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HomeMy WebLinkAboutMS 07-11; 3053 OCEAN STREET; DRAINAGE STUDY; 2008-05-14CTE Job No. 15-0072C 14, 2008 Construction Testing & Engineering, Inc. 1441 Montiel Road, Suite 115 Escondido, California 92026 CONSTRUCTION TESTING & ENGINEERING. INC. SAN CEGO. CA SAN DM CA RN60SIDE, CA VaJIURA. CA TRACY. CA SRAMEN1D. CA N. PALM SPR39OS. CA MUM. CA 1441 Mantel Rd. 124 East 30 St 14539 M.dan PAy 1845 PacIfic Aw 242W. Lamb Rd. 3999 Madison IBM kdae A. 3868 Baacasod CSL Sidle 115 Subs BandC Sub A Sidle 107 Sub F &dtefl We 2-K Macand. CA 99548 Esannd. CA 93028 NatIonal CA 91930 Rlanalde, CA 30519 0onard. CA MM Tiscy, CA 95324 N. lllllenth. CA 95860 Pt PaSs Sop. CA 92259 (ZR) 398-3 (780)748.4955 (519)549-4 (951)571-4891 (305)4856475 (309)839-2830 (9l8) 33l6 (130)330-48fl (260)3994609 FAX (780) 7494998 FAX (519) 549.4609 FAX 1) 5114199 FAX (305)489-9018 FAX (309)959.2995 FAX (918)331407 FAX (160)328.4998 FAX Drainage Study 3053 Ocean Street Between Oak Avenue and Elm Avenue/Carlsbad Village Drive Carlsbad, California 92008 Prepared For: 3053 Ocean Street, LLC 513 Ocean Bluff Way Encinitas, California 92024 RECEIVED MAY 20 2008 ENGINEERING DEPARTMENT Prepared by: GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I CIVIL ENGINEERING I SURVEYING TABLE OF CONTENTS Section OBJECTIVE.........................................................................................1 INTRODUCTION...................................................................................1 REFERENCES......................................................................................1 DESIGNCRITERIA ...............................................................................2 DISCUSSION.......................................................................................2 ExistingConditions .............................................................................2 ProposedConditions ...........................................................................3 SUMMARY..........................................................................................4 DECLARATION OF RESPONSIBLE CHARGE ..............................................5 ATTACHMENTS ATTACHMENT 1— LOCATION MAP ATTACHMENT 2— PRECIPITATION MAP and SOIL MAP ATTACHMENT 3— HYDROLOGY CALCULATIONS ATTACHMENT 4— HYDROLOGY MAP —EXISTING CONDITIONS ATTACHMENT 5— HYDROLOGY MAP - PROPOSED CONDITIONS Drainage Study Page 3053 Ocean Street Carlsbad, CA 92008 May 14, 2008 CTE Job No. 15-0072C OBJECTIVE Determine storm water runoff and site drainage collection, storage, and conveyance system components, sizing, and storm water runoff treatment required for a proposed new residence to replace an existing residence located at Ocean Street in Carlsbad, California. INTRODUCTION The project site is bordered to the north by an existing residence and to the south by an existing residence. It is bordered to the east by Ocean Street and to the west by Pacific Ocean. The project site is located between Carlsbad Village Drive and Oak Avenue. (Refer to Attachment 1). Within the project boundary is a single story residence which is to be demolished and replaced with a new single story residence which will have four sets of roofs, with two sets of roofs sloping in an easterly direction towards Ocean Street and the other two sets of roofs sloping in a westerly direction toward Pacific Ocean at a 3:12 slope. The site has a moderate to steep slope from Ocean Street in the east toward the Pacific Ocean in the west and the new residence design will incorporate the use or retaining walls and pile foundations to support the patio and part of the new building to be put in place. In addition, Site improvements including utilities and drainage structures shall also be constructed. REFERENCES San Diego County Hydrology Manual (2003) San Diego County Drainage Design Manual (May 2005) Soil Survey, San Diego Area, California. United States Department of Agriculture (December 1973). Sheet 22 CIVILCADD/CIVILDESIGN Engineering Software, © 1991-2006 Version 7.6. San Diego County Control Division 2003 Manual Rational Hydrology Study. Drainage Study Page 2 3053 Ocean Street Carlsbad, CA 92008 May 14, 2008 CTE Job No. 15-0072C DESIGN CRITERIA The majority of the subject property, the soil group is classified as Coastal Beaches and hydrologic soil group "A". (Per the Soil Survey - 1973 - Table 11. See Attachment 2. Per the San Diego County Hydrology Manual (2003) Table 3.1: The existing condition is classified as Medium Density Residential (MDR) 4.3 DU/A - 30 % Impervious Area. The proposed condition is classified as Medium Density Residential (MDR), 4.3 DU/A 30% Impervious Area. Per the San Diego County Hydrology Manual (2003) Rainfall Isopluvial Map: 100 Year Rainfall Event —6 hours P6 = 2.4 inches/hour 100 Year Rainfall Event —24 hours P24= 4.1 inches/hour The co-efficient of roughness = 0.0 13 for concrete pipes, 0.015 for gutters, 0.04 for natural and proposed grass channels, and 0.03 for gravel channels. Hydrologic calculations were performed using the CIVILCADD/CIVILDESIGN Engineering software version 7.6 per methods outlined within the San Diego Hydrology Manual (2003). Civi1CADD utilizes the Rational Method Hydrology Program which is based on the San Diego County Flood Control Division 2003 Hydrology Manual. The hydrology calculations for proposed and existing conditions may be found within the hydrology calculations section of this report. DISCUSSION Existing Conditions The surrounding areas are mixed residential developments (see attached aerial). The subject property are two hydrologic basins i.e. Basin 1, Basin 2; the basins flow in an east to west direction within the property. The existing runoff pattern for the project site is sheet flow around the existing building in a general east to west pattern. The subject property contains a one story residence which borders Ocean Street to the east and the Pacific Ocean to the west. Drainage patterns may be seen on Attachment 4 and below is a summary of pre-development criteria for the subject property: Drainage Study Page 3 3053 Ocean Street Carlsbad, CA 92008 May 14.2008 CTE Job No. 15-0072C TABLE 1: PRE-DEVELOPMENT CRITERIA Basin 'C Tc (Mm.) i (in/hr) Area (acre) Q100 (cfs) EX 1 0.491 1.160 6.323 0.139 0.432 EX 2 0.468 1.150 6.323 0.140 0.414 'C is the Effective Runoff Co-efficient (See CivilCADD Program Output) Proposed Conditions The proposed drainage plan is to maintain the existing runoff and limit diversion for the subject property and to provide a storm water pollution control system to treat storm runoff. Rain barrels are proposed to store the water from the roof flows to facilitate storm water treatment and reduce water velocities. Drainage patterns may be. seen on Attachment 5 and below is a summary of post development criteria for the subject property: TABLE 1: POST-DEVELOPMENT CRITERIA Basin 'C Tc (Mm.) I (in/hr) Area (acre) Q100 (cfs) PR 1 0.537 2.700 6.323 0.138 0.469 PR 2 0.533 2.700 6.323 0.142 0.478 'C is the Effective Runoff Co-efficient (See CivilCADD Program Output) Below is a summary of pre-development vs. post-development hydrologic criteria: TABLE 3: PRE-POST-DEVELOPMENT CRITERIA SUMMARY Basin j 'C Tc I Area Comments EX1 0.491 1.160 6.323 0.139 0.432 EX 2 I 0.468 1.150 6.323 0.140 0.414 PR1 0.537 2.700 6.323 0.138 0.469 PR 2 J 0.533 2.700 6.323 0.142 0.478 'C is the Effective Runoff Co-efficient (See CivilCADD Program Output) Drainage Study Page' -4 3053 Ocean Street Carlsbad, CA 92008 May 14, 2008 CTE Job-No. 15-0072C The total existing discharge for basin 1 is 0.432cfs and the total existing discharge for basin 2 is 0.414cfs, whilst the proposed discharge for the respective basins are 0.469cfs and 0.478cfs. The total proposed discharge will flow through a system of inlets, pipes and gravel lined swales before discharging into the existing discharge pattern. The proposed discharge and the existing discharge balance out due to the measures put in place to ensure a proper control and treatment of water flows. SUMMARY There are no nearby floodways or water courses and flows leaving the site. The pre-development discharge and the post-development discharge are slightly different with the post-development discharge being slightly higher than the pre-development discharge and therefore there is no danger of erosion or siltation occurring from this development. Flow velocities will be dissipated through the use of gravel bag energy dissipators at the end of the gravel lines swales. There is no impact to existing facilities and downstream public roads caused by this project. Drainage Study Page 5 3053 Ocean Street Carlsbad, CA 92008 May 14, 2008 CTE Job No. 15-0072C DECLARATION OF RESPONSIBLE CHARGE I, hereby declare that I am the Engineer of-Work for this project, that I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work of my responsibility for project design. ENGINEER OF WORK Construction Testing and Engineering, Inc. 1441 Montiel Road, Suite 115 RCEC 70066 * Exp. 09/30/08 * IVIL 1+1 OP CAL%V' Date ATTACHMENT 1 LOCATION MAP 1 •:i, ' I I lit r • t. - '• -•., 4 \''••- _). ,. V I Al ATTACHMENT 2 PRECIPITATION MAPS & SOIL MAP ATTACHMENT 3 HYDROLOGY CALCULATIONS EXIST1 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software,(c)1991-2005 version 7.5 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/20/07 ------------------------------------------------------------------------ EXIST1 ----------------------------------------------------------------------- Hydrology Study Control Information ------------------------------------------------------------------------ Program License Serial Number 6024 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.400 24 hour precipitation(inches) = 4.100 P6/P24 = 58.5% San Diego hydrology manual 'C' values used +++++++++++++~++++++++++++++++ I I I I I I I I I ++++++ I I I I I I I ++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 USER DEFINED FLOW INFORMATION AT A POINT User specified .0 value of 0.950 given for subarea calculated TC of 1.160 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.323(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 1.16 mm. Rain intensity = 6.32(In/Hr) Total area = 0.054(Ac.) Total runoff = 0.320(CFS) +++++++++++++++++l $4 I III I+++I III + Process from Point/Station 102.000 to Point/Station 103.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN I (Permanent open Space ) Impervious value, Al = 0.000 Sub-Area C value = 0.200 Time of concentration = 1.16 mm. Rainfall intensity = 6.323(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.491 CA = 0.068 Subarea runoff = 0.112(cFs) for 0.085(Ac.) Total runoff = 0.432(CFs) Total area = 0.139(Ac.) End of computations, total study area = 0.139 (Ac.) Page 1 EXIST2 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2005 version 7.5 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/20/07 EXIST2 ----------------------------------------------------------- Hydrology Study Control Information ------------------------------------------------------------------------ Program License Serial Number 6024 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.400 24 hour precipitation(inches) = 4.100 P6/P24 = 58.5% San Diego hydrology manual 'C' values used +++++++++++fff+++++++++ I I I I I I I ++++++++++++++++++++++++++++++++ I I I I I +++ Process from Point/Station 101.000 to Point/Station 202.000 USER DEFINED FLOW INFORMATION AT A POINT user specified 'C' value of 0.950 given for subarea calculated TC of 1.150 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.323(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 1.15 mm. Rain intensity = 6.32(In/Hr) Total area = 0.050(Ac.) Total runoff = 0.300(CFS) ++++++++++++++++++++f1--I-lfl-++++++++++++++++++++++ Sam ++ l--I#-I+++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.200 Time of concentration = 1.15 mm. Rainfall intensity = 6.323(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (q=KCIA) is C = 0.468 CA = 0.066 subarea runoff = 0.114(CFS) for 0.090(Ac.) Total runoff = 0.414(cFS) Total area = 0.140(Ac.) End of computations, total study area = 0.140 (Ac.) Page 1 CTE JOB NO. 15-0072C Tc C 0.95 D 98.00 feet Lm 100 feet S 12.7% Ti 1.16 min IfTi<5min. 5.00 min Use 5 to determining Intensity INTENSITY P6 2.4 P24 4.1 ADJ P6 2.4 1= 6.32 in/hr AREA A= 0.05 AC. Q(CFS) cfs Tc C 0.95 D 97.00 feet Lm 100 feet S 13.0% Ti 1.15 min IfTi<5min. 5.00 min Use 5 to determining Intensity INTENSITY P6 2.4 P24 4.1 ADJP6 2.4 1= 6.32 in/hr AREA A= 0.05 AC. Q(CFS) 0.30 CfS 0072-sum 1, 12/20/2007 PROP1 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2005 Version 7.5 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/20/07 ------------------------------------------------------------------------ PROP1 --------------------------------------------------------------- ********* Hydrology Study Control Information ------------------------------------------------------------- Program License Serial Number 6024 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data units used Map data precipitation entered: 6 our, precipitation(inches) = 2.400 24 hour precipitation(inches) = 4.100 P6/P24 = 58.5% San Diego hydrology manual 'C' values used +++++++++++++++++++++f-I-j4--I-44++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 USER DEFINED FLOW INFORMATION AT A POINT user specified c' value of 0.950 given for subarea Calculated TC of 1.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.323(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 1.00 mm. Rain intensity = 6.32(In/Hr) Total area = 0.023(Ac.) Total runoff = 0.140(CFS) +-I-f+++ I+++++++++ I I III -I--I-++++ I I I I I 4 +++++++++++++++-I-f +-I -l--I-++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 stream flow area = 0.023(Ac.) Runoff from this stream = 0.140(cFs) Time of concentration = 1.00 win. Rainfall intensity = 6.323(In/Hr) Program is now starting with Main Stream No. 2 I--4--4--f+ Process from Point/Station 103.000 tO Point/Station 101.000 USER DEFINED FLOW INFORMATION AT A POINT user specified 'C' value of 0.950 given for subarea Calculated TC of 2.700 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.323(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 2.70 mm. Rain intensity = 6.32(In/Hr) Total area = 0.004(Ac.) Total runoff = 0.020(CFS) ++++-It++4-+-H-+++++++++++++++++~~~+++++++++ I I I I +++++ Process from Point/Station 103.000 to Point/station 101.000 CONFLUENCE OF MAIN STREAMS The following data inside Main stream is listed: In Main stream number: 2 Stream flow area = 0.004(Ac.) Runoff from this stream = 0.020(CFS) Page 1 PROP1 Time of concentration = 2.70 mm. Rainfall intensity = 6.323(In/Hr) Summary of stream data: stream Flow rate TC Rainfall Intensity No. (CFs) (mm) (In/Hr) 1 0.140 1.00 6.323 2 0.020 2.70 6.323 Qmax(1) = 1.000 * 1.000 * 0.140) + 1.000 * 0.370 * 0.020) + = 0.147 Qmax(2) = 1.000 1.000 * 0.140) + 1.000 * 1.000 * 0.020) + = 0.160 Total of 2 main streams to confluence: Flow rates before confluence point: 0.140 0.020 Maximum flow rates at confluence using above data: 0.147 0.160 Area of streams before confluence: 0.023 0.004 Results of confluence: Total flow rate = 0.160(CFs) Time of concentration = 2.700 mm. Effective stream area after confluence = 0.027(Ac.) Process from Point/Station 101.000 to Point/Station 102.000 ''' SUBAREA FLOW ADDITION user specified 'C' value of 0.950 given for subarea Time of concentration = 2.70 mm. Rainfall intensity = 6.323(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.950 CA = 0:038 Subarea runoff = 0.080(CFS) for 0.013(Ac.) Total runoff = 0.240(CFS) Total area = 0.040(Ac.) +++++++++++++++++++4 ++4-+++++++++++++ I III I I +++++++++++++++f-4-l--ttf I I I +++ Process from Point/Station 101.000 to Point/Station 102.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number-: 1 Stream flow area = 0.040(Ac.) Runoff from this stream = 0.240(CFS) Time of concentration = 2.70 mm. Rainfall intensity = 6.323(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++ 4IlIIII I +++++++ Process from Point/Station 100.000 to Point/Station 102.000 USER DEFINED FLOW INFORMATION AT A POINT user specified 'C' value of 0.950 given for subarea Calculated TC of 1.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.323(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 1.00 mm. Rain intensity = 6.32(In/Hr) Total area = 0.022(Ac.) Total runoff = 0.130(CFS) ++++I I I I I I I I+++++++++++++++++++-I-f++-I-I I III I++++++++++++++++-l-4--l--l-++++++++ Process from Point/Station 100.000 to Point/Station 102.000 CONFLUENCE OF MAIN STREAMS fifS The following data inside Main Stream is listed: In Main Stream number: 2 stream flow area = 0.022(Ac.) Runoff from this stream = 0.130(CFs) Page 2 PROP 1 Time of concentration = 1.00 mm. Rainfall intensity = 6.323(In/Hr) summary of stream data: stream Flow rate IC Rainfall Intensity No. (cFs) (mm) (In/Hr) 1 0.240 2.70 6.323 2 .0.130 1.00 6.323 Qniax(1) = 1.000 * 1.000 * 0.240) + 1.000 * 1.000 * 0.130) + = 0.370 Qmax(2) = 1.000 * 0.370 0.240) + 1.000 * 1.000 * 0.130) + = 0.219 Total of 2 main streams to confluence: Flow rates before confluence point: 0.240 0.130 Maximum flow rates at confluence using above data: 0.370 0.219 Area of streams before confluence: 0.040 0.022 Results of confluence: Total flow rate = 0.370(cFs) Time of concentration = 2.700 mm. Effective stream area after confluence = 0.062(Ac.) ++++++++++++t+t#.I-+..... .......... +I I I I I I I-I-+I+++I 11111 I++++++++++++++++++-$--I++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open space ) Impervious value, Ai = 0.000 Sub-Area c Value = 0.200 Time of concentration = 2.70 mm. Rainfall intensity = 6.323(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is c = 0.537 CA = 0.074 subarea runoff = 0.098(cFS) for 0.076(Ac.) Total runoff = 0.469(cFS) Total area = 0.138(Ac.) End of computations, total study area = 0.138 (Ac.) Page 3 CTE JOB NO. 15-0072C 0.95 35.00 feet Lm 100 feel 1.0% 2.70 min If Ti <5 mm. 5.00 min Use 5 to determining Intensity ENSITY 2.4 4.1 P6 2.4 6.32 in/hr 0.004 AC. 0.02 cis C 0.95 D 44.00 feet Lm 100 feet S 25.0% Ti 0.92 min If Ti < 5 mm. 5.00 min Use 5 to determining Intensity INTENSITY P6 2.4 P24 4.1 ADJP6 2.4 6.32 in/hr 0.02 AC. 0.13 cfs C 0.95 D 47.00 feet Lm 100 feet S 25.0% Ti 0.92 min If Ti <5 mm. 5.00 min Use 5 to determining Intensity INTENSITY P6 2.4 P24 4.1 ADJ P6 2.4 6.32 in/hr A= 0.02 AC. Q(CFS) 0.14 cfs 0072-sum 12/20/2007 PROP2 San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2005 version 7.5 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology study Date: 12/20/07 ------------------------------------------------------------------------ PROP2 Hydrology Study control Information ------------------------------------------------------------------------ Program License Serial Number 6024 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.400 24 hour precipitation(inches) = 4.100 P6/P24 = 58.5% San Diego hydrology manual 'C' values used Process from Point/Station 100.000 to Point/Station 201.000 USER DEFINED FLOW INFORMATION AT A POINT user specified 'C value of 0.950 given for subarea calculated TC of 1.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.323(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 1.00 mm. Rain intensity = 6.32(In/Hr) Total area = 0.024(Ac.) Total runoff = 0.140(cFs) ++-1-I+-I-I-++-4-I--I-+-I--I--I-+++++++++++-H-4 lilt i++++++t I I I I I+++++++++++++++++++ Process from Point/Station 100.000 to Point/station 201.000 CONFLUENCE OF MAIN STREAMS The following data inside Main stream is listed: In Main Stream number: 1 Stream flow area = 0.024(Ac.) Runoff from this stream = 0.140(cFS) Time of concentration = 1.00 mm. Rainfall intensity = 6.323(In/Hr) Program is now starting with Main stream NO. 2 ++++++++++++ Process from Point/Station 103.000 to Point/Station 201.000 USER DEFINED FLOW INFORMATION AT A POINT '''' user specified 'C' value of 0.950 given for subarea calculated TC of 2.700 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.323(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 2.70 mm. Rain intensity = 6.32(In/Hr) Total area = 0.003(Ac.) Total runoff = 0.020(cFS) ++++++++++++++++++++++++++++++++4+++++++++++++++++++I-++++++++++f-4 II 1+ Process from Point/station 103.000 to Point/station 201.000 CONFLUENCE OF MAIN STREAMS The following data inside Main stream is listed: in Main Stream number: 2 stream flow area = 0.003(Ac.) Runoff from this stream = 0.020(CFS) Page 1 PROP2 Time of concentration = 2.70 mm. Rainfall intensity = 6.323(In/Hr) Summary of stream data: stream Flow rate IC Rainfall Intensity NO. (cFs) (mm) (In/Hr) 1 0.140 1.00 6.323 2 0.020 2.70 6.323 Qmax(1) = 1.000 1.000 * 0.140) + 1.000 * 0.370 * 0.020) + = 0.147 Qmnax(2) = 1.000 * 1.000 * 0.140) + 1.000 * 1.000 * 0.020) + = 0.160 Total of 2 main streams to confluence: Flow rates before confluence point: 0.140 0.020 Maximum flow rates at confluence using above data: 0.147 0.160 Area of streams before confluence: 0.024 0.003 Results of confluence: Total flow rate = 0.160(cFS) Time of concentration = 2.700 mm. Effective stream area after confluence = 0.027(Ac.) +++++++ 11111114 +++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 SUBAREA FLOW ADDITION user specified C value of 0.950 given for subarea Time of concentration = 2.70 mm. Rainfall intensity = 6.323(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.950 CA = 0.037 Subarea runoff = 0.074(CFS) for 0.012(Ac.) Total runoff = 0.234(CFs) Total area = 0.039(Ac.) +++++++-I-f-t--4-f+-4-I--4+++++++++++++++I 1141 I I I+++++++++++++I I 11111 I++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.039(Ac.) Runoff from this stream = 0.234(CFs) Time of concentration = 2.70 mm. Rainfall intensity = 6.323(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 100.000 to Point/Station 202.000 USER DEFINED FLOW INFORMATION AT A POINT User specified 'C' value of 0.950 given for subarea Calculated IC of 1.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.323(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 1.00 mm. Rain intensity = 6.32(In/Hr) Total area = 0.024(Ac.) Total runoff = 0.140(CFS) ++++f-I -H-l-+++++++++ I I I I 1-4 +++++++ 41111-4 #++++-l+-4+++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 202.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main stream number: 2 stream flow area = 0.024(Ac.) Runoff from this stream = 0.140(CFS) Page 2 PROP2 Time of concentration = 1.00 mm. Rainfall intensity = 6.323(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFs) (mm) (In/Hr) 1 0.234 2.70 6.323 2 0.140 1.00 6.323 Qmax(1) = 1.000 * 1.000 * 0.234) + 1.000 * 1.000 * 0.140) + = 0.374 Qmax(2) = 1.000 * 0.370 * 0.234) + 1.000 * 1.000 * 0.140) + = 0.227 Total of 2 main streams to confluence: Flow rates before confluence point: 0.234 0.140 Maximum flow rates at confluence using above data: 0.374 0.227 Area of streams before confluence: 0.039 0.024 Results of confluence: Total flow rate = 0.374(CFS) Time of concentration = 2.700 mm. Effective stream area after confluence = 0.063(Ac.) +++++++++l++++f++++++++++++++++++++IIi+#+++++++ ltt+++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 SUBAREA FLOW ADDITION Decimal fraction soil group A = 1.000 oecimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 0.000 (UNDISTURBED NATURAL TERRAIN ] (Permanent open space ) Impervious value, Al = 0.000 Sub-Area C value = 0.200 Time of concentration = 2.70 mm. Rainfall intensity = 6.323(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.533 CA = 0.076 subarea runoff = O.104(CFS) for 0.079(Ac.) Total runoff = 0.478(CFS) Total area = 0.142(Ac.) End of computations, total study area = 0.142 (Ac.) Page 3 CTE JOB NO. 15-0072C 0.95 35.00 feet Lm 100 feel 1.0% 2.70 min If Ti <5 mm. 5.00 min Use 5 to determining Intensity ENSITY 2.4 4.1 P6 2.4 6.32 in/hr A= 0.003 AC. Q(CFS) 0.02 cfs C 0.95 D 46.00 feet Lm 100 feet S 25.0% Ti 0.92 min if Ti <5 mm. 5.00 min Use 5 to determining Intensity INTENSITY P6 2.4 P24 4.1 ADJP6 2.4 1= 6.32 in/hr AREA A= 0.02 AC. 'Q (CFS) 0= 214 cis PR.2B Tc C 0.95 0 46.00 feet Lm 100 feel S 25.0% Ti 0.92 min it Ti <5 mm. 5.00 min Use 5 to determining Intensity INTENSITY P6 2.4 P24 4.1 ADJP6 2.4 6.32 in/hr 0.02 AC. 0.14 cfs 0072-sum 12/20/2007 ATTACHMENT 4 HYDROLOGY MAP - EXISTING CONDITIONS -p-. I !A-1Ji j L=98--J Q100 QIOO = 0.432 CFS\ I L=99' 0 085 J l I I (10.40) EX- IA / (32.20) 0 054 1 POR j\iIA? 365 - '4 1 (44.60) 1 A.P.N. 20 -251-06 I GRAPHIC SCALE I 10 0 10 20 40 EX-2B / (V/I i EX-2A 4 I I L=1O5'— 10 O90 1 inch = 10 ft - - M IIlIW (10.20) 32.00 I / 0100=0414FS LEGEND SUBDIVISION BOUNDARY EXISTING CONTOUR (MAJOR) EXISTING CONTOUR (MINOR) HYDROLOGIC BASIN BOUNDARY HYDROLOGIC FLOW PATH EX— 1 BASIN NUMBER 0.63 AREA (ACRES) NODE NUMBER (J5.00) ELEVATION (FEET) ATTACHMENT 4 EXISTING HYDROLOGIC CONDITIONS CONSTRUCTION TESTING & ENGINEERING, INC. PLANNING - CIVIL ENGINEERING - LAND SURVEYING - GEOTECHNICAL ICE; 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO CA. 92026, PH:(760) 746-4955 (2Z—. \\Engineering\e\Lancl Projects 2006\15-0072C\HYDRIILEIIGY\0072-HYDRLI-EXdwg 12/20/2007 5:59:12 PM PT ATTACHMENT 5 HYDROLOGY-MAP - PROPOSED CONDITIONS - /c) -' '- 7 Li L)7 (''t.ILJ \IUL/ QIOO = 0.469 TS (10.80) (i~ PR— IA O.004 (45.18) GRAPHIC SCALE PR-2A o.003 Ii (10.40) () CVOO = 0.478 cis (44.83) LEGEND -- SUBDIVISION BOUNDARY EXIS11NC CONTOUR (MAJOR) EXISTING CONTOUR (MINOR) HYDROLOGIC BASIN BOUNDARY HYDROLOGIC FLOW PATH PR-i BASIN NUMBER 0.63 AREA (ACRES) ~R NODE NUMBER (35.000 ELEVATION (FEET) / / P DR I \IIA\ P o II I ( I .-. H i / 7 111 Li Li Li H1 Li 1! P If I I Li I I 1 H it I I ii U 1, H H H H Li .11 Li I H H I 11 Li ATTACHMENT 5 PROPOSED HYDROLOGIC CONDITIONS CONSTRUCTION TESTING & ENGINEERING, INC. PLANNING - CIVIL ENGINEERING - LAND SURVEYING - GEOTECFINICAL 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO CA. 92026, PH:(760) 746-4955 \\Engineer'ing\e\Lo.ncl Projects 2006\15-0072C\HYDREILDGY\0072-HYDREI-PR.clwg 12/0/007 55831 PM PST