9 0 0 0 acmccervicAE .no nem DENSITY TEST mc.nory GAP ..A.111A I AAA' NA 23912 LF, OR ON � _ o s � ro . •w• r 5w , .5 /m 3/ ' AGOG OIe eE S, BG 1 L1 O BOI I4IC 2 OF 5 SEE LEGEND ON PLATE i Or 5 �# QAg 5 ou,: � F Af, ,,, F ' K ' . 4a of .,. w, z i F " \� ` FY ®E3 tn,n o f P /Ops � 4 ® v Af ,�w A �� o ��� ,k �� rvp ,Y , _ ^ EEL t ) ... A, f� �� 55 nAG l ?3B1 o .. V. �N - li +sy B4J 3. r25Fr. w. a r � P p� -- A Bern „ y Y 0 � . { AA Af CI AGE .e / r ,; a f i' / . , �QPs - / lA IIRLS i EWE A A s� I .Coq DSL 6IIS3 t y PC C IT 1 l o- II i s _ y lil o9s� Ar� v TN, _ � y ` ........�.....0 CONSTRUCTION NOT IF .� F .ago 1 "'" 11'ILA PAN .,Iw , N A o X A lly -.A— 1. e `. N06 -wNXLR - o o...l e. 1 ­11Ass YT EI, .x .. u CITY OF TEAE CULA Eta arzce c xeo x0 �xrt ��� n.w. nu.n�u.em - ° ROUGH 399213 FEBp. N2 EER2s cc HHCE E J �[ wF Cr< a w �F11 2 c5 23992 PHASE .. IF 6 n • Is LICEN AI ® .v.aove.¢ ­01.L ­11 nnniox a rm .r.°ovunE wt.T101 or nao owmr III IDTI I Or 5 csmmxwuL nxo rlcLO ocxsTV us or .�.o °.. IT .E... �o,o� mcATOx Lev .... �. ... 1--J ...o.�o. A � .. ooe ES Sx° X 30 om.. i /ov [ sA.e 11 /1. broiled er W 11 1, 111 ... < <....o`oW u., [wu[xo[o °. � .a. CITY OF TEMECULA �� «o�„°.«., lo0c[0326R ­T T _ ar,E o.R.— - aoucn canowc PLAN 4 .:xm o . ¢ axo EROSION C NTROL PLAN wsvmo° w w °°m¢ a T— �xr.A u n . wx oinue. wunw ue w°rs TRACT 2 3992 PHASE A ­1 °oxomrn x r ssie .. . osrnr° or 6 sx°ns • Is 9 0 0 � �— aouc c auu vc Ro 0 o. r r�nN iaur v�n =, nse c r J E 111442 -006 March 12, 2007 (revised June 4, 2007) APPENDIX A References Blake, T. F., 2000a, FRISKSP, Version 4.00 Computer Program, for Determining the Probabilistic Horizontal Acceleration, User's Manual, 99pp. Blake, T. F., 2000b, UBCSEIS, Version 1.0, User's Manual for Evaluating the Seismic Parameters in accordance with the 1997 UBC, 53 pp. Leighton & Associates, Inc., 1978, Geologic Seismic Investigation for Proposed Developments, A Portion of Tract 3587, "The Plaza" and an Approximately 500 -Foot Wide Parcel Southwest of the Intersection of Rancho Califomia Road and Ynez Road, Temecula, County of Riverside, California, Project No. 678043 -01, dated March 7, 1978.Leighton & Associates, Inc., 1987, Engineering Geologic Investigation of Faulting, Rancho Highlands, Tentative Tract No. 21760, Rancho California, County of Riverside, California, Project No. 6862000 -01, dated March 31, 1987. Leighton & Associates, Inc., 2005a, Supplemental Geotechnical Investigation, Rancho Highlands 11, Tract 23992, Lots 1, 2 and 3, City of Temecula, California, Project No. 111442- 003, dated May 16, 2005. • Leighton & Associates, Inc., 2005b, Supplemental Evaluation of Faulting, Maravilla Project Site, Tract 23992, City of Temecula, California, Project No. 111442-003, dated December 8, 2005. Leighton & Associates, Inc., 2005c, Response to Riverside County Review Comments, City of Temecula Case No. PA05 -0167, Maravilla Project Site, Tract 23992, City of Temecula, California, Project No. 111442 -003, dated December 30, 2005. Leighton & Associates, Inc., 2006, Response to Riverside County Review Comments #3, Geo. No. 1494, City of Temecula Case No. PA05 -0167, Maravilla Project Site, Tract 23992, City of Temecula, California, Project No. 111442-003, dated March 2, 2006. Petra Geotechnical, Inc., 2001, Interim Geotechnical Report of Rough Grading, California Highlands 11, Parcel Map 23992, Southwest of Rancho California Road and Ynez Road, City of Temecula, Riverside County, California, I.N. 510 -99, dated March 12, 2001. Petra Geotechnical, Inc., 2002, Geotechnical Report of Rough Grading, Rancho California Highlands 11, Parcel Map 23992, Southwest of Rancho California Road and Ynez Road, City of Temecula, Riverside County, California, J.N. 510 -99, dated March 15, 2002. A -1 Leighton 111442 -006 March 12, 2007 (revised June 4, 2007) References (continued) Petra Geotechnical, Inc., 2003, Supplemental Geoteclmical Investigation to Provide Remedial Grading Recommendations, Tract 23992 (Rancho Highlands II), Southwest of Rancho California Road and Ynez Road, City of Temecula, Riverside County, California, J.N. 333 -03, dated September 29, 2003. RBF Consulting, Inc., 2006, Maravilla Tract No 23992, Rough Grading and Erosion Control Plan, phase A, dated September 20, 2006. RBF Consulting, Inc., 2006, Maravilla Tract No 23992, Rough Grading and Erosion Control Plan, phase B & C, plotted October 26, 2006. • A -2 Leighton 0 APPENDIX B Explanation of Summary of Field Density Tests • Test No Test of Test No. Test of Prefix 'test of Abbreviations Prefix lest of Abbreviations (none) GRADING Natural Grand NG (SG) SURGRADE original Gmund OG (AB) AGGREGATE BASE Existing Fill EF (CB) CRUSHED BASE Compacted Fill CF (PP) PROCESSED BASF. Slope Face SF (AC) ASPHALT CONCRETE Finish Grade FG Curh C (S) SEWER (SD) STORM DRAIN Gutter G (AD) ARFA DRAIN Curb and Gutter CG (W) DOMESTIC WATER Cross Gutter XG (RC) RECLAIMED WATER Street ST (Sly) SUBDRAIN Sidewalk SW (G) GAS Driveway D (E) ELECTRICAL Driveway Approach DA (T) TELEPHONE Puking Lot PI. (1) JOINT UTILITY Electric Box Pad EB (1) IRRIGATION Bedding Material B Shading Sand S Main Backfill M Lateral Backfill L Crossing X Manhole MH Hydrant Lateral IIL Catch Basin CD Riser R Invert I Check Valve CV Metter Box M B Junction Box 1R (RW) RETAINING WALL (P) PRESATURATION (CW) CRIB WALL OW) LOFFFLI, WALL Moisture Content M (SF) STRUCT FOOTING (IT) INTERIOR TRENCH Footing Bottom F Backfill B Wall Cell - C Plumbing P Electrical E N represents nuclear gauge tests that were performed in general accordance with most recent version of ASTM Test Methods D2922 and D3017 S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method D1556 15A represents first retest of Test No, 15 15D represents smund retest of Test No. 15 "0" in'I'esl Elevation Column represents test was taken at the ground surface (c.g. finish grade or subgrade) " -I" in Test Elevation Column represents taken 1 -foot below the adjacent Compacted fill subgrade, other depths noted az appropriate SUMMARY OF FIELD DENSITY TESTS k Test Test Test Location Test Soil Dry Density (pct) Moisture ( %) Relative ( %) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks 1 11/1/06 CF 40 1092 MD2 122.3 128.5 8.7 10.0 95 2 11 /1/06 CF 41 1099 MD2 117.1 128.5 10.8 10.0 91 3 1112/06 CF 39 1098 MD2 120.3 128.5 9.5 10.0 94 4 11/2/06 CF 40 1094 MD2 118.4 128.5 9.1 10.0 92 5 11/2/06 CF 38 1099 MD2 119.1 128.5 10.3 10.0 93 6 1112/06 CF 38 1100 MD2 117.0 128.5 9.9 10.0 91 7 11/2/06 CF 40 1096 MD2 120.1 128.5 10.2 10.0 93 8 11/3/06 CF 40 1098 MD2 1183 128.5 10.5 10.0 92 9 11/3/06 CF 41 1100 MD2 116.5 128.5 9.3 10.0 91 10 11/3/06 CF 42 1094 MO2 119.7 128.5 10.1 10.0 93 11 11/3/06 CF 39 1100 MD2 119.3 128.5 10.3 10.0 93 12 1113106 CF 54 1093 MD2 117.1 -128.5 10.8 10.0 91 13 11/3106 CF 54 1093 MD2 116.0 128.5 10.5 10.0 90 14 11/3/06 CF 53 1094 MD2 116.6 128.5 11.1 10.0 91 15 11/3/06 CF 48 1095 MD2 117.4 128.5 10.1 10.0 91 16 11/3/06 CF 42 1097 MD2 117.6 128.5 9.9 10.0 92 17 11/6/06 CF 52 1095 MD2 118.1 128.5 10.8 10.0 92 18 11/6/06 CF 53 1095 MD2 119.0 128.5 11.2 10.0 93 19 11/6/06 CF 54 1094 MD2 117.7 128.5 10.9 10.0 92 20 11/6/06 CF 56 - 1092 MD2 118.4 128.5 10.4 10.0 92 21 1116/06 CF 57 1093 MD2 119.1 128.5 10.6 10.0 93 22 11/6106 CF REC CENTER 1096 MD2 118.5 128.5 10.5 10.0 92 23 11/6/06 CF 48 1096 MD2 118.9 128.5 11.1 10.0 93 24 11/7/06 CF 56 1095 MD2 117.6 128.5 10.5 10.0 92 25 11/7106 CF 57 1096 MD2 117.9 128.5 11.2 10.0 92 26 11/7/06 CF 49 1097 MD2 119.2 128.5 10.3 10.0 93 27 11/7/06 CF 48 1098 MD2 119.1 128.5 10.4 10.0 93 28 11/7/06 CF 42 1099 MD2 118.3 128.5 10.2 10.0 92 29 11/7106 CF REC CENTER 1098 MD2 118.1 128.5 10.5 10.0 92 30 11/8/06 CF 45 1099 MD2 120.3 128.5 9.8 10.0 94 31 11/8/06 CF 46 1100 MD2 116.7 128.5 10.5 10.0 91 32 11/8/06 CF 58 1096 MD2 118.3 128.5 10.9 10.0 92 Proiect Number: 111442-006 Protect Name: PULTE MARAVILLA Proiect Location: TEMECULA Client: PULTE HOME CORP Page I of 7 Leighton and Associates, Inc 3/13/2 2:02:22PM • SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density (pcf) Moisture ( %l Relative ( %) No. Date Of Lot # Elev (ft) Tvpe Field Max Field Opt Compaction Remarks 33 11/8/06 CF 59 1095 MD2 115.8 128.5 9.9 10.0 90 34 11/8/06 CF 46 1101 MD2 119.3 128.5 11.1 10.0 93 35 11/8/06 CF 45 1101 MD2 119.1 128.5 10.3 10.0 93 36 1118/06 CF 59 1097 MD2 116.0 128.5 10.1 10.0 90 37 11/8/06 CF 58 1095 MD2 120A 1285 9.5 10.0 94 38 11/8/06 CF 59 1099 MD2 117.3 128.5 10.7 10.0 91 39 11/8/06 CF 58 1100 MD2 117.8 128.5 11.3 10.0 92 40 11/9/06 CF 61 1095 MD2 115.5 128.5 10.1 10.0 90 41 11/9/06 CF 60 1099 M132 115.8 128.5 10.3 10.0 90 42 11/9/06 CF 61 1097 M132 119.3 128.5 9.7 10.0 93 43 11/9106 CF 61 1099 MD2 117.1 128.5 9.5 10.0 91 44 11/9106 CF 36 1097 MD2 120.1 128.5 10.1 10.0 93 45 1119/06 CF 37 1097 MD2 119.3 128.5 10.7 10.0 93 46 11/9106 CF 36 1099 MD2 118.1 128.5 10.5 10.0 92 47 11/9/06 CF 37 1100 MD2 116.3 128.5 11.1 '10.0 91 48 11/10/06 CF 36 1101 MD2 119.7 128.5 10.5 10.0 93 49 11/10/06 CF 37 1101 MD2 115.7 i28.5 9.8 10.0 90 50 11/10/06 CF 37 1103 MD2 121.0 128.5 10.1 10.0 94 51 11/10/06 CF 4 1096 MD2 116.3 128.5 10.3 10.0 91 52 11/10/06 CF 6 1096 MD2 119.7 128.5 10.7 10.0 93 53 11 /13/06 CF 5 1097 MD2 115.5 128.5 9.8 10.0 90 54 11/13/06 CF 15 1093 MD2 117.3 128.5 10.4 10.0 91 55 11/13/06 CF 17 1097 MD2 120.3 128.5 10.9 10.0 94 56 11/13/06 CF 16 1097 MD2 116.8 128.5 10.1 10.0 91 57 11/13106 CF 4 1097 MD2 118.7 128.5 11.1 10.0 92 58 11/13/06 CF 9 1097 MD2 121.1 128.5 9.7 10.0 94 59 11113/06 CF 7 1097 MD2 117.8 128.5 10.5 10.0 92 60 11/13/06 CF 8 1097 MD2 115.6 128.5 10.7 10.0 90 61 11/14/06 CF 19 1095 MD2 117.3 128.5 10.2 10.0 91 62 11114/06 CF 18 1096 MD2 120.1 128.5 10.5 10.0 93 63 11/14/06 CF 19 1096 MD2 120.7 128.5 9.8 10.0 94 64 11/14/06 CF 18 1097 MD2 115.6 128.5 10.9 10.0 90 Proiect Number: PULTE 111442-OM MA Proiect Name: PULTE MARAVILLA Proiect Location: TEMECULA Client: PULTE HOME CORP Paee 2 of 7 Leighton and Associates, Inc SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density (pcf) Moisture ( %) Relative ( %) No. Date Of Lot 9 Elev (ftl Type Field Max Field Opt. Compaction Remarks 65 11/14/06 CF 3 1090 MD2 118.6 128.5 9.5 10.0 92 66 11/14/06 CF l 1095 MD2 116.1 128.5 10.3 10.0 90 67 11/14/06 CF 2 1091 MD2 1193 128.5 10.0 10.0 93 68 11/15/06 CF 1 1096 MD4 106.7 119.0 14.5 13.0 90 69 11/15/06 CF 3 1094 MD4 109.1 119.0 15.1 13.0 92 70 11/15/06 CF 2 1093 MD4 110.3 119.0 13.9 13.0 93 71 11/15/06 CF 20 1090 MD4 109.1 119.0 13.1 13.0 92 72 11/15/06 CF 22 1092 MD4 107.3 119.0 13.9 13.0 90 73 11/15/06 CF 21 1093 MD4 110.7 119.0 13.0 13.0 93 74 11/16/06 CF 67 1091 MD4 107.8 119.0 14.2 13.0 91 75 11/16/06 CF 66 1092 MD4 108.9 119.0 13.7 13.0 92 76 11/16/06 CF 68 1093 MD4 106.8 119.0 15.3 13.0 90 77 11116 /06 CF 20 1093 MD4 107.1 119.0 14.9 13.0 90 78 ) 1/16!06 CF 21 1094 MD4 109.9 119.0 15.0 13.0 92 79 11/16106 CF 22 1096 MD4 107.6 119.0 13.5 13.0 90 80 11/16/06 CF 20 1095 MD4 111.3 119.0 14.3 13.0 94 81 11/17/06 CF 21 1096 MID4 108.3 119.0 13.3 13.0 91 82 11/17/06 CF 22 1097 MD4 110.7 119.0 12.5 130 93 83 11/17/06 CF 20 1096 MD4 112.0 119.0 12.9 13.0 94 84 11/17/06 CF 66 1094 M134 109.1 119.0 13.7 13.0 92 85 11/17/06 CF 68 1.095 MD4 107.9 119.0 12.8 13.0 91 86 11/17/06 CF 67 1096 MD4 108.4 119.0. 13.5 13.0 91 87 11/17/06 CF 66 1096 MD4 110.2 119.0 11.9 13.0 93 88 11/17/06 CF 67 1097 MD4 107.9 119.0 13.1 13.0 91 89 11/17/06 CF 69 1091 MD4 108.1 119.0 12.5 13.0 91 90 11117/06 CF 70 1093 M134 111.7 119.0 13.4 13.0 94 91 11/20/06 CF 25 1083 MD1 110.3 121.5 11.8 12.0 91 92 11/20/06 CF 26 1084 MD1 113.4 121.5 123 12.0 93 93 11/20/06 CF 25 1085 MD2 112.5 128.5 9.1 10.0 88 RT ON 93A 93A 11/20/06 CF 25 1085 MD2 118.4 128.5 10.1 10.0 92 RT OF 93 94 11/20/06 CF 26 1086 MD2 113.6 128.5 9.4 10.0 88 RT ON 94A 94A 11/20/06 CF 26 1086 MD2 120.1 128.5 10.5 10.0 93 RT OF 94 Project Number: 111442 -006 � Project Name: PULTE MARAVILLA Project Location: TEMECULA Client: PULTE HOME CORP Pave 3 of 7 Leighton and Associates, Inc 3/13/2 2:02:22PM • SUMMARY OF FIELD DENSITY TESTS 0 Test Test Test Location Test Soil Dry Density (pct) Moisture ( %) Relative ( %) No. Date Of Lot # Elev (ft) Tvpe Field Max Field Opt. Compaction Remarks 95 11/20/06 CF 26 1087 MD2 117.4 128.5 10.7 10.0 91 96 11/20/06 CF 25 1088 MD2 115.1 128.5 9.8 10.0 90 97 11120/06 CF 25 1089 MD2 119.4 128.5 9.7 10.0 93 98 11/20/06 CF 26 1090 MD2 121.0 128.5 10.4 10.0 94 99 11/20/06 CF 27 1086 MD2 116.7 128.5 10.3 10.0 91 100 11/20/06 CF 28 1088 MD2 120.4 128.5 9.4 10.0 94 101 11/20106 CF 31 1086 MD2 1187 128.5 9.9 10.0 92 102 11120/06 CF 29 1087 MD2 115.6 128.5 10.2 10.0 90 103 1120/06 CF 30 1089 MD2 121A 128.5 10.9 10.0 94 104 11/20/06 CF 28 1089 MD2 117.3 128.5 10.5 10.0 91 105 11/20/06 CF 27 1091 MD2 119.3 128.5 9.7 10.0 93 106 11/20/06 CF 29 1092 MD2 116.7 128.5 9.3 10.0 91 107 1120/06 CF 31 1089 MD2 118.9 128.5 9.9 10.0 93 108 11/20/06 CF 30 1091 MD2 120.3 128.5 10.4 10.0 94 109 11/22/06 CF 12 1092 MD2 117.4 128.5 10.3 10.0 91 110 11/22106 CF 14 1092 MD2 120.1 128.5 9.8 10.0 93 111 1122/06 CF 13 1094 MD2 115.9 128.5 10.5 10.0 90 112 11/22106 CF 14 1094 MD2 118.1 128.5 10.1 10.0 92 113 1122/06 CF 13 1096 MD2 119.4 128.5 10.8 10.0 93 114 11/22106 CF 12 1097 MD2 116.4 128.5 9.5 10.0 91 115 11/22/06 CF 60 1100 MD2 118.7 128.5 9.2 10.0 92 116 11/27/06 CF 23 1084 MD2 116.2 128.5 10.6 10.0 90 117 11/27/06 CF 24 1083 MD2 121.3 128.5 9.7 10.0 94 118 1127106 CF 23 1086 M132 - 117.9 128.5 9.9 10.0 92 119 11/27106 CF 24 1087 MD2 117.4 128.5 10.4 10.0 91 120 11/27/06 CF 23 1089 MD2 120.6 128.5 9.7 10.0 94 121 1128/06 CF 29 1092 MD2 119.7 128.5 10.1 10.0 93 122 11/28/06 CF 30 1091 MD2 116.5 128.5 9.9 10.0 91 123 11/28/06 CF 31 1090 MD2 120.7 128.5 10.6 10.0 _ 94 124 1128 106 CF 35 1095 MD2 118.1 128.5 9.5 10.0 92 125 11/28106 CF 33 1099 MD2 116.3 128.5 10.4 10.0 91 126 11/28/06 CF 32 1100 MD2 119.8 128.5 9.1 10.0 93 Proiect Number: 111442 -006 e Proiect Name: PULTE MARAVILLA Proiect Location: TEMECULA Client: PULTE HOME CORP Paee 4 of 7 SUMMARY OF FIELD DENSITY TESTS Test Test Test No. Date Of Location - Test Soil Dry Density (pct) Moisture ( %) Relative ( %) Lot # Elev fft) T9pe Field Max Field Opt Compaction Remarks 127 11/28/06 CF 34 1098 MD2 121.3 128.5 10.8 10.0 94 128 11/28/06 CF 35 1100 MD2 115.9 128.5 10.1 10.0 90 129 11/29/06 CF 32 1102 MD2 118.8 128.5 10.4 10.0 92 130 11/29/06 CF 33 1101 MD2 120.7 128.5 10.9 110 94 131 11/29/06 CF 34 1101 MD2 115.8 128.5 9.6 10.0 90 132 11/29/06 CF 32 1104 MD2 119.7 128.5 10.1 10.0 93 133 11/29/06 CF 35 1102 MD2 121.2 128.5 10.7 10.0 94 134 11/29/06 CF 65 1099 MD2 117.4 128.5 9.9 10.0 91 135 11129/06 CF 64 1100 MD2 120.1 128.5 10.3 10.0 93 136 11129/06 CF 62 1097 MD2 116.7 128.5 10.8 10.0 91 137 11/29/06 CF 63 1099 MD2 118.9 128.5 9.5 10.0 93 138 11/29/06 CF 62 1101 MD2 121.3 128.5 10.2 10.0 94 139 11/29/06 CF 63 1103 MD2 120.4 128.5 10.7 10.0 94 140 11129/06 CF 63 1105 MD2 116.5 128.5 10.9 10.0 91 141 11/29/06 CF 64 1102 MD2 118.4 128.5 9.4 10.0 92 142 11/29/06 CF 65 1104 MD2 115.8 128.5 9.2 10.0 90 143 11/29/06 CF 64 1105 MD2 121.7 128.5 10.2 10.0 95 144 11/29/06 CF 55 1089 MD2 117.3 128.5 10.5 10.0 91 145 11/29/06 CF 55 1091 MO2 119,7 128.5 10.1 10.0 93 146 1129/06 CF 55 1093 MD2 120.9 I28.5 9.7 10.0 94 147 1150/06 CF RANCHO HIGHLAND STA 11 +00 1108 MD2 117.5 128.5 9.2 10.0 91 148 11/30/06 CF RANCHO HIGHLAND STA13 +00 1102 MD2 120.4 128.5 10.4 10.0 94 149 1 1/30/06 FG 37 0. MD 1 . 109.5 121.5 10.4 12.0 90 150 11/30/06 FG 38 0 MD2 117.9 128.5 8.5 10.0 92 151 11/30./06 FG 39 0 MD2 122.0 128.5 8.3 10.0 95 152 11/30/06 FG 40 0 MD2 117.1 128.5 7.5 10.0 91 153 11/30/06 FG 41 0 MD2 122.7 128.5 10.3 10.0 95 154 11/30/06 FG 42 0 MD2 119.8 128.5 10.6 10.0 93 155 11/30/06 FG 43 0 MD2 125.2 128.5 7.4 10,0 97 156 11/30/06 FG 44 0 MD2 115.5 128.5 7.1 10,0 90 157 11/30/06 FG 45 0 MD2 116.0 128.5 8.1 10.0 90 158 11130/06 FG 46 0 MD2 126.6 128.5 8.9 10.0 99 Proiect Number: 111442 -006 Alp Proiect Name: PULTE MARAVILLA Proiect Location: TEMECULA *V Client: PULTE HOME CORP PaLe 5 of 7 Leighton and Associates, Inc - 3/13/2 2:02:22PM 0 0 Is SUMMARY OF FIELD DENSITY TESTS Test Test Test No. Date Of Location Test Soil Dry Density (pcf) Moisture (%) Relative ( %) Lot f1 Elev (ft) Type Field Max Field Opt. Compaction Remarks 159 11130/06 CF TIERRA VISTA RD STA 12 +50 1087 MD2 119.3 128.5 10.5 10.0 93 160 11/30/06 CF TERRA VISTA RD STA 11 +00 1102 MD2 121.3 128.5 10.1 10.0 94 161 11/30/06 CF TIERRA VISTA RD STA 9 +50 1114 MD2 116.1 128.5 9.1 10.0 90 162 12/1/06 FG 1 0 MD2 118.4 128.5 9.5 10.0 92 163 12/1106 FG 2 0 MD2 122.1 128.5 10.8 10.0 95 164 12/1/06 FG 3 0 MD2 120.3 128.5 8.7 10.0 94 165 12/1/06 FG 4 0 MD2 119.7 128.5 8.4 10.0 93 166 12/1/06 FG 5 0 MD2 121.7 128.5 9.1 10.0 95 167 12/1/06 FG 6 0 MD2 123.4 128.5 7.9 10.0 96 168 12/1/06 FG 7 0 MD2 120.9 128.5 8.6 10.0 94 169 12/1/06 FG 47 0 MD2 126.8 128.5 7.1 - 10.0 99 170 12/1106 FG 48 0 MD2 125.3 128.5 8.1 10.0 98 171 12/1106 FG 49 0 MD2 122.8 128.5 7.4 10.0 96 172 12/1106 FG 50 0 MD2 115.9 128.5 8.3 10.0 - 90 173 12/1106 FG 51 0 MD2 118.5 128.5 8.3 10.0 92 174 12/1/06 FG 52 0 MD2 118.0 128.5 8.5 10.0 92 175 12/1106 FG 53 0 MD2 116.9 128.5 11.0 10.0 91 176 12/I106 FG 54 0 MD2 117.8 128.5 9.0 10.0 92 177 12/1196 FG 55 0 MD2 115.3 128.5 7.0 10.0 90 178 12/1/06 FG 59 0 MD2 117.7 128.5 7.9 10.0 92 179 12/1106 FG 58 0 MD2 116.8 128.5 7.4 10.0 91 180 1211106 FG REC CENTER 0 MD2 121.0 128.5 7.2 10.0 94 181 1211106 FG REC CENTER 0 MD2 118.4 128.5 8.7 10.0 92 182 1211/06 CF TIERRA VISTA RD STA 13 +50 1078 MD2 120.4 128.5 10.3 10.0 94 183 1211106 CF TIERRA VISTA RD STA 8 +50 1118 MD2 1173 128.5 9.8 10.0 91 184 12/4106 CF S OF LOT 29 1113 MD2 116.3 128.5 10.3 10.0 91 185 1214106 CF S OF LOT 29 1110 MD2 119.7 128.5 9.5 10.0 93 186 12/4106 FG 8 0 MD2 121.1 128.5 7.5 10.0 94 187 12/4/06 FG 9 0 MD2 1193 128.5 9.1 10.0 93 188 1214/06 FG 10 0 MD2 120.6 128.5 8.3 10.0 94 189 12/4106 FG 16 0 MD2 115.8 128.5 7.8 10.0 90 190 1214/06 FG 17 0 MD2 117.4 128.5 8.1 10.0 91 Protect Number: 111442 -006 Protect Name: PULTE MARAVILLA Prolect Location: TEMECULA Client: PULTE HOME CORP Paee 6 of 7 Leighton and Associates, Inc SUMMARY OF FIELD DENSITY TESTS i Test Test Test Location Test Soil Dry Density (pc!) Moisture ( %) Relative ( %) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks 191 12/4106 FG 18 0 MD2 120.4 128.5 7.6 10.0 94 192 12/4/06 FG 19 0 MD2 119.1 128.5 8.7 10.0 93 193 12/4/06 FG 15 0 MD2 116.1 128.5 8.4 10.0 90 194 12/4/06 FG 11 0 MD2 115.9 128.5 7.9 10.0 90 195 12/4/06 FG 12 0 MD2 121.1 128.5 7.5 10.0 94 196 12/4/06 FG 13 0 MD2 120.1 128.5 8.2 10.0 93 197 12/4/06 FG 14 0 MD2 118.0 128.5 9.1 10.0 92 198 12/4/06 FG 22 0 MD2 115.7 128.5 9.8 10.0 90 199 12/5/06 FG 21 0 MD2 120.8 128.5 7.9 10.0 94 200 1215/06 FG 20 0 MD2 116.7 128.5 8.4 10.0 91 201 12/5/06 FG 70 0 MD4 110.7 119.0 10.4 13.0 93 202 12/5/06 FG 69 0 MD4 111.9 119.0 10.8 13.0 94 203 12/5106 FG 68 0 M132 118.7 128.5 8.5 10.0 92 204 12/5/06 FG 67 0 MD2 115.9 128.5 8.1 10.0 90 205 12/5/06 FG 66 0 MD2 119.7 128.5 7.5 10.0 93 206 1215106 FG 36 0 MD2 120.3 128.5 8.6 10.0 94 207 12/5106 FG 35 0 MD2 121.9 128.5 7.6 t0.0 95 208 12/5106 FG 34 0 MD2 115.6 128.5 7.3 10.0 90 209 12/6/06 FG 33 0 MD2 1173 128.5 8.1 10.0 91 210 12/6/06 FG 32 0 MD2 116.4 128.5 7.5 10.0 91 211 12/6/06 FG 65 0 MD2 119.6 128.5 7.1 10.0 93 212 1216106 FG 64 0 M132 121.3 128.5 8.5 10.0 94 213 12/6106 FG 63 0 MD2 .123.1 128.5 7.9 10.0 96 214 12/6/06 FG 62 0 MD2 115.9 128.5 7.6 10.0 90 215 12/6/06 FG 61 0 MD2 118.1 128.5 8.9 10.0 92 216 12/6/06 FG 60 - 0 MD2 119.7 128.5 7.3 10.0 93 217 12/6/06 FG 56 0 MD2 116.3 '128.5 7.1 10.0 91 218 12/6/06 FG - 57 0 MD2 120.4 128.5 8.4 10.0 94 Proiect Number: 111442 -006 Proiect Name: PULTE MARAVILLA Proiect Location: TEMECULA Client: PULTE HOME CORP Pa¢e 7 of 7 4 9 Leighton and Associates, Inc 3/13/2 9 • 0 111442 -006 March 12, 2007 (revised June 4, 2007) APPENDIX C Laboratory Testing Procedures and Test Results Expansion Index Tests The expansion potential of selected materials was evaluated by the Expansion Index Test, ASTM test method D4829 or U.B.C. Standard No. 18 -2. Specimens are molded under a given compactivc energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1 -inch thick by 4 -inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below. Note that the Expansion Index reported by the laboratory may differ from Leighton's design recommendations. See Section 3.6, Section 5.2, and Table 1 for further information. Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods, California Test Method 417. The test results are presented in the table below: Sample Soluble P Expansion Expansion o Sulfate Sample Description Sulfate, (/o by Location Index Potential Exposure weight) Bldgs. 1 -3 Brown silty, clayey SAND 37 Low < 0.015 Negligible Bldgs. 4 -6 Olive brown SILT 37 Low < 0.015 Negligible Bldgs. 7 -10 Olive brown silty SAND 0 Very Low < 0.015 Negligible with trace gravel Bldgs. 11 -13 Olive brown silty SAND 22 Low < 0.015 Negligible with trace gravel Bldgs. 14,20- Olive brown silty SAND 27 Low < 0.015 Negligible 22 and trace gravel Bldgs. 15 -17 Olive brown 1ilty lean 0 Very Low < 0.015 Negligible Bldgs. 18 -19 Brown lean SILT with 56 Medium < 0.015 Negligible sand Bldgs. 23 -24 Brown clayey SAND with 49 Low < 0.015 Negligible trace gravel Bldgs. 25 -26 Brown silty SAND with 1 Very Low < 0.015 Negligible trace gravel Bldgs. 27 -28 Olive brown silty SAND 0 Very Low < 0.015 Negligible with trace gravel Bldgs. 29 -31 Brown silty, clayey SAND 30 Low < 0.015 Negligible Bldgs. 32 -35 Brown silty SAND 20 Very Low < 0.015 Negligible Bldgs. 36 -38 Olive brown clayey SAND 51 Medium < 0.015 Negligible with trace avel C -1 111442 -006 March 12, 2007 (revised June 4, 2007) Sample P Sample Description Expansion Expansion Soluble o Sulfate, (/o by Sulfate Location 7.50 Index Potential 127 Exposure EI -19 2968 129 7.40 weight) Bldgs 39 -41 Olive brown clayey SAND 85 Medium < 0.015 Negligible with trace gravel _ Bldgs. 42 -44 Olive brown silty SAND 2 Very Low < 0.015 Negligible with trace gravel Bldgs. 45 -46 Olive brown silty SAND 0 Very Low < 0.015 Negligible with trace gravel Bldgs. 47 -49 Olive brown silty SAND 17 Very Low 0.021 Negligible with trace gravel Olive brown well graded Bldgs. 50 -52 SAND with silt and trace 0 Very Low <0.015 Negligible gr avel Bldgs 53 -55 Brown silty SAND with 0 Very Low < 0.015 Negligible trace gravel Bldgs. 56 -57, Brown silty SAND with Rec Center trace gravel 20 Very Low < 0.015 Negligible Bldgs. 58 -59 Brown silty SAND with 6 Very Low < 0.015 Negligible trace gravel Bldgs. 60 -62 Brown silty SAND 10 Very Low 0.0165 Negligible Bldgs. 63 -65 Brown SILT with sand 41 Low < 0.015 Negligible Bldgs. 66 -67 Olive brown silty SAND 0 Very Low < 0.015 Negligible with trace gravel Bldgs. 68 -70 Bro wn silty lean CLAY 39 Low < 0.015 Negligible with trace grav el Chloride Content, Minimum Resistivity and pH Tests Chloride content, minimum resistivity and pH tests were performed in general accordance with California Test Methods 422 and 532. These results are presented in this appendix. Sample No Minimum Resistivity(ohm -em) Chloride Content(ppm) Soil pH El -1 3103 108 7.50 EI -10 3373 127 7.60 EI -19 2968 129 7.40 G2 111442 -006 March 12, 2007 (revised June 4, 2007) Laboratory Testing (continued) Maximum Density Tests The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method D1557. The soluble sulfate content was determined by standard geochemical method, Califomia Test Method 317. Plasticity Index was determined by ASTM D4318. The results of these tests are presented in the table below: Soil tion Maximum Dry Optimum Sample Descr p Moisture Type Density (pcf) Content ( %) MD -1 Olive brown silty 121.5 12.0 MD -2 Brown silty SAND 128.5 10.0 Brown well graded SAND with silt and MD -3 few gravel 127.5 10.0 MD4 Pale brown silt with trace of clay 119.0 13.5 E � - 1 LJ C -3 111442 -006 March 12, 2007 (revised June 4, 2007) APPENDIX D Lot Maintenance Guidelines for Owners Development areas, in general, and hillside lots, in particular, need maintenance to continue to function and retain their value. Many owners are unaware of this and allow deterioration of the property. It is important to familiarize owners with some guidelines for maintenance of their properties and make them aware of the importance of maintenance. Some governing agencies require hillside property developers to utilize specific methods of engineering and construction to protect those investing in improved lots or constructed homes. For example, the developer may be required to grade the property in such a manner that rainwater will be drained away from the lot and to plant slopes so that erosion will be minimized. They may also be required to install permanent drains. However, once the lot is purchased, it is the buyer's responsibility to maintain these safety features by observing a prudent program of lot care and maintenance. Failure to make regular inspection and maintenance of drainage devices and sloping areas may cause severe financial loss. In addition to their own property damage, they may be subject to civil liability for damage occurring to neighboring properties as a result of his negligence. The following maintenance guidelines are provided for the protection of the owner's investment. • a) Care should be taken that slopes, terraces, berms (ridges at crown of slopes) and proper lot e drainage are not disturbed. Surface drainage should be conducted from the rear yard to the street through the side yard, or alternative approved devices. b) In general, roof and yard runoff should be conducted to either the street or storm drain by nonerosive devices such as sidewalks, drainage pipes, ground gutters, and driveways. Drainage systems should not be altered without expert consultation. c) All drains should be kept cleaned and unclogged, including gutters and downspouts. Terrace drains or gunite ditches should be kept free of debris to allow proper drainage. During heavy rain periods, performance of the drainage system should be inspected. Problems, such as gullying and ponding, if observed, should be corrected as soon as possible. d) Any leakage from pools, water lines, etc. or bypassing of drains should be repaired as soon as practical. e) Animal burrows should be eliminated since they may cause diversion of surface runoff, promote accelerated erosion, and even trigger shallow soil flowage. D -1 111442 -006 March 12, 2007 (revised June 4, 2007) f) Slopes should not be altered without expert consultation. Whenever a significant topographic modification of the lot or slope, is desired a qualified geotechnical consultant should be contacted. g) If the owner plans to modify cut or natural slopes are proposed, an engineering geologist should be consulted. Any oversteepening may result in a need for expensive retaining devices. Undercutting of a toe -of -slope would reduce the safety factor of the slope and should not be undertaken without expert consultation. h) If unusual cracking, settling or earth slippage occurs on the property, the owner should consult a qualified soil engineer or an engineering geologist immediately. i) The most common causes of slope erosion and shallow slope failures are as follows: • Gross neglect of the care and maintenance of the slopes and drainage devices. • Inadequate and/or improper planting. (Barren areas should be replanted as soon as possible.) • Excessive or insufficient irrigation or diversion of runoff over the slope. • j) Hillside lot owners should not let conditions on their property create a problem for their neighbors. Cooperation with neighbors could prevent problems, promote slope stability, adequate drainage, proper maintenance, and also increase the aesthetic attractiveness of the community. k) Owners should be aware of the chemical composition of imported soils, soil amendments, and fertilizers to be utilized for landscaping purposes. Some soils, soil amendments and fertilizer can leach soluble sulfates, increasing soluble sulfate concentrations to moderate or severe concentrations, negatively affecting the performance of concrete improvements, including foundations and flatwork. D -2 Water Quality Management Plan (WQMP) Bel Vista • • Appendix F Treatment Control BMP Sizing Calculations and Design Details • • Design Procedure for BMP Design Volume 85th percentile runoff event Worksheet 1 Designer: Frank Gerard Company: RBF Consulting, Inc. Date: 3/29/2006 • Project: Tract 23992, City of Temecula Location: Phases A and B Basin located in Phase A near Rancho Highland Drive. Notes: 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and Section) T 8S & R 3 W b. Slope value from the Design Volume Section 1 (1) Curve in Appendix A. Slope = 1.24 (2) c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line from this point to Is this graph the origin, to create the graph attached? Yes © No ❑ 2. Determine Runoff Coeffcient a. Determine total impervious area Aimpervious = 7.2 acres (5) b. Determine total tributary area A total 14.4 acres (6) c. Determine Impervious fraction I= (5) /(6) i= 0.5 (7) d. Use (7) in Figure 1 to find Runoff OR C = .858i -.78i + .774i + .04 C = 0.34 (8) 3. Determine 85% Unit Storage Volume Draw a Vertical line from (8) to the graph, then a Horizontal line to the desired V„ value Vu = 0.42 in -acre acre (9) 4. Determine Design Storage Volume a. V BMP = (9) x (6) [in- acres] VBMP = 6.06 in -acre (10) b. V BMP = (10) / 12 [ft -acres ] VBMP = 0.50 ft -acre (11) C- V BMP = (11) x 43560 [ft VBMP = 21,989 ft3 (12) h: \pdata \91000 \storm water management \water quality \riverside county\volumeAs 0 0 0 Figure 2: Unit Storage Volume Graph 2 1.9 1.8 1.7 j 1.6 1.5 1.4 1.3 6 1.2 > 1.1 v 1 0.9 `o 0.8 U) 0.7 = 0.6 j 0.5 0.4 0.3 0.2 0.1 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Runoff Coefficient (C) h: \pdata \91000 \storm water management \water quality \riverside county\volumexls • Design Procedure Form for Extended Detention Basin 0 • Worksheet 3 Designer: Frank Gerard Company: RBF Consulti Date: Project: Bel Vista Location: Phases A and B Basin located in Phase A, near Rancho Hiqhland Drive. 1. Determine Design Volume ( Use Worksheet 1) a. Total Tributary Area (minimum 5 ac.) A, J= 14.44 acres b. Design Volume, VBMP VBMP= 21,989 ft' 2. Basin Length to Width ratio (2:1 min.) Ratio = 100 : 50 L:W 3. Two Stage Design a. Overall Design 1) Depth (3.5' min.) Depth = 4.75 ft 2) Width (30' min.) Width = 50 ft 3) Length (60' min) Length = 100 ft 4) Volume (must be > V Volume = 23,750 ft' b. Upper Stage 1) Depth (2' min.) Depth = ft 2) Bottom Slope (2% to low flow channel Slope = % recomended) c. Bottom Stage 1) Depth (1.5' to 3') Depth = ft 2 ) Length Length = ft 3) Volume (10 to 25% of V Volume = ft' 4. Forebay Design a. Forebay Volume Volume = W b. Outlet Pipe Drainage time (approx 45 min) Drain time = minutes 5. Low -flow Channel a. Depth (9" minimum) Depth = ft b. Flow capacity (2 ` Forebay QOUT) Q Low FLOW = cfs 6. Trash Rack or Gravel Pack (check one) Trash Rack Gravel Pack H: /pdata /91000 /Strmwtr Management/Water Quality /bmp design /Ext Det Basin . Worksheet 1 Design Procedure for BMP Design Volume 85th percentile runoff event Designer: Frank Gerard Company: RBF Consulting, Inc. Date: 3/29/2006 Project: Tract 23992 City of Temecula Location: Phase C Basin - Located near the intersection of Tierra Vista and Ynez Road 1. Create Unit Storage Volume Graph a. Site location (Township, Range, and Section) T 8S & R 3 W b. Slope value from the Design Volume Section 1 (1) Curve in Appendix A. Slope = 1.24 (2) c. Plot this value on the Unit Storage Volume Graph shown on Figure 2. d. Draw a straight line from this point to Is this graph the origin, to create the graph attached? Yes © No ❑ 2. Determine Runoff Coeffcient a. Determine total impervious area Aimpervious = 1.18 acres (5) b. Determine total tributary area Atotal 2.36 acres (6) c. Determine Impervious fraction I= (5) /(6) i= 0.5 (7) d. Use (7) in Figure 1 to find Runoff OR C = .858i - .78i + .774i + .04 C = 0.34 (8) 3. Determine 85% Unit Storage Volume Draw a Vertical line from (8) to the graph, then a Horizontal line to the desired V. value Vu = 0.42 in -acre acre (9) 4. Determine Design Storage Volume a. VBMP = (9) x (6) [in- acres] VBMP = 0.99 in -acre (10) b. VBMP = (10) / 12 [ft -acres ] VBMP = 0.08 -acre 01) c. V BMP = (11) x 43560 [ft VBMP = 3,604 ft3 (12) Notes: h: \pdata\ 15102299 \admin \reports \wgmp \volume (wt) phase c basinAsm ! 0 0 Figure 2: Unit Storage Volume Graph 2 1.9 1.8 1.7 > 1.6 1.5 E 1.4 5 1.3 6 1.2 > 1.1 0.9 0 0.8 u� 0.7 0.6 0.5 e 0.4 0.3 0.2 0.1 0 -- 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Runoff Coefficient (C) h: \pdata\ 15102299 \admin \reports \wgmp \volume (wi) phase c basin.xlsm • Design Procedure Form for Extended Detention Basin • • Designer: Frank Gerard Company: RBF Consult Date: 3/29/2006 Worksheet 3 Project: Bel Vista Location: Phase C Water Qaulity Basin located on the north edge of the phase 1. Determine Design Volume ( Use Worksheet 1) a. Total Tributary Area (minimum 5 ac.) A toia l= 2.36 acres b. Design Volume, VBMP V 3,604 W 2. Basin Length to Width ratio (2:1 min.) Ratio = 110 : 30 L:W 3. Two Stage Design a. Overall Design 1) Depth (3.5' min.) Depth = 3.5 ft 2) Width (30' min.) Width = 30 ft 3) Length (60' min) Length = 110 ft 4) Volume (must be? V Volume = 11,550 ft b. Upper Stage 1) Depth (2' min.) Depth = ft 2) Bottom Slope (2% to low flow channel Slope = % recomended) c. Bottom Stage 1) Depth (1.5' to 3') Depth = ft 2 ) Length Length = ft 3) Volume (10 to 25% of Vamp) Volume = ft' 4 Forebay Design a. Forebay Volume Volume = ft 3 b. Outlet Pipe Drainage time (approx 45 min) Drain time = minutes 5. Low -flow Channel a. Depth (9" minimum) Depth = ft b. Flow capacity (2 ' Forebay QOUT) Q Low FLOW = cfs 6. Trash Rack or Gravel Pack (check one) Trash Rack X Gravel Pack H: /pdata /91000 /Strmwtr Management/Water Quality /bmp design /Ext Det Basin • DESIGN PROCEDURE FORM FOR DESIGN FLOW Uniform Intensity Design Flow • L J Worksheet 2 Designer: Frank Gerard Company: RBF Consulting, Inc. Date: 3/29/2006 Project: Bel Vista Location: Avenida Abril 1. Determine Impervious Percentage a. Determine total tributary area A total 3.35 acres (1) b. Determine Impervious % i = 0.5 % (2) 2. Determine Runoff Coeffcient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coeffcient Ca= 0.48 (3) b. B Soil Runoff Coeffcient Cb= 0.52 (4) c. C Soil Runoff Coeffcient Cc= 0.56 (5) d. D Soil Runoff Coeffcient Cd= 0.59 (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil 1 (1) = Aa= 0.000 (7) b. Area of B Soil 1 (1) = Ab= 6.442 (8) c. Area of C Soil 1 (1) = Ac= 0.000. (9) d. Area of D Soil / (1) = Ad= 0.000 (10) 4. Determine Runoff Coeffcient a. C= (3)x(7) + (4)x(8) + (5)x(g) + (6)x(10) = C= 3.350 (11) 5. Determine BMP Design flow a. QBMP= CxIxA= (11)x0.2x(1) QBMP= 224 (12) S • Design Procedure Form for Water Quality Inlets Worksheet 11 Designer: Frank Gerard Company RBF Consulting Date 3/29/2006 Project Bel Vista Location Avenida Abril 1. Determine Design Flow Rate (Use Worksheet 2) Q BM P = 2.24 cfs • • 2. Water Quality Inlet Manufacturer Name Model Flow Capacity of Model Please include a technical sheet from the manufacturer with information on this model. Make Clear Water Solution Model Clear Water BMP Unit Capacity Notes: h: /pdata /91000 /Strmwtr Management/Water quality /BMP design /wginlet.xls • DESIGN PROCEDURE FORM FOR DESIGN FLOW Uniform Intensity Design Flow Designer: Frank Gerard Worksheet 2 Company: RBF Consulting, Inc. Date: 3/29/2006 • Project: Bel Vista Location: Calle Carilla North 1. Determine Impervious Percentage . a. Determine total tributary area A total 1.78 acres (1) b. Determine Impervious % i = 0.5 % (2) 2. Determine Runoff Coeffcient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coeffcient Ca= 0.48 (3) b. B Soil Runoff Coeffcient Cb= 0.52 (4) c. C Soil Runoff Coeffcient Cc= 0.56 (5) d. D Soil Runoff Coeffcient Cd= 0.59 (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil 1 (1) = Aa= 0.000 (7) b. Area of B Soil 1 (1) = Ab= 3.423 (8) c. Area of C Soil 1 (1) = Ac= 0.000 (9) d. Area of D Soil I (1) = Ad= 0.000 (10) 4. Determine Runoff Coeffcient a. C= (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C= 1.780 (11) 5. Determine BMP Design flow a. Q BMP = C x I x A = (11) x D.2 x (1) QBMP- 0.63 ft' (12) S • Design Procedure Form for Water Quality Inlets Worksheet 11 • • Designer: Frank Gerard Company RBF Consulting Date 3/29/2006 Project Bel Vista Location Calle Carilla North 1. Determine Design Flow Rate (Use Worksheet 2) 2. Water Quality Inlet Manufacturer Name Model Flow Capacity of Model Please include a technical sheet from the manufacturer with information on this model. QBMP = 0.63 cfs Make Model Capacity Clear Water Solution Clear Water BMP Unit Notes: h: /pdata /91000 /Strmwtr Management/Water quality /BMP design /wginlet.xls • DESIGN PROCEDURE FORM FOR DESIGN FLOW Uniform Intensity Design Flow Designer: Frank Gerard Worksheet 2 Company: RBF Consulting, Inc. Date: 3/29/2006 • U Project: Bel Vista Location: Calle Carilla South - North side of the street 1. Determine Impervious Percentage a. Determine total tributary area A total 2.81 acres (1) b. Determine Impervious % i = 0.5 % (2) 2. Determine Runoff Coeffcient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coeffcient Ca= 0.48 (3) b. B Soil Runoff Coeffcient Cb= 0.52 (4) c. C Soil Runoff Coeffcient Cc= 0.56 (5) d. D Soil Runoff Coeffcient Cd= 0.59 (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa= 0.000 (7) b. Area of B Soil / (1) = Ab= 5.404 (8) c. Area of C Soil / (1) = Ac= 0.000 (9) d. Area of D Soil / (1) = Ad= 0.000 (10) 4. Determine Runoff Coeffcient a. C= (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C= 2.810 (11) 5. Determine BMP Design flow a. Q CxIXA= (11)x0.2x(1) QBMP= 1.58 ft' (12) s • Design Procedure Form for Water Quality Inlets Worksheet 11 Designer: Frank Gerard Company RBF Consulting Date 0 3/29/2006 Project Bel Vista Location Calle Carilla South - North side of the street 1. Determine Design Flow Rate (Use Worksheet 2) QBMP = 1.58 cfs • • 2. Water Quality Inlet Manufacturer Name Model Flow Capacity of Model Please include a technical sheet from the manufacturer with information on this model. Make Model Capacity Clear Water Solution Clear Water BMP Unit Notes: h: /pdata /91000 /Strmwtr Management/Water quality /BMP design /wginlet.xls • DESIGN PROCEDURE FORM FOR DESIGN FLOW Uniform Intensity Design Flow • • Worksheet 2 Designer: Frank Gerard Company: RBF Consu Date: 3/29/2006 Project: Location: Calle Carilla South - South side of the street 1. Determine Impervious Percentage a. Determine total tributary area A total 2.66 acres (1) b. Determine Impervious % i = 0.5 % (2) 2. Determine Runoff Coeffcient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coeffcient Ca= 0.48 (3) b. B Soil Runoff Coeffcient Cb= 0.52 (4) c. C Soil Runoff Coeffcient Cc= 0.56 (5) d. D Soil Runoff Coeffcient Cd= 0.59 (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil 1 (1) = Aa= 0.000 (7) b. Area of B Soil 1 (1) = Ab= 5.115 (8) c. Area of C Soil 1 (1) = Ac= 0.000 (9) d. Area of D Soil / (1) = Ad= 0.000 (10) 4. Determine Runoff Coeffcient a. C= (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C= 2.660 (11) 5. Determine BMP Design flow a. Q CxlxA= (11)x0.2x(1) QBMP= 1.42 (12) s • Design Procedure Form for Water Quality Inlets Designer: Frank Gerard Company RBF Consulti Date Project Worksheet 11 3/29/2006 Bel Vista Location Calle Carilla South - South side of 1. Determine Design Flow Rate (Use Worksheet 2) QBMP = 1.42 cfs 2. Water Quality Inlet Manufacturer Name Model Flow Capacity of Model • Please include a technical sheet from the manufacturer with information on this model. Make Clear Water Solution Model Clear Water BMP Unit Capacity Notes: h: /pdata /91000 /Strmwtr ManagementNVater quality /BMP design /wginlet.xls • DESIGN PROCEDURE FORM FOR DESIGN FLOW Uniform Intensity Design Flow Designer: Frank Gerard Worksheet 2 Company: RBF Consulting, Inc. Date: 3/29/2006 • Project: Bel Vista Location: Rancho Highland Road - North of intersection 1. Determine Impervious Percentage a. Determine total tributary area A total 1.75 acres (1) b. Determine Impervious % i= 0.5 % (2) 2. Determine Runoff Coeffcient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coeffcient Ca= 0.48 (3) b. B Soil Runoff Coeffcient Cb= 0.52 (4) c. C Soil Runoff Coeffcient Cc= 0.56 (5) d. D Soil Runoff Coeffcient Cd= 0.59 (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa= 0.000 (7) b. Area of B Soil 1 (1) = Ab= 3.365 (8) c. Area of C Soil / (1) = Ac= 0.000 (9) d. Area of D Soil 1 (1) = Ad= 0.000 (10) 4. Determine Runoff Coeffcient a. C= (3)x(7) + (4)x(8) + (5)x(g) + (6)x(10) = C= 1.750 (11) 5. Determine BMP Design flow a. QBMP= CxlxA= (11)x0.2x(1) Q 0.61 f?' (12) s • Design Procedure Form for Water Quality Inlets Worksheet 11 Designer: Frank Gerard Company RBF Consulting Date 3/29/2006 • Project Bel Vista Location Rancho Highland Road - North of intersection 1. Determine Design Flow Rate (Use Worksheet 2) 2. Water Quality Inlet Manufacturer Name Model Flow Capacity of Model Please include a technical sheet from the manufacturer with information on this model. Q BMP = 0.61 cfs Make Clear Water Solution Model Clear Water BMP Unit Capacity 0.46 cfs Notes: E h: /pdata /91000 /Strmwtr Management/Water quality /BMP design /wqinlet.xls . DESIGN PROCEDURE FORM FOR DESIGN FLOW Uniform Intensity Design Flow Designer: Frank Gerard Worksheet 2 Company: RBF Consulting, Inc. Date: 3/29/2006 • r1 I� Project: Bel Vista Location: Rancho Highland Road - South West Corner of Intersection 1. Determine Impervious Percentage a. Determine total tributary area A total 0.35 acres (1) b. Determine Impervious % I= 0.5 % (2) 2. Determine Runoff Coeffcient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coeffcient Ca= 0.48 (3) b. B Soil Runoff Coeffcient Cb= 0.52 (4) c. C Soil Runoff Coeffcient Cc= 0.56 (5) d. D Soil Runoff Coeffcient Cd= 0.59 (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa= 0.000 (7) b. Area of B Soil / (1) = Ab= 0.673 (8) c. Area of C Soil / (1) = Ac= 0.000 (9) d. Area of D Soil / (1) = Ad= 0.000 (10) 4. Determine Runoff Coeffcient a. C= (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C= 0.350 (11) 5. Determine BMP Design flow a. Q BMP = C x I x A = (11) x 0.2 x (1) QBMP- 0.02 f?' (12) s • Design Procedure Form for Water Quality Inlets Worksheet 11 Designer: Frank Gerard Company RBF Consulting Date 3/29/2006 Project Bel Vista Location Rancho Highland Road - South West Corner of Intersection 1. Determine Design Flow Rate (Use Worksheet 2) 2. Water Quality Inlet Manufacturer Name Make Model Model Flow Capacity of Model Capacity • Please include a technical sheet from the manufacturer with information on this model. QBMP - 0.02 cfs Clear Water Solution Clear Water BMP Unit Notes: 0 h: /pdata /91000 /Strmwtr Management/Water quality /BMP design /wqinlet.xls • DESIGN PROCEDURE FORM FOR DESIGN FLOW Uniform Intensity Design Flow • • Worksheet 2 Designer: Frank Gerard Company: RBF Consu Date: Project: Bel Location: Rancho Highland Road - South East Corner of Intersection 1. Determine Impervious Percentage a. Determine total tributary area A total 0.34 acres (1) b. Determine Impervious % i = 0.5 % (2) 2. Determine Runoff Coeffcient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coeffcient Ca= 0.48 (3) b. B Soil Runoff Coeffcient Cb= 0.52 (4) c. C Soil Runoff Coeffcient Cc= 0.56 (5) d. D Soil Runoff Coeffcient Cd= 0.59 (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil 1 (1) = Aa= 0.000 (7) b. Area of B Soil 1 (1) = Ab= 0.654 (8) c. Area of C Soil / (1) = Ac= 0.000 (9) d. Area of D Soil 1 (1) = Ad= 0.000 (10) 4. Determine Runoff Coeffcient a. C= (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C= 0.340 (11) 5. Determine BMP Design flow a. Q BMP _ CXIXA= (11)x0.2x(1) O BMP - 0.02 ft' (12) s • Design Procedure Form for Water Quality Inlets Worksheet 11 Designer: Frank Gerard Company RBF Date 3/29/2006 Project Bel Vista Location Rancho Highland Road - South East Corner of Intersection 1. Determine Design Flow Rate (Use Worksheet 2) QBMP = 0.02 cfs 2. Water Quality Inlet Manufacturer Name Model Flow Capacity of Model • Please include a technical sheet from the manufacturer with information on this model. Make Clear Water Solution Model Clear Water BMP Unit Capacity Notes: r� L J h: /pdata /91000 /Strmwtr Management/Water quality /BMP design /wqinlet.xls • DESIGN PROCEDURE FORM FOR DESIGN FLOW Uniform Intensity Design Flow Worksheet 2 Designer: Frank Gerard Company: RBF Consulti Date: 3/29/2006 Project: Location: Calle Casera r� L_J • 1. Determine Impervious Percentage a. Determine total tributary area A total 2.23 acres (1) b. Determine Impervious % i = 0.5 % (2) 2. Determine Runoff Coeffcient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coeffcient Ca= 0.48 (3) b. B Soil Runoff Coeffcient Cb= 0.52 (4) c. C Soil Runoff Coeffcient Cc= 0.56 (5) d. D Soil Runoff Coeffcient Cd= 0.59 (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil 1 (1) = Aa= 0.000 (7) b. Area of B Soil / (1) = Ab= 4.288 (8) c. Area of C Soil 1 (1) = Ac= 0.000 (9) d. Area of D Soil 1 (1) = Ad= 0.000 (10) 4. Determine Runoff Coeffcient a. C= (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C= 2.230 (11) 5. Determine BMP Design flow a. QBMP CxIxA= (11)x0.2x(1) QBMP= 0.99 (12) s • Design Procedure Form for Water Quality Inlets Worksheet 11 Designer: Frank Gerard Company RBF Consulting Date 3/29/2006 Project Bel Vista Location Calle Casera 1. Determine Design Flow Rate (Use Worksheet 2) QBMP = 0.99 cfs . 2. Water Quality Inlet Manufacturer Name Model Flow Capacity of Model Please include a technical sheet from the manufacturer with information on this model. Make Clear Water Solution Model Clear Water BMP Unit Capacity Notes: • h: /pdata /91000 /Strmwtr Management/Water quality /BMP design /wqinlet.xls • DESIGN PROCEDURE FORM FOR DESIGN FLOW Uniform Intensity Design Flow r 1 I. J Designer: Worksheet 2 Company: RBF Consulting, Inc. Date: 3/29/2006 Project: Location: Calle 1. Determine Impervious Percentage a. Determine total tributary area A total 2.36 acres (1) b. Determine Impervious % i = 0.5 % (2) 2. Determine Runoff Coeffcient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coeffcient Ca= 0.48 (3) b. B Soil Runoff Coeffcient Cb= 0.52 (4) c. C Soil Runoff Coeffcient Cc= 0.56 (5) d. D Soil Runoff Coeffcient Cd= 0.59 (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil 1 (1) = Aa= 0.000 (7) b. Area of B Soil / (1) = Ab= 4.538 (8) c. Area of C Soil 1 (1) = Ac= 0.000 (9) d. Area of D Soil 1 (1) = Ad= 0.000 (10) 4. Determine Runoff Coeffcient a. C= (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C= 2.360 (11) 5. Determine BMP Design flow a. QB,p= CxlxA= (11)x0.2x(1) QBMP= 1.11 L (12) s • Design Procedure Form for Water Quality Inlets Worksheet 11 Designer: Frank Gerard Company RBF Consulting Date 3/29/2006 Project Bel Vista Location Calle Lumina 1. Determine Design Flow Rate (Use Worksheet 2) QBMP - 1.11 cfs 2. Water Quality Inlet Manufacturer Name Model Flow Capacity of Model • Please include a technical sheet from the manufacturer with information on this model. Make Clear Water Solution Model Clear Water BMP Unit Capacity Notes: U h: /pdata /91000 /Strmwtr Management/Water quality /BMP design /wqinlet.xls Riverside County Water Quality Management Plan Exhibit C i 3. Using the runoff coefficient found in step 2, determine 85 percentile unit storage volume (V,) using Figure 2 (created in step 1). 4. Determine the design storage volume (VBMP). This is the volume to be used in the design of selected BMPs presented in this handbook. .r c m m 0 U r - 0 c VA 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 % Impervious Figure 1. Impervious — Coefficient Curve (WEF /ASCE Method 25) • u Imperviousness is the decimal fraction of the total catchment covered by the sum of roads, parking lots, s idewalks, rooftops, and other impermeable surfaces of an urban landscape. July 24, 2006 0% 10 20 30 40 50 60 70 80 90 100 S -EARWATER SOLUTIONS INC. - ClearWater BMP Filtration System http:// www. cl earwaterbrnp. com/Fros_LlearwatertsmruruL.nur • • Clearwater BMP Filtration System We at CLEARWATER SOLUTIONS Inc. welcome you to our innovative storm water filtration system, the Clearwater BMP. Designed with the future in mind, the ClearWater BMP is a powerful advancement in sidewalk curb inlet filtration technology. Our multi- chambered stainless steel filter system allows storm water to be screened, settled, and then filtered. This aggressive filtration design significantly reduces concentrations of trash, sediment, oil and grease, metals, pathogens and other TMDUs. Used in new and retrofit style construction, the ClearWater BMP can be installed in as little as one hour. Cleaning the unit out takes about 15 minutes. Just empty the trash baskets, vacuum the unit out, and replace the filters. Results from continual testing at San Diego State University have established excellent results. Since the unit is designed to be non - scouring, retention of captured pollutants is almost 100 %. Many competing products capture pollutants only to see them washed out down stream during the next rain storm. The dried material and turbulence of incoming storm water is usually the culprit. The ClearWater BMP is designed with this problem in mind. Large incoming trash is diverted into waiting trash baskets, while the 3 /4 minus material is diverted through our filtration systems series of settling baffles before the pre - cleaned storm water hits our filters. Our filters will remove pollutants in solution such as, copper, lead, Zinc, and pathogens. REMOVAL RATES FROM 90 - 97% Removal rates for suspended solids are between 90 percent and 97 percent depending on the type of storm and storm water material that our ClearWater BMP encounters. Oil and Grease capture rate is about 86 percent. Zinc capture rate is at 83 percent and Lead is at 81 percent. On -going testing continues and it pays to periodically check up on this web site for new posted testing results. REASONABLY PRICED Since correct storm water filtration designs can be cumbersome and expensive, we designed the ClearWater BMP with reasonable pricing in mind. Most competitive storm water filtration systems are priced anywhere between five and ten times the cost of our units. Most of these systems also require that you build your own concrete retention boxes which add to their costs. Our system is designed to fit into existing concrete structures which will save you money! If you are looking for an inexpensive trash basket style collection system, there are many out there. But remember, NPDES rules change every five years. Don't get caught purchasing storm water systems that may get out dated before their useful life is done. There are already, many places in the United States that require filtration only systems and this seems where the future is headed. CLEARWATER SOLUTIONS Inc. P.O. Box 2078 Vista, CA 92085 -2078 800 - 758 -8817 "NPDES compliant now and in the future!" Hume Products N Sei vices About CieaiWater BMP Englneenng K. Design Literature News Contact Us 1 of 1 2/1/2012 4:25 PM EXCELLENT RESULTS ClearWater BMP Unit LEARWATER SOLUTIONS INC. - ClearWater BMP Filtration System http://www.cleamaterbrrip.corr EnAneering_Desig htm • Noma Products & Services About cnglneenng & Design Literature News Contact ClearWater BMP Summary of Design The ClearWater BMP is a powerful advancement in sidewalk curb inlet filtration technology. Specifically designed for retrofitting under the sidewalk within the curb and gutter system, it handles heavy storm water flows with ease, utilizes mosquito free technology, and requires no excavation or concrete modification. Revolutionary design The revolutionary design of the ClearWater BMP allows storm water to be screened three times, settled three times, make constant surface contact with an oil and grease separator, pass through a synthetic mesh filter, and finally pass through a column of porous media comprised of natural zeolites, perlite, and activated carbon. These media and the unique engineering design of the filter support containing them, enhances removal of smaller particulates, thus improving the quality of life downstream. Proven Winner Proven testing from San Diego State University shows that the ClearWater BMP has removal rates of 97% for total suspended solids (TSS), 86% for oil and grease (O & G), 81% for lead (Pb), and 83% for zinc (Zn). Satisfactory rates of removal were accomplished with heavy metals in solution, a claim that will not be found in most competitor's literature since most only clean out larger settled constituents, while the finer materials flow downstream contaminating wildlife and beaches. Easy maintenance of the ClearWater BMP is done at street level. After re inlet, sediment is vacuumed out and the oil and grease boom is replaced baskets and filter supports are cleaned and replaced at the same time. Tailored to meet your needs Tailor the ClearWater BMP to your financial needs. With the filter canisters removed, the screening, settling, and separating activity continues unabated, yet still allows for an upgrade by adding the filter canisters in the future without having to purchase a different filter system. This flexibility creates the opportunity for the ClearWater BMP to help you be NPDES compliant now and remain NPDES compliant in the future. Clearwater BMP Unit US Patent # 7,083,721 The Curb Inlet Filter Pollution Solution moval of the unit's top through the curb Through the manhole cover, the trash CLEARWATER SOLUTIONS Inc. P.O. Box 2078 Vista, CA 92085 -2078 800 -758 -8817 "NPDES compliant now and in the future "' Home Products & Services About Clea.Water BMP Engineering & Design Literature News Contact Us • 1 of 1 2/l/2012 4:25 PM LEARWATER SOLUTIONS INC. - Clear Water BMW Filtration System http: / /www.clearwaterbrnp.cory Eng_NPllLSCompllancel rlterla.tltm Rainfall Intensity, I nches /Hr 0.20 0.25 0.50 0.75 1.0 R.O.W. Treatment Capacity, Acres 2.5 2.0 1.D 0.67 0 50 * treatment capacity = 200 gp m before Flow bypassing occur�.46 cfs' • ClearWater BMP Feature Specifications Benefits Design Consideration Targeting Urban Retrofit and New Filters up to 1.5" of rain per hour. At Conserves land for other uses; optimizes land use Development: Impervious surface runoff .50" of rain per hour unit can handle where space is at a premium, e.g., urban retrofit. capture and treatment area equivalent . 43,560 square feet of drainage (1 acre). Flow Thru Design Limits: Continuous flow -thru design limit 200 gpm (based on a 5/8" weir Exceeds NPDES criteria for "first Flush ". opening) Overflow flow -thru to flood system 250 gpm (based on a T'e" weir No clogging of stormdrains. opening) Primary Chamber Capacity Coarse Settling Cover and Back -panel Baffle ensures that it never 5.5 cf capacity scours /re- suspends sediments. Secondary Chamber Capacity Fine Settling 3/4" to 5/8" submerged neck -down between chambers ensures stilling and sedimentation Final Chamber Soluable Filtering Solvable Filtration including Bacteria. Filter Media: Targeting: • Pollution reduction at /near the source. • Perlite- zeolite mix • Metals, emulsified hydrocarbons, • Removal efficiencies: • AbTec panel smart sponge (option) organics (chlorine, ammonia) 97% TSS, 86% Oil and Grease (O &G), 81% for • Rubbenzer oil -sock • Pathogens lead (Pb), 83% for Zinc (Zn). • Fish Filter pad • Floating hydrocarbons • Satisfactory rates for heavy metals in solution. • Larger diameter suspended solids Maintenance Requirements: As required. Can be done from the Does not require sophisticated system. Is • Filter media curb using shop vac and generator accessed from the curb. • Sediment removal or pumper truck. Fabrication Materials .304 gauge stainless steel, 16 GA Won't corrode. Outside Dimensions 30" wide; 30" high at rear - tapers to 20" at front, 34" front to back including trash hoops and nets. Assembly Assembles inside existing drain box. Can be retrofitted to older systems if box is large enough. Narrower Model is available. Mosquito Free Self- draining Presents no health h azard. Water Capture: 1D0 % (at 2D0 gpm with 5/8" Design brings all water through the Treats all water; captures all trash. weir opening) system; water tight seals between wall of drain box and filter. CLEARWATER SOLUTIONS Inc. P.O. Box 2078 Vista, CA 92085 -2078 800 - 758 -8817 " NPDES compliant now and in the future!" Home ?roducts & Services About Clearwater BMP Engineering 8, Design Literature News Contact Us • 1 of 1 2/1/2012 4:31 PM IMP - 01 VERSION 7 f ] 46.00 IIUUUUUUUUUUUUUI111UW1UUWU � QR3 1 3 3)� ) yy�uyuyuyuyu�� (1022). MOUNT WING ON LH SIDE OR RH SIDE AS NEEDED I c • a ' N e p 0 O p 48.00) ITEX ND. PART NUMBER DESCRIPTION QUANTITY SOl -0 ASE PAT 1 2 W61 -02 -01 BACK PLATE 1 W 01-03 L 0 -10 IJNH 01 -04 B FL LE V A 1 o • RU • 7 01-07 FILTER CARTRIDGE 1 • 8 IGHT SIDE MIRROR RIGHT SIDE 1 p 9 ol-I WING ASSEMBLY l p 0- WAD WALL I (OPTIMAL) Ol- VEER Y 12 W01 -06 TOP VER l 13 ez Flnlshed Bdt I 4 4 WSOI 23A ANCHOR BOLT SLEEV 15 NA4H BAU HULULK ILLUSTRATION ONLY 1 l 01 -02 -02 BACK P FIN 2 BMP -01 THU. (14.75) (29.9)��m. k ••••�•^� S C m CWOIA xcv • TPA 511[E] 16 I A ] 6 f 1 2 I IMP - 01 VERSION 7 • i T: \AutoCAD D3 SECTION A —A T: \NutoCNI) 0 A I ECH 1 t 1 1 2 1 1 b 2 RMP -04 - -. SMALL VERSION BMPO4 SIEFI161 ' SECTION A -A 'LEARWATER SOLUTIONS INC. - ClearWater BMP Filtration System Nome Product^ & Servioos A6aut Enpineering d ClearWater BMP Guideline Information u http:/iwww.clearwaterbrrip.com/Eng Guidelines.hmi thera*.urc N"A Contact Guideline Information The contractor shall furnish all labor, materials, equipment, and incidentals required and perform all operations in connection with the installation of storm drain inlet filter inserts in accordance with the design shown on the contract Drawings and as specified herein. Product Filter insert system shall provide a multiple -stage treatment process to filter storm water Flows, remove trash and debris, settle particulate matter, remove lead and zinc, plus absorb and retain hydrophobic hydrocarbon materials. Capacity Filter insert system shall have treatment flow capacity of 150 gallons /minute or greater. Filter insert system shall provide 4.5 cubic feet or more storage for filtered solids material. Trash and debris shall be 4.5 cubic feet or greater. Filter Media - Filter insert shall provide filter media to target finer solids and dissolved pollutants in storm water. Filter media shall comprise a column of porous media of various types. Filter Media shall be a minimum a 2.5" wide. Fabrication Filter insert system shall be fabricated with 304 stainless steel @ 16 gauge. Drainage Filter insert system shall be self- draining within 24 hours for vector control. Installation For retrofit of existing inlets, filter insert system shall assemble inside existing drain box and must be accomplished without additional excavation or concrete modification. Treatment Performance Filter insert system shall have minimum removal efficiencies at Flow rate of 64 gpm as stated below: Constituent Removal Efficiency TSS 90% Oil and Grease 80% Lead (Pb) 80% Zinc (Zn) 80% n U Manufacturer Filter insert system shall be ClearWater BMP or equivalent, as manufactured by: CLEARWATER SOLUTIONS P.O. Box 2078 - Vista, CA 92085 -2078 800 - 758 -8817 I of 2 2/1/2012 4:33 PM LEARWATER SOLUTIONS INC. - C1earWater BIv1P Filtration System Alternative Systems • Alternative filter insert system or materials must be pre- approved in writing by the Engineer prior to bid date. Alternative material packages must be submitted to the Engineer a minimum of fifteen (15) days prior to bid date. Submittal packages must include, as a minimum, the following: 1. Laboratory testing and associated engineered calculations quantifying the hydraulic capacity (treatment Flow rate capacity and Flow- through capacity) of the proposed alternative system. Alternative systems that cannot document hydraulic capacity as stated in "Capacity" above will not be accepted. 2. Independent laboratory testing quantifying the treatment performance of the proposed alternative system at treatment flow rate of 64 gpm for the following constituents: TSS, Oil and Grease, Lead (Pb), and Zinc (Zn). Alternative systems that cannot document removal efficiencies as stated in "Treatment Performance" above will not be accepted. 3. Documentation regarding the capacity, type of filter media, and installation method for the alternative system. Alternative systems that cannot satisfy specifications outlined in "Capacity ", "Filter Media ", and "Installation" above to the satisfaction of the Engineer will not be accepted. http://www.clearwaterbnip.com/Eng Guidelines.hon CLEARWATER SOLUTIONS Inc. P.O. Box 2078 Vista, CA 92085 -2078 800- 758 -8817 • "NPDES compliant now and in the future!" Home Products & Services About Clearwater BMP Engineering & Design Literature News Contact Us u 2 of 2 2/1/2012 4:33 PM 'LEARWATER SOLUTIONS INC. - ClearWater BMP Filtration System htt p:// www. clearwaterbmp .com/Eng_FiltrationSystemhtm �C � lA � ♦IIITIII � T E a . fi4 D RxA 1 N 5 P C L I S Home _ Produces &Services About Engineenng &Design Literahou News Contact ClearWater BMP is a Filtration System! E Pollutant of Concern Treatment Control BMP Categories Biofilters i Detention Infiltration Wet Ponds Drainage Filtration Hydrodynamic 1 Basins Basins or Wetlands Inserts Separator Systems Sediment M i H H H L F, M Nutrients L '�, M r M M L M L Heavy Metals M — I, M M H L H L Organic U j U �� L M L Compounds — — ��F Trash & Debris L '.� H U U M H M Oxygen Demanding L M M M �— L Substances, Bacteria U ',, U H U L M L Oil & Grease M M U V— L H Pesticides U U U U L U L (i)Including trenches and porous pavement. (2) Also known as hydrodynamic devices and baffle boxes. L: Low re m o v a l efficiency I M: Medium removal efficiency H: High Removal efficiency U: Unknown removal efficiency Sources: Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters (1993) National Stonnwater Best Management Practices Database (2001) Guide for BMP Selection in U D Areas (2001) CLEARWATER SOLUTIONS Inc. P.O. Box 2078 Vista, CA 92085 -2078 800 -758 -8817 NPDES compliant now and in the future "' itome Products 3 Services About ClearWater BMP Engineering F Design Literature News Contact Us f ,1 u 1 of 1 2/1/2012 4:34 PM Water Quality Management Plan (WQMP) Be[ Vista • • Appendix G AGREEMENTS - CC &Rs, COVENANT AND AGREEMENTS AND /OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIRMENTS FOR THIS PROJECT - SPECIFIC WQMP • Water Quality Management Plan (WQMP) BelVista � THE CC&R'S ARE NOT AVAILABLE FOR THIS PROJECT THIS TIME. ONCE THEY BECOME AVAILABLE THEY WILL INSERTED INTO THE DOCUMENT • • Y DOC # 2012- 0177684 04/19/2012 11:12A Fee:90.00 Page 1 of 26 Recorded in Official Records County of Riverside Larry W. Ward Assessor, County Clerk 8 Recorder 111111111111111111111111111111111111111111111111111111 S S R U I PAGE SIZE I DA MISC LONG RFD COPY M A L 1 465 426 PC NCOR SMF NCHG / EXAM T: CTY UNI 6 6( ( Dq SPACE ABOVE THIS LINE FOR RECORDER'S USE RECORDING REQUESTED BY: WMD5jM k VAIt s o-F G l C&I RC-01A L1-L_ (Property Owner's Name) AND WHEN RECORDED MAIL TO: 0610 !L-T -4 450 (Property Owner's Mailing Address) 'Rilaia3(pe &N gz oS RECORDING OF A WATER QUALITY MANAGEMENT PLAN OPERATION AND MAINTENANCE AGREEMENT fir \h btiv (Name of Project) z3cic1 Z (Address or Tract Map /Lot No.) Page t Water Quality Management Plan Operation and Maintenance Agreement Property Owner Name: w08D5k[%_ o+ 7 Go�7 -e( CA(4F -R Tik i-L Property Owner Mailing Address: i(f)-to Fier �aT 4- zSo p.&V i p€ CA Cl zgo5 Project Address or Location: Project's Assessor Parcel Number: GNq_3to aN�{ �3�. �1 ♦�- 3's� -�r7 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) 1,, .YbE_S oC crk"fb _A LLC- (Owner), this (insert day) J - 1_ of (insert month and year) kPR-1 L 2a 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) -,vEL4tSTPt 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 III II III IIII I II I I II IIIIII VIII I I II 20 %c 0o 2 t f f l � 'fl NOW THEREFORE, the Owner and Successors shall be subject to the following conditions: 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 II I II I III II I I I I II IIII II F� �t �F t 2F F IN WITNESS THEREOF, the Owner hereto affixes their signature as of the date first written above. OWNER 1: Tm tk,L,l�N \� N me Signature Title A notary acknowledgement is required for recordation (attach appropriate acknowledgement). Page 4 III II I I I II II I I I I IIII II 1111 II `,t f 26 OWNER 2 (If more than one owner): ACKNOWLEDGMENT State of Car ) County o/ff ((// O /�'�!� f�I� _ before me, (insert name and title of the officerY personally appeared /P7) MC who proved to me on the basis of satisfactory evidence to be the personXwhose name(sYis /are subscribed to the within instrument and acknowledged to me that he /shef hey-executed the same in hisfheFAh it authorized capacity(jasT,and that by his /herftheir signature(aj'on the instrument the personX, or the entity upon behalf of which the personyWacted, 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. . i �1 ROCHELLE M. SROMALLA WITNESS my hand a d official seal. Commission • 1931536 y t Notary Public - California Riverside County + M Comm. Expires May 2.2015 Signature Sea J IIII1 1111111111 1111 I I II 11111111111 C1 � I S F F1f 2F'12R EXHIBIT A (Legal Description of Property) REAL PROPERTY IN THE CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: LOTS 1, 2 AND 3 AS SHOWN BY TRACT MAP 23992, ON FILE IN BOOK 231 PAGES 9 THROUGH 12 OF MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA. EXCEPTING THEREFROM THAT PORTION OF LOT 2 SET OUT IN THAT ORDER OF CONDEMNATION RECORDED JUNE 20, 1997 AS INSTRUMENT NO. 97- 218033 DESCRIBED AS FOLLOWS: BEGINNING AT THE MOST WESTERLY CORNER OF SAID LOT 2, ALSO BEING THE SOUTHWEST CORNER OF PARCEL 2 OF PARCEL MAP NO. 23624 AS SHOWN BY MAP ON FILE IN BOOK 169 OF PARCEL MAPS AT PAGES 24 THROUGH 26 THEREOF MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA, THENCE NORTH 71 ° 25'31" EAST ALONG THE NORTHERLY LINE OF SAID LOT 2, ALSO BEING THE SOUTHERLY LINE OF SAID PARCEL 2, AT DISTANCE OF 73.50 FEET; THENCE SOUTH 47 ° 22'37" EAST, DISTANCE OF 10.15 FEET; THENCE SOUTH 20 ° 00'00" EAST, DISTANCE OF 412.45 FEET; THENCE SOUTH 40 ° 00 "00" WEST, DISTANCE OF 75.43 FEET TO THE WESTERLY LINE OF SAID LOT 2, ALSO BEING THE EASTERLY LINE OF INTERSTATE HIGHWAY 15 AS SHOWN ON SAID TRACT NO. 23992; THENCE NORTH 15 ° 45'23 " WEST ALONG SAID WESTERLY LINE OF LOT 2 AND EASTERLY LINE OF INTERSTATE HIGHWAY 15, A DISTANCE OF 181.12 FEET; THENCE NORTH 25 ° 36" WEST. CONTINUING ALONG SAID LINE, A DISTANCE OF 218.60 FEET TO THE POINT OF BEGINNING. I1111111111111lll1111 II111111 X11111111 1111111 F,a,tFl t ti EXHIBIT B (Map /Illustration) E a N O N n } H O LEGEND - - SURFACE FLOW DIRECTION ® WATER QUALITY DETENTION BASIN STORM DRAIN ® CATCH BASIN WITH INSERT PL4NNING ■ DESIGN ■ CONSTRUCTION BelVista Site Plan 40610 COUNTY CENTER DRIVE, SURE 100 TEMECULA, CALIFORNIA 92591 -6022 EXHIBIT B CONSULTING 951.6768642 • FAX 951.676.7240 • w .RBF.can I III IIIIIII I I III III VI II II �1L1!]Llf'f 21J� M EXHIBIT C (Operation and Maintenance Manual) Page 7 1111111111111 I II IIII I IIII 111111 III rr `',',, 1£ 2F. l F Basin Maintenance Manual For BelVista Water Quality Detention Basins Prepared For: Woodside Homes 11870 Pierce Street Suite 250 Riverside, CA 92505 Prepared by: 40810 County Center Drive, Suite 100 Temecula, CA 92591 Prepared: April 17, 2012 JN 15- 102299 ��� IIIIIIII I1111IIIII I I III�� IIII II II F `�jl `'F'f 2F Appendices Appendix A: Basin Site Inspection Summary Form Appendix B: Basin Maintenance Summary Form Appendix C: Basin Maintenance Log BelVista Basin Maintenance Manual i Table of Contents April 2012 Table of Contents 1 Overview ........................................................................................... ............................1 -1 1.1 Purpose of the Basin Maintenance Manual ............................. ............................1 -1 1.2 Storm Drain System ................................................................ ............................1 -1 1.3 General Description and Function of Facility ......................... ............................1 -1 2 Maintenance Responsibility .............................................................. ............................2 -1 2.1 BelVista Master Association Responsibility ........................... ............................2 -1 2.2 Maintenance Contractor Responsibility .................................. ............................2 -1 2.3 Safety Precautions ................................................................... ............................2 -1 2.4 Maintenance Indicators and Activities .................................... ............................2 -2 �- - 2.4.1 Aesthetic and Functional Maintenance ....................... ............................2 -2 L : -- 2.4.2 Preventive Maintenance .............................................. ............................2 -2 it 2.4.3 Corrective Maintenance ................................... ...................................... 2 -3 2.4.4 Maintenance Indicat ors .............................................. ............................2 -3 2.5 Sediment Removal, Testing, and Disposal ............................. ............................2 -4 2.5.1 Sediment Removal ............................................. ...................................... 2 -4 2.5.2 Sediment Testing ......................................................... ............................2 -5 2.5.3 Sediment Disposal ....................................................... ............................2 -5 3 Water Quality Detention Basin ......................................................... ............................3 -1 E 3.1 EMM Basin Description... ............................................................................................. 3-1 3.2 Basin Access ........................................................... ............................................ 3 -1 3.3 Basin Operations ..................................................................... ............................3 -1 )A 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 Appendices Appendix A: Basin Site Inspection Summary Form Appendix B: Basin Maintenance Summary Form Appendix C: Basin Maintenance Log BelVista Basin Maintenance Manual i Table of Contents April 2012 1.1 Purpose of the Basin Maintenance Manual The BelVista Water Quality Detention Basins Maintenance Manual explains how to maintain the basin, which is located near the intersection of Rancho California Road and Ynez Road in the City of Temecula. This basin is a pollution control device 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 BelVista Master Association (POA) or its hired contractor is responsible for maintaining this basin. This manual serves as a reference guide and field manual to equip the POA or its contractor with: An overview of the basin and its function; A description of the location of the basin within the City of Temecula; A description of what types of conditions within the basin indicate or "trigger" the need for Y maintenance work; and C An understanding of the steps required to effectively maintain the basin 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 C The storm drain system in BelVista consists of street gutters, catch basins, and pipelines. Street gutters channel the water from streets to catch basins (reservoirs that collect surface drainage or runoff) to a pipe directing the water to the basin, then away from the community. For more information on how the basin functions, see Section 1.3. The system described in this manual is a private system, maintained by the POA or its contractor. 1.3 General Description and Function of Facility The BelVista Water Quality Detention basins are an earthen hole in the ground that control the volume of water runoff and contain 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. Catch basin inserts located inside the catch basin in the street capture larger trash and debris prior to entering the basin. With regular maintenance, this basin should drain by natural gravity flow. Figure 3 shows the location of the basin within the BelVista community. Originals and copies of these completed forms must be kept and maintained by all parties involved in the maintenance of the Pio Pico Filtration Basin 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 BelVista community that the basin is being properly maintained. BelVista Basin Maintenance Manual 1 -1 Section 1 April 2012 Overview E a N N r LEGEND SURFACE FLOW DIRECTION ® WATER QUALITY DETENTION BASIN STORM DRAIN ® CATCH BASIN WITH INSERT jjj� PLANNING ■ DESIGN ■ CONSTRUCTION BelVista Site Plan ■ ■ 40810 COUNTY CENTER DRIVE, SURE 100 TEMECULA, CAUFORNIA 92591 -6022 FIGURE 3 CONSULTING 951.676.8042 • FAX 951.676.7240 • w ABF.can F- O FJm II II !III IIII IIIII IIII II F4`1 "'i2'f<<F N 2.1 BePAsta Master Association Responsibility The POA, 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 main basin tasks that are the responsibility of the POA, or its hired contractor, include: Signs of erosion; Proper drainage; and Aesthetic appearance. A qualified POA or contract employee should periodically inspect the basin at least twice a y 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 POA or contract employee detects a problem, they should inform a supervisor as soon as possible to address CJ y the situation before the next storm event occurs. Once the POA or contract employee becomes aware of the problem, they should dispatch qualified maintenance personnel to correct the problem as soon as possible. The POA 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 Catch Basin Insert Unit will require materials to be removed once, or twice a year and settled solids will need to be removed at least once a year, depending on the conditions in the community and the manufacturer's specifications. 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. 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. BelVista Basin Maintenance Manual 2 -1 Section 2 April 2012 Maintenance Responsibility 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. s Watch out for dogs and other animal hazards. Avoid the edges of fast - moving bodies of water. These edges are usually slippery and F w 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 2-41 Aesthetic and Functional Maintenance The basin 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, excessive vegetation growth, and weed control. Regular functional maintenance is required to ensure the basin performs 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 maintenance, including the POA, or its contractor, for 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 BelVista community, 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: BelVista Basin Maintenance Manual 2 -2 Section 2 April 2012 Maintenance Responsibility Trimming. Vegetation in the basin should be no higher than 18 inches to prevent establishment of marsh vegetation, stagnation of water, and development of faunal 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 basin components from clogging and becoming inoperable during storm events. Sediment Management. If alluvial deposits at the inlet structures create zones of ponded water, these deposits should be removed, or graded within the basin 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 w program is one that eliminates potential breeding habitats. Water standing for more than 72 hours should be drained. Perform vector treatment as needed. 2.43 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 basin. It includes: Structural Repairs. Damage to any structural component of the basin should be promptly repaired. Embankment and Slope Repairs. Damage to the embankments and slopes 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, 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. If corrective maintenance is being done to one component, other components should be inspected to see if maintenance is needed. 2.44 Maintenance Indicators Maintenance indicators are signs or "triggers" that indicate that the POA 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 I shows conditions and criteria that trigger the need for specific routine basin. maintenance activities. The maintenance activities shown are for those times when the Bel Vista Basin Maintenance Manual 2 -3 Section 2 April 2012 Maintenance Responsibility field measurements exceed those of the maintenance indicator. While this table covers routine maintenance, emergencies occasionally arise that require a more urgent, critical CU yJ 'J response. Table 1: Basin Preventive Maintenance and Routine Inspections Schedule Design Criteria and Maintenance Inspection Maintenance Activity Routine Actions Indicator Frequency Erosion protection of Average plant height Once during the wet Cut vegetation to an planted basin side is over 18 inches season and once average height of 6 inches, slope and planted during the dry and remove trimmings; invert season remove woody vegetation Slope stability Evidence of erosion Annually prior to the Reseed / replant barren wet season 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. Inspect for standing Presence of water Annually (72 hours Drain the facility, check the water that has been after a storm event) outlet, and unclog it if standing over 72 necessary hours Inspect for trash and Presence of trash or Once during the wet Remove and dispose of debris debris season and once trash and debris during the dry season Inspect for sediment Sediment depth Annually Remove and properly management and the exceeding the staff dispose of sediment; characterization of gauge marker regrade, if necessary, and sediment for removal revegetate, if necessary Inspect for burrows Presence of ground Annually and after Firmly backfill wherever squirrel holes, voles, vegetation trimming burrows cause seepage, or gopher mounds erosion, or leakage 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. 2.5 Sediment Removal, Testing, and Disposal 25.1 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 BelVista Basin Maintenance Manual 2 -4 Section 2 April 2012 Maintenance Responsibility 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 basin 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, v oils, and grease (FOG), total petroleum hydrocarbons (TPH), and any other metals. 2,5.3 Sediment Disposal .8 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 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. BelVista Basin Maintenance Manual 2 -5 Section 2 April 2012 Maintenance Responsibility Table 2: Soluble and TTLCs for Heavy Metals Accordinq to CCR Title 22 L Substance Abbreviation STLC, TTLC Wet-Weight m /I mg/kg Antimony Sb 15 500 Arsenic As 5 500 Barium Ba 100 10,0000 Beryllium Be 0.75 75 Cadmium Cd 1 100 Chromium VI compounds Cr 5 500 Chromium and /or Chromium III compounds Cr 5 2,500 Cobalt Co 80 8,000 Copper Cu 25 2,500 Lead Pb 5 1,000 Mercury Hg 0.2 20 Molybdenum MO 350 3,500e Nickel Ni 20 2,000 Selenium Se 1 100 Silver Ag 5 500 Thallium TI 7 700 Vanadium V 24 2,400 Zinc Zn 250 5,000 Soluble Threshold Limit Concentration (STLC) Total Threshold Limit Concentration (TTLC) BelVista Basin Maintenance Manual April 2012 2 -6 Section 2 Maintenance Responsibility 3.1 Basin Description There are two basins located on the property. Basin 1 is located in Phase A north of the residential units and has an access road available to maintain it. The second basin is nocated in Phase C also along the northern edge of the phase. There are also Clear Solution Catch Basin Inserts located inside the 9 catch basins. The basins collect storm runoff and nuisance flows from approximately 23 acres within the BelVista community. The basin is designed to capture and temporarily detain and filter storm runoff and dry weather nuisance flow. s 3.2 Basin Access z „ The Phase A basin is accessible from the southern end of the facility, via an access road Fz that comes off of Ranch Highland Drive. The Phase C basin is accessible from the �= N sidewalk along Calle Lumina. �C 3.3 Basin Operations The Phase A basin has an inlet structure which drains to an 18 -inch storm drain that goes down Rancho Highland Drive. The Phase C basin also has an inlet structure that drains to the existing v ditch located on the hillside slope. The V -Ditch releases the water onto Tierra Vista Road. The runoff then goes down Ynez Road and turns onto Rancho Highland Drive and into an existing catch basin located on the south side of Rancho Highland Drive. In the event of a failure, or clog in the basin drop inlet should handle the flows through an emergency inlet at the top of the structure, if that clogs there are concrete spillways on the side of the slope of the basin that will direct the water either onto Rancho Highland Drive or the V -Ditch on the side of the slope. 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; BelVista Basin Maintenance Manual 3 -1 Section 3 April 2012 Point Carmel Basin Condition of riprap in inlet and outlet; 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: D - L Routine maintenance; CU Preventive maintenance; i.V 4 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; MEM Sediment removal; and Regrading. 3.7 Required Basin Documentation Reproducible versions of forms, logs, and guidance sheets (contained in Appendices A, B, C 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 POA 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 BelVista community, that the basin is being properly maintained, and, as a result, polluted runoff is being properly reduced and treated wherever possible. BelVista Basin Maintenance Manual 3 -2 Section 3 April 2012 Point Carmel Basin "�fir,����� z���a r:, II I I II II II I I I II I II 1 1111111 I III I i, 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 ONo OYes ONo What is the sediment type and location (where is the sediment accumulation located? (InleUoutlet ?)) Is there standing water (more than 72 -hours after storm event)? If answer is yes, immediate maintenance is required. OYes ONo OYes ONo - 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. OYes ONo OYes ONo Is there any evidence of embankment slumping or cracking? If yes, maintenance is required. OYes ONo []Yes ONo Vegetation Information (See Appendix D for additional information) Maintenance Required? Is there vegetation greater than 18 inches high? If yes, maintenance may be required. OYes ONo OYes ONo Does vegetation cover the entire floor and /or all slopes of the basin? If no, revegetation may be required. OYes ONo OYes ONo Do the irrigation valves function properly and water adequately? OYes ONo []Yes ONo Is there dead or dying vegetation on the bottom of the basin? If yes, maintenance is required. OYes ONo OYes ONo Structural Information Maintenance Required? Are the rocks and riprap clear of sediment? (These are located at both the basin pipe inlets and basin pipe outlet). If no, maintenance is required. OYes ONo OYes ONo Does the CDS Unit need to be cleaned? OYes ONo OYes ONo Any blockage or sediment in outlet structure? If yes, maintenance is required. OYes ONo OYes ONo Is there evidence of concrete scour or cracking of structural parts? If yes, and considered major, maintenance is required. OYes ONo OYes ONo In what condition are the fences and locks? OOK ONot OK ONot applicable OYes ONo Basin access road accessible? If not, repair or OOK ONot OK ONot maintenance is required. applicable OYes ONo Are there any other general maintenance concerns? Aesthetic Concerns Maintenance Required? Is there any non -trash debris? If so, maintenance may be required. OYes ONo OYes ONo Is there any trash? If so, maintenance may be required. OYes ONo []Yes ONo Is there any graffiti? If so, maintenance may be required. []Yes ONo OYes ONo 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 sprinklers). OYes ONo OYes ONo "',, <<F''2 �' f yl bX'JL'J 9 Ni. au II I I II II III III III �' II II Basin Maintenance Summary Form General Information Date: Time: Inspector Name: Sediment and Erosion Control Information Was sediment removal or sediment management performed? OYes ONo Was erosion repair (including vegetative stabilization performed)? OYes ONo Was embankment/slope repair performed? OYes ONo Was any other maintenance performed? (Describe) OYes ONo Vegetation Information Was basin grass mowing /trimming performed? OYes ONo Was vegetation trimming /tree pruning performed? OYes ONo Was basin vegetation replanting performed? OYes ONo Was weed control performed? OYes ONo Structural Information Were any structural repairs performed? (Describe) OYes ONo Was the CDS Unit cleaned? OYes ONo Aesthetic Concerns Was debris and trash removal performed? OYes ONo Was graffiti removal performed? OYes ONo Was any other maintenance performed? (Describe) OYes ONo V I II II VIII II I I I IIIIII II I I I III r3. Cl jl 241of112 12A y , brLL � lr1 _iF'tr� III II IIIIIIIIIIIIIIIIIII II II VIII II 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: 11 IN F,., , ,`` li 11 C Water Quality Management Plan (WQMP) Bel Vista • Appendix H Phase 1 Environmental Site Assessment - Summary of Site Remediation Conducted and Use Restrictions E Water Quality Management Plan (WQMP) BelVista A PHASE 1 ENVIRONMENTAL SITE ASSESSMENT WAS NOT DONE ON THIS PROPERTY. •