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Tract Map 33584 WQMP
/' `~r�;f;,.. �� 41000 Main Street �j�t of Te m e c u I a � �,��� '���, , � ��,�,,,, ,; Temecula, CA 92590 . � ;���-��:�'�� 951-694-6444 Public Works - Land Development .� 1989 • � Cityoftemecula.org PROJECT INFORMATION Case/Plan Number: Department Contact: LD14-2606 John Pourkazemi DESCRIPTION Tract Map 33584 Mira Loma Rough Grading and Private Storm Drain Improvement Plans TIMELINE Date Routed DRC Date Submittal Due Date 2/24/2015 N/A Seventh 3/6/2015 LOCATION Address APN Legal Description 29601 MIRA LOMA DR 944-060-006 Parcel Map 21014; Parcel 3 TEMECULA, CA 92592 PLAN ROUTING Plannin Land Develo ment Building Traffic Building Other: City Attorney Waste Management Fire Fire WQMP Insp./NPDES GIS Other: P & M Land Develo ment - nnin Landscape Arch. "Traffic Police WQMP CONTACT Applicant: Applicant's Phone: COMMENTS �' ra��� �. . . . � r r . Page 1 Pro'ect Specific J Water Qualit Mana ement Plan Y g For:TRACT 33584 MIRA LOMA DRIVE AND RANCHO VISTA ROAD � `� ��,�,,�� i�. ���� � DEVELOPMENT NO. TRACT 33584 DESIGN REVIEW NO. LD14-016GR PA13-0217 LD14-2627 Prepared for: MIRA LOMA RECOVERY, LLC. 6430 W. SUNSET BLVD, SUITE 640 LOS ANGELES, CA 90028 __,..,,._�....._ TELEPHONE: (323) 874-8000 ��Q�Z�}������� ��,o ,���� ,v�� ��,� o� ��� �� � `—'' � ; W o.4 Q ;-� � ��, � � � . Prepared by: � �, Exp.���� /� �' �t� SDH &ASSOCIATES, INC. �� CIV11- �'�� � ATTN. DANE SOMMERS �9� ��� 5225 CANYON CREST DR. STE. 71439 '�Q�C1��.�F�`� �-....... RIVERSIDE, CA 92507 TELEPHONE: (951) 683-3691 WQMP Preparation/Revision Date:December 2014 Water Quality Management Plan (WQMP) TRACT 33584 . • �c,�___._____ A en ix G C-u��' -�-��►� pp � AGREEMENTS —CCBcRS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR . . THIS PROJECT—SPECIFIC WQMP }�I�l'r �� • ' �� ' ��� o ����l � h �� � � � �� �5 � �� � � ��� �� o�e�� ��b� �.� �1 .� � � � �1 • ��a�r 5 0 � ���' ,a � �cic� 'vG��'r� ��1� � i r� � r� �a� � tn�r'� � � v� 5 � b GOr� r � lv�� t��� di�l �� � �l ovt� ��n�r ���t� ��.� t� t�t,�c'���. � o � � G�,l�'J�vl�i� � � 1�1 Wo � do � �t� u � o►���. � July 2014 Water Quality Management Plan (WQMP) TRACT 33584 � � ��✓�a�� � 4i�-- A endix G pp 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 . IMb�r�4 �� 1 � ion ����-� ro r�� � � ,��' �1�. ���� . . - �� �i�s t�� �G� � t�eco��r��' . -��I�b�r� �5r �� �;,��i r� �fi.e v��'��� �M P�. . . ���� b� � �["� D ���t a�� ��� � ,� �d.� ���u����G � �� a� � � ��� "v�� ���+' �or� ��:u�c,� ��u��' ,�' • w�� . � ,� �u1w��.r-u�,�� v��e ��; . �a v�o� ��-o�' �/��� arl �',�t,t— � t��/��'c • G��t � Gj0 � July 2014 RECORDING R�4UESTED 8Y: ._ �Il�� ��M�9 ��cr���� y �� � (property Owner's Name) AND WHEN RECORDED MAlL TQ: ��30 �f/. �' �! � �" G I/l� S�� Q'6 O (Property Owner's NJailing Address� ��s ���s cr� 9002�3 SPACE ABOVE TH1S LINE FOR RECQRDER'S USE RECORDING {JF A _ WATER QUALITY MANAGEMENT PLAN OP�RATI�t� AND NIAINTENANCE AGREEME{�Y FOR ��T 3��4 (Name of Projec�) RANC� Ulsf� f�t? �AN D �I I R� [.o�l'�a ��� (Address or Tracf Map/Lo�t No.) ___. - -- Pa�e 1 - Water u ana eme Plan OperaUon a�d Maintena�rce Aareernent Property Owner Name: �`� � � �����y t�. .+. Properiy Owner Nfailing Address: _�0�13Q �.S�NS� �LV� ��� ,��� LS�b A1�G-,�1�,�T C{� - . Pro�ect Address or Location: �`�'�� �� � �'��� v�� � Project's Asaessor parcel Number: .��� ` �6 v—d0� _w This Operation and Maintenance Agreement (Agreement) is made i� The City of Ternecula (Cityj, a municipal agency, located in the County of F�iversidei Sta#e of Cafifornia, by(insert pcoperty owner} t,0 L� (Owner),this(insert day)�,,,_,of(ins�rt month and year) � WHEREAS, the Owner owns real property (Property) as described in Exhibit "A" and depicted in Exhibit uB", each of which exhibit fs attached hereta and incorporated by reference, and has proposed that the Property be developed in accordance with govemmenfal approvals issued by the City and ather egencies having jurisdiction aver the Property; WHEREAS, at the time of initial a rava! of the development project (Project) known as (insert narne of project) _,,,_.. T 33'�S within the Property, the City required the Project to generate a Water Quaiity Management Plan (WQMP). The WQMP describes how the Project proposes to remove pollutants and minimize any adverse irnpacts from the disct�arge of storm water and non-stonn water runoff generated as a resuft of the ProJect, and inctudes structural and non•structura� treatment devices, also known as "Best Management Practices" (6MPs), that wil� be constructed, or installed, or implemented for this purpose. The precase location�s}of these BMPs are depicted in the WQMP, on file with the City; WHE�2EAS,the Owner signed and certified the WQMP and accepted the requirement to routinely fnspect,clean, maintain, repair, reconstruct, and replace the BMPs assaciated with the Project In order to retaln their original intent and effectivene�s; WHEREAS� this Agreement is tcansferable ontv subsequerrt owriers, heirs, executors, administrators, representaEives, and assigns {collectively uSuccessdrs") of this Property, Project, and all associat�d BMPs; WHEREAS,the Owner and Successo� are aware that such operation and maintenance �equirements are in accordance with, ar�d enforceable under, the Clty's Municipel Code and State and Federal environmental iaws regulating the discharge of pollutants in storm wat�c and non-stormwater runaff, and may also require compliance with Local, State, and Federal laws and regulations pertaining to confined space entry and waste dispvsal methods in effect at the time such maintenance occurs; �- .�. I'age 2 • ._ �., NOW TH�REFORE, the Owner a�d Successors shall be subject to the foilowing cortditions: 1. 1'his Agreement shall be reco�ded in the Office of the Recorder of Riverside County, California, at the expense of the Owner and shall constitute notice to the Owner and ap Successors of the tltle to said Prvperty of the obligations required by this Agreement. This Agreemen# shall al�o be accompanied by a copy of an 'flperation and Maintenance Manual', included in Exh�bit "C", providing detaileci instructions on how and when each treatment BMP proposed for const�uction, or installation, or lmplementation must be inspected, cleaned, maintained, repaired, reconstructed, and replaced, if necessary, (co(lectively NMaintained") in order to retain their original intent and eFFectiven�ss. 2. Owner shall, at their sole cost, expense, and fiabiiity, routinely rnaintain all BMPs in a manner assuring peak performance at a1) times without request or ctemand from ihe City or other agency. All reasonable precautions shall be exercised in the removal of any material�s) from the BMPs and the ultimate dtsposal of the material(s) in a manner�onsistent with all relevant faws and regulations in effect at the time af the recording of this Agreement. As may be requested from tlme to time by the City, the Owner shall provlde the City with documentation identifying the inspe�tions, maintenance activities, material(s} and quant�ky(ies) removed, '� and disposal destinations. 3. Owner hereby provides the City compiete access at any time and of any duration during business hvurs to the BMPs, their imrnediate vicinity, and all legally accessible areas draining to them upon reasonable notice, or in case of emergency as determined by the City without advance notice, for the pu�pose of inspecting the BMPs and/or sampfing runoff into andlor from the BtU�Ps. The Ci1y shalt make every effort ta mtnlmize interference w�th the Owners use of the Property during these inspecfions and sampling activiUes. 4. In the event the Owner fails to accomplish tfie necessary �peration and maintenance obligations required by this Agreement, the Owner hereby authorizes the City to perfonn any maintenance necessary to restore the BMPs to their original intent and effectiveness. Owner shall reimburse all expenses associated with the City's maintenance activities to t�e City, including adrninistrative costs, attomey fees, and interest thereon at the maximum rate authorized by the Civil Code. The City may alsa opt to use the proceeds from any securities posted for the project, or place a lien on the Property in such amount as wi�l fu!{y reimburse the City, to pay for such maintenance in order to guarantee the continued pe�formance af the BMPs. 5. Owner shall notify any successor to titie of a11 or part of the Property about the existence of this Agreeme�t and provide such notice and a copy of this Agreement prior to suct� Successor obtaining an interest in all or part of the Property. __ Page 3 ---- ---— �_.� ..._ ..---— ._. IN WITNESS TWEREOF, the Owner hereto a�x�s their signature as of the date fcrst written above. �ER�: M�,�� ���e���. WNER 2 If more than o�e own r : � Nam Name _ Signature SigRature '�`� G� ; Tit Title A notary acknowledgement is required for recor'rtiation (attach appropriate acknowiedgement). _ — Page 4 A�.�� RN1,A L.L- IJRPOS �►CKn10Wt.EDGMENT' cAv��.�o��§ ���� _ _ �. , __ �C"::C.:;�;�'1^�C;.''i,C�i..;'�`f.,C1�ci.C:x.`�`.4�>`.f'�4;ri,<:�',�.`.�=.�.i�'`.Ci:�"�,:�,�.kil� �: ,. ::>:�,�. .��'�: .aCy".t�(?����.k='"�`C'�'".k�.f;`�~,fiC:<.`C�,�C-aC>,4�.c�,c�`C'�-;`�i��`;�;�`.C^�`,C��`:L\^;n;�'`%a`7:�iY' S(; � State�of California �� � � � � � . �� County of ���-� ������� � � �, � � �n �� �� ���� before me, �����^ � ,�/�'�''�'�.�� ,� ����� ' ������...� , .� � Da e Here Insert Name and Title of the Ofiicer �� i� 4 personally appeared '�������� ���� ����°�� ,� Name�s�of Signer�sy— � • � � S" T '� who proved to me on the basis o# satisfactory <� � . evidenee to be the person.,� whose name(s� is,/,a� ``, . � subscribed to the within instrument and acknowledged � to me that he/�/� executed the same in � �� his/���t�r authorized capacity�, and that by � ` ;..,_...,. .. .. . _ ....._.�,..........A...:.,.'f , �_,_ his/�erf�'r signature(�° on the instrument the ° ���� ������� ���X ���u����U���� g � � � `' �°°°����'"�s � person��, or the en#ity upon behalf of which the , � � ��� -J��-�.m' ����° � ����$�� � person(.�acted, executed the instrument. � � � .� .�� f�t���1RY Pt9�LlC�C,�l9�QRNl� t� < � '�trcna��a �oa;D Ty;y1.7�3.��9JOAA4�0 S � � ' �d�y�o�nrn,�:xpi�e��u9y��,2�4� s I certify under PENALTY OF PEl�JURY under the .� , � .. .__.__. __ _. ._......_._.,..._...�.�.e.._..._.._..d�T� laws of the State of California that the foregoing � paragraph is true and orrect. � .._ . � WITNESS my ha nd of#icial s � , � � , �.� , , �. � ��� y Signa#ure: � ' � Place Notary Seal Above Signature of Notary Public � OPTIONAL 4 � Though fhe informafion below is not required by law,if may prove valuable to persons relying on the document and could prevent fraudulenf remaval and reattachment of this form fo another dacumenf. � Description of Attached Document � Title or Type of Document: /����'��� Y"`��--�`�'��� � Document Date: �� '� ��� Number of Pages: � � Signer(s) Other Than Named Above: � < � Capacity(ies) Claimed by Signer(s) - Signer's Name: Signer's Name: ❑ Corparate Officer—Tit1e(s): ❑Corporate Officer--Title(s): ❑ Individual ❑lnd�vidual . . CJ Partner—❑Limi#ed ❑General Top of thumb here ❑Partner—Cl Limited ❑General Top of fhumb here ❑ Attorney in Fact O Attorney in Fact ❑ Trustee ❑Trustee , . ❑ Guardian or Conservator ❑Guardian or Conservator 4 , ❑ Other: ❑�ther: � r Signer Is Represent'sng: Signer Is Repres�nting: � �`�%�.'�k�`�c��'�w�'�'���C�.__.�.`�`�v�`�.'�..�v�'�a.._,^�._,�o.`�.�Sa�, � `��c�,�ti.^��a�._.'�`���'�==��:�v���.`�=�V.�`�k�.'�,'�.�=�, O 2010 National Notary Association•NationalNotary.org•1-80�-US N�TARY(1-80�-876-6827) Item#5907 EXHIBIT A LEGAL DESCRIPTION OF PROPERTY THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE CITY OF TEMECULA, C4UNTY OF RIVERSIDE, STATE OF CALIFORNIA, AND IS D:ESCRCBED AS FOLLOWS: PARCEL 3 OF PARCEL MAP 21014, IN THE CITY OF TEIVIECULA, AS PE� MAP RECORDED IN BOOK 133, PAGE(S) 13 AND 14 OF PARCEL MAPS, IN THE OFFICE OF THE GOUNTY REC4RDER OF RIVERSIDE COUNTY, CALIF�RNIA. APN: 944-Ob0-006-1 �J��A��dr�, � �r��V��) �{,�����C��� f1,) ��°,�; 1��)MI' *�1�['�; f'1��1°� [�'�1 A�'�'EN[�i�cC T3 F°()Tt I3N11' �1'�°�� [_.�Y(��1'I� �) ��;�s, ���'T�-1.��E-[�I7 �AI���I.:��"I' .�'1�`[� �'['�7[��-� [�R�IN C�f'FZ(�Vl�,�i"_,,?�I"I� f�C,�O�� Operation & Maintenance Plan for Tract 33584 I. Inspection and Maintenance Log Inspection and Maintenance Log is not yet available I1. Updates, Revisions and Errata Operation & Maintenance Plan revision: March 18, 2014 111. Introduction A. Narrative overview describing the site; drainage areas, routing and discharge points; and stormwater bmps Tract 33584 is a residential area (6.38 acres) consisting of 59 lots for Multi- Family homes. There is one drainage management area (Area A) in which the runoff will drain to the catch basin inlets located at the low points of"B Street" and "A Street" and be conveyed by proposed storm drain line that outlets to the detention basin that is located between Lots 34 and 35. A PVC pipe will connect Storm Chambers to the storm drain line prior to the outlet. Storm Chambers will lie along the southern portion of "A Street" and "B Street" where they intersect, and treat the first flush and eventually percolate within areas that allow infiiltration. IV. Responsibility for Maintenance A. General 1. Name and contact info for responsible individuals Responsible Party Contact Info _ ----- -- ---—- ------ ---- - Mira Loma Recovery, LLC. 6430 W. Sunset Blvd, Suite 6� 4G0 Los Angeles, CA 90028 323-874-8000 ---- ------- - City of Temecula -Public Works 41000 Main Street Maintenance Division Temecula, CA 92590 951-fi94-6444 Property Management Company/ Information not yet available Pro erty Owner's Association 2. Organization chart or charts showing organization of the main#enance function and location within the overall organization Organization of the maintenance function can be found in the Inspection/Maintena�ce Matrix. 3. Reference to 0&M Agreement (if any). A copy of the agreement should be attached 1 See attached O&M Agreement in Appendix G. 4. Maintenance Funding a. Sources of funds for maintenance b. Budget category or line item c. Description of procedure and process for ensuring adequate funding for maintenan�e Treatment Responsible Responsible Installation Annual BMP Funding Funding Party for Cost 08�M Party for Long-Term O�M Costs Installation ----- --- - - --- -- Storm Mira Loma Property $14,000 $500 Chamber Recovery, Management System LLC. Company/Property Owner's Association - � B. Staff Training Program Maintenance Crew will receive annual training. C. Records Inspection/Maintenance records must be kept for five years for inspection by the City Inspector. D. Safety Maintenance Crew will receive safety training annuaily. V. Summary of DMA and Stormwater BMPs A. Drainage Areas 1. Drawings showing pervious and impervious areas (copied or adapted from Project-Specific WQMP) See attached WQMP Site Plan (Figure 2) found in Appendix B. 2. Designation and description of each Drainage Management Area and how flow is routed to the corresponding Stormwater BM P There is one drainage management area (Area A) in which the runoff will drain to the catch basin inlets located at the low points of "B Street" and "A Street" and be 2 conveyed by proposed storm drain line that outlets to the detention b�sin that is � located between Lots 34 and 35. A PVC pipe will connect Storm Chambers to the storm drain line prior to the outlet. Storm Chambers will lie along the sou#hern portion of"A Street" and "B Street" where they intersect, and treat the first flush and eventually percolate within areas that allow infiltration. B. Structural Post-Construction BMPs 1. Drawings showing location and type of each Structural Post-Construction BMP See attached WQMP Site Plan (Figure 2} found in Appendix B. 2. General description of each facility (consider a table if more than two BMPs) a. Drainage Management Area and routing of discharge b. Stormwater BMP type and size Drainage Management Area A BM P Size Location Routes to... Catch Basin lnlets 3.50 ft "B Street" Detention Basin/Storm Chambers 7.00 ft "A Street" Detention Basin/Storm _ _- -- ___ Chambers Storm Chambers 8.50 ft Along the Permitted southern portion Infiltration Areas of"A Street" and within "A Street" "B Street" where and "B Street" they intersect C. Self-Retaining Areas or Other (e.g. LID Principles) 1. Drawings showing the location of self-retaining areas or areas addressed by LID Principles that do not require specialized maintenance beyond that of typical landscape maintenance There are no self-retaining areas VI. Stormwater BMP Design Documentation A. "As-built" drawings of each Stormwater BMP (design drawings in the draft Pian) 3 See Street & Storm Drain Improvement Plans in Appendix G. B. Manufacturer's data, manuals, and maintenance requirements for pumps, mechanical or electricai equipment and proprietary facilities (inciude a "placeholder" in the draft Operations and Maintenance plan for information not yet available) See Storm Chamber brochure for details found ir� Appendix F and Maintenance Schedule below. C. Specific operation and maintenance concerns and troubleshooting None VII. Maintenance Schedule or Matrix A. Maintenance Schedule for each facility with specific requirements for: 1. Routine inspection and maintenance 2. Annual inspection and maintenance 3. Inspection and maintenance after major storms B. Service Agreement Information InspectionlMaintenance Res onsibility_Frequenc Matrix� BMP Respc�nsible Party Maintenance Activity InspectionlMaintenance Frequency Sourcc Contro!BMPs(Both struct«ral and non-strur.tura!) Tenant Education Property Management Property Management Upon initial leasing or sale Company or Property Company or Property of property and annually. Owners Association Owners Association shall provide all tenants with environmental awareness education materials(made available by municipal�ies� Activity Restrictions Property Management Enforce Activily As neecied Company or Property Restrictions Owners Association Common Area L�ter Property Owners Ernpty trash receptacles, 5 times/year or as needed Control Association patrol common areas and perimeter fences to collect IRter Common Area Catch Basin Property Management Inspect and clean out catch Annually/Ongoing Inspection Company or Property basins prior to rainy ' Inspection/maintenance records must be kept for five years for inspection by the City inspector 4 BMP Responsible Party Maintenance Activity InspectionlMaintenance Frequcncy Owners Association season and no later than October 1 of each year as well as after major storm events and cleaned out before the sump is 40% fuu - _ _-- - -- _ Street Sweeping C�y of Temecuk� Sweep streets and Weekly or as needed rnaintain free from debris _ - ---- _ ------ - - Catch Basin Stenciling& C�ty of Temecuk� Inspection of stencil Bi-annual(twice a year) Signage legibility.Re-stencil as necessary,but no less than once every 5 years. Design and construct trash Prope�ty Management Inspect trash receptacles Weekly and waste storage areas to Company or Property for leak and damage, retluce pollution Owners Association sweep area clean,spot introductbn clean using mop and water (no detergents),and contact the local sanitation department to remove any large debris in the area that does not fit in the dumpster itseff Eificient Irrigation& Property Management Inspection of sprinkler Weekly Landscape Design Company or Property heads and irrigation timing Owners Association cycle,and replacing, repairing or adjusting as necessary. � 5 BMP Responsible Party Maintenance Ac[ivity InspectionlMaintenance Frequency L 10 fiMPs Storm Chambers Property Management . inspect through Quarterly and after each Company or Property the risers. it is large storm event. Owners Association recommended that a log book be maintained showing the depth of water in the Storm Chamber at each observation in order to determine the rate at which the Storm Chamber system dewaters after runoff producing storm events. • Once the perfom�ance characteristics of the Storm Chamber have been verified,the rnoniloring schedule can be reduced to an annual basis, unless the performance data suggests that a more frequent schedule is required. • Sediment shouki be removed when deposits approach within six inches of the rim of tt�e SedimenTrap. 6 �'rojec�: T�me�ula Tra��3�58� ,�;�';2� '��� ��� Cah�trr��k7�i Mocl�l- ;�;-.�fr��� � , .,. ., . .,,. .. . l�r�ii4- ��t7����<��,,� ,,a;� �F.�,� ��----�--�:-�,�,,.�r.�: t�y , i �rr•<t.�i,-:l �Il��{. 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TRACT 33584 DESIGN REVIEW NO. LD14-016GR PA13-0217 LD14-2627 ; Prepared for: , MIRA LOMA RECOVERY, LLC. 6430 W. SUNSEi" BLVD, SUITE 640 LOS ANGELES, CA 90028 �,:,y� TELEPHONE: (323) 874-8000 `��� ����� .lt ,!r�yyy...r+r�+`�.Jti"-y� ���� '•�,Y•��+ ,� 1,� ��+f f f ��'� L� �f�`�� \ ��1 c��''l,� '� T i`•�r� � ��d�5 i I 4� �,� (�J `� `. -r `' !�'i ' Pre ared b : �i �� 3 91 �-� � p Y ` 7� E�;p.�� , SDH &ASSOCIATES, INC. 1 �,.. ���,l ATTN. DANE SOMMERS �'�`-:`� C t!'�. `� '� l. y .�:��:��~� 5225 CANYON CREST DR. STE. 71439 �}'�.,'�C��`,�L��,,_..f' RIVERSIDE, CA 92507 �^``"�"""�'� , TELEPHONE: (951) 683-3691 I , I ' WQMP Preparation/Revision Date:December 2014 I � i � � � I Pro'ect Specific J Water Qualit Mana ement Plan Y g For:TRACT 33584 MIRA LOMA DRIVE AND RANCHO VISTA ROAD DEVELOPMENT NO. TRACT 33584 DESIGN REVIEW NO. LD14-016GR PA13-0217 LD14-2627 Prepared for: MIRA LOMA RECOVERY, LLC. 6430 W. SUNSET BLVD, SUITE 640 LOS ANGELES, CA 90028 TELEPHONE: (323) 874-8000 ,-�� �,Q������s���� Prepared by: ,�4,�" v ��' ��`(� '� SDH &ASSOCIATES, INC. G /� � � � ATTN. DAN E SO M M E RS 1 � ryn,45Q�� �� � 5225 CANYON CREST DR. STE. 71439 �, �Xp, 3 3� �� � : RIVERSIDE, CA 92507 v� "�"7�.- ��, � � � TELEPHONE: (951) 683-3691 �,�� Clyi�, `���.� � o��,,R�.����..-�` �...�._ WQMP Preparation/Revision Date:DeCember 2014 WaLe�-Quaiity Il�a��a�em�ent Plan(WQNIP) 'TItAC�'33554 l�i 9� �. . . � This project-specific Water Quality Management Plan (WQNIP) has been prepared For: Mira Loma Recovery, LLC. By SD�-I & �ssociates, Inc. for the project known as TIZACT 33584 at lViira Loma I)r�ve and I�ancho Vista Road. This WQMP is intended to comply with the requirements of City of Temecula for TRACT 33584, which includes the requirement for the preparation and implementation of a project- specific WQMP. The undersigned, while owning the property/project described in th� preceding paragraph, shall be responszble for �he 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 revi�wed with the facility operator, faczlity supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one eopy of this WQMP will be maintained at the project site o�proj ect 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 City of Temecula Water Quality Ordinance (Municipal Code Section 18.06.240). If the undersigned transfers its interest in the subj ect property/proj ect, its successor in interest�he undersigned shali 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 wiil be transferred to future successors in interest." ° �p � ` l �� /� Owner's Signature Date �/ ��T� �'""°��_�� ��V��'�����'°".,-�� � �'�,-- ,. ����� ����l����.���,� Owner's Printed Name / Owner's Title/Position Mira Loma Recovery,LLC 6430 W. Sunset Blvd., Suite G40 Los Angeles,CA 90028 Telephone: (323}874-8004 �Vat�r�uality IVlanagere�ent Plan �'�VQM�) TRAC'T 33584 �Ontents Section Page I P�20JEC'['DES�RIP'I'ION A-1 lI S�T��C�[�R�c�rr�zrzn��r[oN A-4 III POLI,UTANTS OF�CONCERN A-6 IV HYUROLOG[C CONDITIONS OF CONCERN A-7 V B�'S'C M�INAGEMFNT PRACTiCES A-7 V.1 Site Design BMPs A-8 V.2 Source Control BMPs A-13 V.3 Treatment Control BMPs A-15 V.4 Equivalent Treatment Control Altet•natives A-�18 V.5 Regionally-Based Trea�ment Control BMPs A-18 VI �PERATION AND MnINTENANCE RESPONSIB[LITY FOR TRFAri'MEN"I' CoN�e�ot,BMPs A-19 VII FUNDING A-20 APPENDICES A. CONDITIONS OI'APPROVAL B. VICINITY MAP,WQMP SIT�PLAN,AND RECEIVING WATERS MAP C. SUPPORTfNG DE`FAIL REiLATED�f'O HYDRAULiC CONDI"I`CONS OF CONCERN(IF APPLICABLE� D. EDUCA`I'[ONAL MA"TERIAI.,S E. SOILS KEPORT(IF APPLICABLE} F. TR.C:ATMENT CON'C'CZOL BMP SIZII�IG CALCULA'I'[ONS AND DCSIGN DE"fA[LS G. AUREEMENrrs — CC&Rs, COVENAN'I' AND AGREL:MENTS AND/O[t O"I'HCR MECF[ANISMS FOR ENSURiNG ONGO[NG OPERt\'I'ION,MA[NT'ENANCE,FUNDING EIND TRANSFER OF RE;Q[JIREMEN"1'S FOR T�-i[S AR03ECT-SPECIF[C WQMP H. PHASE 1 ENViRONMENTAL, SI1'E ASSESSM�NT - SUMM�RY OF SITE REMEDIATION CONUUC`C'�D ANU USE, RESTRICTIONS �-! 2014 Water Quality IVgan�g�r�ent P�an(WQN[p°) T�CT'335�4 I. l��°o�j ect es�riptio� Inst�uctaons: The project desc�•iption shall be completely and accurately described in narrative form. In the field provided an page A-3, describe and with suppo�ting figures (maps or exhibits), whe�•e faciiities will be located, what activities will be conducted and wher•e, what kinds of materials will be used and/or stored, how and wl�ere materials will be delivered, and the types of wastes that wi11 be generated. The following information sl�all be elesct•ibed and/or addressed in the "Project Description" section of the project-specific WQMP: ■ Project owner and�VQMP prepa�•er ■ Project location ■ Proj ect s ize s Standard lndustrial Classification(S1C), if applicabie ■ Location of facil�ties ■ Activities and location of activities ■ Materials Storage and Delivery Areas ■ Wastes generated by pY-oject activities Project Owner: Mira Loma Recovery, LLC 6430 W. Sunset Blvd., Suite 640 Los Angeles, CA 90028 Telephone: (323) 874-8000 WQMP Preparer: SDH &Associates, Inc. Attn. Dane Sommers 5225 Canyon Crest Dr. Ste. 71439 Riverside, Ca 92507 Telephone: (951) 683-3691 A-1 3uly 2014 i��te�Quali�y IVlanagement�lan {i�QNiP) 'T�AC'�'335�4 Project Site Address: Mira Loma Drive and Rancho Vista Road Temecula, CA 92592 Planning Area/ Community Name/ Deveiopment Name: PA 12-003J Trac� 33584 APN Number(s): 944-060-046 Thomas Bros. Map: Riverside County, Page 959, Grid A6 Project Watershed: Santa Margarita Watershed Sub-watershed: Murrieta (Reaches: Long Canyon Creek, Murrieta Creek, Santa Margarita River (Upper & Lower), Santa Margarita Lagoon and Pacifc ncean} Project Site Size: 6.4 acres Standard Industrial Classification {SIC) Code: 1521 Formation of Home Owners'Association (HOA) or Property Owners Association (POA): Y � N ❑ Additional Permits/Approvals required for the Project AGENCY Permit required State Department of Fish and Game, 1601 Streambed y � N� Aitera�Eon Agreement State Water Resources Control Board, Clea� Wa�er Ac� Y ❑ N� (CWA) section 401 Water Quality Cer�ification US Army Corps ofi Engineers, CWA section 404 permit Y ❑ N� US Fish and Wildlife, Endangered Species Act section 7 Y ❑ N� biological opinion Oth2r (please list in the space be%w as required) S�a�ewide Genera! Permit City of Temecula Grading Permit City of Temecula Building Permit A-2 July 2014 VV�te�-(�uality IY�anageme��Pian (�6'QMP} T��`T 335�4 This p�roject(Tract 33584)is located within City of Temecuia, County of Riverside, California on the northwest corner of Mira Loma Drive and Rancho Vista Road adJacent to Vail Elementary School. Tract 33584 wi11 consist ofi 54 condominium units, a neighborhood park and under�round de�ention al•ea. Appendix A of this project-specific WQMP inctudes a complete copy of the fi�al Conditions of Approval. Appendix B of this project-specific WQMP shall inctude: 1. A Vicinity Map identifying tlle project site and suri-oundii�g planning areas ii� sufficient de#ail to allow the project site to be plotted on Co-Yermittee base mapping; and 2. A Site Plan �or the project. The Site Plai1 incl��ded as part of Appendix f3 depicts the fo[lowing project features: ■ Location and identification of all structural BMPs, including Treatment Control BMPs. ■ Landscaped areas. ■ Paved areas and i�ltended uses (i.e., parking, outdoor work area, outdoor matez•ial storage area, sidewalks, patios,tennis courts, etc.). ■ Number and type of struc�ures and intended uses (i.e., bui[dings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities,tot lots, ete.). ■ in�rastructure (i.�., streets, storm drains, etc.) that will revert to public a�ency ownership and operation. ■ Location of existing and proposed public and private storm drainage facilities {i.e., storm drains, channels, basins, etc.), including ca�ch basins and other inlets/outlet sfiructures. 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 wl�ere onsite(or trEbutary offsite}flows exit the property/project site. ■ Proposed drainage areas boundaries, including tributary offsite areas, foz• each locatio�� wl�ec•e flows exits the property/project site. Each tributa�y area should be clearly denoted. ■ Pre-and post-project topography. Appet�dix G of this project-specific "WQMP shaEl include copies of CG&Rs, Covenant and Agreements, and/or ot1�e�• mechanisms used to ensure the ongoing operation, maintenance, fuc�ding, trans�er and implementatioa of the project--specific WQMP requirements. A-3 July 2014 Wa�er�uai�ty Nlana�ement Plan("6WQMP) 'T�.AC7'335�4 II. ��te Chara�terization Proposed Zoning: Multi-Family Residential Homes CUrt"2�1� PI'4pet`�y US2: Pz•eviously developed school but curr�ntly vacant Proposed Property Use: Single Family Condominiums Availability of Soils Report: Y � N ❑ Note:A soils�epo�t is requi�ed zf infiltration BMPs are utilized. Attach reporl in Appendix E. Phase 1 Site Assessment. Y � N ❑ Not�: If p�epa�ed, attached �e�rtediation summa�^y and use re�s�trictions in Appendix H. A-4 �u�y Zo�4 Water Qual��y�anagement P�an(WQIVIP) 'I'I2AC'I'335�4 Re��ivin� ate� for Urban Runoff frorn �ite Receiving 303(d) List Designated Beneficial Uses Proximity to RARE W�ters Im airments Beneficial Use Long Canyon Pesticides, MUN, AGR, IND, PROC, REC2, �ot a RARE waterbody, Creek Pathogens, Me�als WARM, WILD Approximately �.13 miles from site. Not a RARE wa�erbody. Murrieta Creek Pesticides, Metals, MUN, AGR, IND, PROC, RECZ, Approxima�ely 2 miles from Nutrients, Toxicity WARM, WILD site. Santa Margarita MUN AGR IND REC1 REC2 �+RE waterbody, River(Upper) Nutrients, Toxicity WARM, COLD, WILD, RARE � Approximately 2 miles from site. Santa Margarita MUN AGR IND REC1 REC2 �RE waterbody. River (Lower} Pathogens, Nutr�ents WARM, COLD, WILD, RARE � Approximately 17 miles from site. RARE waterbody. Santa Margarita Nutrients REC1, REC2, EST, WILD, RARE, Approximately 28 miles from Lagoon MAR, MIGR, SPWN site. IND, NAV, REC1, RECZ, COMM, RARE waterbody. Pacific Ocean None BIOL, WILD, RARE, MAR, AQUA, Approximately Z9 miles from MIGR SPWN SH�I�� si�e. A-5 July 2014 VVater Quality Management Plan (�VQ1V�_P) T12ACT'335�4 III. l�ollutants of ��ncern Pot�ntial pollE�tants associated with Urban Runoff fi•om the proposed project must:be identified. F,xhibit B of tl�e WQMP provides brief descriptions of typical pollutants associated with Ut•ban Runoff and a table that associates typical potential pollutan�s wit11 types of development ([and use). It should be noted that at the Co- Permittees discretion, the Co-Permittees may als� accept ��pdated studies from the California Association of Stormwater Quality Agencies (CASQA), USEPA, SWRCB and/or otl�ei• commonly accepted agencies/associations acceptable to the Co-Permittee for determination of Pollutants of Concern associa�ed with given land use. Additionally, in identifying Pollutants of Concecn, the presence of legacy pesticides, nu�rients, or hazardous substances in the site's soils as a result of past uses and their potential for exposure �o Urba�� Runoff must be addressed in project-specific WQMPs. The Co-Permittee may atso require specific poll��tants commonly associated with urban runoff to be addressed based on known problems in the watershed. The list of potential Urban Runoff pollutants identi�ied for the project must be compared wit11 the pollutants identified as causin� an impairment of Receiving Waters, if a��y. To identify pollutants impairing proximate Receivin� Waters, each project proponent preparing a project-specific VVQMP shall, at a minimum, do the following: 3. For each of the proposed project discharge points, identify the proximate Receiving 'Water fo�• 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. 4. Identify each proximate identified above �hat is listed on the most recent [ist of Clean Water Act Section 303(d} list of impaired water bodies, which can be found at website www.swrcb.ca.gov/tmdl/303d_lists.html. List all pollutants for which tlle proximate Receiving Waters are impaired. 5. Compare the list of pollutants for which the proximate Receiving Waters are impaired with the pollutants expected to be generated by the project. Urban Runoff Poliutants: The project's pollutan�s of concern are sediment, nutrien�s, �rash & debris, oxygen demanding substances, bacteria & viruses, oil & grease and pesticides. A-6 July 2014 ��te�•Qualxt�liilanagemen��'lan(vVQIVIP) T"KA.�T 33584 I�. yd�°o�o��� �o�ditions of��nc�rn Impacts to the hydrologic regime resulting from �he Project may include increased rutlof�volume and velocity; reduced infiltration; increased f�ow frequency, duration, and peaks; faster time to reach peak flow; and water quality degradatiot�. Under certain cireumstances, changes co�►ld also result in the reduction in the amo�in� of available sediment for transport; storm flows could f 11 this sediment-carrying capacity by e�•oding the downstream chan��el. These cllanges have the potential to permanently impact downstream channels and habitat integrity. A change to the hyc�rologic regime of a Project's site would be considered a hydrologic conditio�� of co«cern if the change woutd have a si�;nif cant impact on downstream erosiot� compared to the pre-develo�ment conditio�� or have significant impacts on stream habitat, alone or as part of a cutnulative impact from development in the watershed. This project-specifc WQMP must address the issue of I-lydrologic Conditions of Concez•�� unless one of the following conditions are met: ■ Condition A: Runoff from the Praject is discharged di��ectly to a publicly-owned, operated and maintained MS4; the discharg� is in fu�l complianee with Co-Permittee reauirements for connections and discharges to the MS4 (including both auality and quantity requirements); the discharge would no� 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 calcu(ation should include all dis�urbances associated with larger plans of deve[opment. ■ 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. Tllis 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 acceptab(e to the Co-Permittee. This Project meets tlle following condition:None Supporting engineering sfiudies,calculations, and reports are included in Appendix C. The underground detention area has been designed to m�tigate an 85t" pei•centile 24 hour rainfall event. By retaining these flows,this basin will reduce flow rate of the creek to below�he pre-project condition prior to discharge into the creek. Before infittration Pre Deveio ment Post Develo ment 2 yr-24 hr Volume(ft3) 4701 4071 2 yr-24 hr Peak�low(CFS) 0.154 0.3 54 10 yr-24 hr Volume(ft3) 10077 13236 10 yr-24 hr Peak�low(CFS) 0.433 1.14 After Infiltration Post Development 2 yr-24 hr Volume�ft�) 0 2 yr-24 hr Peak Flow(CFS} p 1U yr-24 hr Volume(ft3j 899 10 yr-24 hr Peak�Iow(CFS) 0.39 A-'7 Ju(y 2014 Water Quality Management Plan (WQIVTI�) Tk�CT 33584 �To �es�t Managernent �'r�.ctice� �1.1 SITE DESIGN �31VIPS Project proponents sha(1 implement Site Design concep�s that achieve each of the foilowing: 1) Minimize Ut•ban Runoff 2) Minimize Impervious Footp�•int 3) Conserve Natural Areas 4) Minimize Directly Connected Impervious Areas(DCIAs} The project proponent shou(d identify the specific BMPs implemented to achieve each Site Design concept and provide a brief explanation for�hose Site Design concepts considered not applicable. Instructions: !n field below,pj•ovide ncrrrative descr•ibing which site design concepts we�•e incorporated into project plans. If the project proponent irraplements a Co-Permittee approved alter•native or equally-effective Site Desrgn BMP not specifrcally described helow, the Site Design BMP checkbox in Table 1 shvuld be ma�ked and an adc�itional descriptivr�indicating the natuye of the BMP and how it addresses the Srte Design concepr should be provided. Continue with completion of Table 1. Nvte: The Co-Permittees general plan or othe� land use regulatiorts/documents rrtay require several measz�res that ay�e effectively site design BMPs (such as minimization of di�ectly connected rmpe�vious a�eas a�d1o�setbc�cks f�om natural slream courses). The Project Proponent should work with Co-Perrreittee staff to cletermine if those requirement.s may be interpreted as site desr'gn BMPs for use in this table/narrative. See Section 4.5.1 of the WQMP for additional guidance an Site Design BMPs. Following Table 1: if a pa�ticular Site Design BMP concept is.found to be not applicable, please provide a b�ief explanation as to why the concept ca�not he implemented. Also include descriptions explaining l�ow each ijtelu�led BMP wil/. be implemented. In those ayeas where Site Design BMPs pCC�'ZsIYG' ongoing maintenance, the inspection and mainte�ance f�equ�ncy, the inspection criteria, and the entity or parly responsible for implementation, maintenance, andlor inspection shall be described. The location of each Site Design BMP misst aCso be shown on the WQMP Site Plan inclZcded in Appendix B. The project ininimizes urban r•uno�f through the following methods and si�e design features: • Permeable acea 11as been maximized by designing streets and sidewalks with minimum widths as we11 as�ninimizing the use of impervious surfac�s in landscape design. • Landscaped buffer areas are proposed between sidewalks and streets. • Canopy interception and water conservation will be promoted by protecting any existing trees on site and proposing drought tolerant landscaping and shade trees. • The instal(ation of underground dentention (Stortn Chambers) will c�.pture and treat the "first��ush" of rain events. • The project will conserve natural areas by pi•eserving existing native vegetation. • This design avoids connected impervious sur-faces by directing roof runoff to [andscaped buffer areas and by draining impervious sidewalks,walkways,trails and patios into adjaceilt [andscaping. • All streefis will slope to the adjacetlt curb and the"first flus��"will be captu�•ed in sti-eet catch basins and rout�d to the proposed unde�•ground detention area. Driveways and uncovered parking will be designed to drain into landscaped areas as well. A-8 July 2014 Water�i�ality Mana�emen�Plan (�VVQN�P} �'IZA�'�"33584 'T�ble l.e Sr�e DesYgn BI�Ps Included Design Technique Specific Bt1�P Yes No NIA Concept 1. Maximize the permeable area {See Section 4.5.1 of � � � the WQMP). 2. fncorporate landscaped buffer areas between � � � sidewalks and streets. ``' 3. Maximize canopy interception and water conservation � by preserving existing native trees and shrubs, and � Minimize planting additional native or drought tolerant trees and � � � V large shrubs. � Urban 4. Use natural drainage systems. ❑ ❑ � .� 4 5. Where soils conditions are suitable, use perforated Runoff pipe or gravel filtration pits for low flow infi{tration. � � � °' 6. Construct onsite ponding areas or retention facilities � � to increase opportuni�ies for infiltration consistent wifih � ❑ ❑ vector control ob�ectives. 7. Other comparable and equa{ly effective site design concepts as approved by the Co-Permittee �Note: � � � Additional narrative required to describe BMP and how ifi addresses Site Desi n conce t . l. Permeable areas have been tnaximized by adding landscaped buffers in between str�Yctures, streets and walkways. These pervious areas have been placed such that each impervious surface has a pervious area to drain to. Piease refer to site plan for more detail. 2. This design incorporates landscape buffers between walkways/sidewalks proposed onsite or in the right of way and the bordering street or drive isle. 3. There are few existing native trees on site,however drought tolerant trees and appropriate native vegetation are proposed. 4. There is an existing jurisdictional drainage course which runs from the East to Northwest along the back of�he site. This area has been delineated and will be avoided by the proposed deveiopment. 5. Storm Chambers are proposed underneath a portion of A Street and B Street and will act as a detention and filtration system. Please refer to the WQMP Site Plan for the exact location. 6. Not Applicable,Underground Storage 7. No additional site design concepts A-9 July 2014 WateE•Quality Management P�an (WQMP) T�tAC'i'33584 Table 1. Site Desigr� �MPs(Co�nt.) Inctuded Design Technique Specific B�IIP Yes No NIA Concept 1. Maximize the permeable area (See Secfiion 4.5.1 of � � � the WQMP . 2. Construct walkways, traifs, patios, overflow parking n+ lots, alleys, driveways, low-traffic streets and other low �„ -traffic areas with open jointed paving materials or ❑ � ❑ v Minimize permeable surfaces, such as pervious concrete, � porous asphalt, unifi pavers, and granular materials. 0 C) � Impervious 3. Construct streets, sidewalks and parking lot aisles to �y the minimum widths necessary, provided thafi public � � � a� safety and a walk able environment for pedestrians are 0 Footp►'int not compromised. � � � 4. Reduce widths of street where off-street parking is � � � available. 5. Minimize the use of impervious surfaces, such as � � � decorative concrete, in the landscape design. 6. 4ther comparable and equally effective site design concepts as approved by the Co-Permittee{Note: � � � Additional narrative required describing BMP and how r' it addresses Sifie Desi n conce t . � � 7. Conserve natural areas (See WQMP Section 4.5.1). ❑ ❑ � � Conserve g. Maximize canopy interception and wafier � conservation by preserving existing native firees and � � � .� Natural shrubs, and planting additional native or drought � tolerant trees and large shrubs. 4 � Areas 9. Use natural drainage systems. ❑ ❑ � � y 10. Other comparable and equally effecfiive site design concepts as approved by the Co-Permittee (Note: � � � Additional narrative required describing BMP and how it addresses Site Desi n conce t). 1. Permeable area has been maximized by adding landscaped buffer areas wl�e�-eve�•feasible. These pervious areas have been designed such that each impervious surface has a pervious area to drain to. Please refer to site plan for more detail. 2. Pe�•vious paving is not necessary as there is ample impervious landscape area. 3. Street and sidewalk areas have been designed using the minimum allowable widths and imperviotas area has been reduced as much as possible. Lal�dscape areas or buffers have been added wherever possible in ordet•increase pervious area and also serve as treatment for ru��off. 4. See Above 5. No impervious cover or decorative paving is proposed in the landsc�.pe areas. 6. No additional site design concepts A-14 July 2014 Water Quality Il�anagement Pian (W�M.P) 'TRACT 335�4 7. There is an existin�jurisdictional draina�e co�Erse wl3ich runs from the Cast to Nor�hwest aiong the back of the site. This area has been delineated and will be avoided by the proposed development. 8. There is little existing vegetation left on this site as it was previously deve(oped, however naturai drought tolerant trees and shrubs are proposed. All vegetation in the jurisdictional draina�;e area will be preserved and remain u�ldisturbed. 9. TE�ere are no existing drainage areas within tl�e proposed disturbed area. As previous[y stated,the existing ►�ratural drainage course at the back of�(�e site will be preserv�d and will not be modi��ed. l�. No additional site design concepts Table 1. Site Design BMPs(Cont.) lncluded Design Technique Specific BMP Yes No NIA Concept 1. Residential and commercial sites must be designed to contain and infiltrate roof runoff, or direct roo�fi runoff �j ❑ ❑ to ve etative swales or buffer areas, where feasible. 2. Where landscaping is proposed, drain impervious sidewalks, walkways, trails, and pa#ios into adjacent � ❑ ❑ landscaping. 3. Increase the use of vegetated drainage swales in lieu of underground piping or imperviously lined ❑ � ❑ swales. 4. Rura1 swale system: sfireet sheet flows to vegetated swale or gravel shoulder, curbs at street corners, ❑ ❑ � Minimize culverts under drivewa s and sfireet crossin s. ,,a, 5. Urban curb/swafe system: street slopes to curb; � � � Q Directly periodic swale inlets drain to vegetated swale/biofilter. � 6. Dual drainage system: First flush captured in street � catch basins and discharged to adjacent vegetated V Connected swale or gravel shoulder, high flows connect direc�ly to � � � � MS4s. �� Impervious 7. Design driveways with shared access, flared (single 4 lane afi street) or wheel strips (paving only under tires); � � � � or, drain infio landscaping prior to discharging to the � Areas MS4. 8. Uncovered temporary or guest parking on private (DC1As) residential lots may be paved with a permeabie � � � surface, or designed to drain infio landscaping prior to discharging to the MS4. 9. Where landscaping is proposed in parking areas, � � � incor orate landsca e areas into the draina e desi n. 10. Overflow parking (parking stalls provided in excess of the Co-Permittee's minimum parking requirements) ❑ � ❑ ma be constructed with ermeable avin . 11. Other comparabfe and equally effective design concepfs as approved by the Co-Permittee (Note: � � � Additional narrative required describing BMP and how it addresses Site Desi n conce t . A-11 July 2014 '�ater Qu�lity Management Ylan (W�IMP) TRACT 33584 I. All roof runoff is directed to a pervious laaadscape�.rea to be treated. 2. All impervious ar�as are drained to a pervious landscape area to be treated�hrough infiltration. 3. Vegeiated swales are pi•oposed on eacll lot around the perimetet•of the st�•ucture to treat nuisance flows and runoff from small stiorm events. 4. Not applicable, no r«rat street improvements pro�osed. 5. Street ru��of�will be routed into a pervious area to be treated. 6. First flush st�•eet flow will be routed to the proposed underground detention area. Lar�er f(ows wil� overflow to the MS4. 7. Not applicable,traffic volume too great. 8. No guest parking proposed on lots. 9. No landscape proposed in parking areas. 10. Not necessary, ample pervious landscape area provided. l 1. No additional site design concepts A-l 2 July 2014 `VVater Quality IVlanagement P�an(WQI�P) TRA.C'�"33584 V.2 SO�URCE CONTRO�L BMPS Instwuetions:Complete Table 2. Table 2.Source Control BMPs Check One If not applicab[e,state BMP Name Not Included bri�f reason Applicable Non-Structural Source Control BMPs Education for Property Owners,�perators,Tenants, 4ccupants, � � or Emplo ees Activit Restrictions � ❑ Irri ation S stem and Landscape Maintenance � ❑ Common Area Litter Control � ❑ Street Sweepin Private Streets and Parking Lats � ❑ Draina e Facifity Inspection and Maintenance � ❑ Strucfucat Source Gontrol BMPs MS4 Stencilin and Si na e � ❑ Landsca e and Irri ation S stem Desi n � ❑ Protect Slopes and Channels � ❑ Provide Communit Car Wash Racks ❑ � Residential-Not Applicable Properl Desi n: ❑ � Residential-Not Applicable Fueling Areas ❑ � Residential-Not Applicable AirlWater Su I Area Draina e ❑ � Residential-Not A licable Trash Stora e Areas ❑ � R�sidential-Not Ap�licable Loadin Docks ❑ � Residential-Not Applicable Maintenance Ba s ❑ � Residential-Not Ap licable Vehicle and Equi ment Wash Areas ❑ � Residential-Nnt A licable Outdoor Material Stora �Areas ❑ � Residenfial-Not Applicable Outdoor Work Areas or Processin Areas ❑ � Residential-Not Applicable Provide Wash Water Controls for Food Pre aration Areas ❑ � Residenfial-Nat A licable I�tstructio�ts: Provide na�rative below desc�^ibing how each �ncltcded BMP will he ifnplemented, the irnplementation fr•equency, inspection and maintenance ,frequency, inspection criteria, and the entity or party responsible fo� implementation, maintenance, and/or inspection. The location of ench structu�al BMP must also be shown on the WQMP Site Plnn i�rcluc�ed in Appendix B. Non-Structural Source Control BMPs Education fo�Property Owners, Operator�s�, Tenants, �ccupants, or Emplvyees Practical information materials will be provided to the first residents/occupants/tenants on general housekeeping practices tllat contribute to the protection of storm water quality. Activity Restrictions Conc�itions, Covenan�s, and Restrictions (CC&Rs) wiil be prepared as necessary and will address surface water quality protection. f1.-I 3 July 2014 �Vater Quality Nla�agemen�Plan {W�MP� TRACT 33584 Irrigation System and Lczndseape Mcrintenance POA will be held responsible for Ir�•igation System and Landscape Maintenance which will be performed on a regular basis. Common A�ea Litte�Control Litter patrol, covered trash receptacles,trash cans with lids, emptying of trash receptacEes in common areas, and noting �rash disposal violations by tenants/homeowners and reporting the violations to PO.A. for inv�sti�ation will be coilducted. St�eet Sweeping.Private St�eets and Par^king Lots Street Sweeping wiil be swept weekly. D�ainage Facilily Inspection and Maintenance Drainage facilities such as catch basins and inlets will be inspected annually and, i� necessary, cleaned and maintained prior to the storm season, no later than Octob�r 1 St�ach year. Structural Source Control BMPs MS4 Stenciling and Signage Tl�e phrase "No Dumping — Drains to Ocean" shall be stenciled on cateh basins to alert the publie and employees to the destination po�lutants discharg�d into the storm drain system. Landscape and Irrigation System Design Irrigation systems shall b� installed and programmed to apply proper volume of water and avoid excess runoff. Plants with simiiar watet•rec�uirements will be grouped togefiher. Protect Slvpes and Channels Slopes will be maintained by the POA. Appendix D includes copies of the educational materials that will be used in imp(ementing this project-speeific 'WQMP. A-l4 July 2014 �ater Quali�y Managemen��'lan (i�VQ1VIP) TRACT 33584 V.� TREATMENT CONTROL BMPS I�ast�uctions: 1. 1'�^ovide na�rative below descr�ibing each T�eatment Control BMF. Inclz.tde loccrtion, identify the sizing c�iteria �i.e., Urhan Runoff quaCiry desig�flow(QBMP) or the Urban Runoff�acality design volume(UBMP),p�elimina�-y design calculations, for siziv�� BMPs, mccintenance proccdures, and the frequency of maintenance p`•oceduyes necessa�y to sz�stain 6MP effectivenes:s. The loeation of each T�eatment Control BMP must also be sleown on the Site Plan included in Appendix B. 2. Cvmplete Table 3: Treatment Cont�od BMP Selectic�n Matrix 3. In addition to completing Table 3,p�ovrcle�letailecl a'escriptions on the locatron, implementation, installation, and long-term O&M of planned Treatment Control BMPs. Supporting �ngineering calcatlations for Q�,�f� andlor V����, and Trecctment Co��trol BMP design detail.s nre i�cluclec� in Appendix F. Nvte: Projects that will zctilize infiltrc�tian-based Treatment Contyol BMPs (e.g., Infiltration Basins, Infilt�ation Trenches, Porous Paverraent) must include a copy of the pyoperty/prvj�ct soils report crs Appenc�'ix E to the prvject-specific WQMP. The selection of a T�eatment Control BMP (vr BMPs)for the project must specifzcally conside�• the effective�ess of the Ti^eatment Cantrol BMP for polCutants identified as causrng an impairment of Recerving Watet�s to whrch the project will dischar•ge Urban R2tnoff. Based on the Santa Margarita V�M� Worksheet, �he BMP Design Volume resulted as 9,046 cf. Witli the use of the Storm Chamber Design Calculator, it was determined that 100 Storm Chambers shall be installed underneath the pavement of Street"A" and S�reet"B"on the east side of the project site with 6"of stone above and 1 S" of stone below the ehambers. Three "pre-treatmen�" Storm Chambers will also be installed with cleanouts in order to trap sediment pi•ior to runoff entering tlle main 100 cell retention area. Refer to the design calculations in Appendix F. POA will be held responsible for the maintenance of the Storm Chambers. Refer to the Q&1VI P(an in Appendix G. The proposed drainage for this project is as follow�: Runoff generated by the proposed impervious area will be routed via ditches and sheet flow into the curb and gutter of the proposed streets. Aft�r runoff reaches the curb and gutter it wi[1 flow�o �he north where it will be intercepted by one of the four proposed catch basins. Runoff intercepted by these catch basins will �ow into Line "A" to the low flow outlet s�ructure which will divert the flow into the proposed WQMP lii�e (see SD Improvement sheet 7). Line "WQMP" will route runoff in�o the Storm Chamber under�;round storage system wheE•e it witl be treated through infiltration. Lower frequency storm events will be completely contained by the storm chamb��•s and will pez•colate into the garoundwater. High frequency events will flow into the Sto��m Chambers where sediment, oil, grease and debris from the "first f�ush" storm event will be captured by �he sediment traps. As the Chambers fill with wa�er, the WQMP storm drain line will back up with until tlle storinwater reaches the low flow outlet structure and the treated water will exit the system through the proposed outle�into the existing stream to the Nortlleast. A-15 �«ly Zo�4 � -o o W o .� o z u� r;. n ' �' '� � cs� �. u. � � � N i � � � �' � ��u' 3 41 g � �,• � R� ci �. � Q �' --� -G �; -< o�i -� � �-G v � � -� o -G -< � �, �D a � � � � � N � � � � ❑ o � � � �. y � _ �. o Z � o Z Z y Z � Z Z Q Z Z � n � � ❑ o ❑ ❑ ❑ � ❑ � `� ❑ ❑ � � a � � � -- � «.�. n o � � � � �G� O � � � C � � � C � � � r- � C � i- � � N' � � CA a� � "� m b �� � y � �o v � �« ❑ � ❑ � � � � � ❑ � ❑ � ❑ � 0 � � � y' �, � �o �� � � � � � �. � n rr. � 4� S � � ,� C � �, � ... � ❑ = ❑ � ❑ c ❑ � ❑ � ❑ � ❑ � ❑ � ❑ � � �� � � o0 o Vo � u�,, � � ' c� � N N � � � � � � � �°- o ❑ 2 ❑ � ❑ � ❑ � ❑ � ❑ � ❑ � ❑ � ❑ � Q ° o � y � O � N � � TI � 'n � �. N ❑ _ ❑ c ❑ � ❑ � ❑ � ❑ � ❑ � ❑ � ❑ � � a� � � U� Su O G" O� � �p' W N ""� �4 N "'S p W � �] r [] r � � ❑ r ❑ r ❑ � ❑ r ❑ r ❑ r � � � � �� � � .-. �' _ � o `� � fl- � � ,,N�, 'a � �Q � � L1 � � � 0 � � � 0 � � r � ►� 0 � � � �' � � �- y O � p � W� � � ... � y ►b � � v v � n� � �° o c � � < a, ❑ c � c � c � c � c � c ❑ c � c � c �' �, � N � u� � r► o0 �� � �� � i�Va�er�ualrty li�Ianagement Plan (WQMP) TRACT 33584 Abbreviations: L: Low removal efficiency HIM: High or medium removal e�ciency U: Unknown removal efficiency Notes: �1} Periodic per�ormance assessment and updating of the guidance provided by this table may be necessary. (2) Projecfi applicar�ts should base BMP designs on the Riverside County Stormwater Quality Best Management Practice Design HandboQk. However, project applicants may also wish ta reference the California Stormwater BMP Hand�ook — New Development and Redevelopment (www.cabmphandbooks.com). The Handbook contains additional informatian on BMP aperatian and maintenance. �3} Includes grass swales,grass strips,wetland vegetation swales,and bioretention. (4) Includes extended/dry de#ention basins with grass lining and extendedldry detentian basins with impervious lining. Effectiveness based upon minimum 36-48-hour drawdown time. (5) Projects that will utilize infiltration-based Treatment Control BMPs (e.g., Infiltration Basins, lnfiltration Trenches, Porous Pavement, etc.) must include a copy of the proper�ylproject 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 pollufiants identified as causing an impairment of Receiving Waters to which the project will discharge Urban Runoff. �6) Includes permanent pool wet ponds and constructed wetlands. (7y Also known as hydrodynamic devices, baffle boxes,swirl concentrators,or cyclone separators. (8) Includes proprietary stormwater treatment devic�s as listed in the CASQA Stormwater Best Management Practices Handbooks, ather stormwater treatment BMPs not specifically listed in this WQMP, or newly developedlemerging stormwater trea#ment technologies. A-17 J�EIy 2014 "V6�'ater Quality 11�anagement Plan (W�IdIP) TRACT 33584 V.4 EQUIVALENT TR:EATM:ENT CUNTR�L ALTERNATIVES Not�pplicable V.S REG[ONALLY-�BASED TREATMENT CONTROL BMPS Not Appl�cable A-18 July 2014 Water�ual�ty 11�anagement Plan (WQ11�IP) TRA�T 335�4 i/1 d peration and i�ainten�nc �sponsibi�ity for Tr��tment �ntrol N1 P� Operation and maintenance(O&M) requirements for all structural Source Control and Treatment Con�rol BMPs sha(l be identified in the project-specific WQMP. The project-specific WQMP shall address the followin�;: ■ Identification of each BMP tl�at requires O&1VI. ■ Thorough description of O&M activities, the O&M process, and the handling and placement of any wastes. ■ BMP stac�t-up dates. ■ Schedule of the frequency of O&M for each BMP. ■ Identification of the pacties {name, address, and te(ephone number) responsible for O&M, including a written agreemenfi wi�h the entities responsible for O&M. This agreement can take the form of a Covenant and Agreement recorded by the Project Proponent with the County Recorder, HOA or POA CC&Rs, formation of a maintenance district or assessment district or other insfirutnent suff cien� to guarantee perpetual O&M. The preparer of this project-speci�c WQMP slaould carefu(ly review Section 4.6 o�the WQMP prior to completing this section of the project-specific WQMP. ■ Self inspections and record-keeping requirements for BMPs (review local specif c requirements regarding self-inspections and/or annual reporting}, including identi�cation of responsible parties for inspection and record-ke�ping. ■ Thorough descrip�ions of watet•quality monitoring, if required by the Co-Permi�t�E. I�2stru�tions: Ident� below all nperations ancl maintenance reyuirements, as described above, for each str•uctural BMP. t�he�e a public agency is identified as the funding sour�ce and responsible party for a T�eatment Control BMP, a copy of the written agreement stating the public age�rcy's acceptance of these responsibilities must be provided in Appendi�G. T11�4&M Plan is attached in Appendix G for the fol(owing source control and treatment control BMPs: • Tenant Education • Activity Restrictions • Common A►•ea Litter Control • Common Area Catch Basin Inspection � Street Sweeping • Catcli�Basin Stenciling& Signage • Design and construct trash&waste storage areas to reduc�pollution int��oduction • Efficient irrigation and landscape design • Storm Chambers A-19 July 2014 Water Quality 1Vlanagement Plan(WQI'�CP) TIZAC�'33584 ��I s F la 11 C�I 1�� A �funding source or sources for the O&M o�each Treatment Control BMP identified in the project-specif c WQMP m�ist be identified. By cex�tifyin�the project-specifc WQMP,t1�e Frojeet applican� is cert�ifying that the fundin�; responsibilities have been addressed and will be transferred to future ownex•s. One example of how to adhere to the requirement to transfer O&M responsibilities is to record the project-specific WQMP against the title to the property. Mira Loma Recovery, LLC will be fund the installation of the Storm Chambers. POA will fund the maintenance for the Storm Chambers. A-20 July 2014 W�te� Quality�Management Pla� (WQMP) '��t�CT 335�34 A ��d�.x �� �. Conditians of Approval Planning Commission Resolution Dated July 2014 i ��. ,.-.. y,.,.-- . �� t .._'��- - � . � t � � � � ��� � �--i��� ` ;�3�. ��` � �vrnmuni�y�/��to/�r'J�ment : T ' �L �/ A r, � � �1 f}��MG�Fn Str�°�.�t • 'Temccula,CA 9�5�7U � �� r .:. ` ���� P��one�95!) G94-G400 • 1=ax�951) b94G47'1 p www.city�ft�mect�la.t�rg ', , I � i � I April4, 20�� j � Mr. Jim �hmad � �n�and Cammunities - �4301N. Sunset �Ivd.� Suit� 4�Q ' l Los Angefes, CA 9(]02S I I SUBJ�CY: Plannin� Ap��ication Na. PA13-�217, a Ten#ative Tract Map revision ' applicatior� (TTM 3358�} to change #he number af lots from 4 lots (�n� �ondominium lot, on� recreatiort build�n� [ot, and fvvo apen space �afs� for i 62 detached condom�niurn �nits to 4 lots (one condaminiurn lo�, one ; recreat�on b�uilding ic�t, �nd �iwo open space lots} for v9 detached j cand�mini�m units Iv�at�d at the n�rth�ast corner a� Rancha Vis�a Road ' and �11ira Lama �rive. � I ; D�ar Mr. A�mad: Qn March 1�, 2�1�, the City o�Temecula Planning Commission approved the above reference� ; pr�j�et subj�ct to th� enclosed Fina1 Conditiarts of Approv�l. ' Anyon� dissatisfied with this de�i��on o� the Condi�ions of Apprc�v�l m�y app�af it within 15 ��lencfar days from th� date of approua�. Caution should be �x�rcised in making any ! expendi#ures ar commitrnen#s �ased u��r� �his appraval unkfl the ex�iration of the app��l p�riod ; ; ar�d disposition of any appeals, which may be�il�d. � � This approval is effec#ive untif �p�il 1�, �017, unfess �xtended in accordance with #he ° D�v�lopment Cod�, 1lVritten request for a time �x#ension m�st be submitted to the City of � , Temecula � mi�imum of 3fl d�y� priar to the expiration date, j � It has b�en � pleasur� working with you during the entit�emen� process. If you have any questiflns regarding this subjec# or approv�l, pl�ase contact me at (95'�) �Q6�51�9 ar by email af � st�art,fisk a�cityaft�m�cul�.arc�. . ; � � Sin�erely, ; �— �„"--� - .. �art �isk, AfCR �� Senior Planner ' � ; � �nclosur�s: Final Conditions of Approval i � APproved Sit� Pl�r� � � G:tPLA�fNING12�131PA13�q2�7 Rar�ch+�Vista Village Mdf�lPlann�nglPC HearinglAp�raval l.etter.doc � � ! J � s.. 3� t T.'. � �"4v i $-i� t` " � - 'k . ) ..�!'' k .; 't 3T'.i R �'r}�i�'wi�`'�5t r •7�."�" 'ak . �..= . . . ; .. . � ` a -,e1�, :ti. � � � A � t. ry a �,x��s�; � �� ,�r.gn�s y � r��' �}� : `.;,, s. ., � �� �-,� � yr`- a.,i� `�tp�r.t �tisrJ�,a ti e'�� ,.I�>:�" j t �, . � � � as5 .4,g r 4, s .1� , . .. � � �� :".s = � �. k� r :! #-.. .� e ..�'- '�+ni � �t�' F,.' +"rt �!cf�"w c � ''. �. . � . � ���-t.'�sa . 1:.� "�'Y:.. .. . .-"�:�`_l�'� � i .. . ,3 t� �i>sc 9�'y+' Ja ��� �:�:� ,y.ye!y,f I `"; � d.. � . . � � . . .� , .. .. , - . . �'��'". �"' 3_ ,..��.. -ti�. ,��..��ki.i n. �AC.�i .� :9��, r'. i..L EXHIBIT A , CITY OF TEMECULA FINAL CONDITIONS OF APPROVAL Planni�g Appiication No.: PA13-0217 Project Description: Planning Appiication No. PA13-0217, a Tentative Tract Map revision (TTM 33584) application to change the number of lots from 4 lots (one condominium lot, one recreation building lot, and two open space lots} for 62 detached condominium units to 4 lots (one condominium lot, one recreation building lot, and iwo open space Iots) for 59 detached condominium units located at the northeast corner of Rancho Vista Road and Mira Loma Road Assessor's Parcel No.: 944-060-006 MSHCP Category: Residential (Between 8.1 and 14.0 du/ac) �. ' ' DIF Category: Residential—Attached TUMF Category: Residential—Single Family Quimby Category: Single Family Attached (Attached Garage) � Approval Date: March 19, 2014 Expiration Date: April 10, 2017 (per Section 16.09.220.0 of the Temecula Municipal Code, revised map approval shall not alter the original expiration date of the map) PLANNING DIVISION Within 48 Hours of the Approval of This Project PL-1. Filinq Notice of Determination. The applicanUdeveloper shall deliver to the Planning . �, Division a cashier's check or money order made payable to the County Clerk in the �: i ' amount of Two Thousand Two Hundred Thirty-One Dollars and Twenty-Five Cents ($2,231.25) which includes the Two Thousand One Hundred Eighty-One Dollars and Twenty-Five Cents ($2,181.25) fee, required by Fish and Wildlife Code Section 711.4(d)(3) plus the Fifty Dollars ($50.00) County adminisirative fee, to enable the City to file the Notice of Determination for the Mitigated or Negative Declaration required under Public Resources Code Section 21152 and California Code of Regulations Section 15075. If within said 48-hour period the applicanU developer has not delivered to the Planning Division the check as required above, the approval for the project granted shall be void due to failure of condition [Fish and Wildlife Code Section 711.4(c)J. � . ' I , .r:_ .�l; : , , I� - . :1+RC,;IIP.#�'xn,.�ix':3�. ?..-,--- . • .:�,�-.nr."s.���-��� , ;...,5.,..:�<��:€2.gn`•fi�+��'��tr.3[:, . � ..-..+��r.�:c,�%:�T:. .. :r.:. ._... ., . .r . _ . �.. . , .. � '. ..... .�_ .� . General Requirements PL-2. Indemnification of the Citv. The appiicant and owner of the real property subject to this condition shall hereby agree to indemnify, protect, hold harmless, and defend the City with Legal Counsel of the City's own selection from any and all claims, actions, awards, judgments, or proceedings against the City to attack, set aside, annul, or seek monetary damages resulting, directly or indirectly, from any action in furtherance of and the approval of the City, or any agency or instrumentality thereof, advisory agency, appeal board or legislative body including actions approved by the �+ voters of the City, concerning the Planning Application. The City shall be deemed for purposes of this condition, to include any agency or instrumentality thereof, or any of its elected or appointed officials, officers, employees, consultants, contractors, legal counsel, and agents. City shall promptly notify both the applicant and landowner of any claim, action, or proceeding to which this condition is applicable and shall further cooperate fully in the defense of the action. The City reserves the right to take any and all action the City deems to be in the best interest of the City and its citizens in regards to such defense. PL-3. Modifications or Revisions. The permittee shall obtain City approval for any modifications or revisions to the approval of this project. PL-4. Expiration. Pursuant to Section 16.09.220.0 of the Temecula Municipal Code, revised map approval shall not alter the original expiration date of the map. Tentative Tract Map 33584 was approved by City Council on April 10, 2007 with an initial expiration date of April 10, 2010. California Senate Bill 1185 extended the ' , map expiration to April 10, 2011; California Assembly Bill 333 extended the map . , � expiration to April 10, 2013; California Assembly Bill 208 extended the map expiration to April 10, 2015; and California Assembly Bill 116 extended the map expiration to April 10, 2017. PL-5. Time Extension. The Director of Community Development may, upon an application being filed prior to expiration, and for good cause, grant a time extension of up to 5 one-year extensions of time, one year at a time. PL-6. Consistency with Specific Plans. This project and all subsequent projects within this site shall be consistent with Planned Development Overiay 11. PL-7. ComQliance with Mitigated Neqative Declaration. The project and all subsequent projects within this site shall comply with all mitigation measures identified within the Mitigated Negative Declaration adopted for PA13-0217. PL-8. Siqnaae Permits. A separate building permit shall be required for all signage. PL-9. Conformance with A�proved Plans. The development of the premises shall '. � substantially conform to the approved site plan and elevations contained on file with the Planning Division. PL-10. Graffiti. All graffiti shall be removed within 24 hours on equipment, walls, or other structures. ._.. ..._. _, ._�..,.__.,..�_�.. � . . _ ._,. t - , ._ .._ . ._ i'� �;��: ��,�; �:. ,_� ,; . �::��, � . PL-11. Water Quality and Drainaqe. Other than stormwater, it is illegal to allow liquids, gels, powders, sediment, fertilizers, landscape debris, and waste from entering the storm drain system or from leaving the property. To ensure compliance with this Condition of Approval: a. Spills and leaks shall be cleaned up immediately. b. Do not wash, maintain, or repair vehicles onsite. . c. Do not hose down parking areas, sidewalks, alleys, or gutters. � d. Ensure that all materials and products stored outside are protected from rain. e. Ensure all trash bins are covered at all times. PL-12. Subdivision Map Act. The tentative subdivision shall comply with the State of California Subdivision Map Act and to all the requirements of Ordinance No. 460, ����. � unless modified by the conditions listed below. An Extension of Time may be � approved in accordance with the State Map Act and City Ordinance, upon written request, prior to the expiration date. PL-13. Subdivision Phasina. If subdivision phasing is proposed, a phasing plan shall be submitted to and approved by the Community Development Director. PL-14. Construction and Demolition Debris. The developer shall contact the City's franchised solid waste hauler for disposal of construction and demolition debris and shall provide the Planning Division verification of arrangements made with the City's franchise solid waste hauler for disposal of construction and demolition debris. On(y the City's franchisee may haul demolition and construction debris. PL-15. Public Art Ordinance. The applicant shall comply with the requirements of the City's Public Art Ordinance as defined in Section 5.08 of the Temecula Municipal Code. PL-16. Property Maintenance. All parkways, including within the right-of-way, entryway , median, landscaping, walls, fencing, recreational facilities, and on-site lighting shall :.� � be maintained by the property owner or maintenance association. PL-17. Noise Barrier. Prior to beginning any clearing, grading, or construction activities, the applicant shall install a temporary 10-foot high acoustic noise barrier to remain in place during construction to the completion of exterior stucco application on the buildings adjacent to the noise barrier. The noise barrier shall be placed at the northeast area of the project site in the vicinity of the single-family dwelling units to the east of the project site to a point south of the adjacent school building, and along Mira Loma Drive from the eastern edge of the property (but outside of the existing watercourse)to the east side of the main project entry. Prior to Issuance of Grading Permit(s) PL-18. Placement of Transformer. Provide the Planning Division with a copy of the underground water plans and electrical plans for verification of proper placement of transformer(s) and double detector check prior to final agreement with the utility companies. � ;�i. � ;�! - � ; � . ,�, - . � - , �'� x�ti;, s. .�4 .,,R'4 aa . , ���4 }.s°' . . .� . . .. � ` �t. t�� �, � t � ' ' �� . . .o a,. �. . .. . . � � � . . . ' �� t�.. �.:�� ., . � +�,. , . r .., .. . . . .. . . }. �. + � 4 �'�:M "h�""� YnK'..- n 'u"�k�pm �' i�.�:.�7 �'�M6 �. � ,a'k �h 'w'.�ia.A�`°c^�^fi '��+a'H y x '�y� � - � . � f�'ei c �w"p'.' '�s+' ��#;�'�'�`.t�t�' �r.,✓ :.a4��. „r' $ �`_ s �.�:, +„*���. "�.�'a ,��SK�' �rP�7�`,�wn,t�. .�i�`%� �.� . .j �,. r .. .�._. M1..�, r•� ;� . ' , n. �, � .:.` �'�` ,,..' � r �,: ; , ,. , � � . ;4 , . „ <� . �,,.�.. , , _ . � �i .",,y " ' :; ..+. �.�"' � ':^ � •y�3�•. ,"'SM�. .�� +'.�...W._,._... _ � , _ . . �,�rx �a„ `�"'•, �� � �'• � . : �- ' . . . ... ...���:L:.-.-. ... ,. ' . �.-.{ .. . . "± ♦ � . . - . � ..'.. <. - . .. - ., � ' �� � , . .. .'Y . . . � . : PL-19. ArchaeoloQical/Cultural Resources Gradina Note. The following shall be inciuded in � the Notes Section of the Grading Pian: "If at any time during ,}� excavation/construction of the site, archaeological/cuitural resources, or any ;�� artifacts or other objects which reasonably appears to be evidence of cultural or archaeologic�l resource are discovered, the property owner shall immediately advise the City of such and the City shall cause ail further excavation or other disturbance of the affected area to immediately cease. The Director of Community Development at his/her sole discretion may require the property owner to deposit a sum of money it deems reasonably necessary to allow the City to consult and/or authorize an independent, fully qualified specialist to inspect the site at no cost to the City, in order to assess the significance of the find. Upon determining that the discovery is not an archaeological/ cultural resource, the Director of Community Development shall notify the property owner of such determination and shall authorize the resumption of work. Upon determining that the discovery is an archaeological/cultural resource, the Planning Director shall notify the property owner that no further excavation or development may take place until a mitigation plan or other corrective measures have been approved by the Director of Community Development." PL-20. Cultural Resources Treatment AQreement. The developer is required to enter into a , Cultural Resources Treatment Agreement with the Pechanga Tribe. This Agreement will address the treatment and disposition of cultural resources and human remains that may be impacted as a result of the development of the project, as well as provisions for tribal monitors. PL-21. Discovery of Cultural Resources. If cultural resources are discovered during the '.:► project construction (inadvertent discoveries), all work in the area of the find shall cease, and a qualified archaeologist and representatives of the Pechanga Tribe sha11 be retained by the project sponsor to investigate the find, and make recommendations as to treatment and mitigation. PL-22. Archaeoloqical Monitorinq of Cultural Resources. A qualified archaeological monitor will be present and will have the authority to stop and redirect grading activities, in consultation with the Pechanga Tribe and their designated monitors, to evaluate the significance of any archaeological resources discovered on the property. PL-23. Tribal Monitoring of Cultural Resources. Tribal monitors from the Pechanga Tribe shall be allowed to monitor all grading, excavation and groundbreaking activities, � '� � including all archaeological surveys, testing, and studies, to be compensated by the � developer. PL-24. Relinc�uishment of Cultural Resources. The landowner agrees to relinquish ownership of all cultural resources, including all archaeological artifacts that are found on the project area, to the Pechanga Tribe for proper treatment and �;, disposition. �� . . ._. ,_ . ._ . __ _,_- - - , _ _ : : ._ . .. �.. _� .:. _ ,. .. . . , �.. �� �� .,t � � ��� ,.� ,, ,; °�'m . . . , � , � , �� , ;,r:;a. N. r�a 'T�� - !- ��� ''-. . "..�,. .; 'e�t. :P,..� :< � . . ,�, Y... � y_ .... , F ... 1 � '?,t. �, l: r .++ .:, "�,-� :�.'d e � ,r'�. � i . . . �. .. .- . ..� . '" .. .. , .. ..�. .. �.� � �( '�. ., . . � . r ��,! 1`. ,I. .._.. , .. . ...., . ,.�. .... . . ..:._�..� ...,:�'"..... ...... ,_ ...... �:. . . . . . ... ... . . . ....�.. -....:..,.. .... , . . . . . .. � 1'uj i'...!1 k,� . � .:: . .�"yc'� S'r� �. ., .��. _ � � . . , . . . ;3 �.�� . . . . , �'� _ .�n . . ..�: � .,.. �* .,. . .� . , . . .:s,. . .. ... � - . .. . . . r �,R,s i V4x`, � � i.', a PL-25. Preservation of Sacred Sites. Ail sacred sites are to be avoided and preserved. PL-26. MSHCP Pre-Construction Survev. A 30-day preconstruction survey, in accordance with MSHCP guidelines and survey protocol, shall be conducted prior to ground disturbance. The results of the 30-day preconstruction survey shall be submitted to the Planning Division prior to scheduling the pre-grading meeting with Public Works. � PL-27. 6urrowing Owl Gradin.q Note. The following shall be included in the Notes Section � ', of the Grading Plan: "No grubbing/clearing of the site shall occur prior to scheduling the pre-grading meeting with Public Works. All project sites containing suitable habitat for burrowing owls, whether owls were found or not, require a 30-day preconstruction survey that shall be conducted within 30 days prior to ground disturbance to avoid direct take of burrowing owls. If the results of the survey indicate that no burrowing owls are present on-site, then the project may move forward with grading, upon Planning Division approval. If burrowing owls are found F to be present or nesting on-site during the preconstruction survey, then the following recommendations must be adhered to: Exclusion and relocation activities may not occur during the breeding season, which is defined as March 1 through August 31, with the following exception: From March 1 through March 15 and from August 1 through August 31 exclusion and relocation activities may take place if it is proven to the City and appropriate regulatory agencies (if any) that egg laying or chick rearing is not taking place. This determination must be made by a qualified biologist." PL-28. Rvugh Gradin Pq lans. A copy of the Rough Grading Plans shall be submitted and approved by the Planning Division. ' � Prior to Issuance of Building Permit(s) �� � PL-29. Paved Access Easement. The Developer shall provide a paved 10-foot wide ingress/egress easement with a 15 percent maximum slope within Lot 3 from Mira Loma Drive to Lot 83 of Tract Map No. 4010. `�'� PL-30. Access Road Barrier. A gate or chain fence, subject to approval by the Director of Community Development, shall be installed at the entrance to the access road through Lot 3 of the project from Mira Loma Drive to Lot 83 of Tract Map No. 4010 to prevent unauthorized access to Lot 3 and the access road. PL-31. Transportation Uniform Mitiqation Fee (TUMF). The City of Temecula adopted an ordinance on March 31, 2003 to collect fees for a Riverside County area wide �� Transportation Uniform Mitigation Fee (TUMF). This project is subject to payment of these fees at the time of building permit issuance. The fees are subject to the provisions of Chapter 15.08 of the Temecula Municipal Code and the fee schedule in effect at the time of building permit issuance. � � ' PL-32. Development Impact Fee (DIF). The developer shall comply with the provisions of ��k;� Title 15, Chapter 15.06 of the Temecula Municipal Code and all its resolutions by .�i� paying the appropriate City fee. �� PL-33. Construction Landscapinc,�and Irriqation Plans. Four (4) copies of Construction .j� Landscaping and Irrigation Plans shall be reviewed and approved by the Planning ;� Division. T hese p lans s ha l l b e s u b m i t t e d a s a s e p a r a t e s u b m i t t a l, n o t a s part of the . . . . . ,, _ � , . ,; . . 4 e' ;� �,.:.:. ,,� .: x ..,, :�; �.,;::.; ,x-F� ..: : ,,, `,. ;�,: _,.li � �.. — ��~ „ .�,����*- �, .�, . � . , : ,, ,, _ . . -.- .. ., � ., a_ :: _ . _, ,, ,. ;,, . �. t. . E�` h^� °" �":., k''d�.� � �,E.:"x. i., ".t�' w w��: -.,r�;:� ��3 i .�9..'�.*iw - wr'• .� .. <Ya AtiM�l,'�'A w x..� +�ty �„ . ' . , a 4� L, . .. .., .,. ,. ,n ,�. ,. . r w � � ' � '� ..;' , . •`�: . ., . . . . .. . d..,. ...���� �-t,�.. �.�.." �... ;a . .. : ' , , ,. � '.>A � ,� .. , . . '. ':'. , .�.. . . ... . ,.., , , . . . .. � . .. . � • � , ; � f : :�; ._ , � � . ` � . ��' . �; -���. . ... . . _ . • . .,. building plans or other plan set. These plans shall conform to the approved conceptual landscape plan, or as amended by these conditions. The location, , I number, height and spread, water usage or KC value, genus, species, and container :r� '� size of the plants shall be shown. The plans shall be consistent with the Water � Efficient Ordinance and Water Storage Contingency Plan per the Rancho California Water District. The plans shall be accompanied by the appropriate filing fee (per the City of Temecula Fee Schedule at time of submittal) and one copy of the approved Grading Plan. �+'� PL-34. Landscaping Site Inspections. The Landscaping and Irrigation Plans shall include a note stating, "Three landscape site inspections are required. The first inspection will be conducted at installation of irrigation while trenches are open. This will verify that irrigation equipment and layout is per plan specifications and details. Any adjustments or discrepancies in actual conditions will be addressed at this time and will require an approval to continue. Where applicable, a mainline pressure check will also be conducted. This will verify that the irrigation mainline is capable of being pressurized to 150 psi for a minimum period of two hours without loss of pressure. The second inspection will verify that all irrigation systems are operating properly, and to verify that all plantings have been installed consistent with the approved construction landscape plans. The third inspection will verify property landscape � maintenance for release of the one-year landscape maintenance bond." The � � applicanVowner shall contact the Planning Division to schedule inspections. PL-35. Agronomic Soils Report. The Landscaping and Irrigation Plans shall include a note on the plans stating, "The contractor shall provide two copies of an agronomic soils report at the first irrigation inspection." ► PL-36. Water Usage Calculations. The Landscaping and Irrigation Plans shall include water usage calculations per Chapter 17.32 of the Development Code (Water Efficient Ordinance), the total cost estimate of plantings and irrigation (in accordance with approved plan). Applicant shall use evapotranspiration (ETo) factor of 0.70 for calculating�the maximum allowable water budget. PL-37. Landscape Maintenance Proaram. A landscape maintenance program shall be submitted to the Planning Division for approval. The landscape maintenance program shall detail the proper maintenance of all proposed plant materials to assure proper growth and landscape development for the long-term esthetics of the property. The approved maintenance program shall be provided to the landscape �� I maintenance contractor who shall be responsible to carry out the detailed program. .;�'r � PL-38. Specifications of Landscape Maintenance Proqram. Specifications of the landscape maintenance program shall indicate, "Three landscape site inspections are required. The first inspection wilt be conducted at installation of irrigation while trenches are � open. This will verify that irrigation equipment and layout is per plan specifications and details. Any adjusiments or discrepancies in actual conditions will be addressed at this time and will require an approval to continue. Where applicable, a mainline pressure check will also be conducted. This will verify that the irrigation mainline is capable of being pressurized to 150 psi for a minimum period of two hours without loss of pressure. The second inspection will verify that all irrigation systems are operating properly, and to verify that all plantings have been installed � f consistent with the approved construction landscape plans. The third inspection will ''� � �� �� �� - �. . . �1 . �. _ �r .. �I . . � . � . . . *,'. . .. . � � . � � �� - � ; . � � � � . � . . . : . _ . ` , . . .S'' � verify property landscape maintenance for release of the one-year landscape � maintenance bond." The applicantlowner shall contact the Planning Division to schedule inspections. PL-39. Irriqation. Automatic irrigation shall be installed for all landscaped areas and complete screening of all ground mounted equipment from view of the public from streets and adjacent property for private common areas; front yards and slopes within individual lots; shrub planting to completely screen perimeter walls adjacent to a public right-of-way equal to 66 feet or larger; and, all landscaping excluding City maintained areas and front yard landscaping which shall include, but may not be ._ limited to, private slopes and common areas. PL-40. Temporarv Landscapin� q Requirement for Phased Development. If any phase or area of the project site is not scheduled for development within six months of the completion of grading, it shall be temporarily landscaped and irrigated for dust and soil erosion control. -� PL-41. Hardscaping. The plans shall include all hardscaping for pedestrian trails within �,��; private common areas. PL-42. Wall and Fence Plans. Wall and fence plans shall be consistent with the Conceptual Landscape Pians showing the height, location and the following � materials for all walls and fences: � Walls or fencing for the perimeter of the project adjacent to a public right-of-way equal to 66 feet or larger and the side yards for corner lots. Wrought iron or decorative block and wrought iron combination to take advantage of views for side and rear yards. Wood or vinyl fencing shall be used for all side and rear yard fencing when not restricted/conditioned as outlined above. PL-43. Precise Grading Plans. Precise Grading Plans shall be consistent with the ,� approved rough grading plans including all structural setback measurements. �';��, '� PL-44. WQMP Treatment Devices. All WQMP treatment devices, including design details, �� shall be shown on the construction landscape plans. If revisions are made to the WQMP design that result in any changes to the conceptual landscape plans after entitlement, the revisions will be shown on the construction landscape plans, subject to the approval of the Director of Community Development. �� PL-45. Utility Screenina. All utilities shall be screened from public view. Landscape construction drawings shall show and label all utilities and provide appropriate screening. Provide a three-foot clear zone around fire check detectors as required by the Fire Department before starting the screen. Group utilities together in order to reduce intrusion. Screening of utilities is not to look like an after-thought. Plan � � planting beds and design around utilities. Locate all light poles on plans and ensure that there are no conflicts with trees. _ __ . ��� � - - - �, . .. ._ .. . �_� .. __ , . __ . . _, _ .,�+ . . . _ . � ;�; . '; � .��� � , . � � �'.;�w� ,.��:?;� �„ -'�-�+ z��.:"�u c _:"R,, .r n..a: ��.: *'1 ,�{„r- �,�,+'w r f'k9'�' .. . � .. . , . .... � � � � �r ;� , � t�,�� ' �" � M� �w t � y<,` .:�r""' � 9 �`� . ��`•.rr , - ��� -E yY. ,�;:� � ��,� .;�� e �1� `y'�'p v, 1 ` .' _ 'F' �r '.,w• -fr.,. .'��` +w. . � i�'''�� . . .� �:f�`. _ .. .,.�u"t�'�.. .. ... _ . .- �'�_ . .. . �� � .. ,. '• _��� _.. � . . . . _ � . . .b. -�' �.✓�-n '!Y,.:r ; ,,,,T ;�"� . yI • � � PL-46. Buildinq Construction Plans for Outdoor Areas. Buiiding Construction Plans shail i include detailed outdoor areas including but not limited to trellises, decorative �� � fumiture, and hardscape to match the style of the buildings subject to the approval � of the Director of Community Development. Prior to Release of Power� Building Occupancy or Any Use Allowed by This Permit F � PL-47. Front Yard and Slope Landscaping. Front yard and slope landscaping within individual lots shall be completed for inspection. PL-48. Private Common Area Landscaping. Private common area landscaping shall be N' completed for inspection prior to issuance of the first occupancy permit. '��. PL-49. HOA Landscaping. HOA landscaping shall be completed for inspection for those lots adjacent to HOA landscaped area. PL-50. Performance Securities. Performance securities, in amounts to be determined by the Director of Community Development, to guarantee the maintenance of the � plantings in accordance with the approved construction landscape and irrigation ..:�� plan, shall be filed with the Planning Division for a period of one year from final ��' Certificate of Occupancy. After that vear, if the landscaping and irrigation system have been maintained in a condition satisfactory to the Director of Community Development, the bond shall be released upon request by the applicant. , PL-51. Installation of Site Improvements. All site improvements, including but not limited to, �1 parking areas and striping shall be installed. :�r PL-52. TCSD Service Levels. It shall be the developer's responsibility to provide written . disclosure of the existence of the Temecula Community Service District (TCSD) and its service level rates and charges to all prospective purchasers. �.� PL-53. Com liance with Conditions of A roval. All of the fore oin conditions shall be � 9 comptied with prior to occupancy or any use allowed by this permit. Prior to Recordation of the Final Map �! PL-54. Final Map. A copy of the Final Map shall be submitted to, and approved by, the .,:;� Planning Division. .�,�. PL-55. Environmental Constraint Sheet. A copy of the Environmental Constraint Sheet (ECS) shall be submitted to, and approved by, the Ptanning Division with the following notes: ,� a. This property is located within 30 miles of Mount Palomar Observatory. All proposed outdoor lighting systems shall comply with the California lnstitute of Technology, Palomar Observatory recommendations, Ordinance No. 655. . b. A Mitigated Negative Declaration was prepared for this project and is on file at the City of Temecula Planning Division. �°;;� c. This project is within a Liquefaction Hazard Zone. �� .;.� . 5. �T: , . � .� . . . ,_. � .. . . ..._. .. � � .� . . _.. .. _ . . . . . .,., � � �;. ` � .'�i . � � ;.� i � :� PL-56. Submittal of CC&Rs. A copy of the Covenants, Conditions, and Restrictions � (CC�Rs) shall be submitted and approved by the Director of Community Development. The CC&Rs shall include liability insurance and methods of 's maintaining open space, recreation areas, parking areas, private roads, exterior of all buildings, and all landscaped and open areas, including parkways. PL-57. Form and Content of CC&Rs. The CC&Rs shall be in the form and content approved by the Director of Community Development, City Engineer, and the City :� Attorney, and shall include such provisions as are required by this approval and as .� said officials deem necessary to protect the interests of the City and its residents. PL-58. Preparation of CC&Rs. The CC&Rs shall be prepared at the developer's sole cost and expense. . � PL-59. Review of CC&Rs. The CC&Rs and Articles of Incorporation of the Property � "� � Owners Association are subject to the approval of the Director of Community :Q Development, Public Works Director, and the City Attorney. PL-60. CC&Rs and ManaQement and Maintenance of Common Areas. The CC&Rs shall provide for the effective establishment, operation, management, use, repair, and .� maintenance of all common areas, drainage facilities, and pollution prevention ;;�. devices outlined in the project's Water Quality Management Plan. PL-61. CC&Rs and Public Nuisance. The CC&Rs shall provide that the property shall be developed, operated, and maintained so as not to create a public nuisance. �#� :�1� PL-62. Termination of CC&Rs. The CC&Rs shall provide that the association may not be terminated without prior City approval. PL-63. CC�Rs and Maintenance of Propertv. The CC&Rs shall provide that if the property is not maintained in the condition required by the CC&Rs, then the City, after making due demand and giving reasonable notice, may enter the property and �t� � perform, at the owner's sole expense, any maintenance required thereon by the CC&Rs or the City Ordinances. The property shall be subject to a lien in favor of . the City to secure any such expense not promptly reimbursed. PL-64. Interest in Association. Every owner of a suite or lot governed by CC&Rs shall own as an appurtenance to such suite or lot, either: (1) an undivided interest in the ' �:; common areas and facilities, or(2)a share in the corporation, or voting membership in an association owning the common areas and facilities. PL-65. Maintenance of Open Areas. All open areas and landscaping governed by CC&Rs shall be permanently maintained by the association or other means acceptable to :�; the City. Such proof of this maintenance shall be submitted to the Planning �a Divisions and Public Works Department prior to the issuance of building permits. � , PL-66. Reci�rocal Easements. Reciprocal access easements and maintenance agreements ensuring access to all parcels and joint maintenance of all roads, drives, parking areas, drainage facilities, and water quality features, shall be , :;�;� provided by the CC&Rs or by deeds and shall be recorded concurrent with the map � � ; or prior to the issuance of building permit where no map is involved. ;����� � � , t t , , �� _ _. ._. ..� __ . . � . .: . _ , :� _�. , , . . , . _ . : . ., - � , .� , � . � , . . . _. ,�` , . ,, , . . _ ' . , - - . r�,a� � : .� .r �. ::� ;, �. � ��. � ,.�� x.,��. . � � ,�: �� a�.. � �� .�:.,�. ����.� r, M ,.; , � �. : . ��� . . . ._ . �.o.� i M 9`_ _ � .' � ' �� . � . � , i . >. �n �. "�F'». . �` i .. � r +$"�w"'^,qZY`��d'� ��.�«"��t t�� ' � ..'..7 . . �. . . �.�,,. ... «.�:. ....... �.�;� ,".. .. . , r .. . . , a .n .. .. ., ' . . . ...... � , -.. ... . ' � . ,.. -0. . . ., , . ....� .._ .. ..... .,, .,� .::..�.,... :. ; .. � «. � . ��^ .�., '�.,.'�+.�.. ... ,.� ....i,+.. , ... :..�;.. . :. .. '� . ..-�„ � .... ':.:, ...,.. :..... . . . . '::��". � . •:- �� � ' . � :�=�: . ... - - . _ _ ur'_ .,. . .t . . . _ • _ PL-67. Consent of Citv of Temecula. An Articie must be added to every set of CC&Rs to read as foilows: ,. � Article CONSENT OF CITY OF TEMECULA .# 1. The Conditions of Approval of Tentative Tract Map Number T requires the City to review and approve the CC&Rs for the Parcel. 2. Declarant acknowledges that the City has reviewed these CC&Rs and that its review is limited to a determination of whether the "t� proposed CC&Rs properly implement the requirements of the � �. Conditions of Approval for the Parcel. The City's consent to these CC&Rs does not contain or imply any approval of the appropriateness or legality of the other provisions of the CC&Rs, including, without limitation, the use restrictions, private easements and encroachments, private maintenance requirements, architecture and landscape '' controls, assessment procedures, assessment enforcement, resolution .:� ; of disputes or procedural matters. t t ,: '+'i 3. In the event of a conflict between the Conditions of Approval of �; j the land use entitlements issued by the City for the Parcel or Federal, �" State, or local laws, ordinances, and regulations and these CC&Rs, .� the provisions of the Conditions of Approval and Federal, State or local '�E laws, ordinances, and regulations shall prevail, notwithstanding the language of the CC&Rs. 4. These CC&Rs shall not be terminated, amended or otherwise modified without the express written consent of the Director ,`� Community Development of the City of Temecula. � PL-68. Consent of City of Temecula. An Article must be added to every set of CC&Rs, following the Declarant's signature, to read as follows: � CONSENT OF CITY OF TEMECULA .�: I ,:,.;: �'' The Conditions of Approval for Tentative Tract Map No. require the City of Temecula to review and approve the CC&Rs for the Parcel. The City's review of these CC&Rs has been limited to a determination of whether the proposed CC&Rs properly implement the requirements � of the Conditions of Approvat for the Parcel. The City's consent to these CC&Rs does not contain or imply any approval of the appropriateness or legality of the other provisions of the CC&Rs, including, without limitation, the use restrictions, private easements and encroachments, private maintenance requirements, architecture . and landscape controls, assessments, enforcement of assessments, resolutions of disputes or procedural matters. Subject to the limitations set forth herein, the City consents to the CC&Rs. . ,'; � ,< `Y ..�. ''1 . lt �' I �%1 Armando G. Vilia, AICP Director .� Community Development ' Approved as to Form: Peter M. Thorson : , City Attorney PL-69. Operation of Association. No lot or suite in the development shall be sold unless a corporation, association, property owners group or similar entity has been formed with the right to assess all properties individually owned or jointly owned which have ;� any rights or interest in the use of the common areas and common facilities in the development, such assessment power to be sufficient to meet the expenses of such '�' entity, and with authority to control, and the duty to maintain, all of said mutually t .r available features of the development. Such entity shall operate under recorded CC&Rs, which shall include compulsory membership of all owners of lots and/or suites and flexibility of assessments to meet changing costs of maintenance, repairs, and services. Recorded CC&Rs shall permit enforcement by the City for provisions required as Conditions of Approval. The developer shall submit evidence of compliance with this requirement to, and receive approval of, the City prior to making any such sale. This condition shall not apply to land dedicated to the City . for public purposes. �� PL-70. Recordation of CC&Rs. CC&Rs shall be finalized and recorded at the time of Final ' Map Recordation. PL-71. Copies of CC&Rs. Three copies of the final recorded CC&Rs shall be provided to the Planning Division. �' PL-72. Quimbv Requiremenis. The developer shall satisfy the City's park land dedication � (Quimby) requirement through the payment of in-lieu fees equal to 0.66 acres of � � park land, based upon the City's then current appraised park land valuation. Said ,';;. :;F requirements include a 25% credit for private recreationat opportunities provided. ;. ��� OUTSIDE AGENCIES �� PL-73. Compliance with EMWD. The applicant shall comply with the recommendations set forth in the Eastern Municipal Water District's transmittal dated October 4, 2013, a copy of which is attached. BUILDING AND SAFETY DIVISION �.� ��� No conditions. �,�; ,� . . . . _ . . - w=. .:,. ��,�... .., 4�,... -R.�„�_ .�r� ,��� '~ �a �� . �. . . „ .. .. . . , ^. ,F.'.: . .'. ;,� y'" -'. 'y: �.r i�" ,:i ,�w I l�: ¢-. : ,. . � ... .. . �_..�. �. : 1 . .... , . �._. �.... . . ... ...... .. .. ... :.� ..._ . ,. �_..... ... . ..... ... . .... . ........,w..�� .. _.,. .,.. ... ... ... .. ... .. . . . :. �... . .... ...,. ....�.. .....�_. . �,... ....� . . i. 1` I .� 1 •�! 1 . I ` � ., �`.?� . . � . . . . ' � � . . ' I �1 F � M FIRE PREVENTION , ! General Requirements t, :� � F-1. Requirements. Any and all previous existing conditions for this project will remain in full force and effect unless superseded by more stringent requirements here. � F-2. Fire Flow �Residential). The Fire Prevention Bureau is required to set a minimum � fire flow for the remodel or construction of all residential buildings per CFC .r� Appendix B. The developer shall provide for this project, a water system capable of delivering 4,000 GPM at 20-PSI residual operating pressure for a 4-hour duration for multi-family projects. The fire flow as given above has taken into account all � information as provided (CFC Appendix B and Temecula City Ordinance . , 15.16.020). F-3. Fire Hydrants. The Fire Prevention Bureau is required to set minimum fire hydrant distances per CFC Appendix C. Standard fire hydrants (6" x 4" 2 '/z" outlets) shall be located on Fire Department access roads and adjacent public streets. Hydrants `"� shall be spaced at 350 feet apart at each intersection, and shall be located no more � I than 210 feet from any point on the street or Fire Department access road(s) ����1 , frontage to a hydrant for mu(ti-family projects. The required fire flow shall be available from any adjacent hydrant(s) in the system. The upgrade of existing fire hydrants may be required (CFC Appendix C and Temecula City Ordinance 15.16.020). � F-4. Construction Phasinq. If construction is phased, each phase shall provide approved � access and fire protection prior to any building construction (CFC Chapter 5} Prior to Issuance of Grading Permit(s) F-5. Turninq Radius (Dead End Roadwav). Prior to building construction, dead end roadways and streets in excess of 150 feet which have not been completed shall have a turnaround capable of accommodating fire apparatus (CFC Chapter 5 and Temecula City Ordinance 15.16.020). F-6. All Weather Access Roads. Fire apparatus access roads and driveways shall be � designed and maintained to support the imposed loads of fire apparatus and shall '� ; be with a surface to provide all-weather driving capabilities. Access roads shall be � I 80,000 Ibs. GW1! with a minimum of AC thickness of .25 feet. In accordance with '��' Section 3310.1, prior to building construction, all locations where structures are to ���±. be built shall have fire apparatus access roads. (CFC Chapter 5 and Temecula City : ,:: Ordinance 15.16.020). ,�,,, � +� F-7. Access Road Widths. Fire Department vehicle access roads shall have an ' '.�` unobstructed width of not less than 24 feet for commercial and track home roads and 20 feet for custom homes residentia! driveways with an unobstructed vertical clearance of not less than 13 feet 6 inches (CFC Chapter 5 and Temecula City ; ;,: Ordinance 15.16.020). +��� :� �,. � ; . : _ :, , _ . . ._ ,, _ . � . . . .,. , .. _ u.. ... , , �. ,. ' � s,l:u� :"'�'�. �...� . .... � �.. .... .. '�.... . �,.V.::� � . .... ..n �i� .♦ v . i� ..,w..: ' .4'^. , ._ � � '�:..""' .F.... ..._. . W .:�i,� 6e. ..:�� , .�.. .� . . ,� . '�.� e ... . N ':.. �,.-�' . � .. .'..,. �� � .�.. .. . ... . . .. ... . . �.. : f i � -���, I �1 � �;. i i ,�.�I;• . i'''. � ' d` . , ,r �� Prior to Issuance of Buiiding Permit(s) F-8. Two Point Access. This development and any street within serving more than 35 homes or any commercial developments shall have two points of access, via all- weather surface roads, as approved by the Fire Prevention Bureau (CFC Chapter � 5�. :;'� F-9. Required Submittals (Fire Underqround Water). The developer shall furnish three � �, copies of the water system plans to the Fire Prevention Bureau for approval prior to � "' installation for all private water systems pertaining to fhe fire service Ioop for the underground water system. Plans shall be signed by a registered civil engineer, contain a Fire Prevention Bureau approval signature block, and conform to hydrant �'. type, location, spacing and minimum fire flow standards. Hydraulic calculations will be required with the underground submittal to ensure fire flow requirements are being met for the on-site hydrants. The plans must be submitted and approved prior to building permit being issued (CFC Chapter 5 and Chapter 33}. F-10. Reauired Submittals (Residential Fire Sprinkler Svstems). Fire sprinkler plans shall be submitted to the Fire Prevention Bureau for approval. Three sets of sprinkler plans must be submitted by the installing contractor to the Fire Prevention Bureau. These plans must be submitted prior to the issuance of building permit. � �� F-11. Required Submittals (Residential Fire Alarm Svstems). Fire aiarm plans shall be �'� ! submitted to the Fire Prevention Bureau for approval. Three sets of alarm plans :,,��` F must be submitted by the installing contractor to the Fire Prevention Bureau. These �,� plans must be submitted prior to the issuance of building permit. These are required ...,�; for multi-family residential projects only. 4�' � ;u� �� Prior to Issuance of Certificate of Occupancy ,,� F-12. Hydrant Markers. Hydrant locations shalf be identified by the installation of reflective markers (blue dots) per Temecula City Ordinance 15.16.020). '�� F-13. Knox Box. All manual and electronic gates on required Fire Department access ;��, � roads or gates obstructing Fire Department access shall be provided with the Knox r Rapid entry system for emergency access by firefighting personnel (CFC Chapter 5). . POLICE DEPARTMENT ,� ;.�� ' °� No Conditions �.i �.�`� I :��j PUBUC WORKS DEPARTMENT .'i. � �,,; General Requirements � �;-3 PW-1. Conditions of Approval. The developer shall comply with all Conditions of Approval, �� the Engineering and Construction Manual and all City codes/standards at no cost to � any governmer�tal agency. � � ; , �t . .. � . - . . F� � . . '.!, � .. � ' . � . � . . �r. . .f.' .. ... . . . ... . . . . .. . . . .,. �, .�. .� ,. . ,. � .' ..�.' :. . .. , . . . ,. . .�-� - .. . �.. . . . ',• i.N .' .. � ' . . . ,. . , . ,:..�, i: I , ,. , , i'., �;,,i•.., . » , . , , . , .. , ., _ r., _ . ,v.� -. , 4 ' . � � j , '. '-: � . �., , � � PW-2. Subdivision Map. The developer shall submit a compiete Tract Map submittai for - review and approval. Any omission to the representation of the site conditions may ;.`� require the plans to be resubmitted for further review and revision. PW-3. Gradinq Permit. A grading permit for rough and/or precise grading shall be obtained from Public Works prior to commencement of any construction within private property. Grading shall be in accordance with the approved grading plan, grading permit conditions and City codes/standards. PW-4. Encroachment Permits. Prior to commencement of any applicable construction, encroachment permit(s) are required and shall be obtained from Public Works for ���`. I� public offsite improvements PW-5. Improvement Plans. The developer shall submit improvement plans (to include public/private street ptans, storm drain plans, signage and striping plans) as �� required for review and approval by Public Works. The designs shall be in '� compliance with Riverside County Flood Control and Water Conservation District and City codes/standards. PW-6. Drainaqe and Water Qualit Fy acility Maintenance. All onsite drainage and water :;,� quality facilities to be privately maintained. .�� Prior to Recordation of the Tract Ma p PW-7. Right-of-Way Dedications. All easements and/or right-of-way dedications shall be offered for dedication to the public or other appropriate agency and shall continue in force until the City accepts or abandons such offers. All dedications shall be free from ali encumbrances as approved by Public Works. � PW-8. Environmental Constraint Sheet (ECS�. The developer shall prepare and record an ;`;' ECS with the Tract Map to defineate identified environmental concerns. The �`� � developer shall comply with all constraints per the recorded ECS along with any . :,, ;::.��; underlying maps related to the property. �� � PW-9. Required Clearances. As deemed necessary by Public Works, the developer shall receive written clearance from the following agencies: a. Rancho California Water District; b. Eastern Municipal Water District; � c. Cable TV Franchise; d. Verizon; e. Southern California Edison Company; f. The Gas Company; or other affected agencies. �;:� PW-10. Riqht of Access. Relinquish and waive right of access to and from: ; a. Rancho Vista Road on the Tract Map with no opening as delineated on the ,: "j approved Tentative Tract Map. �` b. Mira Loma Drive on the Tract Map with the exception of two (2) openings as �`"{ delineated on the approved Tentative Tract Map. , � �.`,,� ., �-,, .. ��, �� �a , , � q.�.� ..., ,� �,wc, � �,,,�, �,,::., � k; � �� � � ��'. y ;. � . , .., R�" � .. r � '.: L. �, . �.. ^., ' , . �...� �. .. � {. �ir � '� - �t y:: r � ,(' ° ,:. *� ,� � �� � '�.. n�. 3 r`�, r�'`�l7yC � "�,y��' �.�; .�^� t M1 , � .�.r►4 .,;k�'�` �""'���t�p �'� w. ,,��{ �T ,�+MW� :"a - ��'�,�:'�; °�:.� iil`cpip ,,.,.r ,,,..� ,,iG Y� ! �' �. ..� ... .� . ;'.E'. ,, 6 b.�'L ..� .�,'�' �) . + �y ".+���":}�i3, t�,. ��Ci7 M �a+.i �ci'y'O:��r a'�s1��^" 4 i;w '�b' � �y,�, . Y.. k � � �d 3 i � , • `c'� S!j �: •,�� ,Mr.;P�,Rr_ ,��.a:,'��� ,':`g��� ����'�.�,`.+��� {a�'��c a�`.1'sa,,,� �' �a�rk,+� �. .vw�[ '��Z^,�f t� :.r , . � :, �' ..�... �., ` � . •� ��. , 'S�.� ,.:i 3y,�, .u� ,... � � r ..��' . . .,. e�� i 4r'.. ..�:;� t.��: C.,C.a.�,r.t5C S..�Y "'^...:'�,. :f�.ra _.. .... L �i . ' ' .. o ..y�.�.� _ .�, �.. , . � .. A� ... - . - . ' . .. ,. . . . . . . 1 . ;.�. € � . � • ,� �. .a I .�'� ; ��- PW-11. Easements. Note the following: .. a. An easement shall be dedicated for public utilities and emergency vehicle access .# for al! private streets as shown on the Tentative Tract Map. �' b. Easements (when required for roadway slopes, landscape, drainage facilities, utilities, etc.) shall be shown on the Final Map if they are located within the land division boundary. All offers of dedication and conveyances shall be submitted for review and recorded, as directed by Public Works. Onsite drainage facilities '� located outside of road right-of-way shall be contained within drainage ��� easements and shown on the Tract Map. A note shall be added to the Tract Map stating: "Drainage easements shall be kept free of buildings and obstructions." PW-12. Public Street Imarovements and Securities. The developer shall design and ���! guarantee construction (i.e., posting of security and entering into agreements)of the '� following public improvements (including parkways) to the City's General Ptan . �; standards unless otherwise noted. Plans shall be approved by Public Works. All .��� street improvement designs shall provide adequate right-of-way and pavement ���:� transitions per Caltrans' standards to join existing street improvements. ��i� �'��, � a. Improve Rancho Vista Road (Secondary Arterial (4 lanes undivided) Standard f�� No. 102 — 88' RIV11) to include installation of streetlights, drainage facilities, � signing and striping and utilities (including but not limited to water and sewer}. b. Improve Mira Loma Drive (Collector(2 lanes undivided) Standard No. 103A— 66' R/V1/) to include installation of streetlights, drainage facilities, signing and striping, and utilities (including but not limited to water and sewer). � � PW-13. Parkwav Landscaping. All parkway landscaping areas shall be privately maintained. PW-14. Underqrounding Wires. All existing and proposed electrical and telecommunication lines, except electrical lines rated 34KV or greater, shall be installed underground per Title 15, Chapter 15.04 of the Temecula Municipal Code and utility provider's �`' standards. The develo er is res onsible for an associated costs, for makin ` t�,�; P P Y 9 � ;�� I arrangements with each utility agency and for obtaining the necessary easements. PW-15. UnderQroundinQ Utilitv Svstems. All utility systems including gas, electric, telephone, water, sewer and cable TV shall be provided underground (with the � .:;� required easements); and shall be designed and constructed in accordance with . � City codes and utility provider's standards. Telephone, cable TV and/or security .� systems shall be pre-wired in the residence. The developer shall notify the City's cable TV franchisees of the Intent to Develop. Conduit shall be installed to cable TV standards at time of street improvements. �,��, PW-16. Propertv Taxes. Any delinquent property taxes shall be paid. ,;�;;; �� ���+ PW-17. AcQuisition of Offsite Propertv. The developer shall make a good faith effort to acquire required offsite property interests, and if he or she should fail to do so, the developer shall, prior to submittal of the Tract Map for recordation, enter into an agreement to complete the improvements pursuani to Subdivision Map Act, ���` Sections 66462 and 66462.5. The agreement shall provide for payment by the �`� developer of all cosis incurred by the City to acquire the offsite property interests � ��� ._ . . , . ��'� �; � � . . , � ���j� ' � . . ,_ t . , . ,, . . . . � . . . ... .,.� _ . ... _ � . ..� _ . . : . ,,.... -�: . . . � required in connection with the subdivision. Security of a portion of these costs ► shall be in the form of a cash deposit in the amount given in an appraisal report ;� obtained by the developer (at developer's cost). The appraiser shall be approved �s: by the City prior to commencement of the appraisal. PW-18. Parcel Geometrv. The applicant shall submit an editable projected digital version of the parcel geometry in a drawing exchange format (pursuant to Riverside County standards). Prior to final approval, the City's GIS Division shall conduct quality control on the data to verify accuracy and compatibility. Prior to Issuance of Grading Permit(s) PW-19. Reauired Clearances. As deemed necessary by Public Works, the developer shall receive written clearance from the following agencies: .!� a. San Diego Regional Water Quality Control Board; � b. Army Corps of Engineers; c. California Department of Fish and Wildlife; d. Southern California Edison Company; '�� e. The Gas Company; or other affected agencies. i , ��r PW-20. Gradina/Erosion & Sediment Control Plan. The developer shall submit a '��:� grading/erosion & sediment control plan(s) to be reviewed and approved by Public . �� Works. All plans shall be coordinated for consistency with adjacent projects and ' existing improvements contiguous to the site. The approved plan shall include all final WQMP water quality facilities and all construction-phase pollution-prevention controls to adequately address non-permitted runoff. Refer to the City's Engineering & Construction Manual at: ' �lt((J:i.'Wb�r�.'v.�ttyC)flt�;{�it;Lii{a or�: 1�;�7��c:U{d:'I�UbCft111lt;ti[,��l��li;��/i1!'k5it;l��i(1��E�'i;tl�_�.�;�f1�.: �, man�ial f,!n, �� -- --- 'i� PW-21. Gradinq/Erosion & Sediment Control Securities. The developer shall comply with '�' the provisions of Chapter 24, Section 18.24.140 of the Temecula Municipal Code by � i' posting security and entering into an agreement to guarantee the grading and � erosion &sediment control improvements. , PW-22. Habitat Conservation Fee. The developer shall comply with the provisions of � 'i Chapter 8.24 of the Temecula Municipal Code (Habitat Conservation) by paying the '�,' appropriate fee set forth in the ordinance or by providing documented evidence that .��i�� the fees have already been paid. �� PW-23. Area DrainaQe Plan (ADP) Fee to RCFC&WCD. The developer shall demonstrate to the City that the flood mitigation charge (ADP fee) has been paid to Riverside ',� Couniy Flood Control and Water Conservation District (RCFC&WCD). If the full ADP fee has already been credited to this property, no new charge will be required. .��:,� PW-24. Letter of Permission/Easement. The developer shall obtain documents (letters of � ��� permission or easements) for any offsite work performed on adjoining properties. , � The document's format is as directed by, and shall be submitted to, Public Works .� , . ._,.._ .,.. r ._ .._:. .. ._ ._ _. ,. . . , . _F, .. , . . . .._ ,.. . ..., ,. . _ . , ,-,,�,�<-, �x,r•.:,- � �-�.,,. � . ' : <, . �- : y, , J,_ , � 5 ,..... .. �. �, ,,:� ,.:. ... _, ;:'�rr. .w..`.... ' �2, . , a"'�1'.}R'�e. .��'. "��al'd?1* ��R . .3�'*'"�c 4 :�"�'.{..,�, . . ` �� r�, . � i4� I � �11� i - . • y ` �._ � _ .., . ;�r. t, � � � , ! _ _. _� .-. . _ . . � - , �.r�;_. .- . _ -'� . ... �.... , :_!i}r�: . ,.. . .,-rr . . -,. � . � for acceptance. The document information shail be noted on the approved grading plan. �' PW-25. NPDES General Permit Compiiance. The deveioper shall obtain project coverage under the State National Pollutant Discharge Elimination System (NPDES) General �� Permit for Construction Activities and shall provide the following: a. A copy of the Waste Discharge Identification number (WDID) issued by the State Water Resources Control Board (SWRCB); ',� b. The project's Risk Level (RL)determination number; and �'6� c. The name, contact information and certification number of the Qualified SWPPP Developer(C�SD). Pursuant to the State Water Resources Control Board (SWRCB) requirements and City's storm water ordinance, a Storm Water Pollution Prevention Plan (SWPPP� shall be generated and submitted to the Board. Throughout the project duration, the SWPPP shall be routinely updated and readily availab�e (onsite) to the State .� and City. Review � �. �� �: ..�;:�.:,,�����f<.�.1u�_�� for SWPPP guidelines. Refer to the , �i following link. � hctu.�'%w4vtiv.waterboards.c�.yov�water issues;prograrns/storniwate��;c�nstruction.stit {1`i� ,f� PW-26. Water Qualitv Manaqement Plan �WQMP) and O&M Aqreement. The developer shall submit a final WQMP (prepared by a registered professional engineer) with the initial grading plan submittal, based on the conceptual WQMP from the . :; entitlement process. It must receive acceptance by Public Works. A copy of the �,;a final project-specific WQMP must be kept onsite at all times. In addition, a .` completed WQMP Operation and Maintenance (O&M) Agreement shall be � submitted for review and approval. Refer to the WQMP template and agreement �` link below: r�l'�• Ii�17V�v4� \lliy�ttr;��,:;,�;1�� �r��,l;;�;���.;�,lca/GOV6ff1111@fl�/P��;��;+��,�'�1�:;t i�,:�,���,�N1Pa,�u�;�'�, ' ESlWC�h�1P.htm _ __�---_--� �'; � r � PW-27. Soils Report. A soils report, prepared by a registered soil or civil engineer, shall be t submitted to Public Works with the initial grading plan submittal. The report shall address the site's soil conditions and provide recommendations for the construction �y�i.� of engineered structures and preliminary pavement sections. � ;. :�; �,c�; ��� PW-28. Drainaae Study. A drainage study shall be prepared by a registered civil engineer �' and submitted to Public Works with the initial grading plan check in accordance with �� City, Riverside County and engineering standards. The study shall identify storm �i water runoff quantities (to mitigate the 100-year storm event) from the development . �;, of this site and upstream of the site. It shall identify all existing or proposed offsite or onsite, public or private, drainage facilities intended to discharge this runoff. Runoff shall be conveyed to an adequate outfall capable of receiving the storm water runoff without damage to public or private property. The study shall include a capacity analysis verifying the adequacy of all facilities. Any upgrading or upsizing of drainage facilities necessary to convey the storm water runoff shall be provided as part of development of this project. 1�� . �� a;;.T..` t"''.' , _. :... . .�y . . • .. : ._ . . . ...� -i � � . , . � _ . . ,x . .'�i>;R�y "7:��r��:�`.:, . `-,.- -c;:�}- _ . .�.-a".�.r.l'b .�'-SAme��.. •��s°r,.�-�.+iE+C���."gYs,'�r.+��i-.t"'.�iif.iP_. �t--•.. .. _ . _ . � . . - � � . Prior to Issuance of Building Permit(s) � I PW-29. Tract Map. Tract Map shail be approved and recorded prior to the issuance of the �, ' � first building permit. PW-30. Traffic Control Plans. A construction area traffic contro! plan (TCP) will be required for lane closures and detours or other disruptions to traffic circulation; and shall be i� reviewed and approved by Public Works. The TCP shall be designed by a registered civil or traffic engineer in conformance with the latest edition of the �° Caltrans Manual on Uniform Traffic Control Devices (MUTCD) and City standards. PW-31. Street Lights. The developer shall submit a completed SCE street light application, an approved SCE Streetlight Plan and pay the advanced energy fees. If not '� obtaining a building permit, this shall be done prior to installation of additional street lighting. All costs associated with the relocation of any existing street lights shall be paid by the developer. PW-32. Precise Grading Plan. A precise grading plan shall be submitted to Public Works for review and approval. The plan shall be in substantial conformance with the $� approved rough grading plan; and shall show all lot drainage directed to the .,,�� ' driveway by side yard drainage swales independent of any other lot. The building � pad shall be certified by a registered civil engineer for location and elevation; and '���� the soils engineer shall issue a final soils report addressing compaction and site 1� conditions. ��. Prior to Issuance of Ce�tificate of�ccupancy 'I ��� PW-33. Completion of Improvements. The developer shall complete all work per the approved plans and Conditions of Approval to the satisfaction of the City Engineer. This includes all onsite work (including water quality facilities), public and private ,.�, improvements and the executed WQMP Operation and Maintenance agreement. � ��� PW-34. Utility Aqencv Clearances. The developer shall receive written clearance from �� applicable utility agencies (i.e., Rancho California and Eastern Municipal Water ��' Districts, etc.) for the completion of their respective facilities and provide to Public _ ,. ,i Works. ; i PW-35. Replacement of Damaaed Improvements/Monuments. Any appurtenance damaged . , or broken during development shall be repaired or removed and replaced to the satisfaction of Public Works. Any survey monuments damaged or destroyed shall be reset per City Standards by a qualified professional pursuant to the California Business and Professional Code Section 8771. ;�,:;, r,� PW-36. Certifications. All necessary certifications and clearances from engineers, utility ,� companies and public agencies shall be submitted as required by Public Works. ' . 4 1 .- . �,����: _ _ . ��.�a,°:��- �.-��s*'� �,� ,:�,,� .,� ��8��f ` ��� . C.S"w. �^k�a. :� .. '+' . . � ... �r �Y,..'�y'y��F°i,�' Sr - =av","�, t �¢�.i;,�rt M1 ���.r� �M��:�1 � "`.,�,e, +� .ti.�,.� '� �;°'°*'Yys...,�„ ��� � t ' � Y � . ::, r � �,��.. ,. � , . . . . ....-4 a� ,,. ,.�. . ' . �?�. � ,. ��,: a � . � ., .` _, _ ��::�: .'` .� . . . . .. ... ��� , . �.. �... , . `:.� . , . � . . � . < _ , . , . . � ,. , . . , .� ,,;�.., ..,;-.. . . ., .. ,: . ,• ..... � ..... . , .- ,. .. . . i. . . . , - . .. � . _ . n : , Ii `, I �.� ���. ' . _� i ,� . � * , REC�=±vED ,;` �rT � �1 �'���� EASTERN MUNICIPAL IVATER DiSTRICT � `�=�.�S1r�cF 1950�"-='" � /loard of Directors 2013 October 4, Prtsiden! Philip E.Paule � City of Temecula _ ' �c�Pr�siJenl P�. Box 9033 Randv.A.Rccord �`� � Temecula, CA 92589-9033 ,; , Joseph 1.Kucbler,CPA Re: Project No. PA13-0217, Rancho Vista Vlg TTM Revision, APN 944060006� �e.�id 1.Slawson Tent. Tract Map 33584 Ronaid 1V.Sulli��an Attn: Mr. Stuart Fisk �' Gene�al,1/onoger . �� Paul D.lones il,��.f: �n order to receive sewer service from Eastern Municipai Water District (EMWD), the .� '� Tieo.raier foilowing information wiil be heipful to the project proponent: Joscph J.Kuebicr,CPA EMWD requires beginning dialogue with the project proponent at an early stage in site � Direclarof7n� design and development, via a one-hour complimentary Due Diligence meeting. To set ? �tife�ropoll�on I�ater up this meeting, the project proponent should complete a Project Questionnaire (form � ;� Dislricl ojso.c4r�f NBD-058) and submit to EMWD. To download this form or for additional information, :�'} Randy A.Record „ „ „ „ <� please visit our New Development Process web page, under the Businesses tab, at � Uoard S�c�a/ory a�id www.emwd.orq. This meeting will offer the following benefits: Assis/a„r!o Ihr � i Generolblanoger �. Describe EMWD's development work-flow process I Rascmaric V,HowarJ 2. �den ti fy projec t scope an d param e ters .; � L�gal Couiirtl 3. Preliminary, high level review of the project within the context of existing '' Lemicu�&U'Neill infrastructure 4. Discuss potential candidacy for recycled water service Following the Due Diligence meeting, to proceed with this project, a Plan Of Service (POS)will need to be developed by the developer's engineer, and reviewed/approved by EMWD prior to submitting improvement plans for Plan Check. The POS process will , ���� � provide the following: �'� 1- Technical evaluation of the project's preliminary design 2- Defined facility requirements, i.e. approved POS . 3- Except+on: for feasibility evaluation of a purchase acquisition, only a conceptual ,;; facilities assessment may be developed. •6 ', If you have qu tions or concerns, please do not hesitate to contact me. � Sincerely ' , �� � �f � ;# � Maroun EI age, M.S., .E. `< < Senior Civil Engineer New 8usiness Development � (951) 928-3777 x4468 EI-haaem(a�emwd.orA ,tlailifrg Address: Post Officc Eiux $300 Perris,CA 92572-8300 Telephone:(951)928-3777 Pax:(95 l)928-6177 " Locari���r. 2270 Trumble Road Pcrris,CA 92570 [nternet :�v�v�v.ent�vd.or� 'i i .•,; , VVa�e�-Qu�lity IVianagement Plan (�V�M.P) 'T�AC'T 33584 � � 1X Vicinity Map, W�2MP ��t� Plan, and �eceiving Waters Map July 2014 HEMET M�NIFEE 1 15 IET PR/��s D MURRlE7 �F�k � �`ro 15 �G PROJ CT SIT _ �o , �A ��p���P Q 09 R CHO G�'�"O � �f' O � �A �H ST � PvOP 0 . 15 TEMECULA o,�POR�°� � .,��.-�' 15 FALLBROOK TEMECULA TR 33584 �A� N.T.S. 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MflNUAL,hLL APPLIC�f3LF S11�NDhROS, fhlE LATFS7 EDIT10�!OF'!HE CAt IFOftNIA BUILOING CODE h. �� itoc���.---�-"^"`---� (AAPF.NDiX J)AND,3C'APPLICAf3LE,THE:STA7E vIA7ER RESOt1RCES COt�7ROl BUARU(SWRCQ) �, �- '" �al�t°Y"�`' '""�"� NAfEONAL POLLUTiON DISCNARGE Fl1A!!NATION SYSTE�d(N�'DES)GENER�L PERlAfT EOR � � � � � \{,� �x CONSTRUCTION A^TiVIT�ES. ���"�°' °�' ���,M � � � �� r�� ?� i �� l A 8 V c,,, �t� 2. P�SA�T,_R�(�UI(2�M�NTS.A GRAOIPlG PF.R6!IT SHAI.E_E3E O�TAI9JFD PR€OR f0 COMAIENCE�AENT OF hNY �' VlORf<OU iHE 53TG ���C��.��� ThIE E�RI'H'NdRK QUAPlTITIES SFIO;V�*1 AftL BASE�ON THE Df�FERENCE !• � H(_74VF[N EXIS�ING GROUND h�7D Pf20POSED F'INISW GFL1U1-. �JO �`�- 3. �Q.LFICATI_Q„t�.F'UQLiC WORKS SFIALL BE NOTIFIEd VIA T}I£:PU�LiC YlORKS INSPECTION LIN[AT � ��fD��A�� _ 'h '��'�� �. �TANDARO��LL V/ORK SHAf.L CONFOR1d TO THf.RFQUIRfAIENTS OF TNF CURRENT EDiTION OF TFIE CETY'S fA1PRUVl:IdF.NT �� � � _�..f ALLQWANCLS HRVE DFEN MAp£ FOR_,S1fRINKAGELSWFLL�SU[3SIUcNCE (951)3Q8-6395 AT LF1�ST 2a HOURS IN ADVAhCE pF p�GIAINtNC A�IY CUN57RUCT'IpN/G'thOWG SiAN�ARU{)f2AVJINGS FOR PUBLIC WOftKS CONSTRUCTIUN(r`�'JO SU�ISF(�UENT r1�AENDMFNT$),ThfE f,17Y'S F:NGINEERlNG AP�U � � OVERExCAVA7lON OR OTFtER_ADJUSI_MEi�17S. TFIE qEJAN71T1[S SriOWN � �'1O)����""�'O7 "iy, �l OPER��10"iS. CQNSTRUCTION I,Al11UAL,C3TY CODES AND REQUIREidF.NfS. - �dtT PtJI?!'OSES,AND NO GUARAN7EE IS?.1A01: fl h �pjl,�.ALL CO,NS'fRUCTIOy/GRADING P.CTfVII'iF.S SFIt�LL QF DONE IA!CO�IFORfdhyCE FViTPI ti��H�I.OMA RECOVERY, t.LC. qHE�qR GRAp1P�G PER. GA30 WESI' SUNSET E�i VD., SUITE h60 , � <,���'�____..�___.__---- _ RECUId�tf:P7UATlONS OF FHE PREi.IMINARY SOiLS iNVES71GAT30N BY GEOkAA"f TESTINf LA90RkTORIES, AS To rr+EiR nC�URP.C'i.TrEt.Cor�rRnC70R�S nbv35Eb TU knnKE Ah! 1�� _ Z, �id[R�ENCY fE,��P�i(�JE,'NUMBEf2S• LOS ANGELE5, CALtFORNiA 9002FS INp[PENE)cNT�S?€IAATF 0�C2AW(]tJh1�71TlES,AND 70 US� J4�t �„�p ��� / DtifED AUGU51' 13,2012.SAID i2EP0i27 SFtALL 6C CONSIULR�D A PAR7 OF TFIIS GRADIpIG PI.AN, RESPONSIRIE PERSON DEYELOPER MIRA LOk!A RECOVf_RY,U,C. 2h-HR 323)&%A�8()00 TEI. 323) 87A-80U0 7FI�PftOJEC7 SOIL f2EPOR7 FOR ANY AGJUSF�.lLN7S. !~' 3. 5. S�lT/.�JL�• / ( FAX (323) 874-880Q ��°`i `V _, a.MAXIMURd CUT ANQ F1i.L SIOPES StlALI.%E?.:1,UNLE55 0'THER4lISE APpE2UVEU BY THE 3' ��+-���-�hl�.lj�'QUIft t NL COyTACT PERSQN: Mnl�{AMAD Y011NES �Lc CIiY ENGiNEER;Ah1D StIALL COAlPt.Y WI17i TNE RECOAilAEPIDAT10N5 OF''fHE S01LS �) PftIOf�1�0 STAf2T OF ANY WQRK,A BUSIII�SS LICEN5E SF[ALL B[0137AiNEp FRU>A TFEE CffY. REPORT. FILI_SLOPES ShIAI.�NOF tIA'J�:LESS TNAN 90�RELAIEV�;COAIPAC110N OU'f TU H) A GNADING PER?dIT SHALI.BE OBiAlMCD,PRIGft TO ANY 4VORK ON PRI'JATE bEVF:LOP1dF.NT.THE PER!,f1T ANU AH �+ c !'.�u��� �i�`''`� THF,FENiSH SURFACF_, �'�'ROVF.D SET OF'I�APROVEh4ENT PU�NS AiUST BE PRF.SEN'F AT�FIE JOpSITE DURING CONSTRUCTIO�. �OII..S EPJ4�INEGR: b.FILL AIAI'ER?�aL SEIAII P�0'�6F..PEACED OP!�XISTING CROl1ND UN711,THE GROUND HAS a, ERRORS OR ! I�d�,,�PFROVIL OF TtifSF.PLhNS�Y 1HE C4�Y DOES NOT REk.IEVC^TFiE APPLICANT ANQ E�lGINEf.ft OF GEOMFlT TES7ING t.AHpRATORICS, lNC. „___________________._.________ � �,� 25 dEEN CI.EARE�OF WE:E�5,bE£3RIS,70?SOEI.,VEGETATION AND OTHER QEIF.TER10U5 RECORD FRO?A YhIE RE�PO�151QILITY POR THE CORREC710N OF CRRORS OR OA4ISSION�DiSCOVCR[D DUR3NC CONSTRUCTION. � a�� 9980 I�fDIA+�7AN FlVENEJE, ,UITF.. 34 p�T� �.�' 'f � MATERIAl,.IF THE SLOP.F.RATIO EXCEEUS 5:1 ryND IS GREATER TFIAN FlV£FEEt,TIIF. RNCRSIOE. CA 92503 ALl RETAINIDFG YlAILS TO 0E � � 7ERRAW IAUST BF KFYED AND FSENCHEO ItdTp EiTHER f1EDItOCK OR��ATIVE SOIL,AS 5. �iORKING HOl1RS,CITY ORDINANCE N0.94�-75 STATES THA7 NO PERSON SffALI.ENGAGE IN OR CONOUCT CON5TRUCTION TEL 951 688-S4Q0 � �' `'� ACTIV�TY,WHE�J THE CONSTRUCTION Sf(E 15 411TNIN ONE-QUARTER OF h MILE OF AN OCCUPIED RESIDENCE,BETV7EEN 7HE � � �P[R_SEPARATE Pi_AN pF.RdIT. � DIR[C7c0�Y THE GEOTECFINICAC.Eh:GINEER. FAX 951)888-5200 \ � a SFflIIILf'1Y CALCl1lAiIONS WITH A FACT042-OF-SAFCTY OF AT LEAST ONF.AND FNE TENTtiS HOURS OF 6:30 Pb!AND fi:30 AM,�dOVOAY THR011CH FftIOAY�ND SFIAEL ONLY ENCAGE IN OR CONDUCi CONSTRUC710N CONTACT PERSOy: I-IAYTHAM NABILSf (1.5)SHALL�E SUBldI�iFD TO PUBLIC WORKS 6Y A REGISTERED C1VIL ENGINEER,SO1LS AL'TIVIIY BEIYIEEN IHE NOURS OF 7:00 AM AND 6:3Q Phl ON SATURD:�Y. NO CONSTRUCTION ACTIVI7Y SNAIL 8c UNQERTAKCN ���� _ __ ENGINE[R OR CEOLOGIST FOf2 CUT AND FlLL SLOPES OVER 3Q FEEf!N VER7ICAL HEIGHT. 0'3 SUNCIAY/U�D NATIO�IALLY ftECOG��IZED NOLIOAYS. d.ALL GRADING SHALL 4E OONE UNDER TH[SUPERVISION OF A REGISTERED CUfL ENGINEER, 6. REGUTATORY AG�NCY�LEARANCES.THE ISSUANCE OF A PER�AIT BY THE CIiY ODES NOT 161PLY OR PRpVIDE ANY CIEARANCES VICINI�P�Y MAP SO}LS ENGINEER OR GEOLOGIST,WFIO ShfALL SUD6tl7 TNO SEfS OF 14RITTEN CERTIFIChTION FROM STATE OR FEOERAL AGEhtCIES REGUtATING THE PROVISIONS Of STATE OR FEDERAt ENU�NGERED SPECIFS ACTS OR �{��� [��� ���.?"�'�o O 50 >00 200 J00 mm 90P ------------------------ TtlAT ALL fI�E.S OVfR ONE FppT EN pEpTN 1ihVE E3EEN PROPERCY PlACEO. 4�ATEft QUi1LITY REGULATIONS.THE 11PNftQPRIATE CLEARANCCS r"ROM TfIESE AGENCIES ShtALL 9E O�TAlNEp PRIOR�0 ANY S4TE �'""` ""'� � __ mm NOT'f0 SCAL� g QRAINAQE DISTURBANCE OR GRAOIYt;. pARCE:L 3 AS S�IOWN DY PARCEI FAAP?1014 I� SCALE 1"=JpO' �I'O�VNS}[(1'8 SOU'I�tJ,RANGG 3 WLS'1',Sf3C'i"((�N 1 a.AS APPLICABLE,PROVIDE CONCRETE BROW D1TCh1ES TO CONVEY IQO-YtAR STOAAf fLOWS � �S9v �1 �!NGE:ANY CONSTRt1CTI0u CHANGE I,SUST BE FIRST SUBMITrFD TO TtiE CITY AS A REOLiNE REVI5iON FOfi PARC£L MAP�OOK 133,PAGES 13& 1A,RtCOftDS OR PRO�pE GRApEp p[RMS ALONG THE Tpp OF A�L CRA�ED SLOPCS OVER THREE FEEt REVIEVI AND APPROVAt PRIUR TO IMPLEMEN€ING THE CHANGE IN THE FIEl.O.REFER TO TNE CITY'S ENGINEERING ANp OF RIVERSiD�COUNIY,STATE Of CALIFOP.NIA. ��� !N Y£RTfCAL NEkGHT OR THAT ARE ADJACENT 70 GRADED AREAS,TO DfftECT Sf7RFACE CONSTRUCTlON F�ANIiAL `"'""""°" "'"`°""" """"�'" ""�" """`"""" "°"'"°" �/ � '"� � "°� RUNOFF AWAY FROId T}��TOP OF SLOPES.ACI.DFLIINAGE QFVICES SFIALL BE COh7STRUCTEO e. P��4L�If�V.��SLY.�M.���Gz A PRE-CONSTRUCTfON MEETING SHr1LL 8E SCMEDULED @40 Y/9f�K OAYS Pf210a 70 TfkE SFARi � � f/ � f p 1>PEXISTfNGnDRAMAGE COURSES S}IALL CONTINUE TC3 F�NCTiON AT AlL TI�fES.NO 7�FfEC OBTSiEFAT�ALL�TIMES�oySTRUCTIQN,A pEPENp�16LE AND RESPONSNE COVTf2AC�fOR'S Rf:PRESENiATIVE SHALL 6E AT �ARTHWQRK QUANTIIIES �`"� r , 08STRUCTfON OF FL00�PLAINS OR NATURAL WAT£R COUR5ES SNALE BE f'ERlhI��Ep, g, Ul;�,ITl les,�I'PROVAL OF'fHES[PLANS BY THE CIIY DOES N07 CONSTITUTf A REPRESENTATION fu TO 7FIE ACCURACY OR '� c.7'Eh{PORRRY 17RA1NAGE SFIALL 8E PROVII�ED UNTlL PERIAANENT DRnINAGE STRUCTIIRES RRE COMPLf.TF.N�SS OF'7HE LOCATIOil,NOR 7HE EXISTENCE OR NON-�EXiSTENCE OF�lNY E)NDERGRQUNU UTIlITIES WITHW THE Ctl7 40,000 Cb' � �J r- �� ..---" � _' INSTALLED.PROTECTI'IE MEASURES SHALI.BE IMPLEMENTED TO F'RDTECT haJ01N1NC AND PROJECT UldITS.ANY UTIl37Y pAPMGED DUftING THE PERFORlAhNCE OF ThIE iHORK SHpLL 6E REPNRED OR REPLACED TO 7HE FILL 3f).000 CY � �,�,"' �� ��=`` -='-_�"'�' � I, 004YNSFREAM PROPERTIES FR06}StLT DEPOSITION f�ND P�NDING W�TEf2 DURiNG 5A7I5f�CTION OF 7HE GOVERVING AGENCY 8Y THE CDNTWICFOR,AF NkS EXPENSE EX?ORT 2,000 GY ��''`�/ � L �.-� CONSTRi1CT10N/GRA.DINC OPEftATIO�JS. �l�f�y�,j',li SHALL E3E 71dE RESPONSIBILfTY OF TNE CONTRhCTOR TU NO'fiFY THE ENGINEER 0�'ftECQRD hN0 FO INS7AlL -�°"'� �''� � QISTURBED ACREAGE 7.2 AC •-'~� � r� �_. d.APPROVED PROTECTNE ML'ASURES MfD TEIdPORARY QRAINAGE PROV€SIONS btUST�E USED �� STREET CENTERIINE MUNUlAENTS.AS REQUIRED BY RNEfiS30E COUNTY ORDINANCE N0.491.CENTERLINE 7fES SHAE.L BE ('� ^ /'�.�---'�"'g'194� 1' ]-�,^ � � 70 pR07�CT ADJOINING PROp[R7lES DURING THE CRApINC Pi20JECT. PROVI�ED TO TkiF CItY ENGINEER,UPON C064PlEfION OF TEIE PROJECT AND BEFORE ACCEP7'ANC6:IS GRANTEO.ALI.EXiST1NC GROSS ACREAGE 7.5 AC � 1 E�@tH. ���\ �l� , '.�^W r' �,-� /' e.6RhlNA,E EASEMENTS SHALI 6�KEPT ClEAR OF ALL OBSTRUCTIONS;NO�UiLDING�ft �4QNUldENTATION(pISTURf3ED OR OESTROYED OURfNG CONSTRUC7FON)SIthLL BE REPlACEO�0 CITY STANDARDS IN �,� � �'�s ��� ^ �`�t -"v�'���`1� t� ' WALLS SFIALL 8£PU+CED WITH3N THE UMtITS Of£ASEMENTS. ACCOROANCE WITH FH£LANO SURV£YORS ACT AND THE STRELTS AND HIL'H14AY CQOE,NJD AS AF'P{tOVED�Y ZNE CITY ��_-�� .�'��� � { �i t�I I� f.7NE MINI�IUM GRnpE FO;t CONCRETE SURf�CE aRr�WAGE F�CILI7IE:S SHnL��E A ONE-HAt� ENGiNEER.UPON REqUE5T,SURVEY CU7S 5HEEfS SHALL FiE PROv�DED Tn'fNE Ci7Y EhGINE�R, ' '� -'l�""�v -` �rf�' J� r; �.4 HOUR �M�R��L�Y NuM��R'._ i ` ,� ��_��,�„ 1 i � PERCENT(0.5%). DUST CQPfTROi..DUST SFfALL BE CONTROLLED BY WATERINC QR O7HER AIETHODS,AS APPROVF.D E3Y THE CITY ENGINEER AND � � L MIRA LOMA RECOVERY, �LG 1 � I 1 f' t t SHALL C061PLY WiTH 50UTH COAST AtR QUALITY iMNAGEMENT DISTRICT'S(SCAQIAD)RULE 403. � i�, " 7,pR__O.P.�R 0 R.ALL PROAERTY CORN[RS SftALI�BE CIEARLY O�t.1NEAT£D EN THE FIELD PRIOR �Q���TjQ�F�{��NC�,p SIX FOOT CHAIN L#NK FENC£fS REQUIRED ON Ai.L INDUSTRVtL AND COMMERi;IAL PROJECTS UNi4L 6430 WEST SUNS£T BLV�. SUIl'E 460 , ;4 ��¢7�1 , . _� _�` _ ,,,__. ___ ��;f� ' ! TO COMMENC£MEN7 OF ANY GONSTRUCTION/GRADINC AGl'NiTY,�S DIRECTED 6Y 7N�CI1Y 12 ROOF SYSTE.MS ARE COMPLEFEQ OR AS OFE�IED NECESSARY 6Y THE Cltt ENGfNEER FOR PUfiL1C SAFEiY.THE MAfNTENANCE LOS ANGElES, CALiFORNIA 9002$ '99 �.,r��a�������'�w - !;�; � --�._ ENGINEER. OF TH[FENCE IS TFIE SOLE RESPONSIBkUTY OF THE CONTRACTOR, TEL(323) 874-SOOD ' ', 'g"� f�''�"' �i , _-- � �F��" i'" ' �� '� � � ��� � � 13. 1NSPECTfONS,ALL WORK PERFORAIED WiTHOUf PROPER 3NSPECT30N FROM THE CI7Y MAY BE Suf33ECT TO REJECTfON. FAX (323) 874-8A00 � , `' �• ---�! _ _ - -- f � �'' B, RQUGM GRADING INSP�C)IOtJS P I�OR TO E�UILtZINC��,F„��E.I�fSPCCTlONS SNALL 9E REQUESTED ViA 14 0 k C�$TR�TEON NOTES REfkR TO SEPARA7E NOTES FOR"Gf2ADING,""EROSION AND SF.DIAIENT CQNTR4l,''PA41NG°AN6 1 '�� 4� ' I TNE PUBLIC VtiORKS iN5PEC71QN UNE AT(95t)308-6395,SUBMIT THE FOLLOWING: � ,\ �� �� J � V � P� a.T'NO SE75 OF PAD ELEVATIQN CERTEFICATlON(LE.,ROU6k GR1tDE)TO INCLU�E A `��FIC°ftEQUIREMENTS,IF APPUCAE3LE. � /�.�.--.-J � � STATEMENT TFIA7 THE pAp ELEVA710N CO�APi.IES WIT}�THE APPROVED GRADING 1'lhN. 'S F A7ANYo71�lq�EL URINGREXCAV_Ay71�ON/CONSTit CG ON QF IHE SITE,ARCHAEOLOGECAI./CULTURf1l RESpURCE5,OR ANY AS$oRSQ� BOOK�133C,,�AGE 13 & 1k \', �� /'' '� I j_ � � CERTIFICATION SliALL BE 70 LINE,GRADE,ELEVATION AND LOCATION OF CU7/F€Ll 5LpPES. ART3FACTS OR OTFIER 0&IECTS WNICN ftEASONAt3lY APPfARS i0 BE EV€DENCf OF CULTUftAL OR ARCFIAEDLOGICAL APN: 944-060-006 ( �" 6.Tl'10 SETS Of PAD COMPACTION CERTIFlCAT10N(LE.,F1NAl GEOTECHNlCAL/50iLS HEPORT) ftpSOURCE ARE DISCOVFRED,THE AftOPEftTY OflNER Si1IlLl IMMEDIATEI.Y ADVISE THf:CITY�F"5UCH AND 7HE Cl�Y StIALI ` ����'" ✓ �� �� �; i0 INCI.UDE A STATEIAENT THAT ThIE GRApING COMPI.I£S WfTH RECOIAMENDATIONS OF THE CAUSE ALL FURThlER EXCAVATIpN OR OTHER pISTURBANCE OF THE hFFECTED AREA TO I�AMEQIATELY CEASE.THE pIRECTOR � - �''`"� ' _. _.:- __ _ t - �.. __.---j,�_ .._ __._. -._._ '� V � � PRELIMINARY SQILS R£PORT. / �P(� /� \` �� , _.__ � �� ' OF C06il�I}NITY DE�lELOPlAENT A7 MES/HER SOLE DISCi2ETI0N IdAY REQUkRF TNE PROPERIY UiYNER TO DEPOSIT h SUM OF �L(`,Ri,E�HY `��� ----�_ __�---`"� N� � 9,FINAL INSPECT30N PRIOR TO OCC J�pAN1C�'.REFER TO THE CETY'S FNGINEERING ANO CONSTRUCTION MONEY IT OEEMS REASONABLY NECESSARY'f0 ALl01ti 7HE CI1Y TO CONSUL7 AND OR hU7HOREZE AN 1NDE4�ENDEN'�,FULIY � � � � FAANUAL. �---- QURIlFIED 5PECIALiS7 TO INSPECT 7HE SIT�AT NO CO5F 70 THE CiTY IN ORDER TO ASSESS 1'NE SIGNItICANGE 0�THE '- - -' PER;AERIAI TOPOGRAPHY FLOWN ON MARCH 29,2005 � 10. POST GRADING ACTIVI7I�S.POST GRADING ACiNlPIES SHALL INCLIIUE,BUi N07 SE LfMITED T0, FINU. UPON OETERMINING THAT THE pISCOVERY IS NOT AN Af2GHAE0LOGIC.4L/CULTURAL RESOURCE,TNE DIRECTOR OP BY: HUNSAKER&ASSOCIATES � � INSTALLIPlG Wli[RE APPLICA�IE:GftOUNOCOVER,TREES,SHftUQS OR A COM6INAFlUN THEftEQF IN COMMUNIIY DfVElOPA1F.NT SHAL4.N�Ti�I'T}iE PflOPERTY OWNER OF'SUCN DEfER4,41NATI0N AND SHA.LL AUTH�RIZE THE 3 HUGHES,IftVINE,CA 926l8(949}.583-1D10 \ �<I �-.,,� I ACCOROANCE WI7H 7}IE TEh1£CULA AfUNICIPAI CODE PRIOR TO FINAL INSPECTION,SLOPES OVER RESUA4PTION Qf WORK.UFON OETERMlNING TNAT THE pISCOVERY i$AN ARCHAEOLOGICAL/CUi.TUf2AL RE5pURCE,FNE � y � - � � ---- ��- ' "--� --�j`,� \ � � I FOUR FEET IN VERTICAL HEIGF{T ShIALL HA4E PERMANENT iRRIG/�TION SYSTEMS WRH BACKFLOW PUINNING DIRECTOR SHALL NOTIFY THE PROPERTY OWNER THAT NO FURTHER EXCAYATION OR DEVELOPMfNT MAY TAKE i�` � I PREVENTION DEVICES PER THE U.P.C, Pl.�10E U�rTIL A MITlGA710N PIAN 012 O7FfER COf2RECCIVE MEASUftES FIAVE EIEEN APpROVED 6Y TNE DIRECTOf�Of WDIU INFO �'����~ � � 1 � -__...___=._...._r � _-� � _�___ � --.___.-_ COMlAUNITY DEVELOPMENT" 707AL CROSS AC.....................J.2a AC, iF � r�r y„ _-_--. �----- n25�o5'24"w as�fs' t t.QI�L-£H CQNSTRUCIJ,QI�.,NQI�S.REFER TO SEPARATE NOTES I"OR��L'ENERAL°AND"EROSION AND TOTAL AC. DISTUR8FD...............6 75 AC. 1 c c _'�-���`"r t�r-r r-�--i�r-r-r�-r^��C"'f"1"'T''T�'"'. � SEp1l,IEPJT COPJTROL REQUIRE�AFNTS. BURROWWG owa GRAUING NQIE.NO GRUk381NG/CLE4RI�JG Of TH£SiTE SkAI.L OCCUft PRIOR TO SCHEDUi.fNG 7HE tivplD.................. ..........9 33C370938 SEL.. JHEET 4 � PRE-GRAOING!,1EETlNG WfTFI PUBLIC WORKS.ALL PROJECf SITES CaNTAINING SU€TABLE NA8ITAT FOR BURROWING QWLS, ~ � � �� � �P� WFIETHER OWLS WERE FOttkO pR NOT,REQUIRE A 30-DAY PRECONS�ff2UCTi0N SURVEY TFIAT S�IALL BF CONOUCTED W1iHIN RISK LEVEL.......... .... ..... ... ............1 � A1IRA LOMA URiVE , 1' �OILS ENG(���R CERTIFICATE 30 DAYS PRIOR TO GROUND DtSTURBANCE TO AVOID DIRECT 7AKE OF BURROWING OWLS.IF fHE RESULTS OF THE SURVEI Q5� NAME........................HlLL RECORD �..� ........... ,�..� ..».,..�.,. `-"..�.+... .-..-- ..-..�. .-�---r- ', -T-�-» !,I�{AYI'NF�M NqBILSl.A REGISIEREp CMI.ENGMEER OF TNE STATE OF CAiIFORNW,PRINCIPAiIY INDICA7E THA7 NO BURf20WiNG QWl5 ARE PRC5ENT QN-SITE.THE��7HE PRQ,lEC'f AIAY MOVE FOftWARQ WITH GRAQWG, C�SD--20126 OOIRG 6USINESS IN TtiE fI1.E0 OF APPUFD SO]C�EChtrWiCS,HERE6Y VERiF'r 7ifAT A SAMPUNG nND UPON PUINNING UIV�SION APPROVAL.If BURROWING OWLS ARF FOUND TO BP PRFSEN'f OR NESTING ON-SITE DURING ThIE SHEET INDEX MAP 5TUDY OF 7HE SOIL CONDOIONS PREYALEN7 WIThIIN 7WfS SitC WAS b�ADE E3Y AIE OR UtJDER MY PRECONSTRUCTION SURVEY,TMEN THE FOILOWING RECOMMENDATIONS MUST BE ADHEREO T0:EXCLUSION AND RELOCATION CONSTR,�JCT14N ,NOTES & {�UANTITEES; SCAt.E: t"= 100' OIRECTiON ON AUGbST�3,2013,OyE COAIPLE[E COPY OF THE GEOTECHNICAI ENC!NEERING ACTiVITIES A1AY NOT OCCUR DURING LHE E3REEDING SEASON,WHICW�S DEfl,VED AS MARChI 1 THROUGH Al1CUSi 31,WITH 3NVESTlCAYIO�Y COMPILEO FRDM TtfiS STUDY,Wi�ti MY RECOhA�1EN0ATi0NS,HAS BEEN SUB�fI11E0 TO fHE:FOLLOi41NG EXCEPTiON:FRUM MARCH 1 THROUGH MARCH 15 AND FROM AUGUST S THRQUGH AUGUST 31 EXCL�JSION ThIE OFFICE OF TF�E CITY ENGlN£ER, c � CONSTRUCT TFRftACE DITCN PER DETAIL ON SHEET 2..................................................33�l.F. �ND ftELOCATION ACTtV{TIES MAY TAKE PIACE lf IT 15 PROVEN TO'fHE CiN AND APPROPRIATE RFGULA'fORY AGENC€E5(IF' �,,,�GGND: ` 1S STA8IUZED CONSTRUCTIOY CNTRANCE PER OETAIL 4,SHEET 5,.......,...2 EA. THESE GRA�ING PLAtJS HAVE B�EN REVIEWI.p 9Y ME QR UNOER AlY DIRECTION lvyD CONFQRlA TQ ANY)TNAT EGG I.AY}NG OR CHICK REhRING i5 NOT TNtfNG PLACE.THIS DF.TERMINATION MUST BE IAADE 8Y A QUAUf1ED 7HE RECOMMENDATIONS MADE IN TNE GEOTECHNICAL 1NVESTIC-hTION MENTIONED AOOVE. BIOLOGIST. O CONS7RUC7 V-DI7CH PER PER DETAIL ON SNEET 2.....................................................1637 LF. PRIVATE ENGINEERS N�T1,C� TO C4N1'RACT4RS PROPERTY LINE -- 37 PROVIQE HYORO-SEEDkNG.........................................................................75,000 S.F. DRAiNAGE f'!P£ -�-=�=�--__-�==�-..-�-�-=== �3 CONS7RUC'C RISCR INLET W/PIPE PER DETAIt�ON SN�ET 2........................................ 4 EA. �g �NSTALL FIBER ROLL PER DETAIL 5,SHEET 5........................................,2,445 L.f. 1. TFIE EXISTENCf ANO LOCATION OF ANY UNflERG40UND UTILIiIES AN4/OR STRUCTURES SHOVM ON THESE FLO1Y UNE ----------►---------- PlANS WERE 08TAINED 8Y A SEARCH OF THE AV�ILAEILE RECOR�S. APPROVAL OF THESE PLANS 4� CONSIRUCf RIP RAP P�R DETAIL ON SIIEET 2............................................................. 7.EA. 1g INSTALI S1LT F£NCE PER DETAEL 6,SNEET 5.....................................,..,930 L.F. SIGNED BY�t-IE CITY OF TEMECULA DQES NOT CONSTliU7E A ftEpRESENTfi3iVE AS TO THE ACCURhCY QR TOP OF SLOPE COMPLETENESS OF'iHE LOCATION OR hiE EXISTENCE OR NOUF.XiSTENCE Of A 11t1LITY AND/OR STRUCfURE 70E OF 5LOpE -- � -- ---� - 5 CONSTRUCT CSP 17"PIPE PER DETAIL ON SHEET 2 21�F STQRM 4�RAi)Y CO �TRUC�ON NOTES: W11}I1N THE tIMITS OF THIS PROJECT. THE f,ON1RACTOft IS REQUIRED TO TqKE ALL DU€PRECAU110NAftY C� � MEANS 70 PR6iFCT THE UTIlE71F.S OF RECORD OR NOT QF RECORO OR hfOT SHOY/V QN TIiE5E PLANS. Pi20POSE:RETA!NING WALI ws��eec..aiacT'Aaw=-�T� (SEE�1L50 PRIVATE ST.ANQ S.D.PLANS)................................................................... �_ � ....,......, 1727 LF. DIrG.C�100, °W"AA� V'PEft F'LRN. ... ..........._......__...__.... R.C.E.N0. 2. RELOCAilOY OR RENEWAL OF ANY EXIS'fING UTiI.ITIES SFIALL Qf PERFORI�ED�Y TFIE RESPECTIVE UTiLI'fY PROPOSED COT7TOUR _,__��\�`�'��"- 6 CONSTRUCT RETAINING 4VA1L(PER SEPARATE P�ANi AN�PERAilT................. 31 CpNS7RUCT('A'fCH F3h;!N No.1 PFF2 ft,C.l'.C.O.&VJ.C.D SfAPJD1R� ,e A OVINERS,AT THE EXPENSF OF T}iE D£VELOPEft. �{�F{7� � y RIP RhP � RE6�OVE CXiS11NG 17ElA PER PtAN...................................................................................�EA. `� &VI.C.D. .,iD Dlit��6Al5...]......_..........J.......,..................._..__.....C.D. tlift.S_LA ' 3 C 1N�tRUC1'1i3°f # PFR f LAC7 AtiD(ROfIL,F.,IIE�ill�(;Pf:R R.C.F OAIE 3. 7HE GRADING CQNTRACTOR SHALL SATISFY AS 10 THF.GRADING OUANT}7Y AS SNOVN ON THIS { _...;it4 I,F. PLAN AS PART OF lilS 91D. 8VC BEGIN VERTICAL CURVE C5P COftRUGA7[p STEEL PIpE �8 ftEMOVE EXISTING B"DOMFSiIC WA7ER L€NE PER RCWD STANDAR�S 34 CON�'rRUCI'24"RL'P PER PI.hN Av0 P�tOF"ILE,R.C.F�.E3;f)DING IvORMAI. M1. 1T IS REOUESTED THAT THE GRADING CONTRACTOR NOliFY THIS PRIVATE ENGINEER�Y CALLING AT LEAST E� EX15TING GROUND {5EE ALSO f'RIVATE 57.AND 5,0,PLANS......................................................................539 L.F, (;��pITIOv PER R.C.F.C.iI.&VI.C.D.ST7 L�'iiG.'�8i5........,_................,,....,. 172 Lf. ,��IS OF BEARINGS: 48 HOURS BEFORF.COl�1PLETION Of iHE GRAD}NG OPERATIO`J HV ORDER 7HAT THIS OFFICE MAY PERFORM E�C END VERTICAL CURVE �9 CQNSTRUCf DRAINAG£OUTLET PER PRIVAIE STORM ORAIN IA�P���EMENT :S6 CO��ISiRUCi PIPf:CUTLET STRUCfl1RE:PE.R OF.TAIL"I 0�S}IT.9.__.,,_ _-, t[:n. TIiE POS€�IONS hND BEARINGS SH014N HEREON ARE BASEO DN 7Hf.NORTIi Afi,1ERICAN pATUM OF 1983 A FINAL INSPECTION TO CO�IPLY WIiH OUR GRADE CERTIFICAAON COA4AITMENT TO TNE CITY OF f�IAN HEADWALL dcTAlt.7 ON SHEET 9.............................. ....,....... 1£A. (2007.D EPOCH),AS UERIVED F'RbM TH£CALlFORNIA COOROINATE SYSTEA4 ZONE 6 NATIONAI G[ODET€C �M�CUGA. FG FfNISII[D GROUND '"""""""�"'� FL FLOW LINE t0 CONSTRUCF PARKWAY DftAIN PER CITY OF 7EMECULA 3Qi�10p 37 CQi�STRUCT RIP-RhP P(R l)ETA€1.I UN 5'3T.8.....,_.....__.......................... 10�S.F. $URVEY/CAIiFORNiA 51'ATUL R[f�RENCE CENiER'S PUBLiSNED POSITIQNS FOR CONTINUOUS GI_QBAL g, CONTRACTOR SHALL QE RESPONSif3L5 FOf2 OBTAIY4NG ALL REQUIRED PERMITS PRIOR FO C00lMCNCEMENT OF 5Ef.PRIVATF S7f2EE?IMPROVE�dENT PL�N ALSO......................................................... t EA. POSITIONING SYSTEM NE7WORK SIATIONS"ECfS"ANa"Ph76" GRADiNG UF�ERATIONS. FS FENIS!-IED SURPACE { � ;}g �;����'�(��/Cl'i;ONCf2[TF COLI.A.Tt FOR PIPF.'.PGR R.('.F.C.U.ArV7.C.0.Slll Gq GRA�E 8R�:AK }t CONTRACTOR TO R[M04E AND DISPOSE OF UNSUETABLE AELUVIAL 0�4G?A803......._._........................................................................................... I E:A. 6. UNAUI?IORIZEp Cf1ANGE5 AND USES: TME ENGINEER PREPARIMG TFtESE PLANS V�1LL NOT SE HP HIGH p01NT S03LS PER GEO�AAT iESTING LAf30RA�f4f�lE:S,INC,LET7ER pA�q SHEET INnEX DESCRIPTION RESPONSIF3LE FOR,OR LIABLE FOft,t1NAUTHORIZEp CHANGES 70�R AND MUST DE AF'PROVED BY THE FIOA MOME OVd�tER'S ASSOCIATION fE�3RUARY 7,2014(DEPTk PFR SOILS ENGINEER'S RECOMMEN6ATION).......................512,905 S.F. h�� CQNS71tUCl C1UlLET!IEADY1nI.L��C wiNGwALI..571711C�URf f'ER l�I,A,�, _....._.�..-.-----...._._.__.._._._.._.---.---.---.---..__..._..__......_......_.__.._......__..-..---_._-_-_-_---.---__..__-.--_.-•--.--- PREPAf2ER Of TH[SE PLANS AkD iFIE CITY Of TEMECUL.A. f f2pF11_��yll OE:TAII_ !UN StiLEI 3 AhD OUILE(OPE�ANG I-L�lIE 1 TI7LE SHEET LP LOV1 POINT 12 CU�STRUCT ENiCAMAT 7220 Tf2M/8'ROI.I.WIOTH PER fAANUFACTUREf2'S Pc:R f:�EtflIL 4 OP!SHE£T F3............................................._..,,.......,................ 1 E:A. -----------._._------�----- -----�-----�--�----•--�------------�-�----------------�------ 3 RD GI ISCRADE SfCfIONS&STREET SECTIONS � FVI POINTROF VERTICAL EN7EE2SECT�OU ��C0�IMENDAl10N$ANp SECpONS ON St#EET 5............................................................2900 S.F. ql �;�N;iTRUCI'G'QP(:NINC Of?�FiCE_PLAfC PFH€?rThlL h ON ShIF.[T 1Q.... ... I EiA. A ROUGH GRADING PLAN � RCWD RANCMO CALIFOftNIA WATER D3STREC7 � QS�� & SEOIMENT CO�V �� Ci 5 CTION � ' 44 PURCfIAtiI A�p INS'fAt.L SfORfdCFih6'FfEt2 UNDERGI'tOtiN�RFTI:NiIUN --,..._,........_____..,.._.....-------...__----�------------------------.�_.�-�----�----- 5 EROSiON AND SEDIMENT CONTROl NOTES&�ETA€LS - SYSiES1 TO PRQ',�OE 051 AC-Fl Of VOi.UME fff2 S!AtU1FlCTlfRfRS -.----.__...-----------.--------.---�.__..�-------•--•--_..__..._----------------.--- SCE SOUTH£RN CAl.IFO�iNIA E.DISON . . & EROSION AND SEDIMENT CUNTROL F'LAN TC TOP OF CURB 33 INSIAU.4ELOCITY RE6UCER CHLCK DAM W1Tfi"V"AL1G:Uh4ENT PER SPEC,N ECAfiOi�ANi1 pr:TA��S UN SHEF.1 9.... _,,.._ ___................._. 10.3 EA. ..._..___....._-------__----�_-----_._._.__-.___...�_-__________._._.__.____.._._._._......_�____.-___,.. DETAII.1(SE-8)�SHE.ET 5......................................................................_................ 18 EA. � 7 STORI'h ORAIN IMPROV�MENF PLAN LINE A �� ��� �yJ 70P Of WALE� "'"' r5 CU�S7RUC1 12'�RCP('cR PL!1'i't,RCf'F3EGUINC NORAlAt,C�J,;aIT€0+�' -__. 8 y STORM DRAIP! IMPROVEMENT PLAN 4YQMP� TRW 70P Qf RE7AINIt�1G WAI.L lA INSTALL VELOCITI'REOUCER CHF.CK OAb1 fOR CATCH 8ASlN P�:R f'F12 R,(„E-C.D i<Nl.(,-0.SFU DYdG.k181`�........ _...__.. . ......._................4h�.F'. --...._._..,_._..-.--'_-----.--..__._._�._..��—_._..__�_.__._ .______._..._�_. ___. c/� �+ p �a 9 STORM DRAIN IMPROVEMENF PLAN DEFAELS �Q� ("'V� ��r17�i��V���� (ri08.3) EXISTiNG�LEVATION DETAIL 2,SHEET 5.................................._,.......,...,...........................,.......................,...h EA. __.....____.-.-.-,---._.....__...-.------__...�..�._____—..__.......__._.._._._.._.._.._._.__..___..___._.__.._.. 10 STORM�RA�N IMPRQVEMGNT PLAN UNDERGROUND INFIE,. �] BUIL�lNG NUMBER r15 INSTAI.I 2 GRAVEL BAGS HlGH FROSI��J BERAi P�R p[TAiL 3,SHEET 5......................2,500 EA. �13 � � � STORM ORAIN IMPROVEMENT PLAN iNFiL, D['�AILS � J LD14-2.676 ______.�_... - ---- � . � . - �� PA� RP f E. r'Y.A<�.E]}31': Sc.t��e, � i ra�v i�c N . 1/5 r c; �^ C i o f. 2 . _ . .., � . . __....._-'-""_--._...._..,.._.�_...,_._.....'----__._..._..._._.__..._-'._.___.__� (.C�STRl1(,TION FZ,('Of2D ()AlE C3Y d.,���IC N5 [)A3C ACC p EiENCt! 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J .. `�' C �V�1 I ��!'� ^' ' ,____.._. .._..._. roE�Y F�. wni_�<cti F1.c.�: �sc�o,� a�nr�. __....__._..._...._ �.�.,r..�_.�,.._,_. � _._.___�_�___.�� __._._�_._T_�.._ _ .._ .�..r..�....�....,..�...� � �,�..�...�......_...w,.,V,._. .._____..____�--�-. _.,____.�....� - - _._. .��_�. _ �, ERQ�It�N �c � f�IM�NT C NTRQ�.vNt�.,T�� V��,(�CITY CI�ECK DAMS GRAVC'L f3AGS 1'`(}'.--� -- S('OF2M Df�AfN �� SURFACE GKADI�NT PAVc4 STREC7 UNPAVEO SfftEFT � STRUCTUR[ 1, E'ILTEREO F2iJN�FF.ALl RUNOf'F StkAI.L�E FILTEREO Pf210R TO QISCIIARGIPIG f'ROdA A Sli[OR TO ANY TYf'f.0��PftIVA3E OR PUC3UC S70n67 WATER (9AG SPACINCj (f3AG SPAClhG) �.__Y.__'�__:�-.._xx:,__.x,-_� CO"lVEYANCE SYSTE6d(NAfU12AL YIAT[RCGURSES,S7REET5,GU'fl'ERS,CONCRETE-LINCD V-�ITCFEES,STORM E�RAINS,FlOW-L!N`L•S,WL�:TS,bUTLE'fS, _x.__"C }�`"�_;T�_`f'� E'(C.).ALI.NOtd-PERM€TTED GSf.HhRGES ARE PRQNIBf(ED fRO�A EN'CER3NG A,N'(STORh1 4�ATFR CONVFYANCE SYSTEIA YEhR-ROUNQ. 109�OR MOR[ 25' ?.5' 3 COURSES GUTTFR -. ` �� --� � 9.9%�U 8; 50' 1'Fi1GH E3CRM 50' (IA"HIG�I t�IN) � � � ,._.� -:._ 7.9%TO 6% %5' (2 8AG5 75' 1'�IIGFI MIN. 2. BGST IdANAGEA}ENT PRACTIC[:5(BlAP'S).Y£AR-�ROUND,POLEUTION PREVEN710iJ MF.ASUftF:5,ALSO KNf1W4 A5 9EST 1�IANAGEMFNT WRACTI�ES `''`t�""'�`-^Y""'� � (BAIP'S),AfUST 8E ENSTAL3.E�PRIOR TO ANY FIF.LD ACTIVITIES.BfdP IIANpci00KS CAN BE DOVfTJLOA�ED AT 41WYt.CA[�MPFIANDQOOKS.001`d. 5.9ry TO 4% 100' iD0' (2 BAG5) � C...'�.,...;t,.,..x:.,_/`._ ADDf110NAL EROSE04 PREVENTION AND SEOIshfNT COMTROL(f..SC)�dEASURES MUST BF INSTALtFD AND ti�AlNTAIN[0 PftIOR TO ANp THftOUGhlOUT 3.9"Y,Oft LF.SS 20a' 700' ,;�, L.� CACIi RA4NY SfhSON.TF4E pFVEI.OPf.R/CON1RACi0R IS RESPOi�516LE FOR ESC MEASURGS 1Nft0UGF1CllT THE DURhTIOiJ OF THE PRQJ;:CI�DR ALI. � f'/ �.-�_.. CI.EARING,DISKING,GRAUING,EXCAVATING ANa S'fOCKPILING ACTIVlTIES,A�lO QN ALL£Xf�OS�D SLOPES ANE)INACTIVE:PFl�S 7NI�OUGMIOUT TFIE `"�--f"� EtJ�ll�f;Si'EE.1HC�EVEI.QP�:R/CDNTRACTOR lS ALSO RESPCkJSI[�LC FOR APJY DISCFEAfZGES Fft0>A SUBCONTRACTORS. ��FERIMCTER 2 GRAVELBAGS MIGN A�70V[PARK4IAY SUR�ACE L-20!'1'NAX.. A.S70CI<PILING OF t361P5.AUDI71�NAf.E5C lAATf_RIAk5 SHAI.i.f3E S'tOCKPILED AT VARiOUS LOCA'(IONS THROUC,FIDU7 TFIE 511E F(lii IAIMEOIAI'E - '""--'''-'-" (UM1T ONE �JAG ON 'fHE' T01' R0�`J FOR iNFI.ON1) U�W'11HIN SE:VEt��AYS PRIOR TO ANY f'OREGAST RAIN.ON CMERGENCY SITUATIONS, TFtE OEVELONER/CO�IRACTGft SHALL 3FA�f�DIATELY MAKE EQUIPM�NT AND WORKEF;S AVAILAi3Lf:70 PaQTF.CT TI�F:51TE. __.___...---.- --.�____._.�_.._�-_-------------.�XCAVATIU�V 1.3NE TEIAPORAf2Y E3ARRIER TO PREVENT SEOfp,1ENT L�IDEN V/ATER F"ROM F.NTERkNG iidCdl�PLET[ 3. F,RQSIOPa hND SE�IUIENT COf3TFtOLS.AE.E.ESC l.1EASEJRES Sl'IALI.BE INSPECFEO,RESTURED,REPAIRF.�OR MOOI�IED YEAR-ROUP7D rNROUfFI0U1'ThIE: - � -- - - -----•�^- -•- �---P�L&CURB STQRM pRAIN SYSTE6�. SITF. f0 PROFECT PERI61ETfRS,ApJACLNT PR(7r'ERTIES,F.13VIRONMENTAElY SENSlT1VE AREAS ANO Al.L PRIVATE�PUBLIC STO(2M 4YA'��R f,ONV£YANCE �' /-C,RAVEI.f3AGS('fl'P.) p �9 SYS7t�bIS.If ANY t:ROS10N OR SFDEA�EN7 CONTftOl,5 f'AIt QURE�lG ANY RA�N EVEN'�,l�ORE EF'FEC7'IVF:ONGS 1'iiLL�E RfQUIftEO I,'J iFIE1R PLACE. � &� [�e�� r'7 ,� � piRECTIQ�OF � SFREET�FLOV! _ �� � � A.EROSION CO*lTROLS.EROSfQ��GOiJ7ROL5 SHAI.L INCLUDE,8UT ARL NOT LIlAIT[D TO APF�IYING AND ESTABLISHINf>: VEGET�7IVF.COVER,V'OOp ___ _ __�_. _ _ __.r _ MULCH,S7APL[D QR PINNEO BLhNKE7S(51'ftA14,COCOVUT OR OiMER),PLASTIC SHEETING{MINI�dUIU 10-FA1L),POLYPROPYLENC MAFS, q � FOFt tftdPAVED STR�"f SPRAY--(NJ CONTROLS TO ALL DESTI!(26�U AflEAS OR 03'tIER IA�ASURES APPROVED QY TtlE CITY ENGINEER,J13TE hLTTINC SHALL MOT 8E USED `L �� AS A SFAND-AlQNE ERUSION C�NTftOL,FO£Z SLflP[S GREATER THAN h: 1,PRONDE FiBER ROLLS AND EITHER A 80NQED F19FR?AATRIX WRODUCT w \60' ��-�-A�� � APPLIEO TO A RATE OF 3500 I�/ACRE OR A 57Af31L17ED FIBF.ft�dATRIX PRUDUCT APPLIE�TO A RATE OF'10 GAL/ACRC.iNC Cl7Y C�JGINCER � _, __ ______ i _ __ ___._���&cur�o MAY APPftOVE DIFFERENT APPLiCATION RATE5 FOR SLOPES LFSS THAP!h:t. _ W...._.__ _ -..--EXCAVATI(hv I,€NC 8.SED1biENT CONTROLS,SEDIl�ENT CONTROLS SFiALL INCLUOE,�UT ARE MOT LIMETED T0: OES]L11tiG 6ASINS,GRADED F3ERh�S,FIBER ROi1.S,SILT _ �/2_�. µ� FENCES,GRAVEL QAG CHEVRO,"!S(FIILED 1ti17H MINIMUb�%"GRAVEL),CHECK DAMS,DRAIhJAGE INLET PROTECTION,ETC.F18ER ROI.LS SFIALL$C �NSTA!LED IN 15-f007 INCREMENTS!xlEASUREU'D hLDNG TFl[FACE OF IHE SCOPE SiI.T FENCE 5HAI.L 8�INSTALLED A10�.'�fG lMT�RIOR STRcETS AP1D -2 BAGS MIN. g� -GftAVELBAG TYP. COlAB3NED 4�lThI GRAVfL-BAC QR SILT FENCE CH[VRONS IN51DE:�HF SIPEWAIK RIGiIT-OF-WAY OR BACK OF CURBS. 1 4 � OVERLAPPING LEVELS 4. STATC CONSTRUCTIeN GF.NERAL PERMlT.I�THE PROJECF DISTURSS,EXPOSES OR STOCKPILES ONE ACRE Olt MORE.Of SOIt.,TH�SITE R1UST BE T _ _ .. _._ _.. �_ -- COVER�O UNDER'fW[STAT[CONSTRUCTION GENEFiAL PERMIT.A WASTE DISCHARGE IDENTIFICATIQN(tiYOI.D)NUFABER,A RISK LEVLL DE'fERMINATION NUMBER hiVD 7HE QUhI,IF'IED"STORM VlATER POLLUT40^!PREVENT!(h4 PI.AN"j5WPPP)DfVELOP[R(QSU)SWALL BE PRONI�r'.D TO ��„��A���� c� �A � THE CITY PRIOR TO ISSUANCE 0�A GRAOlNG PERMIT.A SWPPP SHALL E3E 1��PlEMENTE4 THROUGNOUT 7NE DURATION OF TH£i'f20JECT ANt� - SFiAI�_8B READi4Y AVAILABLE TO CITY AND 57A7E INSPECTORS Ah0 UPDATFD TO REFLECT CURRENT SIlE CONDIl10NS DURINC CON5TRUCTION.7NIE N� CONSTRUCTlON PERhliT CAN SE DOW4LQAD€�AT: NMIW.WATF.RBOAR�S.CA.GOV/WATER ISSUES/PROGRA�IS/5TOftM4lATER/CONSTRUCTION. GRAVEL BAGS •,....___, D�TAIL. � --0!AI'f ONE BAG FOE2 pVER F'L�V1 N01E5: 5. PERIMETER Pft01'ECTlO�J.PERIAIE7£R PRO�LCTION MU51 BE�NSTALE.ID PRIOFt 70 ANY CLEhRING�CTIVIilES.CLEARING SNALL BE L!MlTEQ TO AREAS THAT Vr7LL BE 1MMEDIATELY GRADEO OR DISTURB[D.A COMBINA710N OF£SC MEASURFS SMALI.$E IMPLEMENTE�W AREAS THA'I'F3AVE BEEN ��-3'-�- -`y'���_� � C_���y��y� k� 1. GRAVEL F3AGS ARE REQUIRED. CLEAR�;p.A(.L D15tUR8E0 AREAS OF AN INACTEVE SITE,AS DESCRIpE6 IN THE�NGINEERING ANq CON5IRUCTION MANUAi.,SNALL ALSO�E C"`"`��'"" P�������p �---�-=X�-��X`-F�� 2. REQUIREl.fENTS FUR ANp SPACING Of � i � � Y._ �w� VELOCII'Y REDUC£RS CHECK DAM F�R 6. GONSTRUCTIOH ACCESS POINTS.COiJSTRUCTION ACCESS POINTS SMALL BE STABILIZED WITH A CO3s�BiNAilON OF ROCK AND SHAKER PLATES " ' - M STREETS SHALt 6E A5 SNOVIN AROVE. NOTE: --���-� - CONSTRUCT SCDIMENT BARRIER ----� SEDIMENT TRAPPlNG YEAR•�ROUND f0 PREVENE'fRACK-QUT.INTERIOR ACCESS POINTS(ALI.PROPOS£D URIVCIYAYS,MATERIAL 570RAGE aND ST�GlNG AREA E'iEC7fON AND CIiAfJNELIZE RUNOFF TO OEVICF EN7RANCES�EXITS,ETC.)SIIALL A�SO BE Pft0'f�CTE�WITI-I 120CK 70 pRGVENT TRACK--QUT ONTO iNTERIOR STREETS.ROUiINE S7RFET S4iEEAING ��� �� SEDIMENT TRAPPING DEVICE-,,, SNA�L 8E P£RfORMEO ON ALI.PAVI:D STREET�WhiERE TRACKING IS 06SF.RVE�.VACUUM S1'�EEPERS SHALL BE USED 1'fHEN STR£ET$19£EPING �� f3ECOk1ES lNEF�ECIIVE.Ca�'fRpI,LED STREET WAShIiNG SHALL O1VLY�E ALLOVlED PRIOR TU THE APPI ICA'fION Of ASF'HALT SEAL COATS,AND ONLY �A�� y� `�y a, �t����A� � `. _�__._._. WHEN ALL PER71N£NT DRAINAGE INLETS AftE PftOTECTfD. /'�,�Mi r �-•d�•�*� /"►f�,P, �} POR UNPAVED STREET ���� pl 7. DESiLTINC BAS€NS.OESICTING f3ASfNS SFEALL BE:UESIGNED ACCOROING TO THE CUiL1ANCF:PROYIOEU IN CASQA'S COlJS'fRUCTION BlAP HANDBOOK. N� >- ,4' Ci7RRUGATE:D STEEL PAN£�S IMPOUNDED WATER SFIAII BE SECURED FROM THE PUBLEC,SIGNACE INDICATiNG"PON�ED WAT£R-DO NOT ENTER,"�R AN EQUIVALENT DETAIL 1 � �`L� �� WARNING N0710E,SHAI.L BE POS7£0. � ,�,�_.,,_:'q � A � � �S,�Xryr�{£��;:y,�•��.i------� ! t �'+c. __`IO'MIN OR 8. MATERiAL STORAGE.MATERIAI STORACE AND 57A61NG AREAS SWALL BE ESTAf3LISHEp.FUEL TANKS,PORTABLE TOiLEfS,LIQUI6S,GEI.S,POWDERS, " ���?'xik��`Lti`c+��I I �� �� A5 REQUIRED 70 � �zS:i� r kI � �u)���c.0 < LANDSCAPE MATERIALS ANO STOCKPILES OF S�IL SHALL BE STOREO hWAY FRO,N AL€_PRiVATE/PUBLtC STOft►d WATER CON4EYANCE SYSTEMS, � ���)�,;t,t�.` I �`�,"� ACCOMMODATE SIOEVlALKS,RICf�IT-OF-4VAYS AND FLOW-LINES AND 5MAlL HAVE SECU`lOARY CONTAINI,IENT.INACTIVF S70CKPILES OF SOIL SNALL F3E COVEREO AT � 1�'"�}c yr k�,t� € �. � ���,,� t?�'�.�'y ANTICIPATkD R �>�}c�" '�`�.�`. � �-��{3�'cr_..._IS GREAT�F2 ALL TiIAES.AC11VE STOCKPiLE5 SNALL BE C04ERED PRIOR TO A FORECAST RAIN. -- � ��'T'�5��7��_'�'�: _ I_I �__I, II���°�c<^t'��� TRAFFIG WHlCHEVER ` z �� .,��C� � �Y �. � � �C ._ ` 9. C04S7RUCTION WASTE.CONSTRl1CTIDN WASTE AND A�4SCELLANEOUS DEBRIS SHAIL BE PLACED I�J WATER-T1GHT BWS.4NRE h4 n � ,��� ��H SHALL NOT 6E ALLOWE�D.WASH-OUT STATIO�JS SIiALI BF.PR041DE0 FOR CONCRETE,PAINTS,S7UCC0 AND OTNfR LI�UD WASTE,�ND SH L!_BE X � L3NED YA7H PLA:i11C ANU LUCATE�AWAY PROM FUBUC RIGHT-Of-WAYS,PL01!LINES,ETC.PRIOft TO ANY FOREC�ST RAIN,BlNS AND WASH-OU75 o w ;r �__ __24'MIN_____� SHALL BE C04ERE�WATN IIDS OR PLAST}C TARPS. SILT FENC£-� ~' ` � F'ABftIC 50' MIN. 10.SLOPF.PftOTECTION.570RM WATER RUNOFP SHALL NDT 8E UIRECT£D OVER SLOPES N7FHOUT PERMANENT ROWN DRAINS INSTALIED.ESC MEASUftES -____2»x2,� _.__.._....._�_.____._----------___._____...__..._.___._.-. SAN€3 BAGS-. OR F'OUR TIMES 7HE CIRCUMFERENCE AR�REpUIRED ON A4.L EXPOS£D SI,OPES UNTit.SUFFlC1ENT/PERMArIENT LANDSCAPF IS ESTABLISFIEO.TFIERE SNALL BE 160�SLOPE PROTECIIa'J IN �Y000 S'tAKL PLAC�:PftIOR 70 IS5UANC�OF CERTIFICAiE Qf OCCUPANCY. 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Z � � 4� ;i �d ,� ;��' F3�f iS 't� �n� � O�/ W�/� � W/� {/.L� V J � LL \r/ W O � � � > O O � :� C) � a u ' j � � � _.-..>..�_ ,,.,.-.,, �..... � •c-- �-- ♦ , � W W � � �- � � _ _ � o _ °° � — — — J � N -`(:`� � � � ,%,;`�%` � ! 0 Z y:,C,�� t= T ���., � � :�;�/ F— /%e<; X _;���.r� W '�`,/ fti j J f`f�% r40�;,�f` �;�;��,;�''' _ � � !sJ,/i � � ``��i� V � ,�f\\ � r o � �;;��% - � w :1,;A'�� N J "" � J \� /,�(4;;` t1- Z .> � � i�%� � �% ' �� f< .�. �_._. ��,., �. a-a U � � F-- � z O � -c� U o � � U � N � � � � v� v O c°,> � n v � i�Va�e�•�ual�ty I1�anagement Plan (WQ1V1P) TRA.C'T 33584 . � 1X Suppor�ing D�fi�il Related to Hydraulic Cor�dition� of Conc�rn July 2014 4 __-__-- _..__--_- ------------ — tfi N � � � � � -- -__._._.__ __ _ .___. �h ' C3 W�I ry � L � � Z r� � � � � � ----- --- ------ - --- O �► �. -- - --------- — - -- --- �ri Ci� � � `� �i�+ '"` � � � � � � a � � � � � ~ � _ a � � > y _ ____ -- - -- � � a a � � � � C�" � �. � � � � - - -- - ------ � L un � � � � �'' � ---- - -- --- D 0 g o�o � � � � �oq w � r� � .�-� •-� y � O O � o O C� U U t�S�J 11�1Q�} }�@�,�' O O C7 C7 � ------ ------- --- - -- - - --- lIti C�I � � � � � � � � L � � � r•�� � � � � � � � � 4 � �' . 1.�'i � � � `1 � � � � L Qi � .� .�-�► � �" � � � � � � Cf � �' � — ' c� � � — � °� � - �' � � � �, � +� � � � � � � � i j �. � i � � , d' ' � � � � � --- ---- -- -=--- --------- ---- .— - � � � � � m � �' � � � � � c� Q � � ���a �I� �1��d � � � � Temecul�Tract 33!�84 Draina�e Study ������R � '"` IN���.����� � �ASI� �N��.���5 2.1�Svnthetic Unit Hydrographs The pre-project and post-project condition hydralogic analyses were performed using the synth�tic unit hydrograph method for the 100-year, 1-haur, 3-hour, 6-hour, and 24-hnur events, and for two other starms:the 10�year,24 haur event,and the 2--year, 24 hour event. Mitigatipn of the events analyzed will �uarantee flood control (100-ye�r events)and interim hydromodification control (�4-hr, 10-yr & 24-hr, 2-yr events?. The parameters used for the SyntheCic Unit Hydrogr�ph M�thod ar� summarized as follows (the referenced Plates are from the Hydralogy M�nual): - The drainage basin boundaries were delineated based on the proposed site design. Area, centroid locativn,and lengths of stream were measured using AutoCAD software. - The soil groups used for this analysis include A, B and C type sails per the site specific NRCS Soii Survey investigation undertaken for the projec#site(r�fer to Appendix E-Soils Dataj. Pre-Project Analysis The existing 6.23 Ac project site consists of vegetated open space with areas of impermeable concrete paving remaining from th� pr�vious schoal development that formerly occupied th� project site. f'er a review of the existing project site, it was determined that appraximately Q.62 Ac (1D�) of the project site is impervious. A �nit hydrograph was develop�d for the 1-hour, 3-hour, 6-hour and �4-hour 100 year events and for the 2wyear/24-i�our and the 10--y�ar/24-hour events, per Riverside County Short Cut methodo(ogy, based on the precipitation depths illusfirated below in TabIP �., also obt�ined from the Riverside County Hydrology Manual. Table�,-Precipita�ion Qepths : t��pi�t� �E�ve�p�nc �t�t�r�t��u+��a� ` ; � �� � � � (in+r.�� I�k�lt�v�t�� _ � 1-haur/1D0-year 1.2 25.98 __--------.._...._----- ---- _____-- ---� - ----.._.____-------__.._ 3�hour/100-year 1.9 9.3Z _..__--___ ----._.__..___.-------_ ------._.._...._._.�_.._...___.____----------.---_.._._---._...._..._..........._....._.-- -��___ — 6 hour/100-year �2.5 8.13 24 hour/100 year � _._..___ 4.5_ ..._ _._.._�__.— 1.76 ___ - ....�_ ---�------ __ _._..�_�...�-----�-- 24 hour/10 year Z.95 0.43 24-hour/2 year �^ 1.8 --- -._.__..._._-.._ 0.15 z Tem�cula Tra�t�3584 Draina�e 5tudy Per fihis analysis,the existin�condition peak flows for the pre--project site are�Iso pr�vided in Table 1. Post-Pro��ct Analysis The proposed Temecula Tract 33584 project site ITICIUGIES the development of 54 multi-family residences, ineludin�the constructinn of servicing roads,sidewalks and public open spac�. R�naff from the project site is to be i�tercepted onsite by a proposed stnrm drain system where !ow flows are conveyed�o an underground infiltration facility while a portion of the highest flows are then dis�harged via s�orm drain to the adjacent natural creek to the east of the project site, per a review of the existing proje�C site,it was determined tha�approximat�ly 3.�.3 Ac(50�'0)of th�post-project site is imp�rvious. Per Riverside County methodoio�y,a unit hydragraph was developed for the 1-hour,3-hour, 6-hour and 24-hour 10� ye�r events plus the 1.4-year/�4-hour and 2-yearJ24-hour evenfis. The peaks �nterin� the diversion bax (totaf peak filows) and the peaks discharging into the creek {diverted pealc flows) are shown beiow in Table 2. Tabte 2-Post-Development Peak�lows �`t�ta1��= 'Po��Dev+�lr�prir�nt Pt��er�el�prri�r��Pe�k S�rm l�urat� : E�r�e�►�ent Re�k�l�w t��re�k�c�sj �►to t�ndergrau�na ��-��� tn�ttr�tit�n 5ystem�cfs� 1-hour/1q0-ye�r 26.80 .�~� 24.89 1.91 ---.___...__._._.------ - ----- --------�_____.....�..__ - ------- 3-hour/100-year 1D.14 8.85 1..29 _.._._ --- .._.._-�------.._....___.. --..._.._..._....--------________..__-�---_._..._.___.__.._._._...............- -- 6 hour/100-year 8.95 7.69 1.26 24 haur/100 year 2.47 -----_�__._�.��.�- -______ 0.92 24 hour/10 year 1.14 D.39 � 0.75 24-hour/2 year 0.15___.�_���_ ----0.00._____._� —...�-. 0.15-- 2,2-Uiversion Structure to Under�round System Befor� being discharged to the creek, al) flow5 get into a box wh�re two outlets will be designed:one, a vertical 6" orifice, at inv�rt 1�92.417 (1092 �- 5") and a Z4" pipe (which hydraulically is also a vertica! orifce� at invert 109�.�0. The diameter and difference of elevation betw�en the ori�ices allows all low flows ta go to the underground System, even for flows larger than the water quality peak flow. At an energy level of 7 in�hes,a flow of U.SSS cfs wili divert to the underground system. This value re�presents the maximum v�lue for whi�h 100%of th�runoff diverts to the underground system, For larger values,a portion of the flow will go tn the underground system and a portion will go to the 24" pipe. For example, for a ponding water depth of 12° in the diversion box,�.832 cfs wil{go to the underground sys�em, and 0.813 cfs wiil by-pass to the creek,so a tota!flaw of 1.645 cfs can be discharged with the water pondin� at 1094.00 ft. !n order to determine the partition o# the flow at e��h panding efeuation (one flow to underground system, anoth�r to creek), the energy equation is est�blished. Far the low orifice, flow will be either 3 Temecula Tract 335$4 Drainage Study critical at the entran�e, or when th� elevation is much higher than the diameter, orifice discharge is used. For the larger 24" pipe, critical dep�h is e�tabli�hed at th� entrance of the pipe, and eventuaf(y, if the panding depth is high enough,orifice equation is also established at the 24" entrance. The following is a list ot the equations used for each orifice(keep in mind that far the low orifice depth of water H is the total energy available,while for the upper orifice the�nergy available is H—'/12 ft : Low orifice Peak flow:Q,. Low orifice as a weir: Critical d�pth and geometric family of circc�lar sector must be solved ta determined Q as a function of H: �Lcr,l, cr,L L z ,q� A D -- ; H = Ycr,��' .. ; �"cr,t. -�' � Ycr,L�nL �Ycr,t.� � ��T,L = g�aCr,i —sin�a�T,L�� 9 �c�r,r. �' �cr-,� Ycr,c, -- �L�� --�sin�U.S •ar,-,i�� (1.a.1, �..a.2,1.a.�, �..a.4 and 1.a.5) l.ow orifice as an orifice: Q�, = 0.25 •rcDf •cy • 2,q(N--0.5D�,) (1.bj There is a value of H (approximately H = �.1U� Dj from whieh orifices no longer work as w�irs as critical depth is not possible at the entrance of the or�fice. This value of H is obtained equ�ling the discharge using critical equations and equations(1.a). High orifice(24"pipe)peak flow:QH High arifice as a weir: z Q1i A�r,�t � n�r-,x 1)rr � T ' H�1.2 ^ Ycr,►r�'x,T % �'Cr,u = Z.�Y�r.rr��» "'Ycr.rr� � Acr,Ef — 8 C��r,r� —sin�a�r,rr�� � cr,H cr,ll Y�,.,H = 7�' �1 —sin�0.5 •t�er,H}� (2.a.1,2.a.2,2.a.3,2.a.4 and 2.a.5� High ari�ice as an orific�: Q„ = Q.25•�D� •cq •�2g(H—O.SDt, —7/1Z) (2.b) Continuity Equation:Total entering flow:Q, By applying cantinui�y,it is obvious that: QL �'QH=QT �3� The following are the variabies used above in equations(1)to(3): C�,,QH,QT=Discharge of Icaw orifice(fi"), high orifice(24"pipe)and total{c�s) cg:Coefficients of discharge of orific�(0.61 to 0.62) 4 Temecula Tract 33584 Dr�ainage 5tudy N: Level of water in the diversion box(H larger than 7 inches to insure twa outiet flaws)(ft) A�►, Tr�, Y��► a��: Critical variabl�s for circul�r se�tor: area (sq-ftj, top width (ft), critical d�pth (ft), and angle to the center,respectively.5ub-ind�x L or H indicates iow orifice or high orific�. A mathematical model is prepared with the previous equations dependin� on the type o discharge. In addition tv the��am�firy,ane value is known:the depth H,thr�e flows are determined: Qi, QE�, and QT. A diversion table is cr�ated (see Appendix D�. Interpolated v�lues from the diversion table �ilow the det�rminatior�of how much flow is diverted to the underground infiltration system and how much is by- passing to the creek at every instant af a hydro�raph. 2 3—Modified-Puls Detention Basin Routin,�A�alysis In order to prove that the diverted flows do not averflow the infiltratEon facility (and therefore are able to reduee all post-development peak flows below pre-develapment levels) a properly designed underground Storm-chamber (or an approved equiv�lent� infiltr�tion basin is incarporated within the project site. In developed conditions th� basin bat��m elevation will be 10£�7.75 feet while the top storage elevation is 1092.60 feet. Flows fram the project site are in�ercepted by a proposed infiernal storm drain system and are conveyed in an e�sterly direction towards the adjacent creek. At the easternmost junction,an offset storm drain diversion structure is to be constructed to divert low filows to t�e 1�,8C}S cu-ft detention facifity, as explained in section 2.2. The basin is design in such a way that no storm exceeds its capacity when infiitration is included. Peak flows ar�diverted via a 6-ineh diameter orifice located 7 inches below�he �Q"peaic fiow discharge pipe. For large �lows a portion of the flow is also diverted to the infiltration basin. Any entering hydrograph is basicaily divided in two portinns: the low-flow hydrograph diverted to th� underground sys�em, �nd the high-flow hydrograph, discharged into the creek. The Ivwwflow hydrograph is routed into the underground sys�kem using the Modified Puls-�method with infiltration calculated a5 a function o� the depth of the fiow and the valume o# water infiltrated according to Darcy's and continuity equations. The Modified Puls Method Equation(when infiltration is included}can be written as: y v 2,52 +Ox =f� +IZ --.f� -fz �' �t� —�i �4� L�l The unknown valu�s(storag�and outflow at the end of the time interval,SZ and 02)are at the left, and the known values�inflows and infiltration at the beginning and end of the time inte►-val, !1i Iz, fl, and f2 S Temecula Tract 33584 Draina�e Study resp�ctiv�ly, outflow at the beginning 01, and storag� a� th� beginning 5�) are at the right of �he equatinn. Storage S and outflow O are finked to the depth h through storage and discharge functions(5=f�{h) and 0=f2(h) =0 in this case as no dischar�� providedj,while infiltration is a function of the depth and the volume of infil#rafiir,n{See equation(5�in the next section}. The Modified Puls Method ailows the calculation of the depth of the water at the end of the time int�rval, and consequently the discharge and storage. The storage functior� is simply a geometric relatir�nship between the depth at the surface and the stored uolume �as provided by the StarmTech spreadsheety,while fihe discharge function is zero. The Modified puls pracedure does not include any outlet discharge as the basin empties via infiltration anly. The maximum eievation that the system reaches at any time during the routing of the low-flow hydrograph must be below 4.5 ft,which correspo�ds to the maximum elevation the water can pond (1 fit of gravel plus 2.5 ft of the chambers plu5 an additional 1 ft of gravel on top of the ch�mbers). Per the percolation test undertaken for the project site(pravided in Appendix E—Soils Data),the soil at this location has an infiltration rate of approximately 4-inches per hour. A conservative 50� reduction factor(Safety Factor SF= 2)was applied to this value such that the basin was modeled with an assumed infiltration rate of 2-inches per hour. At �xisting natura! soil [evef (bottom of gravel), typically the infiltration of the soil ksn,� (measured �s 4 inJhr, and reduced to 2 in/hr with a safety faetor 5� = 2) is large enough to significantly reduce the ponding at the surface. However, as Che pond depth irtcreases over the surface, in�ltration is enhanced. Ignoring the effect of (a)the effective suction at the wetting front in the amended svil (because the soil is very sandy and the wetting front suction head is very smali,on the order of O.S ~2 il�Ch@5�, and (b) fateral infiltration, the infiiltratio�equation enhanced by the head afi the surface can be written,according to Darcy's L�w,as: .I i =`I11117 .l� 1-� �►—t k.sni!'�RMP' ��� ' �, � 432UU•S� ________-_---_________. l�I—Bo�An�r where: f;: Infiltration rate at the time interval"i"�cfs) �}-90: Porasity of�mended soil less initial soil mais�kure content(difference assumed equal to 0.25). A��Q: Area of infiltratian—battom area o#underground infiltration basin(sq-ftf 6 Temecula Tr�cfi 33584 Dr�ina�e Study h,_�: Surface depth of the water at the time intervaf"i-1"(ft} F;_l: lnfiltrat�d volume accumulated at the time interual "i-1"(cu_ft) k5,,;,: Infiltration of the sail(saturated hydraulic conductivity,�qual#0 4 in/hr per design}. SF: 5afefiy fa�;tor on the infiltration(2 in the mode!to account for unlcnovuns in ttte naturaf sail� If the infiltration is larger than the inflow I;, then f; = 1;. Typically for small storms, almast aIl flow infiltrates. Qrtce the in#iltration is determined, the volume of infiltration at the timP ir�terval "i" is calculated with the time interval(�t,in seconds�acGording�o: r ��; � + nt(.f; +.1;._,) E 6) 2 The r�sults of the Modified-Puls routing is shown in Table 3 and presented in detail in Appendix D. No outflow other than infiltration accurred,and in most cas�s,the und�rgraund system has mnre than 2 ft of free board (except for the lortg c�uration 24-hr/100-year storm where the system almost reaehes maximum elevation). Table 3�-Unde�round 5yst�m Routing Results �a��rin�u�n el�.w�anrer #���d vnl+u�rr� `:Dr�Errg.:tin��{in�ludes S#orn��luration bs�t#or�+�gr�a`el��): dui�i�m of st+prm,hrs) ` I+Cu-ft� . .�.�. __� .. �....�,._�_.� 1-hour/100-year 1.18 3,87'7 3.58 -- --- -- - _._.__ .___._ � _�__......_____._..---,--- �-no��/�oo-year z.00 s,s�s s.so 6 hour/�.�q-year 2.16 �0,542 � 12.08 �24 hour/10D year 4.42 �22,695���J�Y-�- -------30.25 � 24 hour/10 year � 1.66 13,�.42 � 22.00 " 24-hour/2 year O.QO 4,Q51 Qf}.00 ---�_._...---,--- Stag�-Stnrage, Stage-Discharge and Modified-Puls routing caiculations are provided ir� Appendix D of this report. 7 Temecula Tract 335$4 Drainage 5�udy �H�►�T�� � �' A�' N�� ����� �,���.���� A previous rational method analysis for the project site was undertalcen in the "Tentative Tract No. 33584 Drainage Repor�" dat�d April 2014 by VA Cnnsulting. Due to the minimal change in tributary area, land use,flow length or slopes,TRWE determined that no si�nificant changes had occurred to the time of concentratian calculatians included within this analysis. Consequently the ratianal method analysis performed p�eviously was considered conservative (given the previously assumed C soiis throughout the project site)and the time of concentr�fiion nbtained was afso used in this analysis to siz� the curb infets and storm drain without revisian. The Riverside County Flood Con�rol and Water Conservation District (RCFC&WC�) Hydrnlogy Manual, published in 1978,(Hydroiogy Manual� prouided the guidelines and procedures for the 10-year and 10�- year Rational Mefihod analyses. The parameter�us�d for the rational method are summarized be(ow: - Hydrologic boundari�s were based on proposed street layout for th�subdivi�ions as depicted on Figure 4,Hydrology Map,included in this report. - The underlying hydrolagic soils group is a mixture of soifs A, B and C, as shQwn on the soil Map of appendix E. - The rainfall depths used in the Ratianal Method analysis were based on those reported on Hydrology Manual Plates Q-4.3 and D-4.4 for the 2-year, 1-hour and 10D-year, 1-hour storm events, respectively as shown Table 4. These values were used to calculate the S�haur rainfall intensity.The 10-year and �.UQ-year rainfall data were based on values derived from Pfate D-4.5 and summarized in Table 5. - The slope of the intensity/duratinn curve was based on the information provided ir► Plate D-4.6. The vafue used is U.55. Table 4—Precipitation Depths Z Year Evet�t �.t)D-Yea��v�nt 5ttrr�.��t�ti��. . (�n�h�sj �in�h�s} .��__�__.1-Hour 0.54._..�...�...._.._._ �...�.. _1.�D ,-- -___�__ The results of post��roject condition Rational Method analyses ar�included in Appendix F of this r�part. The Hydrology M�ps Figure 4 shows the locations of all node numbers used in the rational method analysis. 8 Temecula Tract��584 Drainage Study �H����� � �"" ���E� �Mzr� As stated previously in Chapter 3, as a conservative approach the times of concentration were taken from the preuious ftational Method Analysis which provided ��c's whieh would be shorter than �hose anticipated for soils of higher infiltration. Th�se Tc's were then used in the determination of the intensity for each corresponding inlet location. Regarding the sizing of the inlets based upon peak flows provide in Tabl� 5, all four project c�arb inlets are sump inlets; found at nodes 12, 20, 24, and 26 on the hydroiogy map (Q,�flouvs at each inlet are shown below). The inlets are sized with the AES(Adv�nced Engineering Software) program that utilizes the Bureau of Public Roads Nomogr�ph plots for flow�by and sump inlets.The calculations assume maximum ponding ta the fiop of curb elevation at e��h inlet, �nd 4" gutter depressions per fihe impro�ement drawings. Talale 5-10U-Year Peak Flows At Curb Inlet N.ocatiot�s Curb inlet-� Tri�u�ry Ar�� trr�ns�.y Runa►�f i�-Year�1ow Sump�'� �pc� (t�r/hr} +�►eifiaent t� : ��) .�.�...Y.._�_ Y___w...._�._._�. lnlet 1 0.81 �.53 D.841 2.40 Inlet 2 Q.42 3.61 0.842 � 1.27��-uW-� -----�---_.._...___ --- --- ---- -�--- -__.._.__.�.-- - ---_—__ Inlet 3 1.54 2.74 0.824 3.48 _.. — ___..-------_._.— ____._.___._�.....__._._...._---------___--- ---._.._.-------.._�....____.---- Inlet 4 3.46 2.74 D.g24 7.82 ' 9 Temecul�Tract 33584 Drainag�Study cH�►PYE� �� INT�RNAL ST � ����� �v�R����� �N��.vs�s S.1�WSPG��orm Drain A�al si� The hydraulic analysis of the starm drairt line, Line A and Line B were conducted using the Water Surface PresSure Gradient�WSPGW)computer saftwa�e developed by Los Ang�les County Flood Control District. WSPGW calculat�s frietional lasses and Corresponding velocities and d�pths in prismatic conueyanc�s. The input parameters cansist of station and invert elevation as well as canveyance �eometry and harizontal alignment changes.WSPG also considers losses resulting from rnanhole structures and lateral junctior�s.The W5PG input and output files are included in Appendix G of this report. The tail-water {starting HGL elevation) far the WSPG model was obtained from the post�project condition HEGRAS model u�dertaken for the pro}ect site. 5.2—HEC�RAS Hydraulic Analysis The hydraulic analyses for the creek were perform�d using the Army Corps of Engin�ers Hydraulic Engineering Center River Analysis System (HEC-RAS) computer software program. HEC~RAS U5E'.S Gf05S- sectional da�a,a given flow rate, and boundary conditians ta compufie flow depths and veloeities along the analysis reach. 1. Cross Section Data The cross sections are based on the existing topography of the creek in the current pre-project condition. In post-project condition,the existing topography of the creek is used in the creek and cross-- sections are adjusted at th�locations of the proposed 2 to 1 graded embankments. 2. Boundary Conditions The HEC-RAS analysis of the conveyance channels used critical depth for upstream boundary condition and critical depth for downstre�m boundary condition. 3. Manning's"n"Values Far the creek, a Manning's"n" roughness coefficient of 0.045 was used due to heavy vegetation existent in the area. 4. Steady Flow Analysis Mixed flow regimes are used for the analyses. The results of the H�C-RAS analysis for th� various distribution channels are included in Appendix H of this report. 10 Temecula Tract 33584 Drainage Study �C�IAIPTER 7 -� SIUIVIMA�Y F �ESIJLT'S Table 8 belc�w summari�es the pre us post d�veloped condition 100-year pealc flow rates ��the storm drain discharge locatian. Table 6—Pre Vs Post�eveloped filows Storm�ver�+t : �'�"�'ject�tow M�ga��d.P+�st�Proj��t �iffer�nce �:.�.._�����.------'--=.- ---�--�--- _;��1 : �flarw(c�s� (+��:.�...��_.�.._.��.._ 1-hour/100-year 25.98 24.89* 1.09 3-hour/100-year �� 9.32 �`..^ 8.85* 0.47 6 hour/10D-year __ Y----8.13 7.69* V __..__..._ 0.44 �4 hour/1(}0 year � �.�� --____ 1.55* 0.21 24 hour/1.0 year � 0.43 0.39* 0.04 24-hour/2 year 0.15 ,-----O.nO* 0.15 -- ----__.._��, _._...__ ..�_...._. Y___�..__ *WrPduced by flow diverted t��infiltr�tion basin The pealc runof�generated by the proposed Temecula Tract 33Sg4 dev�lopment will be redueed by the f►ow diverted to the underground infiltration basin to runoff rates below the pre-project peak flows from the project site. Table 3 illustrates the maximum water surface elevations and correspnnding peak volume stored within the aforemen�ioned detention facility for the starms analyzed and it is includ�d again here for reference purposes. Table 3�-Underground System Routing Results Ma�mum��v.ov+�r Inflltrated volur�e C�rying time�inr�udes 5tar��u�t�on b+��r�n�g�rrav�f(�� du�ratiar�af starm,�rr�j a t ���.�� _� .�..._.. _ _ _____�__�..________�..__ 1-hour/100-year 1.15 3,�77 3.58 .._._.3-Ftour/�C�O-year Z.00 �..._�_ -- 8,538 S.SU __ __.._..�..._.._._._.._....------ -�____ _.__........._�__....._-----.__.__.._.....----.__---_..........___..-- --.--.__._.......... 6 hour/10U-year 2.16 3.0,542 12.08 24 hour/1Q0 year 4.42 z2,695 30.25 �� 2,4 hour/10 year �..66 �13,242 ._____ ------ 2�.00--- 24-hour/2 year 0.00� 4,Q51 DAtI(water never ponds) 14 FI�U�� 2 � Pr��Pr�jec� lJ��� Hy�r��r�ph �xhibit �_�:c�t.r�r� (���f) ��: �---'--"'-- I'f!�,I('C!fl!IIiHI1MY � , NAe?R[xiARJA��E hHLA UtJ1�70qNY _..__�..._.__._ icwr;csrrinas�nrEi , �q E� n�vnn�,N�rrr�) I ��� r ��kr.•,z5i rtou rnn+rn;�nurF(r�Fil � � l�:A iFNGllI hl!X#�hK lh.IftSS W�f£RCt?11RiF,L4�.ASU.P`cD i �� VE�SINFl�U IU A f'CANI 6PF'�YJI}�Illf�CliIP(?;P 0�11�' � � ARFh�FFfI) i C�� f.fNTA(ll�1.(X:n11CN � i q I n �_..w�tiin;�3ru iirsa�nti%au iE.S��_........ARE�(ACP.FS) � f)m.,�.,,v 1f)fT-ST'AF,3-it0�7R YEAM fiUNC1`F({;Fti) , Qmn.w H11}-1FAR,G•NOUR Pf:AK fi(�NI.YT(Cf5} �� bmiaw�m 1{Xs��Yi:AR,1M1�HIr)R f'FPN IiliN�fT(I;FS) ( . 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ARFA(AI;) 0.� 106-Yft STf,RAI FfAN I70M Phl4�(Cf�S) � 4A�YJR IN7AS7AfC Afl[A fl[HHAI�f'.Y M%bd RYp[#Wi CI 71�MF�f'RARlh!�AR%.A[1h4Y1nfiY ----�- Fl�'M'Afli -.�-�- n nw nr�tr,nni -- ,___,,,: s�n+u o�nxi ri�: �i 9{ C�, Li:l, ��� .� 9 �� \ �� .. � � . \ \\`\ � . rn� \ \ \ � �Q,s �� ��� ' ''! \ / ;� . �:\ �' ��' ", � 'r r �< �>>.1`�t: , � � n�'t� * '�� �i�^�\��`` �� � / v�' , ��i�/ + �, r, ! ♦ � / •,. � � A � \ `�. / �v,;�`v,� �, � \ � �' �� `�� • � � �\ ��, ��� ''nrirruarn 4 �/ \� � \` *�...-�.e1 crs.i�' � � \ iw,,; �, � 1 � � v.;f�_.:'�:` � � '� /� \\ j ��'M��,�� 1NIF I MfR,1 � ✓'� . � � � ��.`;�+,� Usa'-1AA Cf5 �� . , �/ \ �-��• � , � � �°.� `f �,� / 1 ,� �_t� <' � �� �� ; i �� � \ ! �� ��� � \ ! � ♦�� ` �'� �_�_3 ��V�'�i�� `/ � ` �1 " ! �' �``:.5� `` -��" `��� , \ ����,:1`RFl AFiA 1 � l 1 \� •t�\ .. � � �S- ��3.9..•-?.10 f.fS ��\ IlfiFi�HFA 2 � �� \� �� \ � � O�a -1.27 Cf5 1 � )` - � � A ,t =� �+� ,� � �q'.� � �t � � ,�' ` _' � `�' �.._ , �� �,�� >.-'� �\ � :� n � � a'���` '.` �` �\ n�i � *" �` -�3:e� ��: �'�'�� �. �== �'�,` ,.� . � i� i �� :� \ s � ,. � t � , � � i i'J�'��1 , \ . . �'-..`��i;� ' ��/�i \ , +: �\\ .�. . �� - ;4�/' � • \\t\ �. ��,� � a��� � ��, �. .. � s! � �s-���r� �`��'r�.�\ ` \ . , ,. �. =��-� � r<,e n�� �„ ` � �. "i �a c�,;✓ �� ,� \ '� ''j� ��� 'F. -"` `��, ,` \ � 1� +i �/' ?��� `�� '���/ `�,-��l .\�.\ � �� '��,F ,� � \�1'J \\\ �' \�\/�,`\ ` . �� � �. �� ��C� �`` �. i ,,� � ,�♦ `� , [ �] i� . �i:,� \� ��`, � �'. ' a l�� � � �t �\�� �� � � ' �` ��p e �� / � �L..'.r '`� �L� e '� ��� !�� �N. .c ''J 1^Y�'r�';r,'f'�_� � , , � ,i l�� . _ ,. � ��� �����x�� � . ��1 ` `,..s.'�-"'w�+�"'`� MI�� �"����1 1 � ' . �� _ .�.� �!�`�v�7+��A^� .,�s. � { . �� ��� �r�.."_� � �, ��.t .A_.:�.....�...� . . ._� ♦ �� �� __ . . , � � �.3 k r�.r"' '_""_ 1. �._r • `- �: - �/♦ ',`, ,.} _.Y,, ...-. ... ..., -- . -ri�� � � ,< h_d , ���. Y ♦ � � ,3.46 * �� � .. �,, ,- . �t ��,�o �� �� v��_,�� � �,�,�� K���G��O .�. � TORY R.�l�ll<�R ENGIIV�ERING CITY Of-� T�MCCULA fF� .33.':i8�! ncurzE: GrtAl'InC SCna.f: INf_f_I FlAIIONI1l. MI:.1hfQD ItY[)f201_OGY M/1F' � n ,� �?e I!FlIAISLF 51")lUTlf)^:S It: �Yt�"fER RF�SESll32£Ef /�_ �►P�EN�I� � � �r�e-Proj��t Unit Nydro�raph F Determin�tian for AMC I&(I for Existing Conditions Soil type Area Sac) A��,(ac} A�mp(&C) a;{decimal) R�*** FP AMC!** Weighted�r AMC I F�, AMC 11** Weighted F� AMC II C 2.01 2A:1 0.64 0.00 77 O.Q8 0.1.7 0.28 0.10 A 2.25 1.60 0.45 0.?_0 46 0.�9 0,25 0.61 0.20 B 1.96 1.79 p.17 0.09 66 O.b2 y 0.20 0.40 0.].3 TOTAI. 6.23 5.61 0.67, b.10 0.624 0.424 F=F�,(1.Q0-0.9a;) AMC I�Zyr AMC II � l0yr and J�.00yr *AMC-I:2yr **AMC-II:10yr,100yr F�: 0.624 Fh� fl.424 *** Natural Colver-Open Brush(fairconditipn) ai: 0.10 a;; 0.10 Precipitations from Isopluvial Maps in Riverside Hydrology Man�Eal 1QOyr 10yr 2Vr .�..._...,,,. 1hr 1.2 lhr -- 1hr -- 3hr 1.9 3hr -- 3hr -- 6hr 2.5 6hr -- 6k�r -- 24hr 4.5 24hr 2.95 �4hr 1,8 Pre Devetoped Lag Time Calculations 5quare-Feet Acres Square-Miles �j$� �....�..�..... Area: 277480 K.23 0.C105y I.ast(�cot�r+.) *� ?�n�„�C� �,; Feet Mlles �' �- Length: 474.631 O,b$99 i�'l�te 258.8479 0.049d f� � Thc e>itualty e�nnsatcd mr�ri�+f tiic �E li�ta�Ynieu{'s fqri�n�la)vrt��r: e�f alf ��'' coHtciwn st�e;tins utA eh.uu�ets w'iti�n ttre�r-�tershccl L ^ i,a��tla��lanas�t���atc�rcnur�t-��ul� /.1H: 55,A Feet �� � Y,m,�h a1�ng lo�gr_st«•.itcrc��r4a,inea,tvt+[t ugstrcaxn t4 a�snt f��:�tc tix� <:tittrvsct o!'�tse atra-nules Plate f 3 S �* t)�rr�ll sl�e oi'ton�rst�t�ascxranr.�c�2rtt�ecen tt�a�i3ratrr�a�ui N�c coikctic�a paint fect per rn(le Mannings n: 0.035 Lag 7ime ��Nours Lag Time Minutes RCFC&WCD "�aHORTCUT METHOC7" Pro�ect sheet f��l�V�[C1)frt�(g)(�,(�xc;��r SYNTMETIG UNIT HYfJR�GRAPH WIETFIOD Temecula 7ract 33584-Existing � f��nl/r�\f�rl(��►ll.��[�, Uni�Hydrograph and Effective Rain y TRWE Date o��z�zo�4 � Calculation Form hecked Date [1] CONCENTRATION PqINT 1 [2] AREA D�SfGNAT10N --- ' [3� DRAINAGE AFiEA-ACR�S 6.23 [4] ULTIMATE pISCNARGE-CFS-HRSIIN t645""C3]) 4015.35 [5] UNIT 71M�-MINUTES 15 [6] L.AG TtME-MfNUTES 15 [7� UNi7 TIME-PERCENT O�I.AG{1U0"[5]/[6]) 100 [6] S•CURVE V�Iley [8] STORM FREQUENCY 8��URATION 2-YR,24-HR [10] TOTAL ADJUSTEp STQRM RAIN-INCHE$ 1.8 [11� VARIABLE I.OSS RATE(AVG)-INCHESlNOUR 0.568 [12] MINIMUM LQSS RATE(FOR VAR.LQSS)-IN1HR 0.284 '13 CONSTANT L05S RAT�-INCHES/HOUR --- 14 LOW LOSS RA7E-PERCENT 90 UNIT HYLIRC?GRAF�H EFFEC7NE RAIN ��p�p HY�iZC)GRAPM [15] [16] (17] ['tG] [17] [20] [21} [22] [23] [24] UNIT TIME CUMULATIVE DISTRIB UAfIT �'A7TERN STORM LOSS EFFECTIVE FL,qW TIME PERCENT AVERAGE Gf2APW HY�R�GRAP PERCEN7 RA1N RA7E RAIN CFS P�RIOD OF L.AG PEi2CENT OF PERCENT C�S-HRSlIN {PL E-5.9� IN/HR fNlHR 1N/WR �tt [7']*[15] ULTIMATE [17�rn-[17]m-1 4C 1'`[18l BU 1,,,,�[, 0,](,20], [21j-[22] DISCHARGE 1D0.000 100[5] (S-C'.,�RAPH) MAX LOW � 0.2 0.014 1.003 0.013 O.QQ1 O.Q1 2 0.3 0,022 0.991 D.019 O.OQ2 0.01 g 0.3 0.022 0.980 0.019 0.402 0.01 4 0.4 0.029 Q.968 Q.02�i d.003 0.02 S (3,3 0.022 0.957 0.019 O.fl02 0.01 g 0.3 0.022 0.946 0.01 S O.OQ2 0.01 � p.3 0.022 0.934 0.019 0.002 0.01 g 0.4 0,029 0.923 0.026 0.003 0.02 g 0.4 O.d29 0,9'f2 0,02Fi 0.003 0.02 10 D.4 0.029 0.901 0.026 Q,003 O.Q2 �� 0.5 0.036 0.690 0.032 O.OQ4 4.02 �2 0.5 0.�36 0.879 0.032 0.004 0.02 13 0.5 0.035 p.868 0.032 4.004 0.02 �q 0.5 0.036 0.957 0.032 0.004 � 0.02 �� 0.5 O.fl3S 0.848 0.032 0.004 0.02 16 0.6 0.043 0.836 0.039 0.004 0.03 �� 0.6 0.043 0.825 0.039 0.004 0.03 �g 0.7 0.05Q 0.815 0.045 O,Op5 �A3 �g 0.7 0.050 0.804 0.045 0.005 0.03 20 0.8 0.058 0.794 D.052 O.p06 0.04 2� 0.6 O.OQ3 0.784 0.039 0.004 0.03 zZ 0.7 0.050 0.773 0.045 0.405 0.03 2a Q.8 0.058 0.763 O.Q52 O.Q46 O.Q4 �4 0.8 Q.05Q 0.753 D.052 0.006 0.04 Z5 0.9 4.065 0.743 0.058 O.Q�6 O.Q4 �g 0.9 4.065 0.733 0.058 0.006 O.QA 27 1.0 0.072 0.723 0.055 0.007 0.05 28 1.0 0.072 0.714 0.065 0.007 0.05 29 1.0 0.072 0.704 Q.Q65 0.007 D.05 30 1.1 fl,079 0.694 D.071 0.008 0.05 31 1.2 0.086 0.685 0.078 0.009 0.05 3z 1.3 D.a94 0.675 0.064 O,D09 0.06 33 1,5 0.108 0.666 0.097 0.011 0.07 34 1.5 O.S08 0.657 0.097 O.Q11 0.07 35 1.6 0.115 0,647 0,104 O.D12 0.07 36 1.7 0.122 0,638 0.110 0.012 0.0a 37 1.9 0.137 0.629 0.123 Q.014 0.09 38 2.D 0.144 0.620 0.13� 0.014 0.09 39 2.1 0.151 0.612 0.13fi Q.015 0.09 ,qp 2.2 0.158 0.603 0.143 0.018 0.10 41 1.5 0.108 0.594 0,097 0.011 0.07 42 1.5 0.108 �.585 0.097 0.011 0.07 43 2.0 0.144 Q.577 0.130 0.014 0 09 44 2.0 0.144 0.568 0.130 0.�14 0.09 q5 1.9 0.137 0.560 0.123 0.01 Q 0.09 qg 1.9 0.137 0,552 0,123 0,014 O.Q9 q'7 1,7 0.122 0.544 0.110 0.012 0.08 qg i.8 0.130 0.536 0.117 O.Q13 O.Of3 qg 2.5 0.1 SO 0.528 0.162 0.018 0.11 50 2.6 0.187 0.520 0.168 0.019 0.12 51 2.B 0.202 4.512 0.181 4.020 0.13 �2 . 2.9 0.209 0.504 0.166 0.029 0.13 �3 3.4 0,245 0.497 0.220 0.024 0.15 54 3.4 0.245 Q.489 0.220 0.024 0.15 �� 2.3 0.166 0.482 Q.149 0.017 0.�0 56 2.3 0.166 d.474 0.149 0.017 0.10 r�� 2.7 0.194 0.4�i7 0.175 0.019 0.12 �g 2,6 0.187 0.460 0.168 0.019 0.12 59 2.6 0.18�7 0.�453 0.168 0.019 0.12 6� 2,5 0.180 D.446 0.162 Qfl18 0,11 6� 2.4 Q.173 0.�139 0.156 0.017 0.11 g� 2.3 0.166 0.432 0.149 0.017 0.10 63 1.9 0.13'7 0,426 0.123 Q.014 0.09 s� 1.9 0.137 0.419 D.123 0 0�4 0.09 65 0.4 �.029 0.413 0.02G 0.003 0.02 66 0.4 0.02�J 0.407 0.026 4.003 tl.b2 6� 0,3 0.022 0.400 0.019 Q.OD2 0.01 gg 0.3 0.022 0.394 0.019 Q.002 0.01 69 0.5 0.036 0.3ne 0.032 0.004 Q.02 �� 0.5 0.036 0.383 0.032 D.004 0.02 �� 0.5 0.036 0.377 0.032 0.004 0.02 �Z 0.4 0.029 �.371 0.026 0.003 0.02 �� 0.4 0.029 �.36fi 0.026 0.003 O,Q2 74 0.4 Q.029 0.360 0.026 O.OD3 0.02 75 0.3 0.022 0.355 0.019 0.002 0.01 76 0.2 O.Q14 0.350 O.Q13 O.QD1 0.01 77 0.3 �.022 0.345 b.019 0.002 Q.01 7� 0.4 0.029 0.340 Q.026 0.003 0.02 y9 0.3 0.022 0.336 0.019 0.002 D.01 80 Q.2 0.014 0.331 0.013 0.001 0.01 81 0.3 0.022 0.327 0.019 �.002 0.61 82 0.3 0.022 Q.323 OA19 0.002 0,01 g3 0.3 0.022 0.319 0.019 fl.002 0.09 g� 0.2 0.014 0.315 0.013 O.d01 0.01 85 0.3 Q.022 0.311 0,019 0.002 0.01 g� 0.2 0.014 0.307 0.013 O.DQ1 0.01 g� 0.3 0.022 0.304 0.019 O.DD2 0.01 gg 0.2 0.01 q 0.301 0.013 0.001 0.01 gg 0.3 0.022 0,296 4.Q19 O.D02 0.01 gp 0.2 0.014 0.295 0.013 0.001 �.01 g� 0.2 0.014 0.293 0.013 0.001 0.01 92 0.2 0.014 0.290 0.013 0.001 0.01 93 0.2 0.014 0.288 O.fl13 0.001 0.01 gq 0.2 0.014 0.267 O.D13 O.D01 O.Q1 95 0.2 b.014 0.265 0.013 0.001 0.01 g� 0.2 0.014 0.284 0.013 0.0a 1 0.01 - 97 0.0 0.000 O.00D 0.000 Q.000 70TALS 100.0 0.72 4.52 EFFECTIVE RAIN = 0.18 1NCHES T4TAL RUNO�F VOLUME = 0.09 AC-FT' FtCFC&�WCD "SHORTCUT METNQD" project Sheet �����,j�����f,��`��{�,�����.��� SYNTHETIC UNtT MYDROGRAPH M�THfJD Temecula Tract 33584-Existing � LM�I/�\(��I(Ull�1[��� Unit Hydrograph and Effective Rain �y r�w� ��c� a��z�izo�a � Calculation Form n��k�a aats [1] CONCENtRA710N POINT 1 2j AREA DESIGNA'I'I�N --- [3� DRAINAGE AREA-AGRES 6,23 {4j ULTtMATE DISCHARGE-CFS-HRSlIN{845"�3]) 4018.35 [5] UNIT TIME-MINUTES 15 jSj LAG TIME-MINUTES 15 [7) UNIT TIME-P�f2CENT OF LAG(100'[5�1[6]) 100 $� S-Cl1RVE VallPy 9j STORM FREQU�NCY 8�DURATION 10-YR,24-HR [1fl] TO'CAI.ADJUS7�D STORM RAIN-INCH�S 2.95 [11j VARIABLE LQSS RATE(AVG�-INCH�SlNOUR 0.386 [12j MINIMUM LOSS RATE�FOR VAR.LOSS)-IN1HFt 0.193 13 CON5TANT l.05S RATE-INCH�S/HOUR --- 14 LOW LOSS RATE-PEF2CENT 85 UNIT NYDROGRAPM EFFECTiVE RAEN ����� HY�ROGRAPH [�5] [1SJ [�� I'�sl [17l C�al [2'�] [22] [23l [24l UNIY TIME CUMULA�'IV� DISTRIB UNIT PATTEi2N STORM LOSS EFFECTIVE FLOW TIME PEf2G�N'f AVERAGE GRApH HYDR(JGRAP PERCENT RA1tV RATE i2AIF�{ CFS PERIOD O�LAG PERCENT OF PERC�NT CFS»HFtS11N (PL E-5.9) IN1HFt 4N1HR INIMR m [7J*[15] UL1'IMATE �17]m-[17]m-1 4"18 60 10 20 [21]-[22� C11SC HARGE 100.000 100[5] (S-G RAPH) MAX LOW � Q.2 0.024 0,68'L 0.02Q 0.004 0.02 ,� 0.3 0.035 0.674 0.430 0.005 0.03 3 0.3 0.035 0.666 0.030 Q.005 0.03 4 0.4 0.047 0.658 0.040 0.007 0,04 5 0.3 0.035 0.650 0.030 Q.005 O,p3 � 0.3 Q.035 0.643 0.03a O.p05 0.03 7 0.3 0.035 0.635 0.030 0,005 0.03 g 0.4 0.047 Q.627 0.040 o.aa� 0.04 g 0.4 0.047 0,620 0.040 0.047 0.04 �a 0.4 0.047 0.812 O.D4D 0.007 Q.04 �� 0.5 0.059 0.605 0,050 0.009 R,06 �2 0.5 0.059 0.557 0.050 0.009 Q.06 �3 0.5 O.Q59 0.590 0.050 0.009 0.06 �q 0.5 0.059 0.582 0.050 0.009 0.06 �5 0.5 0.059 0.575 fl.050 0.009 0.06 �g 0.6 0.071 0.568 0.060 D.011 O.Q7 �7 0,6 p.071 0.561 D.06D 0.011 0.07 �g 0.7 0.063 0.554 0.070 0.012 0.08 �g Q.7 Q,0$3 0.546 0.070 0.012 Q.08 20 0.8 0.094 0.539 0.080 0.014 0.09 2� 0.6 0.071 0.532 0.060 0.011 0.07 22 0.7 0.083 0.526 4.070 0.012 0.08 23 0.8 O.Q94 0.519 O.Q80 0.014 q.09 24 0.8 0.094 0.512 0.080 O.Q14 0.09 25 0.9 0.10& 0.5n5 0.090 Q.016 0.1Q 2g 0.9 0.106 0.498 0.090 0.016 0.1Q 27 1.4 0.118 0.492 0.100 0.018 0.11 Zg 1.0 0.118 0.485 0.1�0 0.018 0.11 29 1.0 Q.118 0.478 0.100 �.018 0.1�! 3p 1.1 0.130 0.472 0.'f10 d.019 O.f2 3� 1.2 0.142 0.465 0.120 0.021 0.13 32 1.3 0,153 0.459 0.130 0,023 0.14 3� 1.5 0.177 0.453 0.150 0.027 Q.17 3q 1.5 0.177 0.446 0.150 a.027 0.17 35 1.6 0,189 D,440 0.160 0.028 0,1B 3� 1.7 0.201 0,43Q 0.171 0.030 0.19 37 19 0.224 0.428 0.191 0.034 0.21 3g 2.4 0.236 a.422 0.201 0.035 0.22 39 2.1 0.24& 0.416 0.211 0.037 0.23 qp 2.2 0.260 0.49n 0.221 0.039 0.24 41 1.5 0 177 �.404 0.150 0.027 0,17 42 1.5 0.177 0.398 0.150 0.027 0.17 43 2.0 0.236 0.392 0.201 0.035 0.�2 44 2.0 0.236 0.386 0.201 Q.035 0.22 45 1.9 0.224 0.3$1 0.191 0.034 0.21 46 1.9 0.224 0.375 0.191 4.Q34 0 2'f 47 1.7 0.201 0.369 0.171 O.Q30 D.19 4$ 1.8 0.212 0.364 0.181 O.a32 0.20 49 2.5 0.295 0,359 0.251 0.044 0.28 50 2.6 0.307 0.353 0.261 0.046 0.29 51 2.8 0,330 0.348 0.261 0,050 0.31 52 2.9 0.342 0.343 0.291 O.Q51 0.32 53 3.4 0.401 0.337 0.341 a.064 0.40 54 3.4 0.401 0.332 0.341 0.069 O.a3 55 2.3 0.271 0.32�i 0.231 0.041 0.26 56 2,3 0.271 0.322 0.231 0.041 0.26 57 2.7 0.319 0.317 0.271 0.048 0.30 5B 2.6 0.307 Q.313 0.261 0.046 (3.29 5g 2.6 D.307 � 4.308 0.261 0,046 0.29 gp 2.5 0.295 0.303 0.251 0.04� 0.28 61 2.4 0.263 0.298 0.241 0.�42 0.27 67_ 2.3 Q.?_71 0,294 0.231 0_041 0.26 63 1.9 0.224 0.289 D.191 0.034 0.21 64 1.9 0,224 0.2f35 0.191 0.034 0,21 65 Q.4 0.047 0.281 0.040 Q.007 0.04 66 0.4 0.047 0.276 0.040 0.007 0.04 g7 0.3 0.035 0.272 0.030 0.005 0.03 gg 0.3 0.035 0.268 0.030 0.005 0.03 gg 0.5 0.059 0.264 0.050 0.009 0.06 70 0.5 0.059 0.26Q 0.050 q.�09 D.(36 7� 0.5 0.059 0.256 0.050 0.009 0.06 7� D.4 0.047 0.252 0.040 0.007 0.04 73 17.4 0.047 0.249 0.040 O.Q07 0.44 74 0.4 0.047 0.245 0.040 0.007 0.04 75 0.3 O.Q36 0.241 0.03Q 0.005 O.p3 7g 0.2 0.024 0.238 0.020 0.004 0.02 77 0.3 0.035 0.235 0.030 0.005 0.03 7B 0.4 0.047 0.231 0.040 0.007 0.04 79 0.3 0.035 0.228 0.030 0.005 0.03 gp 0.2 U.024 0.225 0.020 0.004 0.02 g� 0.3 0.036 0.222 0.030 0.005 0.03 S2 0.3 0.�35 �.219 �.030 0.005 0.03 83 0.3 �.035 0.217 0.030 0.005 0.03 84 0.2 0.024 0.2'f 4 a.0?_0 0.0�4 0.02 g� 0.3 0.035 0.211 0.030 0.005 0.03 g6 0.2 0.024 0.209 0.020 4.004 0.02 S7 (3.3 0.035 D.207 D.030 0.005 0,03 gg 0.2 O.d24 0.204 0.020 Q.004 0.02 gg 0.3 0.Q35 Q202 0.�30 0.005 0.03 gp 0,2 0.02A 0.201 0.020 0.004 0.02 g� 0.2 p.�24 0.199 0.02a fl.004 Q.02 gz 0,2 0.024 0.197 Q.020 0.004 0.02 g3 0.2 0.024 D.196 0.020 0.004 Q.02 g4 0.2 0.024 0.195 0.020 0.404 a.a2 g5 D.2 O.Q24 D.194 O.fl20 0.004 6.d2 gg 0.2 0.024 0.193 0.020 0,004 Q.02 g7 0.0 0.000 0.000 O.D00 0.00 TOTALS 100.0 1.78 11.20 EFFECTIVE RA1N = 0.4a INCHES TOTAL RUNC)��VOLUM� = U.23 AC-FT RCFCB�WCD "SHORTCUT METHC}D" Pro�ect sheex SYNTHETIC UNIT HYDROGRAPW METHOD Terr�eeula Trac#335a4-Existing � �`�������{���'����'������������ Unit Hydrograph and Effective Rain ��r �rRw� �ate u�T�zv2o�4 � �����n��'���lJ����'��' Calculation Form hecked oace [1] CONCEN7RA7'fON POINT 1 [2] AREA DE3IGNATION --- [3] DRAINAGE AR�A-ACRES 6.23 [4] ULTIMATE DISCHAF2GE-CFS-HR51fN(645"[3]) 4D1�3•35 [5] UNIT TIME-MINUTES 5 [6] LAG TEME-MINUTES 5 [7'J UNIT TIME-PERCEN'f O�LAG{100"(5]I[6]) -- [8] S-CURVE Valley [9] STORM FREQUENCY&DURATIQN 100-YR, 1-FiR [10] TOTAt,AI7JUSTED STORM 12A1N-INCHES 1.2 (11] VARIABI.E�OSS RA7E(AVG}-INCHESlFiOUR --- [12] MINIMUM LOSS i2A7�(�OR VAR.LOSS)-INIHR --- 13 GON5TANT L.�SS RA7E-ENCHESlHOUR 0.386 14 LOW LOSS RATE-F'�RC�NT 85 UNIT WYOROGRAPH EF�ECTlVE RAIiV FLO�C1 HYI7ROCRAPH ` [15] [16] [17] [16j I�7I �Z�� �21� [22� �z3� C2a� UNIT TIME CUMULATiVE DISTRIB UNIT PAT7ERN S70RM LOSS EF�EGTIVE FLOW TIME PERCENT AV�RAG� GRAPH HYDROGRAP PERCENT RAIN RA"fE RAIN CFS PERtOD Ot�LAG PERG�NT OF PERC�NT CFS-HRS/IN (PL E-5.9r INIHR INIHR INIHR m [7]`[15] UL'CIMATE [17jm-[17]m-1 4� 1*t181 6U 10 20 j21]-[22] D1SC HARG� 10U.040 100[5� (S-GRAPH) MAX LOW � 3,3 0.475 0.386 0.404 0.089 0.5f� 2 4.2 0.605 0.386 0.514 D.219 1.37 3 4.4 0.634 0.386 0.539 0.24$ 1.56 q 4.8 0.691 0,386 0.568 0.305 1.92 r� 5.2 0.749 0.386 0.638 0.363 2.28 � 6.2 0,893 0.3$6 0.759 0.507 3.18 7 6.8 0.979 0.386 O.B32 0.593 3.73 g S.8 1.267 0.386 1.077 0,681 5.54 g 13.9 2.002 0.386 1.701 1.616 10.15 �p 31.4 4.522 0.386 3.843 4.136 25.88 �� 7.2 1.037 0.386 0.881 0,651 4.09 �2 3.8 0,547 0.386 0.465 0.161 9.01 TOTALS 100.0 9 77 61.36 EF�ECTIVE RAIN = 0.81 INCNES TQTAL RUNOFF VO�.UM� = 0.42 AC-�T RCFC&WCD "SNORTCUT METHOD" c�roject sheet SYNTHETIC I..INI7 HYDROGRAPH M�7HOD 1'emecula Tracf 33584-Existing � [����1�`7[���[;�(�)fl-,(�?><<�,5"l Unit Hydrograph and Effective R�ir� sy �Rw� oate or�2vzo�a � f�vl/.r�`,fn`1l�jJLh\;J:, �alculatian Form hecked nate [1] CONGENTFtATION POINT 1 [2j AR�A I]ESIGNATiDPi -••- [3� DRAINAG�AREA-ACRES 6.23 [4] ULTlMATE DISCHARGE-CFS-HRSlIN(B4S*[3]) 4018.35 [5] UNIT TIME-MfNU7�S 5 [6] LAG�"IM�-MlNU7ES 5 [7J UNIi'TIM�-P�RCENT OF I.AG(1Q0""[5}/[6]} --- j8] S-CURVE Valley [9] STORM FREQUENCY&DURATION 10a-YR,3-HR [10] TQTAL ADJUSTED STt�f2M RAIN-INCMES �y [11] VARIABLE LQSB RATE(AVG)-INCHESIHOUR --- [12] MINIMUM�OSS RATE(�()Fi VAt2.LQSS)-INIHR --- '13 CONSTANT�OSS RAT�-INCHESfHOUR 0.366 '14 LQW L(}S5 RATE-PERC�Nt 85 UNIT NYbROGRAPH E�'�'ECTIVE RAIN FLOOi� NYDROGitAPH I'�5a r'�6� E��� ���a ���� ���� ���� �ZZ� �2�� �24� UNIT TiME CUMULATIV£ 171STR1B UNI'� PATT�Rf� STOi2M LOSS EFFECTIVE FLOW TIME F'ERC�NT AVERAGE GRAPH HYQRbGRAP pERCENT RAIN RATE RAIN CFS PE�tIOD OF I.AG PERCENT OF P�RCEN1' GFS-iiRSlIN (PL E-5.9) IN/HR INMR 1NIHR ,ta [7]*[15J ULTIMA7E [17]m-j17]m-1 f41"f18] 6010 20 [21]-[22] DISCHARGE 100,000 100[5] (S-GRAPM) MAX LOW ' � 1.3 0.296 0.386 0.252 0.044 0.28 � 1.3 0.296 0.386 0.252 0.044 0.28 g 1.1 0.251 0.386 0.213 0.038 D.24 q 1.5 0.342 0.386 0.291 0.051 0.32 g 1.5 0.342 0.3B6 0.291 0.051 0.32 g 1.8 D,410 0.386 0.3Q9 Q.062 0.39 7 1.5 D.342 0,386 0.291 d.051 0.32 g 1.8 0.410 0.386 Q.349 D.062 0.39 g 1.8 0.410 0.386 0.349 0.062 0.39 �p 1.5 0.342 0.386 Q.291 0.051 0.32 �� 1.6 (1.365 0.386 0.310 0.055 0 34 �� 1.8 0,410 0.386 0.349 0.062 0.39 13 2.2 0.502 0.386 0.426 0.116 0.73 �4 2.2 Q,502 0.386 0.426 0.116 0.73 15 2,2 Q.502 0.386 0.426 0,116 0.73 16 2.0 0.456 Q.386 D.388 0,070 0.44 �� 2.6 0.593 0.386 0.504 a.207 1.30 18 2.7 0.6'I6 0.386 0.523 0.230 1.44 ig 2.4 0.547 0.386 0.465 0.161 1.01 20 2.7 0.616 0.386 0.523 0.230 1.44 21 3.3 0.752 0.386 D.640 0.366 2.30 z2 3.1 0.707 0.386 0.601 0.321 2.02 23 2.9 0.661 0.386 0,562 0.275 1.73 2q 3.0 0.684 0.388 0.581 0.298 1.87 2r� 3.1 0.707 0.386 0.601 D.321 2.02 28 4.2 Q.958 �.386 Q.814 0.572 3.59 � 27 5.0 1.140 0.386 0.969 fl.754 4.74 �g 3.5 �.798 0.386 0.678 0.412 2.59 29 6.8 1.550 0.386 'i.318 1.164 7 31 30 7.3 1.664 0.3$6 1.415 1.278 8.03 g1 8.2 1.870 0.386 4.589 1.484 9.32 3Z 5.9 1.345 0.3B6 �.143 0.959 6.03 33 2.0 0.456 0.386 0.388 0.07U 0.44 gq 1.8 0.410 0.386 0.349 0.062 0.39 35 1.8 �.410 0,386 D.349 0.062 0.35 36 0.6 0.137 0.386 0.116 0.021 0.13 37 0.0 O.�DO 0.3B6 O.QO� 0.000 4.00 T�TALS 1Q0,0 10.29 64.67 EFFECTIVE RAIN = 0.86 INCHE3 TOTAL RUNOFF VOLUME = 0.45 AC-FT R C F C&W C p '��HORTCUT METHf>D" Project he�� {.�� SYNTMET{C UNIT HY1�7�iQGRAPH METHOD Temecula Tract 33554 -Existing � f1�1�"([�?)Cr;�(t�)[�:�(�����.,vj [���1��\�vlttr�,n�[t, Unik Hydrograph and Effective Rain �y r�w� I�ate o�i2�zo�a � Calculation Form hecked �at� j1] CONCENTRATION P�fNT 1 2j AREA pESIGNA7'ION --- 3] RRAINAG�AR�A-ACRES 6.?_3 [4] UL7IMATE DISCHARGE-CFS-HR5/1N(645"[3]) 4018.35 [5] UNIT T{ME-MlNUTES 5 [6] LAG TIML-MINUTES � (7J UNIT TIME-PERCENT O�LAG(100*[5]I[6]) 100 [8a S-CURVE Valley (9] STORM FREQUENCY&DElRA714N 100-YR,6-HR [10] TOTAL ADJUSTEC�STORM RAIlV•iNGHES 2.5 [11] VARIAB�E LOSS RATE(AVG�-INCW�S/HOUR --•• [12] MINfMUM LOSS RATE{FUR VAR.LOSS)-INlHR --- 13 CONSTANT LpBS F2A7E-INCHESlHOUR 0.386 14 I»OW I.OSS RATE-PERCENT n� UNlT HYC}i20Gi2APN EFFECTIVE RAItV ��.OqD HY�ROGRAPH I��I ��s� [��l C�s� C�7� �20� �2�� �Z2� �23� �Z4� UNIT TIME CUMULATIVE 171STRIB UNtI' PATTERN STORM LOSS EFF�CTIVE FLOW TIME #�EFtCENT AV�RAGE GRAPH HYDRAGRAP P£RCENT RAIN RAT� RAIN CFS pERlO� OF LAG �'�RCENT OF PERCENT CFS-HRSIEN (PL E-5.9) INlHR fNlHR IN/HR m (r�"`[15] ULTIMATE [17]m-[17]m-1 4( l''[187 60 10 20 [2�]-[22] DiSCHARGE 100.000 100[5] (S-GRApH) M�UC LOW � 0,5 0.156 a.386 0.126 0.023 Q.14 2 0.6 0.180 0.386 0.153 O.Q27 0.17 g 0.6 0,18� 0.386 0.153 0.027 0.17 q 0.6 0.180 0.386 0.153 0.027 0.17 5 0.6 0.180 0.386 0.153 0.07_7 0.17 g 0.7 0.210 0.386 0.179 0.032 0.20 7 0,7 0.210 0.386 0.179 0.032 0.20 g 0.7 0.210 0.386 0.179 0.032 0.20 g 0.7 0.210 0.386 0.179 0.032 0.20 ip 0.7 0,21p 0.386 0.179 0.032 0.20 �� 0,7 0.210 0.386 0.179 0.032 0.20 12 0.8 0.240 (1,386 0.204 Q.036 0.23 �g 4.8 0.24Q 0.386 0.204 0.036 0.23 14 Q.8 0.240 0.386 0.204 D.Q36 0.23 15 0.8 D.244 0.386 0.204 D.036 Q.23 �g 0.8 0.24Q o.3as 0.2Q4 0.036 0.23 17 0.8 Q.240 0.386 0.2fl�4 0.036 0.23 �g Q.8 0.240 0.386 0.2Q4 Q.036 0.23 �g 0.6 0.240 0.386 0.204 0.036 Q.23 20 O.B 0.240 0.386 0.204 0.036 0.23 21 0.8 0.240 0.38fi Q.204 0.036 0.23 22 0.8 0.240 0.386 0.204 0.036 0,23 �g 0.8 0.240 0.386 0.204 0.036 0.23 24 0.9 0.270 0.386 0.23Q Q.OA 1 0.25 25 0,8 0.240 0.386 0.204 0.036 0.23 �g 0.9 0.270 0.386 0.230 O.QA1 0.25 2� 0.9 0.27Q Q.386 0.23fl 0.041 0.25 �g 0.9 b.270 0.386 0.23D 0.041 0.75 2g 0.9 0.27fl a,386 0.230 n.d41 0.25 gp 0.9 0.270 0.386 0.230 0.041 0.25 31 0.9 0.270 �.386 (1230 0.041 0.25 g2 0.9 0.270 0.386 0.230 0.041 0.25 33 1 A 0.300 0.386 Q.255 0.045 0.28 34 1.a 0.300 0.386 0.255 0.045 0.28 35 1.0 0.300 0.386 0.255 0.045 0.28 36 1.0 0.300 �.386 0.255 0.045 0.28 �7 1.0 0.3fl0 0.38G 0.255 0.045 028 gg 1.1 0.330 0.386 0.281 0.050 0.31 gg 1.1 0.330 0.386 0.281 0.054 0.31 40 1.1 0.330 0.386 0281 Q.050 0.31 41 1.2 0,360 0.386 0.30� 0.054 0.34 42 1.3 0.390 0.386 0.332 Q.059 0.37 43 1.4 0.420 0.386 0.357 0.063 O.QO 44 1.4 0.420 0.386 0.357 0.063 0.40 45 1.5 0.450 0.386 0.383 0.068 O.A2 46 1.5 0.�50 0.366 0.383 0.068 0.42 q� 1.6 0.480 0.366 0.408 0.094 0.59 qg 1.6 4.480 0.386 0.408 a.494 0.59 49 1.7 O.SiD Q,386 0.�334 0.124 0.78 SO 1.8 0.540 0.386 0.459 0.954 0.97 51 1.9 0,57fl 0.366 0.485 0.184 1.16 5� 2.0 0.60fl 0.386 0.510 a.214 1.34 5g 2.1 4.630 0.3E36 0.536 0.244 1.53 �q 2.1 0.63Q 0.386 0.536 0.2Q4 1.53 55 2.2 0.660 0.386 0.561 0.274 1.72 56 2.3 0.690 0.386 0.587 0.304 9.91 5� 2.4 0.720 0.386 0.612 0.334 2.10 5g 2.4 0.720 0.386 0.692 0.33�1 2.10 59 � 2.5 0.750 0.386 0.638 0.364 2.?.9 60 2.6 0.780 0.386 0.663 0.394 2.48 61 3.1 0.930 0.386 D.791 �.544 3.42 6� 3.6 1.080 0.386 D.918 �.694 4_36 gg 3.9 1.170 Q.386 0.995 0.784 4.93 64 4.2 1.260 0.386 1.071 0.874 5.49 65 �.7 1.A10 0.3B6 1.199 1.024 6 43 66 5.6 1.680 0.386 1.428 1794 8.13 gT 1.9 0.570 0.386 0.485 d.184 1,16 gg 0.9 0.270 0.386 0.230 0.041 0.25 6g 0.6 0.1$0 0.386 0.153 0.0�7 0.17 �p 0.5 0.150 0.3$6 0.128 O.p23 0.14 71 0.3 0.090 0.386 0.077 0.014 0,08 72 0.2 Q.060 0.386 0.051 0.009 0.06 73 0.0 O.OdO 0.386 0.000 0.000 0.00 TOTALS 100.0 10.73 67 37 EFFECTIVE RAiN = 0.89 tNCHES T�TAL RUNOFF VO�UME = 0.46 AC-FT R C F C&W C D "SHORTCUT METWQD" Project �'E�t ,r „ . .,,_. � SYNTHETIC UNIT NYDROGRAPH ME7HpU TemeCula Tract 33564-Existing � [�,111[��)(,�;��(���)f���,C�?-){�:,�1 ���j�ti l�����J��ti`��. Unik Hydrograph �nd Effective Rain �v ��w� �ate o7�z��za�4 � Calculation Farm hecked Date [1] CONC�NTRATfON POINT 1 [2] AREA DESIGNATION --- [3] DRAINAGE AREA-ACFiES 6.23 [4] ULTIMIIATE Q1SC1-IA�iG�-C�'S-1•ff2SlIN(645*[3j) 401$.35 [6] UNIT 71ME-MINUTES 95 [6] LAG TtME-MINUTES 15 [7] UNIT TIME-PERCENT OF LRG�900*j5]!Cfi]) 100 [8] S-GURVE Valley [9] STORM FREQUENCY&DURATiON 100-YR,24-HR [10] TOTAL ApJUS7Ep S"E"ORM RAIN-lNCH�S 4.5 [41] VARtABL£LOSS RATE(AVG)-INCH�SIHOUR 0.38G (12] MINIMUM LOSS RA7�(FOR VAR.LOSS)-INIHR 0.193 13 GONBTANT L.USS RATE-INCHESlHOUR --- 14 LUW LOSS RATE-PERCENT 85 UNIT HYDROGRAPH EFFECTIVE RAIN FLbOD HYDt�OGRAI�H �'�5� G�6a �'�7� ��6� ���a ���� �21� C22� �233 ��aa UNIT TIM� CUMUTATIVE RISTRIB UNi1' PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AV�RAGE GRAPH HYDROGRAP PERCENT ftAIN RATE RAIN CFS PEREOD OF LAG PERCENT OF PERCENT CFS-HRSlIN �PL E-5.9) qVlHR INlHF2 INlF{R m [7]''[15] ULTIMATE {17]m-[17]m-1 4[ 1�f181 60 10 20 [21]-[22J DISC FEARG� 100.000 �I OQ[5] (S•GRAPHj MAX LOW 1 0.2 0,036 O.S82 {�.Q31 O.OQS 0.03 2 0.3 Q.054 Q.874 0.046 Q.OdB 0.05 3 0,3 Q,054 0.666 0.046 0.008 �.05 q 0.4 0,072 0.658 O.�Q1 0.011 0.07 5 0.3 0.054 0.650 0,046 0,008 0.05 g 0.3 0.054 0,643 0.046 0.008 0,05 7 0.3 0.054 0.635 0.046 �.008 O.QS 8 0.4 0.077 0.627 0.D61 0.011 0.07 g 0.�4 0.072 0.620 0.061 0.011 0.07 �p 0.4 0.072 0.612 O.D61 fl.011 0.07 �� 0.5 0.090 0,605 0.077 0.01A 0.08 �2 0.5 0.090 Q.59� 0.077 0.014 Q.08 13 0.5 O.Q90 O.S9Q a.077' Q.014 0.08 �4 d.5 0.090 0.5$2 0.077 0.014 0.08 15 0.5 0.090 0.575 Q.077 0.014 0.08 16 0.6 0.108 0.566 Q.092 0.016 0.10 �7 4.6 0,108 0.561 0.092 0.016 0.10 �$ 0.7 0.126 0.554 0.907 0.019 0.12 19 0.7 0.126 0.546 0.907 0.019 0,12 2p 0.8 0.144 0.539 0.922 0.022 0.1� 2� 0.6 0.108 0.532 a.092 0.016 D.10 z2 0.7 0.126 0.526 �.107 0,019 d.12 23 0.8 Q.144 0.519 0.122 0.022 0.1 A 24 0.8 �.144 0.512 0.122 0.022 0.14 Z5 0.9 0.162 0.505 0.138 Q.024 0.15 26 0.9 0.162 O.A96 0.138 0.024 0.t 5 27 1.D 0.180 0.492 0.153 0.027 0.17 �g 1.p 0.180 0.465 0.153 0,027 0.17 Zg 1.0 0.18Q 0.478 0.153 0.027 0.17 3p 1.1 Q.1S8 Q.472 0.168 O.Q3Q �.19 31 1.2 0.216 0.465 �.184 0.(332 0.20 32 1.3 D.234 0,459 0.195 0.035 0.22 33 1.5 0.270 0.453 0,230 0.041 0.25 34 1.5 Q.27Q 0.446 0.230 0.�4i 0.25 35 1.6 0.288 O.AAa 0.245 Q.043 0.27 36 1.7 0.306 O.A34 0.260 Q.045 0.29 37 1,9 0.342 0.428 0.291 O,OS1 0.32 38 2.0 0.360 0.422 0.306 0.054 0.34 39 2.1 0.378 0.416 0.321 0.057 0,36 40 2.2 0.396 0.410 0.337 0.059 0.37 41 1.5 0.270 0.404 0.230 0.041 0.25 �� 1.5 0.?_70 0.398 0.230 0.041 0.25 43 2.0 0.360 0.392 0.306 O.Q54 0.34 44 2.0 0.360 0.386 0.306 0.054 0.34 45 1.9 0.342 0,381 0.291 0.051 0.32 46 �.9 0.3Q2 0.375 0.291 0,051 0.32 47 9.7 0.306 0.389 (1.26fl 0.046 0.29 48 i.8 0.324 0.364 0,275 4.049 0.31 49 2.5 0.450 0.359 0.383 O.Q91 0.57 50 2.6 0.468 0.353 0,398 Q.115 �.72 51 2.8 0.504 0.348 0.428 0.156 0.98 52 2.9 0.522 0.343 0.44Q 0.�179 1.13 53 3.4 0.612 0.337 0.520 d.275 1.72 5�1 3.4 0,612 p.332 �.52� �.26d 1.76 55 2.3 0.414 0.327 0.352 0.087 0.54 56 2.3 0.414 0.322 0.352 0,092 0.58 57 2.7 0.486 0.317 0.413 0.169 1.06 58 2.6 0.468 0.313 0,398 0.155 0.98 59 2.6�� 0.468 0.308 0.398 0.160 1,01 60 2.5 0.�54 0.303 Q.383 O.iQ7 0.92 61 2.4 0_432 0.298 0.367 �.134 0.84 g2 2.3 0.414 0.284 0.352 0.120 0.75 63 1.9 0.342 D.289 Q.291 0.053 0.33 6,q 1.9 0.342 0.285 0.291 �.057 Q.36 65 0.4 U,072 0.26� 0.061 0.011 0.07 66 0.4 0.072 Q.276 0.061 0.011 0.0T g7 0.3 0.054 0.272 0.046 O.�D8 0.05 68 0.3 0.05A 0.268 0.046 O.ODB 0.05 gg 0.5 �.090 0.264 0.077 Q.414 0.08 �p 0.5 �.090 0.260 0.077 0.01�l 0.b6 71 0.5 Q.090 0.256 O.Q7'7 T O.fl14 T O.OB 7� 0,4 0.0�2 0.252 D.061 D.011 0.07 73 0.4 0.072 0.249 0.061 0.011 0,07 7q 0.4 0.072 0.245 0.061 0.011 0.07 7� 0.3 0.054 0.241 0.04G 0.008 0.05 �g 0.2 Q.036 0.238 Q.Q31 O.D05 0.03 7� 0.3 0.054 0.235 O.D46 D.008 Q.05 78 O.A 0.072 0.231 0.061 0.011 �.07 79 0.3 0.054 4.228 0.046 0.008 O.Q5 g0 0.2 0.036 0.225 0,031 0.005 0.03 g� 0.3 0.054 0.222 Q.046 0.008 O.Q5 a2 0.3 0.054 0.219 O.OA6 Q.008 D.�S g3 0.3 0.054 0.217 0.04F� O.00E3 0.05 gq 0.2 0.036 0.214 Q.031 0.005 O.D3 g� 0.3 0.054 0.211 Q.046 D.008 0.05 gg 0.2 0.036 0.209 0.031 �.Q05 0.03 g7 0.3 0.054 0,207 0.046 O.d08 O.QS gg 0.2 0.036 0,20�1 4.031 O.Q05 0.03 eg 0.3 0.054 0.202 0.046 0.008 0.05 gp 0.2 0.036 0.2p1 0.031 0.005 0_03 g� 0.2 4.036 0.199 0.031 O.ODS 0.03 92 0.2 0.036 0.197 0.031 0.005 0.03 g3 R.2 0.036 0.196 0.031 0.005 Q.03 gq 0.2 0.036 (3.195 0.031 0.005 0.03 g5 0.2 0.036 0.194 0.031 0.005 0.03 gg 0.2 0.036 0.193 0.031 0.005 Q.03 97 0.0 0.000 O.D00 D.000 D.00 TOTALS 1 D0.0 3.86 24.25 EFFECTIVE RAtN = 0.96 INCHES TOTAL RUNOFF VOLUME = q.5Q AC-FT APPE�V�IX � -� Past-Pr�ject Uni� Hydrograp� I�ost Deve(aped Lag 7ime Galcuia#ions Square-Feet Acres 5quare-Miles f.:A} Area: � 271480 6.�3 0.(�i7�7 Lag tbc��rs) _ ?�n� !;: 5 �eet Miles - Length: 1040.72 �.1971 ti�ltr�t: L��: 772.17 0.1.462 n � I�re`ti�t�allv e5tunakd�t�eat�of the n(�t�raaza�s t�irr���lx};•:�.ues�E:rli co�lcrtia�t sirratns a�tct cha�uErls tit�ihir�ihe E�ata�lzefl L � Lerr�th of�nizffcct�E°amrota5e-:aule,c L1H: e��.24 Feet i.�a � Lrn�tl�along�ongcsk a:�trrr�x�r;c,uaras�vrd iysstrr:t�s�so a�x,int�a,ice ti�e cepkroiA of t1k area-u�sles Plate[-3 S � C1�.rral�sia�Ce oF fongtst tiv;�ters.o��r�e t�t�ti�c�rti 1►��dx�atefe au�i it�e coiFtctsc+�t point feet}xr nuk Mannings n: 0.014 Lag Time Hours Lag Time Minutes RCFC &WCD "SHORTCUT METHC?D" Project sheet l, � �>, ,„ �YNTHETIG UNIT MY�FtOGRAPH METM4D Temecul�Tract 335A4-Proposed � L��1111�>>L,,�c�)f.l�,(��)C�,:�.,�1 1�4;t1C��IrJ(tJ)L�1 fa-, �nit Hydrograph and Effective Rain Bv_. ���w�, pate 07/21l2014 � Calculation Form hecked�.___�__�� �ate 1} COt�fCE1VTF2ATION POfNT 1 [2] AR�A DESIGNATION --- 3j l7F2AINAGE AREA-ACRES 6,23 j4] ULTIMATE DISCHAF2GE-CFS-HRSlITV(646*[3]) 401£i.35 5) UNIT TIME-MlNU�'�S 15 j6] LAG TIME-MINUTES 15 7J UNIT 1'IME-PERGENT QF LAG(100x[5]I[6]) 100 [8j 5-CU#iVE Valley 9J STORM FREQUENCY 8�DURATION 2-YI�,24-HR [10] TOTAL ADJUSTED STORM RAIN-INCHES 1.8 11] VAR{ABLE LOSS RATE(AVG)�INCH�S/HOUR 0.357 ['12] MINIMUM LOSS RAT�(FOR VAR.LOSS�-1NlWR 0,179 13 CQN5TANT I.OSS RATE-INCHESMOUR --- 14 I,QW LOSS RATE-PERC�NT �0 UNIT FtYDRAGRAPH EFFEGTIV�F2AIN ��'��� HYDROGRAPH [15] [16] j17J [16} [17] (20] [29] [22] [23] [24J UNIT TIME CUMUI.ATIVE DISTRIB UNlT PATTERN Si'ORM 1.OSS EFFECTIVE FLUW 71ME PERCENT AVERAGE GRAPH HYDRUGRA� P�RCENI" RAIN RATE RAfN CFS PEREU� OF LAG PERCENT OF P�RCENT CFS-HRS!{N (Pl..�-5.9) INlHR INlHR IN/NR m [7]"[15] ULTIMATE [17]m-[17]m-1 4[y[18j 6010 20 [21�-[22] C?ISCNARGE 900.000 400[5] (S-GRAPH) MAX LOW q 0.2 D.Q�� 0.630 OA13 0.001 0.01 Z 0.3 0.022 (3.623 D.019 0.002 0.01 3 0.3 0.022 0.616 0.�19 0.002 0.01 4 0.4 0.029 0.609 0.026 0.003 0.0?_ 5 0.3 0.022 0.601 D.Q19 0.002 0.01 g 0.3 0.022 0.594 0.019 0.002 0.01 7 0.3 0.022 0.587 0.019 0.002 0.01 g 0.4 0.029 0.580 O.D26 0.003 0,02 g (1.4 0.029 0.573 0.026 0.003 Q.02 �p 0.4 0.029 0.566 0.026 0.003 0.02 �� 0.5 0.036 0.559 f}.032 0.004 0.02 �}2 0.5 0.03fi 0.552 0.032 O.OQ4 0.02 qg 0.5 0.036 0.545 6.032 0 004 0.02 14 0.5 0.03& Q.539 �.Q32 O.00n 0,02 �5 0.5 �.Q36 0 532 �.037_ 0.004 0.02 1g 0.6 0,043 0.525 0.039 Q.004 0.03 �7 0.6 D.Oa3 0.519 0.039 6.004 0.03 �g 0.7 0.050 Q.592 0.045 Q,005 0.03 ig 0.7 0 050 0,505 0.045 0.005 0.03 �p 0.8 D.058 0.499 0.052 Q.006 0.04 2� 0.6 0.043 0.492 0.039 0.004 0.03 z2 0.7 0.050 Q.486 O.Q45 0.005 Q.03 23 p,8 0.058 0.484 0.052 0.006 D.04 Za 0,8 0.058 0.473 0.05Z 0.006 0.04 28 0.9 0.065 Q.467 �.a58 0.006 0.04 26 0.9 0.065 0.461 0.058 0.006 O.OQ 27 1.0 0.072. 0.455 0.065 0.007 0.05 28 9.0 0.072 0.449 0.065 0.007 0.45 29 1.0 0.072 0.442 0.065 0.007' 0.05 30 1.1 0.079 0.436 0.071 0.008 0.05 31 1.2 D.�86 0.434 0.078 0.009 0.05 32 1.3 0.094 0.424 0,084 0.009 0.06 �3 1.5 0.108 0.419 0.097 O.fl11 0.07 34 1.5 0.108 0.413 0.097 0.011 0.07 35 1.6 0.115 0.407 0.104 p.01? 0.07 36 1.7 0.122 0.401 0,110 0.012 0.06 37 1.9 0.137 0.398 0.123 0.014 O.Q9 3g 2.0 0.144 0.390 0.130 0.014 0.09 3g 2.1 0.151 0.384 0.136 0.015 0.09 qp 7..2 0.158 0.379 0,143 0.016 0.10 4� � 1.5 0.108 0.373 0.097 0.011 0.07 42 1.5 0,108 0.368 0.097 0.091 0.07 a3 2.0 0.144 0.363 0.130 O.Q14 0.09 44 2.Q 0.1�Q d.357 0.130 0.014 0.09 a5 1.9 0.137 0.352 0.123 0.014 0.09 46 1.9 0.137 0.3A 7 6.123 0.014 0.09 47 1.7 0.122 0.342 0.110 0.012 0.08 4g 1.B 0.130 0.337 0.117 0.013 0.0$ 49 2.5 Q.180 0.332 0.162 0.018 0.11 50 2.6 0.187 0.327 0.168 0.019 0.12 51 2.6 d.202 0.322 0.191 O.D20 0.13 g2 2.9 0.209 0,317 0.188 0.021 0.13 53 3.4 0.245 0.3i2 0.220 0.024 0.15 54 3.4 0.245 0.307 d.220 0.024 0.15 55 2.3 0.166 0.303 b.1A9 0.017 0.10 �6 7...3 0.165 0 298 0.949 0 017 0 10 5� 2.7 0.194 0.294 0.175 0.019 0.17_ 5B 2.6 0.187 0.289 0.168 �019 0.12 59 � 2.6 0.167 0.285 0.168 0.019 0.12 60 2.5 0.180 0.280 0.162 0.018 0.11 61 2.4 0.173 D.276 0.15C 0.017 0.'11 g2 2.3 0.166 0.272 0.149 0.017 0,10 63 1.9 0.137 Q.26£3 0.123 0.014 0.09 64 1.9 0.137 0.264 0.123 0.014 0.09 g� 0.4 0.029 0.259 0.028 0.003 0.02 gg 0.4 Q.029 0.256 0.02fi D.003 0.02 6� Q.3 0.022 0.252 0.019 0.002 0.01 68 0.3 0.022 0.246 q.019 0.042 Q.01 gg Q.5 0.036 0.244 0.032 Q.004 0.02 �0 0.5 O.U36 �.240 0,032 D.QO� 0.02 7� 0.5 0.036 0.237 0.032 O.aQ4 �.02 q� 0.4 �.029 0.233 0,026 0.003 0.02 7g 0.4 0.029 0.230 0.026 0.003 0.02 7q D.4 O.C329 0.227 0.026 O.Q03 0.02. 75 0.3 0.07_2 0.223 0.�19 0.002 0.01 �g 0.2 0.014 0.224 0.013 0.00'f O.D1 77 0.3 O.fl22 0.217 0.019 0.002 0.01 �g 0.4 0.029 0.214 0.026 0.003 0.02 �g 0.3 0.022. 0211 0.019 0.002 0.01 ep 0.2 0.01A 0.208 0.013 0.001 0.01 g� 0.3 0.022 0.205 0.019 0.002 0.01 8z 0.3 0,07_2 0.203 0.019 O.OQ2 0.01 � gg � 0.3 0.022 0.200 0,019 0,062 Q_01 84 0.2 0.014 0.196 0.013 0.001 4.01 85 Q.3 0.022 0.195 0.019 0.042 0.01 gg 0.2 0.0�4 0.193 0.013 O.Q01 �.01 g� D.3 0.022 �.191 D.019 D.002 0.01 gg 0.2 o.a�a 0.189 0.013 0.001 0.01 gg D.3 0.022 Q.187 b.019 Q.002 0.01 gp 0.2 0.014 0,186 0.013 0.001 0.01 g� 0.2 0.01A 0.184 0.013 0.001 OA1 92 0.2 0.014 0.162 0.013 �.Q01 0.01 93 0.2 0.014 0.181 0.013 0.001 0.01 g�} 0.2 0.014 0.180 0.013 0.001 0.01 g� `Y 0.2 0.014 0.179 0.013 0.001 0.01 gg 0.2 0.014 0.179 0.013 0.001 �.01 97 0.0 0,000 D.00b D.000 0.00 TO7ALS 100.0 0.72 4.52 EFFECTiVE RAIN = Q.18 INCHES 70TAL RUNOFF VOL.UME = 0.09 AC-FT RCFC8�WC � "SHQRTGUT METHOD" �roject heet ,<<v . ..� _ ,� SYPITHETlC UNiT F1YQF20GRAF�H METHOD Temacula Tr�ct 33584-Proposed � ��,i,r������,�,tE���l.����<<�:>>1 I���ll.^\[n:l€�.�)./.�1f1, �1nit Hydrograph and Effective Rain �v �raw� Date 07l21/2014 � Calculation Form hecked Date [1y CONCENTRATION POINT 1 [2j AREA DESlGNA7'lON -- [3] DRAINAGE AREA-ACRES 6.23 [4j Ui.TIMAT�D{SCNARGE-CFS-MFtSlIN(6�15*[3]� 4018.35 [5] UNIT TfME-MINUT�S 15 [6] LAG TiME-MINUTES 15 [7] UMT TfME-P�RCENT'OF LAG(100`[5]![BJ) 10d {8] S-CURVE Valley [9] STORM�REQUENCY�qURATION �0-YR,24-HR [10] TO7AL AbJUS7�b StOf�M RAIN-INGHES 2.95 [11] VARIA�I.E LOSS RATE(AVG)-INCHESIHOUF2 0.255 C12J MINiMUM[.qSS RATE(FOR VAR.LO55)-1NIHR 0 12� 13 CONS7ANT LOSS RAT�-INCHE5IHOUR --- 14 I.OW LOSS RATE-PERC�NT 85 UNIT HYDROGRAPH �FF�CTIVE RAIN ��oo� HYDf�i)GfiAPH [15] j16] [17] [16] [17j [20] (21] [22] [23] [24] UNIi' TIME CUMULATIVE DISTRIB UNI1' PATT�RN STQRM LOS5 EFFECTIVE FLOW TIME PERCENT AV�RAGE GRAPH F4YDROGRAP PERCENT RAIN F2ATE RAIN CFS PERIOD 0�LAG PERCENT�F PERGENT CFS-HRSlIN (PL E-5.9) lNIHR IN1NR' IN1HR m [7]*(15] ULTIMATE [17�m-[97]m-1 4j„u16� 6010 2Q Iz'�1-I221 bISCHARG E 100.000 1 Qq[5J {S-GRAPW� MAX LpW � 0.2 0.024 0.450 �.OZO 0.�04 0.02 2 Q.3 0.035 0.445 O.Q30 0.005 0.03 � 0.3 0.035 0.440 O.Q30 0.005 Q.03 q O.a 0.047 Q.435 0.040 0.007 0.04 � 0.3 0.035 0.430 0.030 0.005 0.03 g 0.3 0.035 0.424 0.030 0.005 D.03 7 0.3 0.035 0.419 0.030 0.005 Q.Q3 g 0.4 0.047 0.414 O.fl40 0.007 D.D4 g 0.4 0.047 0.409 0.040 0.007 O.D4 10 0.4 0.047 0.404 0.040 O.OQ7 0.04 11 0.5 0.059 0.399 0.050 0.009 D.06 �2 0.5 0.059 0.395 0.050 0.009 0.06 13 0.5 0.059 0.390 0.05Q Q.�09 0.06 �4 0.5 n.o59 0.385 o.05a 0.009 0.06 �� 0.5 D.059 0.38Q (3.050 0.009 0.06 16 0.6 0.071 0.375 0.060 0.011 0.07 �� Q.6 0.071 0.370 0.06a O.a11 0.07 18 Q.7 0.�83 �.366 0.070 0.012 0.08 �g 0.7 0.083 0.361 b.070 0.012 0.08 2p �.8 0.094 0.356 0,080 0.014 0.09 2q �.6 0.071 0.352 O.Q60 O.Q11 0.07 22 a.7 0.�83 0.347 0.070 0.012 0.08 23 0.8 Q094 0.343 0.080 0.014 0.09 24 0.8 0.094 D.336 0.000 0.014 0.09 �� 0.9 D.106 0.334 0.090 0.016 0.�o 2S 0.9 Q.106 0.329 O.Q90 0.016 D.10 27 10 0.118 0.325 0.100 O.Q18 0.1'1 2g 1.0 0.118 p.320 0.1Q0 0.01f3 0.11 29 1.0 0.118 0.316 0.100 0.018 0.11 3fl 1,1 0.130 Q.312 0.110 0.019 0.12 31 1 2 0.142 0.307 0.12.0 0.021 0.13 32 1.3 Q.153 0.303 0.130 0.023 0.14 33 1.5 D.177 0.299 0.'150 0.027 0.17 34 1.5 0.177 Q.295 0.150 0.027 0.17 35 1.6 0.189 0.291 0.160 0.028 0.18 3S 1.7 U.201 0.287 0.171 0.030 0.19 37 1.9 0.224 0.2$3 0.191 0.034 Q.21 3g 2.0 0.236 0.279 0.201 0.035 0.22 39 ?_.1 0.24B 0.275 0.211 0.037 D.23 4p 2.2 02�0 0.271 0.221 0.039 0.2A .}� 1.5 0.177 0.267 0.150 0.027 0.17 42 1.5 0.177 0.263 Q.150 0.027 0.17 43 2.0 0.236 0.259 0.201 O.Q35 0.22 qa 2.0 4.236 0.255 0.201 0.035 0.22 45 1.9 Q224 0.25� 0.191 O.Q34 0.21 4g 1.9 0.224 0.248 0.191 0.034 0.21 47 1.7 0.2Q1 0.244 0.171 0 030 0.19 4$ 1.8 0.212 0.24fl 0.181 Q.Q32 0 2Q 4g 2.5 0.295 0.2.37 0.251 0.058 0.37 50 2.6 �.307 0.233 0.261 �.074 0.46 51 2.$ 0.330 Q.230 0.281 0.101 0.63 �2 2.9 0.342 0.226 0.291 0.116 0.73 �3 3.4 0.401 0.223 0.341 0.178 1,12 54 3.4 0.401 0.220 0.341 0.182 1.14 55 7_.3 0.271 0.216 a.231 O.Q55 0.35 5� 7.,,3 0.271 0.213 0.231 �.Q58 0.37 57 2.7 0.319 0.210 0.271 0.109 0.68 58 ?...6 0.307 0.206 0.261 0.'f00 0.63 59 2.6 0.307 0.7_03 U.261 �.103 0.65 60 7_.5 0.295 �200 D.25'1 0.095 0.60 $1 2.4 0.283 0.197 0.241 0.086 0.54 g2 2.3 0.271 0.194 0.231 0.077 0.49 �3 1,9 0.224 0.191 0.191 0.034 0.21 6q 1.9 0224 [?.188 D.191 0.036 0?_3 65 0.4 0.047 0.185 O.Q40 0.007 0.04 66 0.4 0.047 0.183 0.040 0.007 0.0�1 g7 0.3 0.035 0.180 O.p30 0.005 0.03 gg 0.3 0.035 0_177 0.030 0.005 O.Q3 gg 0.5 0.459 0.174 0.05D 0.009 0.06 -�p 0.5 0.459 0.172 0.050 �.D09 (1.06 �� 0,5 0.059 0.169 q.050 0.009 0_06 72 0.4 0.047 0.167 0.040 0.007 OA4 73 0.4 0.047 0.164 Q.040 0.007 Q.04 �q 0.� O.Oh7 0.162 Q.040 O.Ofl7 D.04 75 0.3 0 035 0.160 O.d30 0.005 0.03 7B 0.2 0.024 0.157 0.020 0.004 O.Q2 �7 0.3 0.035 0.955 0.030 0.005 0.03 �g b.4 O.U47 0.153 0.040 0 007 0.04 �g 0.3 0.035 0.'151 0.030 0.005 0.03 gp 0.2 0.024 0.148 0.020 0.004 0.02 81 0.3 0.035 0.147 0.030 0,006 0.03 62 0.3 0.a35 0.145 Q.030 0.005 0.03 83 0.3 0.035 0.143 0.030 0.005 0.03 g� 0.2 0.024 0,141 0.020 0.004 0.02 85 4.3 0.035 0.140 0.030 4.005 0.03 s6 0.?. 0.02Q 0.138 0.020 0.004 0.02 g� 0.3 0.035 0.137 0.030 0.005 0.03 88 0.2 0.024 0.135 0.020 O.Q04 Q.02 89 0.3 0.035 0.134 Q.030 0.005 0.03 gp 0.2 0.024 0.133 0.020 0.004 0.�2 g� 0.2 0.024 0.131 0.�20 0.004 O.D2 g2 0.2 0.024 0.130 U.d20 O.D04 0.02 93 0.2 Q.024 D.129 0.020 0.004 0.02 gq 0.2 o.a2a 0.129 O.D20 0 004 0,02 g5 0.2 Q.024 0.128 0.020 0.004 0.02 gg 0.2 0.024 0.128 0.020 0.004 0,02 97 O.Q 0.000 0.000 0.000 0.00 T07ALS 1 Q0.0 2.50 15.74 EFFECTIVE RAIN = Q.63[NCHES TC3TAL RUNOFF VOLUME = 0.3�AC-FT R G F' G$�W C fa ��SHQRTCUT METHf�D" �roject heet SYNTMETIC UNIT HYDROGRAPH METHQD TemeCula 7ract 335II4-Proposed 1 [��Il"ll��)G;;��>>f�.c��?{�<<��r Unit Hydrograph and Effec#ive Rain �v �r�w� Date , 07/21/2014 � [v��/n�[n��l��)L�:1[�., Calculation F'orm hecked �ate_ 1j CONC�lVTRATION POINT 1 [2J AREA D�SIGNATfON --- 3j QRAINAGE AREA-AGRES 6.2� [a] t1LTiMATE biSGHARGE-CFS-HRSIIN(645'"�3]} 4018 35 5j UNIT T1ME-MINUTES 5 (6] LAG TIME-MINUTES 5 7] UNIT TIME•PERCENT OF LAG(1U0*[5]I[6]) --�� [S] S-CURVE Valley 9] 5TC1F2CVI FREQU�NCY&DURATION 100-YR, 1-HR [10] 70TAL Al7JUSTEq STORM RAIN-INCMES 1.2 11J VAF2lABLE LOSS RATE(AVG)-INCHESIMOUR --- [12� MINIMUM LOSS RATE��QR VAR.LOSS�-fN/HR --- 13 CON5TAH7 L05S RAT�-INCt-IE5IHOUR 0.255 14 LOW LOSS RA'CE-PERCENT �5 UNIT HYfi�FtOGRAPH �FFECTIVE RAIN �LOOD hIYDROGRAPW I15] ��sl C�7� C16� C�7� �2�� C21� �22� C�3� �2�� UNIT TIME CUMULATIV�. DISTRIB IJNIT PATT'ERN STOftM LOSS EFFECTIVE FLQW TIME PERCENT AVERAG� GRAPH HYbFtOGFtAP PERCENT RAIN FiATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT GFS-WR5IIN (PL E-5.9) INIHR INlHR INlHR m [7]"[15] ULTIMATE [17jm-[17]m-1 4'18 6fl 10 24 [z�]-[2z] p15CMARGE 100.000 10(►[5] (S-G RAPH) INAX LOW � 3.3 0,475 0.255 Q.404 0.220 1.3E3 2 4.2 0.605 0.255 0.514 Q.350 2.20 3 4.4 0.634 Q.255 0.539 0.379 2.3$ 4 4.8 0.691 0.255 0.588 0.436 274 � 5,2 0.749 0.255 0.636 0.484 3.10 g 6.2 0.893 0.255 0.759 0.638 4.Q1 7 6.8 0.979 0.255 0.832 0.724 4.55 g 8 8 1.267 0.255 1.077 1,012 6.36 g 13.9 2.002 0.255 1.701 1.747 10.97 �0 31.4 4.522 0.255 3.$43 �1.267 26.80 �1 7.2 1.037 0.255 0.$81 0.7B2 4.91 �2 3.8 0.547 0.255 �.465 0.2.92 1.84 �OTALS 100.0 11.34 71.24 EFFECTIVE RAIN = 0.95 1NCHES 707AL RIJNOF�VOLUME = 0.49 AC-�T RCFC&�CD "�HORTCUT M�TH�3D" �roject heet aYNTHETIC UNlT HYDROGRAPH METHC)D Temecula Tract 33584-Proposed � G,11"lf�>>(;i;<<���fl:,<<)�fi;�l Unit Hydrogr�ph�nd Effective Rain �v r�wE oate o�r2�izo�a � I���{/,^1(:vlCt�l_I.n�f�., Galculation Form he��ea aaze (1] CONCENTRATION POINT 1 2] AREA#�ESIGNA"�'ION --- [3] pRAENAGE AFiEA-ACR�S 6.23 4] ULTIMATE DISCFiAfiG�-CFS-HRS/IIV(645*[3j) �i018.35 [5] UNIT TIME-MINUTES 5 6] LAG 71ME-M1NU7�5 5 [7] UMT 71M�-PERCENT iJF LAG(100"[5]IC6]) 100 [8] 5-CURVE V�Iley [9] STORM FREQU�NCY 8�DURATION 100-YR,3-HR [1Q] TOTAL AR,�USTED STORM RAIN-INCHES 1 9 [11] VARiABL��.055 RATE(AVG�-lNGHE51HpUR --- [12] MINIMLiM LOS5 RATE(F�R VAFt.I.OSS�-!NlHR --- 13 CONSTANT LOS5 RATE-INCMESIHOUR 0.?_55 14 LOW I�OSS RATE-P�RCENT 85 UNiT HYIaRUGRAF'N EFFECTIVE RAtN ��-�OD WYDROGRAPH C�5� ��s� ���� ��s� ��7� �2d� �2�� €z2� �23� �Z�� UNIT TIME CUMULATIVE i�iSTRIR UNIT PATTERN STQRM L.O55 EFFECTIVE FLQW TIM� PEFtCENT AVERAGE C�RA�'H HYDRQGRAP PECtC£NT' F2AIN RATE RAIN CFS PERIOD (}F LAG PERC�tJT OF PERCEI�IT CFS-HR51lfV (PL E-5.9) INiHR fN/HFt INIHR m [7]*[15] ULTIMATE (17]m-[97]m-1 4[ 1"[18l 6Q 10 20 [21]-[22� biSC MARG E 100.000 9 00[5] (S-Cy RAF'M) MAX LOW 1 1.3 Q.296 0.255 0.252 0.044 0.28 Z 1.3 0.296 0.255 0.252 a.044 0.?_8 3 1.1 0.251 0.255 Q.213 0.038 0.24 q 1.5 0.342 0.255 0.291 �.087 0.55 5 1.5 0.342 0.255 0.291 0.087 0.55 6 9.8 0.410 0.255 0.349 0.155 0.98 7 1.5 0.342 0,255 0.291 O.d87 O.S5 � 1.8 0.410 0.255 0.349 0.155 0.98 g 1.8 0.410 0.255 0.349 0.155 0.98 �p 1.5 0.347_ 0.255 0.291 0.087 0.55 �� 1.6 0.365 �.255 0.310 0.110 0.69 12 1.8 0.410 Q.255 0.349 0.155 0.98 1� 2.2 0.502 n.255 0.426 0.247 1.55 �4 2.2 0.502 0.?_55 0.426 0.247 1.55 �5 2.2 0.502 0.255 0.426 4.247 1.55 16 2.0 (}.456 0.255 0.3B8 D.201 1.26 �� 2.6 0.593 0.255 0.504 0.338 2.12 -�g 2.7 0.616 0.255 0.523 0.361 2.27 �g 2.4 0.547 0.255 0.465 0.292 1.84 2�y 2.7 D.6'f 6 0.255 0.523 0.361 2.27 2� 3.3 0.752 0.255 0.640 0.497 3.12 22 3.1 0.707 0.255 0.601 0.452 2.64 28 2.9 0.661 0.255 0.562 0.4D6 2.55 24 3.0 0.684 0.255 0.581 0.429 2_69 2g 3.1 0,707 �.255 0.601 0.452 2.84 2B 4.2 0.958 0.255 0.814 Q.703 4.41 �-� 5.0 1.140 0.255 0.969 0.885 5.56 2g 3.5 0.796 0.255 0.678 0.543 3.41 29 6.8 1.550 0.2fi5 1.318 1.295 8.'14 30 7.3 1.664 0.255 1.415 1.409 8.85 31 8.2 1.870 0.255 1.569 1.615 10.14 32 5.9 1.345 0.255 1.143 1.090 6.85 33 2.0 0.456 0.255 0.388 0.201 1.26 , �q 1.8 0.410 0.255 0,349 0.955 0.98 gr� 1.8 0.440 0.255 0.349 0.155 0.98 36 0.6 0.137 0.255 0.116 0.021 0.13 �7 0.0 0.000 0.255 0.000 O.Q00 O.OQ TOTALS 100.0 13.81 86.73 E�FECT(VE RAIN = 1.15 INCHES T4TAL RUNOFF VOLUME = 0.60 AC-�T �CFC&W� D "SHORTCUT METHOD" Pro)ect heet (��I`�l f.���[f;�(�>>[:1:,(�})r�;:�1"l �YPITHETIC UNIT HYUROGRAPH ME�'H4D Temecula Tract 3358a -Proposed � ��u���n����`«��n`��, Unit Hydrograph and Effective Rain �v �Rw� C�ate 07l21/2014 1 Galculation Form hecked (Jafe 1) CONCEtJTF2ATION POINT 1 [2] AREA DESIGNATION --- [3] DRAINAGE AREA-ACRES 6.23 [4j ULTIMATE DtSCHARGE-C�S-HRSlIN(6R5''[3]) 4018.35 [5] UNI�'TtME-MINUTES 5 [6] LAG 71M�-MiNUTES 5 [7] UiVI'f 7[ME-PERCENT O�LAG(10U"[5]/[6]) 1U0 [8] S-CURVE Valfey (9] STORM FREQUENCY R DUi2ATION 100-YR,6•HR [10J TOTAI.A[3,fU5TE[3 STaRM RAIN-INCWES 2.5 [11] VARIABLE L�SS RATE(AVG�-lNCHES/HOUR --- [12] MlNiMUM LOSS RATE{FOR VAR.LOSS}-INlHF2 --- 13 CONSTANT�.OSS RATE-INCHES/HOUR 0.255 94 L.OW L.OSS RATE-PERCENT 85 UNIT HY�ROGF2APH E�FECTIVL RAIFJ ��'Q�� NYDROGRAPM ['f5] [16j [17] [16] [17J [20j [21] [22] [23] C2a� UNIT TIME CUMULA7NE DISTRiB UNIT PA7T�RN STORM LOSS EF'FECTIVE FLOW TIME P�FtCEN7 AVERAGE GRAP}i HYDF20GRAP PEf2CENT RAIN RATE FiAIN CFS PERI�D OF LAG PERCENT OF PERGENT CFS-HRSlIN (PL E-5.9) 1N/HR INlHR INlHR m j7]*[15] ULTIMATE [17]m-[17]m-1 4[ l*[18l fi0 1�Ojj201 [21]-[22] CSISC HARG E 9 00.000 104[5] (S-GRAPM) MAX �OW � 0.5 0.150 0.255 0.128 0.023 0.14 Z 0.6 0.180 0.255 0.153 0.027 0.�7 g 0.6 0.�80 0.255 0.153 0,027 0.17 4 0.6 0.180 0.255 0.153 O.fl27 0.17 5 p.6 0.180 0.255 0.153 0.027 0.17 g 0,7 0,210 0.255 0.179 0.032 0.20 � 0.7 0.210 Q.255 0.�79 0.032 0.20 g 0.7 0.210 0.255 0.179 0.032 0,20 g Q.7 0.210 0.255 0.179 0.032 (3.20 10 0.7 0.210 0,255 0.179 0.032 0.2D 1� 0.7 0.210 0.255 0.179 0.032 0.20 12 0.8 0.240 �.255 0.204 d.036 0.23 13 0.8 o.zaa 0.255 0.204 0.036 0.23 �4 0.8 0.24Q 0.255 0.204 0.036 Q.23 15 0.8 0.240 0.255 0.204 0.036 0.23 16 n.6 0.240 0.255 0.2Q4 0.036 0.23 17 0.8 0.240 0.255 �.204 0.036 0.23 �g 0.8 0.240 0.255 D.204 O.fl36 0.23 �g D.8 0.240 0.255 0.204 0.038 0.23 �p 0.8 0.240 0.255 0.204 0.03fi 0.23 21 0.8 0.240 0.255 0.204 0.�36 0.23 22 0.8 0.240 0.255 D.204 0.036 0.23 23 Q.8 0.240 0.255 0.204 0.036 0.23 24 D.9 0.270 0.255 0.2�0 0.041 0.25 �5 0.8 0.240 0.255 0.204 0.036 0.23 �g 0.9 0.270 0.255 0.230 0.041 0.25 27 0.9 0.27� 0.255 Q.23(1 0.0�1 (�.25 28 0.8 0.270 0.?_55 Q.230 Q.041 0.25 29 0.9 0.27D 0.255 0.230 0.041 Q.25 3p 0.9 0.270 0.255 0.23� 0.a41 0.25 �� Q.9 0.270 0.255 023Q O.Q41 0.25 32 0.9 0.270 0.255 0.230 0.041 Q.25 33 1.0 0.300 0.255 Q.255 0.045 0.28 34 1.0 0.300 0.255 0.255 0.045 0.28 35 1_0 0.30� 0.255 0.255 0.045 0.28 3g 1,0 0.300 0.255 0.255 0.045 0.28 37 1.0 0.300 0.255 0.255 �.D45 0.28 38 1.1 0.330 0.255 0.281 0.075 0.47 39 1.1 0.330 0.255 U.281 0.075 0_47 qp �.1 0.330 0.255 0.281 0.075 0.47 4� 1.2 0.360 0.255 0.306 0.105 0.6�i q2 '[.3 0.390 0,255 D.332 0.135 0.85 ' 43 1.4 0.420 0.255 Q.357 0.165 1.D4 qq 1.4 0_420 0.255 D.357 0.165 1.04 45 1.5 0 450 0.255 0.383 0.195 1.22 4S 1.5 0.450 0.255 0.383 0.195 1.22 4'� 1.6 0.460 0.255 O.A08 0.225 1.Q1 4g 1,6 p,480 0.255 0.408 0.225 1.41 4g 1.7 0.510 0.255 0.434 0.255 160 5fl 1.8 0.540 0.255 0.459 0,285 1.79 51 1.9 0.57p 0,255 0,465 0.315 1.9Ei 52 2.0 0.600 0.255 0.510 0.345 2.17 53 2.1 0.630 0.255 0.538 0.375 2 36 54 2.1 0.630 0.255 0.536 0.375 2.36 55 2.2 0.860 0.255 0.561 0.405 2.54 5� 2.3 0.69b 0.255 0.587 U.A35 2.73 5� 2.4 0.720 0.255 0.612 0.465 2.92 58 2.4 0.72Q 0.255 �.612 0.485 2.52 59 2.5 0.750 D.255 M 0.638 0.495 3.11 60 2.6 0.780 0.255 0.663 0.525 3.30 61 3.1 0.93� 0.255 0.791 0.675 4.24 62 3.6 '{.080 0.255 U.918 0.825 5.1f3 63 3.9 1.170 0.255 0.99.5 Q.915 5.75 �,� 4.2 1260 0.255 1.q71 1.005 6.31 g� �1.7 1.410 0.255 1.199 1.155 7.26 66 5.6 1.68Q 0.255 1.428 1.425 8.95 67 1.9 0.570 0,255 O.A85 0.315 1.98 68 0.9 0.270 0.255 0.230 O.OQ 1 0.25 6g 0.6 0,180 0,255 0.153 0.027 D.17 �p Q.5 0.150 0.255 0.128 0.023 0.14 �� �� 0.3 0.090 0.2.55 0.077 0.�14 0.08 72 0.2 O.Q60 Q.25,5 0.051 0.009 0.06 73 Q,0 O,OOQ 0.255 D.000 O.fl00 0.00 TOTALS 100.0 14.14 £if3.82 E�'FECTIVE RAIN = 'E.16 INCHES TOTAL RUNOF�VOLUME = 0.61 AC-�T R C F C 8�W C D '"'sHORTCUT METHOD" Project he�t SYNTHETIC UNIT MY[7ROGRAPH METHO� �i"emecula 7ract 33584-Proposed � l��}�Vl(��)(���{�i)[�,(ti)(�i��l �_��^��f,\�.v�l�J��ti,;�� Unit Mydragr�ph and Effective Rain gv ��w� Date c���zvzo�a � Ca�CU��ttIQl7 �OI'I'1'1 hecked Dake [1] CONCENTRATION POINT 1 [2] AREA pESIGNA710N --- (3] DRAINAGE AREA-ACI�ES 6.73 [4J ULTIMATE f?ISCHARG�•CFS-HRS11N(645*[3]) 4018 35 [5] UIVIT 1'IM�-M1fVUTES 15 [6] LAG TIME-MINUT'ES "15 (7] UNIT TIME-PERGENT OF LAG(100�C�Jirs�> 100 [8] 5-CURVE Valley [9] STORM FR�QUENCY&DUFtAT10N 1,Q(�-YR,24-HR [10] TOTAL ADJUSTEp 570F2M RAIN-INCHES 4.� [11] VARtABLE LdSS F2ATE(AVG)-INCHESlHQUR 0.255 [12] MINiMUM L�SS�AT�(�'OF�VAR.LOSS)-INlHR 0.1275 13 CON5TANT LOSS F�ATL-INCHESlHOUR --- 14 LOW LOSS RAT�-P�RCENT 85 UNiT HYDROGFiAPH EF�EC71V�I�AIN ����� HYAR4GRAPM ���� ��s� �4�1 ��6� ��7� �20� �21� �22� �23� �2a� UNIT TIM� CUMULATIVE DISTRIS UNIT PATTERN STqRM LC?SS E�FEC�'IVE FLOW TIME �'ERC�NT AVERAG� GRAPH HYDROGRAP PERCENT RA{N RAT� RAIN CFS PERIOD QF LAG PERC�NT OF PERC�NT CFS-HRSlIN (PL E�-5.9j INlHR iNlWR [NIHit m [7]`[15] ULTIMATE [17]m-[17jrr►-9 4j�„`,�1,,,8], 601.�.o�os [21]-[22] pISC MARG E 100.000 �1 QO(5� (S-GRAPH) MAX L�W � 0.2 0,036 0.450 O.U31 0.005 0.�3 2 0.3 0.054 0.4A5 0.�46 0.008 Q.�5 g 0.3 0.054 0.440 0 046 0.008 0.05 q 0,4 0.072 0.435 0,061 0.011 O.D7 g fl.3 Q.054 0.430 0.046 0.008 0.05 g 0.3 0.054 0.424 O.OA6 O.00B 0.05 7 0.3 0.054 D.419 0.046 0.006 0.05 g 0.4 0.072 0.414 0.061 O.p11 0.07 g 0.4 0.072 0.409 0.061 0.011 0.07 �p 0.4 �.�72 0.404 0.061 0.011 0.07 �� 0.5 0.090 0.399 Q.677 O.Q14 Q.08 12 0,5 0.090 D.395 0.077 O.Q14 0.08 �3 0,5 0.090 0.390 0.077 4.014 O.aB �q 0.5 0,090 0.38b 0.077 0.014 0.06 �}g 0.5 0.090 Q360 0.077 0.014 Q.Q8 �g 0.6 0.108 0.375 0.092 0.016 0.10 �� 0.6 0.108 0.370 0.092 0.016 0.10 18 0.7 0.126 0.368 0.107 0.019 0.12 �g 0.7 0.126 0.369 0.107 0.019 0.12 �p 0.8 0.144 0,356 0.122 0.022 0.14 2� 0.6 0.108 0.352 0.092 n,016 010 22 0.7 0.126 a.347 0.107 0,019 0.12 23 0.6 0.144 Q.343 0.122 0.022 0.14 2q 0.8 0.94Q 0.338 0.122 0.022 0,14 25 0.8 0,162 0.334 0.136 0.02�4 0,15 26 0.9 0.182 0.329 0.138 0.024 0.15 Z7 1.f1 0.180 0.325 0.153 0.027 U.17 �g 1.0 0.180 0.320 0.153 0.027 0.17 29 1.0 0.180 0.316 0.153 0.027 0.17 3U 1.1 0.198 0.312 fl.168 0.030 0.99 31 92 0.216 0.307 0.184 0.032 0.20 32 1.3 0.234 0.303 0.199 d.035 0.22 33 1.5 0.270 0.299 0.230 O.Q41 U.'l5 34 i.b 0.270 0.295 0.230 O.D41 0.2.5 3g 1.6 0.268 0.291 0.245 0.043 0.27 36 1.7 0.306 0.287 0.260 O.fl46 0.29 37 1.S �,342 0.283 0.299 0.059 0.37 38 2.0 0.360 0.279 0.306 0.089 0.51 3g 2.1 �.378 0.275 0.32'f 0.103 0.65 40 2.2 0.3�J6 0.271 0.337 0.125 0.79 4� 1,5 0.270 Q.267 0.230 0.041 0.25 42 1.5 �.270 0.253 0.23Q O.Q41 0.25 43 2.0 0.360 0.259 0.306 0.101 0.63 44 2.0 0.350 0.255 4.306 0.105 0.66 4� 1.9 0.3Q2 0.251 �.291 0.091 0.57 4g 1.9 0.342 0.7..48 0.291 0.094 0,59 q7 1.7 0.306 0.244 0.26fl 0.062 0.39 48 1.6 0.324 0.240 0.275 0.084 0.52 ag 2,5 0,45Q a.237 0.383 0.293 1.34 50 2.6 O.Q68 a,233 0.39B 0.235 1.47 51 2.8 fl.504 fl,230 Q.428 n.274 1.72 52 2.9 �.522 0.226 Q.444 0296 1.86 53 3.4 0.612 0.223 0.520 0.389 2.44 5+3 3.a b,612 0.220 Q.520 0.392 2.47 55 2.3 0.414 0.?_i6 d.352 0.�96 1.24 56 2.3 0.414 0.213 0.352 0 20'f 1 26 5� 2.7 0.486 0.21 Q 0.413 0.276 1.74 5g 2.6 0.468 0.2(l6 0.398 0.262 1.64 yg 2.6 0.468 0.203 Q.398 0.265 1,65 gp 2,5 Q450 0 2b0 0.383 0.250 1.57 61 2.4 0.432 0.197 0.367 Q.2�5 1.48 6Z 2.3 0.414 0.194 0.3b2 4.220 1.38 g3 1.9 0.342 0.191 0.291 0.161 0.95 64 1.9 0.3A2 4.166 0.291 0.154 Q.97 65 0.4 0.072 0.185 O.Ofi1 0.011 n.07 66 0.4 0.072 0.183 0.061 O.C111 0.07 g7 0.3 0.054 �.180 Q.OR6 0.008 0.05 gg �.3 0.054 0.177 O.Oa6 �.008 �.QS gg 0.5 Q.Q90 �.174 O.Q77 D.014 0.08 70 0.5 0.090 0.172 O.d77 0.014 0.08 7� 0.5 Q.090 0.169 0.077 b.014 0.08 72 0.4 fl.077_ 0.i67 0.061 0.011 0.07 73 0.4 0.072 0.164 0.061 0.011 0.07 74 0.4 0.072 0.'f 62 0.061 0.011 0.07 75 0.3 0.054 0.15Q d.�46 O.OQ$ 0.05 7g 0.2 0.036 0.157 0.031 0.005 0.03 �77 0.3 0.054 0.155 0.048 0.008 0.05 78 p.4 0.072 0.153 0.061 0.011 0.07 7g 0.3 0 054 0.151 0.046 0.008 0.05 gp D.2 0.036 0.149 0.031 0.005 0,03 g� 0.3 0.054 0.147 O.q46 Q.008 0.05 g2 0.3 0.054 a.145 0.046 0.008 0.05 83 0.3 0.054 0.143 0.046 0.006 0.05 84 02 0.036 0.9 d 1 0.031 0.005 U.03 g5 0.3 0.054 0.140 0.046 0.008 0.05 gg 0.2 Q.036 0,138 0.031 0.005 0.03 67 0.3 O.Q54 0.137 0.046 0.00$ O.flS gg 0.2 D.n36 0.135 0.031 0.005 0.03 gg 0.3 0.054 0.134 0.046 0.008 0.05 gp 0.2 O.Q36 0.133 0.031 0.005 0.03 g� p.2 0.�36 0.131 0.031 0.005 0.03 92 0.2 0.03� 0.130 0.031 0.005 0.03 93 0.2 0.036 0.129 0.031 0.005 0.03 94 0.2 0.036 0,129 0.031 O.OQS 0.03 95 Q.2 0.036 0.128 0.031 O.QQ5 0.03 gg � 0.2 O.Q36 0.128 0.031 0.005 0.03 97 0,0 0.000 0.000 0.000 0.00 TOTALS 10D.a 5.98 37.56 EFFECTIVE RA1N M 1.49[NCHES TOTAL.RUNOFF VOLUME = 0.78 AC-FT APPENDIX � � Modified�Puls Routing Analysis Ca{cufation of Bypass and DeVeloped Flc►ws �yr•24hr �ro�r ��� �H �. 0.Q'i 0.000 0.DOd 0.0�9 o.o� o.aoo o.000 o.a�.� o.o� o.00a o.000 o.o�.a 0.02 0.000 0.000 0.D 18 0.01 0.000 0.000 0.014 Q.01 q.00Q 0.000 q.Q14 0.01 0.000 Q.QUO 0.014 0.02 0.000 0.000 o.o�s 0.02 0.000 0.000 o.o�a . a.oz o.000 o.000 o.o�s a.o2 o.00n o.000 0.02� a.o2 0.000 0.000 o.oz� 0.02 O.O�Q 0.000 0.023 o.oz o.000 o.oaa o.o�� 0.02 0.000 0.000 o.oz� o.o� o.000 o.000 o.oz� Q.Q3 0.000 0.000 o.oz� 0.03 0.000 0.000 0.032 O,Q3 0.(?DO O.00Q O.Q32 0.04 0.000 0.000 0.036 0.03 Q.000 0.D00 0.p27 0.03 0.000 0.000 0.032 Q.p4 0.000 0.000 0.03b 0.04 0.000 0.000 0.036 0.04 0.000 0.000 0.041. 0.04 0.00� 0.000 0.041 0.d5 0.000 O.00U 0.045 0.Q5 0.Q00 0.000 0.045 O.QS 0.000 0.000 �.Q4S q.05 0.000 0.000 O.q50 0.05 0.000 0.000 0.054 0.06 0.000 0.000 Q.Q59 0.Cl7 0.000 0.000 D.068 o.o� o.000 a.000 o.o�s o.o� o.000 o.000 o.o�� o.os o.000 o.000 o.o�� 0.09 0.000 0.000 o.oss 0.09 0.000 0.000 o.o9a o.aa o.000 a.000 o.o9s o.�o o.000 o.00a o.�.00 Q.07 0.000 0.000 0.068 o.o� o.000 o.000 o.oss 0.q9 0.004 0.000 0.09Q o.o� o.000 o.000 0.090 o.os o.000 o.000 o.o�s 0.09 0,000 o,aoo o.oss o.os o.000 o.000 o.o�� 0.08 0.000 O.n00 0.081 0.11 0.(}00 0.000 0.113 0.12 0.000 O.00Q 0.118 0.13 0.000 0.000 Q.�.27 0.'f 3 O,pQ� o.000 0.131 0.15 0.000 0.000 0.1.54 0.15 0.000 �.00tI 0.154 0.1 Q Q.000 �.��0 0.104 �.10 0.000 Q.000 0.104 0.12 0.000 0.000 0.12 2 0.12 0.000 0.�00 0.11$ 0.12 O.OQO 0.000 0.1.18 0.11 0.000 0.000 0.113 0.11 0.000 O.00Q 0.109 0.10 O.q00 O.00U 0.104 0.09 0,000 �.q00 0.085 0.09 0.000 0.000 0.086 0.02 0.000 0.0�0 0.018 0.02 0.OOq 0.D0� 0.018 0.01 0.000 �.00� 0.014 Q.Q 1 0.000 0.oao 0.0�4 4.02 0.000 0.000 0.023 d.02 0.000 0.000 0.023 0.02 O.QQQ 0.000 0.023 0.02 �.000 0.000 0.018 0.02 O.Q00 0.000 0.�18 0.02 �.000 0.Q00 Q.018 O.Q1 0.000 O.Q00 0.014 0.Q 1 0.000 0.000 �.�09 0.01 0.000 0.000 �.014 0.02 0.000 0.00� 0.�18 O.Q1 0.000 O.dq(} �.U�.4 0.01 �.O�Q 0.000 Q.�09 0.01 0.000 (}.00U 0.0�.4 0.01 0.000 0.000 0.014 0.01 0.00(? 0.000 0.0�.4 0.01 D.000 0.0�0 0.009 0.01 0,�00 0.000 0.014 0.01 O.00q 0.0(JQ 0.009 0.a 1 0.00� 0.000 0.014 0.�1 0.04� O,qO� 0.0�9 o.o� o.00a o.000 o.oi4 0.01 O.Q00 0.000 0.009 4.01 0.000 0.000 0.009 0.01 0.000 Q.000 0.009 0.01 O.�qq 0.000 0.009 0.01 O.OQO 0.000 �.005 0.01 0.000 0.000 �.009 0.0� 0.000 O.qQO 0.009 p.qQ O.00a 0.000 Q.QOQ max{c#s) 0.000 0.154 Vol(acre-ft) (}.000 0.093 ........�...�.�.,...�...........,� At: �.5 min Calculation of Bypass and Developed �Iows 14yr�24hr �TOI' `�REF QH � o.oz o.000 o.000 o.o�� o.o� o.000 o.opo a.o�3 0.�3 0.000 0.000 0.033 Q.04 0.000 O.00q 0.Q44 o.o� o.oao o.000 o.a�� 0.03 o.oao a.000 0.033 0.03 0.000 0.000 0.033 0.04 O.00Q 0.000 Q.044 0.04 0.000 0.000 0.044 0.04 �,OOQ 0.000 0.044 0.06 0.000 0.000 D.05Fi Q.06 0.000 0.000 0.056 �.05 0.000 O.00p 0.056 0.06 0.000 0.000 0.U56 0.06 0.000 4.000 0.056 0.07 O.00Q 0.000 �.Q67 0.07 0,000 0.000 0.067 O.QB 0.000 0.000 0,07$ a.os o.000 o.ono o.o�s p.09 0.000 0.000 O.q89 o.o� o.000 o.oao o.os� o.oa o.000 o.000 o.o�s o.o� o.000 o.000 0.089 o.os o.000 o.000 0.089 a.�a o.000 o.000 o.�oo a�o o.000 o.000 o.ioo 0.11 Q.000 0.000 0.111 �.11 0.000 0.00(} 0.111 . 0.11 0.400 0.a0� 0.111 0.12 0.0�0 0.QQ� 0.12 2 a.�� a.000 o.000 o.�3� a�� o.000 o.aoa a.�.�.s 0.17 0.000 0.000 q.167 0.17 0.000 0.00(? 0.167 0.18 q.000 0.000 D.178 0.19 0.000 q.OQ� Q.1.89 0.21 0.�0� 0,000 0.211 0.22 0.000 O.O�Q 0.222 Q.23 0.�0� 0.000 0.233 0.2� O.a00 0.0�0 0.245 Q.17 0.0�0 0.000 0.167 o.�7 0.00o a.000 o.�6� a.22 o.aoo o.000 o.�zx a.2z o.000 o,oaa a.z2z 0.21 0.000 0.Q00 0.2�.1 0.21 0.0�0 0.000 0.211 0.19 0.000 0.000 0.�.89 0.20 0.000 0.000 �.2Q0 0.37 0.000 0.000 0.365 0.46 O.00Q 0.000 0.462 0.63 0.077 0.028 0.604 0.73 0.�.73 0.077 0.651 1.12 0.565 0.373 0.747 1.14 0.586 0.390 0.751 0.35 0.000 �.OQp 0.347 0.37' O.�dO Q.000 �.3fi7 0.68 0.129 0.053 0.631 0.63 O.Q75 0.027 0.6�3 Q.F5 0.095 0.036 0.614 0.60 0.041 0.013 0.582 0.54 0.000 �.000 0.541 Q.49 0,000 0.000 0.486 Q.21 0.000 0.000 0.211 0.23 0.000 0.000 0.226 �.04 O.a00 0.(300 0.044 0.04 �.000 0.000 0.044 Q.03 0.000 0.0�0 �.033 0.03 0.000 0.000 0.033 0.06 0.000 O.00Q 0.056 0.06 0.000 0.000 0.055 0.06 0.000 0.000 0.056 0.04 0.000 0.000 0.044 0.q4 0.Q00 0.000 0.044 0.04 0.000 0.000 0.444 0.03 0.000 0.000 �.433 o.oz o.000 o.000 0.0�2 0.03 o.aoo o.000 o.n3� a.o4 o.00a o.000 0.044 0.03 0.000 0.000 0.033 Q.02 0.000 0.000 O.Q22 0.03 �.�QO 0.000 0.033 0.Q3 0.00(} 0.0�� C}.033 0.�3 0.0�0 0.000 0.033 o.o� o.000 o.ono o.azz o.o� a.000 o.00a o.0�3 o.oz o.000 o.000 o.a�z 0.03 O.00Q O.QdO 0.033 o.o�z o.aoo o.000 o.o2z o.a� o.000 o.000 0.0�3 o.oz o,o00 0.o00 0.o�z a.a2 0.000 0.000 0.0�2 o.oz o.000 o.000 0.022 o.oz o.000 o.000 0.022 0.02 0.000 o.aoo o.ozz o.oz o.000 o.000 o.ozz o.02 0.o00 0.o00 0.o2z a.o0 0.o00 0.oao o.o00 max(cfs) 0.390 Q.751 Vol(acre-ft) 0.021 0.344 At:.��.�.._.�,_.�.�����������,,,15 m i � Calcula�ion of �ypass and �eveloped �lo�n►s 1QQyr-1hr �TOT �tEF �H "�l. 1.38 0.828 0.578 0.805 2.20 1.643 1.306 0.892 2.38 1.823 1.470 0.909 2.74 2.185 1.S00 0.941 3.10 2.547 2.132 0.970 4.01 3.45� 2.974 1.032 4.55 3.994 �.485 1.�64 6.36 5.804 5.209 1.3.49 10.97 10.417 9.662 1.31.Q 26.80 26.248 24.893 1.91.0 4.91 4.356 3.828 1.083 1.84 1.281 0.980 Q.855 max(cfs} 24.89� 1.910 Val (acre-ft} 0.4Q� 0.089 At: �� 5 min � Calculation of Bypas� and Dev�lc�ped Flows 1AAyr�3hr QTOT �R E F �ti `�L 0.28 0.000 OA00 Q.279 0.28 0.000 �.OQQ 0.279 0,24 0.000 0.000 0.235 0.55 O.OnO O.00D 0.547 0,55 O.00Q Q.000 0.547 0.9$ 0.421 �.254 0.722 0.55 0.000 O.OQO 0.547 0.98 0.421 0.254 U.722 �.98 Q.421 0.254 0..7Z2 0.55 0.�00 0.000 Q.547 q.69 0.135 D.QSfi 0.634 0.98 0.421 0.254 0.722 1.55 0.994 q.725 0.824 1.5� 0.994 0.725 0.824 1.5� Q.954 0.725 0.824 1.26 0.708 0.489 0.774 2.12 1.567 �..23$ 0.884 2,27 1.710 �..367 Q.898 1.84 1.281 (}.98Q 0.855 2.27 1.710 1.367 0.898 3.12 2.570 2.1�3 0.972 2.84 2.283 1.889 0.949 2.55 1.997 1.627 0,924 2.69 2.140 1.758 0.937 2.$4 2.283 1.889 0.949 4.41 3.859 3.357 1,05� 5.56 5.005 4.445 1.114 3,41 2.856 2.418 0.993 8.14 7.583 6.911 1.226 8.85 8.299 7.596 1.257 . '10.14 9.588 8.854 1.288 6.85 6.294 5.579 1.17Q 1.26 0.7Q8 0.489 Q.774 0.98 0.421 0.254 Q.722 p.98 �.421 0.254 Q.722 Q.13 0.000 O.�n� 0.129 o.00 o.aao o.000 o.000 max(cfs� 8.854 1•288 Vol (acre-ft) 0.401 0.196 � At: 5 min �w�w ni+ui+rwarr�ru+rrM Calculation of Bypass and Develcaped Flows 1fJ0yr�F,hr �TOT `�R�F �M � 0.14 Q.000 Q.000 0.141 0.17 0.000 0.000 0.170 d.17 0.000 O.n00 0.170 0.17 0.000 0.000 0.�.70 0.17 O.OQO 0.000 �.170 0.20 0.00� 0.000 0.198 p.20 �.000 0.000 0.198 p.20 O.00p �.000 Q.�.98 0.20 0.000 0.000 0.198 q.20 0.000 p.000 �.198 o.�o o.000 o.000 o,i�s a.2� o.000 o.000 o.��s o.2s o.oao o.000 o.2z6 0.23 0.000 Q.000 0.226 4.23 Q.000 0.000 0.226 Q.23 0.000 D.QQ� 0.226 0.23 d.00p �.Q00 0.226 0.23 (}.QO� �.000 0.226 0.23 0.000 0.000 o.2zs 0.23 0.000 0.000 o.2z6 o.2s o.000 o.000 o.zz6 o.z3 0.000 0.000 o.z.26 0.23 0.000 0.000 0.226 0.25 0.000 0.000 �.254 0.23 0.000 0.000 0.226 0.25 0.000 Q.000 0.254 0.25 0.000 0.000 Q.254 0.25 0.000 �.000 0.254 0.25 O.Odq 0.000 0.254 0.25 0.000 0.00� 0.254 0.25 0.000 O.QO� 0.254 0.25 0.000 0.000 0.254 q.28 0.000 0.000 0.253 0.28 �.00Q 0.000 0.283 p.28 0.000 O.00q 0.283 o.�s o.oaa o.000 o.2s� 0.2$ 0.000 Q.000 0.283 0.47 �.0�� E}.000 0.471 0.47 0.000 �.000 0.471 0.47 Q.000 0.000 fJ.4�1 0.66 0.105 0.041 0.619 0.85 0.293 0.156 0.692 1.04 0.482 0.303 0.733 1.Q4 0.482 �.303 0.733 1.22 U.670 0.459 �.766 1.22 0.670 0.459 0.766 1.41 0.$59 0.605 0.808 1.41 0.859 0.605 Q.8�8 1.60 1.047 0.772 0.830 1.79 1.235 0.9�t0 0.850 1.98 1.424 1.109 0.870 2.17 1.612 1.279 0.8$9 2.36 1.80�. 1.449 0.907 2.36 1.801 �..449 0.907 2.54 1.989 1.620 0.924 2.73 2.178 1.793 Q.94� 2.92 2.366 1.966 0.956 2.92 2.366 1.96fi 0.956 3.11 2.555 2.139 0.970 3.30 2.74� 2,313 q.985 4.24 3.685 3.194 1.046 5.18 4.628 4.Q86 1.096 5.75 5.193 4.525 1.123 6.31 5.�58 5.1,65 2.147 7,26 6.701 5.068 1.187 8.95 8.397 7.692 1.260 1.98 �..424 1.109 0.87'0 0.25 0.000 O.000 0.254 0.17 0.000 0.000 0,17� 0.14 0.Qq0 0.000 0.141 o.os o.000 o.000 o.oss o.os o.000 o.000 0.05� o.o0 0.o00 0.o00 0.oao max(cfs) 7.692 1.260 Vol(acre-ft) 0.370 0.242 .�.....r....�.�... At: 5 min ������IIIII �alcul�tion of Bypass and �eveloped Flo�►s 100yr-Z4hr Qro�r �REF �� Q� o.as o.oao o.000 o.a�� o.a� o.000 o.oaa o,o��. o.ns o.oao o.000 o.as�. o.o� o.000 o.00a o.oss Q.05 0.000 0.000 0.051 0.05 �.OQQ a.000 0.051 0.05 OACI(7 0.000 0.051 0.07 Q.000 0.000 0.068 0.07 0.000 0.�00 0.068 0.07 Q.000 0.000 0,068 o.os o.000 o.000 a.os� o.as o.000 o.00a a.oss o.os o.aoo a.000 o.oss a.os o.000 o.000 a.oss o.os o.000 o.000 o.oss 0.10 O.QQO 0.000 0.102 0.10 O.�QO 0.000 0.102 0.12 0.000 0.000 0.119 Q.12 Q.(}�0 0.000 0.1�.9 q.14 0.000 0.000 0.13fi 0.10 0.��0 0.00� 0.102 0.12 0.000 0.000 0.119 Q.14 O.Q�O 0.000 0.136 p.14 0.000 0.00� Q.136 0.15 O.p�4 0.000 0.153 Q.15 0.000 0.000 Q.153 0.17 0.0�0 Q.QO� 0.170 0.17' 0.00� Q.D00 Q.170 0.17 0.000 0.000 0.170 0.19 0.000 0.000 �.187 0.2p 0.000 0.000 0.204 0.22 0.000 Q.D00 0,220 0.25 0.00(� 0.000 0.254 0.25 0.000 O.OF}0 0.254 0.27 O,QQQ 0.000 0,271 o.2s o.000 o.000 o.zss 0.37 0.000 0.00� Q.374 0.51 0.000 0.�0� 0.512 0.65 Q.095 0.036 0.f 14 0.79 0.233 0.114 0.674 0.25 0.000 0.000 q.254 o.z� o.000 o.000 a.2�4 0.63 O.Q80 Q.Q29 0.605 0.66 0.103 0.040 Q.51$ 0.57 0.014 0.004 0.565 Q.59 OA37 0.012 0.580 0.39 0.000 t�.00Q 0.389 Q.52 0.000 0.000 0,525 1.34 0.784 0.547 0.792 'f.47 0.919 0.659 0.815 1.72 �..�.68 0.879 0.843 �.86 1.�02 �..000 0.857 2.44 1.$�9 1..529 �.915 2.47 1.911 1.549 0.917 1.24 0.688 0.473 0.770 1.26 0.708 0.489 0.774 1.74 1.181 q.891. 0.845 1.64 1.0$8 0.809 0.834 1.66 1.108 0.826 Q.$37 1.57 1.014 0.743 0.826 1.48 0.921 �.660 0.$16 1.38 0.826 0.577 0.805 n.95 0.393 0.231 �.716 0.97 0.411 0.246 0.720 0.07 Q.000 OA00 {}.06� 0.07 O.p00 0.000 0.068 0.05 0.000 o.00a o.051 0.05 O.OQO O.OQO 0.�51 O.Q8 0.000 0.000 O.OSS 0.08 0.000 � 0.000 0.085 o.oa o.oao o.000 o.ns� 0.07 0.000 O.ODO 0.068 0.07 0.0(}0 0.000 0.068 0.07 0.00� Q.�OQ 0.068 4.05 0.000 0.000 0.051 0.03 O.000 o,00d 0.034 o.o� o.aoo o.000 o.n�� o.o� o.000 a.000 0.06� o.o� o.000 a.00a o.osz 0.03 0.000 0.000 0.0�4 o.o� o.000 a.000 0.051 o.a5 0.00o a.000 n.oss o.o� a.00a a.0�0 0.051 o.a� o.000 a.00a 0.034 0.05 0.000 0.000 0.051 0.03 0.00� a.000 0.034 q.p5 0.000 0.000 0.051 Q.Q3 0.000 0.�00 �.034 a.os o.00n o.aoa o.os� �.03 0.000 0.000 0.034 Q.Q3 0.�00 0.000 0.034 0.03 0.000 0.000 0.034 a.a� o.000 a.000 o.a��. 0.03 0.000 Q.0�0 0.034 0.03 O.�Oq �.000 E}.034 O.Q3 0.000 D.00q 0.0�4 o.na o.000 o.000 o.oao max(cfs} 1.549 0.917 Val(acre-ft} p.�55 0.521 At: 15 min Projec4: Temecula Tra��k 33584 � Chamber Model- ����" T�� t �:�,:. �,�:�:�,.E �;:,<;� Units- ���et�.t��cic.> � %I�irc'icrru���/ � . Numb�r of chambers- Voids in the stone(porosity)- °/n Base of 5tone Elevation- � ft .`'"' � Amount of Stone Above Chambers- ' in Amount flf Stone Below Chambers- " in Area of system- sf Min.Area- 3380 sf min.area StarmTech SC-740 Gumul�ti�e S�ora �'������� - _ .:_. �..,.,;;� ...... . : . .Y. . . � R... . ...y , .. ,. 7� 5 „ .l )1 J' �,. ..F3 {"b+,- yv-'..� �E ko��. �'�''� ��;,,... J f :.`�i _ x �:� 5�3 0.00 O.QQ 149.10 149.10 1Q�08,45 1(}4.50 ' 53 0.40 a.oa 149.10 149.1� 1{}659.35 104.42 52 0.04 0.00 149.10 149.10 �Q510.25 104.33 51 Q.QO 0.00 'I49.10 149.10 10361.15 104.25 50 Q.�O 0.00 149.10 149.10 �10212.05 104.17 49 0.00 Q.00, 149.1 Q 149.10 10062,95 104.Q8 48 0.00 0.00 '149.10 149.10 9913.85 1 D4.Op 47 n.p0 �.00 149.'!0 149.10 9764.75 103.92 46 0.00 0.00 14g.10 149.10 9615.65 ��3.83 45 0.�0 0.00 149.10 149.10 9466.55 103.75 44 0.00 0.00 1 a9.1 D 149.10 9317.45 103.67 43 0.00 0.00 149.10 149.10 9168.35 103.58 42 0.05 5.50 146.9d 152.40 9019.25 '(03.5Q 41 0.16 16.2� 142.58 15g.8$ $866.85 1p3.42 40 Q,28 28.19 137.82 166.Q2 8707.98 103.33 39 0.60 60.40 124.94 185,34 8541.96 103.25 38 0.80 80.17 117.03 197.20 8356.62 103.17 37 0.95 95,07 111.07 206.14 8159.42 103.08 36 1.07 1�7.45 146.12 213.57 7953.28 103.00 35 1.18 11 B.05 1 Q1.88 219.93 7739.71 1 Q2.92 34 1.27 126.57 98.47 225.04 7519.7$ 102.83 33 1.36 135.50 94.90 230.4q 7294.74 102.75 32 1.45 145.41 90.94 236.35 7064.34 102.67 31 1.52 152.47 88.11 240.58 6827.99 102.58 3a 1.58 158.23 85.81 244.04 6587.4� 1q2.5p 29 �.64 164.23 $3.41 247.64 6343.37 102.42 28 1.70 189.95 81.�2 251.07 6095.73 10?_.33 27 1.75 175.29 78.98 254.28 5844.66 102.25 26 1.80 180.28 76.99 257.27 5590.39 102.17 25 1.85 185.50 74.90 260.40 5333.`!2 102.08 24 1.89 189.31 73.38 262.69 5072.72 102.04 23 1.93 193.40 71.74 265.14 4810.03 101.92 22 1.97 197.50 70.10 267.60 4544,89 101,83 21 2.01 200.99 68.70 269.70 4277.29 10'1.75 20 2.04 204.50 67.30 271.80 4007.60 1 Q 1.67 19 2.07 207.50 66.10 273.60 3735,80 1 D 1.58 18 2.10 210.49 64.90 275.39 3462.20 1fl1.50 17 2.93 213.18 63.83 277.01 318fi.80 1fl1.42 16 2.15 215,39 62.95 278.33 2909.80 1Q1.33 15 2.18 217.71 62.02 279.72 2631.46 101,25 14 2.20 219.84 61.17 281.00 2351.74 1��.17 13 2.21 220.73 60.81 281.54 2070.74 141.�8 12 0,00 �.00 149.10 1�t9.10 ; �1789.20 10�.00 1`1 0.00 q,OQ 149.1 Q 149.10 1640.10 1�0.92 �0 0.00 0.00 149.10 149.10 1491.00 10Q.83 9 0.00 0.00 149.10 149.10 1341.90 1 Q0.75 8 Q.00 0.00 149.1 Q 149.10 1192.80 100.67 7 d.00 0.00 149.10 149.10 1043.70 100.58 6 0.00 O.OQ 149.1 p 149.10 894.60 100.50 5 a.00 0.00 149.1U 149.10 7�5.50 100.�2 4 0.00 0.00 149.10 149.10 596.�4q 140.33 3 0.00 0.00 149.10 149.10 447.30 10q,25 2 0.00 0.00 149.10 149.10 298.2(3 140.17 1 0.00 0.00 149.10 149.10 149.1 C} 100.08 MODIFIEU PULS page# 1 RESULTS: Ftouting of 24 hr-2 yr Inw-flow hydrograph in Underground initiai elev: 0.0 ft Incoming peak: 0.154 cfs Volume discharged: 0.000 acre-ft Incoming volume: 0.0�� acre-ft Max outfiow; 0.000 cfs Max elevation in pand: Q.OqO ft Hydragraph:24 hr-2 yr. fiim� lnN�swy I„ , 1,�+1�t:1 f�, I�t€.'Vs�l,� 25�/a�-Cl� �S�fQt}t�z :C7utflr�w,4J„ Vt�lume,S �lev�t'ran,h th�) (cfsj {+cfs); :tefs {�t�). . cf�} (�fs) (efsy 4ft3) (ft�osi) a.00 o.000 o.o� o.00 o.o o.oa o.aoa o o.no o.z5 p.00g o.oz o.009 4.� n.00 o.ao o.aoo a o.oa 0.50 q.014 OA3 OA14 1�1.2 0.00 O.f� Q.00d a O.a4 0.75 Q,Q14 0.03 0.014 2f,.5 0.00 O.QO O.QO� 0 fl.0� 1.00 Q,018 0.03 0.018 40.7 �.0� 0.00 0.000 0 OAO 1.25 0.014 Q.Q3 O.d�4 55.0 0,00 o.oa O.OQ� U 0.00 1.50 0.014 0.03 0.034 67.2 0.00 0.00 0.000 0 0.00 1.75 0.014 0.03 O.Q14 79.4 0.00 0.00 0,000 0 0.00 2.p0 0.018 a.04 q.07.8 93.6 0.00 Q.UO 0.000 0 0,00 2.25 O.A�S O.UQ Q.Q18 109.9 0.00 q.QO Q.000 0 n.00 Z,50 0.018 0.04 0.018 126.2 0.(}Cl O.OQ 0.000 0 0.00 2.75 0.023 0.05 OA23 144.5 0.00 D.00 0,000 0 0.00 3.00 O.d23 0.05 0.023 16�4.9 0.00 DAn O.QQO 0 q.d0 3.25 O.Q23 O.dS O.Q23 185.2 0,0� 0.00 O.OQO 0 q.qp 3.50 O.q23 0.05 0.023 205.6 Q.flO 0.00 0.000 0 0.00 3.75 U.�23 0.05 0.023 225.9 0.00 0.00 0,000 0 D.00 4.00 0.027 0.05 0.027 248.3 0.00 0.00 0.000 0 O.QO 4.25 0,027 Q.06 0.027 272.7 0.00 0.0� 0.000 0 0.00 4.50 O.Q32 0.06 0,032 299.2 0.00 0.00 0,000 0 t}.QQ 4.75 0.032 0.07 0.032 327.7 O.QO O.OQ 0.000 0 0.00 5.00 0,036 0.�6 0.036 358.2 �.00 Q.00 0.000 0 0.�0 5.25 O,D27 0.06 0.027 38b.7 0.00 0.00 Q.000 0 0.00 5.50 0.(132 0.07 0.032 41.3.2 0.00 Q.00 O.OQO 0 O,Da 5.75 O.U36 0,07 0.036 443.7 0.00 0.0� O.OdO 0 Q.00 Fi.00 0.03fi Q.08 0.03�i 476.3 �,0� 0.00 0.000 0 O.Ofl 6.25 Q.041 O.QB 0.041 510,9 0.00 0.00 0.040 0 0.00 5.50 0.041 0.09 0.041 547.5 0.00 4.Ofl 0.000 0 a.00 6.75 Q.0�45 0.09 O.p45 586.2 0.00 0.00 OA00 0 0.00 7.OQ 0.045 0.09 0.045 626.9 0.00 0.00 OA00 0 0.00 7.25 0.045 0.09 0.045 667.6 0.00 0.00 0.000 0 0.00 7.50 0.05a 0.10 0.050 710.3 0.04 0.00 Q.p00 0 0.00 7.75 0.054 0.11 O.Q54 757.1 0.00 0.00 O.OqO 0 O.QO 8.00 �.059 0.13 0.059 808.0 O.Od 0.00 Q,(}00 0 0.00 8.25 q.068 0.14 0.068 865,0 0.00 O.OQ 0,000 0 0.00 8.�0 DA68 0.14 � OAfi8 926,1, O.QO 0,00 O.OqO 0 0,00 8.75 0.072 0.15 O.d72 989.2 O.QO 0.00 0.000 0 0.00 9.00 0.077 0.16 fl.077 1056.3 O.Qf� b,00 O.bqO 0 O.QO 9.25 0.086 d.18 O.Q86 1129.6 O.QQ 0.00 O.00U 0 O.OQ 9.5a 0.090 0.19 0.090 1209.0 0.00 0.00 0.000 0 0.00 9.75 0.095 0.19 0.095 1292,4 O.QO 0.00 �.000 � 0.00 10.00 0.�.00 0.17 0.100 1380.� Q.00 0.00 �.000 0 0.00 10.25 Q.068 O.:L4 O.Q68 1�55.� O.Od 0.00 0.000 0 O.QO 10.50 Q.068 0.16 0.068 1516.3 0.00 O.OD 0.00� 0 0.00 10.75 0.090 0.18 0.090 1587.6 0.00 0.00 0.000 0 0.00 11..00 0.09Q 0.Z8 0.090 1669.0 O.OU 0.00 0.000 0 O.OQ 13..25 0.086 0.17 0.086 17Q8.4 0.0(} 0.00 �.000 0 0.00 Hydrograph:24 hr-?_yr. (cont) Routing of Law Flow page# z tim� Infltrw,4n 1�,+1„�a f,� lr�f:i�al,� ;�S�/L1t,�� '25z1�t�O� t7utflow,t�„ Vatume,S �ievation,h �hr} ��sy {�Fsj '(c�'s) : (�t�) (cfs3 �cfs) (cfs) �ft�) (ft-os!) 11.50 0.0$6 Q.1.6 fl.086 1825.7 0.00 0.0� 0.000 0 0.(� 11.75 OA77 0,16 0.071 1899.fl 0.00 U.00 QA00 0 0.00 12.p0 0.081 0.19 0.081 197Q.2 O.qO 0,00 0.000 d 0.00 12.�5 0.113 0.23 0.113 2Q57.7 Q.QO 0.00 O.d00 0 {}.00 1.2.50 0.118 0.24 0.118 21b�..5 O.dO 0.00 0.000 d 0.00 12.75 O.S27 0.26 0.127 2271.4 0.00 (J.00 0.000 Q O.UO �.3.�� 0.131 C1.28 0.131 2387.5 0.00 0,00 0.000 Q O.ntl 13.2_5 0,154 0.31 0.�.54 7_515.7 O.Od d.00 0.000 Q fl.00 13,50 0.154 O.Z6 0.154 2654,1 0.00 O.aQ d.000 0 0.00 13.75 0,104 0.21 0.1Q4 2770.1 0.00 0.00 0.000 0 0.00 14,�0 0.104 0.23 Q.104 2863,7 0.00 OAO �.O�Q 0 O.OQ 14,25 Q.122 0.24 0.122 29655 0.00 0.00 D.000 0 0.00 14.50 0.118 0.24 0.13.$ 3fl73.4 �.00 0.00 Q.000 0 0.00 14.75 0.11$ O.Z3 Q.118 3179.2 0.00 0.00 0.000 0 0.00 15.00 0.113 0.22 0.113 3283.0 d.00 U.00 O.OQO 0 Q,00 15.25 0.109 0,�1 0.109 338Z.7 D.00 0.00 0.000 0 0.00 15.50 0.104 0,19 0.104 3478.4 D.00 0.00 0.000 0 0.00 15.75 0.0$6 0.17 d.0$6 356�.9 0.00 0.00 0.000 0 0.00 1C.OQ 0.086 0.1C1 Q.086 3641.2 0.00 0.00 Q.000 Q O.t?� 16,25 0.018 0,�4 0.0�,8 �688.0 0.00 0.00 0.000 0 O.QO 16.5� (?.0�8 (3.03 0.018 3704.3 O.QO O.OQ 0.000 0 0.{}Q 16.75 0.014 0.03 D.014 3718.6 0.(}0 O.QO O.Q00 0 O.QO 17,00 0.014 0.04 0.014 373Q.8 0.00 U.00 0.000 0 0.00 17,25 0.023 a.05 0.023 3747.1 0.00 O.Qp O.�Oa 0 0.40 17.50 QA23 0.05 OA23 3757.4 0.00 0.00 O.OdO 0 0.�0 17.75 0.023 0.04 (7.023 3787.8 O.QO 0.00 0.000 0 0,00 18.00 0.018 d.04 0.018 3806.1 0.00 O.E?0 OA�Q U 0,00 18.25 0.018 OA4 0.018 3822.4 0.�0 0,00 OA00 0 O.qO 18.50 0.018 0,03 Q.Q18 3838.7 O.fH? O.OQ 0.000 (J 0.00 18.75 0,014 0.02 0.014 3552.9 O.gE} 0.00 0.000 0 0.00 19.00 0.(�09 0.02 0.009 3863.1 OAD O.QO O.00Q 0 0.00 19.25 0.014 Q.03 0.014 3873.3 0.00 0.00 0.000 0 0.00 19.50 0.018 O.p3 D.b1$ 3887.5 0.00 0.00 0.000 0 0.00 19.75 0.014 U.02 Q.014 3901.7 0.00 0.00 0.000 0 0.00 20,00 0.(}09 0.02 0.009 3911.9 0.00 0,00 �.000 � 0.00 20.25 O.OS�I 0.03 0.014 3922.1 0.00 0.00 O.00Q 0 O.Oa ?_O.5Q 0.014 0.03 0.014 3934,3 0.00 O.OU O.OQO � 0.00 20.75 fl.014 OAz � 0.014 3946.5 0.00 0.00 Q.000 0 O.OQ 21.a0 0.009 0.0� 0.009 3956.7 0.00 0.00 0.40Q 0 0.00 21.25 0.014 0.02 0.014 3966,9 a.0d O,00 a.00a q fl.OQ 21.5d 0.009 0.02 0.009 3977.1 O.QO QAO a.00� � O.qO 21.75 0.01.4 0.02 0.014 3987'.2 OAO D.00 OA00 0 0.00 22.00 0.009 0.02 0.009 3997.4 a.b0 D.00 O.QdO p 0.00 22.25 0.014 (}.02 0.01A 4Q07.6 0.00 O.OQ Q.000 0 0.00 22.50 d.009 0.02 0.009 4017.$ 0.00 �.00 0.000 0 U.00 22,75 0.009 �.02 O.Op9 4d2S.9 Q.00 0.00 0,(}QO 0 0.00 �3.OQ Q.Oa9 0.02 0.009 4034.0 0.00 0.00 0.000 0 0.00 23.25 0.009 0,02 0.009 4042,2 O.QO 0.00 O.00Q 0 0.00 23.50 �.049 0.02 0.009 4050.3 0.00 0.00 Q.000 0 0.00 23,75 0.009 O.Oz O.q09 4058.5 0.00 p.00 O.OQQ 0 0.00 7_4.00 Q.Ot)9 0.01 0.009 4Q66.6 0.00 0.00 (l.C}00 0 {�.00 24.25 0.000 0.00 0.000 4a7Q.7 0.00 0,00 O.00Q 0 O.QQ MODIFIEQ PULS page# 3 At 0.250 hr Stnrage coefficienfis for Under�round min D ft 5=variabie equatian(s��end of table) datum: U ft a(not used) 0.00 initiai elev. 0 ft b(noc used} 0 ft Outlet structure: G I�oc�,S�d� 0 ft2 (See details in Total Discharge Tabie) A-i nfi Itr: 4473 sq-ft Infiltration's5afetyfactor: L2� f(infiltr): 4 in/hr Volume-elevatipn-Outflqw curve �4 hr Storm Events(At=15 min). 5 �t �lo h/�; �5/d�t�+� � �lo 0 0.000 0.0006 0.00 0.000 0.0000 149 O.Q83 O.00Q6 0.33 O.Q00 0.0000 29$ a.�.67 0.00�6 0.66 0,t}00 0.0000 447 0.250 0.0006 0.99 O.Q00 0.0000 596 0.�33 O,aqQfi 1.33 O.QOQ O.Q000 746 �.417 O.QOOb 1.56 0.000 O.OQ00 895 0.500 a.0006 1.99 0.000 DA000 10A4 0.583 0.0006 2.32 a.nno 0.0000 1193 0.667 D.O�q6 2.65 O,OQO 0.0000 1342 0.750 O.OD06 2.98 0.(}00 0.0000 1491 0.$33 0,0006 �.31 0.000 0.0000 1640 0.917 0.0006 3.64 0.000 q.qQpO 17$9 1.000 0.0003 3.98 0.000 0.0000 2071 1.083 0.0003 4.60 0,(}00 D.0000 2357 1.167 0.0003 5.23 0.000 0.0000 2631 1.250 0.0003 5.85 0.000 O.Q000 2910 1,333 0.0003 6.47 O.00Q 0.0000 3187 1.417 0.0003 7'.08 0,000 0.0000 3462 1.500 0.0003 7.59 0.000 0.0000 3736 1.583 0.a003 8.3� �.00Q O.OQ00 4008 1.667 0.0003 8.�1 0.000 0,0000 4277 1.75p 0.0003 9.51 O.OQO 0.0000 4545 1.833 0.0003 10.10 0,000 O.fl40Q 4$�.0 1.917 O.Q003 10.69 fl.Q00 O.U(?00 5073 2.000 0.0(103 11.27 0.000 0.0000 5333 2A83 O.Q0�3 11.85 0.000 0.04Q0 5590 2.7.67 0.0003 �.2.42 0.000 d.0000 5845 2.250 O.OaQ3 12.99 O.Q00 O.00Ofl 6096 2.333 OA003 13.55 0.000 0.0000 6343 2.417 0.0003 14,10 0 A00 0.D000 6587 2,SQ0 4.00a3 14.64 O.OqQ O.Ob�O 6828 2.583 4.U0(J4 15.17 0.000 O.d000 7064 2.667 4.00d4 15.70 0.000 0,0000 71_95 2.750 O.�O�I 16.21 0.000 0.0000 7520 2.833 O.OD�4 16.71 0.000 0.0000 774D 2.917 O.00O�t �.7.20 0.000 O.00OQ 7953 3.000 0.0004 17.67 0.000 0.0000 8159 3,083 0.0004 18.13 a.aoo 0.0000 8357 � 3,�.�i7 �.0004 18.57 a.aoo Q.0000 8542 3.250 0.0005 18.98 0.000 O.Oa00 87Q8 3.333 0.0005 19.�5 O.OQQ 0.��00 8867 3.4�.7 �.0005 i9.�o 0.(Hl0 0.0�00 9019 3.500 4,(�06 2Q.04 0.000 0.0000 page# 4 �3168 3.583 Q.�06 20,37 0.000 U.0000 9317 3.667 �,�006 20."71 0.000 0.0000 9467 3.750 0.40p6 21,Q� 0.000 0.0000 9616 3.833 O.OQ06 21.37 a.aao U.OQ00 9765 3.917 0.()006 21.70 0.000 0.�00 9�314 4.000 0.0006 22.03 0.000 0.0000 10b63 � 4.083 0.0006 27_.36 O.00q O.00OQ 10212 4.167 0.0006 22.69 O.OQO 0.0000 10�51 4.250 0.0006 23.02 0.0�0 0.0000 1n510 4.333 0.0006 23.36 O.00Q Q.00OQ 10659 4.417 0.0005 23.69 O.00Q 0,0000 �.Q808 4.500 24.02 a.000 MODiFI�D PULS page# � RESUl.T5: Routing of 24 hr-10 yr low-flow hydrograph in Underground initial efev: 0.0 ft Incomirrg peak: 0.751 cfs Voi€ame discharg�c�: 0.000 acre-ft Incoming volume: Q.304 acr�-ft Max outflow; 0.000 cfs Max ele�ation in pond: �..558 ft Hydrograph:2a hr-10 yr, tim� I�flow.�;, ��,�I�,�z , f„ tnf.Vni,� ��/�tY�}� ��/at+a� �utfiow,�3„ Volume,5 �tevativn,h {hr� {c�s� . (cfs� (cfs� (�3} cfs�: . (c�s�: . {cfs) {f��� (�t-os��. o.00 a.aoa o.oz o.ao o.o o.00 o.aoo o a.00 o.zs o.oz2 0.06 0.0�7 10.o a.00 o.aa o.oao a o.oa 0.50 0.033 0.07 0.033 35.0 0.00 0,00 O.Q00 0 0.00 Q.75 0.033 0.08 fl.p33 65.0 O.Od 0.00 O.OQO 0 0.00 �.00 0.044 O.Og O.O�l4 100,�. 0.00 0.00 0,000 0 Q.O� �..25 0.033 0.07 0.033 135.1 0.00 0.00 O.ODQ 0 O.Q� 1.50 0.033 0.07 0.033 165.1 0.� U.00 0.000 0 0.00 1.75 0.033 0.�8 �.q33 195.3. O.Od 0.00 0.000 0 0.00 2.00 0.044 0.�9 O.Q44 230.2 Q.00 0.00 0,000 0 0.00 2.25 O.Q4�i 0,09 0.044 270.2 0.00 O.OQ 0.000 � O.QO 2.50 0.044 �.10 0.044 310.Z 0.00 �.00 0.000 0 Q.00 2.75 0.056 0.11 0.056 355.3 0.00 0,00 0.000 0 D.00 3.00 0.056 0.11 OASb 405.3 0.00 0,00 D.000 0 0.00 3.25 0.056 0.11 0.056 455.3 0.00 0,00 0,000 0 0.00 3.50 O.d55 0.11 0.056 505.4 0.00 O.aO O.Q00 D D.00 3.75 0.056 0.12 OA56 555.4 0.00 0.00 0.000 0 OAO 4.00 0.067 0.1� 0.067 610.4 0.00 0.40 0,000 0 0.00 �.25 O.Q67 0.�4 0.067 670.5 0.�0 Q,00 �.000 0 0.00 4.5q 0,078 0.16 0.07$ 735.5 QA� 0,00 0.0�0 0 0.00 4.�5 0.078 0.17 0.078 8i}5.6 0.00 O.QO O.00q 0 OAO 5.00 0.089 p.�.5 OA89 880.6 0.04 0,00 0.000 0 O.QO 5.25 O.a67 C1.14 0.057 950.7 O.UO 0.00 0.000 D 0.00 S.SO 0.078 0.17 0.078 1�15.7 0.00 U.O(7 0.000 0 Q.Q� 5.75 Q.Q89 0.18 0.089 1�3d.8 dA0 0.00 0.000 0 0.00 6.00 0.0$9 0.19 d.089 117n.8 Q.00 0.00 0,000 0 0,00 6,25 0.100 0.20 0.100 1255.9 OA4 OAO b.00a 0 0.00 6.5Q 0.100 0.21 Q.100 1346.0 �.00 0,00 0,000 0 0.0� �.75 0.1�1 o.2z a.a.�� �.aaa..p o.00 n.oa o.aoo 0 o.oa �.00 o.��� 0.22 a.�1�. Zs�1.z o.00 o.00 o.000 0 0.00 7.25 0.111 0.23 0.111 1641.2 0.00 0.00 0.000 0 0.00 7.50 0.122 0.26 0.12Z 1746.2 �.00 0.00 D.000 0 0.00 7.75 0.133 0.28 0.133 1861.3 O.UU 0.00 Q.00Q � D.OQ 8.� 0.145 0.3�. 0.145 1986,4 0.00 0.00 O.d00 0 Q.QU 8,25 0.167 0.33 0.167 21Z6.5 0.00 0,00 Q.000 0 0.00 8.50 0.167 0.34 �.167 2276.6 p.00 0,00 O.OQO 0 0.00 8,75 0.178 0.37 0.�.78 7_A31.7 0.00 0.00 0.000 b �.00 9.00 Q.189 0.40 0.189 2596.8 O.Ob 0,40 0.000 0 4.00 9.25 0.211 Q.43 0.207 2775.7. 0.00 0.00 0.000 2 0.00 9.50 0.222 0.46 0.207 2961.5 O.Q2 0.02 O.C}00 31 0.41 9.75 0.233 0.48 0.208 314$.1 0.05 0.06 0.000 29 0.02 10.00 0.245 0.41 0.208 3335.2 0.13 0.13 O.00q 57 0,03 10.25 0.167 0.33 0.209 3523.2 0.12 U.12 O.Q00 54 0.03 10.50 0.167 0.39 0.209 3711.4 0.04 0,04 0.000 �.5 4.01 10.75 0.227 0.44 �.�08 389�.0 0.01 0.01 0.000 4 0.�0 11.00 0.222 0.43 0.207 4Q$S.6 Q.d4 O.p4 0.000 17 0.01 11,25 0.211 0.42 Q.208 4272.3 0.06 0.06 Q.000 26 O.d1 Hydrograph: 24 hr-10 yr. (cont) Routing of Low Flow page# 2 time :tnftow,1„ 1n+1,�.�� , f„ tn�.Vol.� z5�/dt��s� ��/L�t��►� du��fow;fl;� Vaiume,S Elevation,h �hr� {cfs� {cfs�, (tfs) (�t3) . �cfi$j (cfs). (�s) ' {ft�) t�t-osl) 11.50 0.211 0.4U 0.208 �459.3 0.06 0.06 O.00Q 29 0.02 11.75 0,7.89 0.39 0,208 4645.4 0.05 0.05 O.U00 22 �.01 12.00 0.200 0.57 0,208 4833.4 0.02 0.02 0.000 10 0.01 12.25 0.365 0.83 O.Z07 5020.2 0.17 U.17 O.00Q 78 0.04 12.50 0.46� 1.07 0,209 52_Q7.6 0.58 �,SS 0.000 262 0.15 12.75 Q.604 1.25 b.214 5397.8 1.23 1.23 O.p00 S52 0.31 13.00 0.651 1.40 0.220 5593.1 2.05 2,05 0.004 92'L Q.;a. 7.3.25 0.747 1.5Q 0.��8 5795A 3.Oq 3.00 Q.000 1348 0.75 1350 4.751 1.7.a 0.237 600�i.5 Q.03 4.03 0.000 1813 1.01 13.75 0.347' 0.71 0,246 6221.9 4.64 4.64 0.000 2090 1.09 14.00 0.367 1.(� 0.�48 �444.Q 4.86 4.86 0.00� Z 189 1.12 14.25 0.631 1.23 O.Z47 6656.7 5.37 5.37 O.OUO 2416 1.19 14.50 0,603 1.22 0.248 5889.7 6.11 6.11 0.0�0 27�18 1.2$ 14.75 Q.614 1.2Q 0.250 7114.0 6.83 6.83 0.000 3071 1.38 15.00 �,582 1.12 0.252 7340.1 7.52 7.52 O.QQQ 3383 1.48 15.25 0.541 1.03 0.254 7567.7 8.14 8.14 0.000 3661 1.56 15.50 0,486 Q.70 0.255 7796.5 8.65 £3,65 0.00� 3894 1.63 15.75 0.�11 0.44 O.�SG 8Q�6.2 8,84 8.$4 0,0�0 3978 1,66 16.00 p.226 0.27 0.255 8255.9 8.77 8.�17 0.000 3945 1,65 16.25 q.Q44 p.09 0.253 8a84.6 8.53 g.�3 0.000 3838 1,51 7.6.50 0.044 Q.08 0.25]. 8711.6 8.11 8.11 0.000 3651 1S6 16.75 0.033 0.07 0.248 8936.4 7.69 7.69 U,000 3461 2.50 17.00 0.033 0.09 O.Z4Fi 915$.9 7.26 7.26 O.OQp 3269 1.44 17.25 0.056 0.11 0.244 9379.2 6.86 6.86 Q,Q00 3089 1.39 17.50 0.056 Q.11 0.241 9597.4 6,�t9 5.49 OA�O 292Q 1,3�i 17.75 0.056 0.10 0.�39 9813.6 6.12 G.12 0.000 2754 1,29 18.OQ 0.044 0.09 0.237 10028.2 5J4 5.74 0.000 2585 1.24 �.8.25 O.Q44 0.09 0.236 10241.1 5.36 5.36 �.QaO 2412 1.:1.8 28.5q O.d44 0.0$ 0.234 10452.4 4.98 4.98 0.000 224�. 1,13 18.75 0.033 0.05 0.23z 10662.1 4.59 4.59 0.000 2056 1.08 19.00 0.022 0.0� 0.231 1.0870.3 4.18 4.18 O,OdO 1883 1.03 19.25 0.433 0.08 0.229 11077.1 3.78 3.78 0.000 1.��1 0.95 19.50 0.044 0.08 0.227 11282.3 3.40 3.40 C�.d00 153�. 0.86 19.75 0.033 OA6 0.2�5 114g5.S 3,03 3,q3 Q.000 1363 0.76 20.00 0.022 OA6 �.222 �.1686.7 2.64 2.64 OA00 1.186 0,66 20.25 �.033 0.07 0.220 11885.9 2.25 2.25 O.U00 1012 0.;7 20.50 0.033 Q.07 0.218 12083.2 1.88 1.88 0.000 845 D,47 2p.75 Q.033 0.06 0.216 1Z278.6 1.51 1.51 O.d00 680 0,38 21.00 �.Q22 0.06 0.214 12472.2 1.3.4 1.14 O.QQO 511 O.Z9 21.25 0.033 p.06 0.212 12654.2 U.76 0.76 0.000 344 0,19 2�,.50 0,022 0.06 Q.211 1Z854.6 0.40 Q,40 0.000 179 0.10 21.75 Q,033 p.00 0.2Q9 13043.3 0.03 O.p3 0.(}00 15 0.01 22.00 Q,022 0.06 0.207 1323�.6 22.25 0.033 0.06 22.50 0.022 0.04 22.75 �.022 O.Q4 23.00 0,02Z 0,04 23.25 0.0�2 0,04 23.50 Q.022 0.04 23.75 0.022 0.04 24,00 0.022 O.QZ 24.25 O.p00 0.00 9019 3.50Q U.00Ofi 20.04 O.OUO O.00UO page# 4 9168 3.583 O.00Q6 20.37 0.440 0.0000 93]J 3.667 0.0006 2UJ1 Q.OdO O.OQpO 9467 3.750 0.0006 21.04 0.000 �.00QO 961b 3.833 0.0006 21.37 0.000 0.0000 9765 3.917 0.40d6 21.70 OAQO 0.0000 9914 4.00� O.OQQ6 2�.03 0,000 0.0000 10063 4.�83 O.00d6 22.36 Q.000 0.0000 10212 4.167 O.Q005 22.69 q.QOQ 0.0000 10361 4,250 O.q00fi 23.02 0.000 0.0000 1�51� 4.333 U.0006 23.36 O.Q00 O.ODUU 10659 �.417 Q.00Q6 23.69 0,000 O.b000 108�8 4.500 24.02 0,000 MUC)1FiED PEJL.S page# � RESULTS: Routing of 1 hr-1DQ yr low-flow hydrograph in Underground initial elPv; 0.0 ft Incoming peak: 1.�10 cfs Volume discharged: 0.000 acre-ft Incnming volume; 0.089 acre-ft Max outfiow: 0.000 cfs M�x elev�tion in pond: 1.1.80 ft Hydrograph: 1 hr-100 yr. time Inflaw,fry in*I„+� : f�; Inf.Vot,'� 2S1JQE�� 2�/�1t+CJ� Outftaw,n„ Volurt��,S Elev�ti�n,h (hr) �cfsj (tfs)' �cfs� {#t3} : (cfs). (cf�) (cfs� (ft3) (ft-osi) a.00 o.00a o.sn o.00 o.o a.00 a.aoo 0 0.00 a.o$ o.sos �.�o 0.20� 3�..� o.�o o.�a o.aao �o o.o� Q.17 0.897_ �.$0 0.581 149.2 7..5]. 1.51 O.Q00 27_6 0.13 0.25 0.909 1.85 Q.403 295.8 2.�2 2.32 0.000 348 0,19 d.33 0.941 1.91 0.359 411.1 3.41 3.41 0.000 512 4.29 0.42 0.970 2.OQ 0.368 52Q.2 4.59 4.59 d.d00 689 0.39 0.50 1.032 2.10 0.379 632.2 5.85 5.85 O.q00 877 0.49 0.58 1.�64 2.21 0.387 747A 7.18 7.18 0.000 1077 0.60 0.67 1.149 2.46 Q.394 864,0 8.51 8.61 O.D00 129Z 0.72 4.75 1.310 3.2.2 0.401 983.2 10.28 10.28 O.Q(lD 1i42 0.86 0.83 1.910 2.99 0.410 ��.04.8 1Z.69 3.�.69 d.f}00 �.903 1.03 0,92 1.t183 1.94 d.424 1229.8 14.84 14.84 0.000 2227 1.13 1,Od 0.855 0.86 0.420 1356.4 1.5.94 15.94 0.000 2391 1.18 1,08 0.000 0.00 0.40$ 1480.6 15.97 15.97 0.000 2395 1,18 1,17 0.000 U.00 �.392 160Q.5 15.�.7 15.17 0.000 2275 1.14 1.25 0.000 O.OQ U.373 1715.2 14.40 14.40 0.000 216U L 11 1.33 O.OaO O.pO 0.357 1824.6 13.67 13.57 0.000 2051 1.08 1,42 fl.00Q 0.00 0.344 19Z9.7 3.2.97 12.97 0.000 1946 1.05 1,50 0.000 0.00 0.333 2031.2 12.30 12.30 0.000 18�14 1.02 1,58 0.(?00 0.00 0.323 Z129.5 ii.�a 11.64 0.000 1746 0.98 1.57 O.OQO Q.00 0.313 2224.9 11.00 11.00 0.000 16�1 0.92 1.75 0.000 0.00 0.303 2317,4 10.�9 10.39 0.000 1558 0.87 1.83 0.000 0.00 0.294 24Q7.0 9.79 9.79 0.000 1469 0.82 1.92 �.00Q O.OU 0.286 2494A 9.2� 9.21 U.000 1382 0.77 2.00 p.ODO 0.00 0.279 2578.7 8.65 8.65 0.000 1297 0.72 2.08 0.000 0.00 0.272 2661.4 8.09 8.�9 0.000 1214 0.68 2,17' OA00 0.0� 0.266 2742.1 7.56 7.5b 0.000 1133 0.63 2.7_5 O.00Q q.QO 0.261 2821.1 7.03 7.03 0.000 1054 O.S9 Z.33 O.OQO 0.00 0.255 2898.5 5.51 6.51 Q.000 977 0.55 2.42 OA00 Q.OU 0.251 2974.5 6.01 6.01 OA00 9U1 0.50 2.50 0.000 Q.00 0.246 3049.0 5.51 5.51 Q.00Q 827 Q.46 2.58 O.OaO 0,00 0.242 37.22.3 5.02 5A2 0.000 753 0.4"� 2.67 0.000 U,00 0.238 3194.3 4.54 4.54 0.000 681 0.38 2.75 D.OQO 0.�0 D.23S 3�65.3 4.07 4.07 O.Q00 610 0.34 2,83 0.04d 0.00 0.231 3335.a 3.60 3.60 0.000 540 0.30 2.92 d.000 0.00 0.228 3404,1 3.14 3.14 0.000 471 O.Z6 3.0(} O.OfIQ 0.00 0.�25 3472,0 2.69 2.69 0.000 404 0.23 3.08 a.Oqq q.QQ 0.222 3539.1 2.�4 2.24 Q.OQO 336 0.19 3.17 0.000 0.00 0.219 3605.3 1.80 1.80 0.000 270 b.1.5 �.25 Q.000 O.OQ 0.217 3670.8 1.37 1.37 0.000 ZO5 0.11 3.33 0.000 QAO 0.214 3735.4 0.93 0.93 O.Q�O 140 0.08 3.42 0.000 Q.00 0.212 3799.4 0.51 0.51 0.000 76 0.04 3.50 0.000 0.00 0.210 3862.6 0.09 0.09 0.000 13 0.01 3.58 0.�0 O.Q� Q.208 3925.2 3.67 0.000 0.00 3.75 0.000 0.00 MOQiFIED PU�S page# z At 0.083 hr 5torage coefficients for Und�rgrflund min 0 ft S-variable equation�see end af tiable} datum: 0 ft a(not used) O,OQ initial eiev. 0 ft b(not used) 0 ft Outl�t structure: ���,ot USea> 0 ft' (Ses details in Total Discharge Table) A-infiltr: 4473 sq-ft Infiltration's5afetyfactor. [%ZM���w� f(infiltr): 4 in/hr �. Volurne-elevatian,CJutflow curve fi hr Storm�vents(�t=5 min). 5 h, Siope h/S Z�JOti*C1 �: �lope : 0 0.0(10 0.0006 0.00 0.000 O.d000 149 0.083 O.00Q6 0.99 0.000 O.00OQ 298 Q.167 O.00Q6 1.99 0.000 0.0000 447 0.250 0.0006 2.98 0.000 Q.OQ00 596 �.333 0.0006 3.98 O.d00 0.0000 746 Q.47.7 O.�QQ6 4.97 Q.000 0.0000 $9S 0.500 0.0006 5.96 0.000 O.00QO 1044 0,583 0.�006 6.96 0.000 O.00p(l 1193 0.667 O.Q006 7.95 0.000 0.0000 1342 0,750 0.0006 8,95 0.000 OA000 1491 0.833 0.0006 9.94 0.000 0.0000 1fi40 0,99.7 0.0005 9.0.93 0.00� 0.0000 1789 1,�00 0.0003 11,93 0.000 0.0000 2071 1.083 0.0003 13,80 0.000 0.0000 - 2352 1.�.67 O.00Q3 15.68 0.000 0.0000 2631 1.250 q.QQ03 17.54 0.000 0.0�00 2910 1.333 0.0003 19,40 O.00D d.OD00 31$7 1.417 0.0003 �1.25 0.000 0.0000 3462 1.50q a.aao� 23.08 0,00� 0.0000 3736 1.583 0.0003 24.91 q.aU� Q.0000 4008 1.667 O.00a3 26.72 0.000 0.0(}00 4277 1.750 Q.00d3 28.52 0.000 0.0000 4545 1.833 O,QDQ3 30.30 0.000 O.OQQO 4810 1.917 0.0003 32.07 0.000 O,OQDO 5073 2.0(l0 0.0003 33.82 0.000 0.0000 � 5333 2.083 0.0003 35.55 d.00Q 0,�0�0 5590 2.167 O.U003 37.27 D.0�0 0,0000 5845 2.250 Q.Q003 38.96 0,000 O.00dO 6096 2.333 0.0003 40.64 0.000 O.Q000 6343 2.417 O.Oq03 42.29 O.OQO O.C1000 6587 "L.500 0.0003 43.92 a.oao 0.0000 6828 2.583 O.Q004 45.52 0.000 O.00QO 7064 2.667 0.0004 47.10 D.000 0.0000 , 7295 2.750 0.0004 48.63 O.Q00 O.00OQ 7520 2.833 �.fl004 5Q.13 0.000 O.00Od 774(} 2.5�7 0.0004 51.60 O.Q00 0.0000 7953 3.000 0.4t?04 53.02 O.�QO 0.0000 8159 3.083 0.0004 54.40 0.000 0.0000 8357 3.167 0.0004 55.71 0.000 Q.0000 8542 3.250 O,QOQS 56.95 O.00Q 0.0000 8708 3.333 O.OQ05 58.05 O,OOQ 0.0(}00 8867' 3.417 0,0005 59.11 O.OQO (J.0000 �o1�a 3.sao o.00a� 6c�.�� o.000 o.0000 page# 3 916� 3.583 0.0006 61.12 0.000 0.0000 9317 3.667 Q.(�(}06 62.12 0.000 0.0000 9467 �.750 0.(3[}06 63.11 O.OQO o.aoaa � 9616 3.8�3 0.{�(?06 64.1Q 0.000 q.Q000 9765 3.917 Q.0006 65.1U 0.000 0.0000 9914 4.000 0.�06 66.�4 0.000 OA000 10063 �t.C183 0.0006 67.09 Q.000 0.0000 10212 4.167 0.0006 68.08 0.000 O.00OU 10361 4.250 O.DQ06 69,07 0.000 O.Op00 10510 4.333 0.0006 70,07 Q.000 O,OOOQ 10659 4.417 0.0�06 71.06 0.000 O.Q000 10$08 4.500 72,06 Q.000 MOL)IFIED PULS page# � RESULTS: �tauting af 3 hr-1Q0 yr low-flow hydrograph in Undergraurid initial eiev: 0.(}ft lncoming peak: 1.288 cfs Volume discharged: 0.000 acre-ft Incoming volume: 0.196 acre-ft Max autflow: Q.OQQ efs Max elev�tinn in pond: 2A04 ft Hyclrograph:3 hr-100 yr. �ime inflow,l;, I„+I„*i fn ln�.Valy F 25�Idt-f�� ?�tfQt+�?a �lutfic�w,0„ Vaivme,S Elevatian,t� (hr) ��fs) (c�fsy (�fs) (ft�j ` (efs) (efsj', _ . {cfs) (ft3y {ft-osl) o.oa aooa o.zs a.00 o.a o,00 o.oao o a.00 O.Q8 0.279 0.56 0.207 31.1 0.07 0.07 0.000 11 0.01 0.17 0.279 0.52 0.252 �00.0 4.17 0.17 0.000 26 0.01 0.25 b.236 0.78 q.240 173.$ 0.1.9 0.19 (1.0U0 25 0.02 0.33 0.547 1.Q9 0.229 244.2 0.51 �.51 0.000 76 0.04 Q.42 0.547 1.27 0.247 315.7 1.12 1.12 q.000 169 0.09 D.50 0.722 1.27 0.27'6 394.2 1,87 1..87 O.Oq(} ?_80 0.16 d.58 0.547 1.27 0.299 480.5 2.56 2.56 0.000 384 �.21 0.67 0.722 1.44 0.311 572.0 3.22 3.22 0.000 483 0.7_7 0.75 0.722 1.27 0.316 �55.1 4.p4 4.04 0.000 505 0.34 0.83 0.547 1.18 0.325 762.3 �.67 4.67 0.000 700 0.39 0.92 0.634 1.3& a.3�6 859.9 5.24 5.20 0.000 779 O.�i4 1.00 0.722 1.55 �.324 957.4 5.90 5.90 0.000 $$5 0,49 1.08 0.824 1.65 0.3?_7 1055.1 6.8fl 6.80 OA00 1020 0.57 1.17 0.824 1.65 0.332 1153.9 7.79 7.79 0.000 1158 Q.65 1.25 [J.824 1.50 0.338 1254.5 8.76 8.76 O.00n 1315 0.73 1,33 0.774 1.66 0.343 1356.6 9.68 9.68 0.000 1452 0.81 1,42 (�.8$4 1.78 0.346 1459.8 10.65 10.65 0.000 1598 0.89 1.50 0.898 1.75 U.349 1564.0 11.74 11.74 �.Q00 1761 0.98 1.58 0.855 1.75 0.353 1669.2 �2,79 12.79 0.�00 19�.9 1.04 1.b7 �.898 1.87 p.351 1774.8 13.g4 13.84 0,000 2076 1.08 1.75 0.972 1.92 0.349 1879.� 15.01 15.01 0.000 2251 1.14 1.83 0.949 1.87 0.347 1984.1 16.23 15.23 0.000 2435 1.19 1.92 �.924 1.86 0.346 2088.1 1�.41 17.41 0.000 2612 1.24 7_.[}0 0.937 1.8J 0.345 2191.8 18,58 18.58 0.000 2788 1.30 2.Q8 0.949 2.01 0.344 2295.2 15,78 19.78 4.000 2967 1.35 2.17 1.056 2.17 0.343 2398.3 21.10 21.10 0,000 3165 �.41 2,25 1.114 2.11 0.343 2501.3 22.58 27.58 0.000 3387 �..4$ 2.33 0.993 2.22 0.344 2604.4 24.OQ 24.00 Q.000 3600 1.54 2.4Z 1.226 2.48 4.344 2707.6 25.53 25.53 OADO 3830 �..6�. 2.50 1.257 2.55 0.�45 281Q.9 27.33 27.�3 0.000 4099 1.59 2.58 1.288 2.46 � �.347 2914.7 Z9.1$ 29.1$ 0.000 4377 1.78 2.67 1.170 1.94 0.349 3019.0 3�.95 30.95 0.000 4642 1.86 2.75 0.774 1.5� 0.350 3123.8 3�.19 32.19 O.Q00 48Z9 1.92 2.83 Q.722 1.44 0.350 3z2$.7 32.99 32.99 0.000 4948 1.96 2.92 a.722 0.85 0.3a8 3333.3 33,73 33.73 0.000 506Q z.00 3.00 0.129 b.13 0,346 3437.3 33,89 33.89 0.000 5Q84 2.b0 3.08 O.Q00 0.00 0,342 3540.5 33.33 33.33 0.000 5000 1.98 3.17 0.000 0.00 0.336 36�i2.3 32.65 32.fi5 0,000 4898 1.94 3.25 0,000 O.QO 0.331 3742.3 31.99 31.99 O.Q00 4798 1.91 3.33 0.000 O.QQ 0.325 3840.8 31.33 31.33 Q.000 474[} 1.88 3.42 0.000 0.00 0.321 3937.7 30.68 30.68 Q.000 �#603 �..85 3.50 0.00� 0.00 �.316 4Q33.?_ 30.05 30,Q5 d.000 4507 1.82 3.58 0.000 0.00 0.31z 4127.3 29.4� �9,42 0.000 4413 1.79 3.67 0.400 0.00 0.305 4220.2 28.80 28.80 O.Q00 43Zd 1.76 3.75 0.000 U.Ob 0.304 4311.9 28.19 28.19 0.000 4228 1.73 Hydrograph:3 hr-100 yr, (cont� Routing of Low�low page# 2 time tnftow,i,; 1„�°i„+� f,�. Inf.l/01,� ��/��V�j ��zl�t+a2 Ouiflow,d� Volurn�,S Elevatian,Y► ihr) _ (cfis) (cfs) (c�s) 4ft3} : (ct�s) : (c�s) _ �c�s� (#t3) �ft-os�) 3.g3 Q.000 0.00 0.300 440?_.5 77.59 27.59 0.000 4138 3..71 3.92 0.000 0.00 0.297 4492.1 1_6.99 2f,99 O,Q00 4048 1.68 4.00 0.000 0.00 0.294 4580,7 26.40 26.40 Q.D00 3960 1.65 4.08 0,000 b.00 0.291 4568.3 25.81 ?_5.81 0.000 3872 1.53 4.17 DA00 0.00 O.Z88 4755.1 25.24 1_5.7_4 OA00 3785 1.60 4.25 �.000 0.00 0.285 4841.0 24.66 24.66 0.000 3fi99 a..�i7 4.33 0.000 O.OQ 0.282 4�26.0 24.10 24.10 O.00Q 3614 1.55 4.42 0.000 O.db 0.280 50a.Q.3 23.53 23.53 0.000 3530 1.52 4.50 0.000 0.00 0.277 5Q93.9 22.98 22.98 0.000 3446 150 4.58 0.000 0.00 0.7_75 5176.8 22,42 22.42 Q.000 3364 1.47 4.67 0.000 O.OQ 0.273 5259.4 21.88 21,88 C1.d00 3281 1,�#5 4.75 0,000 0.00 0.7_71 5340.5 21.33 7..1.33 Q.��O 3200 1.42 4.83 O.Q00 Q.qO C1.269 5421.4 20.79 20.79 O,OOQ 3�19 1.40 4.92 OA00 0.00 0,257 5501.7 20.26 20.25 0,000 3039 1.37 5.00 0.000 0.0� 0.265 5581.5 19.73 19,73 0,000 2959 1.35 5.08 O.00U Q.00 0.263 5660,6 19.20 19.2q 0.000 2880 1.3Z 5.17 0.000 0.00 0.261 5739.3 18.67 18.67 0.000 2801 1.30 5.z5 0.000 0.00 0.260 5817.4 18.15 18.15 O.Q00 2723 1.28 5.33 0.004 O.QO �.258 5895.0 17.64 17.64 0.000 26�5 1.25 5.42 Q.000 Q.00 �.256 5972.2 17.12 17.12 0.000 2568 �..23 5.50 0.000 0.00 Q.255 6048.8 16.61 16.61 O.Q00 2492 1.21 5.58 0.000 0.00 0.253 G125.1 16.10 16.10 0.000 2415 1.19 5.67 0.000 0.00 0.252 62Q0.9 15.60 15.60 O.00Q ,2340 1.1.6 5.75 0.000 0.(?0 0.25�. 5276.2 15.09 15.Q9 0.000 2264 1.14 5.83 0.00� O.QO 0.249 6351.2 14.59 1�,59 0.00(3 2189 1.12 5.92 a.000 O.OQ 0.248 6425.7 14,10 14.10 0.000 2115 1.10 6.OQ 0.000 0.00 0.247 6499.9 13.60 13.60 Q.000 2040 1.07 6.08 0.000 O.OQ 0.245 6573.7 13.11 13.11 0.000 1967 1.05 6.17 0.000 Q.QO 0.2Q4 6647.1 12.62 12.62 O.OQO 7.893 1..03 6.7_5 0.000 0.00 0.243 5720.� �2.13 12.13 0.000 1820 1.01 6.33 0.000 0.00 0.242 6792.9 �1.65 11.65 0.000 1747 0.98 6.42 0.000 0.00 0.240 6865.3 11.17 11.17 0.000 1675 q.94 6.5D O.00b O.Oa 0.239 6937.1 10.69 1d.69 0.000 �.�iO3 0.90 6.58 �,000 O.aa 0.237 70�8.5 1Q.2�. 10.21 0.000 1532 0.86 6.67 0.000 0.(}� 0,235 7079.3 9.74 9.74 0.000 1461 a.82 6.75 0.000 O.OQ 0.234 7149.7 9.27 9.27 O.OQQ 1.391 0.78 6.83 Q.q00 0.(}0 0.232 7219.6 8.81 8.8�. Q.000 13?1 0.74 6.92 0.000 O.QQ 0.�31 7289.1 8.34 8.34 O.Q00 1251 0.70 7.00 0.000 O.aQ 0.229 7358.1 7.88 7.88 0.000 1182 0.66 7.08 0.000 n.00 0.228 7426.6 7.42 7.42 O.00a 1114 0.62 7.17 0.000 0.00 0.�2C 7494.8 6.J7 6.97 0.000 1046 0.58 "1.25 O.00Q 0.00 0.225 7552.5 6.52 b.52 0,000 97$ Q.55 7.33 O.OqO O.Od 0.224 7629.9 6.07 6.07 0.000 910 p.S�. 7.42 0.000 0.00 0,223 7696.8 5.62 5.62 O.Q00 844 0.�7 7.50 0.000 O.OQ 0.221 7763.4 5.1$ 5.18 0.000 777 0.4� 7.58 0.0�0 O.OQ 0.220 7829.6 4.74 4.74 0.000 111 0.40 7.67 0.00� 0.00 0.219 7895.4 4,30 �.30 0.(}UO 645 0.36 7.75 0.000 O.QO 0.2�8 7960.9 3,86 3.86 0.000 579 0.32 7.83 D.000 O.QO 0.217 80z6.0 3.43 3.43 O.pQO 514 0.29 7.92 0.004 0.00 0.215 8090.8 3.Ofl 3.(70 0.000 450 0.25 8.00 0.000 0.00 0.214 8155.� Z,57 2.57 0.000 385 0.22 8,08 Q.000 0.�0 0.21.3 8219,4 2.14 2.14 O.00q 321 0.18 Hydragraph:3 hr-10{l yr, {cont} Rauting of Low�low �aye u s time' lnfit�w,in ' In+l;;,f;a, '�r, fnf,V�►1,� '2��I1lt�t�� �/Lst-�C�� UuYflaw,t�„ Velume,5 �l�v�tian,h (hr� ��fs) {cfs} (cfs) : (ft�} (cfs� : �cfsf (c�s� �ft3} �ft-o51j 8.17 0.000 O.qO 0.212 8283.2 1.71 1.71 OA00 257 0.1�t 8.25 0.000 QAO 0,211 8346.7 1.29 1.29 O.U00 194 0.11 8.33 0.000 0.00 Q.210 8409.8 0.87 0.87 0.�00 131 0,07 8,42 0.()00 b.00 0.7_09 �3472.7 0.45 0.45 QA00 68 0.04 B.Sp 0.000 U.00 0.208 8535.3 Q.03 0.03 O.OdO 5 O.DQ 8.58 O.QOQ 0.00 0.207 8597.6 8.67 0.000 (3.00 F3.75 O.Q00 Q.00 8.83 d.000 O.Ofl s.sz o.aoo a.00 9.00 0.000 0.00 9.08 0.�00 0.00 9.17 0.000 O AO 9.25 0.000 0.00 9,33 0.000 0.00 9.42 O.00a 0,00 9.50 0.000 0.00 9.58 0_0�0 d.�� 9,67 Q.00q 0.00 9,75 q.000 0.00 9.83 0.000 0.00 9.97_ 0.000 0.00 10.00 0.000 0.00 10.08 O.OQO O.Ofl 10,17 0.000 0.0C1 a.o.zs o.aoo o.ao �.0.33 a.000 o.aa �o.4z o.00a o.aa �a.5o o.aoo o.aa a.o.�g o.000 a.on sa6� o.00n o.00 10.75 0.0{10 0.00 10.83 0.000 0.00 1.092 0.000 �.QO 11,00 0.000 0.00 11.Q8 0.000 Q.00 11.17 0.000 O.OU 11.25 0.000 �.QO 11.33 0.000 0.00 1�..42 0.000 0.{1Q 1�.so o.000 o.00 i1.5s o.000 o.ao 1i.�� o.000 o.00 11.75 0.000 Q.00 11.83 0.000 0.00 1.1.92 0.000 0.00 1�.00 0.000 0.00 12A8 O.Q00 0.00 12.�.7 0.000 O.Ob 12.25 0.000 O.OD 12.33 0.4p0 0.00 1Z.42 0.000 Q.00 MOD1�=1�D PUIS page# 4 At 0.083 hr 5torage coefficsents for Underground min 0 ft 5=variable equation(see end af table) dBtUm: 0 ft a(not used) 0.00 initial elev. 0 f# b(not used) 0 fl �utlet structure: ��n�c��sPd} 0 ft7 (SeedetailsinTnfal{�ischargeTable) �1-infiltr: 4473 sq-ft Infiltratipn'sSafetyfar.tor (2� f{infiltr): 4 inJhr � Volume-elevation-Outflaw curve 6 hr Startn�vents(�t=5 min}. 5 h Slape h/5 2S/d�+0 C3 Sln _ 0 Q.000 d.0006 0.00 0.000 0.0000 149 0.083 0.0006 0.99 0.000 0.0000 298 0,167 0.0006 1.49 O.t100 O.00QO 447 0,250 Q.0006 2.98 0.000 0.0000 596 0.333 O.Ofl05 3.98 O,Q00 O.00Oa 746 0.417 0.00�6 4.97 0.000 n.000a 895 O.S00 0.0006 5.96 O.fl00 0.0000 1Q44 0.583 0.0006 6.96 a.00a O.OQ00 1193 0.667 0.0006 7.95 O.00Q Q.OQ00 1342 0.750 0.0006 8.95 0,000 0.0000 1491 0.$33 0.0006 9,94 �.00Q O.Q000 1640 U,917 0.0006 10.93 0.000 O.OU00 1789 1.0(}Q 0.0003 11.93 0.000 0.0000 2�71 1.0$3 0.0003 13.80 0.000 0.0000 2352 1.167 0.0003 15.68 0,000 Q.0000 2631 �..Z50 0.0003 17.5� 0.000 O.OQ00 2910 1.333 a.C}003 19.40 OA00 0.0000 37.87 1.4�.7 0.0003 21.25 0.000 0.0000 3462 1.500 0.0003 23.08 0.000 �.00DU 3736 1.583 O.00Q3 2�.91 0.000 0.0000 4008 1,667 0.0003 26.72 0.000 0,0000 4277 1.750 �.�0�3 Z8.52 U.000 0.0000 4545 1.833 0.0003 30,30 0,000 0.0000 4$10 1,917 0.0003 32.07 O.QdO 0.0000 5073 2A00 O.OQ03 33.$2 0.000 0.0000 5333 2.083 D.0003 35.55 Q.OflO 0.0000 5590 � 2.167 0.0003 37.27 0.000 0.0000 5845 2.250 0.0003 38.96 0.000 0.0000 6096 2.333 0.0003 40.64 O,Q()0 O.00OQ 6343 2,417 O.Q003 42.29 (3.000 0.(}000 6587 Z.50� O.aQ03 4392 0.000 0.0000 6828 2.583 O.Oa04 45.52 O,OQO O.00QO 7064 2,667 0.0004 47.10 0,000 0.0000 7295 2.750 O.D004 4$.63 {1,000 0.0000 7520 2.833 0.0004 50.13 0.0�0 O.OQ00 77�tQ 2.91.7 a.00d4 51.6Q 0.0�0 O.f�00 7953 3.00p O.OQ04 53.b� 0.000 0.(�00 8159 �.Q83 0.0004 54.40 O.QnO O.p00� 8357 3.167 0.0004 55.71 0.000 0.0000 8542 3.250 �,0005 56.95 Q.000 0,000� 87�8 3.333 �.OQ05 58.05 0.000 O.OQOQ 8867 3.417 0.0005 59.11 0.000 0.0000 9Q19 3.500 0.0006 60.13 Q,000 O.00UO paye� s 9�6$ 3.583 O.00OC 61.12 O.b00 0.0000 9317 3.667 0.0006 62.17_ 0,000 Q.00QQ 9467 3.750 �.0006 63.11 o.aoo 0.0000 9616 3.833 0.0006 64.1Q 0.000 O.QOQO 9765 3,917 O.00Q6 65.10 0.000 0.0000 9914 �i.000 O.00a6 66.Q9 OA00 0.0000 10063 4.083 0.0005 57.09 0.000 0.0000 10Z12 4.167 0.0006 �i8.08 0.�00 O.a000 10351 4,250 0.0006 69.07 O,OQ4 0.4000 10510 �.333 Q.0006 70.07 O.d00 O.00QO 10659 4.�417 0.0006 71.06 O.00Q Q.00�0 10808 4.500 72.06 0.000 iVIODlFEED PUl.5 pa9e# 1 RESULTS: Routing of 6 hr-1�0 yr low-flow hydrograph in Underground initial elev; 0.0 ft Incoming peak: 1.260 cfs Volume discharged: Q.U00 acre-ft Incoming volume; 0.242 acre-ffi Max outflow: C1.000 cfs Max ele�afion i�pond: 2.164 ft Hydrograph:6 hr-1 qn yr. tirrt� Inflaw,I,, �„+In,,� f�, : Inf.Vo(,� �S�/dt�a� ZSz/L�G+�z 47u#flow,d„ VcSfurr�e,S �levation,h hrf tcfsj (�f�} {cfs� ��j ' (���. (cf's} {cfsf' (ft3) (ft�c�slj o.00 o.000 0.14 n.oa o.o a.00 o.000 a o.00 0.08 0.141 0.�1 0.141 �1.2 O.bb 0.00 O.Q00 0 0.00 0.17 0.170 0.34 0.170 67.8 0.00 Q.00 Q.�Oa Q Q.00 0.7_5 �.170 0.34 0.170 118.7 0.00 0.00 O.C100 0 0.00 0.33 0.�.70 0,3A 0.170 1b9,b U.00 O.OtI 0.000 0 0.00 0.42 0.170 0.37 0.170 220.5 0.00 �.QQ Q.00b Q 0.00 0.5U 0.19$ 0.4Q 0.198 275.6 0,00 O.aO 0.000 0 0.00 0.58 Q.198 0.40 0.198 335.a QAO 0.00 0.000 0 0.00 p,67 0.198 Q,4d 0.198 394.3 0.00 OAQ 0,000 0 0.00 0,75 0.198 0.40 0.198 453.7 0.00 0.00 O.OpO 0 0.00 0.83 0.198 0.40 0.198 513.1 n.Q4} 0.00 0.(}00 Q 0.00 0.92 0.198 Q.42 0.1.98 57�.4 0.04 0.00 0.000 0 D.00 1.00 Q.226 0.45 0.207 633.2 0.02 0.02 0.000 3 0,00 �.OE3 Q.226 �.45 0.208 595.4 O.OE 0.06 O.a00 8 0,00 1.17 0.226 Q,45 0.209 757,8 0.09 0.09 0.000 14 0.03 1.25 0.226 0.45 0.209 820,6 0.13 0.13 O.00d 19 O.U?. 1.33 Q.226 0.45 0.210 883.5 0,16 0.16 0.000 24 0.01. 1.42 0.226 0.45 Q.7_11 9�15.6 O.a.9 0.19 OAQO 29 0.02 1.50 0.226 0.45 0.211 1009.8 0.22 0.22 O.QQO 33 0.02 1.58 0.226 0.45 0.213 1073.2 0.25 0.25 0.000 38 0.02 2.67 a.226 0.45 0.212 1136.6 0.28 0.28 0,000 42 O.Q2 1.75 0.226 0.45 Q.212 1200.2 0.31 0.31 0.000 46 0.{33 1.83 0.226 (1.q5 0.212 1253,8 �.34 p.34 D.p00 5�. O.D3 1.92 0.226 0.48 Q.21� 1327.4 0.37 0.37' 0.000 55 0.03 2.na 0.254 0.48 0.212 1391.1 0.42 0.42 O,Q00 63 0.04 2.08 0.226 0.48 0.213 1454.9 0.48 �.48 0.000 72 0.04 2,17 0.�54 0.51 0.213 1518.9 0.53 0,53 0.000 SO 0.04 2.25 0.254 0.51 0.214 1583.fl q.6� 0.61 0.000 92 0.05 2.33 0.254 0.51 Q.215 �.647.3 Q.69 0.69 0.000 10� 0.06 2.42 0.254 q.51 0.215 1711.7 0.77 0.77 0.000 116 0.06 2.50 0.254 0.51 0.216 1776.4 0.85 0.85 0,000 127 0.07 2.58 0.254 0.51 . 0.216 1841,2 0.93 0.93 Q.000 139 0.0& 2.67 0.254 0.54 0.7_17 1905.2 1.00 1.00 0.000 150 0.08 2.75 0.283 0.57 0.217 1971,3 1.31 1.11 O.a00 16b 0.09 2.83 0.253 0,57 0.218 2036.6 1.�4 �.24 0.000 185 Q.1.� 1_.92 0.283 0.57 �.219 2102.2 1.36 1.36 O.Q00 205 0.11 3.00 0.283 0.57 0.220 2167.9 1.49 1.49 O.Q00 224 0.�2 3.08 �.283 0,75 0.220 2234.0 1.fi2 1.62 O.Q00 242 0.14 3.17 0.471 0.94 � 0.221 �3d0.2 1.93 1.93 O.Q00 289 0.16 3.?_5 Q.477. 0.94 0.223 2366.9 2.43 2.43 O.Q00 364 0.?0 3.33 0,471 1.09 0.227 2434.4 2.92 2.92 0.000 438 0.24 3,42 0.619 1.31 iJ.230 2503.0 3.55 3.55 0.000 533 0.30 3.50 �.692 1.43 0.2�5 2577_,8 4.40 �.4Q 0.000 660 0.37 3.5$ 0.733 1.47 0.240 2644.0 5.35 5.35 0,000 8Q2. 0.45 3.67 Q.733 1.50 0.Z46 2717.0 6.33 6.�3 0.000 949 0,53 3.75 0.766 1.53 0.252 2791.8 7.33 7.33 0.000 1Q99 0.�1 Hydragraph:6 hr-�00 yr. (cont) Routing of Low Ffow page# 2 tim� Inflaw,4,� In+E,�}� f,� Inf.�Iot,� 2S�/Qt-t7t ?:5�/t1t+�� t�utflow,(�h �lolume,5 �levation,h (hr) ` (�s) (cfs). :(�fsj : (f��� {�fs� `{�'s�' {cfs� `: (ft3) �ft-osl� 3.$3 0.76C 1,57 0.258 2868.3 8.35 8.35 0.000 1.252 0.7Q 3.92 0.808 1.62 0.264 2946,6 9.40 9.40 0.000 3.410 0.79 4.Q0 0.808 1.64 0.269 3026.5 10.49 10.49 O.OQO 1573 0.£3�3 4.08 0.8�0 1.68 0.274 3108.0 11.58 1158 0.000 1737 0.97 4,17 0.�50 1..�2 0.279 3191.0 12.71 12.71 OA00 1906 L03 4.25 0.870 1.76 0.�82 3275.3 13.$7 13.87 O.Q00 2080 1.09 4.33 0.889 1.8Q 0.284 3360.2 15.d6 �.5.05 O.OQU 2Z59 1.14 4.42 0.907 1.81 0.286 3445.6 16.28 1.6.28 0.(300 24A3 1.19 Q.50 0.307 �..83 0.287 3533..5 17.53 �.7.53 0.�00 2629 a..25 4.58 Q.924 1.86 0.289 3618.a 18.78 18.7g 0.000 25�.7 1.31 4.67 0,940 1,90 0.291 3704.9 20.06 Z0.06 Cf.0a0 301Q 1.36 4.75 0.956 1.91 0.29Z 3792.4 21.38 21.38 O.OflQ 3Z06 1.42 4,83 �.95G 1.93 0.294 388a.3 22,70 22.70 0.000 3405 1.4f3 4.92. 4.97a 1.95 0.29fi 3968.7 24.04 24.04 0.000 3606 1.54 5.00 0.985 2.03 0.297 4057.6 25.4p 25.4� O.00Q 381Q 1.61 5.08 1.046 Z.14 0.299 4147.0 2�.83 7_6.83 0.000 4025 1.67 5,27 1.096 2.22 0.30� 4236.9 28.38 Z8.38 O.00U 4Z57 1.74 5.Z5 1.�.23 2.27 0.302 4327.3 29.99 29.99 0.000 4499 1.82 5.33 �..147 Z.33 0.304 4438.4 31.66 31.66 0.000 4749 1.90 5.42 1.�87 2.45 0.307 4510.0 33.38 33.38 0.�00 5407 1..98 5.50 1.260 2.13 0.309 4602.3 35.21 35.23. Q.ODa 5�82 Z.Q7 5.58 0.870 1.12 0.311 4695.3 36.72 36.72 0.0(}0 5508 2.14 5.67 0.254 0,�2 0.31� 4788.8 37.22 37.22 0.040 5584 2.16 5.75 0.170 Q.31 0.31Z 4882.5 37.02 37.02 O.OUO i554 2.15 5,83 0.141 4.23 0.309 4975.6 36.71 36,71 0.000 5507 2,14 5,92 0.0$5 0.14 0.307 5068.fl 36.32 36.32 0_000 5449 2.12 6.00 O.d57 0.06 0.304 5159.6 35.85 35.85 0.000 5378 2.10 6.08 0.000 0,00 0.301 5250.4 35.31 35.�1 0.000 5296 �,07 6.17 0.000 0.00 0.298 534�.4 34.77. 34.71 0.000 5206 2.04 6.2.5 0.000 OAO 0.296 5429.5 34.11 34,1.1 0.000 5117 2.01 6.33 0.000 U.00 0.293 5517.8 33.52 33.52 0.000 5029 1.99 6.4Z Q.OQQ 0.00 0.290 5605.3 32.94 32.94 O.00q 4941 1.96 6.50 0.000 0.00 0.288 5692.n 32.�6 32.36 0.000 4$S4 1.93 E.5$ O.Q00 O.OQ 0.286 5778.1 31.79 31.79 0.000 4768 1.90 6.67 O.Q00 U.pO 0.283 5863.4 31.22 31.22 O.�OU 4683 1.88 6,75 Q.000 OAO 0.281 5948,1 3Q.6S 30.65 pA00 4598 1.$5 6.83 a.Q00 O.Ofl 0.279 6Q32.2 30.09 3Q.09 Q.000 4514 1.82 6.92 QA00 0.00 0.277 61�.5.6 29.54 29.54 0.000 4431. 1.80 7.00 0.000 p.UU 0.275 6198.4 25.99 �8.99 0.000 4348 1.77 7.08 4.000 0.00 O.Z73 628�.7 Z8.44 28.44 O.Q00 426E 1.75 7.17 0.000 O,dU 0.271 6362.4 2.7.$9 27.89 O.Q00 4184 1.72 7,25 Q,OQO 0.00 0.270 6443.6 27.35 27,35 0.000 4103 1.70 7,33 Q.000 0.00 0.268 65�4.3 26.f31 26.81 Q.000 4022 1.67 7.�2 0.0{}0 0.00 0.266 5504.�1 26.28 26,28 O.Q00 3942 1.65 7.50 0.0(?0 0.00 0.265 6684.1 7_�.75 2.5,75 0.000 3862 1.62 7.58 0.000 q.00 0.2f 3 6763.3 2�.22 25.22 0.000 3783 1.50 7.67 0.000 O.QO fl.262 68�#2.1 24.69 24.69 O.00Q 37Q4 1.57 7.75 Q.000 0.(Xl 0.260 6920.4 24.17 24.17 O.Q00 3626 1.55 7.83 O.g00 0.00 0.259 6998.3 23.65 ?3.65 0.000 3548 1..53 7.92 0.000 0.00 0.258 7Q75.$ 23.14 23.14 0.000 3470 1S0 8.00 0.000 0.00 p.256 7152.8 22.62 22.62 0.000 3393 1.48 8.08 0.000 0.00 0.255 72?..9.5 ?_2.11. 7..2.11 0.000 3317 1.4� Hydrograph:6 hr-100 yr (cont) Routing of Law Fiow paye# s time Infiow,in („+{,,*1 f�; inf.Vol,F 2S�/1�f-0� 255;z/dt+C}� Qutftow,O„ �lolume,S Elevat�on,h {hr) �cfs� {cfs) 4c�fs} ��3� �cfsa (�fs} tcfs� tf��) (ft�o�l) 8.17 0.000 0.00 0.254 7305.8 21.60 21.f�0 O.00U �Z40 1.�3 8,Z5 0.000 0.00 p.253 7381.8 21.�.b 2�..10 OA�O 31C4 1.41 8,33 0.000 �.00 0.251 7457.3 20.59 20.59 0.�0(� 3089 1.39 8,47_ OA00 0.00 0.2_5� 7532.6 20.09 20.09 O.OQO 3014 1..3F 8.50 0.000 Q.OQ 0.249 7607.4 �.9.a9 19.59 0.000 2939 1.34 8.58 O.Q00 OAO 0.248 7682.0 19.10 19.�.0 0.000 2864 1.32. 8.67 0.000 O.Ob 0.247 7756.2 �$.b0 7.8.60 0.000 2790 1.�0 8.75 Q.000 O.pQ d.246 7830.1 18.11 1.8.11 O,O�Q 271.6 1,28 8.83 Q.Q00 U.00 0.245 7903.7 17.62 1,7.62 0.000 2643 1.Z5 8,92 4.000 0.00 0.7_44 7977.0 17.13 17.13 O.00Q 2569 1-23 9.00 {7.00� O.OQ 0.243 8050.0 16.64 16.64 0.000 2496 1..21 9,08 OAQO 0.00 0.�42 8122.7 16.16 16.1C 0.000 2424 �.19 9.17 0.000 0.00 0.241 8195.1 15.67 15.67 O.OQQ 2351 1.17 9.25 0.000 0.00 0.240 8267.3 �5.19 15.19 (}.OpO 2279 1.15 9.33 Q.Q00 0.00 0.239 8339.2 14.71 14.71 Q.000 2207 1.12 9.42 0.000 0,00 0.238 $410.$ 14.24 14.24 0,000 2135 1.10 9.50 OA00 0.00 0.237 8482.7. 13.76 13.75 0.000 2064 1.08 9.58 Q.000 0.00 O.Z37 8553.2 13.29 1�.29 n.000 1993 1.06 9.67 0.000 0,00 0.236 86Z4.1 12.81. �.2.8�. 0.000 19?_2 1.04 9.75 0.000 0.00 0.235 8694.7 12.34 12.34 0.000 185� 1.02 9.83 0.000 0.00 D.234 8765.1 11.87 11.87 Q.Q40 1781 3..00 9,92 O.OQO 0.0� 0.233 8835.2 11.41 11.41 0.000 1711 4,96 10.00 0.00� 0.00 0.232 8905,1 10.94 10.94 0.000 1641 �.92 10.08 0.000 0.00 0.�31 8974.5 10.48 �.O.�18 d.000 1572 0.88 10.17 0.000 0.00 0.?_30 9093.6 10.02 10.0?_ 0.000 1503 0.84 10.25 0.000 0.00 0.229 9112.4 9.56 9.56 0.000 1434 0.80 10.33 O,OOQ o.aa 0.227 9180.8 9.10 9.10 0.000 13�5 0.76 1Q.42 0.000 O,QO 0.226 9248.9 8.65 8.65 0.000 1297 Q,73 1Q.50 0.000 �.00 0.225 9316.6 8.20 8.20 0.000 1230 0.59 1a.58 0.000 0.�0 0.224 9384.0 7.75 7.75 0.000 1162 0.65 10.67 O.OQO OAO 0.223 3451.1 7.30 7.30 0.000 �Q95 0.61 10.75 0.000 0,00 0.222 95�.7.9 6.86 6.86 �.00D 1028 0.57 1U.83 O.Q00 0.00 0.221 9554.3 5.41 6.41 �.000 962 0.54 10.92 0.00(l 0.00 0.220 9650.5 5.97 5.97 0.000 896 d.50 11A0 0.000 0.00 0.219 9716.4 5.53 5.53 0.000 830 0.46 11.fl8 0.000 0.0� 0.21�3 9782.0 5.10 5.10 O.Q00 764 O.Q3 11.17 O.Q00 0.00 0.217 9847.3 4.66 4.66 0.000 6�9 U.39 11.25 Q.000 0.00 0.216 9912.3 4.23 4.23 �.q00 634 0.35 11.33 Q.000 0.00 0.215 9977.0 3.79 3.79 0.000 569 0.32 11.42 0.�0� 0,00 0.214 10041.5 3.37 3.37 0.000 505 Q.2$ 11.50 0.000 0.00 0.214 101US.7 2.94 2,94 0.000 441 0.25 11.58 0.0C10 0,00 0.213 10169.7 2.51 2,51 O.�QO 377 0.21 11.67 OAOQ Q,OQ 0.212 10233.4 2.q9 2.d9 0.000 313 0.17 11.75 p.000 0.00 0.211 1Q296,8 2.66 1.66 0.000 �49 0.14 11.83 0,�00 0.(}0 0.210 10360.0 1.24 1.24 OA00 186 0.10 1�.,92 0.000 0,40 0.209 10422.9 Q.82 0.82 0.000 123 0.07 12.00 O.Q�d Q.(?0 0.209 1�485.6 0.40 0,40 0.000 61 0.03 �2.08 0.000 0.00 0.208 10548.1 z�.��� o.000 o.00 �z.�s o.00a a.00 12.33 o.00a o.00 �z.�z n.nao o.00 MDUIFIED PULS page# 4 At O.Q83 hr Storage coefficients for Underground min 0 ffi S=variable equation(see end of tablP) datum: Q fC a(not used) d��}0 initial elev. 0 ft b�not used) 0 ft Outlet structure: c(not used) � ftz {See details in 7otal Discharge Table) A-i nf i Itr: 4473 sq-ft Infiltration's5afetyfactor: � f(infiltr); 4 in/hr Valume-elevatian-Outflow cc�rve 6 hr Storm Events(�t=�rr►in). S h Slap�h/S' ���dt�t7 (� Slape p 0.000 0.0006 Q.00 0.000 d.Q000 149 0.083 OA006 0.99 0.000 0.0000 298 0.�.67 O.OqOb 1.99 0.000 0.0000 447 0.250 0.0006 2.98 0.000 Q.OQ00 S9G 0.333 0.0005 3,98 0.000 O.00Od 746 0.417 p.p006 �4.97 0.000 0.0000 895 0.5Q0 0.(3006 5.96 0.000 OAOQ4 104�1 0.583 0.0006 6.9� O.QQQ O.U000 1193 0.6G7 Q.0��6 7.95 O.OQO 0.0000 1.342 �.75D OA006 8.95 0.000 0.000� 1491 {}.833 0.0006 9.94 0.000 OA000 1640 0.917 0.0006 10.93 O.Q00 Q.0000 1789 1.Qfl0 0.0003 11.93 0.000 0.0000 ?_071 1.083 0.0003 13.80 0.000 0.0000 2352 �..157 U.0003 15.68 0.000 0,0000 2631 1.250 0.0003 17.54 0.000 0.0000 2910 1.333 0.0003 19.4� 0.000 0.0000 31$7 7..417 O.pQQ3 21,z5 O.D00 0.0000 3462 � 1.500 0.0003 23.08 Q.000 0,000� 3736 1.583 0.�003 24.9�. 0.000 0.0000 40d8 1.667 OAOp3 26.72 D.000 O.00QO 4277 1.75C} O.00Q3 28.52 0.000 0,0000 4545 1.833 0.0003 30.30 0.000 O.��pO 487.0 1.917 0.0003 32.07 O.pUO 0.0000 5073 2.q!}0 0.0003 33.82 0.000 0.0000 5333 � 2.083 0.00�3 35.55 0.000 0.0000 5590 2.167 Q.D003 37.27 0.000 0.0000 5845 2.250 O.OQ03 38.96 0.000 Q.�OOb 6096 2.333 0.0003 40.6A 0.000 0.0000 6343 2.417 0.0003 42.29 0.000 0.0000 6587 2.50D i7.0003 43.9Z O.QpO d.000q 6828 2.583 O.OD04 45.52 OA00 0.0000 7Q64 2.667 0.0004 47.10 0.000 0.0000 7295 2.750 0.0004 48.63 O.QOQ 0.0000 7520 2.833 0.0004 50.13 0.000 O.Q000 7740 2.917 fl.0004 51.60 0.000 0.0000 7953 3.fl00 O.a004 53.02 0.000 O.00QQ 8159 3.083 b,0004 54.40 0,000 0.0000 8357 3.167 0.0004 55.71 0.000 0.0000 8542 3.Z50 0.0005 56.95 O.00Q 0,0000 8708 3.333 Q.0005 58.05 �.{}00 O.OQQO 8867 3.417 O.00OS 59.11 £}.(lOq 0.0000 9019 3.5Q0 0.0006 6fl.13 0.000 0.0000 pag�# 5 9168 3.583 0.0006 61.�.� U.U00 O.Qq00 93�.7 3.667 O.flQQ6 62.12 0.000 O.aoao 9467 3.750 O.OQ06 63.�.:L 0.000 O.aoaa 9616 3.833 0.(1006 64.10 0.000 O.QQ�Q 9765 3.917 0.0006 65.70 0.000 0.0000 9914 4.000 0,0006 66.09 O.QQp 0.0000 1q063 �.083 O.OD06 67.09 0.�00 0.0000 10212 4.167 0.0006 68.Q8 0.000 0.0000 �.C}361 4.25Q 0.0006 69.07 O.Q(}0 O.00bO 10510 4.333 0.0006 7Q.07 O.ODO 0.0000 10659 4.417 0.0006 71.Q6 0.000 0.0000 lasos 4.5Q0 72.06 O.b00 MODIFIED PULS page# � RESUL.TS: Routing of 24 hr-100 yr law-fiow hydrograph in Underground initial elev: O.Q fl Incc�ming peak: 0,917 cfs Volume disrharged: 0.0�0 acre-ft Incoming valume: Q.521 acre-ft Max outflow; 0.000 cfs Max elevation in ponci: 4.4�.5 ft Hydrograph:24 hr-1�0 yr. tirrte tnflow,t,� I„�I�+1 fn I�rf.V�tt,� Z��/bx�t�1 25�/At�d� (�utfiow,a,� Volume,S �i�vation,h ' ih�) : {�sJ �cf�) ' c�s} ���� t�s :t�s� : (�s} '. . f�t3) �ft�c��() aoo o.000 o.a� o.00 a.o o.00 a.000 a a.ao 0.25 O.p34 0.08 0,034 15.3 0.00 0.00 0,000 0 q,00 O.SO 0.051 0.10 Q.Q51 53.4 0.00 O.nO 0.000 0 0.00 p.75 0.051 0.�.2 0.051 99.2 0.00 Q.00 O.OQO 0 0.�0 1.OQ 0.068 0.12 0.068 15z.7 0.40 d.d0 q.000 0 O.Od �..ZS 0.051 0.10 0.051 206.1 �.00 O.dO 0,000 0 0.00 1.50 0.051 0.10 0.051 251.9 0.00 0.00 0.000 0 0,00 1.75 0.051 0.12 Q.051 297.7 O.UQ 0.00 0.000 0 0.00 2.00 OA68 U.14 0.068 351.1 0.00 O.QO 0.000 0 �.00 2.25 0.068 0.14 0,068 412.2 0.04 0.00 0.000 0 0,00 2.50 0.068 0.15 0.068 473.2 0.00 0.00 0.000 0 0.(?0 2.75 0.085 0.17 0.085 541.9 0,�0 0.00 0.000 0 0.00 3.00 0.085 0.17 0.085 618.2 0,00 0.00 0,000 0 0.00 3.25 0.085 0.17 0.085 69�t.6 0.00 OAO 0.000 0 0.00 3.50 O.p85 0.17 0.0£35 77�.9 0.00 a.oa �,000 0 0.00 3.75 0.085 0.19 0,085 847.2 O.qq 0.00 O.OQO 0 O.On 4.00 0.102 0.20 0.102 931.2 0.00 0,00 O.ODO 0 0.00 4.25 0,102 0.22 0.1Q2 1022.8 0.00 0.00 0.000 0 0.00 4.50 0.119 0.24 0.119 1122A 0.00 0.00 0.00� 0 0.00 4.75 0.1,19 0.25 0.119 1228.8 OAO 0.00 O.QOq Q 0,00 5.00 0.136 0.24 0.136 1343.3 0.00 0.00 0>000 0 0,00 5.25 0.3.02 0.22 0.102 1450.2 O.QO 0.00 0.000 0 0,00 5.50 0.1T.9 0.�5 0.119 1549.4 0.00 0,00 0.000 0 0.00 �.75 0.�36 0.27 0.136 1663.9 OAO 0.00 OAdO � Q.00 6.00 0.136 0.29 0.136 1786.0 Q.00 0.00 OA00 0 O.OQ 6.25 0,153 0.31 0.153 1915.8 O.OQ 0.00 0,000 0 0,00 6.5A 0.153 0.32 0.153 2053.1 O.flO 0.00 0.000 0 0.00 6.75 0.170 0.34 0.170 2198.2 a.00 �.00 0.�00 0 O.qb 7.00 d.Z70 0.34 0,170 2350.8 0.00 O.Ob O.Q00 0 0.00 7.25 0.170 0.36 0.170 2503.5 0.00 OAO 0.000 4 0.00 7.50 0.�,87 0.39 0.187 2663.8 Q.QQ 0,00 O.E30Q 0 0,00 7.75 0.204 p.42 0.204 2839.3 0.00 0,00 0.000 0 Cl.pq $.q{l 0.220 O.a7 0.207 3024.� 0.01 0,01 O.Q00 6 O.dO $.25 0.254 0.51 0.207 3�1Q.6 0.07 0.07 0.000 33 0.02 8.50 0.254 0.53 0.208 3�97.7 q.�.7 0.17 Q.000 75 O.Q4 8.75 0.271 0.56 0.210 3585.9 0.27 0.27 0.000 �.23 0.07 9.00 0.288 0.66 0,212 3775.6 0,41 4.4]. 0,000 186 0.10 9.25 0.374 0.89 a.213 3966.8 0.65 0.65 0.000 292 0.16 9.SU 0.512 1.13 0,217 41.60.4 1.10 1,10 0,000 497 0.28 9.75 0.614 1.29 0.7_23 4358A 1,79 1.79 d.400 806 0.45 1Q.00 0.674 0.93 0.231 4562.1 2.�3 2.53 0,000 1181 0.66 1d.25 0.254 0.51 0.241 4774.3 3.08 3,08 0.000 13$7 0.78 1q.5Q 0.254 0.86 0.245 4992.7 3.11 3.11 0.000 1397 0.78 10.75 0.605 1.22 0.243 5712.3 3.48 3.48 0.000 15fi5 0.87 11.00 0.618 1.18 q.246 5432.5 4.21 4.21 0.000 1895 1.03 12.25 0.565 1.14 0.25� 5656.1 4.90 4.90 O,a00 22�4 1.12 9019 �.soo o.oaos �o.a4 o.00a o.aoao page# 5 9168 3.583 0.0006 20.37 0.000 0.00C�0 9317 3.667 U.0006 10.71 0.(}00 0.0040 9467 3.750 OAOQ6 ?_1.04 0.000 0.0000 9616 3.833 0.0006 21.37 0.(�0 0.0000 97f5 3.917 0.0006 21.70 0.000 O.Q000 9914 4.000 C}.0006 27.03 0.000 (}.Q�(l0 1006� �.083 O.00p6 22.36 0.000 0.0000 1Q21.2 �.167 d.00d6 22..69 0,000 0.0000 10361 4.250 0.0006 23.02 O.Q00 0.0000 10510 4.333 a.0006 23.36 0.000 0.0000 10659 4.417 0.0006 23.69 Q.QOa O.00OQ 10808 4.500 24.q2 0.00(3 Hydrograph:24 hr-100 yr. {cant� Routing of Law Flaw page� z tirr°t� : 1nfle�w,i�, i,��l,,,.� f„ tr�f.Vol,F ���1Qt-t�� 25�/�5t��}a �t,tHnw,c�A Vpit�me,S ElevaCion,h (hr) 4c�s� (cts) (c��) 4ft�� (c�s} ���s) `{�F$� (��� ��t-osl�: 11.50 0.5$0 0.97 q.253 5$83.0 5.54 5.54 0,000 249Z 1.21 11.75 0.389 Q.91 0.2_55 f111.4 6,00 6.04 q.0�0 2700 1.27 12.OQ 0.525 �..32 0.255 5340.9 6.40 6.44 O.4dCJ 2882 1.32 12.25 0.792 1.61 0.255 6570.7 7.7_1 7.21 0.000 37_44 �.43 12.50 0.815 1.65 0.258 6801.6 8.30 8.30 O.00fl 3737 1.58 12.75 0.843 1.70 0.26�. 7035.0 9.44 9.�4 0.000 4250 1.74 13.00 0.857 1.77 0.264 7271.4 10.67. 10.6Z 0.000 �779 1.91 13.25 0.915 1.8� U.268 751a.9 11.86 �.1.86 OAQO 5337 2.08 �.3.50 0.917 1.69 0,271 7753.5 13.15 13.15 0,000 5918 Z.�7 13.75 0.770 1.54 0.275 7999.4 14.29 14.29 O.OQO 6431 2.45 14.00 0.774 1.62 0.27$ 8248.2 15.28 15.28 0.000 b877 2.fi0 14.25 0.845 1.6$ 0,28� 8499.3 16.34 16.34 0.000 7354 2.77 14.50 0.834 1.67 0.283 8752.5 17.45 17.46 0.000 7856 2.96 14.75 0.837 1.66 0.285 9008.1 18.56 1$.56 O.00Q 8353 3.17 �.5.OQ Q.$26 1.64 0.288 9266.4 19.65 19.65 OA00 8843 3.40 15.25 0.816 1.62 0.292 9527.7 20,71 20.71 O.OQO 9320 3.67 15.50 b.805 1.52 0.296 9792.4 21.74 21.7� 0.000 9785 3.93 15.75 0.716 1.A4 0.3Qp 10060.7 22.67 22.b7 0.000 10201 4.16 16.00 0.720 0.79 0.303 10332.q 23.50 23.50 0.000 10576 4.37 16.25 0.068 0.�.4 0.305 10605.5 23.68 23.6$ 0.000 10fi57 4.42 16.50 OA68 0.12 0.303 �0879.4 23.21 23.21 0.000 1p444 4.3Q 16.75 0.051 0.10 U.299 11150.3 22.73 22.73 Q.QOq 10227 4.17 17.00 0.051 0.14 0.294 11416.8 22.24 22.24 0.000 10Q06 4,Q5 17.25 0.085 0.17 0.289 11679.2 21.79 21.79 0.000 9805 3.94 17.50 O.p85 0.17 0.285 11937.7 21.38 21.38 O.00d 96�3 3.84 17.75 0.085 0.15 0.282 12192.7 20.99 Z0.99 O.OaO 9444 3.74 18.00 0.068 0.14 0,278 12444.5 2�.58 2058 0.000 9261 3.63 18.25 0.068 0.14 0.275 �.2693.3 Z0.16 2d.16 0.�0 9073 3.53 18.50 0.058 0.12 0,271 12939.1 19.75 19.75 0.�0 88$8 3.43 18.75 0.051 0.08 p.268 3.3182.0 19,33 19.33 Q.q00 8699 3.33 19.00 0.034 0.08 0.266 13422.3 18.88 18.88 Q.(�0 8497 3.23 19.25 0.051 0.12 0.263 �.3660.1 18.4Q 18.44 0.000 8297 3.14 19.a0 0,068 0.12 0.260 13895.5 28.03 18A3 �.000 8115 3.Q7 �.9.75 0.051 Q.QB 0.258 14128.8 17.63 17.63 0.000 7935 2.99 20.00 0.034 Q.08 0.256 143fi0.3 17.20 17.20 0.000 7742 2.92 20.25 0.051 0.10 0.254 14589.9 16,78 16.78 O.00Q 7550 2.84 20.50 fl.051 0.10 0.252 �4$17.$ 16.37 16.37 0.000 7368 2.78 20.�75 0.051 Q.08 0,250 15044.0 15.97 15.97 O.Oqq 7188 2.71 21.00 0.034 0.08 0,249 1.5268.7 15.56 15.56 0.000 7Q01 2.64 21.25 O.pS1 0.08 0,247 15491.9 15.15 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I1O4tii.`, i111C� Ittl�)!'Ot'E'w iiil itCE'cl�ti�'c'iilt�S�`ii�)C'. �' �d �..1 f'17 t�,c��1 t711 S � "l'Ptr l��iu��c�tc�nti��n },��I�F' i:� ia��t rc���>nint���t�lt�cl l�c,r r.���r�K���tirill� ti�(1�1t'ti L;i'E'�9�t't'��tiitl ;��)ir�� i)1'1�V��Ci'(` I11�l�1U'C tt'C'(.' CCtllf)�'r4� �ti'(111�(� �� �° d.AI 1�'i Yl�1;+,�.;5 Y�dl7}1�i I3� lnnu<7ry �f)fl3 (���I'iC�,rrnEr.+ �;tnr�t�l4rr�ltC'r k�h�f't�i,��r�(Ih(�i�tk � _,! ., Nt�tiv L)c��aE��9�7K�r�r�c��r3! r�in�i 1�t��dtv�.�ic���3rric_�rit �vo�•;�r,�.c,ii�r•n��#�,)r�dt�C���>ks.r��rrt "�Vater�uality.11��na�ement Plan (�Q1VIP) TI�CT 335�4 . � 1X �oils F�eport rl�ty Zo 1 a� � ' ; ' i ' I -Ge-o � J � � � Mat�_ t estin a oratories nc. , . , eo a g , Soil Engineering, Environmental Engineering, Materials Testing, Geology August 31, 2013 Project No. 11081-01 TO: Mira Loma Recovery, LLC 6430 West Sunset Boulevard, Suite 460 Los Angeles, California 90028 ATTENTION: Mr. Jim Ahmad SUBJECT: Geotechnical Report, Tract Map 33584, A.P.N. 944-060-006, Proposed 57 Single Family Homes, Northeast Corner of Mira Loma Drive and Rancho Vista Road, Temecula, California In accordance with your authorization we have prepared this geotechnical report for the subject proposed single family homes. No subsurface work was conducted to prepare this report. Geotechnical data from previous subsurface work conducted by this firm on January 15, 2012 and earlier work by Inland Foundation Engineering was utilized. Inland Foundation Engineering completed their work for 64 single family residential lots. Our latest work was completed for multi- family residential development. Both our previous reports and Inland Foundation Engineering report was reviewed for the purpose of developing this geotechnical document for the proposed 57 single family homes. If you should have any questions regarding this report, please do not hesitate to call our office. We appreciate this opportunity to be of service. Submitted for GeoMat Testing Laboratories, Inc. `�,` ' . ..-���y ��� �'No.s�� Haytham Nabilsi, GE 2375 �, 2 3 Fred Schilling, CEG Principal Engineer � Project Engineering Geologist � Distribution: [3 ] Addressee 9980 Indiana Avenue • Suite 14 • Riverside • California • 92503 • Phone (951) 688-5400 • Fax(951) 688-5200 www.qeomatlabs.com,contact: info(c�qeomatlabs.com e-mail geomatlabs@sbcglobal.net Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2�13 ATT'ACHED FIGURES AND APP�NDICES Figure 1 Site Location Map Figure 2 Regional Physiographic Setting, Topographic Map, 1/100000 Figure 3 Local Topographic Map, USGS Sca1e, 1/24000 Figure 4 Large Scale Topographic Map, �6000 Scale Figure 5 Site Aerial Figure 6 Tectonic Setting Figure 7 Geologic Map Figure 8 A. P. Zones Map Figure 9 Faulfis of Southern California (Fault Setting) Plate 1 Explorafiory Boring Location Map Plafie 2 Cross section A-A' Plate 3 Surficial Slope S#ability Plate 4 Static Settlement Plate 5 Re#aining Wall Drainage Detai! Plate 6 Surcharge lnduced on Retaining Walls Appendix A References Appendix B Exploratory Boring Logs Appendix C Laboratory Test Results �,__ Appendix D Slope Stability Evaluation Appendix E Slope Maintenance Guidelines Appendix F Liquefaction Analysis Appendix G Earthwork and Grading Specifications GeoMat Tes#ing Labora#ories, Inc. Page 2 Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 �ITE D�SCRIP�TI�N ANI� PR�P�SEC) C)EVEL,.OPMENT' Site Description The Legal Assessor's Parcel No. fior fihe site is 944-060-006. The sifie rests in the easterly portion o�Section 1, Township 8 South, Range 3 West, S.B.B.&M. The subject si#e rests northeast of the intersection of Rancho Vista Road and Mira Loma Drive in the City of Temecula, California. The sifie is located in a mixed usage area of Temecula, California. The site consists of approximate�y 7.28 acres and is bounded an the east by a flood contro! channel ar�d exis�ing schoo�, west and north by Mira Loma Drive, and south by Rancho Vista Road. See Figure 1, Site Location Map. At the present time, the site is vacant except for remnants of old foundations, pavement, and fences. We understand that the site was used as a charter school. The topography may be described as variable and sloping. Based on our site visit the northwesterly portion of the site was occupied by the school facilities. The southeasterly portion of the site appears to have not been improved, except for drainage control. An active flood control channel bounds the easferly portion of the property. The channel is incised infio native ground. The downstream of the channel, at the intersection with Mira Loma Drive is improved with concrete wing walls and galvanized metal grill. Vegetation along the channei is moderately dense to dense. Proposed Improvements � Based on the provided Tentative Tract Map 33584 (not dated), Plate 1, the site is proposed � for 57 single family homes, a small park, and de#ention bas�n. Retaining wa11s are proposed along the drainage path on the east side of the property, and along a portion of the proposed cut slope on the west side of the property, and along the grade break between fots in the central loop road. The proposed residential homes are assumed to be two story wood frame structures supported on shallow foundation and concrete slab-on-grade. We have not been provided with specific foundation loads. We anticipate however, that loads are ligh#. Review of Tentative Proposed Gradinq GeoMat Testing Laboratories, Inc, was provided with an electronic copy of Tentative Tract Map 33584. Based on a review of proposed plan the following grading is proposed. Proposed Slopes The slope along Rancho Vista will be graded in cuf and fill designed at 2H:1V. The sfope height at the east end of Rancho Vista is about 20 feet and the west end about 41 feet. The slope is provided with a bench where the slope exceeds 30 feet in height. The slope along Mira Loma Road wiil also be graded in cut grading designed at 2H:1V. The slope height at north end is about 21 fieefi and at the south end about 41 feet. The slope is provided wi�h a bench where the slope exceeds 30 feet in height. A fill slope is proposed along #he drainage path on the east side of the prope�ty. The slope height varies from 4 feet to a maximum of 12 feet. This slope span s the area between the lots and the re#aining wall along the drainage path. GeoMat Testing Laboratories, Inc. Page 3 Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, Ca[ifornia Augusfi 31, 2013 Stabilit o� f Siopes Cufi Slope: The maximum proposed height of this 2H:'[V cut slope is approximatefy 41 feet high with a 6 feet bench at approximately 30 fieet up from the toe of slope. A Geologic Cross Section, Plate 2 presented in our earlier report dated December 30, 2011 and afi#ached herein, was drawn through the 41 feet high cut slope for stability evaluat+on. The majority of the cut slope is expec#ed to expose massive Pauba Formation. The stability evaluation is presented in Appendix D of this report. The evaluation shows the minimum factors of safety of the analysis are as follows: GLOBAL STABILITY SAFETY FACT4RS Failure T e Static Pseudostatic Global Rotational 1.87 1.34 Fill Slope: Large port�on of the slope along Rancho Vista Road will be developed in fill grading. The maximum height of the slope is on the order ofi 23.5 feet at Lot 16. The slope tapers down in height eastward. The evaluation presented in Appendix D shows the minimum factors of safety of the analysis are as follows: GLOBAL STABILfTY SAFETY FACTORS Failure T e Static Pseudostatic Global Rotational 1.97 1.44 `� The cut and fill portions are expected to perform satisfactorily when constructed at a maximum gradient of 2H:1V and in accordance with standard grading recommendations. Surficial Slope Stability Surficial stability of a 26.6° slope has been calcula#ed. The result of calculation shows a factor of safety of 2.1 >1.5, see Plate 3. Lots Proposed for Cut Gradinq Lot Tentative Pro osed Cut Gradin Minimum Maximum 9 7' 13' 10 5' 17' 11 2' 21' 12 1' 6' 13 0' 1' 16 0' 4' 38 0' 2' 39 0' 1' 40 0' 1' 41 0' 1' 42 0' 1' 43 0' 1' 44 0' 1' GeoMat Testing Laboratories, Inc. Page 4 Tentative Tract Map 33584 Project No. 11081-01 City o�Temecula, California A�agus�31, 2013 Lots Pro osed �For Fill Gradin �o# Tentafiive Pro osed Fill Gradin Minimum Maximum 18 2' S' 19 2' 8' 20 6' 1 Q' 21 7' 12' 22 7' 7' 23 4' fi' 24 3' 6' 25 3' S' 26 5' 7' 27 T 11' 28 1' 8' 29 1' 1' 30 1' S' 31 1' S' 35 1' 10' 36 1' 10' 37 1' 8' 52 1' 4' 53 1' 3' 54 1' S' 55 1' 4' 56 1' 4' t� 57 1' 4' Lots Proposed for Transition Cut„to Fill Gradir�q Lot Tentative Pro osed Transition Cut to Filf Gradin Cut �ill 1 17 3 2 17 3 3 17' 3' 4 13' 3' 5 12' 3' 6 2' 3' 8 11' 4' 9 13' 4' 14 5' 2' 15 4' 1' 17 3' 3' 32 1' 8' 33 1' 8' 34 1' 9' 45 1' 1' 46 2' 1' 47 2' 1' 48 1' 2' 49 4' 2' 50 4' 1' 51 4' 4' GeaMat Testing Laboratories, Inc. Page 5 Tentative Tract Map 33584 Project No. 11481-01 City of Temecula, Ca(ifornia August 31, 2013 Retaining Walls Retaining wall is proposed for the rear yards of Lots 1 through 7. This wall is on the order of six feet in height. The wall wil[ support the cut slope designed at 2H:1V. Retaining wall is proposed for tne rear yard of Lots 38 through 48. This wall is on the order of four feefi in height. The wall will s�pport the grade separation between the opposite lots. Retaining wall east of Lots 20 and 28. Th�s wall is on the vrder of 5 feet in height. It supports the fill slope for these lots. The slope is assumed to be designed at 2H:1V. Re�aining wall for Lots 32 to 37. This wall is on #he order of 5 feet in height. It supports the fill slope for these lots. The slope is assumed to be designed at 2H:1 V. Detention Basin This basin is located between Lots 34 and 35. The tentative proposed bottom elevation of the basin 4 to 5 feet below surrounding lots and st�eet levef. Based on the provided plan most of the basin bottom will be developed in cut grading. The east basin embankment will be developed in fill inclined at an assumed design of 2H:1V. This filf embankment is retained by a retaining wail. Setback be#ween the wall and basin bottom should be in accordance with Riverside County Low Impact Development management Practices Manual. �, Park Site The small park site will be mostly graded in sliver cut, less than a foot in depth. West end of the park will be graded in ten feet of cut.. Private Streets Streets A, B, and C are 44 feet wide private roads. The terminus of Streets B and C will be provided with fill on the order of ten feet in the vicinity of Lots 20 and 28. Fill on the order of seven feet is proposed near Lot 11. The remaining of roadways will be developed in sliver cut and fill grading. We understand that these roads will pavers paved. GeoMat Testing l.aboratories, Inc. Page 6 Ten#ative Tracfi Map 33584 Praject �lo. 11081-01 City of Temecula, California Augus#31, 2013 EOT CHNiCAL FI�IDING Subsurface Explora�tion On March 7, 20051n1and Foundation Engineering drilled seven boreholes at the site to a maximum depth of 101 feet below ground surface. The subsurface exploration was reported by Inland Founda#ion Engineering on April 19, 2005. On January 15, 2012 this office drilled five additional boreholes utilizing a firuck mounted rotary auger rig to a maximum depth of 5Q teet. Refer to Plate 1 for approximate locations of the boreholes. The geotechnical logs o#the twelve boreholes are presented in Appendix B of this report. Representative undisturbed samples were obtained by driving a thin-walled steel penetration sampler with successive 30-inch drops of a 140-pound hammer. The number of blows required to achieve each six inches of penetration were recorded on the boring logs and used for estimating the relative consis#encies of the subsoils. Two different samplers were used. The first sampler used was a Standard Penetration Samp�er for which published correlations relafing the number of hammer blows to the strength of the soi! are available. The second sampler type was larger in diameter, carrying brass sample rings having inner diameters of 2.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve fihe natural soil moisture content. They were then#ransported to the - laboratory for observations and testing. Representa#ive bulk samples were obtained and returned to the laboratory for further tes#ing and observations. The results of this iaboratory#esting are discussed and presented in Appendix C. Subsurface Earth Material The results of the subsurface investigation indicate that the site may be characterized as being underlain by both alluvial soils and materials of the Pauba Formation. ln addition, manmade fills were encountered in the lower portions of the property. Manmade fill was encountered in our Boring B-2. The fill material extended to depth of approxima�ely 5 feet. Based the standard blow count the Relafiive density of the fill is approximately 90 percent. These soils are similar to those encountered elsewhere on the site and probably originated from #he site during previous grading operations. Young alluvial channel deposits are present on the easterly side of the site, associated with the existing drainage on the lower portion of the property. The remainder of the site is underlain by sandstone member of the Pleistocene Pauba Formation. Refer to the attached Geologic Map, Figure 7. In general, the site's materials appear to be consistent with those of#he Pauba formation, consisting of alternating layers of sand, silty sand, lean clay, and sandy silty ciay. The soils are moderately to very dense and firm to hard, consolidated, and indurated. GeoMat Testing Laboratories, Inc. Page 7 Tentative Tract Map 33584 Project No. 1108�-01 Cifiy of Temecula, California August 31, 2013 No loose or soft soils were encoun�ered to the maximum depth expfored. Drilling was difficult. Accordingly, it is our judgment that the proposed buildings will be founded into competent soils and Pauba Formation. Slight(y compressible soil in the upper#en feet was encountered in borehole B-03 by Inland Foundation Engineering (referenced report dated Apr�f 19, 2�05). This area is proposed for 6 to 20 feefi of cut grading. Considering this removal and site preparation overexcavation requirement, no compressibfe soils wili remain in the vicinity of borehole 8-03 (Inland Founda#ion Engineering). Laboratory_Testinq Laboratory tests were per�ormed on selecfied soil samples. The tests consisted primarily of moisture, density, sieve analysis, Atterberg Limits, expansion index, and direct shear. The soil classifiications are in conformance with the Unified Soil Classifications System (USCS), as outlined in the Classifica�ion and Symbols Chart (Appendix B). A summary of our laboratory testing and ASTM designation is presented in Appendix C. Expansion Potential Expansion Index (EI} test was performed on representative soil sample obtained from our exploration. Based on the laboratory test results, the soils in the upper 15 feet have a very �ow expansion potential (EI value of 0), as defined in Table 18-I-B of the 2001 CBC. Laborafiory expansion index testing by Inland Founda#ion Engineering show a soil sample �� ._ having an Expansion Index of 13; very low expansion potential. Addi#ional expansion index testing should be performed subsequent to completion of rough grading. Groundwater Groundwater was encountered at the site in Boring B-3 at a depth of approximately 29 feet. Groundwa#er was encountered at 25 fee# below ground surface during the subsur�ace work of {nland Foundation Engineering. Groundwater is not expected to impact site grading during dry season. In winter months the drainage eas# of the site may have a water flow. Retaining wall construction along the drainage may be impacted by water seepage in wet season. Dewatering may be required to facili#ate retaining wall construction. Groundwater data compiled by the Western Municipa!Water District/San Bernardino Valley Municipal Water District indicate two recentfy monitored wells in the vicinity of the site. State Well No. 8S3W01001, located approximately one-quarter mile west of the site was monitored on April 25, 2004. At#ha#fiime, the depth to groundwater was 303.36 feet. State Wel! No. 8S3W01 P02, loca#ed approximately one-half mile west of the site was also monitored in April 2004. The depth to groundwater was 301.96 feet. It is imporkant#o note tha# neither of these wells reflects conditions associated with the alluvial drainage on the easterly portion of the site. GeoMat Testing Laboratories, lnc. Page 8 Tentative Tract Map 33584 Project No. 11081-01 �ity of Temecufa, California Augu�t 31, 2013 Slope Construction/Maintenance Fi[I slopes should be provided at the toe with a three feet deep keyway embedded into firm materials. The keyway should be at least one equipmenf width (+15 feet) inclir�ed at rate of two percent inward. All keyways shou[d be observed prior to starting fill slope cons#ruction. All slopes should be compacted to at least 90 percent of the maximum dry density; to the outer slope face. We recommend vverfilling, compaction by backrolling and then trimming to grade�or fill slope construction. it is recommended that al!slopes be planfied subsequent to construction. As a minimum, Slope Maintenance Guidelines for Homeowners presented in Appendix E of this repvrt should be fo[lowed for this purpose. Graded fiil and cut slope, in our opinion, should be provided with a toe drain to pre�ent nuisance water from daylighting on the slope face or at the toe. Generally, a "burrito-style" drain consisting of perforated plastic pipe encased in free draining aggregate and surrounded by appropriate geote�ci�ile filter fabric would be sufficient for this condition. Typical toe drain details are presented in Appendix G of this report. Specific design details for subdrain should be developed during actual needs conditions encountered during grading. Liquefaction Analysis The eastem side of the site, along the drainage, is located within State of California Seismic � Hazard Zones for Liquefaction, as shown on the seismic hazard zone map for Murrieta ' Quadrangle. West of the drainage the alluvial soil is dense to very dense, consolidated and indurated. Further westerly of the drainage, site soils is mapped as Pauba formation which is considered a non- liquefaction area. For the area with potential for liquefac#ion (the drainage and i#s banks), a quantitative liquefaction analysis was conducted assuming groundwater is to rise to ground surFace. Our Boreholes B-3 and B-5 were essentially used for the analysis. Soil liquefaction is a process by which loose, saturated, granufar deposits loose a significant portion of their strength due to pore water pressure buildup resulting from cyclic loading, such as that caused by an earthquake. Soil liquefaction can lead to foundation bearing failures and excessive settlements. Liquefaction susceptibility reflects the re�ative resistance of soils to loss of strength when subjected to ground shaking. Primarily, physical properties and conditions of soils such as sediment grain-size distribution, compactiort, cementation, saturation, and depth govern the degree of resistance. Soils that lack resistance {susceptible soils) are typically saturated, loose poorly graded sand sediments. Soils resistant to liquefaction include al! soil types that are drier or sufficiently dense. Cohesive soils are generally not considered susceptible to liquefaction. Fine Grained Soil Profile Eva[uation The consistency of fine grained earth material encountered in the upper 30 feet is firm to very firm. The consis#ency of fine grained material below 30 feet is hard. The following criteria by Finn (1991,1993) and Perlea et al ('i 999) is used as a guide#o evaluate the onsite fine grained soil for liquefaction potential. GeoMat Testing Laboratories, fnc. Page 9 Tentative Tract Map 33584 Project No. 11081-01 City af Temecula, California August 31, 2013 D�pth�_� �:� � � � � � In-Place,� �� ' Borehote�;- Consist�ncy ��� Class. LL� � fl �� � � (ft)� �- � �%Mo�isfiur� � B-3 15 to 25' Firm to Very Firm CL 32 24 <0.87LL B-3 35-5Q' Hard CL 47 22 �0.87LL B-5 15-20' Very Firm CLML 29 15 <0.87LL B-5 25-30' Very Firm CL 32 25 <0.87LL Fine grained soils are generally not considered susceptible#o iiquefaction and based on the above is not considered susceptible#o liquefaction. Summary of Quantitative Liquefaction Evaluation Liquefaction susceptibility using Standard Penetration Test da#a and laboratory grain size test results presented in the referenced report being updated were analyzed using LiquefyPro software. Liquefaction analysis performed for this evaluation included: [1] evaluation ofi' soi! consistency and compactness influencing liquefaction, [2] correction of penetration resis#ance data to convert measured SPT N-values to standard N60-values, [3] calculating the earthquake induced stress ratio (CSR), [4] calcu[ating cyclic resistance ratio (CRR), [5] assume that water table rise to fihe surface, and [6] evaluation o#liquefaction potential by calculating a factor of safety agains� [iquefaction (FS}, by dividing CRR by CRS. The software output is presented in Appendix F. , The generated computer calculation in Appendix F shows that onsite soiEs can resist lique�'action except for one foot zone between 26 to 27 feet beiow ground surface in the area of B-3 and#hree foo#zone between 22 to 25 feet below ground surface in the area of B-5. Seismically Induced Settlement Earthquake-induced settlement was estima#ed using procedures presented by Ishihara and Yoshim�ne (1990) for dry/moist soi{s (above #he water table) and saturated sands. Settlements anaiyses were performed for the same focation anafyzed for liquefaction potential to estimate the maximum possible cyclic settlement to be expected at the project site. LIQUEFY PRO software was used to calculate cyclic set�lements and presents them on a cumulative settlement in Appendix F, inciuding settlements above and below historic high ground water dep#hs. Volumetric strains for soils above the water table were estimated using blow count d ata and cyclic shear strain (Tokimatsu and Seed, 1987). Cyclic settlement was obtained by multipiying the thickness of#he soil layer by the calc�lated volumetric sfirain. Cyclic settlements for saturated sands were estimated using blow count data corrected for fines content (i.e. bfow counts for equivalent cfean sand were used) and other factors used for (iquefaction analyses (Stark and Olson, 1995). The referenced procedure applies only to saturated clean sands. Volumetric strain for saturated sands was estimated using the calculated earthquake- induced cyclic shear stress and correc#ed blow count �Ishihara and Yoshimine (1990). The cyclic settlement was obtained by multiplying the thickness of the liquefied soil fayer by the volumetric sfrain. GevMat Testing Laboratories, Inc. Page 14 Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, Califiornia Augu��31, 2013 The results of computerized cyclic settlement analyses are presented in Appendix F. In this case, estimated total seismic settlement is expected to be less than 0.5 inch. Considering procedural conservatism and the above results, a maximum differentiai cyclic settfement of 2/3 of the seismic settlement is estima#ed (SCEC/DMG SP117, 1999). The above estimated cyclic settlements were computed for saturated and saturated sand. A�though, not anticipated, intermediate thin soil layers, not tested, may be subject to liquefaction. This condition are expected to be mitigated by upper nvn-liquefiable layers (per Ishihara, 1985, procedures), and the set#iements at the corresponding depths, although are expected to be insignificant, they should not propagate to the surface owing to the bridging effects from the non- liquefiable layers. Liquefaction Observations/Summarv 1, Some pofiential for liquefaction and earthquake-induced settlements are expected at fihis site. Although a maximum total seismic settlement of 0.4 inch is expected to be the possible highest, the foundations should be selected and detailed to resist liquefaction effects and prevent large-scale damage to#hese structures. 3. An estimated seismic differential settlement of 2/3 of total settlement may be anticipated. 4. Even based on the results from the rigorous reconciliation analyses, and per Ishihara's procedures (1985), no potentia! for surface manifestation (e.g. sand boils or significant ground fissures) as an effect from movement of layer{s} below the historic high groundwater is � expected at this site. This is considering that significant iiquefiable layers only start at a depth of 22 feet below ground surFace and a thick r�on-liquefiable layer is present above it. 5. Based on SCEC (1999} guidelines, a potential for Ioss of bearing capacity due to kiquefaction is not expecfied at the site since there is not an upper potentially Eiquefiable [ayer at a depth shallower than the estimated depth where the induced verticaC stress in the soil is less than 10% of the bearing pressure imposed by the foundation systems. Furthermore, proper reinforced foundation systems are designed to dissipate structural loads. Also, no loss of bearing capacity is expected for grade beams or lightly loaded slabs-on-grade. 6. In significant conformance with Youd, Hanson, and Bartlett (ASCE Geotechnical Jr. April 1995, and Lecture by Youd on July 7, 1999), no lateral spreading due to liquefaction is expected at this site due to the following reasons: • Alluvial subsurface soils are essentially horizontally layered. • According to#he SPT blow count the formation is very dense, therefore, it is not expected to shear�o cause significanfi lateral spreading. • No thick clean sand fayer is shown in the aliuvial soil profile. If clean sand is to exist elsewhere, in areas not explored, it is expected to be scattered or have minimal occurrence throughout the site, and cannot reasonably be connected to form a hypothetical "continuous" [�ne of significant length that could reasonably be expected to "exit" on a slope or free face, or move significantly beiow the minimal (1%, per plan) slope of the site. GeoMat Tesfing Laboratories, Inc. Page 11 Ter�tative Tract Map 33584 Project No. 1 1 081--01 City of Temecula, California August 31, 2413 m In the liquefaction spreadsheets (a part of the Liq�aefyPro sof'tware results} it can be observed tha#at the analyzed locat�ons, no saturated fiquefiable saT ndy soi(s with values of N1(60) <15 exist at the site. 7. Although it is exfiremely difficult to predict the overall behavior of any site during seismic shaking, i# is our opinion that proper design of foundation can substantially improve the structure's resistance to deformation. This is most commonly accomplished by providing proper reinforced foundation design. {f the owner wishes a higher degree of confidence, then the struc#ures should be designed for higher probabie events. Please no#e fihat foundation design is under the purview of the structural engineer. All foundations should be designed by a qualified structural engineer in accordance wifh the CBC and the latest applicable building codes and structuraf considera#ions may govern. Ge� The subject parcel is 7 �/4 acres in size, situafied chiefly on the southwest flank of a drair�age that runs nor�hwestward through the area. The property sfopes generally to the northeast from a high of approximately 1145 feet above sea level in the southwest corner of the property to a low along fihe northeast side of, roughly 1090 feefi above sea level, a total relief of 55 feet. The overall slope across the buiiding area is approximately 8H:1V. The site location is depicted on Figures 1 through 5. , Re ional Geoto ; The subject property is located in the Peninsular Ranges Province of California, see Tectonic Sefiting, Figure 6. The Peninsular Ranges Province is noted for its pronounced, ac#ive, northwest-southeast oriented fault systems. The closest of these major faults are e(ements of the Elsinore Fau{t System. See Figures 6, 7, and 9. The closest of these elements is approximately�/4 mile to the west (east border of the A.P. Zone). See Figures 6 through 8. The Elsinore Fauft is an Mw7.0 system in this region. The CGS Ground Mofiion Page indicates a PGA of 0.559g is expectable. The formationa� units of the site area are members of the Pleistocene, Pauba Formation. See Figure 7. Structurally,the overall area is faulted and slightly flexured. Site Geoloqv The following repor�was reviewed: Preliminary Geotechnical Investigation for A.P.N. 944-060— 006 by lnland Foundation Engineering Inc. in April 19, 2005, Project Number P283-003. {nland's site investigation included review of existing iiterature and subsurface exploration. Knowledge of the geology of the area is little change since#he time of#hat study. Elements of the geology of the site are re-reviewed below. The site is situated on northeast sloping hillside above a northwest flowing drainage. Slopes are regular and moderately low. Total height of slope is approximately 45 feet. The overall siope is approximatefy 8H:1V wi#h steeper slopes prevailing along the western border of the parcel. Sandstone of the Pleistocene, Pauba formation underiies the slope area; Hofocene alfuvium underlies the Eastern part of the parcel along the existing drainage. GeoMat Testing Laboratories, Inc. Page 12 Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, Califiornia August 31, 2013 No faults have been discovered or reported within the area of the parcel. No faul#zones are report�d in the tract by fihe Riverside County review for the item tract. Geoloqic Hazards Geo{ogic hazards reviewed by lnland include seismicity, settlement, liquefaction, landsiides, rock fall, slope stabiii#y, seiches, tsunamis, and surface rupture. Geofogic conditions reported by Inland in 2005 have no�change significantly. Active faults Surface rupfiure- no active fault zones are mapped on the property. However, an A. P. Zone for a segmen#of fihe Elsinore system is mapped nearly adjacenfi to the wesfi border of the property. See Figure 8. Also, strong faulting is mapped approximately 1500' northwest of and in line with the property. Although this faulting is not known to be active, the tectonic sensitivi�y of the locafiion indicates that all excavations on the property should be examined by the geotechnical engineer or engineering geologist. A distinct potential for a high level of ground shaking during earthquakes is also possible here- above�/z the strength of gravity(0.559g). Weak zones in the sub terrain,formed by the cross cutting of ancient faults, is also a distinct possibiGty here. _ Tsunamis,�Seiches Standing bodies of water are not known where the location could be affective in this way as a hazard to lo#s of this parcel. Slope Stabilitv Deep seated instabilities are not anticipated, because of the character of#he Pauba Formation, Most commonly, the underlying sub fierrain is comprised of massive, coherent sandstone (Pauba Formation). Therefore, s[ope stability should not be a problem, as a rule. Neverfiheless, local raveling may become apparent if slopes are not planted and maintained. Site Class Formal structural plans have not been prepared, the exact height, design loads of the multi-family buildings, and the construction material, stiffness, and strength of structure are unknown at this time. Therefore we are assuming that the proposed three stories high buildings are expecfied to be 25 feet high or less, of conventional light frame construction, and their structure fundamental period of vibration is less than 0.5 seconds (#his based on T=Ct(hn}D�7�, where Ct=�.�2 and h=25}. Accordingly site specific evaluation to determine spectral accelerafiion fior liquefiable soils �s not required and therefore the structure need not be designed as if it is Seismic Site Class "F:" (exempt under ASCE 7 Section 20.3.1), The structural engineer should verify the structure fundamental period using applicabie methods from the CBC. GeoMat Testing Laboratories, Inc. Page 13 Tenfiafiive Tracfi Map 33584 Prajecf �lo. 11081-01 City of Temecula, California August 31, 2Q13 It is our opinion#hat structures should be designed in accordance with #he current seismic building code as determined by the structural engineer. Considering the Spectral Response Accelera#ion at short period SbS > 0.50g (CBC Table 1613.5.6(1), and the Spectral Response Accelerafiion at one second period So� >0.20g (CBC Table 1613.5.6(2), the subject site is located in an estimated Site Class"D" as outlined in CBC Table 169 3.5.2. Present building codes and construction practices, and the recommendations presented in this report are infiended to minimize structural damage#o buildings and loss of life as a result of a moderate or a major earthquake. They are not intended to#otally prevent damage to structures, graded slopes and natural hillsides due to moderate or major earthquakes. While it may be possible to design structures and graded slopes fio withstand strong ground motion, the construction costs associated with such designs are usually proh�bitive, and the design restrictions may be severely limiting. Earthquake insurance is often the only economically feasible form of protection for your property against major earthquake damage. Damage to sidewalks, steps, decks, patios and similar exterior improvements can be expected as these are not normally controlled by the building code. Seismic Desiqn Parameters The CBC seismic design parameters are presented in the following table. . � ,� Site Class D 0.2 second Spectral Response Acceleration,SS 1.845 1.0 second Spectral Response Acceleration,51 0.674 Site Coefficient,FA 1.0 Site Coefficient,F„ 1.5 Maximum considered earthquake spectral response accelerations for short periods,SMS 1.845 Maximum considered earthquake spectral resporrse accelerations for 1-second periads,SM1 1.011 �esign Spectral Response Acceleration at 5hort Periods,Sps 1.230 Design Spectral Respons�Acceferation at 1-Second Periods,S0z O.fi74 GeoMat Testing Laboratories, Inc. Page 14 Ten#ative Tracfi Map 33584 Project No. 11081�01 City of Temecula, California August 31, 2013 C�NCLUSI�NS Based upon our geotechnical findings, we conclude that the proposed improvements are . feasible from a geotechnical standpoint. We have found no significant geologic or soil-related constrainfis during the course of this investigation that cannot be mitigated by proper design and construction practices. Specific conclusions are summarized below: • The site is expected fio experience strong ground shaking during the design life of the structures. The potential for liquefaction occurrence is anticipated to be deeper than 22 feet below ground surface in younger alluvial soils. Seismically-induced sefifilement in young alluvium is expected to be on the order of 0.4 inch. No seismic settlement is expected in Pauba Formation. • Very moist soil is expecfied to be encountered. Grading along the drainage, during wet season, may er�counter shallow groundwater. Contingencies will need to be provided if construction takes place during periods of wet weather. Small, light weight grading equipment mounted on tracks may be applicab[e where shallow groundwater is anticipated. This conditions may require special construction practices, such as excava#ing wet soil with an excavator, mixing wet soil with drier soil or air drying, stabilizing with geo-fabric, pumping soil removal, and bottoms dewatering. • Subdrain system is not anticipated at this time. The need for subdrain wili be determined during rough grading. Toe drain for slopes should be considered during planning and � construction. We have no way of predicting future groundwater levefs or perched water due to grading or increase in surface water infiltration from rainfall or from landscape irriga#ion. Subdrains, horizonfial drains, toe drains, French drains, heel drains or other devices may be recommended in future for graded areas that exhibit nuisance water seepage. � Complete removal and recompaction of the undocumented ar#ificial fill and partial removal � and recompaction of the upper alluvia! soi! will be necessary. • Cut slopes exposing massEve, dense Pauba formation and fill slopes co�structed of onsite soil are expected to perform satisfactorily when constructed in accordance with appropria#e geotechnical recommendations. The slopes along the drainage bank will require rip-rap or equivalent method protection from flooding and erosion. • Based on laboratory test results presented in referenced reports, the near-surface, onsite soil is expected to exhibit very low expansion potenfiial. This should be verified subsequent #o completion of rough grading. • Concrete in contact with the onsite soil is expected to have negligibfe exposure to water- soluble sulfates in the soil. The onsite soil is considered to be mildly corrosive to ferrous metal. Soils wi#h sever potential to corrosion may be encountered, according to the laboratory test results presented in�he referenced soil report. Additional laborafiory fiesfiing should be conducted subsequent to completion of rough grading. • Overall, the geologic setting of#he property appears satisfacfiory for the use intended, provided engineering recommendations are followed. GeoMat Testing Laboratories, Inc. Page 15 Tentative Tract Map 33584 Project No. 11081-�1 City of Temecula, Galifornia August 31, 2013 RECOMfi�E1�DA`TiO�I� The following recommendations are based upon our review of provided documents and associated subsurface work. These recommendations are preliminary and should be reviewed and amended, as necessary, during rough grading. Ear�hwork Al! earthwork shou(d be performed in accordance with the General Earthwork and Grading Specifications presented in Appendix G of this report), unless specifically revised or amended below or by f�ture review of project plans. C�earinq and Grubbing All building, slab and pavement areas and all surfaces to receive compacted fill should be cleared of existing loose soil, vegetation, debris, and other unsuitable ma�erials. We recommend a minimum overexcavation of a� least 36 inches to provide assurance of exposing potentially unsui#able materials. !f unsuitable conditions are exposed, they should be traced out and removed. Ali abandoned underground utility lines should be traced out and completely removed from the site. Each end of the abandoned utility line should be securely capped at the entrance and exit to the site�o prevent any water from entering the site. Concrete irrigation lines may be capped at their entrance and exit to the site, crushed in place and distributed throughout the fi[I as directed by the Soil Engineer. Soils which are loosened due#o the removal of trees should be removed and replaced as controlled compacted fill under the direction of the Soil Engineer. A search should be made in the vicinity of the exis#ing structures for possible sep#ic tank and/or seepage pits. These should be excavated and removed from the site or processed under the direction of#he Soil Engineer. Preparation of Surfaces to Receive Com_acted Fill __ The recommend depth of removal is on the order of eight to ten feet within the proposed fill areas that are underlain by alluvium. AI� surfaces to receive compacted fill shalt be subjected to compaction testing prior fio process�ng. Tesfiing should indicate a Relative Compaction o#at least 85 percent within the unprocessed native soils. If roots or other deleterious materials are encountered or if the Relative Compaction fails to meet the acceptance criterion, additional overexcavatio� will be required unti� satisfactory conditions are encountered. Upon approval, sur�aces to receive fill shall be scarified, brought to near optimum moisture contenfi, and compacted to a minimum of 90 percent Relative Compaction. Preparation of Buildinq Areas All building areas should be underlain by a minimum compacted fill thick�ess of one times the foo#ing width beneath the footing base elevation. This zone of recompaction should extend a minimum of five feet outs[de the building lines, and a minimum of 36 inches below the exisfiing or final ground surFace, whichever is deeper. The surface ofi the overexcavation should then be reviewed for compiiance with �he criteria in the above paragraph under this section. Upon observation, the surface shall be scarified, brought to near optimum moisture content and compacted#o a minimum of 90 percenfi Relative Compaction. GeoMat Testing Laboratories, Inc. Page 16 Tentative Tract Map 33584 Project No. 11081-01 Ci�y ofi Temecula, California August 31, 2013 An observation should then be made by the Soil Engineer or his representative, in order to verifiy the depth af the overexcavation and the Relative Compaction obtained. The excavated material may then be replaced as controlled compac#ed fill. Pre arafiion of Slab and Pavin Areas All surfaces to receive asphalt concrefie paving or concrete slabs-on-grade should be underlain by a minimum compacted fill thickness of 12 inches. This may be accomplished by a combination of overexcavation, scarification and recompaction of the surface, and replacemen# of the excavated material as controlled compacted fifl. Compaction of the slab areas shall be to a minimum of 90 percent Relative Compaction. Compaction within the proposed pavement areas shall be to a minimum of 90 percent Relative Compac�ion. Placement of Compacted Fi11 Fill materials consis#ing of on-site soils or approved imported granular soils, sha�l be spread in shallow lifts, and compacted at near optimum moisture content to a minimum of 90 pereent Relative Compaction. Observations of the material encountered during the investigation indicate that compaction will be most readily obtained by means of rubber-wheeled or sheepsfoot compactors. If grading is pertormed during a dry period, pre-watering of the soil may provide a means of obtaining a more uniform moisture content through the soils which were encountered. This should be investigated by the grading contractor prior to the commencement of site grading. `` FieldlLaboratorv Testinq During grading�tests and observations shafl be performed by the Soil Engineer or his representative in order to verify that the grading is being performed in accordance wifih the project specifications. The minimum acceptabfe degree of compaction shall be 90 percent of the maximum dry density as obtained by the ASTM D1557 test method., Where testing indicates insufficient density, additional compactive effort shall be appfied until retes#ing indicates satisfactory compaction. Laboratory testing will also be conducted to verify that the soils will not subjec#concrete to sulfa#e attack and are not corrosive. Laboratory testing of any proposed import will be necessary prior to placement on the site. Laboratory testing of on-site soils may be done on either a selective or random basis as site conditions indica#e. Shrinkaqe and Subsidence Volumetric shrinkage of the material which is excavated and replaced as controlled compacted fill should be anticipated. Near the surFace, the anticipate shrinkage vaiues of 15 to 20 percent with 15 percent being estimated on the basis of average values and 20 percent being based upon average values with fihe addition of one degree of uncertainty. Ifi is estimated that this may be applicable for the upper two feet. Below that depth, these values will be much smaller, ranging from 5 to 90 percent. Subsidence of the surfaces which are scarified and compacted will be on the order of 0.05 to 0.1 fee# per foo#of recompaction. The effects of the recompaction of the soil "in-place" may extend up to two feet beneath the surface which is compacted. Therefore, subsidence due to such recompaction may be up to 0.2 feet in alluvial areas. This will vary depending upon the type of equipment used and the moisture content of the soif at the time of grading. Subsidence in Pauba Formation may be considered negligible. GeoMat Testing Laboratories, Inc. Page 17 Tentative Tract Map 33584 Project No. 11081-�1 City of Temecula, California August 31, 20�3 These values for shrinkage and subsidence are exclusive of iosses which will occur due to the stripping of the organic material from the sifie and the removal of trees, utility or irrigation lines, and other subsu�Face obstructions. Wet Soil Very moist soil was encountered at the site. If we# soil is encountered during grading, specia! handling of the soil may be required, such as mixing with drier soil or spreading and drying. Special measures may also be required to stabilize wet, pumping removal botfoms for support of compacted fii11, such as placement of imported crushed rock and/or ground reinforcement with geotextile. Dewatering should not be precluded. Slopes Based on the current plan and our recommenda�ions, we an�icipate that the planned fill and/or cut slopes constructed at an inclination of 2H:1 V or flatter will be grossly and surficially stable. Any fll to be placed on sloping ground steeper than 5% should be keyed and benched into competent material. Benching detail is shown in Appendix G of this report. Fill slopes should be constructed in accordance with the General Earthwork and Grading Specifications in Appendix G, following typical key excavation and benching. In order#o achieve adequate compaction a#the slope face, we recommend that fill slopes be overfilled and then cut back to compacted material. After cutting back, the final slope should be rolled with compaction equipment where determined necessary by the geotechnical engineer. The success of natural, cut and fiili slopes will be dependent upon proper design, construction and maintenance. Grading should be designed in such a manner that a11 surface water is directed away from the slope face and into safiisfactory drainage devices. The finished slopes should be assumed to be highly susceptible to erosion and should be planted as soon as possible after construction. The moisture content of the soi! exposed on the slopes should be maintained at a relatively constant level to avoid the problems related to cycfic shrinkage and swelling. Slopes must also be protec#ed against rodent activity and other means of deterioration. As a minimum, Slope Maintenance Guidelines presented in Appendix E should be followed for this purpose. Tentafiive Foundation Recommendations S read Footin s Residen#ia[ structures founded into compacted fill or in compe#en# Pauba Formation may be supported on conventional spread footings. Footings should be established a minimum of 2 feet below the lowest adjacent final grade and measure at least 18 inches in width. An allowable bearing pressure of 2000 pounds per square foot(psfl may be used for spread foofings with the above minimum dimensions. The allowable bearing pressure is a net value. Therefore, the weight of the foundation and the backfiil over the footing may be neglected when computing dead loads. The bearing pressure app[ies to dead plus live loads and includes a calculated factor of safety of at least 3. The allowable bearing pressure value may be increased by one-third for short-term loading due to wind or seismic forces. GeoMat Testing Laboratories, Inc. Page 18 Tentative T'ract Map 33584 Project No. 11081-09 City of Temecula, Ca{ifornia August 31, 2013 Reinforcemen#should be determined by qualified structural engineer, however minimum reinforcement of 2 No. 5 bar at top and 2 at bottom is recommended These recommendations should not prec[ude more restrictive structuraf requirements. The struc#ural engineer should de�ermine the actual footing sizes and reinfiorcement to resist vertical, horizontal, and uplift forces under static and seismic conditions. Reinforcement and size recommendations presented in this report are considered the minimum necessary for the soil conditions present at foundation level and are not intended to supersede the design of the project struc#ural engineer or cri#eria of the governing agencies for the projec#. Foundations should be designed by a qualified structural engineer in accordance with the latest applicable building codes and structura! considerations may govern. Foundation design is under purview of s#ructural engineer. AI! grading shall be performed under the testing and inspection of the Soil Engineer or his representative. Prior to the placement of concrete, we recommend thafi the footing excavations be inspected in order to verify that they extend into satisfactory soil and are free of loose and disturbed materials. If concrete is to be placed on dry absorptive soil in hot and dry weather, the soil should be dampened but not to a point that there is freestanding water prior to placement. The formwork and reinforcement should also be dampened. Settlement Total static settlements of individual, lightly loaded spread footings will vary depending on the width of the footing and the actual load supported. To#al static sefflements of footings, designed and constructed in accordance with the preceding recommendations are esfiimated to be on the order of 0.2 inch, refer to Plate 4. Seismic settlements were calcula#ed by LiquefyPro software and are presented in Appendix F. The tota! seismically-induced settlement is the sum of settlement of the dry and satura�ed soil in all explored layers. Calcula#ion of the an#icipated seismic settlemen#is befinreen 0.35 to 0.39 inch. DifFerential settlement may be taken as 1/2 to 3/4 of the total settlement. The project should be designed for the foflowing an�icipated static and seismic settlements: To#a{Settlement 1.0 inch Differential Settlement �/2 to 2/3 inch Please note that foundation design is under the purview of the structural engineer. Foundation should be reviewed/designed by a qualified structural engineer in accordance with the latest applicable building codes and structural considerations may govern. Frictional and La#eral Coefficients Resis#ance to lateral loading may be provided by friction acting on the base of foundations, grade-beams, and s�abs-or�-grade. A coefficient of friction of 0.35 may be applied to dead load forces. This vaiue does not include a factor-of-safety. A passive resistance of 203 pcf of equivalent fluid weighfi may be included for resista�ce to lateral load. This value does not include a factor-of-safety. GeoMat Testing Laboratories, Inc. Page 19 Tentative Tract Map 33584 Project No. 11081-01 City of Temecu(a, California August 31, 2013 When passive resistance is used in conjunction with friction, the coefficient ot friction should be reduced by one-third in determining the tofial lateral resistance. At a minimum, a factor-of- safety of 1.5 should be included when resisting sliding or overfiurning. Passive earth pressure should be ignored w�thin the upper one foo� except where confined as beneath a floor slab. Footinq Set Back As recommended in earlier paragraph, keyway for toe of slope construction is 3 feet in depth and at least 15 feet wide. Half of this keyway width is seven feet on each side of slope toe. We recommend that minimum building footing set back from the toe of slope to be at least seven feet. !f this setback cannot be achieved, deeper keyway(2 additional feet of keyway depth for each foot encroachment into setback. Maximum encroachment is four feet) should be considered. Slabs-on-Grade Concre#e slabs should be suppor�ed by compacted structural fill as recommended earlier in this report and in the case of shallow groundwater a layer of crushed rock should be considered. lt is recommended that perimeter slabs (walks, patios, etc.} be designed relafively independent of footing stems(free floating) so foundation adjustment will be less likely to cause cracking. Siabs at or near existing grades should be underlain with a minimum of 4 inches o#sand. Areas where floor wetness would be undesirable should be underlain with a plastic vapor barrier to reduce moisture transmission from the subgrade soils to the slab. The membrane should be centered in the sand. The sand shou�d be lightly moistened just prior to placing concrete. Flooring manufacturers may have specific requirements relafied to emission rates from concrete that should be achieved prior to the placement of flooring, Some flooring applications may req uire more effective barriers than the typical 10 mil used in residential consfiruction. Therefore, the selection of the vapor barrier should be based upon the type of flooring material and is not considered to be a Geotechnical Engineering design parameter. S{abs constr�cted at or near the groundwater should be designed to resist the uplift of fihe groundwater. Minimum slab reinforcemen#should be No. 4 bars placed 16 inches on center in each direction. Reinforcing should be Ioca#ed at mid-slab. The drying time of the concrete slabs may be reduced using a lower water-cemen# ratio such as 0.5 or 0.45. The use of fly ash may enhance workability of the mix and reduce the afkali content. Soils underlying slabs that should be premoistened to 3°/o above optimum moisture content to a depth of 12 inches below lowest adjacent grade. Premoistening of slab areas shoufd be observed and tested by project geotechnical engineer for compliance with these recommendations prior#o placing of sand, reinforcing steel, or concrete. GeoMat Testing Laboratories, Inc. Page 20 Tentative Tract Map 33584 Project No. 11081-01 Ci�y of Temecula, California August 31, 2013 Notes for Slab-on�Grade Construction The vapor re#ard�r recommended in the preceding paragraphs is a common method of reducing the migration of moisture through the slab. It will not prevenfi all moisture migration through the sfab nor will it prohibit the formation of mold or other moisture related problems. For moisture sensitive floor coverings, an expert in that field should be consulted to properly design a moisture barrier suitable for the specific application. If concrete is to be placed on a dry absorptive subgrade in hot and dry weather, the subgrade should be dampened but not to a point that there is freestanding water prior to placement. The formwork and reinforcement should also be dampened. Shrinkage of concrete should be anticipated. This will result in cracks in ail concrete slabs-on- grade. Shrinkage cracks may be directed to saw-cut "control�oints" spaced on the basis of siab thickness and reinforcement. A level subgrade is also an important element in achieving some "control" in the locations of shrinkage cracks. Control joints should be cut immediately following the finishing process and prior to the placemert#of the curing cover or membrane. Control joints#hat are cut on the day following the concrete placement are generafly ineffective. The placement of reinforcing steel will help in reducing crack width and propagation as wel!-as providing for an increase in the control joint spacing. The addi#ion of water to the mix to enhance placement and workability frequently results in an excessive water- cemen# ratio that weakens the concrete, increases drying times and results more cracking due to concrete shrinkage during the initial cure. Based on faboratory testing, expansive soils is not present at the site. If expansive soils are found in building pads, special expansive design criteria should be considered during preliminary planning for the design of foundations and concrete slabs-on-grade. As a minimum, concrete slabs-on-grade should be 6 inches thick and reinforced with No. 4 bars at 12 inches, on center, each way. The slabs should also be provided with six inches of compacted sand or crushed rock. !t should be noted, that the data given are minima, and that other more stringent structural considerations, such as large construction or service foads, or hydrostatic pressure may govern. Actual reinforcement and s(ab thickness should be defermined by the Structurat Engineer, but should not be less than values given herein. Retaininq Wall Desiqn We recommend that retaining walls be backfilled with granular soil exhibiting a minimum sand equivalent of 30 and be constructed with a pipe/gravel/filter backdrain in accordance with fihe recommendations provided on Plate 5. The following parameters may be used for retaining wall design: Condition Equivalent Fluid Pressure(psf/ft) Active 40(level backfi[I) 53 2H:1 V backfil[ At R�st �$ (1evel backfiEl) 85 2H:1 V backfill Passive 203 with maximum value of 2400 psf GeoMat Testing Laboratories, Inc. Page 21 Tentative Trac� Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 Where a 2:1 sfope descends from the front of the wall, we recommend that the wall be designed using a passive equivalent fluid pressure of 136 pcf. The upper 12 inches of soil at the toe of the wali should not be considered for passive resisfiance. We also recommend that retaining walls constructed at or near the top of slopes, or mid-slope walls be consfiructed with a minimum depfih ofi embedment such that there is a minimum of 5 feet measured horizontally between the bottom outside edge of the footing and the face of the slope. The above values do not contain an appreciable factor of safiety, so the structura! engineer should apply the applicable factors of safety and/or load factors during design. Cantilever walls that are designed to yield at least 0.002H, where H is equal to#he wall height, may be designed using the active condition. The active pressure may be used to design an unrestrained retaining wall, such as a cantilever wafl that is free to tilt s[ightly. For a restrained wall, such as a basemen�wall, curved walls without joints, or walls restrained at corners, the at-resfi pressure should be used. If tilting of wall segments is acceptable and construction joints are provided at all angle �oints and frequently along curved wall segments{preferably not exceeding 15 feet), the active pressure may be used. Passive pressure is used to compute soil resistance to la�eral structura) movement. In addition, for siiding resistance, a frictional resistance coefficient of 0.35 may be used at the concrete and soil interface. The lateral passive resistance should be taken into account on(y if it is ensured that the soil providing passive resistance, embedded againsfi fihe �- foundation elements, will remain intac#with time. In addition fio the above lateral forces due to retained earth, surcharge due to improvements, such as an adjacent structure, should be considered in the design of the retaining wall. Loads applied within a 1:1 projection from the surcharging structure on the stem of the wal! should be considered as lateral and vertical surcharge. For lateral surcharge conditions, we recommend utilizing a horizon#al load equal to 50 percent of the vertical load, as a minimum. This horizontal load should be applied below the 1:1 projection plane. To minimize the surcharge load from an adjacent structure on the retaining wall and to minimize settlement of the adjacenfi structure, deepened building footings may be considered. Other lateral pressures due to surcharge loading may be estimated using the guidelines in attached Plate 6. The total depth of retained earth for design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overturning and sliding. A soii unit we�ght of 120 pcf may be assumed for calcufating the actual weight of the soil over the wall footing. Retaining wall footings should have a minimum width of 24 inches and a minimum embedment of 24 inches below the lowest adjacent grade. An ailowable bearing capacity of 2,000 psf may be used for retaining wall footing design, based on the minimum footing width and depth. This bearing value may be increased by 250 psf per foot increase in width or depth to a maximum allowable bearing pressure of 4,000 psf. GeoMat Testing Laboratories, lnc. Page 22 Ten#a�ive Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 Reta'sninq Wall alonq Creek �ed Retaining waI[footings along the creek should be es#ablished befow the scour and erosion zone. Hydrology study is not part of this study and the design 100-year high water level is not known. The estimated scour/erosion depth is five fee#. Retaining wal(s a(ong the creek may be designed as gravity walls. Retaining wall foundation should be protected with concreted rep rap designed by the civil engineer. The rip rap may be extended to cover the creek bed. The channel wall may be designed fio retain the fill for the adjacent lots. Preliminarv Pavement Desiqn Based on the design prvicedures outlined in the current Caltrans Highway Design Manual, and using an assumed R-value of 40 for fihe onsite soil and a design R-value of 78 for aggregate base course, preiiminary flexible pavement sections may consist of the following for the Traffic Indices indicated. Final pavement design should be based on laboratory testing performed near the compfetion of grading and the Traffic Index defiermined by the project civil engineer. Traffi•c Index Asphalt Concrete Aggregate Base inch inch 4.5 3 6 [f the streets are to be paved prior to the construction of the buildings, we recommend that the full depth of the pavement section be placed in order to support heavy construction traffic. All pavement construction should be perFormed in accordance with the Standard Specifications for Public Works Construction. Field inspection and periodic tesfiing, as needed during placement of the base course materials, should be undertaken to ensure that the requirements of the standard specifications are fulfilled. Prior to placement of aggregate base, the subgrade soil should be processed fo a minimum depth of 12 inches, moisture- conditioned, as necessary, and recompacted to a minimum of 90 percent relative compaction. Aggregate base should be placed in thin lifts, moisture conditioned, as necessary, and compacted to a minimum of 95 percen# relative compaction. Trench Wall Stabili Significant caving did not occur within the exploratory borings. However, caving should be expected in sandy soils. Exposure of sandy soils along the easfi side of the property is anticipated. All excavations should be configured in accordance with the requirements of CaIOSHA. Onsite soils are ten#atively classified as Type B. The classification of the soil and the shoring and/or slope configura#ion should be the responsibility of the contractor on the basis of the trench depth and the soil encountered. The contractor shouid have a "competent person" on-site for the purpose of assuring safe#y within and abou#all construction excavations. Trench Backfiti Utility trenches can be backfilled with onsi#e soil, provided it is free of debris, organic and oversized material. Prior to backfilling the trench, pipes should be bedded in granular material with a sand equivalent of 30 or greater to a depfh of at least 12 inches over the pipe. GeoMat Testing Lalooratvries, Inc. Page 23 Tentative Tract Nlap 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 The pipe bedding should be densified in-place by wetting. The native backfill should be placed in thin lifts, moisture conditioned, as necessary, and mechanically compacted using a minimum s#andard of 90 percent relative compaction. �urface Drainaqe Positive drainage should be provided and maintained for the life of the project around the perimeter of all structures (including slopes and retaining walls) and all foundations toward streets or approved drainage devices to minimize water infiitrating into the underlying natural and engineered fi[I soils, and prevent errosion. In addition, finish subgrade adjacent to exterior foot'tngs should be sloped down (at least 2%) and away to facilitate surFace drainage. Roof drainage should be collecfied and directed away from foundations via nonerosive devices. Water, eifiher natural or by irrigation, should not be permitted to pond or saturate the foundation soils. Ail planters and terraces should be provided with drainage devices. A concre#e lined brow ditch shou{d be constructed along the top of proposed cut/fill slopes. Internal slope drainage should be directed to approve drainage collection devices, per the civif engineer recommendations. Over the slope drainage should be prevented. Location of drainage device should be in accordance with the design civil engineers drainage and erosion control recommendafiions. Ponded water, leaking irrigation systems, over watering or other conditions which could lead#o ground saturation should be avoided. Surface and subsurface runoff from adjacent properties should be controlled. Area drainage collection should be directed toward the existing s#reet through approved drainage devices. All drainage devices should be properly maintained. AI! proposed cut and fill slopes should be protected with suitabie erosion control measures such as jute matting, hydroseeding, etc. As a minimum, the slope maintenance guidelines in Appendix E should be utilized. Soil Corrosion Po#ential To e�aluate the corrosivn po#ential of the surficial soils we have reviewed the analytica[test results presented in the referenced report by Inland Foundation Engineering. The test results of these tests are summarized below. Sulfate (%) Chloride pH Saturated Resistivity 0.001 to 0.007 <500 m 7.2 to 7.3 1,500 to 11,400 ohm-cm Many fac#ors can affec#the corrosion potential of soil including soil moisture content, resistivity, permeability and pH, as weli as sulfate concentration. In general, soil resistivity, which is a measure ofi how easily electrical current flows#hrough soils, is the mos# influential fac#or. Based on the findings of studies presented in ASTM STP 1013 titled "Effecfis of Soil Characteristics on Corrosion" (February, 1989), the approximate relationship between soii resistivity and soi!corrosiveness was developed as shown in Tab�e below. Soil Resistivit ohm-cm) Classificafiion of Soil Corrosiveness 0 to 900 Ve Severe Corrosion 9Q0 to 2,30Q Severel Corrosive 2,30Q to 5,000 Moderate! Corrosive 5,000 to 10,000 Mildl Corrosive 10,000 to>100,000 Ve Mildl Corrosive GeoMat Testing Laboratories, Inc. Page 24 Tentafive Tract Map 33584 Projec# No. 11081-01 City of Temecula, California August 31, 2013 Sulfate ion concentrations, and pH appear to play secondary roles in affecting corrosion potential. Sulfate ions in the soil can lower the soil resistivity and can be highiy aggressive#o Portland cement concrete by combining chemically with certain constituents of the concrete, principally tricalcium aluminate. This reaction is accompanied by expansion and eventual disruption of fihe concrete mafirix. Potentially high sulfate content could also cause corrosion of the reinforcing steel in concrete. California Building Code {CBC} provides requirements for concrete exposed to sulfate-containing solutions as summarized below. Water Soluble Sulfate m Sulfate Ex osure 01000 Ne li ible 1000-2000 Moderate 2000-20000 Severe Over 20000 Ver Severe Acidity is an important factor of soil corrosivity. The iower the pH (the more acidic the environment),the higher the soil corrosivity with respect to buried metallic structures. As soil pH increases above 7 (#he neutra!value), the soil is increasingly more alkaline and less corrosive to buried steel structures due to protective surFace films which form on steel in high pH environments. A pH between 5 and 8.5 is generally considered relatively passive from a corrosion standpoint. Based on the tes# results and the resistivity correla#ions, it appears that the corrosion potential to buried metallic improvements may be characterized as severe. From the CBC guidelines, sulfate exposure to Portland Cement Concrete (PCC) may be considered negligible to moderate - for the sampled materials. We Shou[d Be Retained For The Followinq Staaes �f Construction Gradinq and Foundation Plan Review The recommendations provided in this report are based on preliminary information and subsurface conditions as interpre#ed from limited exploratory borehofes. We MUST review final founda#ion and grading plans to revise our conclusions and recommendations, as necessary. Our preliminary conclusions and recommendations should also be reviewed and verified during grading, and revised accordingly if ex�osed geotechnical conditions vary from our preliminary findings and interpretations. Based on our review of plans, addi#ional subsurface work should not be precluded. Addifiional Observation and/or Testin a. During demolition, site clearance, and removal of tree roots and any underground obstructions. b. During all overexcavations and fill placemen#. c. Following footing excavations and prior to placement of footing materials. d. During wetting of slab subgrade and prior to placement of siab materials. e. During all trench backfills, subgrade and base compacfiion prior to paving. f. When any unusual conditions are encountered. GeoMat Testing Laboratories, Inc. Page 25 Tentative Tract Map 33584 Project IVo. 91081-01 City of Temecula, California August 31, 20�3 Re�ort of Field Densit�/Testinq Durin� Grading A report of fie�d density tests should be prepared subsequenfi to the completion o�grading. The report should include a summary of work perFormed, laboratory fiesfi resulfis, and fihe resuits and locations of field density tests perFormed during grading. GeoMat Testing Laboratories, {nc. Page 26 Tentative Tract Map 33584 Project No. 11081--0� City of Temecula, California August 31, 2013 �I I� �� F rN�� �� �I Geotechnicai Risk The concept of risk is an important aspect of the geotechnicaf evaluation. The primary reason for this is that the analytical methods used ta develop geotechnical recommendations do no#comprise an exact science. The anafytical tools which geotechnical engineers use are generally empirical and must be used in conjunction with engin�ering judgment and experience. Therefore, the sofutions and recommenda#ions presented in the geotechnicaE evaluation should not be considered risk-free and, more importan#ly, are nnt a guarantee that the interaction between#he soifs and the propased strucfure will perForm as planned. The engineering recommendations presented in the preceding sections constitute GeoMat Testing Laboratories professional estimate of those measures that are necessary for the proposed sfiruc#ure to perForm according to the propos�d design based on the informatian generated and referenced during this evaluation, and GeoMat Testing Laboratories experience in working with these conditions. Limitation of Investiqation This report was prepared for the exclusive use of the subject site. The use by others, or for the purposes other than infiended, is at the user's sole risk. Our invesfigation was performed using#he degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnicaf Engineers practicing in this or similar focations within the limitations of scope, schedule, and budget. No other warranty, expressed or implied, is made as ta the conclusions and professional advice included in fhis report. The field and laboratory test data are believed representative of the project site; however, soii condifiions can vary significantly. As in most projects, conditions r�vealed during grading may be at variance with preliminary findings. If this condition occurs, th�possible variations must be evaivated by the Project Geotechnical Engineer and adjusted as required or alternate design recommended. This report is issued with the understanding that i#is the responsib�lity of the owner,or his representative,to ensure that the information and recommendations contained herein are brought to the attention af the archi#ect and engineer for the project and incorporated in#o the pEans, and the necessary steps are taken to see that the contractor and subcantractor carry out such recommendations in the field. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for other than our own personnel on the site;therefore,the safety of others is the responsibility of#he cantractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. The�indings, conclusions, and recommendations presented herein are based on our undersfianding of the project and on subsurface conditions observed during our sife work, and are valid as of the present date. However, changes in the conditions of a property can occur with the passage of fiime, whether they be due to natural processes or the works of man on this or adjacent properties. In additions, changes in applicabie or appropriate standards may occur,whether they result from legislation or#he broadening of knowledge. The findings of this report are valid as of the present date. However, changes in the conditions of a property can accur with the passage of time,whether they be due to natural processes or the works of man on this or adjacent properties. In additions, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowiedge. GeoMa#Testing L.aboratories, Inc. Page 27 � � � � Topo USAO 6.0 . `��� �� �H�������� , �y�y� :'O� �pOP�-JP� ' qNq�,o �AHCI � coGR�'N � O P'�.Lt � w v ��` ��,G���� � G_�vMeFR� lyO�Cl .�. j'>��vR �t `ti2- R -' PASEO SONRISA DEI:'SOL� �il�� .�" . 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TentatiVe Tract Ma� 33584 Project No. 11 Q$1-01 City of Temecula, California December 30, 2fl 11 I � � I�� �. � ��- - :�. ,�+�'"""'�'"� "�,+,�''� , �� �� �.. Saturation Zone (h) = 4' Soil Total Unit Weight (Yt) = 120 pcf Soil BuoyantWeight = 62.4 pcf , SiopeAngie (�)= 26.6° Soil Cohesion (C} = 288 psf Soil Friction Angle (�) = 34� F� = � + t�-�2.4 �f h x �a�^2 (� x tan � l�t x h x c�as[3 x �in� FS = 2. 1 FS>1.5 is desired H =zone of safiurafiion, usually taken as 4', unless in arid regions or where GWT is very deep, in that case H = 2' is sufficient. Plate 3 GeoMat Testing Laborafiories, Inc. Instantaneous Settlement of Continous Footings on Granular Soils Project Name: Tentative Tract 33584 Project No. 11081-01 Refference: Naval Facilities Engineering Command, Design Manual 7.01,September 1986 Definitions - - - - - -.- - - - - - - - - -- - - - - - - - - - - - - -- - - - - - - - - -- - -. OH (ft) �Immediate Settlement of Footing � q (tsf) ,Footing Unit Load in tsf � B (ft)- - -;FootingWidth - - - - - - - - - - - - - - - - - - - - - - - - - - - -; - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - -- - - � � D (ft) �Depth of Footing Below Grade � - - - - - -'- - - - - - - - - -- - - - - - - - - - - - - -- - - - - - - - - - - - -' Kv (t/ft3} ;Modulus of Vertical Subgrade Reaction �from NAVAC 7.1-219) � - - - - - -�- - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - -; Note ;Modulus of Esticity Increasing Linearly with Depth ; - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - Shallow Fooxings C�<_ t� For B<_20 feet: OH =4 q B2/Kv(B+1)2 Interpolate for Intermediate Values of 6 For B>40 feet: OH =2 q 62/Kv(6+1)Z DPep Footings D >5� For B<_20 feet: �H = 2 q B2/Kv(B+1)2 Calculations: Enter yellow Fields q 1 tsf B 1.5 Kv 100 From NAVAC 7.1, Fig 6, P 219 Shallow Footings D<_ 6: �H =4 q 62/Kv(6+1) �H =2 q BZ/Kv(B+1) �H (ft) 0.014 �H (ft) 0.007 OH (in) 0.2 �H (in) 0.1 For B 5 20 feet For B>_40 feet Notes: For isolated footings multiply the settlement computed for width"B" by 2. Terzaghi, K.and Peck,R.,"Soil Mechanics in Engineering Practice", Page 489;suggested that for footings on sand,differential settlement is unlikely to exceed 75%of the total settlement. For clays, differential settlement may in some cases approach the total settlement. Plate 4 iUBDRATN OPTTONS AND BACKF�LL 1NHEN NATIVE MATERTAL. HAS EXPAIVSION INDEX OF <50 OPTI�fV 1:PIPE SURROUNDED WIT'b-! OPTION 2:GRAVEL WRAPPED CLASS 2 PERMEABLE MATERIAL IN FILTER FABRIC WITH PROPER WITN PROPER SURFACE DRAiNAGE SURFAC�DfZ�INAGE � SLQPE 1 SLOPE � OR LEVEL � OR L.EVEL 12" 12" NATIVE ; . NATIVE WATERPROOFING � 4 �� {SEE GENERP,L NOTES) .• WATERPROOFING � �: 'e-�•� (SEE GENERAL NOTES) FiLTER FABRIC • 1Z"MINTMUM .°�'.� • (SEE NOl'E4) ,a �s ' CLASS 2 PERMEABLE ���;: 12"MINIMUM WE�P HOLE FTL7ER MATERIAL WEEP HOLE � �/a TO 11/z[NCH SIZ�GRAVEL (5EE NOTE 5) ;.•+.�'_ {SEE GRADATFON} (SEE NQTE 5) ';:�' WI2APPED IN FILTER FABRIC ,� ' �°' � � 4 INCH DIAMET'ER , � 4•' . LEVEL OR PERFORATED PIPE LEVEL OR 5LOPE (SEE NdTE 3) SLOPE Class Z�ilter Permeable Material Gradation Per Caltrans Specifications Sieve Size Percent PassinA 1�� � 100 3/4" 90-100 3�g�� 4Q-100 N�.4 25-40 Na.8 18-33 No.30 5-15 No.50 0-7 No.2Q0 0-3 GENERAI.NOTES: *Waterproofing shoufd be provided where moisture nuisance problem through the wall is undesirable. *Water praofing of the walls is not und�r purview of the geotechnical engineer *All drains should have a gradient af 1 percent minimum *Outlet por�ion of the subdrain should have a 4-inch diam�ter solid pipe discharged into a suitabie disposal area designed by the project engineer.The subdrain pipe should be accessible for maintenance(rodding) *Other subdrain backfiil options are subject to the review by the geotechnical engineer and modi�cation of design paramefers. Notes: 1)Sand should have a sand equivalent of 30 or greater and may be densified by water jetting. 2) 1 Cu. ft. per ft, of 1/4-to 1 1/2-inch size gravel wrapped in filter fabric 3} Pipe type should be ASTM D1527 Acrylonitrile Butadiene Styrene(ABS} 5DR35 or ASTM D1785 Polyvinyl Chloride plastic(PVC},Schedule 40,Armco A2000 PVC, or approved equivalent. Pipe should be installed with perforations down. Perforations should be 3/8 inch in diame�er placed at the ends of a 120-degree arc in two rows at 3-inch on center(staggered) 4) Filter fabric should be Mirafi 140NC or approved equivalen�. 5)Weephole should be 3-inch minimum diameter and pravided a� 10-foot maximum intervals. If exposure is permitted,weepholes should be located ].2 inches above finished grade. If exposure is not permitted such as for a wall adjacent to a sidewalk/curb,a pipe under the sidewaEk to be discharged through the curb fac�ar equivalent should be provided. Far a basement-type wall, a proper subdrain outlet system should be provided, 6) Retaining walf plans should be reviewed and approved by the geotechnical engineer. 7) Walls over six feet in height are subject to a special review by the geotechnical engineer and modifications to the abave requirements. RETATNIIVG WALL BACKFZLL AfVD SUBDRAIIV DETAIL FOR WALLS 6 FEET OR LESS TN HEIGHT ��t� WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF <50 �—X=m H � LINE LOAD, Q� �-� STRIP LOAD, q a ., � �,,,, , , �;� , , ,,_, � , ��. ;. , . ,, � /2 �� , � For m50.4: - / R Z=nH �= Q� 0.2n N (0.16+r�)� � % � For m>0.4: f--� o,,= Q� 1.28mn H �j----- .. -- H �m2+��z ,�_ _---- 6,h 6n � �,= 2q (�3—SIN (3 COS 2a) � ;;. ((3in radians) . � ��;� ����� \��,,\�,;�; , ,�; / >i: �<��,.,. � .... �.,. LINE LOAD PARALLEL TO WALL STRIP LOAD PARALLEL TO WALL ---X=mH T POINT LOAD, QP ��'�� '%:.::�!��'���������%. ����.:� ;� / ; �, � ,/ ��" Z=nH `Y�� �_�- -_ __ _ A , H — ��--- — For m50.4: �__ �,= QP 0.28nz 6n � (0.16+n�3 --- For m>0.4: o�,= QP 1.77mnz �: HZ ��+�� �� � �.. : (A) (A') J + � X=m H ��e a'h =a,,cosz(�.�e) � � NOTES: 6n �� 1. These guidelines appiy to rigid walls with y Poisson's ratio assumed to be 0.5 for backfill materials. DISTRIBUTION OF HORIZONTAL PRESSURES 2. Lateral pressures from any combination of above loads may be determined by the VERTICAL POINT LOAD principle of superposition. SLTRCHARGE INDUCED Plate 6 SCALE: NTS STATIC LATEYAL EARTH PRESSURES Tentative Tract Map 33584 City of Temecula, California �t� � µi� 1' 1 ..f `� 7 i '.I ,Y- _'.:., r..' . I ��1�' . }i. .1'. . _ ��'I� . . . . . - . .. . . •. . .. , '. ', .' .. . .. � . �. � '.. .. � � . " �. . . . .. ., . 1 i. . ..... • � . �1��.�i:�.� . . .. �.. . . . . .. . . . . ' . . � . " � . . .. , . ' . . � � . .. 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' i�� J t � . • - • . • r ..,. : ..;. -: -:. �:. �t. ;�a ";ill�{ fk_-.'-r �,�,�.. �,�:f_ )1�.; t �F �� h. �;��,1 1 :h 1 1 t - .1�) if h !�. � _ n : F .\.! ..�. ,7 t < �^� 1 _ - � f �1 1 - '.- '� a �.. � � � ' 1.� ,f." � �;�t , _,�, ..r _ .�`.�� _ r`, e�^ ` � t�,t 1 1 �j �{ �,! f .- � i�1� t � i . r`7 � �.)�:J 1 . I �'1 .1�:; ��.� - �" � .. 1 �t �1 L �1. 1 �+�; ,i�� ' � ,r , i . _ j.� -a• ,, � ,. . � . .. : i . :i: +- •i ��� -' . - • �. ., =1... . �� :.1. .'. : .': .: ', '. . , . , . ,' � �: -.:�. �. .,. �.f.. .. , �� - ... .: . . r`i I 1 _,i� I _ ' . ��efi �� . _ ._ . .. � . _ . .. ,;; i '�'� i . - , .. � ` ' , . r .� . :�_- . .. .�i , , : �i � � {� �' i i �i. i � .,y �. �.`i ;- -'' ._'. .� . t? - ' � i,i. � .��-�" ' � � ��1. _ 4 .. .t . , . �; ., .; . ., - . . . - . . . .i' ' . "� I. � ' ' �._ . _ ' . ... . . . - . . . � � � ' ��� -:� .� ..�: , -�� . .. .. _ i �, �.� ,-... . '..;,. . .� �..-. . .--.,. ._ ,... �. -.. .� .�. . . . _�f: .. ' . . ' I� . .�, ., . .... . . , . . . . _ , , . . � . . � .' . , :. . . ... . ;. . .-,, �,.' , . dtiy �.. .-..�. ..... . .,. .: : ,:_, i�. �,�'.... �. - ti- . � , s � � ■ ■ � �� I 7 :M. t r i. r r f. 5� R����t: ` . r. ..,.:,. .�):' �� ii, ,�.� �,.,� Tentative Tract Map 33584 Projec# No. 11081-01 Ci#y of Temecul�, C�li�ornia August 31, 2013 �F � Inland Foundation Engineering, Preliminary Geo#echnical Envestigation, Proposed Residen�i�l Developmen�, Mira Loma Drive, Temecula, California A.P.N. 944-060-006." Report Dated April 19, 2005, Project Number P283--003. GeoMat Testing Laboratories, Inc. "Preliminary Geotechnica! Investigation Report Update, Tentative Trac# Map 33584, A.P.N. 944-060-006, Proposed Residential Development, Nor�heast Corner of Mira Loma Drive and Rancho Vista Road, Temecula, California." Report Dated December 30, 2011, Project No. 11081-01. GeoMat Tes#ing Laboratories, Inc. "Additionaf Subsurface Soi( Investigation, Review of Rough Grading Plan, Foundation Recommendations and Liquefaction Analysis, Tentafiive Tract Map 33584, A.P.N. 944-060-006, Proposed Residential Development, Northeast Corner of Mira Loma Drive and Rancho Vista Road, Temecula, California." Report dafied February 11, 2012 Department of the Navy, Design Manual 7.01, Soil Mechanics, September 1986. Department of the Navy, Design Manual 7.02, Foundation and Earth Structures, September 1956. Department of the Army, US Army Corps of Engineers, Engineering and Design, Bearing Capacity of Soils, EM 1110-1-1905. CivilTech, LiquefyPro Software. Principats of Foundation Design, Braja Das. Rober� Day, Geotechnical Engineer's Portabfe Handbook. Robert Day, Geotechnical Founda#ion Handbook. Manual on Scour at Bridges and other Hydraulic Structures. GeoMat Testing Laboratories, Inc. Appendix A Tenfiativ�Tract Map 33584 Project i�o. 11081-01 City of Temecula, Califiorni� Dec�rriber 30, 2011 I LIOG PHY USGS, Geologic Map o�the Temecula 7.5 Min Quadrangle, San Diego and Riv�rside Counfiies. CGS, Seismic Hazard Zone Repor4 115, Seismic Mazard Zor�e Report for the CViurrieta 7.5 Min Quadrangle, Riverside County, California, 2007. Association of Engineering Geologisfis, Sou�hern California Section, Special Pubiicafion, Geology, Seismicity, and Environmental lmpact, 1973. Association of Engineering Geologists, Soufhern California Section, Special Publication 4, Engineering Geology Practice in Southern California, 1992. Bell, F. G. (Ed.}, 1994, Engineering in Rock Masses: Oxford, London, Bos�on, Butterworth-Heinemann Ltd (member Reed Elsevier group), 580p. CDMG/CGS, Digital images of official maps af Alquist Priob Earthquake Fault Zones of California, southern region, CDMG/CGS, Fauft Investigation reports for development s�tes within Alquist Priolo Earthquake Fault Zones in southern California, 1974-2000, CDMG/CGS, Fault Evaluation reports prepared under the Alquist-Priolo Earthquake Fauft Zoning Act Reginn 2—Southern California, CDMG., Gealogic Data Map No.6, Fault Activity Map of California and Adjacent Areas, 1994. CDMG. Note 36, Geomorphic Provinces and Some Principal Faulfis of California, 1986. CDMG. Bulletin No. 146. CDMG/USGS, Preliminary Digital Geologic Map of the Santa Ana 30'x 60'Quadrangle. GSA., Geology ot North America,V. G-3, the Cordilleran Orogen: Canterminaus U.S., 1992. GSA., Memoir 178,the San Andreas Fault System: Displacement, Palinspastic Reconstruction, and Geo[ogic Evolution, 1993. USGS, OFR 03-189(Geol. Map Murrieta Quad. Riverside County), USGS, OFR 2006-1217, Geologic Map and associated figures of the San#a Ana and San Bernardino 30'x 6Q'Quadrangles. USGS. Map MF-1964, Map Showing Late Quaternary Faults and 1978-84 Seismicity. USGS. Open File Report 85-365, Distribution and Geologic Relations of Fault Systems in the Vicinity of the Central Transverse Ranges, southern California, 1985. USGS. Professionai Paper 1515,The San Andreas Fault System, Calif., 1990. USGS. Open File Report 96-706/DMG �pen-File Report 96-08, Probabilistic Seismic Hazard Assessment for�he State of California, 1996. Websites: CDMG/CGS, USGS, and Riverside County GIS GeoMat Testing Laboratories, Inc. Appendix A .:�4,�,i'. �`�.�'l.,.. .�.. ��. �r .:. . .��-- � �,�: � ' ..� .:., ..t� -i: :J3,r.. �i.. .;.,. ..i. .+., ,�x,' <'r.'. - .� :. ...,'�� i-a.��.K .:-.f �.- .�. ,� .., ,.....�_- . .... �'.7{� _ - �� .1• :y.: _ �.� :I� 1 ��;V 1 :'1 ':1 ���I _ ' a 1� � I i . . ' �1 � �1�� ��.� .1. . � . .. . ' .. 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(�.�� � Y? j � .�, 1 - ' I`- `�t �i:. .�:Jr �f �;t: -1� � - � I t Y ' � _ . i �^ 1 ^ !�._ � F .1 �_ . i 1.. ��S �' ��l .1•� 1 1 - . . � . _ . . c�. �: .� .: :..i . :: .: _.� � � . i - . - ��'J - . ���'� � , ' ' . � ' . 1 �I. . �, . . 1 � . . . .. . . . ,t _. . . . i', '� , . . . . . � . � � . ,. .1 .. . . . ,., .. .. �,� •. ... �I:. ' , � _ `� � . .. . , . � . � _ . . ;' . , . . .9' . . � . . . � , '' . .L'. " . . . t.. 7 .. , . _ . . ' _ � ' � .. � � .. _. ' . _ _ '. � - :I�. ',. I . .. .. . .. . . . .. . . .. _ . '. .. �. . . .. ., .. ... . . . .. , , .. � ,,' .� � �... � .. ..- ,.,� �. " � . , . . � � .- � _ ... .. ., �... -, . � .� . . .. . ; ... . .. , _ . .. . . . . .. . , �.' � �.,� ` � . . . . , � .. . _ � � � . .. .. .. . , . . � .. ��� .. � ' . ; � . . . � ., .. . .t�. .. . . � . . . . .� . . . �. . . . . . . i. .. . .. - . _ . _ , . .. .,. ,. .. . � - .. i . � �� � . .: . � . . _� . . . , . ' .. �. . , �i .... .. .��. - , _ .�� . .� , .. , .��� . ,�:,; .�- . _ . � . . _:� �; .., .;: :.: �:..�. -.;: :- ...-.�::. ... r.. .:..._... .-�..._�_, _......,..�.. ..-- ' - - :� ' - s � � ■ a� �� e . _._ �_ _ . .. w.. _. ,. .. . _ ._. . - - . . . .., . . . , ; , _ .. . , ... .. ,., � c� i �� i � ��°wai �o�e �o. s-� Dat�: January 15, 2012 Project No 11 Q81-�1 Driliing Company: GeoMat Ty�e of RBg: CME 45 Hol�Diameter: 6" Drive Weigh�: Auto 140 Ibs. Drop: 30" Etevafiion: Existin Surface � � � � � G�OTECHNICAL DESCRIPTION a � a� o a� �� �o �� LOGGED BY: TK O � m � � p �V � 5AMPLED BY: TK � � SM SILTY SAND: � Q Medium Brown, fine ta coarse grained,moist .._a a 0 0 � CR a o a o a 0 5 10 '�2 SS s � � % Passing No.200 Sieve= 14 6 � � '� C 14 � � � � 12 � 13 � 14 � � � � 15 55 6 v °� SWSM WELL GRADED SAND WITH SILT:same gravel 14 � o %Passing No. 200 Sieve=5 �s � �,� � TOTAL DEPTH= 15' NO GROUNDWATER 18 � BOREHOLE BACKFILLED 19 20 SS 21 2B � 23 24 25 GeoMat Testing i.aboratories, Inc. TE H l� L I L� Drill �lo�e Noo B-2 Date: January 14,2012 Project No 11081-01 DrilEing Gompany: GeaMat 'fype of Rig: CME 45 Hol�D�ameter: 6" Drive Wei ht: Auto 'i40(bs. Dro : 30" Elevation: Existin Surface � w G�OTECHNlCAL DESCRIPTION H h a� ��U ?-� �-^ V(jj � � � O a� �� �� �� LOGGED BY: TK � N� m CO Q O �U � SAMPL�b BY: TK � � SM Sl�TY SAND: � � Medium Brown,fine to coarse grained,moist Fill � � � � 2a � � 57 cR sz � � 5s > � a � o a a o 9 10 '�$ SS 8 � � Light brown, silty fine sand �o � �n � _ 91 � � \ � ❑ 92 13 � 14 � � � � _ 15 23 SS 1 � � 12 � C] 16 � '{7 � 18 19 � v�i c 9 N zo 30 ss ,5 0 21 TOTAL DEPTH=20' NO GROUNDWATER 22 BQREHOLE BACKFILLED 23 24 25 GeoMat Testing Laboratories, Inca T' CH iC L I L �rili H�le ��. B-3 Date: January 15, 2012 Project No 11081-01 Drilling Company: GeoMat Type of Rig: CME 45 Hole Diameter: 6" Drive Wei ht: Auto 140 ibs. Drop: 30" Elevation: Existin Surface � w GE07ECHNICAL DESCRIPTlON � s � � � � g N p�z Q� �a �Q LOGGED BY: TK � �� m tA p O �c.� � SAMPLED BY: TK '� � ML SANDY SiLT: � � Medium brown, moist � � � � � 2� CR �5 �.� 124 $ Light brown �a > � a % Passing No.220 Sieve=52 a o a a 6 10 22 SS �� � � 4 SWSM SAND WITH SILT 19 � � � 11 � p Tan brown, unifarmly grained 12 % Passing No.220 Sieve=6 13 14 7 15 '�s SS � � � 15 Ct� LEAN CLAY 9 � ,_ 16 � LL' Medium brown, uniformly fine grained 17 18 19 � % Passing No.220 Sieve=68 a 20 '�� SS 5 � � 24 LL=32 PL=23 P1=9 $ > u.. 21 � 22 23 24 � � � � s � � a� 25 '�5 SS 6 � � 8 5WSM, SAND WITH SILT 9 GeoMat Testing L.aborafories, Inc. � � � � � � Dr�ll �901� No. B-3 Date: January 15, 2012 _ Praject No -11081-01 �rilling Corr�pany: GeoMat Type of Rig CME 4� Hol�Diameter: 6" Drive Wei hf: Autn 140 Ibs. Drop: 30" Elevation: Existin Surface � ua GEOTECHI�ICAL DESCRIPTION � a � � a � �W p w z �� N o �� LOGGEb BY: HMN o �' a�' �`�� °� o �� � � � SAMPLEQ BY; HMfV 26 Q SwSM SAND WITH SILT a 27 � Red brawn, coarse sand with gravel 28 � °/fl Passing No. 220 Sieve=8 29 � � u�i c � � 30 24, SS 1� �� 7 5M SILTY SAN� � , 13 31 Gray, fine coarse grain�d 32 % Passing No.220 Sieve= 14 33 34 � 35 32 �a 22 CL LEAN CLAY 1S � co 36 = Olive brown 37 � % Passing No.220 Sieve=62 38 � LL=47 PL-27 P1=19 39 a 40 35 0 � 20 13 .� 22 41 z % Passing No.220 Sieve=62 42 43 44 4s 110 zs = 1 s 58/4" 46 � 47 TOTAL DEPTH=50 FEET, 48 GROUNDWATER AT 29', H4LE BACKFILLED 49 -� '11 � _ 50 74. 63 20 °/a Passing Na.220 Sieve=58 GeoMat Tesfing Laboratorees, Inc. � ���i � i � Dra�� Hale Rlo. �-4 pate: Januarv 15 2012 P�oj�ct No 11081-01 CDriiling Company:_ GeoMat Type of Rig: CME 45 Mofe Qiameter: 6" Drive Weight: Auto 140 Ibs. Drop: 30" Elevation: Exisfin Surface � GEOT�GHNICAL DESCRIPTIQN � �n s � � vi w � �v� �a� �z �° �g LOGGEDBY: TK p �� m ec � p =U � SAMPLED BY: TK � SM SILTY�APdD: � Brawn,fine ta coarse grained, moist � � � 27 � N s gp cR as �, _ 49 � � a 0 a 9 4 Dark brown,fine to coarse grained with graveS �o �g ss � � �, 11 � _ '� 11 � � �� 12 13 14 � � � �s �g ss s � �' � � TOTAL DEPTH=15' 1� NO GROUNDWATER 17 B4REHOLE BACKFlLLED 18 19 20 29 22 23 2�. 25 GeoMat Testing L.aboratories, Ir�co � �� ` � � � �I"!�� ���� �O. B�-J Date: January 15 2012 Project P�o 11081-01 Drilling Company: G�oMat Type of Rig: CME 45 HoEe Diameter: 6" Drive Weight: Auto 140 lbs. Drop: 30" E(evation: Existin Surface � w GEOTECHNICAL DESCRIPTION w N �y � � a�. �w O�� �z vi' c�i�� LQGGED BY: TK d N `�~' m�� �� O �V � � � SAMPk..�D BY: TK � SM SILTY St4ND: � Red brown, moist, sandy 3 a ._...� o �� � � 30 CR 20 � 118 13 % Passing No.200 Sieve= 15 26 � 6 � � a a 0 4 10 14. SS � � � 7 Dark brown 7 � � � � 11 � p % Passing No.200 Sieve= 19 12 13 14 15 '�6 SS � � � 15 CL-ML SANDY SILTY CL.AY 9 � �„ �s � �' Olive brown, cohesive,sandy �7 LL=29 PL=22 P1=7 �g � % Passing No.200 Sieve=63 19 20 '�Q, 5S s � � 16 SM SILTY SAND a � � �� � � Tan brown silty fine sand 22 % Passing No. 200 Sieve=3� 23 24 � � 5 � •s�' 25 '�5 SS 6 � � CL LEAN CLAY 9 Ge�Nlat Testing Laboratories, Inc. � � ��IM�� � I� � Dril9 B�ole Noo B-5 pate: January 15,2012 Projecf[Vo -11081-01 I�rill�ng Gompany: GeoMat Type of�tig CME 45 Hnle Diameter: 6" Drive Weight: Auto 14Q Ibs. Drop: 30" Elevation: Exis�ina Surface � �aa G�OT�CHNICAL DESCRIPTION � � � � a n~. �N p�z �z �o �� LOGGED BY: NMN � � �� m 1O �� O �U � SAMPLED BY: HMN 26 � 19 CL I,EAN CLAY � 27 � LL=32 PL=22 P1=10 � 2s � % Passing No.200 Sieve=51 a z9 a � � a � � 30 20 SS �o � � � SWSM WELL GRADED SAND WITH SILT 1Q 31 � Tan brawn,fine to medium grairted a 32 � % Passing No.2QQ Sieve=6 33 34 9 as 26 �2 � �, s 14 � v� � � 36 � p % Passing No.200 Sieve=S 37 38 � 39 a� � a0 110 26 0 8 %Passing No.200 Sieve=6 49 � 61 41 j Becoming gravelly 42 43 44 � � 18 � 45 70 s2 0 19 SM SILTY SAND: 38 �' N 46 � Olive brown,silty fine sand �,� % Pass'sng No.20Q Sieve=33 TOTAL DEPTH=50 FEET, 4g NO GROUNDWATER HOLE BACKFILLED 49 � � 14 � c � � 50 82 30 0 52 GeoMat 7"esting Laborafories, lnc. ) � ���E e�� �l�L.D EXP�� Ti� ��r aur�e�d investiga#io�, sev�r��xploratory borings v�r�r�e��avat�d by means of�tru�k mounted rotary auger rig �t the approxim�te locations shouvrt an Figure No. A-8. Continuous logs of the m�ter�aes encountered w�re mad�on the si�e by a �oi[ �ngineer. These are presented on Figur� N�s. A-2 through A-7. Representative undisturbed samples were obtained within aur borings by driving a thin-wafled steel penetration sampler with su�cessive 3��inch drops af a '�40-pound hammer. The number of blows required to achieve each six inches �a� p�netration were recc�rded on our boring logs and used f4r estim�ting the r�f�tive cansistencies of the subsoiis. Two diff�r�nt samplers were used. Th� first sarnpler used was a Standard Penetrat�on Sampler for which published cvr�ela#ions relating the number of hammer bfows fo the stren�th of the soil are available, The seco�d sampler type was l�rger in�ti�met�r, carrying brass sample rin�s having inn�r diameters of 2.5 inches. Undisturbed samples were rert�oved fram the sampler and placed in mois�ure sealed cantainers in order ta presenre the natural soil moistu�-e cantent. They were�hen transported#o our#aboratory for further observations and testing. � Repr�senta#ive bulk samples were abtained and returned ta aur laboratory for furkher - testing ar�d observations. The results of thfs testing are discussed a�d presented in Ap�endix B. G'eotec�nical Invesligation—tYlira l.oma Drive Fraject No.�2s3-oo3-��ri�zoos �1�1 �nla�d Fa�u�dah'ora.+�n,gan�et�ang,��ce ; i �������� �� ����������� Repres�n�ativ�bulk soil samples were ab#�ined �n the fie�d ar�d returneci��our labaratary for additionai t�bservatians and fies�ing. �,�baratory testing was gen�ral�y per�ot�rned in two phases. `�he first phase �onsisted of testing in order to determine the compaction of the existing natural sail and the general engineering cl�ssi�ications of the soils across the site. This testing was�erf'ormed in arder to estimate th��ngineering characteristi�s af the soil and to serve as a basis for s�lecting samples for the s�c.�nd phase of testing. Tf�e second phase cansisted of soil mechanics and analytica!testing. This te5t�ng inciuded direct shear testing,expansiQn testing,consolida#ion tes#ing and tes#ing ta es#imate#he concentration of wat�r-solub�e sulfa�e, pH, resistivity�nd chlorides. These tests were perFormed in order to pro�ide a means of developing specific design recommendations bas�d on the strength and corrosiWe�haracteristics o#'the sofl. CLASSIF�GAT�QN ANd CC}IUIP,�CTICJN TESTING Un'rt Weight and Maisture Content Det�rminations: Each undisturbed sample was weighed and measured in order to deterrnine its unit weight. A small por#ion of each sample vuas then subjected to testing in order to determine its moisture conten#. This rrvas used in ord�r to determine the dry density of the soil in its natural cond�tion. Th�results of `4.., this testing are shvwn on the Boring Logs (Figure Nas. A-2 through A-7). N��ximum Density-{)ptimum Moisture Determinations: Re�resentative soi!types wer� selected for maximum density determinat�ons. This testing was per�ormed in accordance with the ASTM$tandard D'!557-44 test method A. Th�results of this testing are presented gr�phically on Figure No. B-4. The maximum der�s��ies are compared to the field densities v�the soil in arder to determine the existing relative compaction#o the soi�. This is shown on the Bering Logs, and is us�ful in es�imating the strength and compressibil�ty ofi the sail. Classification Testing: Nine soil samples were selected for classification tes�ing. This testing consists of inechanEc�l grain size analyses and Atterberg Limits determinatio�s. These prowide�nformatian far developing cEassifcations far the so�l in accordan�e wi#�#he Unified Classi��ation System. This classifcation sy�tem �tegdrizes the soif into groups having simifar engin�ering ch�racteristics. The results of this testing are very usef�l in detecting variations in th�soils and in select�ng sarnples far further testing. The results of fihis test�ng are presented an �igure No. B-5 and B-6. Creolechnical Investigatian—Mrra,Lama Drive Pra,ject No.P283-D�3-ttpril 2005 B-1 �nland For�ncdrztivn Engineering,In�. S � 0 ' �°°�� �I�v�tic�n: _ �3�#�(�) I�Eiff�d: 3171�� � Lo�g�d by: � Qritiin� i�e�i�a�: , Rotar�A�a��r �iasnrna�Type: � Auto�l"ri� Drillin�Rig: �C�1��«'�5 i-�a[rtrll�r Weigh�: 14�1b. ��rir�� �i�m�t�r: 7t�»in+�h�� t�ammef�7r�p. 30-�nches ��MMARY C�� �l.l�����'AC� �C��1�1`��C)�� ��'��'�s This surnmary applias an1�+at the facat�art of ltta�,oRng and�t kh�tEm�af d�+lling. �, ,,,, � Subsu�fac;e,conditions m�y di€rter at other lacatians and may change at th�s ,� � � � � � �acation wit�the passag�ot tima. Th�data preser�t�l is a simpfifiir,ation of � V �? actua�conclitions enr.auntered and is repres$�Eakiwe a�interpretations cr��d� c� � �' � � a v � � � d u r in g dri l(i r u�. C an i r 2�s ti�g d a ta d eriv e d ff�rr�I�b or a t a ry s�n a t y s i s m a y n o t b e � Y a�. � v�i � �� � ret�ectsd in thesa re�cesentat�ons, a � � � o a w a � � � o m u� c� � ta� ac c� A�'t71F'1CtAt.F!�!,SILTY SAMO,fine to medium�rained, 14 �1 brawvr�,mais#,loose ta medium de+nse. � ��5C Sll�'�`Y CLAYEY SANU fin�to medfum grained witt�clay, S� � 15 1 i� � � �SM brow�,moisi,loose to rrtedium dense. 6 �' �:Shtl s�LTY SAND.�ine grairted, brs�wn,mast, medium dense. SS 8 1� ��7 8 :' �:SM S1L'iY SAND.fine to medium grair�ed, brown,►rzaist,rr��diur� SS 27 2�# 1�4 �Q dense. 5a -thin layers sandy�ilt thraughaut- SiLTY Ci.AY,�itte r�ined, ra brow� maist hard. �� �� 2Q �� :;��ML SAND.�ne to coarse grained with#race gra�el, brown�slightty �0 15 : 5P maist,den�e. SS 2't 3 1 Q5 30 �� w mare gr�vel at dep#h- SS �fll4" 3 89 25 S5 35 �# 110 . �1N 'VIf�Li�GRAD�D SAND with S1LTY GLAY.medium to very '47 SC co�rse gr�ined wilh gr�vel,gray browrti,slightly moist, medEum 3Q d�n�to dense. SS 20 4 �9� �a 35 SS 3� 4 1 f}8 5015" �p -' :SM �ILTY 5AND fine�rainad,ol�re br�wn,sligtttly maist to maist, med�um dense. �� �8 8 �24 -thin laye�s sandy s�lt throughouk• 5p 45 ��:�:SF' aAN�7 fine t�med�urn graEned,gray b�awn=s�ightly rnvist, � medium dense to dense. SS 20 4 1(3�� :;� 50 .� � . �p ,,'����=..�� -hard d�iliin from�9 feet ko 55 fee#- `,•�,:�;; SI�,TY�iAND,fine grc�irred,gr�y�,rt�wn,slighfly mois#to SS #8 15 9�3 � �� � [ rnoist,dense, �t�in lay�rs s�ndy sitt tt�r�u�hvut, � �euitichntcal tnvest�gation ��su►��a. ���..��� ���IWQI�,��C�� �����������, ���. Mir�Lorr�a Dr. Temecu��,��4 Pr ect�to.F'�83��3 l4�2� i r '` �. � � � �u������ ���i������� �.��������� SANfP�.�S � This surnmary�ppEie�oniy�t!he(o�a#ion of th�boric�g and at ti�e�me vi drillin�. � r,, � 5ubsurtaos cand�ians r�ay di��r�#othar ksca�ons and may ct��n��at this � „�'"„a ,n�, � ur � � ,,., IocBfian vrith th�passage af time. 7he data pr�se�ted i�a�imp7ifi�ati�n of � �- � . ur �:., � � actua[conditiona�ncounter�and is r�epressntative+af interpretaiians ma�� t„ � � a � � �� - � a cr� �uring t�rillir�g. C�nftastirtg data derfved frt�m lai�ratary ana{ysis r�ay�ot b� �+ � � �j � � �� � � v�i �ef�c�ec�in thase sepres��ttation�. � � � o a�s w t? s ca t9 � o w � aa � ra�; a t� �' •:SM 51L�Y SA�1D,�tn�grain�d, browr�,slightly moEsx,dens�. SS 23 �2 �21 � 5C�/4" :�;�:�P �A„N��n�to Coa�'se g�aine�! brovvn,sCight��mois#,dense. 6Q -very#hin�ayer�srlty sand or sanr��Seit#�rc�ughout- S� 27 � �05 �O15" '�5 -s�nd witn sitt layers-� ss 50 9 11+� '�� �a :I���M SIL7Y��,,fir�e to medium grained, brown, mnis�,dense_ SS 2q i�� 120 -: �hard dr����ng from 7� f��to 140 feet• 60 ;� = �� �":- SP SAND.f�n�ta coarse grained,gra�,sf��ht�y rnoi�t,dense. SS 43 3 �(?� �very thin I�yers silty sand or sandy siit thrattghaut- ��1�f, 84 •Ml 8AN#�Y SlI�T �ine gr�ined,gray brawn, s�ightfy moist,very hard. SS 25 1£ 114 5Ql5" '�_ : $� SS �5 21 i1�9 CL. SANDY SItTY�t.AY,very�ine tr��ne grair�ed,of�ve,sfightiy �� ML mois#,ve�3r hard. :,_ 90 - �S � 2C 10S :';�:SP A�t�,D,�fine tv cvarse�rained with trace g�a��t,orar�ge ��y/g�� �- browrt,slightly maist,medium dense, slighil#ta maderateit _-� �� �ement�ed. ;�� S� 'Efi 7 912 �: �1JI JfE ��V •�r. Er�d of ba�ir�g at 10� feet. No g�'oundvuater or mc�ttlir�g 501�#�► enc�untered. _ ! , � � � � � i: G�o�echnfca!investtgat�an ��9u�tao. • ��������Ila INL.�►�li� �C�►UNCtIa►tT��td ��11G�N���i�iGi� I�ll�» Temecu��,C!t �A) • Pra eCt Na.P283-OQ3 t��:'.�... �: I � � � �a� � ��s�a�;ort: [�ate�s�l�r,�(�d: �9�fUs ���t�ea i�y: _ ��1� � �lriltan��VI�4t�od: ���#� �u �r H�mm��Typ�: _,a__ �aat��`T�..� p�iiling Rig: � C��-7� Hamm�r Vtl�ig�t: ���Iks, Bari�g Di�me�e�: °lO���e�h� Mamm�r Dro�: 3�-inc�� aUiIII�A�Y�'J��L6�3 al.,�F�F�4C� CC��4�1�"I(JIU� sA�t��.�s This summ�ry a�pf�:s on�y at tf��Iacalion of thsr baring a�d at dta 4me af dri4ling. � � Subsurtace�ondit�ons may 8iffer af oth�r locations and may�h�nge at th i� a Q ,Q � � 4 ,... IocaBon vvith#�e��ssag�af fime. 7he da#a pres�nied is a sirn�Ei��atwn of � � � actual candi�ians�ncounter+aci�t�d is r�presentativ�of in�erpr�tatic�ns mads � � i,,,� � � � �v f.�. � rn +iuring dri#ling- Contrastin�data derived frarn labor�ta ry�na t y sis ma y nat t� +� � � � � �--n,`�,. uQi � � reflected in thes�repressntatians. � � �a 4 4 �i�`� w 0 C� U � A tD u? m � C�.. �U a�T��CClAL FILL. SILTY SAN�,fine to medium graine�with 1� �3 :'-�:�M tracs+�ia ,br�awn moist, loose. 5S 1� 1� 1�4 S!t»TY SaND #�n�ta m�diur�grained, brown, maist,rrxecfium �1 � � dense to dens�. SS 23 8 1�3 33 �S 21 �f 9 1 U� '�Q 3C} SS 2� � 1�4 �:'•:�P S_,AND.fne t�coar��gr�ined with trace siit, brown, moist, 3� mediurn��nse to danse. 15 , SS 2S S �15 35 �a �ML SA,,NaY St�T,fin�grair��d,o�ive brown,moist, hard. �S 32 � 1�p =;'•:SP 5�,�#�ne to very��arse grained with trace gravel,gray 50l4" brow�,s[ightly moist,mEdium dense tv dense. '�5 SS 22 � 1�8 5Q �� 5S �� Q t�.R 35 S� 35 5 96 5t?l�,► 40 :,� S� 1$ � 9 i 2 �.:� 5U 1 � 4� SS� 24 �Q �19 � �4 .. :�,p ..Yl�;:�°��.' " SILTY�ANt3,#in+�ta mediurn�rained,�fay brawnt slightl�r S� �0 �a 99 �5P mo�s� dertse. �A.NQ,�ne to v�ry co�rse grained,brawns slightly moist, der�sa. , � �BOt@CbtliGal t[#v�stigatiatl Figur$No. �NL�11��] t�C�U$V�3�4°�i�}N �NG�N��R.�N�'`a, Ih��p �irat�.otna�r. Terrtecu#a,CA �_..,,.,, Pra�e�t Na.P283�43 ��3� E , L�� �� C?�I� -� SU��'IA�Y�F �i��S���e���. ��(�Dt�"�+J�i s����.�� 7his summary applies or�ly at tt�e lo�etion af thg boring and at tf�e tims of drilEing. ,� �., � Subsu�face aonditians r�nay dif€er st other tocatians�nd m�y r.i�ange at tf►is ,� � � � � o .. IoGation wiEt�thp passag�of time. The dala pres�nted is a simplif(c�tion raf � , ua � � � �? actuat Ca�ditions encauntere�an�i is i�presenEative af inter�retatio+�s made � � �u � � �� �.�„ z � during dr�ifir�g, Cor�trasting dat�d�riv�d from 1aboEatory�nalysi�may not b� �.0 Y � � � � r-'a � � � refl�cted!n these re�resenta#ians. Q � � � o �� �p �.� a� e Q... i�U �h�rd t�r�ilin frc�m a1 feet tp 7� feet- SS 5U �� �:SM �tl�'1'Y SA�1D.f�ne grained,brown,mais#, dense. -thin i�terbeddeaf lay�r��andy s�lt ar sil#y san�with clay �� - #hcoughout- SS 34 � �08 fi0 � 65 S� 5Q 22 9{�� ?0 SS 4Q 1� 95 5p/5„ :';�: SP �AND.�r�e to very coarse�rained, orange brown,sligh#!y �� moist, dense,sl��ht�y cement�ct. SS 28 1� 1�� �oi��, 0 =' �:SM SIL'E'Y SANQ,fine to medium grained, med'€um gray,mois�t, d�nse, End of boring at 80.5 feet. No groundweter or mc�ttling �ncc�unt�red. � � � t � � � � � � s : f � Geotechn�cal InvesE�gation ��gure�o. �NLA{1�G �'t��„��D1�°°�"1t�N ��GIN��F���Vt"a, t�UG. ��ra tarna or. Temecufa,CA Pro e�t Na.P283»U�3 A��::: I � � � � �I�vatf�r�: � t�ate(�)pridi�d: �t�l�� L�gg�i by: µ� � �}rilling M�th�od: �_ f�c��ry�u��r N��nrr���Typ�: �,��e�=t�i Drill�ng Rig: C��•7S �9amrner Weight; 14fl ik�. B�ring Diarri�t�r: 9�-inche� Nammer Qrap: ��»#n�he� ��1�MAE�Y C3� SU���..)��o��l� �t���iT�4��� �F�.�s '1't�is summary appties an(y aR the io�e�ian of#he borin��n�af t�e time a�dri�ling. � ,,,, � Subsurf�ce r,��ditions may di##er at oth�r bcations and may cha�t��ai t#�is � � q��, o � � ,�, focation wifh f��passage af time. Tha data pr�esented�s a$imp4�fcation afi � , u.F � u s? �duai�qdik�Ans encvunt�ted�nd is nepressr�tafEv�of in#arpr�f�tio�s made "'�� `�d� uj �' ar � �U � � U during driilirn�. Cont�a$ting data d�rived�rarn#aborat�ry an�lysis rnay nat b� � � � � � � �=��i„ cu ,� reft��ed in th�se repres�nEa�ons. ,� � � Q a� w�i � t9 � c� m � m � Q..� cr c� ��'¢�:S SAt�,�3 V1dlTH�lLT,�ne to Goa�rse grained, b�own,maist, 12 96 ;:`;`#�. Icx�s�.(Fili� � �SC SfL"I`Y,CL.AYEIt SAND. �ne!o cc>arse gr�ined,gray-brawn, SS 1� 9 132 � ' �5M moist, mediutn dense �� 9 1�� SANDY C�.AY,fine�ra'sned,dark majst,�tiff. �� � �� ��� $ :' �:SAIE SELTY SANp.�ne�rained with trac+�coars�,�ray-brvwn, S� 1� 15 118 1� :-''��� mvist, m�di�m�ensa 27 '� �ltlll SAIV�wi�tt SlLT, ine#r�coarse grained, brown, mvis#, ;: medium dense. SS 92 6 '104 �: -#hin layers af silty sand,clayey sand Qr sarrdy sil#throughoutw �� �� •� :� '� �ne to medium�rain�d� SS 1� 7 �05 �` 14 �' �:5M SILTY SAhfF� vcry fne t��n�gra�ined,brawn, moist,medium 2(� d�nse. ss �o s �as �:SN! 5�1LTY SAND.t�r�e to+t�edium g�a�ned, gray brawn,moEst, 11 �` m�dium der�se. 25 �'��hin interbedded I�yers of clayey s�nd or san�y siFt throughaut� ; " S�, PT 3 2�' -:'•; �G PUORtY CRAQ�D SAND wifh SIl.TY�L.AY and Gi�AVEL B fine to medium grair�ed, light browc�,vsret,medi�m de�se, 30 PT 1� i7 19 SANDY SfLTIf Ct.AY fin�grained, olivs braws�, mvist,�ery �� hat�d. SS 38 '18 114 Pl" 5Qi5" 25 19 aa �� sPT �a z$ 17 4� ss ts �� �z� :' •:SM. S1L�`X SANC�,#�ne to caarse grained, red brown, maist,very tiense. ,SPT 50/�" �3 5tJ 5p _.,_...�...��� � CLAY�Y SAA�C�.#�ne to medu3m grained, gray brown+moist, � -�- � I de�nse. 21 �nd af ba�ring at 51,5 feet. �rou�dwa#er encountared�t 25 � feet. f � _��.^.� ��technlcat invesE�gat�on ��9�re No. �N��� ������1���� �����������'a, ���. Mira�.oma t3r, 7'@tYi8Ct1l�,CA Pro ec�No.P283-Q�3 �-� i � � �� � �t�r��rt: � �at��s� Driiled: �18l�5 �.�gged by: � ��� O�illing IUiett�r�d: 1f�o�aa°��tt�e� ---- Ham�rt+�r�'y�: � �u�ca T�i� �rillir�g Rig; �t��-7S N�m�er Weig��: 14�1b, �rir�piamet+�r: 94D-�nches Mamrn�r Dro�: 30-inches �`�.JI�MIIM�Y t�F ���3��t�`�►C;E �C�i��1�'IC3�� SAMPL�S This surnmary a�plies only�t th�I�+c�ati�n o#the borir�g�nd a�t the time of driEli�g. � w ua � � Sttbsurfac�concl�s may di�fer�t att�ser i�cations aEx!rnay chang�at this � � �,. �. � ..,. io��on tiai�►ttte paSsage t�f time. The d�ta pres�nt�i is a s9mpfi�ca�an oi � a � w � � � �? actual condfion�encc��nter�d and is representative of tnterpre�ations mada �n � w `� � z � },s. during ctri�ling. Gc�ntrasUr�g data��eriv�fror►��ab�ratary an�lysis may nat be 3 � � � � � �o'�. � � �Heci�ad in thera repr�esenta�ons_ � � .� a �.� �� � � � � � � � �� a : � SM SILTY SANtJ,�+r�e to medium grained, black, mc�isi,�oose. 8 1�7 Fi�i '' "SltA StLTY SAND �ine to medi�m grain�d with trace clay, gay SS 5 1� '124 5 : browr�, maist to very mc�ist, mediu�n dens�. 12 .,: SS 4 10 �2� 13 55 5 1� 1)8 - io � - SS 8 11 122 1� • 1� � �nd t�f#�ring at 9 6.5 feet.No groundwater or mattling �� �ncountered. ; ; _ � � � G+�technica!inves##gat�on Figure tva. iNL.AN� �C.�UN�1�1°Tl�hl ��ta1�EE�iNtai, �I'��. M�ra t�ama�r. Temece�la'CA �rD eC#�V4. P283�43 �►yJ � � � ,� . �lev��ic�r�: �a4e(�3 Qrii��d: 31�l0� Lagget� by: � G��iffing���h�ad; _ ������a�r Mammer Ty��. ���v��'r�� ._ Dritli��Ri�: GB��-'�5 _�. �9�rr�m�r Vll�ight: 940 Ib. �orinc��iam�t�r; '�4�irtc�e� �ar�mec Drop: 3t1-6nche� �U�N�A�1�C�I� �l�g�IJ�FAC� ����iTI�tV� �AM�a.�s � Th�s 5ummary$ppti�s ar��y�t the Eocatian o##ha b�rirtg and at ths�Ene of d�il�ing• � ,., � Sub�u�'ac�con�riians may differ at qther lacatior�s and may change at this � � n�. a� � � #ncation with the p�ssage�f time. i't�e data pres�nted is�simp#ificatian of � °- � _ �u � � �' aci��al conditions eneausttet'ed and is represe�tative of�►#erpretaiions made cn � w � � >v ��., � �, during+driifin�. Contrasting ctaia dsrived�rorrE laboratory ar�a�ysis may not be 7 x a � � � ►�~� �. �4 � r�flect�in t�ese tepresen#atians. � � a � �� w� � r,� � � m � aa � ca..._ tx c.� : �:SM �I�.TY SA�D �ne#o medium grainedT da�c gray,moist, loose,roqtlets t�r4Ughout,(�iil) �� � � ��,� 3 v SS � 9 't 1� :' �:SN1 S1�.TY SAND ftn�tfl medi�m gr�ined with trar,e clay, graY 3 brown,mais�to very moist, laose to medium dense. �� 7 �� 1�0 i0 � �S F 13 123 9 15 SS 6 1� �22 9 �0 : �:S�U! S�l.'TY�ANC3,fine#o coarse grained,gray brown,slig�t{y mo�st,medium dense to de€�se. S� 1�t 8 125 �!3 25 :� �� �U 't� 128 25 �r�d af�n�ing a#28 feet. No groundwater or mottling encounterec�. �' � � , � i 0 1 j t � ii 1 i � f � � i � I Geate�hnic��investigatfon �igura No. Nlit�a�.orn� dt. �Nl�.��� ���I��ATt�f� �NG111���R1��, i�l�a �eme�u�a,�� p`!'GJE:C�NOe��B��Q�� A'� 4 - [aa � � ��� ���v��i�n: � �3a�e(s)�7ri!l��: .�18JQ� i.cagged by: �� ���C ��ill�rtg Al3e#t��df: �ota �u e� M�mmer Type: �u#o�Tri� [�ritlit�g�tig: ��iAE•�� �I�mmer Weight: � �4A tb. E3oring C7i�meter: ���in+�hes H�mm�r Dr��: 3t1-inch�s .�UAAAAARY t�F SUSSUR�AG� C:Q�DI�'�C)P�RS SAM���S � This sumrnary�ppli��t�nl�at Eha focation oE the b�ring az�d a##h+a tim�ot driE�inc�. � „� � Subsurtace cand��ns may di�t�r at oihe�locati�ns�nd r�ay ct�anc�e at t��s � � a p � o ,.,. Eacatian wit��t�e pas5�e of�im�. The data pr�asented is a simplification of � = ua �. w z ac;tuaE can@itians en�nt�red and is repres�r�ta#ve of int�rpretations rnade � � � � � � �� F,�„ � durirtig drilling. Cnnfrasting data der�ved from iabor�tnry analysis may nal be � � fl. � � � �--a +� � � ret�ec�erJ in thase�pr�esentatsons. a � � � a a� u�r c�.ti c.� c9 � c� � �n m � ca� a c� •. � ASPHALT CO�iCR�T� 2 inches =, � �. �?Ep SAi+tD w€th SII�T fine to coarse grained wit� - , SM #race sitt,brown,mo�st to very mn;st,dense. �w . � . �s �o �� ��z •' 2 S : . . - ;: S� �� '11 918 -f�ne to ve fine r�inet�- �5 : ;SM Sf�TY SANi� fine to v�ry coarse gra�ned, gr�y brown�o oiiitie �$ 3U �2 424 10 brc�wr�.mais#�dense. I �Qf+�n - ss so �� ��� �J� :w, 'S VItELL�GRAUE3�SAND w�th�t�.T.fine�o co�rse grair�edt JV • � : SM olivg tirown,moist ta Wery moist,de�se. $� �a ��' ;� -th�n layer of sand fine to�ary eaa�se ihroughout� �� . r:;�•S Vlr�l.�CRAD��SAND.�ine fo�qarse grained,brawn,ve�y 2� �:�� mois�,dense. •�'�►: End ot borin�at 21.�feet. No grou�dwate�or mott[ing �� . er�ccwntered. E i s � } � 3 t E � E Geatechnicai lnvestigaEi�n ���ure Pto. �N�A1ND �C�I,�INC1141"I�IV �N�GINEER�N�, I�(�. �ira Lvma�r. Teme�ula,GA �`Ci]8Ct�4. P2��-�{�� �w7 � � � � �1��ai�vn: _ C�at�(s}�ri�1�d: 31�r�� Lac�r�e�b�: F�� Drilling iU��fh�d: ��a�r�v A+ug�r �O�rnmer�'�pe: . Auta�Tri� C�ciiiing Rig: �MEa75 Harnmer 1�tsig#��: 740�b. �oring I�iam�ter: �4-In�h�s Hamm�r prop: _ 30�n��e� 9������Q� ������,���:� ����I�����+ SAMPLES This surr�mary appties oniy at tt�e locatiot�of tha baring and a�the tirne of driNing, w ,,, � Subsut#ar,s canditiort�rr}ay di�fer�E oth�r f��ons and m�y change at fhis a a ��,. �? � o „ iocat�an with Ehe passage of 6me. The data g�esar�t�d is e simpiif�ca�ia�of � � = cs� � � act�al s�ant�tions enoou�ttered and is repres�nt�tiv�of inierpretafinns mada rn ,� w �' � � �� � � � during tlrilling. Cantrasting data darived from laborat�ry arralysis may not be � � q � F- � �aQ. u�'i � vvi rE��ted in these representa�ans. � � � � o � c�u� a r� � r� � m � o� a c� �:=�'�W 1N��.�.CRAqEQ SA�Vfl,�ine to c�arse�rain�d with tr�ce siit, "�`�; red t�rowt�, moist,dens�. SS �2 9 i31 .:�:�.� 2� : •:SM SiLTY SAND,fir�e to caarse grained,r�i brnwn tr�otive � brown,moist,d�ns�. SS 44 �1 12'� �inter6edded layer of sac�r�with sil#throu��tou#- 27 -inter�edded layer af dark oi'tve mater�al,high odor- �u5 20 T ��S . .. ,. 3�4 �0 :� S W�LL G�tAI3ED SANQ�ith_�ILTs�+r��to rner�ium gralnetl, :� 8M red�rowrr, det�se. SS 2� 7 �1�8 . '' 18., . .- , 1 S �' :• .• �nd af�ring at 16 f�:t.Na grou�dwater or mottling �2 en�ountere�. � � � 3 � � ( 1 � � ! � i , � � � ( � E � �eote�fir�ical Inves#ig�tian �����No. ���!`°1�1�� ���l���1��� ��i7�������4�y �i�1�. I�If�E.Ot7'i�D�'. Temecuia,CA Proje�t No.P2��-00� �4$ -'!' ,.��' i 1� r - c i _ .�i. r ���., i .1� ,-r,;-� . . i��� ��i, •���� '� :�t � '� � . I I � . . .i.. ' . . . . , . � '�Fi� ., . .. ' .�'� � . _ . .. . .. � 1 t� :! .^iI^ .�,_. _ 't '.1 � I � � !?� . � :�l� i :�7; . 1�-� �� �����, i .�! 1 .1 ` ��.i� ,.�y: ) 1. ;S 1. . 1 I � �� � , � 1 1 ..' ' �� �.I . 1 t E,i � K, � ' � . . . :°3: a::f i , � � - i��- i :�i . . 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' ',�_ • • . • -:*., � '_ � �. . .� - i .,� � .��i � ,-�,' ' . .' t .;.i ;,16 -.�;;L� a.�--.i ,�. ��.,i �:e�� � i;� ..l ]�' �.� 4 Y r 'i t .- i� �� t t' t �i . ' r `� ��� �.Y ti � r 1 _ � f. �,��: �>- � � :�:� �.a r -�t� .r7 �� r s.� . , ;�.1 'r .�.r�-� � ,1-� ��- �1: .,5 y;.-�.: ,�,1 •'� ..�1• ��J��`„'�1,��l�':'� t-. .f. i� :i. i ..�,: �.� '.i; r�i. �,.i� � :i•. �.�. �i .�' ;4i-`.-lzr��1. i � _ ,i��.�. °�t :� �j ..i'� Ir ..� � ! k .' , .�:- y . }t,, t �:� �i ��;� !,� ir �.' ' ,� 1 � ��i y �y �s �(, j'�� � , .� i�, i� . I �� ` � ,�I � : .��.�r ..� .. -. �' ;�t . .. , .. _. . , t � , i.. . �. _,:i _, . .� _ _ , 1 ,�I;. f , i .� '.1; '.1. ''i � :1 '�Y �,- _f�� ��' ' ��� Fa �� 1�� .� .i�: i: : � t�. t i t�i• :I�� � F': � :.1 ( ' ,; � . _ I I , � " ' f,� . � ` .. . . �� � •` �'��. .. .:� .f, . .!. ..: ... .. - _ • - � . .... .... . �.. ...,♦.� �� 'C�• . .- . . . I I . �l . . '�y�� - - . .. .� ._ ' ``.. r . ?t .i:: :."�. ..• _.�1� .: .. -: '� . . . . . . - . �l. 'I ' � I _ � ... �.�� � �.t�t . ii. � � . , , - •�� ,�. � . " f ��.1 'j ' � t }� :�.t .. . , ... �. : � - . i.- r..._ _�. ,.' �._.. -�� - � - i ' -.j ��_ '1 i � I� �' L ���I�'� 41 _ �h`. �" _l. .�" ��1. ���' 1 . ' . � ` � �.I I'� . ' � .... '., . :' . . � ..'.. � _ - ) o � �: ■ ��� I . . . .. ...... ., ... ..__ . .. ,. ,, . _ _ , . _.: , , _ , . . , . _ .. ,.. . . .�. � ..... .._ ..,. . , . . , . :, , , ; , ' ; , � � � � , ; _ .;, � ,, , �, ,:, ,� �.�'1 f.1'�� I��. t '�f.�. - �.Vi. - �J li.:. .)in` rV1 .�. 1 rl� �h� " L T Y T T� i��r���u��rio� The contents of this appendix shall b� integrated with fihe geof�chnicaf er�gineeri�g s#udy af which it is a par�. The da#a confiained in this appendix shall not bc used in whof� or in parf as a sole source�or information or recommenda4ions regarding the subject sifie. Not all of fihe test� i�clud�d in th� following lis� have been perFormed on this projecf. L�4�OReATORY�QNAL1fSIS �.aboratory tests were per�ormed on selected driv�n ring or SPT and bulk soil samples �a esfiimate engineering characteristics of the various ear�h materiafs encounfiered. Testing was perfiormed in general accordance with ASTM Standards for Soil Testing. The resulfs of the laboratory analyses are summarized in this Appendix. Laboratorv IUiois'�ure anc! Densitv Determinations Moisture content and dry density determinations were performed on selected driven ring samples collected by California Ring Split Spoon Sampfer (ASTM D1587) to evaluafie the nafural water content and dry density of fihe various soils encountered in accardance wifih ASTM D2216 and part o� D2937. T�e results are presented on the respeetive drill-hole logs. Sieve Analvsis and Hvdrometer Laboratory sieve analysis and hydrometer were performed on selected bulk, driven ring, or split spoon samples collected to evaluate the grain size distribution ofi the various soils encount�red in accordance with ASTM D422. The graphical results are presented in this Appendix. Atterberq L�mits Tests Atterberg limits #ests were performed on selected sampkes. Liquid and plastic limits were determined in accordance with standard test method ASTM D4318. The tes# results are shown on Pfasticity Chart in this Appendix and may be also be listed on the respective drill-hole logs. Direct Shear 1'ests. Direct shear tests were performed an a selected driven ring sample to evalua#e the shear strength of the earth materials. The tests were performed in accordance with standard test method ASTM D-3080. Summary plots of the direcfi shear da#a are presented in this Appendix. Residual shear strength was obtained by re-shearir�g the samples. Compaction Tests Compaction tests were performed on sefected samples of the onsite soiis to assess their compaction characteristics. The tests were performed in accordance with ASTM D1557 and the results are presented in this Appendix. R-Value Tests R-value tests were performed on selected samples of surFiciaf earfh material. The test was performed in accordance with standard test method ASTM D2844 or CT-301 and test results is in this Appendix. Expansion lndex Tesfis Expansion Index tests were performed on selected samples of the near-surface soils to estimate the expansion charac#eristics. The test was performed in general accordance with Uniform Building Code (UBC) Standard No. 29-2, Expansion Index Test Method. The results are presented in this Appendix. Soil Chemistry TestslCorrosion Tests soil chemistry tests were perfarmed on select sampfes to evaluate resistivity, pH, sulfate, and chloride. The results of the testing and opinion on corrosivity to pipe and concrete materials ar� summarized in the #ext. The laboratory output is presented in this Appendix. Odometer Consolidation-Swell Test This can be used to determine consolidation (ASTM D2435) and swelking (ASTM D4546) paramefiers. Consolidation tests were performed on sampfes, within the brass ring, to predict the soils behavior under a specific load. Porous stones are placed in contact with top and bottom of the samples to permit to allow the addition ar release of water. Loads are applied in several incr�ments and the results are recorded at selected time intervals. Samples are tested at field and increased moisture content. The results are plotted on the Consolidation Test Curve and the load at which the water is added is nofied on the drawing. �- C� i � � O � � � � � � � � I �� Q O � _!.__�_._. � �.2 � � � 4. Q y i.. � :S '. E ..,._. ._, � � o � - •� ; - a. 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Q o i'C � •N ;+;, O = e J � � � Q. � N > � � O O � N o0 d' N N 00 M r- .N � � z ln � CU � �r-• Cfl t0 lf� CO � � C � I— Q'— J � W � � � � W � �= s Q N � � i ; � .. ~ 0 0 � N � � N c � � O O °' � ("� Z U 00 d' N 00 f� N N � r � � � � � � m p � � J � � � � Q.N O ;� ooic� oic� oo �n �n V in �- NNc� c� d' �f? �- N MC'� C� c� MC'� MM � IS� M1 l I ME MI MI MI MI MI I i.1.3 � � W W 'F• L.i.J l.l.l 4LJ � W � M � m C � d- � � N M � � M '� � �U ,� � ctf � V U � :..:� � � N q� N F-- � O � O l--�- C.? C� ���� � � � ����� ����� �irec��h��r 7'��tin�r F'i�ve s�mple�were selec��d�c�r Direck Sh�ar T�s#ing. T'his te�t�ng measures th� shear strength c�f th� soil under va�ioUs norm�l pr�ssures �nd i� u��d in develdping p�ra�nefer�for fo�ndatic�n design and lateral design. Te��ir��vvas p�r�orm+�d u�ing r�com�acted #est specirnens which were saturated prior to testing, fe�ting vvas performed using a strain contralled test apparatus wifih normal pr�ssures r�nging from 9�4 ta 2230 pounds per square faot. The res�l�s of this testing are�hown c�n Figur�Nc�. B-7 and B-8. �on�olidation Test�n�; Tv�a samples were se��cted for cons�olidation �esking. For°this test, relativefy undisturbed sampl�s wer� se[ect�d and caref�t�ly trimm�d inta a �r�e inch #hick by 2.5-inc�t diamefier cc�nsolidometer. The consolidometer was moistur� sealed in Qrder fo preserve the n�tural moisture content dur�n� th� ir�i#E�I st�ges of testing. Loads ranging from 325 to 2a,8�0 pounds per square foot were applied progressiUeiy wi#h the rate of set�lernent declining to a valu�Qf a.OtJ02 inches per haur prit�r ta th�applicakion o�each subsequent load. A#a preselected load,water�rvas introduced into the consol�dometer in carder to c�bs�:rve the potential for saturakion �collapse. T�e results of this testing are pres�nted graph�cally on Figure Nas. 8-��and B-1 Q. Expansion Testing; C�ne samp(e was s�iected for Expansion�es�ing. Expar�sion testing was perf�ormed in accordance with the llBC Stand�rd 'f 8�2. This testing consists vf remolding 4-inch diameter by �-inch thick test specimens to a moisture cantent and dry density corresponding tc�appro�cima#eIy 5a percent saturation. The samples are subje�ted �o a surcharg� of 144 paunds �er square fQat and allowed fo reach equiiibriurn. At�hat pvint the specimens are inundated with distilled watar. The linear expansion is �hen measured until comple�e. �'h�results of this testing are�hawn t�n Figure IVo. B-'1'f. ANAL�Yi"ICAL.TESTI�I� Three sa�nples were se[ected to determine the concen#ration o�'soluble sulf�tes,�ch�orides, pM level, and resis#�vity c�f an�l with�n the on-site sai�s. Th� fcallowing #able presents the results flf this testing: B-01 2,5-5.0 <�.��1 <50(� ��QO 7.2 �-�}3 3.0-6.2� D.�}Q5 <500 '�0,�OU 7.2 B-0� Q.a-5,0 Q.�Q7 <5U0 '!1,�00 7.3 Geolechrtica{Investigc�tfon—Mira Loma lari ve Fro,jeci Na.F283-(?03-�tpri120Q5 $�«� I�i�U�#�F111al�t'�At�iDPi.�ttgXtteEl'il�t�,1"�t� 1 j �� � � All I�bo�ator�r t�stin� has b�e� �c�nd�acted ir� cor�form�nce v�ith �he �pplir,ab(��ST#� tes� methods by per�c�nn�l#rair��d�nd�upervised in confc�rmanc�wit�Q�r C�A�QC policy, �ur te�t data vn�y r�f�tes tr� �h� sp�ci�c svils t��ted. �c�i1 �r�nditions typically vary and �ny signifcant varia#icans shau�d b�:re�orted to our labo�at�►ry fqr review and possible tes#ing. The d�ta presen�ed in this report are for the �se flf P�cific �raup only and may nat be repradu�ed vr used by others withvut written�pprova[ of Inland Fc��and�t��n Engine�ring, �hC. 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Pt�ojFc;t:: 92 L��ei Eiiy�l Slope r.i.l.E��: C:AData P.i.:tes\Users My C���cumerits\n�lministrato�-\GAI�G[�171\l10£�7..�1?.. fe��C I�ii.�3h sLope.grnf t�z-oc.essed: 7..3 I�ec- 20:11. l.-l:2F;::l.:l _ ----- -_- __--- __..._.. ............. [IATA: 11na.l.ysi.za 1 - St:ati<; F1n�l.ys.i.s [�lai:t�r:ial Pr�operties (1 mater�i.a1) ------------------- MaCea�.i.a�,l: ]. {Moh�--Cotilomb Isotrop:i.c) �- Onsi.t'.e 5oi.1. t:c�hes:ion �'h:i. Uzai.tWei.ght: Ru 7.00.00 39.0 1.2.0.00 0.0� Mat:erial P?-ofi.l.es (.l prot:i_le) I����ofilc:: 1 (2 po.ints) Male.i�.i.al. k�e�eath: 1 - O�lsite S�il 0.00 '�0.00 7_OQ.00 `i0.l10 Slope Surface (6 poinls) �-----0.00--- 0.00 50.00 O.OU 1��0.C10 30.00 �L1fi.�J0 30.00 140.00 �]2.Or) 7 FiO.00 �12.00 L'ai..l.tire Sur.far.e --------------- In.i.t.i.a]. c.i rcul.ar surface for cr.-i.ti.cal. sear.c:h dF ti.neci b;: )iI,,XR,R Intersecf:s: ;;1.,: 97.F"7 YL: O.Oa Xl2: l�1�.4�} �'R: 92.�0 Cc�iit�-e: XC: 5:1..1£3 YC: 129.39 RatEi.us: R: �.1.29.44 L7ist-ri.butF�c� Loads (1. 3oa�:i) ----------------- 1,oad X-LeEt Pressiu:�e X-�t:i.ght L�ressure 1 ].40.00 'I_Q0.0 160.OQ 7.,00.4 Va.i�i�ble Rest:r�i.nLs I.'arameter d�scripE:or.: yl., �R €2 Ra��qe of var.i.at=i.on: 5f3.D0 �0.00 10.00 'I'ri.aJ. posiLions ���ithin r�anqe: 1[1 10 I.0 {tli;;UI.,P�: F�na.l.:ysi.s L - Stat.i.c; 11rla.l.ys.i.s F3.i.shop Si.mpl.i.fi.ed P�fetitiod of F1nal_ysi.s - Ci.r.cu3.ar E�'ailure St.irfae�e C.r.i.ti.ca:l. I�ai.l.l.irE� C.i.r.cl.e Search us.i.nq Mti.il.ti.p.le Ci.x�c.l.e GeneraCion 'I'ecl�ni.c;ues I.�acto.r. of 5af�ty Lo.3: i.ni.ti.al f:ai.:l.u.r.e c.i.r.cle appr.ozi.maP.:ion: 1..93 `.Chere a�ere: �i25 successful �n�:l.yses f.r:or� a tot�J. oL 1001 tri.al ci.�r:cles � `i7�i �na.l.yses C�rminatecl due to unaccrplab].e yeom�Cry Cr.i.t:i.r.al. 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I12�i.31 Z9.69 ].150.23 96,1.1. 2.016 71 ].0.�39 11D1.70 G5.22 I12�,3�. 2J.�8 1155.99 54,3� 7..Ol�i 7'2 i.4.�4 llf�l.'lU 72.33 1.1.25,20 25.26 1158,11 57.49 2,41'J � 73 21,1.1 11Q2,26 7'1,3:� 1]2�i.20 G9,2.9 13.�i1.,63 51,72 2,�)17 7�1 ?,5,51i 11.09.4Q G4,'JB 1J.2.5.'1.0 26,09 ll���.al 59,33 ?.,1117 T.5 21.11. 1..102.2.5 fi5,22 1.129,31 2?..30 1155.02 51.,71� 2.C�18 `IG 25,56 i.10�1,90 6�3,18 J.l.'1.5.20 ?_3.1.3 11_52.46 4�1,.1..1. ?..�18 l't 25.56 �1.1.04.9f3 �17...33 ll25.2� 27.91. 1153.45 59.40 ?..O.t8 76 16.57 1.101,70 tS.�B 1125.2� 26,8J 114e.73 48,11 2,U19 79 �l,.l..l. 1l(�?..26 65.'I.l 11'24.31 )5,�l. .if48,G0 46.5b 2.919 80 '25.56 1109,�1� �2.33 11?.5.20 2�,11 11G1,�7 �7,99 ?..019 8l. 23,13 1.1�3.37 63,76 1125.20 1.9.9]_ 1197,86 95,�0 2,07.�J �z �.i_.�� uo�.�h r,�.�s ����.�o zq.�, �1��.,� ��>,00 �.o�� �33 25,56 1J.04.9�3 f8.?f; 1125,2t3 25�39 1].50,7"i .`i�i.89 Z.f?20 �4 1.fl,89 1.�O.1.70 (iS.iL 1124.31 7.0,3]. 115�.5'J �5.89 2.020 F�5 16.89 11U1,7�? b5.'22 112�.31 25.�� 1197,65 45,�6 I.,l�2i. 86 21..11 1101.2.b 65.1.2 1129.31. ?.1.,51 11.56.59 ��}.33 2.021 D� 25.�G 1.109,9L� 72�33 1.1.2.`i,20 2�3,02 11GO,Z7 5,ri,{39 2.07.1. R8 25.5u ll�19.46 �6."t8 11).4,2U 24.91 tl?0,8? 95.5G 2.i�22 � Q9 14,94 11Q1.70 f,0."IFj i125.?.0 2.`.;,02 il�i.�2 !�1,22 2,022 90 {.�,89 ll01.7U 77..31 2.125.'lt1 ��,67 LL51,98 5.I.,Z2 2.02:? 91. 23,33 1iO3.37 72,33 ll2�i.111 =�O.D7 1154.14 �i1..7.2 2.p23 t}'l Z5,5G 1109,4f3 65."18 11'15.20 29,60 ].1.61,91 5"t,49 2,029 93 1.�.5(> 1.1Q9.4R 72.33 J..125,2i) 29.53 1_1'i8.67 ,4.33 2.029 R9 14.49 3191.7U 72,?3 112a,20 25,96 115G,39 55.89 2.6Z5 9.5 21,1.1 1J.�2.26 65.'22 1129.31 2G.33 J.196.95 95.�0 2.02; 96 21.13. 11�2,26 65,22 ll29,31 20.74 1158.19 55,69 2.025 97 16.G7 1].01.70 72.�3 1].1.5,?.0 27.f,"7 115?.:�'1, 52,71� 2.OL5 9B 7.5,55 1709.4B 68."I� ll'15.2�1 30,7� 1199.18 95,00 ?.,028 99 1.(3.Q9 11(31.70 G5.Z''L 11Z�9.31 2a,8� 1196,15 45,OU 2,018 rciti.r,al Failut�e Lircle Intersects; KL; 18,a9 Y1,: ll01.?0 �R: G6.79 �'It; 13.?.5,2U Ceirtre: Xf:: 21.61. 5'G: .11ti0,G9 Radius: R: �9,OD Generatecl fa:iI.ure s��r:facP; (Zil poii�ts) 1B,B9 i.10J.,70 1.1,91 1.LQ.1.,64 29.93 11i)1,73 27.94 l.J.p1,9y 30,93 E.U)Z,3N 33,90 1102,93 :�G,U;3 ll03.G4 39,?3 11�4,�9 42,58 1.105,49 95.�'1 1106.G� 4N,li 110'l,9�1 50.'17 11U9.3ti 53.3�i L110,91 ?5,86 1112,60 58,2'1 1.L19.91. 6(3,y9 ].1.l5,35 b?.,80 t3.1.�.40 6�1.91 112€I,EiG 65,90 112'1,R3 66,"lt� 1.JL5,2U 51i��e Geametcy a�ld Pro�lerCies (?9 slic?s) illr'P K-5 _.�_........._.._--------- 885P ..---�-- ---._...._...._....-- PpCPI,sl�lt_2I' N�1L'1lldl TP.Si X-Le[t Area Auyle t�idCh Lengt.h wiat7. C+�tiesion i'hi kdei�rht [�orce Stcess Facto�' ` 1 1.�.�9 U.11l -1.2 1.1.1 1,L1 1 100,U� 3�i3O l,�.t U,Oi) 2,�G l.�)1 ?. '7.0.4U 0.2G -1.2 U,�S 0,95 ]. 1(?0.00 39.0 3.l.,E19 0,00 33,f3.i 1,!11. 3 20,9[, U.7�� -1.2 U.9:i p,95 1 ll1[1,90 3�1.0 ��I,B�i 3).(��1 93.81 l.11l �1 'lL9_1 2.0'� l.8 1.51 t,51 1. 1.00.Q� 34,0 'I,9t�,l.l. O,Q� IE;J.,.19 0.99 5 .�3,92 3..L9 J..t3 1.5_l 1,51 1 Li)�,00 39,0 376,37 U.l)0 295,'l.�i U,�9 ti 2.9,43 9.13 7,7 1.5� 1.,51 1 100�0� 39,0 99,`�,99 O,QO 3J.6,5� 0,9i� GAI,�htA ti,IO Anz].ysis Res�.�lts Lice���ee; f,eoi�iat:Testi3ig 6aba��at�ar�:i.es, :ti�c. Frojeri:; '1,3,� I�e�t Hiyh E:i1J. ;1o�?e File, C,1�Jsers�HNaE�i].silllor.�un�ents�UG0�1A`P D�T��Ati1NUAL f4�P0�TS1'�O11 AGPOR`PS�1.11�HLTE�lantl Co��aiut�itir,}e;;,.,���11 Slopc Sei.sini.c,g�af Pracessed; OL Sep ?.Ul_1 12,49:30 DhTR; l�na:lys_is 3 - Sea.smic Anal}�sis hlaterial. Propet'ties (1 niater�.aly hlate�es_al; 1 {P9�7hr-L'oulomb Isoteop�ir) - Plati.ve Sf�il Cohesion Plli Ui�it�feight R.�.i 100.1)0 34.0 120.�0 �1,0� P1ai:.�rla]. Pro[iles �l pr.ofi.lr:) Pro[.i.l.e: 1. (! po�.ints) P+IaCerial beneath: 1 - NaL�.ive ;��il o,E�o i��o.oa i�o,00 �i��,00 Sl�pe Su€�f.ace (9 pa�nLsj --. .�O,Oi) 1.J0�.70 ?.O.fll) 1101,70 G7,00 11?.�i,?.0 12"?.�1[l 1..1.25,20 Failure Surface _______._______ Initial circui�ir. ;>urface for CY1t1C11 srar•ch�lefinei3 by� XLrX�r� Tnt.e��ser,t.s; XL: ZO.UO Yt,: 11a1,70 KR; 67,00 YR; 1i25,1�1 Centre: '(C: 2.3,43 YC': .t153.�i9 ItarEit€s: R: 57.,RO Dist.ribiited Loads (1 laar.l) Load X--Lef.t. er.essure X-Ri�ht k'r:esstir.e 7 79.D0 70�.0 13.9.00 7.�1�,0 Eartluluake rorce Pseudo-statir.. f�ar.�Lhcivake (se3.s�nic} coeffii<;i.enL: �.L50 Var.iab.le Rest.r.a:inls Parameter ciescriptor: XL YR R kanc(e nf variati.on; 20,OU 32,00 J.9,00 Tria1 posir�.�i�s within ranqe: .l0 10 i0 AESULTS; Analysis l. - �eismic 7�nalysis Gish4p S1lllp.li�le(I �1�t;YtOCI ,}f Analysis - ('ircular Fail�ire S�irface Cr•iti.r;al Fai.l.i.n�e Cit:���le Se<�rr,�h usi_nq l�ultiple Ci_ccle t�eneration Techn�iq�€es Fact�r nf SaEety [or in:iCiai [a_i7ure �_-irc1? a�}}�r.nxiiaat.ion: 1.45 Theee �iere: g6� s�.iccessf.ul analyses f:r.oin a total. of. 1001 trial r,ircles 115 analyses teiminated iliie to tmai;ceptable geoi�ietry Cr:itical (tninim�ml) [�actor ot Saf.ety; 1,44 NQ�j�1t,1V? I�nClll�1� �f'.1P.55P;, P.XlSt UI? ThF hd,P, iif OIIP. OC f114iP, ,�.7.Ce5- e�(r1p1]IIP, 57.1f:P. i)7t.d �7tifl rGI1S€11Y_ �71P CALE�IA NC�.41 l.lt).�.lt,y Circle and Results S�mu�iary (Lowest 99 FActnr of 5afety ci.r.cles) Circle X Left Y-Left X-Rir�ht Y-Rihht X-Ce��tre `f-Centte Rar�itis I'�>; 1 G1,11 1.102,7_6 "I7..33 1125.20 25.51 Il&1,09 59,00 1,�37 Z 18,09 11�1,70 �2.33 1.125.10 29.��7 ll60,J9 54.(30 1,93E3 :t 18,69 1101,70 6�,7R 11?.5,'1.0 2J_.6] 1160.69 59.0� 1.43� 4 18,69 110.L,70 G�,'1R 1125,20 22.J6 11�9.09 5"d,9� 1,490 5 ?1_J_i 1102..26 G$.l8 112�.7.0 2`/..l)? ]161.7.�i 59.U1) �1,.490 b 21.J1 1102.26 6$.`18 1125,20 22,83 1159,67 5"1,99 1,4�0 7 2i.li 11(�1..'26 66.1� 11'T.5.2.0 2�3.59 11.51?.09 !'i5,89 ].,�l�ll B 21.,11 llOL,'26 72,33 1].25,2Q 26,23 1159.97 57.99 1..491 9 i8.8� ll�1.7U 66."1B 1125,10 23,J.2 1157.93 55.89 1.�1+11 1Q 2I,11 1102,'26 68,78 1].25,20 29,36 1156.49 54,33 �,��2 l.l 1�,139 11.U1,7f) ?2,33 11'25.20 15.7{) 1158.74 57,99 1.,993 12 1Q.09 11U1,7U 60,7E� 1125.'l.P 23.�0 1155.�3� ��1.33 1.943 13 ?1,11 ll0'2,'l6 68,7R 11'Z5.2D '2,'i,14 1154.88 52,76 1,��15 l.�i 'lL 11 1.1�2,26 ?2.33 l..l?.�.�0 '16,96 1157,84 �i5,69 1.995 15 16,89 110.1,7[1 68."IN 11'l5,'1.0 29,66 1154.1G .;Z.76 i,44"1 16 16.89 1101,7�1 'l2.33 11'Z5.20 7.[i,93 L157.D6 55.89 1.496 17 23,33 110;3,:37 '�l2.3J 111w,20 26,95 1.16%,2f3 5��00 1.49B 18 16,67 1.1.01,70 72.37 112.5,7.0 2.9.79 lIG0.14 59,�U 1.949 14 21,11 110`L.26 66.78 112�,20 '�'.5,92 3.153,25 5i,?.2 ]..�1�19 20 2�3,33 1143.37 72.3a 1125,20 27,16 1.150,68 57,a9 1.951. 21 lQ,�9 11(1.1.70 60.'�D 1..1.?.5,?.0 ?.5.94 1152.50 51.,?.?. 1..951 '1.� Zl.,l..l 1J.�2.25 72.33 ll"l5.2� 27.7U 1156.1� �il.3:3 1,�5L ?..3 16.67 l..l(1].70 60.'�R i..i25.2E) ?.?_.24 1158.A' S7.4� 1.�153 '1.9 L5.57 ]..1�:1.70 f�8.78 i.Ll5.10 ?..1.,51� .l.l[il).S(� 59.00 1.�153 2� IU,G't .i.tOl,7Q 72.3� 111ti.20 25.!i0 11.5C3.96 57.44 1,�53 2.6 13,33 llOJ.37 72.33 ll'15,2Q ?.7,8R 1].59,07 55.R9 1.9!itl 2"l IG.(i7 i101.71) 68,"t�J J.I.25,ICR 22..98 1.1..57.23 5�,Et� 1.r15�] 7.t1 'l.J..11 1]_02.2Fr fi8.7f� i17.5,').0 l6.7.1 1151.6�. 49.57 1.959 29 'L�,00 1]0_t,?I? G�.Of.l 1.].25,Z0 23,�13 .115�,79 ri1,�10 1.455 JO 1.r,B9 ].10.1,70 72..+� 112,5.20 27,17 ].155,�0 5�i.3? 1,45� �1. L�i.6"� l.J.�1.71) �i8,7t3 1..1.25,20 '�3.?3 1155,51 .`.��1�33 J,95f; 7i; 23.33 1I03.37 68.'18 �.1.1!i.21) 25.21 7.1.�'�,6'I .`iil,33 1.9!iti :i3 2:3,33 1I03.3�! 6f3,�1� ].1'1.!i.?.� �?9,9�i 1.:�59,7.� !i5,H9 l,!156 �19 2:1.33 ].103.37 �i$.'f� 1125,20 2�,9P, J.2.5�i.�8 52,7$ 1.9!i? 3:; ?,;�,33 ll03,3'� 5f�,7�3 ll`l5.'l0 23,7U 3..160,�.1 57,49 1.�5i 3(i l.�.Q9 11E1.1,'JO Gt��7Et 112ri.20 '16.23 1150,N1 99�57 1,9�it3 37 13,33 11t13.37 '1l.33 1175.29 2Q,GU 1157,49 5�,33 1.45f3 3g 23,33 11�13.37 68.7i� 11'25,2U `I.f,75 1159,9"1 .`i1,12 J.,9!i9 39 2:3.�33 l.l[13,37 5�.'1R 3_l'1.5.20 7.2,95 11G2,3'1 59,00 L,95� 9Q 'l.]..i.] 1.I.U?..16 72.33 1115.2n '/.�,95 11.59,5L 52,7Ei 1,959 �t th.f7 11n1.70 77.,33 11,�5.?,0 7.6,?,1 1156.']7 55.69 1.�59 �2 1G.Gl ll01,"10 fif3,�t8 11.25�29 2�,+]fa ]..153.�0 �?..l13 1.959 �{3 7.1_.11 1101..26 h8,1$ i.l.2�i.'1,� ?.7,51 1i99.9�1 48.L7. 1.41i1 94 14,44 1101.,'l0 "i2,33 1125,2�7 29.�U 1159,83 �9,00 1,4G.1 95 Z3.33 ll03,37 68.18 1125,20 17.51 11`+[.86 �I9.57 1,9U? 96 7.5.56 3_1.0�1,9�3 �72,33 112a,?0 ?.7�91 11.(i3.95 59,0�1 1.,9�i3 97 i$,H9 1101,7U "�2.33 11L5,20 2."1,91 t153,"!j? 5L,�8 1.9�i3 9Q 2.�.73 1.103.37 �2,33 J..115.2n 29,33 J.155.BU 52,"P� 1,�G3 99 '15,5E l.Lb4,98 7?.,33 1.].2�,20 2.�,11. 1J.61,87 57,�19 1,h69 50 15,57 L101,�(1 GN,7t3 ll25,'l� 25,25 1152.2.0 51,'1,2 1.464 51 2!i,55 1..109.4� 72,33 1115.20 28,82 7.16G,?,7 5.`i,H9 1,46G 51. 16,67 1.101.70 72,33 1125.20 26.99 1155,05 54,33 r,466 53 1.a,89 1101.70 68.7A 1.1.25,10 27.0"3 ]..1.49..1� 9B.l.l ].,�66 54 23.33 1103.3't 6�.'tA i125.2n 28,3.1 1151.22 4�..�.1 1.�6G 55 t9,99 J.l0.1.70 7'1..3"3 1125.20 ?.5.?.f 1.15II,.17. >7,�9 ].,96G 56 14,44 .l.]O.1.70 6E3.7N 1.1_L5.20 22..07 L].56,64 57,�14 L,9Fi7 57 t4,94 1101.70 68.7� 112�.20 2I.35 1160,29 59,i)� 1,9G�3 58 21...11 11E1"2.'l5 ?2.33 1.1L�,L0 29,7.0 1152,63 5.1..2'2 1.9G8 59 14.44 ].1_01.70 6t�.78 1.1.?.i.?.4 22..79 1,.1.55,96 55.p9 t.96B 60 25.55 ll09.9H 72.33 112�a,'Z� '1.9,53 115B,6T 5�1,33 i.9Fi9 61 21.11 1102.26 68."!$ J..1.2�,20 28.33 119�.25 45.56 3_.9'l� 62 23.33 1103,3"J 71.3J 112�,Z0 30,�"7 1.159.14 !i1.22 1.970 63 1.9.74 1101.70 68,78 112.5.'1.0 23,��2, 1.155.?.`1 59.33 1..471. fi9 1�i,57 110L'10 G(3.�'fl i1'1.5.'1.0 26.02 ].].50,4� 49,G7 1,�17]. G5 t3,33 1.103,37 68,7� ].J.25,2U 29..1.i ]199.56 45,56 1,972 66 25,55 1109,9Q 7`l„?3 11'l�i.'20 30,25 1157,p.ri �2,7� 1.972 �i7 L9,99 11�1,'!0 72,33 1.125.20 2,,96 1155,39 55,69 1,473 66 ].8,89 11n1,70 7i,3� 3..1.25,2U 28,67 1].5.t,9a 51,22 1,473 69 ?.5.56 1104.9� Gt3,'1f3 1125.20 27,60 1J.55.GG 51..?.2 l.,479 70 25,56 ll09.98 68.1� J.12�i.20 26.49 .1.157,7.4 57.7R t.�179 �1 21.,1.1. 110?.,'L6 �I5,89 ]..1.'l5,'l0 '1�,80 .tl&0.'1,ri 59.00 1..�79 �2 1.9.49 l.l.OL7f) 68.`I8 11.2�i,?0 29.?.6 1153.56 52.']8 1.975 73 16,6`1 ll01.7U 12.33 ]L'"L5.20 27.G"1 I1>3,32 52,78 1.A75 74 1.�,89 7101,70 65.17. l.l.?.4,31 22.69 115?.7Q 51.2?. 1,97�} 75 '1F�,56 1104,96 6II,�N 1125,2(� ?.8,3h 1159,07 99,67 1.47'.; 76 '1.!i.SG ]104.48 ffl,7B 1..12.`i,?.0 ZG.(�9 1158,H1 54.33 1,9?6 77 18.89 110]..70 65.27. 1.124.31 7.1..R6 11.54.39 57,.'JB l_.A7fi �tE3 1.6.89 1101.'r0 G5,2.2 11.'19.37. 23.99 ll51.16 99.6'� 3_,9-fE> 7R 1.6,89 1.i0.t.70 75.II9 1.125,20 2t�.21. l..1�9.9ti 59,00 L97ii 8i� 21.,11 110`1.26 65,L2 11.?9.31. ?.3.�9 ll>1.84 �9.67 1.976 81 21.11 ll01.'26 65,"1,1. i124.3]. 23.0� 11�r;?,94 ��1,'l."2. 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' , _ . -f:r �r , � �,.I: .I.. �-:, ,�; ..'�• .r, i .'i. r .���: � f •�7 _.� n - .3 � ��_ .S: �} ,.i� Tentative Tract Map 335$4 Projecfi No. 11081-01 City of Temecula, Ca{i#ornia August 31, 2013 SLOPE MAINTENANCE GUID�LINES Hillside lots in general, and hillside slopes in particular, need expensive retaining devices. Undercutting of the bottom of a maintenance to cantinue to #unction and retain their value, Many slape might possibly lead to slope instability or failure and homeowners are unaware of this and allow deterioration of their shoufd not be undertaken without expert consultation. property. In addition to his own property, the homeowner may be subject to liability far damage occurring to neighboring properties as (h) If unusual racking, settling, or earth slippage occurs an the a result of his negligence. It is therefore important to familiarize property, the homeowner should consult a qualified soil homeowners wifh some guidelines for maintenance of their engineer or an engineering geologist immediately. properties and make them aware of the impor#ance of maintenance. (i} The most common causes of slope erosian and shallow slope Nature slowly wears away land, but human activities such as failures are as follows; construction increase the rate of erosion 200,even 2,000 times that amount. When we remove vegetatian or other objects that hold soil ❖ Grass negligent of the care and maintenance af fhe in place,we expose it to the action of wind and water, and increase slopes and drainage devices. its chance of eroding, �:• Inadequate andlor impraper planting, (Barren areas The following guidelines are provided for the protection af the should be replanted as soon as possible.) homeowner's investment, and should be employed throughout the year. ❖ Excessive or insufficient irrigation or diversion of runoff over the slope. {a) Care should be taken ihat slopes, terraces, berms (ridges at crown of slopes), and proper lot drainage are nat disturbed. •;• Foot traffic on slopes destroying vegetation and exposing Surface drainage shauld be conducted from the rear yard to soil to erosion potentiaL ' the street by a graded swale through the sideyard, or alternative approved devices, (j} Homeowners shauld not let conditions on their property create a prob�em for their neighbors. Cooperation with neighbors (b} In general, roof and yard runoff should be conducted to either could prevent problems; also increase the aesthetic the street or storm drain by nonerosive devices such as aftractiveness af the property. sidewalks, drainage pipes, grnund gutters, and driveways. Drainage systems should nof be altered without expert WINTER ALERT cansultation. It is especialiy importan# to "winterize" your praperty by mid- (c) All drains should be kept cleaned and unclogged, including September. Don't wait un#il spring to put in landscaping. Yau need gutters and downspouts. Terrace drains or gunite ditches W��ter protection. Final landscaping can be done later. Inexpensive should be kept free of debris to allow proper drainage. During measures instal�ed by mid-September will give you protection heavy rain periods,performance of the drainage system should quickly that will last all during the wet season. be inspected. Problems, such as gullying and ponding, if observed,should be corrected as soon as possible. •:• Check before starms to see that drains, gutters, downspouts, and ditches are not clogged by leaves and rubble. (d} Any leakage fram pools,waterlines,etc, or bypassing of drains should be repaired as soon as possible. ❖ Check after major starms to be sure drains are clear and vegetation is holding on slapes, Repair as necessary. (e) Animal burrows should be filled since they may cause diversion of surface runoff, promote accelerated erosion, and even .;. Spot seed any bare areas. Broadcast seeds or use a trigger shallow soil failures, mechanical seeder, A typical slope or bare areas can be done in less than an hour. (f} Slapes should not be altered without expert consultation. Whenever a homeowner plans a significant topographic •;• Give seeds a boost with fertilizer. modification of the lot or slope, a qualified geotechnical consultant should be contacted. ❖ Mulch if you can,with grass clippings and leaves, bark chips or straw. (g) if plans for modification of cut, fill, or natural sEopes within a property are considered, an engineering geologist should be ❖ Use netting to hold soil and seeds on steep slopes. consulted, Any oversteepening may result in a need for GeoMat Testing Laboratories, Inc. Appendix E-1 Tentative Tract Map 33584 Project No. 1108�-01 City of Temecula, California August 31, 2013 ❖ Check with your landscape architect or locai nursery for advice. provide other erosion control services — are listed under "landscaping°in fhe phane boak. •e• Prepare berms and ditches to drain sur�ace runoff water away from problem areas such as steep,bare slopes. Mats of excelsior, jute netting, and plastic sheets can be effective temporary covers, but they must be in contact with the soil and ❖ Prepare base areas on slopes for seeding by raking the fastened securely to work effectivefy, surface to loasen and raughen soil so it will hofd seeds. Roof drainage can be collected in barrels or storage containers or CONSTRUCTION touted into lawns, pianter boxes, and gardens, Be sure to cover stared water so you don't collect mosquitoes. Excessive runoff ❖ Plan construction activities during spring and summer, so that should be directed away from your house. Tao much water can erosion control measures can be in place when the rain comes. damage tress and make foundations unstable, •;• Examine yaur site carefully before building, Be aware of the STRUCTURAL RUNOFF CONTROLS slope, drainage patterns and soil types. Proper site design will help you avoid expensive stabilization work. Even with proper timing and planting, you may need to protect ❖ Preserve existing vegetation as much as possible. Vegetation disturbed areas from rainfall until the plants have time to establish will naturally curb erosion, improve the appearance and value themsefves. Or you may need permanent ways to transport water of yaur property, and reduce the cost of landscaping later, across your property so that it doesn't cause erosion. ❖ Use fencing to protect plants from fill material and traffic. If you To keep water from carrying soil from your site and dumping it into have to pave near trees, do so with permeable asphalt or nearby lots, streets, streams and channels, you need ways to porous paving blocks, reduce its volume and speed. Some examples af what yau might use are: •;� Minimize the length and steepness of slopes by benching, terracing, or canstructing diversian structures. Landscape ❖ Riprap (rock lining) — to protect channel banks from erosive benched areas fo stabilize the slope and improve its water flow. appearance. ❖ Sediment trap--to stop runof#carrying sediment and trap the •3 As soon as possible after grading a si#e, plant vegetation on all sediment, areas that are not to be paved or otherwise covered. ❖ Storm drain outlet protection — to reduce the speed af water TEMPQRARY MEASURES TO STABIL(ZE THE SOIL flowing from a pipe onta open ground or into a natural channel. Grass provides the cheapest and most effective short-term erosion •%• Diversion dike or perimeter dike — to dive�t excess water to control. It grows quickly and covers the ground completely. To find places where it can be disposed of properly, the best seed mixtures and plants for your area, chec�C with your local landscape architect, local nursery, or the U.S. Department of •�• Straw bale dike — to stop and detain sediment from small- Agriculture Soil Cor�servation Service. Mulches hold soil moisture unprotected areas(a short-term measure). and provide ground protection from rain drainage. They also provide a favorable environment #or sta�ting and growing plants. '�' Perimeter swale —to divert runoff from a disturbed area or to Easy-to-obtain mulches are grass ciippings, leaves, sawdust, bark contain runoff within a disturbed area. chips,and straw. :• Grade stabilization structure — to carry concentrated runoff Straw mulch is nearly 100 percent effective when held in place by down a slope, spraying with an organic glue or wood fiber(tackifiers}, by punching it into the soil with a shoveE or roiler,or by tacking a netting over it, Commercial applications af wood fibers combined with various seeds and fertilizers (hydraulic mulching) are effective in stabilizing sloped areas. Hydraulic mulching wifh a tackifier should be done in two separate applications; the first composed of seed fertilizer and half the mulch, the second composed of the remaining mulch and tackifier. Commercial hydraulic mulch applicators — who also GeoMat Tesfrng Laborafories, Inc. Appendix E-2 ,� i ,;� , — L't ,l � 1 �, � � ���f�.' ,) . . . ' . . . . �.� ����- . . _.. .. . �,� • �. _ . ,. ' i,'1 . , ,. .. . . .. ..,. fr�;f �` --,, '... , . ��, _ .�i1 C' 1�� �.� 4 � _ " ' - ' I��: 1'��.'t"'`�t.`ji J ���.r f �� � -�; � � � i{ :ifi r r�. ��� I �_�. � ' .4:� r t. 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', .ii• '�it�. 1:,��� ,- .. . � LIQUEFACTION ANALYSIS � Tentative Tract 33584 � � ' Hole No.=B-3 Water Depth=0 ft Magnitude=6.75 � � Acceleration=0.55g Shear Stress Ratio Factor of Safety Settlement Soil Description Raw Unit Fines '(ft) 0 2 0 1 5 0(in.) 1 SPT Weight % ; � � ' � � � � � � � - Sandy Siit -- --- � 21 120 52 � � 21 120 52 li 10 - -- - 22 120 6 ' [ � Sand with Silt ' [� I I ' �.�.� q I . . . ' ` - � ' 16 120 NoL ! i Lean Clay � i ,� 20 13 120 NoLq � l.. ; � � � ----------- 15 12 0 8 ; i Sand with Silt i i � ' �'�'� i ' 30 Silty Sand - - 24 120 14 , 'i � , � � � Lean Clay 32 120 NoLq � i ' I ; 40 35 120 NoLq;' i I j 110 120 NoLq� � i ! fs1=1 S=0.39 in. � � 50 CRR CSR fs1--� Saturated — Lean Clay 74 120 58 ; �� Shaded Zone has Liquefaction Potentia/ Unsaturat. — �I ' � i .�i � �U �I I � � ai �� 60 � �, i �; � o � � U I I �I I �� I oj I a: 70 � �. �: a� J 11081-01 � GeoMat Testing Laboratories, Inc. LIQUEFACTION ANALYSIS CALCULATION SUMMARY SHEET 2/12/2012 11 :00:�9 AM Title: Tentative Tract 33584 Subtitle: 11081-01 Input Data: Surface E1ev.= Hole No.=B-3 Depth of Ho1�=50.0 ft Water Table during Earthquake= 0.0 ft Water Table during In-Situ Testing= 29.0 ft Max. Acceleration=0.55 g Earthquake Magni�ude=6.8 1. SPT or BPT Calculation. 2 . Settlement Ana�ysis Method: Ishihara / Yoshimine* 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: A11 zones* 6. Hammer Energy Ratio, Ce = 1. 60 7. Borehole Diameter, Cb= 1 .05 8. Samp�ing Method, Cs= 1 .2 9. User request factor of safety (apply to CSR) , User= 1 F1ot one CSR curve (fs1=1) ; 10. Use Curve Smoothing: Yes* * Recommended Options In-Situ Test Data: Depth SPT gamma Fines ft pcf o 0.0 21 .0 1.20.0 52.0 5.0 21 .0 120.0 52 .0 1Q.0 22 .0 120.0 6.0 15.0 16.0 120.0 NoLiq 20.0 13.0 120.0 NoLiq 25.� 15.0 120.0 8. 0 30.0 24 .0 120.0 1� .0 35.0 32 .0 120.0 NoLiq 40.0 35.0 120 .0 NoLiq 45.0 ZlO.Q 120.0 NoLiq 50.0 74 .0 120.0 58.0 Output Results: Settlement of Saturated Sands=0.39 in. Settlement of Unsaturated Sands--0.00 in. Total Settlement o� Saturated and Unsaturated Sands=0.39 in. Differential Settlement=0.193 to 0.255 in. LIQUEFACTION ANALYSIS C�LCULATION SHEET 2/12/2012 11:00:42 AM Title: Tentative Tract 33589 Subtitle: 11081W01 Tnput Data: Sur�ace Elev.= IIo1e No.=B-3 Depth of Hole=50 .0 ft Water� Table during Earthquake= 0. 0 ft Water Tabl� during In-Situ Testing-- 29.0 ft Max. Acceleration=0. 55 g Earthquake Magnitude=6.8 1 . SPT ar BPT Calculation. 2 . Settlement Analysis Method: Ishihara / Yoshimine* 3. Fines Correction for Li.quefaction: Stark/Olson et al. * 4 . Fine Co�rection for Settlement: During Liquefaction* S. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1 . 60 7 . Borehale Diameter, Cb= 1 .05 8 . Sampling Method, Cs= 1 .2 9. User request factor of sa�ety (apply to CSR) , User= 1 Plot one CSR curve (fs1=1) la. Use Curve Smoothing: Yes* * Recommended Options In-Sa.tu Test Data: Depth SPT Gamma Fines �� . ft pcf o 0 .0 21.0 120.0 52 .Q 5 .� 21.0 12Q.0 52 .0 10.0 22.0 120.Q 6. 0 15.0 16.0 12Q.0 NoLiq 20.0 13.0 120.Q NoLiq 25.0 15.0 120.0 8 .0 30.0 24.0 120.0 14 .0 35.0 32.0 120.0 NoLiq �0.0 35.0 120.0 NoLiq 45.0 110.0 120.0 NoLiq 50.0 74 .0 120.Q 58.0 Output Results: Calculation segmen�, dz=0.050 ft User defined Print Interval, dp=1 .00 ft CSR Calculation: Depth gamrna sigma qamma' sz�ma' rd CSR fs1 CSRfs ft pcf tsf pcf Lsf *fs1 0.00 57.6 �0.000 57.6 O.ODO �.p0 0.36 1.0 0.36 1.00 120.0 0.060 57.6 0.029 1.00 0.74 1.0 0.74 2.00 120.0 0.120 57.6 O.Q58 1.00 0.74 1..0 0.7� 3.00 120.0 Q.180 57.6 0.086 0.99 0.79 1.0 0.74 4.00 1.�0.0 0.240 57.6 0.115 0.99 0.79 1.0 0.74 5.00 120.0 0.300 57.6 Q.144 0.99 0.79 1.0 0.74 6.00 120.0 0.360 57.6 0.�73 0.99 0.73 1.0 0.73 7.00 120.0 0.920 57.6 0.202 0.98 0.73 1.0 0.73 8.00 120_0 0.980 57.6 0.230 0.98 0.73 1.0 0.73 9.00 120.4 0.590 57.6 0.?_59 0.98 0.73 1.0 0.73 i0.00 120.0 0.600 57.6 0.288 0.98 0.73 1.0 0.%3 11.00 120.0 0.660 57.6 0.317 0.97 0.73 l.fl 0.73 7.2.00 120.0 0.720 57.6 0.396 0.97 Q.72 1.4 0.72 13.00 120.0 0.780 57.6 0.379 0.97 0.72 1.0 0.72 19.�0 120.0 0.840 57.6 0.403 0.97 0.72 1.4 0.72 15.00 120.0 0.900 57.6 0.432 0.97 4.72 1.0 0.72 15.00 120.0 0.96� 57.6 0.461 0.96 0.72 1.0 0.72 17.00 120.0 1.020 57.6 0.490 0.96 0.72 1.0 0.72 18.00 120.0 1.080 57.6 0.518 0.96 0.71 1.0 0.71 19.00 120.0 1.140 57.6 0.547 0.96 0.71 1.0 0.71 20.00 120.0 1.20Q 57.6 0.576 0.95 0.71 1.0 0.71 21.00 120.0 1.260 57.6 0.605 0.95 0.71 1.0 0.71 22.00 120.0 1.320 57.6 0.634 0.95 0.71 1.0 0.71 23.00 120.0 1.380 57.6 0.662 0.95 0.70 1.0 0.70 29.00 120.0 1.940 57.6 0.691 0.94 0.70 1.0 0.70 25.00 12Q.0 1.5�0 57.6 0.720 0.94 0.70 1.0 0.70 26.00 120.0 1.560 57.6 0.749 0.94 0.70 1.0 0.70 27.00 120.0 1.620 57.6 0.778 0.94 0.70 ]..0 0.70 28.00 120.0 1.680 57.6 0.806 0.93 0.70 1.0 0.70 29.00 120.0 1.740 57.6 0.835 0.93 0.69 1.0 0.69 30.00 120.0 �.800 57.6 0.864 Q.93 0.69 1.0 0.69 31.00 120.0 1.86Q 57.6 0.893 0.92 0.69 1.0 0.69 32.00 120.0 1.920 57.6 0.922 0.91 0.68 1.0 0.68 � 33.00 120.0 �.98a 57.6 0.950 0.91 0.67 1.0 0.67 `- 39.00 120.0 2.040 57.b 0.979 0.90 0.67 1.0 0.67 35.00 120.0 2.100 57.6 1.008 0.89 0.66 1.0 0.66 36.00 120.0 2.160 57.6 1.037 0.88 0.66 1.0 0.66 37.00 120.0 2.220 57.6 1.066 0.87 0.65 1.0 0.65 38.00 120.0 2.280 57.6 1.099 0.86 0.64 1.0 0.64 39.00 120.0 2.340 57.6 1.123 0.$6 0.64 1.0 0.64 40.00 120.0 2.400 57.6 1.152 0.85 0.63 1.0 0.63 41.00 120.0 2.460 57.6 1.181 0.84 0.63 1.0 0.63 42.00 120.0 2.520 57.6 1.210 0.83 0.62 1.0 0.62 43.00 120.0 2.580 57.6 1.238 0.82 0.61 1.0 Q.61 49.00 120.0 2.690 57.6 1.267 0.82 0.61 1.0 Q.61 45.00 120.0 2.700 57.6 1.296 0.81 0.60 1.0 0.60 46.00 120.0 2.760 57.6 1.325 0.80 0.60 1.0 0.60 97.00 120.0 2.820 57.6 1.354 0.79 0.59 1.0 0.59 98.00 120.0 2.880 57.6 1.382 0.78 0.58 1.0 4.58 49.00 120.0 2.940 57.6 1.411 0.78 0.58 1.0 0.58 50.00 120.0 3.Q00 57.6 1.490 0.77 0.57 1.0 Q.S7 CSR is based on water table at �. 0 during earthquake CRR Calculation from SP`� or BPT data: C?epth SPT Cebs Cr sigma' Cn (I�l}60 Fines d(N1)60 (N1}60:E CRR7.5 ft tsf � 0.0� T 21..00 2.02 0.75 �.000 1.70 53.98 5?_.00 7.20 61.18 2.00 1.00 21.00 2.02 0.75 0.060 1.70 53.98 52.00 7.20 61.�.8 2.00 7_.00 21.00 2.02 0."l5 0.1?_0 1.70 53.98 52.00 7.20 bl.l.8 2.00 3.00 21.00 2.02 0.75 0.180 1.70 53.98 52.00 7.20 61.18 2.00 9.00 21.00 2.07_ 0.75 Q.290 1.70 53.98 52.00 7.20 61.18 2.00 5.Q0 21.00 2.02 0.75 0.300 1.70 53.98 52.00 7.20 61.18 2.00 6.00 21.20 2.02 0.75 0.360 1.6/ 53.�12 42..80 7.20 60.62 .?..OQ 7.00 21.90 2.02 0.75 0.420 1.59 49.93 33.60 6.86 56.79 2.00 8.00 21.60 7.02 0.75 0.480 1.94 47.14 24.90 �1.66 5I.80 2.00 9.00 21.80 2.02 0.85 0.540 1.36 50.84 15.20 2.45 53.2H 2.00 10.00 22.00 2.02 0.85 0.600 1.29 48.67 6.00 0.29 48.91 2.00 11.00 20.80 2.02 0.85 0.650 1.23 93.87 6.00 0.29 49.11 2.00 ].2.00 19.60 2.02 0.85 0.720 1.7.8 39.58 6.00 0.24 39.82 2.00 13.00 i8.40 2.02 0.85 0.780 1.13 35.70 6.00 0.29 35.94 2.00 14.00 17.20 2.02 0.85 0.840 1.09 32.16 6.00 0.2A 32.40 2.00 25.00 16.00 2.42 0.95 0.900 1.05 32.30 NoLiq 7.20 39.50 2.00 16.00 1�.90 2.02 0.95 fl.960 1.02 30.10 NoLiq 7.20 37.30 2.00 17.40 14.80 2.02 0.95 1.020 0.99 28.07 NoLiq 7.20 35.27 2.00 18.00 14.20 2.02 0.95 1.080 �.96 26.17 NoLiq 7.20 33.37 2.00 19.00 13.60 2.02 0.95 1.}.90 0.9A 24.39 NoLiq 7.20 31.59 2.00 20.00 13.00 2.02 0.95 1.200 0.91 22.73 NoLiq 7.20 29.93 0.44 21.00 13.94 2.02 0.95 ]..260 0.89 22.86 NoLiq 7.20 30.06 0.98 22.00 13.80 2.02 0.95 1.320 0.87 23.00 NoLiq 7.20 30.20 2.00 23.00 14.20 2.02 0.95 1.380 0.85 23.15 NoLiq 7.20 30.35 2.00 29.00 14.60 2.02 0.95 1.490 0.83 23.30 NoLiq 7.20 30.50 2.00 25.00 15.00 2.02 0.95 1.500 0.82 23.96 NoLiq 7.20 30.66 2.00 26.00 16.80 2.02 0.95 1.560 0.80 25.76 9.20 1.01 26.77 0.31 27.00 18.60 2.02 0.95 1.620 0.79 27.99 10.90 1.30 29.28 0.39 28.00 20.40 2.02 1.00 1.680 0.77 31.73 11..60 1.58 33.31 2.00 29.40 22.20 2.02 1.00 1.740 0.76 33.93 12.80 1.87 35.80 2.00 30.00 24.00 2.02 1.00 1.770 0.75 36.36 14.00 2.16 38.52 2.OD 31.00 25.60 2.02 1.00 1.799 0.75 38.48 19.00 2.16 40.69 2.00 32.00 27.20 2.02 1.00 1.828 0.79 40.56 14.00 2.16 92.72 2.00 33.00 28.80 2.02 1.00 1.857 0.73 42.61 19.04 2.16 44.77 2.00 `� 34.00 30.90 2.02 1.00 1.886 0.73 AA.63 14.00 2.16 96.79 2.00 35.40 32.00 2.02 1.00 1.914 0.72 46.63 14.40 2.16 48.79 7_.00 36.00 32.60 2.02 1.00 1.943 0.72 47.15 NoLiq 7.20 54.35 2.00 37.00 33.20 2.02 1.00 1.972 �.71 47.66 NoLiq 7.20 54.86 2.00 38.00 33.80 2.02 1.00 2.001 0.71 48.17 NoLiq 7.20 55.37 2.00 39.00 34.40 2.02 1.00 2.030 0.70 48.68 NoLiq 7.20 55.88 2.00 40.00 35.00 2.02 1.00 2.058 0.70 49.18 NoLiq 7.20 56.38 2.00 41.40 49.99 2.02 1.00 2.Q87 0.69 69.76 NoLiq 7.20 76.96 2.00 42.00 69.99 2.02 1.00 2.116 0.69 90.08 NoLiq 7.20 97.28 2.00 43.00 79.99 2.02 1.00 2.195 0.68 110.12 NoLiq 7.20 117.32 2.00 49.00 94.99 2.02 1.00 2.174 0.68 129.90 NoLiq 7.20 137.10 2.00 45.00 109.99 2.02 1.00 2.202 0.67 149.92 NoLiq 7.20 156.62 2.00 46.00 102.80 2.02 1.00 2.231 0.67 138.75 NoLiq 7.2� 145.95 2.Q0 47.40 95.60 2.02 I.00 2.260 0.67 128.21 NoLiq 7.20 135.41 2.00 48.00 88.40 2.02 1.00 2.289 0.66 117.80 NoLiq 7.20 125.00 2.00 49.00 81.20 2.02 1.00 2.318 0.66 107.53 NoLiq 7.20 114.73 2.00 50.00 74.00 2.02 1.Q0 2.346 0.65 97.90 NoLiq ?.20 104.60 2.00 CRR �s based on water table at 29.0 during �n-Situ Testing Factor of Safety, - Earthquake Magnitude= 6.� e Depth szgC' CRR7.5 Ksigma CRRv CSRfs MSF CSRm F.S. Ft �sf tsf tsf tsf tst C,RRv/CSRm 0.00 0.40 �2.00 1.00 2.00 0.36 1.31 4.27 5.00 � 1.00 0.04 2.00 1.00 2.00 0.74 1.31 0.57 3.52 2.00 0.08 2.00 1.00 2.00 0.74 1.31 0.5"7 3.53 3.00 0.12 2.00 1.00 2.00 0.7� 1.31 0.56 3.59 4.00 0.16 2.00 1.00 2.OQ 0.74 1.31 0.56 3.55 5.00 0.20 2.00 1.00 2.00 0.74 1.31 0.56 3.56 6.00 0.23 2.00 1.Q0 2.00 0.73 1.31 0.56 3.57 7.00 0.27 2.00 1.00 2.00 0.73 1.31 0.56 3.57 8.00 0.31 2.00 1.00 2.Q0 0.73 1.31 0.56 3.58 9.00 0.35 2.00 1.00 2.00 0.73 1.31 O.S6 3.59 7_0.00 0.39 2.Q0 1.00 2.00 0.73 1.31 0.56 3.60 11.00 0.43 2.00 1.00 2.00 0.73 1.31 0.55 3.61 12.00 0.47 2.00 1.00 2.00 0.72 1.31 0.55 3.62 13.00 0.51 2.00 1.00 2_00 0.72 1.31 0.55 3.63 14.00 0.55 2.00 1.00 2.00 0.72 1.31 0.55 3.63 15.00 0.59 2.00 1.fl0 2.00 0.72 1.31 ' 0.55 5.00 ^ 16.00 0.62 2.00 1.00 2.00 0.72 1.31 0.55 5.40 ^ 17.00 0.66 2.00 1.00 2.00 0.72 1.31 0.55 5.00 ^ 18.Q0 0.70 2.00 1.00 2.00 0.71 1.31 0.55 5.00 ^ 19.Q0 0.74 2.00 1.00 2.00 0.71 ]..31 Q.S9 5.00 ^ 20.00 0.78 0.44 1.00 2.00 0.71 1.31 0.59 5.00 ^ 21.00 0.82 0.48 1.00 2.00 0.71 1.31 0.59 5.00 " 22.00 0.86 2.00 1.OQ 2.00 0.71 1.31 0.54 5.00 ^ 23.00 0.90 2.00 l.OQ 2.00 0.70 1.31 0.54 5.00 ^ 24.00 0.99 2.00 1.00 2.00 0.70 1.31 0.5� 5.OQ ^ 25.00 0.98 2.00 1.00 2.00 0.70 1.31 0.54 5.00 ^ 26.00 1.01 0.31 1.00 0.32 0.70 1.31 0.53 0.59 * 27.00 1.05 0.39 1.00 0.39 0.70 1.31 O.S3 0.73 * 28.00 1.09 2.00 0.99 1.98 0.70 1.31 0.53 3.73 29.00 1.13 2.00 0.99 1.97 0.69 1.31 0.53 3.72 30.00 1.15 2.00 0.98 1.97 0.69 1.31 0.53 3.71 31.00 1.17 2.00 0.98 1.96 0.69 2.31 0.52 3.74 32.00 1.�9 2.00 0.98 1.95 0.68 2.31 0.52 3.76 ` 33.Q0 1.21 2.00 0.97 1.95 0.67 1.31 0.52 3.78 39.00 Z.23 2.00 0.97 1.94 0.67 1.31 0.51 3.81 35.00 1.24 2.00 0.97 1.99 0.66 1.31 0.51 3.83 36.00 1.26 2.00 0.97 2.00 0.66 1.31 0.50 5.00 ^ 37.00 1.28 2.00 0.96 2.00 0.65 1.31 0.50 5.00 ^ 38.00 1.30 2.00 0.96 2.00 0.69 1.31 0.99 5.00 ^ 39.00 2.32 2.00 0.96 2.00 4.69 1.31 Q.49 5.00 ^ 40.00 1.34 2.00 �.96 2.00 0.63 1.31 0.48 5.00 ^ 41.00 1.36 2.00 0.95 2.00 0.63 1.31 0.48 5.00 ^ 42.00 1.38 2.00 0.95 2.fl0 0.62 1.31 0.97 5.00 ^ 43.00 1.39 2.00 0.95 2.00 0.61 1.31 0.97 5.00 ^ 44.00 1.91 2.00 0.94 2.00 0.61 1.31 0.96 5.00 ^ 45.00 1.43 2.00 0.94 2.00 0.60 1.31 0.46 5.00 � 46.00 1.45 2.00 0.94 2.Od 0.60 1.31 0.45 5.00 ^ 47.00 1.47 2.00 0.99 2.00 0.59 1.31 0.45 5.00 ^ 48.00 1.49 2.00 0.93 2.00 0.58 1.31 0.45 5.00 ^ 49.00 1.5� 2.00 0.93 2.00 0.58 1.31 0.44 5.00 ^ 50.00 1.53 2.00 0.93 2.00 0.57 1.31 0.44 5.00 ^ * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=S) ^ No-liquefiab�e Soils. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert ta SPT for Settlement Analysis: Fines Correction for Settlemen� Analysis: Depth Ic qc/N60 qcl (N1)60 k'ines d(N1)60 (N1)60s ft tsf o 0.00 - - - 61.18 52.0 0.00 61.18 1.00 - - - 61.18 52.0 0.00 61.18 2.00 - - - 61.18 52.0 0.00 61.18 3.40 - - - 61.18 52.0 0.00 61.18 9.40 - -- -- 61.18 52.0 0.00 61.18 S.QO - - - 61.18 52.0 0.40 61.18 6.00 - - - 60.62 42.8 0.00 60.62 7.00 - - - 56.79 33.6 0.00 56.79 8.00 - - - 51.80 29.9 0.00 51.80 9.00 - - - 53.28 15.2 0.00 53.28 10.00 - - - 48.91 6.0 0.00 48.91 11.00 - - - 44.11 6.0 0.00 44.17. 12.00 - - - 39.82 6.0 0.00 39.82 13.Op - - - 35.94 6.0 4.00 35.99 14.00 - -- - 32.90 6.0 0.00 32.90 15.00 - - - 39.50 NoLiq 0.00 39.50 16.00 -- - - 37.30 NoI,iq 0.00 37.30 17.00 - - - 35.27 NoLiq 0.00 35.27 I.8.00 - - - 33.37 NoLiq 0.00 33.37 19.00 - - - 31.59 NoLiq 0.00 31.59 20.00 - - - 29.93 NoLiq 0.00 29.93 21.00 - -- -- 30.06 NoLiq 0.00 30.06 22.OQ - - - 30.20 NoLiq 0.00 30.20 23.00 - - - 30.35 NoLiq 0.00 30.35 24.00 - - - 30.50 NoLiq 0.00 30.50 25.00 - - - 30.66 NoLiq 0.00 30.65 26.00 - - - 26.77 9.2 a.oa 26.77 27.ff0 - - µ 29.28 20.9 0.00 29.28 28.00 - - - 33.31 11.6 0.00 33.31 29.00 - - - 35.80 12.8 0.00 35.80 � 30.00 - - - 38.52 14.0 0.00 38.52 3J..00 - - - 40.64 14.4 0.00 40.64 32.00 - - - 42.72 14.0 O.QO 92.72 33.00 - - - 94.77 14.0 0.00 94.77 34.00 - - - 96.79 19.0 0.00 46.79 35.00 - - - 48.79 14.0 0.00 46.79 36.04 - - - 54.35 NoLiq 0.00 54.35 37.OQ - - - 59.86 NoLiq 0.00 54.86 38.00 - -- -- 55.37 NoLiq 0.00 55.37 39.00 - - - 55.88 NoLiq 0.00 55.88 40.00 - - - 56.38 NoLiq 0.00 56.38 41.00 - - - 76.96 NoLiq a.oa 76.96 42.Q0 - - - 97.25 NoLiq 0.00 97.28 43.00 - - - 100.00 NoLiq 0.00 100.00 49.00 - - - 100.00 NoLiq 0.00 100.00 45.00 - - - 100.00 NoLiq 0.00 1Q0.00 46.00 - - -- 100.00 NoLiq 0.00 100.00 47.00 - - - 100.00 NoLiq 0.00 100.00 48.00 - - - 100.00 NoLiq 0.00 100.00 49.00 - - - 100.00 NoLiq 0.00 100.00 50.00 - - - 100.00 NoLiq 0.00 100.00 (N1} �Os has been fines corrected in .�iqu��action analysis, therefore d{N1) 60=0. Fines=NoLiq me�ns the soils are not liquefiable. Settlement o� Satur�ted Sandse Settlement Analysis Method: Ishihara / Yoshimine* Depth CSRm F.S. Fines (N1�60s Br �c dsz dsp S Ft o 0 o in. in. in. 49.95 0.49 5.00 NoLiq 1.00.00 100.00 0.000 O.OEO O.Q00 0.000 49.00 0.�9 5.00 NoLiq 100.00 100.00 0.000 O.OEO 0.000 O.00Q 48.00 0.45 5.00 NoZiq 100.00 10Q.00 0.000 O.OEO 0.600 0.000 47.00 0.45 5.00 NaLiq 160.00 100.00 0.000 O.OEO 0.000 0.000 46.00 0.45 5.00 NoLiq 100.00 100.00 0.000 O.OEO 0.000 0.000 45.00 0.96 5.00 NoLiq 100.00 100.04 0.000 0.0�0 0.000 0.000 49.00 0.46 5.00 NoLiq 140.00 100.0� 0.000 O.OEO O.00Q 0.000 43.00 0.47 S.OQ NoLiq 100.00 100.OD 0.000 O.OEO O.00Q O.00Q 42.00 0.47 5.00 NoLiq 97.28 100.00 Q.000 O.OEO O.00Q 0.000 41.00 0.�8 5.00 NoLiq 76.96 100.00 Q.000 O.OEO O.00Q 0.000 40.00 0.98 5.00 NoLiq 56.38 100.00 Q.000 O.OEO 0.000 0.000 39.00 0.99 S.OU NoLiq 55.88 i00.00 0.000 O.OEO 0.000 0.000 38.00 O.A9 5.00 NoLiq 55.37 100.00 0.000 O.OEO 0.000 0.000 37.00 0.50 5.00 NoLiq 54.86 1Q0.00 0.000 0.0�0 0.000 0.400 36.00 0.50 5.00 NoLiq 54.35 100.00 O.OQO O.OEO 0.000 O.fl00 35.00 0.5I 3.83 19.0 98.79 1�0.00 0.000 O.OEO 0.000 0.000 34.00 0.5I 3.81 19.0 96.79 100.�0 0.000 O.OEO 0-000 �.000 33.00 0.52 3.78 14.0 94.77 100.00 0.000 O.OEO 0.000 0.000 32.00 0.52 3.76 14.0 42.72 100.00 0.000 O.OEO a.oao 0.000 31.QQ 0.52 3.79 19.0 40.64 100.00 0.000 O.OEO 0.000 0.000 30.Q0 0.53 3.71 14.0 38.52 100.00 0.000 O.OEO 0.0�0 0.000 29.00 0.53 3.72 12.8 35.80 100.00 0.000 0.0�0 0.000 0.000 28.00 0.53 3.73 11.6 33.31 98.08 0.000 O.OEO 0.000 0.000 27.00 0.53 0.73 10.4 29.28 88.46 0.975 5.9E-3 0.035 0.035 26.00 0.53 0.59 9.2 25.77 83.18 1.500 9.0E-3 0.152 0.187 25.00 0.59 5.00 NoLiq 3Q.66 91.56 0.000 O.OEO 0.191 0.378 29.00 0.54 5.00 NoLiq 30.50 91.20 0.000 O.OEO 0.000 0.378 23.00 0.54 5.00 NoLiq 30.35 90.55 0.000 O.OEO 0.000 0.378 22.00 0.54 5.00 NoLiq 30.20 90.52 0.000 O.OEO 0.000 0.378 21.04 0.54 5.00 NoLiq 30.06 90.20 0.000 O.OEO 0.000 0.375 20.00 0.54 5.00 NoLiq 29.93 89.89 0.000 4.OE0 0.000 0.378 19.00 0.54 5.00 NoLiq 31.59 93.78 Q.000 O.OEO 0.000 0.378 18.00 0.55 5.00 NoLiq 33.37 98.22 0.000 O.OEO 0.000 0.378 17.00 0.55 5.00 NoLiq 35.27 100.00 0.000 O.OEO 0.000 0.378 16.00 0.55 5.00 NoLiq 37.30 100.00 0.000 O.OEO 0.000 0.378 15.00 0.55 5.00 NoLiq 39.50 100.Q0 0.060 O.OEO 0.000 0.378 14.Q0 0.55 3.63 6.0 32.90 95.75 0.000 O.OEO 0.008 0.387 13.Q0 0.55 3.63 6.0 35.94 100.00 0.000 O.OEO 0.000 0.387 12.Q0 0.55 3.62 6.0 39.82 100.00 0.000 O.OEO 0.000 0.387 11.00 0.55 3.61 6.0 44.11 100.00 0.000 O.OEO 0.000 0.387 10.00 0.56 3.6� 6.0 48.91 100.00 0.000 O.OEO �.000 0.387 9.00 0.56 3.59 15.2 53.28 10a.00 O.OQO O.OEO 0.000 0.387 8.00 0.56 3.58 29.4 51.80 106.OQ 0.000 0.6E0 0.000 0.387 7.000.56 3.57 33.6 56.79 10Q.00 0.000 O.OEO 0.000 0.387 6.00 4.56 3.57 42.8 60.62 100.00 0.000 O.OEO 0.040 0.387 5.00 0.56 3.56 52.0 61.1$ 100.00 0.000 O.OEO 0.000 0.387 9.00 0.56 3.55 52.0 61.18 1Q0.00 0.000 O.OEO 0.000 0.387 3.00 0.56 3.54 52.0 61.18 100.00 0.400 O.OEO 0.000 0.387 2.00 0.57 3.53 52.0 6I.18 100.00 0.400 O.OEfl 0.000 0.387 I.00 0.57 3.52 52.0 61.18 100.00 0.000 O.OEfl a.0�0 0.387 0.00 Q.27 5.00 52.� 61.18 100.00 0.000 O.OEO 0.000 0.387 Settlement of Saturated Sands=0.387 in. qc1 and (Nl} 60 is after fines correction in liqu��action analysis dsz is per each segment, dz=0 .05 ft dsp is per each print interval, dp=1 .00 ft S is cumulated s�ttlemEnt at this depth Sett�ement of Unsaturated Sands: Uepth sigma' sigC' (Nl)60s CS�ts Gmax g*Ge/Gm g_ei�L �c7.5 Cec ec dsz dsp S ft tsf tsf tsf o o in. in. in. 0.0 O.Od 1.53 0.00 0.36 0.0 O.OEO o.oaao 0.0000 0.00 0.0000 O.00EO 0.000 0.000 Settlement of Unsaturated Sands=0.000 in. ' dsz is per each segment, dz=0 .05 ft dsp is per each print interval, dp=1 .OQ ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=0 .387 in. Differential Settlement=0.193 to 0.255 in, Units Depth = ft, Stress or Pressur..e = tsf {atm) , Unit Weight = pcf, Settlement = in. SPT � Field data from Standa.rd Penetration Test (SPT) BPT Field data from Becker Penetration Test {BPT) qc ��eld data from Cone Penetration Test {CPT) fs Friction from CPT testing gamma Tota1 unit weight of soil gamma' Effective unit weight of soil Fines �ines content [aJ D50 Mean grain size Dr Relative Density sigma Total v�rtical stress [�sf] sigma' Effective vertical stress [tsf] sigC' Effective confining pressure [tsf] rd Stress reduction coefficient CRR7.5 Cyclic resistance ratio (M=7.5) Ksigma Overburden stress correction factor for CRR7.5 CRRv CRR after overburden s�ress correction, CRRv=CRR7.5 * Ksigma �.5. Calculated factor of safe�y against liquefac�ion F.S.=CRRv/CSRm User User request factor of satety, which may apply to CSR fsl �irst CSR curve in graphic detined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanc�d page CSR Cyclic stress ra�io induced by earthquake CSRfs CSRfs=CSR*fs1, fs1=1 or User, defined in #9 of Advanced page MSF Magnitude scaling factor for CSR CSRm After magnitude scaling correction CSRm=CSRfs/MSF Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rad Length Corrections Cn Overburden Pressure Correction {Nl) 60 SPT after correc�ions, (N1}Sfl=SPT * Cr * Cn * Cebs d(Nl)�0 Fines correction of SPT (N1) 60f (N1}60 after fines corrections, {N1) 6Qf=(N1) 60 + d(N1)60 Cq Overburden stress co��ection factor qc1 CPT after Overburden stress correction dqcl Fines correc�ion of CPT qclf CPT after Fines and Overburden correction, qclf=qcl + dqcl qcln CPT after normalization in Ftobertson's method Iic Fine correction £actor in Robertson's Method qclf CFT after �'ines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods 1��?�Os (iVl)60 after settlement fines corrections ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Se��lement in each print interval., dp Gmax Shear Moctulus at 1ow strain g eff gamzna eff, Effective shear 5train g*Ge/Gm gamma eff * G e�f/G max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitucle ec Volumetric strain �o.r unsaturated sands, ec=Cec * ec7.5 NoLiq No-Liquefy Soils fteferences: l. NCE�R Workshop on Evaluation of Liquefaction Resistance of SoiJ.s. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER 97-0022. SP117. Southern California EartYaquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University ot Southern California. March 1999. 2. RECENT ADVANCES IN SOIL LIQUEFACTTQN ENGINEERTNG AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SFL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil �ynamics, San Diego, CA, March 2401. 3. RECEN`T ADVANCES IN SOIL LIQUEFACTZON ENGINEERING: A UNIFIED AND CONSTSTENT FRAMEWORK, Earthquake Engineering R�search Center, Report No. EERC 2003-06 by R.B Seed and etc. Apri1 20Q3. � LIQUEFACTION ANALYSIS � Tentative Tract 33584 Hole No.=B-5 Water Depth=0 ft Magnitude=6.75 Acceleration=0.55g � ' Shear Stress Ratio Factor of Safety Settlement Soil Description Raw Unit Fines SPT Weight % '(fr)O 0 2 0 1 5 0(in.) 1 _ _ 30 120 15 i i�� i i � � i � � Silty Sand � .; ��'�'� 30 120 15 i i i ' �_ �p 14 120 19 i � i ! ;_ Sandy Silty Clay 16 120 NoLq � �_ � j — 14 120 30 � ; 20 , r Silty Sand � I __ ._. I � �� i v ^ Lean Clay 15 120 NoLq � I I 30 I Sand with Silt 20 120 6 i � �. i � 26 120 8 I I I � ; 40 110120 6 � I � < <����� i ;_ � i 70 120 33 � I ' � i I ' fs1=1 � S=0.35 in. '��i- 82 120 33 i 50 CRR CSR fs1-- Saturated — Silty Sand g! Shaded Zone has Liquefaction Potenfial Unsaturat. — � � �� �� i >� .�, 1 ��� � a� �! 60 �i �� ��. 0 �I � � sII UI � 0 a` �� � a� � a J I � I_ ._ . . . ...... . . . ... ..... ... .. . .. .. . . . .. .___.._ _......__ . . . .._. _. . ......_ .. . . . __ ..._.! ........ ..... . . . . . __..__ ......._ 11081-01 � GeoMat Testing Laboratories, Inc. LZQUEFACTION ANALYSTS CALCULATZON SHEET 2/13/2012 12:59:05 PM Title: Tentative Tract 33584 �ubtitle: 11081-Q1 Input Data: Surface Elev.= Hole No.=B-5 Depth of Hole=50.0 ft Water Table during Earthquake= 0.0 ft - Water Table during In-Situ Testing= 51.0 ft Max. Acceleration=0.55 g Earthquake Magnitude=6.8 l. SPT or BPT Calculation. 2. Set�lement Analysis Method: Ishihara / Yoshimine* 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4 . Fine Correction for Se�tlement: During Liquefac�ion* 5. Settlement Calculation in: Al� zones* 6. Hammer Energy Ratio, Ce = 1. 60 7. Borehole Diameter, Cb= 1.05 8. Sampling Method, Cs= 1.2 9. User request �actor of safety (apply to CSR} , User= 1 P1ot one CSR curve (fs1=1} 10. Use Curve Smoothing: Yes* * Recommended Options Tn-Situ Test Data: Depth SPT gamma Fines ft pcf o 0.0 30.0 120.0 15.0 5.0 30 .0 120.0 15.0 10.0 14 .0 120.0 19.0 15.0 16.0 120. 0 NoLiq 20.0 14.0 120 .0 30.0 25.0 15.� 120. 0 NoLiq 30.0 20.0 120.0 6.0 35.0 26.0 1.20.0 8.0 40.0 110.0 120 .0 6.0 45.0 70 .0 120. 0 33.0 50.0 82.0 120 .0 33.0 Output Results: Settlement of Saturated Sands=0.35 in. Sett�.ement of Unsaturated Sands=Q.00 in. Total Settlement of Saturated and Unsaturated Sands=0.35 in. Differential Settlement=0.173 to 0.228 in. nepth cxR� csRm r.s. s sat. s arY s aii f� in. zn. in. 0.00 2.00 6.36 5.00 Q.35 0.00 0.35 1.00 2.00 0.79 3.52 0.35 0.40 0.35 2.00 2..00 0.74 3.53 0.35 0.00 0.35 3.00 2.00 0.74 3.59 0.35 0.00 4.35 9.00 2.00 0./4 3.55 0.35 0.00 0.35 5.00 2.00 0.79 3.56 0.35 0.00 0.35 6.00 2.00 0.73 3.57 0.35 0.00 0.35 7.00 2.00 0.73 3.57 0.35 0.00 0.35 8.00 2.00 0.73 3.58 0.35 0.00 0.35 9.00 2.00 0.73 3.59 0.35 0.00 0.35 10.00 2.00 0.73 3.6Q 0.35 0.00 0.35 11.00 2.00 0.73 3.61 Q.35 0.00 0.35 12.00 2.00 0.72 3.62 4.35 0.00 0.35 13.00 2.00 0.72 3.63 0.35 0.00 0.35 19.00 2.00 �.72 3.63 0.35 0.00 0.35 15.00 2.00 0.72 5.00 0.35 0.00 0.35 16.00 7_.00 0.72 5.00 0.35 0.00 0.35 17.00 2.00 0.72 5.00 0.35 0.00 0.35 18.00 2.00 0.71 5.00 0.35 0.00 0.35 19.00 2.00 0.71 5.00 0.35 0.00 0.35 20.00 2.00 0.71 5.00 0.35 0.00 0.35 21.00 2.00 0.71 3.70 0.35 0.00 0.35 22.00 0.46 0.71 0.$5* 0.30 0.00 0.30 23.00 0.43 0.7Q 0.79* 0.21 0.00 0.2� 29.00 0.41 0.70 0.76* 0.1i 0.�0 0.11 25.00 0.40 0.70 0.74* 0.01 0.00 Q.01 26.00 2.00 0.70 5.00 0.00 0.00 0.00 27.00 2.00 0.70 5.00 0.00 0.00 0.00 28.00 2.00 0.70 5.00 0.00 0.00 0.00 29.00 2.00 0.69 5.00 0.00 0.00 0.00 30.00 2.00 0.69 5.00 0.04 0.00 0.00 31.00 1.95 0.69 3.71 0.00 0.00 0.00 32.00 1.94 0.68 3.73 0.00 0.00 0.00 33.00 �.92 0.67 3.74 0.00 0.00 0.00 39.00 1.91 0.67 3.75 O.QO 0.00 0.00 35.04 1.90 0.66 3.76 D.00 0.00 Q.00 36.0� 1.89 0.66 3.77 0.00 0.00 0.00 37.00 1.88 0.65 3.79 0.00 0.00 0.00 38.00 1.87 0.64 3.80 0.00 0.00 0.00 39.00 1.86 0.64 3.82 0.00 4.00 0.00 40.00 1.85 0.63 3.83 0.00 0.00 0.00 91.00 1.84 0.63 3.85 0.00 0.00 0.00 92.00 1.83 0.62 3.86 0.00 0.00 0.00 43.00 1.82 0.61 3.88 0.00 0.00 0.00 99.00 1.81 0.61 3.90 0.00 0.00 0.00 45.00 1.80 0.60 3.92 0.00 0.00 0.00 46.0� 1.79 0.60 3.94 0.00 0.00 0.00 97.00 1,78 0.59 3.96 0.00 0.00 0.00 48.Q0 1.77 0.58 3.98 0.00 0.00 0.00 49.00 1.76 0.58 4.00 0.00 0.00 0.00 50.00 1.75 0.57 4.02 0.00 0.0� 0.00 * F.S.<1, Liquefaction Potential Zone {F.S. zs limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Depth = �t, Stress or Pressure = ts� (atm) , Unit Weight = pcf, Settlement = in. CRRv Cyclic resistance ratio from soils CSRm Cyclic stress ratio induced by a given earthquake twith user request factor of safety) F.S. Factor of Safety aqainst liquefaction, F.S.=CRRv/CSRm S sat Settlement from saturated sands S�dry Settlement from Unsaturated Sands S�all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils LTQUEFACT�ON ANALYSTS CALCULATION SHEET 2/13/2012 1 :OOa06 PM Title: Tentative Tract 33584 Subtitle: 11081-01 Input Data: Surface Elev.- Hole No.=B-5 Depth of Hole=50 .0 ft Water Table during Earthquake- 0.0 ft Water Table during In-Situ Testing= 51.0 ft Max. Acceleration=Q.55 g Earthquake Magni�ude=6.8 l. SPT or BPT Calculation. 2. Settlement Analysis Method: �shihara / Yoshimine* 3. Fines Correction tor Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: A11 zones* 6. Hammer Energy Ratio, Ce = �.60 7 . Borehole Diameter, Cb= 1.05 8 . Sampling Method, Cs= 1.2 9. User request factor of safety (apply to CSR) , User= 1 Plot one CSR curve (fsl=1) 10. Use Curve Smoothing: Yes* * Recnmmended Options In-Situ Test Data: Depth SPT Gamma Fines ' ft pcf a 0 .0 30 .0 120.0 15.� 5.0 30 .0 120.0 15.0 10.0 14 .0 120.0 19.0 15.0 16 .0 120.� NoLiq 20.0 14 .0 120. 0 30.0 25.0 15 .0 120.0 NaLiq 30.0 20 .0 120.0 6.0 35.0 26.0 120.0 8 .0 40.0 110.0 120.0 6.0 45.0 70 .0 120.0 33.0 50.0 82 .0 120. 0 33.0 Output Results: Calculation segment, dz=0.050 ft User de�ined Print Interval, dp=1 .00 �t CSR Calculation: ➢epth gamma sigma gamma' sigma' rd CSR fsl CSRfs ft pcf tsf pcF tsf *fsl 0.00 57.6 0.000 57.6 0.000 1.00 0.36 1.0 0.;36 1.00 120.0 O.Q60 57.6 0.029 1.00 0.74 1.0 0.79 2.00 120.0 0.120 57.6 0.058 1.00 0.74 1.0 0.74 3.00 120.0 0.180 57.� O.OII6 0.99 0.79 1.0 0.7� 4.00 120.0 0.290 57.G 0.115 0.99 0.79 1.Q 0."74 5.00 120.0 0.300 57.6 0.149 0.99 0.74 i.0 0.79 6.OQ 120.0 0.360 57.6 0.173 0.99 0.73 l.� 0.73 7.00 120.0 0.420 57.6 0.202 0.98 0.73 1.0 0.73 8.00 120.0 0.48a 57.6 0.230 0.98 0.73 1.0 0.73 9.00 120.0 0.590 5�.6 0.259 0.98 0.73 1.0 0.73 1Q.00 120.0 0.600 57.6 0.288 0.98 0.73 1.0 0.73 11.00 120.0 0.660 57.6 0.317 0.97 0.73 1.0 0.73 12.00 120.0 0.72Q 57.6 0.396 0.97 0.72 1.0 0.72 13.00 120.0 0.780 57.6 0.374 0.97 0.72 z.0 0.72 14.00 120.0 O.S40 57.6 0.403 0.97 0.72 1.0 0.72 15.00 120.0 0.900 57.6 0.432 0.97 0.72 1.0 0.72 16.04 120.0 0.960 57.6 0.461 0.96 0.72 1.0 0.72 17.00 120.0 1.020 57.6 0.490 0.96 4.72 1.0 0.72 18.00 120.0 1.080 57.5 0.518 0.96 6.71 1.0 0.71 19.00 120.0 1.140 57.6 0.597 0.96 0.71 1.0 0."71 20.00 120.0 1.200 57.6 O.S76 0.95 0.71 1.0 0.71 21.00 12Q.0 1.260 57.6 0.605 0.95 0.71 1.0 0.71 22.00 120.0 1.320 57.6 0.639 0.95 0.71 1.0 0.71 23.00 120.0 1.380 57.6 �.662 0.95 0.70 1.0 0.70 29.00 120.0 1.49� 57.6 0.691 0.94 0.70 1.0 0.70 25.00 120.0 1.500 57.6 0.720 0.94 0.70 1.0 0.70 26.00 120.0 1.560 57.6 0.749 0.94 0.70 1.0 0.70 27.00 120.0 1.620 57.6 0.778 0.94 0.70 1.0 0.70 28.00 120.Q 1.686 57.6 0.806 0.93 0.70 1.0 0.70 29.00 120.6 1.790 57.6 0.835 0.93 0.69 1.0 0.59 30.00 120.0 1.800 57.6 0.864 0.93 0.69 1.0 0.69 31.00 120.0 1.860 57.6 0.893 0.92 d.69 1.0 0.69 '� 32.00 120.0 1.920 57.6 0.922 0.91 0.68 1.0 0.68 33.00 120.0 1.980 57.6 b.950 0.91 0.67 1.0 0.6� 34.00 120.0 2.D40 57.6 0.979 0.90 0.67 1.0 0.67 35.00 120.0 2.100 57.6 1.008 0.89 0.66 1.0 0.66 36.00 120.0 2.160 57.6 1.037 0.88 0.66 1.Q 0.66 37.00 120.0 2.220 57.6 1.Q66 0.87 0.65 1.0 0.65 38.00 120.0 2.280 57.6 1.094 0.86 0.64 1.0 0.69 39.00 120.0 2.340 57.6 1.123 0.86 0.64 1.0 0.64 40.00 120.0 2.900 57.6 1.152 0.85 0.63 1.0 0.63 41.00 120.0 2.460 57.6 1.181 0.84 0.63 1.0 0.63 42.00 120.0 2.524 57.6 1.210 0.83 0.62 1.0 0.62 43.00 120.6 2.580 57.6 1.238 0.82 0.61 1.0 0.61 49.00 120.0 2.640 57.6 1.267 0.82 0.61 1.0 0.61 45.00 120.0 2.700 57.6 1.296 0.81 4.60 1.0 0.60 46.00 120.0 2.760 57.6 1.325 0.80 0.60 1.0 0.60 47.00 120.0 2.820 57.5 1.354 0.79 0.59 1.0 0.59 48.00 120.0 2.880 57.5 1.382 0.78 0.58 1.0 0.58 49.00 120.0 2.940 57.6 1.A11 0.78 0.58 1.0 O.S8 50.00 120.0 3.000 57.6 1.440 0.77 0.57 1.0 0.57 CSR is based on water table at 0.0 dur�ng earthquake CRR Calculation from SPT or BPT datae Depth SPT Cebs Cr sigma' Cn (N1)6Q �ines d(N1)60 (Nl)60f CRR7.5 �� tsf � 0.00 30.00 2.02 0.7y 0.000 1.70 77_11 15.00 2.40 79.51 ?_.00 1.00 30.00 2.02 0.75 0.060 1.70 77.11 15.00 2.40 79.51 2.00 2.00 30.00 2.07_ 0.75 0.120 1.70 77.11 15.00 2.90 79.51 2.00 3.00 30.00 2.0? 0.75 0.180 1.70 77.11 15.00 2.40 79.51 2.00 4.OQ 30.00 2.02 0.75 0.240 1.7Q 77.11 15.00 2.4b 79.51 2.00 5.00 30.00 2.02. 0.75 0.300 1.70 77.11 15.00 2.40 79.51 2.00 6.00 26.80 2..02 0.75 0.360 1.6� 67.59 15.80 2.59 70.13 2.00 7.00 23.60 2.02 0.75 0.420 1.54 55.06 16.60 2.78 57.84 2.00 8.00 20.40 2.02 0.75 0.480 1.94 44.52 17.40 2.98 47.50 2.00 9.00 17.20 2.02 0.85 0.540 1.36 90.11 18.20 3.17 43.28 2.00 10.00 19.00 2.02 0.85 0.600 1.29 30.97 19.00 3.36 34.33 2.00 11.00 14.40 2.02 0.85 0.660 1.23 30.37 19.0� 3.36 33.73 2.00 12.00 14.80 2.02 0_8S 0.720 1.18 29.89 19.00 3.36 33.25 2.00 13.00 15.20 2.02 0.85 0.780 1.13 29.49 19.00 3.36 32.B5 2.00 19.00 15.60 2.02 0.85 0.840 1.09 29.17 19.00 3.36 32.53 2.OQ 15.00 16.00 2.02 0.95 0.900 1.05 32.30 NoLiq 7.20 39.50 2.D0 16.00 15.60 2.02 0.95 0.960 1.02 30.49 NoLiq 7.20 37.69 2.00 .17.00 15.20 2.02 0.95 1.0?_0 0.99 28.82 NoLiq 7.20 36.02 2.00 18.00 14.80 2.a2 0.95 1.080 0.96 27.27 NoLiq �.20 34.47 2.00 19.00 14.40 2.02 0.95 1.190 0.94 25.83 NoLiq 7.20 33.03 2.00 20.00 i4.00 2.Q2 0.95 1.200 0.91 24.48 NoLiq 7.20 31.68 2.00 21.00 19.24 2.02 0.95 1.260 0.89 24.23 3Q.00 6.00 30.23 2.00 22.00 14.90 2.02 0.95 1.320 0.87 24.00 30.00 6.00 30.00 0.46 23.00 19.60 2.02 0.95 1.380 0.85 23.80 30.00 6.00 29.80 0.43 29.00 14.80 2.02 0.95 1.490 0.83 23.62 30.00 6.00 29.62 0.41 25.00 15.00 2.02 0.95 1.5Q0 0.82 23.96 30.00 6.U0 29.46 �.40 26.40 16.00 2.02 0.95 1.560 0.80 24.53 NoLiq 7.20 31.73 2.00 27.00 17.00 2.02 0.95 1.620 0.79 25.58 NoLiq 7.20 32.78 2.00 28.00 18.00 2.02 1.Ofl 1.68Q 0.77 28.00 NoLiq 7.20 35.20 2.00 29.00 19.Q0 2.02 1.�0 1.740 0.76 29.04 NoLiq 7.20 36.24 2.00 30.00 20.00 2.02 1.00 1.800 �.75 30.05 NoLiq 7.20 37.25 2.00 31.00 21.20 2.02 1.OQ 1.860 0.73 31.34 6.40 0.34 31.67 2.00 � 32.00 22.40 2.02 1.00 1.920 0.72 32.59 6.80 0.43 33.02 2.00 � 33.00 23.6Q 2.02 1.60 1.980 0.71 33.81 7.20 0.53 39.34 2.00 34.00 24.80 2.02 1.00 2.040 0.70 35.00 7.60 0.62 35.63 2.00 35.00 26.00 2.02 1.00 2.104 0.69 36.17 8.00 0.72 36.89 2.00 36.00 92.80 2.02 1.00 2.160 0.b8 58.70 7.60 0.62 59.33 2.00 37.00 59.60 2.02 1.00 2.220 0.67 80.64 7.20 0.53 81.16 2.00 38.00 76.40 2.02 1.OQ 2.280 0.66 102.00 6.80 0.43 IO2.43 2.00 39.00 93.19 2.02 1.00 2.340 0.65 122.82 6.90 0.34 123.16 2.00 40.00 109.99 2.02 �.DO 2.400 0.65 193.14 6.00 0.24 143.38 2.00 41.00 102.00 2.02 1.00 2.460 0.64 131.11 11.40 1.59 132.64 2.00 92.00 94.00 2.02 1.00 2.520 0.63 119.38 16.80 2.83 122.21 2.OQ 43.00 86.00 2.02 1.00 2.580 0.62 107.94 22.20 4.13 112.07 2.00 99.00 78.00 2.02 1.00 2.640 0.62 96.78 27.60 5.42 102.21 2.00 �5.00 70.00 2.02 1.00 2.700 0.61 85.89 33.00 6.72 92.61 2.40 96.04 72.40 2.02 1.00 2.760 0.60 87.86 33.00 6.72 94.58 2.00 97.00 74.80 2.02 1.00 2.820 0.60 89.80 33.00 6.72 96.52 2.00 48.00 77.20 2.02 1.00 2.880 0.59 91.71 33.00 6.72 98.43 2.OQ 99.00 79.60 2.02 1.00 2.940 0.58 93.59 33.00 6.72 100.31 2.00 50.00 82.00 2.02 1.00 3.000 0.58 95.A4 33.00 6.72 102.16 2.00 CRR is bas�d on water table at 51 .0 during In-Situ Testing Factor of Safety, - Eaxthqualce Maqnitude= 6.80 Depth sigC' CRR7.5 fisigma CRRv CSRfs MSF CSRm F.S. ft tsf ts� tsf tsf tsf. CRRv/CSRm D.00 0.00 2.00 1.00 2.00 �0.36 1.31 0.27 5.00 1.00 0.04 2.00 I.00 2.00 0.74 1.31 0.57 3.52 2.00 0.08 2.00 1.00 2.00 0.74 1.31 0.57 3.53 3.00 0.12 2.00 1.00 2.00 0.7� 1.31 0.56 3.59 4.00 0.16 2.00 1.00 2..Q0 0.74 1.31 0.56 3.55 5.00 0.20 2.00 1.00 2.00 0.74 1.31 0.56 3.56 6.00 0.23 2.00 1.00 2.00 0.73 1.31 0.56 3.57 7.00 0.27 2.00 �.00 2.00 0.73 1.31 0.56 3.57 8.00 0.31 2.00 1.00 2_00 0.73 1.31 0.55 3.58 9.00 0.35 2.00 1.00 2.00 0.73 1.31 0.5� 3.59 lO.OQ 0.39 2.Q0 1.00 2.00 0.73 1.31 0.56 3.60 11.OQ 0.43 2.Qo 1.00 2.00 0.73 1.31 0.55 3.61 12.00 0.47 2.00 1.00 2.00 0.72 1.31 0.55 3.62 13.00 0.51 2.00 1.00 2.00 0.72 1.31 O.SS 3.63 14.00 0.55 2.00 1.00 2.Q0 0.72 1.31 0.55 3.63 15.00 0.59 2.00 1.00 2.00 0.72 1.31 0.55 5.00 ^ 16.00 0.62 2.00 1.00 2.00 0.72 1.31 0.55 5.00 ^ 17.00 0.66 2.00 1.00 2.00 0.72 I.31 0.55 5.00 ^ 18.00 0.70 2.00 1.00 2.00 0.71 1.31 0.55 5.00 ^ 19.Q0 0.74 2.00 1.00 2.00 0.71 1.31 0.54 5.00 ^ 20.00 0.78 2.00 1.00 2.04 0.71 1.31 0.54 5.00 ^ ?_1.00 0.82 2.00 1.00 2.00 0.71 1.31 0.54 3.70 22.00 0.86 0.45 1.00 0.46 0.71 1.31 0.54 0.85 * 23.00 0.90 0.93 1.00 Q.93 0.70 1.31 0.54 0.79 * 24.00 0.99 0.41 1.00 0.41 0.70 1.31 0.54 0.76 * 25.00 0.98 0.40 1.00 0.90 0.70 1.31 0.59 4.79 * 26.00 1.41 2.00 1.00 2.00 0.70 1.31 0.53 5.00 ^ 27.00 1.05 2.00 1.00 2.Q0 0.70 1.31 0.53 5.00 ^ 28.00 1.09 2.00 0.99 2.00 0.70 1.31 0.53 5.00 ^ 29.00 1.13 2.00 0.99 2.00 0.69 1.31 0.53 5.04 " 30.00 1.17 2.00 0.98 2.00 0.69 1.31 0.53 5.00 ^ 31.00 1.21 2.00 0.97 1.95 0.69 1.31 0.52 3.71 32.00 1.25 2.00 0.97 1.9� 0.68 1.3� 0.52 3.73 33.00 �.29 2.00 0.96 1.92 0.67 1.31 0.52 3.74 39.00 1.33 2.00 0.96 1.91 0.67 1.31 0.51 3.75 35.00 1.37 2.00 Q.95 1.90 0.66 1.31 0.51 3.76 36.00 1.40 2.00 Q.95 1.89 0.66 1.31 0.50 3.77 37.00 1.49 2.00 0.94 1.88 0.65 1.31 Q.50 3.79 38.00 1.48 2.00 0.94 1.87 0.54 1.31 0.99 3.80 39.00 1.52 2.00 0.93 2.86 0.69 1.31 0.99 3.82 40.00 1.56 2.00 0.92 1.85 0.63 1.31 0.98 3.83 41,00 1.6D 2.00 0.92 1.84 0.63 1.3Z 0.98 3.85 42.00 1.54 2.00 0.91 1.83 0.62 1.31 0.97 3.86 43.00 1.68 2.00 0.91 1.82 0.61 1.3I 0.47 3.88 49.00 1.72 2.00 0.91 1.81 0.6i 1.31 0.46 3.90 45.00 1.76 2.00 0.90 1.80 0.60 1.31 0.96 3.92 45.00 1.79 2.OQ 0.90 1.79 0.60 1.31 0.95 3.99 47.00 1.83 2.00 0.89 1.78 0.59 1.31 0.95 3.96 48.00 1.87 2.00 0.89 1.77 0.58 1.31 0.95 3.98 49.Ofl 1.91 2.00 0.88 1.76 0.58 1.31 0.44 9.00 50.00 1.95 2.00 0.88 1.75 0.57 1.31 0.44 9.02 * F.S.<1 : Liquefaction Potential Zone. (If above water table: F.S.=S) ^ No-liquefiable Soils. (�.5. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SP�' for Settlement Analysis: F"ines Correction for Settlement Anal.ysis: Depth Tc qc/I�160 qc1 (N�)60 Fines d(N1)60 (N1)60s ft �sf � 0.00 - - - � 79.51 ��15.0 0.00 79.51 1.00 - - - 79.51 15.0 0.00 79.51 2.00 - - - 79.51 15.0 0.00 79.51 3.OQ - - - 79.51. 15.0 0.00 79.51 4.00 - - - 79.51 IS.O 0.00 79.51 5.00 - -- - 79.51 15.0 0.00 79.5J. 6.00 - - - 70.13 15.8 0.00 70.13 '7.60 - - - 57.89 16.6 0.00 57.89 8.00 - - - 97.50 17.9 0.40 47.50 9.0� - - - 43.28 18.2 0.00 93.?_8 10.00 - - - 34.33 19.0 0.00 39.33 11.00 - - -- 33.73 19.0 0.00 33.73 12.00 - - - 33.25 19.0 0.00 33.2.5 13.00 -- - - 32.85 19.0 0.00 32.85 14.OQ - - - 32.53 19.0 0.00 32.53 15.00 - - - 39.50 NoLiq 0.00 39.50 16.00 - - - 37.69 NoLiq 0.00 37.69 17.00 - - - 36.02 NoLiq 0.00 36.02 18.00 - -- -- 39.A7 NoLiq 0.00 34.47 l9.OD - - -- 33.03 NoLiq 0.00 33.03 20.Q0 - - - 31.68 1VoLiq 0.00 31.68 21.00 - - - 30.23 30.0 0.00 30.23 22.00 -- - - 30.00 30.0 0.00 30.00 23.00 - - - 29.80 30.0 0.00 29.80 29.00 - - - 29.62 30.0 0.00 29.62 25.00 - -- -- 29.46 30.0 0.00 29.46 26.00 - - - 31.73 NoLiq Q.04 31.73 27.00 - - - 32.78 NoLiq 0.00 32.78 28.00 - - - 35.20 NoLiq 0.00 35.20 29.00 - - - 36.29 NoLiq 0.00 36.29 30.00 - - - 37.25 NoLiq 0.40 37.25 `` 31.00 - - - 3I.67 6.4 0.00 3J..67 32.00 - - - 33.02 6.8 O.flO 33.02 33.00 � - - - 34.34 7.2 0.00 39.39 34.00 - - - 35.63 7.6 0.00 35.63 35.00 - - - 36.89 8.0 0.00 36.89 36.00 -- - - 59.33 7.6 0.00 59.33 37.00 - - - 81.I6 7.2 0.00 81.16 38.00 - - - 100.00 6.8 0.00 100.00 39.00 - - - 100.00 6.9 0.00 100.00 40.40 - - - 100.00 6.0 0.00 100.00 41.00 - - - 100.00 11.4 0.00 100.00 42.00 - - - 100.00 16.8 0.00 100.00 43.00 - - - 100.00 22.2 0.00 100.00 49.00 - - - 100.00 27.6 0.00 100.00 45.00 - - - 92.61 33.0 0.00 92.61 46.00 - - - 94.58 33.0 0.00 99.58 47.00 - - - 96.52 33.0 0.00 96.52 48.00 - - - 98.43 33.0 0.00 98.43 49.00 - - - 100.00 33.0 0.04 100.00 50.00 - - - 100.00 33.0 0.00 100.00 (N1) 60s has been tines corrected in liquefaction analysis, therefore d(N1) 60=0. Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Set�lement Analys�.s Method: Ishihara / Yoshimine* Depth CSRm F.S. Fines (Nl)6Qs Dr ec dsz dsp S �t % o °� in, in. in. �9.95 0.44 4.02 33.0 100.40 100.00 0.000 O.OEO 0.000 0.000 �9.00 0.49 4.00 33.0 10�.00 10U.00 0.000 O.OEO 0.000 0.000 48.00 0.45 3.98 33.0 98.93 100.00 O.OQO O.OEO 0.400 O.00Q 47.00 0.45 3.96 33.0 96.52 100.00 0.000 O.OEQ 0.000 0.000 46.00 0.95 3.94 33.0 94.58 100.00 0.000 O.OE4 O.Q00 0.000 45.OD 0.96 3.92 33.0 92.61 100.Q0 0.000 O.OEO O.00Q 0.000 49.0� O.A6 3.90 27.6 100.00 100.00 0.000 O.OEO 0.000 0.000 43.00 0.97 3.88 22.2 100.00 100.00 0.000 O.OEO 0.00� 0.000 42.Q0 0.47 3.86 16.8 100.00 100.00 0.000 O.OEO 0.000 0.400 41.00 0.48 3.85 11.4 1�0.00 100.00 0.000 O.OEO 0.000 0.400 �0.00 0.48 3.83 6.0 100.00 100.D0 O.Q00 O.OEO 0.000 0.400 39.00 0.49 3.82 6.A 100.00 100.00 0.000 O.OEO 0.000 0.000 38.00 0.49 3.80 6.8 1fl0.00 100.00 0.000 4.OE0 0.000 0.000 37.00 0.50 3.79 7.2 81.16 100.00 0.000 4.OE0 0.000 0.000 36.00 0.50 3.77 7.6 59.33 100.00 0.000 O.OEO 0.000 0.000 35.00 0.51 3.76 8.0 36.89 100.00 0.000 O.OEO 0.000 0.000 34.00 0.51 3.75 7.6 35.63 100.04 0.000 O.OEO 0.000 0.000 33.00 0.52 3.74 7.2 34.39 100.OQ 0.000 O.OEO 0.000 0.000 32.00 0_52 3.73 6.8 33.02 97.33 0.000 O.OEO 0.000 0.000 31.04 0.52 3.�1 6.4 31.6'7 93.97 0.000 O.OEO 0.000 0.000 30.00 0.53 5.00 NoLiq 37.25 1Q0.00 0.000 O.OEO 0.000 0.000 29.00 D.53 5.00 NoLiq 36.29 100.00 0.000 O.OEO 0.000 0.000 28.00 0.53 5.00 NoLiq 35.20 1Q0.40 0.000 O.OEO O.Q00 0.000 27.00 0.53 5.00 NoLiq 32.78 96.71 0.000 O.OEQ 0.000 0.000 26.00 0.53 5.00 NoLiq 31.73 99.11 0.000 O.OEO 0.�00 Q.�00 25.00 0.54 0.74 30.0 29.46 88.84 0.926 5.6E-3 0.006 0.006 29.00 0.54 0.76 30.Q 29.62 $9.21 0.872 5.2E-3 0.108 0.113 23.00 0.54 0.79 30.fl 29.80 89.61 0.797 9.8E-3 0.100 0.214 22.00 0.54 0.85 30.0 30.00 90.07 0.699 4.2E-3 0.090 0.303 21.00 0.59 3.70 30.0 30.23 90.57 0.000 O.OEO 0.042 0.395 20.00 0.59 5.00 NoLiq 31.68 93.97 0.000 O.OEO 0.000 0.395 19.00 0.59 5.00 NoLiq 33.03 97.35 0.000 O.OEO 0.000 0.345 18.00 0.55 5.00 NoLiq 34.47 100.00 0.000 O.OEO 0.000 0.395 17.00 0.55 5.00 NoLiq 36.02 100.00 0.000 O.OEO 0.000 0.345 16.00 0.55 5.00 NoLiq 37.69 100.00 0.004 �.OEO 0.000 0.345 15.00 0.55 5.00 NoLiq 39.50 100.OQ O.00D O.OEO 0.000 Q.395 I4.00 0.55 3.63 19.0 32.53 96.07 0.000 O.QEO 0.000 0.395 13.00 0.55 3.63 19.a 32.85 96.89 0.000 O.OEO 0.000 0.345 12.00 0.55 3.62 19.Q 33.25 97.91 0.000 O.OEO 0.000 0.345 11.0� 0.55 3.61 19.0 33.73 99.18 0.000 O.OEO a.aoo 0.345 10.00 0.56 3.60 19.0 34.33 100.00 0.000 O.OEO 0.000 0.345 9.00 0.56 3.59 18.2 43.28 100.00 0.000 O.OE4 O.00Q 0.395 8.00 0.56 3.58 17.4 97.50 100.00 0.000 O.OEQ 0.000 0.395 7.00 0.56 3.57 16.6 57.84 100.D0 0.000 O.OEO O.00Q 0.345 6.00 0.56 3.57 15.8 70.13 100.00 0.400 O.OEO 0.000 0.345 5.00 0.56 3.56 15.0 79.5� 100.00 0.000 O.OEO 0.000 0.345 4.00 0.56 3.55 15.0 79.51 100.00 0.000 O.OEO 0.000 0.345 3.00 0.56 3.59 15.0 79.51 100.00 0.000 O.OEO 0.000 0.345 2.00 0.57 3.53 15.0 79.51 100.00 0.000 O.OEO 0.000 0.345 1.00 0.57 3.52 15.0 79.51 100.00 0.000 O.OEO 0.000 0.345 0.00 0.27 5.00 15.0 79.51 100.00 0.000 O.OEO 0.000 0.395 Sett�ement of Saturated Sands=0.345 in. � qc� and (N1) 60 is after fines correction in liquefaction analysis dsz is per each segment, dz=0 .05 ft dsp is per each print interval, dp=1.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigC' (N1)60s CSRfs Gmax g*Ge/Gm g_ef� ec7.5 Cec ec dsz dsp S ft tsf tsf tsf o o in. in. in. 0.00 0.00 1.95 0.00 0.36 0.0 O.OEO 0.0000 0.0000 0.00 0.0000 O.00EO 0.000 0.000 Settlement of Unsaturated Sands=0 .000 in. dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=1 .00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated 5ands=0.345 in. Differential Settlement=0 .173 to 0 .228 in. � Units: Depth = ft, Stress or Pressure = tsf (atm? , Unit Weight = pcf, Settl�ment = in. SPT Field data from S�andard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field d��a from Cone Penetration Test (CPT) fs Friction from CPT testing gamma Tatal unit weight of soil gamma' Effective unit weight of soil Fines Fines conten� [o] D50 Mean grain size Dr Relative Density sigma Total vertical stress (tsf] sigma' Ef�ective vertical stress [ts�� sigC' Effective confinin� pressure [ts�J rd Stress reduction coefficient CRR7.5 Cyclic resistance ratio {M=7.5} Ksigma Overburden stress correction factor for CRR7.5 CRRv CRR after overburden stress correctian, CRRv=CRR7.5 * Ksigma F.S. Calculated factor of safety against liquefaction F.S.=CRRv/CSRm User User request factor of safety, which may apply to CSR fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic detined in #9 of Advanced page CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fsl, fs1=1 or User, defined in #9 of Advanced page MSF Magnitude scaling factor for CSR CSRm After magnitude scaling correction CSRm-CSRfs/MS� Cebs Enerqy Ratio, Bor�hole Dia., and Sampling Method Corrections Cr Rad Length Corrections Cn Overburden Pressure Correction (Nl) 60 SPT after corrections, (N1} 60=5PT * Cr * Cn * Cebs d(N1) 60 Fines correction of SPT (N1) 60f (NI)60 after fznes corrections, (N1} 60f=(Nl) 6Q + d{N7.) 60 Cq Overburden stress correction factor qcl CP`T after Overburden stress correction dqcl Fines correction of CPT qclf CPT after Fines and Overburden correction, qclf=qcl + dqcl qcln CPT after normalization in Robertson's method Kc Fine correction tactor in Robertson`s Method qclf CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Me�hods (N1)60s (N1)60 after settlement tines corrections ec Volume�ric strain for saturated sands dz Calculation segment, dz=0.Q50 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modu7.us at low strain g_eff gamma_eff, Effective shear Strain g*Ge/Gm gamma eff * G e£f/G max, Strain-modulus ratio ec7.5 Vo].umetric Strain for magnitude=7.5 Cec Magnitude correc�.ion factor for any magnitude ec Volumetric strain for unsaturated sands, ec=Cec * ec7.5 NoLiq No-Liquefy Soils References: 1.. NCEER Workshop on Evaluation of Liquefac�ion Resistance af Soils. Yaud, T.L., and Idriss, I.M., eds., Technical Report NCEER 97-0022. SP117. Southern California Earthquake Center. Recommended Procedure�s for Implementation of DMG Special. PubZication 117, Guidelines far Analyzing and Mitigating Liquefaction in California. Universifi.y of Southern California. March 1999. 2. RECENT ADVANCES IN SOIL ZIQUEF'ACTION �NGINEERZNG AND SEISMIC SITE RESPODISE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recen� Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March 2001. 3. RECENT ADVANCES ZN SOZL Z,IQUEFACTZON ENGINEERTNG: A (1NIFTED AND CONSTSTENT FRAMEWOI�F<, Earthquake Engineering Research Center, Report No. EERC 2003-06 by R.B Seed and e�c. April 2003. ���' ,�I� 1. ',�1 .'t ..1 -.•�:f; ..��:' :".1� . . . 1 . f .�i (. • . . . . . . .. . . . . . . . . . ,��-� ._ . • . . . , . . � . ' ; ,.'� , i; h� .. . . .. .. . 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' .. � �.. s � � ■ ■�� � 0 ........:.. ..... .�..,_�. ..,_:..� ...._� .._ ._...,.....,�...:.......J ......,-... . _ , .. ... _ .... ..�.;�_' _.. .... . .. .7. . _ .... ..............:.. ...._�. . ......... .� _�_ :,., ... . :�. . . , . . ... ...-�.: ... _ I: 1 ').. .. . .• I l � � •' ` t.r.� t , G{ i ° C�E��.E�L ��R�WC���'� C�R.�.I�II�T(��P���'IC��T'�I'�t��'���.(J�.J�G.� �I�A��NNC� � : � Table of�;onter�ts ��ct.ion �a�e �.� � �.a ���c�.L � rt � �.� ��en� ;� 1.2 The�r�ot�c��siical�ansult�t ofR�card 1 1.3 The Earth��var�Contra�ctaz � 2.a �REP�R.��TI4I�1 C��ARE�-1S TC3 B�F�LLEI� ? 2.� �'le�.r.ing a�d�ru�bing 2 , 2.2 �'rc��essix�g 3 �..3 Ov�rexcavati�n 3 ' � 2,4 Benchi.zxg 3 2.5 Eva�uatio�lAcceptanc�o��ill.Areas ; ; � �.a F�zw,�vr.�.�r�� . �. - �.1 G�en�ra� 4 �, � 3.2 �versize 4 .: l 3.3 l�xnpor� �. .. � 4.0 �'�C,L P�,AC�ME�I`T'AN�.�+�C�M�'ACTI(�.1� � � 4.� F�II La�ers_ 4 �.2 Fi�l Iv��isture Condi�i�r�ing 4 � 4_3 Comp�ction of FiII 5 t 4.4 Cornpac�ion.a�'Fill ��o�es .� � 4.5 CQrnpaction"X'estii�g 5 ' � 4.b Frequency of Campaction Testing 5 4.? �Qmpaction T�st LQcatiar�s 5 �_ � ['� [ A �7 /'('� /''`� / .. J �.V S 1J S.✓��11�.�A1�.�J.�JIJ���4J.� V : � 6.Q ��CAV'ATI�N � � 7.� �'R�N�.��A+�I�F'I�.:�� � � a � 7.1 Saf'e�y 6 �,.- 7.2 �edding and Backfil� 6 � �.3 Lift T�ckz�es�s 6 7.4 t3bservatiQn�n�d�'es�ir�g _ � . � GEl'�E�L�.A�T'H�'��. A��rRAD��r �p�CTF'IC�T�t:�N�� F(�R���TCJ�G�.A.I��G � T�l.�le of�or���r�ts��Lcat�t�d_� . � . . � �t.�ndaxd T�etails c � A � Keyin.g and B�ncl�ing Re�r of Text � - Oversi�R.a�k I�ispc�sa.l Rear of Te�t . . C - Canyt�n�ubdrains Rear of Tex.t ' I� - ��t�.ress or�.�placement Fill �ubc�rains Rear c�f T��t E - Trat�sition Lc�t Fill�and�ide I�i�l Fiil� Rear of Text I r � I , � �, � � ; 8 � � � g � t � i � i � C��n��l.��hv��r��z�.d C�r�i�a��p��ific��ioms F � . � �..0 G�ner�.l , � 1.1 �.n�en�_ 'T'hese�en�ral Earthwork �n.d Gr�.d�ng�p��ifi�at�c�ns �re #�c�r the gr�.ding�nc� � � eat�th.wor� �hown Qn th� appraved grading pl��s� andlar �.dicated. in th� .� gecate�chnical rcport�s}. `��la�se Sp�ci�icatit�r�s ar� a part of th� r�c��xixnend�tion� � cantain�d in the ge�tech�cal report(s}. In c��e c�f car�flict, t�ie s�recific : p recom.r���ndations i�. �.he geotechnic�l report. shall sup�rsed� these znore �eneral ; �pecificati�ns_ C�bservations of the eartl�iwork �ry the project C�eotechnical ; , ��nsultarit durang the eourse of g�rading m�y r�sult in z�ew �r reuis�d - : r�commen�ia�ians tha1:cat�l�. super�ede these specifica�.ans or�he r�co�nmer�dations in th�geote�hnical r�pc�rt{s). � 1.? ��e Geot�chnical Consultant �f �.ecar�i: Prio� t� car��rnencement of �work, the ; �u�ner shail emplo�r th� �i�otechnical Consultant of Recarc�. �Geotechnical �vnsu.l.tzu�t�. 1�e Geotechnical Consultants shall be responsibl� for re�vze�v-ing the � � approved geotec��nical re�rt�s) and a�cepting the adequacy bf the pr�limin�y � geot�chnical find�gs, con�lusions, a.n.d recon�endations �rior tt� the carnmenc�ment af the grad.ing. , � P�r�r to e�ix�menc�ment of grading, the Geot�c�nivai Cansultant shall review the ��work pl�ri" pr�par�d by the Earthurork Contractor tCc�ntra�ta�� and sch�dule , � sufficier�t �er�onne� to perform the appropriate I��rel of observatrc�n, mapping,.and � compaction testing. � ; During the �;c�.�ing and earthwork operations, the �i'reotechnical �ons�ltant shall � obs�rve, .rna�, and document the subsurf�ce ex pas�.�res ta veri f y the gevtechnical design assumptioi�. �' t�� observed eonditicans are fa�d fio be signi:�r,antly � di.ffe�ent t�an th�intexpreted as�um�tions during the desigtl p.ka.ase, �.he�'reQtechnical �onsulta��t s���ll infarm t��e ���n.e:r, r�commend appr�priate changzs in desig�x ta ac�ommadate the Qbserved conditions,and nati�y the review agen�y where requaared. � 5�bsurf2�ce ar�as �o b�e geotechnically obs�rv�d, mapped, elevatibns re+cr�rded, andlor tes�ed inciude nafiurai ground after �t has been �l�arecl for r�ee�Iv�ng fili but bef�re fill i� placed, battoms of all "rem�diai renr�oval" areas, alI key bottoxns, and � b�nc�es mad�can slopix�g�ra�d to receive fill. . , T�ae ��:o�kechnic�.l Consuitant shall c�bserve the mais�xre-�onditioning and � pr�cessin�; of the subgra�e and fill mat�ria�s and p�rform relati�ve com��.�tior� test�axg of fill to dete�xxtine �e a�tained level of �ompaction. The Geot�chrucal �onsult��t shall�rovide the te��results to the o��er and the�ont�ra.ctc�r an a rautiz�� �.nd frequent basis. ��. �r�ne��l E�.r�hv�ror�.�+d�r��din��p��ifi�at��ns ( � : l.� The__Eart.h�vork Contractc�z-: T�.e Earthr�vQrk �or�tractor ��ontxactox� sl�al� b� z � qt�a.lifi�d, e,cp��ence�., and �nawled.geable in earth�v�►rk �ogzsti�cs, pr�paration an� . pr���ss��� ��'gruund tc� a-eceive ti1.I, m�is�ure��c�nditia�nin� �d �rocessing of fi�i, � and+compacting fil�. The �ontractor sha,ll review �d ac�ep�t.��p�aris, geatec�ni�at � x�port�s),a�d these�p�cificatiQns prior to co:rnm�n�em�nt of�rad�ng. The � �ontra�to�r shall be�olely r�sponsible for p�rforrnin�the�r�.cling in acec�rdance with ; the plans and speci�cations. � The �omt�act�r shal� pr�par� ar�d submi�t to th� own�r and the �eotechnic�.l , �Qnsul�t a ��rk p�an that indicates the sequence of ear�hwork �ading, the �nurr�ber ��' "spread�" of wor� a�c� the estimat�d qu�n.titi�s t�f daily earth.work ' con�templated for the site prior tu cominencement of�radin,g. The �Cantractor �hall ; Yn:form the o�r�a�r and the Geatec�u-�.cal Con�uita.�t of �h�nges in work schedul�s an�. updates to the war� plan at �east 2� hvuxs in advance vf such chan�es so that � aPpraPriate observations and tests ca� be planxzed and accaznp��shed. �ie . ; Cc�ntract�r shait nc�t �.�sume tha#the �-eotechnical �onsultant is aware 4f a11 grading oper�ti�ns. � � The Con ac a e tr tar shal�h v�the sole r �pon�rbilri�y ta pravide adequ�te equlpzz�ent and xnethc�ds t� accomp�ish the earthwork in accord�n.ce with the ap�iicable grading �, � �;odes and agency ordinances, these 5pecificaticans, and��recc►rrur��r�dativns in t�e � approved geotechnica� r�part(s} and g�rading pXan(s). �, iu� the npzruon of the G�otzchnical Cansultant, unsatisfa�tozy conditions, such as unsuitabl� sail, � improper n�oisture conditiQn, inade�uafie ��mpaction, insu�c�ient buttress k.ey size, adve�se weather, �tc., are zesulti.x�.g i�. a quality of�rork les� than requ�xed in #.hese specifications, the ��eotechrvical Consul�ant shall r�ject the wor�C a�a,d rnay �-ecammend tq the �wn�r �at constr«ction b� stopped un.txl the can�itions are � � rectified. r � � � �.0 Fr�paration of 1�-eas to b�Filled � �.l Ciearir� and Grubbin ; �l'egeta-�on, such � b�rush, gr�ss, roots, and other- ' deleterivus znaterial shaJ.l b� sufticiently ren�oved_and properly dispos�d of in a . � method ac�eptable ta the owner, gaveznin� ag�ncies, �nd the Geote�h.nical � Cr�nsultant, . � � Th� G�otectu�ic�l Consultar�t sha1� e�aluat� t,he ext�nt �f th�se r�rriovals depending ; on sgecific �ite �c�ndi#ic�ns. Eart1�.f.Ell mat�ria� sh�il ne�t cont��a.t�. more than 1 p�rcent of argani� mat�rial� (b� volurr�e). I�i�o fil.l li� shalI contain n-�are tha.r� 5 p+�rce�t of �, org�..ic rna�ter. I�estzn�af the o�rg�.nnic mat�ria�s shall nc�t b� allo�v+r�d. �, ��r����l��.�.h��r�rk an�G�°�.ding�p��i�'ic�ti��s � 1 If potentiall�h�.zardau�n�aterials are enc�ur�..��x�d, �e Ccan�ra�.tor s�all stop wor�.� � the aflEected �re�, and a hazardotts za�ateri�l sp�ci�li�t sha11 lae ir.�`c�z�rn�d zmm�diatel}� f�or prc���r evail�ati�an and har�dling a�'�hes� anateria.ls p�ica�t� �ontin��ng tU �rar�. ��. � tha.t area. � .�.s pres�n�ly de�inec� by th� �tate of Californi�, most refined p�:trol�um products - {gasoline, dre$�l fi��l, mato� oil, grease, coolant, �tc.) �iave �he�nic�.1 �c�nstit�iemts � that �re �ons�der�d to be hazardous v�rast�. As su�h, t�� �ndi�criminate dumpiz�g or spilla�;e of th�s� f�uic�s oz�to t.�.e grvund ma� �onsti.tut� a mi:sdemeanor, pusvshabl� by fines andlar imprisanment,and sh�ll not be allo�wed. 2.2 �rocessin�: E�risting�round that has been declar�d satzsfactory�or�u�part�f f 11 b� the �reotechnic�.l Con�uitant shall be s�carified #c� a rrLnirr�um depth +�f � in�heS. ; Exi�ting ground �thhat is not satisfact.�►ry shall b� overexcav�.ted as specified in th� fo�lawi.n� seetion. Scarification sha11 �antinue until soils are broken�awn and �'ze� �� of large�lay Iumps a�r clads�xa.d t�e v�rorki.ng surface is rr�asanably unifoz�n, fl�t, and � free of uneven fe�.#ures that wauld inhibit uniform compactian. � 2.3 t�ver�x�av�tion. T.� addition to remavals and aver�xcavatiQns recaz�nended in the ' approved geot�ck�t�ical report(s} a�-�d the gr�d.in� plan, sc►fty loose, dry} sa�urated, spongy, a�-ganic�z�ch, Ivg�y fractured or othervv�s� unsuitable ground sh�.11 b� � Q�erexcav�.ted to com�etent ground as eva�uated by the �eote�hnical Con�ultant � � during grading_ � � 2.� B�n�hin�;: �W�ere fill� are to be placed on ground with slopes steeper th�n �:�. � {�ori�ontal to vertical uni.�s),the gr�und shall be �tepp�d or benched. Flease see the Standard Detai.ls #'a� a graphic iilustratic�n. The Iowest benc� or k�y s�a�ll b� a rninimum vf 15 feet wide ar��i at 1ea�t 2 f�et deep, uzto competent m�.terial as ' evalu�.ted by the Creot�chnical Cansultant. �thez- benches sh�.11 be ��cavated a , minimum height of�feet into competent material or as otherw�se recarz�rnended b� F #�ie �'reoteek�n�cal C€�nsult�nt. Fi11 placed on grc��uxd sl�pin� flat�er #ha� 5:1 shall � . also be b��ehed oar otherwise avere�ca�rated tQ pro�ide a#Xat subgrade for th�f lI_ � 2.5 EvaluationlAcce�tanc� af Fill Areas: Al.i areas to receive fill, including �emoval ' �c� p�racess+ed areas, k�y bot�c�ms, �nd b�n���e�, shal] he obs�rved, .r��pped, � ele�ati�ons recorded, andlar tested p�or to be�.ng acc��ted b� #he Geotechnical � Consultant as suit�.ble to rec�erve fill. The Contractor shall �,��.ux a wn�ten acc�p�n�e �rom the G�eotechr�ical �ansultant priar tc� fill pl��efnent. A. licensed surveyc�r shall prc�virie #�ie survey cont�ol f�r detcrm�ng elevations of processed � are�a.s,keys,an�d benches. _„_ � C��n���.l:�:.�r�iwark�:�'zd�i�d��g�p��ifi��..�i�ns a � , � 3.t} �illlv�atez�al C .� 3,1 �'�ener�l: Material to b� us�d a� i�ll sixall �e ess�ntially �x-�e o�'orgaz�.zzc .zn.atter az�d . ather deleterious subs#.a,nces evaluated and accepted by fihe G�otect�r��a.l Con�ul tar►t ; � priar to pla�ement. Sc�ils �fpt�or�ualifi�, �uc�.�tho�e wi.th unacceptable grad�.tion; hig.h expansion pot�ntial, or lo� ��en�th shall be pla�ed in ax�a� a�cep�.ble tp the . Gec�technical Consultant �a�r mix��3 with o�.h�r so�ls to a�h��v� satisfactory ��l � m;aterial. �.2 Oversize: �v�rsiz� rnat�rial €�.e�'ined �,s rack, �r oth�� u�'�ducibie material with a ; �n�.i�um duner�ic�n gr�ateX than $ inc��s, s����l nc�t b�e buxi�d or placed in �.11 unless iocatian, z�a�erials, and placem�nt methods a.re sp�cifc�l� accepted by th� Geotc�h�.a�cal. �onsui�.t. Flacement op�ra�ions s��al1 1�� such t��t nesting of ; oversiz�d tnateria� do�s not occur and such t�lat oversiz� matez�al is c�mpletely surraunded by com�aacted Q� dens��'�ed �11, �v�rsize znaterial si�all nc�t h� placed �,vithir� 1� vertzcal feet of finish grade t�r �within 2�e�t o� �uture ut�l�t�es or � �.u�der aur�d const��uction. �' � 3.3 ImPart: If import�g of fiil material is requixed ftir �rading, praposed 'un�ort � � material sha�l meet the req�.ure�x�.�n�s o�' Sectian 3.�. The potential im�,part sauxce shall be gi'ven to the GeQtechnical Cansultant at least 4� hours (� working days) _. � befot'e importi.ng begins sa that its suitabilit� can be detern�ined and appropriate tests per,�ormed. ° �� k i � 4aQ Fill F�a�ement and�Qmpaction �.1 Fili Lavers: Approved �'ill material �l�ail �ie placed in areas �repared ta xecei�v� fi11 � � �per Section 3.4� in near-horizontal layers not e�ceeding� inches in lo€�se th�.�kness. The Geote�hni�al Consultant may aec��t thic�er layers i�f testing indicates the � grading �rocedures �an. adequ�ately compae� th� th.i.cker layers. �ach layer shall be F spread e�enly and m.i�ed th�roughly ta a�tain rel�tive uni�'c�rmity o� �aate�.a[ and . f z�oisture throug�.out. - � back 1 d �ndl r 4,2 �'�11 �Iais�iare Condrt�oxun : �'�ll Sa�Is s�all be v�ater�d, d7n�d. , b ende , a � mi�x�d,as necessary tQ attain a r�elatively unifomY n�zQ�sture cont�n�t at or s��ghtly aver ` optimum. Ma�.i.mum d�nsitjr and t�ptimum soil moisture c�ntent �es�ts sha.11 be � p�r�'�rmed in accorda.�ce w�i.t�a t��e t�amez-�can �ociety of `�'esti�g anc� It�iat�rials ; �.A.S"i`�I Test NlethQd]��S5� ). . � s s �- � CJ���z�.l��h�rt�r�.�n�� �ira�.ing�p��i�ic.ati�n� ; 4 �.� �"ampaction vf Fill: After �a�h l�.yer ha� bc�r� znois�wr��cc�ndYti�ned, mixed, and � �venl�r sp�re�d, it shall �� unifflrm�y �c�m�acted tc� nc�t l�s� than 9Q percezat of 6 ��a�irnum dry density �.�.�rI1� `�'�st Nle��t�c� 1�155'T }. �om.p�c�ic�n �r�uzpment .. ' shall be adequat�ly sized an�. be e�th�� s�ccA�i��ll� d�si�.a�d �car soil carnpac�tion or � ��� �rroven reliabi�ity ta e�zc��ntly �chie�r� �ie specif`��d le��l caf �ompac�io�a with unifc�rrdxxa.i..�,y. • x � ; 4.4 �ompaction of Fill Slopes; �1 aaditi�n to n�z7nal. compactit�n pruc�d�xes sp�cifiec� abc�ve, compactic�n �f sl�pes shal� h� accomplished by ��ackralling �f�lopes tivitl� ' s�.eeps��oot rollers at increm�nts a�� t� � feet �n f Tl elevati�n, or by other meth�d� �}I'df.�LICI�Ig Sc'lt1S��C�.fl� x�5ll1�5 accep�ble tca th� �eate�.�n.i.cal Consuit�r�t. �,Tpan comp�etion af graciin�, relative compaction of the �ll, vut to the slflpe face, shall be at le�st 9��er��nt of ma�in�uuxn den�i�p�r A,�TNC Test Method D15�7 . ; 4.S �ompaeti+an Testin�: �'ie�d te��s fo�i1�.ois�ure content and relative corripact�iQn ofth� ` �"�11 s�il� s�iall be perforrned by t�e G�otechnical Consultant. ,Location and . � frequency of tests 5ha11 �e �.t the �ansultar�t's discretion� ba�ed on �i�ld cc�nditior� encau�nter�ed. Coxnpaction test loca�ions �vi�1 not necessarily be selected oz� a � � rand�a�x� basis. Test �oc�ticans �hail be selected to �reri�r ad�quacy of compactian ` levels in �e� that are jud�ed ta �e �rone to inadequat� compactY�n (suc� �s close t� slo��faces and at t�e fi1�IbedrQ��,benches}. \ ' � 4.�6 Fre uenC o��om a�.tion Testin _ Test� shall be taken at intervals not exceedinb 2 feet ia� vertical rise andtor 1,04Q cubic yaxc�s Qf�ompacted fill sails em�a�k�rn+�nt. � In. addit�on, as a g�uidelin�, �t l�ast o��e test shall be taken an slape faces for +�ach • 5,���s�ua�'e feet of slo�� face �nc�lar ��cl� 1 Q£eet o��ertical height af sla��. The Con.�ractor�hall assure that�Il cons�-u�ction �s such that the t�sting schedul� can be accomglishec� by the �ea�echnical �onsultar�t. The Ct�nt�actor shall stop or slo�v ' do�vn the eaz-t.�Zwo�-k caris�t�tction i�'#hese rninimum standards ar�n�t met. > 4,'7 Compactic�n '�es� Locatic�ns: T�Ze �eotechnical �vnsultan� shall docum�nt the � �pp�oximate �levation and horizc�nt�l coordinates o� each test locatian. The � Cc�ntractor�hall coordinat� with the proje�t suzvey�r tQ assure that su�'icient gxade � � stakes ar� es�blish�d sa that the Geoteck�.i.ca.l Consult�nt c�.ri determine the test � Iocations �rrith �ufficient a�curacy. A.t a minimum, two �rade stak�s wzth3n �. � hori�ontal di��anc��f I00 feet and v�;r�ically les�than 5 f�efi apart fr�m poten��a1.test .� ; locati�ns sh��� be pravided. � � � .y_. � �'.���a�r�l��:h.�orl��xd�rr�d�n� ����z�c�.tio�.s � ' . S.0 Subr�a�n Ins�t�.11atia� � ' �ubdrai.r�. syst�zx�s sha11 be installed i..t� �cc�ardance�v�th�he appr+�v�d geatechni��l r�pc�r�(s�, � � the grad�ng�lan, �nd th� Stand�.rd �etails. `�'he Get��:�hnic� �onsultant may recomm.end � additi�anal subdra�ns ancUar cl��nges i� �ubdra�n �xt�nt� locatian� gr�d�, o�- rnateri�3 � dep�ndi�g on��onditians en�c��nt�red �.u.ring grading. All subdrains ��all be 5w�v�yed b� � . land su�rveyardiivi� �engine�r for line and grad� ��.�r �nstallatian �d pric�r t4 burial. � Suf.�ic�ent ti�ne shvu�d be allowed by t�.e�ontractor for these surweys_ �.4 Excavatian �� Excavatic�n.s, as tivtil as over-exca�atian fc�r remedial purposes, shall b�e evaluat�d by the , Cxeo�echnical �'onsulta,nt during �ra�iing. R.emedial remova� dept�is shov�m az� geot��hnical plan� are estimates on,ly. 'Z'he actua� ext�nt �f removal shall b� c�etez�xin�d by the � �'xec�techni�al �r�ns�.il#ant b�sed on th� �e�d ev�luation of exposed conditions durin� � g�cading. Wiiexe fi11-aver-�ut slopes are tQ be graded, the cut portian of th� slop� sh��l be �.ad�, �valuated, and ac�ce��ed by t�e �eote�hnical Cpnsult�nt prior ta placement �af materials fc�r�c�nstrr�ctian o�`the fill partion af th� slope,unl.ess oth�rv�rise recommende�.�y - � tl�e G�;otecl�.nical Consu�tar��. �, � �.0 '�'rench Back.�i'11s . � 7.�. �afe : The Contractor sha11 follaw all ���A and CaU(�SH.�. req�rements for i , � safety of trench e�cavations. 7.2 Bedda.nk� a.nd Bac�ii�: All bedding an.d ��cl�fili af utilit�r trenc�ies shati b� done in � accardan�e with the applicable pravisians +�� Sfiarid�d Sp�cifications of Pu�lic '�Vorks Cons��ti�n. B��idix��materi� sha�l have a�and Equivalent gr��.ter�3� � �SF.,>34�. The bedc�in� sha11 be p�aced to � �oat over the tc�p of the cond:uit and ` c�ensified b� jetting. Back�.11 sk�1l b� pla.cer� and den�ifed to a zniza�mu�xa c�f 9Q percent�f�xa.a�irnum from 1 foot abave the top of the c�nduit ta the s�arface. � � � Th� Ceatechnical Gc�nsultant sh�l test t��e tr�nch �ac�:fill fc►r r�lative compaction. At le�,.�t t�ne test should h�made far ev�ry 30{�f�et c�f t.rench and�feet offtil. . � � 7,3 Lif� T.hickness: Li�t �hackn�ss of�tt�ench ba+ckftli s�ll not exce�d tha�e �llawed in � th� Sta.nda�d Spe�cificati4ns of�'ublic "�or�s�anstructi�n �.u�J.�ss��he �ontr�ctvr can ; � demon.str�te to the CYeatechxu�al Cc�nsuitarrt that the fili Ii�ean k�e compacteci tc��h� �.inimum rela�ive corr�pac�i�n by his alteznative equzprr��a�t and m�thc�d. �� ` ' 7.4 Observation �d '�'�stii-� : T�e je�ting c�f the beddi�g arounc� the cc�nc�uits shall be abser�red by the�e�techni�al Cc�nsultar��. � ��, ��3�G� ��...� ! ..�.�..':"",.�...�,,.� � �.m.. ; ,.M.,........;..�.,..�.,. �:.�Y�,.,..�—�� � ^s_"'�..�.:.:_.�.�..:.�"�'°""w,�.m. . a, m...�.....�..._.�.._..._.,. ......����...:.��� . � �'�� � -`�-� .�.� --..�.�w...�-`.�:,�,. �����.�R� � � �� �� �..��-�" '�'�� c�� ����.... �t �� ��� ��— .a. �°�. �"-�. � � ��u�a�a � � � � � � � ' .� '-=�`r' ����r - ..�.--�►�a�ta,-��-._ }{ J.�'��■``' ] Y � 6 �11��� �7 Y7 �l�""".�'i � � ��G�+ ��,�...� � ; � �l4dl��ii�c�. 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NATU�AL � � ��C�tJN a ,..i � _ — � 1 . ! .w... _ ..._ � —. — — — ...... .._. ..... � � ..._ .... _,._ _. _ _.. _._. ._..._ � � ,.., ����._.�� �' " ..� — -� � ����.�....�.._..... .� � �,'`` � .._. � yCCaN1 PACTQ�Flt.1., ��`�� _` ���•,. `� —��_ ��..���, '�,.�.�"�:..���.W.-_..�...�---.���`.... �\��� � TYP���lL � .^— — —=.—...�...-...� . t BEf�1CHIN� — — — — —. .... _.,. _, _ .� _..�. _ ..._ � REMQ1lE �,,,� �''`�-�— �.�.--�'��. `�r l7 NSUITABL�MA�f�kT�� �.,�,� � _ . 5LI�DE�,I:N (See Alk�rnates�and B) P[FtF�?RA'f'�Q PIPE SLRRI�LlfWO� �YLTER MA"1'�3iCAL SUBUR�N AlTE�'tNA�iT�A tA�iTi-t Fff.'�hiA3�ER1riL FILTFR MA3'�RIAL SHALL 8�CLRSS�F�7EAB1E MAT�R]A.E.PE3tSl�ATE CtF CAE.IFORNIA Stlil�tOAR�SPEQFICATtQDlr QR APPROV�D A��EF3'�A�1'E. FILl"ER MATERYP�I..(5�T�� CLA55��RADiNG R5 FOiLOWS: � 5ieve$a.e ���rrt Passirx� �- lOQ �„=.-,, � ��q� 9a-100 '-` _ f�6'1HSN.CU:�R ':'�' 1 ,,Y 3�8� 4f7-1C30 . • ,.� �� � N4.� 25-9E] � ' -�. _ . � �'' J____,. ���:c Nc).8 1$-33 :f, � ' � �n. �{" Na.30 5-15 � - 4^r7IN� '' '. `• Na_50. 0-7 Y hla..�.(lQ D-3 � SU�I7RAIN A[.TERNATE A 1 � SUE3aRATN Al.'�R[�ATF A-� PER,FORATH�PIPE 6"QJ MIN. � � . : ° ��.IBDRAIN A�.TERI�lATE B DEI�'AI�ClF CANYC�l�SUBDRA�N T�RMINAL 3J4" GRA�IE{.WEL4FAED IIV FIL7H;,FABRIC 4� IZ�� M,IN. GVE�ZLI�IP �¢LSsig��iRPDE FD.ZER FABi� . �t [MIRAFt 14INqR AFPfS]YED EQl$yALEN{'k F3LT�A FABRtC xv�+ur_s� � (MIR�4�I 1�IC1i11�(�F� � . APP�t4V�U�QUNAI.B�i't) :f• .�.r . •��"- .�.._._`�""` •r��:.� � 2% :, _ 1• 2 , .j+ ' `t lf„� _�• � �• � .t , � . . � l5'MTH. �ND1. 5'�1sl. P6tR�tr�lt�i3 3,w'L.P91 G3taD£A GAAUEi NON-�A'[� 6���� t1R W'RtCNCIt[f�lF1YA1t7VY � ALT�RNATE 8--�. �!`�"n+t,vc.G�v�c�t ��TERNATE g-2 �A•°"'�".------�'°"') � APPR�V�U E�QIlNALE�]T (�'3/� i'?PEfiFOFiATE[J RIpE IS OPTI(�1VA[.P'E�t GQttF_RNXNG AG�NC'('S REfKJIFtEMt�f'T`5 • i -�- �7��YL..t�'� LJ1�I 1 IYY���tU'd� �f�l��.d1[M� � �A�11��N �P��IF��►TI�N� �UB�D�N �(`ANf��RD �EI�AIL� � i�� ��tv. ! � � �,�-�� T ` t�U�1E�"PIP�S `��"..w � . j 4`�� Nt)N-P�RF£�RAT�£� pT�'E, �-�=���-� � t 1�w�'l�`y M�A�{///X���`.,t�/'�.��.n H{D/rR��Z/(J�ptTA+�.1LL'Y'' �_=��� _ 4 JV' 1 1•Y,6 M�1�• Yf�1i111NIliA+ �� �..�-w .��`.�.� S �w:.�- _..�-•_�eM --��^^ � ' =-,;.,�-�°r� r�m�.�- BACKCUT � i - � � =�� ��-�--:-��_ � —�`-=�'-_��-�-�- BEt�CHING �.�.�=- _ �� ��-...;� , _ `_T..� -��-,. �.-w._..—=.y�' 1'� ���-..=_-`-== =�� - I �—.—�.��'=29fo MIN.y��.." r ._,." :p � -- -- - - - - :.�".��=^_ �-�,-��-� �===�-... .�.�,��- SUBDRAIN AL?ERt�lA�E B . � ==�*='..=.�°la MYN. �. � .........___ � 15 MZN. �-�-( �x�v- lz"QVERLAP�ROM T�iE7C?f' . f��Y'���H lt�(VIIII�TH � - 2' I�IN. ` j 1�..� I -��'` FILT�R FAB�C SU�D�tAIN ALT�i�NA7�A pas�rtvES��.s�uw�� � . ��.. �` MIRAFI f4pOR wacwz���r-�r��aornrr . • ��'` APPROVE'D � � ;. �QlSNA1R.V1'} �AL7RANS�2 S3'� lvt t�, FiLTEi�MAi�RxJAL(��i'3 jFf} --as•� � �\ . r� ,�. ., k (�fta�t-PE€�F+7ft��'ik�� �,,..,. '�r`� f� } qU'TL�7 PjF'E �NQN-�ERFQRA"tS?) :Y" b"ir4CN. 3�4"RQdC(3Ff.3�Ff'� . Wi7A�'F'�i IN FiLTBt�ASRlC �. . T � � �4n��. �+ .r'`r �u / � f � '�'-CC7t�1N�LTI£�N FFZCJM COLi.ECTiQN PIPE TO t�U11,�3"!�E � � �USDRAIN TN�'AL.I.ATIaN -�ubdrain colfe�r pipe shail i�e inst�ll�d wii� perforations down�ar, �nlPss othe�vise d�signated by�e geot�chnica!con�+lkant Ou��t��pes sh�ll b��on-p�r�rxat�d pipe.'1The subdrain pi�� shal[ have at I��t 8 �►erFara�iort��ani�ormly spa�ed per'foat Pefforation sl�t�il � b� 1/4"tn 1/�" if drilled hvl��are Used. �,It a�bdrain p;p�shalt have a gradi�ntat I�st 2 °.� �awards tr�e aut{�� � ,;�, SUBDRAtN P�R�-5ubdr�in �ipe shall be A5� D2751, ASTM �15�7�Schedule 4Q)c�r�aR�3.5 AB5 pipe or A�-I�M D3��4�5ehed�sle�}0)ar�QR��S �VC pip�. � �. Afl aut�et pipe�ha(i �e p�a�� in a tren� a��f, after filf is placed abave i�, r�xided to venf��r�t�g,-ity. v ��11�f�F..�� ��. G�NEF,AL EARTHI3U(�Al�d��►QiNG ���L4�����T F�LL s��a�r��o�s ��J�C1�N� �r�aa���Q��«s� 5 . � CL4T–��..�.'1'R��fS:�'I�N L�T C7VER�X���0.TTE�N � C S � S �� , � . � � �SS'ILYL � wm^' U NStJITABd� '�...'� GRQUNC3 � ,�,�' ''"'�r �.--' / ` .,,.•� '"� S � �,,,.. � MTI�i. 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I oc _�.�___�__._�,^: , ��, � :-.:,, ; '..- _� ; I 0.36 39.02 5.2 �T ' ` ° � - ' < c o __ ; � ; '` � .�.M-,- � � i 30.00 0 4.0 . , , r-� ; ; � '�� :-'"r ' < ` < -,------- -�-,----i �. 0.49 33.75 4.5 ; ` ' I � � 3.0 ' ' , ��, - --= '--; I 20.00 0 0.63 32.07 4.3 � � ; ; � � - � �� ' ! � u c 2.0 � ;; � , , L 0.78 30.41 4.1 l_. , ; --,-i-; , ,- --� !----, a 1A ' , �-' ' - � E-', _ , , i ; ; ; , 1 T , ; 10.00 i � + � �� , , 0.93 30.00 4.0 O� I , � ' 0.00 0 0.2 0.4 0.6 0.8 1 1,2 Cumulative Time(hr) --- Infiltration -Percolation -_.,-.--,.�--.- �..,�,�-�:,.,T.�r.:-���,�:=�,-:..,_ _ _ - _ ._ PERCOLATION TEST - P-2 Project No. 11081-01 Project Name Mira Loma Recovery, LLC �roj. Location Tentative Tract Map 33584 Drilling Date 2/8/2014 Soak Date 2/8/2014 Soak Method 5 gallons Testing Date 2/8/2014 Borehole Size(in) 6 Test Depth(in) 45 TIME INITIAL FINAL DEPTH AVERAGE CORECTED* WATER PERC RATE PERC RATE CRITERIA TIME INTERVAL DEPTH TO TO WATER DROP (in) WETTED �min/in) (in/hr) INFILTRATION (min) WATER(in) (in) DEPTH (in) RATE(in/hr) �, � 0:00:00 0:09:54 33 45 12 - �, 0:09:54 9.90 � N L :00:00 0:1 :0 33 45 12 � :1 1 .00 0:00:00 0:10:00 33 40.250 7.250 8.375 1.4 43.5 6.6 0:10:00 10.00 0:00:00 0:10:00 33 38.500 5.500 9.250 1.8 33.0 4.6 0:10:00 10.00 0:00;00 0:10:00 33 38.250 5.250 9.375 1.9 31.5 4.3 0:10:00 10.00 0:00:00 0:10:00 33 38.000 5.000 9.500 2.0 30.0 4.1 0:10:00 10.00 0:00:00 0:10:00 � 33 37.750 4.750 9.625 2.1 28.5 3.8 � 0:10:00 10.00 0 � 0:00:00 0:10:00 `^ 33 37.500 4.500 9.750 2.2 27.0 3.6 � 0:10:00 10.00 c ° 0:00:00 0:10:00 �0 33 37.125 4.125 9.938 2.4 24.8 3.2 0 0:10:00 10.00 U L � a *Porchet Method �a=�- Cumulative Percolation Infiltration 8•0 ; ""�J:-"i -;-- �-+-"--�--�� "--�--i- -, T--- 50,00 € , � ! 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Location Tentative Tract Map 33584 Driiling Date 2/8/2014 Soak Date 2/8/2014 Soak Method 5 gallons Testing Date 2/9/2014 Borehole Size(in) 6 Test Depth(in) 40 TIME INITIAL FINAL DEPTH AVERAGE CORECTED* CRITERIA TIME INTERVAL DEPTH TO TO WATER WATER WETTED PERC RATE PERC RATE DROP (in) (min/in) (in/hr) �NFILTRATION (min) WATER(in) (in) DEPTH (in) RATE(in/hr) � � 0:00:00 0:21:35 2g 34 6 � •o a, 0:21:35 21.58 N N •L •00:0 •2 :00 28 32 4 � •2 : 0 25.00 0:00:00 0:30:00 28 30.000 2.000 11.000 15.0 4.0 0.5 0:30:00 30.00 0:00:00 0:30:00 28 30.000 2.000 11.000 15.0 4.0 0.5 0:30:00 30.00 0:00:00 0:30:00 28 30.000 2.000 11.000 15.0 4.0 0.5 0:30:00 30.00 0:00:00 0:30:00 28 30.000 2.000 11.000 15.0 4.0 0.5 0:30:00 30.00 0:00:00 0:30:00 � 28 29.875 1.875 11.063 16.0 3.8 0.4 � 0:30:00 30.00 0 � 0:00:00 0:30:00 � 28 29.500 1.500 11.250 20.0 3.0 0.4 � 0:30:00 30.00 � ° 0:00:00 0:30:00 �0 28 29.375 1.375 11.313 21.8 2.8 0.3 0 0;30:00 30.00 U � �.��.�� �:3�.�� 28 29.375 1.375 11.3125 21.8 2.8 0.3 0:30:00 30.00 0:00:00 0:30:00 28 29.25 1.25 11.375 24.0 2.5 0.3 0:30:00 30.00 0:00:00 0:30:00 28 29.25 1.25 11.375 24.0 2.5 0.3 0:30:00 30.00 0:00:00 0:30:00 28 29.25 1.25 11.375 24.0 2.5 0.3 0:30:00 30.00 0:00:00 0:30:00 28 29.25 1.25 11.375 24.0 2.5 0.3 0:30:00 30.00 *Porchet Method - �-- Cumulative Percolation Inflltr8tlo11 - ----- 0.6 , , - ; -;-;- - .50 Time(hr) (in/hr) (in/hr , ; _ _ __' , � � ` i 4.00 ^ 0.5 -� � � ' : ;-�-^ � � ( � � � �.�L L ���� � , . � �---r- . , -,- -� a. 0 4.00 o.s � � ��� i ' � 3.50 � 0.50 4.00 0.5 :► 0.4 -;--. ;-;- �►` --j----� � ,-, --'r--:-;-� 3.00 �_ �, � v 1.00 4.00 0.5 � � � r a �.� ' ; ` � ' � "� ` 2.50 � � 0.3 � < � . �-. ---- -- ---- . i � � ���_,� cc � " -'f i- r���; �;�s��,� 1.50 4.00 0.5 C �� � 2.00 � p � i i � � � O 2.00 4.00 0.S _ _ _ _ __ _ ` � '~ � 0.2 -' �--;-. - ,-, -.-t__;� ��r_ 1.S 0 f9 .,, '_"' � � 2.50 3.75 0.4 � � � O � � ' - --- - ---- - - - � i 1.00 � 3.00 3.00 0.4 `-;- , :-' ` 0.1 � - - -� ; -s-;-r-: a i ' � , � 0.50 3.50 2.75 0.3 j � I ; 0.0 � 0.00 a.00 2.75 0.3 0 1 2 3 4 5 6 4.50 2.50 0.3 Cumulative Time(hr) 5.00 2.50 0.3 5.50 2.50 0.3 ��� $Et'1e52 -Seriesl 6.00 2.50 0.3 PERCOLATIOIV TEST - P-4 Project No. 11081-01 Project Name Mira Loma Recovery, LLC 'roj.Location Tentative Tract Map 33584 Driiling Date 2/8/2014 Soak Date 2/8/2014 Soak Method 5 gallons Testing Date 2/9/2014 Borehole Size(in) 6 Test Depth(in) 50 TIME INITIAL FINAL DEPTH AVERAGE CORECTED* WATER PERC RATE PERC RATE CRITERIA TIME INTERVAL DEPTH TO TO WATER DROP (in) WETi�ED �min/in) (in/hr) INFILTRATION (min) WATER(in) (in) DEPTH(in) RATE(in/hr) � � 0:00:00 0:25:00 38 46 4 � o Q, 0:25:00 25.00 � N •L � � 0:00:00 0:30:00 38 41.875 3,875 10.063 7.7 7.8 1.0 0:30:00 30.00 0:00:00 0:30:00 38 40.000 z.000 11.000 15.0 4.0 0.5 0:30:00 30.00 0:00:00 0:30:00 38 40.000 2.000 11.000 15.0 4.0 0.5 0:30:00 30.00 0:00:00 0:30:00 38 40.000 2.000 11.000 15.0 4.0 0.5 0:30:00 30.00 0:00:00 0:30:00 � 38 40.000 2.000 11.000 15.0 4.0 0.5 � 0:30:00 30.00 0 � 0:00:00 0:30:00 v 38 39.500 1.500 11.250 20.0 3.0 0.4 F- 0:30:00 30.00 � ° 0:00:00 0:30:00 �0 38 39.250 1.250 11.375 24.0 2.5 0.3 0 0:30:00 30.00 u a 0:00:00 0:30:00 38 39.25 1.25 11.375 24.0 2.5 0.3 0:30:00 30.00 0:00:00 0:30:00 38 39 1 11.5 30.0 2.0 0.2 0:30:00 30.00 0:00:00 0:30:00 38 39 1 11.5 30.0 2.0 0.2 0:30:00 30.00 0:00:00 0:30:00 38 39 1 11.5 30.0 2.0 0.2 0:30:00 30.00 0:00:00 0:30:00 38 38.875 0.875 11.5625 34.3 1.8 0.2 0:30:00 30.00 *Porchet Method � Cumulative Percolation Infiltration 1•2 - ---- �---" , � ; 9.00 Ti me(h r) (i n/h r) (i n/h r -- 1.0 ' . -- -. 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AAiwfb�w:(�n�rAm�vuit�l _�.i...�i:.�`.._Z-._.-._i_.— ,...� '1..`_ ��n�u�.Y��4rrv�i:NM�1 V'��� �� ' a1�a,.�w, �_•.___ -...._ ("arA arM Wras�(:.� �rArcwrr,rt�urae.av- , -�nrcre�nnR-reamma StnrmChsmber F.N��t�� R `��iF�+lPN�iG'�Iq�.�iN-- p'ItM1�MYt1�kIl�IXH IOiIfAlC:MII-IR91A �>rcxw�l[stn�4iwf..:mmR�3.�1 0.f�mFI14"'McY1HS)~ N'1Ca:2..�1nfl,t�) N�'M �s1 ���w+M'1 w+�rR»4r�wmaw'nn _ .,__ _.__ , __ __-'.__._._.._......_.._.__._,._�.-..__._,...__�-'_.-T_—__._._�. _._._.__ ."_".___ '_._.._._... ._..___"._._ '__.__-. .___.__.._ ._._'.___. .,. ..,............. .._.'_.._. .'___ . _ ____..... . - .__._ THE COMPANY i:;` We an a mukrdisciplinary environrtxntal consuking and water resource�rcsearch mmparry,founded and operated 6y ecologists,biobgists and engineers. ----------__._ _..���— ------- -- . ------ The StormChamber and SedimenTrap"were devebped to exceed storm water quatity rrquirements and to -�"'.,.�- T O R M C M A M B E R� overcome the d�ciencies of slternative technologies. �i�c- f .. _. .•.�. � �1, �..�.,�. i�t�tl[.{ .. .�F.-;�� , i:�� . � CUSTOMER SUf'POF�T ,:,: , • , , .•Visit our vMbsite for a Detailed Sheetdrawing and otherCAO fil�s that can be copied directly to plans, and an Exu)program forcakulating the numberof StormChambers'needed,ahemMive cham6er conf'guntion;trench dimernions,and the amouM of acavation,stone and fikerfabric needed. EnginNring speciafi�etions,example drawings,and otherdesign tests ako�+niable on•line. •> FreeStormChambe�rystem d�sign assistsnc�. :Fre�on•ske install�tion assistnnce. �._....., , _ .. �. . - ..WeMlpyouswRch•outotherstormwrtersystemsandpnpr�detsiedCAD'd►awinqsforyouruse snd�ngineerapproval,forfree.StortnCiu�mber3 spstems xe considercd as an'orequsl"to all its competitnn. � :,Vtew and downlosd our Installation Manual at v�nwv.stormchambers.com. t- i � � - „�".ra�,�# �; � �a . ?F} � 9 ��•j �� . �GREEN ' � � , }TMCKI[OYRAwl3 . :�FMNtCw:C'���': ����L� . . . - .. � . �. . � • .N._'Y-" .. Free design assistance .r �+ and installation oversight. '�''. ��3��`''`��': �;x��*'X" ' -�:��:_., -= . �.F• � N���? � � .._..._ _ � � � � '�� =•+.1 ' ��� � . . +'� ' .� .t•'-5�� V���� ... y i d-..:. "a.+.-` ' ^:, � .�_' t '_^+... I t l'�. wM��,. �.�� �' �;��1TAC I INt-GHMA t tON 'Y ��.'.'�'�'�.'� w � � .�' �; �: �� `�-�� : _ t �' � (877}426-9128 r. f t �,s � _ , � 1� �-- - ' �nfo�stormcharnbers.cor-� - - _ _ ; # �„_ � �;>.�t����.�:.e�.� +a +; �`, •� . - ��,�Mr.stormchambers.co�� '�'. '"'� �� � �.•y �.': ` f ��� � tivww.rainwaterre�se.com '`� -+�"�';� - � `,` ������► Y.. r _ ;�. �� ��. -� : . _- .. .. ,s... �„ �,.i,-.�� .. � . .. - � ... A. .�:y... ,. . . .... ...�c5,r_.. __. �.vwn rtc�r . a�,..�� ..c.,_r,... BENEFITS OVER OTHER TYPES OF BMPS "Mirnicking Pre-Development hlydrology�� RECONNENDEDH/SIALUTqNOPS10RMCNAi�Eila ,� Helps counter drought conditions by maintaining groundwater base flow to streams. StormChambet�Storege=75Cf(2.t2 m3) ' � �_ .;:r��..��••••�.• •• Replicates pre-development hydrology. Design Storage Capacity=115cf to 161tf(3.26 to 4.56 m3) ' ,' "- » Eliminates thermal discharge loadings. Length=8.5'•Width=5'•Height=34" ` � • '� .> The least cost underground altemative. (Length 2590mm•Width 1520mm•Height B84mm) � ,�. .��r ---� »Achieveshi her Ilutantremovalratesthrou hsoilfiltrationandaccelerated RBCOMNENDEDSiRCKEONSTALLATIONOFSPDR�CHIIMlERS ^, , ' • .' �'-ay;i`. M� —1 9 Po 9 �;r.-.. •.-��;,,._�-- -f, 'r'r -�.,. microbial adions(biaremediation).* -" ` ' , : , .. . ' - � � o Achieves Low Impact Development(LI�,LEED and Zero Diuharge goals. � �,`; '" ..,_ ., . . ,.. » Providesalowercostandbngereffedivelifeakernativetoperforatedpipe. ' '` ' ' -�_�- -�->�- '�_---��• -• • � ^� ����� » Lawer cost alternative to pipe for conveyance,with added benefits - �` _ , , - of groundwater recharge and water quality enhancement. � '� _ �� �.„ . � �i��.i:r » Eliminates the need for costly pre-treatment devices. -;��`�-••''=`'�_-yi'• - =1—• � , , . , , . , ,�, . „ , . ,. . . - —f':.... , + AVERAGE /a REMOVAL RATES .�c--!. _ � ' , _ 1 o ;.._-,,�:��,>,. ;•, _'__"_'_"'_'_'—__'_'_" _ '__'___,. / \ SEqFENiRAP ATBWMINN011NOENDOFROYQ 1 BCENNK3MFLOW .� . �.- �.'. �'I (1 ) _ \ S R : : : : : �..... �`1 . . .. 1 POLWTANT ; E : Water : Filtering Water . .� � � - . . �Y _ . -- " ' ' . . . PARAMETER �NFILTRATION; Wetland ;QualityPond'e System EQua(itySwale � . - . . ; ; � .,.. . . ,�K� -. . _ _ . .— -- � -----� � � ' ' � ' : . . _..- .<...- Total Phmphaus: 65 :.......61. :.......46:6 :.......46 ; 14.6 , " �\ ,�- —._ _ ,,. �.................�.......,...........••••......._. .........: .......... ............ ._.f"���. 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P P �1' �- ..- Compaction,Grading 8 Fifta Fabric i e for conv ance. \ - ....P.r,.•�« •• wnr. . • ......�. .... �,,,, Af��.:�r:.. ..n c•:'[,•r��r.i4t;:;;nKsS:rtceiocc wnn�[urmc�amD���can:..• Wa�er�u�lity Managemen�Plan (WQMP) TRAC'�"33584 A endlx G pp AGREEMENTS �°°— CC�cRS, COVENANT AND AGREEMENTS AND/OR �THER MECHANISMS FOR ENSURING �NG�ING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT—SPECiFIC WQMP Jt�ly 2014 , , '� , �ECC�RID1�1�'i F�EQEI��`�'�I��Y: J`7/f�f� G(�/'�� �'�''CD���/� i L C. � � (Property Qwner's Name) AND WH�N RE�ORp�I��ItAI�.T4: �'���� �t �'�i�/f�T �C(/�, �'7"� 4��a ---__ __ __ _ . ----- --_ (Prop�rty�wner's Mailing Address) � � ��~ /� C� �J6/08/2015 09:37 RCI Fee: $ 7'�`.P10 G C/f /�l fF�7.��G S� L-�� �d��C/ Page 1 cf 20 Recorded in Offic;�al F2ecords Cnunty of aiverside P�:ter Aldana Assessar--County Cler[s-R�card�r 1�������'�"�����!�E`�k��I�'���1�I�� . R A Exam: (' P ge DA PCOR Misc l.ang RFD 1st P� Adt1�g cert Cc � SPACE ABOVE THIS Lfl siz�, rvco� sMF NCHG 7: • ���� RECORDING OF A � WATER QUALITY MANAGEMENT PLAN QPERATIQN AND MAINTENANCE ,p,CRNEE1111ENT �OR ��.�.-� _����� ___ , (Name o�Projec� �c_ �5�� e NS� ���, (Address ar Tr�ct Map/l.oi� No.) � ____ �._ Page 1 ----- -- � DOC#2015-0239040 Page 2 of 20 Wa�er QuaMity Manaqement�lan ��eration anci Maintenance Aqreement � � . Propet�y Awner Name: (`n�C�yA� �.CJMPr �rc_..��C-�� � �-1--�-- F'roperty Owner iMailing Address: t���� ��� ��,��__-�..__��,,�_.__� �...�,!..�S.f�.._.____-- � ____..___(._,.�A,��. �� �...� ����-� ProJect Address ar Location: �n���r�r� [���� (a�c�.����1c.�� Project's Assessor Parce{ Number: �1�!"-� - �l�,c� -- o c��r� This Operation and Maintenance Agreement (Agreement} is made in The City of Temecula (City), a municipal agency, located in the County af Riverside1 State af California, by (i�sert property owner) m,��.a t��,�, ��c�.s�_+ u�.c.... �Owner},this (insert day) of{insert month and year) ; WHEREAS, the Owner owns real praperty (Prop�rty) as described in Exhibit "A" and depicted in Exhibit "B", each of which exhibit is attached heretn and incarporated by reference, and has prop�sed that the Property be developed in accnrdanc� with governmental approva{s issued by the City and a#her agencies having jurisdiction over � the Property; 'WHEREAS, at the time of initial approvai of the development project {Project) known as (insert name of project) ���_-r .3���.�-1 within the Property, the City required the Prnject to genera#e a Water Quality Management Plan (WQMP). 7'he WQMP describes how the Project proposes to remave pollutants and minimize any adverse impacts from the discharge of storm wat�r and non-s�orm water runoff generated as a r�sult of the Project, and includes structural and.. non-structural treatment devices, also known as "Best Managemen# Practices" (BMPs), that will b� constructed, ar ins#alled, or implemented for this purpose. The precise location(s�of these BMP$are depicfied in the WQMP, on fi(e with the City; WHEREAS,the f)wner signed and certified#he WQMP and accep#ed the requirement to routinely inspect, clean, mai�tain, repair, r�consfiruGt, and replace the BMPs associated with the Project in order to retain their original intent and effectiveness; WHEREAS, this Agreement is transferable onto subsequent owner�, heirs, executors, administratars, repr�s�ntatives, and assigns (collectively"Successors"� o#this Property, Project, and all associated BMPs; WHEREAS,th� Owner and Successors are aware that such operation and maintenance req�irements are in accordance with, and en#orceab[e under, the City"s lVlunicipa! Code and State and Federal enviranmental laws regulating the discharge of pollutants ir�sfiorm water and non-stormwater runoff, and may also require complianee with Locaf, S�ate, and �ederal laws and regulations pertaining ta confined space entry and waste disposal � methods in effect at the time such maintenance occurs; � Page 2 ---�--- : � DOC#2015-0239040 Page 3 of 20 , , NOW 7HEft1�FQl�E, the Owner and Successors shal{ be subject to the fnllowir�g conditions: �. This Agreement shall be recorded in the Office of the Recorder of Riverside County, Galifornia, at the expense of the Owner and shal!constitute notice to the Owner and alE S�ccessors of the title to said Property nf the oaligations required by this Agreement. This Agre�ment shall also be accompanied by a copy of an `Operation and Maintenance Manual', included in Exhibit "C", providing detaiied instructions on how and when each treatment SMP proposed for construction, or installation, or implementation must be inspected, cleaned, maintained, repaired, r�cnnstructed, and replaced, if necessary, {collectively "Maintained") in order to retain their original intent and e#fectiveness. 2. Qwner shail, at their sole cost, exper�s�, and liability, routinely maintain all BMPs in a manner assuring peak performance at all times without request or demand from the City or otl�er agency. All reasonabt� precautions shall be exercised in the removal of any material{s) from the BIVIf's and the ul#imate disposal ofi the material(s} in a manner consistent with a[I re[evant laws and regulations in effect at the time of#he recording o#this Agreement. As may be requested fram time ta time by the City, the CJwner shail provide the City with dncumer�tation identifying the inspections, maintsnance ac#iv'sties, materiai(s) and quantity(ies) removed, and disposal destinations. 3. Owner hereby provides the City complete access at any time and o#any duration during business hours to the BMPs, #heir immediate vicinity, and all legally ' accessible areas draining to them u�on reasonable notice, or in case of � emergency as de#ermined by#he City without advance notice, for the purpose of inspecting the BMPs and/or sampling runoff into and/or#rom the BMPs. The City shall make every effort to minimi�e interference with #he Owner's use of the � Property during these inspections and sampling activities. 4. In the ever�i the �wner fai[s to accomplish the necessary operation and maintenance obligations required by this A�r�ement, th� awner hereby authorizes the City to perform any maintenance necessary to restore the BMPs to their original intent ar�d effectiveness. Owner shalf reimburse al[ expenses associated with the City's maintenance activities to the City, including administrative costs, attorne� fees, and interest thereon at the max�mum rate authorized by the Civil Gode. The City may also opt to use the proceeds from any securities pnsted for the project, or place a lien on the Property in such amount as wifE fully reimburss the City, to pay for such maintenance in order to guarantee the continued performance of the BMPs. 5. Owner shal! notify any successor to title of all or part of the Property about the existence of this Agreement and provide such notice and a Gopy of this Agreement prior to such Successar abtaining an interest in all or part of the Property. � Page 3 - ;, � DOC#2015-0239040 Page 4 of 20 x ' ` , : . IN WITNE�S TH�I��O�,t�e Owner hereto affixes theirsignature�s afth�dat�first � written abav�. ` � �tS��: ���8�.�1f.r���:�t��n..an�.�aacn.�t�. . �O1'�'�/�!� t��C.��Y�S - � N e � Name ; , � � Signature Signature : ..,�GT/�c�f��cf.� SS��/��t'l�D�� ' Title Tifi� � � f=�2 /'�rr�� LD I'�/� ,�EC,9rr�,�� �G�,. � A natary acknowledgement isrequiredfor recordation(atkach appro�riate aclmawledgement�. � � � � , � � � � , Page.4 , D�C#2�15-0239040 Page 5 of 20 ,���.�•��.��,�.,�,,�:. �..,�„�,;����.,��,�.,�..,�,.�.�..��..�,..,:�, .,-,,,..,�.,,,-:�,��..,,�, �'.-.--_..R:��:�-� _ —��_.��. 1:—..-1.f..__�_� '1.�.�:�:�l�.l��:�1;,,`.��l�l.<li._•�r..j•.\i;.•,�...�.l��,c������ �.�....�ly_��t��f��.f.�h`�,�i,{���-\�_ll' 1 �����'����� �a8�����r��� ���;�����;� �� ���������1����� l: _ _ A no4�ry pubtic ar o�her o�cer'completing 4his certific�4e veri�e�oNy th�identiky of th�individu�l uvho signed 4he - dc�cument to v�hlch fihi�cerfi�cat�is attached,and no4 the truthfuln�ss,accuracy,ar validity af th�t docurnen4. _ ���t� c�f��(�f��r��� � - ����1:���c��,� '►�T���--� �.,�_.�.___.... s.s. _ .. , . - - � � u ` � On � �f �d�.� b�f��� r�e,C.-�!� /~`' L'e,�.9-�- �i�' , �;,, a - � �: . . , � - per��naNy�ppear�d� -�� � � ; ; �who proved to rr�e on fhe basis�f s�tisfacto�r evidenc�to be the person whase name�) � is r.�.subscribed to the within instrurnent and acknowledged to me that e ey executed � , f e same i is ir authorized capacity�, and that b his��ir signature(�`�}on tt�e instrume�nt the person�, or the�n#ity�pon beha�f of which th�person�acted, execut��the % instrument. I ce�tify under PENAI.TY(�F PEI4Jl�RY und�r�he l�vvs � of the State af California that�th�faregoing paragraph �s � tru�and correct. ¢ ; ,�.:,. KRIS7A CMAVEZ � connM.#�o�79ao W V �^A► .� Notary Public-Caiiiornia—�i WITN�SS my hand and official se�f. m �' � RNER5IC?E COUNTY � � My Comm.Exp.Aug.15,2018 � _ � � D�'TIONA ORMATlC3A! �. , ,,.�. , . ,, ,���. . . . .. � . . � , , . , � .� , - • .. . . . , . . . . . � : ' , . ,r ,ir, '���„ . �� . i! . . - ._ ' ' ' ., . ' � , � � • . . . ' . • .}'.'i�� • • � .� . �' . �', "'i�i � � Description of Af�ached Document ,�-- ----_'-':-'.,�,�:�..,' r_f:i.__� ._;itl_�..�_._.._.��,� �.�.l 1_1✓^�� 4.�. �.t� I�� � t ! The prec�ding Certificat�o#Acknowiedganent is attached to� �1ueethad of Signer ldentifica#ion , � . i � > � document titled/fpr the purpose of �`� �Proved to me o»the basfs of satisfactory evidence: � � � � � j ^�tor�m�nf identifcatian F.—±credible wiiness(es) � � � � � , containing�pages,and dated��"��� , t Natarial event ls deta�ted�n nntary jaumal on: ( ; .. The signer )cap�city or authority is/are�s: � Page#,� �ntry#��� : �� �} Q' , � (nd'IVidU�l(�6) � Not�ry cantact: ����5� U� L:I AttQmey�n�facf � � �Oiher � � C.� Gorporate 4tficer(s) � % � j'�:I AdditlonaS Signor 1,�.1 Sign�r(s)Thumbprints{s) ' ;: . � � �-) � �I 7 GuardianlGonservator � - f L,! Partner-LimfiedlGeneral f - C:J Trustee(s) � - i � � ,N I 1 pther: ; rapresentirag: i � . , , � . i � � � � . . . ; i�. .� .� �..�"'77"1"'�':57T'^7'Ti 1:C"7�'.T.T'T'7"ZT�`4-1'.'"i:^'.`�'T.PP:-cFT'C'�'T.'"Ci�-TTI�"�li`.s'i":"7���'�ti'T'I�<:.7i:Ci":C7:,CiK�i i'��.. .a,�:C'-•75".T'7"T>TT'i'� .i� �..�.r'f:T.T.• � DOC#2015-0239040 Page 6 of 20 E�����'�` � �e�al]Dcsrx��ution of P�°o�e� TH�I1AND REFERREI7 TC�TIER.EZN HE�,OW IS SITIJATED IN�'Hk:C�"�'�.'4F TEMECiJLA,COUNT�Y`UF RIVERSIDF,,STATE OF C�LIFORNIA,�1ND�S DESCRIBED AS FOLLOWS: LOTS 1-4 OF'I'RACT 33584 APN�: 944-06�-�06�1 � � DOC#2015-0239040 Page 7 of 20 EXHtBIT B �Ma�/lllusfrativn) � � _T.__..�. Page 6 -- . c�x�r � 0 + `� � s ,�� �!�� / '� 18"P3pE �RFJ,IA�}.`BtiG CFliS o�i �. /�v �`' o � ]i� • � i�� � � � � � �� w �`''�,,�°o` "'� ���/�smsu�+r �, � s��t,aw F�ow � .�� o�a,, -.� OU`fI.ET O�7AIL �� a,`: `�. 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"^�- w ::;+- � . � �.`�^'•':;�;;�:1; ' Q :�'•`���� � �j.,Mj fY .,.�, -� .. w p � \ •,,�•;L�\l����=��� �a' � �1���r.�•• �l}� • 'Y. ,^ ,' a� . . � I � � � U � �' ..Q.�— � c� � � 2 �' o []�] pp � uj = W� r W W 4� n. �� Q °v�„ � O � �caau. aa ��r,viN ui �w � �o�W c�a �� �� �. x�.w� �� � �° � EW�� �� �W ocn � ��p� oC) �� � V i� U� p� mU X `.,t� io ^����y��T�.��� --�� � � DOC#2015-0239040 Page 12 of 20 � Q �o op� �r�- �Qo � rr �Q� �u�i� � E n � n ���Q� d� ��� � � �Wf�u-� UQ� �v'[L �4L7 U�U' �w a-f�� �`�'� ��� � ��U O�l--Q-�pi ��Qd UMcq �Q� ,., � U.1 F-� N���Q `t�(a u?`r�� ----.-___ w U ...�J F^J e n��� ��M � a� vwiq — �� Q L ��� � W _� �-�� �� � r �� 1=C) m � �..� [ /_...`"� f r'____'.�� �"'ti� �� v n�.. 4�� —_.�i � V Q� 04, �'�y� � A.�� pg � �_ �a �t� -I�.�`�"a, � �a.., � c�r' � ��' ._. R�' +�Z �U � ��} C J � �P`_�� � F u�l�� �d � *N-�U � C r �' � a rvwC] �� �{'�, p�qy '� cn � �O..1 `�dL�. .`�@� �-�� �01��L.�� � �LC Cn EL�Cl� O ��.. o�v _ �� �N�- � �W2 �� �� �� �`�-� �o� ��.a o a��.� �.:a � �--� �-----� a�-�n z z �� � � �r�� � ��� mo LL ��''� �`��'� �_�"==� � Z _1 ��-�, '�- ��� � �� c� ��� c�j �� vmu�i � � , �� a ��� � � 1 �� � t_�_.___r �.� c:.� - J �E--- �--, ,�.�-� � �� ❑ ���r===� � ��� d x�� � �C ��; - � w o�z � N °� `�- ���_ ���� � � _.._ � _ � a w ,.�.�, .� _ � �_ . , � � r----. �1 �� O � � , �....____�_-�„� u" � BR'� - �_""`ua I—— �Z z �--=� �� �� �� �-Q � � ��_ r�v� l �o� � ��� ��� ��� ��� � . �a►-- � � � � o z�u�] � o t�`�� � G_._�,_.,.�. w ��-Q-� � �� � Q 7~C��G -- ��„r � V ��Q � Cac=�=�� � -� � �� �� . � � � �_..�-� .. 4�=v�"��-�n-±7 - �lilG� C7 Q. af F=a� � ��E. a O�� gZZ cn j� Q�L`'• ��W� �� ��m �!- O ztu �� Z��� �� �z0 �d ��m Uz j�� w� �� �� Q� � aj N �w �� � �� �� t�i. o� E� �� F- �� 4� p Q� O � ; �� � � � � � � DOC#2015-0239040 Page 13 of 20 fI�WN�'LOW ENQ ' . Up�LOW END �,� , �l I 1 � e'-7"(2817mm� _I srn�rcxarvtaEct cor��iruRnTioN STARt lvlOpEl.is C1.05ED AT THF SlDF.,PaF2TAL END MiD PAftTlAL.LY OPEN AT TNE TdP POF�TAL EIVD � { �� _ � �--- 8�_2"�2A9tlmm7 �-� MIDDLE CHAMBER GONFIGURATION MkDDLE MObEL 15 COMPLET�L.Y OPEN AT TN�S{Il�f�ORTAL ENd AND AN3TlAI_LY OP�N AT TI iE T�P POR"CAL.ENI� � � �. �------B'-7'[2Q90mmj----� END CH�1M8�R C�NFIGURATiC7N [roD MOO�L IS COMp�.�7E�Y nr�E�t A�'7���SIDE POR�fAL END ANo cOM�L�'�4.Y C�OSEn a7 7�1�TOp POt2T�t.��vo I r � � � ` � I � � 8'-1"�24£4mm�---�------�--�—7�7"[2311 mm]-•------��----••9'-1'(2464mmj —� . LAY-L1P LENGTFIS NOTE: 1.St�[i chambnra(alosod at lhn sldff porial and)are plaoetl at Ihe lnflow end ol ttle rows. 2.Bt3gin plaGements wlth 5t�rt chamhara and end rnw9 with Enc1 aftarnbar�. 3.Pface flrst db n1 n�t chambt�rin the row over}asl r'�b of previous chamber. I..�. g�-g^(25Jtmml� - - 3 � �, &'-tl"�152Qmm] � �(�'7 i 4'-p"j1d22mmJ _ � . CUTflU1'�UIDE�'�R 10"j250mmj,ANq 12"(30bmmJ PVC RISCR PIPC CUT OUT GUICIE�OR 9 Q"[�5Qmm]PVG F�IPE � OR SMALLEFi � i 2`-1U"(864tnm] - - 1'-11'[51iQmmj I � � —.� �--�1'-1"[33Dmm] � DOC#20'E 5-0239040 Page 14 of 20 EXHIBtT C (D�,er�t�on and Mai�fenance!i�'anual} � � - Page 7 -- DOC#2015-0239040 Page 15 of 2Q s r p�r�tican arnt�n�nce ���n f�r Tr��fi33 � l. �nspection and Maintenance�.og tnspection and Maintenance Log is not yet available II, Updates, Revisions and Erra�� Operation &Maintenance Plan revision: March 98, 2014 111. Introduction A. Narratiwe overview describEng the site; drainage areas, routing and dis�harge points; and stormwater bmps Tract 33684 is a residentiaf area (6.38 acres) consisting of 59 lots for Mufti- Fam�ly homes. There is one draina�e management area (Area A) in which �he runo€F wi11 drain to the catch basin inlets located at fhe low points of"B Street" and "A Str�et" and be conveyed by prnpose;d sfiarm drain line#hat ou�lets to the detentian basin that is Iocated between Lots 34 and 35. A PVC pipe will connect Storm Chambers#o the starm drain line prior to�he autlet. Storm Chambers wil[ lie along the southern pa�tinn o�"A StreeE" and "B Street"wher�they intersect, and treat the first filush and eventually p�rcola#e within areas that afiow infiltration. IV. Responsibility for Maintenance A. Ceneral � 1. Name and contact info for responsible individuals Responsible Part Contact Info Mira Loma Recovery, LLC. 6430 W. Sut�set Bivd, Suite 460 Los Angefes, CA 90028 323-874-80(}0 City of Temecula--Public Works 41000 Main Street Maintenance Division Temecula, GA 9259Q 95��694�6444 Property Management Company/ Information not ye� available Property Owner's Association 2. Organization chart or charts showing organizafiion of the maintenance function and Iocation within the overal! organization Organization of the maintenance function can be found in the lnspectionlMaintenance M�trix. � 3. Reference to O�M Agreement(if any),A copy of#he � agreement should be attached � 1 � DOC#2015-0239040 Page 16 afi 20 . � � s � c i I � See attached {�&M l�greement in App�ndix�. , 4. Maintenance Funding a. Sources of funds for maintenance �b. Budge� categ�ry or line item � c. Description o�procedure and process for , ertsurir�g adequate funding for marntenance Treatment Responsible Responsibl� Instalfation Annual � 8111IP Funding Funding Party for Cos� O&M ' Party for Long�Term U&1VI Costs lnstalfation Storm � Mira Lom� Praper#y �14,n00 $500 Chambe� Recovery, Managemer�t System LLC. Compar�y/Property Owner's Assn�i�tion --� ' B. Staff Training !'rogram ' Maintenance Crew wil[ receive annual training. � C. Records lr�spection/Maintenance records must be kepi for five ye�rs for inspection by the City Inspector. � D. Sa�ety ' M�intenance Crew wil{ r�ceive safety tr�ining annualfy. V, Summary af DMA and Stormwater SMPs A. Drainag�Areas �. Drawings showing p�t-vious and impenrious areas (copied or adapted firom Praject-5pecific 1NQtUIP} See �ttached WQMP Site Plan (Figure 2)found in App�ndix B_ 2. Designation and description of each Draina�e Managemen#Area and how flow is routed to the corresponding Stormwat�r BMP � There is one drainag� management area �A�-e� A) in which the runoff will drain to the catch basin ir�lets focated at the iow points of"B Street" and "A Str�et" �rid be � , � � IDOC#2015-0239040 Page 17 af 20 a � 1 �I )# S � I hat outlets to#he detention basin th�t is canveyed by propc��ed storm dram iine t ' � located between Lots 3� and 35. A�'VC pipe will cor�nect Storm Chamhers to , the storrn drain 1ir�e prior to the autlet. Starm Chambers will lie along �he ' � southern portion of"A 5treet" anci "B Str�et" where tt�ey intersect, and trEat th� � firsiflush �nd eventuaily percoiate within �reas that allow infiltration. B. Struc�ural Past-Cvnstruc�ion �MPs �{. Dr�wings showing lo�atit�n and fype of each Structural Post-Constru�tion BNiP See attach�d WQMP Site Plan (Figure 2)found in Appendix Q. 2. Gen�ra! description of each facili�y {consider a tabi� if ' mare than two BMPs� a. Dr�inage Manag�ment Area and routing a� discharge � b. �tarmwafer BMlP type and size � Drainage IVJanagement Area A BMP Size Location Routes fio... Catch B�sin f n{�ts 3.50 ft "B Street" Dete�tian BasinlStorm * Chambers •7.00 ft "A Street" D�tention BasinlStorm Chambers Storm Chambers 8.50 ft Along the Permitted southern porfion Infiltration Areas af"A Street" and within "A Street" "B Street" where �nd "B Str�et" —__ __.. _ they intersect_�_ . ---- C. Seif-Retaining Areas or Other(e.g. LID Principfes� 1. Urawings showing the location of self-refiaining areas ar areas addressed by L.ID Principles�hat da not requir� specialized maintenance beyond fihat of typical tandscape maintenance � There are no self-retaining ar�as Vi. Stormwat�r BMP Design i]ocum�nta�ion A. "As�built" drawings af each Stormwater B111fP(design d�awings , in the dra�t Plan) � 3 ( � ' DOC#2015-0239040 Page 18 of 2Q �� . See Street&Starm Drain Improv�ment Pfans in �ppendi�c G. �. tlAanufac+�urer's data, manuafs, and rnaintenance � requirements for pumps, mechanical or electrical equipment �nd prQprietary �acilities (include a "p{acehold�r" in the draft Uperations and MaintEnance plan�or information not yet av�ilable) See Storm Chamber brochure for details�o���d in Appendix F anci Mainkenance Schedule below. � C. �pecific operation and maintenance concerns and firoubteshootir�g Not�e VII. Maintenance Schedule or Matrix A, iVlaintenance Schedule for each �aci[ity with specific requirement�for: 1. Routine inspection and maintenance 2. /•4nnual inspection and maintenance - 3. tnspection and maintenance a�fer major starms B. Service Agreement Information � � Inspection/Maintenance Res onsibilit Fre uenc Matrix BN1P Responsit�le Parry M�intenance Activity Insper.tionlM�inten��u:e Frequency Sourcc Contro!C3MFs(F3ottr structur�7!and nor►-structura!) Tenanl Educatian f'ro�erty Mana�ement properiy Managemeni iJpan initiai feasing ar sale Company or Properiy Comp�ny ar Prnperly of properly antl annually, Owners Associatian O�vners Assor.iatinn shall provide all lenanls�vi1h environmental awareness educafion�nalerials(m�tle availabl�by m�nicipal�iesj Act�viry Restrictions Properiy Management Enforce ActNity As needed Company or Praperly Resfricti�ns O�vners Associalion Commor�Area L�ter Prope�ty Owners �mpiy tras�i receptacles. 5 tisnes�ryezr ar as needed Cvntrol Association palrol common areas and perimeker f�nces to collect I�ter Gammon Are�Catch Basin Property Management Inspecf anc4 elean out catch AnnualfylOngoing Inspectian Coi3�pa�iy or Property basins prior to rainy ��� �� �_ ' Insp�ction/maintenance records must be kept fnr five yea�s fo�'snspection by tt�e City inspecfor � • . 4 o ; D�C#2015-0239Q40 Page 19 of 20 6 � .r"\ BMP Responsible Party. Ntaintenance Ac[ivity InspectionlMaintenance Frequency Owners Association season and nn later than Oetober�of each year as , well as aft�r major storrrr evenfs antl cl�aned oui _. __ before tf�e sump is 40%fuq Slreet 5weeping �C�y of Temecula � S�veep streets�nd Weekiy or as needed y maintain free€rom d�bris Caich Basin Stenciling 8� City of Temectala —'Insp�cfion oi stencil BEannual(hviee a year) , 5ignage legibilily.Re-stencil as necessary,bu�no less fhan ance svery 5 years. . Design end constr�Ct trash Praperty Management Inspect frash receptacles bVeekly� � and waste s4arage areas to Company or Property for leak and damage, r�duce pollu�io� Owners Associa�ion s�+veep area clean,spat introducfsan clean using map and water (no delerg�nts),antl . cantact the local sanitafion d�parimeni lo remove any ' larg�debris in the ar�a ttiat � does not f'rt in the tlurnpsler 'stself � Eificient Irrigafion& Proper#y Managemeni fnspection of spririkier Weekly �–� Landscape Design Company nr Property heads and irrigation timing � (}vsners Association cycle,and replacing, repairing vradjusting as nece5sary. I � � 5 1 I � � � DOC#2015-0239040 Page 20 of 20 � i,� � BMP ReSponsible Party Maintenance Activi[y InspectioiylMaintenance Frequency LlD f3MPs � Storm Chambers Property Management . Inspecl through Cluarterly and after each Company or Properly the risers. lt is large slorm event, Owners Association recommended �hat a log book be maintained � shou�ing the • deptl�of N�ater in the Storm Chamber al each observation in ''�'��"f order to �` determine!he "*"r``� cale af wliici�the �� Siorm Chamber , �1 syslem dewaters � aiter runoi( � � producing storm events, • Once ihe �, ` � ; perfomiance ' ` � - characteristics of � the Storm `� �} Chamber have �� - �� � been veri6ed,ihe ���� =� �y maniloring schedule can be '"��- reduced t�an ��"'x annual basis, , ,<_ ., ,. unfess Ihe • perfarmance daia suggests � lhat a more frequent schedule is required. . • Sedimenl should be removed wften tleposits approach within six inciies of the rim of the Sedimen7rap. � ' 6 � � � � � � � ro � � � � k � �. � � A � � e�-r O O� � CQ,,.,'.' � K O� � v � � � � � o � A �p � �, � � '+ O � C � m ¢; � O� C � fD � G ... n � � � � � A� h "'..�' � fD `� � J