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Home My WebLink AboutCT 14-04; Miles Buena Vista; DRAINAGE STUDY; 2015-03-15I I I I I I I I I I I I I I I I I I I DRAINAGE STUDY CT 14-04/PUD 14-06/CDP 14-20 MILES BUENA VISTA 1833 BUENA VISTA WAY CITY OF CARLSBAD Prepared for: Robert Miles Miles Pacific Limited Partnership 1833 Buena Vista Way Carlsbad, CA 92008 Prepared by: bf.tA, Inc land planning, civil engineering, surveying 5115 Avenida Encinas, Suite L ,. : ..... ---.;; Carl~bad, CA 92008-4387 ./' · , -c· 2::·.:·"~ · (760) 931-8700 / ·',--;:,~~:·!z.->, .' f :.5) L. no,/ '. · .. I. i ,-. '~ .,..·, ... ~~ (f r· No,29271d~~\~' ,\-\nl~ ~--\,'-J~ , .. .:-.? • August 14, 2014 ', · ·---~ ~-, Revised March 3, 2015 . . ,,. ' \'f0:0 . ' \ • ' < 1,... ; _.~-:P . W.O. 901-1289-400 MM I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS I. DISCUSSION Vicinity Map ........................................................ 3 Purpose and Scope ................................................ 4 Project Description ............................................... 4 Study Method ...................................................... 5 Conclusions ........................................................ 9 Declaration of Responsible Charge ........................... 10 II. EXHIBITS Existing Hydrology Map & Proposed Hydrology Map .............................. 11 III. CALCULATIONS A. Existing Condition Hydrology Calculations ............. 12 1. 100 Year Storm ....................................... 13 B. Proposed Hydrology Calculations ......................... 17 1. 100 Year Storm ....................................... 18 C. Hydraulic Calculations ....................................... 38 Detention Basin Outlet Detail. ............................. 38 Detention Basin Outlet Capacity Calculations ..... 39 Storage Basin Routing Model Calculations ......... 69 IV. REFERENCES ······································································· 105 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way bHA, Inc. land planning, civil engineering, surveying Drainage Study ') L_ I I I I I I I I I I I I I I I I I I I I. DISCUSSION VICINITY MAP: \ \ \ \ -'Z-<' . •S• ' <;,:. 0 \ ;-.'' ~ \ . , r, , ---- > B!jt_N1----~~!_ST!:_ ::0L - -_/ CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study \ NO SCA/ C bhA, Inc. land planning, civil engineering, surveying -, _; ___ ___J I I I I I I I I I I I I I I I I I I I PURPOSE AND SCOPE: The purpose of this report is to publish the results of hydrology and hydraulic computer analysis for the development of Miles Buena Vista at 1833 Buena Vista Way, City of Carlsbad. The proposed project is a 3.13-acre site. The scope is to study the existing and proposed hydrology and hydraulics as it influences the surrounding properties during a 100-year frequency storm event, and make recommendations to intercept, contain and convey QlOO to the historic point of discharge. PROJECT DESCRIPTION: The Miles Buena Vista project is located in the County of San Diego (APN 156-220-02). The site is bounded by existing residential development and McCauley Lane to the southeast, by steeply sloping open space and Monroe Street to the northeast, by Buena Vista Way to the northwest, and by existing residential development and agricultural land to the southwest. The 3.13 acre property is currently an operating nursery. Existing onsite structures include one story single-family residence and single story structures and shade canopies associated with the nursery. Topographically, the site is generally flat-lying to very gently sloping in both northwesterly and northeasterly directions. The overall gradient of the site is on the order of 12:1 or flatter. The site is surrounded by single family residential homes to the north, south, and west. Near the northeasterly margin of the site, and approximately 41-foot high slope descends toward Monroe Street. The on-site soil classification is Type-B from USDA Web Soil Survey (see References). Existing land-use is 4.00 DU/Ac, proposed land-use is 3.51 DU/Ac. The project proposes the development of 10 residential lots and grading of pads and driveways, a 24' private access drive and the improvement of the Buena Vista public drive. The disturbed area is 2.80 acres. The existing single family residence will be removed as part of the Miles Buena Vista Project. Storm flows affecting the site are limited to the rainfall that lands directly on this property. There is no flow on from upstream properties. Two (2) Points of Compliance (POC) have been identified along the western boundary of the project site, as shown on the Existing Hydrology Map. The existing drainage area is divided to two basins. Basin A sheet flows from the top of the ridge north-easterly to the intersection of Buena Vista Way and Crest Drive, shown as POC-1. Basin B sheet flows westerly off the ridge toward the westerly boundary of the subject property and onto Buena Vista Way where it is carried downstream, shown as POC-2. The project as proposed will endeavor to maintain the existing cross lot drainage condition for both overall rate, and flow condition. Detention basins proposed for the two main Drainage Basins A and B are proposed so that increases in the drainage discharge rate and velocity will be mitigated up the 100-year runoff. The proposed bioretention basins (Basins 1, 2 and 5) located in the west side of the property will CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study b~A, Inc. land planning, civil engineering, suNeying 4 L __ I I I I I I I I I I I I I I I I I I I outlet to a proposed storm drain under Buena Vista Way. Basins 3, 4, 6, 7 and 8 in the north and east side of the property will outlet to a proposed storm drain under the proposed private access drive. These storm drains will connect to an existing 48" storm drain under the intersection of Buena Vista Way and Crest Drive which travels east and then north under Monroe Street and discharges to the Buena Vista Lagoon. The existing storm drain system will serve as the outlet for POC-1. Bioretention basins in the south side of the property (Basins 9 and 10) will outlet via proposed storm drain to McCauley Drive. The runoff will then travel downstream and eventually to the same downstream location as POC-2. The proposed bioretention basins will serve to detain the very minor calculated increase in runoff created by the proposed development, and to mitigate any concentration of storm water discharge that might cause erosion. STUDY METHOD: The method of analysis was based on the Rational Method according to the San Diego County Hydrology Manual (SD HM). The Hydrology and Hydraulic Analysis were done on HydroSoft by Advanced Engineering Software 2007. Drainage basin areas were determined from the proposed grades shown on the Grading Plans for Buena Vista TM and 200-scale existing topographic maps from the County of San Diego. The Rational Method provided the following variable coefficients: Rainfall Intensity = I = 7.44x(P6)x(Tc) "' -0.645 P6 for 100 year storm= 2.6" Pdor 10 year storm= 1.7" P 6 for 2 year storm = 1.2" Soil group "B" will be used for a composite runoff coefficient for the existing and proposed hydrology analyses. See the Appendix for the Web Soil Survey report and map. Due to soil quality and proximity to the steep hillside slope, the bioretention basin design will include a perforated pipe and impermeable liner. Runoff Coefficient values are taken from Table 3-1 of the SD HM, and a Weighted Runoff Coefficient has been calculated for each drainage area containing multiple surface types. For impervious surfaces C=0.87, and for pervious/ landscaping surfaces C=0.25. See Hydraulic Calculations Section. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 5 I I I I I I I I I I I I I I I I I I I TABLE 1.0-Weighted Runoff Coefficient "C" Value Calculations for Existing and Proposed Condition Hydrology Existing Hydrology-Buena Vista Up Node Down Node Total Acreage C1 Al (acres) C2 A2 (acres) Ccomp 1 3 1.98 0.25 1.82 0.87 0.16 0.30 4 6 1.15 0.25 0.65 0.87 0.50 0.52 Proposed Hydrology-Buena Vista Up Node Down Node Total Acreage C1 Al (acres) C2 A2 (acres) Ccomp 1 3 0.22 0.25 0.14 0.87 0.08 0.48 5 7 0.22 0.25 0.14 0.87 0.08 0.48 9 11 0.22 0.25 0.14 0.87 0.08 0.48 11.1 11 0.13 0.25 0.01 0.87 0.12 0.82 13 15 0.27 0.25 0.15 0.87 0.12 0.52 17 19 0.27 0.25 0.15 0.87 0.12 0.52 21 23 0.24 0.25 0.16 0.87 0.08 0.46 25 27 0.24 0.25 0.16 0.87 0.08 0.46 29 31 0.22 0.25 0.14 0.87 0.08 0.48 33 35 0.22 0.25 0.14 0.87 0.08 0.48 36 28 0.36 0.25 0.28 0.87 0.08 0.39 Note: C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent with on-site existing soil types. See References. Detention Basin Sizing: The bioretention/detention basins act also as water quality treatment basins. The project is Exempt from hydromodificaiton (refer to HMP exemption criteria in the project's Storm Water Management Plan, SWMP). The bioretention basins will use a "water quality only" sizing factor for area of 4% from Table 4- 6 of the County SUSMP. The minimum areas for the bioretention basins were found by summing up the contributions of each tributary DMA and multiplying by the sizing factor (see DMA Drainage and Surface Type Calculations). The LID IMP bioretention basins are responsible for handling water quality requirements for each DMA. The bioretention basins have been designed with a uniform surface depth of 1.4 feet. The IMP is comprised of an 18-inch layer of amended soil ( a highly sandy, organic rich compost with an infiltration capacity of at least 5 inches/hr) and a 12-inch layer of gravel for additional detention to accommodate the French drain system. Below the gravel layer the basin is lined to prevent infiltration into the underlying soil. Flows will CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying 6 I I I I I I I I I I I I I I I I I I I discharge from the basin via perforated underdrain pipe within the gravel layer to the receiving storm drain system. A riser structure will be constructed within the IMP with and an emergency overflow set 10-inches above the bottom of the basin, such that peak flows can be safely discharged to the receiving storm drain system ( see dimensions in Bioretention Basin Detail on page 38). For POC-1, the hydrology calculations in the developed condition shows that the runoff from the pads and driveways in Lots 1-8, which have been treated in bioretention basins sized for water quality treatment, can be discharged directly to the storm drains crossing Buena Vista Way and the proposed private access drive, and discharging north to the existing storm drain system at Node 50. The individual bioretention basins have been sized to treat the drainage generated by that upstream tributary area. The required treatment area is based on the County of San Diego SUSMP and the HMP dated March 2011. The storm water is allowed to pond to the required 10" depth, then it can begin to discharge through the Brooks Catch Basin overflow. Refer to the Calculations Section -Detention Basin Sizing and Basin Outlet Detail. This separation of bioretention basin treated runoff on each lot provides an efficient means of controlling exactly which tributary areas are treated on private property and discharged to the existing storm drain system. POC-1 drainage summary: QlOO Existing condition QlOO Developed Undetained condition (Node 50) QlOO Developed Detained condition (Node 50) = l.38cfs; Tc= 26.74 min = 4. 76cfs; Tc= 10. 72 min = 2.94cfs; Tc= 10.72 min The 1.56 cfs increase in flowrate from Node 50 (Existing, 1.38 cfs from Node 3 to Proposed Detained, 2.94 cfs) can be sufficiently conveyed by the existing storm drain system at that location. This storm drain is a stabilized conveyance system that directly discharges to an exempt system floodplain for the Buena Vista Lagoon. The floodplain has evolved over time to convey a very large flowrate during a 100-year storm event, therefore the proposed 1.56 cfs increase in flow can be considered minimal and will not adversely affect downstream habitat. For POC-2, the hydrology calculations in the developed condition shows that the runoff from the pads and driveways in Lots 9 and 10, which have been treated in bioretention basins sized for water quality treatment, can be discharged directly via storm pipe to McCauley Lane at Node 32 and 36. The individual bioretention basins have been sized to treat the drainage generated by that upstream tributary area. The required treatment area is based on the County of San Diego SUSMP and the HMP dated March 2011. The storm water is allowed to pond to the required 10" depth, then it can begin to discharge through the Brooks Catch Basin overflow. Refer to the Calculations Section -Detention Basin Sizing and Basin Outlet Detail. This separation of bioretention basin treated runoff on each lot provides an efficient means of controlling exactly which tributary areas are treated on private property and discharged to the CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study b~A, Inc. land planning, civil engineering, surveying 7 I I I I I I I I I I I I I I I I I I I existing storm drain system. POC-2 drainage summary: QlOO Existing condition QlOO Developed Undetained condition (Node 32) QlOO Developed Undetained condition (Node 36) QlOO Developed Detained condition (Node 32) QlOO Developed Detained condition (Node 36) = 2.23cfs; Tc= 12.85 min = 0.37cfs; Tc= 14.62 min = 0.37cfs; Tc= 14.37 min = 0.12cfs; Tc= 14.62 min = 0.26cfs; Tc= 14.37 min Table 1.1 below summarizes the pre and post-condition drainage area and cumulative 100-year peak flow rates. TABLE 1.1-Summary of Existing and Proposed Storm Drain Flows 100Year: Proposed Detained POC Existing Condition Proposed Undetained Condition Condition Node Acres Q (cfs) Tc Node Acres Q (cfs) Tc Acres Q(cfs) Tc (min) (min) (min) POC-1 3 1.98 1.38 26.74 50.00 2.30 4.76 10.72 2.30 2.94 10.72 32.00 0.22 0.37 14.26 0.22 0.12 14.26 POC-2 6 1.15 2.23 12.85 36.00 0.22 0.37 14.37 0.22 0.26 14.37 Total 3.13 3.61 26.74 2.74 5.50 14.37 2.74 3.32 14.37 While the actual developed drainage area and discharge points for Basin A and Basin B, or POC-1 and POC-2, differ from the original undeveloped existing condition, any negative impacts created by these area diversions are mitigated by the proposed detention-bioretention basins. Overall detained runoff discharge rates are actually less than that of the undeveloped existing condition. Since cumulative OlOOex (3.6lcfs) is equal to or greater than cumulative OlOOdev (3.32cfs) then this system achieves the goal of attenuating the storm flows from the proposed development to predevelopment levels. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study b~A, Inc. land planning, civil engineering, surveying 8 I I I I I I I I I I I I I I I I I I I CONCLUSION: The development of Miles Buena Vista Way will decrease the cumulative runoff during the 100 year storm event. The bioretention basins as proposed have been sized with a sizing factor of 0.04 for water quality treatment control requirements, see SWMP Report for this project. The Hydraulic calculations show that the existing Storm Drain facilities can sufficiently convey the anticipated QlOO flowrate without any adverse effects. Based on this conclusion, runoff released from the proposed project site will be unlikely to cause any adverse impact to downstream water bodies or existing habitat integrity. Sediment will likely be reduced upon site development. This project is particularly effective at mitigating the potential impacts that development can have on stormwater runoff. By utilizing the proposed LID systems, this project mitigates both the quantity of runoff generated during storm, and the quality of runoff that will ultimately leave the property. It is our professional opinion that the recommendations provided in this report, and the drainage system as proposed effectively intercept, contain, convey, detain and treat the expected storm water runoff generated by this property to mimic pre-development conditions. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study b~A, Inc. land planning, civil engineering, surveying l __ I I I I I I I I I I I I I I I I I I I DECLARATION OF RESPONSIBLE CHARGE I hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work, of my responsibilities for project design. Ronald ~oll~.C.E. 29271 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study Date bhA, Inc. land planning, civil engineering, surveying 10 1. I I I I I I I I I I I I I I I I I I II. EXHIBITS EXISTING HYDROLOGY MAP & PROPOSED HYDROLOGY MAP b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I I ------1 --------:--· . ----""-"\ -··\--··a:-1 \ l--. i L ___ \ ___ _ i ·.1 ' i _:_.,_r'"..J I I- )) I -,., ___ ,, ~I ,I I --,---, I . I ,! ·I ,·_-.. , .. ~'------ \ i \ ' ' I : : '\ : I ' I • I 'j i -I : 1 l ______ _ • --·1, ' i [ .• "' X >< '""'-,...._ EXISTING HYDROLOGY MAP MILES BUENA VISTA, CITY OF CARLSBAD WEIGHTED RUNOFF COEFFICIENT CALCULATIONS: ---·-·-·-·-·-"····-·----~------·---.. ------------------·--·------------·---·---------· · · · · · ... ·--··r_ ... _ ---_--·-.. ----------~ ~----.. --------·------~~~-:--::._ ______ ::::-::":~~3-'3 ,1 7 ,:;---~-__ ·-···-, ...... _ _ · -· .. --·-·---------"------·---------~-----~-=-~=~~------------·· .. :.-.:~=.::--~--~--~:~~:_~ ---------Existing Hydrology· Buena Vista --.,·--·--·----------------·----+------·----··---------·--------------------=:----/ · ·-----.... :-:::=·:~:::::-------.. ·-----.. ·--·-·-.. ------.. ------··-···---·-.,--·-··------·-·-·-····--· ..... ---:=~------------·-·-···-------------------__________________ ::_-:_-:::-~:··--Up Node Down Node Total Acreage C1 Al{acres) C2 A2{acres) Ccomp ___ ::-=--::i-__~==~ . · -,11 -=:.:_ =-c-_c~~~ · -:;~~ ,-==J"CCf J~[{1;ii~ '. := _c~:. __ ~;~. "c ~ -... =~ • ~ ~ -'_:~-·_ ;-==c,~•=-::_;:=~:---~~ ~=.:-_ ~,-:.;:;--___ -.: ___ ,:-:::"c·-::'.:~i _ ---------------~---~==-=--__ -_-__ -.-"'-'"'=--~ ;:; Not:, c-values t~ken from T;~;; 3-1 of Ja;: Dieg~:;~untJ::droll}~Manual~:!~ _____ ,, -----------....... , · -,-;··--···----"·--·.-. 1 .c-:, .c~-~-::·:=.:.-------· ····-_:----:=-:-.-=-~--=~~:-__:~~=-:~-:-~=-~-:..::.~~~~-:~~::=----·· --~-. -==::=·-=----------~-~-~-L·:·------·:.·.::... ·:~·:_: consistent with on-site existing soi I types. See References. ·, ' :,_- ' ' -----"'-., ------ ' ------------------- -------~-~ .. -----------------------------·--·----------------------------·-----·-····-··-------~ ------------------ ~ . "-.. ----' - / / .. -,-----·· ·" "• C.) C\ ----~--------------' C=0.30 ·--.. ---------·------··---·-----···--------\ J .,: ---·--.. / / / / ·---·--- ---------------------· ---···-----....... --- ------· - .--· _,._, . . ,,./'" _;-/',,, 20 10 0 20 40 60 ~~~iiiiiiiiiiiiii~IIIIIIIIIIIIIII SCALE: 1 " = 20' • LEGEND: SURFACE NODE SURFACE FLOW. 100 YEAR BASIN AREA BASIN LIMIT SUB-BASIN LIMIT ----FLOWPATH -···-···· :;.,_;;:;·_;,t::-·-·---··-··-·--·--r EXISTING HYDROLOGY MAP I MILES BUENA VISTA CITY OF CARLSBAD b~A,lnc. land planning, civil englneel'inig, surveying 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 K:\Land Projects 3\901-1289-400\dwg\EXHIBITS\2-2015\1289-EX HYDRO rev3.dwg, 3/4/201S 1:46:47 PM . ,-,, .. ;r ;.) : p d " \ I' ---,1-f-c-. ! 1; 1/ /! ' - I ·<.} --- I I I I ------/ <§) C=0.48 2 194.1 F.P '~--I --- L --------- ·· r-~ I I I ( ) i'' 193:5(.~, @D C=0.48 -........ (@) C=0.48 (9.:§_0 C=0.48 -. I I I I I / .i·; ---\ I I /(), I . ·--. ·1---,--~ / I I ' '--.::...-._ ___ _ ~ C=0.39 194.0 F:P ___ ... ____ . . I ~ --, . -i j I RISER WALL ---f-'' 3/B"x/6" STAINLESS °. - ANCHOR BOLTS WITH .. WING TYPE NUTS (TYP.) ' 6" PVC PIPE : RESTRICTOR PLATE -.+-I 0.5" ORIFICE ~ : BOTTOM OF BA:flN' i::"· -4 -·~111', 'm', 'm', 'm', ,, I 1-1 n:::rrf:_ -1 I 1-11 1-ffi= =111=1 I l=I I l=I I 1=111=111 • ' -· s )k ' ,, ·-·-----···. -······--·-···- 6" PERFORATED PVC PIPE 1/4" GALVANIZED STEEL PLATE -. 3/B"x/6" STAINLESS • _ ANCHOR BOLTS WI TH '• WING TYPE NUTS (TYP.) • 6" PVC PERFORATED PIPE 0.5" ORIFICE-~~ 4 - ' . ..: , NOTE-ORIFICE PLATE AND FLANGE CONNECJ10N TO CONCRETE SHALL BE • · FITTED WITH 30 DUROMETER NEOPRENE RING. RESTRICTOR PLATE DETAIL NOT TO SCALE K:\Land Projects 3\901-1289-400\dwg\EXHIBITS\2-2015\1289-PROP HYDRO rev3.dwg, 3/6/2015 9:57:15 AM RESTRICTOR PLATE, SEE DETAIL --b_-------- *ENGINEERED SOIL MIX SHALL PROVIDE A MINIMUM SUSTAINED INFILTRATION RA TE OF 5"/HR. MIX SHALL BE SANDY LOAM TOP SOIL CONSISTING OF 50% SAND, 30% PLANJ1NG SOIL, 20% SHREDDED HARDWOOD MULCH. BIORETENTION BASIN OUTLET DETAIL FROM HYDROLOGY REPORT NOT TO SCALE ~ C=0.52 ,1 ---~· .------·· ~ ' C=0.39 ~----~ ·2 \\ --. ' ---- --~- / 9 200.1 F.P @:?) C=0.48 -!~ --·--- / / (@) C=0.46 ~ . ! ' \ I~ \). C=0.48 ·-1 \. ,----.•. _ I . B/ORETENDON BASIN PAD 2: 1 MAX PROP. 6" _..,.. PCC CURB .. --------- / / --··-,_, -... ~-->;-.. 10 198:1/F.P - 60' If @D C=0.48 Ir 2' 1----~12~·---1---__:_1~2·_~-l----"19~·---1 2% 2% -- CPEN SPACE LOT PROP. 6" AC BERM PROPOSED 4" AC PVMT OVER 4" AB (MINIMUM) TYPICAL SECTION PRIVATE DRIVE NOT TO SCALE I I I I WEIGHTED RUNOFF COEFFICIENT CALCULATIONS: .. _,;:' . ' ' .DETAINED; t --\JPOC-2 " ' ' .. -- i j. --------------. ----. -·---- J ·----------'-)• SCALE: 1 " = 20' LEGEND: SURFACE NODE SURFACE FLOW, 100 YEAR BASIN AREA BASIN LIMIT SUB-BASIN LIMIT FLOWPATH PROPERTY LINE ----- -···-···· PROJECT BOUNDARY -- PROPOSED HYDROLOGY MAP MILES BUENA VISTA CITY OF CARLSBAD b~A,lnc. land planning, civil englneeling, suiveytng 5115 A VEN I DA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 I I I I I I I I I I I I I I I I I I I III. CALCULATIONS A. EXISTING CONDITION HYDROLOGY bHA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 12 I I I I I I I I I I I I I I I I I I I 1. 100 YEAR STORM **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-7780 ************************** DESCRIPTION OF STUDY************************** * 100 YEAR EXISTING HYDROLOGY ANALYSIS * * 1833 BUENA VISTA WAY * * SEE HYDROLOGY MAP FOR NODE LOCATIONS, AND BASIN INFORMATION * ************************************************************************** FILE NAME: 1289E100.DAT TIME/DATE OF STUDY: 15:06 06/26/2014 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR} = 100.00 6-HOUR DURATION PRECIPITATION (INCHES} = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH} = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL} TO USE FOR FRICTION SLOPE= 0.95 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= 0.00 FEET as (Maximum Allowable Street Flow Depth} -(Top-of-Curb} 2. (Depth}*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3000 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying I I I I I I I I I I I I I I I I I I I S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 196.00 DOWNSTREAM ELEVATION(FEET) = 194.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) SUBAREA RUNOFF(CFS) 0.23 56.00 7.050 5.489 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) 0.23 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 194.00 DOWNSTREAM(FEET) 186.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 435.00 CHANNEL SLOPE 0.0184 CHANNEL BASE (FEET) 140. 00 "Z" FACTOR = 2. 000 MANNING'S FACTOR= 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.323 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.93 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0.37 AVERAGE FLOW DEPTH(FEET) 0.02 TRAVEL TIME(MIN.) 19.69 Tc(MIN.) = 26.74 SUBAREA AREA(ACRES) 1.84 SUBAREA RUNOFF(CFS) 1.28 AREA-AVERAGE RUNOFF COEFFICIENT 0.300 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) 1.38 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 1.00 TO NODE 0.38 3.00 = 4 91. 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 61. 00 UPSTREAM ELEVATION(FEET) = 196.00 DOWNSTREAM ELEVATION(FEET) = 195.50 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) SUBAREA RUNOFF(CFS) 0.40 8. 713 4.788 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) 0.40 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study 6.00 IS CODE= 51 bl-IA, Inc. land planning, civil engineering, surveying 14 I I I I I I I I I I I I I I I I I I I >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ----------------------------------=--===========-=-----------=============== ELEVATION DATA: UPSTREAM(FEET) = 195.50 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 390.00 CHANNEL SLOPE CHANNEL BASE(FEET) 18.00 "Z" FACTOR= 2.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.726 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.38 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 1.57 AVERAGE FLOW DEPTH(FEET) 0.05 TRAVEL TIME(MIN.) 4.14 Tc(MIN.) = 12.85 189.00 0.0167 SUBAREA AREA(ACRES) 0.99 SUBAREA RUNOFF(CFS) 1.92 AREA-AVERAGE RUNOFF COEFFICIENT 0.520 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) 2.23 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 4.00 TO NODE 1. 92 6.00 = 451. 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 78.00 UPSTREAM ELEVATION(FEET) = 196.40 DOWNSTREAM ELEVATION(FEET) = 195.80 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.363 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 55.38 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850 NOTE: RAINFALL INTENSITY rs BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) 0.36 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 rs CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 195.80 DOWNSTREAM ELEVATION(FEET) 84.00 CURB HEIGHT(INCHES) = 8.0 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) 0.018 193.00 b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 15 I I I I I I I I I. I I I I I I I I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 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) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.79 STREET FLOW TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .8700 0 0.870 3. 72 S.C.S. CURVE NUMBER AREA-AVERAGE RUNOFF SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = (AMC II) = COEFFICIENT 0.10 0.2 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) 3.03 0.66 0.60 0.0150 0.95 FLOW VELOCITY(FEET/SEC.) = 3.46 DEPTH*VELOCITY(FT*FT/SEC.) 0.75 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 9.00 = 162.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0. 2 TC (MIN. ) = 0.95 END OF RATIONAL METHOD ANALYSIS CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way 3.72 bl-iA, Inc. land planning, civil engineering, surveying Drainage Study _______________________ ,____JJ6[__ I I I, I I I I I I I I I I I I I I I I B. PROPOSED CONDITION HYDROLOGY CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bf.tA, Inc. land planning, civil engineering, surveying _______ ___JJ-7 -L__ I I I I I I I I I I I I I I I I I I I 1. lOOYEAR STORM **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-7780 ************************** DESCRIPTION OF STUDY************************** * 100 YEAR PROPOSED HYDROLOGY ANALYSIS * * 1833 BUENA VISTA WAY * * SEE HYDROLOGY MAP FOR NODE LOCATIONS, AND BASIN INFORMATION * ************************************************************************** FILE NAME: 1289Ul00.DAT TIME/DATE OF STUDY: 08:20 03/03/2015 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.95 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: WIDTH CROSS FALL IN-I OUT-/PARK-HEIGHT WIDTH LIP NO. (FT) (FT) SIDE I SIDE/ WAY (FT) (FT) (FT) -------------------------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* HIKE (FT) 0.167 MANNING FACTOR (n) 0.0150 **************************************************************************** FLOW PROCESS FROM NODE 29, 00 TO NODE 30.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4800 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying 18 I I I I I I I I I I I I I I I I I I I S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 200.10 DOWNSTREAM ELEVATION(FEET) = 199.50 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.040 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 5.043 SUBAREA RUNOFF(CFS) 0.12 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) 0.12 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< -==----------=----====--===------====================================----=== ELEVATION DATA: UPSTREAM(FEET) = 199.50 DOWNSTREAM(FEET) 198.70 CHANNEL LENGTH THRO SUBAREA(FE~T) = 119.00 CHANNEL SLOPE 0.0067 CHANNEL BASE(FEET) 25.00 "Z" FACTOR= 2.000 MANNING'S FACTOR= 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.492 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.27 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0.32 AVERAGE FLOW DEPTH(FEET) 0.03 TRAVEL TIME(MIN.) 6.17 Tc(MIN.) = 14.21 SUBAREA AREA(ACRES) 0.17 SUBAREA RUNOFF(CFS) 0.28 AREA-AVERAGE RUNOFF COEFFICIENT 0.480 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) 0.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 29.00 TO NODE 0.36 31. 00 = 174.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 196.03 DOWNSTREAM(FEET) 194.80 FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 6.80 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 0.37 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 14.26 LONGEST FLOWPATH FROM NODE 29.00 TO NODE 32.00 193.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, suNeying 19 I I I I I I I I I I I I I I I I I I I USER-SPECIFIED RUNOFF COEFFICIENT= .4800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 198.10 DOWNSTREAM ELEVATION(FEET) = 197.50 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.040 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 5.043 SUBAREA RUNOFF(CFS) 0.15 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) 0.15 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 197.50 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 119.00 CHANNEL SLOPE CHANNEL BASE(FEET) 25.00 "Z" FACTOR= 2.000 MANNING'S FACTOR= 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.478 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) AVERAGE FLOW DEPTH(FEET) 0.04 TRAVEL TIME(MIN.) Tc(MIN.) = 14.30 0.28 0.32 6. 26 196.70 0.0067 0.16 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 0.480 0.27 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) 0.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 33.00 TO NODE 0.36 35.00 = 174.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 194.03 DOWNSTREAM(FEET) 193.60 FLOW LENGTH(FEET) = 19.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 4.59 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 0.37 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 14.37 LONGEST FLOWPATH FROM NODE 33.00 TO NODE 36.00 193.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ========================-=-----=-=========================================== CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study b~A, Inc. land planning, civil engineering, suNeying 20 I I I I I I I I I I I I I I I I I I I *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT .3900 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 67.00 UPSTREAM ELEVATION(FEET) = 200.10 DOWNSTREAM ELEVATION(FEET) = 194.00 ELEVATION DIFFERENCE(FEET) = 6.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.010 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.841 SUBAREA RUNOFF(CFS) 0.16 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) 0.16 **************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 194.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 116.00 CHANNEL SLOPE CHANNEL BASE(FEET) 25.00 "Z" FACTOR= 2.000 MANNING'S FACTOR= 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.654 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3900 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0.47 AVERAGE FLOW DEPTH(FEET) 0.04 TRAVEL TIME(MIN.) 4.09 Tc(MIN.) = 9.10 192.60 0.0121 SUBAREA AREA(ACRES) 0.28 SUBAREA RUNOFF(CFS) 0.51 AREA-AVERAGE RUNOFF COEFFICIENT 0.390 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) 0.62 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 37.00 TO NODE 0.51 39.00 = 183.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 4.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 189.93 DOWNSTREAM(FEET) 180.76 FLOW LENGTH(FEET) = 124.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 8.16 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 0.62 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 9.36 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 4.00 307.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 4.00 IS CODE= 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 2 <<<<< CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bliA, Inc. land planning, civil engineering, surveying 21 I I I I I I I I I I I I I I I I I I I **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA}: USER-SPECIFIED RUNOFF COEFFICIENT= .4800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH{FEET} = 53.00 UPSTREAM ELEVATION(FEET) = 194.00 DOWNSTREAM ELEVATION(FEET) = 193.40 ELEVATION DIFFERENCE{FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.796 100 YEAR RAINFALL INTENSITY{INCH/HOUR) 5.144 SUBAREA RUNOFF(CFS} 0.15 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS} 0.15 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 193.40 DOWNSTREAM(FEET) 192.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 82.00 CHANNEL SLOPE 0.0159 CHANNEL BASE{FEET) 25.00 "Z" FACTOR= 2.000 MANNING'S FACTOR= 0.040 MAXIMUM DEPTH{FEET} = 1.00 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 4.158 *USER SPECIFIED(SUBAREA}: USER-SPECIFIED RUNOFF COEFFICIENT= .4800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS} 0.31 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY{FEET/SEC.) 0.45 AVERAGE FLOW DEPTH(FEET} 0.03 TRAVEL TIME(MIN.} 3.05 Tc(MIN.) = 10.84 SUBAREA AREA(ACRES} 0.16 SUBAREA RUNOFF(CFS) 0.32 AREA-AVERAGE RUNOFF COEFFICIENT 0.480 TOTAL AREA(ACRES} = 0.2 PEAK FLOW RATE{CFS) 0.44 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET} = 0.04 FLOW VELOCITY(FEET/SEC.} LONGEST FLOWPATH FROM NODE 1.00 TO NODE 0.50 3.00 = 135. 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET} = 189.43 DOWNSTREAM(FEET} 180.76 FLOW LENGTH(FEET} = 16.50 MANNING'S N = 0.011 DEPTH OF FLOW IN 3.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.} 15.70 ESTIMATED PIPE DIAMETER(INCH} 3.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 0.44 bl-IA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study -~~~~--~~--~~~~~~·~ I I I I I I I I I I I I I I I I I I I PIPE TRAVEL TIME(MIN.) = 0.02 LONGEST FLOWPATH FROM NODE Tc (MIN.) = 1.00 TO NODE 10.86 4.00 151.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE= 11 >>>>>CONFLUENCE MEMORY BANK# 2 WITH THE MAIN-STREAM MEMORY<<<<< -------------------------------------------=================--=-=========--= ** MAIN STREAM NUMBER 1 STREAM CONFLUENCE DATA** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 0.44 10.86 4.154 LONGEST FLOWPATH FROM NODE 1. 00 TO NODE ** MEMORY BANK# 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 0. 62 9.36 4. 572 LONGEST FLOWPATH FROM NODE 37.00 TO NODE ** PEAK FLOW RATE TABLE** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1. 00 9.36 4 .572 2 1.00 10.86 4.154 AREA (ACRE) 0.22 AREA (ACRE) 0.34 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 4.00 4.00 PEAK FLOW RATE(CFS) 1.00 Tc(MIN.) = 10.86 TOTAL AREA(ACRES) = 0.6 151. 50 FEET. 307.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 8.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 180.76 DOWNSTREAM(FEET) 179.40 FLOW LENGTH(FEET) = 146.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 10.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24 GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.00 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 11.43 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 8.00 453.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 8.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN,) 11.43 RAINFALL INTENSITY(INCH/HR) = 4.02 TOTAL STREAM AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.00 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bHA, Inc. land planning, civil engineering, surveying I I I I I I I I I I I I I I I I I I I **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA}: USER-SPECIFIED RUNOFF COEFFICIENT= .4800 S.C.S. CURVE NUMBER (AMC II} = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 63.00 UPSTREAM ELEVATION(FEET} = 194.10 DOWNSTREAM ELEVATION(FEET) = 194.00 ELEVATION DIFFERENCE(FEET) = 0.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.942 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 50.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR} = 4.397 SUBAREA RUNOFF(CFS) 0.15 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS} 0.15 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 194.00 DOWNSTREAM(FEET) 192.70 CHANNEL LENGTH THRU SUBAREA(FEET} = 136.00 CHANNEL SLOPE 0.0096 CHANNEL BASE(FEET) 25.00 "Z" FACTOR= 2.000 MANNING'S FACTOR= 0.040 MAXIMUM DEPTH(FEET} = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.248 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS} 0.26 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0.38 AVERAGE FLOW DEPTH(FEET) 0.03 TRAVEL TIME(MIN.) 5.96 Tc(MIN.) = 15.90 SUBAREA AREA(ACRES) 0.15 SUBAREA RUNOFF(CFS} 0.23 AREA-AVERAGE RUNOFF COEFFICIENT 0.480 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) 0.34 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET} = 0.04 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 5.00 TO NODE 0.39 7.00 = 199.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<< ELEVATION DATA: UPSTREAM(FEET) = 190.03 DOWNSTREAM(FEET) 179.40 FLOW LENGTH(FEET) 38.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 3.0 INCH PIPE IS 1.7 INCHES bttA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying ~ ·~~~~~~~~~~~~~~~~~~~~~~~-~~~~~~~~~--~~~~~~~~~~~~~~ Drainage Study I I I I I I I I I I I I I I I I I I I PIPE-FLOW VELOCITY(FEET/SEC.) ESTIMATED PIPE DIAMETER(INCH) PIPE-FLOW(CFS) = 0.34 PIPE TRAVEL TIME(MIN.) = 0.05 LONGEST FLOWPATH FROM NODE 11. 59 3.00 NUMBER OF PIPES Tc (MIN.) = 5.00 TO NODE 15.96 8.00 1 237.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 15.96 RAINFALL INTENSITY(INCH/HR) = 3.24 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1. 00 11. 43 4.018 0.56 2 0.34 15.96 3.241 0.22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 1.25 11. 43 4.018 2 1.15 15.96 3.241 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 1.25 Tc (MIN.) = 11. 43 TOTAL AREA(ACRES) = 0.8 1 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 8.00 453.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 49.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 179.40 DOWNSTREAM(FEET) 177.93 FLOW LENGTH(FEET) = 112.50 MANNING'S N = 0.011 DEPTH OF FLOW IN 10.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.09 GIVEN PIPE DIAMETER{INCH) = 10.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.25 PIPE TRAVEL TIME{MIN.) = 0.37 Tc(MIN.) = 11.80 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 49.00 565.50 FEET, **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study 49.00 IS CODE= 10 bliA, Inc. land planning, civil engineering, surveying 25 I I I I I I I I I I I I I I I I I I I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<< --=------------------------------------=========--=======-=-------------==-- **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 rs CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 54.00 UPSTREAM ELEVATION(FEET) = 200.10 DOWNSTREAM ELEVATION(FEET) = 192.50 ELEVATION DIFFERENCE(FEET) = 7.60 3.930 SUBAREA OVERLAND TIME OF FLOW(MIN.) = WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc= 10.%, IS USED IN Tc CALCULATION! 6.850 5-MINUTE. SUBAREA RUNOFF(CFS) 0.22 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 rs CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 192.50 DOWNSTREAM(FEET) 191.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 137.00 CHANNEL SLOPE 0.0102 CHANNEL BASE (FEET) 25. 00 "Z" FACTOR = 2. 000 MANNING'S FACTOR= 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.714 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.40 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0.46 AVERAGE FLOW DEPTH(FEET) 0.04 TRAVEL TIME(MIN.) 4.99 Tc(MIN.) = 8.92 SUBAREA AREA(ACRES) 0.17 SUBAREA RUNOFF(CFS) 0.37 AREA-AVERAGE RUNOFF COEFFICIENT 0.460 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) 0.52 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 25.00 TO NODE 0.48 27.00 = 191. 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 23.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBA~EA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 189.83 DOWNSTREAM(FEET) 188.33 FLOW LENGTH(FEET) 41.50 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.7 INCHES bl-iA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, suNeying Drainage Study 26 I I I I I I I I I I I I I I I I I I I PIPE-FLOW VELOCITY(FEET/SEC.) ESTIMATED PIPE DIAMETER(INCH) PIPE-FLOW(CFS) = 0.52 6.02 6.00 NUMBER OF PIPES 1 PIPE TRAVEL TIME(MIN.) = 0.11 LONGEST FLOWPATH FROM NODE Tc (MIN.) = 25.00 TO NODE 9.04 23.00 232.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 23.00 rs CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.04 RAINFALL INTENSITY(INCH/HR) = 4.68 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.52 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 rs CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 200.10 DOWNSTREAM ELEVATION(FEET) = 191.00 ELEVATION DIFFERENCE(FEET) = 9.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.311 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, rs USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850 NOTE: RAINFALL INTENSITY rs BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) 0.22 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 rs CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 191.00 DOWNSTREAM(FEET) 189.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 115.00 CHANNEL SLOPE 0.0122 CHANNEL BASE(FEET) 25.00 "Z" FACTOR= 2.000 MANNING'S FACTOR= 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.846 *USER SPECIFIEQ(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.40 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0.45 AVERAGE FLOW DEPTH(FEET) 0.04 TRAVEL TIME(MIN.) 4.24 Tc(MIN.) = 8.55 SUBAREA AREA(ACRES) 0.16 SUBAREA RUNOFF(CFS) 0.36 AREA-AVERAGE RUNOFF COEFFICIENT 0.460 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista bHA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying ~~D~ra_in_a_g_e_S_tu_d_y~~~~~~~~~-~~~~~~~~~~~~~~~~ I I I I I I I I I I I I I I I I I I I TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) 0.51 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 21.00 TO NODE 0.50 23.00 = 180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 8.55 RAINFALL INTENSITY{INCH/HR) = 4.85 TOTAL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.52 9.04 4.676 0.24 2 0.51 8.55 4.846 0.23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) {INCH/HOUR) 1 1.01 8.55 4.846 2 1. 02 9.04 4. 676 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 1. 02 Tc (MIN.) = 9.04 TOTAL AREA{ACRES) = 0.5 1 LONGEST FLOWPATH FROM NODE 25. 00 TO NODE 23.00 232.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM{FEET) = 186.93 DOWNSTREAM(FEET) 182.00 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) 13.61 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES 1 PIPE-FLOW{CFS) = 1.02 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.07 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 24.00 256.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2 4. 00 TO NODE CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way 20.00 IS CODE= 41 bliA, Inc. land planning, civil engineering, surveying Drainage Study ·~~~~~~~~~~~~~~~ I I I I I I I I I I I I I I I I I I I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 182.00 DOWNSTREAM(FEET) 181.00 FLOW LENGTH(FEET) = 144.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 10.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.83 GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.02 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 9.69 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 20.00 400.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 20.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.69 RAINFALL INTENSITY(INCH/HR) = 4.47 TOTAL STREAM AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.02 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 59.00 UPSTREAM ELEVATION(FEET) = 194.00 DOWNSTREAM ELEVATION(FEET) = 190.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.237 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) 0.21 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 18. 00 TO NODE 19.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 190.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 144.00 CHANNEL SLOPE CHANNEL BASE (FEET) 25. 00 "Z" FACTOR = 2. 000 MANNING'S FACTOR= 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.443 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.47 188.60 0.0097 bf.tA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I I I I I I I I I I I I I I I I I I TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) AVERAGE FLOW DEPTH(FEET) 0.04 TRAVEL TIME(MIN.) Tc(MIN.) = 9.78 SUBAREA AREA(ACRES) 0.21 SUBAREA RUNOFF(CFS) AREA-AVERAGE RUNOFF COEFFICIENT 0.520 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) 0.43 5.55 0.49 0.62 LONGEST FLOWPATH FROM NODE 17.00 TO NODE 0. 49 19.00 = 203.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.10 TO NODE 19.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.443 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.5836 SUBAREA AREA(ACRES) 0.06 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = TC(MIN.) = 9.78 0.23 0.86 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 185.93 DOWNSTREAM(FEET) 181.00 FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 11.81 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 0.86 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.83 LONGEST FLOWPATH FROM NODE 17.00 TO NODE 20.00 234.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 9.83 RAINFALL INTENSITY(INCH/HR) = 4.43 TOTAL STREAM AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.86 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 1. 02 Tc (MIN.) 9.69 INTENSITY (INCH/HOUR) 4.469 AREA (ACRE) 0.47 1 bhA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 30 I I· 1. I I I I I I I I I I I I I I I I 2 0.86 9.83 4.430 RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE STREAM RUNOFF NUMBER (CFS) 1 1. 86 2 1. 86 TABLE ** Tc INTENSITY (MIN.) (INCH/HOUR) 9.69 4.469 9.83 4.430 ESTIMATES ARE AS FOLLOWS: 1.86 Tc(MIN.) = 0.8 0.33 RATIO 9.83 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 25.00 TO NODE 20.00 400.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 16.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< -----------------------------=--===============================-========---- ELEVATION DATA: UPSTREAM(FEET) = 181.00 DOWNSTREAM(FEET) 180.00 FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 10.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.50 GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.86 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.96 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 16.00 452.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20. 00 TO NODE 16.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.96 RAINFALL INTENSITY(INCH/HR) = 4.39 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.86 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 194.00 DOWNSTREAM ELEVATION(FEET) = 189.80 ELEVATION DIFFERENCE(FEET) = 4.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 50.00 3.632 6.850 bHA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 31 I I I I I I I I I I I I I I I I I I I NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) 0.25 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 189.80 DOWNSTREAM(FEET) 188.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 144.00 CHANNEL SLOPE 0.0097 CHANNEL BASE(FEET) 25.00 "Z" FACTOR= 2.000 MANNING'S FACTOR= 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.809 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0.48 AVERAGE FLOW DEPTH(FEET) 0.04 TRAVEL TIME(MIN.) 5.02 Tc(MIN.) = 8.65 SUBAREA AREA(ACRES) 0.21 SUBAREA RUNOFF(CFS) 0.53 AREA-AVERAGE RUNOFF COEFFICIENT 0.520 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) 0.70 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 13.00 TO NODE 0.50 15.00 = 194.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 15.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.809 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.5818 SUBAREA AREA(ACRES) 0.06 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = TC(MIN.) = 8.65 0.25 0.95 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET} = 185.73 DOWNSTREAM(FEET} 180.00 FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 12.84 ESTIMATED PIPE DIAMETER(INCH} = 6.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS} = 0.95 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN,) = 8.69 bliA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 32 L__ I I I I I I I I I I I I I I I I I I I LONGEST FLOWPATH FROM NODE 13. 00 TO NODE 16.00 = 225.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 rs CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 ==========================------============================================ TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 8.69 RAINFALL INTENSITY(INCH/HR) = 4.80 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) ( INCH/HOUR) (ACRE) 1 1. 86 9.96 4.392 0.80 2 0.95 8.69 4.795 0.34 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 2.66 8.69 4.795 2 2.73 9.96 4 .392 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 2.73 Tc (MIN.) = 9.96 TOTAL AREA(ACRES) = 1.1 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 16.00 452.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 12.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 180.00 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 166.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) 4.09 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH= 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 2.73 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 10.64 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 12.00 179. 00 618.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 12.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study b~A, Inc. land planning, civil engineering, surveying .,., _,_, I I I I I I I I I I I I I I I I I I I TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.64 RAINFALL INTENSITY(INCH/HR) = 4.21 TOTAL STREAM AREA(ACRES) = 1.14 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.73 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 67.00 UPSTREAM ELEVATION(FEET) = 194.10 DOWNSTREAM ELEVATION(FEET) = 189.50 ELEVATION DIFFERENCE(FEET) = 4.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.807 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) 0.23 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.23 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 189.50 DOWNSTREAM(FEET) 188.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 63.00 CHANNEL SLOPE 0.0222 CHANNEL BASE(FEET) 25.00 "Z" FACTOR= 2.000 MANNING'S FACTOR= 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.605 *USER SPECIFIED{SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.44 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY{FEET/SEC.) 0.52 AVERAGE FLOW DEPTH{FEET) 0.03 TRAVEL TIME(MIN.) 2.02 Tc(MIN.) = 6.82 SUBAREA AREA(ACRES) 0.15 SUBAREA RUNOFF(CFS) 0.40 AREA-AVERAGE RUNOFF COEFFICIENT 0.480 TOTAL AREA{ACRES) = 0.2 PEAK FLOW RATE(CFS) 0.59 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY{FEET/SEC.) LONGEST FLOWPATH FROM NODE 9.00 TO NODE 0.67 11. 00 = 130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 11.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =--============------------============----------=========================== 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 5.605 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bHA, Inc. land planning, civil engineering, suNeying 34 I I I I I I I I I I I I I I I I I I I *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .8200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.6063 SUBAREA AREA(ACRES) 0.13 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = TC(MIN.) = 6.82 0.60 1.19 **************************************************************************** FLOW PROCESS FROM NODE 11. 00 TO NODE 12.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 185.43 DOWNSTREAM(FEET) 179.00 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 15.18 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.19 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.85 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 12.00 156.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11. 00 TO NODE 12.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 6.85 RAINFALL INTENSITY(INCH/HR) = 5.59 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.19 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.73 10.64 4.209 1.14 2 1.19 6.85 5.590 0.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.25 6.85 5.590 2 3.63 10.64 4.209 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 3.63 Tc(MIN.) = 10,64 TOTAL AREA(ACRES) = 1.5 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 12.00 1 618.50 FEET, **************************************************************************** CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bHA, Inc. land planning, civil engineering, surveying _________________ ,_J 35 L __ I I I I I I I I I I I I I I I I I I I FLOW PROCESS FROM NODE 12.00 TO NODE 49.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 179.00 DOWNSTREAM(FEET} 177.93 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 10.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.03 GIVEN PIPE DIAMETER(INCH} = 10.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS} = 3.63 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.68 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 49.00 645.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE= 11 >>>>>CONFLUENCE MEMORY BANK# 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA** STREAM RUNOFF Tc INTENSITY NUMBER (CFS} (MIN.} ( INCH/HOUR) 1 3.63 10.68 4.198 LONGEST FLOW PATH FROM NODE 25.00 TO NODE ** MEMORY BANK# 1 CONFLUENCE DATA ** STREAM NUMBER 1 LONGEST ** PEAK STREAM NUMBER 1 2 RUNOFF Tc (CFS} (MIN.} 1.25 11. 80 FLOWPATH FROM NODE FLOW RATE TABLE** RUNOFF Tc (CFS} (MIN.) 4.76 10.68 4.65 11. 80 INTENSITY ( INCH/HOUR} 3.937 37.00 TO NODE INTENSITY (INCH/HOUR) 4.198 3.937 AREA (ACRE} 1. 49 49.00 AREA (ACRE} 0.78 49.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS} 4.76 Tc(MIN.) = 10.68 TOTAL AREA(ACRES} = 2.3 645.50 FEET. 565.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 177.93 DOWNSTREAM(FEET} MANNING'S N = 0.011 ELEVATION DATA: UPSTREAM(FEET} FLOW LENGTH(FEET} = 21.00 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.} (PIPE FLOW VELOCITY CORRESPONDING AT DEPTH= 0.82 * DIAMETER} 8.76 TO NORMAL-DEPTH FLOW GIVEN PIPE DIAMETER(INCH} = 10.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 4.76 PIPE TRAVEL TIME(MIN.} = 0.04 Tc (MIN,} = 10.72 177.35 bl-tA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I I I I I I I I I I I I I I I I I I I LONGEST FLOWPATH FROM NODE END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 25.00 TO NODE 2 . 3 TC (MIN. ) = 4.76 END OF RATIONAL METHOD ANALYSIS CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study 50.00 = 666.50 FEET. 10. 72 b~A, Inc. land planning, civil engineering, surveying ~ I I I I I I I I I I I I I I I I I I I C. HYDRAULIC CALCULATIONS BASIN OUTLET DETAIL: 12'\/2''\4' E,PC,Qv? r-( C '~/ r,: ! I ~/, Si-'\1 ll/ - C"~t T[[, /i,iLET .. ' 1=-~ ' = b 14' -1~ ;{cu::u,:cc=r:: ~.C,i"L 1_1:. :,:1:~ ... r:::c\·:c1L L 1.1,/1tl.('Jfi ::/J2TPi!JLD !/\1/~T~:.7°;.:,I! i-L-;-[ :~,;-5·· ,·r ,i,,::, ~,,1;.LL D[ ~P'J[:; L6PM TOF ~CiL (_ r;/ .. 1~/~ Tit Jr .,-,: ~r.c; (/..I(· 1'.1: ; ! Lf\1Tlf·JF C,(:1; J ')C,,7;. ~! IPJ[ifjf[J Hl,l-'t;Y',/f;,_11.,. 1.~: n CL- 1 .:,J / f-ir'{lC, fi i., i ,j /'JS! 1 i)l,'C1tJ(J iJ I T(jf rp/,!JT ?i NnNG SUITI.R! I rCJP WCLL [,f;:.L,JN[D SCIL \ ' -\-/~[ t S'--'t =:· ,C VC OU Ti.ET ·,"f '·,w,· PIP/:. ' J rn,•· ~,nt, .. -...'..?:v.,,v.v.,wv·,.• ... ,v.-.... ,,,., .[~! I'_~J:.,-J'' MU/ Cf/ -----18" UVGINLLRLLi S0!L MIY.' \ ----------<' .. 01 fU GR~ VL~ ___1 ___ _:_,~_-c= · {JU ll"lY' UUlY-OU-lHl U(;l:H.F-U-U ·-u-ou~--T Ii O[t'T/·! or .5/4 -.::;.-ouTi1C'!!______ _1 _ _ ,., ---LCF<USHfD ROCK tOl? V'i ----j:--1-::r:U / STORAGf RFS TRIC TOR Pl/.. Tf, Sff ~ // ' 6" PtRFORA 11:0 PVC PIP/: OF I /.,II 81:.l C, N fLACE PIPE W(TH P~l1fQIJATIOJ!§ IMP/-RMI-AB//-I INF R Pl-R _,1 AT THE INVERT SOILS RI-POR I BIORETENTION BASIN OUTLET DETAIL f l?OIA /-IYDROLCGY /(LPOR I NOi TO SCI\! i ;9q~)ff'J --·cRA VU STORAGE LA YlR0 ' '--' \.,__.I, '-' \.,__.I, '-' \.....-1 "-\?'~ /\t={\'f--. /\ . ),\,,2. _L=.' . /~ I FRFNCH DRAIN _/ \() RIStH WALL RI S lRIC lOR Pl All ~~~~=~=6J ~~----0 5 "-DIA LID OR!rtet I 1=111-1 . -1-:, t. :.:Ji =1 =111= ·1=1 =' .1 -__ TT-· T LID ORIFICE DETAIL NOi ro S(A/ I bl-IA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, suNeying Drainage Study 38 I I I I I I I I I I I I I I I I I I I DETENTION BASIN OUTLET CAPACITY CALCULATIONS: Basin 1 (Node 3): Table 2.0-Detention Flow Results Summary-100 Year Total Site (cfs) OiN Oour tiQ QEXISTING 3.61 Basin 1 0.44 0.35 0.09 QpROPOSED 5.50 0oETAINED 3.32 Table 2.A-Basin 1, Overflow Capacity of 12"x12" Brooks Catch Basin Outlet Using Broad Crested Weir Formula equation (6-10) Q=CLH1.s where Coefficient C is 3.3. Basin Elev Coefficient Weir Length H (ft) Q (cfs) (ft) 0.833 3.3 4 0 0.00 0.9 3.3 4 0.067 0.23 1 3.3 4 0.167 0.90 1.1 3.3 4 0.267 1.82 1.2 3.3 4 0.367 2.93 1.3 3.3 4 0.467 4.21 1.4 3.3 4 0.567 5.64 Table 2.8-Flowrate Through 32" Engineered Soil Media to Native Soils, Q=KIA AeAs1N= 173 Basin Depth K (in/hr)* I, Hydraulic (ft) Gradient 0.00 5 1.000 0.10 5 1.038 0.20 5 1.075 0.30 5 1.113 0.40 5 1.150 0.50 5 1.188 0.60 5 1.225 0.70 5 1.263 0.80 5 1.300 0.833 5 1.312 0.90 5 1.338 1.00 5 1.375 1.10 5 1.413 1.20 5 1.450 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study Q(cfs) 0.020 0.021 0.022 0.022 0.023 0.024 0.025 0.025 0.026 0.026 0.027 0.028 0.028 0.029 bf.tA, Inc. land planning, civil engineering, surveying 39 L_ I I I I I I I I I I I I I I I I I I I 1.30 5 1.488 0.030 1.40 5 1.525 0.031 *From GeoSoils Report for Feasibility Infiltration Testing, see References. Table 2.C-Basin 1, Capacity of 0.5"-dia Draindown Orifice Plate Using standard submerged Orifice Flow equation (6-12) Q=CoA(2gH)0·5 Basin Depth Orifice Size (Diameter) Coefficient (ft) Dia.(ft) Area (sf) 0.0 0.04166 0.00136 0.603 0.1 0.04166 0.00136 0.603 0.2 0.04166 0.00136 0.603 0.3 0.04166 0.00136 0.603 0.4 0.04166 0.00136 0.603 0.5 0.04166 0.00136 0.603 0.6 0.04166 0.00136 0.603 0.7 0.04166 0.00136 0.603 0.8 0.04166 0.00136 0.603 0.833 0.04166 0.00136 0.603 0.9 0.04166 0.00136 0.603 1.0 0.04166 0.00136 0.603 1.1 0.04166 0.00136 0.603 1.2 0.04166 0.00136 0.603 1.3 0.04166 0.00136 0.603 1.4 0.04166 0.00136 0.603 Table 2.D-Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 173 Elev Volume CF Depth Vlume acre-ft 189.6 123.98 0 0.0028 189.7 141.98 0.1 0.0033 189.8 161.38 0.2 0.0037 189.9 182.18 0.3 0.0042 190.0 204.38 0.4 0.0047 190.1 227.98 0.5 0.0052 190.2 252.98 0.6 0.0058 190.3 279.38 0.7 0.0064 190.4 307.18 0.8 0.0071 190.433 316.66 0.833 0.0073 190.5 336.38 0.9 0.0077 190.6 366.98 1.0 0.0084 Head (ft) 0drain (cfs) 2.667 0.011 2.767 0.011 2.867 0.011 2.967 0.011 3.067 0.012 3.167 0.012 3.267 0.012 3.367 0.012 3.467 0.012 3.500 0.012 3.567 0.012 3.667 0.013 3.767 0.013 3.867 0.013 3.967 0.013 4.067 0.013 Outflow 0.0200 Total Storage in Soil Media*** 0.0208 0.0215 0.0223 0.0230 0.0238 0.0245 0.0253 0.0260 0.0263 0.2557 0.9284 b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 40 [ __ I I I I I I I I I I I I I I I I I I I 190.7 398.98 1.1 0.0092 1.8494 190.8 432.38 1.2 0.0099 2.9638 190.9 467.18 1.3 0.0107 4.2424 191.0 503.38 1.4 0.0116 5.6662 ***assuming 30% Void Ratio in Gravel Layer and 25% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Using Darcy's Law to calculate time required to drain 10" of pond depth: 173 Basin Bottom Area (sf): 317 Basin Volume @ 10" Depth (d): 2.667 Depth of Engineered Soil above Outlet Point (ft): 5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/hr): Q= KIA; where I= Hydraulic Gradient above outlet point 0.03 3.35 Q at outlet point ( cfs) Drawdown Time (hrs) < 72 hrs ,/ bliA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 41 L_ I I I I I I I I I I I I I I I I I I Basin 2 (Node 7): Table 3.0-Detention Flow Results Summary-100 Vear Total Site (cfs) QIN Oour 6Q Cli:xJSTJNG 3.61 Basin 2 0.34 0.15 0.19 QpROPOSED 5.50 0oETAINED 3.32 Table 3.A-Basin 2, Overflow Capacity of 12"x12" Brooks Catch Basin Outlet Using Broad Crested Weir Formula equation (6-10} Q=CLH1·5 where Coefficient C is 3.3. Basin Elev Coefficient Weir Length H (ft) Q (cfs) (ft) 0.833 3.3 4 0 0.00 0.9 3.3 4 0.067 0.23 1 3.3 4 0.167 0.90 1.1 3.3 4 0.267 1.82 1.2 3.3 4 0.367 2.93 1.3 3.3 4 0.467 4.21 1.4 3.3 4 0.567 5.64 Table 3.8-Flowrate Through 32" Engineered Soil Media to Native Soils, Q=KIA A0AS1N= 170 Basin Depth K (in/hr)* I, Hydraulic (ft) Gradient 0.00 5 1.000 0.10 5 1.038 0.20 5 1.075 0.30 5 1.113 0.40 5 1.150 a.so 5 1.188 0.60 5 1.225 0.70 5 1.263 0.80 5 1.300 0.833 5 1.312 0.90 5 1.338 1.00 5 1.375 1.10 5 1.413 1.20 5 1.450 1.30 5 1.488 1.40 5 1.525 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study Q (cfs) 0.020 0.020 0.021 0.022 0.023 0.023 0.024 0.025 0.026 0.026 0.026 0.027 0.028 0.029 0.029 0.030 b~A, Inc. land planning, civil engineering, surveying ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~----' I 42 L_ I I I I I I I I I I 1· I I I I I I *From GeoSoils Report for Feasibility Infiltration Testing, see References. Table 3.C-Basin 2, Capacity of 0.5"-dia Draindown Orifice Plate Using standard submerged Orifice Flow equation (6-12) Q=C0A(2gH)0·5 Basin Depth Orifice Size (Diameter) Coefficient Head (ft) (ft) Dia.(ft) Area (sf) 0.0 0.04166 0.00136 0.603 2.667 0.1 0.04166 0.00136 0.603 2.767 0.2 0.04166 0.00136 0.603 2.867 0.3 0.04166 0.00136 0.603 2.967 0.4 0.04166 0.00136 0.603 3.067 0.5 0.04166 0.00136 0.603 3.167 0.6 0.04166 0.00136 0.603 3.267 0.7 0.04166 0.00136 0.603 3.367 0.8 0.04166 0.00136 0.603 3.467 0.833 0.04166 0.00136 0.603 3.500 0.9 0.04166 0.00136 0.603 3.567 1.0 0.04166 0.00136 0.603 3.667 1.1 0.04166 0.00136 0.603 3.767 1.2 0.04166 0.00136 0.603 3.867 1.3 0.04166 0.00136 0.603 3.967 1.4 0.04166 0.00136 0.603 4.067 Table 3.D-Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 170 Elev Volume CF Depth Vlume acre-ft Outflow 189.6 121.83 0 0.0028 0.0197 189.7 140.83 0.1 0.0032 0.0204 189.8 163.83 0.2 0.0038 0.0212 189.9 190.83 0.3 0.0044 0.0219 190.0 221.83 0.4 0.0051 0.0226 190.1 256.83 0.5 0.0059 0.0234 190.2 295.83 0.6 0.0068 0.0241 190.3 338.83 0.7 0.0078 0.0248 190.4 385.83 0.8 0.0089 0.0256 190.433 402.22 0.833 0.0092 0.0258 190.5 436.83 0.9 0.0100 0.2552 190.6 491.83 1.0 0.0113 0.9279 190.7 550.83 1.1 0.0126 1.8489 190.8 613.83 1.2 0.0141 2.9633 Udrain (cfs) 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.013 0.013 0.013 0.013 0.013 Total Storage in Soil Media*** CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista bhA, Inc. I 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study ~ ~~~~~~-~~~~~~~~~~~~~~~-~~~~~~~~~~~·____J 43 L___ I I I I I I I I I I I I I I I I I I I I 190.9 680.83 1.3 0.0156 4.2419 191.0 751.83 1.4 0.0173 5.6657 ***assuming 30% Void Ratio in Gravel Layer and 25% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Using Darcy's Law to calculate time required to drain 10" of pond depth: 170 Basin Bottom Area (sf): 1-------1 402 Basin Volume@ 10" Depth (d):. 1-------1 2.667 Depth of Engineered Soil above Outlet Point (ft): 1-------1 5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/hr): ..._ ___ ___. Q= KIA; where I= Hydraulic Gradient above outlet point 0.03 4.33 Q at outlet point (cfs) Drawdown Time (hrs)< 72 hrs bttA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 44 L_ I I I I I I I I I I I I I I I I I I I Basin 3 (Node 11): Table 4.0-Detention Flow Results Summary-100 Year Total Site {cfs} QIN G.our tlQ ClEx,sTING 3.61 Basin 3 1.19 0.66 0.53 QpROPOSED 5.50 OoerAINED 3.32 Table 4.A-Basin 3, Overflow Capacity of 12"x12" Brooks Catch Basin Outlet Using Broad Crested Weir Formula equation (6-10) Q=CLH1·5 where Coefficient C is 3.3 . Basin Elev Coefficient . Weir Length H (ft) Q (cfs) (ft) 0.833 3.3 4 0 0.00 0.9 3.3 4 0.067 0.23 1 3.3 4 0.167 0.90 1.1 3.3 4 0.267 1.82 1.2 3.3 4 0.367 2.93 1.3 3.3 4 0.467 4.21 1.4 3.3 4 0.567 5.64 Table 4.8-Flowrate Through 32" Engineered Soil Media to Native Soils, Q=KIA AsAS1N= 390 Basin Depth K {in/hr)* I, Hydraulic Q (cfs) (ft) Gradient 0.00 5 1.000 0.045 0.10 5 1.038 0.047 0.20 5 1.075 0.049 0.30 5 1.113 0.050 0.40 5 1.150 0.052 0.50 5 1.188 0.054 0.60 5 1.225 0.055 0.70 5 1.263 0.057 0.80 5 1.300 0.059 0.833 5 1.312 0.059 0.90 5 1.338 0.060 1.00 5 1.375 0.062 1.10 5 1.413 0.064 1.20 5 1.450 0.065 1.30 5 1.488 0.067 1.40 5 1.525 0.069 bHA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I I I I I I I I I I I I I I I I I I I *From GeoSoils Report for Feasibility Infiltration Testing, see References. Table 4.C-Basin 3, Capacity of 0.5"-dia Draindown Orifice Plate Using standard submerged Orifice Flow equation (6-12) Q=C0A(2gH)°-5 Basin Depth Orifice Size (Diameter) Coefficient Head (ft) (ft) Dia.(ft) Area (sf) 0.0 0.04166 0.00136 0.603 2.667 0.1 0.04166 0.00136 0.603 2.767 0.2 0.04166 0.00136 0.603 2.867 0.3 0.04166 0.00136 0.603 2.967 0.4 0.04166 0.00136 0.603 3.067 0.5 0.04166 0.00136 0.603 3.167 0.6 0.04166 0.00136 0.603 3.267 0.7 0.04166 0.00136 0.603 3.367 0.8 0.04166 0.00136 0.603 3.467 0.8 0.04166 0.00136 0.603 3.5 0.9 0.04166 0.00136 0.603 3.567 1.0 0.04166 0.00136 0.603 3.667 1.1 0.04166 0.00136 0.603 3.767 1.2 0.04166 0.00136 0.603 3.867 1.3 0.04166 0.00136 0.603 3.967 1.4 0.04166 0.00136 0.603 4.067 Table 4.D-Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 390 Elev Volume CF Depth Vlume acre-ft Outflow 189.6 279.50 0 0.006 0.045 189.7 319.92 0.1 0.007 0.047 189.8 363.18 0.2 0.008 0.049 189.9 409.28 0.3 0.009 0.050 190.0 458.22 0.4 0.011 0.052 190.1 510.00 0.5 0.012 0.054 190.2 564.62 0.6 0.013 0.055 190.3 622.08 0.7 0.014 0.057 190.4 682.38 0.8 0.016 0.059 190.433 702.90 0.833 0.016 0.059 190.5 745.52 0.9 0.017 0.289 190.6 811.50 1.0 0.019 0.963 190.7 880.32 1.1 0.020 1.885 190.8 951.98 1.2 0.022 3.000 Q drain (cfs) 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.013 0.013 0.013 0.013 0.013 Total Storage in Soil Media*** bJ.iA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 46 I I I I I I I I I I I I I I I I I I I 190.9 1026.48 1.3 0.024 191.0 1103.82 1.4 0.025 ***assuming 30% Void Ratio in Gravel Layer and 25% Void Ratio in Engineered Soil Layer (typical value} Drawdown calculator: 4.280 5.705 Using Darcy's Law to calculate time required to drain 10" of pond depth: 390 Basin Bottom Area (sf}: 703 Basin Volume @ 10" Depth (cf}: 2.667 Depth of Engineered Soil above Outlet Point (ft}: 5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/hr}: Q= KIA; where I= Hydraulic Gradient above outlet point 0.06 3.30 Q at outlet point (cfs} Drawdown Time (hrs} < 72 hrs ,/ bl-IA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 47 I I I I I I I I I I I I I I I I I I I Basin 4 (Node 15): Table 5.0-Detention Flow Results Summary-100 Year Total Site {cfs) QiN Oour l:IQ QEXISTING 3.61 Basin 4 0.95 0.74 0.21 QpROPOSED 5.50 0oETAINED 3.32 Table S.A-Basin 4, Overflow Capacity of 12"xl2" Brooks Catch Basin Outlet Using Broad Crested Weir Formula equation (6-10) Q=CLH1·5 where Coefficient C is 3.3. Basin Elev Coefficient Weir Length H (ft) Q (cfs) (ft) 0.833 3.3 4 0 0.00 0.9 3.3 4 0.067 0.23 1 3.3 4 0.167 0.90 1.1 3.3 4 0.267 1.82 1.2 3.3 4 0.367 2.93 1.3 3.3 4 0.467 4.21 1.4 3.3 4 0.567 5.64 Table S.B-Flowrate Through 32" Engineered Soil Media to Native Soils, Q=KIA A0AS1N= 381 Basin K (in/hr)* I, Hydraulic Q (cfs) Depth (ft) Gradient 0.00 5 1.000 0.044 0.10 5 1.038 0.046 0.20 5 1.075 0.047 0.30 5 1.113 0.049 0.40 5 1.150 0.051 a.so 5 1.188 0.052 0.60 5 1.225 0.054 0.70 5 1.263 0.056 0.80 5 1.300 0.057 0.833 5 1.312 0.058 0.90 5 1.338 0.059 1.00 5 1.375 0.061 1.10 5 1.413 0.062 1.20 5 1.450 0.064 1.30 5 1.488 0.066 1.40 5 1.525 0.067 bl-IA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, suNeying Drainage Study --·---------~~- I I I I I I I I I I I I I I I I I I I *From GeoSoils Report for Feasibility Infiltration Testing, see References. Table S.C-Basin 4, Capacity of 0.5"-dia Draindown Orifice Plate Using standard submerged Orifice Flow equation {6-12) Q=C0A{2gH)0·5 Basin Orifice Size (Diameter) Coefficient Head {ft) Depth (ft) Dia.(ft) Area {sf) 0.0 0.04166 0.00136 0.603 2.667 0.1 0.04166 0.00136 0.603 2.767 0.2 0.04166 0.00136 0.603 2.867 0.3 0.04166 0.00136 0.603 2.967 0.4 0.04166 0.00136 0.603 3.067 0.5 0.04166 0.00136 0.603 3.167 0.6 0.04166 0.00136 0.603 3.267 0.7 0.04166 0.00136 0.603 3.367 0.8 0.04166 0.00136 0.603 3.467 0.833 0.04166 0.00136 0.603 3.500 0.9 0.04166 0.00136 0.603 3.567 1.0 0.04166 0.00136 0.603 3.667 1.1 0.04166 0.00136 0.603 3.767 1.2 0.04166 0.00136 0.603 3.867 1.3 0.04166 0.00136 0.603 3.967 1.4 0.04166 0.00136 0.603 4.067 Table S.D-Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 381 Elev Volume CF Depth Vlume acre-ft Outflow 189.6 273.05 0 0.006 0.044 189.7 312.02 0.1 0.007 0.046 189.8 352.73 0.2 0.008 0.047 189.9 395.18 0.3 0.009 0.049 190.0 439.37 0.4 0.010 0.051 190.1 485.30 0.5 0.011 0.052 190.2 532.97 0.6 0.012 0.054 190.3 582.38 0.7 0.013 0.056 190.4 633.53 0.8 0.015 0.057 190.433 650.79 0.833 0.015 0.058 190.5 686.42 0.9 0.016 0.288 190.6 741.05 1.0 0.017 0.961 190.7 797.42 1.1 0.018 1.883 190.8 855.53 1.2 0.020 2.999 0drain {cfs) 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.013 0.013 0.013 0.013 0.013 Total Storage in Soil Media*** bHA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 49 I I I I I I I I I I I I I I I I I I I 190.9 915.38 1.3 0.021 4.278 191.0 976.97 1.4 0.022 5.703 ***assuming 30% Void Ratio in Gravel Layer and 25% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Using Darcy's Law to calculate time required to drain 10" of pond depth: 381 Basin Bottom Area (sf): ____ _, 651 Basin Volume@ 10" Depth (cf): 1-----t 2.667 Depth of Engineered Soil above Outlet Point (ft): 5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/hr): Q= KIA; where I= Hydraulic Gradient above outlet point 0.06 Q at outlet point (cfs) 3.12 Drawdown Time (hrs)< 72 hrs b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 50 I I I I I I I I I I I I I I I I I I I Basin 5 (Node 39): Table 6.0-Detention Flow Results Summary-100 Year Total Site (cfs} QIN Oour l\Q <lExtSTING 3.61 Basin 5 0.62 0.53 0.09 QPROPOSED 5.50 QDETAINED 3.32 Table 6.A-Basin 5, Overflow Capacity of 12"x12" Brooks Catch Basin Outlet Using Broad Crested Weir Formula equation (6-10) Q=CLH1·5 where Coefficient C is 3.3. Basin Elev Coefficient Weir Length H (ft) Q(cfs) (ft) 0.833 3.3 4 0 0.00 0.9 3.3 4 0.067 0.23 1 3.3 4 0.167 0.90 1.1 3.3 4 0.267 1.82 1.2 3.3 4 0.367 2.93 1.3 3.3 4 0.467 4.21 1.4 3.3 4 0.567 5.64 Table 6.8-Flowrate Throu2h 32" En2ineered Soil Media to Native Soils, Q=KIA AsAstN= 200 Basin K (in/hr)* I, Hydraulic Q (cfs) Depth (ft) Gradient 0.00 5 1.000 0.023 0.10 5 1.038 0.024 0.20 5 1.075 0.025 0.30 5 1.113 0.026 0.40 5 1.150 0.027 0.50 5 1.188 0.027 0.60 5 1.225 0.028 0.70 5 1.263 0.029 0.80 5 1.300 0.030 0.833 5 1.312 0.030 0.90 5 1.338 0.031 1.00 5 1.375 0.032 1.10 5 1.413 0.033 1.20 5 1.450 0.034 1.30 5 1.488 0.034 1.40 5 1.525 0.035 bliA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 5 l I I I I I I I I I I I I I I I I I I I *From GeoSoils Report for Feasibility Infiltration Testing, see References. Table 6.C-Basin 5, Capacity of 0.5"-dia Draindown Orifice Plate Using standard submerged Orifice Flow equation (6-12) Q=C0A(2gH)°-5 Basin Orifice Size (Diameter) Coefficient Head (ft) Depth {ft) Dia.(ft) Area (sf) 0.0 0.04166 0.00136 0.603 2.667 0.1 0.04166 0.00136 0.603 2.767 0.2 0.04166 0.00136 0.603 2.867 0.3 0.04166 0.00136 0.603 2.967 0.4 0.04166 0.00136 0.603 3.067 0.5 0.04166 0.00136 0.603 3.167 0.6 0.04166 0.00136 0.603 3.267 0.7 0.04166 0.00136 0.603 3.367 0.8 0.04166 0.00136 0.603 3.467 0.833 0.04166 0.00136 0.603 3.500 0.9 0.04166 0.00136 0.603 3.567 1.0 0.04166 0.00136 0.603 3.667 1.1 0.04166 0.00136 0.603 3.767 1.2 0.04166 0.00136 0.603 3.867 1.3 0.04166 0.00136 0.603 3.967 1.4 0.04166 0.00136 0.603 4.067 Table 6.D-Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 200 Elev Volume CF Depth Vlume acre-ft Outflow 189.6 143.33 0 0.0033 0.023 189.7 164.23 0.1 0.0038 0.024 189.8 186.94 0.2 0.0043 0.025 189.9 211.45 0.3 0.0049 0.026 190.0 237.76 0.4 0.0055 0.027 190.1 265.87 0.5 0.0061 0.027 190.2 295.78 0.6 0.0068 0.028 190.3 327.50 0.7 0.0075 0.029 190.4 361.02 0.8 0.0083 0.030 190.433 372.48 0.833 0.0086 0.030 190.5 396.35 0.9 0.0091 0.260 190.6 433.47 1.0 0.0100 0.933 190.7 472.40 1.1 0.0108 1.854 0drain (ds) 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.013 0.013 0.013 0.013 0.013 Total Storage in Soil Media*** M-tA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study _J 52 l __ I I I I I I I I I I I I I I I I I 190.8 513.13 1.2 0.0118 2.968 190.9 555.67 1.3 0.0128 4.247 191.0 600.01 1.4 0.0138 5.671 ***assuming 30% Void Ratio in Gravel Layer and 25% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Using Darcy's Law to calculate time required to drain 10" of pond depth: 200 Basin Bottom Area (sf): 372 Basin Volume@ 10" Depth (cf): 2.667 Depth of Engineered Soil above Outlet Point (ft): 5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/hr): Q= KIA; where I= Hydraulic Gradient above outlet point 0.03 Q at outlet point (cfs) 3.41 Drawdown Time (hrs)< 72 hrs CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista b~A, Inc. I 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study -~ ~~~~~~~~~~~·~~~~~~~--~~~-~~--~~~~~~~~~~~-' 53 L____ I I I I I I I I I I I I I I I I I I I I Basin 6 (Node 19): Table 7.0-Detention Flow Results Summary-100 Year Total Site {cfs} OJN ClouT ~Q Uex1STING 3.61 Basin 6 0.86 0.7 0.16 QpROPOSED 5.50 CloETAINED 3.32 Table 7 A-Basin 6, Overflow Capacity of 12"x12" Brooks Catch Basin Outlet Using Broad Crested Weir Formula equation (6-10) Q=CLH1·5 where Coefficient C is 3.3. Basin Elev Coefficient Weir Length H (ft) Q (cfs) (ft) 0.833 3.3 4 0 0.00 0.9 3.3 4 0.067 0.23 1 3.3 4 0.167 0.90 1.1 3.3 4 0.267 1.82 1.2 3.3 4 0.367 2.93 1.3 3.3 4 0.467 4.21 1.4 3.3 4 0.567 5.64 Table 7 .B-Flowrate Through 32" Engineered Soil Media to Native Soils, Q=KIA AeAS1N= 381 Basin K (in/hr)* I, Hydraulic Q (cfs) Depth (ft) Gradient 0.00 5 1.000 0.044 0.10 5 1.038 0.046 0.20 5 1.075 0.047 0.30 5 1.113 0.049 0.40 5 1.150 0.051 0.50 5 1.188 0.052 0.60 5 1.225 0.054 0.70 5 1.263 0.056 0.80 5 1.300 0.057 0.833 5 1.312 0.058 0.90 5 1.338 0.059 1.00 5 1.375 0.061 1.10 5 1.413 0.062 1.20 5 1.450 0.064 1.30 5 1.488 0.066 1.40 5 1.525 0.067 M-1A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study ~~~~~~~~~~- I I I I I I I I I I I I I I I I I I *From GeoSoils Report for Feasibility Infiltration Testing, see References. Table 7.C-Basin 61 Capacity of 0.5"-dia Draindown Orifice Plate Using standard submerged Orifice Flow equation (6-12) Q=C0A(2gH)0·5 Basin Orifice Size (Diameter) Coefficient Head (ft) Depth (ft) Dia.(ft) Area (sf) 0.0 0.04166 0.00136 0.603 2.667 0.1 0.04166 0.00136 0.603 2.767 0.2 0.04166 0.00136 0.603 2.867 0.3 0.04166 0.00136 0.603 2.967 0.4 0.04166 0.00136 0.603 3.067 0.5 0.04166 0.00136 0.603 3.167 0.6 0.04166 0.00136 0.603 3.267 0.7 0.04166 0.00136 0.603 3.367 0.8 0.04166 0.00136 0.603 3.467 0.833 0.04166 0.00136 0.603 3.500 0.9 0.04166 0.00136 0.603 3.567 1.0 0.04166 0.00136 0.603 3.667 1.1 0.04166 0.00136 0.603 3.767 1.2 0.04166 0.00136 0.603 3.867 1.3 0.04166 0.00136 0.603 3.967 1.4 0.04166 0.00136 0.603 4.067 Table 7.D-Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 381 Elev Volume CF Depth Vlume acre-ft Outflow 189.6 273.05 0 0.006 0.044 189.7 312.02 0.1 0.007 0.046 189.8 352.73 0.2 0.008 0.047 189.9 395.18 0.3 0.009 0.049 190.0 439.37 0.4 0.010 0.051 190.1 485.30 0.5 0.011 0.052 190.2 532.97 0.6 0.012 0.054 190.3 582.38 0.7 0.013 0.056 190.4 633.53 0.8 0.015 0.057 190.433 650.79 0.833 0.015 0.058 190.5 686.42 0.9 0.016 0.288 190.6 741.05 1.0 0.017 0.961 190.7 797.42 1.1 0.018 1.883 190.8 855.53 1.2 0.020 2.999 0drain (ds) 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.013 0.013 0.013 0.013 0.013 Total Storage in Soil Media*** bl-tA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 55 I I I I I I I I I I I I I I I I I I 190.9 915.38 1.3 0.021 4.278 191.0 976.97 1.4 0.022 5.703 ***assuming 30% Void Ratio in Gravel Layer and 25% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Using Darcy's Law to calculate time required to drain 10" of pond depth: 381 Basin Bottom Area (sf): 1--------1 651 Basin Volume @ 10" Depth (d): -----I 2.667 Depth of Engineered Soil above Outlet Point (ft): t--------1 5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/hr): ......_ ___ ..., Q= KIA; where I= Hydraulic Gradient above outlet point 0.06 3.12 Q at outlet point (ds) Drawdown Time (hrs)< 72 hrs bl-IA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I I I I I I I I I I I I I I I I I I I Basin 7 (Node 23): Table 8.0-Detention Flow Results Summary-100 Year Total Site (cfs) QN Clour ~Q Oi:x1STING 3.61 Basin 7 0.51 0.22 0.29 QpROPOSED 5.50 0orrAINED 3.32 Table 8.A-Basin 7, Overflow Capacity of 12"x12" Brooks Catch Basin Outlet Using Broad Crested Weir Formula equation (6-10) Q=CLH 1·5 where Coefficient C is 3.3. Basin Elev Coefficient Weir Length H (ft) Q (cfs) (ft) 0.833 3.3 4 0 0.00 0.9 3.3 4 0.067 0.23 1 3.3 4 0.167 0.90 1.1 3.3 4 0.267 1.82 1.2 3.3 4 0.367 2.93 1.3 3.3 4 0.467 4.21 1.4 3.3 4 0.567 5.64 Table 8.B-Flowrate Through 32" Engineered Soil Media to Native Soils, Q=KIA AaAs1N= 172 Basin Depth K (in/hr)* I, Hydraulic Q {cfs) (ft) Gradient 0.00 5 1.000 0.020 0.10 5 1.038 0.021 0.20 5 1.075 0.021 0.30 5 1.113 0.022 0.40 5 1.150 0.023 0.50 5 1.188 0.024 0.60 5 1.225 0.024 0.70 5 1.263 0.025 0.80 5 1.300 0.026 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista bHA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study ~ .~~~~~~~~--~~~~~~~~~~~~~.-~ 57 L___ I I I I I I I I I I I I I I I I I I I 0.833 5 1.312 0.026 0.90 5 1.338 0.027 1.00 5 1.375 0.027 1.10 5 1.413 0.028 1.20 5 1.450 0.029 1.30 5 1.488 0.030 1.40 5 1.525 0.030 *From GeoSoils Report for Feasibility Infiltration Testing, see References. Table 8.C-Basin 7, Capacity of 0.5"-dia Draindown Orifice Plate Using standard submerged Orifice Flow equation (6-12) Q=C0A(2gH)0·5 Basin Depth Orifice Size (Diameter) Coefficient (ft) Dia.(ft) Area (sf) Head (ft) 0.0 0.04166 0.00136 0.603 2.667 0.1 0.04166 0.00136 0.603 2.767 0.2 0.04166 0.00136 0.603 2.867 0.3 0.04166 0.00136 0.603 2.967 0.4 0.04166 0.00136 0.603 3.067 0.5 0.04166 0.00136 0.603 3.167 0.6 0.04166 0.00136 0.603 3.267 0.7 0.04166 0.00136 0.603 3.367 0.8 0.04166 0.00136 0.603 3.467 0.833 0.04166 0.00136 0.603 3.500 0.9 0.04166 0.00136 0.603 3.567 1.0 0.04166 0.00136 0.603 3.667 1.1 0.04166 0.00136 0.603 3.767 1.2 0.04166 0.00136 0.603 3.867 1.3 0.04166 0.00136 0.603 3.967 1.4 0.04166 0.00136 0.603 4.067 Table 8.D-Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf)= 172 Elev Volume CF Depth Vlume acre-ft Outflow 189.6 123.27 0 0.0028 0.0199 Q drain (ds) 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.013 0.013 0.013 0.013 0.013 Total Storage in Soil Media*** bHA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study ____fssL_ I I I I I I I I I I I I I I I I I I I 189.7 141.33 0.1 0.0032 189.8 161.11 0.2 0.0037 189.9 182.61 0.3 0.0042 190.0 205.83 0.4 0.0047 190.1 230.77 0.5 0.0053 190.2 257.43 0.6 0.0059 190.3 285.81 0.7 0.0066 190.4 315.91 0.8 0.0073 190.433 326.22 0.833 0.0075 190.5 347.73 0.9 0.0080 190.6 381.27 1.0 0.0088 190.7 416.53 1.1 0.0096 190.8 453.51 1.2 0.0104 190.9 492.21 1.3 0.0113 191.0 532.63 1.4 0.0122 ***assuming 30% Void Ratio in Gravel Layer and 25% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: 0.0207 0.0214 0.0221 0.0229 0.0236 0.0244 0.0251 0.0259 0.0261 0.2555 0.9282 1.8492 2.9636 4.2422 5.6661 Using Darcy's Law to calculate time required to drain 10" of pond depth: 172 Basin Bottom Area (sf): 326 Basin Volume @ 10" Depth (cf): 2.667 Depth of Engineered Soil above Outlet Point (ft): 5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/hr): Q= KIA; where I= Hydraulic Gradient above outlet point ~ Q at outlet point (cfs) ~ Drawdown Time (hrs)< 72 hrs bliA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 59L__ I I I I I I I I I I I I I I I I I I I Basin 8 (Node 27): Table 9.0-Detention Flow Results Summary-100 Year Total Site (cfs) 0JN Qour t.Q Clex1STING 3.61 Basin 8 0.52 0.26 0.26 QPROPOSED 5.50 QoETAINED 3.32 Table 9.A-Basin 81 Overflow Capacity of 12"x12" Brooks Catch Basin Outlet Using Broad Crested Weir Formula equation (6-10) Q=CLH 1·5 where Coefficient C is 3.3. Basin Elev Coefficient Weir Length H (ft) Q (cfs) (ft) 0.833 3.3 4 0 0.00 0.9 3.3 4 0.067 0.23 1 3.3 4 0.167 0.90 1.1 3.3 4 0.267 1.82 1.2 3.3 4 0.367 2.93 1.3 3.3 4 0.467 4.21 1.4 3.3 4 0.567 5.64 Table 9.8-Flowrate Through 32" Engineered Soil Media to Native Soils. Q=KIA AaAS1N= 172 Basin Depth K (in/hr)* I, Hydraulic (ft) Gradient 0.00 5 1.000 0.10 5 1.038 0.20 5 1.075 0.30 5 1.113 0.40 5 1.150 0.50 5 1.188 0.60 5 1.225 0.70 5 1.263 0.80 5 1.300 0.833 5 1.312 0.90 5 1.338 1.00 5 1.375 1.10 5 1.413 1.20 5 1.450 1.30 5 1.488 1.40 5 1.525 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study Q (cfs) 0.020 0.021 0.021 0.022 0.023 0.024 0.024 0.025 0.026 0.026 0.027 0.027 0.028 0.029 0.030 0.030 bHA, Inc. land planning, civil engineering, surveying 60 L_ I I I I I I I I I I I I I I I I I I I *From GeoSoils Report for Feasibility Infiltration Testing, see References. Table 9.C-Basin 8, Capacity of 0.5"-dia Draindown Orifice Plate Using standard submerged Orifice Flow equation (6-12) Q=C0A(2gH)°-5 Basin Depth Orifice Size (Diameter) Coefficient Head (ft) (ft) Dia.(ft) Area (sf) 0.0 0.04166 0.00136 0.603 2.25 0.1 0.04166 0.00136 0.603 2.35 0.2 0.04166 0.00136 0.603 2.45 0.3 0.04166 0.00136 0.603 2.55 0.4 0.04166 0.00136 0.603 2.65 0.5 0.04166 0.00136 0.603 2.75 0.6 0.04166 0.00136 0.603 2.85 0.7 0.04166 0.00136 0.603 2.95 0.8 0.04166 0.00136 0.603 3.05 0.833 0.04166 0.00136 0.603 3.083 0.9 0.04166 0.00136 0.603 3.15 1.0 0.04166 0.00136 0.603 3.25 1.1 0.04166 0.00136 0.603 3.35 1.2 0.04166 0.00136 0.603 3.45 1.3 0.04166 0.00136 0.603 3.55 1.4 0.04166 0.00136 0.603 3.65 Table 9.D-Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf)= 172 Elev Volume CF Depth Vlume acre-ft Outflow 189.6 123.27 0 0.0028 0.0199 189.7 141.25 0.1 0.0032 0.0207 189.8 160.79 0.2 0.0037 0.0214 189.9 181.89 0.3 0.0042 0.0221 190.0 204.55 0.4 0.0047 0.0229 190.1 228.77 0.5 0.0053 0.0236 190.2 254.55 0.6 0.0058 0.0244 190.3 281.89 0.7 0.0065 0.0251 190.4 310.79 0.8 0.0071 0.0259 190.433 320.67 0.833 0.0074 0.0261 190.5 341.25 0.9 0.0078 0.2555 190.6 373.27 1.0 0.0086 0.9282 190.7 406.85 1.1 0.0093 1.8492 190.8 441.99 1.2 0.0101 2.9636 0drain (ds) 0.010 0.010 0.010 0.011 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.013 Total Storage in Soil Media*** b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 61 I I I I I I I I I I I I I I I I I 190.9 478.69 1.3 0.0110 4.2422 191.0 516.95 1.4 0.0119 5.6661 ***assuming 30% Void Ratio in Gravel Layer and 25% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Using Darcy's Law to calculate time required to drain 10" of pond depth: 172 Basin Bottom Area (sf): 1-------1 321 Basin Volume @ 10" Depth (cf): 1-------1 2.25 Depth of Engineered Soil above Outlet Point (ft): 1-------1 5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/hr): .__ ___ __. Q= KIA; where I= Hydraulic Gradient above outlet point 0.03 3.27 Q at outlet point (cfs) Drawdown Time (hrs)< 72 hrs ,/ CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista bf-tA, Inc. I 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study ~ ------------------------------------~____J 62 L____ I I I I I I I I I I I I I I I I I I I I Basin 9 (Node 31): Table 10.0-Detention Flow Results Summary-100 Year Total Site {cfs) ClJN Oour ~Q QEXISTING 3.61 Basin 9 0.37 0.12 0.25 QpROPOSED 5.50 CloETAINED 3.32 Table 10.A-Basin 9. Overflow Capacity of 12"x12" Brooks Catch Basin Outlet Using Broad Crested Weir Formula equation (6-10) Q=CLH1·5 where Coefficient C is 3.3. Basin Elev Coefficient Weir Length H (ft) Q (cfs) (ft) 0.833 3.3 4 0 0.00 0.9 3.3 4 0.067 0.23 1 3.3 4 0.167 0.90 1.1 3.3 4 0.267 1.82 1.2 3.3 4 0.367 2.93 1.3 3.3 4 0.467 4.21 1.4 3.3 4 0.567 5.64 Table 10.B-Flowrate Through 32" Engineered Soil Media to Native Soils, Q=KIA AsAS1N= 261 Basin K (in/hr)* I, Hydraulic Q (cfs) Depth (ft) Gradient 0.00 5 1.000 0.030 0.10 5 1.038 0.031 0.20 5 1.075 0.032 0.30 5 1.113 0.034 0.40 5 1.150 0.035 0.50 5 1.188 0.036 0.60 5 1.225 0.037 0.70 5 1.263 0.038 0.80 5 1.300 0.039 bliA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 63 L_ I I I I I I I I I I I I I I I I I I I 0.833 5 1.312 0.040 0.90 5 1.338 0.040 1.00 5 1.375 0.042 1.10 5 1.413 0.043 1.20 5 1.450 0.044 1.30 5 1.488 0.045 1.40 5 1.525 0.046 *From GeoSoils Report for Feasibility Infiltration Testing, see References. Table 10.C-Basin 9, Capacity of 0.5"-dia Draindown Orifice Plate Using standard submerged Orifice Flow equation (6-12) Q=CoA(2gH)°·5 Orifice Basin Size (Diameter) Coefficient Head (ft) Depth (ft) Dia.(ft) Area (sf) 0.0 0.04166 0.00136 0.603 2.25 0.1 0.04166 0.00136 0.603 2.35 0.2 0.04166 0.00136 0.603 2.45 0.3 0.04166 0.00136 0.603 2.55 0.4 0.04166 0.00136 0.603 2.65 0.5 0.04166 0.00136 0.603 2.75 0.6 0.04166 0.00136 0.603 2.85 0.7 0.04166 0.00136 0.603 2.95 0.8 0.04166 0.00136 0.603 3.05 0.833 0.04166 0.00136 0.603 3.083 0.9 0.04166 0.00136 0.603 3.15 1.0 0.04166 0.00136 0.603 3.25 1.1 0.04166 0.00136 0.603 3.35 1.2 0.04166 0.00136 0.603 3.45 1.3 0.04166 0.00136 0.603 3.55 1.4 0.04166 0.00136 0.603 3.65 Table 10.D-Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 261 I Elev I Volume CF I Depth I Vlume acre-ft I Outflow Udrain (cfs) 0.010 0.010 0.010 0.011 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.013 bl-tA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 64 L__ I I I I I I I I I I I I I I I I I I I 189.6 187.05 0 0.004 0.030 Total Storage in Soil Media*** 189.7 213.94 0.1 0.005 0.031 189.8 242.39 0.2 0.006 0.032 189.9 272.42 0.3 0.006 0.034 190.0 304.02 ' 0.4 0.007 0.035 190.1 337.19 0.5 0.008 0.036 190.2 371.93 0.6 0.009 0.037 190.3 408.24 0.7 0.009 0.038 190.4 446.12 0.8 0.010 0.039 190.433 458.97 0.833 0.011 0.040 190.5 485.58 0.9 0.011 0.269 190.6 526.60 1.0 0.012 0.942 190.7 569.20 1.1 0.013 1.864 190.8 613.36 1.2 0.014 2.979 190.9 659.10 1.3 0.015 4.258 191.0 706.41 1.4 0.016 5.682 ***assuming 30% Void Ratio in Gravel Layer and 25% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Using Darcy's Law to calculate time required to drain 10" of pond depth: 261 Basin Bottom Area (sf): 1-------1 459 Basin Volume@ 10" Depth (cf): 1-------1 2.25 Depth of Engineered Soil above Outlet Point (ft): 5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/hr): Q= KIA; where I= Hydraulic Gradient above outlet point ~ Q at outlet point (ds) ~ Drawdown Time (hrs)< 72 hrs bl-tA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, suNeying Drainage Study 65 l_ I I I I I I I I I I I I I I I I I I I Basin 10 (Node 35): Table 10.0-Detention Flow Results Summary-100 Year Total Site {cfs) QIN Oour ~Q QEXISTING 3.61 Basin 10 0.37 0.26 0.11 QPROPOSED 5.50 0oETAINED 3.32 Table 10.A-Basin 10, Overflow Capacity of 12"x12" Brooks Catch Basin Outlet Using Broad Crested Weir Formula equation (6-10) Q=CLH1·5 where Coefficient C is 3.3. Basin Elev Coefficient Weir Length H (ft) Q (cfs) (ft) 0.833 3.3 4 0 0.00 0.9 3.3 4 0.067 0.23 1 3.3 4 0.167 0.90 1.1 3.3 4 0.267 1.82 1.2 3.3 4 0.367 2.93 1.3 3.3 4 0.467 4.21 1.4 3.3 4 0.567 5.64 Table 10.B-Flowrate Through 32" Engineered Soil Media to Native Soils, Q=KIA AsAs1N= 182 Basin Depth K (in/hr)* I, Hydraulic (ft) Gradient 0.00 5 1.000 0.10 5 1.038 0.20 5 1.075 0.30 5 1.113 0.40 5 1.150 0.50 5 1.188 0.60 5 1.225 0.70 5 1.263 0.80 5 1.300 0.833 5 1.312 0.90 5 1.338 1.00 5 1.375 1.10 5 1.413 1.20 5 1.450 1.30 5 1.488 1.40 5 1.525 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study Q (cfs) 0.021 0.022 0.023 0.023 0.024 0.025 0.026 0.027 0.027 0.028 0.028 0.029 0.030 0.031 0.031 0.032 b~A, Inc. land planning, civil engineering, surveying 66 L__ I I I I I I I I I I I I I I I I I I I *From GeoSoils Report for Feasibility Infiltration Testing, see References. Table 10.C-Basin 10, Capacity of 0.5"-dia Draindown Orifice Plate Using standard submerged Orifice Flow equation (6-12) Q=C0A(2gH)0·5 Basin Depth Orifice Size (Diameter) Coefficient Head (ft) (ft) Dia.(ft) Area (sf) 0.0 0.04166 0.00136 0.603 2.25 0.1 0.04166 0.00136 0.603 2.35 0.2 0.04166 0.00136 0.603 2.45 0.3 0.04166 0.00136 0.603 2.55 0.4 0.04166 0.00136 0.603 2.65 0.5 0.04166 0.00136 0.603 2.75 0.6 0.04166 0.00136 0.603 2.85 0.7 0.04166 0.00136 0.603 2.95 0.8 0.04166 0.00136 0.603 3.05 0.833 0.04166 0.00136 0.603 3.083 0.9 0.04166 0.00136 0.603 3.15 1.0 0.04166 0.00136 0.603 3.25 1.1 0.04166 0.00136 0.603 3.35 1.2 0.04166 0.00136 0.603 3.45 1.3 0.04166 0.00136 0.603 3.55 1.4 0.04166 0.00136 0.603 3.65 Table 10.D-Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 182 Elev Volume CF Depth Vlume acre-ft Outflow 189.6 130.43 0 0.0030 0.0211 189.7 149.17 0.1 0.0034 0.0219 189.8 168.99 0.2 0.0039 0.0226 189.9 189.89 0.3 0.0044 0.0234 190.0 211.87 0.4 0.0049 0.0242 190.1 234.93 0.5 0.0054 0.0250 190.2 259.07 0.6 0.0059 0.0258 190.3 284.29 0.7 0.0065 0.0266 190.4 310.59 0.8 0.0071 0.0274 190.433 319.51 0.833 0.0073 0.0276 190.5 337.97 0.9 0.0078 0.2571 190.6 366.43 1.0 0.0084 0.9298 190.7 395.97 1.1 0.0091 1.8509 190.8 426.59 1.2 0.0098 2.9653 Qd,ain (cfs) 0.010 0.010 0.010 0.011 0.011 0.011 0.011 0.011 0.012 0.012 0.012 0.012 0.012 0.012 0.012 0.013 Total Storage in Soil Media*** b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study _J67L___ I I I I I I I I I I I I I I I I I I I 190.9 458.29 1.3 0.0105 191.0 491.07 1.4 0.0113 ***assuming 30% Void Ratio in Gravel Layer and 25% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: 4.2439 5.6678 Using Darcy's Law to calculate time required to drain 10" of pond depth: 182 Basin Bottom Area (sf): 1-----320 Basin Volume @ 10" Depth (cf): 1-----2.25 Depth of Engineered Soil above Outlet Point (ft): 1-----5 Assumed Soil Hydraulic Conductivity in Engineered Soil (in/hr): .__ ___ ___, Q= KIA; where I= Hydraulic Gradient above outlet point 0.03 3.07 Q at outlet point (cfs) Drawdown Time (hrs)< 72 hrs bkA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 68 I I I I I I I I I I I I I I I I I I I STORAGE BASIN HYDROGRAPH ROUTING MODEL: Basin 1 (Node 3): **************************************************************************** HYDRAULICS ELEMENTS -II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY************************** * Basin 1-Detention Calculations * * 100 Year Storm * * Buena Vista, Carlsbad CA * ************************************************************************** FILE NAME: 1289DT01.DAT TIME/DATE OF STUDY: 08:26 03/03/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS= 35 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 11.000 ASSUMED INITIAL DEPTH(FEET} IN STORAGE BASIN= 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1: 0.00* 2: 0.00* 3: 0.00* * 4; 0.00* 5: 0.00* 6: 0.00* * 7: 0.00* 8: 0.00* 9: 0.00* * 10: 0.00* 11: 0.00* 12: 0.00* * 13: 0.00* 14: 0.00* 15: 0.00* * 16: 0.00* 17: 0.00* 18: 0.00* * 19: 0.00* 20: 0.00* 21: 0.10* * 22: 0.10* 23: 0.10* 24: 0.44* * 25: 0.10* 26: 0.00* 27: 0.00* * 28: 0.00* 29: 0.00* 30: 0.00* * 31: 0.00* 32: 0.00* 33: 0.00* * 34: 0.00* 35: 0.00* DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES= 15 *BASIN-DEPTH STORAGE * (FEET} (ACRE-FEET} * 0.000 0.000 OUTFLOW **BASIN-DEPTH STORAGE (CFS} ** (FEET} (ACRE-FEET} 0.000** 0.100 0.003 OUTFLOW * (CFS} * 0.021* CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 69 L_ I I I I I I I I I I I I I I I I I I I * 0.200 0.004 0.022** 0.300 0.004 0.022* * 0.400 0.005 0.023** 0.500 0.005 0.024* * 0.600 0.006 0.024** 0.700 0.006 0.025* * 0.800 0.007 0.026** 0.900 0.008 0.256* * 1. 000 0.008 0.928** 1.100 0.009 1.849* * 1. 200 0.010 2.964** 1. 300 0.011 4.242* * 1. 400 0.012 5.662** **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW INTERVAL {S-O*DT/2) NUMBER (ACRE-FEET) 1 0.00000 2 0.00284 3 0.00383 4 0.00403 5 0.00453 6 0.00502 7 0.00561 8 0.00621 9 0.00690 10 0.00576 11 0.00137 12 -0.00481 AND DEPTH ROUTING {S+O*DT/2) (ACRE-FEET) 0.00000 0.00316 0.00417 0.00437 0.00487 0.00538 0.00599 0.00659 0.00730 0.00964 0.01543 0.02321 13 -0.01255 0.03235 14 -0.02144 0.04284 15 -0.03129 0.05449 VALUES: WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) (ACRE-FT) 0. 0. 0. 0. 0.18 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.37 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.55 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.73 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0 .00] 0.92 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 1.10 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1.28 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] o. b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 70 I I I I I I I I I I I I I I I I I I I 1. 47 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0. 00] 1. 65 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. 83 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.02 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.20 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.38 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 2.57 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.75 0.00 o.oo 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.93 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 3.12 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 3.30 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 3.48 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 3.67 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 3.85 0.10 0.01 0.001 0 I. [BASIN DEPTH(FEET) = 0.05] 4.03 0.10 0.02 0.003 .0 I. [BASIN DEPTH(FEET) = 0.09] 4.22 0.10 0.02 0.004 .o I. [BASIN DEPTH(FEET) = 0.19] EJr;.,:;'t];,~~~~;;}fJ;;;r:1;~.:; :"&f;fs"0o:~· :-;-::-:·':'.:;~ !_~r-"·, :.· \JID·Jt· ·- 4 .58 0.10 0.03 0.006 .o I. [BASIN DEPTH(FEET) = 0.71] 4.77 0.00 0.02 0.006 IO [BASIN DEPTH(FEET) = 0.65] 4.95 0.00 0.02 0.006 IO [BASIN DEPTH(FEET) = 0 .59] 5.13 0.00 0.02 0.005 IO [BASIN DEPTH(FEET) = 0. 53] 5.32 0.00 0.02 0.005 IO [BASIN DEPTH(FEET) = 0. 46] 5.50 0.00 0.02 0.005 IO [BASIN DEPTH (FEET) = 0.39] 5.68 0.00 0.02 0.004 IO [BASIN DEPTH(FEET) = 0.32] 5.87 0.00 0.02 0.004 IO [BASIN DEPTH(FEET) = 0.20] 6.o5· 0.00 0.02 0.004 IO [BASIN DEPTH (FEET) = 0 .16] 6.23 0.00 0.02 0.003 IO [BASIN DEPTH(FEET) = 0.13] 6.42 0.00 0.02 0.003 IO [BASIN DEPTH(FEET) = 0.10] b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 71 I I I I I I I I I I I I I I I I I I I Basin 2 (Node 7): **************************************************************************** HYDRAULICS ELEMENTS -II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY************************** * Basin 2-Detention Calculations * * 100 Year Storm * * Buena Vista, Carlsbad CA * ************************************************************************** FILE NAME: 1289DT02.DAT TIME/DATE OF STUDY: 14:39 03/02/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS= 25 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 16.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN= 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1: 0.00* 2: 0.00* 3: 0.00* * 4: 0.00* 5: 0.00* 6: 0.00* * 7: 0.00* 8: 0.00* 9: 0.00* * 10: 0.00* 11: 0.00* 12: 0.00* * 13: 0.00* 14: 0.00* 15: 0.10* * 16: 0.10* 17: 0.34* 18: 0.00* * 19: 0.00* 20: 0.00* 21: 0.00* * 22: 0.00* 23: 0.00* 24: 0.00* * 25: 0.00* DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES= 15 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) (ACRE-FEET) (CFS) ** * 0.000 0.000 0.000** * 0.200 0.004 0.021** * 0.400 0.005 0.023** * 0.600 0.007 0.024** * 0.800 0.009 0.026** * 1.000 0. 011 0.928** CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study (FEET) (ACRE-FEET) (CFS) * 0.100 0.003 0.020* 0.300 0.004 0.022* 0.500 0.006 0.023* 0.700 0.008 0.025* 0.900 0.010 0.255* 1.100 0. 013 1.849* b~A, Inc. land planning, civil engineering, surveying 71 I I I I I I I I I I I I I I I I I I I * * 1.200 1. 400 0.014 0 .017 2.963** 5.666** 1. 300 0.016 4.242* **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = INITIAL BASIN OUTFLOW(CFS) = 0.00 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-O*DT/2) {S+O*DT/2) NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.00298 0.00342 3 4 5 6 7 8 9 0.00357 0.00416 0.00485 0.00564 0.00653 0.00753 0.00862 0.00403 0.00464 0.00535 0.00616 0.00707 0.00807 0.00918 10 0.00719 0.01281 11 0.00108 0.02152 12 -0.00777 0.03297 13 -0.01855 0.04675 14 -0.03114 0.06234 15 -0.04513 0.07973 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "!"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) (ACRE-FT) 0. 0. 0. 0. 0.27 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 0.53 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.80 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 1. 07 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1.33 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 1. 60 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 1. 87 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 2.13 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.40 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2. 67 0.00 0.00 0.000 0 0. b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 73 I I I I I I I I I I I I I I I I I I I [BASIN DEPTH (FEET) = 0.00] 2.93 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 3.20 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0.00) 3.47 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 3.73 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 4.00 0.10 0.01 0.002 .o [BASIN DEPTH(FEET) = 0. 06) 4.27 0.10 0.02 0.004 0 [BASIN DEPTH(FEET) = 0.21] 14. 5·3-~-... ·o ·3·,r· ... : ,ca-· 15 .. ··,o· .. 009 .. "·· r:., ·.··~·:.dt{~it?:1 o.ik'.t':a e-Ei:¢i> :. ~ ();85] 4.80 0.00 0.02 0.008 [BASIN DEPTH(FEET) = 0. 68) 5.07 0.00 0.02 0.007 [BASIN DEPTH(FEET) = 0.62) 5.33 0.00 0.02 0.007 [BASIN DEPTH(FEET) = 0.57] 5.60 0.00 0.02 0.006 [BASIN DEPTH(FEET) = 0 .51] 5.87 0.00 0.02 0.005 [BASIN DEPTH(FEET) = 0.45] 6.13 0.00 0.02 0.005 [BASIN DEPTH(FEET) = 0.38] 6.40 0.00 0.02 0.004 [BASIN DEPTH(FEET) = 0.31] 6.67 0.00 0.02 0.004 [BASIN DEPTH(FEET) = 0.23] 6.93 0.00 0.02 0.004 [BASIN DEPTH(FEET) = 0 .16) CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 IO . I . I -. ' .·~o:\ ' ' ~!' ]~f-·::', :'.J; bHA, Inc. land planning, civil engineering, surveying 74 I I I I I I I I I I I I I I I I I I I Basin 3 (Node 11): **************************************************************************** HYDRAULICS ELEMENTS -II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** {c) Copyright 1983-2013 Advanced Engineering Software {aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY************************** * Basin 3-Detention Calculations * * 100 Year Storm * * Buena Vista, Carlsbad CA * ************************************************************************** FILE NAME: 1289DT03.DAT TIME/DATE OF STUDY: 14:56 03/02/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS= 53 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 7.000 ASSUMED INITIAL DEPTH{FEET) IN STORAGE BASIN= 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES (CFS): *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1: 0.00* 2: 0.00* 3: 0.00* * 4: 0.00* 5: 0.00* 6: 0.00* * 7: 0.00* 8: 0.00* 9: 0.00* * 10: 0.00* 11: 0.00* 12: 0.00* * 13: 0.00* 14: 0.00* 15: 0.00* * 16: 0.00* 17: 0.00* 18: 0.00* * 19: 0.00* 20: 0.00* 21: 0.00* * 22: 0.10* 23: 0.10* 24: 0.10* * 25: 0.10* 26: 0.10* 27: 0.10* * 28: 0.10* 29: 0.10* 30: 0.10* * 31: 0.10* 32: 0.10* 33: 0.10* * 34: 0.20* 35: 0.10* 36: 1.19* * 37: 0.20* 38: 0.10* 39: 0.10* * 40: 0.10* 41: 0.10* 42: 0.10* * 43: 0.00* 44: 0.00* 45: 0.00* * 46: 0.00* 47: 0.00* 48: 0.00* * 49: 0.00* 50: 0.00* 51: 0.00* * 52: 0.00* 53: 0.00* =======================================-----------------======-------==-=--= DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES= 15 bl-IA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, suNeying Drainage Study 75 I I I I I I I I I I I I I I I I I I I *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET} (ACRE-FEET} (CFS} ** (FEET} (ACRE-FEET} (CFS} * * 0.000 0.000 0.000** 0.100 0.007 0.047* * 0.200 0.008 0.049** 0.300 0.009 0.050* * 0.400 0. 011 0.052** 0.500 0.012 0.054* * 0.600 0.013 0.055** 0.700 0.014 0.057* * 0.800 0.016 0.059** 0.900 0.017 0.289* * 1. 000 0.019 0.963** 1.100 0.020 1.885* * 1.200 0.022 3.000** 1. 300 0.024 4.280* * 1. 400 0.025 5.705** **************************************************************************** INITIAL BASIN DEPTH(FEET} = 0.00 INITIAL BASIN STORAGE(ACRE-FEET} = 0.00 INITIAL BASIN OUTFLOW(CFS} = 0.00 BASIN STORAGE, OUTFLOW INTERVAL {S-O*DT/2) NUMBER (ACRE-FEET} 1 0.00000 2 0.00677 3 0.00776 4 0.00876 5 0.01075 AND DEPTH ROUTING {S+O*DT/2) (ACRE-FEET} 0.00000 0.00723 0.00824 0.00924 0. 01125 6 0.01174 0.01226 7 0.01273 0.01327 8 0.01373 0.01427 9 0.01572 0.01628 10 0.01561 0.01839 11 0.01436 0.02364 12 0.01091 0.02909 13 0.00754 0.03646 14 0.00337 0.04463 15 -0.00250 0.05250 VALUES: WHERE S=STORAGE(AF};O=OUTFLOW(AF/MIN.};DT=UNIT(MIN.} *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS} (ACRE-FT) 0. 0. 1. 1. 0.12 0.00 0.00 0.000 0 [BASIN DEPTH(FEET} = 0. 00] 0.23 0.00 0.00 0.000 0 [BASIN DEPTH(FEET} = 0.00] 0.35 0.00 0.00 0.000 0 [BASIN DEPTH(FEET} = 0.00] 0.47 0.00 0.00 0.000 0 [BASIN DEPTH(FEET} = 0.00] 0.58 0.00 0.00 0.000 0 [BASIN DEPTH (FEET} = 0. 00] 0.70 o.oo 0.00 0.000 0 1. b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 76 I I I I I I I I I I I I I I I I I I I [BASIN DEPTH(FEET) = 0. 00] 0.82 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.93 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0.00] 1.05 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 1.17 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 1.28 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. 40 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1.52 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0 .00] 1. 63 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. 75 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1.87 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. 98 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.10 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.22 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.33 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.45 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.57 0.10 0.01 0.001 0 r [BASIN DEPTH(FEET) = 0.01] 2.68 0.10 0.01 0.002 0 r [BASIN DEPTH(FEET) = 0.03] 2.80 0.10 0.02 0.003 0 I [BASIN DEPTH(FEET) = 0.04] 2.92 0.10 0.02 0.003 0 r [BASIN DEPTH(FEET) = 0.05] 3.03 0.10 0.03 0.004 0 r [BASIN DEPTH(FEET) = 0. 06] 3.15 0.10 0.03 0.005 0 I [BASIN DEPTH(FEET) = 0.07] 3.27 0.10 0.04 0.005 0 I [BASIN DEPTH(FEET) = 0.08] 3.38 0.10 0.04 0.006 .or [BASIN DEPTH(FEET) = 0. 09] 3.50 0.10 0.04 0.007 .or [BASIN DEPTH(FEET) = 0.09] 3.62 0.10 0.05 0.007 .or [BASIN DEPTH(FEET) = 0.11] 3.73 0.10 0.05 0.008 .OI [BASIN DEPTH(FEET) = 0 .16] 3.85 0.10 0.05 0.008 .or [BASIN DEPTH(FEET) = 0.21] 3.97 0.20 0.05 0.010 .0 [BASIN DEPTH(FEET) = 0.33] CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study r bHA, Inc. land planning, civil engineering, surveying 77 I I I I I I I I I I I I I I I I I 4.08 0.10 0.05 0.010 .OI [BASIN DEPTH(FEET) = 0.35) 4~20 1.19 0~66 0.018 . .. o I [BASIN DE_PTH (FEET) = 0. 95] 4.32 0.20 0.12 0.016 0 I [BASIN DEPTH(FEET) = 0.83) 4.43 0.10 0.10 0.016 0 [BASIN DEPTH(FEET) = 0.82) 4.55 0.10 0.10 0.016 0 [BASIN DEPTH(FEET) = 0. 82) 4.67 0.10 0.10 0.016 0 [BASIN DEPTH(FEET) = 0.82) 4.78 0.10 0.10 0.016 0 [BASIN DEPTH(FEET) = 0.82] 4.90 0.10 0.10 0.016 0 [BASIN DEPTH(FEET) = 0.82) 5.02 0.00 0.06 0.015 IO [BASIN DEPTH(FEET) = 0.77] 5.13 0.00 0.06 0.015 IO [BASIN DEPTH(FEET) = 0.74) 5.25 0.00 0.06 0.014 IO [BASIN DEPTH (FEET) = 0.71) 5.37 0.00 0.06 0.014 IO [BASIN DEPTH(FEET) = 0. 68) 5.48 0.00 0.06 0.013 IO [BASIN DEPTH(FEET) = 0. 62] 5.60 0.00 0.05 0. 013 IO [BASIN DEPTH(FEET) = 0.57) 5. 72 0.00 0.05 0.012 IO [BASIN DEPTH(FEET) = 0.52) 5.83 0.00 0.05 0.012 IO [BASIN DEPTH(FEET) = 0. 46) 5.95 0.00 0.05 o. 011 IO [BASIN DEPTH (FEET) = 0.41) 6.07 0.00 0.05 0. 011 IO [BASIN DEPTH(FEET) = 0.38] 6.18 0.00 0.05 0.010 IO [BASIN DEPTH(FEET) = 0. 36) CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista b~A, Inc. I 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study ~ ~~~~~~~~~~~~~~~~~--~~~~~~~-_J 78 L___ I I I I I I I I I I I I I I I I I I I I Basin 4 (Node 15): **************************************************************************** HYDRAULICS ELEMENTS -II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY************************** * Basin 4-Detention Calculations * * 100 Year Storm * * Buena Vista, Carlsbad CA * ************************************************************************** FILE NAME: 1289DT04.DAT TIME/DATE OF STUDY: 15:03 03/02/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS= 42 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 9.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN= 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1: 0.00* 2: 0.00* 3: 0.00* * 4: 0.00* 5: 0.00* 6: 0.00* * 7: 0.00* 8: 0.00* 9: 0.00* * 10: 0.00* 11: 0.00* 12: 0.00* * 13: 0.00* 14: 0.00* 15: 0.00* * 16: 0.00* 17: 0.00* 18: 0.00* * 19: 0.10* 20: 0.10* 21: 0.10* * 22: 0.10* 23: 0.10* 24: 0.10* * 25: 0.10* 26: 0.10* 27: 0.20* * 28: 0.10* 29: 0.95* 30: 0.10* * 31: 0.10* 32: 0.10* 33: 0.10* * 34: 0.00* 35: 0.00* 36: 0.00* * 37: 0.00* 38: 0.00* 39: 0.00* * 40: 0.00* 41: 0.00* 42: 0.00* DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES= 15 *BASIN-DEPTH STORAGE * (FEET) (ACRE-FEET) * 0.000 0.000 OUTFLOW **BASIN-DEPTH STORAGE (CFS) ** (FEET) (ACRE-FEET) OUTFLOW (CFS) * * 0.000** 0.100 0.007 0.046* bl-tA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, suNeying Drainage Study 79 I I I I I I I I I I I I I I I I I I I * 0.200 0.008 0.047** 0.300 0.009 0.049* * 0.400 0.010 0.051** 0.500 0. 011 0.052* * 0.600 0.012 0.054** 0.700 0.013 0.056* * 0.800 0.015 0.057** 0.900 0.016 0.288* * 1. 000 0.017 0.961** 1.100 0.018 1.883* * 1.200 0.020 2.999** 1. 300 0.021 4.278* * 1. 400 0.022 5.703** **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = INITIAL BASIN OUTFLOW(CFS) = 0.00 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-O*DT/2) {S+O*DT/2) NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.00671 0.00729 3 0.00771 0.00829 4 5 6 7 8 9 10 11 12 13 14 0.00870 0.00968 0.01068 0.01167 0.01265 0.01465 0.01421 0. 01104 0.00633 0.00141 -0.00552 0.00930 0.01032 0. 01132 0.01233 0. 01335 0.01535 0.01779 0.02296 0. 02967 0.03859 0.04752 15 -0.01335 0.05735 WHERE S=STORAGE(AF) ;O=OUTFLOW(AF/MIN.) ;DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) (ACRE-FT) 0. 0. 0. 1. 0.15 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.30 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0.00] 0.45 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0.00] 0.60 o.oo 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.75 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0.00] 0.90 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. 05 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. bliA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 80 I I I I I I I I I I I I I I I I I I I 1.20 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 1. 35 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. 50 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. 65 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. 80 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. 95 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.10 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 2.25 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 2.40 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.55 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.70 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.85 0.10 0.01 0.001 0 I [BASIN DEPTH(FEET) = 0.02] 3.00 0.10 0.02 0.002 0 I [BASIN DEPTH(FEET) = 0.03] 3.15 0.10 0.02 0.003 0 I [BASIN DEPTH(FEET) = 0.05] 3.30 0.10 0.03 0.004 0 I [BASIN DEPTH(FEET) = 0.06] 3.45 0.10 0.03 0.005 .0 I [BASIN DEPTH(FEET) = 0.07) 3.60 0.10 0.04 0.006 .0 I [BASIN DEPTH(FEET) = 0.08] 3.75 0.10 0.04 0.007 .0 I [BASIN DEPTH(FEET) = 0.09) 3.90 0.10 0.05 0.007 .0 I [BASIN DEPTH(FEET) = 0.13) 4.05 0.20 0.05 0.009 .O I [BASIN DEPTH(FEET) = 0.32) 4.20 0.10 0.05 0.010 .O I [BASIN DEPTH(FEET) = 0.38) u~G~'.7~:t~~l~I~:};~c:~~~];]~J~:~·:;~;:'Q~:r:;; ·:~, · -~:::-:.,'.~~·~;:~~':'.z:.:·~~.:K~·:;:~,~::-r:?.::.·:~:,i 4.50 0.10 0.06 0.013 .O I [BASIN DEPTH(FEET) = 0.70) 4.65 0.10 0.06 0.014 .0 I [BASIN DEPTH(FEET) = 0.73) 4.80 0.10 0.06 0.014 .0 I [BASIN DEPTH(FEET) = 0.75] 4.95 0.10 0.06 0.015 .O I [BASIN DEPTH(FEET) = 0.78] 5.10 0.00 0.06 0.014 IO [BASIN DEPTH(FEET) = 5.25 0.00 0.06 [BASIN DEPTH(FEET) = 5.40 0.00 0.06 0.74] 0.013 IO 0.71] 0.013 IO CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bl-tA, Inc. land planning, civil engineering, surveying sit._ I I I I' I I I I I I I I I I I I I I [BASIN DEPTH(FEET) = 0. 65) 5.55 0.00 0.05 0.012 [BASIN DEPTH(FEET) = 0.58] 5.70 0.00 0.05 0. 011 [BASIN DEPTH(FEET) = 0.52] 5. 85 0.00 0.05 0. 011 [BASIN DEPTH(FEET) = 0.45] 6.00 0.00 0.05 0.010 [BASIN DEPTH(FEET) = 0. 39] 6.15 0.00 0.05 0.009 [BASIN DEPTH(FEET) = 0.33] 6.30 0.00 0.05 0.009 [BASIN DEPTH(FEET) = 0.27] CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study IO IO IO IO IO IO b~A, Inc. land planning, civil engineering, surveying ~~~~--~~~~~.~~~~~~~~~~~~~~--~~~~~~~~~~~~~~~---' I 82 L__ I I I I I I I I I I I I I I I I I I Basin 5 (Node 39): **************************************************************************** HYDRAULICS ELEMENTS -II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY************************** * Basin 5-Detention Calculations * * 100 Year Storm * * Buena Vista, Carlsbad CA ************************************************************************** FILE NAME: 1289DT05.DAT TIME/DATE OF STUDY: 15:11 03/02/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS= 42 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 9.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN= 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL * NUMBER * 1: * 4: * 7: * 10: * 13: * 16: * 19: * 22: * 25: * 28: * 31: * 34: * 37: * 40: FLOW * INTERVAL (CFS) * NUMBER 0.00* 2: 0.00* 5: 0.00* 8: 0.00* 11: 0.00* 14: 0.00* 17: 0.00* 20: 0.00* 23: 0.10* 26: 0.10* 29: 0.10* 32: 0.00* 35: 0.00* 38: 0.00* 41: FLOW *INTERVAL (CFS) * NUMBER 0.00* 3: 0.00* 6: 0.00* 9: 0.00* 12: 0.00* 15: 0.00* 18: 0.00* 21: 0.00* 24: 0.10* 27: 0.62* 30: 0.00* 33: 0.00* 36: 0.00* 39: 0.00* 42: FLOW * (CFS) * 0.00* 0.00* 0.00* 0.00* 0.00* 0.00* 0.00* 0.10* 0.10* 0.10* 0.00* 0.00* 0.00* 0.00* ============================================================================ DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES= 15 *BASIN-DEPTH STORAGE * (FEET) (ACRE-FEET) * 0.000 0.000 OUTFLOW **BASIN-DEPTH STORAGE (CFS) ** (FEET) (ACRE-FEET) 0.000** 0.100 0.004 OUTFLOW * (CFS) * 0.024* b~A, Inc. * CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 83 I I I I I I- I I I I I I I I I I I I * 0.200 0.004 0.025** 0.300 0.005 0. 026* * 0.400 0.005 0.027** 0.500 0.006 0.027* * 0.600 0.007 0.028** 0.700 0.007 0.029* * 0.800 0.008 0.030** 0.900 0.009 0.260* * 1.000 0.010 0.933** 1.100 0.011 1.854* * 1.200 0.012 2.968** 1.300 0.013 4.247* * 1.400 0.014 5.671** **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-O*DT/2) {S+O*DT/2) NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.00365 0.00395 3 0.00415 0.00445 4 5 6 7 8 9 10 11 12 0.00474 0.00533 0.00593 0.00663 0.00732 0 .00811 0.00749 0.00422 -0.00069 0.00506 0.00567 0.00627 0.00697 0.00768 0.00849 0.01071 0.01578 0.02229 13 -0.00660 0.03020 14 -0.01352 0.03912 15 -0.02135 0.04895 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) (ACRE-FT) o. 0. 0. 0. 0.15 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.30 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.45 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.60 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 0.75 0.00 o.oo 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 0.90 0. 00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. 05 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 1. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista bHA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study ~ ~~~~~~--~~~~~-~~~~~~~--~~~~ 84 t___ I I- I I I I I I I I I I I I I I I I 1.20 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0. 00 l 1.35 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0. 00] 1. 50 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 1. 65 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 1.80 0.00 0.00 0.000 o [BASIN DEPTH(FEET) = 0.00) 1.95 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 2.10 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 2.25 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 2.40 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.55 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.70 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.85 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00) 3.00 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 3.15 0.00 o.oo 0.000 O [BASIN DEPTH(FEET) = 0.00] 3.30 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 3.45 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 3.60 0.10 0.01 0.001 0 I [BASIN DEPTH(FEET) = 0.03] 3.75 0.10 0.01 0.002 0 I [BASIN DEPTH(FEET) = 0.06] 3.90 0.10 0.02 0.003 .0 I [BASIN DEPTH(FEET) = 0.09] 4.05 0.10 0.02 0.004 .0 I [BASIN DEPTH(FEET) = 0.19] 4.20 0.10 0.03 0.005 .0 I [BASIN DEPTH(FEET) = 0.35] !t:..,.3"'5,......,.,...,."'0-62--~.,..,.-53 .. ,,. ---,··o"' O'(i9'., >; .... ~.---, ., .. ' '~'""" ..... W-Vi·"··-,----~V-"<'•".:o'•C·N~ I r;:.;T::z:stt~i~ltii~iiC:~itibiD ::.!}{,,11 -., ) ;i,_;,c-_ :.~.--, ••. -~:.:;.,~;{,.-;.'.;,£~.:, ,-:. ··' ~j;:.::,;~ 4.50 0.10 0.03 0.007 .0 I [BASIN DEPTH(FEET) = 0.67] 4.65 0.10 0.03 0.008 .0 I [BASIN DEPTH(FEET) = 0.78] 4.80 0.00 0.03 0.008 IO [BASIN DEPTH(FEET) = 0.73] 4.95 0.00 0.03 0.007 IO [BASIN DEPTH(FEET) = 0.69] 5.10 0.00 0.03 0.007 IO [BASIN DEPTH(FEET) = 0.64] 5.25 0.00 0.03 0.007 IO [BASIN DEPTH(FEET) = 0.59] 5.40 0.00 0.03 0.006 IO CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study b~A, Inc. land planning, civil engineering, surveying 85 I I I I I I I I I I I I I I I I I I I [BASIN DEPTH(FEET) = 0.54] 5.55 0.00 0.03 0.006 [BASIN DEPTH(FEET) = 0. 49] 5.70 0.00 0.03 0.006 [BASIN DEPTH(FEET) = 0.43] 5.85 0.00 0.03 0.005 [BASIN DEPTH(FEET) = 0.37] 6.00 o.oo 0.03 0.005 [BASIN DEPTH(FEET) = 0.32] 6.15 0.00 0.03 0.005 [BASIN DEPTH(FEET) = 0.27] 6.30 0.00 0.03 0.004 [BASIN DEPTH(FEET) = 0.21] CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study IO IO IO IO IO IO bHA, Inc. land planning, civil engineering, surveying 86 L_ I I I I I I I I I I I I I I I I I I I Basin 6 (Node 19): **************************************************************************** HYDRAULICS ELEMENTS -II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY************************** * Basin 6-Detention Calculations * * 100 Year Storm * * Buena Vista, Carlsbad CA ************************************************************************** FILE NAME: 1289DT06.DAT TIME/DATE OF STUDY: 16:04 03/02/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS= 38 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 10.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN= 0.00 ---------------------------------------------------------------------------- ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1: 0.00* 2: 0.00* 3: 0.00* * 4: 0.00* 5: 0.00* 6: 0.00* * 7: 0.00* 8: 0.00* 9: 0.00* * 10: 0.00* 11: 0.00* 12: 0.00* * 13: 0.00* 14: 0.00* 15: 0.00* * 16: 0.00* 17: 0.10* 18: 0.10* * 19: 0.10* 20: 0.10* 21: 0.10* * 22: 0.10* 23: 0.10* 24: 0.20* * 25: 0.10* 26: 0.86* 27: 0.10* * 28: 0.10* 29: 0.10* 30: 0.10* * 31: 0.00* 32: 0.00* 33: 0.00* * 34: 0.00* 35: 0.00* 36: 0.00* * 37: 0.00* 38: 0.00* ===========================----======~=-----=======------=====-----=======-- DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES= 15 ----------------------------------------------------------------------------*BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * * 0.000 0.000 0.000** 0.100 0.007 0.046* * 0.200 0.008 0.047** 0.300 0.009 0.049* bliA, Inc. * CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 87 I I I I I I I I I I I I I I I I I I I * 0.400 0.010 0.051** 0.500 0. 011 0.052* * 0.600 0.012 0.054** 0.700 0.013 0.056* * 0.800 0.015 0.057** 0.900 0.016 0.288* * 1. 000 0 .017 0.961** 1.100 0.018 1. 883* * 1.200 0.020 2.999** 1.300 0.021 4.278* * 1.400 0.022 5.703** **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-O*DT/2) {S+O*DT/2) NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.00668 0.00732 3 0.00768 0.00832 4 0.00866 0.00934 5 0.00965 0.01035 6 0.01064 0.01136 7 0.01163 0.01237 8 0.01261 0.01339 9 0.01461 0.01539 10 0.01402 0. 01798 11 0.01038 0.02362 12 0.00503 0.03097 13 -0.00065 0.04065 14 -0.00846 0.05046 15 -0.01728 0.06128 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME ---------------------------------------------------------------------------- TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) (ACRE-FT) 0.17 0.00 0.00 0.000 [BASIN DEPTH(FEET) = 0. 00) 0.33 0.00 0.00 0.000 [BASIN DEPTH(FEET) = 0.00) 0.50 0.00 0.00 0.000 [BASIN DEPTH(FEET) = 0.00] 0.67 0.00 0.00 0.000 [BASIN DEPTH(FEET) = 0. 00] 0.83 0.00 0.00 0.000 [BASIN DEPTH (FEET) = 0.00) 1.00 0.00 0.00 0.000 [BASIN DEPTH(FEET) = 0. 00) 1.17 o.oo 0.00 0.000 [BASIN DEPTH(FEET) = 0.00] 1.33 0.00 o.oo 0.000 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study 0. 0. 0. 1. 1. 0 0 0 0 0 0 0 0 bliA, Inc. land planning, civil engineering, surveying 88 I I I I I I I I I I I I I I I I I I I [BASIN DEPTH(FEET) = 0.00] 1.50 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. 67 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0.00] 1.83 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.00 0.00 o.oo 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.17 0.00 o.oo 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.33 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.50 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.67 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.83 0.10 0.01 0.001 0 I [BASIN DEPTH(FEET) = 0.02] 3.00 0.10 0.02 0.003 0 I [BASIN DEPTH(FEET) = 0.04] 3.17 0.10 0.02 0.004 0 I [BASIN DEPTH(FEET) = 0.05] 3.33 0.10 0.03 0.005 .o I [BASIN DEPTH(FEET) = 0.07] 3.50 0.10 0.04 0.006 .o I [BASIN DEPTH(FEET) = 0.08] 3.67 0.10 0.04 0.006 .0 I [BASIN DEPTH(FEET) = 0. 09] 3.83 0.10 0.05 0.007 .0 I [BASIN DEPTH(FEET) = 0.12] 4.00 0.20 0.05 0.009 .o [BASIN DEPTH(FEET) = 0.32) 4.17 0.10 0.05 0.010 .0 I [BASIN DEPTH(FEET) = 0. 39) rr~'~f.,.,,~~P¥~~;~:~~;~~~6r;~~:~7~1~~7~·o··rm~::':;: , • .:. ~-,; ~ ... ·.~h~I!i.lt:J.DEE:J.'H,,(f~E'.1:;,),~;;., .,:. ... ,~j-~ 4.50 0.10 0.06 0.013 OI [BASIN DEPTH(FEET) = 0. 68] 4.67 0.10 0.06 0.013 OI [BASIN DEPTH(FEET) = 0. 72] 4.83 0.10 0.06 0.014 OI [BASIN DEPTH(FEET) = 0. 75] 5.00 0.10 0.06 0.015 OI [BASIN DEPTH(FEET) = 0.78) 5.17 0.00 0.06 0.014 I 0 [BASIN DEPTH(FEET) = 0.74] 5.33 0.00 0.06 0.013 I 0 [BASIN DEPTH(FEET) = 0. 70) 5.50 0.00 0.05 0.012 [BASIN DEPTH(FEET) = 0. 63] 5. 67 0.00 0.05 0.012 [BASIN DEPTH(FEET) = 0.55] 5.83 0.00 0.05 0. 011 [BASIN DEPTH(FEET) = 0.48] 6.00 0.00 0.05 0.010 [BASIN DEPTH(FEET) = 0.41] CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study I 0 IO IO IO I. b~A, Inc. land planning, civil engineering, surveying 89 I I I I I I I I I I I I I I I I I I I 6.17 0.00 0.05 0.009 [BASIN DEPTH (FEET) = 0.34] 6.33 0.00 0.05 0.009 [BASIN DEPTH(FEET) = 0.27] 6.50 0.00 0.05 0.008 [BASIN DEPTH(FEET) = 0.21] 6.67 0.00 0.05 0.007 [BASIN DEPTH(FEET) = 0.14] 6.83 0.00 0.04 0.007 [BASIN DEPTH(FEET) = 0.10] 7.00 0.00 0.04 0.006 [BASIN DEPTH(FEET) = 0. 09] CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study IO IO IO IO IO IO bliA, Inc. land planning, civil engineering, suNeying 90 I I I I I I I I I I I I I I I I I I I Basin 7 (Node 23): **************************************************************************** HYDRAULICS ELEMENTS -II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY************************** * Basin 7-Detention Calculations * * 100 Year Storm * * Buena Vista, Carlsbad CA ************************************************************************** FILE NAME: 1289DT07.DAT TIME/DATE OF STUDY: 08:25 03/03/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS= 42 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 9.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN= 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES (CFS): *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1: 0.00* 2: 0.00* 3: 0.00* * 4: 0.00* 5: 0.00* 6: 0.00* * 7: 0.00* 8: 0.00* 9: 0.00* * 10: 0.00* 11: 0.00* 12: 0.00* * 13: 0.00* 14: 0.00* 15: 0.00* * 16: 0.00* 17: 0.00* 18: 0.00* * 19: 0.00* 20: 0.00* 21: 0.00* * 22: 0.00* 23: 0.00* 24: 0.00* * 25: 0.10* 26: 0.10* 27: 0.10* * 28: 0.00* 29: 0.51* 30: 0.10* * 31: 0.00* 32: 0.00* 33: 0.00* * 34: 0.00* 35: 0.00* 36: 0.00* * 37: 0.00* 38: 0.00* 39: 0.00* * 40: 0.00* 41: 0.00* 42: 0.00* =========-------=======================------------------------------------- DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES= 15 *BASIN-DEPTH STORAGE * (FEET) (ACRE-FEET) * 0.000 0.000 OUTFLOW **BASIN-DEPTH STORAGE (CFS) ** (FEET) (ACRE-FEET) 0.000** 0.100 0.003 OUTFLOW * (CFS) * 0.021* b~A, Inc. * CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 91 I I I I I I I I I I I I I I I I I I I * 0.200 0.004 0.021** 0.300 0.004 0.022* * 0.400 0.005 0.023** 0.500 0.005 0.024* * 0.600 0.006 0.024** 0.700 0.007 0.025* * 0.800 0.007 0.026** 0.900 0.008 0.255* * 1.000 0.009 0.928** 1.100 0.010 1.849* * 1.200 0.010 2.964** 1.300 O.Oll 4.242* * 1.400 0.012 5.666** **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-O*DT/2) {S+O*DT/2) NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.00307 0.00333 3 0.00357 0.00383 4 0.00406 0.00434 5 0.00456 0.00484 6 0.00515 0.00545 7 0.00575 0.00605 8 0.00644 0.00676 9 0.00714 0.00746 10 0.00642 0.00958 ll 0.00305 0.01455 12 -0.00186 0.02106 13 -0.00797 0.02877 14 -0.01499 0.03759 15 -0.02292 0.04732 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) {ACRE-FT) 0. 0. 0. 0. 0.15 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.30 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 0.45 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.60 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.75 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 0.90 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0.00] 1. 05 0.00 o.oo 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista bHA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying .~~~D_r_a_in_a_g_e_S_tu_d_y~~~.~~~~~~~~~~~~~~~~~~~~~~~~-~ I I I I I I I I I I I I I I I I I I I 1.20 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 1. 35 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 1. 50 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 1.65 0.00 0.00 0.000 o [BASIN DEPTH(FEET) = 0.00] 1.80 0.00 o.oo 0.000 O [BASIN DEPTH(FEET) = 0.00] 1.95 0.00 o.oo 0.000 O [BASIN DEPTH(FEET) = 0.00] 2.10 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.25 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.40 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.55 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.70 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.85 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 3.00 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 3.15 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 3.30 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 3.45 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 3.60 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 3.75 0.10 0.01 0.001 0 I [BASIN DEPTH(FEET) = 0.04) 3.90 0.10 0.01 0.002 0 I [BASIN DEPTH(FEET) = 0.07] 4.05 0.10 0.02 0.003 .0 I [BASIN DEPTH(FEET) = 0.12] 4.20 0.00 0.02 0.003 IO [BASIN DEPTH(FEET) = 0.10] ra~s.....,......,.·~·7!~5::t:"""""'."1'1'()~'2"-'''')"'•='"'i'"''0'-·01re·l"f'!_._,., .·.· .;-.· :::2,'o;;;;:~'.:.'<':r;_C -~:~".,;{'; ·:.n-:-;;:1'.?!t rc,-.v.--·~ .. ~·4',. .... _..!';'1'!'t---_,.,.{._,l"f!· 7H-:•:-. ~:, ~·~-~,:;~,.;~· .. -:J·1;I/;.,:::,~(.':...3•· ..... ;~-~---... __ ... _,.. .,_ -·· t· \. ~ :'.,. ~.,;.c, ..;..'..;,,'tfil\,S;m, :PJltlill!J!!:.(,f.EE:.'fL::.i;:i;. ·:: 10-..88.· 4.50 0.10 0.06 0.007 0 I [BASIN DEPTH(FEET) = 0.81] 4.65 0.00 0.03 0.007 IO [BASIN DEPTH(FEET) = 0.74] 4.80 0.00 0.03 0.007 [BASIN DEPTH(FEET) = 0.69] 4.95 0.00 0.02 0.006 [BASIN DEPTH(FEET) = 0. 65] 5.10 0.00 0.02 0.006 [BASIN DEPTH(FEET) = 0. 61] 5.25 0.00 0.02 0.006 [BASIN DEPTH(FEET) = 0. 56] 5. 40 0.00 0.02 0.005 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study IO IO IO IO IO bl-tA, Inc. land planning, civil engineering, surveying 93 I I I I I I I I I I I I I I I I I [BASIN DEPTH(FEET) = 0. 51) 5.55 0.00 0.02 0.005 IO [BASIN DEPTH(FEET) = 0. 46) 5.70 0.00 0.02 0.005 IO [BASIN DEPTH(FEET) = 0.41) 5.85 0.00 0.02 0.004 IO [BASIN DEPTH(FEET) = 0. 36) 6.00 0.00 0.02 0.004 IO [BASIN DEPTH(FEET) = 0.30) 6.15 0.00 0.02 0.004 IO [BASIN DEPTH(FEET) = 0.25) 6.30 0.00 0.02 0.004 IO [BASIN DEPTH(FEET) = 0.20) 6.45 0.00 0.02 0.003 IO [BASIN DEPTH(FEET) = 0.14) 6.60 0.00 0.02 0.003 IO [BASIN DEPTH(FEET) = 0.10) 6.75 0.00 0.02 0.003 IO [BASIN DEPTH(FEET) = 0. 09) 6.90 0.00 0.02 0.003 IO [BASIN DEPTH(FEET) = 0.08) 7.05 0.00 0.02 0.002 IO [BASIN DEPTH(FEET) = 0. 08) CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista bf..tA, Inc. I 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study ~ ~~~~-~~~~~~~~~~~~~~~~~~~~~_____J 94 L__ I I I I I I I I I I I I I I I I I I Basin 8 (Node 27): **************************************************************************** HYDRAULICS ELEMENTS -II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY************************** * Basin 8-Detention Calculations * * 100 Year Storm * * Buena Vista, Carlsbad CA ************************************************************************** FILE NAME: 1289DT08.DAT TIME/DATE OF STUDY: 16:31 03/02/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS= 42 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 9.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN= 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1: 0.00* 2: 0.00* 3: 0.00* * 4: 0.00* 5: 0.00* 6: 0.00* * 7: 0.00* 8: 0.00* 9: 0.00* * 10: 0.00* 11: 0.00* 12: 0.00* * 13: 0.00* 14: 0.00* 15: 0.00* * 16: 0.00* 17: 0.00* 18: 0.00* * 19: 0.00* 20: 0.00* 21: 0.00* * 22: 0.00* 23: 0.00* 24: 0.00* * 25: 0.10* 26: 0.10* 27: 0.10* * 28: 0.00* 29: 0.52* 30: 0.10* * 31: 0.00* 32: 0.00* 33: 0.00* * 34: 0.00* 35: 0.00* 36: 0.00* * 37: 0.00* 38: 0.00* 39: 0.00* * 40: 0.00* 41: 0.00* 42: 0.00* ---------------========--------==-=====------------------------------------- DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES= 15 *BASIN-DEPTH STORAGE * (FEET) (ACRE-FEET) * 0.000 0.000 OUTFLOW **BASIN-DEPTH STORAGE (CFS) ** (FEET) (ACRE-FEET) 0.000** 0.100 0.003 OUTFLOW * (CFS) * 0.021* CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista b~A, Inc. * I 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study ~ ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-_J 95 L___ I I I I I I I I I I I I I I I I I I I * 0.200 0.004 0.021** 0.300 0.004 0.022* * 0.400 0.005 0.023** 0.500 0.005 0.024* * 0.600 0.006 0.024** 0.700 0.007 0.025* * 0.800 0.007 0.026** 0.900 0.008 0.255* * 1.000 0.009 0.928** 1.100 0.009 1.849* * 1.200 0.010 2.964** 1.300 0. 011 4.242* * 1. 400 0.012 5.661** **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW INTERVAL {S-O*DT/2) NUMBER (ACRE-FEET) 1 0.00000 2 0.00307 3 0.00357 4 0.00406 5 0.00456 6 0.00515 7 0.00565 8 0.00634 9 0.00694 AND DEPTH ROUTING {S+O*DT/2) (ACRE-FEET) 0.00000 0.00333 0.00383 0.00434 0.00484 0.00545 0.00595 0.00666 0. 00726 10 0.00622 0.00938 11 0.00285 0.01435 12 -0.00216 0.02076 13 -0.00827 0.02847 14 -0.01529 0.03729 15 -0.02319 0.04699 VALUES: WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) (ACRE-FT) 0. 0. 0. 0. 0.15 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 0.30 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 0.45 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0 .00) 0.60 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.75 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 0.90 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1.05 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I I I I I I I· I I I I I I I I I I 1. 20 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0.00] 1. 35 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0 .00] 1. 50 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. 65 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 1. 80 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 1. 95 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0.00] 2.10 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.25 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 2.40 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.55 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0 .00] 2.70 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 2.85 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 3.00 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 3.15 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 3.30 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 3.45 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0 .00] 3.60 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 3.75 0.10 0.01 0.001 0 I [BASIN DEPTH(FEET) = 0.04] 3.90 0.10 0.01 0.002 0 I [BASIN DEPTH(FEET) = 0.07] 4.05 0.10 0.02 0.003 .o I [BASIN DEPTH(FEET) = 0.12] 4.20 0.00 0.02 0.003 IO [BASIN DEPTH(FEET) = 0.10] [''.:5{z~j~~w~~~~::;~;:[4~[~:0~01.::~~;:7; f::;}:~~:.~:;~·~}-::~(ff~}J:1::::~·?J:;;:2~::·D·.;t:,; 4.50 0.10 0.05 0.007 . 0 I [BASIN DEPTH(FEET) = 0.81] 4.65 0.00 0.03 0.007 IO [BASIN DEPTH(FEET) = 0.74] 4.80 0.00 0.03 0.006 IO [BASIN DEPTH(FEET) = 0.69] 4.95 0.00 0.02 0.006 IO [BASIN DEPTH(FEET) = 0.64) 5.10 0.00 0.02 0.006 IO [BASIN DEPTH(FEET) = 0.60) 5.25 0.00 0.02 0.005 IO [BASIN DEPTH(FEET) = 0.54] 5.40 0.00 0.02 0.005 IO CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way bliA, Inc. land planning, civil engineering, surveying Drainage Study ·~~~~~~~~-~ I I I I I I I I I I I I I I I I I I [BASIN DEPTH(FEET) = 0.48] 5.55 0.00 0.02 0.005 [BASIN DEPTH (FEET) = 0.43] 5.70 0.00 0.02 0.005 [BASIN DEPTH (FEET) = 0.38] 5.85 0.00 0.02 0.004 [BASIN DEPTH(FEET) = 0.33] 6.00 0.00 0.02 0.004 [BASIN DEPTH (FEET) = 0.27] 6.15 0.00 0.02 0.004 [BASIN DEPTH(FEET) = 0.22) 6.30 0.00 0.02 0.004 [BASIN DEPTH(FEET) = 0.17) CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study IO IO IO IO IO IO bHA, Inc. land planning, civil engineering, surveying 98 I I I I I I I I I I I I I I I I I I I Basin 9 (Node 31): **************************************************************************** HYDRAULICS ELEMENTS -II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY************************** * Basin 9-Detention Calculations * * 100 Year Storm * * Buena Vista, Carlsbad CA ************************************************************************** FILE NAME: 1289DT09.DAT TIME/DATE OF STUDY: 16:44 03/02/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS= 28 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 14.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN= 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES (CFS) : *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1: 0.00* 2: 0.00* 3: 0.00* * 4: 0.00* 5: 0.00* 6: 0.00* * 7: 0.00* 8: 0.00* 9: 0.00* * 10: 0.00* 11: 0.00* 12: 0.00* * 13: 0.00* 14: 0.00* 15: 0.00* * 16: 0.00* 17: 0.10* 18: 0.10* * 19: 0.37* 20: 0.10* 21: 0.00* * 22: 0.00* 23: 0.00* 24: 0.00* * 25: 0.00* 26: 0.00* 27: 0.00* * 28: 0.00* DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES= 15 ---------------------------------------------------------------------------- *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * * 0.000 0.000 0.000** 0.100 0.005 0.031* * 0.200 0.006 0.032** 0.300 0.006 0.034* * 0.400 0.007 0.035** 0.500 0.008 0.036* * 0.600 0.009 0.037** 0.700 0.009 0.038* * 0.800 0.010 0.039** 0.900 o. 011 0.269* bl-tA, Inc. * CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 99 I I I I I I I I I I I I I I I I I I I * * * 1. 000 1.200 1. 400 0.012 0.014 0.016 0.942** 2.979** 5.682** 1.100 1.300 0.013 0.015 1.864* 4.258* **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-O*DT/2) {S+O*DT/2) NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.00470 0.00530 3 0.00569 0.00631 4 0.00607 0.00673 5 0.00666 0.00734 6 0.00765 0.00835 7 0.00864 0.00936 8 0.00903 0.00977 9 0.00962 0.01038 10 0.00841 0.01359 11 0.00292 0.02108 12 -0.00497 0.03097 13 -0.01472 0. 04272 14 -0.02606 0.05606 15 -0.03879 0.07079 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) (ACRE-FT) 0. o. 0. 0. 0.23 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 0.47 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0.00] 0.70 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 0.93 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1.17 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0. 00] 1. 40 o.oo 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 1. 63 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1.87 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 2.10 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0 .00] o. b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 100 l_ I I I I I I I I I I I I I I I I I I I 2.33 0.00 0.00 0.000 0 0.00] 0.000 0 [BASIN DEPTH(FEET) = 2.57 0.00 0.00 [BASIN DEPTH(FEET) = 0.00] 2.80 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 3.03 0.00 0.00 0.000 o [BASIN DEPTH(FEET) = 0.00] 3.27 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00) 3.50 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00) 3.73 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00) 3.97 0.10 0.01 0.002 0 [BASIN DEPTH(FEET) = 0.04] 4.20 0.10 0.02 0.003 .o [BASIN DEPTH(FEET) = 0.07] r.-;(:f :J, ~-' [Q: ... ~J O • 0 4 0 . 0 10 0 [BASIN DEPTH(FEET) = 0.80] 4 67 0 10 lf.12:.':c '·".·?c ... ~ij''bla ; ,.,, - 11'' ,,,, • ...:'." "'·'~:..,;:;-;.,-;.;,.,,.,,,,,.E: .. P,,"'·H.1"""'E. ,T •• ).•:-, .,:,'. :o,:.a, 4']• . ·•",, •. r-_ :.' ._·5". -.:,u,_; .~1/~~1'4..~~ .-i-'!'_,·\'.C~ .• :: ;_~'.~-r • :.-..!.~;--~- 4. 90 0.00 0.04 0.009 I 0 [BASIN DEPTH(FEET) = 0.58) 5.13 0.00 0.04 0.008 I 0 [BASIN DEPTH(FEET) = 0.51) 5.37 0.00 0.04 0.007 I 0 [BASIN DEPTH(FEET) = 0.44) 5.60 0.00 0.03 0.007 I 0 [BASIN DEPTH(FEET) = 0.36] 5.83 0.00 0.03 0.006 I 0 [BASIN DEPTH(FEET) = 0.23] 6.07 0.00 0.03 0.005 I 0 [BASIN DEPTH(FEET) = 0.15] CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study I I I bf.IA, Inc. land planning, civil engineering, surveying 101 I I I I I I I I I I I I I I I I I I I Basin 10 (Node 35): **************************************************************************** HYDRAULICS ELEMENTS -II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, Inc 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ************************** DESCRIPTION OF STUDY************************** * Basin 10-Detention Calculations * * 100 Year Storm * * Buena Vista, Carlsbad CA ************************************************************************** FILE NAME: 1289DT10.DAT TIME/DATE OF STUDY: 08:05 03/03/2015 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS= 28 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 14.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN= 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1: 0.00* 2: 0.00* 3: 0.00* * 4: 0.00* 5: 0.00* 6: 0.00* * 7: 0.00* 8: 0.00* 9: 0.00* * 10: 0.00* 11: 0.00* 12: 0.00* * 13: 0.00* 14: 0.00* 15: 0.00* * 16: 0.00* 17: 0.10* 18: 0.10* * 19: 0.37* 20: 0.10* 21: 0.00* * 22: 0.00* 23: 0.00* 24: 0.00* * 25: 0.00* 26: 0.00* 27: 0.00* * 28: 0.00* DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES= 15 ----------------------------------------------------------------------------*BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * * 0.000 0.000 0.000** 0.100 0.003 0.022* * 0.200 0.004 0.023** 0.300 0.004 0.023* * 0.400 0.005 0.024** 0.500 0.005 0.025* * 0.600 0.006 0.026** 0.700 0.007 0.027* * 0.800 0.007 0.027** 0.900 0.008 0.257* bliA, Inc. * CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 102 I I I I I I I I I I I I I I I I I I I * * * 1.000 1.200 1. 400 0.008 0.010 O.Oll 0.930** 2.965** 5.668** 1.100 1.300 0.009 0.010 1.851* 4.244* **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL (S-O*DT/2} {S+O*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.00319 0.00361 3 0.00368 0.00412 4 0.00417 0.00463 5 0.00467 0.00513 6 0.00516 0.00564 7 0.00565 0.00615 8 0.00624 0.00676 9 0.00684 0.00736 10 0.00532 0.01028 11 -0.00057 0.01737 12 -0.00875 0.02695 13 -0.01879 0.03839 14 -0.03042 0.05142 15 -0.04335 0.06595 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN,);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "!"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) (ACRE-FT) 0. 0. 0. 0. 0.23 o.oo 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.47 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 0.70 0.00 o.oo 0.000 0 [BASIN DEPTH(FEET) = 0.00] 0.93 o.oo 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1.17 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 1. 40 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 1. 63 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 1.87 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 2.10 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00) 0. bHA, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 103 L_ I I I I I I I I I I I I I I I I I 2.33 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.57 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) = 0.00] 2.80 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0. 00] 3.03 0.00 o.oo 0.000 0 [BASIN DEPTH{FEET) = 0.00) 3.27 0.00 0.00 0.000 0 [BASIN DEPTH{FEET) = 0.00) 3.50 0.00 0.00 0.000 0 [BASIN DEPTH{FEET) = 0. 00) 3.73 0.00 o.oo 0.000 0 [BASIN DEPTH{FEET) = 0.00] 3.97 0.10 0.01 0.002 .o I [BASIN DEPTH(FEET) = 0.05] 4.20 0.10 0.02 0.003 .o I [BASIN DEPTH(FEET) = 0.10] , ... ,,.~f(~~~:r:,:'."'·, ~<r~.3~"t·:.-::-:t~:~'6\ .. )' :·tr~QOlL.:.· ':, :,: . . ' ' . , ~-;--:.,i:.~ :,:::<-,-: .0 ·-,4 ~ ); ., F' · : , " ..• ·;).EID\".$.l!'JH,)l-Jf.~ff (~m.'.!Jl ·. 5' "·., i,O i. .. 9.0:l 4. 67 0.10 0.03 0.007 0 I [BASIN DEPTH {FEET) = 0.77] 4.90 0.00 0.03 0.006 I 0 [BASIN DEPTH{FEET) = 0. 69) 5.13 o.oo 0.03 0.006 I 0 [BASIN DEPTH{FEET) = 0. 60) 5.37 0.00 0.03 0.005 I 0 [BASIN DEPTH(FEET) = 0. 50) 5.60 0.00 0.02 0.005 I 0 [BASIN DEPTH{FEET) = 0. 41] 5.83 0.00 0.02 0.004 I 0 [BASIN DEPTH{FEET) = 0.32] 6.07 0.00 0.02 0.004 IO [BASIN DEPTH (FEET) = 0 .23] 6.30 0.00 0.02 0.004 IO [BASIN DEPTH(FEET) = 0 .14] 6.53 0.00 0.02 0.003 IO [BASIN DEPTH{FEET) = 0.09) CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista bHA, Inc. I 1833 Buena Vista Way land planning, civil engineering, surveying ~~~~~D_ra_i_na_g_e_S_tu_d_y~~~~~~~~~~~~~~~~~~~~~~~~·~ I I I I I I I I I I I I I I I I I I I I IV. REFERENCES CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, suNeying 105 I I I I I I I I I I I I I I I I I I I N A Hyctologlc Sdl Groop-San o,ego Co,;nryArea. c amorna (Buena Vista) -----======-----------==========d"·~~ 15 30 60 90 o~---~~====!100~--------200~=========?~ Mop 1711j,dx,o; Wet,--., Orne-coordna."' WGS84 Ed,etics,un,, a,,ollNWGSM Natunl Rno1Xcn cons.rvxlon s.,.,-i.,.. Web Soll Survey N i:Cionai Coopera!Ne Soll Survey 7/112014 Page 1 d 4 b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 106 L_ I I I I I I I I I I I I I I I I I I I Hyaol09< Soil Gro.ip--San Oiego Counly Am C.ifomia (Bu<na \llslo) MAP LEGEND -oflnlwtsl{AOIJ D r--· meorr<...,.<AOI! • C,!) ... ,. loO RIiiing l'olygons • [il " [] Nolrtt.dornotavd1b&t ID Ml W1ttrf1•urn Sh,,m1N~ ~e It!! Ml oc El ct) IE D D ,...,_ ... .,_,,., lolRllllngU>n -" -Ml "" B "" BIO ...., C -ct) ,.., D 9o1Rllllng- 8 A • Ml • • BIO llllurol IIHWfcts ConHMlllon kVlct CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study Web Sal &lrvey NIIIOIIII CcoperatM, Soll Su1vey MAP INFORMATION I W1meng SO<l t.llp m1y na bt 111lll ti lhlS sctle , ! I E111arpemenl of mops beyond Ille setle d ""'l'l*'!I can cau,. ' ! ""'""dfflhnllng clllledelttl clm1ppmgond1ecuraeyo!sal l11e: ' placement The maps do not "'""lhesml! aretsd catlrlSbng 1• i I SO<IS 11111 C<>Uld hlM been.,,_ II I mere Clelllied 1Cale , ! --~ I Pleose rely on '1e bar scale a, etd:I mop 511eel tor map r =:me;: Ne!UOII Resources ConserVl!lon s.r..:. Ii Web SQII SuM)' URL· hl!p:/,wc,b,ol,ur;oy.m;und,.p Coordintlt Syolem Web Me,Cltor (EPSG 3857) Maps tom lhe Wtb Soil Survey Wt based on '1t Wrb Mtrcattr prqecbon, wt11ch J)feserves cired!m andohape but ostorts a.s1once and are• A p<oteca> 1h11 fl'.,.,....• "''"· such II the Albfflequ11-free conlcl)<ljtetien, Sll<luldbe U5'dKmoro tCOJtlle ca1<:u1111ons d dosl111ce et 1111 we re<J!nd. TIil, pn,dud Is gen en led tom Ille USO,t..NRCS co<lllled dlfl .. cl tile version dlle(S) Isled below Sol &uvoy /Veo · Sin ()ego C<lul'lly 1'111. Clll1orna Survey i'IN Otta Version 7, NOY 15, 2013 Sol map unHsare labeled 11upocelllCM'S)tormapsctles 1:50,000 or huger llltl!sl11!f!al1111goswe,epllotqµphed Moy3.201()..Jun 1B 2010 The athq>holo or other Ill,. m11> on wtich the sal lines were COl'1)lled end llglbled plti>abty clffer, trun the bedli,aind lmogery 1151>11yed on 111151 1111111' ~ 1 resul, scmt mrior slltlr!g of m11> unit boundaries moy be tYident 711/2014 Page2d4 bl-IA, Inc. land planning, civil engineering, surveying 107 I I I I I I I I I I I I I I I I I I I Hydrolog1c Soil Groop-San Otego Coonty Nee. Cal1fomia Buena 'Vlsta Hydrologic Soil Group Hydrologlc Soll Group-Summary by Map Unit -San Diego County Area, California (CA638) Map unit symbol Map unit name Rating Acres In AOI Percent of AOI -------------------------------------- CbC Carlsbad gravelly loemy B 22 sand. 5 to 9 pe<cent slopes MC Marina loamy coars,, B 0.1 sand. 2 to 9 pe<cent slcpes ME Marina loamy coarse B 0.9 sand, 9 lo 30 percent slopes Totals for Area of Interest 3.3 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected l:7y vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United states are assigned to four groups (A, B, C, and D) and three dual classes (AID, BID, and CID). The groups are defined as follows: Group A Soils having a high Infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture orf1ne texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow inf11trat1on rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearty impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologio group (ND, SID, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are In group D are assigned to dual classes. Natural itesources Conservation Service Web Sol Survey Nellonel CooperatlVC Soll survey 68.4% 3.7% 27.9% 100.0% 711/2014 Pege3 d4 b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 108 I I I I I I I I I I I I I I I I I I I Hydrologic Soll Group-San Diego County Ma. California Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Higher Nalurlll Resources Conservation Service Web Sod Survey National Cooperative Soll Survey Buena vlsta 711/2014 Page4 of4 b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, suNeying Drainage Study 109 L_ -- OJ ::::, Q. "O OJ ::::, ::::, 5· co 0 ~ CD ::::, co 5· co co -, 5· cp en C j 5· co 0 ...... .i,,. I "' C) ~ ro en OJ C: CD ::, Q) - < f!I Q) C"' :r > ... S" ~ - 10.0 ,.o 8.0 7.0 8.0 5.0 •.o 3.0 2.0 "S' I c1.0 i0.9 iD.B ]iD.7 O.B 0.5 o.• 0.3 o.z 0.1 - - ..... ........ .... ... ' ' .... ....... ... ~ ' ~ ' ... ' ~ I'..._ .... ' ' ' ... ,, ..... .... I'-, .... .... "' ... ' ', ", ', ' .... ,.._ ~ .... ', 'i,., ·, i,.., .... "', .... ..... , ~ .... 'i,. .... , 'i,.. ""i,. 'i,. I I ! I i ; I I II 8 7 II t 10 15 --- ~~~ ~~~ ~ ~~ ~~ ~ ~ ~~ ~ ~ ~~~ I 20 30 •o !O MfnulN Duration -- !11111111111 I Jilli 1111 111111111111 11 I 11111 1111 !11111111111 I 11111 1111 EQUATION I " 7.44 P5 o-0.845 I :r Intensity (lnJIY) P5 • 6-Hour Preclpllalion (In} D = Duta8on (min) ' I -~ ~ ,,, ' ... , ...... ... ' ', ' ' ' ' I ', I ;, I ... I'"" ,, '~ I• 'i,. 1, 'i,. '~ ,, '~ ' ~ ' ', 1, 3 HIMS - m I I I ""'m '""'' I II f uJ 5.5 ... 5.D :5 C.51 c.o ! 3.5- 3.D 2.5 2.D 1.5 1.D --- -- Direction• for Appllcatlon: (1) From preclpltalion maps detennlne 6 hr and 24 Iv amounls for the selected frequency. These maps are induded in lhe County Hydrolc>g'J Manual (10, 50, and 100 yr maps included In lhe Design and Procedure Manual). (2) Adjust 6 hr preclpllalion (If necessary) so t-,at ii is within the range or 45% lo 65% of the 24 hr predpilallon (not appllcaple 10 Desert}. (3) Plot 6 hr precipitation on the light side of the chart. (4) Draw a nne through the point parallel to the plotted nnes. (5) This line Is the lntenslty-<lurallon curve for the location being analyzed. Appllcatlon Form: (a) Selected frequency __ year p (b) Pe= __ In., P24 = ---~ = %(21 24 (c) Adjusted p5<21. __ In. (d) 1x = __ min. (e) t = __ in./hr. Note: This chart replaces the lntenslty-Ouration-Frequency curves used since f 965. lntenslly-1:Juratlon Design Chari • Template -- --- u _.. () '"1 co ---l ,:I) w ...... ~.w ::I CD ""'" ,:I) C: 6 (JQ CD ""'" (D ::, --""U (/'J D) C .... < 0 t:: -· 0. !!?. ...... '< D) ""'" ' ~ C, D) O> '< 0 0 ""U ...... ""'" "' C, ~ CD U> CD C: CD ::, ti) < !a ti) - -- tii w I.L 0 ~ w u ~ en 5 w en a: :::, 0 u a: w ... i ---- EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) = 1.3% Runoff Coefficient {C) = 0.41 Overland Flow Time {T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation AdmlnlstraUon, 1965 - --- - T= 1.8(1.1-C)\/o llfs - 20 10 - en w I-::, z ~ ~ w ~ .:= ~ 0 -l LL 0 z ::S et: w > 0 FIGURE Rational Formula • Overland Time of Flow Nomograph 13-3 I - - I I I I I I I I I: I I I I I I I I llE Feet EQUATION Tc • (1;;tt385 Tc • Time ol concotntr•lion (hou"') L • Waten:oul"M! Distance fmllea) LI.E • Cha119a In elev•llon •long en.ctiva slope line (See Fogure 3-5)(1eet) 2t ,, 5 LI.E SOURCE: Callornlt Dlvltlon of Highw;ya (1941) end Kltplch (1940) L MIi• Fwt 3000 ' 2000 1800 1800 1ol00 1200 1000 -- 500 - 300 200 L ' Homograph for Det.nnlnatlon o, ' ' ' ' Tc ' 7 ' 5 • , Tc Time of Concenllotlon (Tc) or Travel Time (llJ for Natural watenhedl FIGURE EJ b~A, Inc. CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 112 I I I I I I I I I I I I I I I I I I I W.tushed Divide 1· AE j Effective Slope Line .jl---L----1 Area NA" •Araa "B11 SOURCE! C811fomia Division or Highways (19"1) and KJ,pjch (1940) FIGURE Computation of Effective Slope for Natural Watersheds ~ CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way Drainage Study bl-IA, Inc. land planning, civil engineering, surveying 113 -- - 0 ..... (") 00 -I '"I c..> ..... e. w ~ ::s m • II) C: ~ OQ CD --(1) ::, -0 m C :!> :s:; CJ S:: en __,. o. or f"' '-<! :a:: C) O> ~ '< (") CJ -0 ..... ~ "' C) ~ (D en m C: CD ::, O> :s:; !'a. O> iD :::, Q. -a !l) :::, :::, s· ~ 0 <" = CD :::, co s· CD CD 0-s· :r- (fJ ~ en :, C ~ ~ '< s· co =I ~ ------/ -- ---- 11 ill,+ µ. , ,----!---1++1-:. .L ... L--1-1-tm·LI.I-J-L ... Lf.l-!u--! -!j-l. .I I I ... ± I I I I . -1·t· T. --l-.! .. -+!-.. J.1.1.µ.J.f-].L!. : : ! ! I ! I ! 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"""' I "' C> ~ CD en CD C: CD ::, Q) < ~ Q) i5.> ::, Q. -0 i5.> ::, ::, 5· cp 0 ~ CD ::, (Cl 5· CD 0-CD ::!. ::r-::, :I> cp ' cn 5" C: 1 9 ::, (Cl l'.J 0\ ---- San Diego County Hydrology Manual Date; June 2003 -- -- - - - Section: Page: Table3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements Coun Elements %IMPER. A B Undisturbed Natural Terrain (Natural) Permanent Open Space o• 0.20 0.2S Low DCll5ity Residential (LOR) Resldenlial, 1.0 DU/ A or less 10 0.27 0.32 Low D=ity Residential (LOR) Residential. 2.0 DU/ A or less 20 0.34 0.38 Low Density Residential (LOR) Residential, 2.9 DU/ A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DU/ A or less 40 0.48 0.51 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 4S 0.52 0.54 Medium Density Residential (MDR) Residential, 14.S DU/A or less 50 o.ss 0.58 High Density Residential (HOR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HOR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Nei11hbomood Commercial 80 0.76 0.77 Commerclalllndustrial (G. Com) General Commercl•l 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office ProfessionaUCommercial 90 0.83 0.84 Commercialllndustrlal (Limited I.) Limited Industrial 90 0.83 0.84 Commercial/Industrial General I. Gcneml Industrial 95 0.87 O.B7 C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 -- 3 6 of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.&7 0The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3 .1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justincatlon must be given that the urea will remain natural forever (e.g .. the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservlllion Service --- I I I I I I I I I I I I I I I I I I I San Diego Couniy Hydrology Manual Date: June 2003 Section: Page: 3 12 of26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. /1. single lot with an area of two or less acres docs not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length {Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T; values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency·· when submitted with o detailed study. Table3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (T1) Element• DUI .5% 1% 2% 3% 5% 10% Acre LM T, LM T; LM Ti LM T; LM T; LM T; Natural 50 13.2 70 12.5 85 I0.9 100 I0.3 100 8.7 100 6.9 LOR I 50 12.2 70 11.5 85 10.0 JOO 9.5 JOO 8.0 JOO 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 IOO 5.3 MOR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 IOO 4.8 MOR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 JOO 4.3 HOR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.S HOR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N.Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G.Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 •see Table 3-1 for more detailed description 3-12 CT 14-04/PUD 14-06/CDP 14-20 Miles Buena Vista 1833 Buena Vista Way bHA, Inc. land planning, civil engineering, surveying Drainage Study 127 L_ RATIONAL METHOD HYDROGRAPH PROGRAM .OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY .UN DATE 3/2/2015 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 11 MIN. I HOUR RAINFALL 2.6 INCHES ASIN AREA 0.2 ACRES UNOFF COEFFICIENT 0.48 PEAK DISCHARGE 0.44 CFS I IME (MIN) = 0 DISCHARGE (CFS) = 0 IME (MIN) = 11 DISCHARGE (CFS) = 0 TIME (MIN) = 22 DISCHARGE (CFS) = 0 TIME (MIN) = 33 DISCHARGE (CFS) = 0 I IME (MIN) = 44 DISCHARGE (CFS) = 0 IME (MIN) = 55 DISCHARGE (CFS)= 0 IME (MIN) = 66 DISCHARGE (CFS) = 0 TIME (MIN) = 77 DISCHARGE (CFS) = 0 IIME (MIN) = 88 DISCHARGE (CFS) = 0 IME (MIN) = 99 DISCHARGE (CFS) = 0 IME (MIN)= 110 DISCHARGE (CFS)= 0 TIME (MIN)= 121 DISCHARGE (CFS)= 0 TIME (MIN)= 132 DISCHARGE (CFS)= 0 I IME (MIN) = 143 DISCHARGE (CFS) = 0 IME (MIN)= 154 DISCHARGE (CFS)= 0 IME (MIN) = 165 DISCHARGE (CFS) = 0 TIME (MIN)= 176 DISCHARGE (CFS)= 0 • IME (MIN)= 187 DISCHARGE (CFS)= 0 IME (MIN)= 198 DISCHARGE (CFS)= 0 IME (MIN) = 209 DISCHARGE (CFS) = 0 IME (MIN) = 220 DISCHARGE (CFS) = 0.1 TIME (MIN) = 231 DISCHARGE (CFS)= 0.1 I IME (MIN) = 242 DISCHARGE (CFS) = 0.1 IME (MIN)= 253 DISCHARGE (CFS) = 0.44 IME (MIN) = 264 DISCHARGE (CFS) = 0.1 TIME (MIN) = 275 DISCHARGE (CFS) = 0 • IME (MIN) = 286 DISCHARGE (CFS)= 0 IME (MIN) = 297 DISCHARGE (CFS) = 0 IME (MIN)= 308 DISCHARGE (CFS)= 0 IME (MIN)= 319 DISCHARGE (CFS)= 0 TIME (MIN) = 330 DISCHARGE (CFS) = 0 I IME (MIN)= 341 DISCHARGE (CFS)= 0 IME (MIN) = 352 DISCHARGE (CFS) = 0 IME (MIN) = 363 DISCHARGE (CFS)= 0 TIME (MIN)= 374 DISCHARGE (CFS)= 0 I I I I I I I I I INFLOW HYDROGRAPH-100-YEAR BASIN 1 RATIONAL METHOD HYDROGRAPH PROGRAM I COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 3/2/2015 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 16 MIN. I HOUR RAINFALL 2.6 INCHES ASIN AREA 0.2 ACRES UNOFF COEFFICIENT 0.48 PEAK DISCHARGE 0.34 CFS - !ME (MIN) = 0 !ME (MIN)= 16 IME (MIN)= 32 TIME (MIN) = 48 I IME (MIN) = 64 IME (MIN) = 80 IME (MIN) = 96 TIME (MIN)= 112 - :rlME (MIN)= 128 IME (MIN)= 144 IME (MIN) = 160 IME (MIN)= 176 TIME (MIN)= 192 I IME (MIN) = 208 IME (MIN)= 224 IME (MIN) = 240 TIME (MIN) = 256 • IME (MIN) = 272 IME (MIN) = 288 IME (MIN) = 304 IME (MIN)= 320 TIME (MIN) = 336 I IME (MIN) = 352 IME (MIN) = 368 IME (MIN) = 384 I I I I I I I I I I I DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS)= 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS)= 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.34 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 INFLOW HYDRGRAPH-100-YEAR BASIN 2 RATIONAL METHOD HYDROGRAPH PROGRAM 111fOPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY .UN DATE 3/2/2015 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 7 MIN. I HOUR RAINFALL 2.6 INCHES ASIN AREA 0.3 ACRES UNOFF COEFFICIENT 0.6063 PEAK DISCHARGE 1.19 CFS I IME (MIN) = 0 DISCHARGE (CFS) = 0 !ME (MIN)= 7 DISCHARGE (CFS)= 0 TIME (MIN)= 14 DISCHARGE (CFS)= 0 TIME (MIN) = 21 DISCHARGE (CFS) = 0 I IME (MIN) = 28 DISCHARGE (CFS) = 0 !ME (MIN) = 35 DISCHARGE (CFS) = 0 !ME (MIN) = 42 DISCHARGE (CFS)= 0 TIME (MIN) = 49 DISCHARGE (CFS)= 0 I IME (MIN) = 56 DISCHARGE (CFS) = 0 !ME (MIN) = 63 DISCHARGE (CFS) = 0 !ME (MIN) = 70 DISCHARGE (CFS) = 0 TIME (MIN) = 77 DISCHARGE (CFS) = 0 TIME (MIN) = 84 DISCHARGE (CFS) = 0 I IME (MIN) = 91 DISCHARGE (CFS)= 0 IME (MIN)= 98 DISCHARGE (CFS) = 0 IME (MIN)= 105 DISCHARGE (CFS)= 0 TIME (MIN)= 112 DISCHARGE (CFS)= 0 I IME (MIN)= 119 DISCHARGE (CFS)= 0 IME (MIN)= 126 DISCHARGE (CFS)= 0 IME (MIN)= 133 DISCHARGE (CFS)= 0 TIME (MIN) = 140 DISCHARGE (CFS)= 0 TIME (MIN)= 147 DISCHARGE (CFS)= 0.1 I IME (MIN)= 154 DISCHARGE (CFS)= 0.1 IME (MIN)= 161 DISCHARGE (CFS)= 0.1 IME (MIN)= 168 DISCHARGE (CFS)= 0.1 TIME (MIN)= 175 DISCHARGE (CFS)= 0.1 - !ME (MIN)= 182 DISCHARGE (CFS)= 0.1 IME (MIN)= 189 DISCHARGE (CFS)= 0.1 IME (MIN)= 196 DISCHARGE (CFS)= 0.1 !ME (MIN) = 203 DISCHARGE (CFS)= 0.1 TIME (MIN)= 210 DISCHARGE (CFS)= 0.1 I IME (MIN)= 217 DISCHARGE (CFS)= 0.1 IME (MIN) = 224 DISCHARGE (CFS) = 0.1 !ME (MIN)= 231 DISCHARGE (CFS)= 0.2 TIME (MIN)= 238 DISCHARGE (CFS)= 0.1 • IME (MIN)= 245 DISCHARGE (CFS)= 1.19 !ME (MIN) = 252 DISCHARGE (CFS)= 0.2 IME (MIN) = 259 DISCHARGE (CFS)= 0.1 IME (MIN)= 266 DISCHARGE (CFS)= 0.1 TIME (MIN)= 273 DISCHARGE (CFS)= 0.1 I IME (MIN) = 280 DISCHARGE (CFS)= 0.1 !ME (MIN)= 287 DISCHARGE (CFS) = 0.1 IME (MIN) = 294 DISCHARGE (CFS) = 0 TIME (MIN) = 301 DISCHARGE (CFS)= 0 TIME (MIN)= 308 DISCHARGE (CFS)= 0 - IME (MIN)= 315 DISCHARGE (CFS)= 0 !ME (MIN) = 322 DISCHARGE (CFS) = 0 IME (MIN) = 329 DISCHARGE (CFS)= 0 TIME (MIN) = 336 DISCHARGE (CFS)= 0 IIME (MIN) = 343 DISCHARGE (CFS) = 0 IME (MIN) = 350 DISCHARGE (CFS) = 0 IME (MIN) = 357 DISCHARGE (CFS)= 0 TIME (MIN)= 364 DISCHARGE (CFS)= 0 I I I I I INFLOW HYDROGRAPH-100-YEAR BASIN 3 RATIONAL METHOD HYDROGRAPH PROGRAM rOPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY .UN DATE 3/2/2015 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 9 MIN. I HOUR RAINFALL 2.6 INCHES ASIN AREA 0.3 ACRES UNOFF COEFFICIENT 0.5818 PEAK DISCHARGE 0.95 CFS I IME (MIN) = 0 DISCHARGE (CFS) = 0 IME (MIN) = 9 DISCHARGE (CFS)= 0 TIME (MIN)= 18 DISCHARGE (CFS)= 0 TIME (MIN) = 27 DISCHARGE (CFS) = 0 I IME (MIN)= 36 DISCHARGE (CFS)= 0 IME (MIN) = 45 DISCHARGE (CFS)= 0 IME (MIN) = 54 DISCHARGE (CFS) = 0 TIME (MIN) = 63 DISCHARGE (CFS)= 0 I IME (MIN) = 72 DISCHARGE (CFS) = 0 IME (MIN) = 81 DISCHARGE (CFS) = 0 IME (MIN) = 90 DISCHARGE (CFS) = 0 TIME (MIN) = 99 DISCHARGE (CFS) = 0 TIME (MIN)= 108 DISCHARGE (CFS)= 0 I IME (MIN)= 117 DISCHARGE (CFS)= 0 IME (MIN)= 126 DISCHARGE (CFS)= 0 !ME (MIN)= 135 DISCHARGE (CFS)= 0 TIME (MIN) = 144 DISCHARGE (CFS)= 0 I IME (MIN)= 153 DISCHARGE (CFS)= 0 IME (MIN)= 162 DISCHARGE (CFS)= 0.1 !ME (MIN)= 171 DISCHARGE (CFS)= 0.1 TIME (MIN) = 180 DISCHARGE (CFS) = 0.1 TIME (MIN)= 189 DISCHARGE (CFS)= 0.1 I IME (MIN)= 198 DISCHARGE (CFS)= 0.1 !ME (MIN)= 207 DISCHARGE (CFS)= 0.1 IME (MIN)= 216 DISCHARGE (CFS)= 0.1 TIME (MIN) = 225 DISCHARGE (CFS)= 0.1 • IME (MIN) = 234 DISCHARGE (CFS) = 0.2 !ME (MIN) = 243 DISCHARGE (CFS)= 0.1 IME (MIN) = 252 DISCHARGE (CFS)= 0.95 IME (MIN) = 261 DISCHARGE (CFS) = 0.1 TIME (MIN) = 270 DISCHARGE (CFS) = 0.1 I IME (MIN) = 279 DISCHARGE (CFS) = 0.1 !ME (MIN) = 288 DISCHARGE (CFS) = 0.1 IME (MIN)= 297 DISCHARGE (CFS) = 0 TIME (MIN) = 306 DISCHARGE (CFS) = 0 IME (MIN) = 324 DISCHARGE (CFS) = 0 • IME (MIN)= 315 DISCHARGE (CFS)= 0 IME (MIN) = 333 DISCHARGE (CFS) = 0 IME (MIN) = 342 DISCHARGE (CFS)= 0 TIME (MIN) = 351 DISCHARGE (CFS) = 0 I IME (MIN) = 360 DISCHARGE (CFS) = 0 IME (MIN) = 369 DISCHARGE (CFS) = 0 I I I I I I I INFLOW HYDROGRAPH-100-YEAR BASIN 4 RATIONAL METHOD HYDROGRAPH PROGRAM I OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY UN DATE 3/2/2015 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 9 MIN. ' HOUR RAINFALL 2.6 INCHES ASIN AREA 0.3 ACRES UNOFF COEFFICIENT 0.39 PEAK DISCHARGE 0.62 CFS I IME (MIN) = 0 DISCHARGE (CFS) = 0 IME (MIN) = 9 DISCHARGE (CFS) = 0 TIME (MIN)= 18 DISCHARGE (CFS)= 0 TIME (MIN) = 27 DISCHARGE (CFS) = 0 - IME (MIN) = 36 DISCHARGE (CFS) = 0 IME (MIN) = 45 DISCHARGE (CFS) = 0 IME (MIN) = 54 DISCHARGE (CFS) = 0 TIME (MIN) = 63 DISCHARGE (CFS) = 0 IIME (MIN) = 72 DISCHARGE (CFS) = 0 IME (MIN)= 81 DISCHARGE (CFS)= 0 IME (MIN) = 90 DISCHARGE (CFS) = 0 TIME (MIN) = 99 DISCHARGE (CFS) = 0 TIME (MIN)= 108 DISCHARGE (CFS)= 0 - IME (MIN)= 117 DISCHARGE (CFS)= 0 IME (MIN)= 126 DISCHARGE (CFS)= 0 IME (MIN)= 135 DISCHARGE (CFS)= 0 TIME (MIN) = 144 DISCHARGE (CFS) = 0 I ME (MIN)= 153 DISCHARGE (CFS)= 0 ME (MIN)= 162 DISCHARGE (CFS)= 0 ME (MIN)= 171 DISCHARGE (CFS)= 0 TIME (MIN)= 180 DISCHARGE (CFS)= 0 TIME (MIN)= 189 DISCHARGE (CFS)= 0 I ME (MIN) = 198 DISCHARGE (CFS) = 0 ME (MIN) = 207 DISCHARGE (CFS) = 0.1 ME (MIN)= 216 DISCHARGE (CFS)= 0.1 TIME (MIN)= 225 DISCHARGE (CFS)= 0.1 I ME (MIN)= 234 DISCHARGE (CFS)= 0.1 ME (MIN) = 243 DISCHARGE (CFS) = 0.1 ME (MIN) = 252 DISCHARGE (CFS) = 0.62 TIME (MIN) = 261 DISCHARGE (CFS)= 0.1 TIME (MIN)= 270 DISCHARGE (CFS)= 0.1 I ME (MIN)= 279 DISCHARGE (CFS) = 0 ME (MIN) = 288 DISCHARGE (CFS)= 0 ME (MIN)= 297 DISCHARGE (CFS)= 0 TIME (MIN) = 306 DISCHARGE (CFS) = 0 - ME (MIN)= 315 DISCHARGE (CFS)= 0 ME (MIN) = 324 DISCHARGE (CFS) = 0 ME (MIN)= 333 DISCHARGE (CFS) = 0 ME (MIN) = 342 DISCHARGE (CFS) = 0 TIME (MIN) = 351 DISCHARGE (CFS) = 0 I ME (MIN) = 360 DISCHARGE (CFS) = 0 I I I ME (MIN) = 369 DISCHARGE (CFS) = 0 I I I I INFLOW HYDROGRAPH-100-YEAR BASIN 5 RATIONAL METHOD HYDROGRAPH PROGRAM I OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY UN DATE 3/2/2015 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 10 MIN. I HOUR RAINFALL 2.6 INCHES ASIN AREA 0.3 ACRES UNOFF COEFFICIENT 0.5836 PEAK DISCHARGE 0.86 CFS I IME (MIN) = 0 DISCHARGE (CFS) = 0 IME (MIN)= 10 DISCHARGE (CFS)= 0 TIME (MIN) = 20 DISCHARGE (CFS) = 0 TIME (MIN) = 30 DISCHARGE (CFS) = 0 I IME (MIN)= 40 DISCHARGE (CFS)= 0 IME (MIN) = 50 DISCHARGE (CFS) = 0 IME (MIN) = 60 DISCHARGE (CFS) = 0 TIME (MIN) = 70 DISCHARGE (CFS) = 0 I IME (MIN) = 80 DISCHARGE (CFS) = 0 IME (MIN)= 90 DISCHARGE (CFS) = 0 IME (MIN)= 100 DISCHARGE (CFS)= 0 TIME (MIN)= 110 DISCHARGE (CFS)= 0 TIME (MIN)= 120 DISCHARGE (CFS)= 0 I IME (MIN)= 130 DISCHARGE (CFS)= 0 IME (MIN)= 140 DISCHARGE (CFS)= 0 IME (MIN)= 150 DISCHARGE (CFS)= 0 TIME (MIN)= 160 DISCHARGE (CFS)= 0.1 IIME (MIN)= 170 DISCHARGE (CFS)= 0.1 IME (MIN)= 180 DISCHARGE (CFS)= 0.1 IME (MIN)= 190 DISCHARGE (CFS)= 0.1 TIME (MIN)= 200 DISCHARGE (CFS) = 0.1 TIME (MIN)= 210 DISCHARGE (CFS)= 0.1 I IME (MIN) = 220 DISCHARGE (CFS) = 0.1 IME (MIN) = 230 DISCHARGE (CFS) = 0.2 IME (MIN) = 240 DISCHARGE (CFS) = 0.1 TIME (MIN) = 250 DISCHARGE (CFS) = 0.86 - IME (MIN) = 260 DISCHARGE (CFS)= 0.1 !ME (MIN) = 270 DISCHARGE (CFS) = 0.1 IME (MIN)= 280 DISCHARGE (CFS)= 0.1 IME (MIN) = 290 DISCHARGE (CFS) = 0.1 TIME (MIN) = 300 DISCHARGE (CFS) = 0 I IME (MIN)= 310 DISCHARGE (CFS)= 0 IME (MIN) = 320 DISCHARGE (CFS) = 0 IME (MIN) = 330 DISCHARGE (CFS) = 0 TIME (MIN) = 340 DISCHARGE (CFS) = 0 IIME (MIN)= 350 DISCHARGE (CFS) = 0 IME (MIN) = 360 DISCHARGE (CFS) = 0 IME (MIN) = 370 DISCHARGE (CFS) = 0 I I I I I I I I INFLOW HYDROGRAPH-100-YEAR BASIN 6 RATIONAL METHOD HYDROGRAPH PROGRAM I OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY UN DATE 3/3/2015 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 9 MIN. - HOUR RAINFALL 2.6 INCHES ASIN AREA 0.2 ACRES UNOFF COEFFICIENT 0.46 PEAK DISCHARGE 0.51 CFS I IME (MIN) = 0 DISCHARGE (CFS) = 0 IME (MIN) = 9 DISCHARGE (CFS) = 0 TIME (MIN)= 18 DISCHARGE (CFS)= 0 TIME (MIN) = 27 DISCHARGE (CFS) = 0 - IME (MIN) = 36 DISCHARGE (CFS) = 0 IME (MIN) = 45 DISCHARGE (CFS) = 0 IME (MIN) = 54 DISCHARGE (CFS)= 0 TIME (MIN) = 63 DISCHARGE (CFS) = 0 I IME (MIN) = 72 DISCHARGE (CFS) = 0 IME (MIN)= 81 DISCHARGE (CFS) = 0 IME (MIN) = 90 DISCHARGE (CFS) = 0 TIME (MIN)= 99 DISCHARGE (CFS)= 0 TIME (MIN)= 108 DISCHARGE (CFS)= 0 - IME (MIN)= 117 DISCHARGE (CFS)= 0 IME (MIN)= 126 DISCHARGE (CFS)= 0 IME (MIN)= 135 DISCHARGE (CFS)= 0 TIME (MIN) = 144 DISCHARGE (CFS) = 0 I IME (MIN)= 153 DISCHARGE (CFS)= 0 IME (MIN)= 162 DISCHARGE (CFS)= 0 IME (MIN)= 171 DISCHARGE (CFS)= 0 TIME (MIN)= 180 DISCHARGE (CFS)= 0 TIME (MIN)= 189 DISCHARGE (CFS)= 0 I IME (MIN)= 198 DISCHARGE (CFS)= 0 IME (MIN) = 207 DISCHARGE (CFS) = 0 IME (MIN)= 216 DISCHARGE (CFS)= 0.1 TIME (MIN) = 225 DISCHARGE (CFS) = 0.1 IME (MIN) = 243 DISCHARGE (CFS) = 0 I IME (MIN) = 234 DISCHARGE (CFS) = 0.1 IME (MIN) = 252 DISCHARGE (CFS) = 0.51 TIME (MIN)= 261 DISCHARGE (CFS)= 0.1 TIME (MIN) = 270 DISCHARGE (CFS)= 0 IIME (MIN) = 279 DISCHARGE (CFS)= 0 IME (MIN) = 288 DISCHARGE (CFS) = 0 IME (MIN) = 297 DISCHARGE (CFS)= 0 TIME (MIN)= 306 DISCHARGE (CFS) = 0 • IME (MIN)= 315 DISCHARGE (CFS)= 0 IME (MIN) = 324 DISCHARGE (CFS) = 0 IME (MIN) = 333 DISCHARGE (CFS) = 0 IME (MIN)= 342 DISCHARGE (CFS)= 0 TIME (MIN) = 351 DISCHARGE (CFS)= 0 I IME (MIN) = 360 DISCHARGE (CFS) = 0 IME (MIN) = 369 DISCHARGE (CFS) = 0 I I I I I I I INFLOW HYDROGRAPH-100-YEAR BASIN 7 RATIONAL METHOD HYDROGRAPH PROGRAM .COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY .UN DATE 3/2/2015 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 9 MIN. I HOUR RAINFALL 2.6 INCHES ASIN AREA 0.2 ACRES UNOFF COEFFICIENT 0.46 PEAK DISCHARGE 0.52 CFS I IME (MIN) = 0 DISCHARGE (CFS) = 0 IME (MIN) = 9 DISCHARGE (CFS) = 0 TIME (MIN)= 18 DISCHARGE (CFS)= 0 TIME (MIN)= 27 DISCHARGE (CFS) = 0 I IME (MIN) = 36 DISCHARGE (CFS) = 0 IME (MIN) = 45 DISCHARGE (CFS) = 0 IME (MIN)= 54 DISCHARGE (CFS)= 0 TIME (MIN) = 63 DISCHARGE (CFS)= 0 IJIME (MIN) = 72 DISCHARGE (CFS) = 0 IME (MIN)= 81 DISCHARGE (CFS)= 0 IME (MIN) = 90 DISCHARGE (CFS) = 0 TIME (MIN) = 99 DISCHARGE (CFS) = 0 TIME (MIN)= 108 DISCHARGE (CFS)= 0 I IME (MIN)= 117 DISCHARGE (CFS)= 0 IME (MIN)= 126 DISCHARGE (CFS)= 0 !ME (MIN)= 135 DISCHARGE (CFS)= 0 TIME (MIN) = 144 DISCHARGE (CFS)= 0 • IME (MIN)= 153 DISCHARGE (CFS)= 0 IME (MIN)= 162 DISCHARGE (CFS)= 0 IME (MIN)= 171 DISCHARGE (CFS)= 0 IME (MIN)= 180 DISCHARGE (CFS)= 0 TIME (MIN)= 189 DISCHARGE (CFS)= 0 I IME (MIN)= 198 DISCHARGE (CFS)= 0 IME (MIN) = 207 DISCHARGE (CFS) = 0 IME (MIN)= 216 DISCHARGE (CFS)= 0.1 TIME (MIN) = 225 DISCHARGE (CFS) = 0.1 • IME (MIN)= 234 DISCHARGE (CFS)= 0.1 IME (MIN) = 243 DISCHARGE (CFS) = 0 IME (MIN) = 252 DISCHARGE (CFS) = 0.52 IME (MIN)= 261 DISCHARGE (CFS)= 0.1 TIME (MIN)= 270 DISCHARGE (CFS)= 0 I IME (MIN) = 279 DISCHARGE (CFS) = 0 !ME (MIN) = 288 DISCHARGE (CFS)= 0 IME (MIN) = 297 DISCHARGE (CFS) = 0 TIME (MIN)= 306 DISCHARGE (CFS) = 0 TIME (MIN)= 315 DISCHARGE (CFS)= 0 l lME (MIN) = 324 DISCHARGE (CFS) = 0 IME (MIN)= 333 DISCHARGE (CFS)= 0 IME (MIN) = 342 DISCHARGE (CFS) = 0 TIME (MIN)= 351 DISCHARGE (CFS) = 0 I IME (MIN)= 360 DISCHARGE (CFS)= 0 I I I I I I I IME (MIN) = 369 DISCHARGE (CFS) = 0 INLFOW HYDROGRAPH-100-YEAR BASIN 8 RATIONAL METHOD HYDROGRAPH PROGRAM I OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY UN DATE 3/2/2015 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 14 MIN. ' HOUR RAINFALL 2.6 INCHES ASIN AREA 0.2 ACRES UNOFF COEFFICIENT 0.48 PEAK DISCHARGE 0.37 CFS I IME (MIN) = 0 DISCHARGE (CFS) = 0 IME (MIN)= 14 DISCHARGE (CFS)= 0 TIME (MIN) = 28 DISCHARGE (CFS) = 0 TIME (MIN) = 42 DISCHARGE (CFS) = 0 - IME (MIN) = 56 DISCHARGE (CFS) = 0 IME (MIN) = 70 DISCHARGE (CFS) = 0 IME (MIN) = 84 DISCHARGE (CFS) = 0 TIME (MIN) = 98 DISCHARGE (CFS)= 0 I IME (MIN)= 112 DISCHARGE (CFS)= 0 IME (MIN)= 126 DISCHARGE (CFS) = 0 IME (MIN)= 140 DISCHARGE (CFS)= 0 TIME (MIN)= 154 DISCHARGE (CFS)= 0 TIME (MIN)= 168 DISCHARGE (CFS)= 0 IIME (MIN)= 182 DISCHARGE (CFS)= 0 IME (MIN)= 196 DISCHARGE (CFS)= 0 IME (MIN)= 210 DISCHARGE (CFS)= 0 TIME (MIN)= 224 DISCHARGE (CFS)= 0.1 IIME (MIN) = 238 DISCHARGE (CFS)= 0.1 IME (MIN) = 252 DISCHARGE (CFS) = 0.37 IME (MIN) = 266 DISCHARGE (CFS) = 0.1 TIME (MIN)= 280 DISCHARGE (CFS) = 0 TIME (MIN) = 294 DISCHARGE (CFS) = 0 I IME (MIN) = 308 DISCHARGE (CFS) = 0 IME (MIN) = 322 DISCHARGE (CFS) = 0 IME (MIN) = 336 DISCHARGE (CFS) = 0 TIME (MIN) = 350 DISCHARGE (CFS) = 0 IME (MIN) = 378 DISCHARGE (CFS) = 0 IIME (MIN) = 364 DISCHARGE (CFS) = 0 I I I I I I I I I I INFLOW HYDROGRAPH-100-YEAR BASIN 9 RATIONAL METHOD HYDROGRAPH PROGRAM .COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY It.UN DATE 3/2/2015 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 14 MIN. EHOUR RAINFALL 2.6 INCHES ASIN AREA 0.2 ACRES UNOFF COEFFICIENT 0.48 PEAK DISCHARGE 0.37 CFS - IME (MIN) = 0 IME (MIN)= 14 IME (MIN) = 28 TIME (MIN)= 42 I IME (MIN) = 56 IME (MIN) = 70 IME (MIN) = 84 TIME (MIN) = 98 ~ JIME (MIN)= 112 IME (MIN)= 126 IME (MIN) = 140 IME (MIN)= 154 TIME (MIN)= 168 I IME (MIN)= 182 IME (MIN)= 196 IME (MIN)= 210 TIME (MIN) = 224 • IME (MIN) = 238 IME (MIN) = 252 IME (MIN) = 266 IME (MIN) = 280 TIME (MIN) = 294 I IME (MIN) = 308 IME (MIN) = 322 IME (MIN) = 336 TIME (MIN) = 350 IJIME (MIN) = 364 I IME (MIN) = 378 I I I I I I I I I I DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.37 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 INFLOW HYDROGRAPH-100-YEAR BASIN 10