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2002-7441 Gr, 1050 Regal Road STREET ADDRESS EN INEERING SERVICES DEPARTIV, ENGINEERING DEVELOPMENT APPLICATION PROPERTY OWNER INFORMATION Sea Coast Community Church NAME 1050 Regal Road MAILING ADDRESS Encinitas CA 92024 CITY, STATE, ZIP CODE 760- 753 -3003 TELEPHONE NO CIVIL ENGINEER INFORMATION ERB ENGINEERING INC_ NAME 12320 Stowe nrive Suite E ADDRESS Poway, CA 92064 (858) 748 -2130 CITY, STATE, ZIP TELEPHONE NO. RCE 40318 REGISTRATION NO 7L�-4 -f -E R APPLICATION NO. ASSESSOR PARCEL N 258 -240- CONTRACTOR INFORMATION NAME ADDRESS CITY, STATE, ZIP CODE TELEPHONE NO. STA'i E LICENSE NO. & TYPE SOILS ENGINEER INFORMATION Southern California Soils and Testing NAME 6280 Riverdale Street ADDRESS San Diego CA 92120 (619) 280 -4321 CITY, STATE, ZIP TELEPHONE NO. REGISTRATION NO DESCRIPTION OF WORK TO BE DONE Add parking spaces to existing lot 4 < f­w SIGNATURE e i,ill . �AVGI ' �Ll fCI S(L'uG PRINT NAME TYPE OF APPLICATION ( J AGREEMENT, COV., DOC. [ J BEACH ENCROACHMENT [ J CONSTRUCTION ( J FINAL MAP ( I FINAL PARCEL MAP GRADING MPROVEMENT ( J OPERATIONS PERMIT: NEWSRACK ( J PERMANENT ENCROACHMENT ( SEWER CONSTRUCTION ( J STREET NAME CHANGE [ STREET VACATION ( TEMPORARY ENCROACHMENT J UTILITY CONSTRUCTION c o m'N,) E'JS CASE NO.:.2�1_ - 2S N DATE SIGNED TELEPHONE NO. (FOR OFFICE USE ONLY) DATE COMPLETED DEPOSITS AND FEES PAID PERMIT /APPLICATION FEE: PLAN CHECK FEE /DEPOSIT: �J— ADDITIONAL PLAN CHECK _ FLOOD CONTROL FEE: INSPECTION FEE /DEPOSIT: SECURITY DEPOSIT: (CIRCLE ONE OF EACH) ASSIGN /BOND ASSIGN /BOND CASH /CD /LOC CASH /CD /LOC MONUMENTATION DEPOSIT: _ RETURN EXCESS DEPOSITS TO I I OWNER DATE: _jam_ CONTRACTOR AMOUNT 5 ENGINEER ( ( OTHER EN' 'NEERING DEVELOPMENT GENERIC CHECKLIST _ SUBMITTAL REQUIREMENTS _ MAP RECORDED _ RELATED PERMIT & CASE NUMBERS _ PLAN APPROVED (DATE: _ /�_) _ COST ESTIMATE APPROVED & ATTACHED _ 4 )BLUELINES RECEIVED F02SE App DSS CERTIFICATE OF INSURANCE VALID iECKLIST 4 CIVIL ENGINEER REGISTRATION NO. CONTRACTOR LICENSE NO. SECURITY DEPOSIT POSTED INITIAL REVIEW DEPOSIT /FEE PAID _ ADDITIONAL REVIEW DEPOSFT /FEE PAID FP_ INSPECTION DEPOSIT /FEE POSTED Project # I s entered into MODLI SEWER CONSTRUCTION CHECKLIST INVENTORY UPDATED PROJECT IDENTIFIED ON APPLICATIONS MAP _ PROJECT IDENTIFIED ON REFERENCE MAP _ PARCEL ANNEXED TO E.S.D. OR C.S.D. _ SEWER BOOK CHECKED FOR COMMENT _ TOPOGRAPHY EVALUATED _ EASEMENT OR RIGHT -0F -WAY _ LATERAL OR MAIN PUBLIC SEWER MAIN NO. _ WASTEWATER DISCHARGE PERMIT _ PLUMBING PERMIT CONTRACTOR LICENSE TYPE -A /C34 STANDARD CONDITIONS SIGNED CONSTRUCTION /IMPROVEMENT PERMIT ASBUILTS REQUIRED WARRANTY RETENTION APPLIES REIMBURSEMENT POLICY IMPROVEMENT CHECKLIST _ PROJECT IDENTIFIED ON APPLICATIONS MAP _ PROJECT IDENTIFIED ON REFERENCE MAP _ IDENTIFY IMPROVEMENT TYPE (I.E.: ROAD /DRAIN /PARK/TRAIL) CONTRACTOR LICENSE TYPE: A STANDARD CONDITIONS SIGNED TRAFFIC CONTROL PLAN ACCEPTED _ ASBUILTS REQUIRED WARRANTY RETENTION APPLIES GRADING CHECKLIST _ PROJECT IDENTIFIED ON APPLICATIONS MAP _ PROJECT IDENTIFIED ON REFERENCE MAP _ 1 ST SUBMITTAL ROUTED TO PLANNING .. _ PLANNING SIGNS MYLAR *incl: FIRE /SDWD /CS _ CHIEF CRITERIA FOR PERMIT _ 501L ENGINEF R REGISTRATION NO. CONTRACTOR LICENSE TYPE _ HAUL ROUTE DESIGNATED FLOOD CONTROL FEES: PRIVATE ROAD MAP CHECKLIST PROJECT IDENTIFIED ON APPLICATIONS MAP _ PROJECT IDENTIFIED ON REFERENCE MAP _ LAND SURVEYOR REGISTRATION NO. MONUMENTATION DEFERRED? CONSTRUCTION CHECKLIST _ STANDARD WORK ONLY _ CONTRACTOR LICENSE TYPE-A /CB /C12 STANDARD CONDITIONS SIGNED TRAFFIC CONTROL PLAN ACCEPTED PERMIT FEE PERMANENT ENCROACHMENT CHECKLIST _ NON STANDARD WORKS _ FIELD ENGINEER APPROVAL MAINTENANCE AND REMOVAL COVENANT STANDARD CONDITIONS SIGNED TRAFFIC CONTROL PLAN ACCEPTED PERMIT FEE 9 ENGINEERING DEPARTMENT APPLICANT FEES ACTION FORM DATE 3 APPUCANT NAME APPLICANT ADDRESS V"�\ . t�,) , c- Y1 12- G 2 PERMIT NUMBER RECEIPT NUMBER ySZ�i J Gl� Z�oz, i z /OVv CHECK NUMBER CASHIER INITALS 2 / DESCRIPTION AMOUNT CODE ACCOUNT NUMBER Agreement(Covenant AC 101-0000 -345 -0100 CN 101-0000 - 345-0200 Construction Exempt Organizations EX 1014)000 - 345 -0400 mo �.� GR 101-0000 - 345-0700 Grading Plancheck GI 101 -0000- 345 -0800 Grading Inspection Final Map Processing FM 101-0000 3450500 PM 101-00003450600 Parcel Map Processing Permanent Encroachment PE 1010000- 345 -1100 IR 101 tOOO-34 5 -0900 improvement Plancheck II 101 -0000- 345 -1000 Improvement inspection TE 101-0000345 -1200 Temporary Encroachment VA 101 -0000 - 345-1500 Street Vacation SN 101-0000 3451300 Street Name Change PN 101. 0000.345 -2100 A.P.N. Report Securtty Deposit CASHIER: SEE NOTES ON BACK 0 6 TOTAL Permit Coordinator ENGINEERi,�, DEPARTMENT APPLICANT De'`OSIT ACTION FORM DATE APPLICANT NAME APPLICANT ADDRESS PERMIT COORDINATOR TO BE COMPLETED BY CASHIER RECEIPT NUMBER CHECK NUMBER CASHIER INITALS ENGINEERING DEPOSIT CASHIER CODE - ED PROJECT NUMBER MUST BE ENTERED INTO PROJECT NUMBER FIELD I PROJECT it I TOTAL ENGINEERING SERVICES DEPARTMENT TRANSMITTAL FORM Capital Imprwemeot Projects District Support Services Field Operations Subdivision rntineenn; Traffic rntineerirlt FROM: Capital Improvement Projects (CIP) ❑ Subdivision Engineering (SE) 8— Traffic Engineering (TE) ❑ District Support Services C—D) ❑ Office of the Director ( #1) ❑ Field Operations (FO) ❑ T U o sinC FF o Ei O ATTENTION: FDD IL 11)9Al rfW DATE:?- Q)/03 7 Regarding (Finance Number T y� - �j ) DEPOSIT/FEE TPrM//MUP/MIN/DR: q (Finance Number � DEPOSIT/FEE ER ((7A.I'T 60e*? e -AZA6X " (Finance Number DEPOSIT/FEE APN: ?-Sp - Yy - 3 O Transmitted as following: Other Application: Final Parcel Map ❑ Final Map ❑ Check Checkprint / Approved Copy / Original / Certificate / Rejected Preliminary Title Report ❑ Traverse Calculations ❑ Reference Maps ❑ Interoffice Memorandum' ❑ Plancheck Comments' ❑ Legal Description ❑ Plal ❑ Other: (Type) (Check) CommenWAdditional Space for Document: Easement re: Covenant re: Highway ❑ Trail ❑ Improvements ❑ Sewer ❑ Park ❑ Impact Fees ❑ Drainage El El Assessments El Agreement re: ❑ Improvements ❑ Pvt. Rd. Maint. ❑ ❑ ' (Staff/ Sketch (- FIRE: V G C DE S S WATER: .. „ _� y (Publi te) ? a' (Road/Drainage/Water /Se edl-miVPark/Facility) Intermediate Description: Improvement Plan ❑ Check Checkprint/Approved Copy/Original/Rejected Plancheck Comments" ❑ ----- ----- ------ ----- ---- ----------------- -------------------^- Grading Plan ty 3 Check ckpr' Approved Copy /OriginaVRejected Plancheck Comments"' ❑ Plan Change Description: (Mass/Rough/Preliminary/Precise) (Erosion Control/Planting & Irrigation) Structural Calculations ❑ Cost Estimate ❑ Soil Report ❑ Hydrology Study/Map ❑ Cross Sections ❑ Exhibit: ❑ As Per... Our conversation ❑ My /your inquiry ❑ Our Review For your... Correction a--Comment ❑ Signature Pleaserett Cif} q,rE,Y Ale /ALTS Pleasecall: -3400 Originator: a TI t 1 Copies to: ,'it,r [ Our Inquiry ❑ Our Approval ❑ ❑ Information ❑ Uses ❑ !s3"1 fM" necessary F _ V Messenger ❑ Mail ❑ Facsimile ❑ Other ❑ I Received by: Date: A Title: Location: Telephone: =cx:x T-(7607M L770 1FAX-(7G M3- ZSISTTD - 50:) JOum Vulcan MVuluq uu,uu r..ur ---- - --- . - - - - - -- . 1SG /ARR/Gcncric Trans. doe/02. 11 .99 I oft Pita ENGINEERING SERVICES DEPARTMENT INTRADEPARTMENTAL TRANSMITTAL FORM Copilot Improvement Projects District Support Services Feld Operations Subdivision Eryineering Traffic Engineering T Capital Improvement Projects (CIP) ❑ Subdivision Engineering (SE) Traffic Engineering (TE) ❑ O District Support Services (_D) ❑ Office of the Director (#I) ❑ Field Operations (FO) ❑ ATTENTION: 0,4piz r/yo Acju DATE: 2/¢/ Regarding (Finance Number _ _ - DEPOSI%� TPM/TM/MUP/MiN/DR: 9� (Finance Number _) DEPOSIT/FEE / (Finance Number _� DEPOSIT/FEE APN: 17,- U-2 -4-0 O. j Transmitted as following: Comments/Additional Space for Document Final Parcel Map ❑ Final Map ❑ Submittal/Amended/Corrected 1) Response to Plancheck ❑ Proposed ❑ Corrected ❑ Approved ❑ Interoffice Memo• ❑ Blueline/Red -lined ❑ Checkprint ❑ Original ❑ Certificate ❑ 2) Miscellaneous Exhibit ❑ 3) Street Vacation Application ❑ Approved TMITPM ❑ Resolution of Approval ❑ Coastal Permit ❑ 4) Street Name Change Application ❑ Preliminary Title Report ❑ Guarantee ❑ Tax Certificate ❑ 5) Other ❑ 6) Copies to: Copies of all documents listed in preliminary title reportfVesting Deed ❑ Traverse Calculations ❑ Reference Maps ❑ Letter Re: Access ❑ Additional Notes: Corporate/Partnership Papers ❑ Property Appraisal ❑ Utility Letter• ❑ Deferred Monumentation Letter ❑ Agency Letter: ❑ Legal Description ❑ Plat ❑ Recording Fee ❑ ❑ Easement re: Covenant re: Highway ❑ Trail ❑ Improvements ❑ ' (CD /CSI FIRE /SDWD /Ob7WD/LCWD /G &FJr /CATV) Sewer ❑ Park ❑ Impact Fees ❑ Drainage ❑ ❑ Assessments ❑ Agreement re: ❑ Improvements ❑ Pvt. Rd. Maint. ❑ ❑ Sketch (if needed) / Description: Improvement Plan ❑ Submittal/Plan Change/As -Built Proposed ❑ Corrected ❑ Approved ❑ Mfg. Specs. ❑ Blueline/Red -lined ❑ Checkprint ❑ Original ❑ Cross Sections ❑ Structural Calculations ❑ Cost Estimate ❑ (Public/Private) Note: See other blocks for additional items, if any. ( Road / Drainage /Water /SewerfTraiVPark/Facility) Grading Plan � �� ubmitta Ian Change /As -built Proposed ❑ Correct Ap �,/ ❑ cc • ❑�,/ Blue I ine/Red-lined � Checkprint E Original ED,"/ 6A5/LACS Hydraulic Calculations/Map ❑ Cost Estimate ❑ Soil Report ❑ Letter re: Permission to Grade ❑ Structural Calculations ❑ (Mass/Rough/Preliminary/Precise) Note: See other blocks for additional items, if any. (Erosion Control/Planting & Irrigation) As Per... Submitt al Re ements [� Our Conversation ❑ Public Inquiry/Proposal ❑ Our Approval ❑ For Your... Review Use ❑ Approval ❑ Signature ❑ Information ❑ ORIGINATOR: /e�` �� ET (flame) (Position) 505 South Vulcan Avenue, Encinitas, California 92024 -3633 TEL (760) 633- 2600/FAX (760) 633 -2627 / TDD (760) 633 -2700 JSG /ARRAntra Trans. doe/02.11.99 1 of I . IVGINEERING SERVICES DEPAn (KENT INTERDEPARTMENTAL TRANSMITTAL FORM Capital Improvement Pro Districl Support Ser Field Opera Subdivision Engine Traffic Engines FEtOM: Coital Improvement Projects (CIP) ❑ Subdivision Engineering (SE);K Traffic Engineering (TI3) ❑ District Support Services D) ❑ Office of the Director (# 1) Field Operations (FO) ❑ T Community Development - Current Plamoine O Fire -Fire Prevention ATTENTION: San Dieguito Water District - Engineering & Plannine Community Services - Parks & Beaches DATE: DLI Regarding (Finance Number -� 4-41 - DEPOSIT/FEE (Finance Number _, DEPOSIT/FEE (Finance Number DEPOSIT/FEE Transmitted a following: Final Pared Map C] Final Map ❑ Checkprint / Approved Copy / Original / New or Revised Improvement Plan Check Checkprint / Approved Copy / Original / New or Revised Grading Plao 6C l ° e Check Checkprint / Approved Copy / Original / New or Revised TPtvl/TM/MIIP/M[N/D&: -7 - APN: Other Application: Check (Type) (Check) Cornments/Additional Space for Document: • ( Staff /Consultant/CD/Fire/SDWD /OMWD/( Cglp) Sketch (if needed): (Public/Private) (R oad/Drain ag e/W ater /Sewer /Trai VPark/Fac i I ity) Intermediate Description: Plan Change Description: (Mass/Rough/Prelim inary/Precise) (Erosion Control/Planting & Irrigation) As Per... Our conversation ❑ My /your inquiry ❑ Our Review Our Inquiry ❑ Our Approval ❑ For your... Correction El Comment � Signature E] Information E] Uses ❑ Please return S 1 Please call: if necessary Originator: Copies to �; L 505 South Vulcan Avenue, Encinitas, California 92024 -3633 TEL (760) 633- 2770/FAX (760) 633 -2818 / TDD (760) 633 -2700 JSG /APjiAnlar Trens JnNn3 n2 99 - 1 of L, vGINEERING SERVICES DEPAA_ - iENT INTERDEPARTMENTAL TRANSMITTAL FORM Capital Improvement Frole District Support Senn Field Operali, Subdivision Engineer Traffic Engineers FROM: Cipital Improvement Proiects (CIP) ❑ Subdivision Engineering (SE);Er Traffic Engineering (TE) C] District Support Services (_D) ❑ Office of the Director (#I) Field Operations (FO) ❑ T — '>Communitr Development- Current Planning O Fire-Fire Prevention ATTENTION: en e"-\ San Dieeuito Water District- Eneineerin¢ & Planning Community Services — Parks & Beaches DATE: 3 D" � rIt1 4 Regarding (Finance Number--? j DEPOSIT/FEE TPANIffM/MUP/MfN/DF, (Finance Number _) DEPOSITNEE >42-Aengh 54 (Finance Number _) DEPOSITIFEE APN: 2 k – '�'k Transmitted as following: Final Parcel Map ❑ Final Map ❑ Checkprint / Approved Copy / Original / New or Revised Other Application: ' Check I (Type) Improvement Plan ❑ Check Checkprint / Approved Copy / Original / New or Revised � —44- -- �----- --- -- -- - -- - -- Grading Plaagj e� Check Checkprint / Approved Copy / Original / New or Revised (Check) Cot�menti/Additional Space for Document: Sot rr OJ.LOir�O �T •2R •02 • ( Staff/ Consultant/CD /Fire/SDWD /OMWD/LCWD) Sketch (if needed): (Public /Private) ( Road / Drainage /Water /Sewer /Trai VPark(Fac it ity) Intermediate Description: Plan Change Description: (Mass/Rough/Pre I im inary/Precise) (Erosion Control/Planting & Irrigation) As Per... Ourconversation ❑ My /your inquiry ❑ Our Review Our Inquiry ❑ Our Approval Cl For your... Correcti(o�n ❑ Comment Signature ❑ Information ❑ Uses ❑ Please return SI { Please call: if necess Originator: Copies to: F; 505 South Vulcan avenue, Encinitas, California 92024 -3633 TEL (760) 633- 2770TAX (760) 633 -2818 / TDD (760) 633 -2700 1SG /ARRAnw -Trens dnd03 02 99 1 utl CZ) Gt/c,� G� svld ec� Np a*ty loo/ (gCj4 �rn� Fps .e•C'E..ecf n au - �3� LQNa�sca rYt 5 Gcrt -ti yGtQQ�,� -�o % lrn s W L4 AotolO- /LOW Of' SM"," Suti�.f s� /Z-av J cis �Z rcc - �S� m � Ac 7�1-�a-4 �� 230 0 v a,, vrGINEERING SERVICES DERAR.,rIENT TRANSMITTAL FORM Capital Improvement projects District Support Services Field Operations S4111" Skin Engineering _. Tratfti Engineenrg_. FROM: Capital Improvement Projects (CIP) ❑ Subdivision Engineering (SE) ®• Traffic Engineering (TE) ❑ District Support Services (_D) ❑ Office of the Director (# 1) ❑ Field Operations (FO) ❑ T Lt2f3 O ATTENTION: w•. �Z, C tf X2+7 0SS -i48 - 2I 30 DATE: S(•-5 td 'L Regarding (Finance Number DEPOSIT/FEE TPWTM/MUP/MfN/DR: ri 7ti S (Finance Number _) DEPOSIT/FEE S r�2ysST Cow�.,...a�.,, M GGIr — '--"- (Finance Number _� DEPOSIT/FEE APN: 24 3 24 0 - %s Transmitted as following: Other Application: Final Parcel Map ❑ Final Map ❑ Check (Type) (Check) Checkprint / Approved Copy / Original / Certificate / Rejected Preliminary Title Report ❑ Traverse Calculations ❑ Reference Maps ❑ Comments/Additional Space for Document: Interoffice Memorandum* ❑ Plancheck Comments* ❑ Legal Description ❑ Plat ❑ Other: ❑ Easement re: Covenant re: Highway ❑ Trail ❑ Improvements ❑ • ( Staff / Consultant /CD/Fire /SDWD /OMWD /LCWD) Sketch (if needed): Sewer ❑ Park ❑ Impact Fees ❑ Drainage Cl ❑ Assessments ❑ Agreement re: n Improvements ❑ Pvt. Rd. Maint. ❑ rl Improvement Plan O Check CheckprinttApproved Copy /OriginaVRejected Plancheck Comments' ❑ (Public/Private) (Road/Drainage/ Water/Sewer/Trai 1/Park/Facility) Intermediate Description: --------- ,--- ---- - - - - -- T------------------ ---- ------ ---- ---- ---- ----- - - -- Grading Plan Check Plan Change Description: Checkprint/Approved Copy /OriginaVRejected Plancheck Comments* (Mass/Rough/Preliminary/Precise) Structural Calculations ❑ Cost Estimate Soil Report R Hydrology Study/Map 54 Cross Sections LJ Exhibit: ❑ (Erosion ControVPlanting & Irrigation) As Per... Our conversation ❑ My /your inquiry ❑ Our Review ❑ Our Inquiry ❑ Our Approval ❑ For your... Correction ❑ Comment ❑ Signature ❑ Information ❑ Uses ❑ Please return Z fti -15' SC-i5 Please call: "ttoo - to33 -Z-183 if necessary Originator: Copies to: v Messenger ❑ M i Facsimile ❑ Other ❑ Received by: Date: A Title: Location: Telephone: 505 South Vulcan Av9eue,/Encinitas, California 92024 -3633 TEL (760) 633 - 2770 /FAX (760) 633 -2818 / TDD (760) 633 -2700 JSG/ARR/Cencric_Trans dodll, 11 99 [of 1 ENGINEERING SERVICES DEPARTMENT INTERDEPARTMENTAL TRANSMITTAL FORM Capital Improvement I District 5upport s Field Ope Subdivision Engir TtOMc Engir IrEtOM: Gpital Improvement Projects (CIP) ❑ Subdivision Engineering (SE),W Traffic Engineering (T'E) District Support Services (_D) ❑ Office of the Director (#I) Field Operations (FO) O T Community Development- Current Planning O Fire -Fire Prevention ATTENTION: SanDieeuito Water District -Eng nearing & Planning ��Comnunity Services - Parks � Beaches DATE: Regarding (Finance Number-? 4-41 _ - � DEPOSIT/FEE (Finance Number - DEPOSIT/FEE (Finance Number DEPOSIT/FEE Transmitted as following: Final Parcelbfap E] Final Map O Checkprint / Approved Copy / Original / New or Revised Improvement Ptaa ❑ Check Checkprint / Approved Copy / Original / New or Revised Grading Plan C ' 1 GeCheck Checkprint / Approved Copy / Original / New or Revised Check Other Application: (Type) (Check) Cornments/Additional Space for Document: • ( Staff / Consul tantfCD /Fire/SDWD /OMWD/LCWD Sketch (if needed): (Public /Private) (Road/Drainage/Wa ter /Sewer /Tral VPark/Fac ility) Intermediate Description: Plan Change Description: (Mass/Rough/Preliminary/Precise) (Erosion Control(Planting & Irrigation) As Per... Our conversation ❑ My /your inquiry ❑ Our Review Our Inquiry ❑ For your... Correction O Comment �'K Signature ❑ Information ❑ Please return Originator: Our Approval ❑ Uses Please call: if essary Copies to F; i -0— 505 South Vulcan Avenue, Encinitas, California 92024 -3633 TEL (760) 633- 2770/FAX (760) 633 -28 1g/ TDD (76D) 633 -2700 JSG /ARR/Inlrr Isans &CO3 0: 99 - I of l ENGINEERING SERVICES DEPARTMENT INTERDEPARTMENTAL TRANSMITTAL FORM Copliol Improvement f District Support 5 field Ope Subdivision Engir TfOrac Englr FROM: Capital Improvement Projects (CIP) ❑ Subdivision Engineering (SEtJ�[ Traffic Engineering (TE) District Support Services (`D) ❑ Office of the Director (# 1) ❑ Field Operations (FO) ❑ T Community Develooment- Current Planning O Fire-Fire Prevention ATTENTION: �SanDieguito Water District - Engineering & Planning Community Services — Parks & Beaches DATE: i Regarding (Finance Number -q R) DEPOSIT/FEE TPWTM/MUP/MfN/D : _ a-7__ 25 (Finance Number _) DEPOSIT/FEE rvrt c,�; re (Finance Number DEPOSIT/FEE APN Transmitted at following: Final Pared Nap 0 Final Map ❑ Check Ch eckprint / Approved Copy / Original / New or Revised Improvement Plan ❑ Check Checkprint /Approved Copy / Original / New or Revised Grading Plan DC I Ge Check Checkprint / Approved Copy / Original / New or Revised Other Application: (Type) (Check) Comments/Additional Space for Document: • (StafU Consultant /CD/FirrISDWD /OM WD/LC WD Sketch (if needed): (Public/Private) (Road/Drainage/Wa ter /Sewer /Trai VPark/Facility) Intermediate Description. Plan Change Description: (Mass/Rough/Prelim inary/Precise) (Erosion Control/Planting & Irrigation) As Per... Our conversation ❑ My/your inquiry ❑ Our Review Our Inquiry ❑ Our Approval ❑ For your... Correction ❑ Comment Signature ❑ Information ❑ Uses 0 Please return -ALSA P Please call: if necessary Originator: Copies to - 505 Snuth Vulcan Avenue, Encinitas, California 92024 -3633 TEL (760) 633- 2770/FAX (76o) 633- 2819 /TDD (760) 633 -2700 JSG /ARR/In1tr_l,ans Jadn3 02 99 1 of 1 0 • ENGINEERING SERVICES DEPARTMENT INTERDEPARTMENTAL TRANSMITTAL FORM capilel hnprovement 1 District support 5 Field Op, Subdivision Engir TroMc Engir FROM: Clpital Irrlprovelnent Projects (CIP) ❑ Subdivision Engineering (SEX TrafFc Engineering (TH) District Support Services (_D) ❑ Office of the Director (p 1) ❑ Field Operations (FO) Cl T Community Development- Current Planning O >FjM&e Prevention ATTENTION: Sao Dieeuito Water District - Engineering & Planning Conmunity Services — Parks & Beaches DATE: Regarding (Finance Number_ - DFPOSIT/FEE (Finance Number _) DEPOSIT/FEE (Finance Number _� DEPOSIT/FEE Transmitted a following: Final Pared Map D Final Map O Check Checkprint / Approved Copy / Original / New or Revised I Ent provesseal Plaa ❑ Check Checkprint / Approved Copy / Original / New or Revised Grading PlangJ � Check Checkprint / Approved Copy / Original / New or Revised T?=P/MlN/D: _ (% _ APN: D — Other Application: (Type) (Check) Comments/Additional Space for Document: ' ( Staff/ ConsultanVCD /Fire/SDWD /OMWD/LC�WD Sketch (if needed): (Public/Private) ( Road (Drainage /Water /Sewer/TraiVPa k/Facitity) Intermediate Description: Plan Change Description: (Mass/Rough/Prelim inary/Necise) (Erosion Control(Planting & Irrigation) As Per.. Our conversation ❑ My /your inquiry ❑ Our Review Our Inquiry ❑ Our Approval ❑ For your... Correction Comment � Signature E] Information ❑ Uses ❑ Please return &S; ( 1 Please call: Originator ��_� / ^ ��� Copies to 'F; ` if necessary 505 South Vulcan Avenue, Encinitas, California 92024 -3633 TEL (760) 633 - 2770 /FAX (760( 633 -2918 / TDD (760) 633 -2700 ISGLVi R/In1fr T, I'll Jocr(13 02 77 1 of ENGINEERING SERVICES DEPARTMENT INTERDEPARTMENTAL TRANSMITTAL FORM Capitol Improvement Prc District support Se, Field Operc Subdivision Engine Trornc Engine FROM: Crpital Improvement Projects (CIP) E] Subdivision Engineering (SEX Traffic Engineering (TE) C) District Support Services (_D) C) Office of the Director (It 1) E] Field Operations (FO) T ---2PConmunity Development- Current Plannin¢ O Fire-Fire Prevention San Dieguito Water District - Engineering & Planning Community Services — Parks & Beaches Regarding (Finance Number - DEPOSIT/FEE (Finance Number DEPOSIT/FEE (Finance Number DEPOSIT/FEE ATTENTION: DATE- -S -SI(D D-� Transmitted at following: Final Parcel blap [j Final Map E] Check Checkprint /Approved Copy / Original / New or Revised Improvement Plan Check Checkprint / Approved Copy / Original / New or Revised Grading Plan Check Checkprint !(A' New or Revised T PM/TM/MUP/MM/I?A: —7 _ 9 S42areJos c-4 LO�vrl tn. -�y r rc APN: Other Application: (Type) (Check) Comments/Additional Space for Document: • ( Staff/ Coasulhnt /CD(Fsre/SDWD /pM�Vp�CWD) Sketch (if needed): (Public/Private) (R o ad/ Drainage / Water /Sewer /Trai VPark(FaaI1 i ty) Intermediate Description: Plan Change Description: (M ass/Rough/Prelim inary/Precise) (Erosion Control/Planting & Irrigation) As Per... Ourconversation E] My /your inquiry E] Our Review Our Inquiry (3 Our Approval For your... Correction Comment �K Signature Ej Information ❑ Uses Please return SA Please call: if necess Originator: — Copies to: 505 South Vulcan Avenue, Encinitas, California 92024 -3633 TEL (760) 633- 277011FAX (760) 633 -2818 / TDD (760) 633 -2700 1SG /ARRAnur_Trans doc /03 02 99 1 on 0 LOB STTEADDRESS 1050 Regal Road STREET ADDRESS ENGINEERING SERVICES DEPARTMENT ENGINEERING DEVELOPMENT APPLICATION PROPERTYOWNER INFORMATION Sea Coast Community Church NAME 1050 Regal Road MAILING ADDRESS Encinitas CA 92024 CITY, STATE, ZIP CODE 760 - 753 -3003 TELEPHONE NO. CIVIL ENGINEER INFORMATION ERB ENGINEERING INC_ NAME 12320 Rtovp Drive Suite E AD DRESS _ Poway CA 92064 (858) 748 -2130 CITY, STATE, ZIP TELEPHONE NO. RCE 40318 REGISTRATION NO 4-1 1 v` APPLICATION NO. ASSESSOR PARCEL P 258- 240 -30 CONTRACTOR INFORMATION NAME ADDRESS CITY, STATE, ZIP CODE TELEPHONE NO. STK, E LICENSE NO. & TYPE SOILS ENGINEER INFORMATION Southern California Soils and Testing NAME 6280 Riverdale Street ADDRESS San Dievo. CA 92120 (619) 280 -4321 CITY, STATE, ZIP TELEPHONE NO. REGISTRATION NO DESCRIPTION OF WORK TO BE DONE Add parking spaces to existing lot CASE NO.: _ - 25 AU SIGNATURE DATE SIGNED C,n�IA JR+�[1 L2n{Zil'Sf1A�G PRINT NAME TELEPHONE NO. TYPE OF APPLICATION j ] AGREEMENT, COV., DOC. [ J BEACH ENCROACHMENT ( [ CONSTRUCTION [ [ FINAL MAP [ ) FINAL PARCEL MAP GRADING IMPROVEMENT [ ) OPERATIONS PERMIT: NEWSRACK [ [ PERMANENT ENCROACHMENT [ ( SEWER CONSTRUCTION ( J STREET NAME CHANGE ( STREET VACATION ( TEMPORARY ENCROACHMENT [ UTILITY CONSTRUCTION (- () •.A,,IF"dr, (FOR OFFICE USE ONLY) DATE COMPLETED DEPOSITS AND FEES PERMIT /APPLICATION FEE: _ PLAN CHECK FEE /DEPOSIT: Jam_ ADDITIONAL PLAN CHECK J_ FLOOD CONTROL FEE: INSPECTION FEE /DEPOSIT: SECURITY DEPOSIT:__ (CIRCLE ONE OF EACH) ASSIGN /BOND ASSIGN /BOND CASH /CD /LOC CASH /CD /LOC MONUMENTATION DEPOSIT: RETURN EXCESS DEPOSITS TO: OWNER DATE: __J_ /_ CONTRACTOR AMOUNT: $ _ ENGINEER OTHER PAID LETTER OF TRANSMITTAL st) ENGINEENING INS ERB ENGINEERING, INC. ry! Jo y 1 2320 STOWE DRIVE. SUITE E POWAV. CALIFORNIA 92084 AMEWCAM a1D1AN FIRN (8511) 748 -2130 • Fa. (858)748E 9 TO REC Attn.: 6;�Af I &1-26 k 1 z -1 W y( ✓/ E ARE SENDING YOU: — Attached El under separate co l:: Prints + �❑ Shop drawings ❑ Plans ❑ Change order C Copy of letter ❑ JOB NO Ae following items: s ❑ Samples THESE ARE TRANSMITTED AS • ' For approval cm Approved as submitted Foryouruse ❑ Approved as noted As requested ❑ Returned for corrections ❑ For review and comment ❑ ❑ FOR BIDS DUE 20 ❑ L� REMARKS k � S)- 119b n THESE ARE TRANSMITTED AS CHEIGKfD BELOW: For approval ❑ Approved as submitted Foryouruse ❑ Approved as noted As requested ❑ Returned for corrections ❑ For review and comment ❑ ❑ FOR BIDS DUE 20 ❑ L� REMARKS k � S)- 119b n COPY TO ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints PRINTS RETURNED AFTER LOAN TO US SIGNED: W If enclosures are not as noted, kindly notify us at once. u ENGINEERING DEPARTMENT APPLICANT FEES ACTION FORM DATE �-- APPLICANT NAME PERMIT NUMBER RECEIPT NUMBER ClG. 2/oa / z (OVV v CHECK NUMBER ! CASHIER INITALS DESCRIPTION AMOUNT CODE ACCOUNT NUMBER Agreement/Covenant Construction Exempt Organizations Grading Plancheck Grading Inspection Final Map Processing Parcel Map Processing permanent Encroachment Improvement Plancheck Improvement inspection Temporary Encroachment Street Vacation Street Name Change A.P.N. Report Security Deposit Permit Coordinator T CN EX mo off. ��d GR GI TOTAL Q—( -20 191 I IIII I II II II 1 II IIII I/I I III• I II I III■ of 1 •III I�IP PM 101-0000- 3454)600 PE 101-0000-3451100 I 101-0000 - 3450900 II 101 4000.3451000 TE 101.0000- 3451200 VA 1 01 - 0000 - 3 451 500 SN 101. 0000 - 3451300 PN 101 -0000 - 345 -2100 CASHIER: SEE NOTES ON BACK 0 0 ENGINEERING SERVICES DEPARTMENT INTRADEPARTMENTAL TRANSMITTAL FORM Capital Improvement Projects District Support Services Field Operolions SubcAvision Engineering Traffic Engineering T Capital Improvement Projects (C1P) ❑ Subdivision Engineering (SE)X Traffic Engineering (TE) ❑ O District Support Services (_D) ❑ Office of the Director ( #1) ❑ Field Operations (FO) ❑ ATTENTION: = 10 DATE: �,q Regarding (Finance Number 4 41 DEPOSIT/FEE TP�vf/T M/MUP/Jv1IN/DR: S S (Finance Number _� DEPOSIT/FEE eA�•.3 -}— cmn.- t (Finance Number _� DEPOSIT/FEE APN: P-52! - 2 tfi O ^ 3 0 Transmitted as following: Comments /Additional Space for Document Final Parcel Map ❑ Final Map ❑ Submittal/Amended/Corrected 1) Response to Plancheck ❑ Proposed ❑ Corrected ❑ Approved ❑ Interoffice Memo* ❑ 2) Miscellaneous Exhibit ❑ Blueline/Red -lined ❑ Checkprint ❑ Original ❑ Certificate ❑ 3) Street Vacation Application ❑ Approved TM/TPM ❑ lution of Approval ❑ Coastal Permit E] 4) Street Name Change Application ❑ Preliminary Title Report Guarantee ❑ Tax Certificate ❑ 5) Other 0 6) Copies to: Copies of all documents listed in preliminary title report/Vesting Deed ❑ Traverse Calculations p Reference Maps ❑ Letter Re: Access ❑ Additional Notes: Corporate/Partnership Papers ❑ Property Appraisal ❑ Utility Letter' ❑ Deferred Monumentation Letter ❑ Agency Letter: p Legal Description ❑ Plat ❑ Recording Fee ❑ ❑ Easement re: Covenant re: • ( CD/ CS/ FIRE/SDWD /OMWD/LCWD /G&Ffr /CATv) Highway ❑ Trail ❑ Improvements ❑ Sewer ❑ Park p Impact Fees ❑ Sketch (if needed) / Description: Drainage ❑ ❑ Assessments ❑ Agreement re: ❑ Improvements ❑ Pvt. Rd. Maint. ❑ ❑ Improvement Plan ❑ Submittal/Plan Change /As -Built Proposed ❑ Corrected ❑ Approved ❑ Mfg. Specs. ❑ Blueline/Red -lined ❑ Checkprint ❑ Original ❑ Cross Sections ❑ Structural Calculations ❑ Cost Estimate ❑ (Public/Private) Note: See other blocks for addiC al items, if any. ( Road / Drainage /Water /Sewer /TraiUPark/Facility) f Grading Plank I Submitta Ian Change /As -built Proposed C rrected ❑ Approve cc' F1 Blueline/Red -line Checkprint ❑ Original ❑ Hydraulic Calculations/Map Cost Estimate Soil Rye ortg Letter re: Permission to Graae Li Structural Calculation x (Mass/Rough/Preliminary/Precise) Note: See other blocks for additional items, if any. (Erosion Control/Planting & Irrigation) As Per... Submittal Requirements ❑ Our Conversation C] Public Inquiry/Proposal ❑ Our Approval ❑ For Your... Review ❑ Use ❑ Approval ❑ Signature ❑ Information ❑ ORIGINATOR: (Name) (Position) 505 South Vulcan Avenue, Encinitas, California 92024 -3633 TEL (760) 633- 26001FAX (760) 633 -2627 / TDD (760) 633 -2700 JSG /ARRAntra Trans doc/02. 11.99 1 ut I 03/25/2002 10:58 FAX 819 299 1718 COMMONWEALTH L0002 161 DOC 0 1996- 0554025 01 —NOV -1996 08 =00 AM RECORDING REQUESTED 9Y: OFFICIAL RECORDS axill Al in orduilk;frFl Ltmms MU SAH DIEGO COUNTY RECORDER'S OFFICE GREGORY SMITH, COUNTY RECORDER WI N RECORDED "L Tor RE: 7.00 FEES: 43.00 rr.�. Evangelical Christian Credit Union Al 5.00 ARE Af: 1.00 swM 1150 N. Magnolia Ave. 00 P.O. Box 3068 D 20. C k Anaheim, CA 92803 1�,t SEND TAX NOTICES TO: Seacoast Community Church w+r 1050 Regal Rd. neo-... Encinitas. CA 92024 )C G D ,C _ SPACE ABOVE THIS LINE FOR RECORDER'S US ^ 5 72 M7 GRANT DEED R( NGI*EI6 —GSl�l CITyOFENCINRAS` THE UNDERSIGNED GRANTOR(S) DECLARE(S) DOCUMENTARY TRANSFER TAX is $ 0.00 O rsmpuled an lull value of property aaaveyeQ or ❑ P,nV ad on full value Il Valle d lens or M!]xnoranrPS remail al lime of cola. Q unww"poraled area akY of Encinitas AND FOR A VALUABLE CONSIDERATION, receipt of which Is hereby acknowledged, Seacoast Community Church, a non profit corporation formerly known as First Baptist Church d Enctrill a Californis Corporal hereby GRANT(s) to Seacoast Community Church, a California non -profs corporation the following described real property in the County of San Diego, State of California. see Exhibit A' attached hereto and made a part hereof. TDe grantors and grantees in this conveyance are comprised of the same parties who continue to hold the same proportionate interest in property. Realty and Taxation Code 11923, Sub - paragraph D. Datedl0 -, P - I, Seacoast Community Church, a non -profit corporation formerly known as First Baptist Church of Encinitas, a California Corporation By: 4-9' Geo a De Vnes, Eider 1062773 adhoc - SD:1996 00554025 By Bob Newby, Pastor of AdTi 03 %25/2002 09:47 AM 1 of 3 03/25/2002 10:56 FAX W zee 1715 COMMONWEALTH 4 003 162 M49 9 i!a That portion of the Southeast Quarter of the Southwest Quarter of Section 15, Township 13 South, Range 4 West, San Bernardino Meridian, in the County of San Diego, State of California, according to United States Government Survey, lying Northeasterly of the Northeasterly line of land described in deed to the State of California, recorded February 26, 1963 as File/Page No 33111 of Official Records. APN 258.240 -30-00 1062773 adhoc - SD:1996 00554025 03/25/2002 09:47 AM 2 of 3 03/25 2002 10:50 FAX 918 299 171$ CUMMUN"EAL1H wi uua CALIFORNIA ALL - PURPOSE ACKNOWLEDGMENT ro szr State of C'AIJyOReiil+ 163 County of _ 5Ad .D; o O On _6cf• before me, /hoAti�i► ✓y2cl f5. .lb v PubJ'c , OATC n,ue. Tans os n. e. •AW ooc, ARY PUBUC personally appeared 6cMP DeVr an0( �?obcr f S. Ak-jin NAMCItI aF SYi>eibi s wpersonally known to me - OR • EAproved to me on the basis of satisfactory evidence to be the person(s) whose nanne(s) is /are subscribed to the within instrument and ac- knowledged to me that he /sheRhey executed the same in his /her /their authorized capacity(ies), and that by his /her /their signature(s) on the instrument the person(s), or the entity upon behalf of which the U MONIGA VARGAS; person(s) acted, executed the instrument. eomal. rl 851" (7 OTAAYry G-r LIFORM'. 0 WITNESS my hand and official seal. Ce�tm. Tit¢. hn. 31.2000 + On i V II'' a4 j2.-- ---- - s1aw7u/n MR OPTIONAL Though the data below Is rot required by law, d mey prove valuable to persons relying on the document and could prevenr fraudulent reallacnnwnt of itre torn. CAPACITY CLAIMED BY SIGNER F1 INDIVIDUAL ❑ CORPORATE OFFICER ❑ PARTNER(S) ❑ LIMITED ❑ GENERAL ATTORNEY-IN-FACT ❑ TRUSTEE(S) ❑ GUAROIANCONSERVATOR ❑ OTHER! SIGNGR IS REPRESENTING: •.WE O� vFRgpy71 pn FMmv1� W DESCRIPTION OF ATTACHED DOCUMENT TITLE OR TYPE OF DOCUMENT NUMBER OF PAGES DATE OF DOCUMENT -- SIGNER(S) OTHER THAN NAMED ABOVE 0TW3 NATIONAL NOTARY A690CIAMN • 8230 PM Art., F.O flex +Tea • CrrCy Vert CA 913b} 7101 1062773 adhoc - SD1996 00554025 03/252002 09:47 AM 3 of 3 ITEM CURB GRADING PAVEMENT DESIGN STANDARDS SIDEWALK SLOPE IRRIGATION SLOPE PLANTING (GROUND COVER) 01 -33 Gm s6 E [KING INS, AIFJtlCMI WOUN F11IM ERB ENGINEERING, INC. 12320 STOVE DRIVE. SUITE E POW". CALIFORNIA 92060 1558)748 -21W- Fax 185911086089 ESTIMATE FOR PARKING LOT SEACOAST COMMUNITY CHURCH March 6, 2002 MAR 2 5 2002 DESCRIPTION QUANTITY UNIT PRICE COST 6 INCH TYPE B -1 578 LIN. FT. 13.75 $1,012.00 EMBANKMENT OR EXCAVATION 1425 CU. YD. 4.10 5,843.00 EXPORT 8.60 12,255.00 SCHEDULE J (SDG- 113) 46,169 SQ.FT. 3.85 177,751.00 (G -7) 270 SQ.FT. 3.65 986.00 1000 1, 000 SO. FT. 556.00 556.00 1000 1,000 SO. FT. 441.00 441.00 Subtotal: $198,844.00 15% Contingency: $ 29,827.00 Total Bond Cost $228,671.00 31 �l o 7- Commonwealth Land Title Company 1455 Frazee Road, Suite 600 r San Diego, California 92108 p ' 5 t Issuing Poticics Or MAR 15 Commonwealth ( NGgVOFENCINr II 1P A C1*j- H1ENCINITA. LAND TITLE INSURANCE COMPANY John Mecklenberg Development P.O. Box 9207 Rancho Santa Fe, California 92067 Attn: John Mecklenberg Your Ref: 258- 240 -030 Our No: 1065067 -7 Title Officer: Alan Schaffner /Jeff White Direct (619) 686 -6000 Fax (619) 299 -1718 Property Address: 1050 Regal Road, Encinitas, California PRELIMINARY REPORT Dated as of August 28, 2001 at 7:30 A.M. In response to the above referenced application for a policy of title insurance, Commonwealth Land Title Company hereby reports that it is prepared to issue, or cause to be issued, as of the date hereof, a Policy or Policies of Title Insurance describing the land and the estate or interest therein hereinafter set forth, insuring against loss which may be sustained by reason of any defect, lien or encumbrance not shown or referred to as an Exception below or not excluded from coverage pursuant to the printed Schedules, Conditions and Stipulations of said policy forms. The printed Exceptions and Exclusions from the coverage of said Policy or Policies are set forth in Exhibit A attached. Copies of the Policy fortes should be read. They are available from the office which issued this report. This report (and any supplements or amendments hereto) is issued solely for the purpose of facilitating the issuance of a policy of title insurance and no liability is assumed hereby. If it is desired that liability be assumed prior to the issuance of a policy of title insurance, a Binder or Commitment should be requested. Please read the exceptions shown or referred to below and the exceptions and exclusions set forth in Exhibit A of this report carefully. The exceptions and exclusions are meant to provide you with notice of matters which are not covered under the terms of the title insurance policy and should be carefully considered. It is important to note that this preliminary report is not a written representation as to the condition of title and may not list all liens, defects, and encumbrances affecting title to the land. FII,F� OPY 1065067 Page 2 SCHEDULE A The form of policy of title insurance contemplated by this report is: A Preliminary Report Only The estate or interest in the land hereinafter described or referred to covered by this report is: A FEE Title to said estate or interest at the date hereof is vested in: Seacoast Community Church, a California non -profit corporation The land referred to in this Report is situated in the State of California, County of San Diego, and is described as follows: SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF 1065067 Page 3 EXHIBIT "A" That portion of the Southeast Quarter of the Southwest Quarter of Section 15, Township 13 South, Range 4 West, San Bernardino Meridian, in the County of San Diego, State of California, according to Official Plat thereof, lying Northeasterly of the Northeasterly line of land described in Deed to the State of California, recorded February 26, 1963 as File No. 33111 of Official Records. APN: 258- 240 -30 1065067 Page 4 SCHEDULE B At the date hereof Exceptions to coverage in addition to the printed exceptions and exclusions in said policy form would be as follows: A. Property taxes, including general and special taxes, personal property taxes, if any, and any assessments collected with taxes, to be levied for the fiscal year 2001 - 2002 which are a lien not yet payable. B. Property taxes, including general and special taxes, personal property taxes, if any, and any assessments collected with taxes, for the fiscal year shown below, are PgLld. For proration purposes the amounts are: Fiscal year 2000 - 2001 1st Installment: 2nd Installment: Homeowner's Exemption: Code Area: Assessment No.: $287.33 Paid 10/17/00 $287.33 Paid 3/19/01 $0.00 19080 258- 240 -30 C. Supplemental or escaped assessments of property taxes, if any, assessed pursuant to the Revenue and Taxation Code of the State of California. 1. Water rights, claims or title to water, whether or not shown by the public records. 2. Rights of the public to use that portion of said land lying within a street, road, highway or alley. 3. The fact that the ownership of said land does not include rights of access to or from the street or highway known as Interstate 5, abutting said land, such rights having been severed from said land by the document Recorded: February 26, 1963 as File No. 33111 of Official Records Affects: Adjacent and contiguous to the Southwesterly line 4. A document subject to all the terms, provisions and conditions therein contained. Entitled: "Electric Easement Agreement" Dated: November 22, 1967 Executed by: First Baptist Church of Encinitas, a corporation and San Diego Gas & Electric Company, a corporation Recorded: December 15, 1967 as File No. 198180 of Official Records 1065067 Page 5 Reference is made to said document for full particulars. 5. An easement for the purpose shown below and rights incidental thereto as set forth in a document Granted to: County of San Diego Purpose: Public highway Recorded: August 12, 1981 as File No. 81- 256844 of Official Records Affects: Portions of the herein described land, the exact location of which can be determined by examination of the above - mentioned instrument, which contains a complete legal description of the affected portions of said land. Said instrument also grants the right to extend and maintain drainage structures and excavation and embankment slopes beyond the limits of said right of way where required for construction and maintenance. 6. An agreement to which reference is hereby made for full particulars, By and between: Seacoast Community Church and the City of Encinitas Regarding: Major Use Permit Modification and Coastal Development Permit Recorded: March 12, 1997 as File No. 1997- 0108224 of Official Records Reference is made to said document for full particulars. 7. A document subject to all the terms, provisions and conditions therein contained. Entitled: "Covenant Regarding Real Property: Major Use Permit and Coastal Development Permit" Dated: March 23, 2000 Executed by: Seacoast Community Church Recorded: April 11, 2000 as File No. 2000- 0185109 of Official Records Reference is made to said document for full particulars. 8. Prior to issuing a policy of title insurance we will require the following: 1. A copy of the By -Laws or Articles of the Church hereinafter named. 2. A copy of the minutes of the meeting of the Board or of the Members wherein the Resolution for said transaction was approved. (A quorum or the requisite number of members must be present at the meeting and approve the transaction and the resolution should so indicate). 1065067 Page 6 3. Certified copies of said Resolutions. 4. If said Church is a member of the parent organization we will require a copy of the parent churches' By -laws or Articles (additional approval may be required) Name of Church: Seacoast Community Church, a California non - profit corporation 9. The Company will require a certified copy of the Resolution of the Board of Directors of the following corporation authorizing the transaction for which this Preliminary Report was ordered. Corporation: Seacoast Community Church, a California non - profit corporation 10. Rights of parties in possession of said land. 1065067 Page 7 Note No. 1: AS OF JANUARY 1, 1990, CHAPTER 598, CALIFORNIA STATUTES OF 1989, (AB 512; INSURANCE CODE SECTION 12413.1) BECAME EFFECTIVE. THE LAWS REQUIRE THAT ALL FUNDS BE DEPOSITED AND AVAILABLE FOR WITHDRAWAL BY THE TITLE ENTITY'S ESCROW OR SUBESCROW ACCOUNT PRIOR TO DISBURSEMENT OF ANY FUNDS. ONLY CASH OR WIRED FUNDS CAN BE GIVEN IMMEDIATE AVAILABILITY UPON DEPOSIT. CASHIER'S CHECKS, TELLER'S CHECKS AND CERTIFIED CHECKS MAY BE AVAILABLE ONE BUSINESS DAY AFTER DEPOSIT. ALL OTHER FUNDS SUCH AS PERSONAL, CORPORATE OR PARTNERSHIP CHECKS AND DRAFTS MAY CAUSE MATERIAL DELAYS IN DISBURSEMENT OF FUNDS ON THIS ORDER. IN ORDER TO AVOID DELAYS, ALL FUNDS SHOULD BE WIRE TRANSFERRED. OUTGOING WIRE TRANSFER WILL NOT BE AUTHORIZED UNTIL CONFIRMATION OF THE RESPECTIVE INCOMING WIRE TRANSFER OR AVAILABILITY OF DEPOSITED CHECKS. WIRING INFORMATION FOR THIS OFFICE IS AS FOLLOWS: UNION BANK 530 "B" STREET SAN DIEGO, CA 92101 BANK NUMBER: 122000496 CREDIT: Commonwealth Land Title Co. ACCOUNT NUMBER: 4000124120 RE: Commonwealth Title/Escrow No. Note No. 2: THIS COMPANY DOES REQUIRE CURRENT BENEFICIARY DEMANDS PRIOR TO CLOSING. If the demand is expired and a current demand cannot be obtained, our requirements will be as follows: (a) If this Company accepts a verbal update on the demand, we may hold an amount equal to one monthly mortgage payment. This hold will be in addition to the verbal hold the lender may have stipulated. (b) If this Company cannot obtain a verbal update on the demand, we will either pay off the expired demand, or wait for the amended demand, at the discretion of the escrow. 1065067 Page 8 Note No. 3: Requirement that this Company be furnished with a copy of any supplemental tax bills now in existence which are not reflected on this report. Note No. 4: If taxes are posted paid less than 45 days, the Company will hold the tax amount plus delinquency amount until 45 days have elapsed. If taxes have been paid through an impound account or if a copy of the cancelled check can be provided to us, this requirement can be waived. Note No. 5: If any deed of trust in favor of "Private Parties" is to be omitted from our policy of title insurance, we will require that the original note, deed of trust and properly executed and notarized request for reconveyance be surrendered for review prior to close of escrow. Note No. 6: PRIVACY NOTICE (15 U.S.C. 6801 and 16 CFR Part 313): We collect nonpublic information about you from information you provide on forms and documents and from other people such as your lender, real estate agent, attorney, escrow, etc. We do not disclose any nonpublic personal information about our customers or former customers to anyone, except as permitted by law. We restrict access to nonpublic personal information about you to those employees who need to know that information in order to provide products or services to you. We maintain physical, electronic and procedural safeguards that comply with federal regulations to guard your nonpublic personal information. �,: VLAI IS PROVIDED FOR INFORMATION ONLY, ALTHOUGH, THE INFORMATION ON THIS PLAT IS PART OF THE OFFICIAL' iRECORDS, THE ACCURACY OF THAT INFORMATION IS NOT ,GUARANTEED BY THIS COMPANY. THIS PLAT IS NOT TO BE 11 `CONSIDERED AS BEING A PART OF THE POLICY, REPORT, (BINDER, GUARANTEE, OR OTHER PRODUCT ISSUED BY THE AAJ OMPANY, TO WHICH IT MAY BE ATTACHED. P A SCALE IN 1/10 or AN INCH 258-24 ¢ SHT I OF3-- o� -Z-r- r -zoo' e Z5 e CEN ssc It 5 . I q0 SHeT 22 .. . Icz .: ' _ H _I S T 2 x' a - - - _ - - 7 - - _ go I a 7 cowl* tCi ' ' 3 t •AC. 1 13� t ti I I L L09A , , I CONY N A N1 a a.aa A AC. I I I I a A » -,.2„2 an - -3eTN3 a a 0 „ V V�•t V Vw I , z �Q 1� V ,\ 3 3.39AC. e eA 9 9 . . , ,-w 9 SHT. 2 I V. NM$ u_°I2 ( (!C[ 41T. 2> : : j j . ..`..11` 99 a ax AC. � � le ± d 9 240 \ \a I I ib AC. � ±�,Y 2 • P aNµJ �.✓' .�. 1 cr 1 1 ! • 2 �i PAR ~ I ]I DI � �1 p pPW t t 3 3.e4AC. I It 90 ! !ems ] W _ P PAR I µ µ,• �r I I ' Z 0.90 t ttS^ 7 Rau w wJRSf (. ! ! P NO 7 aJrN'M� S 7 S S °•D � I �.� . .VO JJ' ' u Ir A O O A A�W' i i - - M v vl Y Y 1 1 2 2�*9 � � I I I I r.P•�4P�z A A I� Id ku L Lee AC. � �tY� C) t t•� � �' 3 3 V V<N E E42 AC W - - � mumm �efYAliii��FTE] �mFBL7d� �m a m�laLFL0=!7fTMIRB>•B�me® mmrSi�9® B7•:iE7BID7E�[� ■ �mBl• ■� �BBI•� ■Bl• Bli�Bli ■Bl• C L n1 v_ C e y I 9i \NS EP 1 4 I c.aw uno9' J N I Y 3 9 M W ,vy.M O Kc 10 Bi M ...... 419 .... .. I 7 N O 'F SH I N 0 O Y I'm M. to AC. : IZ Ac- N,o•.i.:es .A. Las LeaAC. 1<o.soAC® i G u INQ SS F, \t'3 P 0 I � I N L I pO 6.N•0.'ia•i S DEVONSHI E I� 1- � 74--- - - - - - - p° - a ' �� �i li R. •ip f .2 I�I 34 v NoA, ® SHT.2 w SH 2 O MAP 7709- ENCINITAS HOSPITAL SUB. ,z91 MAP 7290 -REGAL VIEW SEC 15 - T 113 S - R 4 W - POR `. :Asf N.. RCLS 5378 ilro.ma +wl z, sNr la 9 5578,9045,:22 75 w.rto ,n9 ArNS-an NI .veniu. nNl. 4 d 4 O C L n1 v_ C e y I 9i \NS EP 1 4 I c.aw uno9' J N I Y 3 9 M W ,vy.M O Kc 10 Bi M ...... 419 .... .. I 7 N O 'F SH I N 0 O Y I'm M. to AC. : IZ Ac- N,o•.i.:es .A. Las LeaAC. 1<o.soAC® i G u INQ SS F, \t'3 P 0 I � I N L I pO 6.N•0.'ia•i S DEVONSHI E I� 1- � 74--- - - - - - - p° - a ' �� �i li R. •ip f .2 I�I 34 v NoA, ® SHT.2 w SH 2 O MAP 7709- ENCINITAS HOSPITAL SUB. ,z91 MAP 7290 -REGAL VIEW SEC 15 - T 113 S - R 4 W - POR `. :Asf N.. RCLS 5378 ilro.ma +wl z, sNr la 9 5578,9045,:22 75 w.rto ,n9 ArNS-an NI .veniu. nNl. 4 d 4 O Exhibit A (Rev. 6/2198) CALIFORNIA LAND TITLE ASSOCIATION STANDARD COVERAGE POLICY - 1990 EXCLUSIONS FROM COVERAGE The /oywing matters am exoressly excluded tram me ooseraw W pis policy and the Canaan suit not gay loss or damage, costs. attorneys fees or expenses Yaum arise by Talon d: 1. (a) My taw. ordinance W gevemnenue mgulatib (Including but not Iuni ed b Wkng W aawlg lain, ordinances . or reguiabons) resMcbW. regldatag, prohibitxq a relating to (i) me xWpancy. use. or Mpynknt d Ve land. (k) Me character. dm4nsions or IOOiton of any enpravetnent now or Neater erected on Vine lard: (ii) a separation in M e ei or • dirge n me denenscrx or lath d me laM W any Parcel of w hide the land R W wax a pan: W (w) M`/kMR1enW pfdMgn, W eke eRed d any M] a4ah d MeH laws. Ordinances a gmvinm 1 W m9ulatkna, yrXW b the extent thal a nWKe Of One MICICImMII meneof W is notice d a dated. LWh. or MCYmpryKe resulting harm a NOla00n W alleged uci atch affectig One IoM IW been recorded n the W,QkC moores at Date of Policy. (b) My qo emmen W ponce pool: rid eiawed by (a) aWke. ucepl to the extent Vat a robot of Me uerase thereof or nonce d a dent. W or erhcWrorance resaahg corn a ieplation or alleged -otaurn atKing the WO has been recorded n Ire Pubic records at Dale or Policy 2. Fliots d emrent dornam undeas notice of the ezM]Se thereof has been recorded in the PIIWO Toads at Dale of Policy. but not ududMg tan 0o mraw MY W" tench lift occurred Prior to Dale d Policy whim wok be Mdep on the rights d a purchaser for W We wnthwl lino ledge 3. Defects, ITns. ManbaMla. Yherst chain; W Other nanm (a) uhethN or hd recorded in tT p11,'lic Toads at Date of Policy, put created, N16erei assumld or agreed W by tk insured err tam. (b) not "n to the CWhpany, not recorded in Ve pubic records at Date of Policy. Wl kroen b the assured damint and nW disclosed in sunning to the CMpany by the insured claeriant pry to me dale ten insured Wnrant became an enured under this Pat". (c) reswung In no loss W damage to the insured tlamnnt; (d) atumehg a cleated subsegued to Date d Policy. or (e) resulting in loss or damage ,.Tien a tuld cot have been sustained it the insured cuknent had pad wNls for the inured mengage or for the estate or nicest inured by mes pokey. a. UnMforceadldy d Me ken of the insured nail ge ptpuse of the inability or failure Of Vl mauled at Date Of POW.y. or the ail ty or facture of any subsequent Owear Of eK indebtedness. to comply .M the appi,able dating Wines IawS Of the sate in wMM the lad IS situated. 5. "had, W unenferceabddy of the her d Vat insured mangage. or darn mered, which antes M d me, transaddh m dented by the Insured mortgage and Is based upon usury Or any oansuner credit prale non or tium in lending law. 6. Any aamn. Punch antes WI W Me bansadori nesting in tae nwM the asuT or nierlmt insured by this policy or the Innsaadn creating to incest of the insured tender. by reason Of de operation of federal bankruptcy. stare thsoi or YrtWr aadtcri grits lawn. EXCEPTIONS FROM COVERAGE - SCHEDULE B. PART I This poaq daft not insure against loss W damage land Me CMpany hwa not Pay costs. anomeys' sees or expenses) whim anse by reason d: 1. Tun or assessment whin are not shown as uisu ng liens by Me records d any twang authority that ksdes lees W assessments urn real PVPdM Or by the Wdkd records. Proceedings by a pubic agency, which may result n Wes W assessment. or notices of such fsroceeargs. ',ihema a not ~ by the records of such agency W by rile Pudic records. 2. My facts. right, interests. or churns Ydlifth arc not shvwm by the Pubic records burl wwm could be ascena+ed by an inspection of the Lard whitlh may be asserted by persons in Possession IWeal. 3. Easerhent, k m eneunt res.W tilt melts, x are nor shown by Ve Pdkc recetls. 4. Discrepancies, s, cons cls in brafdaly, fines, ssprtage n well, chcroathnknt, or any other hots lenc h a correct survey would disclose. and wlvah are hW sawn by ink Pudb records. 5. (al Un ialMled coning Want: (b) rIYrVJbPnf W exceptions in Patent W in Acts aulhoraz g the issuance mated: (c) water light, Clint W dale to wBtC, eetetMr a hill ere matters. excepted under (a). (b) or (c) are shown by the pork Tends. CALIFORNIA LAND TITLE ASSOCIATION HOMEOWNER'S POLICY OF TITLE INSURANCE (6/2/96) EXCLUSIONS M slddlaon b the EvYPions in Schedule B. You we rid insured agalM loft. Odi atorneys' fees. and expenses resulting ham: 1. Gortmmenul prime power, aM me, ftritence or notation of any law or goetmmenl regulation. TM includes Wditnrpes. laws and reguLatchs concemng: a. budding b. zawg c- WId use d, vnprovenhent on the lard a. bard dmspn f. MwrprurlenW "scion TM faaVYM does M aWy to Ndabahs or me M(orctlfltltl of mete mantes I note of Me NdaiM or MIMIRre'll aWlears in the Public Records p to Poky Date. The Eaeushon does rot LM Me nova -age described n Covered Risk 14.15.16. 17 or 24. 2 Tile failure of Your earst✓g structures. W any Pars of then. b be aMSWald in accOlderce wif apol.Ne W,W, g ales. Tin EicWsio n does hal spot, W Wyaiena Of Wilding noaGS 6 notice d de wlaton appears in me Pubic Records at Me Ploy Date 3. The right to isle the lard by cordehmeg it unless'. a. a notice d exercising me, right appears in me, Pubic Reads at Me Policy Dale: or b, the Wiling tupperkd before the Policy Date win a di deg on You d YW bought Ve tand wimaK Knw+ng d the talking 4 Rtlks a. Mutt are aUled. allgeed, or agree b by YW, wiemW ce M bey appear in me Pudic RlWrds; b, that are KmOSwh to You w the Policy Dale, but rid to Us, uhksa they appear in ink Public Rabbi M the Poky Date. G that leaWl n no loss b YW:or d. that first occur aW the Policy Date - Min does not knit me towage desmbed in Covered Risk 7. 6.d, 22, M, 24 or 25. 5. Failure b pay "ague for Your Tore. 6. tiXk of a right . se to any IdM ginde the area specifically llesrnbed ad refereed to n parapaPh 3 of $ ule A: and p. n sneers. aaeyT. a waterways mw term lie lid. 71ws EaaVSrM oar nol rhn Me owvage desadea In Cosered R.sl 1 t a tt. AMERICAN LAND TITLE ASSOCIATION RESIDENTIAL TITLE INSURANCE POLICY (6 -1.87) EXCLUSIONS n addition to de Exceptions in Scnedvk B. yw we rot insured against loss, ant. ananeys fees, and expenses rewltm, fran: 1. GownnMWl Police poorer, and We enSlence or violation of any W. or pwemneM regaltin. This mdudes bnldng and zontrg advances and also laws and T9UWIdns rmehn.ng. land use • nmproversnent on Me Whin • land drvrsdn • MvlonmenW Wolecion This exclusion does not apply to vioutbns or the Mfacerrent of these matters whim appear in the Public records at Policy Date. This eW. does not 1.1 the zoning coverage desmbed In Ilene 12 and 13 of Cwced Title RSkS 2. The right b lake the land by condertwg II. unless: • a notice d exaasng Me right appears n Me Public records on the Poicy Date • me Wig happened W ,r to the Policy Dale and is bndvq on you d you bought the Lane enttaut krbw+rg of me taking I Tide Risks - cal are Pealed, uchied. a agreed to by you - W t are Rnown b yW. bA nor b ua. on me POIKy Date unless they appeared m Me Pubic records • Wl rewa loss b YOu • iNt fRt a11M eca yaw ilk after lilt Policy Dale - this OoeS not limn the WOW and rtalMdl rim cOV Wage in Iem a W COVMed Tulle Rnka 4. F&Wre b Pay vake for your We S. Lack of a nrPub W any Land ouWde Me area speo6ally described and referred bin Item 3 of Saheduk A OR • m sheet, alkyl. W walerMys Oat IPuah your land Thin uauston does not amt Me access coverage m Item 5 0 CovrnM Tulle Risks. �a City Of LOP ,�� Encinitas su P' J '"S l /ey March 9, 2004 �� I rl Property Owner 00 1050 Regal Rd. ii /3f is�rl „ y1 Encinitas, CA 92024 ew RE: VIOLATION OF CITY GRADING ORDINANCE & VIOLATION OF CITY NPDS ORDINANCE Dear Homeowner: The work on your property appears to be a violation of Section 23.24.080 of the Municipal Code. The code states: "No person may grade, fill, excavate, store or dispose of soil and earth materials, clear existing vegetation or perform any other land- disturbing or land - filling activity without first obtaining a permit as set forth in this chapter." A Correct Work was issued to you on February 19, 2004, regarding the lack of a grading permit for the work you have been doing. We have researched our files and have not been able to locate a permit for the above work. ALL GRADING OPERATIONS AS DEFINED ABOVE MUST STOP IMMEDIATELY. A citation shall be issued to you if there is no permit application within 30 days of receipt of this letter or if there is any further grading. [ 01- Section 23.24.330 - Violation, is enclosed for your information. .A Notice of Grading Violation may be recorded against the property at the County Recorder. The fee for enl'orcement of the provisions of the Grading Ordinance is $3,000.00. The other restrictions on your property that may he imposed under this section shall also be applied. Section 20.08.200 - Watercourse Protection, has also been violated. J4�1 of Copies of all city ordinances can be located on the city's website, www.ci.encinitas.ca.us. The cure for the above is to obtain a grading permit from the city engineering services. There are two alternatives available to you. Both alternatives require you to obtain a grading pen-nit. The alternatives available to you are: 1. Remove all hardscape improvements; walls, concrete deck, etc. and regrade to the previous condition, or . 2. Have the drainage channel constructed on your property authorized through the grading permit. 111 - Nbpiy -NAN,. IAN - 6I1N%- 1.J1_- Sui S. 1nl,:m h.nu.. hnainii.n. I Alf"t"m `�'4W i6ii IIIiI -H14. t.]'uu �i� rerycled paver The grading permit fees shall be double their normal costs according to section 23.24.330 of the grading ordinance. The process of securing a grading permit must initiated April 12, 2004. If the city has not i the the permit process by the above date a citation for seen any good faith action on your part to all violations shall be issued by the city. If you have any questions, please call Jim Knowlton, who is the city's geotechnical engineer at (760) 802 -7560. Sincerely, rcg is ds, E. Sr. Civil Engineer Field Operations Cc: Peter Cota - Robles, Director of Engineering Services Ron Brady, Inspector Paul Hartman, Environmental Health Officer Tamara Spear, CA Dept. of Fish and Game May 23, 2002 Re; Grading Plan 7441 -G This project is classified as Priority Development Project according to Order No 2001 -01 F. Lb (2) (a) viii, requiring a Standard Urban Storm Water Mitigation Plan (SUSMP). The application will need to prepare a plan and have it approved by the City Engineer prior to final approval of the Grading Plan. We would recommend the Engineer of work make a appointment with the Masih Maher Senior Civil Engineer with the City of Encinitas to discuss how the storm water generated from this site will be treated. Duane Thompson Plan checker N < SOIL IS TESTING, inc • 2 C . o J V e W i 0 N PHONE (619) 280 -4321 TOLL FREE (877) 215 -0321 FAX (619) 280-4717 FLEXIBLE PAVEMENT STRUCTURAL SECTIONS FOR NEW PARKING LOTS SEA COAST COMMUNITY CHURCH ' ENCINITAS, CALIFORNIA PREPARED FOR: MR. WILLIAM RICHARD ERB, INC. 12320 STOWE DRIVE, SUITE E POWAY, CALIFORNIA 92064 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 � C P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 www.scst.com ,AI\ 2 5 m TABLE OF CONTENTS SECTION PAGE 1 INTRODUCTION ................................................................................... ..............................1 2 SCOPE OF WORK ................................................................................ ..............................1 3 CONCLUSIONS AND RECOMMENDATIONS ...................................... ..............................2 3.1 Surface and Subsurface Conditions .................................................. ..............................2 3.2 Subgrade Support Conditions ........................................................... ..............................2 3.3 Subgrade Preparation, Subbase Course and Base Course Placement ...........................2 3.4 Flexible Pavement Structural Sections .............................................. ..............................3 3.5 Trash Enclosures .............................................................................. ..............................3 4 LIMITATIONS ........................................................................................ ..............................3 ATTACHMENTS FIGURES Figure 1 Site Vicinity Map PLATES Plate 1 Map Showing Test Locations Plate 2 Lab Test Results November 9, 2001 Mr. William Richard ERB, Inc. 12320 Stowe Drive, Suite E Poway, California 92064 Subject: FLEXIBLE PAVEMENT STRUCTURAL SECTIONS FOR NEW PARKING LOTS SEA COAST COMMUNITY CHURCH ENCINITAS, CALIFORNIA Dear Mr. Richard: 1 INTRODUCTION P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 www.scst.com SCS &T No. 0111210 Report No. 1 In accordance with your request, Southern California Soil & Testing, Inc., (SCS &T) has prepared this letter summarizing our recommendations for flexible pavement structural sections for the new parking areas to be constructed for the Sea Coast Community Church. Two parking areas are planned. The main parking lot will be located in the northwestern corner of the property. A smaller lot will be located in the southeastern corner. The church property is located at 1050 Regal Road in Encinitas, California. The location is shown on Figure 1, attached. 2 SCOPE OF WORK Initially, a geologic reconnaissance was made of the new parking areas. Six trenches were hand -dug and six samples of near - surface soils were obtained. Sample locations are shown on Plate 1, attached. Three samples were tested in SCS &T's laboratory to determine the percentage of particle sizes smaller than the #200 sieve size. One R -value test was performed on the sample having the largest percentage of particles passing the #200 sieve. The results of the laboratory tests are summarized on Plate 2, attached. Conclusions and recommendations were developed regarding: 1. Flexible pavement structural sections based on the laboratory R -value test results and assumed traffic loads. 4 SOIL A TESTING. ru 2 P H O N E `— (619) 280A321 i y TOLL fpEE z (877) 215 -4321 a m 2 FA% � (619) 280 -4717 0 r, November 9, 2001 Mr. William Richard ERB, Inc. 12320 Stowe Drive, Suite E Poway, California 92064 Subject: FLEXIBLE PAVEMENT STRUCTURAL SECTIONS FOR NEW PARKING LOTS SEA COAST COMMUNITY CHURCH ENCINITAS, CALIFORNIA Dear Mr. Richard: 1 INTRODUCTION P.O. Box 600627 San Diego, CA 92160 -0627 6280 Riverdale Street San Diego, CA 92120 www.scst.com SCS &T No. 0111210 Report No. 1 In accordance with your request, Southern California Soil & Testing, Inc., (SCS &T) has prepared this letter summarizing our recommendations for flexible pavement structural sections for the new parking areas to be constructed for the Sea Coast Community Church. Two parking areas are planned. The main parking lot will be located in the northwestern corner of the property. A smaller lot will be located in the southeastern corner. The church property is located at 1050 Regal Road in Encinitas, California. The location is shown on Figure 1, attached. 2 SCOPE OF WORK Initially, a geologic reconnaissance was made of the new parking areas. Six trenches were hand -dug and six samples of near - surface soils were obtained. Sample locations are shown on Plate 1, attached. Three samples were tested in SCS &T's laboratory to determine the percentage of particle sizes smaller than the #200 sieve size. One R -value test was performed on the sample having the largest percentage of particles passing the #200 sieve. The results of the laboratory tests are summarized on Plate 2, attached. Conclusions and recommendations were developed regarding: 1. Flexible pavement structural sections based on the laboratory R -value test results and assumed traffic loads. 1147 1} ' W G PAW To Y YftK'OAI r.■r I � o ST W i. IfS 1 STREET . VIAPOINT' o W J ST PARK '° ■ 1n PO W c ti *11S \ BEACH _ SEA1 PACIFIC OfiE� PARK 0 '$ PROJECT - ° SITE HERDER A A d CN M w BALI IN la t M E BA o a c o MELBA o Bpi sT o o or oe 8 WY OO ••r -• ^ z Y1LY 111 — LQ r'T or Atr o � ~ ° OIEIJTO — WHILDL c� F x 1x/1 p 2 Z LR'Ii111M .. ° v o °� HS j TER to o m S O ad ° z 700 900 8 N 800 MACKIN- aM SUMMIT BE TEIN ! FAITH AV NON f > PL PL MUtEVAR W F W ST SIMAIT a s RD ° COVE LN ITO �I~ ~} r r ` CATHY LN m SAN PL OCEAN CRESTRp,= GRWE \ G I ¢ KINM CROSS DR 900 C 1. DE� ��j{. i BRS • CREEK S�T L Q L CT �� MAY CS i/ ors �p00 ' .Zp r 8 S a z �Cy ANDCAS7L� ICK AV ° n NOLBEY 90 S 9D = 400 a Z 9 > '/� �► o�= SHEFFIELD 11,1 Y \\ ALCONZiLi EON] 1y AV > a Q CT QzQ w N fl IS TD W CA Z an y 4 s a _. - c AV 02000 Thomas Bros. Maps SITE LOCATION MAP Job Number: 0111210.1 VT SOUTHERN CALIFORNIA Sea Coast Community Church SOIL & TESTING, INC. Figure Number: 1 Encinitas, California Sea Coast Community Church November 9, 2001 SCS &T No. 0111210 -1 Page 2 2. Suitability of on -site soils for use beneath pavements. 3. Subgrade preparation beneath new pavement areas. 3 CONCLUSIONS AND RECOMMENDATIONS 3.1 SURFACE AND SUBSURFACE CONDITIONS The ground surface where the new parking lots will be constructed is relatively flat and mostly devoid of vegetation. A thin layer of gravel has been placed on the surface of the lot in the southeastern portion of the site. Surface drainage throughout the property generally is toward the northwest. Moist, brown silty sands were encountered in all six test holes. The samples tested had between 22 percent and 32 percent of particles smaller than the #200 sieve. 3.2 SUBGRADE SUPPORT CONDITIONS The sample having the largest percentage of particles smaller than the #200 sieve size was tested to evaluate its R- value. Typically, this sample is expected to have the lowest R- value, and pavement sections based on this value can be expected to be adequate for most locations on the property. A R -value of <5 was measured (Plate 2), indicating poor pavement support conditions. 3.3 SUBGRADE PREPARATION, SUBBASE COURSE AND BASE COURSE PLACEMENT Areas to be paved should be cleared of debris and any vegetation. Existing soils should be excavated to a depth of at least 12 inches below planned pavement subgrades. Excavations should be checked by the geotechnical engineer. Any soft, wet or yielding areas should be removed to expose firm material, as determined by the geotechnical engineer. The bottom of the excavation should be scarified to a depth of 8 inches, moisture conditioned to near optimum moisture content and compacted to at least 95 percent relative compaction based on the ASTM D 1557 -91 laboratory test method. All references to optimum moisture content and relative compaction in this report are based on this test method. Excavated soils can be replaced as compacted fill. Some of the materials will be too wet to compact effectively, and drying will be needed to reach a moisture content suitable for compaction. Fill should be placed in 8 -inch thick loose lifts, moisture conditioned to near optimum moisture content and compacted to at least 95% relative compaction. E'� Sea Coast Community Church November 9, 2001 SCS &T No. 0111210 -1 Page 3 Subbase and base course materials should be placed in 6- to 8 -inch thick loose lifts, moisture conditioned to near optimum moisture content and compacted to at least 95% relative compaction. 3.4 FLEXIBLE PAVEMENT STRUCTURAL SECTIONS It is anticipated that the church parking lot will be subjected to relatively light automobile and light truck traffic. A few relatively heavily - loaded trucks, such as garbage disposal trucks, may use portions of the new parking lots occasionally. On this basis, a Traffic Index (TI) of 4.5 seems appropriate for vehicle parking areas. A TI of 6.0 appears appropriate for truck access areas, and in front of trash container enclosures. Alternative flexible pavement structural sections are listed in the following table. TRAFFIC INDEX AC /AB AC /AB /ASB 4.5 3'Y8" Y/4"76" 6.0 4'711 4 "/4 "/8" AC = Asphalt Concrete Surface Course AB = Aggregate Base Course (Standard Specifications Section 200 -2.2 or 200 -2.4) ASB = Aggregate Subbase Course (Standard Specifications Section 200 -2.6) 3.5 TRASH ENCLOSURES It is recommended that areas in front of trash enclosures, and where heavy trucks such as garbage disposal trucks will turn, stop or back up frequently, be paved with portland cement concrete. An area at least 20 feet by 20 feet in plan dimensions in front of the enclosure should be paved with concrete. Concrete pavements should have a minimum thickness of 6 inches and be reinforced with #4 bars at 18 inches on- center each way. Reinforcing should be placed at mid height in the pavement section. Construction joints should be provided is accordance with ACI practices. Rigid concrete pavements should be underlain by at least 4 inches of Class 2 AB to provide uniform support. 4 LIMITATIONS The recommendations presented in this report are contingent upon our review of final plans and specifications and their compliance with this report and with Appendix Chapter 33 of the Uniform Building Code. It is recommended that SCS &T be retained to provide geotechnical engineering observations and tests during subgrade preparation and pavement construction. In the event unexpected or unanticipated conditions are encountered during construction, the presence of E'� Sea Coast Community Church November 9, 2001 SCS &T No. 0111210 -1 Page 4 the geotechnical engineer will enable modification of the recommendations in this report or preparation of additional recommendations on a timely basis. SCS &T should be advised of any changes in the project scope or proposed pavement locations so that the recommendations contained in this report can be evaluated with respect to the revised plans. Changes in recommendations will be verified in writing. The findings in this report are valid as of the date of this report. Changes in the condition of a property can, however, occur with the passage of time, whether they are due to natural processes or work on this or adjacent properties. In addition, changes in the standards of practice and government regulations can occur. Thus, the findings in this report may be invalidated wholly or in part by changes beyond our control. This report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations to site conditions at that time. In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the boring location, and that our data, interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. Should you have any questions regarding the contents of this report or if we may be of further service, please contact this office at your convenience. Respectfully submitted, SOUTHERN CALIFORNIA SOIL AND TESTING, INC. ���110o. GEOOOEI0© ames J. S�brfe, Principal Geotechnical n�qc JJS:sd \H7ZP (6) Addressee E� z g f SOUTHERN CALIFORNIA SOIL 8s TESTING, INC. Sea Coast Communit Church By: JJS /KMS Date: YO /23!01 Job No.: 0111210.1 Plate No.: 1 TABLE 1 SUMMARY OF PERCENTAGE OF PARTICLES SMALLER THAN THE #200 SIEVE (ASTM D 422) SAMPLE IDENTIFICATION Percent Passing #200 Sieve Bag 2 22 Bag 4 24 Bag 6 32 TABLE 1 SUMMARY OF R -VALUE TEST RESULTS (California Test 301) SAMPLE IDENTIFICATION R -VALUE Bag 6 <5 SOUTHERN CALIFORNIA SOIL & TESTING SEA COAST COMMUNITY CHURCH 1BY: JJS I DATE: 11/7/20011 NUMBER: 0111210 -1 PLATE N0. WQ,g ENGINEERING I& AMERICAN MDIAN FIRM ERB ENGINEERING, INC. 12320 STOWE DRIVE, SUITE E POWAY, CALIFORNIA 92 (858) 748 • F.- 18587486089 ESTIMATE FOR PARKING LOT SEACOAST COMMUNITY CHURCH October 25, 2002 ITEM DESCRIPTION QUANTITY UNIT PRICE COST (G -7) 270 SQ.FT. 3.65 98F,, CURB 6 INCH TYPE B -1 578 LIN. FT. 13.75 $7,948.00 GRADING EMBANKMENT OR EXCAVATION 1425 CU. YD. 4.10 5,843.00 EXPORT 1425 CU. YD. 8.60 12,255.00 PAVEMENT DESIGN STANDARDS SIDEWALK SLOPE IRRIGATION SLOPE PLANTING (GROUND COVER) EROSION CONTROL 01 -33 SCHEDULE J (SDG -113) 46,169 SQ.FT. 2.65 122,348.00 (G -7) 270 SQ.FT. 3.65 98F,, 1000 1,000 SQ. FT. 556.00 556.00 1000 /O /� e/ D �2- 1,000 SQ FT. 441.00 441.00 1 7,520.00 Subtotal: $157,897.00 10% Contingency: $ 15,790.00 Total Bond Cast $173,687.00 rR EEm'FEERtNO �"� ERB ENGINEERING, INC. �� ,NIL ENGINEERS & LAND SURVEYORS +N :•lE,rav ripa:i rta� 12320 STOWE ORM, STE E POWAY,CA 92064 858- 748 -9130 FAX 858- 748 -6089 HYDROLOGY AND HYDRAULICS FOR SEA COAST CODS MITY CHURCH 03 -14 -02 LOCATION: REGAL ROAD ENCINITAS CA.. " i OCT 3 0 to W�a 03 E fe W Dty31i02 JO -01 -33 COMPUTER CODES SUBAREA HYDROLOGIC PROCESSES: 1: Confluence analysis at node 2: Initial subarea analysis 3: Pipeflow traveltime (COMPUTER ESTIMATED pipesize) 4: Pipeflow traveltime ..... (USER SPECIFIED pipesize) 5: Trapezoidal channel travel time 6: Street -Flow analysis thru subarea 7: User- specified information at node 8: Addition of subarea runoff to mainline 9: V- gutter flow thru subarea g ENGINEERING. /,�, W� ERB ENGINEERING, INC. W.O. No. 6/— 33 S DRIVE SUITE PO ROWAY, CALIFORNIA CA 920U DATE: (6191.+ 21N • FAX 1619171b 89 BY:, vE (-t ( CK: SHEET 4 OF: DRAINAGE DATA WORKSHEET FOR: AO G✓ S /v ✓" SURFACE FLOW TABLE/ ANALYSIS PT LINK DESC. c HIGH LOW FLOW 0 PT PT PATH AREA "C" REMARKS FROM TO (ft) (ft) (ft) (acs) I I I 1 I 1 1 I I I 1 I I I I I I I 1 1 I I I 1 I I I I I I 1 I O I I I I I I I I I OL 53 I a a 1 I 1 1 I 1 I I I 1 I i I I I I 1 I ilo� 1 6ge I-3 1 1 I 1 I I I 1 I I I ✓P I I 1 I I 1 I 1 I I I I I I I I I 1 I I I 1 I I I IF I .� ✓OG� � � I 1 ) a l I rje I I I I I I I 1 I I I I 1 1 000 �- I 1 I I I 1 1 I I �n P - lu0 ENGINEERING. ERB ENGINEERING, INC. 19326 STOWE OPIVE. SUITE E POWAY. CAUFOPHIA 929N 46191,4 ZIW • FAX 16191 T"40119 DRAINAGE DATA WORKSHEET FOR: SURFACE FLOW TABLE W.O. No.� /— 3 DAT BY CK: SHEE -,'.L OF: 2 ANALYSIS PT LINK DESC. c HIGH LOW FLOW o E PT (ft) PT (ft) PATH (ft) L "C" REMARKS FROM TO I I I 1 1, 1a 1 1 pnl 1/ G 1 1 1 1 1 1 1 1 1 ,n , , I I I lb I I I 1 1 1 1 1 1 1 I I ;p 1 I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 0 1 ; i L ; ; 220 ;2-2,0; ; 1 I 1 1 1 1 i 1 1 1 1 Z I l I l Its 2 1 1 I 1 I 1 1 1 1 ✓ I 1 1 1 1 1 1 t 1 p G 1 1 1 1 1 1 1 1 1 1 1 1 1 0; %b 1 I 1 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 a , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I 1 1 1 1 1 1 I 1 1 1 1 I I 1 1 1 I I 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 I 1 I 1 I I 1 I 1 1 I I 1 1 1 1 1 I I 1 1 1 1 1 I 1 I I 1 1 I I I 1 1 I 1 I I I I I I I 1 I 1 1 I I 1 1 1 1 t I I I I I I 1 I I I 1 I 1 I x* xxw** xw* xX xX xw* xxw*** xx*X wX*X*X** hxrtX***XX xrt *hxhXXXXXXxXrtwwXXXXX *X * *x *wwXX RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1432 Analysis prepared by: ERB ENGINEERING, INC. CIVIL ENGINEERS AND LAND SURVEYORS TELEPHONE (858) 748 -2130 FAX NO. (858) 748 -6089 » » » »wwww » *wx» * * »w » * * * * * * ** DESCRIPTION OF STUDY * * * * ** * * * » » » » » * * » »w »w »w » »* * 100 YR STORM SEA COAST COMMUNITY CHURCH * 3 -14 -02 * ENCINITAS CA. ***************»» www»»» ww» ww» w»* x» xxw»» w»»» » »* » * * » » * * * * *ww » »w »* » » » * * ** *wrt* FILE NAME: 0133.DAT TIME /DATE OF STUDY: 15:32 03/14/2002 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6 —HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "— VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER — DEFINED STREET — SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF— CROWN TO STREET— CROSSFALL: CURB GUTTER — GEOMETRIES: MANNING WIDTH CROSSFALL IN— / OUT— /PARK— HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW —DEPTH CONSTRAINTS: 1. Relative Flow —Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) — (Top —of —Curb) 2. (Depth) *(Velocity) Constraint — 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* X»**X w* xx* x**X w»*»** x* xX»*»* wx» wX w» w» xxxx*» x» » » »w » »Xw »Xx »w » » » »xxx » »x *w »w » » »» FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ¢USER— SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW— LENGTH = 75.00 UPSTREAM ELEVATION = 236.00 DOWNSTREAM ELEVATION = 235.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.124 TIME OF CONCENTRATION ASSUMED AS 6- MINUTES 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.856 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.45 xwxwwwwwxx wx xxxxrw► wrxxxwwxrtwrwxxxxxxxxxwwxrwwwwwwxwxxwwwxxxxxwxxxxxwxwwwwwrt FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 51 ---------------------------------------------------------------------------- > > > >>COMPUTE TRAPEZOIDAL CHANNEL FLOW < < < << ))j))TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 235.00 DOWNSTREAM(FEET) = 230.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 228.00 CHANNEL SLOPE = 0.0202 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 30.000 MANNING'S FACTOR = 0.016 MAXIMUM DEPTH(FEET) = 0.10 CHANNEL FLOW THRU SUBAREA(CFS) = 0.45 FLOW VELOCITY(FEET /SEC) = 1.60 FLOW OEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 8.38 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 303.00 FEET. wrtrtxxrrrrtwrtwrtwwwwwwwxxxwwrwxwrtxwrtwxwwxwwwwwxxxxxxxxwxxrrtrtrrtrwxwxxxwxxwwwwxwx FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW( <( <( ------------------ ----------- -- ----- -- -- - -- - -- - 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.721 USER - SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 2.82 TC(MIN) - 8.38 xwxwww wrrrrxwrxwwwwwwwwwwxwrrrrtrtwwrwwwwwwwxxwxwwwwwxxxrrtrtxwwwwxxxxxxwrrrtxrtrtrt FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>> > >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA < <( <( > > > >>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 228.40 DOWNSTREAM(FEET) = 227.40 FLOW LENGTH(FEET) = 74.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.92 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.82 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) 8.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 377.00 FEET. wwwxrrwrrtwrwwwwwwxwxwxxwrwrxwwwxwwwwxrxxwxxwwxwxxxwxwxwxwxxwxrxwwxxxxxxxxxxw FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ------------------------------------------------------------------ > >> > >DESIGNATE INDEPENDENT STREAM FOR TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 8.59 RAINFALL INTENSITY(INCH /HR) = 4.65 TOTAL STREAM AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) AT CONFLUENCE _ CONFLUENCE((((( STREAM 1 ARE: 2.82 FLOW PROCESS FROM NODE 200,00 TO NODE 202.00 7S CODE = 21 -------^---------^----------------------------------,_---------------------- ))>}>RKTI0NAL METHOD INITIAL SUBAREA ANALYSIS(<((( USER—SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW—LENGTH = 93^00 UPSTREAM ELEVATION = 238,00 DOWNSTREAM ELEVATION = 230.70 ELEVATION DIFFERENCE = 2,90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.782 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6—MINUTES lUO YEAR RAINFALL INTENSITY(INCH/HVUR) = 5.856 SUBAREA RUN0FF(CFS) = 1.17 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 1.17 FLOW PROCESS FRUM NODE 202.00 TO NODE 106.00 IS CODE = 51 ---------------------------------------------------------------------------- )>)))C0MPUTE PIPE—FlLOW TRAVEL TIME THRU SUOAREA(((<( )>)))USING COMPUTER—E3TIMATED PIPESIZ[ (NON—PRESSURE FLVW)<(((( ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 229.50 DOWNSTREAM(FEET) = 227.40 FLOW LENGTH(FEET) = 131.00 MANNIMG'S w = 0.012 DEPTH OF FLOW IM 9.0 INCH PIPE IS 4.7 INCHES PIPE—FLOW VELOCITY(FEET/SEC.) = 5.07 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES - 1 PIPE—Fi0W(CFS) = 1.17 PIPE TRAVEL TIME(NIN.) = 0.43 Tc(MIN^) = 6.43 LONGEST FLOWPATH FROM NODE 200,00 TO NODE 106,00 = 224.00 FEET. FLOW PROCESS FROM NODE 106.00 T0 NODE 106.80 IS CODE = 81 ____________________________________________________________________________ ))>}}ADDITI0N OF SUBAREA T0 MAINLINE PEAK FLOW((((( 100 YEAR RAINFALL INTENSTTY(INCH/H0VR) = 5.600 USER—SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC 11) = 92 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUw0FF(CFS) = 1,30 TOTAL AREA(ACRES) 0.47 TOTAL RUNOFF(CF3) = 2^55 TC(MIN) = 6.43 FLOW PROCESS FROM NODE 186.00 TO NODE 100^00 IS CODE = 1 ---------------------------------------------------------------------------- .))>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( ))))>AND COMPUTE VARIOUS CONFLUENC[D STREAM VALVES(<((< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM % ARE; TIME OF CONCENTRATION(MIN.) = 6.43 RAINFALL INTENSITY(INCH/HR) = 5.60 TOTAL STREAM AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2,55 *^ CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.82 8.59 4.646 0.61 2 2.55 6.43 5.600 0.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 4.89 6.43 2 4.94 8.59 COMPUTED CONFLUENCE ESTIMATES PEAK FLOW RATE(CFS) = 4. TOTAL AREA(ACRES) = 1.08 LONGEST FLOWPATH FROM NODE INTENSITY (INCH /HOUR) 5.600 4.646 ARE AS FOLLOWS: 94 Tc (MIN.) = 100.00 TO NODE 8.59 106.00 = 377.00 FEET. w««« wwwwwwwwwx**** w««« w** w* www* x« x** w«******* * * *ww « « « « * * * *wwxx « * *wwxw «w * *w *w FLOW PROCESS FROM NODE 106.00 TO NODE 108.00 IS CODE - 31 ---------------------------------------------------------------------------- )))))COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA < <<<< )))))USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < < < << ELEVATION DATA: UPSTREAM(FEET) = 227.40 DOWNSTREAM(FEET) = 226.90 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.98 ESTIMATED PIPE OIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.94 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 8.86 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 457.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<< << TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.86 RAINFALL INTENSITY(INCH /HR) = 4.56 TOTAL STREAM AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.94 * wwwwwxx* xxxx« xw««** xwwx* w* x* x«*** wwww« xxx* x* * * *wwwx « «wwww « * * * «x *wwwxwx *wx «x FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS < < < << USER - SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW- LENGTH = 80.00 UPSTREAM ELEVATION = 231.20 DOWNSTREAM ELEVATION = 230.70 ELEVATION DIFFERENCE = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.825 TIME OF CONCENTRATION ASSUMED AS 6- MINUTES 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.856 SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) 0.95 FLOW PROCESS FROM NODE 302.00 TO NODE 108.00 IS CODE 31 ---------------------------------------------------------------------------- )))))COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA < < < << )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < < < << - - - -- -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 229.70 DOWNSTREAM(FEET) = 226.90 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.22 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.95 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 6.45 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 108.00 = 220.00 FEET. * WWWW*** wwxxwwWWWxww* hrhWw* wwW% WWwwwWW*% ww% w* W *Wwwwwwwwrtwrtrt * * * * *hxrhhrWhWW *W FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 --------- ---------------------- - - - - -- -------------------------------------- > > >> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < <<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.591 USER - SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) 0.34 SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 2.75 TC(MIN) = 6.45 xxhWxWrWWrW** W*** wxxxwWW*%% WWW%% hx%% xxhxr* hhh % % % %hx * *xrr *WWWwWWxwwwrtrtxrtrtrtrtrtrt FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- >> > >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < <<< )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<< << = =TOTAL NUMBER =OF = STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.45 RAINFALL INTENSITY(INCH /HR) = 5.59 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.94 8.86 4.555 1.08 2 2.75 6.45 5.591 0.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.78 6.45 5.591 2 7.18 8.86 4.555 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.18 Tc(MIN.) = 8.86 TOTAL AREA(ACRES) = 1.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 457.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 31 ----------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< )))))USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 226.90 OOWNSTREAM(FEET) = 221.00 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.79 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.18 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 9.11 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 622.00 FEET. FLOW PROCESS FROM NODE 400.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- )>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF - COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC 11) = 92 INITIAL SUBAREA FLOW-LENGTH = 265.00 UPSTREAM ELEVATION = 229.00 DOWNSTREAM ELEVATION = 222.60 ELEVATION DIFFERENCE = 6.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.276 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.856 SUBAREA RUNOFF(CFS) = 6.40 TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) 6.40 FLOW PROCESS FROM NODE 402.00 TO NODE 404.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< )))))USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 217 FLOW LENGTH(FEET) = 175.00 MANNING DEPTH OF FLOW IN 12.0 INCH PIPE IS PIPE-FLOW VELOCITY(FEET/SEC.) = 12.53 ESTIMATED PIPE DIAMETER(INCH) 12.00 PIPE-FLOW(CFS) = 6.40 .00 DOWNSTREAM(FEET) 206.80 'S N = 0.012 7.4 INCHES NUMBER OF PIPES = PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 6.23 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 404.00 1 440.00 FEET. FLOW PROCESS FROM NODE 500.00 TO NODE 502.00 IS CODE = 21 ----------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC 11) 92 INITIAL SUBAREA FLOW-LENGTH = 70.00 UPSTREAM ELEVATION = 229.40 DOWNSTREAM ELEVATION = 228.00 ELEVATION DIFFERENCE - 1.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) - 1.793 TIME OF CONCENTRATION ASSUMED AS 6- MINUTES 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.856 SUBAREA RUNOFF(CFS) 0.39 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) 0.39 wxwwwwwwwwwxwxxwxxxwwwwwwxwwwwwwwwwwwwwwwwwwwwwwxxwxwwxwwwwwwwxwwwxwxxxxwwww FLOW PROCESS FROM NODE 502.00 TO NODE 504.00 IS CODE - 51 ---------------------------------------------------------------------------- )))))COMPUTE TRAPEZOIDAL CHANNEL FLOW << <<< ))))jTRAVELTIME THRU SUBAREA (EXISTING ELEMENT)( < <(( ELEVATION DATA: UPSTREAM(FEET) = 228.00 DOWNSTREAM(FEET) = 222.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 215.00 CHANNEL SLOPE = 0.0260 CHANNEL BASE(FEET) - 4.00 "Z" FACTOR - 30.000 MANNING'S FACTOR - 0.015 MAXIMUM OEPTH(FEET) = 0.10 CHANNEL FLOW THRU SUBAREA(CFS.) - 0.39 FLOW VELOCITY(FEET /SEC) - 1.72 FLOW DEPTH(FEET) 0.04 TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) - 8.09 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 285.00 FEET. wwwwwwwwwwwwwwwwwwwwxwwwwwwwwwwwwwwwwwwwwwwxwwwwwwwwwwwwwwwwwwwwwwwwwwwwwxxx FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE - 81 ---------------------------- ------------------------------------------------ > >> > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW( < <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.830 USER- SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 3.67 TOTAL AREA(ACRES) 0.87 TOTAL RUNOFF(CFS) = 4.06 TC(MIN) = 8.09 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.87 TC(MIN.) = 8.09 PEAK FLOW RATE(CFS) = 4.06 END OF RATIONAL METHOD ANALYSIS node 104 pipe flow using hydraulic slope Worksheet for Circular Channel Project Description Worksheet node 104 Flow Element Circular Channel Method Manning's Fonnul Solve For Full Flow Manninf Wetted Penmete 2.09 It Input Date Slope 331100 ft/ft Diameter 8 in Discharg 2.80 cis Results Mannings Coeffir 0.010 Depth 0.87 ft Flow Area 0.3 ft Wetted Penmete 2.09 It Top Width 0.00 R Critical Depth 0.88 ft Percent Full 100.0 % Critical Slope 328039 1Nft Velocity 8.02 ftls Velocity Head 1.00 ft Specific Energy 1.87 It Froude Number 0.00 Mabmum Dische 3.01 cfs Discharge Full 2.80 cfs pe Fu4 331100 tt/R Flow Type WA c%- mesteCdnwv10133.On2 ERB ENONEERNO INC. Flawast rr8.1 [Oran] 03M4J02 04:15:21 PM O Hesstad Methods. Inc. 37 Brookside Road Watwbury. CT 08708 USA (203) 7557688 Pepe 1 of 1 Project DescdpU= Work chest nods 104 Flow Ekerrwt Greiner Chum Method Manning's Fon Sokm For Discharge Crftncel Depth 0.62 It Input Data 100.0 % MvWrgs CoeBh 0.010 Slope 316400 ftm Depth 0.67 R Diameter 6 In Crftncel Depth 0.62 It Results Discharge 1.98 cis Flow Area 0.3 Its Waded Pafmn 2.08 R Top Width 0.01 It Crftncel Depth 0.62 It Percent Felt 100.0 % critical Slope 0.013424 ftfR Velocity 6.81 Rfs Velocity Feed 0.49 R Specific Energy 1.16 R Fronde Numbs 0.19 Mammtm Disc 2.10 cfs Discharge Full 1.96 ofs Slope Full 0.016632 'f1/R Flow Type k beritlal d(IC) (D) node 104 pipe flow Worksheet for Circular Channel 10 Z- a.8 C.Fs a evc 7~o WI , �YUI`1 T Grade 42 y Q _ 230} /woo _ 3, JJ %d ` 74 pipe node 202 -106 8" pvc Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Foam Solve For Discharge Input Date Mannings Coeffir 0.010 Slope 715400 fUft Depth 0.87 It Diameter 8 in Results Discharge 1.98 cis Flow Area 0.3 ft Wetted Perimr 2.05 It Top Width 0.04 It Critical Depth 0.82 It Percent Full 99.9 % Critical Slope 0.013872 Rift Velocity 5.88 Ns Velocity Head 0.50 it Specific Energ 1.18 ft Frauds Numbe 0.35 Maximum Disc 2.10 cfs Discharge Full 1.95 cfs Slope Full 0.015821 ft/ft Flow Type 3ubcritical Qc ice)= 117 c�S. < 1,10 �S p y-, .rage ou . c:lneesisdYnwN0133.fm2 ERB ENGMEERNG INC. �..FlowMaster A.1 1614n] 03H 5A2 0920:00 AM O Heeefad Metliods. Inc. 37 Brookside Road Water". CT 08708 USA (203)755-1W6 Pape 1 of 1 pipe node 106 - 10810" pvc Worksheet for Circular Channel Project Description Worksheet Circular Chenrwl Flow Elenwnt Circular Channel Method Manning'* Form. Solve For Dlechsrge Input Data Manninge Coeflir 0.010 Slope 313000 RR Depth 0.83 R Diameter 10 In Results Discharge 3.34 cis Flow Area 0.5 ft Welled Perim 2.61 R Top Width 0.11 R Critical Depth 0.77 R Percent Fu1 98.0 % critical Slope 0.011883 fLnt Velocity 6.12 ft le Velocity Head 0.68 R Specific Erw i; 1.41 R Fraud* Nunbe 0.47 Maldmum Disc 3.48 eft Discharge FLA 3.25 cis Slope Ful 0.013713 Wit Flow Type irrb Mcal 3.f6'Pu C-S�e � SsO✓� of /0 V JDO y goy Q V.P L,. 4- � pipe node 106 -108 hgl calc 10" pvc Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's FOnnl Solve For Discharge Input Data Mannings Coeffic 0.010 Slope 334500 Wit Depth 0.83 It Diameter 10 in Results Discharge 5.44 cfs Flow Area 0.5 ft' Wetted Penmi 2.51 ft Top Width 0.11 It Critical Depth 0.82 It Percent Full 99.6 % Critical Slope 0.033470 ftM Velocity 9.98 Ns Velocity Head 1.55 ft Specific Enerc 2.38 ft Froude Numbe 0.77 Maximum Disc 5.70 cfs Discharge Full 5.30 cis Slope Full 0.036498 ftM Flow Type 3ubcritical c:lhaestsdVm%AOl 33.fm2 ERB ENGINEERING INC. FlowMastor V6.1 1614n1 03H 5/02 09:28:02 AM O Haested Methods, Inc. 37 Brookside Road Waterbury, C i 06708 USA (203) 755 -1666 Page / of 1 pipe node 108 -110 12" pvc Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's FO"L Solve For Discharge Input Data Mannings Coeffil 0.010 Slope 731500 ftA Depth 1.00 ft Diameter 12 In Results Discharge 8.33 cfs Flow Area 0.8 ft Wetted Penm4 3.08 ft Top Width 0.06 ft Critical Depth 0.99 ft Percent Full 99.9 % Critical Slope 0.029542 ftM Velocity 10.61 fUs Velocity Head 1.75 ft Specific Ener£ 2.75 ft Froude Numbe 0.53 Maximum Disc 8.84 cfs Discharge Full 8.22 cfs Slope Full 0.032380 ftM Flow Type 3ubcntical �<<oU) c?haestadVrnw10133.fm2 ERB ENGINEERING INC. FbwMesUK Y6.1 (814n] 03/15102 09:35:44 AM C Heested Methods, Inc. 37 Brookside Road Waterbury. CT 06706 USA (203) 755 -1666 Page 1 of 1 pipe node 402 -404 18" pvc Worksheet for Circular Channel Project Description Worinhoet Circular Channel Flow Element Circular Channel Method Manning's Fonnl Solve For Discharge Critical Depth 1.50 ft Input Data 100.0 % Mannings Coeffia 0.012 Slope 139300 ft /ft Depth 1.50 ft Diameter 18 in Results Discharge 42.52 cfs Flow Area 1.8 ft' Wetted Perimr 4.70 R Top Width 0.01 it Critical Depth 1.50 ft Percent Full 100.0 % Critical Slope 0.136765 R/ft Velocity 24.06 fth Velocity Head 9.DO ft Specific Eners 10.50 ft Froude Numbe 0.28 Maximum Disc 45.69 cfs Discharge Full 42.47 cfs Slope Full 0.139606 fVft Flow Type Subcritical Q (rbv) ��SI �� — 6, TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Coefficient. C Soil Group (1) Land Use Residential: Single Family Multi -Units Mobile Homes Rural (lots greater than 1/2 acre) Commercial'') 80% Impervious Industrial' 90 % Impervious A B C D .40 .45 .50 .55 .45 .50 .60 .70 .45 .50 .55 .65 .30 .35 .40 .45 .70 .75 .80 .85 .80 .85 .90 .95 NOTES: (1) Soil Group maps are available at the offices of the Department of Public Works. to Where actual conditions deviate significantly from tj a tabulated imperviousness values of 80% or 90 %, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil, group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 50 x 0.85 = 0.53 80 IV-A-9 APPENDIX IX -B Rev. 5/81 m 9. a• a� t a � z 0 v t u C .� v C .+ a P; m d n a N .t now owl b oila 10 1NTENSITY*DUMT1vd DESIGN CHART 15 20 30 40 50 1 . 2 3 4 5 6 rn C Is ,a W n 6.0 S.s -+ 5.0 4.S 4.0 3,5 i 3.0 in Z.5 .5 E Directions for Application: 1) From precipitation reaps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10, 50 and 100 yr. maps included in the Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) 13) Plot 6.hr. precipitation on the right side of the chart. 4) Draw a Vne through the point parallel to the plotted lines. 5) This line is the intensity- duration curve for the location being analyzed. Application Form: 0) Selected Frequency 100 yr. 1) P6 ■ g'14-in., P24■ *P6 6211%* tl P24 2) Adjusted *P6■ �• S in. 3) tc ■ min. 4) I in /hr. *Not Applicable to Desert Region I n Intensity (In./fir.) tqib. �44141 11 Ilk 15 20 30 40 50 1 . 2 3 4 5 6 rn C Is ,a W n 6.0 S.s -+ 5.0 4.S 4.0 3,5 i 3.0 in Z.5 .5 E Directions for Application: 1) From precipitation reaps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10, 50 and 100 yr. maps included in the Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) 13) Plot 6.hr. precipitation on the right side of the chart. 4) Draw a Vne through the point parallel to the plotted lines. 5) This line is the intensity- duration curve for the location being analyzed. Application Form: 0) Selected Frequency 100 yr. 1) P6 ■ g'14-in., P24■ *P6 6211%* tl P24 2) Adjusted *P6■ �• S in. 3) tc ■ min. 4) I in /hr. *Not Applicable to Desert Region COU1ITY OF SAN DIEGO DEPARTMENT OF SANITATION S FLOOD CONTROL 45' I 301 15' 1' I �j LAC kENTE 36 SAN CE 100 -YEAR C -HOU I PRECINTATICa9 `2L/ IS6PLUVIALS OF 160 -YEAR 6 -110U0 PRECIPi'i A loh! IN ENTHS Qd AN 11.4GII - pl, V),'� 2 j \1 11 451 P.<Fn .d by .. U.S. DEPARTMEN T OF COMMERCE NATIONAL OCEANIC AND AT OSPNERIC ADMINISTRATION SPECIAL STUDIES DRANCII, OFFICE OF 11 UROLOGY, NATIONAL ,WEATHER SERVICE 301 �� 118, 1151 301 15' U -30 MAR% 117° 1151 4171171 .4 I •• •11 I I 127 301 I 15' \-L MECCA 116° DEPART OF SAN SANITATION 100 -YEAR 244101 Ill PRECIPITATION DEPARTMENT OF SANITATION S. FLOOD CONTROL — 20.�lSOPLUVIALS 0 100 -YEAR 24- 1IOUR lls, PRECIPITATION Ill TENTHS OF AN INCH „) ` • `I 0 n �� P110 _ S rn,r5 duo * �l� 10 ` I 135 35 Iii l 4 �• AG IA 0 .CI SAG DO 1 O. - �- Idll , f.,f u. 1 \ - ', �/ .a .;J / �nr. •n� 0 � X50• '\ -- 1 100 `10 1Q 100 ' 45 `C � •�• do q c_ n 0 ON. 10 �( 33° �. � � 1• •uNA '6 �_(!_ 1 . _ ^- d` CC' I I�5 •4 1I ,6' _ 1 t `• ; ; CL mill ` Is of 45, -- K. 80 11 sf 1665 ,i 11� •j�jJ\`,\ U.S. DEPARTAttN I' OF COMMERCE ,•Cu,• 11 NATIONAL OCEANIC AND AT' OSP,IERIC ADMINISTRATION ,�a .1 ♦^' _ _ L,C11 �y 50g5g - 5PECIAL STIIOIES lRANCIL OYfICC Of It OROLOGY, NATIONAL RRATIIER SERVICE SA G -/ ��- �r r !r �i:_ —=t as'ca n "eo;o�s�o ssuo �0 301 �-- [ I- 1111' 1151 301 1,1 117- 110-6 301 15' 116- Ck a 1/ n c� N o /� G ✓e S __ / 01 .2 5/ b L y) 102- 91 -8 L-g�— s °S`d4A61(o �+3 ,o.- /SS3 k • 4 =17 %L �= 1173 0 IICi( iZ2 , 1 /o l $_ 5% D lb s c, fib- X y, S7 o c- SS_Ac-,-e, 5,1 WE 2 b .2 y' 4 02 C. rOoJn L 33 Xis Y6 = 2� I/ Pad Report NORTH SSD. BASIN Top of pad elevation: 216.0000 Cut slope percent grade: 50.00, slope ratio: 2.00 Fill slope percent grade: 50.00, slope ratio: 2.00 Grid position: 1683417.10,318255.05 to 1684221.10,319527.05 • grid resolution: 201, Y grid resolution: 318 • grid cell size: 4.00, Y grid cell size: 4.00 Cut Swell Factor: 1.00 Fill Shrink Factor: 1.00 Pad FarthWork Volumes Total fill: 0.0 C.F., 0.00 C.Y. Total cut : 2,861.2 C.F., 105.97 C.Y. eq Page 1 of 1 09/13/2002 13:20 PROCEDURE FOR CALCULATING THE 85% RAINFALL RUNOFF Sources: 1. Urban Runoff Quality Management —ASCE Manual Report on Engineering Practice No. 87 2. Joint Report with Water Environment Federation Manual of Practice No. 23. 3. California Regional Water Quality Control Board Region 9 —San Diego County — Staff Report for Standard Urban Water Mitigation Plans and Numerical Sizing Criteria for Best Management Practices Use criteria above to treat the runoff event up to and including the 85th percentile 24- hour runoff event. San Diego County averages 0.6'/24 hours. For more accurate results see 85th percentile precipitation isopluvial map rainfall in inches draft 6/27/01. See page 175 -178 of ASCE Manual of Practice No. 87 for numerical approach to estimate storm water capture volume. C = normal runoff coefficient (5.2) Use perception depth from county isopluvial 85 percentile depth. Use table 5.4 (page 177) for value "a" 24 hours = 1.299 Po= (a`c)'Pr, a = 1.299 Po = maximized detention Volume P6 = mean storm precipitation volume (ie: 0.6 ") or use isopluvial map for 85th percentile runoff To convert Po to ac -ft ; multiply Po by E6 ac 12" To calculate detention volume: Volume = Po " E6- " A 12" A = acres of drainage shed Rate for Filtering Use: i = 0.2" /hour Use Q = A(0.2 " /hr)C Where C = coefficient of imperviousness and A = acres of drainage See a ched sheets from AS r ddie M. Johnson RCE 40318 MOP 87 page 175 -178. v /07/0 42� µAEC w C040318 2 m Exp. 12/31/02 AN APPROACH FOR ESTIMATING STORMWATER QUALITY CAPTURE VOLUME. Estimating a Maximized Water Quality Capture Volume. Whenever local resources permit, the stormwater quality capture volume may best be found using continuous hydrologic simulation and local long -term hourly (or lesser time increment) precipitation records (see Chap- ter 3). However, it is possible to obtain a fuss -order estimate of the needed capture volume using simplified procedures that target the most typically oc- curring population of runoff events. Figure 5.3 contains a map of the contiguous 48 states of the U.S. with the mean annual runoff- producing rainfall depths superimposed (Driscoll et al., 1989). These mean depths are based on a 6 -hour interevent time to define a new storm event and a minimum depth of 2.5 mm (0.10 in.) of precipitation for a storm to produce incipient runoff. After an extensive analysis of a num- ber of long -tern precipitation records from different meteorological regions of the U.S., Goo and Urbonas (1995) found simple regression equations to relate the mean precipitation depths in Figure 5.3 to "maximized" water quaf- ity runoff capture volumes (that is, the knee of the cumulative probability curve). The analytical procedure was based on a simple transformation of each storm's volume of precipitation to a runoff volume using a coefficient of runoff. To help with this transformation, a third -order regression equation, Equation 5.1 (Urbonas et al., 1990), was derived using data from more than 60 urban watersheds (U.S. EPA, 1983). Because the data were collected na- tionwide over a 2 -year period, Equation 5.1 should have broad applicability in the U.S. for smaller storm events. C = 0.8580 — 0.78i2 + 0.774i + 0.04 (5.1) Where C = runoff coefficient, and i = watershed imperviousness ratio; namely, percent total impervi- ousness divided by 100. Equation 5.2 relates mean precipitation depth taken from Figure 5.3 to the "maximized" detention volume. The coefficients listed in Table 5.4 are based on an analysis of long -term data from seven precipitation gauging sites lo- cated in different meteorological regions of the U.S. The correlation of deter- mination coefficient, rs, has a range of 0.80 to 0.97, which implies a strong level of reliability. Where Po = (a C) ' P6 (5.2) Po = maximized detention volume determined using either the event capture ratio or the volume capture ratio as its basis, watershed in. (mm); Selection and Design of Passive Treatment Controls 175 V q C o- a A fi ti ti ro fi A A 3 Q W N A 0.40 0.90 e5.3 Mean storm citation depth in the n. [in. x 25.4 = mm]). Table 5.4 Values of coefficient a in Equation 5.2 for finding the maximized detention storage volume (Goo and Urbonas, 1995).' Drain time of capture volume 12 hours 24 hours 48 hours Event capture ratio a = 1.109 1.299 1.545 r = 0.97 0.91 0.85 Volume capture ratio a = 1.312 1.582 1.963 rZ = 0.80 0.93 0.85 ' Approximately 85th percentile runoff event (range 82 to 88%) a = regression constant from least- squares analysis; C = watershed runoff coefficient; and P6 = mean storm precipitation volume, watershed in. (mm). Table 5.4 lists the maximized detention volume/mean precipitation ratios based on either the ratio of the total number of storm runoff events captured or the fraction of the total stormwater runoff volume from a catchment. These can be used to estimate the annual average maximized detention vol- ume at any given site. All that is needed is the watershed's runoff coefficient and its mean annual precipitation. The actual size of the runoff event to target for water quality enhancement should be based on the evaluation of local hydrology and water quality needs. However, examination of Table 5.3 indicates that the use of larger de- tention volumes does not significantly improve the average annual removal of total suspended sediments or other settleable constituents. It is likely that an extended detention volume equal to a volume between the runoff from a mean precipitation event taken from Figure 5.3 and the maximized event ob- tained using Equation 5.2 will provide the optimum -sized and most cost -ef- fective BMP facility. A BMP sized to capture such a volume will also cap- ture the leading edge (that is, first flush) of the runoff hydrograph resulting from larger storms. Runoff volumes that exceed the design detention volume either bypass the facility or receive less efficient treatment than do the smaller volume storms and have only a minimal net effect on the detention basin's performance. If, however, the design volume is larger and has an outlet to drain it in the same amount of time as the smaller basin, the smallest runoff events will be de- tained only for a brief interval by the larger outlet. Analysis of long -term pre- cipitation records in the U.S. shows that small events always seem to have the greatest preponderance. As a result, oversizing the detention can cause the most frequent runoff events to receive less treatment than provided by properly designed smaller basins. Selection and Design of Passive Treatment Controls 177 �J tY S Example of a Water Quality Capture Volume Estimate. It is desired to � estimate the maximized storage volume for a 223 -ha (550 -ac) watershed that has 40% of its area covered by impervious surfaces. Assume that this site is located in Houston, Texas (that is, the largest storm region of the U.S.). The J i detention basin needs to be sized and designed to drain its water quality cap - 9 y, ture volume in no fewer than 24 hours . Substituting a value of 0.40 (that is 4� 401100) for the variable 1 in Equation 5.1 yields a runoff coefficient C = \ 0.30. Using Figure 5.3 we find the mean storm precipitation depth in Hous- ton: P6 = 20.3 mm (0.8 in.). From Table 5.4 we find the coefficient a = 1.299 for the 24 -hour drain time. Thus, the maximized detention volume is calculated as follows: )( o.�� Po = (1.299 - C) = 0.39 in. (0.026 ac- ft/ac) Po = 7.9 mm (79 m3/ha) The volume of an extended detention basin for this 223 -ha (550 -ac) water- shed needs to be 17 600 m' (14.3 ac -ft). It is recommended that this volume be increased by at least 20% to account for the loss in volume from sediment accumulation. The final design then can show a total volume for the basin of 21 200 m' (17.2 ac -ft) with an outlet designed to empty out the bottom 17 600 m3 (14.3 ac -ft) of this volume in approximately 24 hours. SI ELECTION OF TREATMENT CONTROL BEST MANAGEMENT PRACTICES As discussed in Chapter 4, the selection of particular stormwater quality con- trols (that is, BMPs) is often decided by considerations other than technical issues. These issues, among others, include • Federal, state, and local regulations; • Real and perceived receiving water problems; • Beneficial uses of receiving waters to be protected; • The cost of the BMPs being considered; • Subjective and sometimes arbitrary acceptance by the regulators or community groups; and • Watershed studies. While reduction of pollutants in stormwater discharges to the MEP is the statutory requirement of the stormwater regulations, the real goal has to be the reduction of effects to urban stormwater runoff on the receiving water. The cost of the BMP is always a major consideration. Recognize that no sin- 178 Urban Runoff Quality Management �2 \11m =-� W � r - ~ � I G��l MARK S X l,e ¢ D AINAG P Y I EXIST TD-22s28 -FL- 22].75 6 N 0 \, o ' I_1 - _on ITN { I ti SIL zk ml g4 I'�I( W F 228.1 NFL -22&7/ LII I � �I WTLET STAND PIPE bbl 101 I I I D / / t � i SEE DETNL MI5 SMT.51 i1�/I yl n r I CN 2k FG- 228.3/ W A9 iG -20.0 INCN SSM NTARI R J x = SIN �J 1 r ti � I �II� II CII� tll I I _ �M1 A `� � YN III �i /� a v- ^t_ '�• I DEMO. EXIST. 6 PCC CqB.�p�ry/ ' r x DW ;iTPE 1 1+CC LIB �'V 1C- 233.83 ;TC- 234,04 ti MATCH EXIST. CURB c0 td I\ 1 I 4r'h F5.•Q34,Ww . t \ _ _ `IJ XIST. 6" PCC CURB r/ �/ ✓Lp 2.h00' `, X D N 1. `. EXIST. CURB \ x /Mill ___I r 1C'u W I 1 DE � M CU1>� N - I- V h_� TC- 238.34 M1 R R' T0- 235.2 �l Z x ,� NEW 8`; • E'1 PCC $ 6 • TC- 236.4 - 11 Tdl m le N -M-23P.00 N 01"1710' E 0 0 r i -CC -_- O E%ISi. CkG AND SIDE W f _ 1 _ EXIST. A/C ROAD EXIST. CONC. DRIVEWAYS 2,30 _` x —N� _.. wd If a � D� O REGAL ROAD NOTES: 1. PROVIDE VIEEL STOPS WHERE SHOWN. SCALE I WLNMUNITY DEVELOPMENT APPROVALS ENCINITAS ENGINEERING DEPARTMENT DRAVING NO, PLANS PREPARED UNDER I'D "' 1, RECOMMENDED APPROVED S.W.M.P. FOR: DATE: R.cE. N0 HORIZONTAL BY: BY: " SEA COAST COMMINITY CHURCH VERTCAL ENGINEER EXP. DATE: DATE: NO WATER WRFACE 3: OVER FLOW ELEV. SHONN ON PLANS REMOVABLE SEALED WVER 34 PERFgtATED 1/2 a TO 3/4 a STW PIPE PERF'ORATONS o o CLEAN WT WM PLUO 8' PVC TO DISd1ARGE POINT 1' PERT DPATED PVC PIPE . CONNECTED TO Y CLEAN WT -1ll- JILJJJ_� — �LI1 d 6' OF O.EAN 1/2' AIGREGATE OVER .. HLTER BLANKET. 1.5' MIN. FROM — SIDE DNA. ..CONCRETE ENCASEMENT DON THICK OF STAND PIPE TYP. STORM WATER QUALITY BASIN DISCHARGE I NOT TD SCALE O �2 \11m =-� W � r - ~ � I G��l MARK S X l,e ¢ D AINAG P Y I EXIST TD-22s28 -FL- 22].75 6 N 0 \, o ' I_1 - _on ITN { I ti SIL zk ml g4 I'�I( W F 228.1 NFL -22&7/ LII I � �I WTLET STAND PIPE bbl 101 I I I D / / t � i SEE DETNL MI5 SMT.51 i1�/I yl n r I CN 2k FG- 228.3/ W A9 iG -20.0 INCN SSM NTARI R J x = SIN �J 1 r ti � I �II� II CII� tll I I _ �M1 A `� � YN III �i /� a v- ^t_ '�• I DEMO. EXIST. 6 PCC CqB.�p�ry/ ' r x DW ;iTPE 1 1+CC LIB �'V 1C- 233.83 ;TC- 234,04 ti MATCH EXIST. CURB c0 td I\ 1 I 4r'h F5.•Q34,Ww . t \ _ _ `IJ XIST. 6" PCC CURB r/ �/ ✓Lp 2.h00' `, X D N 1. `. EXIST. CURB \ x /Mill ___I r 1C'u W I 1 DE � M CU1>� N - I- V h_� TC- 238.34 M1 R R' T0- 235.2 �l Z x ,� NEW 8`; • E'1 PCC $ 6 • TC- 236.4 - 11 Tdl m le N -M-23P.00 N 01"1710' E 0 0 r i -CC -_- O E%ISi. CkG AND SIDE W f _ 1 _ EXIST. A/C ROAD EXIST. CONC. DRIVEWAYS 2,30 _` x —N� _.. wd If a � D� O REGAL ROAD NOTES: 1. PROVIDE VIEEL STOPS WHERE SHOWN. SCALE I WLNMUNITY DEVELOPMENT APPROVALS ENCINITAS ENGINEERING DEPARTMENT DRAVING NO, PLANS PREPARED UNDER I'D "' 1, RECOMMENDED APPROVED S.W.M.P. FOR: DATE: R.cE. N0 HORIZONTAL BY: BY: " SEA COAST COMMINITY CHURCH VERTCAL ENGINEER EXP. DATE: DATE: NO MARK S X l,e ¢ D AINAG P Y I EXIST TD-22s28 -FL- 22].75 6 N 0 \, o ' I_1 - _on ITN { I ti SIL zk ml g4 I'�I( W F 228.1 NFL -22&7/ LII I � �I WTLET STAND PIPE bbl 101 I I I D / / t � i SEE DETNL MI5 SMT.51 i1�/I yl n r I CN 2k FG- 228.3/ W A9 iG -20.0 INCN SSM NTARI R J x = SIN �J 1 r ti � I �II� II CII� tll I I _ �M1 A `� � YN III �i /� a v- ^t_ '�• I DEMO. EXIST. 6 PCC CqB.�p�ry/ ' r x DW ;iTPE 1 1+CC LIB �'V 1C- 233.83 ;TC- 234,04 ti MATCH EXIST. CURB c0 td I\ 1 I 4r'h F5.•Q34,Ww . t \ _ _ `IJ XIST. 6" PCC CURB r/ �/ ✓Lp 2.h00' `, X D N 1. `. EXIST. CURB \ x /Mill ___I r 1C'u W I 1 DE � M CU1>� N - I- V h_� TC- 238.34 M1 R R' T0- 235.2 �l Z x ,� NEW 8`; • E'1 PCC $ 6 • TC- 236.4 - 11 Tdl m le N -M-23P.00 N 01"1710' E 0 0 r i -CC -_- O E%ISi. CkG AND SIDE W f _ 1 _ EXIST. A/C ROAD EXIST. CONC. DRIVEWAYS 2,30 _` x —N� _.. wd If a � D� O REGAL ROAD NOTES: 1. PROVIDE VIEEL STOPS WHERE SHOWN. SCALE I WLNMUNITY DEVELOPMENT APPROVALS ENCINITAS ENGINEERING DEPARTMENT DRAVING NO, PLANS PREPARED UNDER I'D "' 1, RECOMMENDED APPROVED S.W.M.P. FOR: DATE: R.cE. N0 HORIZONTAL BY: BY: " SEA COAST COMMINITY CHURCH VERTCAL ENGINEER EXP. DATE: DATE: NO ...... OBSCURED it CE,Lll,R L FH ------------------------- EGE�",� A- S7 D NEW A/C FU0,10M 7-2. s R OU IT L-A ----- --- ------------- OBSC D --- 77— ----- ------ x El- AG PARKING LOT L7 B 11 1 / � -mm -7 ftlo )4 QUT-2 49�, L;OJ 227.02 EXIST ING LOT 22?I� S�q SA REMOVE EXIST ---- --------- ---K/C PAMMONT AC PARKING LOT rPVwD ALL \U, p \� '� U, 11 ---------- ------ --------- -T, G- ------------ ------ X '­'Sh.d, N,� $00 - ------- i H Y T) R nl x I � � ' DRAINA GE 1. A A[ X 'o, -1 F -------- P4 F (" Ro o -------- Al YI NODE- NUMbLM' YUAN 1ITY NOTES: DIRI ECilbff----DE EXISING MILD PURPOSE BUILDING I i " �!� _J 121, EMSTIN FARROW THIS SNEET- 'AI. ADDED PARNNO THIS SHEET- 87 INITIAL 1 1 TOTAL PARKING THIS SHEET- In AREA EASIRIG DR BATCH BASINS NOT ROUTED TO THE PROP. -------------- DE-SILTING e=MSPAUE HAVE FULL ROW FGSSX. FILTERS x PIPE NUMBER , x —1 -------------- BOB -- - ---------------- I ------- ------ .m 5' sa -- l MATCH LINE REASONS APPROVED DATE REFERENCES DATE BENCH MW SCALE COMMUNITY DEVEIOPMmT DIA. .1 1 APPROVALS I CITY OF ENCINITAS ENGINEERING DEPARTMENT DRAWING NO. RECOMMENDED APPROVED ,7PROVED I S.W.M.P. FOR: SEA COAST 74441-G R.E. N. VER11M ENGINEER m.— DATE _ DATE— COMMUNITY CHURCH PLANS "SPARED "N"" I WORK PROJECT NO. SHEET20FISR J.O. 01-33 1.0. -w BENCH MARK I SCALE V IICAL j x,'04 ER�sioN RECOMMENDED APPROVED HYDROLOGY STUDY FOR: a2 SEA COAST COMMINITY CHURCH BA- oAIE: J.O, of -33 RlN S ,n I ER9 ENGII:EERWG I ^� ERB ENGINEERING, INC. CIVIL ENGINEERS & LAND SURVEYORS +N +aEr ton moiwl 12320 SMWE DRNE, SM E POWAY,CA 92064 OSS- 748-2130 FAX 059 -748 -8089 HYDROLOGY AND HYDRAULICS FOR SEA COAST COMUNITY CHURCH 03 -14 -02 LOCATION: REGAL ROAD ENCINITAS CA.. JO-01-33 0040316 F—Xp I COMPUTER CODES SUBAREA HYDROLOGIC PROCESSES: 1: Confluence analysis at node 2: Initial subarea analysis 3: Pipeflow traveltime (COMPUTER ESTIMATED pipesize) 4: Pipeflow traveltime ..... (USER SPECIFIED pipesize) 5: Trapezoidal channel travel time 6: Street -Flow analysis thru subarea 7: User - specified information at node 8: Addition of subarea runoff to mainline 9: V- gutter flow thru subarea 1 0 EHGIMEERING. iyo ERB ENGINEERING, INC. W.O. No. (Z>/- 33 e J 23N STpWE OPrvE 2 E / .p WAY. CALIFORNIA 920W DATE: �-`Y/-- (6191 -96-21]0 • FAX 16 191 111-6M BY:F( CK: SHEET 4 OF. DRAINAGE DATA WORKSHEET FOR: O G✓ G/Op `, SURFACE FLOW TABL ANALYSIS PT NEI LINK DESC. L LOW • PT PATH AREA "C" REMARKS FROM • I 1 IF i d7 i is + � ENGINEERING. W ERB ENGINEERING, INC. 12320 STOWE DRIVE SURE E POWAY, DAUFORNIA 92 (6191 76621]0 • F" (61% 716-6M DRAINAGE DATA WORKSHEET FOR: SURFACE FLOW TABLE W.O. No. a/— 3 3 DAT BY CK: SHEV—Z, OF: Z2--- ANALYSIS PT LINK OESC. c HIGH LOW FLOW 0 PT PT PATH AREA 'C' REMARKS FROM TO E (ft) (ft) (ft) (acs) I 1 1 1 I 1 I 1 1 •� V ( 1 1 1 � 1 , I 1 1 1 1 1 1 I ( 1 1 cy 6 I 1 I 1 I ( I 1 I I I 1 I I I I I 1 I p 1 1 ( 1 1 1 1 I I I I 1 1 I ( ( 1 I 0 1 1 1 1 1 1) 12Ao1 I 1 ( 1 I 1 4. O1 ( Z 1 I l 1 1 1 ( � 1 1 ( 1 1 I 5 1 1 1 I , ( 1 I 1 I 1 I I 1 1 „� 017o il),02 1 1 ° 1 I I 1 I I 1 1 I 1 ( I 1 I I I 1 I I 1 I I 1 I 1 1 I 5(24 1 '544 I 1 AIPAIr, I 1 I I 1 1 1 1 1 I I 1 I 1 I 1 I 1 1 1 I 1 I 1 1 1 1 I I 1 1 I 1 1 I 1 I I I I 1 I 1 I I I 1 I I I I I I I 1 I I 1 1 I I I 1 I I 1 I I 1 1 ( 1 I I I I I I 1 I I 1 1 1 I I I 1 I 1 ( 1 1 1 I I 1 1 1 1 I I I I I 1 I 1 I I I 1 I I I I I I I I I I I I I I 1 1 1 1 I I I 1 1 Ix*****» x***»* **********************w** **x**w w w**w *w*wx**wx** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982 -2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 0110112001 License ID 1432 Analysis prepared by: ERB ENGINEERING, INC. CIVIL ENGINEERS AND LAND SURVEYORS TELEPHONE (858) 748 -2130 FAX NO. (858) 748 -6089 wwwwwwwwwwwwwwwwwxwxxwwwrtx DESCRIPTION OF STUDY * * * * * * * * * * *rtwrtrtrtrtrtxrtwwwwww * 100 YR STORM SEA COAST COMMUNITY CHURCH * 3 -14 -02 * ENCINITAS CA. w » xxxwwwrtww** x» xxxxxxxxxxxxwwwwwww, tw* wwwwwwwwwwwwwxwa *wxxwxrtxxrtxrtwxwxxxxrtx» FILE NAME: 0133.OAT TIME /DATE OF STUDY: 15:32 03/14/2002 -------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: - ----- - - - - -- ---------------- -- - - -- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) - 100.00 6 —HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRAOIENTS(OECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C "— VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER — DEFINED STREET — SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF— CROWN TO STREET— CROSSFALL: CURB GUTTER — GEOMETRIES: MANNING WIDTH CROSSFALL IN— / OUT— /PARK— HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW —DEPTH CONSTRAINTS: 1. Relative Flow —Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) — (Top —of —Curb) 2. (Depth) *(Velocity) Constraint - 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* * w* xrtrt* x»»» wwxrtx**** wxw» xxrtrtww» ww* x»* x»»* x»** » »**w**xw »ww »w » »wwxxw***wrt***** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 21 -------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( — ------------------ - - - - -- USER— SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW— LENGTH = 75.00 UPSTREAM ELEVATION = 236.00 DOWNSTREAM ELEVATION = 235.00 ELEVATION DIFFERENCE = 1.00 `!e i URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 2.124 TIME OF CONCENTRATION ASSUMED AS 6- MINUTES 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.856 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = - 0.08 TOTAL RUNOFF(CFS) 0.45 rtrtrtrtrwwwww**** ww* kw!* fifiwrwrt rtwrtfi twwxwrt wxxrwwwxwwwwwwww *w *wfifi *fiwwwwwfirtrtrtxwwrtwrt FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 51 ---------------------------------------------------------------------------- )))))COMPUTE TRAPEZOIDAL CHANNEL FLOW < < < << )))))TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) < < <<< ELEVATION DATA: UPSTREAM(FEET) = 235.00 DOWNSTREAM(FEET) = 230.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 228.00 CHANNEL SLOPE = 0.0202 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 30.000 MANNING'S FACTOR = 0.016 MAXIMUM OEPTH(FEET) = 0.10 CHANNEL FLOW THRU SUBAREA(CFS) - 0.45 FLOW VELOCITY(FEET /SEC) = 1.60 FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 2.36 Tc(MIN.) - 8.38 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 303.00 FEET. kkwwwkkwkwwkwl wwwwrrrrkkkwkkkxwwwkkwrtwkkkkkwwwkkkkwwWkk4xwwwwwwwwwxkkkwwwwkw FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 01 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < << 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.721 USER - SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 2.82 TC(MIN) = 8.38 rtrtrtwrrrtrtrtrtrrtrrtwrtrtxxxxxxwwfixrtwrrwwwwrwwxwxwwwwwxwwwwwfifiwxxwrwrtwwxwwwwwfirwfirrrt FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >> > > >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA < < < << )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < < < << ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 228.40 OOWNSTREAM(FEET) = 227.40 FLOW LENGTH(FEET) = 74.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.92 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.82 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 6.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 377.00 FEET. rtrtwrwrwtrw* wrtrrtrtrtxxxxxrwrtfiwfiwxRfiwwwwwfifixwkkRf lRfifilfiwwwfififififi wwwxfilwrtrtrrtrtrwrtrtrt FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- > >> > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < << TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.59 RAINFALL INTENSITY(INCH /HR) = 4.65 TOTAL STREAM AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.62 4' S * N******** NN* N********** N* N** *WW *WWWW *rtrtrtNrt *rt *x *NN * * * *NN *NN* ***NNW *N * * * * *N ** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< USER- SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW- LENGTH = 93.00 UPSTREAM ELEVATION = 233.60 DOWNSTREAM ELEVATION = 230.70 ELEVATION DIFFERENCE = 2.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.782 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6- MINUTES 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 5.856 SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) 1.17 xxwxwxxwwwxwxwwwwxwwwww*** NxxN* wwW* WxwwNNWWwWNWrtWWWwWwwwN *NNxxw *xxwwwwwwwwww FLOW PROCESS FROM NODE 202.00 TO NODE 106.00 IS CODE - 31 ---------------------------------------------------------------------------- )))))COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)(( < << ELEVATION DATA: UPSTREAM(FEET) = 229.50 DOWNSTREAM(FEET) = 227.40 FLOW LENGTH(FEET) = 131.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.07 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 1.17 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 6.43 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 106.00 224.00 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 61 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < <(< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.600 USER - SPECIFIED RUNOFF COEFFICIENT = .9500 S.L.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 2.55 TC(MIN) - 6.43 wwwwwwwwwwwwwwwwwx#** xNNWWWWNwxxxxxwwwwwwwwwwww wwwxwwwxwxwwwwwwwwxwtwwwwwwwN FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE - 1 .)))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(« <( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< - - - - - -- ------ --------- - - - - -- - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.43 RAINFALL INTENSITY(INCH /HR) = 5.60 TOTAL STREAM AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.55 ** CONFLUENCE DATA *' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.82 8.59 4.646 0.61 2 2.55 6.43 5.600 0.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.89 6.43 5.600 2 4.94 8.59 4.646 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.94 Tc(MIN.) = 8.59 TOTAL AREA(ACRES) = 1.08 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 377.00 FEET. * xxxxwrtxrtxxxxxwwwxwrtrtxxxx** xxxxwrtrtrtrtrtrtrtxxxxwwxwxwwwwwrtrt *rtrtxrtrtxxxxrtxxxxww *xxrt FLOW PROCESS FROM NODE 106.00 TO NODE 108.00 IS CODE = 31 ------------------------------------------------------- )))))COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« <<< ELEVATION DATA: UPSTREAM(FEET) = 227.40 DOWNSTREAM(FEET) = 226.90 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.98 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.94 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 8.86 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 457.00 FEET. xxwxrtwrtwrtwwwwwwrtwrtrtrtxrtrtxxxrtxxxwxrtxxwxxwwrtrtrtrt rtrtrtrtxwrtrtxxrtxxwxxxwxxxxxxxxxxxx *x FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE 1 ---------------------------------------------------------------------------- )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<< <( --------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.86 RAINFALL INTENSITY(INCH /HR) = 4.56 TOTAL STREAM AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) AT CONFLUENCE - 4.94 . rtrtrtrtrtrtrtwxxxxxxxxxxx• xxwwxxwxww* ww*►* wxxxx*• xxxxrtrtxwrtrtrtxxxxxxxwxxrtrtxwwwwxxxx FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( USER - SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW- LENGTH = 80.00 UPSTREAM ELEVATION = 231.20 DOWNSTREAM ELEVATION = 230.70 ELEVATION DIFFERENCE = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) - 2.825 TIME OF CONCENTRATION ASSUMED AS 6- MINUTES 100 YEAR RAINFALL TNTENSITY(INCH /HOUR) 5.856 }. SUBAREA RUNOFF(CFS) 0.95 TOTAL AREA(ACRES) - 0.17 TOTAL RUNOFF(CFS) 0.95 } * * * * * * * * * * * * * * * * * * * W * * * W K K K } } * } h } } * * W W W W K K * * * * * K W W * K W W W W W W W W W W * * W W W K K * * 4 * K * FLOW PROCESS FROM NODE - 302.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- )))))COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA < <<<< )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)(( <(< - -- ------- --- --------- -- -- ---- - - -- - -- ELEVATION DATA: UPSTREAM(FEET) = 229.70 DOWNSTREAM(FEET) = 226.90 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.22 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.95 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 6.45 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 108.00 220.00 FEET. w w w w w w k w k w k x x x x x x x x x x x x x x w x w w w w w w h h w* x w k k h k k k k h k k w k k w h k k w x k k k* x* x x x x x x x x x x w w FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE 81 ---------------------------------------------------------------------------- )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < <<< ------------------------------------------------ --------- ------ - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.591 USER - SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) 92 SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) 0.51 TOTAL RUNOFF(CFS) = 2.75 TC(MIN) = 6.45 rtxwwwkkhwwwwhwwwxrtrtxxw* wh* wwwWWwxwWWwwwwkkrtWwwWWwWwwWrtrtWwwkWWx *wkWwwwwwwhkwrt FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- > > >> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<< << )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES < < < << TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.45 RAINFALL INTENSITY(INCH /HR) = 5.59 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.94 8.86 4.555 1.08 2 2.75 6.45 5.591 0.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.78 6.45 5.591 2 7.18 8.86 4.555 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.18 Tc(MIN.) == B.86 TOTAL AREA(ACRES) - 1.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 457.00 FEET. wwwwrtwrt* wrt* w*** xw* wwwwwxxx** wwwwwxxww* wxrtwwwwwwwwwwwwwx #wwxxxxxxrt * *w #wwxrt * #* FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- )))))COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA < <<<< )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)( < < <( ELEVATION DATA: UPSTREAM(FEET) = 226.90 DOWNSTREAM(FEET) = 221.00 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.79 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.18 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 9.11 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 622.00 FEET. www########### w# wxw**## wxxxrtrtww*********** rtrtrtrtrtrtrtrtrt *rtrtrtrtrtrtxxxxxx * * * *wwwrt *rt ** FLOW PROCESS FROM NODE 400.00 TO NODE 402.00 IS CODE = 21 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< USER- SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW- LENGTH = 265.00 UPSTREAM ELEVATION = 229.00 DOWNSTREAM ELEVATION = 222.60 ELEVATION DIFFERENCE = 6.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.276 TIME OF CONCENTRATION ASSUMED AS 6- MINUTES 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.856 SUBAREA RUNOFF(CFS) 6.40 TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) = 6.40 rt**** xx#*** ww* xxxxxrt x* rtrtrtrt******#* wwwrt* w***** * * *w * # #xwwwx #w #wx * * *rt * * *rt *rt *rt *rt FLOW PROCESS FROM NODE 402.00 TO NODE 404.00 IS CODE = 31 ---------------------------------------------------------------------------- )))))COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<< << ))j))USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < < < << ELEVATION DATA: UPSTREAM(FEET) = 217.00 DOWNSTREAM(FEET) = 206.80 FLOW LENGTH(FEET) = 175.00 MANNING'S N - 0.012 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.53 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.40 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 6.23 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 404.00 = 440.00 FEET. w# x*** x** wwwwwwx##****** x*****rt*** w** x## w*** w * * #w * * *# #* * * * * # * * *ww *# # * * * * **** FLOW PROCESS FROM NODE 500.00 TO NODE 502.00 IS CODE = 21 ---------------------------------------------------------------------------- )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS < < <<< USER - SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC I1) = 92 INITIAL SUBAREA FLOW- LENGTH = 70.00 UPSTREAM ELEVATION = 229.40 OOWNSTREAM ELEVATION = 228.00 ELEVATION DIFFERENCE - 1.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) - 1.793 TIME OF CONCENTRATION ASSUMED AS 6- MINUTES 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 5.856 SUBAREA RUMOFF(CFS) 0.39 TOTAL AREA(ACRES) - 0.07 TOTAL RUNOFF(CFS) 0.39 wwwwwwwwwwwwwwxwwxwwxwwwxxwwxxwwwww* wxxwwwwwwwxwxwwwwwxwwwwwwwwxwwwwwwwxxxxw FLOW PROCESS FROM NODE 502.00 TO NODE 504.00 IS CODE - 51 ---------------------------------------------------------------------------- >> > > >COMPUTE TRAPEZOIDAL CHANNEL FLOW < < < << )))))TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<< << ELEVATION DATA: UPSTREAM(FEET) = 228.00 DOWNSTREAM(FEET) = 222.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 215.00 CHANNEL SLOPE = 0.0260 CHANNEL BASE(FEET) = 4.00 "2" FACTOR = 30.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.10 CHANNEL FLOW THRU SUBAREA(CFS) = 0.39 FLOW VELOCITY(FEET /SEC) = 1.72 FLOW OEPTH(FEET) 0.04 TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 8.09 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 = 285.00 FEET. xww« xxxxxxxxxxxxxxwxwxxxrtrtwrtw« wwwxxw« wxxxxxwxxrtxxwxxrtxxrtxrtrtxxxxxxxxxxxxxrtrtrtw FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE - 81 ---------------------------------------------------------------------------- )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.830 USER - SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 3.67 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 4.06 TC(MIN) = 8.09 - - ----------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.87 TC(MIN.) = 8.09 PEAK FLOW RATE(CFS) = 4.06 END OF RATIONAL METHOD ANALYSIS • µb �a ra'h node 104 pipe flow using hydraulic slope Worksheet for Circular Channel Project Description Worksheat node 104 Flow Elertwrk Circular Charnel Method Manning's Fomwl Solve For Ful Flaw Marvin£ Top Width 0.00 It Input Data 0.88 R Slope 731100 R/t Diameter 8 in Discherg 2.80 cfs Results Mannings Coefir 0.010 Depth 0.87 It Flow Area 0.3 A' Wetted Podmets 2.09 R Top Width 0.00 It Critical Depth 0.88 R Percent FUN 100.0 % Critical Slops 728039 Rflt Velocity 8.02 1t/s Velocity Head 1.00 R Specific Energy 1.87 It Froude Number 0.00 MaAnsxn Dischs 3.01 cfs Discharge Ft1 2.80 cis 2 731100 Qftt Flow Type WA Discharge 1.96 cfs Proklct Engineer: BILL RICKARD C V1.JW. CrVrTrv�u i 33.fm2 LRB ENGINEERING INC. FWA"asturv81[014n] 03114102 04:15:21 PM 01ieestad McOwds, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 7551888 P" 1 of 1 node 104 pipe flow Worksheet for Circular Channel Project Description Percent FIA 100.0 % Woriohest rode 104 Critical Slope 0.013424 8M Flow Elernort Circular Chant Velocity 6.61 fus Method Marrirg's Fon Velocity Feed 0.49 R Solve For Discharge Specific Eneq 1.16 ft Input Data Fronde Nurnbe 0.19 Ma mxrrI Disc 2.10 cis Mennirgs Coefir 0.010 Discharge FLA 1.95 cfs Slope J15400 RM Slope Felt 0.015532 ftM Depth 0.67 R Flow Type kberifical Diameter 8 In Results l9�1(9 - alsS Discharge 1.96 cfs Flow Area 0.3 ft' Wetted Perim 2.08 ft Top Width 0.01 ft Critical Depth 0.132 R Percent FIA 100.0 % Critical Slope 0.013424 8M Velocity 6.61 fus Velocity Feed 0.49 R Specific Eneq 1.16 ft Fronde Nurnbe 0.19 Ma mxrrI Disc 2.10 cis �r t I ,/� ^ / 1 /3e y.{ �V l� r�`J Discharge FLA 1.95 cfs 1! G, Il/" v Slope Felt 0.015532 ftM N / \lI Flow Type kberifical l9�1(9 - alsS e�S VI�Pr� �o !�'1, t�'��� �� - �• / = 4C,- Ne�Q :2 30-4 — ��g. /X/oo = 3 11 62o ✓ 74 pipe node 202 - 106 I r' pvc Worksheet for Circular Channel Project Desctiptlon Worksheet Cinder Channel Flow Element Circdar Charnel Method Marning's Form Sohm For Discharge Input Data Mannings Coeffir 0.010 Slope 315400 ft/ft Depth 0.67 R Diameter 8 In Results Discharge 1.98 cis Flow Area 0.3 R' Wetted Perim 2.D5 R Top Width 0.04 R Critical Depth 0.62 R Percent Full 99.9 % Critical Slope 0.013672 R/R Velocity 5.88 Ns Velocity Head 0.50 R Specific E eq 1.15 n Froude Nurrbo 0.35 Maxdmrin Disc 2.10 cis Discharge FLA 1.95 cfs Slope Full 0.016821 R/R Flaw Typo it6critical , Project En171r1eer BILL RICHARD c ?naest&dVmw 0133.fm2 ERB ENGINEERMG INC. FlowMasW v6.l [614nj 03115)02 09:26:00 AM ® Heestad Methods, Inc. 37 Brooltside Road Wated"y. CT 06708 USA (203) 7557888 Pape 1 of 1 0.6 V pipe node 106 - 10810" pvc 2.61 R Worksheet for Circular Channel Project Description Critical Depth Worksheet Circular Chamel Percent Full Flow Element Circler Cherylel Critical Slops Method Meer ng's Forms, Velocity So" For Discharge Velocity Head Input Date Specific ErwrS Mamings Coef& 0.010 Froude Nunl6e Slope 313000 11M M"nnum Disc Depth 0.83 R Discharge Fri Diameter 10 In Slops Ful Results Flow Type Discharge 3.34 cfs Flow Area 0.6 V Wetted Pori" 2.61 R Top Width 0.11 It Critical Depth 0.77 It Percent Full 89.6 % Critical Slops 0.011863 f1M Velocity 6.12 Ns Velocity Head 0.68 It Specific ErwrS 1.41 R Froude Nunl6e 0.47 M"nnum Disc 3.48 cis Discharge Fri 3.26 cfs Slops Ful 0.013713 ENt Flow Type k 6critical 3Agc�s. Q a c 1 raw = 5-, 4C� S-s i 4, q¢ c� S OK o r pipe node 106 -108 hgl calc 10" pvc Worksheet for Circular Channel Project Description Workshaat Grcular Channel Flow Element circular Charnel Method Mersing's Fcm Solve For Discharge IrpA Data Manrings CoeM 0.010 Slope 334800 fiM Depth 0.83 It Diameter 10 In Results Discharge 6.44 cts Flow Aree 0.6 fi Wafted Perim 2.61 ft Top Width 0.11 It Critical Depth 0.82 it Percent Ful 99.8 % Critical Slope 0.033470 RM Velocity 9.98 Ns Velocity Mead 1.66 R Specific Eno% 2.38 R Froude Nrsnbs 0.77 M"mum Disc 6.70 cis Discharge Ful 6.30 cis Slope RA 0.038498 1V8 Flow Type kka critical r c:14esbmdhrwM0133fm2 Eb ENCaE17M6 a1C. f 03/152 09:28A2 AM C Hmestsd Methods, Inc. 37 Brookside RoW Wlee", CT 08708 USA (203) 7551888 •� t814ry A '' Pqs 1 Of 1 pipe node 108 -110 12" pvc Worksheet for Circular Channel Project Description Worksheet Circular Chamel Flow Element Circular Charnel Method Manning's Fcm Softy For Discharge Input Data Maremngs Coaf61 0.010 Slope 331600 fUR Depth 1.00 R Diameter 12 In Results Discharge 8.33 cfs Flow Area 0.8 8' Wetted Pod w 3.08 It Top Width 0.06 it Critical Depth 0.99 R Percent FLA 99.8 % Critical Slope 0.029542 ILA Velocity 10.61 We Velocity Heed 1.75 R Specific ErwS 2.76 E Fro de Nm6e 0.63 MaArrsm Disc 8.84 cfs Discharge FIN 8.22 cfs Slope Ful 0.032360 NR Flow Type kkcftcel ��'l�Vc� ez- Protect En9In0er: BILL RICHARD clhsestsdlarnA0133.fm2 ERB ENGINEERING INC. FkrweMate V8.l te14nl 03/15102 09:35:44 AM O Heested Methods. Inc. 37 Brookside Road Waterbury, CT 09708 USA (203) 755-1880 Pape 1 of 1 pipe node 402-404 18" pvc Worksheet for Circular Channel Protect Description Worksheat CimLder Charnel Flow Eerrwrt Circular Channel Method Main irp's Forma Solve For Discharge Irlptt Data Mersings CoaRr 0.012 Slope 139310 1t/R Depth 1.60 R Diameter 19 in Rawls Discharge 42.52 ds Flow Area 1.8 IF Wetted Perin 4.70 R Top Width 0.01 R Critical Depth 1.60 R Percert Ful 100.0 % Critical Slope 0.136766 M Velocity 24.06 Ns Velocity Head 9.00 R Specific ErwS 10.60 R Frauds Nurnba 0.28 Ma;dmum Disc 45.69 cis Discharge Full 42.47 cis Slope Full 0.139608 Ill Flow Type iubcrilical NO /©�o.ry SI'S o Xlt//I TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Coefficient. C Soil Group (1) Land Use Residential: Single Family Multi -Units Mobile Homes Rural (lots greater than 1/2 acre) Commercial(') 80% Impervious Industrialm 90% Impervious A B C D .40 .45 .50 .55 .45 .50 .60 .70 .45 .50 .55 .65 .30 .35 .40 .45 .70 .75 .80 .85 .80 .85 .90 .95 NOTES: a� Soil Group maps are available at the offices of the Department of Public Works. Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90 %, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient he less than 0.50. For example: Consider commercial property on D soil, group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 50 x 0.85 = 0.53 80 IV -A -9 APPENDIX IX -B Rev. 5/81 J } 0 L u c !^ r N c .r v +' .f d y c �a a �.2 b b a INTCNSITT"DURATlwi DESIGN CHART 10 15 20 30 40 50 1 2 3 4 5 6 6.0 5.5 0 5.0 4.S 4.0 3.0 ?.5 '.0 1.5 1.0 Directions for Application: 1). From precipitation maps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrolo Manual (10, 50 and 100 yr. maps included in Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) 13) Plot 6. hr. precipitation on the right side of the chart. 4) Draw a Vne through the point parallel to the platted lines. 5) This line is the intensity- duration curve for the location being analyzed. Application Form: 0) Selected Frequency 100 Yr. 1) P6 ■min.. P24■ -, *P6 .x* 2) Adjusted *Pfi �..5 n in. 3) t min. 4) I in /hr. *Not Applicable to Desert Region ' 60�oe�� Ali 41 Egnd �9I� oil, 111°�I� lil ��C':�:�C C 11ilil", D 10 15 20 30 40 50 1 2 3 4 5 6 6.0 5.5 0 5.0 4.S 4.0 3.0 ?.5 '.0 1.5 1.0 Directions for Application: 1). From precipitation maps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrolo Manual (10, 50 and 100 yr. maps included in Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) 13) Plot 6. hr. precipitation on the right side of the chart. 4) Draw a Vne through the point parallel to the platted lines. 5) This line is the intensity- duration curve for the location being analyzed. Application Form: 0) Selected Frequency 100 Yr. 1) P6 ■min.. P24■ -, *P6 .x* 2) Adjusted *Pfi �..5 n in. 3) t min. 4) I in /hr. *Not Applicable to Desert Region 1% COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION L 1 FLOOD CONTROL '20./ ISOPLUVIALS OF 160 -YEAR 6 -1I0UR I'CECIPITATI0'1 IN ENTHS 07 AN II!•:CII 451 %n� I Lrr, 1. •n ucnr.rl I q57 X15 is ' ,v 35 ; 1 \' \�� , 3 '' �•l\ r! 3( I 30 °� ;;i ,I sn. I- �, FD IALCU i1 i ' \ _— SAN CL V,CN1E \ `. I •,' { i , I ���� \ f •., 1 \\`., , 27.5 AI ' , ° 25 CI'Lr,Nr n vT �� .•`� _ " -r 33- Ut� \\4 AONA 11 )ELIVIA r5' • [c' /% l r i G 4 45' / L CAJUN P..°A ,a by 5 U.S. DEPARTMER C OF COMMERCE �- t NATIONAL OCEANIC AND AT. DSPIIERIC ADMINISTRATION /i � / I 1' JACu!, p SPECIAL STUDIES DRANCII, OFFICE OF II UROLOGY, NATIONAL MHATITER HERVICH SA IIO 30' 20 135 0 - 118, 1151 301 15' 1t7° y —7 h5' 30' 151 I16° , I / U A Of SAN DIEGO DEPARTMENT Of SANITATION 100 -YEAR 24 -1,101 It PRECIPITATION DEPART b, FLOOD CONTROL , X20- /VAPLUUTALS 0 100 -YEAR 24- 1-IOUR PRECIPITATION Rd UITHS OF AN INCH 1 loo ,'x111 •C OALI p �10 1 135 35 •, .� —� AG 1 IA 0 .[1 B0 . , ( \� % Is tp SACS (60 f ��G51 �17pJ J i All 50 , — — SAI CL MEnIE. r � -. •t'. ; 100 A 1 �to0 'q5 \C- �. 60 it t' 21d\� c l) —( —per• �, 3'� 0`• t - 1. 33. Gpnr_n s{ yl 12,11 C Ire = `•,1 I�� 10. MA• 1ri10 / q c —. 100-- _ _ L L�4 5 U.S. DEPARTMEN I' OF COMMERCE ' \� j �0 ,1\ �� (a 11 Cur. n 0454 HATtONAL ; r ECIAL ITU01[7 BRANC11. OYY1CCOf 11 UROLOGY, MAT10.4ALA IATIISR OLRYIC[ $A 14: Q %� �.-=s gr1;11 O'ea7�rlor iar-'6sco ' —gip - 30' ( I- 1111- 115' 301 1 � 117• 11!;' 101 IS' t IG• === = ( � / \ \ ^ F� 4 APPROVALS I CITY OF ENCANITAS ENGINEERING DEPARTMENT DRAWING NO. REMSMS APPR— DAn �E�RENC�S A P S PREP— U EN Ill EN I q RECOMMENDED APPROVED HYDROLOGY STUDY FOR: DAM HORIZONTAL-- N 81 WORK PROJECT NO. '11 II REVISIONS _MELBA RD. �.). r y s REF %kFNf.ES LOCATION DATE .,,.. z c� ENCINITAS uiu. Hose. P, FE DRIVE VICINITY MAP NOT TO SCALE OWNERS / PERMI TEES RANDY LEOPOLD (858) 534 -8901 SEA COAST COMMUNITY CHURCH 1050 REGAL ROAD ENCINITAS, GA. 92024 LEGAL DESCRIPTION APN : 258- 240 -30 THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 15, TOWNSHIP 13 SOUTH, RANGE 4 WEST, SAN BERNARDINO MERIDAN.. IN THE COUNTY OF SAN DIE00, STATE OF CAUFORNIA, ACCORDING 10 OFFICIAL PUT THEREOF, LYING NORTHEASTERLY OF THE NORTHEASTERLY LINE OF LAND DESCRIBED IN DEED TO THE STATE OF C FORNIA, RECORDED FEBRUARY 26, 1963 AS FILE N0. 33111 OF OFFICIAL RECORDS, TnPnnaePUY SAN­-L1 ARERIAL SURVEYS 4875 VIMGIDGE AVE. SAN DIEGO, GA. 92123 -1667 DATED: 7/28/01 OWNER'S CERTIFICATE I HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR GEOLOGIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVER ALL GRADING ACI " AND -ISE ON THE COMPACTION AND GD, UTY OF THE SITE. I HEREBY AGREE TO COMMENCE WORK ON ANY IMPROVEMENTS SHOWN ON THESE PLANS WRHIN EXISTING CITY RIGHT OF WAY WITHIN 60 DAYS AFTER ISSUANCE OF THE CONSTRUCTION PERMIT, AND TO PURSUE SUCH WORK ACTNE,LY ON EVERY NORMAL WORKING DAY UNTIL COMPLETED, RRESPECTRE AND INDEPENDENT OF ANY OTHER WORK ASSOCIATED WITH THIS PROJECT OR UNDER MY CONTROL_ RANDY LEOPOLD (BOB) 534 -8901 SEA COAST COMMUNITY CHURCH 105D REGAL ROAD ENCINITAS �RE G. 92024 SOILS ENGINEER'S CERTIFICATE 1, JAMES J. STONE , A REGISTERED GEOTECHNICAL ENGINEER IN THE ­F OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD Of APPLIED SOIL MECHANICS, HEREBY CERTIFY THAI A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SRE WAS MADE BY ME OR UNDER MY DIRECTION BETWEEN THE DATES: NOV. 9 2001 AND DEC. 31,,2001 ONE COMPLETE COPY OF THE SOILS REPO COMPILED FROM THIS STU Y. WITH MY RECOMMENDATIONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. FURTHERMORE, I HAVE REVIEWED THESE GRADING PLANS AND CERTIFY THAT THE RECOMMENDATIONS INCLUDED IN THE SOILS REPORT FOR THIS PROJECT HAVE BEEN INCORPORATED IN THE GRADING PLANS AND SPECIE TIONS. S4 /3P o3 SI NRE / #OOOWOB EXP. 12 - -3 0 -05 -05 DATV Qa. E2 0 RIRN DAU SIRE SOIL &TESTING, INC. ( glPObulvl!.'1+ 8280 DIEGO. CAE STREET SAN DIEGO. CALIFORNA 92120 \y (619) 280 -4321 �FCNI „' .__.�. - -��EPA..T NOINELTI OFERB ENGINEERING, INCI�NEDOWS row(exv) I TONE IN Af LORDANC'E SIT I THE SIANDAFL ON LATEST EDITION (GREEN BOOK), T E SAN REVISIONS APPROVED DATE REF %kFNf.ES GIONAL STANDARDS COMMITTEE), THE SAN DIEGO DATE .,,.. STANDARDS AND ORGINANCES OF THE CITY or LNGIOTAe LEGEND .grew RMO FrvMeo EXENAR - --- FINISH COT PROPO (2:1 MAX PHOPOS MAX (2.1 PROPOGED DA -NCH MARK GRADING D IMPROVEMENT ,, , FOR PARKING LOT GENERAL NOTES 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THESE PLANS, THE STANDARD SPECIFICKFDNS FOR PUBLIC WORKS CONSTRUCTION, THE DESIGN CONSTRUCTION STANDARDS OF THE CITY OF ENCINITAS AND THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS. ANY CHANGES OR REVISIONS THEREFROM SHALL BE APPROVED BY THE CRY ENGINEER PRIOR TO ANY REQUEST FOR INSPECTION, 2. THE SOILS REPORT TRLED FLEXIBLE PAVEMENT STRUCTURAL SECTIONS FOR NEW PARKING LOTS SEA COAST COMMUNITY CHURCH ENCINITAS, CALIFORNIA PREPARED BY SOUTHERN CAUFORNIA SOIL AND TESTING, INC., DATED NOV. 9, 2DO1,, SHALL BE CONSIDERED AS A PART OF THIS GRADING PLAIN. A GRADING SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDATIONS AND SPECIFICATIONS CONTAINED IN SAID REPORT. 3. APPROVAL OF THIS PUN DOES NOT CONSTITUTE APPROVAL OF SIZES, LOCATION AND TYPE OF PUBLIC DRAINAGE FACILITIES, NOR OF IMPROVEMENTS WITHIN STREET RIGHT -OF -WAYS. SEPARATE APPROVALS AND PERMITS FOR THESE SHALL BE REQUIRED IN CONJUNCTGN WITH IMPROVEMENT PUNS. 4. WRITTEN PERMISSION SHALL BE OBTAINED FOR ANY OFF -SITE GRADING. 5. CONTRACTOR SHALL TAKE ANY NECESSARY PRECAUTIONS REQUIRED TO PROTECT ADJACENT PROPERTIES DURING GRADING OPERATIONS. ANYTHING DAMAGED OR DESTROYED SHALL BE REPLACED OR REPAIRED TO CONDITION EXISTING PRIOR TO GRADING. 6. THE DEVELOPER SHALL BE RESPONSIBLE THAT ANY MONUMENT OR BENCH MARK WHICH IS DISTURBED OR DESTROYED SHALL BE RE- ESTABUSHED AND REPLACED BY A REGISTERED CIVIL ENGINEER OR A UCENSED LAND SURVEYOR. 7, THE CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING, AND SHALL BE RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, UWS AND REGULAFONS. 8. GRADING AND EQUIPMENT OPERATING WITHIN ONE -HALF (1/2) MILE OF A STRUCTURE FOR HUMAN OCCUPANCY SHALL NOT 9BEE CONDUCTED BETWEEN THE HOURS OF 5:30 P.M. AND 7:30 A.M. NOR UN SATURDAYS, SUNDAYS AND CRY RECOGNIZED HOLIDAYS, 9. NO GRADING OPERATIONS SHALL COMMENCE UNTIL A EMBRACING MEETING HAS BEEN HELD ONSITE WNH THE FOLLOWING PEOPLE PRESENT; CITY INSPECTOR, CIVIL ENGINEER, SOILS ENGINEER, GRADING CGNTRIDTOR AND PERMITTEE. THE PREGRADE MEETING SHALL BE SCHEDULED WITH THE CITY AT LUST 48 HOURS IN ADVANCE BY CALLING (760) 633 -2770. 1D. PRIOR TO HAULING DIRT OR CONSTRUCTOR MATERIALS TO ANY PROPOSED CONSTRUCTION SITE WITHIN THIS PROJECT THE DEVELOPER SHALL SUBMIT TO AND RECEIVE APPROVAL FROM THE CITY ENGINEER FOR THE PROPOSED HAUL ROUTE. THE DEVELOPER SHALL COMPLY WITH ALL CONDITIONS AND REQUIREMENTS. THE CITY ENGINEER MAY IMPOSE WITH REGARDS TO THE HAULING OPERATION. 11. UPON FINAL COMPLETION OF THE WORK UNDER THE GRADING PERMIT BUT PRIOR TO FINAL GRADING APPROVAL AND /OR FINAL RELEASE OF SECURITY. AN AS- GRADED CERTIFICATION SHALL BE PROVIDED STATING: "THE GRADING UNDER PERMIT NO. 7441-G HAS BEEN PER IN SUBSTANTIAL CONFORMANCE WITH THE APPRGY M URADIN. PLAN OR AS SHOWN ON THE ARACHED AS- GRADED PLAN." THIS STATEMENT SHALL BE. FOLLOWED BY THE DATE AND SIGNATURE OF THE CIVIL ENGINEER WHO CERTIFIES SUCH GRADING OPERATION. EROSION CONTROL 1. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT RANGY LE92OL _ AT (760)753 -3003 2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON. ALL NECESSARY MMFRALS SHALL RE STOCKPILED ON SITE AT' CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS IMMINENT. 3. DEVICES SHOWN ON PLANS SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE ENGINEERING INSPECTOR. 4. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AS EACH RUN -OFF PRODUCING RAINFALL. S THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL 6 THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUT ONTO AREAS TO PREVENT PUBIC TRESPASS ON AREAS WHEN IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION. 7. ALL ERDSION CONTROL MEASURES PROVIDED PER THE APPROVED GRADING PLAN SHALL BE INCORPORATED HEREON. 6. GRACED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORK DAY. 9. ALL REMOVABLE PROTEGTNE DEVICES SHOWN - BE IN PLACE AT 10. SHOULD GERMINATION OF HYDROSEEDED SLOPES FAIL TO PROVIDE EFFECTNE COVERAGE OF GRADED SLOPES (903 COVERAGE) PRIOR TO EROSION AND SEDIMENT CONTROL HANDBOOK OF THE STATE OF CAUFORNA DEPARTMENT OF CONSERVATION. 11. NOTIFICATIONS 1. THE EXISTENCE AND LOCATON OF UNDERGROUND U UTY PIPES AND STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE THERE ARE NO EXISTING ITIUTIES EXCEPT AS SHOWN ON THESE PLANS. HOWEVER: THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT ANY EXISTING NTUTES OR STRUCTURES LOCATED AT THE WORK SITE. IT 15 THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE FOLLOWING OWNERS OF SAID UTILITIES AND NOTIFICATION OF COMMENCEMENT OF WORK: A. SEWERS - (AGENCY) (PHONE) B. GAS @ ELECTRIC - (AGENCY) (PHONE) C. WATER - (AGENCY) (PHONE) D. TELEPHONE - (AGENCY) (PHONE) ..� E. CABLE N - (AGENCY) (PHONE) SCALE COMMUNITY DEVELOPMENT 11. NOTIFICATIONS (CONTINUED) 2 CONTRACTOR SHALL NUPFY THE CITY ENGINEERS OFFICE: 48 HOURS PRIOR TO BEGINNING ANY WORK ON THIS PROJECT. PHONE: (619) 633 -2770. 3. THE CONTRACTOR SHALL GIVE 24 HOURS NOTICE ON CALLS FOR INSPECTION. PHONE: (619) 633 -2770. n.RAn1M1' NnTFC 2. THE CONTRACTOR SHALL PROPERLY GRADE ALL EXCAVATED SURFACES TO PRDADE POSITIVE DRAINAGE AND PREVENT PONDING OF WATER. HE SHALL. CONTROL SURFACE WATER AND AVOID DAMAGE TO ADJOINING PROPERTIES OR TO FINISHED WORK ON THE SITE AND SHALL TAKE REMEDIAL MEASURES TO PREVENT EROSION OF FRESHLY GRADED AREAS UNTIL SUCH TIME AS PERMANENT DRAINAGE AND EROSION CONTROL MEASURES HAVE BEEN INSTALLED. 3. ALL AREAS TO BE FILLED SHALL BE PREPARED TO BE FILLED AND 4. CUT AND I'LL SLOPES SHALL BE CUT AND TRIMMED TO FINISH GRACE TO PRODUCE SMOOTH SURFACES AND UNIFORM CROSS SECTIONS. THE 5. ALL TREES, BRUSH, GRASS, AND OTHER OBJECTIONABLE MATERIAL SHALL BE COLLECTED, PILED OR OTHERWISE DISPOSED OF OFF THE: SITE BY THE CONTRACTOR SO AS To LEAVE THE AREAS THAT HAVE BEEN CLEARED WITH A NEAT AND FINISHED APPEARANCE FREE FROM ONSIGMRN DEBRIS. APPROVAL OF LOCATION OF DEBRIS FILL FHALI.. BE SECURED FROM THE SOILS ENGINEER AND CITY ENGINEER PRIOR To THE DISPOSAL OF ANY SUCH MATERIAL. HYDROSEED 1. BYDROSEEDING SHALL BE APPLIED TO ALL SLOPES THAT ARE GRADED 6:1 ORIZONTAL ER TO VERTICAL OR STEEPER AND WHEN THEY ARE: R THREE FEET OR MORE IN HEIGHT IN FILL AREAS. B. FIVE FEET OR MORE IN HEIGHT IN CUT AREAS, UNLESS SLOPE IS NOT SUBJECT TO EROSION DUE TO THE EROSION RESISTANT CHARACTER OF THE MATERIAL AS APPROVER BY THE CITY ENGINEER. 2, CONTRACTOR SHALL IRRIGATE TO MAINTAIN THE MOISTURE LEVEL Of THE SOILS AT THE OPTIMUM LEVEL FOR THE GROWTH OF THE PRO OSEEDED AREA. IT ROSEEDING MIX CONSIST OF ALL THE FOLLOWING: A. SEED MIX SHALL CONSIST OF NO LESS THAN: 1. 20 LEIS. PER ACRE OF ROSE CLOVER 2. 20 IBS. PER ACRE OF ZORRO FESCUE 3. 3 LDS. PER ACRE OF ESCHSCNG- CALIFORNICA 4 IBS. PER ACRE OF ACHILLEA MILLEFOLIA 5. 3 IBS. PER ACRE OF ALYSSUM (CARPET OF SNOW) fi. /2 IBS. PER ACRE OF DIMORPHOTECA 7. RENTS C. D, E, AND F OF THIS SUBSECTION MAY BE GOTHED ON LOCATIONS WHERE THE AREA BEl G HYDROSEERED IS NOT S BILE FROM EITHER A PUBLIC STREET OR RESDENIIAL, STRUCTURES. B. ITEM A OF THIS SUBSECTION MUST BE INCLULATED WITH A NTROGEN FIXING RAIT RA AND APP ED DRY EITHER BY DRILLING OR BROAGCASTTNG BEFORE HYDROSEED NG. 9. ALL SEED MATERIALS SHALL BE TRANSPORTED TO [FIE JDB SITE IN UNOPENED CONTAINERS WITH THE CALIFORNIA DEPARDAENi OF FOOD AND AGRICULTURE CERTIFICATION FAR ATTACHED TO, OR PRINTED ON SAID CONTAINERS. 10. NON -PHYTO -TOXIC WETTING AGENTS MAY 8E ADDED TO i'HE HYDROSEED SLURRY AT THE DISCRETION OF THE. CONTRACTOR, B. TYPE 1 MULCH APPLIED AT THE RATE OF NO LESS THAN 2,000 LEIS. PER ACRE. TYPE 8 MULCH (STf2AW) MAY BE SUBSTITUTED, ALL OR PART, FOR ffYDRATIJCALLY APPLIED FIBER MATERAL, WHEN STRAW IS USED IT MUST BE ANCHORED TO THE SLOPE BY MECHANICALLY PUNCHING NO LESS THAN 503 OF THE STRAW INFO THE SOIL. C. FERTILIZER CONSISTING OF AMMONIUM PHOSPHATE, 16 -20 -0, WITH 153 SULPHUR APPLIED AT THE RATE OF SON LBO. PER ACRE. 3. AREAS TO BE HYDROSEEDED SHALL BE PREPARED PRIOR TO HYDROSEEDING BY: A. ROUGHENING THE SURFACE TO BE PLANTED BY ANY OF A Do SINATTON OF: i. TRACK WALKING SLOPES STEEPER THAN 6:1 2. RIPPING AREAS THAT WILL NOT BREAK UP USING ITEM "A° ABOVE. B. CONDITIONING THE SOILS SO THAT SUITABLE FOR PLANING BY 1, ADJUSTING THE SURFACE SOIL MOISTURE TO PROVIDE A UAMP BUT NOT SATURATED SEED BED. 2. THE ADDMONAL OF SOIL AMENDMENTS, PH ADJUSTMENT, LEACHING OR COVERING SALINE SOILS TO PROVIDE VIABLE CONDITIONS FOR GROWTH. 4. HYDROSEEDED AREAS SHALL BE MAINTAINED TO PRDVIDE A VIGOROUS GROWTH UNTIL THE PROJECT IS PERMANENTLY LANDSCAPED OR, FOR AREAS WHERE MALOSEEDING IS THE PERMANENT EANDSCMINA UNTIL. THE PROJECT IS COMPLETED AND ALL SECURITY RELEASED, ALL WOk WORK I TONE IN Af LORDANC'E SIT I THE SIANDAFL ON LATEST EDITION (GREEN BOOK), T E SAN E-FLOASIONTS FOR PUBLIC, DIEGO STANDARD SPECIAL "GIORGO 5C ( FU SPECIFICATIONS FOR PUBLIC WORKS' CONSTRUCTION (ADOPTED BY THE "' GIONAL STANDARDS COMMITTEE), THE SAN DIEGO GFRIONAL, DRAWINGS (I.ARAT UPIToN), STANDARDS AND ORGINANCES OF THE CITY or LNGIOTAe LEGEND .grew RMO FrvMeo EXENAR - --- FINISH COT PROPO (2:1 MAX PHOPOS MAX (2.1 PROPOGED 9.5 FINISH Oh "` vh;TibN _ - -_ - - - - -- - -- F (, 1;579.87; f^ S. -- 1379.87 URA NACF EARTHEN t T I) .._- _._..__._ - -_ -_. __ _. :L.OPE.: P A DIRECTION OF FLOW) _.__. __ -> __'"___'✓ RIPRAP T )":N-AIR (o -AT TYPE 1)__.......__ .- ..........__ �, :�. DRIVEWAY 6" PSO CLIHID iC -1-0 (TES FT. WIBE) ...._.__. G -T 578 1 _._. _._ �..... EXISt NG 1.,. PCC CURT 1 - O_2 RIGHT OF 1 EASEMENT ,... '. NE', _..... .e.._......_._,.....,......,_.. Foo. IT ' A/C 0 ER 8' CL 2 A.D. EA PARKING A A/O SdIR h( OVER it" b4. 2 @ TRUCK A EAE__ IEXISTN4 SEWERIFO ... ... .... ................_...,_ NO'INSS.. I.. QUANDT 5' aUW = 1 aI, rD EM qR. G Gu. "" NFNFED FOR XIAONU. U 0 OU . YD. NI 'T 14 5 C'll. YD. OH O 4. MP, TIM 3 FT Mix OVUM HF. (.R OF FT, 5. AVEIL0.Gl 11-1 OF - _...._..._FT. AVERAGE THIRn'I' (IF HLx_._Q,5_.._._ 11. , RF M1UNDER SUPEEACEI GATE: �TF „ SEA ®.rePF°R.4wPo A ..... .... .:... HL, a ,sL2 �.e �N.. sL.aaGer_ L RE('OMMFNOED AP (ROVED V _SING FLANS FOR' E* TIE E�Za1Q L6_ HORIZONTAL 1 ° -40' VFRTICAL NONE By GATE E %P .L%_� .__. 4wrvUR01" 1 Upa oa net �n. ue n rvnr� ee n�- °. r D -40 ENERGY DS5WAi0R - g" PVC DISCHARGE PIPE SDR35.1 :')5' 1 - "- NEW A/C PAVEMENT ROCK CLASS: NO 2 BACKING �° \ -. DE- SILTING . NEW PCC G -2 CURB k GUT. T=1.0' OVER 6UPAC 6NP RLTER BEAN ET S �I BASIN —M WATER QUALITY 0(100) ®208 CFS '(_ - 6A61N DISCHARGE —G.57 FE%`SEC � \ / `EE ENT 3 FOR DETAINS II N 89'11 62" W 48818' ` \ _. �.,_....._._ ..._._ �_..�._._._....�...........__�- ._.�..._.._......_.._ ,.._.._....._.'9'14... IL J2950- - o �,� 1-2914 A. 1 P L i 215.0 77,-P-p PROVIDE RIPRAP SPILLWAY `p -GA M 4' 13 CES AND SLOPE PRO, CTON �� 2 1 ROCK CU S FACING° i 1 4 j/ 6 D 2 RB A D GU R TC 22500 OVER SUPAC BNP Fit." B {AN T FOR MAINABE R FS 2239U -- OUTLET IN. EL E DE f TSILTIN 21 k/ ZA a I F5 PROVIDE RIPRAP SLOPE PROTECTION W 4' T 221,113 ROCK C S: G; T .4' BASIN #L OVER PA FA TER NINE CHAIN LINK FENCE, M-6 F6-215.2 "- .2° DE EPA IN C B .. \ >>--AT -- EDGE OF E ENTNG W/ WALK GATE. HT. 8' / TC 220.75 LP 13 . ACES n -. ) e{ /C PAVEMENTTC- 221.75 F 21.43 S 22 GO ENO G -2 G s __ SPA RE CE S"I C CH BASIN - TW U ? ®..EXIS '. T. -_ - 1 NV2 2�7 S'._,13"X22ARCHPINk- F /L- 229.02 ,. INV OUT - N "I", ® �6RASSY 5WALE $ FS 22 �.CU v1 124 00 - TC -224sD I \ m SPA S n \� R. m) nETNG TREE RESTORE SLO - TCN f� EXISTING A/C GRADES' PROVIDE TYPE D -40 ENERGY D Paii AYOR- \ N ROCK CLASS N0.2 BACKING 1 U OVER FS S.UD rUPAC BNP FILTER FABRIC. SPAC 2UD q�71a cFfi ��� an.aFr. /SEC. `z x -SAW CLII A REIAOVE EXI$L r i EXIST- FL -221 O2 A/C —E-7 EXIST. 12" PVC OlJTFALL ` m k 227,00 CON1 CHIN TO E %1ST. GRADES ALONG SAW CUT . - -TC- 225.BG \ EH STING VAN _ -FS- 22X.00 AIGESIBIE SPACES FS- 28.75 FS_22. �L -6- 228.3E FS- 229.00 �� iC- 226.00 \ \ `FS- 227.70 x Y TG 2 8113 TG IOUr. '29.14 -FL ON 2�54X FL .29>.02 �r ® FR SECTION A —A x � I AAA XD NOTES: \ V , FS- 230.13} FIND .G. AD, JOIN A/C GRADE EXISING PARKING HIS SHEET- 91 - _ / \ - .., ` I N' 2G - FO' BO' ADDED PARKING THIS TOTAL PARKING THIS SHEET- 178 \ TC- -230.5 END —. CON11".. I11 NEW EXISTNO DRAINAGE CATCH BASINS NOT ROUTED TO OFF. PROP. '.'.' A/C GRADE DE- SILTNG BASIN SHALL HAVE FULL FLOW FOSSIL LIMPS INSTALLED, f NEW 5' EIOE\ALD EXIST'. L-227,1315 - \\ EXP37. 5 FIRE DEPARTMENT t._x_.- .., 8,'.P..VC EXIST. CB G 2296 . _...___.___....__.._. M_A....TC..,_H _ LINE . .,_._S, HE.0 ., f _ 3 F .....�....,.,. ___..._..._., _._.._.. I 3I., , \�,�: BY DATE'. _.., ........ ..._,.____.._ _,.,., ................®....._._ ,_....,.,....,,,_..._,,.....__. .. ,..,m... .,... REVISIONS APPROVED DATE REFERENCES DATE fNCH MARK SCALE COMMUNITY DEVELOPMENT w-. �— " P,PF ^ROVA�S ( ( (jF' eNC�N�TAS EN(" \ E.[I�N(' [)Ef /{RTME(\�r rQRA P lfu.P RFU UNDER suPB TLIDN GF / RECOMMENDED APP ROVED (d` )ING' PLANS FOR; ¢gip°'° /� /°'°+�°� /� °p' HORIZONTAL _>O �L +,. G. FW 4,.n4.O A'1 P �BY: DYp'+/yp �p p� 9ppq �"�/ / p� "fig t'}J'"�fl�p VERTICAL. EXP �_I. -�L�Ob _ OAiF.: DAR A,.si l.✓VIBWW'�.dV VR I @ 4,.dq b6.MI 7 \, ✓R G Ft.r.1.uFF.. J0 M 3S WATER SURFACE N (VAR FLOW ELEV. SHOWN ON PI.ANs RCMOVABL6 SEALED C0 VO DS 36 PfR ATED .�� STAND r.:IPF PERFORATIONS 4" O.C. ' P ✓ �' EXIST, TG 2Y52ti CLEAN OUT M _ Ev WIRI PLUG - - -- i..... 1' PERFORATED PVC — 6" PVC TO DISCf1ARGE POINT " p' 20' 80' 60' t /� / -- i PERFORMED PVC PPE CONNECTED TO Y CLEAN OUT ^P I 1 - -- -- - T a 3 I L I I� —'ll I -% 1. OF CLEAN 1/2 AGGREGATE 6'. 218 ! I, 1.5' MIN. FROM OUT SIDE DIA WASHED 1/2- AGGREGATE \ T OUTLET STAND PIPE wII OVER 4UPAC FlLIER BLANKET 2 4 f F CONCRETE ENCASEMENT \` SEE pETAIL tH S 911T. ^, r OF 41'AND PIPE MN 02' T4 CK -.. 1�.. y'- TYP. STORM WATER QUALITY BASIN DISCHARGE / PROVIDE RIP RAP SLOPE PROTECTION 4G 229.5 _ E 0 E EXI411NG L� W=4% RbCK (l i$4: FAgN6. T 4 \ 251 TREES A. NECESSARY iii OVER EUPAO 9NP FILTER BLA NAT A 0 P30.O To CO TRUOT 9EIYMMTATI N NOT TO 4CAIT ,� CARD GRASSY SWAILL - j / C N IJNK FENCE, M �+ i i 24" WIDE DRAIN. IN CURB T 4SO / - W/ WALK GATT., HT 61 _ 1 jYl .hANp TC- 214.00 GA i 4J h' Cr. w pFYAIN IN U11111 I off.{ fT"I IC =346 SECTION n' -A EW 6- TYPE 1 PCC CURB I TC 23363 / 05O ✓� TC- 234.60 ��v MATCH EXST CURB ` � � K� is -23400 i60tl' i r N S E %Sr PCG CURB IR, N P 234 5 fxlsnnlo PARKING LOT P I- CURS II. /\ \\ / Ap PS 23812 '. /� L-237.36 M1f y 4 30 / �ry'^ o 6E� oAP IN CURB taR nIiAIN. .c' � 234 93 T}Af i PCC CUR1 235.2 TC 23834 .4 6.00 ... ®® I I .....5..`,,LW'E VARIES N" 10 E - :__ ----- ------ ... ..Py!4. FIRE DEPAPTMCNT _ REGAL ROAD � � I TES: 1 ' I PROVIDE WHEEL STOPS WHIRLS OWN. BY DATE APPROVED DATA. REFERENCES DATE BENCH MARK HORIZONTALE COMMUNITY DEVFA.OPMENT - - DAh �1 =cr APPROVALS I .rY QF. ENICIN .TAS EB`�GIN EERING CIEPARNENT DRAWING ovaxti _ PLAa RLI nr.EO NDER GOPERVISO oF:zn�n 1 RECOMMENDED APPROVED C,I,ADING PLANS FOR: _..�._ . R.G.E. 0. _1n.3Le 1441 —RG.E. BY. -- BY SEA GOAST GOMMINITY CHURCH _ -- _ -- - VERTICAL -By' RTICAL . DATE I. N(mlr, / EXP.-l1/ 3��oia DATE __ -__ DATE— '.,,. EMERGENCY EROSION CONTROL MEASURES NOTES: 1. TOPS OF ALL SLOPES TO BE DIKED OR TRENCHED TO PREVENT WATER FROM ROWING OVER THE CREST OF SLOPES. 2. MANUFACTURED SLOPES AND PADS SHALL BE ROUNDED VERTICALLY AND HORIZONTALLY AS APPROPRIATE TO BLEND WITH THE SURROUNDING TOPOGRAPHY. 3. AS SOON AS CUTS OR EMBANKMENTS ARE COMPLETED, BUT NOT LATER THAN OCTOBER 1. ALL CUTS AND FILL SLOPES SHALL BE STABIUZED WITH A HYDRCMULCH MIXTURE OR AN EQUAL TREATMENT APPROVED BY THE CITY ENGINEER. BETWEEN OCTOBER i AND APRIL 15, APPROVED SLOPE PROTECTION MEASURES SHALL PROCEED IMMEDIATELY BEHIND THE EXPOSURE OF CUT SLOPES AND /OR THE CREATION OF EMBANKMENT SLOPES. 4. GRAVELBAG CHECK DAMS TO BE PLACED IN A MANNER APPROVED BY THE CITY ENGINEER IN UNPAVED STREETS W GRADIENTS IN EXCESS OF 2% AND ON OR IN OTHER GRADED OR EXCAVATED AREAS AS REWIRED BY THE CITY ENGMEER 5. THE DEVELOPER TO MAINTAIN THE PLANTING AND EROSHGN CONTROL MEASURES DESCRIBED ABOVE UNTL RELIEVED OF SAME BY THE CITY ENGINEER. THE DEVELOPER TO REMOVE ALL SOIL INTERCEPTED BY THE GRAVELBAGS. CATCH BASINS AND DESILIING BASINS, AND KEEP THESE FACILITIES CLEAN AND FREE OF SILT AND SAND, AND SHALL REPAIR ANY ERODED SLOPES AS DIRECTED BY THE CITY ENGINEER. SILTATION AND SEDIMENT CONTROL MEASURES NOTES: 1. THE SEDIMENT BASINS SHALL BE PROVIDED AT THE LOWER END OF EVERY DRAINAGE AREA PRODUCING SEDIMENT RUNOFF. THE BASINS SHALL BE MAINTAINED AND CLEANED TO DESIGN CONTOURS AFTER EVERY RUNOFF PRODUCING STORM. THE BASINS SHOULD BE SEMI - PERMANENT STRUCTURES MAT WOULD REMAIN UNTIL SOIL STABILIZING VEGETATON HAS BECOME WELL ESTABLISHED ON ALL ERODIBLE SLOPES. 2. SEDIMENTATION BASINS MAY NOT BE REMOVED OR MADE INOPERATIVE WITHOUT PRIOR APPROVAL OF THE CITY ENGINEER. 3. PROVIDE VELWW CHECK DAMS IN ALL STREET AREAS ACCORDING TO INTERVALS INDICATED BELOW. VELOCITY CHECK DAMS MAY BE CONSTRUCTED OF GRAVELBAGS, TIMBER, OR OTHER EROSION RESSTANT MATERIALS APPROVED BY THE CITY ENGINEER, AND SHALL EXTEND COMPLETELY ACROSS THE STREET OR CHANNEL AT RIGHT ANGLES TO THE CENTERtUNE. VELOCITY CHECK DAMS MAY ALSO SERVE AS SEDIMENT TRAPS MADE OF STREET INTERVAL NUMBER OF LE55 THAN 2% AS REWIRED BAGS HIGH = 1 2% - 4% 10D FEET 1 4% % 50 FEET 1 G% - 10% 50 FEET 2 OVER 10% 25 FEET 2 4. GRAVEL BAGS AND FlLL MATERIAL SHALL BE STOCKPILE AT INTERVALS, READY FOR USE MEN REQUIRED. 5. ALL EROSON CONTROL DEVICES WITHIN THE DEVELOPMENT SHALL BE MAINTAINED DURING AND AFTER EVERY RUNOFF PRODUCING STORM. G. ANY PROPOSED ALTERNATE CONTROL MEASURES MUST BE APPROVED IN ADVANCE BY ALL RESPONSIBLE AGENCIES: I.E., CITY ENGINEER, DEPARTMENT OF SANITATION AND FLOOD CONIROL, OFFICE OF ENVIRONMENTAL MANAGEMENT, ETC. STORMWATER PROTECTION ON GRADING PROJECTS PLAN NOTES: 1. DURING THE RAINY SEASON. THE AMOUNT OF EXPOSED SOIL ALLOWED AT ONE THE SHALL NOT EXCEED THAT WHICH CAN BE ADEQUATELY PROTECTED BY THE PROPERTY OWNER IN THE EVENT OF A RAINSTORM, 125% OF ALL SUPPLIES NEEDED FOR BMP MEASURES SHALL BE RETAINED ON THE JOB STE IN A MANNER THAT ALLOWS FULL DEPLOYMENT AND COMPLETE INSTALLATON IN 4B HOURS OR LESS OF A FORECAST RAIN. Z. NO AREA BEING DISTURBED SHALL EXCEED 50 ACRES AT ANY GVEN TIME WITHOUT DEMONSTRATING TO THE CITY ENGINEER'S SATISFACTION THAT 'ED AM EROSION AND SEDIMENT CONTROL CAN BE MAINTAINED. ANY DISTURBED AREA THAT IS NOT ACTIVELY GRADED FOR 15 DAYS MUST BE FULLY PROTECTED FROM EROSION. UNTIL ADEQUATE LONG -TERM PROTECTIONS ARE INSTALLED, THE DISTURBED AREA SHALL BE INCLUDED WHEN CALCULATING THE ACTIVE DISTURBANCE AREA. ALL EROSION CONTROL MEASURES SHALL REMAIN INSTALLED AND MAINTAINED DURING ANY INACTIVE PERIOD. 3. THE PROPERTY OVMER IS OBLIGATED TO INSURE COMPLIANCE WITH ALL APPLICABLE STORMWATER REGULATIONS AT ALL TMES. THE BMP. (BEST MANAGEMENT PRACTCES) THAT HAVE BEEN INCORPORATED INTO THIS PLAN SHALL BE IMPLEMENTED AND MAINTAINED TO EFFECTIVELY PREVENT THE POTENTIALLY NEGATIVE IMPACTS OF THIS PROJECTS CONSTRUCTION ACTIVITIES ON STORMWATER QUALITY. THE MAINTENANCE OF THE BMP. IS THE PFRMIIEES RESPONSBIUTY, AND FAILURE TO PROPERLY INSTALL OR MAINTAIN THE BMP. MAY RESULT IN ENFORCEMENT ACTON BY THE CITY OF ENCINATAS. IF INSTALLED BMP, FAIL, THEY MUST BE REPAIRED OR REPLACED WITH AN ACCEPTABLE ALTERNATE WITHIN 24 HWRS. OR AS SOON AS SAFE TO DO 50. REMSONS I APPROVED I DATE I REFERENCES BY DATE SCALE COMMUNITY DEVELOPMENT HORIZONTAL VERTICAL BY DATE LEGEND _ SILT FENCE SHOWN ON PLAN NEW GRAVEL BAGS AS SHOWN ON PLAN NEW FILTER FABRIC MATERIALS G. 2" BY 2° BY 14 GA. WIRE FABRIC OR EQUIV. 1 2._o PROVIDE 3/4" - 1.5 "— WASHED GRAVEL BACKFlLL - ....... —_ I- 5' IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE. I - -- FILTER FABRIC MATERIAL 60' WIDE ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. 2" BY 2" BY 14 GAGE FABRIC OR EQUIV. BOTTOM OF MLTER MATERIAL BY 4" TRENCH FILTER FABRIC FENCE DETAIL N.T.S. 1, GRAVEL. BAGS SHALL BE SPACED AS SHOWN IN THE EROSION NOTES. 2. GRAVEL BAGS SHALL BE SPACED AT 121- INTERVALS MAXIMUM WHERE GRADES ARE 1% OR LESS. 3. GRAVEL BAGS SHALL BE PLACE ON THE UPSTREAM SIDE OF ALL DRAINAGE INLETS TO MINIMIZE SILT DEPOSITS IN THE INLETS AND PIPE. 4, MINIMUM HEIGHT OF GRAVEL BAG CHECK DAMS SHALL BE 12 INCHES. 3" MIN. OPENING PRIVATE ROAD WIDTH AS S10WN BETWEEN ADS WN re WIDTH ASS O - -- - alarm ROW ONLY) GRAVEL BAGS - I ROW HIGH - - - 2 ROWS HIOH� 12 : GRAVELBAG PLACEMENT DETAIL FOR ROAD AND CHANNEL EXCAVATION NOTE. NO SCALE GRAVEL BAGS SHALL BE PLACED AS NEEDED FOR PROPER EROSION CONTROL BONDED FIBER MATRIX OPTION TO GEOTEXTILES AND MATS LIMITATIONS AND RESTRICTIONS: APPtUCATON RATES SHALL BE 3500 POUNDS PER ACRE MINIMUM FOR 2:1 OR SHALLOWER SLOPES AND 4000 POUNDS PER ACRE FOR SLOPES STEEPER THAN 2:1. BFM SHALL BE APPLIED AT LEAST 24 HOURS BEFORE OR AFTER RAINFALL. THE SITE MUST BE PROTECTED WTN BROW DITCHES AND /CR DIVERSION BERMS AT THE TOP OF SLOPES TO DIVERT ROW FROM THE FACE OF THE SLOPE. BF M SHALL BE APPLIED TO PROVIDE IGO% COVERAGE (I.E., APPLACATON FROM MULTIPLE ANGLES). FOR PERMANENT EROSION CONTROL PURPOSES, BFM MUST BE INSTALLED IN CONJUNCTON WITH SEEDED EROSION CONTROL VEGETATION. A LETTER FROM THE HYDROSEED CONTRACTOR CERTFYING THAT THE BFM HAS BEEN INSTALLED IN ACCORDANCE VATH THE APPROVED APPLGATON RATES AND COVERAGE REQUIREMENTS SHALL BE SUBMITTED TO THE COUNTY INSPECTOR FOR APPROVAL. GEOTEXTILES AND MATS GEOIEXTILES AND MATS CAN BE USED FOR TEMPORARY OR PERMANENT SOL STABILIZATION, AND ARE ESPEGALLY EFFECTIVE ON STEEP SLOPES AND CHANNELS. GEOiEXTLES AND MATS ARE USED TO REDUCE EROSION FROM RAINFALL IMPACT, HOLD SOIL IN PLACE, AND ABSORB AND HOLD MOISTURE NEAR THE SOIL SURFACE. THEY SHOULD BE INSPECTED MONTHLY AND AFTER SIGNIFICANT RAINFALL. ERVISON OF: o Z RECOMMENDED APPROVED GRADING PLANS FOR: DATE: /4,L ,_ BY: By SEA COAST �¢¢, -G R.C.E. NO EXP. /.1 / 31 DATE: DATE: COMMUNITY CHURCH FN H MARK SCALE � COMMUNITY DEVELOPMENT MAI-CH HNE SHEET 6 1,11I.M .� PLANS FOR: _-Z 1117 COMMINE)FD APPROVE[) �A�:.L.j, - .1 SEA COAST R.U, FROlM CONTROL UP. IlAll; COMMUNITY CHURCH VY, 11" PROkG1 NO 7441--0 YNV_ i-T6 i INLET -1`B 00�0^ LN Er-vc % K X 2s1 jr� 7 5�m G Lo /a e I ro � � Cl2AVi I BAGS ��� ILC FENCE SI E `'SH 1. 4 Cil r �ikf 7G U u =a R 2aoo - FIRE DEPARTMENT '.l" GAL. ROAD `S BY DATE _..._.______,M....,,.�__ �. _.�. PL RI:.D UNDER s PoRIO� .= APPROVALS CETY OF L`NCINITAS ENGINEERING DEPARTMENT DRAWING NG1. __..... MARK SCALE COMMUNITY DEVELOPMENT - RENSIONS APPROVED DAT[ RCFf RENCES DATE BENCH CONTROL PLAN —° _ . _ a a sloN coNTRaL LANs FOR. D RECOMMENDED APPROVED EROSION &' — _ _ — _....-- -- _. _. - - - - --- .._ _._ RnE No._. n DAL, BY A SEA COAST C OMMINI'TY CHURCH 7441 r VERTICAL BY DALE EXP. L!1�3t,Lb b— ..... ___. __ ___ WORK 5HEET6 OF_ E'_,