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HomeMy WebLinkAboutCT 2019-0004; 330 CHINQUAPIN AVE; Preliminary Hydrology and Hydraulics Report; 2020-10-02- - -- .. -- • .. -- ----- - -... - - ... -.. ... ~~--~~ ,.,....,..r-,., __ J..J OCT o 5 2020 Cl:-\ ,j,-\.~ Y'.'_SBAD P~-~->.::<:.<~: .=•;_''.:=::_.J CT2019-0004/PUD 2019-0004/ CDP 2019-0012 / DEV 2018-0087 330 Chinquapin Avenue Carlsbad, CA 92008 Preliminary Hydrology and Hydraulics Report c/o Mr. Cameron Crockett Project Submittal Lead Ultra-Unit Architectural Studio 1327 Loma Avenue Long Beach, CA 90804 Prepared to the City of Carlsbad for Mr. Jeff Galizio 330 Chinquapin Avenue, Carlsbad, CA 92008 Dec 20, 2018 Update October 14, 2019 Update July 22,2020 Update October 2,2020 Prepared By: CJE Cory Jones Engineering 1820 S. El Camino Real, Unit A205 Encinitas, CA 92024 Cory Jones, PE, QSD/P, QISP ToR, ENV SP This Drainage Report ("Report'?: 1. has been prepared by Cory Jones Engineering (CJE) for Mr. Jeff Galizio with the intended use of supporting the City of Carlsbad grading permit application; 2. may only be used and relied on by the Mr. Jeff Galizio; 3. must not be copied to, used by, or relied on by any person other than the Mr. Jeff Galizio without the prior written consent of CJE; 4. may only be used for the purpose of evaluating site drainage (and must not be used for any other purpose). CJE and its servants, employees and officers otherwise expressly disclaim responsibility to any person other than the Mr. Jeff Galizio arising from or in connection with this Report. To the maximum extent permitted by law, all implied warranties and conditions in relation to the services provided by CJE and the Report are excluded unless they are expressly stated to apply in this Report. The services undertaken by CJE in connection with preparing this Report: • were limited to those specifically detailed in the project scope of work. The opinions, conclusions and any recommendations in this Report are based on assumptions made by CJE when undertaking services and preparing the Report ("Assumptions'?, including (but not limited to): • Existing storm drain facilities were sized to function properly. • This project intends to address the potential additional surface runoff created by proposed changes to the nature of the structures and pervious and impervious areas on the subject site property. • The report will study on-site flows and on-site flows. No off-site flows were considered. • Proposed discharge will be sized to maintain the discharge capacity as the existing points contributing discharge to Chinquapin Ave. CJE expressly disclaims responsibility for any error in, or omission from, this Report arising from or in connection with any of the Assumptions being incorrect. Subject to the paragraphs in this section of the Report, the opinions, conclusions and any recommendations in this Report are based on conditions encountered and information reviewed at the time of preparation and may be relied on for one year or till significant changes to the project site are made, whichever comes first, after which time, CJE expressly disclaims responsibility for any error in, or omission from, this Report arising from or in connection with those opinions, conclusions and any recommendations. Page i ----.. • -.. --.. • -• -• -• -• -• -.. -.. -.. -.. - -.. ---- -... - ... - • • -- -- - ... -... --.. .. Table of Contents Purpose of Study..................................................................................................... 1 Hydrologic Analysis ................................................................................................ . Hydraulic Analysis .................................................................................................. . Figures Figure 1 Appendices Appendix A Appendix B Appendix C Appendix D Appendix E Page ii Vicinity Map Rational Hydrology Workmap Rational Hydrology Analysis lsopluvial Maps Hydraulic Calculations, Existing and Proposed Conditions FEMA FIRM Panel 5 9 Declaration of Responsible Charge I hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge of 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 does not relieve me, as Engineer of Work, of my responsibilities for project design. Firm: Address: City, State: Telephone: By: Date: R.C.E.#: Cory Jones Engineering 1820 S. El Camino Real, Unit A205 Encinitas, CA 619.884.0576 Cory Jones, PE 10/02/2020 69807 Registration Expiration Date: 6/30/2022 Page iii --------------- • -• .. • -.. .. .. -.. .. - ---- --- Purpose of Study This Drainage report presents the hydrologic conditions for the proposed 330 Chinquapin Avenue project in Carlsbad, CA. This report also provides an evaluation of the pre- construction and post construction on-site drainage conditions for hydraulic requirements to meet the standards of the City of Carlsbad. This report also addresses water quality requirements specifically requested by the City of Carlsbad Engineering Standards. Project Location The project is located in the coastal area of the City of Carlsbad, about three blocks north of Agua Hedionda Lagoon. The site is south of Tamarak Avenue, east of Garfield Avenue, north of Chinquapin Avenue and west of the LOSAN corridor railroad tracks. The property is located in the northeasterly half of Lot 3 in blocks of Palisades No. 2 in the City of Carlsbad, CA, according to Map 1803 as filed in the Office of the County Recorder on August 24, 1924. The southwesterly boundary line being parallel with and distant from 70 feet southwesterly from the northwesterly line of said lot. The site has Assessor's Parcel Number (APN) 206-020-11-00. A Vicinity map showing the project's location is provided in Figure 1. CJE Project Location \ \ Project Description V I r '.\ • i, .. , I Figure 1 -Vicinity Map / -- .... ----........ , J ./ ......... q ~ :-.__. La,oo,t~ •• , ~ _ .. . / The 330 Chinquapin project consists of demolition of one existing building at 330 Chinquapin Avenue and creation of a new 7 unit subdivision. There is an existing residential driveway and asphalt parking lot adjoining the existing building at 330 Chinquapin Avenue. The driveway will remain in approximately the same horizontal location, but will extend further north to service the three new structures in the south end of the lot and the multifamily dwelling unit at the north end of the lot. The driveway and multi-use drainage facilities that will be built as part of this project will be maintained as part of the new multi-family subdivision, wherein all future maintenance requirements will be the responsibility of each land owner in perpetuity. CJE The project existing and proposed conditions site soils information are described in Table 1. A map of the site soils is provided in Figure 2. The project existing and proposed conditions site perviousness is described in Table 2. CJE Figure 2 -Site Soils Map CJE Note that NRCS lists MIC Soil as a Type B Hydrologic Soil, NRCS Web Soils Survey also estimates a saturated hydraulic conductivity for this soil as 15.4 mm/s or but from the Preliminary Geotechnical Investigation provided by Group Delta, indicates that the site consists of: -3 to 7-ft thick of fill material requiring over excavation and recompaction -over 4 to 12-ft thick of Old Paralitic Deposits that consists of poorly-graded sand with silt, medium dense, red- brown, dry to moist, mostly fine to medium sand, few fines, non-plastic, weakly cemented -over 2 to 6-ft thick of Silty Sand or Poorly Graded Sand that consists of medium dense, light yelJow-brown, mostly fine to medium Sand, trace fines, and friable or dense, orange-brown, moist, mostly fine to medium sand, non- plastic weakly cemented materials. ... -- • -.. - • .. --... .. ... ... -.. --- .. ... - -- An infiltration test was taken from a location in the frontage of the proposed development using the double-ring infiltrometer test at an estimated elevation of approximately 42-feet. The infiltration rate observed at this location was estimated to approach 2. 76 inches per hour, which infers that the site may be good for infiltration of site drainage waters. However, the Geotechnical Engineer provided the following caveats suggests that a design infiltration rate of 1.1 in/hr is appropriate of the project duration. Surrounding Land Uses The area is urbanized and the surrounding properties consist of multi-unit and single family residential uses and is located near the residences adjacent to the old Highway 101 corridor, now Carlsbad Boulevard. CJE Hydrologic Analysis Rational Method This drainage study utilizes the Rational Method to calculate peak flow rates for the 10 and 100 year storm events. The Rational Method is appropriate for sites with watersheds smaller than 0.5 square miles and is described in detail within the County of San Diego Hydrology Manual (2003 Ed). This report is using the AES software, approved by the County of San Diego, to evaluate rational method hydrology estimates for the project site. Rational Method Runoff Coefficients For this drainage report, each drainage sub-area basin was determined to have a percent imperviousness based on existing and proposed conditions mapping. This percent impervious was used to select a given land use type with similar percent imperviousness. Therefore, the land uses presented for each sub-basin area are different. To provide conservative estimates of peak flow rates, the pre-development condition land use types were selected with land uses that have the same percent imperviousness or slightly less and the post-development condition land use types were selected with land uses that have the same percent imperviousness or slightly greater. In this way, the post- development peak flows will be exact or slightly skewed with higher rates and the pre- development peak flows will be exact or slightly skewed with lower rates. Therefore, matching of peak flows to the existing discharge points can be evaluated and may provide additional comfort with this conservativism. CJE ------ ----• .. .. • -• - -.. • • ---.. ---------- -.. .. .. ----- - .. • -.. -.. ... --- • - ------ Table 1 in Appendix B presents each drainage area sub-area square footages for pervious and impervious areas and their correlated percent imperviousness and shows the corresponding land use type selected and it's percent impervious value used in the AES model. Intensity Intensity for the 10 and 100 year storm frequencies was using isopluvial maps from the County of San Diego Hydrology Manual (see Appendix C) . Peak Flow Rates and Volumes Peak flow rates were estimated using the rational method as evaluated by the AES model and program results along with summary tables of the results are presented in Appendix B . The appendix includes the following documents related to peak flow estimates: • Appendix A contains Maps of the site drainage (existing and proposed conditions), • Appendix B contains Calculations of hydrology summations to each node (inlets or other collection locations), • Appendix D contains drainage schematics for existing and proposed conditions. • Appendix E contains summations for flow to each sub-area node and node summations . • Appendix F contains Hydraulics for conveyances (pipes and channels). CJE Table 1. Comparison of 10-Year Peak Flow Rates at Discharge Locations Flow Direction Q10 pre Q10 post Delta Evaluation (cfs) (cfs) (cfs) Discharge To 0.79 1.17 +0.38 Minor increase Chinquapin in flow to street Avenue (< 1 cfs) Table 2. Comparison of 100-Year Peak Flow Rates at Discharge Locations Flow Direction Q100 pre Q100 post Delta Evaluation (cfs) (cfs) (cfs) Discharge To 1.16 1.71 +0.55 Minor increase Chinquapin in flow to street Avenue (< 1 cfs) Based on our analysis, the site appears to only generate a minor increase (less than 1 cfs) in peak storm discharges from the facility. This is a conservative calculation since infiltration losses were not accounted for by the perforated piping and infiltration capacity of the new pervious pavement system. The site is underlain with well draining Type A soils in the vicinity of the project site and the modeling also used an assumption of Type B soils in modeling to account for any future changes on account of the build-out environment. Results Statements Flow was determined to not increase in a significant manner that would affect drainage within the street curb-and-gutter flow line from pre-construction to post-construction condition as demonstrated by calculations. CJE -----• --------.. • • • -• .. -- -- ------- -------... ----- • ---... - .... - -.. --.. -------- From results of our study, there are determined to be no negative impacts to any adjacent properties. CJE Hydraulic Analysis Methodology Hydraulic flow calculations and storm drain facility sizing were performed using the procedures outlines in the County of San Diego Drainage Design Manual (2014 Ed). Hydraulics Hydraulic capacities were evaluated for new and existing storm drain inlets and piping and these evaluations are provided in the attached calculations. On-site catch basins are sized to accept the 100 year peak discharge to their interior site drainage locations. These boxes are sized as weirs with length defined as the perimeter length of the boxes and assuming a clogging factor of 25% since they will be installed with an inlet filter system to assist in reducing the quantity of solids that will pass to the sub-grade rock reservoir infiltration gallery. Note that additional inlet catch basins were added around the perimeter of the facilities as pick-up locations due to site restrictions lengths and slopes required to develop drainage swales around the perimeter of the buildings. Pipe capacities are evaluated with Manning's condition assuming open channel flow conditions with steady uniform flow. Design Review From review of the estimated peak flow rates for the 100-Year design storm, the proposed new pipes and inlets will provide adequate capacity to drain the property during these storm events. CJE ------ - • ---• -• • • • -• -------.. ---- ------------- • ---- - --... ... -- .. -.. - Water Quality The project is a Standard Development Project and therefore it is not subject to design requirements for treatment controls. The project does however provides water quality volume reductions within the pervious pavement system that can serve as a standard project storm water best management practice for the 330 Chinquapin Ave. Subdivision. The project disturbs less than one acre during construction and therefore does not require a state permitted SWPPP per the Construction General Permit. However, the final project grading plan will include an erosion and sediment control plan to comply with City regulations. The project drainage does not adversely affect any existing US Army Corps of Engineers jurisdictional waters of the United States. Therefore, the project is not required to obtain approval from the Regional Water Quality Control Board under Federal Clean Water Act (CWA) Section 401 nor Section 404. CJE .. -.. --- 11 .. -.. .. • .. - -- - CJE -- -... .. .. -.. - ◄ -.. .. .. • .. • .. -... -... .. ------ • • -.. ,. -.. - ◄ -- CJE APPENDIX A RATIONAL HYDROLOGY WORKMAP / / ( / ! / ./, I I I I I I ' I 1 '-,,_ 3· \vO□D F NCE I I I 1.1 1.2 48.9' I 53.27' CJEI CORY JONES ENGINEERING 1820 S. EL CAMINO REAL. A205 ENCINITAS, CA 92024 (P) 619-884-0576 EXISTIN:i ~ s-□RY BU!l DlNG EXiSTING I ST[RY BU!L l!NG /VIL ~ F CALl'ilJ~ I ' \ ) 54.5' INV48.49' EXISTIN:i 2 s-□RY BUILDING 49.23' INV48.15' OFF-SITE STREET FLOW Q100=7.20 CFS V100=3. 7 FPS .......... ~j!;~~~ 0 10· 20· I •■I i 1 INCH = 10 FT 46.20' PROJECT NUMBER: CT2019-0004 A( ~ Y' /~ T --H ~ CXJ ~- / L=42 ' I "' r::iv-w--- 3.1 48.32" ' w ' .44 --H ~ If) . 0 : I A(6) 3: N I t 02 0.08 9.11 N - 3.3 48.00' 3: N - I I I I -w--_J 3: A(5) .02 0.07 0.11 3: N - EXHIBIT 1 -RATIONAL HYDROLOGY WORKMAP PRE-CONSTRUCTION PROJECT AREA MAP 330 CHINQUAPIN AVE. CARLSBAD CA LEGEND 10 YR PEAK SUBAREA 00 YR PEAK FLOW (CFS) (SF) FLOW (CFS) NODE NUMBER t 1 I ELEVATION --------..._f 1.0 FLOW DIRECTION LONGEST FLOW PATH PER SUBAREA FINISH SURFACE SPOT GRADE DRAINAGE AREA BOUNDARY 419± D 1083SF .02 0.05 0.07 2.2 50. 76' INV49.6 ' I I ' J r.,~ X /I I / /147S I / / ,' I/ / / 1.1 / -51.0'± 1.2 50.76' INV49.65' / I / / 144SF A 1075SF .02 0.02 0.03 CJEI CORY JONES ENGINEERING 1820 S. EL CAMINO REAL, A205 ENCINITAS. CA 92024 (P) 619-884-0576 296SF 399SF E 03 1370SF ::: . \ ' 0.07 0.10 241SF --Ill-- 340SF 2.3 51.0' 1.5 51.0' 397SF -------------- --------- \ \ L=62' 1.3 51.0' B 0.06 0.09 1.4 49.95' INV48.9' 50.15' 0.07 0.10 I \ II II I II i II ' ' II II II II ii "l-A:l+/i'==="'~, --.-------, I I 3.3 , 50.5' ) \ I II II II II II ' 'l}-----_J L=22' 281SF --- 50.5' 50.3' INV48.3' 817SF .02 0.06 0.09 ' / I 50.5' G 1590SF .04 \ 0.08 0.11 H 2643SF .06 2001SF L s 1*34SF .03 0.12 0.17 8.4 o.ru'· · -1, 1 1 • ~ 44.5' N 0.07 0.10 -I "" _,...,,,--_.,.,,,. • 1 ~ , 1 "-'"-l}IS8HA POINT I I 3.6 "-.) ~ ,, ' - 837SF "'"/ • ~, ,I . • -( CHINQ flN AVE) ~~-,M ~ .02. 54 "' ' 7.2 , _,':'l.~ 010= .96!"CFS t • 5.2 1-----+------1 • , '\ 0~9----8:91 CFS Mf __.,-~1 -,-48-.-4-. ----J o.o,6 o.~9 48.3' 46.3' <\11 = 6.2 FPS ~ l j x '<----------"~"-d.---------l.____ _ _j • 00=6. 9 FPS t ~~ . ~ , " 1, 1 __________ I . ;, . . 8 --~ 11 I\ II ' -5.1 " \ ' 1 ' ' / 11 \ 1 II ' II ' I I 5.3 1-::---:~T--~~ ' I I ' ' ' ' ' . ~, ~-, j ---I ~""'"'" ~ i'\ , CHINQUAP AVE) "? !, -1 _ '.-l 80=·1--:-43 CFS ~ I ,: 1 · l1 4. FPS I 5.5 49.0' :;: _: 49.25' 1 II ' 1 II 1 ,' : I 49.25' , : L__ __ __,' ' I \ I \ , , , I I I I N ·, ---,._ ' -97' / ; ~~:,,,,"' 1 ' 1 II ' I ' 1 ' ' II I, \ I I 'I -~_-_L_-_-_...J_L_:: _;;_ _L __ -_-' ______ '::,_--=..--=._.l._-::._· ., ' I < ' ' . _j IT,] I' ' 22:'1:Sf-..: -• 0.07 0.10 -iiiiiiiiiil;:--IIJI! ~~~ 0 1 o· 20· I I I 1 INCH = 10 FT w ' I I -H ~ I.() . 0 <( z o_ <( 8.2 46.9' 8.3 48.05' 2019-0004 EXHIBIT 2 -RATIONAL HYDROLOGY WORKMAP I I l :;: N I I I I I :;: N - POST-CONSTRUCTION PROJECT AREA MAP 330 CHINQUAPIN AVE CARLSBAD CA LEGEND OFF-SITE FLOW TO STREET UPSTREAM OF PROJECT FRONTAGE SUBAREA NAME-.... A1 ----....... UBAREA (AC) f----------1-----1 .2 8~ 10 .44 4.79 7.20 DRAINAGE SUB-G; ~ AREA BOUNDARY 189SF1 DRAINAGE SUB~ AREA (SF) 10 YR PEAK SUBAREA'-100 YR PEAK FLOW (CFS) (SF) FLOW (CFS) -- NODE NUMBER f 1 I ELEVATION ------------<f►_ 1.0 _ FLOW DIRECTION LONGEST FLOW PATH PER SUBAREA FINISH SURFACE SPOT GRADE DRAINAGE AREA BOUNDARY 419± -.. ... -- .... -... -.. - • • .. • • ... .. ... • • • • • • .. • .. -... --.. --.. -- CJE APPENDIX B RATIONAL HYDROLOGY ANALYSIS Actual % Impervious 24.56% 424 0.01 0.02 52.35% 645 906 0.01 0.02 71.19% 620 1,083 0.01 0.02 57.25% 953 1,370 0.02 0.03 69.56% 1,153 707 1,860 0.02 0.04 38.01% 924 666 1, 0. 41.89% 2,137 507 2,643 0.01 0.06 19.16% 359 458 817 0.01 0.02 56.06% 448 204 652 0.00 0.01 31.29% 374 215 589 0.00 0.01 36.50% 1,022 979 2,001 0.02 0.0 48.93% 377 460 837 0.01 0.02 54.96% 147 331 478 0.01 0.01 69.25% 160 547 707 0.01 0.02 77.37% 306 381 687 0.01 0.02 55.46% 79 634 713 0.01 0.02 88.92% 9,824 8,995 18,818 0.21 0.4 142 738 880 0.02 0.02 83.86% 33 1, 1 1, 3 .03 97.33% 9,999 10,934 20,932 0.25 0.48 0 0.00% 2,396 0.06 0.27 20.33% 1,726 0.04 0.06 69.32% 1,200 1,388 2,588 0.0 53.63% 111 629 740 0.01 0.02 84.99% 915 980 0.02 0.02 90.97% 1 ,2 3 0. 13,745 7,054 20,932 0. AES AES AES AES AES AES 10-YR 10-YR 100-YEAR 100-YEAR %impervious Land Use Tc(MIN) Q(CFS) Tc {MIN) Q(CFS) # 25% 2.9 DU/AC 3 11.06 0.02 11.06 0.03 65% 24 DU/AC 8 5.11 0.06 5.11 0.09 80% 43 DU/AC 9 3.28 0.07 3.28 0.1 65% 24 DU/AC 8 6.9 0.05 6.9 0.07 80% 43 DU/AC 9 3.71 0.07 3.71 0.1 40% 7.3 DU/AC 5 7.91 0.07 7.91 0.1 45% 10.9 DU/AC 6 7.11 0.08 7.11 0.11 20% 2.0 DU/AC 2 9.55 0.07 9.55 0.1 65% 24 DU/AC 8 3.75 0.06 3.75 0.09 40% 7.3 DU/AC 5 4.85 0.02 4.85 0.03 40% 7.3 DU/AC 5 6.52 0.02 6.52 0.03 50% 14.5 DU/AC 7 7.66 0.1 7.66 0.15 65% 24 DU/AC 8 4.35 0.06 4.35 0.09 80% 43 DU/AC 9 3.93 0.03 3.93 0.05 80% 43 DU/AC 9 4.73 0.07 4.73 0.1 65% 24 DU/AC 8 6.32 0.05 6.32 0.08 90% Office Comm. 12 2.28 0.08 2.28 0.11 85% Gen. Comm. 11 2.2 0.07 2.2 0.11 100% Paved, curbs & SD 16 1.8 0.12 1.8 0.17 0% WstrnDsrt Landscape 21 9.36 0.04 9.36 0.05 10% 1.0 DU/AC 1 9.36 0.32 9.36 0.48 65% 24 DU/AC 8 4.32 0.18 4.32 0.26 50% 14.5 DU/AC 7 7.52 0.1 7.52 0.15 85% Gen. Comm. 11 2.04 0.07 2.04 0.11 90% Office Comm. 12 1.25 0.08 1.25 0.11 13.14 4.79 12.72 7.2 -.. .. ... ... ------ - • - • - .. • -- - .. • .. .. RESULTS FROM AES HYDROLOGY PROGRAM PRE-DEVELOPMENT RATIONAL METHOD RESULTS DRAINAGE AREA NODE FROM NODETO AREA AC Al 1.1 1.2 0.05 A2 1.2 3.4 0.27 A3 2.1 2.2 0.06 A4 2.3 2.4 0.06 ON-SITE SUM AS 3.1 3.2 0.02 AG 3.3 3.4 0.02 FRONTAGE ROW SUM TOTAL Ql0 Tc 10 Ql00 Tel00 CFS MIN CFS MIN 0.04 9.36 0.05 9.36 0.32 9.36 0.48 9.36 0.18 4.32 0.26 4.32 0.1 7.52 0.15 7.52 0.64 0.94 0.07 2.04 0.11 2.04 0.08 1.25 0.11 1.25 0.15 0.22 0.79 1.16 RESULTS FROM AES HYDROLOGY PROGRAM POST-DEVELOPMENT RATIONAL METHOD RESULTS DRAINAGE AREA NODE FROM NODETO AREA AC A (1.1-1.2) 1.1 1.2 0.02 B (1.3-1.4) 1.3 1.4 0.02 C (1.5-1.6) 1.5 1.6 0.02 D (1.1-2.2) 1.1 2.2 0.02 E (2.3-2.4) 2.3 2.4 0.03 F (3.1-3.2) 3.1 3.2 0.04 G (3.3-3.4) 3.3 3.4 0.04 H (3.5-3.6} 3.5 3.6 0.06 I (4.1-4.2} 4.1 4.2 0.02 J (4.3-4.4) 4.3 4.4 0.01 K (5.1-4.6} 5.1 4.6 0.01 L (5.1-5.2) 5.1 5.2 0.05 M (5.3-5.4} 5.3 5.4 0.02 N (5.3-5.5) 5.3 5.5 0.01 0 (6.1-6.2) 6.1 6.2 0.02 P (6.3-6.4) 6.3 6.4 0.02 Q (5.3-7.2} 5.3 7.2 0.02 ON-SITE SUM R (8.1-8.2) 8.1 8.2 0.02 S (8.3-8.4) 8.3 8.4 0.03 FRONTAGE ROW SUM TOTAL Ql0 CFS 0.02 0.06 0.07 0.05 0.07 0.07 0.08 0.07 0.06 0.02 0.02 0.1 0.06 0.03 0.07 0.05 0.08 0.98 0.07 0.12 0.19 1.17 -----Tc 10 Ql00 Tel00 -MIN CFS MIN 11.06 0.03 11.06 -5.11 0.09 5.11 -3.28 0.1 3.28 6.9 0.07 6.9 - 3.71 0.1 3.71 -7.91 0.1 7.91 7.11 0.11 7.11 9.55 0.1 9.55 3.75 0.09 3.75 4.85 0.03 4.85 - 6.52 0.03 6.52 7.66 0.15 7.66 4.35 0.09 4.35 - 3.93 0.05 3.93 -4.73 0.1 4.73 -6.32 0.08 6.32 2.28 0.11 2.28 -1.43 -2.2 0.11 2.2 1.8 0.17 1.8 0.28 -1.71 • ---------.. - ---.. --.. .. .. -----.. • • .. • • -.. • .. -- • • -... ---- • • -.. • .. • • CJE PRE-DEVELOPMENT 10-YEAR DESIGN STORM AES CALCULATION REPORTS --.. ... .. --- • • - .. • --.. • • .. • • .. • • .. .. CQR10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** * 330 CHINQUAPIN AVE DESCRIPTION OF STUDY ************************** * * AREA Al+A2 * 10 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQR10.DAT TIME/DATE OF STUDY: 16:20 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT= .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 77 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 53.27 DOWNSTREAM ELEVATION(FEET) = 48.90 ELEVATION DIFFERENCE(FEET) = 4.37 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.359 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.989 Page 1 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = CQR10.RES 0.04 0.05 TOTAL RUNOFF(CFS) = 0.04 **************************************************************************** FLOW PROCESS FROM NODE 1. 20 TO NODE 3.40 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.989 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS 11B11 S.C.S. CURVE NUMBER (AMC II)= AREA-AVERAGE RUNOFF COEFFICIENT 65 = 0. 3100 .3200 SUBAREA AREA(ACRES) = 0.30 TOTAL AREA(ACRES) = 0.4 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = TC(MIN.) = 9.36 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.4 TC(MIN.) = 0.32 END OF RATIONAL METHOD ANALYSIS Page 2 9.36 0.29 0.32 ----------------- - • ------------------ -.. - ----- - • - • - - • --• .. .. .. • .. • .. CQRA310. RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * AREA A3 * 10 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQRA310.DAT TIME/DATE OF STUDY: 15:57 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL 11C11-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 61.00 UPSTREAM ELEVATION(FEET) = 56.17 DOWNSTREAM ELEVATION(FEET) = 54.50 ELEVATION DIFFERENCE(FEET) = 1.67 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.321 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 Page 1 CQRA310.RES NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.1 TC(MIN.) = 0.18 END OF RATIONAL METHOD ANALYSIS Page 2 0.18 4.32 ---- ------------- ----------.. -------- • - .. -.. • • • --.. .. - • • .. .. -.. -.. --- .. -.. - CQRA410.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** * 330 CHINQUAPIN AVE DESCRIPTION OF STUDY ************************** * * AREA A4 * 10 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQRA410.DAT TIME/DATE OF STUDY: 16:01 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT= .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 76.00 UPSTREAM ELEVATION(FEET) = 50.00 DOWNSTREAM ELEVATION(FEET) = 49.23 ELEVATION DIFFERENCE(FEET) = 0.77 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.525 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQRA410. RES THE MAXIMUM OVERLAND FLOW LENGTH= 65.20 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.441 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.10 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.1 TC(MIN.) = 0.10 END OF RATIONAL METHOD ANALYSIS Page 2 7.52 -----• ------------.. • - -.. -- ----------- ◄ .. CQRA510.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** * 330 CHINQUAPIN AVE DESCRIPTION OF STUDY ************************** * * AREA AS * 10 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQRA510.DAT TIME/DATE OF STUDY: 16:06 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) Constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 42.00 UPSTREAM ELEVATION(FEET) = 48.32 DOWNSTREAM ELEVATION(FEET) = 46.20 ELEVATION DIFFERENCE(FEET) = 2.12 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.040 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 Page 1 -'i'- CQRA510.RES NOTE: RAINFALL INTENSITY IS BASED ON TC= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.07 END OF RATIONAL METHOD ANALYSIS Page 2 2.04 • • 0.07 .. .. • .. .. .. • .. .. .. • .. • .. .. • 4 .. • .. .. • • .. CQRA610. RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA A6 * * 10 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQRA610.DAT TIME/DATE OF STUDY: 16:09 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT= .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 94 INITIAL SUBAREA FLOW-LENGTH(FEET) = 33.00 UPSTREAM ELEVATION(FEET) = 48.00 DOWNSTREAM ELEVATION(FEET) = 44.45 ELEVATION DIFFERENCE(FEET) = 3.55 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.248 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! Page 1 CQRA610.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.08 END OF RATIONAL METHOD ANALYSIS Page 2 0.08 1. 25 • .. • .. • • .. .. .. .. • " • • • .. .. .. " - .. • CQUS10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA UPSTREAM TO DETERMINE APPROXIMATE STREETFLOW AT CURBLINE * * 10 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQRUS10.DAT TIME/DATE OF STUDY: 16:46 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT= .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 71.00 DOWNSTREAM ELEVATION(FEET) = 70.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.546 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQUS10.RES THE MAXIMUM OVERLAND FLOW LENGTH= 65.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.435 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 10.20 TO NODE 10.30 IS CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# l USED)<<<<< UPSTREAM ELEVATION(FEET) = 70.00 DOWNSTREAM ELEVATION(FEET) = 48.50 STREET LENGTH(FEET) = 1015.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-walk Flow section= 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.02 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 5.59 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.402 RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 80 AREA-AVERAGE RUNOFF COEFFICIENT= 0.580 13.14 .5800 SUBAREA AREA(ACRES) = 3.33 TOTAL AREA(ACRES) = 3.4 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.60 2.58 4.64 4.79 FLOW VELOCITY(FEET/SEC.) = 3.43 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 10.30 = 1115.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 3.4 TC(MIN.) = 4.79 END OF RATIONAL METHOD ANALYSIS Page 2 13.14 .. .. .. • • .. .. .. .. .. .. • .. .. .. .. .. • ------------.. • .. .. ---- • -.. -.. .. - • ---.. .. .. .. --- CJE PRE-DEVELOPMENT 100-YEAR DESIGN STORM AES CALCULATION REPORTS --- ----.. .. -.. • .. • .. -- -• ---- 41 --.. .. - - CQRlOO.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY * 330 CHINQUAPIN AVE * AREA Al+A2 * 100 YEAR RECURRENCE DESIGN STORM ************************** * * * ************************************************************************** FILE NAME: CQR100.DAT TIME/DATE OF STUDY: 16:24 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT= .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 77 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 53.27 DOWNSTREAM ELEVATION(FEET) = 48.90 ELEVATION DIFFERENCE(FEET) = 4.37 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.359 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.396 Page 1 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = CQR100.RES 0.05 0.05 TOTAL RUNOFF(CFS) = 0.05 **************************************************************************** FLOW PROCESS FROM NODE 1. 20 TO NODE 3.40 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.396 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS 11B11 S.C.S. CURVE NUMBER (AMC II)= AREA-AVERAGE RUNOFF COEFFICIENT 65 = 0.3100 .3200 SUBAREA AREA(ACRES) = 0.30 TOTAL AREA(ACRES) = 0.4 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = TC(MIN.) = 9.36 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.4 TC(MIN.) = 0.48 END OF RATIONAL METHOD ANALYSIS Page 2 9.36 0.42 0.48 ---• - ----------- - ------------------ .. • " • • 4 " .. • • .. .. • .. CQRA3100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA A3 * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQRA3100.DAT TIME/DATE OF STUDY: 15:59 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 61.00 UPSTREAM ELEVATION(FEET) = 56.17 DOWNSTREAM ELEVATION(FEET) = 54.50 ELEVATION DIFFERENCE(FEET) = 1.67 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.321 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 -'?- CQRA3100.RES NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0 .1 TC(MIN.) = 0.26 END OF RATIONAL METHOD ANALYSIS Page 2 0.26 4.32 .. .. .. • .. • .. .. • .. .. " .. .. .. ... • .. • .. .. .. • .. .. .. .. .. " .. .. • • .. .. .. .. .. ... .. .. • • .. .. .. .. .. CQRA4100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering Software (aes) ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA A4 * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQRA4100.DAT TIME/DATE OF STUDY: 16:04 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT= .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 76.00 UPSTREAM ELEVATION(FEET) = 50.00 DOWNSTREAM ELEVATION(FEET) = 49.23 ELEVATION DIFFERENCE(FEET) = 0.77 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.525 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQRA4100.RES THE MAXIMUM OVERLAND FLOW LENGTH= 65.20 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.060 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.15 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0 . 1 TC (MIN • ) = 0.15 END OF RATIONAL METHOD ANALYSIS Page 2 7.52 .. • - • .. .. • • .. .. • .. .. .. • .. .. .. -.. .. • .. • - • -.. - • .. .. • -.. • • .. -- - • .. • • • • --- • • -------.. - -- CQRA5100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY * 330 CHINQUAPIN AVE ************************** * * AREA AS * 100 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQRA5100.DAT TIME/DATE OF STUDY: 16:08 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "("-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 42.00 UPSTREAM ELEVATION(FEET) = 48.32 DOWNSTREAM ELEVATION(FEET) = 46.20 ELEVATION DIFFERENCE(FEET) = 2.12 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.040 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 CQRA5100.RES NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.11 END OF RATIONAL METHOD ANALYSIS Page 2 0.11 2.04 -... ----- ---- .. - -------.. - • ----------- .. .. .. .. 4 .. .. .. • .. • .. • .. • .. .. .. .. .. • .. CQRA6100. RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA AG * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQRA6100.DAT TIME/DATE OF STUDY: 16:10 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT= .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 94 INITIAL SUBAREA FLOW-LENGTH(FEET) = 33.00 UPSTREAM ELEVATION(FEET) = 48.00 DOWNSTREAM ELEVATION(FEET) = 44.45 ELEVATION DIFFERENCE(FEET) = 3.55 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.248 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! Page 1 CQRA6100. RES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.11 END OF RATIONAL METHOD ANALYSIS Page 2 0.11 1. 25 • .. • • • • " .. .. • .. .. .. .. .. • .. -.. • .. .. .. - • .. • .. • .. - • • ... • ------ - - .. --.. .. • .. --.. - .. -.. .. -.. - CQUS100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA UPSTREAM TO DETERMINE APPROXIMATE STREETFLOW AT CURBLINE * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQUS100.DAT TIME/DATE OF STUDY: 16:49 07/30/2020 USER SPECIFIED HYDROLOGY ANO HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (oepth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NOOE 10.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT= .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 71.00 DOWNSTREAM ELEVATION(FEET) = 70.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.546 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQUS100.RES THE MAXIMUM OVERLAND FLOW LENGTH= 65.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.051 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.32 **************************************************************************** FLOW PROCESS FROM NODE 10.20 TO NODE 10.30 IS CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 70.00 DOWNSTREAM ELEVATION(FEET) = 48.50 STREET LENGTH(FEET) = 1015.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-walk Flow section= 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.27 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 5.17 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.608 RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 80 AREA-AVERAGE RUNOFF COEFFICIENT= 0. 580 12. 72 .5800 SUBAREA AREA(ACRES) = 3.33 TOTAL AREA(ACRES) = 3.4 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.87 3.86 6.97 7.20 FLOW VELOCITY(FEET/SEC.) = 3.77 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 10.30 = 1115.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 3.4 TC(MIN.) = 7.20 END OF RATIONAL METHOD ANALYSIS Page 2 12.72 ------- --- ------------------------ - .. • • .. • .. • • .. • " .. • • ., • .. ,,. .. • .. • .. CJE POST-DEVELOPMENT 10-YEAR DESIGN STORM AES CALCULATION REPORTS .. .. • • • .. .. .. .. "' .. ◄ .. .. CQTA10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * * * * 330 CHINQUAPIN AVE * AREA A * 10 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQTA10.DAT TIME/DATE OF STUDY: 13:03 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT= .4100 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 70 INITIAL SUBAREA FLOW-LENGTH(FEET) = 52.00 UPSTREAM ELEVATION(FEET) = 51.00 DOWNSTREAM ELEVATION(FEET) = 50.76 ELEVATION DIFFERENCE(FEET) = 0.24 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 11.065 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQTA10.RES THE MAXIMUM OVERLAND FLOW LENGTH= 50.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.683 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.02 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.02 END OF RATIONAL METHOD ANALYSIS Page 2 11.06 • .. • .. .. .. - • - • .. .. .. • .. • • • - -.. - • - • - • -.. .. .. • • " .. • .. .. CQTB10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA B * * 10 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTB10.DAT TIME/DATE OF STUDY: 13:07 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.30 TO NODE 1.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 62.00 UPSTREAM ELEVATION(FEET) = 51.00 DOWNSTREAM ELEVATION(FEET) = 49.95 ELEVATION DIFFERENCE(FEET) = 1.05 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.113 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.415 Page 1 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = CQTB10.RES 0.06 0.02 TOTAL RUNOFF(CFS) = 0.0 TC(MIN.) = 0.06 END OF RATIONAL METHOD ANALYSIS Page 2 0.06 5.11 .. .. • • " • • • .. .. .. .. .. .. • • .. .. .. .. .. .. .. • -.. --- ----- -.. - - .. • .. ---- -.. .. - --.. - CQTC10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** * 330 CHINQUAPIN AVE DESCRIPTION OF STUDY ************************** * * AREA C * 10 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQTAC10.DAT TIME/DATE OF STUDY: 13:06 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(velocity) constraint= 10.0 (FT*FT/s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1. 50 TO NODE 1.60 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT= .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 47.00 UPSTREAM ELEVATION(FEET) = 51.00 DOWNSTREAM ELEVATION(FEET) = 50.10 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.279 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 Page 1 CQTC10.RES NOTE: RAINFALL INTENSITY IS BASED ON TC= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.07 END OF RATIONAL METHOD ANALYSIS Page 2 3.28 -----0.07 - ----------------------------- -- - ---... .. .. • • • .. ... .. • • .. .. .. • • • • • • • CQTD10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY * 330 CHINQUAPIN AVE * AREA D * 10 YEAR RECURRENCE DESIGN STORM ************************** * * * ************************************************************************** FILE NAME: CQTD10.DAT TIME/DATE OF STUDY: 13:10 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.50 TO NODE 2.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 54.00 UPSTREAM ELEVATION(FEET) = 51.00 DOWNSTREAM ELEVATION(FEET) = 50.76 ELEVATION DIFFERENCE(FEET) = 0.24 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.895 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQTD10.RES THE MAXIMUM OVERLAND FLOW LENGTH= 50.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.640 SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.05 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.05 END OF RATIONAL METHOD ANALYSIS Page 2 6.90 ------.. • .. ---- .. .. • ---.. ... -- • -... - • -.. .. .. -.. -... .. .. ... .. ... • .. .. • .. 1 CQTE10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * * * * 330 CHINQUAPIN AVE * AREA E * 10 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQTE10.DAT TIME/DATE OF STUDY: 13:11 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT= .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 51.00 DOWNSTREAM ELEVATION(FEET) = 49.60 ELEVATION DIFFERENCE(FEET) = 1.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.708 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 Page 1 CQTElO.RES NOTE: RAINFALL INTENSITY IS BASED ON TC= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.07 END OF RATIONAL METHOD ANALYSIS Page 2 0.07 3.71 ----- • .. • -.. • - ... .. .. .. • .. .. .. .. .. .. • .. • .. .. • • CQTF10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * * * * 330 CHINQUAPIN AVE * AREA F * 10 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQTF10.DAT TIME/DATE OF STUDY: 13:13 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL 11C11-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT= .5100 SOIL CLASSIFICATION IS 11B11 S.C.S. CURVE NUMBER (AMC II)= 76 INITIAL SUBAREA FLOW-LENGTH(FEET) = 77.00 UPSTREAM ELEVATION(FEET) = 50.15 DOWNSTREAM ELEVATION(FEET) = 49.00 ELEVATION DIFFERENCE(FEET) = 1.15 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.906 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQTF10.RES THE MAXIMUM OVERLAND FLOW LENGTH= 72.40 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.333 SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.07 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.07 END OF RATIONAL METHOD ANALYSIS Page 2 7.91 .. " .. .. • .. • .. .. .. -.. -- ----- • • ---.. -- • -- -- .. ---.. --- CQTGlO.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA G * * 10 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTG10.DAT TIME/DATE OF STUDY: 13:15 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT= .5400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 78 INITIAL SUBAREA FLOW-LENGTH(FEET) = 83.00 UPSTREAM ELEVATION(FEET) = 50.50 DOWNSTREAM ELEVATION(FEET) = 48.79 ELEVATION DIFFERENCE(FEET) = 1.71 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.112 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQTG10.RES THE MAXIMUM OVERLAND FLOW LENGTH= 80.60 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.568 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.08 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.08 END OF RATIONAL METHOD ANALYSIS Page 2 7.11 ---- - -- ----.. -.. -------------------- .. .. CQTHlO.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * * * * 330 CHINQUAPIN AVE * AREA H * 10 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQTH10.DAT TIME/DATE OF STUDY: 13:17 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 3.50 TO NODE 3.60 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT= .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 68 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 50.50 DOWNSTREAM ELEVATION(FEET) = 48.59 ELEVATION DIFFERENCE(FEET) = 1.91 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.554 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQTH10.RES THE MAXIMUM OVERLAND FLOW LENGTH= 83.65 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.950 SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.07 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0. 1 TC (MIN.) = 0.07 END OF RATIONAL METHOD ANALYSIS Page 2 ===== 9.55 • .. • .. • • .. ------------ - ---- -----.. --.. ----.. - CQTI10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA I * * 10 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTI10.DAT TIME/DATE OF STUDY: 13:18 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 22.00 UPSTREAM ELEVATION(FEET) = 50.50 DOWNSTREAM ELEVATION(FEET) = 50.30 ELEVATION DIFFERENCE(FEET) = 0.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.748 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 Page 1 CQTI10.RES NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.06 END OF RATIONAL METHOD ANALYSIS Page 2 3.75 ----- 0.06 --------- ---------------------- .. 4 • • .. .. .. • • CQTJ10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * AREA J * 10 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQTJ10.DAT TIME/DATE OF STUDY: 13:19 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL 11C11-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT= .5100 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 76 INITIAL SUBAREA FLOW-LENGTH(FEET) = 32.00 UPSTREAM ELEVATION(FEET) = 50.50 DOWNSTREAM ELEVATION(FEET) = 49.89 ELEVATION DIFFERENCE(FEET) = 0.61 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.845 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 Page 1 CQTJ10.RES NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.02 END OF RATIONAL METHOD ANALYSIS Page 2 0.02 4.85 • .. .. .. .. .. .. .. .. • " .. .. • .. .. • -.. -.. ---- • - .. • CQTK10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * 330 CHINQUAPIN AVE * AREA K * 10 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQTK10.DAT TIME/DATE OF STUDY: 13:21 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 4.50 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT= .5100 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 76 INITIAL SUBAREA FLOW-LENGTH(FEET) = 32.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 49.00 ELEVATION DIFFERENCE(FEET) = 0.25 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.523 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.773 Page 1 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = CQTK10.RES 0.02 0.01 TOTAL RUNOFF(CFS) = 0.0 TC(MIN.) = 0.02 END OF RATIONAL METHOD ANALYSIS Page 2 0.02 6. 52 .. • • .. • .. .. • .. .. .. .. • .. .. .. .. .. .. .. • .. .. .. • • • .. .. CQTL10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY * 330 CHINQUAPIN AVE *AREAL * 10 YEAR RECURRENCE DESIGN STORM ************************** * * * ************************************************************************** FILE NAME: CQTL10.DAT TIME/DATE OF STUDY: 13:22 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT= .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 48.40 ELEVATION DIFFERENCE(FEET) = 0.85 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.657 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQTL10.RES THE MAXIMUM OVERLAND FLOW LENGTH= 61.29 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.402 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.10 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0 . 1 TC (MIN . ) = 0.10 END OF RATIONAL METHOD ANALYSIS Page 2 7.66 ====== .. • .. .. • " .. • .. .. .. .. .. .. • .. .. .. • • .. .. .. • • • • .. - -------- - - • - ... .. -------.. .. ---- CQTMlO.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA M * * 10 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTM10.DAT TIME/DATE OF STUDY: 13:24 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 49.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 48.30 ELEVATION DIFFERENCE(FEET) = 0.95 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.345 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 Page 1 NOTE: RAINFALL INTENSITY SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = CQTM10.RES IS BASED ON TC= 5-MINUTE. 0.06 0.02 TOTAL RUNOFF(CFS) = 0.0 TC(MIN.) = 0.06 END OF RATIONAL METHOD ANALYSIS Page 2 4.35 ---- 0.06 ------------- ---.. -• ------------ - ---- -- - - • -... --.. --- .. .. .. -.. - CQTNlO.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA N * * 10 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTN10.DAT TIME/DATE OF STUDY: 13:25 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "("-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.50 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT= .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 35.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 49.00 ELEVATION DIFFERENCE(FEET) = 0.25 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.931 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 Page 1 NOTE: RAINFALL INTENSITY SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = CQTN10.RES IS BASED ON TC= 5-MINUTE. 0.03 0.01 TOTAL RUNOFF(CFS) = 0.0 TC(MIN.) = 0.03 END OF RATIONAL METHOD ANALYSIS Page 2 3.93 .. --.. .. 0.03 • • -.. -------.. -------.. ----------- .. • • .. " ... • CQTOlO.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA O * * 10 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQT010.DAT TIME/DATE OF STUDY: 13:27 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT= .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 49.15 ELEVATION DIFFERENCE(FEET) = 0.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.733 WARNING: THE MINIMUM OVERLAND FLOW SLOPE, 0.5%, IS USED IN TC CALCULATION! Page 1 CQTOlO.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.07 ============= END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.07 END OF RATIONAL METHOD ANALYSIS Page 2 4.73 • .. .. .. • • • • • • .. .. . .. • ... • • .. .. .. .. .. .. .. " .. .. .. .. .. • - • -.. -... -.. • • .. • .. .. .. -.. - • ... .. - -... .. .. .. .. .. .. .. - CQTPlO.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD tONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA P * * 10 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTP10.DAT TIME/DATE OF STUDY: 13:28 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 42.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 49.15 ELEVATION DIFFERENCE(FEET) = 0.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.320 WARNING: THE MINIMUM OVERLAND FLOW SLOPE, 0.5%, IS USED IN TC CALCULATION! Page 1 CQTP10.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.851 SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.05 END OF RATIONAL METHOD ANALYSIS Page 2 0.05 6.32 -• .. ---.. • .. ------.. -.. ---.. ---.. ---------- .. .. .. .. .. .. .. .. .. .. .. .. • • ... • .. - • .. • • • • - CQTQlO.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY * 330 CHINQUAPIN AVE ************************** * * AREA Q * 10 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQTQ10.DAT TIME/DATE OF STUDY: 13:29 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL 11C11 -VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 7.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT= .8400 SOIL CLASSIFICATION IS 11B11 S.C.S. CURVE NUMBER (AMC II)= 94 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 46.30 ELEVATION DIFFERENCE(FEET) = 2.95 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.279 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 Page 1 NOTE: RAINFALL INTENSITY SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = CQTQ10.RES IS BASED ON Tc= 5-MINUTE. 0.08 0.02 TOTAL RUNOFF(CFS) = 0.0 TC(MIN.) = 0.08 END OF RATIONAL METHOD ANALYSIS Page 2 0.08 2.28 • • • • • • • .. • • • .. .. .. .. .. • .. --.. .. -.. - • .. • - • -.. - • .. .. .. • ------------- - --- ---------------.. - CQTR10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * AREA R * 10 YEAR RECURRENCE DESIGN STORM ************************************************************************** FILE NAME: CQTR10.DAT TIME/DATE OF STUDY: 13:30 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 41.00 UPSTREAM ELEVATION(FEET) = 48.50 DOWNSTREAM ELEVATION(FEET) = 46.90 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.196 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 Page 1 NOTE: RAINFALL INTENSITY SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = CQTR10.RES IS BASED ON TC= 5-MINUTE. 0.07 0.02 TOTAL RUNOFF(CFS) = ======= END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.07 END OF RATIONAL METHOD ANALYSIS Page 2 2.20 -----0.07 - ----- --------------- --- ---- ------- - • --.. • ----.. .. .. ---.. - - .. -.. -.. CQTS10.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * *AREAS * * 10 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTS10.DAT TIME/DATE OF STUDY: 13:31 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES)= 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 1.00 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 8.30 TO NODE 8.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT= .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 61.00 UPSTREAM ELEVATION(FEET) = 48.05 DOWNSTREAM ELEVATION(FEET) = 44.50 ELEVATION DIFFERENCE(FEET) = 3.55 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.798 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 Page 1 -'i'- NOTE: RAINFALL INTENSITY SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = CQTS10.RES IS BASED ON TC= 5-MINUTE. 0.12 0.03 TOTAL RUNOFF(CFS) = 0.0 TC(MIN.) = 0.12 END OF RATIONAL METHOD ANALYSIS Page 2 0.12 1.80 ------ -------.. -.. -------------------- ---------.. - • -.. -.. .. .. -.. • • - • --- • - • -• .. -.. • -- CJE POST-DEVELOPMENT 100-YEAR DESIGN STORM AES CALCULATION REPORTS - ... .. .. ... .. .. • • .. 41 .. .. • .. .. • ... • .. • • • • CQTA100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA A 100 YEAR RECURRENCE DESIGN STORM * * * ************************************************************************** FILE NAME: CQTA100.DAT TIME/DATE OF STUDY: 10:53 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL C.RITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT= .4100 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 70 INITIAL SUBAREA FLOW-LENGTH(FEET) = 52.00 UPSTREAM ELEVATION(FEET) = 51.00 DOWNSTREAM ELEVATION(FEET) = 50.76 ELEVATION DIFFERENCE(FEET) = 0.24 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 11.065 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQTA100.RES THE MAXIMUM OVERLAND FLOW LENGTH= 50.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.946 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.03 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.03 END OF RATIONAL METHOD ANALYSIS Page 2 ========= 11.06 • - • • • • - • - • -.. - • -.. - -... --- • - • -• . , ----- --- -- ---... • • .. .. ---.. - -.. .. - • -.. CQTB100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA B * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTB100.DAT TIME/DATE OF STUDY: 10:57 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL 11C11-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.30 TO NODE 1.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 62.00 UPSTREAM ELEVATION(FEET) = 51.00 DOWNSTREAM ELEVATION(FEET) = 49.95 ELEVATION DIFFERENCE(FEET) = 1.05 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.113 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.493 Page 1 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = === END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = CQTB100.RES 0.09 0.02 TOTAL RUNOFF(CFS) = 0.0 TC(MIN.) = 0.09 END OF RATIONAL METHOD ANALYSIS Page 2 0.09 5.11 -------.. --- - - - -----.. - --- - ------ -- .. ----- • .. .. .. .. .. ------.. ---.. --- CQTC100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY * 300 CHINQUAPIN AVE * AREA C * 100 YEAR RECURRENCE DESIGN STORM ************************** * * * ************************************************************************** FILE NAME: CQTC100.DAT TIME/DATE OF STUDY: 11:00 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1. 50 TO NODE 1.60 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT= .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 47.00 UPSTREAM ELEVATION(FEET) = 51.00 DOWNSTREAM ELEVATION(FEET) = 50.10 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.279 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 NOTE: RAINFALL INTENSITY SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = CQTC100.RES IS BASED ON Tc= 5-MINUTE. 0.10 0.02 TOTAL RUNOFF(CFS) = ================= END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.10 END OF RATIONAl METHOD ANALYSIS Page 2 0.10 3.28 --------I ----------------_, -------------I • CQTD100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 300 CHINQUAPIN AVE * * AREA D * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTD100.DAT TIME/DATE OF STUDY: 11:02 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.50 TO NODE 2.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 54.00 UPSTREAM ELEVATION(FEET) = 51.00 DOWNSTREAM ELEVATION(FEET) = 50.76 ELEVATION DIFFERENCE(FEET) = 0.24 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.895 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQTD100.RES THE MAXIMUM OVERLAND FLOW LENGTH= 50.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.354 SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.07 END OF RATIONAL METHOD ANALYSIS Page 2 .. .. .. .. .. TC CALCULATION! .. 0.07 • .. 6.90 .. • .. • . "' .. • • .. - -- --- • • -.. - .. • ---.. -,. -.. -.. .. .. -- CQTE100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA E * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTE100.DAT TIME/DATE OF STUDY: 11:04 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT= .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 51.00 DOWNSTREAM ELEVATION(FEET) = 49.60 ELEVATION DIFFERENCE(FEET) = 1.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.708 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 NOTE: RAINFALL INTENSITY SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = CQTE100.RES IS BASED ON TC= 5-MINUTE. 0.10 0.02 TOTAL RUNOFF(CFS) = 0.0 TC(MIN.) = 0.10 END OF RATIONAL METHOD ANALYSIS Page 2 0.10 3.71 -----.. -------------------_, --., ---------• - ---- - -.. .. .. • .. .. .. .. .. .. .. .. .. .. .. " CQTF100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA F * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTF100.DAT TIME/DATE OF STUDY: 11:05 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL 11C11 -VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT= .5100 SOIL CLASSIFICATION IS 11 B11 S.C.S. CURVE NUMBER (AMC II)= 76 INITIAL SUBAREA FLOW-LENGTH(FEET) = 77.00 UPSTREAM ELEVATION(FEET) = 50.15 DOWNSTREAM ELEVATION(FEET) = 49.00 ELEVATION DIFFERENCE(FEET) = 1.15 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.906 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQTF100. RES THE MAXIMUM OVERLAND FLOW LENGTH= 72.40 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.902 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.10 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.10 END OF RATIONAL METHOD ANALYSIS Page 2 7.91 - --- ---.. -.. -.. -.. - -.. .. .. -.. -.. .. .. -... -.. .. .. .. .. .. " --... .. ---.. -.. • - • • - --.. .. --... • • .. -.. CQTG100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA G * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTG100.DAT TIME/DATE OF STUDY: 11:07 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT= .5400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 78 INITIAL SUBAREA FLOW-LENGTH(FEET) = 83.00 UPSTREAM ELEVATION(FEET) = 50.50 DOWNSTREAM ELEVATION(FEET) = 48.79 ELEVATION DIFFERENCE(FEET) = 1.71 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.112 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQTG100.RES THE MAXIMUM OVERLAND FLOW LENGTH= 80.60 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.248 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.11 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.11 END OF RATIONAL METHOD ANALYSIS Page 2 7 .11 --------------------------------- ---.. --... -----.. ... • .. • .. - - --.. ---.. - -.. -- CQTH100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA H * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTH100.DAT TIME/DATE OF STUDY: 11:09 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 3.50 TO NODE 3.60 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT= .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 68 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 50.50 DOWNSTREAM ELEVATION(FEET) = 48.59 ELEVATION DIFFERENCE(FEET) = 1.91 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.554 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQTH100.RES THE MAXIMUM OVERLAND FLOW LENGTH= 83.65 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.338 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.10 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.1 TC(MIN.) = 0.10 END OF RATIONAL METHOD ANALYSIS Page 2 9.55 ------------------------ ---- ------- --- -.. ----.. .. • • - • -.. • .. .. --- - .. .. -- -.. CQTI100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA I * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTI100.DAT TIME/DATE OF STUDY: 11:11 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL 11C11-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 22.00 UPSTREAM ELEVATION(FEET) = 50.50 DOWNSTREAM ELEVATION(FEET) = 50.30 ELEVATION DIFFERENCE(FEET) = 0.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.748 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 NOTE: RAINFALL INTENSITY SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = CQTI100.RES IS BASED ON Tc= 5-MINUTE. 0.09 0.02 TOTAL RUNOFF(CFS) = 0.0 TC(MIN.) = 0.09 END OF RATIONAL METHOD ANALYSIS Page 2 0.09 3.75 -., ----., --., --., .. ---.. -----.. -------------- --- -- --.. - .. --- ---.. ------ --- .. CQTJ100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA J * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTJ100.DAT TIME/DATE OF STUDY: 11:13 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT= .5100 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 76 INITIAL SUBAREA FLOW-LENGTH(FEET) = 32.00 UPSTREAM ELEVATION(FEET) = 50.50 DOWNSTREAM ELEVATION(FEET) = 49.89 ELEVATION DIFFERENCE(FEET) = 0.61 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.845 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 ------------♦·-·--- NOTE: RAINFALL INTENSITY SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = CQTJ 100. RES IS BASED ON TC= 5-MINUTE. 0.03 0.01 TOTAL RUNOFF(CFS) = 0.0 TC(MIN.) = 0.03 END OF RATIONAL METHOD ANALYSIS Page 2 4.85 -----0.03 --------------• ---., -------------- ---.. ----- .. -- .. -- • .. ... .. --- ----.. .. - CQTK100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA K * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTK100.DAT TIME/DATE OF STUDY: 11:15 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 4.50 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT= .5100 SOIL CLASSIFICATION IS 11B11 S.C.S. CURVE NUMBER (AMC II)= 76 INITIAL SUBAREA FLOW-LENGTH(FEET) = 32.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 49.00 ELEVATION DIFFERENCE(FEET) = 0.25 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.523 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.549 Page 1 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = CQTK100.RES 0.03 0.01 TOTAL RUNOFF(CFS) = 0.0 TC(MIN.) = 0.03 END OF RATIONAL METHOD ANALYSIS Page 2 6. 52 - ---0.03 - ---- ---------- --- - -------- --- ----- -.. • • - -- • - • ---.. .. -.. .. .. • - ... CQTL100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY * 330 CHINQUAPIN AVE *AREAL * 100 YEAR RECURRENCE DESIGN STORM ************************** * * * ************************************************************************** FILE NAME: CQTL100.DAT TIME/DATE OF STUDY: 11:17 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "("-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT= .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 48.40 ELEVATION DIFFERENCE(FEET) = 0.85 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.657 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 CQTL100.RES THE MAXIMUM OVERLAND FLOW LENGTH= 61.29 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.004 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.15 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0 . 1 TC (MIN • ) = 0.15 END OF RATIONAL METHOD ANALYSIS Page 2 7.66 - --- -------.. -.. ------- - ------------ - -.. -... • • - - -.. -.. -.. • • .. • .. -- -.. • .. .. • CQTM100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA M * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTM100.DAT TIME/DATE OF STUDY: 11:19 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 49.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 48.30 ELEVATION DIFFERENCE(FEET) = 0.95 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.345 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 NOTE: RAINFALL INTENSITY SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = CQTM100.RES IS BASED ON Tc= 5-MINUTE. 0.09 0.02 TOTAL RUNOFF(CFS) = 0.0 TC(MIN.) = 0.09 END OF RATIONAL METHOD ANALYSIS Page 2 0.09 4.35 • • --- • -.. -.. ----- • ---------------.. , -_, ---- .. • .. .. ... • • • .. • • • • • • • • .. • .. -- .. - .. -.. CQTNlOO.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA N * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTN100.DAT TIME/DATE OF STUDY: 11:21 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL 11C11-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.50 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT= .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 35.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 49.00 ELEVATION DIFFERENCE(FEET) = 0.25 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.931 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 CQTN100.RES NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.05 ========= END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.05 END OF RATIONAL METHOD ANALYSIS Page 2 3.93 -• - • --- • ---------.. -.. -----.. -------.. • --- ---.. --.. - • -.. - - • .. -.. -.. -.. .. .. .. • CQT0100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA O * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQT0100.DAT TIME/DATE OF STUDY: 11:22 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL 11C11 -VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT= .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 49.15 ELEVATION DIFFERENCE(FEET) = 0.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.733 WARNING: THE MINIMUM OVERLAND FLOW SLOPE, 0.5%, IS USED IN Tc CALCULATION! Page 1 CQT0100.RES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.10 END OF RATIONAL METHOD ANALYSIS Page 2 0.10 4.73 --- ------------- -.. ---.. ----- --- ---- ------.. -.. .. • • • • • • .. 41 .. .. - .. .. .. .. .. ... .. • CQTP100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA P * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTP100.DAT TIME/DATE OF STUDY: 11:24 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 42.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 49.15 ELEVATION DIFFERENCE(FEET) = 0.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.320 WARNING: THE MINIMUM OVERLAND FLOW SLOPE, 0.5%, IS USED IN TC CALCULATION! Page 1 CQTP100. RES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.663 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.08 END OF RATIONAL METHOD ANALYSIS Page 2 = 6.32 --., --0.08 ----------.. -.. -------.. ---.. ---.. ---- --- - - .. -.. 11 • • • .. .. -... ---.. -.. -.. -- CQTQ100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA Q * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTQ100.DAT TIME/DATE OF STUDY: 11:26 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL 11 C11 -VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) Constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 7.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT= .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 94 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 49.25 DOWNSTREAM ELEVATION(FEET) = 46.30 ELEVATION DIFFERENCE(FEET) = 2.95 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.279 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 CQTQ100.RES NOTE: RAINFALL INTENSITY IS BASED ON TC= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.11 END OF RATIONAL METHOD ANALYSIS Page 2 0.11 2.28 ---------., -----.. ---------------------- • • .. • .. .. .. " - .. .. .. .. • • .. -.. • -.. -.. - • - • -- CQTR100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * * AREA R * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTR100.DAT TIME/DATE OF STUDY: 11:28 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL COMMERCIAL RUNOFF COEFFICIENT= .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 41.00 UPSTREAM ELEVATION(FEET) = 48.50 DOWNSTREAM ELEVATION(FEET) = 46.90 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.196 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 NOTE: RAINFALL INTENSITY SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = CQTR100.RES IS BASED ON Tc= 5-MINUTE. 0.11 0.02 TOTAL RUNOFF(CFS) = 0.0 TC(MIN.) = 0.11 END OF RATIONAL METHOD ANALYSIS Page 2 0.11 2.20 • • ---.. - • - • ---.. --- • - ------- ----- .. --- - -----... --- - -... --- --- .. --- -.. -.. -.. .. - CQTS100.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * 330 CHINQUAPIN AVE * *AREAS * * 100 YEAR RECURRENCE DESIGN STORM * ************************************************************************** FILE NAME: CQTS100.DAT TIME/DATE OF STUDY: 11:30 07/30/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "c"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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= 1.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-curb) 2. (Depth)*(Velocity) constraint= 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 8.30 TO NODE 8.40 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT= .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II)= 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 61.00 UPSTREAM ELEVATION(FEET) = 48.05 DOWNSTREAM ELEVATION(FEET) = 44.50 ELEVATION DIFFERENCE(FEET) = 3.55 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.798 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 CQTS100.RES NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 0.0 TC(MIN.) = 0.17 END OF RATIONAL METHOD ANALYSIS Page 2 0.17 1.80 ----- -------- - • ----------- -------- - • - • - • ----- • -.. .. .. - • - • • • • • • • • .. -.. • • - • - • - • CJE APPENDIXC ISOPLUVIAL MAPS Page Left Intentionally Blank CJE ------- -----• - • • .. • - -• .. • • • - .. --.. .. ffi ---+ ..J.. f.tl~ r~-1-1 ; I.' IT - =t H-+-++ '.1;::,:-I.1L I ! I I ~· ....... 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' : : ' i . . i : ; ! : I : : ' ' ; : I ' : : : I ; ' I I ! i I : : ,i2,3-bffi s r q:r.r -' I L'J I;, -t-1 I f-r j_ ___ :"'-.,-~ ''-++-'-+'±q(·,n,·-.c.:..4·--;-u "'I-,~-.•··-•-; ··--rm~·r,J. ,-,-1-· . +d.l h -'-+-t-•-~~-i--f-.-3 0 3 Miles l:-~-t..1=aJilfJ:_ FJ-~a: ~t 2 ~ ~~JL~+2t!-rtt~1 J ilr~t_1 ~1IHTHH~lH-Hm+i-t-rLt=R-~~l-4?+ll-i !-'. t+ ~~:~~rrnt-F ~-, ---... ---... -,. - • -.. -.. ---... - • • • • • -,. -- • • .. • - 4 • ◄ CJE APPENDIX D HYDRAULIC CALCULATIONS, EXISTING CONDITIONS & PROPOSED CONDITIONS • I a I • • • I * I • • • • 1 I i I l t I I i I i I ' . Pipe Capacity Check Manning's Flow Evaluation of Pipe Capacities Max mannmg·s nowrate 1n eacn p1pe w1m a1pna = :>.Lo raa1ans cfs in US EL DS EL L So n D alpha area perimeter Q V h T F P1 50.08 49.65 25 0.0172 0.013 0.333333 5.28 0.085 0.88 0.27 3.2 3.8 0.16 0.06 P2 49.65 48.6 75.5 0.013907 0.013 0.333333 5.28 0.085 0.88 0.24 2.8 3.8 0.16 0.06 P3 48.6 47.66 33.84 0.027778 0.013 0.5 5.28 0.191 1.32 1.01 5.3 5.6 0.24 0.20 P4 47.66 47.54 45.94 0.002612 0.013 0.5 5.28 0.191 1.32 0.31 1.6 5.6 0.24 0.06 P5 47.47 47.42 45.14 0.001108 0.013 0.5 5.28 0.191 1.32 0.20 1.0 5.6 0.24 0.04 P6 47.42 47.31 43.38 0.002536 0.013 0.666667 5.28 0.340 1.76 0.65 1.9 7.5 0.32 0.11 P7 47.31 47.2 47.05 0.002338 0.013 0.666667 5.28 0.340 1.76 0.63 1.8 7.5 0.32 0.11 PS 47.2 47 15.74 0.012706 0.013 0.666667 5.28 0.340 1.76 1.47 4.3 7.5 0.32 0.25 pg 50.08 49.65 25 0.0172 0.013 0.333333 5.28 0.085 0.88 0.27 3.2 3.8 0.16 0.06 P10 49.65 48.9 60.3 0.012438 0.013 0.333333 5.28 0.085 0.88 0.23 2.7 3.8 0.16 0.06 P11 48.9 48.5 26.34 0.015186 0.013 0.333333 5.28 0.085 0.88 0.25 3.0 3.8 0.16 0.06 P12 48.5 47.71 48.18 0.016397 0.013 0.5 5.28 0.191 1.32 0.77 4.0 5.6 0.24 0.15 P13 49.6 48.3 15 0.086667 0.013 0.333333 5.28 0.085 0.88 0.60 7.1 3.8 0.16 0.15 P14 48.3 47.89 45.26 0.009059 0.013 0.5 5.28 0.191 1.32 0.57 3.0 5.6 0.24 0.11 P15 47.89 47.7 29.18 0.006511 0.013 0.5 5.28 0.191 1.32 0.49 2.5 5.6 0.24 0.10 P16 47.7 47.47 60.92 0.003775 0.013 0.5 5.28 0.191 1.32 0.37 1.9 5.6 0.24 0.07 P17 48.7 48.4 32.69 0.009177 0.013 0.5 5.28 0.191 1.32 0.58 3.0 5.6 0.24 0.11 P18 48.4 47.2 30.98 0.038735 0.013 0.666667 5.28 0.340 1.76 2.56 7.5 7.5 0.32 0.44 -... .. ... --.. - --... ---- - • -.. Design Capture of On-site Inlets 1-ft x 1-ft Brooks Box weir equation clogging 25% C-coefficient L L effective approach head Qcapture 9" x 9" Atrium Grate clogging 25% C-coefficient L L effective approach head Qcapture Q = CLH11{3/2) 0.25 0.3 4 3 0.5 feet 0.32 cfs Q = CLH11{3/2) 0.25 0.3 3 2.25 0.5 feet 0.24 cfs .. .. - • -,. .. .. -.. .. • • "' • .. -.. .. .. • • .. -.. .. -.. - • • • ... • -.. ... ,. CJE APPENDIX E FEMA FIRM PANEL SEQUOIA AVE ZONEAE (EL 11) ~ MAP SCALE 1" = 500' 0 250 500 750 -----·--1,000 ~3:::=E::=:=:3:::=:=:::::E=:=:==3C::::=:::=:J FEET '(!) Ill 111 ,, I ~ 0 PANEL 0764G FIRM FLOOD INSURANCE RATE MAP SAN DIEGO COUNTY, CALIFORNIA AND I NCORPORATED AREAS PANEL 764 OF 2375 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) ~ COMMUNITY CARLS8AO, CITY Of !!l!!!W ~ ~ 06Cr.285 0764 G NotatoU..-TMMapNUffib9rlho'M"lbek'Jllltlahould be....ct 'ollflen pl~ map Ofdel$. ltle ~ Nvfflber lhown fflWe ahauld be UHd on NUfanc.-~ 1ot 11'11: w:,jeet -MAP NUMBER 06073C0764G MAP REVISED MAY 16, 2012 ftderal Emtrgcncy Management Agtncy Thia I• an offlcl■ copy of a portion of the abol,,e referenced flood map. It waa extracted using F-MIT On-Une. Toi• map does not reflect changeo or amendments which may h...., been made aubeequent to the date on the title block. For the llllnt product Information about Nation■ Flood Insurance Program flood mapa check the FEMA Flood Map S_t<>re_lll _www.mac.fema.gov