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HomeMy WebLinkAboutParcel Map 13466 WQMP Rancho View Pronal CenterProject Specific Water Quality Management Plan For: Rancho View Professional Center I & II Rancho California Road DEVELOPMENT NO. APN 944-290-022 DESIGN REVIEW NO. PA 01 - 0084 Prepared for: Bob Crisell Rancho View Professional Center L.P. 29377 Rancho California Road Temecula, CA 92591 Telephone: 951.308.1964 Prepared by: Michael D. Schweitzer, P.E. SW Engineering, Inc. 41951 Remington Avenue, Suite 160 Temecula, CA 92590 Telephone: (951) 491-0433 WQMP Preparation/Revision Date: October 10, 2007 July 23, 2007 June 11, 2007 February 21, 2007 SWS ENGINEERING, INC. 261 Autumn Drive, Suite 115 San Marcos, CA 92069 760.744.0011 p 760.744.0046 f Recipient City of Temecula PN: 10-039 43200 Business Park Drive P.O. Box 9033 Project Name: Rancho View Temecula, CA 92589 Attn: Aldo i iticia Submittal Type: Phone #: 951-694-64 11 BGR/Plan Ref #: Fax #: Date: 08/06/10 Submitted by. TF We are nrniirlinn vnI i With the fnllnwinn dnri lmenrC k R 1 � d4i r"S = A -0t A fA �'.+✓•+ � f �.. N S � aN l .'f� 8 � t rC t ±� � i '_ 1 Original Approved WOMP for Rancho View Professional Center I & II Comments: Sent Ula: ❑ us Mail ❑ ups ❑✓ Delivery Delivered by: Tatiana Picked -up by. Received by. Prepared by bwong 8/5/2010 Page 1 WATER QUALITY MANAGEMENT PLAN CHECKLIST rUi.. Public Works Department p ' NPDES Program " µ 43200 Business Park Drive, Temecula, CA. Requirement Satisfied? WQMP REQUIREMENT Yes No Not Applicable Title Page Name of project with Tract, Parcel, or other I.D. number 0 Owner/Developer name, address & telephone number 0 Consultin /En >inecrin > firm, address & phone number 0 Q Pre arer's Registered Professional Engineers' Stamp and Signature 0 Date WQMP was prepared 0 © 0 Owner's Certification Signed certification statement 0 © 0 Table of Contents Complete and includes all figures, Appendices (A -H), and design worksheets 0 © 0 Section I. Project Description in narrative form Project location 0 © 0 Project size (to the nearest 1/10 acre) 0 © 0 Standard Industrial Classification (SIC) Code Description and location of facilities Activities, locations of activities, materials and products to be used and stored for each activity and at each facility, delivery areas, and what kinds of wastes will be generated 0 Projcet watershed and sub -watershed Formation of a I lome Owner's Association or Property Owner's Association 0 0 Additional permits/approvals required for the project including: • State Department of Fish and Game, 1601 Streambed Alteration Agreement; • State Water Resom ces Control Board, Clean Water Act (CWA) section 401 Water Quality Certification; • US Army Crops of Engineers. CWA section 404 permit; • US Fish and Wildlife, Endangered Species Act section 7 biological opinion; • Municipal Conditions ofApproval (Appendix A). © Q• 0 Section Il. Site Characterization in narrative form Land use designation or zoning 0 0 0 Current and proposed Property use 0 0 0 Soils report (Appendix E). (Note: A soils report is required if infiltration BMPs are utilized) 0 0 0 Phase 1 Site Assessment or summaries of assessment or remediation (Appendix H 0 0 0 Identification of Receiving waters (including 303(d) listed waters, Designated beneficial uses, and any RARE beneficial use waters) and their existing impairments 0 Page 2 of 5 WATER QUALITY MANAGEMENT PLAN CHECKLIST 'r pi' Public Works Department ' NPDES Program 43200 Business Park Drive, Temecula, CA. WQMP REQUIREMENT Re uirement Satisfied? Yes No Not Applicable Section III. Pollutants of Concern (in narrative form) Potential and expected pollutants from the proposed project Presence of legacy pesticides, nutrients, or hazardous substances in the site's soils as a result of past uses Section IV. Hydrologic Conditions of Concern in narrative form Conditions A, B, or C exempt the WQMP from this section ©' O Q If the project is not exempt, evaluation of impacts to downstream erosion or stream habitat discharge flow rates, velocities, durations, and volumes fiom a 2 -year and 10- year, 24-hour rainfall event is included © © Q Section V. Best Management Practices V1. Site Ucsign UMPs to r r ,u;?�'.; ,,,ar 6 4i�,'� (�. ,; Table 1. Site Design BMPs is complete 0 1 © 0 Narrative describing the site design BMPs proposed for the project 0 Q Q Narrative describing the site design BMPs that were not applicable and why they cannot be implemented Narrative describing how each individual BMP proposed for the project will be implemented and maintained, including inspection and maintenance frequency, inspection criteria, and the responsible entity or party Q © O Site Design BMPs shown on the WQMP Site Plan (Appendix B) ©' V2. ,Source Cartrol BA41 s_g, Table 2. Source Control BMPs is complete Q Narrative describing the source control BMPs proposed for the project Q Q Narrative describing the source control BMPs that were not applicable and why they cannot be implemented Narrative describing how each individual BMP proposed for the project will be implemented and maintained, including inspection and maintenance frequency, inspection criteria, and the responsible entity or party ©' Structural source control BMPs shown on the WQMP Site Plan (Appendix B) ©' Q Copies of Educational Materials (Appendix D) 0 V3. Treatment Cowrol BMPs 4 r'' "Fable 3. Treatment Control BMPs is complete Page 3 of 5 WATER QUALITY MANAGEMENT PLAN CHECKLIST Public Works Department I: 6. NPDES Program <r 43200 Business Park Drive, Temecula, CA. 1989 WQMP REQUIREMENT Re uirement Satisfied? Yes No Not Applicable Narrative describing the treatment control BMPs of medium or high effectiveness proposed for the project 0© O 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 Q Q Q Treatment Control BMPs shown on the WQMP Site Plan (Appendix B) G) O 0 Copy of the property/project soils report (Appendix E). (Note: This requirement applies only if infiltration -based Treatment Control BMPs are utilized) Calculations for Treatment Control BMPs (Appendix F) © 1 O V4. Equivalent Treannent Control Alternatives"+',i.I Narrative describing equivalent treatment control alternatives Calculations for Equivalent Treatment Control Alternatives (Appendix F) © 1 © ©. V5. Regionally -Based Treatment Control BMPs Sy ju Narrative describing regionally -based treatment control BMPs 0 0 ©' Calculations for Regionally -Based Treatment Control BMPs (Appendix F) O © ©. Section VI. Operation and Maintenance (0&M) Responsibility for Treatment Control BMPs BMPs requiring O&M are identified © 0 Description of O&M activities, the 0&M process, and the handling and placement of any wastes © © ©' BMP start-up dates ©. Q Schedule of the frequency ofO&M for each BMP 0' © Q Parties responsible for O&M 0 O Notarized proof of the entities responsible for O&M (Appendix G) © © ©' Inspection and record-keeping requirements for BMPs including responsible parties. 0 © Q Description of water quality monitoring, if required © O Q Section VII. Funding Notarized proof of the funding source(s) for the O&M of each Treatment Control BMP 07 0 Appendix A (Section 1) Complete copy of the final Municipal Conditions of Approval © 1 Q Appendix B (Sections I and V) Vicinity Map identifying the project site and surrounding planning areas ©' Q Page 4 of 5 i-irk.Aiv,WATER QUALITY MANAGEMENT PLAN CHECKLIST 5 Public Works Department ` NPDES Program 41. 43200 Business Park Drive, Temecula, CA. 1981) WQMP REQUIREMENT Requirement Satisfied? Yes No Not Applicable Site Plan depicting the following project features:"';h . ' ; ti ;=.,t Ert o'(' Location and identification of all structural BMPs, including Treatment Control BMPs. Q Landscaped areas. Q Q Paved areas and intended uses. Q Number and type of strUCtU1cs and intended uses. (ie: buildings, tenant spaces, dwelling units, community facilites such as pools, recreations facilities, tot lots, etc.) Q Infrastructure (ic: streets, storm drains, etc.)that will revert to public agency ownership and operation. 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.) ©' Receiving Waters locations that the project directly or indirectly discharges into. O 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.) Q Pre- and post -project topography. Q O Q Appendix C (Section IV) Supporting engineering studies, calculations, reports, etc. Q © Q Appendix D (Section V) Educational materials proposed in implementing the project -specific WQMP 0' O Appendix E (Sections II and V) Summary of Soils Report infonnation if infiltration BMPs are proposed 0' Appendix F (Section V) "freatment Control BMP siring calculations and design details Q O 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 Q Appendix H (Section II) Summary of Environmental Site Assessment, Remediation, and Use Restrictions. © Q (End of Checklist) Page 5 of 5 WATER QUALITY MANAGEMENT PLAN (WQMP) t, INITIAL CHECKLIST 3 Applicant Name: Planning Application Number: Project Name: 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 arca, or major exterior construction or remodeling; I (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 Tess 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. Non -Residential Development - This category includes projects that create more than 100,000 sq. ft. of 3 impervious surface. 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 repair. Restaurants - This category includes all eating and drinking establishments that create more than 5,000 sq. fl. of 5a impervious surface. Restaurants creating less than 5,000 sq. ft. of impervious surface are only required to follow the site design and 5b source control requirements of the WQMP. Hillside Development — This category includes any developments that create more than 5,000 sq. ft. of 6 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 arca 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 —'Phis category includes projects that create 5,000 sq. ft. or more of impervious surface for 8 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. Retail Gasoline Outlets —T his category applies if either of the following criteria is met: (a) 5,000 sq. ft. or more 10 of impervious surface, 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 2 Rev. 00 (03/05) SW ENGINEERING, INC. 41951 Remington Ave., Suite 160 Temecula, CA 92590 951.491.0433 p 951.491.0442 f We are providing you with the following documents: Quantity Type Description 1 Copv Revised WQMP report 1 Copy original redline comments Sent Via: ❑ US Mail ❑ ups 0 Delivery Delivered by: Picked -up by: Received by: StAL4 Prepared by bwong 10/11/2007 Page 1 Recipient: PN: 07-017 Project Name: Rancho View Cit of Temecula -43200 Business Y Professional Center Park Drive Temecula, CA 92590 6ir ct` Attn: Aldo Submittal Type: 3rd WQMP BGR/Plan Ref #: PM 13466 Parcel 2 PA07-0086 Phone #: LD07-094GR Date: 10/11/07 Submitted by: Sia Rezaei We are providing you with the following documents: Quantity Type Description 1 Copv Revised WQMP report 1 Copy original redline comments Sent Via: ❑ US Mail ❑ ups 0 Delivery Delivered by: Picked -up by: Received by: StAL4 Prepared by bwong 10/11/2007 Page 1 I 1 October 3, 2007 Mr. Bob Crisell c/o Michael Schweitzer SW ENGINEERING, INC. 41951 Remington Avenue, Suite 160 Temecula, CA 92590 Ij - IEairrth - Stra ltai,. ll/n(c. - 1-- - - Oeolechnlcal, Environmental and Materials resting Consultants - ------------- BErlER PEOPLE48ETfER SERVICE BETTER RESULTS ' Project No. 07220-10A Subject: Interpretive Report for Proposed Bio Swale for Onsite Retention Basin For Proposed Rancho View Professional Center, Located on the South Side of Rancho California Road and on the East Side of Moraga Road, City of Temecula, Riverside County, California ' Earth -Strata, Inc. is pleased to present this interpretive report for the proposed commercial development, located east of Moraga Road and south of Rancho California Road, in the City of Temecula, Riverside County, California. The purpose of our study was to determine the percolation ' rates and physical characteristics of the subsurface earth materials within the proposed development. We have provided guidelines for the design of onsite bio swale retention systems, ' where applicable. This study is intended to provide onsite percolation rates for the earth materials at the approximate depth near the two proposed bio swale retention basins located along Rancho California Road. ' PROPERTY DESCRIPTION ' The subject property is located west of Moraga Road, south of Rancho California Road, north of Via Las Colinas, and east of existing office buildings in the City of Temecula, Riverside County, California ' (see Figure 1). The subject property consists of an undeveloped parcel of land with relatively flat terrain that is 10 to 20 feet above proposed grade. The subject property is underlain by weathered and un -weathered sedimentary bedrock that breaks down to sandy silts, silty sands, and sands, twith occasional sandy clays. I ' EARTH -STRATA, INC. • 26047 JEFFERSON AVENUE, SUITE C, MURRIETA, CA 92562 -OFFICE (951) 461-4028 • FAX (951) 461-4058 • W W W.EARTH-STRATA.COM BETTER PEOPLE - BETTER SERVICE - BETTER RESULTS Based on information provided by you, the proposed development will consists of two multi -story office buildings which includes interior driveways, utilities and two on-site bio swale retention basins located along the northern perimeter of the proposed development. SUBSURFACE EXPLORATION AND PERCOLATION TESTING SUBSURFACE EXPLORATION Subsurface exploration of the subject site consisted of two exploratory borings to a depth of 15 feet, conducted on September 24, 2007. The exploratory borings were excavated to evaluate in -site permeability rates. The approximate location of the exploratory borings are shown on the attached Percolation Location Map, Plate 1. EARTH MATERIALS A general description of the earth materials observed on site is provided below. Quaternary Pauba Sandstone (Ons): Quaternary Pauba Sandstone was encountered directly from the surface to a maximum depth of 1S feet. This bedrock unit consists predominately of interbedded gray to medium brown, fine to medium grained silty sand, fine to coarse grained sandstone, with occasional siltstone and claystone layers. GROUNDWATER Groundwater was not observed within the exploratory borings. PERCOLATION TESTING The continuous presoak test method was utilized to perform a total of two (2) percolation tests on September 24, 2007 to evaluate near surface percolation rates in order to estimate the amount of storm water runoff that can percolate into the onsite bio Swale retention basins. The percolation tests were performed in general accordance with the requirements of insitu percolation testing. The percolation tests were performed within 3 inch perforated pipe, 1S feet deep. The locations of the percolation test holes are indicated on the attached Percolation Location Map, Plate 1. The percolation test holes were located by property boundary measurement on the site plan and by using geographic features. For the continuous presoak testing method, the pipe was filled with water and allowed to stand. ' EAR,1F1Hl—S7f1KA`]FA, lli nye. 2 October 4, 2007 I [1 1 After the presoak, testing was performed by adjusting the water level to near the top of the pipe. The drop in water level was measured from a fixed initial reference point for more reliable readings, with measurements having an accuracy of 1/8 -inch. After each measurement, the water level was brought up to the original test level. Percolation test data recorded in the field is summarized in the following table and is included within Appendix A. PERCOLATION TEST SUMMARY TEST PERCOLATION ;PERCOLATION NUMBER HOLE DEPTH (ft.) RATE (cm/sec) DESCRIPTION P-1 15 1.4 x 10-3 Pauba Sandstone P-2 15 4.7 x 10-2 Pauba Sandstone The percolation test rates ranged from 4.7 x 10-2 to 1.4 x 10-3 minutes per sec (cm/sec). tCONCLUSIONS AND RECOMMENDATIONS Based on the data presented in this report and the recommendations set forth herein, it is the ' opinion of Earth -Strata that the retention basin can be designed for a percolation rate of 2 x 10-2 (cm/sec). ' GRADING PLAN REVIEW AND CONSTRUCTION SERVICES ' This report has been prepared for the exclusive use of SW ENGINEERING, INC. and their authorized representative. It likely does not contain sufficient information for other parties or ' other uses. Earth -Strata should be engaged to review the final design plans and specifications prior to constriction. This is to verify that the recommendations contained in this report have been properly incorporated into the project plans and specifications. Should Earth -Strata not be accorded the opportunity to review the project plans and specifications, we are not responsibility for misinterpretation of our recommendations. ' We recommend that Earth -Strata be retained to provide geologic and geotechnical engineering services during grading and foundation excavation phases of the work. In order to allow for design changes in the event that the subsurface conditions differ from those anticipated prior to construction. Earth -Strata should review any changes in the project and modify and approve in writing the ' conclusions and recommendations of this report. This report and the drawings contained within ' EAR 1f1Hl-S"lf R AIFA, 1[n(c. 3 October 4, 2007 11 ' are intended for design input purposes only and are not intended to act as construction drawings or ' specifications. In the event that conditions encountered during grading or construction operations appear to be different than those indicated in this report, this office should be notified immediately, as revisions may be required. REPORT LIMITATIONS ' Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists, practicing at the time and location this t report was prepared. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. ' Earth materials vary in type, strength, and other geotechnical properties between points of observation and exploration. Groundwater and moisture conditions can also vary due to natural processes or the works of man on this or adjacent properties. As a result, we do not and cannot ' have complete knowledge of the subsurface conditions beneath the subject property. No practical study can completely eliminate uncertainty with regard to the anticipated geotechnical conditions in connection with a subject property. The conclusions and recommendations within this report ' are based upon the findings at the points of observation and are subject to confirmation by Earth - Strata based on the conditions revealed during grading and construction. EAJRL`lF]Hl-S RLATA, 11inc. 4 October 4, 2007 [1 This report was prepared with the understanding that it is the responsibility of the owner or their representative, to ensure that the conclusions and recommendations contained herein are brought to the attention of the other project consultants and are incorporated into the plans and specifications. The owners' contractor should properly implement the conclusions and recommendations during grading and construction, and notify the owner if they consider any of the recommendations presented herein to be unsafe or unsuitable. Respectfully submitted, IEaurtlhi-51t1r,aut,ai, 1[1rn�c. Stephen M. Poole, PE 40219 President Principal Engineer SMP/CEW/am Distribution: (4) Addressee yi� No. 692 c z Chad E. Welke, PG, CEG, PE � u+ xp• � m ice President rJ' 1��" * Principal Geologist/ Engineer Attachments: Figure 1 - Vicinity Map (Rear of Text) Appendix A - Percolation Test Sheets (Rear of Text) Plate 1 - Percolation Location Map (Rear of Text) t\ N Exp 37 0 / OF ' FAIP'1f1H[-STFIK1#"lfi#, 11 nO. 5 October 4, 2007 I 11 ' FIGURE 1 VICINITY MAP - r' /) i ¢" � - / i0`j(9.�• I IJ G` M�`�!Lo �n .-�`""` lq�cb C- / �i�f C. / (!J� f P / , .4?'y4 r!/�pppO\QP f•P �y G� Gq \\�. S �iK 44 l /�r/'� 'd 1. C]�C4LL `_ E /i 2zs,t rJ, ,.der F A'b. ovU `�-!�sE✓ -. !�,.'�'� i ,i4 �"�` m -`C ti 3 1 N � - ,)r,107220-10A Rancho Vtew Profesvonal Center 1 & IJ f ✓� j�'` APPtorJmate,Site �i✓f �` (� ' P 10P� (—` ` ` RD /'-J FELECiTP �Y°0 /tl`y ✓'/\ y � 1 /(� �� �Location Pik � F; �`o�l L / � �m/��i " IONO�C\j�!�A\'/PY�Ep0.H� 0 {' P� '- � \ � v Ai0`' �. �' �1 ZF /j CO (. � .��,,✓�� S �\-- �rF`ryEOIA .l:/=�"'f� ¢� ✓ 2 i t! N I � y � V I !� n .. lC a, t f O fGE DEL \ i. �oicA,-'J!, i Z� �-• F %v Pm L �'�W`�i% 9�rF r - 4, E) / \R•.P ub ! nti, �— / ` ° T` �/ �.v'� /P�EO�NY �pR� CIR 4 I t & �tgo p LE°�COZi� lPN\P (p�n, ��m r�\ tO qQ� 1 K: P lA vCSO /Z J"-• O?"� CA C. P°P \ GOP c.. o /'w 4.wo Data Zoom 13-0 CAELEJSONO/gg1PG OA °�CiZal - RANCNPIR IP RD r0 . `` - PAUBH RD ° (/l� ,:. 5z t✓ rµl 'z Sr SW s L�\ L-'�kE h � 4'�\ ♦5S'( ]9' N� f � N VER `VOC\JpO _..S�O�S ����r!":.. \�` 1 � \o�l 11\� m '� '� n `i �� � SF��\D� NP � Cy�� J�\ Pe°�A✓�\ � 0 1 ��` ��' G1 \ �� V 1 ➢ � by � N�`4/\'"+� R y1P�� t -` � / �/ t � '.-. ! 1 � � � (GO /�... h. .c / 1 n Ub ° °l.� ���� Y\1 \ G ✓. �ST CV00.ESD.� m iP S4 - j i ERZ\R�(JDyEpORi� iv p EcT 1 "a 2007 DeLorme (www.delorme,eom) Topo USA®". RANCHO CALIFORNIA PROFESSIONAL CENTER I 6 II 07220_10A Earth' strata, Inc. SEE BAR SCALE �B.� mb./Ewa ml MM Nabi R^B� .ubnb VICINITY MAP OCT. 2007 FIGURE 1 ,.\".,,°u BETTER PEOPLE. BETTER SERNDE: BETIEIt RESULTS [1 1 APPENDIX A 1 PERCOLATION TEST SHEETS 1 FALLING HEAD PERCOLATION TEST SHEET Job Number: 07220-10A Test Hole Number: 1 Soil Classification: CL Depth of Test Hole (ft): 15 Presoak Period (hrs): 4 Time Interval Start 9/24/07 7:50 Stop 9/24/0710:50 Test Hole Diameter (inches): 8 Date Excavated: 9/24/2007 Date Tested: 9/24/2007 Amount of Water Used: TIME Total Depth (ft) Water Level Initial/Final (Inches) Time Interval (minutes) Rate (ft/hr) R Average Wetted Depth, L (ft) Percolation Rate, Q (gallsf/day) 13:05 15 1 30 0.67 13:35 5 13:36 15 1 30 0.17 14:06 2 14:07 15 1 30 0.17 14:37 2 Q = Gallons/Square feet/day = (9DR)/L, where Average Slowest Rate U = Hole Diameter in feet, K = Fercolation rate in teetthour, and L = Average wetted depth (teet) FALLING HEAD PERCOLATION TEST SHEET Job Number: 07220-IOA Test Hole Number: 2 Soil Classification: SAND Stone Depth of Test Hole (ft): 15 Presoak Period (hrs): 4 Time Interval 1 Start 9/24/0713:00 5.50 Stop 9/24/0715:03 Test Hole Diameter (inches): 8 Date Excavated: 9/24/2007 Date Tested: 9/24/2007 Amount of Water Used: TIME Total Depth (ft) Water Level Initial/Final (Inches) Time Interval (minutes) Rate (ft/hr) R Average Wetted Depth, L (%t) Percolation Rate, Q (gallsf/day) 13:00 15 1 30 5.50 13:30 34 13:31 15 1 30 8.80 14:01 54 14:02 15 1 30 8.30 14:32 51 14:33 15 1 30 7.50 15:03 46 Q = Gallons/Square feet/day = (9DR)/L, where Average Slowest Rate D = Hole Diameter in feet, R = Percolation rate in feet/hour, and L = Average wetted depth (feet) CONSTRUCTION NOTES CD P; .ro o Nva o x AN U(DIE ou. ....�I...ss ucaxeo.•w A . CO " �� C,M Q) Vn5 -AfN SR xa mw ID ml•au1Tx x¢ - PAR P ID FAA1T CAIN 1 CA) —a A• o—... AIF .a a.,m,. AP ". oma" .. QD QD. n'�" P.. P . T . ,." ,o o . P"a m �. x" o.=W,All Po,.,roxP.O � ANAN FAA A. =_ AT I LEGAL DESCRIPTION CONCEPTUAL GRADING PLAN SOURCE OF TOPOGRAPHY PRELIMINARY EARTHWORK QUANTITIES: R— AT mE ... — m -.. v,RxCMn i �NQ�� AN ©AN uANA rrunavz �. NA ao-Nou, i / PROPOSED EASEMENTS AAAAN. ,A AT SAAAAF rtn sro. xP Em VAF r�j•.\\4,\ bad .00 • '" �"'�. � �I SECTION A-ATIT T. / o\\ -'-_ AFN. 044-290-023 SCALE 1:100 DWG XREFS TYPICAL SECTION IN NA LAS WLINAS_ I , � , y 'AAAAEAT INA f— A FE tea, SECTION B -B o�A. , I / / / m SECTION D D . ow xo .o• • .ro o° t� �y \ 1 'y � 3 1 \ �T� wrs �� , u AL SE GA ROAD TYPICAL SECTION_ IN MwiACA ROAD 2; CURB OPENING DETAIL �I_——.y - �a� �. cam— ' • '" �"'�. � �I 3 VIA LAS COLINAS_ s -'-_ AFN. 044-290-023 SCALE 1:100 DWG XREFS TYPICAL SECTION IN NA LAS WLINAS_ '', " - �a� �. cam— ' • '" �"'�. � �I 3 VIA LAS COLINAS_ (PRIVATE -'-_ AFN. 044-290-023 SCALE 1:100 DWG XREFS REVISION I Til PLATE 1 Earth Strata, Inc y 'AAAAEAT INA f— I tea, I MND, SAWgIT d 01EfdAY DETAIL, l �I SECTION C -CAA EA rs .x1.i SJ 15 0® Lsia .,L. SCALE IN CLEN FEET ASA A: AAA. A•' '�'7"e.we ,m TYPICAL SECTION IN RANCHO CALIFORNIA ROAD I -A b� dp AAA LEGEND All Locations are Approximate Symbols ® - Percolation Test Location P-2 PERCOLATION LOCATION MAP SOUTHWEST CORNER OF RANCHO CALIFORNIA ROAD 9 MORAGA ROAD, TEMECULA, CALIFORNIA PROJECT RANCHO CALIFORNIA PROFESSIONAL CENTER 1811 CLIENT CR/SELL COMMERCIAL ADVISORS, INC. PROJECT NO. 07120-10A DATE OCTOBER 2007 SCALE 1:100 DWG XREFS REVISION DRAWNSY GING PLATE 1 Earth Strata, Inc GoobdmAal, Enrammv.bl.MYaMW. TOWnp Lon. Ib b T A. (..': BETTER PfOPIE BEIIER SFRVME. BETTER RESULTS Project Specific Water Quality Management Plan For: Rancho View Professional Center I & II Rancho California Road DEVELOPMENT NO. DESIGN REVIEW NO. Prepared for: Bob Crisell APN 944-290-022 PA Rancho View Professional Center L.P. 29377 Rancho California Road Temecula, CA 92591 Telephone: 951.308.1964 Prepared by: Michael D. Schweitzer, P.E. SW Engineering, Inc. 41951 Remington Avenue, Suite 160 Temecula, CA 92590 Telephone: (951) 491-0433 WQMP Preparation/Revision Date: October 10, 2007 July 23, 2007 June 11, 2007 February 21, 2007 • 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 according with system designed to ensure that qualified personnel properly gather and evaluate the information submitted." Signature � / � Date Z Qp,OFESS10Nq SCHeFy . 4 r c c� No. 59658 w � OF CAV\FO P 0 /0/1f %7 • Water Quality Management Plan (WQMP) Rancho View Professional Center I & U OWNER'S CERTIFICATION This project -specific Water Quality Management Plan (WQMP) has been prepared for: Owner: Rancho View Professional Center L.P. by SW Engineering, Inc. for the project known as Rancho View Professional Center I & 11 at Rancho California Road and Moraga Road, Temecula, California. This WQMP is intended to comply with the requirements of The City of Temecula for Development of APN 944-290-022, 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 8.28.500). 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. "I, the undersigned, certify under penalty of law that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." Ino nd Development Management, LLC will sign for Rancho View Professional Center L.P. c /� 7 wner's Signature Robert W. Criselt Inland Development Management, LLC 29377 Rancho California Road, Suite 101 Temecula, CA 92591 (951)308-1964 0 Managing Member Owner's Title/Position CALIFORNIA ALL-PURPOSE ACKNOWLEDGEMENT STATE OF CALIFO • (�I i SS COUNTY OF �`�rs —• t ' J /\j' e On o [ [ Q before me,�Ja-R� personally appeared T( obe T- LL) - L... r I StAJ� personally known to me (or proved to me on the basis of satisfactory evidence) to be the pers6lt(Sf whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/Ler/their authorized capacity(ies) and that by his/her/their signature(s) on the instrument the pers r [he entity upon behalf hieh [he person(a) acted, executed the instrument. SANDI WINGER ITNESS my hon and official sr�al. COMM. #1756375 M NOTARY PU9UC • CAl1FORNIA RIVERSIDE COUNTY Comm. Exp. AUG. 7, 2011 This area for official notarial seal. OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. DESCRIPTION OF ATTACHED DOCUMENT Title or Type of Document: Lon of S Cert i .0 aj� Document Date: /E) (1( l 01 Number of Pages: Signer(s) other than named above `1 ' I a-- CAPACITY(TES) CLAMED BY SIGNER(S) . [ ] INDIVIDUAL [ ] CORPORATE OFFICER(S) TITLE(S) [ ] PARTNER(S)- [ ] LIMITED [ ] GENERAL [ ] ATTORNEY-IN-FACT [ ] TRUSTEE(S) [ ] GUARDIAN OR CONSERVATOR ] OTHER SIGNER IS REPRESENTING: of Signer [ ] INDIVIDUAL [ ] CORPORATE OFFICER(S) TITLE(S) [ ] PARNER(S)-[ ] LIMITED GENERAL [ ] ATTORNEY-IN-FACT [ ] TRUSTEE(S) [ ] GUARDIAN OR CONSERVATOR [ OTHER CJ Contents Water Quality Management Plan (WQMP) Rancho View Professional Center I & ll A -i February 21, 2007 Section Page I PROJECT DESCRIPTION A-1 II SITE CHARACTERIZATION A-7 III POLLUTANTS OF CONCERN A-9 IV HYDROLOGIC CONDITIONS OF CONCERN A-11 V BEST MANAGEMENT PRACTICES A-12 V.1 Site Design BMPs A-14 V.2 Source Control BMPs A-20 V.3 Treatment Control BMPs A-22 VA Equivalent Treatment Control Alternatives A-25 V.5 Regionally -Based Treatment Control BMPs A-25 • VI OPERATION AND MAINTENANCE RESPONSIBILITY FORTREATMENT CONTROL PIMPS A-26 VII FUNDING A-29 APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN (IF APPLICABLE) D. EDUCATIONAL MATERIALS E. SOILS REPORT (IF APPLICABLE) _ F. TREATMENT CONTROL BMP SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS - CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT -SPECIFIC WQMP H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT - SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS (NOT PERFORMED) A -i February 21, 2007 Water Quality Management Plan (WQMP) Rancho View Professional Center I & II I. Project Description Project Description: The Project is located between Via Las Colinas and Rancho California Road on the west side of Moraga Road in the City of Temecula, California. The site is approximately 5.0 acres and bounded by Rancho California Road in the North, by Moraga Road on the East and Via Las Colinas (a private road) in the South. (See Vicinity Map in Appendix B). Existing condition: The Property appears to have been cut graded to a relatively flat pad. Previous grading operations left a berm along the southern and eastern boundaries of the site. A drainage channel begins near the center of the site and extends to the southwest comer of the site. A hollow four -inch diameter pipe is exposed at the surface along the southern property boundary. It is believed that this pipe held dry utility lines at one point. Proposed condition: The Project proposes to construct one 3 -story Office Building with an area of 50,000 S.F. and one 3 -story Medical Building with an area of 35,000 S.F. respectively. The Project will consist of pavement construction, excavation, re -compaction and miscellaneous grading operations, storm drain, sewer and water installation, together with the appropriate dry utilities. Location of facilities: Two proposed buildings will be constructed in the site, one on the west side of the property and the other one will be constructed in the east side of the property. Access will be along Via Las Colinas (a private road). ■ Runoff from Drainage Area 1 will flow (as shown on the Post -Development Drainage Map, Exhibit `B' in Appendix B), to the northeast comer of the site, into a bio -Swale, and then thru a catch basin which will discharge to a under sidewalk drain to Rancho California Road. Runoff from Drainage Area 2 will flow to the northwest comer of the site and into a bio-swale in the northwest comer of the site. Runoff will then discharge thru a proposed under sidewalk drain, and discharge to Rancho California Road. Drainage Area 3 will flow to the Southwest corner of the site, into a bio-swale, then thru an under sidewalk drain, and discharging to Via Las Colinas. Drainage area 4 flows to a bio-swale along Via Las Colinas to a sidewalk under drain in the Southwest comer of the site. Activities: The proposed project will have a 50,000 SF office building and a 35,000 SF Medical Office building. The offices will be surrounded by parking fields for the tenants and visitors to the project. As such, there are no manufacturing activities associated with this project. A-1 Water Quality Management Plan (WQMP) Rancho View Professional Center I & II Location of activities: Business activities will be confined to inside the buildings. Material storage: There will be no material storage outside of the buildings. Delivery areas: Loading and unloading docks are not proposed. Deliveries and shipments will take place thru the front doors. Waste generated: Waste associated with activities from this development will consist primarily of office - related trash and biohazard material. All non -biohazard waste generated will be placed in the two trash bin areas, one per building. Biohazard material will not be placed in the trash bins. • M A-2 Is M Water Quality Management Plan (WQMP) Rancho View Professional Center I & II Project Owner: Bob Crisell Rancho View Professional Center L.P. 29377 Rancho California Road Temecula, CA 92591 Telephone: (951) 308-1964 WQMP Preparer: SW Engineering, INC. 41951 Remington Ave Suite 160 Temecula, CA 92590 Telephone: (951) 491-0433 Project Site Address: Southwest corner of Rancho California RD and Moraga RD. City of Temecula, CA Planning Area/ Community Name/ Development Name: Rancho View Professional Center I & II APN Number(s): APN 944-290-022 Thomas Bros. Map: Thomas Bros. Map page 958; Grid 3-6; 2006 Edition Project Watershed: Santa Margarita River Hydrologic Unit — Unit 9, Hydro Unit 02 Sub -watershed: Murrieta Creek (HAS 902.32) Project Site Size: Approximately 5.0 Acres Standard Industrial Classification (SIC) Code: 7389 and 8011 Formation of Home Owners' Association (HOA) or Property Owners Association (POA): Y ® N ❑ • 0 Water Quality Management Plan (WQMP) Rancho View Professional Center I & II Additional Permits/Approvals required for the Project AGENCY Permit required State Department of Fish and Game, 1601 Streambed Alteration Agreement Y [:1 N® State Water Resources Control Board, Clean Water Act (CWA) section 401 Water Quality Certification Y E] N® US Army Corps of Engineers, CWA section 404 permit Y N® US Fish and Wildlife, Endangered Species Act section 7 biological opinion Y ❑ N® General Construction Permit Yes City of Temecula (Grading And Building Permit) Yes County of Riverside Flood Control & Water Conservation District N/A A-4 Water Quality Management Plan (WQMP) Rancho View Professional Center I & ll At the conclusion of this report appear seven (7) appendices. The following paragraphs describe the contents of each appendix Appendix A: 1. Complete copy of the final Conditions of Approval. Appendix B: 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, storm 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 C: 1. Hydraulic Conditions of Concern — Supporting detail Appendix D: 1. Educational Materials Appendix E: Soils Report Appendix F: Water Quality Management Plan (WQMP) Rancho View Professional Center I & H 1. Treatment Control BMP sizing calculations and design details. Appendix G: 1. 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. Appendix II: I . Not conducted for this project. • Cl BE Water Quality Management Plan (WQMP) Rancho View Professional Center I & 11 II. Site Characterization Land Use Designation or Zoning: Very low density residential Current Property Use: Proposed Property Use: Availability of Soils Report: PSA : 0 10 Vacant Medical/Office Building Yes, included. No, not conducted. EVA U '9 1* Water Quality Management Plan (WQMP) Rancho View Professional Center I & 11 Receiving Waters for Urban Runoff from Site A-8 303(d) List Designated Beneficial Uses Proximity to RARE Beneficial Receiving Waters Use Murrieta Creek _Impairments Phosphorous, MUN, AGR, IND, PROC, GWR, Not a RARE Waterbody (HAS 2.32, 2.52) Nitrogen, RECI, REC2, WARM, WILD, (approximately 2.5 miles from the Iron, site) Man anese Santa Margarita Phosphorous MUN, AGR, IND, REC1, REC2, RARE Waterbody (approximately River -Upper portion WARM, COLD, WILD, RARE 7.5 miles from the site) (HAS 2.22, 2.21) Santa Margarita None MUN, AGR, IND, PROC, RECI, RARE Waterbody (approximately River -Lower portion REC2, WARM, COLD, WILD, 14.5 miles from Santa Margarita (HAS 2.13, 2.12, RARE River Upper) 2.11 Santa Margarita Eutrophic REC1, REC2, EST, WILD, RARE, RARE Waterbody (approximately E U Lagoon (HAS 2.11) MAR, MIGR, SPWN 22.5 miles from Santa Margarita Lower) Pacific Ocean None IND,NAV,RECI, REC2, COMM, RARE Waterbody (approximately BIOL, 29.5 miles from Santa Margarita WILD, RARE,MAR,AQUA,MIGR, Lagoon) SPWN SHELL A-8 Water Quality Management Plan (WQMP) Rancho View Professional Center I & H 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 - Permittees 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 -Permittee 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 -Permittee 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: J91. 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.html. 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 potential pollutants to be generated by the project. Item # 1. Addressed in section II, receiving Water table Item #2. Addressed in section 11, receiving Water table Item #3. "Parking Lots" will be used as pollutant category for this WQMP. As such, the pollutants associated with parking lots are listed below. Urban Runoff Pollutants: The following anticipated pollutants are expected to be generated by the development: Bacteria/virus; Nutrients; Pesticides; Sediments; Trash and Debris; Oxygen demanding substance; Oil and grease. C� A-9 Water Quality Management Plan (WQMP) Rancho View Professional Center i & 11 The pollutants for which the receiving waters are impaired are: Pollutants Potential Source 3O3(d) Listing Expected Potential Sediment Commercial/Industrial Y Development and Parking Lot Nutrients Commercial/Industrial Y Development and Parking Lot Organic Compound Commercial/Industrial N Development and Parking Lot Trash/Debris Commercial/Industrial N Development and Parking Lot Oxygen demanding Commercial/Industrial N substance Development and Parking Lot Pathogens Commercial/Industrial Y Development and Parking Lot Oil and Grease Commercial/Industrial Y Development and Parking Lot Pesticides Commercial/Industrial Y Development and Parking Lot Metals Commercial/Industrial Y ' Development and Parking Lot Pollutants of Concern: Murrieta Creek is listed on the 2006 Clean Water Act Section 303(d) List of Water Quality Limited Segments as being impaired by Phosphorus, Nitrogen, Iron and Manganese. As such, these pollutants are the Pollutants of Concern for this project. Leaacy Pollutants: 0 This site is currently not developed, and there are no records of any previous uses or development. As such, there are no known legacy pollutants A-10 Water Quality Management Plan (WQMP) • Rancho View Professional Center I & ll 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; storm 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 are 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 -Permittee 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 -Permittee. ■ 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: This Project meets the Condition "A" Supporting engineering studies, calculations, and reports are included in Appendix C. 11 A-11 . Water Quality Management Plan (WQMP) • Rancho View Professional Center I & H Catch Point # 1 • • Catch Point # 2 " 2 year 24 hour 24`fiour ; ;1°00 year r 24 hour o , .. •^ Y.. ,. .,,10,year year Pre condition-Post-condition='Pre ,.... - v{ Pre condition ' -Post condition: a°Pre condition Post condition Pre condition Post conddion Pre condition Post condition;. 0.41 1.86 0.69 2.81 6.9 7.5 •, µnQ1.36 3.36. 2.24 5.09 6.9 7.5 d :ti k Veloaty 0.94 1.36 0.94 1.36 3.2 4.2 m f , • r'(ft/sec) ,Volume.' 1.48 2.07 1.48 2.07 8.6 7.8 i 0.48 1.22 0.48 1.22 8.6 ' 7.8 (acre Duration,,`; .'Duration, 8.08 7.27 8.08 7.27 9.5 7.5 s ,.(minutes) � Catch Point # 2 " s 2 24 hour a 10year 24 flour 100 24 hour g. year year Pre condition-Post-condition='Pre condition Post condition v{ Pre condition ' -Post condition: x,.n .. ...._...,,, 0.41 1.86 0.69 2.81 6.9 7.5 s iW Velocity ; `,`_ 0.40 1.07 0.40 1.07 3.2 4.2 m f , • r'(ft/sec) 0.48 1.22 0.48 1.22 8.6 ' 7.8 aw (acre fee) µ h Yw•. -= .'Duration, 12.76 8.16 12.76 8.16 9.5 8.2 ,;`(minutes), � A-12 Water Quality Management Plan (WQMP) • Rancho View Professional Center I & II Catch Point;I 3 • • A-13 ' t 2 year 24 hour. 10,year Hour ,"'; year' 24 hou, r . , F , „24 ..".r , ,100 n, P.re}condition Post4conditron �PreYcondihon Post condihonr Pre conddron '=Post condition: 2.59 3.11 4.39 4.71 6.9 7.5 AVelocity ,�;; 0.65 1.19 0.65 1.19 3.2 4.2 (fU ec) ,Volume °! 3.95 1.97 3.95 1.97 8.6 7.8 (acre feetf z Duration:-,'' 18.57 7.65 18.57 7.65 14.0 7.8 ,.., a x (minutes) , A-13 Water Quality Management Plan (WQMP) • Rancho View Professional Center I & ll V. Best Management Practices VA SITE DESIGN BMPs The specific BMPS implemented to achieve each Site Design concept and a brief explanation for those Site. Design concepts follows. 1. Minimize Urban Runoff 1. Maximize the Permeable Area The site plan, Appendix B, demonstrates that this project includes minimized building footprints by constructing two 3 -story buildings, planting of native grass and construction of four perimeter grass swales and the addition of drought tolerant trees and shrubs. The flow and the runoff will be directed to these areas as shown on the Water Quality Management Plan Site Layout on Appendix B. All of the above techniques are considered methods to increase permeability of the area. It will be the responsibility of the property manager to maintain these areas and assure that no trash, debris • or other deleterious materials accumulate and hinder the porosity. 2. Landscape Buffer Areas The WQMP Site Layout included in Appendix B shows that buffers have been provided between the parking areas and perimeter sidewalks with grassed/]andscaped areas and runoff will be directed towards these areas. All landscaped areas will be maintained by the property owner. 3. Maximize Canopy Interception The development plan includes the addition of drought tolerant trees and large shrubs. As stated above, these plants will be cared for and maintained by the property manager. 4. Natural Drainage The site was previously graded. Natural drainage patterns will be utilized on this project. Drainage will flow through perimeter bio-swales. 5. Gravel Filtration and Ponding Areas Gravel filtration pits will be used within the bioswales . Landscaping, using native grass and bio- swales will be also used. A-14 • Water Quality Management Plan (WQMP) Rancho View Professional Center I & H 2. Minimize Impervious Footprint 1. Maximize Permeable Area Please refer to the discussion in item no. 1 above. 2. Construct Hardscape of Permeable Materials All hardscape areas will be drained to landscape areas and/or bioswales. The intent is to provide safe and convenient access to all customers while still maintaining water quality. The property manager will assure that these areas kept clean and operable. 3. Minimize Width of Sidewalks and Parking Aisles Without compromising the safety of the tenants, customers, employees, pedestrians and visitors, the sidewalks and parking areas have been kept as narrow as building codes will permit. The property manager will maintain these areas free of debris, stored materials or other obstructions. Additionally, the manager will assure that all areas are properly maintained to provide safe and unimpeded access. 4. Reduce Width of Streets No street work is included in this project 5. Minimize Use of Impervious Surfaces The landscape design for this project maximizes the usage of open -jointed and permeable surface materials. Moreover, the plan includes the addition of trees and shrubs; items not currently found on the property. 6. Other Please refer to the discussion on item no. 2 above. 3. Conserve Natural Areas 1. Conserve Natural Areas The site was previously graded. There are no areas that can be preserved in the project area. 2. Maximize Canopy Interception • Please refer to the discussion above regarding this topic. 3. Natural Drainage A-15 Water Quality Management Plan (WQMP) Rancho View Professional Center I & D • Please refer to the discussion on 1.4 above regarding this topic. 4. Minimize Directly Connected Impervious Areas 1. Roof Runoff All roof drainage will be directed to landscaping areas prior to draining to the main storm drain system. 2. Drain Sidewalks Impervious hardscape materials within this project are designed to drain toward landscape areas, bio-swales, and to the detention basin prior to discharging to the storm drain system. 3. Vegetated Swales As shown on the WQMP Site Plan on Appendix B, grassy bio-swales and a detention basin will be utilized in order to slow down storm water run-off, improve water quality, removal of sediment, and increase infiltration. 4. Rural Swales • No improvements within the roadway system are included in this project. 5. Urban Swales No improvements within the roadway system are included in this project. 6. Dual Drainage System No improvements within the roadway system are included in this project. 7. Driveways Drainage from the entrances to this site (areas within the public ROW) will be directed to the curb and gutter in Via Las Colinas. 8. Temporary Parking No improvements within the roadway system are included in this project. 9. Landscaping in Parking Areas To be planted with grass and native trees. r1 J FEW Water Quality Management Plan (WQMP) Rancho View Professional Center 1 & II • 11 • Table 1. Site Design BMPs (1) LS buffer areas will be located between parking areas and sidewalk. A-17 Included Design Technique Specific BMP Yes No N/A Concept Maximize the permeable area (See Section 4.5.1 of the ® ❑ ❑ WQMP. Incorporate landscaped buffer areas between sidewalks ®(1) ❑ ❑ and streets. Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and planting ® ❑ ❑ additional native or drought tolerant trees and large m Minimize shrubs. oUse natural drainage systems. Existing surface sheet ® ❑ ❑ U flow will be preserved. Urban Where soils conditions are suitable, use perforated pipe O or gravel filtration pits for low flow infiltration. Treatment ® ❑ ❑ :tt y Runoff is to be provided PZ the use of bioswales Construct onsite ponding areas or retention facilities to 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 E El Additional narrative required to describe BMP and how it addresses Site Design concept). (1) LS buffer areas will be located between parking areas and sidewalk. A-17 0 Table 1. Site Design BMPs (Cont.) • • Water Quality Management Plan (WQMP) . Rancho View Professional Center I & II (3) Off- street parking is not a part of this project. (4) Site was previously graded and does not contain natural areas. Im. Included Design Technique Specific BMP Yes No NIA Concept Maximize the permeable area (See Section 4.5.1 of the ® ❑ ❑ WQMP. Construct walkways, trails, patios, overflow parking lots, alleys, driveways, low -traffic streets and other low N -traffic areas with open -jointed paving materials or ® ❑ ❑ mMinimize permeable surfaces, such as pervious concrete, e 0 U porous asphalt, unit pavers, and granular materials. Impervious Construct streets, sidewalks and parking lot aisles to CD the minimum widths necessary, provided that public O ® ❑ ❑ safety and a walk able environment for pedestrians are Footprint U) not compromised. Reduce widths of street where off-street parking is 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: ❑ ❑ ®(4) Additional narrative required describing BMP and how it addresses Site Design concept). Conserve natural areas (See WQMP Section 4.5.1). ❑ ❑ C Conserve Maximize canopy interception and water conservation U by preserving existing native trees and shrubs, and01 ❑ ❑ 'y Natural P g additional native or drought tolerant trees and planting g m O large shrubs. m 03 Areas Use natural drainage systems. El 1:1 Other comparable and equally effective site design concepts as approved by the Co -Permittee (Note: El El Z Additional narrative required describing BMP and how it addresses Site Design concept). (3) Off- street parking is not a part of this project. (4) Site was previously graded and does not contain natural areas. Im. • LJ Water Quality Management Plan (WQMP) Rancho View Professional Center I & II Table 1. Site Design BMPs (Cont.) A-19 Included Design Technique Specific BMP Yes No NIA Co nce t Residential and commercial sites must be designed to contain and infiltrate roof runoff, or direct roof runoff to ® ❑ ❑ vegetative 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 ® El Elof underground piping or imperviously lined swales. Rural swale system: street sheet flows to vegetated Minimize swale or gravel shoulder, curbs at street corners, ❑ ❑ culverts under driveways and street crossings. Urban curb/swale system: street slopes to curb; v Directly ❑ ❑ periodic swale inlets drain to vegetated swale/biofilter. C Dual drainage system: First flush captured in street U Connected catch basins and discharged to adjacent vegetated El Elo� swale or gravel shoulder, high flows connect directly to D Impervious MS4s. °? Design driveways with shared access, flared (single y Areas lane at street) or wheel strips (paving only under tires); or, drain into landscaping prior to discharging to the MS4. (DC/As) Uncovered temporary or guest parking on private residential lots may be paved with a permeable El El Z surface, or designed to drain into landscaping prior to discharging to the MS4. Where landscaping is proposed in parking areas, 0 El El incorporate landscape areas into the drainage design. Overflow parking (parking stalls provided in excess of the Co-Permittee's minimum parking requirements) ❑ ®(6) ❑ may be constructed with permeable paving. A-19 • • 40 Water Quality Management Plan (WQMP) ' Rancho View Professional Center I & II (5) The driveways (Entrance and Exit) were designed for Commercial use and run-off will be flowing to the pavement and eventually to the MS4. (6) Parking stalls are calculated per the project requirements and there will be no extra parking. V.2 SOURCE CONTROL BMPS Table 2. Source Control BMPS BMP Name Check One Other comparable and equally effective design Included Not Applicable 543 SPa!"Wuri'as,a�:..i 6+iEv$uy5'liVi' Non-Structural;Source:,Controi,BMP,s z ,I s a( ..T �i iHEwZ, concepts as approved by the Co -Permittee (Note: Education for Property Owners, Operators, Tenants, Occupants, or Employees Activity Restrictions ® ❑ Irrigation System and Landscape Maintenance M ❑ Additional narrative required describing BMP and how Common Area Litter Control M ❑ Street Sweeping Private Streets and Parking Lots it addresses Site Design concept). ❑ Drainage Facility Inspection and Maintenance (5) The driveways (Entrance and Exit) were designed for Commercial use and run-off will be flowing to the pavement and eventually to the MS4. (6) Parking stalls are calculated per the project requirements and there will be no extra parking. V.2 SOURCE CONTROL BMPS Table 2. Source Control BMPS BMP Name Check One If not applicable, state brief reason Included Not Applicable 543 SPa!"Wuri'as,a�:..i 6+iEv$uy5'liVi' Non-Structural;Source:,Controi,BMP,s z ,I s a( ..T �i iHEwZ, to �54� e't� tai �k3 d£ Education for Property Owners, Operators, Tenants, Occupants, or Employees Activity Restrictions ® ❑ Irrigation System and Landscape Maintenance M ❑ Common Area Litter Control M ❑ Street Sweeping Private Streets and Parking Lots M ❑ Drainage Facility Inspection and Maintenance M❑Usgo-S. R4?4'ay! "�r,� '. ti ='.:> b 3 C '`,.. a2 `' r a l�L StructuraltSource�Control BMPs , �„ , to ,_,� s ,� iitTEr 4 �,I r'�'&A 3,`�E'; -0} p}' i` At -_"y ��Z', MS4 Stenciling and Signage ❑ M Nota part of the project Landscape and Irrigation S stem Desi n M ❑ Protect Slopes and Channels M ❑ Provide Community Car Wash Racks ❑ M Nota part of the project Properly Design: ❑ ❑ Fueling Areas ❑ M Nota part of the project AirlWater Supply Area Drainage ❑ M I Nota part of the ro'ect Trash Storage Areas M ❑ Loading Docks ❑ M Nota part of the project Maintenance Bas ❑ M Nota part of the project Vehicle and Equipment Wash Areas ❑ M Nota part of the project Outdoor Material Storage Areas ❑ M Nota part of the project A-20 r1 L J • 0 Water Quality Management Plan (WQMP) Rancho View Professional Center 1 & H Outdoor Work Areas or Processing Areas777= ❑ ®Nota art of the ro'ect Provide Wash Water Controls for Food Preparation Areas ❑ ® Not a part of the project NON STRUCTURAL SORCE CONTROLS `- .' k EDUCATION Provide at occupancy, within Owner three months for new hires and annually for existing employees ACTIVITY RESTRICTIONS Daily Owner LS MAINT, Bi -weekly Owner LITTER Dally Owner PARKING LOT SWEEPING Monthly Owner DRAINAGE Monthly Owner STRUCTURAL SOURCE CONTROLS'. IRRIGATION BI -weekly Owner SLOPES Bi -weekly Owner TRASH AREAS Daily Owner Appendix D includes copies of the educational materials that will be used in implementing this project -specific WQMP. A-21 Water Quality Management Plan (WQMP) Rancho View Professional Center I & D • V.3 TREATMENT CONTROL BMPS General Discussion All runoff will run from the pavement, and into the bio-swales and a detention basin for filtration purposes. Runoff will then eventually drain to Via Las Colinas and Rancho California Road. (See WQMP Management Plan Site Layout on Appendix B). Treatment Control BMP's • Grass Bio-swale Vegetated swales will be constructed along the north (2), south (1), and west (1) perimeter landscape areas. The vegetated swale at the northwest corner measures 164.0 LF with a dimension of 16' wide x 1.67' deep. The bioswale at the northeast corner of the property measures 114.0 LF with a dimension of 15' wide x 1.67' deep and will be connected to a 36 inch diameter, 45' long subsurface detention pipe. The bioswale on the west side of the property measures 135.0' long with a dimension of 12.5' wide x 1.67' deep. The other vegetated swale is located on the southerly portion of the site and measures 180.0 LF with a dimension of 9.5' wide x 1.67' deep. The flow will continue to discharge through the sidewalk under drain along the curb and gutter onto Via Las Colinas before going to the storm drain system. These Bio-swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to downstream discharge points. They are designed • to treat runoff by filtering through the vegetation in the channel, filtering through a subsoil matrix, and/or infiltration into the underlying soils. • Underground detention pipe. A 45' long 36"diameter underground detention pipe will be constructed at the northeast side of the site at the end of the bio-swale as shown in the Water Quality Management Plan Site Layout. This 36" diameter underground pipe has a total volume of 315 cu ft. It will serve as a detention basin for the storm runoff before it will be released to the existing curb and gutter. The underground pipe will have a minimum cover of 5'. The 36" pipe will connect to storm drain manhole with a orifice structure in the bottom connecting to a 12" diameter pipe as shown in the Water Quality Management Plan Site Layout that discharges to a sidewalk under drain into the existing curb and gutter along Rancho California Road. • Filter Inserts FloGard'`" (Kristar Enterprises, Inc.) catch basin filter inserts installed on all private inlets will filter the run-off and reduce the hydrocarbons, oil & grease pollutants, dirt and metal debris from vehicle brake pads. The screening mechanism of the filter inserts is highly effective in the removal of trash and debris. They will also help on the treatment of any pesticides and nutrients emanating from the landscape areas not treated through bio -filtration. The filter insert sizing will be based on the design flow rate on a uniform rainfall intensity of 0.2 inches per hour, as recommended by the California BMP • and must have enough bypass capacity for the larger storms. A-22 a • � Water Quality Management Plan (WQMP) Rancho view Professional Center I & II Table 3: Treatment Control BMP Selection Matrix A-91 - Treatment Control BMP Categories(9) Infiltration Basins Veg. Swale Detention & Wet Sand Water Hydrodynamic Manufactured/ Neg. Filter Basins(2) Trenches/Porous Ponds or Filter or Quality Separator Proprietary Pollutant of Concern Strips (3)(10) Wetlands Filtration Inlets Systems I I Devices Pavement SedimentlTurbidity H/M M H/M H/M H/M L / H/M U (L for turbidity) Y® N❑ ® ® ❑ ❑ ® ❑ ❑ ❑ Nutrients L M H/M H/M L/M L L U Y® N❑ ® ® ❑ ❑ ® ❑ ❑ ❑ Organic Compounds U U U U H/M L L U Y® N❑ ® ® ❑ ❑ ® ❑ ❑ ❑ Trash & Debris L M U U H/M M H/M U Y® N❑ ® ® ❑ ❑ ® ❑ ❑ ❑ Oxygen Demanding Substances L M H/M - H/M -H/M L L U Y ® N ❑ ® ® ❑ ❑ ® ❑ ❑ ❑ Bacteria & Viruses U U H/M U H/M L L U Y® N❑ ® ® ❑ ❑ ® ❑ ❑ ❑ Oils & Grease H/M M U U H/M M L/M U YE N ❑ ® ® ❑ ❑ ® ❑ ❑ ❑ Pesticides (non -soil bound) U U U U U L. L U Y® N❑ ® ® ❑ ❑ ® ❑ ❑ ❑ Metals H/M M H H H L L U YEA N ❑ ® ® ❑ ❑ ® ❑ ❑ ❑ A-91 • LJ • Water Quality Management Pfau (WQMP) Rancho view Professional Center I & II Abbreviations: L: Low removal efficiency H/M: 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) Includes grass swales, grass strips, wetland vegetation swales, and bioretention. (3) 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. (4) Includes infiltration basins, infiltration trenches, and porous pavements. (5) Includes permanent pool wet ponds and constructed wetlands. (6) Includes sand filters and media filters. (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. (9) Project proponents should base BMP designs on the Riverside County Stormwater Quality Best Management Practice Design Handbook. However, project proponents may also wish to reference the California Stormwater BMP Handbook — New Development and Redevelopment (www.cabmohandbooks.com). The Handbook contains additional information on BMP operation and maintenance. (10) Note: Projects that will utilize infiltration -based Treatment Control BMPs (e.g., Infiltration Basins, Infiltration Trenches, Porous Pavement) 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. A-24 Water Quality Management Plan (WQMP) Rancho View Professional Center I & II • VA EQUIVALENT TREATMENT CONTROL ALTERNATIVES Not Applicable • V.5 REGIONALLY -BASED TREATMENT CONTROL BMPS Not Applicable 49 E A-25 Water Quality Management Plan (WQMP) • Rancho view Professional Center I & II VI. Operation and Maintenance Responsibility for Treatment Control BMPs Operation and maintenance (O&M) requirements for all structural Source Control and Treatment Control BMPs shall be identified in the project -specific WQMP. The project -specific WQMP shall address the following: ■ Identification of each BMP that requires O&M. ■ Thorough description of O&M activities, the O&M process, and the handling and placement of any wastes. ■ BMP start-up dates. ■ Schedule of the frequency 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 the form of a Covenant and IsAgreement recorded by the Project Proponent with the County Recorder, HOA or POA CC&Rs, formation of a maintenance district or assessment district or other instrument sufficient to guarantee perpetual O&M. The preparer of this project -specific WQMP should carefully review Section 4.6 of the WQMP prior to completing this section of the project -specific WQMP. o Self -inspections and record-keeping requirements for BMPs (review local specific 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 -Permittee. Operation and Maintenance: Inspect swales and detention basin and pipes leading to swales at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation preferably at the end of the wet season to schedule summer maintenance and before major full runoff to be sure the swale is ready for winter. However, additional inspections after periods of heavy runoff is will be conducted. The Swale will be checked for debris and liter, and areas of sediment accumulation. •The inspection by the qualified person will address the following area/concerns: • Conditions of grass cover; Grass height and mowing frequency may not have a large impact on pollutant A-26 Water Quality Management Plan (WQMP) Rancho view Professional Center I & II removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics to suppress weeds and woody vegetation. Inlet pipe or flume conditions. • Safety features of the facility. • Access for maintenance equipment. • Sediment accumulation; sediment accumulating near culverts and channels will be removed when it builds up in any spot or covers vegetation. • Debris and trash accumulation in both swale areas and catch basins or flumes; trash tends to accumulate in swale areas. The need for litter removal is determined through periodic inspection, but litter will always be removed prior to mowing. • Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation) and/or if proper drainage slopes are not implemented and maintained. •Once constructed, all BMPs will be maintained by the Project Owner. A-27 Water Quality Management Plan (WQMP) Rancho view Professional Center I & II • f Responsible Structural: ;° Quantaty Cos#s O&M GOS#8 Start, p Dates Frequency � a�Q s�(weeklyM/!�nt�: Responsibt e Fuundmg P�arty��for Fundi g dI; G� �•. . Party�for ELong ($) ($) � htY�qu�arterly)� i I �talla�tion Term° �°O&Mr . Extended Prior to Semi - Detention 1 $500.00 $100.00 Owners Owners occupancy annually Basin (As Needed) Bio- 16'x 1.67' Prior to $1,000.00 $100.00 Frequent, Owners Owners Swales 164 LF occupancy GRAVEL Seasonally (As Needed) Bio- 12.5'x 1.67' Prior to $1,000.00 $100.00 Frequent, Owners Owners Swales 135 LF occupancy GRAVEL Seasonally (As Needed) Bio- 15' x 1.67' Prior to $1,000.00 $100.00 Frequent, Owners Owners Swales 114 LF occupancy SAND Seasonally (As Needed) Bio- 9.5'x 1.67' Prior to $1,000.00 $100.00 Frequent, Owners Owners Swales 180 LF occupancy GRAVEL Seasonally (As Needed) Filter Prior to 2 $2,000.00 $500.00 Frequent, Owners Owners Insert occupancy Seasonally • f Water Quality Management Plan (WQMP) Rancho view Professional Center I & II Funding The developeribuilder will assume responsibility for constructing the BMPs' and operating and maintaining each one until the time of ownership transfer. �i U • A-29 • Water Quality Management Plan (WQMP) Rancho view Professional Center I & II 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 fourth in this WQMP until the project is transferred to a new owner. Each owner shall record this WQMP with 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 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 Rancho view Professional Center I & II located at Rancho California Road and Moraea Road, Temecula, California will be responsible for the installation, operation and maintenance of all BMPs until such time that the site is • transferred to a new owner. Inland Development Management, LLC will sign for Rancho View Professional Center L.P. Owner's Signature Robert W. Crisell Inland Development Management, LLC 29377 Rancho California Road, Suite 101 Temecula, CA 92591 (951)308-1964. is Date Managing Member Owner's Title/Position A-30 CALIFORNIA ALL-PURPOSE ACKNOWLEDGEMENT STATE OF SS CALIFORNIA , `p �yA i COUNTY OF ly� Ys t "p Z—' J �/J�� / ^' 'y(/'//'�/I On /C/// /07 before raja �f /1 e"q / �'f7�Qr'j / "/ti1 personally appeared c -1�D 6e r'f' LJ . Cr 'is 2. L.A_ personally known to me (or proved to me on the basis of satisfactory evidence) to be the persons) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies) and that by his/her/their signature(s) on the instrument the person(s) or the entity uponbel - of which the person(s) acted, executed the instrument. TNESS my add�and �olfficial seal. SANDI WINGER Sigr "'/ fG{.t ' COMM. #1756375 ?; - NOTARY PU8LI0 � CALIFORNIA n RIVERSIDE COUNTY + Comm. Exp. AUG. 7, 2011 This area for official notarial seal. OPTIONAL Though the information below is not required by law, it may prove valuable to persome relying on the document and could prevent fraudulent removal and reattachment of this form to another document. DESCRIPTION OF ATT Title or Type of Document: Document Date: % 0 I I I( b Signer(s) other than named above DOCUMENT Number of Pages: Ad ( 0. CAPACITY(IES) CLAIMED BY SIGNER(S) [ ] INDIVIDUAL ( ] CORPORATE OFFICFR(S) TITLE(S) [ ] PARTNER(S)- [ ] LIMITED [ ] GENERAL [ ] ATTORNEYAN-FACT [ ] TRUSTEE(S) [ ] GUARDIAN OR CONSERVATOR [ ] OTHER SIGNER IS REPRESENTING: [ ] INDIVIDUAL [ ] CORPORATE OFFICER(S) TITLE(S) [ ] PARNER(S)-[ ] LIMITED [ ] GENERAL [ ] ATTORNEY-IN-FACT [ ] TRUSTEF(S) [ ] GUARDIAN OR CONSERVATOR [ ] OTHER Water Quality Management Plan (WQMP) Rancho view Professional Center I & II Appendix A Conditions of Approval Planning Commission Resolution Dated "There are no conditions of approval at this time, conditions of approval will be provided for inclusion herein once they are issued by the city." • • Water Quality Management Plan (WQMP) Rancho view Professional Center I & II Appendix B Vicinity Map, WQMP Site Plan, and Receiving Waters Map 40 0 k N VICINITY MAP NO SCALE .,�ry '~6 i• 1 _.;:I ¢ ,r.,'a.\., ,skylark7• 1 I' I Isa6�/ / } g �1�Y• / 117(yY EL CIll -r— II .� 1 /' W , /•!� O,P lr--. r, _ I e: �BIA .K.rMdtlNi'IN. 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AII�V i�.I I ANP I'-`.+�s6L esm° a pe A •� r,.t n bl �rrl 1jRm', {( 'a ✓ t i Bu na 1 ✓• we (lord el eer South Oceaniitl2 'n 1h s75Zoy I ' t A• :I" 1643 AEI Carlsbad $ 'f" . �.. . 1 p (� �n. e r a zs IL 's nhonn' �I ' Cadmsban1 t �° °`° RANCHO CALIFORNIA ROAD 01 - -------- =-7-7 w w P #1 Q2\ =3.4�j� 24 7.5 IQ 5. cFs �ATER w w w CFS 10 +00 11-1w, — "J I: i 37+00 36+00,� \lq G G /G G 3x,� 6 G G G W/ MIRAFI FILTER PROP SED CURB G 35tg- Ap G PER CI TY G STD. /STORM D'R,'AIN MANHOLE'/' G G G FABRIC UNDERLAYMENT-"' p G G OUTLET d--77 —%-L� — 30 DEPRESSED BIO-SWALE -- REQUIRED VOLUME= ,445 PROPOSED VOLUME=11,501 3x3 3" MK -COBBLE STON RIPRAP W� -.MIRAFI FILTER FABRIC UNDERLAYMENT g EX. 12" ACP Now- aim 00 mom ------- +00 SF -D CURB 8�' vc� SEWER PROPOSED CITY s OUTLET -- P .s STD. 301 VDMITI PROPERTY LINE RIGHT OF WAY DRAINAGE BOUNDARY ASSOCIATED WITH EACH BIO SWALE FLOW LINE VEGETATED BIOSWALE SHEET FLOW 1cp #1 CONCENTRATION POINT NUMBER Qloo =7.5cFs 100 YEAR FREQUENCY DISCHARGE Q2 =3.4cFs 2 YEAR FREQUENCY DISCHARGE Qjo =5.1 cFs 10 YEAR FREQUENCY DISCHARGE rl—,N) BASIN NUMBER 207 BASIN AREA (AC.) LANDSCAPE AREA -------- -- ADA PATH OF TRAVEL P j b ` . 'may ,�Cb )k 3 SEE SPir.EY 2 FOR DETAILS � �'�� 40 20 0 40 80 120 SCALE IN FEET GRAPHIC SCALE 'JI /°'— VtI , ji�'-�-*3 6"-8" COBBLE STONE IPRAP W/ MIRAFI FILTER Af, ABRIC UNDERLAYMENT METT; SW ENGINEERING, INC. 711-11L ENGINEER ING* LAND PLANNING* DEVELOPMENT* SURVEYING 41951 Remington Avenue, Suite 160 Temecula, California 92590 P: (951) 491-0433 F: (951) 491-0442 DATE FEB M 08 2:23pm BY:SLkkEZAEI FILE.Z:\PP,OJECTs\2007\07-017\PP,ODREpop,Ts\W(Z4P\7-017-WQMP.DWG NOTE: IMPERVIOUS MEMBRANE MUST BE 10 MIL MINIMUM DOUBLE LAYERED. PL 0" CURB WHEEL - STOPS N 5' 2' 5' 13' M N ASPHALT TURF ,Z /. TOPSOIL IMPERVIOUS MEMBRANE FILTER FABRIC ALL SIDES GRAVEL 1.5--2.5- SECTION DETAIL A—A NOT TO SCALE NOTE: NO SECTION F—F PROPOSED R/W 9.5' 0" CURB 2.5' 2' 5' WHEEL STOPS a O ASPHALT TOPSOIL I -.2.0%► SIDEWALK TURF IMPERVIOUS ►� MEMBRANE a ALL SIDES GRAVEL 1.5"-2.5" FILTER FABRIC SECTION DETAIL B—B NOT TO SCALE 2 1/2 X I I/2 X 1/4 GALVANIZED STEEL ANGLECU 3w -- Na 5 DEFORMED BAR a 3' LEG AT 90• NCI, 3 DEFORMED BAR CJ -1 - 9 i" - 21 . 6' p s 10' 4' _� f W y -DETAIL DOWEL DETAIL SECTION X -X R\W LIR EDGE OF WALK � _ 1 �� � 3�L TRANSITION SEE NOTE 8 (SHEET 2) NO, 3 REBAR i tiI INLET WIPE MAY JOIN STRUCTURE ! AT ANY ANGLE I I DIRECTION, SMALL �'' BE INDICATED ON S' - ,-.f I ,����.� •7.� � � , � �-- PLAN. DOWEL TO BE USED � 2` � '-,L 3= � 2 -i- � WHEN TOP IS POURED. SEPARATE, ONE AT ,.'�� .✓� ��,� ®v I - EACH CORNER �i � r'�� � ��/ / e C1 LAID RADIALLY SCDRE�`, 4 'LINEDI CURB I , E F I CURB A DOWEL LENGTH OF CURB I TRANS. TRANSITION TO BE I �- ANCHOR S I A 110N LINE SPECIFIED [IN PLAN I I TOP VIEW CONC. (COVER SHALL NOT BE IN SIDEWALK) TRANS-. 22' DIA. CLEAR iPENING FRAME AND COVER, ALHAMBRA FOUNDRY A1535 OR APPROVED EQUAL, NO, 3 REBAR NO. 3 REBAR MAX. 12' C -C MAX. 6' C -C t-7 J81 s' Li 6. - -»---------i% MIN. PARALLEL WITH INVERT SECTION Y -Y REVISIONS APPROVED CITY OF TEMEC%LA DATE WT. DATE /Z. e7 � 1Zl1t4i6 R.M. CURB OUTLET RONALD J. PARKS DEPUTY D!RECT'OR, PUBLIC 1NORKS R.C.E. N0.19744 EXP. 9-3"7 STANDARD NO. 301 (1 of 2) STORM DRAIN MANHOLE IIIEW PROFESS ORAL CEV,,TER CITY CSF TEMECULA TRASH ENCLOSURE WALL 1' PROPOSED FINISH SURFACE R/W 10' 11' 10.5' 'I i 3' TURF --1 ;� a ;'` r'` • TOPSOIL--� '` a Z_ IMPERVIOUS a MEMBRANE FILTER FABRIC ALL SIDES GRAVEL 1.5"-2.5" SECTION DETAIL C—C NOT TO SCALE R/W 17' 6' 10' 9' 1.5' lr9 , t 1' FREEBOARD TO TOP OF BASIN — p\ 3/4" MIN GRAVEL ' a f` �. 1 g y 2" PVC iJ-►- TURF z TOPSOIL RAVEL M IMPERVIOUS MEMBRANE FILTER FABRIC ALL SIDES GRAVEL 1.5"-2.5" SECTION DETAIL D -D NOT TO SCALE PER RCFC STD. DWG. NO. g6), MH -252 `3S• sry 3 8ry 0" CURB R W PL Y' e WHEEL h04 12' STOPS 51 2' 1 51 1 i. _° e:.'•'.►'. .;: ;'':;Y"`' ASPHALT36" HDqE 4. 0.77 0.77' TURF d TOPSOIL a M Cp IMPERVIOUS M ORIFICE SEE MEMBRANE FILTER FABRIC AT RIGHT ALL SIDES DIMENSIONS ARE INSIDE TO INSIDE OF THE MANHOLE GRAVEL 1.5"-2.5 MANHOLE THICKNESS IS 6 1/2 - ORIFICE /2"ORIFICE DETAIL SECTION DETAIL G—G NOT TO SCALE NOT TO SCALE 6" CURB N 7' 2 5' 20" WIDE SOLID METAL COVER & GUTTER ON THE UNDER DRAIN CHANNEL 1 ADA PASS 18' ADA RAMP �' 2 PARKING AREA ASPHALT Ir> 6,� I"-- TURF f , SAND ! I! , i_ TOPSOIL N � IMPERVIOUS � � FILTER FABRIC W6" CURB MEMBRANE ALL SIDES UNDER DRAIN CHANNEL GRAVEL 1.5"-2.5" UNDERDRAIN CONNECTED TO 36" PIPE SECTION DETAIL 1-1 SECTION DETAIL H—H NOT TO SCALE NOT TO SCALE 20" WIDE SOLID METAL COVER r ----PARKING AREA `� I r ON THE UNDER DRAIN CHANNEL 3x3 6"-8" COBBLE STONE RIPRAP W/ MIRAFI FILTER FABRIC UNDERLAYMENT FLOW FILTER FABRIC-/ TURF --/ / a TOPSOIL--� a ',, IMPERVIOUS MEMBRANE FILTER FABRIC ALL SIDES GRAVEL 1.5"-2.5" GUTTER AND RIPRAP CONNECTION IN BIO—SWALE NOT TO SCALE 0" CURB -� i I METAL SUPPORT SECTION DETAIL J—J NOT TO SCALE 8" PVC RISER W/ 1" HOLES 0 4" O.C. VERT AND HORIZ WRAP W/ FILTER FABRIC EX. CURB & GUTTER PROPOSED CURB OUTLET PER C.O.T. STD. DWG. 301 GRATE "ULTIMATE" BYPASS FEATURES GASKET STAINLESS STEEL SUPPORT BASKET Fossil Rock TM ABSORBENT POUCHES LINER SUPPORT BASKET 24"X24" CATCH BASIN (FLAT GRATE STYLE) BIO—SWALE OVERFLOW RISER 45' /— BIO—SWALE FLOW LINE \S, 1,Z `36" HDPE 36" HDPE 0 0.5q, 77 77 STORM DRAIN MANHOLE PER C.R.F.C. STD. NO. MH252 FUTURE EX. R/W R/W I Ii 12' DEDICATION FOR FUTURE IMPROVEMENTS 0.5'X1.74' ORIFICE TO y! DETAIN THE 100 YEAR FLOW SEE ORIFICE DETAIL HEREON SECTION DETAIL E—E NOT TO SCALE EX. CURB & GUTTER _r= -- PROPOSED CURB OUTLET PER C.O.T. STD. DWG. 301 (BY OTHERS) FIoGard® +Pius FILTER INSTALLED. GRATE FRAME. (BY OTHERS) CAN BE MOUNTED ABOVE CONCRETE CATCH BASIN, CONE REDUCER, SLAB REDUCER, CORRUGATED METAL PIPE, ETC - (BY OTHERS) GRATE. (BY OTHERS) STAINLESS STEEL SUPPORT BASKET. FOSSIL ROCK" POUCHES. FILTER LINER & SUPPORT NETTING. GRATE FRAME. (BY OTHERS) CAN BE MOUNTED ABOVE - l CONCRETE CATCH BASIN, CONE REDUCER, SLAB REDUCER, CORRUGATED METAL PIPE, ETC_ (BY OTHERS) FOR MORE DETAIL SEE DETAIL IN KRISTAR PRODUCT CATALOG MODEL NO. FGP-RF18F KRISTAR FLOW GARD PLUS FILTER INSERT DETAIL NOT TO SCALE FOR MORE DETAIL SEE DETAIL IN KRISTAR PRODUCT CATALOG MODEL NO. FGP-24F KRISTAR FLOW GARD PLUS -FILTER INSERT DETAIL NOT TO SCALE ATER QUALITYMANAGEMENT PLA SITE LAYOU SW ENGINEERING, INC. CIVIL ENGINEERING *LAND PLANNING* DEVELOPMENT* SURVEYING 41951 Remington Avenue, Suite 160 Temecula, California 92590 P: (951) 491-0433 F: (951) 491-0442 -- DATE: FEB 06, 08 2:24PM BYSIA.REZAEI / FILE:Z:IPRO]EcTs12007107-0171PRODIREPORTSIWOMPI7-017-WOMP.DWG .+. a s 6' p s 10' 4' _� f W y -DETAIL DOWEL DETAIL SECTION X -X R\W LIR EDGE OF WALK � _ 1 �� � 3�L TRANSITION SEE NOTE 8 (SHEET 2) NO, 3 REBAR i tiI INLET WIPE MAY JOIN STRUCTURE ! AT ANY ANGLE I I DIRECTION, SMALL �'' BE INDICATED ON S' - ,-.f I ,����.� •7.� � � , � �-- PLAN. DOWEL TO BE USED � 2` � '-,L 3= � 2 -i- � WHEN TOP IS POURED. SEPARATE, ONE AT ,.'�� .✓� ��,� ®v I - EACH CORNER �i � r'�� � ��/ / e C1 LAID RADIALLY SCDRE�`, 4 'LINEDI CURB I , E F I CURB A DOWEL LENGTH OF CURB I TRANS. TRANSITION TO BE I �- ANCHOR S I A 110N LINE SPECIFIED [IN PLAN I I TOP VIEW CONC. (COVER SHALL NOT BE IN SIDEWALK) TRANS-. 22' DIA. CLEAR iPENING FRAME AND COVER, ALHAMBRA FOUNDRY A1535 OR APPROVED EQUAL, NO, 3 REBAR NO. 3 REBAR MAX. 12' C -C MAX. 6' C -C t-7 J81 s' Li 6. - -»---------i% MIN. PARALLEL WITH INVERT SECTION Y -Y REVISIONS APPROVED CITY OF TEMEC%LA DATE WT. DATE /Z. e7 � 1Zl1t4i6 R.M. CURB OUTLET RONALD J. PARKS DEPUTY D!RECT'OR, PUBLIC 1NORKS R.C.E. N0.19744 EXP. 9-3"7 STANDARD NO. 301 (1 of 2) STORM DRAIN MANHOLE IIIEW PROFESS ORAL CEV,,TER CITY CSF TEMECULA TRASH ENCLOSURE WALL 1' PROPOSED FINISH SURFACE R/W 10' 11' 10.5' 'I i 3' TURF --1 ;� a ;'` r'` • TOPSOIL--� '` a Z_ IMPERVIOUS a MEMBRANE FILTER FABRIC ALL SIDES GRAVEL 1.5"-2.5" SECTION DETAIL C—C NOT TO SCALE R/W 17' 6' 10' 9' 1.5' lr9 , t 1' FREEBOARD TO TOP OF BASIN — p\ 3/4" MIN GRAVEL ' a f` �. 1 g y 2" PVC iJ-►- TURF z TOPSOIL RAVEL M IMPERVIOUS MEMBRANE FILTER FABRIC ALL SIDES GRAVEL 1.5"-2.5" SECTION DETAIL D -D NOT TO SCALE PER RCFC STD. DWG. NO. g6), MH -252 `3S• sry 3 8ry 0" CURB R W PL Y' e WHEEL h04 12' STOPS 51 2' 1 51 1 i. _° e:.'•'.►'. .;: ;'':;Y"`' ASPHALT36" HDqE 4. 0.77 0.77' TURF d TOPSOIL a M Cp IMPERVIOUS M ORIFICE SEE MEMBRANE FILTER FABRIC AT RIGHT ALL SIDES DIMENSIONS ARE INSIDE TO INSIDE OF THE MANHOLE GRAVEL 1.5"-2.5 MANHOLE THICKNESS IS 6 1/2 - ORIFICE /2"ORIFICE DETAIL SECTION DETAIL G—G NOT TO SCALE NOT TO SCALE 6" CURB N 7' 2 5' 20" WIDE SOLID METAL COVER & GUTTER ON THE UNDER DRAIN CHANNEL 1 ADA PASS 18' ADA RAMP �' 2 PARKING AREA ASPHALT Ir> 6,� I"-- TURF f , SAND ! I! , i_ TOPSOIL N � IMPERVIOUS � � FILTER FABRIC W6" CURB MEMBRANE ALL SIDES UNDER DRAIN CHANNEL GRAVEL 1.5"-2.5" UNDERDRAIN CONNECTED TO 36" PIPE SECTION DETAIL 1-1 SECTION DETAIL H—H NOT TO SCALE NOT TO SCALE 20" WIDE SOLID METAL COVER r ----PARKING AREA `� I r ON THE UNDER DRAIN CHANNEL 3x3 6"-8" COBBLE STONE RIPRAP W/ MIRAFI FILTER FABRIC UNDERLAYMENT FLOW FILTER FABRIC-/ TURF --/ / a TOPSOIL--� a ',, IMPERVIOUS MEMBRANE FILTER FABRIC ALL SIDES GRAVEL 1.5"-2.5" GUTTER AND RIPRAP CONNECTION IN BIO—SWALE NOT TO SCALE 0" CURB -� i I METAL SUPPORT SECTION DETAIL J—J NOT TO SCALE 8" PVC RISER W/ 1" HOLES 0 4" O.C. VERT AND HORIZ WRAP W/ FILTER FABRIC EX. CURB & GUTTER PROPOSED CURB OUTLET PER C.O.T. STD. DWG. 301 GRATE "ULTIMATE" BYPASS FEATURES GASKET STAINLESS STEEL SUPPORT BASKET Fossil Rock TM ABSORBENT POUCHES LINER SUPPORT BASKET 24"X24" CATCH BASIN (FLAT GRATE STYLE) BIO—SWALE OVERFLOW RISER 45' /— BIO—SWALE FLOW LINE \S, 1,Z `36" HDPE 36" HDPE 0 0.5q, 77 77 STORM DRAIN MANHOLE PER C.R.F.C. STD. NO. MH252 FUTURE EX. R/W R/W I Ii 12' DEDICATION FOR FUTURE IMPROVEMENTS 0.5'X1.74' ORIFICE TO y! DETAIN THE 100 YEAR FLOW SEE ORIFICE DETAIL HEREON SECTION DETAIL E—E NOT TO SCALE EX. CURB & GUTTER _r= -- PROPOSED CURB OUTLET PER C.O.T. STD. DWG. 301 (BY OTHERS) FIoGard® +Pius FILTER INSTALLED. GRATE FRAME. (BY OTHERS) CAN BE MOUNTED ABOVE CONCRETE CATCH BASIN, CONE REDUCER, SLAB REDUCER, CORRUGATED METAL PIPE, ETC - (BY OTHERS) GRATE. (BY OTHERS) STAINLESS STEEL SUPPORT BASKET. FOSSIL ROCK" POUCHES. FILTER LINER & SUPPORT NETTING. GRATE FRAME. (BY OTHERS) CAN BE MOUNTED ABOVE - l CONCRETE CATCH BASIN, CONE REDUCER, SLAB REDUCER, CORRUGATED METAL PIPE, ETC_ (BY OTHERS) FOR MORE DETAIL SEE DETAIL IN KRISTAR PRODUCT CATALOG MODEL NO. FGP-RF18F KRISTAR FLOW GARD PLUS FILTER INSERT DETAIL NOT TO SCALE FOR MORE DETAIL SEE DETAIL IN KRISTAR PRODUCT CATALOG MODEL NO. FGP-24F KRISTAR FLOW GARD PLUS -FILTER INSERT DETAIL NOT TO SCALE ATER QUALITYMANAGEMENT PLA SITE LAYOU SW ENGINEERING, INC. CIVIL ENGINEERING *LAND PLANNING* DEVELOPMENT* SURVEYING 41951 Remington Avenue, Suite 160 Temecula, California 92590 P: (951) 491-0433 F: (951) 491-0442 -- DATE: FEB 06, 08 2:24PM BYSIA.REZAEI / FILE:Z:IPRO]EcTs12007107-0171PRODIREPORTSIWOMPI7-017-WOMP.DWG Water Quality Management Plan (WQMP) Rancho view Professional Center I & II Appendix C Supporting Detail Related to Hydraulic Conditions of Concern v DRAINAGE STUDY FOR RANCHO VIEW PROFESSIONAL CENTER 1 & 2 CITY OF TEMECULA A.P.N. 944-290-022 OWNER: Rancho View Professional Center, L.P. Contact: Bob Crisell 5600 Avenida Encinas, Suite 100 • Carlsbad, CA 92008 Phone: (951) 445-4503 Fax: (951)445-4543 ENGINEER: SW Engineering Inc. 41951 Remington Ave., Suite 160 Temecula, CA 92590 Phone: (951) 491-0433 - Fax: (951) 491-0442 BY: UNDER THE P.N. 07-017 . 15t submittal: 03/14/2007 2"d submittal: 08/01/2007 ari �O QPOf ESS/0,1, 4, SS/pNq` D. SCy4F F2 W N0.59658 y m * EXP. 12.3t•o-� OF CA • TABLE OF CONTENTS SECTION: INTRODUCTION........................................................................ I • VICINITYMAP........................................................................... II PRE -DEVELOPMENT CALCULATIONS ........................................ III POST DEVELOPMENT CALCULATIONS ....................................... IV DETENTION BASIN DESIGN AND CALCULATIONS ....................... V VEGETATED BIO-SWALE CALCULATIONS .................................. VI MASS GRADING PLAN CALCULATIONS ....................................... VII APPENDIX: Exhibit PRE -DEVELOPMENT HYDROLOGY MAP A POST DEVELOPMENT HYDROLOGY MAP g . MASS GRADING HYDROLOGY MAP c 0 0 0 SECTION I Introduction ' INTRODUCTION: The property is generally rectangular shaped parcel of land consisting of approximately 5 acres, located in the city of Temecula. The site is bounded on the east by Moraga Road, on the north by Rancho California Road, on the west by an existing office building and on the south by Via Las Colinas. The site relatively slopes from northeast to southwest. Previous grading operations left a berm along the eastern boundary of the site. A drainage channel begins near the center and extends to the southwest corner of the site. METHODOLOGY: The hydrology calculations included herein utilize the Rational Method as outlined in the County Riverside Hydrology Manual. For this drainage study, a 100 -year frequency storm event was analyzed. The proposed construction BMPs provided on the site are designed base on an intensity of 0.2 in/hr per the Regional Board requirements. The vegetated bio-swales are designed on a flow -based analysis. The developer is responsible for construction and irrigation of the vegetated bio-swales. After construction, the property owner will be responsible for the maintenance of the vegetated bio- swales and detention basin. • HYDROLOGY: A pre -development drainage map delineating basin areas, flow paths and concentration points has been prepared for the tributary basin and are located in the back of this report as Exhibit 'A'. In basin 1, the tributary area flows from southeast corner to the northeast corner of the site through the existing earthen swale and then discharges to an existing cross gutter on the Rancho California Road and Moraga Road intersection . The runoff continues to flow east on Rancho California Road then finally gets picked up by an existing curb inlet located on the south side of Rancho California Road approximately 450' from the project. In basin 2, the tributary area flows from south side of the basin to the northeast corner of the basin through an earthen swale and then discharges to an existing cross gutter on the Rancho California Road and Moraga Road intersection. The runoff combines with the flow from Basin 1. In basin 3, the tributary area flows from southeast side of the basin to northwest side of the site and discharges to the curb and gutter in the Rancho California Road through the sidewalk under drain. The runoff continues to flow east on the curb and gutter on Rancho California Road then finally gets picked . up by an existing catch basin in the south east corner of Rancho California and Ynez Road Intersection. In basin 4, the tributary area flows from south east side of the site to the middle and then to the south west side of the site through the existing drainage channel and discharges to the sidewalk under drain in Via Las Colinas at the south west corner of the lot, The runoff continues to flow on Via Las Colinas to the rancho California road and finally gets picked up by an existing catch basin in the south east corner of Rancho California and Ynez Road Intersection. A post -development drainage map delineating basin areas, flow paths and concentration points has been prepared for the tributary basin and is located in the back of this report as Exhibit 'B'. According to exhibit B, in basin 1, the tributary area flows from southwest side of the basin 1 to the northeast side of the site through the curb and gutter and discharges to the detention basin and finally discharges to the curb and gutter in Rancho California Road through the proposed discharge pipe and the sidewalk under drain. The runoff continues to flow east on Rancho California Road then finally gets picked up by an existing curb inlet located on the south side of Rancho California Road approximately 450' from the project. In basin 2, the tributary area flows from southeast corner of the basin to the northwest corner of the site trough the curb and gutter and vegetated bio • swale and discharges to a detention basin that is designed to detain the 100 year storm event. The runoff then discharges to the curb and gutter in Rancho California Road through the discharge pipe and the sidewalk under drain. In basin 3, the tributary area flows from northeast corner of the basin to the west and then to the south corner of the site through the curb and gutter and vegetated bio swale and then discharges to the curb and gutter in Via Las Colinas through the discharge pipe and the side walk under drain. In basin 4, the tributary area flows from northeast corner of the basin to the south and west corner of the basin through the curb and gutter and vegetated bio swale and the discharges to the curb and gutter in Via Las Colinas through a pipe and sidewalk under drain. The proposed building pads have been designed to conform to the natural topography. This allows the existing drainage patterns to be maintained. New storm drain system will be constructed to direct runoff from around the building pads into the curb outlet to the parking area and then to the vegetated bio-swales and detention basin. A Mass Grading drainage map delineating basin areas, flow paths and concentration points has been prepared for the tributary basin and is located in . the back of this report as Exhibit 'C'. According to exhibit C, the basin 1 tributary. area flows from southwest side of the basin to the northwest side of the site • through the earthen swale and discharges to a sediment/desilting basin and finally discharges to the curb and gutter in Rancho California Road. In basin 2, the tributary area flows from the center of the site to the northwest side of the site through the earthen swale and discharges to a sediment/desilting basin and finally discharges to the curb and gutter in Rancho California Road. In basin 3, the tributary area flows from the center of the site to the southwest corner of the site through an earthen swale and discharges to a sediment/desilting basin and finally discharges to curb and gutter in Via Las Colinas. The Mass Grading of this site will not increase the runoff discharging from the site. These are the result of having close intensity, the C factor and having the same impervious for pre -development and Mass Grading Plans. However, the flow from basin 2 and 3 will be discharge to the same curb inlet at the southeast corner of the Ynez Road and Rancho California Road intersection, the combination of the Q100 for basin 2 and 3 is less than the Q100 on the pre development. • CONCLUSIONS: The development of this site will not increase the runoff discharging from the site in basin 3 and 4. The development of the site will increase the runoff discharging from the site in basin 1 and basin 2, therefore two detention basins are designed to detain the increase of the runoff before discharging to the street. The calculations for the detention basins are located in Section VII. The development of this site is not expected to cause any adverse effects on downstream storm drain facilities. • 0 SECTION H Vicinity Map 4 N VICINITY MAP NO SCALE • n U SECTION III Pre -Development Calculations 200 EAST WASHINGTON AVENUE r SUITE 200 7 ESCONDIDO T CA 92025 ♦ TEL (760) 741-3570 v FAX (760) 741-1786 dl PROJECTNO.: /1h-f=inl DE5CRIPTION: 0 i CALCULATED 6Y; DATE: o .:✓fh'` • CHECKED BY: DATE: MASSON & ASSOCIATES, INC. 5HEET 2 OF PLANNING ♦ ENGINEERING ♦ SURVEYING SCALE: I PL I I TI i I 1 i 1 I j 200 EAST WASHINGTON AVENUE v SUITE 200 ♦ ESCONDIDO Y CA 92025 ♦ TEL (760) 741-3570 ♦ FAX (760) 741-1786 FROJECT NO.: l l �LIDF DESCFIFTION: 0r'e 64vle cr CALCULATEDBY: _DATE: AjI� CHECKED BY: SHEET SCALE: DATE: OF C 200 EAST WASHINGTON AVENUE T SUITE 200 T ESCONDIDO T CA 92025 T TEL (760) 741-3570 T FAX (760) 741-1786 PROJECT NO.: DE5CRIPTION: CALCULATED BY: C,'.. DATE:9✓/e CHECKED BY: DATE: SHEET 5CALE: OF e l PROJECT NO.; /� 7 am/ -o ' DESCRIPTION: �Y ✓�� =��0 r �J CALCULATED 6Y: /a DATE: CHECKED BY: DATE: MASSON & ASSOCIATES, INC. 5HEET OF PLANNING ♦ ENGINEERING v SURVEYING 5CALE: I , I I � I 95� G I I I I. ' 1 I I i I�� �'Illlii�l�l1 II II i - I- ;_ i t ° I I I I II I I i _1t>fl I � ) -- .- -- 200 EAST WASHINGTON AVENUE r SUITE 200 7 ESCONDIDO 7 CA 92025 r TEL (760) 741-3570 r FAX (760) 741-1786 Ul M -z Thur len ' IvGO o,0t✓�ex 1 IG00 �. �m¢m --- r v;J i� L 20G L 70 00 I L Zoe 7 so _ , 1 6�� cIo ao u4.�= m a 50 20 }, 0 10 ` Ic c 400 0 50 Undevelooad _ Good Cover i G a m 350 m - 25 Fair Cover l8 6 D IS c F 5 �_ c m _ ^' SUl7 UCd'e.Ye102E`J .? o c 155 20 S, Poor Corer �_ 16 c 250 S 17 Single F miiy 66 / 7 J tL c�1� f5 Comme.caL— 0m 19 20 F —r P ` I4 13 (PoV°"� G C � m}-200 v ° 2 II a 25 /6z467/lsin KEY c L='-Tc-iE-Tc' � c 30 m ,c 7 (1) L= C'; =5.0, K=Sincle ,'amiiy(1/4 Ac) Oevelooment , Tc = 12.6 min. 6- 0ommercial 40-3 L 100 L pevelooment , Tc = 9.7 nim. 5 i 1 pe -fen-.: 6ibfiogrev'ny item No. SS. I R C r C 3 fit` C D j I iM!- Or co,tic 1 N n� Icn —,l A! • • 00 M. He =!VUC' — 90 i— 100 a0 < / — > 70 V r 50 600 L 1. o C-- L — L20C a o cr / 600 �L SC o 0 oC S�o . aC m L 20 --_ r 40 � I 500 0 _��— ) m c 10 0 .m C 35 a 3 s LL K 7 f 400 0 30 Lind veloped o LC 2 7= _ .,�Od Cover mk'` _ r 47) m S5G' m co ndeyeloPed 6 I6.D — p /UYair Cover _ t ,6 14 F 5 o v` '4 15 � 600 Undeveloped ,5 `2 20 Poor Cover G e 16 �8 Sinale rari' y x, m / 7 17 (I/? f `re) =16 0 v b 15 C merciet.- -0 m 20 14 ov 3 c m GG c —12 o 6J� 2 o 25 9 r /o L=i-7c—K—Tc' L JO o V.5 / F Itr— ff EXAM PL=, L H =5.01, K=Single romiiy(1/4 Ac) _5 Development , is = 125 min. L ' (2)L=cSv,'r=5.O,K=Oommercial 40 GIGO Development, ic=9.7mm. 1 5 i C RCFC 3 `SCC Si6iio;repny item No. !f,.= OF CONC_N -R )ION i 0 • r ilf j-n-iiJhi C' L Cer:g o = IOGG `— Mczimc C >< _ �c ? Nexinum —loco sc � 000 V` . f V C ._.0 I _ L 2L-0 iF 7 0 — I ` ?00500 c L 300 710c� ?o0 7 L = � _ N oe = m == 50 0 _ 530 0 L- 600 - o o 50E 110 a; s eL r -SOC — � (1) > u c IO 0. J m m cmi� F c v _ n5 C , m 2�� n, c I 400 0 00 undeveloped ' 2 - _0 z - I Good Cover 07 r m C 350 m ~ 25 undeveloped o` Foir Cover 15 m 0�0 - undeveloped0 20 Poor Cove' I o 16 c - O ( -17 - L 18 Single r miiy_yi 250 17 (!/ Acr=) - 19 L to Commerci0 0 20 4 (Fay. � 0 0 2 00 — 3 / o 'o m � y 12 / 1 II � 25 _ o KEY 150 m 9 L= -Tc K -Fc r 30�c La L-XAMPLc. �r �7 (I)L=OJO H=5.0,K=Single Fcmily(I/4 Ac) SJ; h )_ Development , is = 12.6 min. Il- b H =5.01, K = Commerciel 0 I` 100 Deveioomeni , -c = 9.7 min. 5 -- L c -_ er=_nc=_: oibiiog�pny ITem ,N0. G F C W C D T = CONC_N; Ra; iCN �: vel i•nAi QV�11J �.•f1 • • 0 ye -011-1 600 500 J 200 150 50 - 3i.g 2 m s a m > = o 20 10 ��3 0 � o✓ -s mf- 5 3C6 K s o C ,^a E:3 30 itndevelooed� 0 2 j— Good GDVer m L . m GS Undeveloped --0 _ e D cFoir Cc r _ Undeve3oped � o - 20 PDD( ^ G 17 5' e Family 1 rip 17 (U4 Acre) m fo I Commerciale 0 m m = J m }- 12 o o KEY Y g L_7 7c-K-ic E, L< S�n r 14 , O i to �JJ o cO�lm i� �L = r � 8 7 i o 100 1 IZ, T- C FC CFC a. arca ".— XAMPL E� (1)L=G, H=5.0,K=Singie Fon Ac.) Development ,ic = 12"6 min. A (2) L=550', H=SS, K= commercicl 40 Deveiooment , 9.7 Him. -_ =r=_ace_ oibiio;^pay lien No. IpC.0 - 70 .- _. - 500 ...��G�..._- i� a1= oC-40O 500 EF7'CC 600 500 J 200 150 50 - 3i.g 2 m s a m > = o 20 10 ��3 0 � o✓ -s mf- 5 3C6 K s o C ,^a E:3 30 itndevelooed� 0 2 j— Good GDVer m L . m GS Undeveloped --0 _ e D cFoir Cc r _ Undeve3oped � o - 20 PDD( ^ G 17 5' e Family 1 rip 17 (U4 Acre) m fo I Commerciale 0 m m = J m }- 12 o o KEY Y g L_7 7c-K-ic E, L< S�n r 14 , O i to �JJ o cO�lm i� �L = r � 8 7 i o 100 1 IZ, T- C FC CFC a. arca ".— XAMPL E� (1)L=G, H=5.0,K=Singie Fon Ac.) Development ,ic = 12"6 min. A (2) L=550', H=SS, K= commercicl 40 Deveiooment , 9.7 Him. -_ =r=_ace_ oibiio;^pay lien No. • PRE2A.OUt Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/12/07 File:PRE2A.out ------------------------------------------------------------------------ RANCHO CALIFORNIA 2 YEAR HYDROLOGY.STUDY PRE DEVELOPMENT CONDITION FN: PRE2A.rriv --------------------------------------------------------- **** ***** Hydrology Study Control Information ****** *** English (in -lb) units used in input data file ---------------------------------- Program License Serial Number 4065 Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 2.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,TmC,Rnch Callorco ) area used. _ • 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.586(In/Hr) slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 438.000(Ft.) Top (of initial area) elevation = 1152.050(Ft.) Bottom (of initial area) elevation = 1107.280(Ft.) Difference in elevation = 44.770(Ft.) Slope = 0.10221 s(percent)= 10.22 TC = k(0.710)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 12.763 min. Rainfall intensity = 1.374(In/Hr) for a 2.0 year storm UNDEVELOPED (fair cover) subarea Runoff coefficient = 0.627 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMc 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Page 1 • PRE2A.out Initial subarea runoff = 0.534(CFS) Total initial stream area = 0.620(Ac Pervious area fraction 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main Stream number: 1 Stream flow area = 0.620(AC.) Runoff from this stream = 0.534(CFS) Time of concentration = 12.76 min. Rainfall intensity = 1.374(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 186.000(Ft.) Top (of initial area) elevation = 1141.000(Ft.) Bottom (of initial area) elevation = 1107.190(Ft.) Difference in elevation = 33.810(Ft.) Slope = 0.18177 s(percent)= 18.18 TC = k(0.710)*E(lengthA3)/(elevation change)]AO.2 Initial area time of concentration = 8.075 min. • Rainfall intensity = 1.767(In/Hr) for a 2.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.672 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.021(CFS) Total initial stream area = 0.860(AC.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/station 2.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.860(Ac.) Runoff from this stream = 1.021(CFS) Time of concentration = 8.08 min. Rainfall intensity = 1.767(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.534 12.76 1.374 2 1.021 8.08 1.767 Largest stream flow has longer or shorter time of concentration Qp = 1.021 + sum of Page 2 0 `J Qa 0.534 Qp = 1.359 PRE2A.out Tb/Ta 0.633 = 0.338 Total of 2 main streams to confluence: Flow rates before confluence point: 0.534 1.021 Area of streams before confluence: 0.620. 0.860 Results of confluence: Total flow rate = 1.359(CFS)j. Time of concentration 8.075 min:e Effective stream area after confluenc= End of computations, total study area = The following figures may 1.480(AC.) 1.48 (AC.) be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 1.000 Area averaged RI index number = 69.0 Page 3 • PRE2B.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/12/07 File:PRE2B.0Ut ------------------------------------------------------------------------ RANCHO CALIFORNIA 2 YEAR HYDROLOGY STUDY PRE DEVELOPMENT CONDITION FN: PRE2B.rriv ------------------------------------------------------------------------ ********* Hydrology Study Control Information = *** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4065 -------------------------------------------------------------- Rational Method Hydrology Program based on Riverside county Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 2.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,TmC,Rnch Callorco ] area used. • 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.586(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 310.000(Ft.) Top (of initial area) elevation = 1135.920(Ft.) Bottom (of initial area) elevation = 1120.000(Ft.) Difference in elevation = 15.920(Ft.) Slope = 0.05135 s(percent)= 5.14 TC = k(0.710)*[(lengthA3)/(elevation change)]�0.2_ Initial area time of concentration = 12.755 min. Rainfall intensity = 1.374(In/Hr) for a "2.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.627 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMc 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Page 1 CA • PRE2B.out Initial subarea runoff = 0.413(CFS) Total initial stream area = - 0.480(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 0:48 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 69.0 Page 2 PRE2C.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software,(c) 1989 - 2005 Version 7.1 Rational Hydrology study Date: 06/12/07 File:PRE2c.0ut ------------------------------------------------------------------------ RANCHO CALIFORNIA 2 YEAR HYDROLOGY STUDY PRE DEVELOPMENT CONDITION FN: PRE2C.rriv ********* Hydrology Study Control information English (in -lb) units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4065 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual storm event (year) = 2.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ MUrrieta,Tmc,Rnch Callorco ] area used. • 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.586(In/Hr) slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 4.200 ..__*" INITIAL AREA EVALUATION **** Initial area flow distance = 731.000(Ft.) Top (of initial area) elevation = 1152.050(Ft.) Bottom (of initial area) elevation = 1120.130(Ft.) Difference in elevation = 31.920(Ft.) slope = 0.04367 s(percent)= 4.37 TC = k(0.710)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 18.569 min? Rainfall intensity = 1.118(In/Hr) for'a 2.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.586 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; impervious fraction = 0.000 Page 1 • • PRE2C.out Initial subarea runoff = '2.587(CFS) Total initial stream area = I 3.950(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 3.95 -(AL) The following figures may -' be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 69.0 Page 2 • PRE10A.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/12/07 File:PRE10A.0Ut -------------------------------------------------------------------- RANCHO CALIFORNIA 10 YEAR HYDROLOGY STUDY PRE DEVELOPMENT CONDITION FN: PRE10A.rriv ---------------------------------------------------------- ------ ********* Hydrology Study Control Information English (in -lb) units used in input data file ------------------------------------------------------------------------ Program License serial Number 4065 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. • 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 **** INITIAL AREA EVALUATION **** initial area flow distance = 438.000(Ft.) Top (of initial area) elevation = 1152.050(Ft.) Bottom (of initial area) elevation = 1107.280(Ft.) Difference in elevation = 44.770(Ft.) Slope = 0.10221 s(percent)= 10.22 TC = k(0.710)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 12.763 min. Rainfall intensity = 2.062(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff coefficient = 0.697 Decimal fraction soil group A = 0.000 Decimal fraction soil ,group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Page 1 0 PRE10A.out initial subarea runoff = 0.891(CFS) Total initial stream area = 0.620(AC Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Paint/station 1.100 to Point/Station 1.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.620(Ac.) Runoff from this stream = 0.891(CFS) Time of concentration = 12.76 min. Rainfall intensity = 2.062(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 2.100 to Point/station 2.200 **** INITIAL AREA EVALUATION **** initial area flow distance = 186.000(Ft.) Top (of initial area) elevation = 1141.000(Ft.) Bottom (of initial area) elevation = 1107.190(Ft.) Difference in elevation = 33.810(Ft.) Slope = 0.18177 s(percent)= 18.18 TC = k(0.710)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 8.075 min. Rainfall intensity = 2.652(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.734 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil ggroup D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.674(CFS) Total initial stream area = + 0.860(AC.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2.100 to Point/Station 2.200 ••="** CONFLUENCE OF MAIN STREAMS *^** The following data inside Main Stream is listed: in Main Stream number: 2 Stream flow area = 0.860(Ac.) Runoff from this stream = 1.674(CFS) Time of concentration = 8.08 min. Rainfall intensity = 2.652(In/Hr) Summary of stream data Stream Flow rate TC No. (CFS) (min) 1 0.891 12.76 2 1.674 8.08 Largest stream flow has longer Qp = 1.674 + sum of Rainfall Intensity (In/Hr) 2.062 2.652 or shorter time of concentration Page 2 �- Qa Tb/Ta PRE10A.out 0.891 = 0.633 = 0.564 Qp = 2.238 n U • Total of 2 main streams to confluence: Flow rates before confluence point: 0.891 1.674 Area of streams before confluence: 0.620 0.860 Results of confluence Total flow rate = ;2 238,(cFs)( Time of concentration =-'-8:075 min!. Effective stream area after confluence = 1.480(Ac.)_ End of computations, total study area = 1.48 (ac.) The following figures may - be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 69.0 Page 3 PRE10B.oUt Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology study Date: 06/12/07 File:PRE10B.0Ut --------------------------- ------------- RANCHO CALIFORNIA 10 YEAR HYDROLOGY STUDY PRE DEVELOPMENT CONDITION FN: PRE10B.rriv ********* Hydrology study Control Information English (in -lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4065 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside county Flood Control & water Conservation District 1978 hydrology manual storm event (year) = 10.00 Antecedent Moisture Condition = 2 standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 310.000(Ft.) Top (of initial area) elevation = 1135.920(Ft.) Bottom (of initial area) elevation = 1120.000(Ft.) Difference in elevation = 15.920(Ft.) slope = 0.05135 s(percent)= 5.14 TC = k(0.710)*[(lengthA3)/(elevation change).]A0:2 Initial area time of concentration = 12.755 mi W. Rainfall intensity = 2.062(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff coefficient = 0.697 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Page 1 • 17J PRE10B.out initial subarea runoff = 0:690(CFS) Total initial stream area = =.__ 0.480(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 0.48 (Ac:) The following figures may - be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 69.0 Page 2 • - PRE10C.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/12/07 File:PRE10C.out -------------------------------------- RANCHO CALIFORNIA 10 YEAR HYDROLOGY STUDY PRE DEVELOPMENT CONDITION FN: PRE10C.rriv ********* Hydrology study Control Information English (in -1b) Units used in input data file ------------------------------------------------------------------------ Program License serial Number 4065 --------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual storm event (year) = 10.00 Antecedent Moisture condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch callorco ] area used. • 10 year storm 10 minute intensity = 2.360(in/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(in/Hr) slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 4.200 *** INITIAL AREA EVALUATION **** Initial area flow distance = 731.000(Ft.) Top (of initial area) elevation = 1152.050(Ft.) Bottom (of initial area) elevation = 1120.130(Ft.) Difference in elevation = 31.920(Ft.) Slope = 0.04367 s(percent)= 4.37 TC = k(0.710)*[(lengthA3)/(elevation change)]A0:2 Initial area time of concentration = 18.569 mini Rainfall intensity = 1.677(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.663 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Page 1 • PRE10C.oUt Initial subarea runoff = 4.394(CFsj Total initial stream area = - 3.950(AC.) Pervious area fraction = 1.000 End of computations, total study area = 3:95 (AC.') The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 69.0 0 Page 2 SECTION IV Post Development Calculations j PROJECT NO.: /JlJ�� DE5GPIPTION: Tf % Cir / nsr T CALCULATED BY: _;t�ir DATE: n 7 L ! n • CHECKED BY: DATE: MASSON & ASSOCIATES, INC. 5HEET 7 OF PLANNING • ENGINEERING ♦ SURVEYING 5CALE: TTT � I —' r� i � I � I � I I %� I I j• Q I ' i' -- -I zl� — I --- I i I I - __-,- I I I 200 EAST WASHINGTON AVENUE v SUITE 200 v ESCONDIDO v CA 92025 v TEL (760) 741-3570 v FAX (760) 741-1786 PROJECT NO.: r3 DESCRIPTION: J ! � CALCULATED BY: C DATE: • CHECKED 5Y: DATE: MASSON & ASSOCIA'T'ES, INC. 5HEET 2 OF h PLANNING ♦ ENGINEERING ♦ SURVEYING SCALE: ; -- �� —led _ _1 p- ; �iis---- - ion I I _ S I I I I i __ � _ i _ i j j i j I• i j i I j I I � _ i I I 200 EAST WASHINGTON AVENUE v SUITE 200 v ESCONDIDO v CA 92025 v TEL (760) 741-3570 v FAX (760) 741-1786 200 EAST WASHINGTON AVENUE v SUITE 200 v ESCONDIDO 7 CA 92025 v TEL (760) 741-3570 v FAX (760) 741-1786 • • s I MIRA LOMA DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 6 7 0 9 10 Il 12 13 14 15 16 I7 10 19 20 22 24 26 20 30 32 34 36 36 40 45 50 55 60 65 70 75 00 05 RAINFALL INTENSITY -INCHES PER HOUR MURRIE7A - TEMECULA 6 RANCHO CALIFORNIA DURATION FREQUENCY MINUTES l0 100 YEAR YEAR 5 3.45 5.10 6 3.12 4.61 7 2.07 4.24 0 2.67 3.94 9 2.50 3.69 ]0 2.36 3.40 11 2.24 3.30 12 2.13 3.15 13 2.04 3.01 14 1.96 2.09 IS 1.89 2.79 16 1.82 2.69 17 1.16 2.60 IB 1.71 2.52 19 1.66 2.45 20 1.61 2.35 22 I.SI 2.26 24 1.46 2.15 26 1.39 2.06 20 1.34 1.95 30 1.29 1.90 32 1.24 1.04 34 I.20 1.75 36 1.1T 1.72 30 1.13 1.67 40 1.10 1.62 45 1.03 1.52 50 .97 1.44 55 .92 1.36 60 .88 1.30 65 .84 1.24 TO .81 1.19 75 .78 1.15 Bo .75 1.11 85 .73 1.07 2.84 4.48 2.50 4.07 2.37 3.75 2.21 3.49 2.08 3.20 1.96 3.10 1.87 2.95 1.78 2.82 1.71 2.TO 1.64 2.60 1.58 2.50 1.53 2.42 1.48 2.34 1.44 2.27 1.40 2.21 1.36 2.15 1.29 2.04 1.24 1.95 1.18 I.8T 1.14 1.80 1.10 1.73 1.06 1.67 1.03 1.62 1.00 1.57 .9T 1.53 .94 1.49 .89 1.40 .84 1.32 .80 1.26 .76 1.20 .73 1.15 .70 1.11 .6a 1.07 .65 1.03 .63 1.00 SLOPE _ .530 SLOPE n .550 NORCO DURATION CY MINUTES 10 00 YEAR YEAR 5 2.166 6.76 6 2.797 6.08 T 2.51B 5.56 a 2.299 JAE... 9 2.1010 4.81 10 1.94ll 4.52 -I1. 1.8012 4.2B 12 1.6613 4.07 13 12.5814 3.80 14 2.33 2.48 15 1.60 2.40 161.55 2.15 2.32 IT 1.50 2.25 18 1.46 2.19 19 1.42 2.13 20 1.39 2.00 22 1.32 1.98 24 1.26 1.90 26 1.22 1.82 20 1.17 1.76 30 1.13 1.70 32 1.10 1.64 34 1.06 1.59 36 1.03 1.55 38 1.01 1.51 40 .98 1.AT 45 .92 1.39 50 .88 1.31 55 .84 1.25 60 .80 1.20 65 .77 1.15 70 .74 1.11 75 .72 1.01 60 .69 I.04 85 .67 1.01 SLOPE _ .500 PALM SPRINGS I PERRIS VALLEY DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 4.23 6.76 6 3.80 6.08 T 3.48 5.56 a 3.22 5.15 9 3.01 4.81 10 2.83 4.52 -I1. 2.67 4.2B 12 2.54 4.07 13 2.43 3.80 14 2.33 3.72 15 2.23 3.5B I6 2.15 3.44 I1 2.08 3.32 IB 2.01 3.22 19 1.95 3.12 20 1.09 3.03 22 1.79 2.86 24 1.70 2.72 26 1.62 2.60 20 1.56 2.49 30 1.49 2.39 32 1.44 2.30 34 1.39 2.22' 36 1.34 2.15 36 1.30 2.09 40 1.27 2.02 45 1.18 1.89 50 1.11 1.78 55 1.05 1.68 60 1.001 .60 65 .95 1.53 70 - .91 1.46 75 .86 ].11 BO .85 1.35 BS B2 1.31 SLOPE = .580 DURATION FREQUENCY MINUTES to Ion YEAR TEAR 5 7 9 10 11 12 13 14 15 16 17 IB 19 20 22 24 26 28 30 32 34 36 30 40 45 50 55 60 65 70 75 60 85 2.64 3.78 2.41 3.46 2.24 3.21 2.09 3.01 1.98 2.04 1.60 2.69 79 2.57 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 1.28 1.83 1.22 1.75 1.18 1.69 1.13 1.63 1.10 1.57 1.06 1.52 1.03 1.48 1.00 .4A .90 .40 .95 .37 _90 .29 .a5 .22 .81 1.17 .TB 12 .75 .09 .72 04 .70 00 .6a .97 .66 .94 SLOPE _ .490 Ll /-,t 0 C i00C _— I r < a'CQ. I- 60 ; V zoo 7 =1� L 50 e00 ^^-1 c o >- _ m 50G F� °0 to >I5 pd = ?OG o � 30 Undevzloped �� Goo6 Cover O 25 Underelooed� — ,? o JJ0' IC m a 2� 15 m UndeYelaped Poor Cover 7 O o 18 Single Famfiy_1/4 AC7E) 50— 18 = y 250 _ [o ;S V 15 Commercia 0 20 14 (Pan G � m m 200 — 13 o ]] c F XA1�iPLc:�= (1)L=5o0,' i=5.O' K=Sincle ramily(1/4 Ac) 55� Development , is = 12.6 min. aO (2) L=550; n=5.0, K=Commercial 1100 L :o pen=_iooment, f hi... 5 c RCFC Q WCD r� C ---)NC N 7 Ra770`v' A A Za Ll 0. G 1CCCC WCC ti .',lam ^ �✓ i1.%�: _.n- N��I.t_� 11f>F' — IC 1=r.r°j =100'.^, n - 10 _, e< — 1000 t 400 j E c soc 7_ �m ✓r?00 `ol r' 50SOO _ c 30 ooh SO B ac N � JO 5 O Ol-- ^T p 10 I m 2 E _ a00 0 30 Undeveloped _0 c 2 Good Cover m L'J =� ° a 350 m 25 Undeveloped Fair Cover .g s 14 � -' - und'?vesop�d o 16 - o0020 Poor CowrT - c .250 _!- Is is 17 -Sing e Famiiy !4 Aare) `c 50 �'o18 17 = -0 9 v ° _ 0 15 Comme,'ci❑ e 20 14 m o m J 200 - m 13 2 -J `21 0 25 50 L=; Tc -K -Tc 30 1 m r -5.', K=Single-amify(1/4 c) (I)L=S�Or; -0 05 E 7 peve{opmeni , is = I2.o min. 1 5 (2)=550r; F.=S.Or, K= Oomnerciol q0 1� I00 L Develoomeni Tc = 0-7 rein. 5 G 1CCCC WCC ti .',lam ^ �✓ i1.%�: _.n- N��I.t_� 11f>F' • 0 i000 c _< _ ori C. NIC:imLiT. _. _ _ •, i ^ j C 8'v )'900 ' — L 800 a00 00 20C _IiIi '00 J m 100 o lG = k- 30 =_ r o00 L 0 SC ' o o C 5� 8 _ o - _ , o ` a m 1 = c 20 C T � - -�oc Ems— 'l� = o to ` BOG o 30 Undev pad 3 12 o� 2 0 od Cover jI o 350. =' 25 Undeveloped aI Fair Cover s 14 ��0 Undeveloped 0 2� PC poor Cover o n le = 43 -�19 - I8 Single ; amii J7 7 7-50 m S 250 G (I/4 Acre)- ^, E 0 9 15 Commercin 0 0 20 =L L 14 o c m4-200 c�I3 0 0 C o } 12 _ L LFII 25- o KFY o 150 7 L='-7C--K—Tc' r .= 30 o L IL r (1)L=3jGl, t-i=5.D,K=Sincle Fomiiy(1/4 c) - b Devefopm=_nt , is = 12.8 min. - o % x (�) L=ooCl; H =5.0, K= Commercial 40 100 i Development, .7 in in. _ 5 4 RCrC WCD _trance; oiblioaropny diem TIM OF �-NCEN-IRATION F-C'iR _ - 0 oC so d �- 000 c > o � C J5 0 aC a K m r � ?00 0 30 Undeveloped O o Z 2 L- Good Cover ml j S50 w LL 25 Undeveloped =� 14 Foir Cover 5 15 0 o Undeveloped C 3G0 __ 20 Poor Cc over o ? 16 .-v - 19 T o -^ / 17 — = 18 Single Family_ 0 8 250 17 =� 15 15 Commarao ... 0 m 20 J la (Fav - .m o o — k 200 — 13 .m o c 0 12 J \2Z o 25 U �O U a K=Y o E 150 BTG��.g�Yi'I r 7 (I)L=5�0, 1( ,i=5.0,K=iSM cJe=rmiiy(1/4.^c.} JJ pevefopmenti12_o mn. 2}-550 n=50K=Gommarciol ao ., OC Qeve(opm<at , c 9.7 nin. L 5 E FCFC a WCD =2 nce; 8i5iio•~`,?hy iTer, 1 TIME OFCONG NT�r^T Cti 7, JIC�itl:7-: j I p� _ < I �p0 L 70 soc L` 200 soo° J I ,v 7�= F F 50 -ie oc �7n0 _� m so 3 0 oC so d �- 000 c > o � C J5 0 aC a K m r � ?00 0 30 Undeveloped O o Z 2 L- Good Cover ml j S50 w LL 25 Undeveloped =� 14 Foir Cover 5 15 0 o Undeveloped C 3G0 __ 20 Poor Cc over o ? 16 .-v - 19 T o -^ / 17 — = 18 Single Family_ 0 8 250 17 =� 15 15 Commarao ... 0 m 20 J la (Fav - .m o o — k 200 — 13 .m o c 0 12 J \2Z o 25 U �O U a K=Y o E 150 BTG��.g�Yi'I r 7 (I)L=5�0, 1( ,i=5.0,K=iSM cJe=rmiiy(1/4.^c.} JJ pevefopmenti12_o mn. 2}-550 n=50K=Gommarciol ao ., OC Qeve(opm<at , c 9.7 nin. L 5 E FCFC a WCD =2 nce; 8i5iio•~`,?hy iTer, 1 TIME OFCONG NT�r^T Cti • PostA2.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 version 7.1 Rational Hydrology Study Date: 06/12/07 File:POsTA2.out ------------------------------------------------- RANCHO CALIFORNIA 2 YEAR HYDROLOGY STUDY POST DEVELOPMENT CONDITION FN: PostA2 ********* Hydrology Study control Information English (in -lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4065 ----------------------------------------------------------- ---- Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 2.00 Antecedent Moisture Condition = 2 standard intensity -duration curves data (Plate D-4.1) For the [ MUrrieta,Tmc,Rnch Callorco ] area used. • 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.586(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 **** INITIAL AREA EVALUATION x"___ initial area flow distance = 592.000(Ft.) Top (of initial area) elevation = 1134.550(Ft.) Bottom (of initial area) elevation = 1109.800(Ft.) Difference in elevation = 24.750(Ft.) Slope = 0.04181 s(percent)= 4.18 TC = k(0.300)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 7.274 -mini Rainfall intensity = 1.872(In/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMc 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Page 1 • PostA2.out. Initial subarea runoff = 3.362CCFS) Totalinitial stream area = 2.070(AC.) Pervious area fraction = 0.100 End of computations, total study area = 2.07 (Ac-.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged 2I index number = 56.0 • Page 2 • POStB2.0ut Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software,(c) 1989 - 2005 version 7.1 Rational Hydrology Study Date: 06/12/07 File:POSTB2.out RANCHO CALIFORNIA 2 YEAR HYDROLOGY CONDITION POST DEVELOPMENT CONDITION FN: PostB2.rriv *--__* ** Hydrology Study Control Information English (in -lb) units used in input data file ---------------------------------------------------------- Program License Serial Number 4065 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 2.00 Antecedent Moisture Condition = 2 standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,TMC,Rnch Callorco ] area used. Is 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.586(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.200 **** INITIAL AREA EVALUATION **** initial area flow distance = 525.000(Ft.) Top (of initial area) elevation = 1134.470(Ft.) Bottom (of initial area) elevation = 1124.760(Ft.) Difference in elevation = 9.710(Ft.) Slope = 0.01850 s(percent)= 1.85 TC = k(0.300)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 8.162`mi'n� Rainfall intensity = 1.757(In/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.866 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMc 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Page 1 • P-ostB2.out Initial subarea runoff = 1.857(CFS) Total initial stream area = ` —-1.220(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.22 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.100 Area averaged RI index number = 56.0 0 U Page 2 . Post2C.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software,(c) 1989 - 2005 version 7.1 Rational Hydrology study Date: 06/12/07 File:POST2C.out RANCHO CALIFORNIA 2 YEAR HYDROLOGY STUDY POST DEVELOPMENT CONDITION FN: Post2C-.rriv ********* Hydrology Study Control information = ******=* English (in -lb) Units used in input data file Program License serial Number 4065 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual storm event (year) = 2.00 Antecedent Moisture Condition = 2 standard intensity -duration curves data (Plate D-4.1) For the [ MUrrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(in/Hr) storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.586(In/Hr) slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/station 3.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 273.000(Ft.) Top (of initial area) elevation = 1126.920(Ft.) Bottom (of initial area) elevation = 1120.430(Ft.) Difference in elevation = 6.490(Ft.) slope = 0.02377 s(percent)= 2.38 TC = k(0.300)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 5.975 min. Rainfall intensity = 2.085(In/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.000 Decimalfraction soil group B = 1.000 Decimal fraction soil group C =,0.000 . Decimal fraction soil group D =0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Page 1 • Initial subarea runoff = Total initial stream area Pervious area fraction = 0 0 Post2C.out 1.034(CFS) 0.570(Ac .100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/station 3.200 ** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main stream number: 1 Stream flow area = 0.570(Ac.) Runoff from this stream = 1.034(CFS) Time of concentration = 5.98 min. Rainfall intensity = 2.085(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/station 4.100 to Point/Station 4.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 476.000(Ft.) Top (of initial area) elevation = 1134.550(Ft.) Bottom (of initial area) elevation = 1124.580(Ft.) Difference in elevation = 9.970(Ft.) slope = 0.02095 s(percent)= 2.09 TC = k(0.300)*CClengthA3)/(elevation change)]A0:2 Initial area time of concentration = 7.655 min. Rainfall intensity = 1.820(In/Hr) for a 2.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.209(CFS) Total initial stream area = 1.400(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 4.200 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.400(Ac.) Runoff from this stream = 2.209(CFS) Time of concentration = 7.66 min. Rainfall intensity = 1.820(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) - (In/Hr) 1 1.034 5.98 2 2.209 7.66 Largest stream flow has longer QP = 2.209 + sum of 2.085 1.820 time of concentration Page 2 0 U C J Qb 1.034 Qp = 3.112 Post2C.out is/ib 0.873 = 0.902 Total of 2 main streams to confluence: Flow rates before confluence point: 1.034 2.209 Area of streams before confluence: 0.570 1.400 Results of confluence: Total flow rate = 3.112(Cks)k Time of concentration = - '.7'.655 mind Effective stream area after -confluence = End of computations, total study area = The following figures may 1.970(Ac.) 1.97 (Ac +) be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 Page 3 • POStA10.0Ut Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 version 7.1 Rational Hydrology Study Date: 06/12/07 File:POstA10.0ut ------------------------------------------------------------------------ RANCHO CALIFORNIA 10 YEAR HYDROLOGY STUDY POST DEVELOPMENT CONDITION FN: Po5tA10 ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4065 ------------------------------------------------------ -- Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute.intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 592.000(Ft.) Top (of initial area) elevation = 1134.550(Ft.) Bottom (of initial area) elevation = 1109.800(Ft.) Difference in elevation = 24.750(Ft.) Slope = 0.04181 s(percent)= 4.18 TC = k(0.300)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 7.274 mini Rainfall intensity = 2.809(In/Hr) for 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Page 1 • PostAl0.Out Initial subarea runoff = 5.090(CFs) Total initial stream area = L 2:070(Ac.) Pervious area fraction = 0.100 End of computations, total study area The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.100 Area averaged RI index number = 56.0 • 0 Page 2 • POStB10.0ut Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGNEngineering software,(c) 1989 - 2005 version 7.1 Rational Hydrology Study Date: 06/12/07 File:PoStB10.0Ut RANCHO CALIFORNIA 10 YEAR HYDROLOGY CONDITION POST DEVELOPMENT CONDITION FN: PostB10.rriv Hydrology Study Control information English (in -lb) Units used in input data file ------------------------------------------------------------------------ Program License serial Number 4065 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.200 *** INITIAL AREA EVALUATION *--- Initial area flow distance = 525.000(Ft.) Top (of initial area) elevation = 1134.470(Ft.) Bottom (of initial area) elevation = 1124.760(Ft.) Difference in elevation = 9.710(Ft.) slope = 0.01850 s(percent)= 1.85 TC = k(0.300)*[(1engthA3)/(elevation change)]A0;2 Initial area time of concentration = :8.162 min? Rainfall intensity = 2.636(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 is Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; impervious fraction = 0.900 Page 1 • PostB1O.0Ut Initial subarea runoff = 2.812(CFsj Total initial stream area = '`1:220(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.22.(Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 56.0 • • Page 2 • PostlOC.Out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/12/07 File:PostlOC.out ------- --------------------------------------------------------- RANCHO CALIFORNIA 10 YEAR HYDROLOGY STUDY POST DEVELOPMENT CONDITION FN: Post10C.rriv --=****** Hydrology Study Control ----------------------------------- Information English (in -lb) Units used in input data file Program License Serial Number 4065 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. • 10 year storm 10 minute intensity = 2.360(in/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** INITIAL AREA EVALUATION *-__ Initial area flow distance = 273.000(Ft.) Top (of initial area) elevation = 1126.920(Ft.) Bottom (of.initial area) elevation = 1120.430(Ft.) Difference in elevation = 6.490(Ft.) Slope = 0.02377 s(percent)= 2.38 TC = k(0.300)*[(lengthA3)/(elevation change)]A0:2 Initial area time of concentration = 5.975 min. Rainfall intensity = 3.129(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Page 1 Postloc.out Initial subarea runoff = 1.565(CFS) Total initial stream area = 0.570(AC.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream.flow area = 0.570(AC.) Runoff from this stream = 1.565(CFS) Time of concentration = 5.98 min. Rainfall intensity = 3.129(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 4.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 476.000(Ft.) Top (of initial area) elevation = 1134.550(Ft.) Bottom (of initial area) elevation = 1124.580(Ft.) Difference in elevation = 9.970(Ft.) Slope = 0.02095 s(percent)= 2.09 TC = k(0.300)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 7.655 min. • Rainfall intensity = 2.731(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A =-0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.345(CFS) Total initial stream area = 1.400(AC.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.100 to Point/Station 4.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream.number: 2 stream flow area = 1.400(Ac.) Runoff from this stream = 3.345(CFS) Time of concentration = 7.66 min. Rainfall intensity = 2.731(in/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.565 5.98 3.129 • 2 3.345 7.66 2.731 Largest stream flow has longer time of concentration Qp = 3.345 + sum of Page 2 0 • • Postloc.out Qb ra/ib 1.565 * 0.873 = 1.366 QP = 4.711 Total of 2 main streams to confluence: Flow rates before confluence point: 1.565 3.345 Area of streams before confluence: 0.570 1.400 Results of confluence: Total flow rate = .4.711(CFS) Time of concentration =-7.655-mini. Effective stream area afterconfluence = 1.970(Ac.). End of computations, total study area = 1:97 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.100 Area averaged RI index number = 56.0 Page 3 F SECTION V Detention Basin Design and Calculations 200 EAST WASHINGTON AVENUE v SUITE 200 v ESCONDIDO v CA 92025 v TEL (760) 741-3570 v FAX (760) 741-1786 SECTION VI Vegetated Bio-swale Calculations 0 • Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design FlowG Designer: ITz Company: Date: - Project: SyoA Location: O'Wf- ego- 62-2- LZ1. 1.Determine Impervious Percentage a. Determine total tributary area Awcai acres (1) b. Determine Impervious % I = % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coefficient Ca = (3) b. B Soil Runoff Coefficient CPo = (4) • c. C Soil Runoff Coefficient C� = O. 8q (5) d. D Soil Runoff Coefficient Cd = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa = (7) b. Area of B Soil / (1) = Ab = (8) c. Area of C Soil / (1) = Ac = l (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C = 0. g9 (11) 5. Determine BMP Design flow a. QBMP = C x I x A = (11) x O.2 x (1) ft' QBMP =„� s (12) IM • Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow 00-51-4 479 Designer: Company: Date: Project: poc n Location: q4L 0 _ D 7-2 r � 1. Determine Impervious Percentage a. Determine total tributary area A,ota, _ 22 acres (1) b. Determine Impervious % i = % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coefficient Ca = (3) b. B Soil Runoff Coefficient Cb = (4) • c. C Soil Runoff Coefficient C, _ /� ,�_ (5) d. D Soil Runoff Coefficient Cd = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / ('.) = Aa = (7) b. Area of B Soil / (1) = Ab = (8) c. Area of C Soil / (1) = A, _ / (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C= /J -Irl 01) 5. Determine BMP Design flow a.QenP=CxIxA= (11)x0.2x(1) 3 QsMP= 0 �2 s (12) E 0 0 0 Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow Designer: Company: Date: 0 Z;/2I::L- Project: Project: s -6 A Location: A r,N/ qU4_ 2-20— d L 1. Determine Impervious Percentage a. Determine total tributary area Atotai acres (1) b. Determine Impervious % = % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coefficient Ca = (3) b. B Soil Runoff Coefficient Cb = (4) c. C Soil Runoff Coefficient C�' = p. (5) d. D Soil Runoff Coefficient Cd = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa = (7) b. Area of B Soil / (1) = Ab = (8) c. Area of C Soil / (1) = A, = / (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C= i%. (11) S. Determine BMP Design flow 3 a.QBMP=CXIxA= (11)x0.2x(1) QBMP s (12) ill • Design Procedure Form for Design Flow Uniform Intensity Design Flow Designer: Company: Date: Da yl/o' Project:�c4 Location: ,a�, , a ,, , i Worksheet 2 1J 1. Determine Impervious Percentage a. Determine total tributary area Aetai = // I • 7 acres (1) b. Determine Impervious % i = % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious % found in step 1 a. A'Soil Runoff Coefficient Ca = (3) b. B Soil Runoff Coefficient Cb = (4) c. C Soil Runoff Coefficient C� = /}, �7 (5) d. D Soil Runoff Coefficient C, = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = A. = (7) b. Area of B Soil / (1) = Ab = (8) c. Area of C Soil / (1) = Ac = > (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C =(3)x(7) + (¢)x(8) +(5)x(9) + (6)x(10) =__L C 5. Determine BMP Design flow a•QBMP=CxlxA= (11)XO.2x(1) QBMP= ft' �25s (12) W LI Table 4. Runoff Coefficients for an Intensity = 0.2 %, for Urban Soil Types' 0 Natural 0.06 0.14 0.23 0.28 5 0.10 0.18 0.26 0.31 10 0.14 0.22 0.29 0.34 15 0.19 0.26 0.33 0.37 20 (1 -Acre) 0.23 0.30 0.36 0.40 25 0.27 0.33 0.39 0.43 30 0.31 0.37 0.43 0.47 35 0.35 0.41 0.46 0.50 40 (1/2 -Acre) 0.40 0.45 0.50 0.53 45 0.44 0.48 0.53 0.56 50 (1/4 -Acre) 0.48 0.52 0.56 0.59 55 0.52 0.56 0.60 0.62 60 0.56 0.60 0.63 0.65 65 (Condominiums) 0.61 0.64 0.66 0.68 70 0.65 0.67 0.70 0.71 75 (Mobilehomes) 0.69 0.71 0.73 0.74 80 (Apartments) 0.73 0.75 0.77 0.78 ' 85 0.77 0.79 0.80 0.81 90 (Commercial) 0.82 0.82 0.83 0.84 95 0.86 0.86 0.87 0.87 100 0.90 0.90 0.90 0.90 . 'Complete District's standards can be found in the Riverside County Flood Control Hydrology Manual L•: i • r� U Worksheet 9 55 Design Procedure Form for Grassed Swale Designer: Company: Date: Project: Location: 4pl q62! a . 1. Determine Design Flow (Use Worksheet 2) QBMP= L)+ 3 cfs 2. Swale Geometry a. Swale bottom width (b) b. Side slope (z) c. Flow direction slope (s) b= i 6� z = i s = 9 ft % 3. Design flow velocity (Manning n = 0.2) v = 0 2 1 fus 4. Depth of flow (D) D ft 5. Design Length (L) L = (7 min) x (flow velocity, ft/sec) x 60 L= /30 ft 6. Vegetation (describe) 8. Outflow Collection (check type used or describe "other') _ Grated Inlet' _ Infiltration Trench _ Underdrain Other Notes: 55 J 0 • BASIN 1- WQ.txt channel calculator Given Input Data: shape Trapezoidal solving for Depth of Flow 0 3700 cfs Flowrate slope ........................... 0.0100 ft/ft Manning's n .....................0.2000 Height .. 20.0000 in Bottom width 20.0000 in Left slope ...................... 0.3333 ft/ft Right slope ..................... 0.3333 ft/ft computed Results: 4.8760 in Deth ........................ ve ocity 0.3155 fps Full Flowrate ................... 7,7541 cfs Flow area 1.1726 ft2 Flow perimeter 50.8410 in .. Hydraulic radius ................ 3.3212 in Top width 49.2586 in Area in 11.1119 f Perimeter 146.5025 n Percent full .................... 24.3798 Page 1 (V/H) (V/H) • • BASIN 1- Q100.txt channel calculator Given Input Data: shape ........................... Trapezoidal solving for ... Depth of Flow Fldwrate ........................ 7.5000 cfs slope ...........................0.0100 ft/ft manning's n ..................... 0.2000 Height 20.0000 in Bottom width .................... 20.0000 in Left slope ...................... 0.3333 ft/ft (V/H) Right slope ..................... 0.3333 ft/ft (V/H) computed Results: Depth........................... Velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Topwidth ....................... Area ............................ Perimeter ....................... Percent full .................... 19.7172 in 0.6920 fps 7.7541 cfs 10.8386 ft2 144.7137 in 10.7852 in 138.3150 in 11.1119 ft2 146.5025 in 98.5860 Page 1 • 55 Worksheet 9 Design Procedure Form for Grassed Swale E � )- Designer: Designer: Company: Date: n 7/zj/o 1— Project: �[e�f�4 Location: ' ` ZP C -ra 7 02-7 9. Determine Design Flow (Use Worksheet 2) QaMP = G Z Z cfs 2. Swale Geometry a. Swale bottom width (b) b. Side slope (z) c. Flow direction slope (s) b = /. 6 3- ft z = 3"1 s = % 3. Design flow velocity (Manning n = 0.2) v= fus 4. Depth of flow (D) D = G . 3 i ft 5. Design Length (L) L = (7 min) x (flow velocity, fVsec) x 60 L= / ! �f ft 6. Vegetation (describe) 8. Outflow Collection (check type used or describe "other") _ Grated Inlet' _ Infiltration Trench _ Underdrain Other Notes: 55 • BASIN 2- WQ.tXt Channel calculator Given Input Data: shape .................... Trapezoidal Solving for .... ..... ..... Depth of Flow Flowrate ........... ............ 0_._2200 cfs... slope ...........................0.0100 ft/ft manning's n 0.2000 Height 20.0000 in. Bottom width 20.0000 in Left slope 0.3333 ft/ft CV/H) Right slope 0.3333 ft/ft (V/H) computed Results: Depth........................... velocity........................ FullFlowrate ................... Flow area .............:......... Flow perimeter ................... Hydraulic radius ................ Topwidth ....................... Area............................ Perimeter ....................... Percent full .................... • 3.7268 in 0.2726 fps 7.7541 cfs 0.8070 ft2 43.5726 in 2.6670 in 42.3631 in 11.1119 ft2 146.5025 in 18.6341 % Page 1 • F- E BASIN 2- Q100.txt channel calculator Given Input Data: shape........................... solving for ..................... Flowrate ................... slope........................... manning's n ..................... Height.......................... Bottom width .................... Left slope ...................... Right slope ..................... computed Results: Deth ........................... Velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Topwidth ....................... Area ............................ Perimeter ....................... Percent full .................... Trapezoidal Depth of Flow 4.2000 cfs 0.0100 ft/ft 0.2000 20.0000 in 20.0000 in 0.3333 ft/ft (V/H) 0.3333 ft/ft (V/H) 15.3356 in 0.5974 fps 7.7541 cfs 7.0300 ft2 116.9996 in 8.6524 in 112.0228 in 11.1119 ft2 146.5025 in 76.6780 % Page 1 Worksheet 9 Design Procedure Form for Grassed Swale �QS�n 3 Designer: - Company: Date: Project:4 r;r Location: 1. Determine Design Flow (Use Worksheet 2) QBMP = O • E cfs 2. Swale Geometry a. Swale bottom width (b) b. Side slope (z) c. Flow direction slope (s) b = z =! s = t ft 3. Design flow velocity (Manning n = 0.2) v = n. 22 fus 4. Depth of flow (D) D = 0-2 ft 5. Design Length (L) L = (7 min) x (flow velocity, ft/sec) x 60 L = 3 ft 6. Vegetation (describe) 8. Outflow Collection (check type used or describe "other") _ _ _ Grated Inlet' Infiltration Trench Underdrain Other Notes: 55 0 • E BASIN 3- WQ.txt channel calculator -Given Input Data: shape........................... Solving for ..................... -Flowhate .................. slope........................... manning's n ..................... Height.......................... Bottom width .................... Left slope ...................... Right slope ..................... computed Results: Depth..............I............ Velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... Area ............................. Perimeter ....................... Percent full .................... Trapezoidal Depth of Flow 0.1000 cfs 0.0100 ft/ft 0.2000 20.0000 in 20.0000 in 0.3333 ft/ft CV/H) 0.3333 ft/ft CV/H) 2.4399 in 0.2160 fps 7.7541 cfs 0.4629 ft2 35.4326 in 1.8813 in 34.6408 in 11.1119 ft2 146.5025 in 12.1995 Page 1 • lJ BASIN 3- Q100.txt channel Calculator Given Input Data: shape............................ solving for ..................... _.Flowrate ........................ slope........................... Mannings n ..................... Height.......................... Bottom width .................... Left slope ...................... Rightslope ..................... Computed Results: Depth........................... Velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... Area ............................ Perimeter ........................ Percent full .................... Trapezoidal Depth of Flow 2,3000 cfs 0.0100 ft/ft 0.2000 20.0000 in 20.0000 in 0.3333 ft/ft (V/H) 0.3333 ft/ft (V/H) 11.7209 in 0.5122 fps 7.7541 cfs 4.4903 ft2 94.1364 in 6.8688 in 90.3327 in 11.1119 ft2 146.5025 in 58.6047 % Page 1 Worksheet 9 55 Design Procedure Form for Grassed Swale f Designer: AS7za Company: Date: Project: n�S loL6 Location: Gn ! q (J /1 i rr B , 1. Determine Design Flow QBMP = d . -S cfs (Use Worksheet 2) 2. Swale Geometry ft a. Swale bottom width (b) b = b. Side slope (z) z = t c. Flow -direction slope (s) s = 9 % 3. Design flow velocity (Manning n = 0.2) v = /1. ? ft/s • 4. Depth of flow (D) D= o . 33 ft 5. Design. Length (L) 60 L = /l it L = (7 min) x (flow velocity, ft/sec) x 6. Vegetation (describe) 8. Outflow Collection (check type used or _ Grated Inlet describe 'other") _ Infiltration Trench Underdrain _ Other Notes: 55 0 • 0 BASIN 4- WQ.txt channel calculator Given Input Data: shape ........................... Trapezoidal solving for................. Depth of Flow Flowrate .................... _ _0-.2500 cfs slope ........................... 0.0100 ft/ft manning's n ..................... 0.2000 Height 20.0000 in d h 0.0000 in Bottom wi t ............ Left slope ...................... 0.3333 ft/ft (V/H) Right slope ..................... 0.3333 ft/ft (V/H) Computed Results: Depth........................... Velocity ........................ FullFlowrate ................... Flowarea ........................ Flow perimeter .................. Hydraulic radius ................ Top width ....................... Area............I ............... 'Perimeter ....................... Percent full ................... 6.3654 in 0.2961 fps 5.2944 cfs 0.8442 ft2 40.2621 in 3.0194 in 38.1964 in 8.3342 ft2 126.5025 in 31.8271 % Page 1 BASIN 4- Q100.txt channel calculator Given Input Data: Shape ...........................Trapezoidal Solving for .....................Depth of Flow Flowrate .5.0000 cfs Slope ........................... 0.0100 ft/ft Manning's n ..................... 0.2000 Height 20.0000 in Bottom width .................... 0.0000 in Left slope ...................... 0.3333 ft/ft CV/H) Right slope ..................... 0.3333 ft/ft (V/H) computed Results: Depth........................... velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Topwidth ....................... Area............................ Perimeter ....................... Percent full .................... • 19.5755 in 0.6262 fps 5.2944 cfs 7.9842 ft2 123.8177 in 9.2856 in 117.4649 in 8.3342 ft2 126.5025 in 97.8777 % Page 1 0 SECTION VII Mass Grading Plan Calculations CALCULATED 5Y: -DATE: CHECKED 3Y: SHEET SCALE: DATE:_____ OF 200EAST WASHINGTON AVENUE rSUITE 200rESCOND0VrCA82O23rTEL (7@})741'3570rFAX (76O)741'1786 xv Ice 200EAST WASHINGTON AVENUE rSUITE 200rESCOND0VrCA82O23rTEL (7@})741'3570rFAX (76O)741'1786 200 EAST WASHINGTON AVENUE v SUITE 200 v ESCONDIDO v CA 92025,r TEL (760) 741-3570 v FAX (760) 741-1786 200 EAST WASHINGTON AVENUE s SUITE 200 a ESCONDIDO v CA 92025 v TEL (760) 741-3570 ♦ FAX (760) 741-1786 <L , v " — , L-A, y 500 L � cpG � �-- 3o Undeveloped Good Cc ver m L 350 ._ 25 Undeveloped p L C Fair CoYef (j� G c 3G0 Und=eveloped c —20 ' o + L O Bina Omily, 250 r f7 Clic AL -e) P12 20G� C 10 e on .4 15 m _ 1p, ^� I _ 0 19 20 � i— I 8'J C p m 9G0 I� i 8"30 L 70 L - _ —soc o� a00 L -� a o 500 700 cG 35 E pevelopment , Tc = 12.5 MM. L 50 Go L `o ° `o� 50 50 y 500 L � cpG � �-- 3o Undeveloped Good Cc ver m L 350 ._ 25 Undeveloped p L C Fair CoYef (j� G c 3G0 Und=eveloped c —20 ' o + L O Bina Omily, 250 r f7 Clic AL -e) P12 20G� C 10 e 0 10 U on .4 15 m _ 1p, ^� I _ 0 19 20 U 12 m C p m 4 a 0 10 U L _ �rCFC Mcg e=>r2nc=: �ibiioe rapny item No. Tltr= = ONC=N R TiCN o� K Y _ I 4 � 8 cX,:M?Lt H=5.01 K=Sincle ramiiy(I/? Act 35 E pevelopment , Tc = 12.5 MM. i 7 6 =Commercial (2)- 40 100 Development , ;c - 9.7 in:r.. (_ 5 L _ �rCFC Mcg e=>r2nc=: �ibiioe rapny item No. Tltr= = ONC=N R TiCN 0 ' i '_-erenc=: �i�tiioyro?ny trer,� Nc. RCFC WCD jvi-r M-1 �� c! IOO_ nun ienn_=' = iOGv rj L 800 L N (^ �i (_ 50 o _a a po = a o C 5GO O 3 s o ap 20 U m ra,3y m 35 �Ce II {� 0 I �pQ o C 30 US deyefoped a �,==� — �- Good Cover m _ L 25 Undeveloped Foir Cover ..o 1- m I� �v0 c Undeyefoped Coy 20 Poor E 19 17�^ _ S Si mil e oy_Sp yyy� o c 250 m 5 Gommercia(C m 20 4 t3>3r {�°�e m m � 200 F 'c 13 12 25�^ o YCY U o 150 _ }� 8 _XAMFILE _ 7 'J` fl�L=�O,H=S.O',K=Sincle Famiiy(V4 c) I_ Development , Tc = 12_6 min. 2) L=550', =5.0, K= Gomme+tial e 00 Dev>lopm=_ni ; _c ° 9.2 nin. —5 I ' i '_-erenc=: �i�tiioyro?ny trer,� Nc. RCFC WCD jvi-r M-1 �� c! 1 _ 0 0n' — lOC'G =G — I l 70 iv -r soc < anp 7 0 s /0.? G IO 0 f c D v O�6 C c a.L K- o. BOG o �G Undeveloped�0 7;, 3 2 n �- - Good Cever2 - 0 550 91--25 Undevefoped_0 _ ie � = Fair Cover _ 5 � ' Undeveloped 0 300 = I 0 pooro L _ 18 Sina�Fam�lyl� _ L- 250 17 7 5 9 • 15 CommercieL 0 c 20 0 U C i (Fav i o 0 a - 200 �F 12 ll �o o KEY L- -7c, ° E fa0 e 7 7c -K to m L ✓ Ir- 2 _X� 1)L �o =O,. =6.0,K=5inale FamilyU/� cl 7 _ Development , is = 12.6 min. JJ 62 --50, O, K= Commercial qp� ^ )L = 1GG pev=_ioomeni , ' 9.7 in F,-r-_ncz: Bi�iSa_nphy item No. = I 1 h� �_ li `•' RCFC `SCD c n�cr, ! LYNDIE LN ' -u','..00011, ' ROAD ,4- NIA,,,, @,��:M.-�:�_.�����. � , .... - FOR �,4.�. � � . � �� �=_ --��xk--�� � °.CALIArR AN_CH04 `�w �. p'f q140 0 A�V I St.,, ,q Tom'/ 40 20 0 40 80 120 SCALE IN FEET GRAPHIC SCALE LEGEND ri—\I BASIN NUMBER b BASIN AREA (AC.) 1,1 SUBBASIN NODE EL 619.2 NODE ELEVATION (FT.) MAJOR BASIN BOUNDARY — — PROPERTY LINE -----�---- FLOW LINE CP #1 CONCENTRATION POINT NUMBER Q100 =3.3C 100 -YEAR FREQUENCY DISCHARGE (CFS) Ilk SW ENGINEERING INC. Engineering • Surveying • Land Planning 41951 Remington Avenue, Suite 160 Temecula, California 92590 (951) 791-0433 N (951) 491-0442 Fax DATE: M 20, 07 7:21a b7:da mead / PM:Z:\P"jeob\2007\07-017\PROD\RoPorts\$ydrolaEA7-017-DROS.dwE I LYNDIE LIN - ;-== ROAD ANI N-CHO C L �r �,��Ior }' — — _ --® rr _ �._— d �, ' _ - °''7 ': i'1�du, �dl 7 d .+ s J S".E,,.; j •—• - , �r� . e C Quo 2.2 ...�.,� \°, - _.. ,Z _ EL 1107.] f _. _moi=�rrr�,, z+� .. '_- �'ti -mow..•,. _ \ r _ P ,, � ate-- � d•® _.�-•°., .. _,.. ,_-- ._�,. ._._. �__ - _ - , Y�v n_ _.°. u ! V rr oma w dog mom NN -7!t `- - -.- 00000 CP #2 v,\ \ d Q100 -CFS ! q iit iEL EL 1135.92 _ ��. — -- ,I L1 ✓ � �` 'r.,, t T `O_� 4.. 6 C ((( •S '^w....,,� °G+y° q �I '+✓r „, d°,. -1F `yy "s,�s y �,` f 'r ` ` & ' a y l , �`l i' " ,V :. aiz 3.95 a'*, C.rCr,,� 23 ap1, l _ --_ - fir.."L=731' ,, "° "__ "- -- -- _�n._,,..... T - --- - ... �� _ _(s ""�.�,.,,✓ „�, `L 73 � l - - - ,,,. ,,. - '"-..,.'°."', �.�� •'_-_-^°'"� "•�-__ � � .�-- # 5 ': i€'YF'r I '� � i j d�+ d,� s I..` ..„. �' iA '�,,._,. s,,.^.�.-'« .®..�°%: !' .�wx',., ^,��!-"..�-;'" �,''' „�,F".'•^s,°..,�, �- --- �'•� �-- _ --m, `d' +7 �` � -''- ";»^` - - - £,;��s �.r°' - i `3 , � -- s - - P /, r� e ti fat ✓ / ': p 1 ,! "w�d'U •Mr :'r '';'r' • � �` -�._.� ,, w,. .' � ,"�°°" r' ® , ,' �.^"" ,r- � _�.-- �,- ar 3 ` . A '' t r' r for, P 'k 4.2 ,.. C +�" •' .._^° �' r r ,� �...,. �-' ,...r..' '��. ,� �� ,.��-'�-°.,. ,°F . � r"`- r"� e+�,,✓'J,a's t 3 -- - '°+,. � j ' .� �°. � ..r~ -�• --- -� _. ,r y , ” _ s^ z. - - /._ __._._,_..,..,..�_ _.�, _._-.,, ° .,...-•--�_ -- _ ,. -�"dam'°,. <°✓ e d` i,, S, ,/ py/ __ °s �'yra, -_ —4- '-`-rd ",..,��"-g ,,,. e�""^��_•d--._ ®^�- �..�,.�a„ ��a,,.. - rd'r / , jrP° ✓ ' f - - CP #3 - .., _ - -��Gum .., _..,�,�-ti.�" -,... ,.., "^r.y `�.;,., ,,. .' �_ ,.'-...." .._........,.�. ......•...__._.., .... �,,,r � ^�- J �/ `^mss, °°w^'. s oft mow 4100 dill r EL 11 2. 'a� ' —p. L 1152. _ cl _ ^� T� / �u r� 3 N 40 20 0 40 80 120 SCALE IN FEET GRAPHIC SCALE LEGEND 1 BASIN NUMBER O.rl BASIN AREA (AC.) 1.1 SUBBASIN NODE EL 619.2 NODE ELEVATION (FT.) MAJOR BASIN BOUNDARY — — PROPERTY LINE ---�---- FLOW LINE CP #1 CONCENTRATION POINT NUMBER Q:ao =6•9c 100—YEAR FREQUENCY DISCHARGE (CFS) 4 t I VAIAL4 � = T #ue ;Jw ki 1�-;J:614,11-14411 i SW ENGINEERING, INC. Engineering • Surveying* Land Planning 41951 Remington Avenue, Suite 160 Temecula, California 92590 (951) 791-0433 N (951) 491-0442 Fax DATE: M W, 07 7:06= brda mmad J =E:8:\P"Jeoh\2007\07-017\P80D\Reports\D,dsolop\7-017-DR01.dwE IF ( 0 I LYN D I E LN -LIN ............... -q::L — --------- N ALFORNRANCHO CIA, ROAD• WATERI P #1 W W oc =7.5c�t w 38+00 39+00 40+00 )41+-)0 ------- 1_� w .. . .. . .. . .. . .. zz== N 37+00 k W\ vy - — -------------- 4 36+00 w 4+00 G G 'I", `�P - ., "P +00 G EX. 1 " ACP WATER A7+00 k+00 ----+— — __ s ___s. 8—,,—V—CpSE\NF-R EX 00 C } \ 0 *00 �N � �f sae. 00' LEGEND ri BASIN NUMBER `\ Ob BASIN AREA (AC.) SUBBASIN NODE L 619.2 NODE ELEVATION (FT.) MAJOR BASIN BOUNDARY PROPERTY LINE FLOW LINE CP #1 CONCENTRATION POINT NUMBER IQ,00=3.3= 100 -YEAR FREQUENCY DISCHARGE (CFS) 40 20 0 40 80 120 SCALE IN FEET GRAPHIC SCALE uspV001 A-1,114're pucti fai I tiff S W ENGINEERING, INC. Engineering* Surveying* Land Planning 41951 Remington Avenue, Suite 160 Temecula, California 92590 (951) 791-0433 .. las%ji 491-04 42 -3 161 CLA DATE: Jul 20, 07 7:16am br.giaxezad =M:L*\Projeato\2007\07-017\P=\RWrts\gy&vkw\7-017DROZ.dwg WOOOOO S C DQE i &L �-M ir I LEGEND ri BASIN NUMBER `\ Ob BASIN AREA (AC.) SUBBASIN NODE L 619.2 NODE ELEVATION (FT.) MAJOR BASIN BOUNDARY PROPERTY LINE FLOW LINE CP #1 CONCENTRATION POINT NUMBER IQ,00=3.3= 100 -YEAR FREQUENCY DISCHARGE (CFS) 40 20 0 40 80 120 SCALE IN FEET GRAPHIC SCALE uspV001 A-1,114're pucti fai I tiff S W ENGINEERING, INC. Engineering* Surveying* Land Planning 41951 Remington Avenue, Suite 160 Temecula, California 92590 (951) 791-0433 .. las%ji 491-04 42 -3 161 CLA DATE: Jul 20, 07 7:16am br.giaxezad =M:L*\Projeato\2007\07-017\P=\RWrts\gy&vkw\7-017DROZ.dwg WOOOOO S C 9 0 9 Water Quality Management Plan (WQiMP) Rancho view Professional Center I & II Tenant Education Log Tenant Name Tenant Unit Date WQMP Materials Provided 1 Water Quality Management Plan (WQNIP) Rancho view Professional Center I & II Tenant Certification I certify that at the time of Final Walk -Trough, I have recived, reviewed and discussed all WQMP (Water Quality Management Plan) materials provided to me by (Print) , an Authorized Representative of the development, and fully understand the importance of following these requirements and activity restrictions. Tenant Name Tenant Signature Tenant Name Tenant Signature Unit Address, City, State, Zip Developer's Representative (Signature) Date Date Date Date Date Water Quality Management Plan (WQMP) Rancho view Professional Center I & II Appendix D Educational Materials is I 0 Fir enf rmg ion, Interested in other FREE pollution prevention information- Call 1-800-506-2555 to order any of the following materials or presentations: Materials: - A Home Garden Care Guide - Outdoor Activities Brochure - Environmental Calendar (when available) - Household Hazardous Waste Collection Schedule Presentations: - Garden Workshops at local nurseries - Classroom Presentations K-12 - Civic/Rotary)Flower Club Presentations - Group Activities LOCAL SEWERING AGENCIES IN RIVERSIDE COUNTY: City o; Beaumont (909) 769-8520 City of Banning (909) 922-3130 City of Blythe (909) 922-6161 City of Coachella (760) 391-5008 Coachella Valley Water (760) 398-2651 City of Corona (909) 736-2259 Desert Center, CSA #51 (760) 227-3203 Eastern Municipal Water (909) 928-3777 Elsinore Valley MWD • (909) 674-3146 Farre Mulual Water Co. (909) 244-4198 Idyllwild Water District (909) 659-2143 Jurupa Community Service (909) 659-7434 Lake Hemet MWD (909) 658-3241 - Lee Lake Water District (909) 277-1414 March Air Reserve Base (909) 656-7000 Mission Springs Water (760) 329-6448 City of Palm Springs (760) 323-8242 Rancho Caballero (909) 780-9272 Rancho California Water f909) 676.4101 Ripley. CSA fr62 (760) 922-4909 Rubidoux Community 1909) 684-7560 City of Riverside (909) 862-5341 Silent Valley Club. Inc. (909) 849-4501 Valley Sanitary District (760) 347-2356 Western Municipal Water (909) 780-4170 S$®rmWater PROTECTION PROGRAM Tne norm='•:aler P;.,gram gratefully ani:no.:^e;t7es Zile Clara Yc -iDoint and the Alameca Countywitl ul.�Br YYa�.=rim^rein i�r;l:e i��(nrmaii�r provided m';us tir;;ciwre. 0 0 0 • • Non-stormwater discharges such as washwater generated from outdoor cleaning projects often transport harmful pollutants into storm drains and our local waterways. Polluted runoff contaminates local waterways and poses a threat to groundwater resources. =r'Should g0? Riverside County has two drainage systems - sanitary sewers and storm drains. The storm drain system is designed to prevent flooding by carrying excess rainwater away from streets... it's not designed to be a waste disposal system. Since the storm drain system does not provide for water treatment, it often serves the unintended function of transporting pollutants directly to our waterways. Unlike sanitary sewers, storm drains are not connected to a treatment plant -they flow directly to our local streams, rivers and lakes. Soaps, degreasers, automotive fluids, litter. and a host of other materials washed off buildings, sidewalks, plazas, parking areas, vehicles, and equipment can all pollute ourwaterways. FM Since preventing pollution is much easier, and less "costly than cleaning up "after the fact," the Cities and Canty of Riverside Storm'ydater/Clean%Nater Protection Program informs residents and businesses of pollution prevention activities such as those described in this pamphlet. The Cities and County of Riverside have adopted ordinances for stormwater management and discharge control. In accordance with state and federal law, these local stormwater ordinances E>rohibit(he discharge of wastes into the storm drain system or local surface waters. Thisincludes non-siormwater discharges containing oil, grease, detergents, degreasers, trash, or other waste materials. PLEASE NOTE: 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. • 0 waterrunoff, the combined effect ofan entire community wlinlrl tl,e VVCIM" 011OiJ ar VUaghing `and Repair ® Wash cars on a lawn or unpaved surface that will absorb and help filter the water. Don't allow polluted waste water to flow into the street, gutterorstorm drain inlet. ® Repair leaking vehicles promptly. Use absorbents like cardboard, cat litter, cloths, etc. to safely catch spills. Sweep up used absorbent materials and place in the trash. Never dump oil or any auto fluids onto the ground or into a storm drain inlet, ® If you change your own oil or antifreeze, be sure to recycle it! Call 1 -800 -CLEANUP for the nearest disposal location. . (TIPS) Use a commercial car wash. Car wash facilities are designed to capture all waste water, if an auto service center changes the oil make sure they divert water runoff away from street gutters and storm drain inlets. orate, Masonry and ,2r-SMA ..r.,-a. � AsphaltRe.paEr ® Set up and operate small mixers on heavy tarps or dropcloths to contain material spills. 0 Hose down mixers, tools, and trailers in a dirt area where rinse water won't flow into the street gutter or storm drain system. 0 Clean up with a broom, NOT A HOSE! Fine particles may be washed into a dirt area — but not into the street gutter or storm drain system. (TIPS) If the work is contracted, have your contractor establish a cleanup area before star ting the work. Try to minimize the use of water in the clean up. Tell your contractor that rinsing trucks or equipment in the street ornear a storm drain is illegal and it endangers witdlife! e15al.Cleaning OP. � ,_VUp 0 Dispose of dirty cleaning solution down a sink ortoilet. Do not dispose of it in the street gutter or storm drain system. (TIPS) Make sure the professionals don't use the storm drain to empty their tanks. professionals should dispose of the cleaning solutions down a sink or toilet, or return to their company for disposal to the sanitary sewer. Make sure they don't use the storm drain! :Iv J,":I:ti `+$Yi«=7. Er�dlor `$pt;•'�3a" fan}ant�wl!ard Cape 0 Don't use chemical pesticides or herbicides unless you have a major problem and never apply if rain is forecasted. Read labels carefully, and apply sparingly. ® Limit lawn treatment applications of chemical weed killers and fertilizers. Be sure that your lawn is appropriately watered mowed, thatched, and aerated. Try less -toxic altematives for the yard and garden. Call 1-800-506-2555 for FREE copy of a Home Garden Care Guide to Help Protect Our Environment. Don't blow or rake yard waste into the street or gutter. Sweep up the leaves and clippings in a trash can or start a compost pile. * If you are renovating your landscaping, think erosion control. Prevent dirt and debris from washing into storm drains. Pick up pet waste and dispose of it in trash cans. Always remember to pick up after your dog when you take itfor a walk. 0 • 0 `ershed, While individual homes might contribute only minor amounts ui pull utCu an seriously affect our rivers, lakes and streams. Ncrasecfe�n'irig & Pining Send dirty cleaning water down a sink or toilet, not into the street gutter: or storm drain system. ® Try non-toxic alternatives. Call 1-800-506-2555 to order a FREE brochure on environmentally friendly cleaning alternatives for the home. Never clean brushes or rinse paint containers into the street, gutter or storm drain inlet. Clean latex paint from brushes in a sink. Filter and reuse thinners and solvents for oil based paints. ® Dispose of unusable paints, thinners, thinner residue, and cleaning products at a collection event. Call 909-358-5256 or www.rivecoeh.org for the date and location of the next Household Hazardous Waste Collection Event. (TIPS) Emory or dry paint cans may go in with regular household garbage— remove lids first, before disposal Letyourfriends, relatives and neighbors know that storm drains flow directly to local rivers, lakes and streams without treatment. NEVER dispose in a storm drain. =4'oa�l{S�a-Maintenance ..,"^,r.u.L...,�._...��._ C' • Control algae by regulating chlorine levels. Do not use copper -based algae control products. 69 If you need to drain your pool water, call your focal sewering agency to find out if a connection to the sanitary sewer line is allowed. (More information on the reverse side) • If your sewering agency will not accept pool water into their system, or it you are or, a septic tank system, follow these guidelines: Deplete the chemicals in the pool water, use your home pool chemistry test kit to verify the pool water is free of all chemicals. Drain pool water to landscaped areas, lawns, yards, or any area that will absorb most of the water. You may have to drain the pool water over a period of a few days to allow the landscape areas to absorb most of the water. Avoid discharging pool water into the gutter or storm drain. Divert filter rinsewater and backwash into landscaped or absorbent areas. "� � . � alp :✓ ac Stern:Maintenance 0 If you use a septic system, make sure it is functioning properly. Overflowing septic systems release raw sewage that can flow to rivers, lakes and ground water, causing serious contamination. How often your tank will need pumping depends largely on the size of the tank, the number of people in the household, and the kinds of wastewater discharging appliances you use. * When septic tank service companies are hired to pump out the contents of the septic tank, they must dispose of contents at approved disposal sites. Call 909-955-8980 for a Home Maintenance Guide. (TIP) Divert downspouts and air conditioning condensation water from hard surfaces onto grass and permeable soil to help fifterharrnful substances. For ONLY RAIN Riverside Cc 1995 Market Call Toll Fre( E-mail: flood 1k is $'• Y` 4t 4 i or visit'- CJ' s " ` DovZnpdes/stormwater vw.epa.gov/nps i C J{ 4 1 kSt fir+ r i {`,k; .y rt 1k is 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. cigarette butts—washed into waterbodies can choke, suffocate, or 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 can become sick or die from eating diseased fish and shellfish or ingesting polluted water. 4 Polluted stormwater often affects drinking water sources. 'this, in turn, can affect human health and increase drinking water treatment costs. k'Poirk, 0t Pup dg diApVAtt 0{lrou6elurpd prtodurt Ural" Carftiuu, dielwiea& Aucla OA w6eticA, petticjQ' patilt ,10,41PA, alai toed wao oil aqui d% auto- &A. Gots `l"powa llre✓w ostt- lite gtoulfd o' 140- &01m, Amtd. Lawit care 17xcess fertilizers and pesticides Oiiw applied to lawnsr and gardens wash off and pollute streams. In rn { n addition, yard;' a j" clippings and REM" leaves can wash into stone drains and contribute nutrients and organic matter to streams + 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 automotive fluids drains has the sai dumping the mat, into a waterbody. Is directly + Use a commercial car wash that treats or recycles its; wastewater; or wash your car on your yard so the water infiltrates into the ground. I. + Repair leaks and,dispose of used auto fluids and batteries a61esignated drop-off or recycling locatiojls. Leaking and Cs R tr , poorly Y r a maintained r+ t t 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. 4 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. Edaea7wrc iQ WmVal & Surra ad uraz m acta, 11+atpo8&Wfa e nirr T to:taeated urea a tr, Pet waste �s<. r jPet waste can be designed areas planted a major source of natural places for 6cteria and I} s excess nutrients rooftop areas or paved " t in local waters. Into these areas rather than into storm drains. s x 1+ 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. peoplPA britowtox. Pwhattal &fA&.V6fg 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. Rain Gardens and �s<. GrassySwales—Specially designed areas planted with native plants can provide natural places for rainwater to collect and soak into the 1���y ground. Rain from rooftop areas or paved areas can be diverted Into these areas rather than into storm drains. 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. They'll know the best way to keep spills from harming the environment. •un controls that aren't maintained can cause excessive amounts of sediment and debris to be carried into the stormwater system. Construction vehicles can leak fuel, oil, and other harmful fluids that can be picked up by stormwater and deposited into local waterbodies. •'Divert stormwater away from disturbed or exposed areas of the construction site. Install silt fences, vehicle mud removal areas, vegetative cover, and other sediment and erosion controls and properly maintain them, especially after rainstorms. •'Prevent soil erosion by minimizing disturbed areas during construction projects, and seed and 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. iF^wr4r`�1 } air r3'yri FN'tit ..c t,{�Cr •Score and apply manure away from waterbodies and in r yrs accordance with a nutrient management plan. , • Vegetate riparian areas along waterways. • Rotate animal grazing to prevent soil erosion in fields. * Apply fertilizers. and pesticides according to label aR instructions to save money and minimize pollution. Improperly managed logging operations can result in erosion and sedimentation. • Conduct preharvest planning to prevent erosion and lower costs. • Use logging methods and equipment that minimize soil disturbance. • Plan and design skid trails, yard areas, and truck access roads Lo 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. 4, Properly maintain fleet vehicles to prevent oil, gas, and other discharges from being washed into local waterbodies. 0 Install and maintain oil/water separators. 0 • 0 �ti��$oiQ�se -S and links: WATER AGENCY LIST in Riverside County City of Banning (951) 9223130 City of Beaumont (951) 769-8520 City of Blythe (760) 922-6161 City of Coachella (760) 398-3502 Coachella Valley Water District (760) 398-2651 City of Corona (951) 736-2259 Desert Center, CSA #51 (760) 227-3203 Eastern Municipal Water District (951) 928-3777 Elsinore Valley MWD (951) 674-3146 Farm Mutual Water Company (951)244-4198 -City of Hemet (951) 765-3712 Idyllwild Water District (951) 659-2143 Jurupa Community Services District (951) 360-8795 Lake Hemet MWD (951)658-3241 Lee Lake Water District (951) 277-1414 March Air Force Base (951) 656-7000 Mission Springs Water District (760) 329-6448 City of Palm Springs (760) 323-8253 Rancho Caballero (951) 780-9272 Rancho California Water District (951) 296-5900 Ripley, CSA#62 (760) 922-4951 City of Riverside (951) 351-6170 Rubidouz Community Services District (951) 684-7580 Silent Valley Club, Inc (951) 849-4501 Valley Sanitary District (760) 347-2356 Western Municipal Water District (951) 789-5000 Yucaipa Valley Water District (909) 797-5117 To report illegal dumping into storm drains or clogged storm drains, please call: 1-800-506-2555 Online resources include Riverside County Flood Control District outreach materials page: www. floo dco ntrol.cc. riv a rs ide.ca.us California Storm Water Quality Association www.casne.oro or www-cabmnhandbooks.com State Water Resources Control Board. Water Quality vd aw swr_b ca gov!stormwtrlindex html U.S. Environmental Protection Agency ww�, er aovl000tio2homebroaram=lbusarac htm OUTDOOR CLEANING y't 4°a Y c a1 ah J Sidewe J vehicle J Suildin J )%`eaterp J Eruipaa 0 • 0 DO 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. ®O . . . dispose of small amounts of wash water from cleaning building exteriors, sidewalks or plazas onto landscaped 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 remain on paved surfaces to evaporate. Residues should be swept up and disposed of. DO NOT . . . Dispose of leftover cleaning agents into the gutter. storm drain or sanitary sewer. Do . . . 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 chemical spills with rags or other absorbent materials before using water). 2. Washing is done with water only, not with soap or other cleaning materials. 3. You have not used the water to remove paintfrom surfaces during cleaning. CALL 1-800-506-2555 TO REPORT ILLEGAL POLLUTING OF STORM DRAINS r-fi y; or visit %rwvv.,,71oodcotitrol.co.riverside.ca.us 0 • 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. OTHER TIPS To HELP PROTECT OUR WATER.. . SCREENING 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 PROTECTIONICONTAINMENT & COLLECTION OF WASH WATER 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. 0 Containment pads, temporary berms or vacuum brooms can be used to contain and collect wash water. EQUIPMENT AND SUPPLIES 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). 0 ter oct sally goes? The primary purpose of storm drains is to carry rain water away from developed areas to prevent flooding. Pollutants discharged to storm drains are conveyed directly into rivers, lakes and streams. Soaps, degreasers, automotive fluids, litter and a host of other materials washed off buildings, sidewalks, plazas, parking areas, vehicles and equipment must be properly managed to prevent the pollution of rivers, lakesand streams. Preventing pollution is the best way to protect the environment. In addition, it is much easier and less costly than cleaning up "afterthe fact." A WATERSHED is an area of land that catches rain and snow, then drains or seeps into a marsh, stream, river, take or groundwater. Watersheds come in all shapes and sizes, crossing county, state, and national boundaries, therefore many of our activities at home, work or play affect the quality of our watersheds. In accordance with state and federal law to protect our watersheds, the CITIES AND COUNTY OF RIVERSIDE have adopted ordinances for stormwater management and discharge control to prohibit the discharge of wastes into the storm drain system or local surface waters. This INCLUDES discharge of wash water from outdoor cleaning activities which may contain pollutants such as oil. grease, detergent, degreasers, trash, pet waste or other materials. PLEASE NOTE: Check with your Regional Water Quality Control Board, local municipal government and water agencies on what the restrictions are in your area. 0 0 n LJ • For additional information, please visit the .,. following websites. State Water Quality Resources Control Board htto, //www,swrc b. ca.aov/stormwt r/ index.html OR E-mail us at: flood fcnpdes@co.riverside.cc.us OR Call our TOLL FREE HOTline number at 1-800-506-2555, to report illegal storm drain disposal, or visit our website at htta: //www.co.r i vers i de. ca, us/ devts /flood_/ YouCanHei p.aso RIVERSIDE COUNTY ANIMAL SHELTER LOCATIONS: BLYTHE 16450 West Hobson Way ' Blythe, CA 92225 760-921-7857 HEMET 800 South Sanderson Hemet, CA 92545 909=925-8025 INDIO 45-355 Van Buren Indio, CA 92201 760-347-2319 RIVERSIDE 5950 Wilderness Avenue Riverside, CA 92504 909-358-7387 FOR ALL OTHER AREAS CALL 1-888-636-7387 Ri crsicc Court. aretef u 11, jckrv.-mc ec tnc City .cf Lof Amzks Starn:water?rogrm for the !esicr -on._epr a' ihls broci,cre. `ZIPS FOR A HEALTHY PET i AUZ > HEAL I N ER i d, C� Il 1] SCOOP T -%E POOP Many communities have "5coop the Poop" laws that govern pet waste ;. . cleanup. Some of these laws specifically require anyone 41 who walks an animal off of their property to carry a bag, shovel, r or scooper_ Any l r t waste left by the animal must be cleaned up immediately. CALL YOUR LOCAL CODE ENFORCEMENT OFFICER to find out more about pet waste regulations. Pets 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. CALL 1-800-506-255FOR HOUSE- HOLD HAZARDOUS WASTE COLLECTION LOCATIONS AND DATES 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. NEVER HOSE VEHICLE FLUIDS into the street or gutter. USE ABSORBENT MATERIALS such as cat litter to clean- up spills. SWEEP UP used absorbent materials and place it in the trash. HORSES AND L-1YESTOCK Fortunate enough to own a horse or livestock? You, too, can play a part in protecting and cleaning up our water A� resources. The { following are ar few simple Bestr Management Practices j (BMPs) specifically designed f"or horse owners and landowners 4v� with horses. STORE your manure properly. Da not store unprotected piles of manure in Pieces where runoff may enter streams, and wash the manure away. Place a cover or tarp over the pile to keep rainwater out. C! `ECI 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. 11 • LJ CREATE>'A HEALTHY EN`JIRONAAENT in and around your home by following these simple pet practices. Your pet, family and neighbors will appreciate their clean comfart (able surroundings. HOUSEHOLD PETS We ail 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 5TORMDRAIN, where it travels to your neighborhood creek or take untreated. These animal droppings also contain nutrients that can promote the growth of algae, in our streams and Ickes. The risk of 5TORMWATER CONTAMINATION INCREASES, ill 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 DISEASES THAT CAN SPREAD from pet waste are E. coli, o bacterium that can cause disease, and fecal coliform bacteria, which is spread through feces. Dogs also carry salmonella andig_ardin. Organisms causing these diseases move from the dog into the environment. They can be carried by flies 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 for disease transmission. WHAT CAN YOU DO? SCOOP up pet waste and flush it down thetoilet. NEVER DUMP 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 CHILDREN how to properly clean up after a pet. TELL FRIENDS AND NEIGHBORS about the ill effects of animal waste on the environment, Encourage ;hem to clean up after pets. dOW ... Calling the TOLL FREE 1-800-506-2555 can be your one-stop resource aroper,storm drain practices, loco Ie dates and times of your nearest Household 11 Uaste Collection Event obtain an array of free printed material on storm water ventian,,request classroompresentations; and free grosscycling information and TPY composting - A vegetative cover placed around buildings or on steeper slopes can help minimize erosion and absorb nutrients while improving the u appearance of E your property In addition, w vegetative covers will provide animals with better traction during wet or icy conditions. ,ru? 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. MOW pastures to proper height, six (b") inches is typically recommendec 0 —0- -c -;' —r S u~.t`?Tr'FK'-Ai. r vt'S.Yst1'Y"r`-'nim t 1 .r� Many of the chemicals found in barns require careful handling and proper disposal. When using these chemicals, be certain to follow these common sense guidelines: $uy only what you need. Treat spills of hoof oils like a fuel spill. Use kitty litter to soak up the oil and dispose of it in a tightly sealed plastic bag. Store pesticides in a locked, dry, well -ventilated area. Protect stored fertilizer and pesticides from rain and surface water. Call `s -SOD -505-2555 to locate your local conservation district to find out what to do with your current backyard ure pile, how to re-establish a healthy sture, what to do about weeds, and Nhat grasses grow best in your soils. Thank you for doing your part to protect your watershed, the environment, and the equestrian way of [ife in your community! Water Quality Management Plan (WQMP) Rancho view Professional Center I & II Appendix E Soils Report 4 0 GEOTECHNICAL INVETIGATION RANCHO CALIFORNIA OFFICE RANCHO CALIFORNIA ROAD AND MORAGA ROAD TEMECULA, CALIFORNIA PREPARED FOR CRISELL INVESTMENTS, LLC FALLBROOK, CALIFORNIA FEBRUARY 12, 2007 PROJECT NO. T2415-22-01 • • GEOCON INLAND EMPIRE, INC. GEOTECHNICAL CONSULTANTS Project No. T2415-22-01 February 12, 2007 Crisell-Investments; LLC - 1834 Premier Street Fallbrook, California 92028 Attention: Mr. Bob Crisell Subject: RANCHO CALIFORNIA OFFICE RANCHO CALIFORNIA ROAD AND MORAGA ROAD TEMECULA, CALIFORNIA GEOTECHNICAL INVESTIGATION Dear Mr. Crisell: In accordance with your authorization and our proposal IE-49OR dated December 13, 2006 and revised January 12, 2007, we have performed a geotechnical investigation for the subject property located in the city of Temecula, California. The accompanying report presents the results of our study and includes our conclusions and recommendations pertaining to the geologic and geotechnical aspects of developing the property as presently proposed. It is our opinion that the site is suitable for development, provided the recommendations of this report are followed. Should you have questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INLAND EMPIRE, INC. oQPOFESS)t jH EDlyi Kenneth E. Cox r No. 65804 RCE 65804 d Exp,9/30/07 KEC:LAB:db sT. CIVIL (6) Addressee (1) Carltas Company Attention: Mr. John White �Ot4Af �O Lisa A. B tato d N0.2316 1 CEG 2316 * CERTIFIED ENGINEERING N� GEDLDGIST �Q 41571 Corning Place, Suite 101 a Murrieta, California 92562-7065 o Telephone 19511 304-2300 C Fox 19511 304-2392 • TABLE OF CONTENTS 1. PURPOSE AND SCOPE................................................................................................................. I 2. SITE AND PROJECT DESCRIPTION ................ . 3. SOIL AND GEOLOGIC CONDITIONS........................................................................................2 6. CONCLUSIONS AND RECOMMENDATIONS...........................................................................6 6.1 General...................................................................................................................................6 6.2 Soil and Excavation Characteristics......................................................................................6 6.3 Grading..................................................................................................................................7 6.4 Bulking and Shrinkage Factors..............................................................................................8 6.5 Slopes.....................................................................................................................................8 6.6 Seismic Design Criteria.........................................................................................................9 6.7 Foundations...........................................................................................................................9 6.8 Concrete Slabs-on-Grade..................................................................................................... 10 6.9 Retaining Walls and Lateral Loads...................................................................................... 11 • 6.10 Flexible Pavement Design................................................................................................... 12 6.11 Slope Maintenance............................................................................................................. 13 6.12 Drainage...............................................................................................................................14 6.13 Plan Review......................................................................................................................... 14 LIMITATIONS AND UNIFORMITY OF CONDITIONS REFERENCES MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map Figure 3, Construction Detail for Lateral Extent of Removal Figure 4, Surficial Slope Stability Analysis Figure 5, Wall/Column Footing Dimension Detail Figure 6, Retaining Wall Drainage Detail APPENDIX A FIELD INVESTIGATION Figures A-1 — A-5, Logs of Barings 40 TABLE OF CONTENTS (Continued) • APPENDIX B LABORATORY TESTING Table B -I, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Test Results Table B -II, Summary of Laboratory Expansion Index Test Results Table B=III Suinmaryof Direct Shear Test Results Table B -IV, Summary of Laboratory Chemical Test Results Table B -V, Summary of Single -Point Consolidation Test Results APPENDIX C RECOMMENDED GRADING SPECIFICATIONS • 0 GEOTECHNICAL INVESTIGATION • 1. PURPOSE AND SCOPE This report presents the findings of a geotechnical investigation for a proposed corporate developawnt planned for the vacant lot located between Via Las Colinas and Rancho California Road on the west side of Moraga Road in the city of Temecula, California. The location of the site is noted on the enclosed Vicinity Map, Figure I. The purpose of the investigation was to evaluate the site geology, sample and observe the prevailing soil conditions and, based on the conditions encountered, provide recommendations regarding the geotechnical aspects of developing the property as presently proposed. The scope of the investigation included a site reconnaissance, review of pertinent geologic literature (References), geologic mapping, and excavation of five small -diameter borings. Details of the field investigation are presented in Appendix A. The approximate location of the exploratory borings is depicted on the Geologic Map (Figure 2). Laboratory testing was performed oil samples of soil obtained from the exploratory excavations to evaluate the maximum dry density and optimum moisture content, expansion and collapse potential, shear strength characteristics, in-situ moisture and density, and chemical characteristics. Details of • the laboratory testing are presented in Appendix B. • 2. SITE AND PROJECT DESCRIPTION The property is a generally rectangular -shaped parcel of land consisting of approximately 5 acres, located in the city of Temecula. The site is bounded on the east by Moraga Road; on the north by Rancho California Road; on the west by an existing office building; and on the south by Via Las Colinas. Topographic and grading plans were not available at the time of this report. The site appears to have been cut graded to a relatively flat pad. Previous grading operations left a berm along the southern and eastern boundaries of the site. A drainage channel begins near the center and extends to the southwest corner of the site. A four -inch -diameter pipe is exposed at the surface along the southern property boundary. A Conceptual Design Plan (undated) was utilized as the base for our Geologic Map, Figure 2. The plan indicates that two office buildings with associated utility and hard-scape improvements are planned for the property. Grading plans were not available at the time of this report. However, based on the site topography and surrounding road elevations, we estimate that cuts and fills will be on the order of five to ten feet, exclusive of remedial grading. Cut and fill slopes are anticipated to be at a slope ratio of 2:1 (horizontal to vertical) with a maximum height of 10 feet. Project No. "1-2415-22-01 - 1 - February 12, 2007 • • • The description of the site and proposed development are based on the site topography, a site reconnaissance, the referenced Conceptual Design Plan, observations made during the field investigation and a review of the referenced geologic publications. If project details differ significantly from those described, Geocon should be contacted for review and possible revision to this report. 3. SOIL AND GEOLOGIC CONDITIONS Pauba Formation was encountered at the surface to the maximum depth of exploration. The Pauba Formation, as exposed at the site, consists primarily of medium to very dense, light brown to brown, fine to coarse sand with varying amounts of silt and very stiff silt with varying amounts of sand. Undisturbed or properly compacted soil of the Pauba Formation is considered suitable for support of the proposed improvements. 4. GROUNDWATER Regional groundwater elevation was evaluated with the Water Data Library maintained by the California Department of Water Resources. Two wells were identified by the database as being located within '/1 mile of the site. Groundwater depths and elevations recorded at the wells are presented in Table 4.1. The site elevation is approximately 1140 ft (MSL); therefore, we do not anticipate that groundwater will significantly impact development of the site as presently proposed. TABLE 4.1 REGIONAL GROUNDWATER ELEVATIONS Seepage or groundwater was not encountered during our investigation and groundwater related problems are not expected. Depending on the time of year the property is graded, seasonal, perched groundwater may be encountered within the project boundaries. If perched water is encountered, we expect that it can be effectively controlled by the use of sump pumps. Project No. T2415-22-01 .2 - February 12, 2007 Approximate Last Recorded Last Recorded State Well No. Distance From Groundwater Depth (ft) Groundwater Site (miles) Elevation, MSL (ft) 08S03 W01 P002S 0.2 41 1025 08S03 W 12C001 S 0.2 44 1016 Seepage or groundwater was not encountered during our investigation and groundwater related problems are not expected. Depending on the time of year the property is graded, seasonal, perched groundwater may be encountered within the project boundaries. If perched water is encountered, we expect that it can be effectively controlled by the use of sump pumps. Project No. T2415-22-01 .2 - February 12, 2007 5. GEOLOGIC HAZARDS • 5.1 Faulting and Seismicity • r1 Southern California is a seismically active region near the active margin between the North American and Pacific tectonic plates, The principal source of seismic activity is movement along the northwest - trending regional faults such as the San Andreas, San Jacinto and Elsinore fault zones. It is estimated that up to approximately 55 millimeters of slip per year occurs along the plates. By definition of the State Mining and Geology Board, an active fault is one which has had surface displacement within the Holocene Epoch (roughly the last 11,000 years). This definition is used in delineating Earthquake Fault Zones as mandated by the Alquist-Priolo Geologic Hazards Zones Act of 1972 and as revised in 1994 and 1997 as the Alquist-Priolo Earthquake Fault Zoning Act and Earthquake Fault Hazard Zones (AP Zone). The intent of the act is to require fault investigations. on sites located within Earthquake Fault Hazard Zones to preclude new construction of certain habitable structures across the trace of active faults. Based on our review of available literature, the site is not located within an AP Zone or a County of Riverside Earthquake Fault Hazard Zone. The computer program EQFA ULT (Blake, 1989, updated 2000) was used to calculate the distance of known faults from the site. References used within the program in selecting faults to be included were Jennings (1975), Anderson (1984), and Wesnousky (1986). In addition to fault location, EQFAULT estimated peak ground accelerations at the site for maximum magnitude earthquakes. Attenuation relationships presented by Sadigh, et a[, (1997) were used to estimate peak site accelerations. Presented on Table 5.1 are the faults identified by the analysis to be within 50 miles of the site. The site could be subjected to moderate to severe ground shaking in the event of an earthquake on any of the faults referenced in Table 5.1 or other faults within the southern California and northern Baja California region. With respect to this hazard, the site is considered comparable to others in the general vicinity. While listing peak accelerations is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic design, including frequency and duration of motion and the soil conditions underlying the site. Project No. 'x2415-22-01 3 - February 12, 2007 U • • TABLE 5.1 MAXIMUM EARTHQUAKE MAGNITUDE AND PEAK SITE ACCELERATIONS" Fault Name Approximate Distance From Site (miles) Estimated Maximo Earthquake Magnitudm e (MN.) Estimated Peak Site Acceleration (g) Elsinore = Temecula /. 6.8 0.63 Elsinore -Julian 12 7.1 0.24 Elsinore - Glen Ivy 15 6.8 0.16 San Jacinto - Anza 21 7.2 0.14 San Jacinto -San Jacinto Valley 21 7.2 0.14 Newport- Inglewood (offshore) 28 6.9 0.08 Rose Canyon 31 6.9 0.07 Chino -Central Ave. (Elsinore) 33 6.7 0.06 San Jacinto - San Bernardino 36 6.7 0.05 San Jacinto - Coyote Creek 37 6.8 0.05 Whittier 37 6.8 0.05 San Andreas - Southern 38 7.4 0.07 San Andreas - San Bernardino 38 7.3 0.07 Earthquake Valley 39 6.5 0.03 Pinta Mountain 45 7.0 0.04 Coronado Bank 45 7.4 0.06 Newport- Inglewood (L.A. Basin) 46 6.9 0.04 SanAndreas- Coachella 48 7.1 0.04 Palos Verdes 49 7.1 0.04 Cucamonga 50 7.0 0.04 'From EQFA ULT Computer Program (Blake, 2000) 5.2 Probabilistic Seismic Hazard Analysis The computer program FRISKSP (Blake, 1995, updated 2004) was used to perform a site-specific probabilistic seismic hazard analysis. The program is a modified version of FRISK (McGuire, 1978) that models faults as lines to evaluate site-specific probabilities of exceeding a given horizontal accelerations for each line source. The program operates under the assumption that the earthquake occurrence interval on each mapped Quaternary fault is proportional to the slip rate. The program accounts for fault rupture length as a function of earthquake magnitude. Site acceleration estimates are made using the earthquake magnitude and closest distance from the site to the rupture zone. The program also accounts for uncertainty in each of following: (1) earthquake magnitude, (2) rupture length for a given magnitude, (3) location of the rupture zone, (4) maximum possible magnitude of a given earthquake, and (5) acceleration at the site from a given earthquake along each fault. By calculating the expected accelerations from each considered earthquake source, the program Project No. T2415-22-01 - 4 - February 12, 2007 calculates the total average annual expected number of occurrences for a site -acceleration greater than • a specified value. Attenuation relationships proposed by Sadigh, et al. (1997), were utilized in the analysis. Using a weighting factor based on a 7.5 Mw event, the results of the analysis indicate that there is a 10 percent probability of exceeding a mean site acceleration of 0.62g within 50 years (475 - year return.period) and a_10 percent probability of exceeding a mean site acceleration of 0:77g within 100 years (949 -year return period). is 5.3 Liquefaction Liquefaction is a phenomenon where loose, saturated, relatively cohesionless soil deposits lose shear strength during strong ground motions. Primary factors controlling liquefaction include intensity and duration of ground motion, gradation characteristics of the subsurface soil, in-situ stress conditions and the depth to groundwater. Liquefaction is typified by a loss of shear strength in the liquefied layers due to rapid increases in pore water pressure generated by earthquake accelerations. Due to the relatively dense nature of the formational soil the potential for liquefaction at the site is considered to be very low. Project No. T2415-22-01 . -5 - February 12, 2007 6. CONCLUSIONS AND RECOMMENDATIONS • 6.1 General 6.1.1 No soil or geologic conditions were encountered which would preclude the proposed commercial -development -of the property. Development -of -the property- is -considered - feasible provided that the recommendations of this report are followed. • 6.1.2 The potential for liquefaction at this site is considered to be very low based on the relatively dense nature of the formational soil. 6.1.3 Perched groundwater or seepage conditions may occur following periods of precipitation. Where such a conditions exists, we anticipate that the seepage or perched groundwater can be removed with the use of subsurface drains or sumps. 6.1.4 In general, the on-site soil consists of sands with variable amounts of silt and silts with variable amounts of sand. The soil generally possesses a very low to low Expansion Index (EI); as defined by the Uniform Building Code (UBC) Section 18 -I -B and moderate shear strength characteristics. The on-site soil is considered suitable for use as fill. It is recommended that soil with an expansion potential greater than medium (EI>50), if encountered, be kept at least 3 feet below proposed finish grade. 6.2 Soil and Excavation Characteristics 6.2.1 The Pauba Formation can be excavated with conventional heavy-duty grading equipment. 6.2.2 Excavations should be performed in conformance with OSHA requirements. Excavations made adjacent to property lines or existing improvements should not be left open during hours when construction is not being performed. 6.2.3 The results of laboratory testing indicate that the sample tested yielded a water-soluble sulfate content with a negligible sulfate rating as defined by the Uniform Building Code (UBC) Table 19-A-4. Additionally, the soil sample tested has a pH of 6.2, and a resistivity of 13,000 ohm cm; indicating that the soil is moderately corrosive. These tests are general indications only and additional testing should be performed at finish grade (soil within 3 feet of rough pad grade elevations). 6.2.4 Geocon does not practice in the field of corrosion engineering. Therefore, if improvements that could be susceptible to corrosion are planned, it is recommended that further evaluation by a corrosion engineer be performed. It is also recommended that these results Project No. T2415-22-01 - 6- February 12, 2007 and the recommendations from the corrosion engineer be forwarded to the appropriate design team members (e.g. project architect, engineer) for incorporation into the plans and implementation during construction. -6.3-._ _ Grading. 6.3.1 Grading should be performed in accordance with the Recommended Grading Specifications contained in Appendix C. Where the recommendations of this section conflict with those of Appendix C the recommendations of this section take precedence. 6.3.2 Prior to grading, a preconstruction conference should be held at the site with the owner or developer, grading contractor, civil engineer and geotechnical engineer in attendance. Special soil handling and/or the grading plans can be discussed at that time. 6.3.3 Site preparation should begin with the removal of deleterious material, underground utilities to be abandoned, construction debris and vegetation. The depth of removal should be such that soil exposed, in cut areas and soil to be used as fill are relatively free of organic matter. Deleterious material generated during stripping and/or site demolition should be exported from the site. • 6.3.4 The upper approximately two feet of the Pauba Formation should be removed to expose the competent underlying material prior to the placement of fill or settlement sensitive improvements. For the purpose of this report, competent material is defined as soil which possesses an in-situ dry density of at least 85 percent of the laboratory minimum dry density or greater, is near optimum moisture and does not possess a porous soil structure. Removal depths within the drainage gully are anticipated to extend to a depth of 3 to 5 feet below the existing grade. The actual removal depth of the soil should be determined in the field to document that competent material is exposed. E 6.3.5 Building pads graded with a cut/fill transition will require undercutting to reduce the potential for differential settlement. The cut portion of the cut/fill transition should be undercut to a depth of at least 3 feet and replaced with properly compacted 'very low" to "low" expansive fill. The bottom of the undercut portion should be sloped at a minimum of I percent towards the fill portion. 6.3.6 During remedial grading, temporary slopes should be planned for an inclination no steeper than 1:1 (horizontal:vertical). Grading should be scheduled to backfill against these slopes as soon as practical. Removals along the edge of grading should include excavation of unsuitable soil that would adversely affect the performance of the planned fill, i.e., extend Project No. T2415-22-01 - 7 - February 12, 2007 removals within a zone defined by a line projected down and out at an inclination of 1:1 • from the limit of grading to intersect with approved left -in-place soil. Construction Detail for Lateral Extent of Removal is provided on Figure 3. 6.3.7 _After removal of unsuitable materials, the.exposed- ground- surface should -be scarified, moisture conditioned to slightly above optimum moisture content, and compacted. Fill soil may then be placed and compacted in layers to the design finish grade elevations. Fill, including backfill and scarified ground surfaces, should be compacted to a dry density of at least 90 percent of the laboratory maximum dry density and near optimum moisture content, as determined by ASTM Test Procedure D1557-02. 6.4 Bulking and Shrinkage Factors 6.4.1 Estimates of soil bulking and shrinkage factors are based on comparing laboratory compaction tests with the density of the soil in its natural state as encountered in the exploratory excavations. It should be emphasized that variations in natural soil density, as well as in compacted fill density, render shrinkage value estimates very approximate. As an example, the contractor can compact the fill to any relative compaction of 90 percent or higher of the maximum laboratory density. Thus, the contractor has approximately a 10 percent range of control over the fill volume. Based on the limited work performed to date, it is our opinion that the following shrinkage and bulking factors can be used as a • basis for estimating how much the on-site soil may shrink or swell (bulk) when excavated from their natural state and placed as compacted fill. • TABLE 6.4.1 SHRINK/BULK FACTORS Soil Unit Shrink/Bulk Factor Pauba Formation 2 percent shrink to 2 percent bulk 6.5 Slopes 6.5.1 For preliminary purposes, cut and fill slopes constructed with the on-site soil and bedrock are anticipated to be stable with respect to deep seated and surficial instability to heights of at least 10 feet, at an inclination of 2:1 (horizontal:vertical). A surficial stability analysis has been performed based on an assumed 5 -foot zone of saturation. This analysis is provided on Figure 4. Project No. T2415-22-01 -8- February 12, 2007 • CJ • 6.5.2 Fill slopes, if required, should be overbuilt at least 3 feet horizontally and then cut to the design finish grade. As an alternative, fill slopes may be constructed to finish grade and subsequently compacted by backrolling with a sheepsfoot compactor at vertical intervals not to exceed 4 feet and then track -walked with a D-8 bulldozer, or equivalent, such that the soil is uniformly compacted to at_least 90 percent to the face of the finished slope. -- 6.5.3 fn general, cohesionless soil or over -sized rock should not be placed in the outer 15 feet of the face of fill slopes. Where cohesionless soil is exposed in cut slopes, consideration should be given to removing and replacing the soil with suitable fill. 6.5.4 Slopes should be planted, drained and maintained to reduce erosion. Due to the granular nature of the majority of the site soil, consideration should be given to landscaping the slopes relatively soon after completion to reduce the potential for surficial erosion. 6.6 Seismic Design Criteria 6.6.1 We recommend that seismic design of the structures be performed in accordance with the Uniform Building Code (UBC) guidelines that are currently adopted by Riverside County. For seismic design, the site is characterized as soil type Sc. Table 6.6.1 summarizes site design criteria. The values listed on Table 6.6.1 are for the Elsinore -Temecula fault, which is identified as a Type B fault. TABLE 6.6.1 SEISMIC DESIGN PARAMETERS Parameter Northern UBC Reference Seismic Zone Factor 0.40 Table 16-1 Soil Profile Sc Table 16-J Seismic Coefficient, C, 0.51 Table 16-Q Seismic Coefficient, C, 0.88 Table 16-R Near -Source Factor, N, 1.3 Table 16-S Near -Source Factor, N. 1.6 Table 16-T Seismic Source B Table 16-U 6.7 Foundations 6.7.1 The proposed structures can be supported on shallow foundation systems bearing on properly compacted fill or firm formational soil but not on a combination of both. Foundations for the structures may consist of either continuous strip footings and/or Project No. U415-22-01 M February 12, 0 isolated spread footings. Conventionally reinforced continuous footings should be at least 12 inches wide and extend at least 18 inches below lowest adjacent pad grade. Isolated spread footings should have a minimum width of 2 feet and should extend at least 18 inches below lowest adjacent pad grade (See Figure 5). Footings should be dimensioned based on an allowable soil bearing pressure of 3,000 psf. The_allowable bearing.pressure value is for dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. Steel reinforcement for continuous footings should consist of at least four No.4 steel reinforcing bars placed horizontally in the footings, two near the top and two near the bottom. Steel reinforcement for the spread footings should be designed by the project structural engineer. 6.7.2 The minimum reinforcement recommended above is based on soil characteristics only and is not intended to replace reinforcement required for structural considerations. 6.7.3 Footing excavations should be observed by a representative of Geocon prior to placing reinforcing steel or concrete to verify that the excavations are in compliance with these recommendations and the soil conditions are as anticipated. 6.8 Concrete Slabs -on -Grade 6.8.1 Building interior floor slabs not anticipated to be subjected to forklift loads should be at least 4 inches thick and reinforced with No. 3 reinforcing bars placed 24 inches on center, in both directions. The reinforcing bars should be lifted on chairs into the slab mid -point. 6.8.2 Interior slabs anticipated to receive moisture sensitive materials, or where migration of moisture through the slab is undesirable should be underlain by at least 4 inches of clean sand and a 10 -mil vapor inhibitor placed at the mid -point of the sand layer. The sand should be compacted by rolling with a smooth drum roller or similar equipment so that it is not in a loose condition prior to placement of concrete. 6.8.3 Exterior slabs (]lot subject to traffic loads) should be at least 4 inches thick and reinforced with 6x6-10/10 welded wire mesh. The mesh should be positioned within the upper one- third of the slab. Proper inesh positioning is critical to future performance of the slabs. It has been our experience that the mesh must be physically pulled up into the slab during concrete placement. The contractor should take extra measures to provide for proper positioning of the mesh. 6.8.4 Concrete slabs should be provided with adequate construction joints and/or expansion joints to control unsightly shrinkage cracking. The project structural engineer should Project No. T2415-22-01 - to- February 12, 2007 determine the spacing based upon the intended slab usage, thickness, and reinforcement. • The structural engineer should take into consideration criteria of the American Concrete Institute when establishing crack control spacing patterns. 6.8.5 _ The, recommendations.of this report are intended to reduce, not prevent, the potential for cracking of concrete slabs and foundations. Even with the incorporation of the recommendations of this report, foundations, stucco, and at -grade concrete slabs may still exhibit cracking due to shrinkage of the concrete during curing. The occurrence of shrinkage cracks is independent of the supporting characteristics. Limiting the slump of the concrete, proper placement and curing of concrete, and the construction of crack -control joints for shrinkage cracks should reduce the potential for unsightly shrinkage cracking. 6.9 Retaining Walls and Lateral Loads 6.9.1 Retaining walls that are allowed to rotate more than 0.001H (where H equals the height of the retaining wall portion of the wall in feet) at the top of the wall and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0 to 1.0, an active soil pressure of 45 pcf is recommended. These soil pressures assume that the backfill soil within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall will possess an Expansion Index of • less than 50. For those areas with finish grade soil having an Expansion Index greater than 50 and/or where the backfill soil does not conform to the above criteria, Geocon should be consulted for additional recommendations. 6.9.2 Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf (where H equals the height of the wall in feet) should be added to the above active soil pressure. 6.9.3 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (e.g. weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon should be contacted for additional recommendations. Figure 6 presents wall drainage details. Project No. T2415-22-01 - 11 - February 12, 2007 • Is 6.9.4 In general, wall foundations having a minimum depth of 18 inches and minimum width of one foot may be designed for an allowable soil bearing pressure of 3,000 psf, provided.the soil within 3 feet below the base of the wall has an Expansion Index of less than 50. The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure: Geocon should be consulted. where such a cogd tion. is . anticipated_ 6.9.5 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pef is recommended for footings or shear keys poured neat against properly compacted granular fill or undisturbed natural soil. The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of soil not protected by floor slabs or pavement should not be included in the design for lateral resistance. An allowable friction coefficient of 0.4 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads. 6.9.6 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of walls are planned, such as crib -type walls, Geocon should be consulted for additional recommendations. 6.10 Flexible Pavement Design 6.10.1 The following pavement sections are prelitninarv. Final pavement design sections should be calculated once subgrade elevations have been attained and R -Value testingon n suberade soil is performed. These preliminary pavement thicknesses were calculated using procedures outlined in the California Highway Design Manual (Caltrans) and are based on an assumed R -Value of 30. Summarized below are the recommended preliminary pavement section thicknesses. TABLE 6.10.1 PRELIMINARY PAVEMENT DESIGN SECTIONS Greater thicknesses may be required by the local governing agency. Project No. T2415-22-01 12 - February 12, 2007 Assumed Asphalt Concrete Class 2 Base Location Traffic Index (TI) (inches) (inches) Parking Stalls 5.0 3.0 5.5 Drive Lanes 6.0 3.5 7.5 Greater thicknesses may be required by the local governing agency. Project No. T2415-22-01 12 - February 12, 2007 6.10.2 Asphalt concrete should conform to Section 203-6 of the Standard Specifications for • Public Works Construction (Green Book). Class 2 aggregate base should conform to Section 26-1.02A of the Standard Specifications of the State of California Department of Transportation (Caltrans). 6.10.3 Prior to placing base the subgrade should be scarified to a depth of at least 12 inches, moisture conditioned and compacted to a minimum of 95 percent relative compaction per ASTM D1557-02. The base should also be compacted to at least 95 percent relative compaction. Asphalt concrete should be compacted to a minimum of 95 percent of the Hveem density. 6.10.4 Loading aprons such as trash bin enclosures or loading docks should utilize Portland Cement concrete. The pavement should consist of a minimum 7 -inch concrete section reinforced with No. 3 steel reinforcing bars spaced 24 inches on center in both directions placed at the slab midpoint. The concrete should extend out from the trash bin such that both the front and rear wheels of the trash truck will be located on reinforced concrete pavement when loading and unloading. 6.10.5 The performance of pavements is highly dependant upon providing positive surface drainage away from the edge of pavements. Ponding of water on or adjacent to the • pavement will likely result in saturation of the subgrade soil and subsequent pavement distress. 6.11 Slope Maintenance 6.11.1 Slopes that are steeper than 3:1 (horizontal to vertical) may, under conditions which are both difficult to prevent and predict, be susceptible to near surface (surficial) slope instability. The instability is typically limited to the outer three feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soil, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is recommended that, to the maximum extent practical: (a) disturbed/loosened surficial soil be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. Although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will • Project No. T2415-22-01 - 13 - February 12, 2007 not eliminate the possibility, and it may be necessary to rebuild or repair a portion of the project's slopes in tine future. 6.12 Drainage 6.12.1 Adequate drainage provisions are imperative. Under no circumstances should water be allowed to pond adjacent to footings. The building pads should be properly finish graded after the buildings and other improvements are in place so that drainage water is directed away from foundations, pavements, concrete slabs, and slope tops to controlled drainage devices. 6.13 Plan Review 6.13.1 The soil engineer and engineering geologist should review the grading plans prior to finalization to check their compliance with the recommendations of this report and check the necessity for additional analyses and/or recommendations. The soils engineer should also be provided the opportunity to review the structural foundation plans prior to finalizing to check substantial conformance with the recommendations of this report. • is Project No. T2415-22-01 - 14 - February 12, Ll LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. __. If_any__variations-or--undesirable conditions are encountered during construction; or if the - proposed construction will differ from that anticipated herein, Geocon should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon. 2. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. T2415-22-01 February 12, 2007 REFERENCES • Blake, T.F., 2000a, EQSEARCH, Version 3.O0a, A Computer Program for the Estimation of Peak Horizontal Acceleration from Southern California Historical Earthquake Catalogs, Updated with Version 4.00..._ A Blake, T.F., 2000c, FRISKSP, Version 4.00,A Computer Program for Determining rhe Probabilistic Horizontal Acceleration Blake, T.F., 2000d, UBCSEIS, Version 1.03, User's Manual for Evaluating the Seismic Parameters in accordance with the 1997 UBC California Department of Water Resources, 2003, Water Data Library, 1999 - 2003, URL: http://well.water.ca.gov/ California Division of Mines and Geology, 1954, Geology of Southern California, Bulletin 170. California Building Code, 2001, State of California, California Code of Regulations, Title 24, 1998, California Building Code: International Conference of Building Officials and California Building Standards Commission, 3 Volumes. California Division of Mines and Geology, 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117, Hart, Earl W. and Bryant, William A., 1997, Fault Rupture Hazard Zones in California, CDMG Special Publication 42, revised 1997. International Conference of Building Officials, 1997, Uniform Building Code, Structural Engineering Design Provisions. International Conference of Building Officials, 1998, Maps of Known Active Fault Near -Source Zones in California and Adjacent Portions of Nevada, Prepared by California Division of Mines and Geology. Jennings, C.W., 1985, An Explanatory Text to Accompany the 1:750,000 scale Fault and Geologic Maps of California: California Division of Mines and Geology, Bulletin 201, 197p., 2 plates. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, Scale 1:750,000, Kennedy, M.P., and Morton, D.M., Geologic Map of the Murrieta 7.5' Quadrangle, Riverside County, California. Project No. T2415-22-01 February 12, 2007 E 0 Ll GE O C ON% CNO� VICINITY MAP INLAND EMPIRE INC. RANCHO CA LIFORNIA OFFICE TEMECULA, CALIFORNIA GEOTECHNICAL CONSULTANTS 41571 CORNING PLACE - MURRIETA, CALIFORNIA 92561- 7065 PHONE 951304 -2300 -FAX 951304-2392 TEMECULA KC I MG DSKIGTYPD DATE 02 - 12 - 2007 1 PROJECT NO. T2415 - 22 - 01 FIG. 1 _.. IPMIt4�1f.. %.VA n� CLOW :IDENU nj s�fu Jyo MY 'E .10 C Mir nu ti lS� v1 rx /,j io n u s . /1. 4 rr4R „" �"" y,r l�Nr. .. �µT RIA a My ° la tr a Ue *,rill �• �� C U LA � R� 2M(F UCl .j nM SW' M1 81n _ +"R N W L rFN(L1M ^ 4 N :. "..� S1e4L Al, % I S n iP I. 1 4 wry r PAN6A - � WYI ltG�./ YSe'.t•. p ! m .W .3 is ST nCA �qrN fFP R t `gT'F i f qC$ ,Sb '5,.9 - � _ /F z•acµb 8.� 1 f Sly?; F v - t��, rlf y � Vp• nwn �' ly. .. p �. R� � I i�� i f R � TEfiF gl \ y � g °`� 3 ❑ � ] �� �`8 W L� "t•`StT S4R' e+ iy' 4 N SOURCE: 2006 THOMAS BROTHERS MAP RIVERSIDE COUNTY, CALIFORNIA REPRODUCED WITIf PERMISSION GR M BY THOWS BROTHERSIMPS THIS MAP IS COPYRIGHT BY THOMAS BROS. MAPS. IT IS UNUM TO L'CPY - NO SCALE OR REPROOUCE N.L OR ANY PMT THEREOF, NHETHER FOR PERSONAL USE OR RESXE, WITHOUT PERMISSION. GE O C ON% CNO� VICINITY MAP INLAND EMPIRE INC. RANCHO CA LIFORNIA OFFICE TEMECULA, CALIFORNIA GEOTECHNICAL CONSULTANTS 41571 CORNING PLACE - MURRIETA, CALIFORNIA 92561- 7065 PHONE 951304 -2300 -FAX 951304-2392 KC I MG DSKIGTYPD DATE 02 - 12 - 2007 1 PROJECT NO. T2415 - 22 - 01 FIG. 1 • • • 10 STDRY 1 - B-55 $5 KSF O (2) 4/1000 NET. VIA l.'c_5 � -• K264.1C1-10 CAL, Ot=F(f v- + tA.0.15'. I10a `TEMScuLA,CA 12.12•oco THIS CONCEPTUAL DESIGN PLAN IS BASED UPON A PRELIMINARY REVIEW OF ENTITLEMENT REQUIREMENTS AND ON UNVERIFIED AND POSSIBLY INCOMPLETE SITE INFORMATION, AND IS INTENDED MERELY TO ASSIST IN EXPLORING HOW THE SITE MIGHT BE DEVELOPED. STORY I (� 5 KSF 000 NET �1VC .N WARE MALCOMB artblleclurt a emalmmb.com pl.m g p ma.6 .mv mntlon RANCHO CALIFORNIA OFFICE TEMECULA, CALIFORNIA GEOCON LEGEND QpsJ ... ..PAUBA FORMATION B-5 Q ........ APPROX. LOCATION OF GEOTECHNICAL BORING .....APPROX. LOCATION OF ' DRAINAGE GULLY (2') ........ESTIMATED DEPTH OF REMOVAL GEOCON Q'I INLAND eMP11t61NG c[orzoa.cummuuns .wl msvc nAa-rwvnn, avow. nsel. ems PROD CI.Y1.1]110' 415 -2.-01 PROJECT NO. 12d15 -22 -01 GEOLOGIC MAP DAu 0RE 2-12.200] 0 0 • GEOCON INLAND EMPIRE INC. GEOTECHNICAL CONSULTANTS 41571 CORNING PLACE - MURRIETA, CALIFORNIA 92561- 7065 PHONE 951304.2300 -FAX 951304-2392 RANCHO CALIFORNIA OFFICE TEMECULA, CALIFORNIA KC I MG I I DSK/G1YP0 I I DATE 02 - 12 - 2007 I PROJECT NO. T2415 - 22 - 01 ( FIG. 3 I C:1IDRAFTING\l Dma inBsWURRIETA1T2415-22.01\KC_FIGURE3,dwp, Layout1,2J12R0070:35A5 AM, Ge=n Inland Emplm • • ASSUMED CONDITIONS: SLOPE HEIGHT SLOPE INCLINATION SLOPE ANGLE DEPTH OF SATURATION H = Inflnte 2.0: 1.0 (Horizontal: Vertical) I = 26.6 ° Z = 5 feet UNIT WEIGHT OF WATER Y. 62.4 pounds per cubic foot TOTAL UNIT WEIGHT OF SOIL yl = 140 pounds per cubic foot ANGLE OF INTERNAL FRICTION � = 35 degrees APPARENT COHESION C = 230 pounds per square foot SLOPE SATURATED TO VERTICAL DEPTH Z BELOW SLOPE FACE. SEEPAGE FORCES PARALLEL TO SLOPE FACE. ANALYSIS: FS=C+(y,—y„,)Z•cos2i•tan � 1.6 y, •Z -sin i•cosi REFERENCES: I ...... Haefell, R. The Stability of Slopes Acted Upon by Parallel Seepage, Prod. Second International Conference, SMFE, Rotterdam, 1948, 1, 57-62. 2...... Skempton, A. W., and F. A. Delory. Stability of Natural Slopes in London Clay, Proc. Fourth International Conference, SMFE, London, 1957, 2, 378-81. GEOCON CPINLAND EMPIRE INC. GEOTECHNICAL CONSULTANTS 41571 CORNING PLACE SUITE 101 - MURRIETA, CA 92562-7065 PHONE 951 304-2300 - FAX 951 304-2392 KC/KC SURFICIAL SLOPE STABILITY - FILL SLOPES RANCHO CALIFORNIA OFFICE TEMECULA, CALIFORNIA DATE 02-12-2007 PROJECT N0. T2415-22-01 FIG. 4 • u • WALL FOOTING SAND VISQUEEN COLUMN FOOTING CONCRETE SLAB `....SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION WALL/ COLUMN FOOTING DIMENSION DETAIL GEOCON �((j) INLAND EMPIRE GEOTECHNICAL CONSULTANTS 41571 CORNING PLACE - MURRIETA, CAUFORNIA 92561.7065 PHONE 951304.2300 -FAX 951304-2392 KC ( MG OSK/GTYPD NO SCALE RANCHO CALIFORNIA OFFICE TEMECULA, CALIFORNIA DATE 02-12-2007 1 PROJECT NO. T2415-22-01 I FIG. 5 C:110RAFTINGII Drawings%MURRIETA1T2415-22.01VKC_FIGURE 5.dwg, Leyoutl, 2112120078:35ZS AM. Geo nInland Empire ag a a s < •'�. PAD GRADE p. ' a a ..a g as n ° �r a a a.'. 'a SAND —�Z z 0 go q..:c. ap o0 LL LL1 F a FOOTING' VISQUEEN WIDTH `....SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION WALL/ COLUMN FOOTING DIMENSION DETAIL GEOCON �((j) INLAND EMPIRE GEOTECHNICAL CONSULTANTS 41571 CORNING PLACE - MURRIETA, CAUFORNIA 92561.7065 PHONE 951304.2300 -FAX 951304-2392 KC ( MG OSK/GTYPD NO SCALE RANCHO CALIFORNIA OFFICE TEMECULA, CALIFORNIA DATE 02-12-2007 1 PROJECT NO. T2415-22-01 I FIG. 5 C:110RAFTINGII Drawings%MURRIETA1T2415-22.01VKC_FIGURE 5.dwg, Leyoutl, 2112120078:35ZS AM. Geo nInland Empire ag a a s < •'�. p. a a ..a g n ° �r a a a.'. 'a SAND —�Z r Ie F a F VISQUEEN a s 4 A, 80 ° a --.— FOOTING WIDTH' `....SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION WALL/ COLUMN FOOTING DIMENSION DETAIL GEOCON �((j) INLAND EMPIRE GEOTECHNICAL CONSULTANTS 41571 CORNING PLACE - MURRIETA, CAUFORNIA 92561.7065 PHONE 951304.2300 -FAX 951304-2392 KC ( MG OSK/GTYPD NO SCALE RANCHO CALIFORNIA OFFICE TEMECULA, CALIFORNIA DATE 02-12-2007 1 PROJECT NO. T2415-22-01 I FIG. 5 C:110RAFTINGII Drawings%MURRIETA1T2415-22.01VKC_FIGURE 5.dwg, Leyoutl, 2112120078:35ZS AM. Geo nInland Empire 0 • RETAINING WALL LOWER LEVEL SLAB ON GRADE 12' MIN. 1' NOTES: I ...... PREFABRICATED DRAINAGE PANELS SUCH AS MIRADRAIN 6000 OR EQUIVALENT MAYBE USED IN LIEU OF PLACING GRAVEL 2 ...... DRAIN SHOULD BE UNIFORMLY SLOPED AND MUST LEAD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING GROUND SURFACE 213H RETAINING WALL DRAINAGE DETAIL GEOCON (0)INLAND EMPIRE GEOTECHNICAL CONSULTANTS 41571 CORNING PLACE - MURRIETA, CALIFORNIA 92561- 7065 • PHONE 951304-2300 - FAX 951304.2392 KC / MG I I DSK/GTYPD L-3/4'CRUSHED GRAVEL H MIRAFI 140N FILTER FABRIC OR EQUIVALENT 4' DIA. PERFORATED SCHEDULE 40 PVC PIPE NO SCALE RANCHO CALIFORNIA OFFICE TEMECULA, CALIFORNIA DATE 02 - 12 - 2007 I PROJECT NO. T2415 - 22 - 01 I FIG. 6 0:%lDRAFTING\t DrawingsNURRIETA\T24I5 22-01= FIGURE B.dwB, Layoutt, V1212007 6:35:16 AM, Geodcn Inland EmpVa APPENDIX C • E • APPENDIX A FIELD INVESTIGATION The field investigation was performed on January 19, 2007, and consisted of a site reconnaissance, geologic mapping, and excavation of five small -diameter borings. The borings were drilled with a CME -55 hollowstem-auger drill rig. In-situ ring and bulk samples were obtained from the borings. The ring samples were obtained by driving a split -spoon sampler lined with brass rings into the soil with an automatic 140 pound hammer dropped 30 inches. The rings were then placed in sealed tubes and transported to our laboratory for testing. The soil conditions encountered in the excavations were visually observed, classified and logged in general accordance with American Society for Testing and Materials (ASTM) practice for Description and Identification of Soils (Visual -Manual Procedure D2488). Logs of the borings are presented on Figures A -I through A-5. The logs depict the soil and geologic conditions encountered and the depth at which samples were obtained. The approximate locations of the borings are shown on the Geologic Map, Figure 2. 0 Project No. 1-2415-22-01 - A-1 - February 12, 2007 rMUJMU 1 INQ. 1441 U -41-V 1 ®... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS W DISTURBED OR BAG SAMPLE BORING B 1 0,-- W e DEPTH r 0 3 SOIL Q H i0 w ul 1N SAMPLE 0 0 Cuss COMPLETED 01.19-2007 K m 0 a t� ELEV. (MSL.) DATE i O FEET H (USCS) w m Q O J EQUIPMENT CME 55 BY: K. COX a ._ MATERIAL DESCRIPTION BI-[ SP PAUBA FORMATION- Qps Medium dense, moist, brown, fine to coarse SAND 2 33 111.5 8.7 B1-2 4 39 100.2 16.0 III -3 6 ... � 121. 6 B1_4 ...�� .I. _ __ Sm _ __ __ __ _—_ _____________ __ _ __ _____ Very stiff, moist, brown, Sandy SILT' 1.'I. __________________ __________ ___ SP Dense, moist light brown, fine to coarse SAND 10 62 98.4 10.7 BI -5 12 74 BI -6 14 55 B 17 16 18 20 BI -8 69 22 24 87 102.5 3.7 BI -9 26 BORING TERMINATED AT 26 FEET No groundwater encountered Backfilled with native Figure A-1, T2410-22-01.UVJ Loci of Boring B 1, Page 1 of 1 ❑ SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ®... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS ® ... DISTURBED OR BAG SAMPLE ®... CHUNK SAMPLE WATER TABLE OR SEEPAGE • NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON Fj i'KUJCUI �1 NU. IZ4lb-ZZ-UI BORING B 2 o W� r W o > F rn^ of DEPTH 00 < SOIL QQz�i K F W U r W IN ' SAMPLE O ❑ CLASS ELEV. MSL. DATE COMPLETED 01-19-2007 ( > w `5 O ❑ o: FEET N0. � (USCs) W of m K ❑ M O U n 0 EQUIPMENT CME 55 BY: K. COX a O MATERIAL DESCRIPTION 0 SP PAUBA FORMATION- Qps Dense, moist, brown, fine to medium SAND; trace silt 2 44 B2-1 4 112-2 -Becomes fine to coarse grained sand, no silt 52 113.9 11.9 6 " ML Very stiff, moist, brown SILT 37 6 B2-3 10 __ $p --------- Very dense, moist, light brown, fine to coarse SAND — --------- 50 82-q 12 71 B2.5 14 B2.6 -Becomes dense at 15' 61 16 18 20 B2-7 ------------------------------ ML Very stiff, moist, brown, Sandy SILT 48 22 24 SP Dense, moist, brown, fine SAND; trace silt 63 B2-8 26 BORING TERMINATED AT 26 FEET No groundwater encountered Backfilled with native T2415-22-01 OPJ Figure A-2, Log of Boring B 2, Page 1 of 1 1_1... SAMPLING UNSUCCESSFUL 10 STANDARD PENETRATION TEST ®... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS ® ... DISTURBED OR SAG SAMPLE ❑ ... CHUNK SAMPLE WATER TABLE OR SEEPAGE NOTE: HNOT G OF SSUBSURFACE BE CONDITIONS NDITI ENS SHOWN OF HEREON APPLIES ONLY AT THE SPECIFIC FACE CONDITIONS AT OTHER LOCATIOOR TRENCH NS AND TIMES.LOCATION AND AT THE DATE INDICATED. IT S GEOCON PROJI-U I NU. 12410 -ZZ -U -I BORING B 3 Z'" p W H. VQQ-Z H V) ZLL 7 DEPTH IN SAMPLE p 3 o SOIL cuss ELEV. (MSL.) DATE COMPLETED 07-19-2007 K w N O W U a y W p FEET NO W H 7 (USCS) a? C' O J EQUIPMENT CME 55 BY: K. COX LD MATERIAL DESCRIPTION _. 0.. . B3-1 ..._. SP -.. PAUBA FORMATION- QPs Dense, moist, brown, Fine to coarse SAND 2 53 B3.2 4 45 63-3 6 - Very moist, brown SILT; trace fine sand Mti stiff, 38 6 B3-4 10 SM __ ____________ ____ ________-- Dense, moist, brown, Silty, very fine SAND _71_ B3.5 .I .'. ----------- —fi— --- --- 12 __ Dense, moist, light brown, fine to coarse SAND SP B3-6 14 45 B3-7 - 16 BORING TERMINATED AT 16 FEET No groundwater encountered Backfilled with native Figure A-3, I nn of Rnrinn R 3. Page 1 of 1 ❑ ... SAMPLING UNSUCCESSFUL' ®... STANDARD PENETRATION TEST ®... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS ® WATER TABLE OR SEEPAGE DISTURBED DR BAG SAMPLE ®... CHUNK SAMPLE 1 ��� .NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH t,UCA1,DN AND n7 HE CA D . IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON C� • YK VJ Cl' I IV V. 1 L4 I J -GG -U I BORING B 4 0u— W= IW- DEPTH 0 3 SOIL aaZ K F U. W U F- W IN SAMPLE JO o CLASS ELEV. (MSL.) DATE COMPLETED 01-19-2007 w N O o o. v p FEET NO. F j (USCS) UJ m oe O J EQUIPMENT CME 55 BY: K. COX o_ O MATERIAL DESCRIPTION 0 SP PAUBA FORMATI O N-QPS Dense, moist, brown, fine to coarse SAND 2 47 105.4 6.1 B4-1 4 55 134-2 ML Very stiff, moist, brown SILT; trace fine sand 26 5 B4-3 10 27 B4-4 12 dense, brown, Silty, veryfine SAND Medium most, 26 134-5 �.F 14 I' I- 31 B4-6 16 } 10 IFI 2051 134-7 .Becomes dense and Bne to coarse 22#� 24 #... 60 B4-8 .'� 26 BORING TERMINATED AT 26 FEET No groundwater encountered Backfilled with native Figure A-4, I nn of Borina B 4. Page 1 of 1 ❑ SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ❑ ... STANDARD PENETRATION TEST ®:.. DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE � ��� CHUNK SAMPLE Y ... WATER TABLE OR SEEPAGE NOTE'I THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION Al IB NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON C � r H UJ CU I IN U. 1 44 1 J -44-U I BORING B 5 Z'-- 0Q Z w� > H �_ Vl^ x-' DEPTH p 3 SOIL K Fa- � W U y W IN SAMPLE O z Cuss ELEV. (MSL.) DATE COMPLETED 01-19-2007 N p ° FEET NO. F D (USCS) W m O O -' EQUIPMENT CME 55 BY: K. COX a MATERIAL DESCRIPTION 0 B51 SP PAUBA FORMATION- Qps Dense, moist, brown, fine to medium SAND 2 66 111.7 3.7 135-2 4 71 109.6 4.3 135-3 6 8 1354 57 10 B5-5 58 'ML Very stiff, moist, brown, Sandy SILT 85-6 28. 14 BS -7 26 16 '--- -- SM ------------—y------------------ Dense, moist, brown, Silly, ver fine SAND --- --- --- 20 { '� 46 115.6 14.8 B5-8 22 II. 24 85-9 -I'.�I 65/11" 119.0 10.7 26 BORING TERMINATED AT 26 FEET No groundwater encountered Backfilled with native Figure A-5, T34I'-ZZ-'.�"J Loq of Boring B 5, Page 1 of 1 ❑ ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS ®... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE WATER TABLE OR SEEPAGE • NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND ATTHE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON APPENDIX • • 0 • • APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Disturbed bulk samples were tested to determine maximum dry density and optimum moisture content, direct shear properties, expansion and chemical characteristics. In-situ ring samples were tested for collapse potential, and in-situ moisture and density. Results of the laboratory tests are presented in tabular form below. The results of in-place density and moisture content tests are present on the boring logs, Figures A-1 through A-5 in appendix A. TABLE B -I SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-02 TABLE B -II SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829-03 Sample No. Moisture Content Maximum Optimum Sample No. Description Dry Density Moisture Content 15.2 119.9 (Pct) (% dry wt.) 14.3 Light brown, Silty, fine to 35 B3-1 coarse SAND with a trace of 134.8 7.7 clay and gravel TABLE B -II SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829-03 Sample No. Moisture Content Dry Density (Pcf) Expansion Index Before Test (%) After Test (%) 131-1 7.6 15.2 119.9 0 TABLE B -III SUMMARY OF DIRECT SHEAR TEST RESULTS' ASTM D 3080-03 Sample Dry Density Moisture Content Unit Cohesion Angle of Shear No. (pct) C (pst) Resistance (degrees) B3-1* 124.0 14.3 230 35 -Sample mmolded to a dry density o1 rougniy vu percent of we iauummiy mnnunuui �y �.••=•v ••• • --• -• -• a --- moisture content. Project No. T2415-22-01 - B-1 - I-ebmary 12, 2uu i • • Ll TABLE B -IV SUMMARY OF CHEMICAL TEST RESULTS Sample No. Sulfate Content (%) pH Resisitivity (ohm centimeters) BS -I ----- - -0.016-_ - .-6.2- _...- _13;000_- ..- - Resistivity and pH determined by Cal Trans Test 532. Water-soluble sulfate deterinined by California Test 417. . TABLE B -V SUMMARY OF SINGLE -POINT CONSOLIDATION (COLLAPSE) TESTS ASTM D 2435-03 Sample Number Lt -situ Dry Density (pcf) Moisture Content Before Test Axial Load with Water Added (pst) Percent Collapse B1-2 111.5 8.7 2000 0.1 131-3 100.2 16.0 2000 0.0 B2-2 113.9 11.9 2000 0.1 B4-1 105.4 6.1 2000 0.9 B5-2 111.7 3.6 2000 1 0.3 B5-3 109.6 4.3 2000 1 0.8 Project No. T2415-22-01 - B-2 - February 12, 2007 APPENDIX J 0 0 APPENDIX C RECOMMENDED GRADING SPECIFICATIONS FOR • RANCHO CALIFORNIA OFFICE RANCHO CALIFORNIA ROAD AND MORAGA ROAD TEMECULA, CALIFORNIA PROJECT NO. T2415-22-01 1] RECOMMENDED GRADING SPECIFICATIONS • 1. GENERAL L1 These Recommended Grading Specifications shall be used in conjunction with the Geotechnical _.Report -for the project prepared.. by Geocon. Incorporated. The.. recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency • ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, adverse weather, result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as -graded topography. • GI rev. 10106 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. • 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible £or having' qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2,7 Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction • of fills. In general, fill materials can be classified as soil fills, soil -rock fills or rock fills, as defined below. C� 3.1.1 Soil rills are defined as fills containing no rocks or hard lumps greater than 12 inches in maxitmmn dimension and containing at least 40 percent by weight of material smaller than 3/a inch in size. 3.1.2 Soil -rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches, 3,1.3 Rock tills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than 3/< inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 01 rev. wive 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. • 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 and-10;.40CFR;. and any other.applicable-iocal, state -or federal. laws. The Consultant_ shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil -rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal:vertical) and a soil layer no thicker than 12 inches is track -walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the • Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 0 3.6 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1'/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. UI ruv. lufull 4.2 Any asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility. Concrete fragments that are free of reinforcing • steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. 4.3 After clearing -and grubbing -of organic matter and other unsuitable material, loose or - porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of the Consultant. The exposed surface shalt then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5:1 (horizontal: vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade • Remove All Unsuitable Material As Recommended By Consultant DETAIL NOTES: • 2 Slope To Be Such That Sloughing Or Sliding Does Not Occur Ground 1 r—Finish Slope Surface B See Note 1 See Note 2 No Scale (1) Key width "Q" should be a minimum of to feet, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. .,, rev. wive 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in • Section 6 of these specifications. 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil -rock fill shall be accomplished by sheepsfoot or segmented -steel wheeled rollers, vibratory rollers, multiple -wheel pneumatic -tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil -rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be • thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. • 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557-02. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. GI rev. lulub 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. • Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557-02. Compaction shall be continuous - — over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over -built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track -walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over -building of slopes, slope faces may be back -rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4 -foot fill height • intervals. Upon completion, slopes should then be track -walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. • 6.2 Soil -rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 incites but less than 4 feet in maximum distension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimumhorizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2,2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. GI rev. 10/06 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. • 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and -_...4 feet deep in maximum dimension. The voids around and beneathrocksshould be _ - filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open -face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center -to -center with a 5 -foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 Rock placement, fill placement and flooding of approved granular soil in the windrows should be continuously observed by the Consultant. Is 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post -construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20 -ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the GI rev. 10106 required compaction or deflection as recommended in Paragraph 6.3.3 shall be • utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. — 6.3.3 Plate bearing tests, in accordance with -ASTM D-1 196-93, may 6e performed in both the compacted soil fill and in the rock fill to aid in determining the required minimum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is • being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. • 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2 -foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock Should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. GI rev, IU/Ub 7. OBSERVATION AND TESTING • 7.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil -rock fill should be placed without at least one field density test. being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil -rock fill placed and compacted. 7.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil -rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 7.3 During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture • has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 7.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 7.5 The Consultant should observe the placement of subdrains, to verify that the drainage devices have been placed and constructed in substantial conformance with project specifications. 7.6 Testing procedures shall conform to the following Standards as appropriate: • Ol rev. IU/Ub 7.6.1 Soil and Soil -Rock Fills: • 7.6.1.1 Field Density Test, ASTM D 1556-02, Density of Soil In -Place By the Sand -Cone Method, 7.6.1.2 Field Density Test, Nuclear Method, ASTM D 2922-01, Density of Soil -- — and Soil=Aggregate In -Place by Nuclear Methods (Shallow Depth). - 7.6.1.3 Laboratory Compaction Test, ASTM D1557-02, Moisture -Density Relations of Soils and Soil -Aggregate Mixtures Using 10 -Pound Hammer and 18 -Inch Drop. 7.6.1.4. Expansion Index Test, ASTM D 4829-03, Expansion Index Test. 7.6.2 Rock Fills 7.6.2.1 Field Plate Bearing Test, ASTM D 1196-93 (Reapproved 1997) Standard Method for Nonreparative Static Plate Load Tests of Soils and Flexible Pavement Components, For Use in Evaluation and Design of Airport and Highway Pavements. 8. PROTECTION OF WORK 8.1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be • controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 8.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consu Itant. • GI rev, IUN6 9. CERTIFICATIONS AND FINAL REPORTS • 9.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of -the -positions -shown Oil tile grading plans.. After installation of a -section of-- - subdrain, the project Civil Engineer should survey its location and prepare an as -built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. • 9.2 The Owner is responsible for furnishing a final as -graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as -graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. U1 rev. wiuo Water Quality Management Plan (WQMP) Rancho view Professional Center I & II Appendix F Treatment Control BMP Sizing Calculations and Design Details 40 GoWorksheet 2 Design Pityrocedure Form for Design Flow Uniform IntensDesign Flow s Designer: !(3 .Company: Date: - 2 Project: „S�'oA Location: pA/ ql,y_ qq0- 6z_7 ,.. , 1. Determine Impervious Percentage a. Determine total tributary area acres (1) b. Determine Impervious % _ % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coefficient C, = (3) b. B Soil Runoff Coefficient Cb = (4) c. C Soil Runoff Coefficient C� = p, g� (5) d. D Soil Runoff Coefficient Cd = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / O = A. = (7) b. Area of B Soil / (1) = Ab = (8) c. Area of C Soil / (1) = Ac = / (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)x(7) + (4)x(9) + (5)x(9) + (6)x(10) = oo/� C = /� D % (11) 5. Determine BMP Design flow a.QBMP=CxIxA=(11)x0.2x(1) QBMP-„�� ft3 1,2s (12). lue Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow Designer: ; Company: Date: Project: O a 5413 Location: 1. Determine Impervious Percentage a. Determine total tributary area A,o,ai = �y% acres (1) b. Determine Impervious % i = % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coefficient Ca = (3) b. B Soil Runoff Coefficient C, = (4) c. C Soil Runoff Coefficient Cc = /) V (5) d. D Soil Runoff Coefficient C, = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa = (7) b. Area of S Soil / (1) = A, = (8) c. Area of C Soil / (1) = A� = / (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C = (11) 5. Determine BMP Design flow a. QBMP- CXIxA= (11)x 0.2 x(1) ft' QBMP- 0 �2 s (12) r ,, L 2 Worksheet 2 Design Procedure Form for Design Flow Uniform Intensity Design Flow �G6i 3 n Designer: G Company: Date: Project: Location: A 0&1 07-1 1. Determine Impervious Percentage a. Determine total tributary area Aimai = 0,521 acres (1) b. Determine Impervious % _ % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coefficient Ca = (3) b. B Soil Runoff Coefficient Cb = (4) c. C Soil Runoff Coefficient C� = n (5) d. D Soil Runoff Coefficient C, = (6) 3. Determine the Area decimal fraction of each soil type in tributary area a. Area of A Soil / (1) = Aa = (7) b. Area of B Soil / (1) = Ab = (8) c. Area of C Soil / (1) = Ac = / (9) d. Area of D Soil / (1) = Ad = (10) 4. Determine Runoff Coefficient a. C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C = 5. Determine BMP Design flow a.QBMP=CxIxA= (11)X0.2X(1) QBMP= ft' s (12) E Worksheet 2 Design Procedure Form for Design Flow I Uniform Intensity Design Flow ncrr Designer: Company: Date: Oa zl c 1 Project: O 'O Location: 1. Determine Impervious Percentage a. Determine total tributary area A,„� acres (1) b. Determine Impervious % i = % (2) 2. Determine Runoff Coefficient Values Use Table 4 and impervious % found in step 1 a. A Soil Runoff Coefficient Ca = (3) b. B Soil Runoff Coefficient Cb = (4) c. C Soft Runoff Coefficient C, _ /), % (5) d. D Soil Runoff Coefficient Cd = (6) 3. Determine the Area decimal fraction of each sof! type in tributary area a. Area of A Soil / (1) = Aa = (7) b. Area of B Soil / (1) = Ae = (8) c. Area of C Soil / (1) = A� = d (9) d. Area of D Soil / (1) = Ad, _ (10) 4. Determine Runoff Coefficient a. C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) = C = O , J / 01) 5. Determine BMP Design flow a.Camp =CxIxA= (11)x0.2x(1) QBMP 3 s (12) 10 !�j Table 4. Runoff Coefficients for an Intensity = 0.2'n/hr for Urban Soil Types' 'Complete District's standards can be found in the Riverside County Flood Control Hydrology Manual 6 Impervious % A Soil" RI 32 ` B`Sotl RI 56 C Soil RI =69 D Sorl : Rl 75 0 Natural 0.06WO.33 0.23 0.28 5 0.100.26 0.31 10 0.140.29 0.34 15 0.190.33 0.37 20 (1 -Acre) 0.230.36 0.40 25 0.270.39 0.43 30 0.31 0.37 0.43 0.47 35 0.41 0.46 0.50 40 1/2 -Acre) 0.45 0.50 0.53 45 =0.560.60 0.48 0.53 0.56 50 (1/4 -Acre) 0.52 0.56 0.59 55 0.56 0.60 0.62 30 0.63 0.65 35 Condominiums 0:61 0.64 0.66 0.68 '0 0.65 0.67 0.70 0.71 '5 (Mobilehomes)=0.820.82 0.73 0.74 IO (Apartments) 0.77 0.78 15 0.80 0.81 �0 (Commercial) 0.83 084 5 08700 0.90 0.90 'Complete District's standards can be found in the Riverside County Flood Control Hydrology Manual 6 40 0 it Worksheet 9 Design Procedure Form for Grassed Swalezagf,�L Designer:_ Company: Date: Location: fpr/L q6L! 1)Qn ar 7 1. Determine Design Flow Q'. _ �_ 3�" cfs (Use Worksheet 2) 2. Swale Geometry a. Swale bottom width (b) b = /, 6� ft b. Side slope (z) z = 3 ' I c. Flow direction slope (s) s = % % 3. Design flow velocity (Manning n = 0.2) v = D I ft/s 4. Depth of flow (D) D ft 5. Design Length (L) L = (7 min) x (flow velocity, ft/sec) x 60 L = / ft 6. Vegetation (describe) 8. Outflow Collection (check type used or _ Grated Inlet' describe "other") _ Infiltration Trench Underdrain _ Other Notes: 55 4F F� BASIN 1- WQ.txt channel calculator Given Input Data: Shape........................... Solving for ..................... Flowrate ........................ Slope........................... manning's n ..................... Height .......................... Bottom width .................... Left slope ...................... Right slope ..................... computed Results: Depth............................ velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter ................... Hydraulic radius ................ Top width ....................... Area............................ Perimeter ....................... Percent full .................... Trapezoidal Depth of Flow 0.3700 cfs 0.0100 ft/ft 0.2000 20.0000 in 20.0000 in 0.3333 ft/ft (v/H) 0.3333 ft/ft (v/H) 4.8760 in 0.3155 fps 7.7541 cfs 1.1726 ft2 50.8410 in 3.3212 in 49.2586 in 11.1119 ft2 146.5025 in 24.3798 Page 1 40 • • BASIN 1- Q100,txt channel calculator Given Input Data: shape........................... Solving for ..................... Flowrate ........................ Slope........................... Mannings n ..................... Height.......................... Bottom width .................... Left slope ...................... Right slope ..................... computed Results: Deth ...:....................... Velocity ........................ Full Flowrate ..................• Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... Area ............................ Perimeter ........................ Percent full ..................•• Trapezoidal Depth of Flow 7.5000 cfs 0.0100 ft/ft 0.2000 20.0000 in 20.0000 in 0.3333 ft/ft (V/H) 0.3333 ft/ft (V/H) 19.7172 in 0.6920 fps 7.7541 cfs 10.8386 ft2 144.7137 in 10.7852 in 138.3150 in 11.1119 ft2 146.5025 in 98.5860 Page 1 goWorksheet 9 55 Design Procedure Form for Grassed Swale Designer: y Company: Date: nz `L Project: �z rf�Z1 Location: y /F l G'•!f 7G^ 0T7 1. Determine Design Flow QBMP = G _ Z Z cfs (Use Worksheet 2) 2. Swale Geometry a. Swale bottom width (b) b. Side slope (z) b = /. - Z= 31 t ft c. Flow direction slope (s) S = ! % 3. Design flow velocity (Manning n = 0.2) v = (�. Z� ft/s 4. Depth of flow (D) D = C) • 3 i. ft .5. Design Length (L) L = (7 min) x (flow velocity, ft/sec) x 60 L ft 6. Vegetation (describe) 8. Outflow Collection (check type used or _ Grated Inlet' describe "other") _ Infiltration Trench _ Underdrain Other Notes: 55 M 40 UA BASIN 2- wQ.txt channel calculator Given Input Data: shape........................... solving for ..................... Flowrate ................. :...... slope........................... manning's n ..................... Height.......................... Bottom width .................... Left slope ...................... Right slope ..................... Computed Results: Deth ........................... Velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter ................... Hydraulic radius ................ Topwidth ....................... Area ............................ Perimeter ......................: Percent full ... :................ Trapezoidal Depth of Flow 0.2200 cfs 0.0100 ft/ft 0.2000 20.0000 in 20.0000 in 0.3333 ft/ft (V/H) 0.3333 ft/ft (V/H) 3.7268 in 0.2726 fps 7.7541 cfs 0.8070 ft2 43.5726 in 2.6670 in 42.3631 in 11.1119 ft2 146.5025 in 18.6341 Page 1 n� 0 I BASIN 2- QIOO.txt channel calculator Given input Data: shape........................... solving for ..................... Flowrate ........................ slope........................... manning's n ..................... Height.......................... Bottom width .................... Left slope ...................... Right.slope ..................... Computed Results: Depth........................... Velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Topwidth ....................... Area............................ Perimeter ....................... Percent full .................... Trapezoidal Depth of Flow 4.2000 cfs 0.0100 ft/ft 0.2000 20.0000 in 20.0000 in 0.3333 ft/ft (V/H) 0.3333 ft/ft (V/H) 15.3356 in 0.5974 fps 7.7541 cfs 7.0300 ft2 116.9996 in 8.6524 in 112.0228 in 11.1119 ft2 146.5025 in 76.6780 % Page 1 Go • Worksheet 9 Design Procedure Form for Grassed Swale 3�c"n 3 Designer. �So Company: Date: Project:— Location: ll / r rrt y h - t4 % '' 1. Determine Design Flow (Use Worksheet 2) QBMP= D. i cfs 2. Swale Geometry a. Swale bottom width (b) b. Side slope (z) c. Flow direction slope (s) b = !. Z = ? I S= ft 3. Design flow velocity (Manning n = 0.2) v = /D 22 fus 4. Depth of flow (D) D = 0.2 ft 5. Design Length (L) L = (7 min) x (flow velocity, ft/sec) x 60 L =_ ft 6. Vegetation (describe) 8. Outflow Collection (check type used or describe "other") _ — _ Grated Inlet' Infiltration Trench Underdrain Other Notes: 55 BASIN 3- WQ.txt Channel Calculator Given Input Data: Trapezoidal shape ...................... solving for ... Depth of Flow Flowrate ........................ 0.1000 cfs 0.0100 ft/ft Slope manning's n ..................... 0.2000 Height .......................... 20.0000 in Bottom width 20.0000 in 0.3333 fit/ft (V/H) Left slope ...................... Right slope ..................... 0.3333 ft/ft (V/H) Computed Results: 2.4399 in Depth ........................... 0.2160 fps 0.2160 velocity ........................ Full Flowrate ................... cfs Flow area .................•• 0.4629 ft2 35.4326 in Flow perimeter ............••••.. Hydraulic radius ................ 1•.413 in n Top width ..................••••. 34,6408 in 1119 11.ft2 Area ............................ Perimeter ......•••••.•• 11.11195 in ..••.. 12.1995 Percent full .................... Page 1 ri • BASIN 3- Q100.txt channel calculator Given Input Data: shape ........................... solving for ..................... Flowrate ........................ slope........................... Manning's n ..................... Height.................... Bottom width ..................... Left slope ...................... Right slope ..................... Computed Results: Depth........................... Velocity ................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Topwidth ....................... Area............................ Perimeter ....................... Percent full .................... Trapezoidal Depth of Flow 2.3000 cfs 0.0100 fit/ft 0.2000 20.0000 in 20.0000 in 0.3333 ft/ft (V/H) 0.3333 fit/ft (V/H) 11.7209 in 0.5122 fps 7.7541 cfs 4.4903 ft2 94.1364 in 6.8688 in 90.3327 in 11.1119 ft2 146.5025 in 58.6047 Page 1 go 55 Design Procedure Form for Grassed Swale /�, Designer:_ !=�'�'SiaP G� Company: Date: Project: Location: 1. Determine Design FlowQBMP (Use Worksheet 2) = r • ZS cfs 2. Swale Geometry b. Side slope (z)z c. Flow direction slope (s)s a. Swale bottom width (b)t0.2) b = = = -2,, ft 3. Design flow velocity (Manning n =v = , flys 4. Depth of flow (D) D = o. t16 ft 5. Design Length (L) L = (7 min) x (flow velocity, fUsec) x 60 L = _ ft 6. Vegetation (describe) 8. Outflow Collection (check type used or describe "other") Grated Inlet' Infiltration Trench Underdrain Other Notes: 55 go • 0 BASIN 4- Qlk3O.txt channel calculator Given Input Data: shape........................... Solving for ..................... Flowrate ........................ Slope........................... manning's n ..................... Height .......................... Bottom width .................... Left slope ...................... Right slope ..................... Computed Results: Deth ........................... velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... Area............................ Perimeter ........................ Percent full .................... Trapezoidal Depth of Flow 0.2500 cfs 0.0200 ft/ft 0.2000 10.0000 in 0.0000 in 0.3333 ft/ft (v/H) 0.3333 ft/ft (v/H) 5.5896 in 0.3840 fps 1.1792 cfs 0.6510 ft2 35.3552 in 2.6514 in 33.5412 in 2.0835 ft2 63.2512 in 55.8964 Page 1 • L% • Bio Swale Q100.txt channel calculator Given Input Data: shape........................... solving for ..................... Flowrate ........................ slope........................... manning's n .... ...'.............. Height .......................... Bottom width .................... Left slope,..... ................. Right slope ..................... Computed Results: Depth........................... velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... Area............................ Perimeter ....................... Percent full .................... Trapezoidal Depth of Flow 5.0000 cfs 0.0200 ft/fit 0.0170 10.0000 in 0.0000 in 0.3333 ft/ft (V/H) 0.3333 ft/fit (V/H) 6.8203 in 5.1590 fps 13.8728 cfs 0.9692 ft2 43.1392 in 3.2352 in 40.9258 in 2.0835 ft2 63.2512 in 68.2028 Page 1 Water Quality Management Plan (WQMP) Rancho View Professional Center I & II Appendix G AGREEMENTS — CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT -SPECIFIC WQMP 0 Water Quality Management Plan (WQMP) Rancho view Professional Center I & II Appendix H PHASE 1 ENVIRONMENTAL SITE ASSESSMENT — SUMMARY OF SITE REMEDIATION "NOT CONDUCTED FOR THIS PROJECT" r� CONDUCTED AND USE RESTRICTIONS