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HomeMy WebLinkAboutCT 14-04; MILES BUENA VISTA; DRAINAGE STUDY; 2017-01-13DRAINAGE STUDY MILES VISTA CT 14-04/PUD 14-06/CDP 14-20 ROBERT MILES SUBDIVISION 1833 BUENA VISTA WAY CITY OF CARLSBAD Prepared for Robert Miles Miles Pacific Limited Partnership 1833 Buena Vista Way Carlsbad, CA 92008 RECEIVED JAN 1 8 2017 LAND DEVELOPMENT Prepared by: ENGINEERING blnA, Inc ning,'civil engineering, surveying 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700r& August 14, 2014 Revised March 3, 2015 Revised October 20, 2016 ^R-evis^ W.0.452-1289-600 MM CT 14-04/PUD 14-06/GDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study l— TABLE OF CONTENTS Chapter 1 - Discussion 3 1.1 Vicinity Map 3 1.2 Purpose and Scope 4 1.3 Project Description 4 1.4 Pre-Development Conditions 4 1.5 Post-Development Conditions 5 1.6 Study Method 8 1.7 Conclusions 10 1.8 Declaration of Responsible Charge 13 Chapter 2 - Existing & Proposed Hydrology Exhibits 14 Chapter 3 - Calculations 15 3.1 Existing Condition Hydrology Calculations 15 100-Year Storm 16 3.2 Proposed Condition Hydrology Calculations- Undetained 20 100-Year Storm 21 3.3 Proposed Condition Hydrology Calculations- Detained 40 100-Year Storm 41 Chapter 4 - Detention Routing. 62 4.1 Rational Method Hydrographs 62 4.2 Detention Basin Outlet Capacity Calculations 73 4.3 Basin Outlet Detail 94 4.4 Storage Basin Hydrograph Routing Model Results 97 Chapter 5 - Hydraulic Elements Calculations 134 5.1 Pipe Capacity Calculations 134 Chapter 6 ^leferences....H....H........».H.H......M. 136 6.1 Methodology- Rational Method Peak Flow Determination 136 6.2 As Built DWG 457-4 Sheet 7A of 13 157 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I — CHAPTER 1 - DISCUSSION 1.1 VICINITY MAP VICINITY MAP amr or oceansde CITY OF VISTA PAonc OCEAN I CITY Of SAN MMCOS CITY or ENONITAS CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study BIha, inc. land planning, civil engineering, surveying PURPOSE AND SCOPE The purpose of this report is to pubhsh the results of hydrology and hydrauhc computer analysis for the development of Robert Miles Subdivision at 1833 Buena Vista Way, City of Carlsbad. The scope of this study is to analyze the results of existing and developed condition hydrology calculations and provide recommendations as to the design and size of various hydrauhc systems considered as mitigation of any potential adverse effects of the proposed project The mitigation measures proposed will include runoff interception ditches, specific routing and bypassing of runoff from areas that will remain in their natural condition, and detention calculations and sizing to attenuate the effects of development on storm water discharge. The 100-year storm frequency wiU be analyzed. Information contained in this report will be referred to for the purpose of sizing treatment facihties as proposed in the associated Storm Water Quahty Management Plan. 13 PROJECT DESCRIPTION The Robert Miles Subdivision project is located in the County of San Diego (APN156-220-02), southeast of the intersection of Buena Vista Way and Crest Drive. The proposed project is a 3.27-acre site. The project site drains to two (2) Points of Comphance located near the northern and southern comers of the project site. Treatment of storm water runoff from the site has been addressed in a separate report- "Priority Development Project (PDF) Storm Water Quahty Management Plan (SWQMP) for Camino . Largo 8" by BHA. Hydromodificaiton (HMP) analysis has also been presented within the SWQMP. Per County of San Diego drainage criteria, the Modified Rational Method should be used to determine peak flowrates when the contributing drainage area is less than 1.0 square rmle. Detention basin routing of the aforementioned modified rational method hydrology was performed using Hydro Soft by Advanced Engineering Software (AES) 2013. 1.4 PRE-DEVELOPMENT CONDITIONS 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 property is currently an operating nursery. Existing onsite structures include one story single- CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bitA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study family residence and single story structures 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. Runoff drains to two (2) points of discharge from the project site - to the north and west of the project. 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 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. Table 1 summarizes the existing condition runoff information from the site. Please refer to the Existing Hydrology Map for drainage patterns and areas. TABLE 1—Summary of Existing Condition Peak Flows Dralm^e Arad (Ac) 4<J5LO(Ey6'^:jPeak= Aj>FIOW;((l^) /-J POC-1 2.06 1.37 POC-2 1.20 2.29 Total 3.26 3.66 1.5 POST-DEVELOPMENT CONDITIONS The Robert Miles Subdivision 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 pubUc drive. The distmbed area is 3.17 acres. The existing single family residence will be removed as part of the 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. The graded site will iaclude 10 new residential lots with driveways and landscaping areas. Approximately 39% of the property wiU be impervious. Biofiltration bashis are proposed for the two main Drainage Basins A and B so that increases in the drainage discharge rate and velocity win be mitigated up to the 100-year runoff. Proposed grading has be minimized as much as possible to maintain existing slope and drainage patterns. CT 14-04yPUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying Runoff from the developed site is collected and conveyed via storm drain systems, discharging to two (2) Points of CompUance (POC). Prior to discharging from the project site, developed site runoff is intercepted by ten (10) multiple purpose onsite biofiltration best management practice (BMP) detention facihties. These basins serve to meet water quahty and peak flow reduction requirements for the project site. The proposed biojSltration basins (Basins 1,2 and 5) located in the west side of the property will outlet to a proposed 12"-dia HDPE 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 12"-dia HDPE storm drain under the proposed private access drive. The storm drains will connect to an existing 18"-dia RCT storm drain underneath the intersection of Buena Vista Way and Crest Drive. The existing storm drain line travels east and then north under Monroe Street and discharges to the Buena Vista Lagoon. The existing storm drain underneath the intersection of Buena Vista Way and Crest Drive will serve as the outlet for POC-1. Biofiltration basins located in the southern portion of the property (Basins 9 and 10) wiU outlet via proposed storm drains to McCauley Drive. The runoff will then travel downstream on McCauley Drive and eventually to the same downstream location as existing POC-2. From POC-2, runoff is collected into a curb inlet on Valley Street, then through storm drain lines on Valley Street, Carlsbad Village Drive, and Monroe Street which empties into the Buena Vista Lagoon. All project runoff eventually discharges to the Buena Vista Lagoon. Rip rap energy dissipaters are proposed at storm drain outlets to reduce flow velocities. Post- development site flow will mimic existing drainage conditions, and wQl discharge from the site at below historical flow rates. The proposed biofiltration basins wiU 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. The Homeowners Association will maintain the private road, storm drain system, and biofiltration basins. Per 2003 County of San Diego criteria, runoff coefficients were assumed respectively for the developed project site dependent upon hydrologic soil class and surface land use. Table 2 summarizes the expected cumulative 100-year peak flow rates from POC-1 and POC-2. CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civi! engineering, surveying Drainage Study I— TABLE 2—Summary of Developed Conditions Peak Flows Of^ii^e-Arila^Act Unjitejbrifr^jed ibOr, RaMteSicw-r Detaiifed 100-Year . Peak Flow (cfs) POC-l 2.57 6.16 3.28 POC-2 0.49 0.94 0.27 Total 3.06 7.10 3.55 Prior to discharging from the site, first flush runoff will be treated via the biofiltration based BMPs in accordance with standards set forth by the Regional Water Quality Control Board and the City of Carlsbad BMP Design Manual (see "Storm Water Quality Management Plan (SWQMP) for Robert Miles Subdivision" by BHA). Ten (10) LID biofiltration basins are located within the project site and are responsible for handling water quality requirements for the project site. In developed conditions, the basins will have sxirface ponding and a riser spillway structure (see dimensions in Table 3). Flows wiU then discharge from the basins via the outlet structure or infiltrate through the bio-filtration layers of the facilities to the low flow orifice. The riser structnres will act as a spillway such that peak flows can be safely discharged to the receiving storm drain system. Beneath the basins' invert lies the LID biofiltration portion of the drainage facihties. This portion of the basin is comprised of a 3-inch layer of mulch, an 18-inch layer of amended soil (a highly sandy, organic rich composite with an infiltration capacity of at least 5 inches/hr) and a 12-inch reservoir layer of gravel. An underdrain pipe wiU also be provided at the bottom of the basins to carry way filtered runoff. The basins will be lined with an impermeable liner to prevent infiltration into native soils. A typical cross section of the basins is provided in Chapter 4.3. TABLE 3—Summary Of BMP Dimensions BMP ID : • (f6r Gravetbapth Media Depth bbChifice^ P . Ponding .-'dej^ (in):; Surface i^deptib(ft). Basin 1 191 12 18 1.0 10 1.4 Basin 2 172 12 18 1.5 10 1.4 Basin 3 390 12 18 3.0 10 1.4 Basin 4 381 12 18 zo 10 1.4 Basin 5 250 12 18 zo 10 1.4 Basin 6 381 12 18 2.0 10 1.4 Basin 7 202 12 18 1.5 10 1.4 Basin 8 170 12 18 L5 10 1.4 Basin 9 200 12 18 1.5 10 1.4 Basin 10 185 12 18 1.5 10 1.4 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA,inc. land planning, civil engineering, surveying The developed condition peak flows calculated using modified rational method were then routed through the detention facilities on the project site in AES. The AES Retarding Basin Routing Analysis results are summarized in Table 4. TABLE 4—Summaiy Of Detention Basin Routing - ido^Year ^rfiice Qe^atidh; Basin 1 0.37 0.14 0.80 Basin 2 0.37 0.17 0.80 Basin 3 1.39 0.44 0.77 Basin 4 1.13 0.24 0.80 Basin 5 0.86 0.72 0.82 Basin 6 1.15 0.44 0.72 Basin 7 0.72 0.32 0.81 Basin 8 0.68 0.48 0.82 Basin 9 0.42 0.11 0.76 Basin 10 0.38 0.14 0.80 Notes; (1): Blofiltration layer Included as part of basin depth - volume reduced by voids accordingly Rational Method analysis input was used to determine an inflow hydrograph using the 2/3's 1/3 distribution as described in Sections 4.1.1 and 6.2.1 of the 2003 County of San Diego Hydrology Manual. The rainfall distribution and related hydrographs were developed using the RatHydro computer program provided to the County by Rick Engineering Company. The time of concentration (Tc) was rounded to the nearest time interval that RatHydro could accept. The peak flow remains as per the modified rational method analysis and is not reduced (or increased) from this hydrograph development accordingly. Additionally, as the detention facihties are multiple purpose water quahty and blofiltration BMPs, there is available storage provided in the blofiltration layers of the basin- namely the enguieered fiU soil layer and the underlying gravel base layer. As AES uses an depth-storage- discharge function to model the basin volume (stage-storage) and basin discharge (stage- discharge) relationships, the available storage volume provided by these aforementioned sub layers is accounted for by reducing the total sub-basin volume by the corresponding void ratio for each layer (0.4 for gravel and 0.2 for soil respectively). Rational method hydrographs, stage-storage, stage-discharge relationships and AES model output is provided in Chapter 4 of this report. CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA,Inc. land planning, civi! engineering, surveying 1.6 STUDY METHOD The method of analysis was based on the Rational Method according to the San Diego County Hydrology Manual (SD KM). The Hydrology and Hydraulic Analysis were done on Hydro Soft by Advanced Engineering Software (AES) 2013. The study considers the runoff for a 100-year storm frequency. Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values are consistent with criteria set forth in the "2003 County of San Diego Drainage Design Manual." A more detailed explanation of methodology used for this analysis is Usted in Chapter 6 - References of this report. Drainage basin areas were detemuned from the proposed grades shown on the Grading Plans for Robert Miles Subdivision and 200-scale existing topographic maps from the County of San Diego. The Rational Method provided the following variable coefficients: Rainfall Intensity - Initial time of concentration (Tc) values based on Table 3-2 of the SD HM. Rainfall Isopluvial Maps from the SD HM were used to determine Pe for 100-year storm, see References. Rainfall Intensity = I = 7.44x(P6)x(Tc)"°®''^ Pe for 100 year storm = 2.6" Soil Type - The site consists of soils in hydrologic soil groups of Type-B, see Web Soil Survey in the References section of this report. Runoff Coefficient - In accordance with the County of San Diego standards, runoff coefficients were based on land use and soil type. The soil conditions used in this study are consistent with Type-B soil quahties. An appropriate runoff coefficient (C) for each type of land use in the subarea was selected from Table 3-1 of SD HM and multiphed by the percentage of total area (A) included in that class. The sum of the products for aU land uses is the weighted runoff eoeffieient (S[CA]). For aU of the landscaped areas, a runoff coefficient assuming 0% impervious was used based on the under-lying soU type, 0.25 for Type-B soUs. AU streets and driveways were considered 95% impervious, and assigned a runoff coefficient of 0.87. Roof and driveway areas were calculated based on proposed grades shown on the Gradiug Plans. CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study The Proposed Hydrology Map shows the offeite area, proposed on-site drainage system, on-site subareas, and nodal points. Table 5 summarizes the Weighted Runoff Coefficient Calculations calculated ia the existing and proposed conditions. TABLE 5 - Weighted Runoff Coefficient Calculations by Node Existing Hycirology- Buena Vista Up Node Down Node Total Acreage Ci Al (acres)C2 A2 (acres)Ccomp 1 3 2.06 0.25 1.90 0.87 0.16 0.30 4 6 1.20 0.25 0.70 0.87 0.50 0.51 Proposed Hydrology- Buena Vista Up Node Down Node Total Acreage Ci Al (acres)C2 A2 (acres)Ccomp 1 3 0.18 0.25 0.11 0.87 0.07 0.50 5 7 0.22 0.25 0.14 0.87 0.07 0.46 9 11 0.42 0.25 0.20 0.87 0.22 0.58 13 15 0.31 0.25 0.13 0.87 0.18 0.61 17 19 0.34 0.25 0.16 0.87 0.18 0.58 21 23 0.24 0.25 0.15 0.87 0.08 0.47 25 27 0.24 0.25 0.15 0.87 0.09 0.48 29 31 0.21 0.25 0.13 0.87 0.08 0.48 32 32 0.03 0.25 0.01 0.87 0.02 0.62 33 35 0.22 0.25 0.14 0.87 0.08 0.47 36 36 0.02 0.25 0.02 0.87 0.00 0.37 37 39 0.34 0.25 0.21 0.87 0.13 0.49 51 53 0.26 0.25 0.21 0.87 0.04 0.36 Note: C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent with on-site existing soil types. See References. 1.7 CONCLUSION Table 7 below summarizes developed and existing condition drainage areas and resultant 100- year peak flow rates at the POC discharge locations from the Robert Miles Subdivision Project. Table 8 summarizes the results by drainage area and nodal discharge point. CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA,inc. land planning, civil engineering, surveying 10 TABLE 7—Summary of Peak Flows ■laFYta'lrPelllJow POC-1 -Existing Condition -Developed Condition 2.06 2.57 1.37 3.28 Difference 0.51 1.91 POC-2 -Existing Condition -Developed Condition 1.20 0.49 2.29 0.27 Difference -0.71 -Z02 TABLE 8 - Summary of Results by Node V P^^is^'ctl^taiu'ed-Oiluttor .'fes POC-1 3 2.06 1.37 28.86 so Z32 5.79 8.50 232 2.91 260.71 53 0.25 0.37 11.17 0.25 0.37 1L17 POC-2 6 1.20 2.29 12.73 32 0.24 0.49 10.97 0.24 0.12 275.02 36 0.25 0.45 1295 0.25 0.15 285.99 Total 3.26 3.66 28.86 3.06 7.10 12.95 3.06 3.55 285.99 As shown in the above table, the development of the proposed Robert Miles Subdivision project site will result in a net decrease of peak flow discharged from the project site by approximately 0.11 cfs. The 1.53 cfe increase in flowrate at Node 50 (from 1.38 cfs at Existing Node 3 to 2.91 cfs at Proposed Detained Node 50) can be sufficiently conveyed by the existing 18" storm drain system at that location. Per the As Built DWG 457-4, the 100-year peak flowrate at Node 50 is 6.4 cfs. Hydrauhc calculations performed in Chapter 5 of this report show that the existing 18" storm drain line has the hydrauhc capacity to drain the additional 1.53 cfs of runoff from the project site. Peak flow rates hsted above were generated based on criteria set forth in "San Diego County Hydrology Manual" (methodology presented in Chapter 6 of this report). Rational method output is located in Chapter 3 and 4. The hydrauhc calculations show that the proposed storm drain facihties can sufficiently convey the anticipated QlOO flowrate without any adverse effects. Furthermore, the pipe crossing at Node 50 has the hydrauhc capacity to adequately drain the proposed design under a 100-year storm event. Based on this conclusion, runoff released from CT14-04/PUD 1A06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, inc. land planning, civil engineering, surveying 11 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 quahty 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 Robert Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 12 1.8 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 reUeve me, as Engineer of Work, of my responsibilities for project design. ILJ n-n Ronald L. HoUoway R.C.E. S9271 Date r CT 144)4/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, inc. land planning, civil engineering, surveying 13 CHAPTER 2 EXHIBITS Existing Hydrology Map & Proposed Hydrology Map CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bllA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 14 EXISTING HYDROLOGY MAP ROBERT MILES SUBDIVISION, CITY OF CARLSBAD ----------;;1;:--------------:-:=~~=:--------:1-:=:=::::::::=-::------== --::: =--------:~ -----------:.: -----=:_:::_: _____ =-==:--------___:::_-___ ::: .. ~----~--------·-----,---~=-----_____ -~·~-----., ______ ' --·-. --···------___ :~=-:.~_--:::_-__ ::~---. -... _. _-_:_-_~-~-:;'_ -_-.. ·-------=-----==---~-=·-:::---"' ------•-. :::~~=:.----------..... ----~:~"-~_.;;;:_~:~-=::::=-=:.:.~-:_:_~:~:~~~ .. :_:~:_-~ -----_:-· _:_::_-=-=-·-··---_--=-:_:::-==-~:·::==-~::·:~-=-::::~~=-~ --~ =-=------------~~:---·-------=~-·::~-----=-=-·:_ -------·-----~-~=-~::=----------_--_: ~~-~:::.·:. __________ =-_=.=-__ .. ____ _ ------=------.. ---~:_: "•, -----_-----~----' ·-------=-:~:~-----~~:=-~=:~~-----=-----···-_ .. ·-----+-~---~~-:~~=~;--------:-----.. -------~--:_~~~~-: ~~~~:... _____ -·-·=:·:-::·~"·: - -----·-. .. -_,,_, _____ , ......... .,. ---~-~:~~::-~:=::~-=~--------.. ·----~------·---· .. ----·---------===-~ ------·---.. ------: ,,; ~ ·-------EXISDN/;18"-RCP~ -__ 3___ -----------------------------===~=-=-::_ ----.:::-! ;·,~---------------------------------------~----------------~~ ~~5~,;,;;f:!!{t~~,:~:;;~:-.1;---+_-,,1-=.}=-z=l_ -;:-----=:-----------=--------__ --- -' -----------------·==:::---__ : ___ -------- - -c.-::::::-=::::__ -----------------------------------------~-~-~-=-::_:-:::___ -___ -_=:::=-=-=----------------=::. ---~---~--= -~4s ~~--=~ ---=--~ -·----·----·-·---------·--\.,, ____ ',, ---~ _ ___ _ ____ ----------------------------------------------------------------------------~: ----';:_ :.,;~/:";~~:-~~1;,7C_f 'fi~_s ___ -~---~-~_:•_t_._f_: .) X ______ .. _________ ...... -----· , -·----, --------~~--------/' ~ -----------·-------------, ---·--·-·"· . -. -------·---·---__ ,.. --· " --·--· -~ . --------------------"--'-------- ' ' I ,, ' ;, J, ! -----------------~ : ~ ----------------- > '-., ---------'- ----,, Q " -------------.,,,,,, ...---------~--' V ~-----------··--------------\ ...) X ------------ -------- ----: Q:'., ----------------------------- \ J ,_. -----. ·------··---------- / BASIN A f (/7 '--I ,/i\2 ~ K:\Civil 3D\1289 -Miles\DWG\HYDR0\1289-EX HYDRO 1-3-17_dwg, 1/10/2017 10:33:24 AM .... ___ _ ---- --· ..... __ ----------- ---------- BAS/NB ··--; :::i ? vv . .__ ,., -- ---------- ----- --/ --' ~\ .c:,) \' ,/ ---·-·----·-.. --··------·---------- ----------------------@--~-00. ______ _ ---···----i J '-' -"------.... _, __ --~- ' C=0.30 .. ·-----·-·-··------·"·--·-·""' ---.,.,..-· ------- -·-~~----- @ C=0.51 WEIGHTED RUNOFF COEFFICIENT CALCULATIONS: Existing Hydrology-Buena Vista Up Node Down Node Total Acreage c, Al {acres) C2 A2 [acres) 1 3 2_06 0_25 1_90 0_87 0-16 4 6 1_20 0_25 0-70 0-87 0.50 Ccomp 0_30 0.51 Note: (-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent with on-site existing soil types. See References. --~----------~------ ------------ -------------- ' ----------__ __..-----r"______..__...... ------I i._ _ __J -- / / ' I / / -_______ , --,'/ ---]// i ' # __ :,,!,_,_.:,/:!' ·-----_ 5---J -,_ ; ' ', , ' . --' < ....... : j 1, i ·! ,,,-.:;/,/ -1 ' ' ,~,.__ bl-tA,lnc. i i' /? la11d planning, cMi engineering, wwe)flng 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931 ""'.8700 r-- PROJECT CHARACTERISTICS PARCEL AREA APN SOIL TYPE DEPTH TO GROUNDWATER LEGEND SURF ACE NODE SU RF ACE FLOW, 100 YEAR BASIN AREA RUNOFF COEFFICIENT BASIN LIMIT SUB-BASIN LIMIT FLOWPA1H PROJECT BOUNDARY 3,265 ACRES 156-220-02 8 > 20 FEET --------···--- SUMMARY OF RESULTS POCID DRAINAGE AREA 100-YEAR PEAK (ACRES) FLOW (CFS) POC-1 2.06 1.37 POC-2 1.20 -2.29 TOTAL 3.26 3.66 20 40 SCALE: 1" = 20' 60 CT 14-04/DWG 496-6A EXISTING HYDROLOG'{ MAP ROBERT MILES SUBDIVISION CITY OF CARLSBAD, CA SHEET 1 OF 1 CHAPTERS CALCULATIONS 3.1 - Existing Condition Hydrology CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bilA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 15 100 YEAR STORM A-*************************************************************************** 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: 16:27 01/03/2017 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 0.0313 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 S.C.S. CURVE NUMBER (AMC II) - '0 INITIAL SUBAREA FLOW-LENGTH(FEET) - 56.00 UPSTREAM ELEVATION(FEET) = 196.00 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 16 DOWNSTREAM ELEVATION(FEET) - 194.00 ELEVATION DIFFERENCE(FEET) - 2.00 SOBAREA OVERLAND TIME OF FLOW(MIN.) - 7.050 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.489 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) - 0.14 TOTAL RUNOFF(CFS) = 0.23 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 51 »»>COMPDTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 194.00 DOWNSTREAM(FEET) - 186.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 CHANNEL SLOPE = 0.0178 CHANNEL BASE(FEET) = 140.00 "Z" FACTOR = 10.000 MANNING'S FACTOR - 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.211 *DSER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .3000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - 0.97 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) - 0.34 AVERAGE FLOW DEPTH(FEET) - 0.02 TRAVEL TIME(MIN.) = 21.81 Tc(MIN.) = 28.86 SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) - 1.27 AREA-AVERAGE RUNOFF COEFFICIENT -= 0.300 TOTAL AREA(ACRES) - 2.1 PEAK FLOW RATE(CFS) - 1.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) - 0.03 FLOW VELOCITY(FEET/SEC.) = 0.38 LONGEST FLOWPATH FROM NODE I.00 TO NODE 3.00= 506.00 FEET. ************************************************** *'* ************************ FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *DSER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5100 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.) - 8.863 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.735 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) n 0.16 TOTAL RUNOFF(CFS) - 0.39 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 195.50 DOWNSTREAM(FEET) = 187.00 CHANNEL LENGTH THRU SUBAREA(FEET) - 412.00 CHANNEL SLOPE = 0.0206 CHANNEL BASE(FEET) - 18.00 "Z" FACTOR - 5.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) - 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.750 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study i— 17 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) - 1.78 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 3.87 Tc(MIN.) = 12.73 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = AREA-AVERAGE RUNOFF COEFFICIENT - 0.510 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) 1.99 2.29 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) - 2.16 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 6.00 =473.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 1.2 2.29 TC(MIN.) =12.73 END OF RATIONAL METHOD ANALYSIS CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying CHAPTER 3 CALCULATIONS !] ' 32- Proposed Condition Hydrology - Undetained CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 19 100 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 PROPOSED HYDROLOGY ANALYSIS * * 1833 BUENA VISTA WAY * * SEE HYDROLOGY MAP FOR NODE LOCATIONS, AND BASIN INFORMATION * * A*************************************************'*'**'*'*****'*'************"*' FILE NAME: 1289U100.DAT TIME/DATE OF STUDY: 11:45 01/05/2017 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) - 100.00 I 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 1 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-DEF1NED 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 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: I 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 29.00 TO NODE 30.00 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) - 55.00 UPSTREAM ELEVATION(FEET) = 200.10 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 20 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 »»>COMPDTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 199.50 DOWNSTREAM(FEET) = 198.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 73.00 CHANNEL SLOPE - 0.0164 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR - 5.000 MANNING'S FACTOR - 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.160 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) - 0.44 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 10.83 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) = 0.42 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) - 0.50 LONGEST FLOWPATH FROM NODE 29.00 TO NODE 31.00= 128.00 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) - 195.63 DOWNSTREAM(FEET) = 195.24 FLOW LENGTH(FEET) = 30.70 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.82 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.42 PIPE TRAVE!L TIME(MIN.) - 0.13 Tc(MIN.) = 10.97 LONGEST FLOWPATH FROM NODE 29.00 TO NODE 32.00 = 158.70 FEET. *********************■********************★*★★**★**★★*****★*****************:* FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.127 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6200 S.C.S. CURVE NUMBER (AMC II) - 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4975 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) - 0.49 TC(MIN.) - 10.97 CT 14-04^UD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 1— 21 **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER-SPECIFIED(SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT - .4700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) - 70.00 UPSTREAM ELEVATION(FEET) = 198.10 DOWNSTREAM ELEVATION(FEET) = 197.50 ELEVATION DIFFERENCE(FEET) - 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) - 9.572 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 64.29 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN To CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.506 SUBAREA RUNOFF(CFS) - O.Il TOTAL AREA(ACRES) - 0.05 TOTAL RUNOFF(CFS) - 0.11 •AT*************************************************************************** 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) = 195.80 CHANNEL LENGTH THRU SUBAREA(FEET) - 77.00 CHANNEL SLOPE - 0.0221 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.737 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .4700 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.) = 0.40 AVERAGE FLOW DEPTH(FEET) - 0.03 TRAVEL TIME(MIN.) - 3.22 Tc(MIN.) - 12.79 SUBAREA AREA(ACRES) - 0.17 SUBAREA RUNOFF(CFS) = 0.30 AREA-AVERAGE RUNOFF COEFFICIENT = 0.470 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 0.56 LONGEST FLOWPATH FROM NODE 33.00 TO NODE 35.00 - 147.00 FEET. ★*★★★*★★*★★***★***•***★****★★*★*★★**★***★*******★*********★****************** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE - 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) - 193.13 DOWNSTREAM(FEET) - 192.99 FLOW LENGTH(FEET) - 25.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.74 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 0.39 PIPE TRAVEL TIME(MIN.) - 0.15 Tc(MIN.) = 12.95 CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I— 22 LONGEST FLOWPATH FROM NODE 33.00 TO NODE 36.00 172.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE - 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.709 *DSER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .6200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT - 0.4880 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) n TC(MIN.) = 12.95 0.07 0.45 **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 54.00 UPSTREAM ELEVATION(FEET) = 200.10 DOWNSTREAM ELEVATION(FEET) - 194.00 ELEVATION DIFFERENCE(FEET) - 6.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) - 3.745 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) -= 0.06 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** 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) - 150.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 25.00 "Z" FACTOR - 5.000 MANNING!S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.181 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) - 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - 0.56 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) - 0 AVERAGE FLOW DEPTH(FEET) - 0.04 Tc(MIN.) = 7.71 SUBAREA AREA(ACRES) = 0.28 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 0.3 TRAVEL TIME(MIN.) = SUBAREA RUNOFF(CFS) - 0.490 PEAK FLOW RATE(CFS) 190.70 0.0220 63 96 0.71 0.86 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) » 0.05 FLOW VELOCITY(FEET/SEC.) - 0.70 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 39.00 =204.00 FEET. CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study inc. iand pianning, civii engineering, surveying 7-^ n i ★*************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SOBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) - 188.03 DOWNSTREAM(FEET) -= 181.60 FLOW LENGTH(FEET) = 131.60 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 7.64 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.86 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) - 8.00 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 40.00 = 335.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.060 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .2500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT - 0.4647 SUBAREA AREA(ACRES) - 0.04 SUBAREA RUNOFF(CFS) - 0.05 TOTAL AREA(ACRES) - 0.4 TOTAL RUNOFF(CFS) = 0.89 TC(MIN.) - 8.00 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE - 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SDBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 181.60 DOWNSTREAM(FEET) = 181.18 FLOW LENGTH(FEET) - 19.60 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.46 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.89 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.06 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 41.00 = 355.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 4.00 IS CODE - 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) - 180.85 DOWNSTREAM(FEET) - 180.36 FLOW LENGTH(FEET) - 48.50 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 4.03 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.89 PIPE TRAVEL TIME(MIN.) - 0.20 Tc(MIN.) = 8.26 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 4.00 - 403.70 FEET. ******************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE - 10 CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, inc. 1833 Buena Vista Way land planning, civii engineering, surveying Drainage Study i ^ »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *OSER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) - 0 INITIAL SUBAREA FLOW-LENGTH(FEET) - 64.00 UPSTREAM ELEVATION(FEET) = 194.00 DOWNSTREAM ELEVATION(FEET) - 193.40 ELEVATION DIFFERENCE(FEET) - 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) - 8.828 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.748 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) =0.12 **************************************************************************** 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) CHANNEL LENGTH THRU SUBAREA(FEET) = 74.00 CHANNEL SLOPE CHANNEL BASE(FEET) -= 25.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) - 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.110 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .5000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 0,25 0. AVERAGE FLOW DEPTH(FEET) - 0.02 Tc(MIN.) = 11.04 SUBAREA AREA(ACRES) = 0.13 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) - 0.2 TRAVEL TIME(MIN.) 189.00 0.0595 56 2.21 SUBAREA RUNOFF(CFS) = 0.27 0.500 PEAK FLOW RATE(CFS) = 0.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) - 0.02 FLOW VELOCITY(FEET/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE I.00 TO NODE 3.00 =138.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) - 186.33 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 27.30 MANNING'S N - 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.38 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.37 PIPE TRAVEL TIME(MIN.) - 0.04 Tc(MIN.) = 11.08 180.36 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 165.30 FEET. CT14-04/PUD 14^/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying ******************************************************************************* FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.37 11.08 4.099 0.18 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 165.30 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.89 8.26 4.957 0.38 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 4.00 = 403.70 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.17 8.26 4.957 2 1.11 11.08 4.099 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 1.17 Tc(MIN.) = 8.26 TOTAL AREA(ACRES) = 0.6 ************************************************************************************ 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) = 180.36 DOWNSTREAM(FEET) - 180.04 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.32 GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 1.17 PIPE TRAVEL TIME(MIN.) - 0.12 Tc(MIN.) = 8.38 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 8.00 = 435.70 FEET. H ★•A-************************************************************************* FLOW PROCESS FROM NODE 4.00 TO NODE 8.00 IS CODE - I »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) - 8.38 RAINFALL INTENSITY(INCH/HR) = 4.91 TOTAL STREAM AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) AT CONFLUENCE - 1.17 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study |— 26 *USER SPECIFIED(SDBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) - 57.00 UPSTREAM ELEVATION(FEET) - 194.10 DOWNSTREAM ELEVATION(FEET) = 194.00 ELEVATION DIFFERENCE(FEET) - 0.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 10.263 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) = 4.308 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) - 0.06 TOTAL RUNOFF(CFS) = 0.12 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) - 191.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 96.00 CHANNEL SLOPE = 0.0302 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR - 5.000 MANNING'S FACTOR - 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.622 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT ■= .4600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - 0.25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.51 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) = 13.43 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) - 0.27 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) " 0.2 PEAK FLOW RATE(CFS) = 0.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) - 0.57 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 153.00 FEET. FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) - 188.43 DOWNSTREAM(FEET) - 180.04 FLOW LENGTH(FEET) - 27.30 MANNING'S N - O.OII DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.83 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 0.37 PIPE TRAVEL TIME(MIN.) - 0.04 Tc(MIN.) - 13.47 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 8.00= 180.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CT14-04/PUD 14-06/CDP 14-20 Robert Miles SubdMslon b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 27 »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.47 RAINFALL INTENSITY(INCH/HR) = 3.62 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE - 0.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.17 8.38 4.910 0.56 2 0.37 13.47 3.615 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 1.40 8.38 4.910 2 1.23 13.47 3.615 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 1.40 Tc(MIN.) - 8.38 TOTAL AREA(ACRES) = 0.8 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 8.00- 435.70 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) = 180.04 DOWNSTREAM(FEET) = 178.25 FLOW LENGTH(FEET) - 178.00 MANNING'S N - O.OII DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.57 GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 1.40 PIPE TRAVEL TIME(MIN.) - 0.65 Tc(MIN.) - 9.03 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 49.00 = 613.70 FEET. FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK f 1 ««< *★*************★********•**************★***★*★★★*********★*★★★★*•**★★★★***★*** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 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) - 73.00 UPSTREAM ELEVATION(FEET) = 200.10 DOWNSTREAM ELEVATION(FEET) = 192.50 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study .>8 ELEVATION DIFFERENCE(FEET) = 7.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.426 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc - 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) - 0.06 TOTAL RUNOFF(CFS) = 0.20 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) - 192.50 DOWNSTREAM(FEET) = 189.60 CHANNEL LENGTH THRU SUBAREA (FEET) = 90.00 CHANNEL SLOPE = 0.0322 CHANNEL BASE(FEET) - 25.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.637 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) - 0.64 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) - 2.34 Tc(MIN.) - 6.76 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.49 AREA-AVERAGE RUNOFF COEFFICIENT - 0.480 TOTAL AREA(ACRES) - 0.2 PEAK FLOW RATE(CFS) = 0.65 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) - 0.04 FLOW VELOCITY(FEET/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 27.00 = 163.00 FEET. FLOW PROCESS FROM NODE 27.00 TO NODE 23.00 IS CODE - 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) - 184.43 DOWNSTREAM(FEET) = 180.79 FLOW LENGTH(FEET) = 115.09 MANNING'S N - 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.71 GIVEN PIPE DIAMETER(INCH) - 12.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 0.65 PIPE TRAVEL TIME(MIN.) = 0.34 ' Tc(MIN.) = 7.10 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 23.00 - 278.09 FEET. FLOW PROCESS FROM NODE 27.00 TO NODE 23.00 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.) = 7.10 RAINFALL INTENSITY(INCH/HR) - 5.46 TOTAL STREAM AREA(ACRES) - 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.65 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civii engineering, surveying Drainage Study 29 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SDBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .4700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 52.00 UPSTREAM ELEVATION(FEET) - 200.10 DOWNSTREAM ELEVATION(FEET) - 191.00 ELEVATION DIFFERENCE(FEET) = 9.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.796 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) - 0.04 TOTAL RUNOFF(CFS) = 0.13 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 191.00 DOWNSTREAM(FEET) = 185.80 CHANNEL LENGTH THRU SUBAREA(FEET) - 87.00 CHANNEL SLOPE - 0.0598 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR - 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) - 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.415 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .4700 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.) = 0.83 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 5.54 SUBAREA AREA(ACRES) - 0.20 SUBAREA RUNOFF(CFS) - 0.60 AREA-AVERAGE RUNOFF COEFFICIENT - 0.470 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.72 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) - 0.86 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 23.00 - 139.00 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 5.54 RAINFALL INTENSITY(INCH/HR) - 6.41 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.72 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 30 1 0.65 7.10 5.464 0.24 2 0.72 5.54 6.415 0.24 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 1.23 5.54 6.415 2 1.27 7.10 5.464 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.27 Tc(MIN.) = 7.10 TOTAL AREA(ACRES) - 0.5 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 23.00 - 278.09 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 180.63 DOWNSTREAM(FEET) - 180.06 FLOW LENGTH(FEET) - 42.72 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 5.09 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.27 PIPE TRAVEL TIME(MIN.) - 0.14 Tc(MIN.) - 7.24 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 24.00 = 320.81 FEET. FLOW PROCESS FROM NODE 24.00 TO NODE 20.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) - 179.73 DOWNSTREAM(FEET) = 179.55 FLOW LENGTH(FEET) = 35.70 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 3.59 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 1.27 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 7.40 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 20.00 - 356.51 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.) = 7.40 RAINFALL INTENSITY(INCH/HR) =5.32 TOTAL STREAM AREA(ACRES) = 0.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.27 FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE - 21 CT 14WUD 14-06/CDP 14-20 Robert Miles Subdivision blHA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 31 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .5800 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.) - 3.799 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc - 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) - 0.04 TOTAL RUNOFF(CFS) =0.16 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) = 185.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 119.00 CHANNEL SLOPE - 0.0353 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) - 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 5.851 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) - 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - 0.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.77 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 6.38 SUBAREA AREA(ACRES) - 0.30 SUBAREA RUNOFF(CFS) = 1.02 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 TOTAL AREA(ACRES) - 0.3 PEAK FLOW RATE(CFS) - 1.15 END OF SUBAREA'CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 17.00 TO NODE 19.00 n 178.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) ■= 183.13 DOWNSTREAM(FEET) - 179.55 FLOW LENGTH(FEET) ■= 36.50 MANNING'S N - 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 10.63 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 1.15 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) - 6.44 LONGEST FLOWPATH FROM NODE 17.00 TO NODE 20.00 = 214.50 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, inc. land planning, civil engineering, surveying 32 »»>AND COMPOTE VARIODS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.44 RAINFALL INTENSITY(INCH/HR) = 5.82 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.15 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.27 7.40 5.317 0.48 2 1.15 6.44 5.817 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 2.31 6.44 5.817 2 2.32 7.40 5.317 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 2.32 Tc(MIN.) = 7.40 TOTAL AREA(ACRES) - 0.8 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 20.00 - 356.51 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) = 179.55 DOWNSTREAM(FEET) = 179.17 FLOW LENGTH(FEET) - 77.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.09 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.32 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) - 7.72 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 16.00 = 433.51 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.) = 7.72 RAINFALL INTENSITY(INCH/HR) = 5.18 TOTAL STREAM AREA(ACRES) = 0.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.32 ***************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I—33 ♦USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .6100 S.C.S. CURVE NUMBER (AMC II) - 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) -= 194.00 DOWNSTREAM ELEVATION(FEET) - 189.80 ELEVATION DIFFERENCE(FEET) = 4.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) - 3.572 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.17 **************************************************************************** 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) = 185.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 119.00 CHANNEL SLOPE = 0.0370 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR - 5.000 MANNING'S FACTOR - 0.040 MAXIMUM DEPTH(FEET) - 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 5.961 ♦USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) - 0.75 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 2.63 Tc(MIN.) = 6.20 SUBAREA AREA(ACRES) - 0.27 SUBAREA RUNOFF(CFS) = 0.98 AREA-AVERAGE RUNOFF COEFFICIENT - 0.610 TOTAL AREA(ACRES) - 0.3 PEAK FLOW RATE(CFS) - 1.13 END OF SUBAREA■CHANNEL FLOW HYDRAULICS: DEPTH(FEET) - 0.05 FLOW VELOCITY(FEET/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 - 179.00 FEET. ******************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 182.73 DOWNSTREAM(FEET) - 179.17 FLOW LENGTH(FEET) - 36.50 MANNING'S N - 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.54 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 1.13 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) - 6.26 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 - 215.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CT14-04/PUD 14-06/CDP 14-20 Robeil Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveyingDrainage Study [ ^ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.26 RAINFALL INTENSITY(INCH/HR) = 5.93 TOTAL STREAM AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.13 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.32 7.72 5.177 0.82 2 1.13 6.26 5.926 0.31 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 3.15 6.26 5.926 2 3.31 7.72 5.177 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.31 Tc(MIN.) = 7.72 TOTAL AREA(ACRES) - 1.1 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 16.00 - 433.51 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) = 179.17 DOWNSTREAM(FEET) - 178.43 FLOW LENGTH(FEET) = 147.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.22 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.31 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 8.30 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 12.00 = 580.51 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 12.00 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.30 RAINFALL INTENSITY(INCH/HR) = 4.94 TOTAL STREAM AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) AT CONFLUENCE - 3.31 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bflA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 35 USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) =, 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 76.00 UPSTREAM ELEVATION(FEET) - 194.10 DOWNSTREAM ELEVATION(FEET) = 189.50 ELEVATION DIFFERENCE(FEET) = 4.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.478 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** 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) - 184.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 106.00 CHANNEL SLOPE - 0.0434 CHANNEL BASE(FEET) - 25.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.824 ♦USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.80 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.90 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 6.43 SUBAREA AREA(ACRES) - 0.36 SUBAREA RUNOFF(CFS) - 1.22 AREA-AVERAGE RUNOFF COEFFICIENT - 0.580 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) - 0.05 FLOW VELOCITY(FEET/SEC.) - 1.09 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 11.00 = 182.00 FEET. ****************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 182.23 DOWNSTREAM(FEET) = 178.43 FLOW LENGTH(FEET) - 33.50 MANNING'S N - 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 11.76 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) - 1.39 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.48 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 12.00 = 215.50 FEET. H ★★•A-************************************************************************ FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 36 TIME OF CONCENTRATION(MIN.) ■> 6.48 RAINFALL INTENSITY(INCH/HR) = 5.80 TOTAL STREAM AREA(ACRES) - 0.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.31 8.30 4.941 1.13 2 1.39 6.48 5.797 0.41 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.20 6.48 5.797 2 4.49 8.30 4.941 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.49 Tc(MIN.) = 8.30 TOTAL AREA(ACRES) = 1.5 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 12.00 - 580.51 FEET. **************************************************************************** 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) = 178.43 DOWNSTREAM(FEET) = 178.25 FLOW LENGTH(FEET) - 36.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.21 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH - 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) - 12.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) - 4.49 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) - 8.44 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 49.00 = ■ 616.51 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 AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.49 8.44 4.887 1.54 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 49.00 -= 616.51 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.40 9.03 4.679 0.78 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 49.00 - 613.70 FEET. ** PEAK FLOW RATE TABLE ** CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I—37 STREAM RDNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.79 8.44 4.887 2 5.69 9.03 4.679 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.79 Tc(MIN.) = 8.44 TOTAL AREA(ACRES) - 2.3 FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE - 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) - 177.92 DOWNSTREAM(FEET) = 177.69 FLOW LENGTH(FEET) = 23.29 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.74 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.79 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) - 8.50 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 50.00 = 639.80 FEET. FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3600 S.C.S. CURVE NUMBER (AMC II) - 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 88.00 UPSTREAM ELEVATION(FEET) = 188.60 DOWNSTREAM ELEVATION(FEET) - 187.00 ELEVATION DIFFERENCE(FEET) - 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.899 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH - 82.27 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.409 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) - 0.07 TOTAL RUNOFF(CFS) - 0.11 FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 187.00 DOWNSTREAM(FEET) -= 178.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE - 0.1500 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) - 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.078 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT ■= .3600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - 0.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.78 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 38 AVERAGE FLOW DEPTH(FEET) = 0.01 TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) - 11.17 SDBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.26 AREA-AVERAGE RUNOFF COEFFICIENT - 0.360 TOTAL AREA(ACRES) - 0.2 PEAK FLOW RATE(CFS) = 0.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.02 FLOW VELOCITY(FEET/SEC.) - 0.81 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 53.00 = 148.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 11.17 PEAK FLOW RATE(CFS) = 0.37 END OF RATIONAL METHOD ANALYSIS CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study i— 39 CHAPTERS CALCULATIONS 3 J - Proposed Condition Hydrology - Detained CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bkA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I— 40 100 YEAR STORM ' RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1 2003,1985,1981 HYDROLOGY MANUAL 1 (c) Copyright I982-20I3 Advanced Engineering Software (aes) ' Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: i ' BHA, Inc 5II5 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-7780 **************************** DESCRIPTION OF STUDY ************************** * 100 YEAR PROPOSED HYDROLOGY ANALYSIS- DETAINED * * 1833 BUENA VISTA WAY * * SEE HYDROLOGY MAP FOR NODE LOCATIONS, AND BASIN INFORMATION * ************************************************************************** FILE NAME: I289UI00.DAT TIME/DATE OF STUDY: 12:22 01/05/2017 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YE7VR) = 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 29.00 TO NODE 30.00 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) - 55.00 UPSTREAM ELEVATION(FEET) = 200.10 CT 144)4/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I—41 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) = 198.30 CHANNEL LENGTH THRU SUBAREA(FEET) - 73.00 CHANNEL SLOPE = 0.0164 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR - 5.000 MANNING'S FACTOR - 0.040 MAXIMUM DEPTH(FEET) - 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.160 *USER SPECIFIED(SUBAREA); USER-SPECIFIED RUNOFF COEFFICIENT = .4800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) - 0.44 AVERAGE FLOW DEPTH(FEET) -= 0.03 TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 10.83 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) -= 0.42 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 0.50 LONGEST FLOWPATH FROM NODE 29.00 TO NODE 31.00 = 128.00 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE - 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 274.83 RAIN INTENSITY(INCH/HOUR) = 0.52 TOTAL AREA(ACRES) - 0.21 TOTAL RUNOFF(CFS) - 0.11 *********************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE - 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) - 195.63 DOWNSTREAM(FEET) = 195.24 FLOW LENGTH(FEET) - 30.70 MANNING'S N - 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 2.65 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 0.11 PIPE TRAVEL TIME(MIN.) - 0.19 Tc(MIN.) = 275.02 LONGEST FLOWPATH FROM NODE 29.00 TO NODE 32.00 = 158.70 FEET. ***************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civii engineering, surveying Drainage Study I—42 100 YEAR RAINFALL INTENSITY(INCH/HODR) - 0.517 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6200 S.C.S. CURVE NUMBER (AMC II) - 0 AREA-AVERAGE RUNOFF COEFFICIENT - 0.9643 SUBAREA AREA(ACRES) - 0.03 SUBAREA RUNOFF(CFS) - 0.01 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.12 TC(MIN.) = 275.02 **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ♦USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .4700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 198.10 DOWNSTREAM ELEVATION(FEET) - 197.50 ELEVATION DIFFERENCE(FEET) = 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.572 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 64.29> (Reference: TaBle 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.506 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) - 0.05 TOTAL RUNOFF(CFS) - 0.11 ******************************************************************************** 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) = 195.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 77.00 CHANNEL SLOPE - 0.0221 . CHANNEL BASE(FEET) = 25.00 "Z" FACTOR - 5.000 MANNING'S FACTOR - 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.737 ♦USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .4700 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.) = 0.40 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 3.22 Tc(MIN.) = 12.79 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) - 0.30 AREA-AVERAGE RUNOFF COEFFICIENT - 0.470 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) - 0.03 FLOW VELOCITY(FEET/SEC.) = 0.56 LONGEST FLOWPATH FROM NODE 33.00 TO NODE 35.00 = 147.00 FEET. FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE - 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I—43 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 285.79 RAIN INTENSITY (INCH/HOUR) = 0.50 TOTAL AREA(ACRES) - 0.22 TOTAL RUNOFF(CFS) = 0.14 FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 193.13 DOWNSTREAM(FEET) = 192.99 FLOW LENGTH(FEET) = 25.00 MANNING'S N - 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.11 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.14 PIPE TRAVEL TIME(MIN.) - 0.20 Tc(MIN.) - 285.99 LONGEST FLOWPATH FROM NODE 33.00 TO NODE 36.00 = 172.00 FEET. FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 0.504 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 1.1856 SUBAREA AREA(ACRES) - 0.03 SUBAREA RUNOFF(CFS) - 0.01 TOTAL AREA(ACRES) - 0.2 TOTAL RUNOFF(CFS) - 0.15 TC(MIN.) = 285.99 FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .4900 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) =54.00 UPSTREAM ELEVATION(FEET) = 200.10 DOWNSTREAM ELEVATION(FEET) = 194.00 ELEVATION DIFFERENCE(FEET) = 6.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.745 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) - 0.06 TOTAL RUNOFF(CFS) - 0.20 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) - 190.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0220 CT 144)4/PUD 14-06/CDP 14-20 Robert Miles Subdivision bilA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 44 CHANNEL BASE(FEET) - 25.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 5.181 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC 11) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.56 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) - 0.63 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL T1ME(M1N.) = 3.96 TC(M1N.) = 7.71 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.71 AREA-AVERAGE RUNOFF COEFFICIENT - 0.490 TOTAL AREA(ACRES) - 0.3 PEAK FLOW RATE(CFS) = 0.86 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 39'. 00 = 204.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) - 263.91 RAIN INTENSITY(INCH/HOUR) = 0.53 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.72 ********************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>DS1NG USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 188.03 DOWNSTREAM(FEET) = 181.60 FLOW LENGTH(FEET) - 131.60 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =7.30 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.72 PIPE TRAVEL T1ME(M1N.) = 0.30 Tc(MlN.) - 264.21 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 40.00 - 335.60 FEET. * ******************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE - 81 »»>ADD1T10N OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.530 *DSER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .2500 S.C.S. CURVE NUMBER (AMC 11) = 0 AREA-AVERAGE RUNOFF COEFFICIENT - 3.5977 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) - 0.4 TOTAL RUNOFF(CFS) = 0.72 TC(M1N.) = 264.21 FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA<<<<< »»>US1NG USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« CT14-04/PUD 14^6/CDP 14-20 Robert Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I— 45 ELEVATION DATA: UPSTREAM(FEET) = 181.60 DOWNSTREAM(FEET) = 181.18 FLOW LENGTH(FEET) = 19.60 MANNING'S N = O.OII DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 5.29 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 0.72 PIPE TRAVEL TIME(MIN.) - 0.06 Tc(MIN.) = 264.27 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 41.00 = 355.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 4.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) - 180.85 DOWNSTREAM(FEET) = 180.36 FLOW LENGTH(FEET) = 48.50 MANNING'S N - 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.78 GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.72 PIPE TRAVEL TIME(MIN.) - 0.21 Tc(MIN.) = 264.49 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 4.00 = 403.70 FEET. H •A'*****************************************'*****'****************"*******'***** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE - 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <«« FLOW PROCESS FROM NODE I.00 TO NODE 2.00 IS CODE - 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) - 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 64.00 UPSTREAM ELEVATION(FEET) = 194.00 DOWNSTREAM ELEVATION(FEET) = 193.40 ELEVATION DIFFERENCE(FEET) - 0.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.828 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.748 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) - 0.12 **************************************************************************** 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) = 189.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 74.00 CHANNEL SLOPE = 0.0595 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR - 5.000 MANNING'S FACTOR - 0.040 MAXIMUM DEPTH(FEET) - 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.110 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5000 CT 14-(34/PUD 14-06/CDP 14-20 Robert Miles Subdivision bilA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 46 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.56 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) - 11.04 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.27 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) - 0.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.02 FLOW VELOCITY(FEET/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 138.00 FEET. H ★★★★★★★it*******************'*'********'**'************************************* FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) - 275.04 RAIN INTENSITY (INCH/HOUR) - 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.14 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 186.33 DOWNSTREAM(FEET) - 180.36 FLOW LENGTH(FEET) = 27.30 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 0.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.80 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.14 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 275.10 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 165.30 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 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.14 275.10 0.517 0.18 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 - 165.30 FEET. ** MEMORY BANK t 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.72 264.49 0.530 0.38 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 4.00 = 403.70 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.86 264.49 0.530 2 0.85 275.10 0.517 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I— 47 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.86 Tc(MIN.) - 264.49 TOTAL AREA(ACRES) - 0.6 FLOW PROCESS FROM NODE 4.00 TO NODE 8.00 IS CODE ■= 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>DSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 180.36 DOWNSTREAM(FEET) - 180.04 FLOW LENGTH(FEET) = 32.00 MANNING'S N - 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.95 GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 0.86 PIPE TRAVEL TIME(MIN.) - 0.13 Tc(MIN.) = 264.62 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 8.00 = 435.70 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 I ARE: TIME OF CONCENTRATION(MIN.) - 264.62 RAINFALL INTENSITY(INCH/HR) = 0.53 TOTAL STREAM AREA(ACRES) - 0.56 PEAK FLOW RATE(CFS) AT CONFLUENCE - 0.86 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 - .4600 S.C.S. CURVE NUMBER (AMC II) - 0 INITIAL SUBAREA FLOW-LENGTH(FEET) - 57.00 UPSTREAM ELEVATION(FEET) = 194.10 DOWNSTREAM ELEVATION(FEET) - 194.00 ELEVATION DIFFERENCE(FEET) = 0.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 10.263 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 To CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.308 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) - 0.06 TOTAL RUNOFF(CFS) = 0.12 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) = 191.10 CHANNEL LENGTH THRU SUBAREA(FEET) - 96.00 CHANNEL SLOPE = 0.0302 CHANNEL BASE(FEET) - 25.00 "Z" FACTOR - 5.000 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, inc. 1833 Buena Vista Way land planning, civi engineering, surveying Drainage Study 48 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) =1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.622 *USER SPECIFIED(SDBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.25 TRAVEL TIME THRU SDBAREA BASED ON VELOCITY(FEET/SEC.) = 0.51 AVERAGE FLOW DEPTH(FEET) - 0.02 TRAVEL TIME(MIN.) - 3.17 Tc(MIN.) - 13.43 SDBAREA AREA(ACRES) = 0.16 SDBAREA RUNOFF(CFS) = 0.27 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.37 END OF SDBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 0.57 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 - 153.00 FEET. ******************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE - 7 »»>DSER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 286.43 RAIN INTENSITY(INCH/HOUR) - 0.50 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.17 ******************************************************************************* FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 41 »»X:OMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 188.43 DOWNSTREAM(FEET) - 180.04 FLOW LENGTH(FEET) = 27.30 MANNING'S N = O.OII DEPTH OF FLOW IN 6.0 INCH PIPE IS 0.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 9.18 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 0.17 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 286.48 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 8.00- 180.30 FEET. ****************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 286.48 RAINFALL INTENSITY(INCH/HR) = 0.50 TOTAL STREAM AREA(ACRES) - 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.17 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.86 264.62 0.530 0.56 2 0.17 286.48 0.503 0.22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study I— 49 CONFLDENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.02 264.62 0.530 2 0.99 286.48 0.503 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.02 Tc(MIN.) - 264.62 TOTAL AREA(ACRES) = 0.8 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 8.00 = 435.70 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) - 180.04 DOWNSTREAM(FEET) = 178.25 FLOW LENGTH(FEET) - 178.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 4.18 GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 1.02 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) - 265.33 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 49.00 = 613.70 FEET. FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE - 10 »>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK t 1 <«« FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 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) - 73.00 UPSTREAM ELEVATION(FEET) = 200.10 DOWNSTREAM ELEVATION(FEET) = 192.50 ELEVATION DIFFERENCE(FEET) = 7.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.426 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc - 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.20 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 192.50 DOWNSTREAM(FEET) = 189.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 90.00 CHANNEL SLOPE = 0.0322 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bU\ Inc. 1833 Buena Vista Way land planning, civii engineering, surveying Drainage Study 50 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.637 *DSER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.64 AVERAGE FLOW DEPTH(FEET) = 0.03 Tc(MIN.) = 6.76 SUBAREA AREA(ACRES) = 0.18 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) - 0.2 TRAVEL TIME(MIN.)2.34 SUBAREA RUNOFF(CFS) = 0.49 0.480 PEAK FLOW RATE(CFS) = 0.65 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) - 0.73 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 27.00 =163.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) - 258.76 RAIN INTENSITY(INCH/HOUR) = 0.54 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) =0.4£ FLOW PROCESS FROM NODE 27.00 TO NODE 23.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 184.43 DOWNSTREAM(FEET) = 180.79 FLOW LENGTH(FEET) = 115.09 MANNING'S N = O.OII DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.29 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES - I PIPE-FLOW(CFS) - 0.48 PIPE TRAVEL TIME(MIN.) - 0.36 Tc(MIN.) - 259.12 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 23.00 - 278.09 FEET. FLOW PROCESS FROM NODE 27.00 TO NODE 23.00 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLDENCE<<<<< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 259.12 RAINFALL INTENSITY(INCH/HR) - 0.54 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.48 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT . 4700 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying 51 S.C.S. CURVE NUMBER (AMC II) - 0 INITIAL SUBAREA FLOW-LENGTH(FEET) - 52.00 UPSTREAM ELEVATION(FEET) = 200.10 DOWNSTREAM ELEVATION(FEET) = 191.00 ELEVATION DIFFERENCE(FEET) = 9.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.796 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc ° 5-MINUTE. SUBAREA RUNOFF(CFS) - 0.13 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.13 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE - 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) - 191.00 DOWNSTREAM(FEET) = 185.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 87.00 CHANNEL SLOPE = 0.0598 CHANNEL BASE(FEET) - 25.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = I.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 6.415 *DSER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4700 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.) = 0.83 AVERAGE FLOW DEPTH(FEET) - 0.02 TRAVEL TIME(MIN.) - 1.74 Tc(MIN.) = 5.54 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) - 0.60 AREA-AVERAGE RUNOFF COEFFICIENT = 0.470 TOTAL AREA(ACRES) - 0.2 PEAK FLOW RATE(CFS) -= 0.72 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 23.00 = 139.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 257.54 RAIN INTENSITY(INCH/HOUR) = 0.54 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.32 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 257.54 RAINFALL INTENSITY(INCH/HR) - 0.54 TOTAL STREAM AREA(ACRES) - 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE - 0.32 ** CONFLUENCE DATA ** CT 14-04/PUD 14-06/CDP 14-20 Robeil Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study i—52 STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.48 259.12 0.537 0.24 2 0.32 257.54 0.539 0.24 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 0.80 257.54 0.539 2 0.80 259.12 0.537 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 0.80 Tc(MIN.) = 259.12 TOTAL AREA(ACRES) - 0.5 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 23.00 - 278.09 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE - 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 180.63 DOWNSTREAM(FEET) = 180.06 FLOW LENGTH(FEET) = 42.72 MANNING'S N - 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 4.49 GIVEN PIPE DIAMETER(INCH) - 12.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 0.80 PIPE TRAVEL TIME(MIN.) - 0.16 Tc(MIN.) - 259.28 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 24.00 = 320.81 FEET. ******************************************************************************* FLOW PROCESS FROM NODE 24.00 TO NODE 20.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) - 179.73 DOWNSTREAM(FEET) - 179.55 FLOW LENGTH(FEET) - 35.70 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.16 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 0.80 PIPE TRAVEL TIME(MIN.) - 0.19 Tc(MIN.) - 259.47 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 20.00 - 356.51 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.) = 259.47 RAINFALL INTENSITY(INCH/HR) - 0.54 TOTAL STREAM AREA(ACRES) = 0.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.80 CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Sub(iivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 1— 53 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE - 21 »»>RATIONAL METHOD INITIAL SDBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 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.) - 3.799 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) - 0.16 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) = 185.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 119.00 CHANNEL SLOPE - 0.0353 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR - 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 5.851 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) - 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) ■= 0.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.77 AVERAGE FLOW DEPTH(FEET) - 0.04 TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 6.38 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.02 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.15 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) - 0.05 FLOW VELOCITY(FEET/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 17.00 TO NODE 19.00 = 178.00 FEET. * ****************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE - 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) - 258.38 RAIN INTENSITY(INCH/HOUR) - 0.54 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) ■= 0.44 ******************************************************************************* FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 183.13 DOWNSTREAM(FEET) = 179.55 FLOW LENGTH(FEET) - 36.50 MANNING'S N = 0.011 CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, inc. 1833 Buena Vista Way land planning, civii engineering, surveying Drainage Study 54 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 8.26 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.44 PIPE TRAVEL TIME(MIN.) - 0.07 Tc(MIN.) = 258.45 LONGEST FLOWPATH FROM NODE 17.00 TO NODE 20.00 ■= 214.50 FEET. *★*★*★**********★****•************★***★***★★*★★*★*★*★★******★***★***★******** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE -= 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALOES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) " 258.45 RAINFALL INTENSITY(INCH/HR) = 0.54 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.80 259.47 0.536 0.48 2 0.44 258.45 0.538 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 1.24 258.45 0.538 2 1.24 259.47 0.536 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.24 Tc(MIN.) = 259.47 TOTAL AREA(ACRES) - 0.8 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 20.00 = 356.51 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) = 179.55 DOWNSTREAM(FEET) - 179.17 FLOW LENGTH(FEET) = 77.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.53 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) - 1.24 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 259.83 LONGEST FLOWPATH FROM NODE .25.00 TO NODE 16.00 - 433.51 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 16.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS - 2 CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 55 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 259.83 RAINFALL INTENSITY(INCH/HR) = 0.54 TOTAL STREAM AREA(ACRES) = 0.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.24 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 - .6100 S.C.S. CURVE NUMBER (AMC II) - 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) - 194.00 DOWNSTREAM ELEVATION(FEET) - 189.80 ELEVATION DIFFERENCE(FEET) = 4.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.572 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc - 5-MINUTE. SUBAREA RUNOFF(CFS) - 0.17 TOTAL AREA(ACRES) - 0.04 TOTAL RUNOFF(CFS) - 0.17 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) = 185.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 119.00 CHANNEL SLOPE - 0.0370 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.961 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .6100 S.C.S. CURVE NUMBER (AMC II) - 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.75 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 2.63 Tc(MIN.) = 6.20 SUBAREA AREA(ACRES) - 0.27 SUBAREA RUNOFF(CFS) = 0.98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.610 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.13 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) - 0.05 FLOW VELOCITY(FEET/SEC.) - 0.92 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 - 179.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE - 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 258.20 RAIN INTENSITY(INCH/HOUR) = 0.54 TOTAL AREA(ACRES) - 0.31 TOTAL RUNOFF(CFS) - 0.24 H ■A-************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 41 CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 56 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRD SDBAREA<<<<< »»>USING DSER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) - 182.73 DOWNSTREAM(FEET) - 179.17 FLOW LENGTH(FEET) - 36.50 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 6.89 GIVEN PIPE DIAMETER(INCH) - 6.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) - 0.24 PIPE TRAVEL TIME(M1N.) - 0.09 Tc(MlN.) = 258.29 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 - 215.50 FEET. * ****************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 258.29 RAINFALL INTENSITY(INCH/HR) - 0.54 TOTAL STREAM AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.24 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.24 259.83 0.536 0.82 2 0.24 258.29 0.538 0.31 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 1.47 258.29 0.538 2 1.48 259.83 0.536 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 1.48 Tc(MlN.) = 259.83 TOTAL AREA(ACRES) - 1.1 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 16.00 = 433.51 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) =■ 179.17 DOWNSTREAM(FEET) - 178.43 FLOW LENGTH(FEET) = 147.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 3.72 GIVEN PIPE DIAMETER(INCH) - 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.48 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) - 260.49 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 12.00 - 580.51 FEET. CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^lA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 57 ***************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 12.00 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.) = 260.49 RAINFALL INTENSITY(INCH/HR) = 0.54 TOTAL STREAM AREA(ACRES) - 1.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.48 ******************************************************************************* 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 - .5800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) - 76.00 UPSTREAM ELEVATION(FEET) = 194.10 DOWNSTREAM ELEVATION(FEET) = 189.50 ELEVATION DIFFERENCE(FEET) - 4.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.478 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 6.850 NOTE: RAINFALL INTENSITY IS BASED ON Tc - 5-MINUTE. SUBAREA RUNOFF(CFS) - 0.20 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** 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) = 184.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 106.00 CHANNEL SLOPE = 0.0434 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 5.000 MANNING'S FACTOR - 0.040 MAXIMUM DEPTH(FEET) - 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.824 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) - 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.80 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) - 0.90 AVERAGE FLOW DEPTH(FEET) - 0.04 TRAVEL TIME(MIN.) - 1.95 Tc(MIN.) = 6.43 SUBAREA AREA(ACRES) - 0.36 SUBAREA RUNOFF(CFS) - 1.22 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 TOTAL AREA(ACRES) - 0.4 PEAK FLOW RATE(CFS) = 1.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 11.00 - 182.00 FEET. Ik*************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE - 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 58 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 258.43 RAIN INTENSITY(INCH/HOUR) - 0.54 TOTAL AREA(ACRES) - 0.42 TOTAL RUNOFF(CFS) - 0.44 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE - 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 182.23 DOWNSTREAM(FEET) - 178.43 FLOW LENGTH(FEET) - 33.50 MANNING'S N = 0.011 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 8.73 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) - 0.44 PIPE TRAVEL TIME(MIN.) - 0.06 Tc(MIN.) = 258.49 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 12.00 - 215.50 FEET. it*************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 258.49 RAINFALL INTENSITY(INCH/HR) - 0.54 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.48 260.49 0.535 1.13 2 0.44 258.49 0.538 0.42 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 1.91 258.49 0.538 2 1.91 260.49 0.535 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 1.91 Tc(MIN.) - 260.49 TOTAL AREA(ACRES) = 1.5 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 12.00 = 580.51 FEET. **************************************************************************** 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) - 178.43 DOWNSTREAM(FEET) = 178.25 FLOW LENGTH(FEET) = 36.00 MANNING'S N - 0.011 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.1 INCHES CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bllA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 59 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.95 GIVEN PIPE DIAMETER(INCH) - 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.91 PIPE TRAVEL TIME(MIN.) - 0.15 Tc(MIN.) = 260.64 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 49.00 = 616.51 FEET. H ★•A-**************************************************'************'*********** 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 AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.91 260.64 0.535 1.55 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 49.00 = 616.51 FEET. ** MEMORY BANK t 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.02 265.33 0.529 0.78 LONGEST FLOWPATH FROM NODE 37.00 TO NODE 49.00 - 613.70 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.91 260.64 0.535 2 2.91 265.33 0.529 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 2.91 Tc(MIN.) - 260.64 TOTAL AREA(ACRES) = 2.3 FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 41 »»>COMPDTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) - 177.92 DOWNSTREAM(FEET) - 177.69 FLOW LENGTH(FEET) = 23.29 MANNING'S N - 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) - 5.61 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 2.91 PIPE TRAVEL TIME(MIN.) - 0.07 Tc(MIN.) - 260.71 LONGEST FLOWPATH FROM NODE 25.00 TO NODE 50.00 = 639.80 FEET. FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .3600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) - 88.00 UPSTREAM ELEVATION(FEET) = 188.60 DOWNSTREAM ELEVATION(FEET) - 187.00 ELEVATION DIFFERENCE(FEET) = 1.60 CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 60 SUBAREA OVERLAND TIME OF FLOW(MIN.) - 9.899 WARNING: INITIAL SDBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 82.27 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN To CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.409 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.11 FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 187.00 DOWNSTREAM(FEET) = 178.00 CHANNEL LENGTH THRU SUBAREA(FEET) - 60.00 CHANNEL SLOPE - 0.1500 CHANNEL BASE(FEET) - 25.00 "Z" FACTOR - 5.000 MANNING'S FACTOR - 0.040 MAXIMUM DEPTH(FEET) - 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.078 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT - .3600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.78 AVERAGE FLOW DEPTH(FEET) = 0.01 TRAVEL TIME(MIN.) - 1.28 Tc(MIN.) = 11.17 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.26 AREA-AVERAGE RUNOFF COEFFICIENT = 0.360 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.02 FLOW VELOCITY(FEET/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 53.00 = 148.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 11.17 PEAK FLOW RATE(CFS) = 0.37 END OF RATIONAL METHOD ANALYSIS CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 61 CHAPTER 4 DETENTION ROUTING 4.1 - Rational Method Hydrographs CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bilA, Inc. 1833 Buena Vista Way land planning, civi! engineering, surveying Drainage Study I— 62 BASIN 1; RATIONAL METHOD.HYDROGRAPH PROGRAM COPYRIGHT 199!^, 2001 RIGK ENGINEERING COMPANY RUN DATE 1^/2017 HYDROGRAPH'FILE NAMETextl time OF CONCENTRATION 11 MIN. 6 HOUR RAINFALL 2.6 INCHES BASIN AREA 0.18 ACRES RUNOFF COEFFIQENT 0.5 PEAK discharge. 0:37 CES TIME (MIN TIME (MIN TIME (MIN TIME MIN TIME(MIN TIME (MIN TIME (MIN) TIME(MIN "nME'(MlN TIME (MIN TIME(MIN TIME (MIN TIME(MIN T1ME(MIN TIME(MIN TIME.(MIN) Time (MIN T1ME(MIN TIME(MIN TIME (MIN time.(MiH TIME,(MIN TIME(MIN TIME(MIN TIME.(MIN) TIME (MIN TIME(MIN TIME (MIN Time (MIN TIME (MIN TIME (MIN .TIME(MIN) TIME MIN TIME(MIN TIME.(MIN 0 DISCHARGE (CFS 11 Discharge (CFS 22 discharge (CFS 33 DISCHARGE (CFS 44 DISCHARGE (CFS 55 DISCHARC^ (CFS 66 DIScHARC^ (CFS 77 DISCHARGE (CFS 88 ©ISCHARGE (CFS 99 ©ISCHARGE (CFS 110 DISCHARGE (CFS 121 DISCHARGE (CFS 132 DISCHARGE (CFS 143 ©ISCHARC^ (CFS 154 discharge (CFS IK DISCHARC^ (bFS 176 DISCHARGE (CFS 187 DISCHARGE (CFS 198 DISCHARGE (CFS 209 DISCHARGE (CFS 220 DISCHARGE (CFS 231 DISCHARGE (CFS 242 DiSpHARGE (CFS 253 discharge (CFS 264 DISCHARGE (CFS 275 .DISCHARC^ (CFS 286 DISCHARGE (CFS 297 DISCHARGE (CFS) 308 DISCHARGE (CFS 319 DISCHARC^ (CFS 330 DISCHARGE (CFS 341. DISCHARGE (CFS 352 DISCHARGE (CFS 363 DISCHARGE (CFS 374 DISCHARGE (CFS 0 0 0. 0 0 0 0 0 0- 0 0 0 0 0 0 0 0 0 0 0 d 0.1 0.1 0.37 0.1' 0 0 0 0 0 0 0 0 0 0 CT14-04/PUD 14-()6/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study blnA, inc. land planning, civil engineering, surveying 63 BASIN 2: RATIONAL METHOD HYDROGRAPH PROGRAM COPYRjGHT 1992;- 2001 RICK ENGINEERING COMPANY RUN DATE 1/5/2017 HYDROGRAPH file name Textl TIME OF CONCENTRATION 13 MIN. 6 HOUR rainfall 2.6 INCHES BASIN AREA 0.22 ACRES RUNOFF COEFFIQENT 0.46 PEAKDiSCHARGE 0.37 CFS TIME (MIN TIME (MIN TIME MIN TimE(min tlME(MiN TIME (MIN TIME (MIN TIME (MIN TIME (MIN TIME (MIN■nME-(MIN TIME (MIN TIME (MIN TIME.(MIN TIME (MIN TIME.(MINTime^min TIME (MIN TIME (MIN TIME (MINTIME.(MIN) TIME (MIN TIME (MIN TIME(M1N TIME (MINTIME.(MIN TIME (MIN TIME(MIN TIME (MIN TIME(MIN 0 DISCHARGE (CFS13 DISCHARGE (CFS26 blSCHARC^ (CFS 39 DISCHARGE (CFS52 DISCHARGE (CFS 65 DISCHARGE (CFS78 DISCHARGE (CFS91 DISCHARC^ (CFS104 discharge (CFS 117 DISCHARGE (CFS130 DISCHARGE (CFS^A3 biSCHARCS (CFS156 biSCHARGE (CFS 169 DISCHARGE (CFS182 biSCHARGE (CFS195 DISCHARGE (CFS208 DISCHARGE (CFS 221 DISCHARC^ (CFS234 DISCHARGE (CFS247 DISCHARCS (CFS260 tiSCHARCS (CFS273 DISCHARGE (CFS 286 DISCHARGE (CFS 299 DISCHARGE (CFS312 biSCHARGE (CFS325 DISCHARC^ (CFS 338 DISCHARGE (CFS351 DISCHARGE (CFS364 blklHARGE (CFS377 01SCHARGiE'(CFS =0 =0 —0 '=0 =0^ =0 a =0 0 =0 =d ='0 ■=0 =0^ =0 =■0 d = .0.1 =0.1 =0.1 =0.37 =0.1 =0 =0- =0 =0 0 =0. =0 =0 CT14-04/PUD 144)6/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bflA, inc. land planning, civil engineering, surveying 64 1 BASIN 3: RATIONAL METHOD HYDROOWiPH PROGRAM COPYRIGHT 1992,2001 RICK EttolNEERING COMPANY RUN DATE W2017 HYDROGRAPH FILE NAME TeMII TIME OF CONCENTRATION 6 MIN. 6 HOUR RAINFALL 26 MCHES BASIN AJffiA 0,42 ACRK RUNOFF COEFFiaENT 0,88 PEAKDISCHARGE 1.^ CFS 1 1 TIME (MIN)»0 D(«>IAR<S{CFS)«0 1 TIME (MIN) =8 DtSCHARQe(CFS)»0 TIME (MIN) =12 DISCHARGE (CFS) =0 TIME (MIN)-i8 DISCHARGE (CFS)-0 TIME (MIN)-24 DISCHARGE (CFS)-0 1 TIME (MIN)«30 DISCHARGE (CFS) =0 TIME (MIN) »36 D(SCHAR<^(CFS)-0 TIME (MIN) »42 DtSCHARGe(CFS)"0 TtME(MIN)^48 DISCHARGE (CFS)"0 TIME (MIN)-64 DISCHARGE (CFS) =0 1 !TIME (MIS 60 DISCHAROe (CFS)"0 1 1 TIME (MIN)»66 DISCHARGE (CFS)«0 'TIME (MIN)72 DISCHARGE (CFS)"0 TIME (Ml N) »76 DISCHARGE (CFS)"0 TIME (MIS 84 DISCHARGE (CFS)"0 TIME (MIN)-90 DISCHARGE (CFS)"D nME(MIN)-96 DISCHARGE ((3=S)-0.1 1 1 TIM E (MIN)-102'DISCHARGE (CFS)-0.1 TIME(M1N)»1C«DISCHARGE (CFS)-0.1 TIME(MIN)-114 DISCHARGE (CFS) "0.1 TIME(MIN)."-120 DISCHARQE(CF6)?'0.11TIME (MIN)-126 DISCHARGE (CFS)"0.1 1 i TIME(MIN)-132 DISCHARGE (CFS)-0.1 TIME(MIN) =138 DISCHARGE (CFS)"0.1 time(min)-144 DISCHARGE (CFS) •0.1 TIME (MIN) »160 DISCHARGE (CFS)-01 ( 'TlME(MiN)»time(min)=166 DISCHARGE (CFS)"ai 1 1 162-DISCHARGE (CFS)"0.1 ■-TIME (MIN)-168 DISCHARGE (CFS)-0.1TIME (MIN)»TIME (MlN)"174 DISCHARGE (CFS)"0.1 180 DISCHAR<^(cyS)"0.1f'TIME (MIN)-186 DISCHAR<^{CFS)"0.1TIME (MIN) =192 DISCHAR<^{CFS)-0.11L 'time(min)=198 DISCHARGE(CFS) =0.1 TIME (MIN) =204 DISCHARGE (CFS)"0.1TIME (MIN) =210 DISCHARGE (CFS) =0.1 r TIME,(MIN)»218 DISCHARGE (CFS) »0.1 1 TIME (MIN)-222 DISCHARGE (CFS) »02TIME(MIN)-228 D^SCHARGE(CFS)»0.2TIME (MIN) =234 DISCHARC^ (CFS) =0.3TIME (MIN)-240 DISGHARGE (CFS) -0,9 TIME (MIN)"246 DISCHARGE (CFS)"1.301 1 TIME (MIN)-262 DISCHARGE (CFS)»02 ;TIME (MIN) "•268 DISCHARGE (CFS)"02 ' -TIME (MIN) =264 DISCHARGE (CFS)"0.1TIME MIN)-270 DISCHARGE (CFS -0.1TlME^MIN)-276 DISCHARGE (CFS) -0.1T^ME(MIN)-282 DISCHARGE (CFS) -0.1]TIME (mis 268 DISCHARGE (CFS)»0.1 'time (MIN)»294 DISCHARGE (CFS)"0.1 TIME (MIN) "300 DtSCHARGe(CFS)»0,1 r^i TIME(MIN)-30e DISCHARQe(CF3)»0.1time(min)»312 DISCHARGE (CFS) ■0.11TIME (MIN)-318 DISCHARGE (CPS)"01 L-.TIME(MIN)"324 Cil9SHARGE(CFS) =0TIME (MIN)"330 DISCHARGE (CFS)»0TIME (MIN) =336 DISCHARGE (CFS) =0TIME (MlN)"342 DISCHARGE (CFS) =0 TIME (MIN) "348 DISCHARGE (CFS)"0TIME (MIN)"364 DISCHARGE (CFS)»0TIME (MIN) »360 (OISCHARQE (CFS)"0 TlMe(ll^lN)-366 DISCHAROE (CFS)"0 CT 144)4/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, inc. iand planning, civii engineering, surveying 65 BASIN 4; FiATlONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 2001 RICK ENGWEERINQ COMPANY RUN DATE 1W2017 HYDROGRAPH FILE NAME Textl TIM EOF CONCENTRATION S MIN. 6HOURRAl(^ALL Z6 INCHES BASIN AI^ 0.31 ACRES RUNOFF COEFFiaENT 0.61 PEAK DISCHARGE 1.13 CPS' TIME (MIN) > 0 TIME (MIN) = 6 T1ME(MIN)= 12 TIME (MIN)- 18 TIME (MIN)- 24 TIME (MIN)« 30 TIME (MIN)» 36 TIME (MIN) = 42 TIME(MIN)= 48 TIME (MIN) = 54 TIME (MIN) = 60 TIME (MIN) = 66 TIME (MIN) = 72 TIME (MIN)- TIME (MIN)- TIME(MIN)=■ TIME(MIN) =TIME (MIN) =TIME (MIN)■» TIME (MIN) = 114 TIME(MIN)» 120TIME (MIN)-TIME(MIN)- TIME(MIN)- TIME(MIN)-TIME(MIN)- TIME(MIN)- T1ME(MIN)«TIME(MIN) = TIME (MISTIME (MINi» "nME(MIN)= 186 TIME(M1N)= 192TIME(MIN) TIME (MIN)TIME (MIN)TIME (MIN)TIME (MIN)TIME (MIN)TIME (min)TIME (MIN)TIME (MIN)TIME (MIN)TIME(MIN)TIME (MIN)time(min)TIME(MIN)= 276TIME(MIN)» 282TIME(MIN)°' 288time(min)TIME(MIN)time(min)TIME (MIN)time(min) TIME (MIN)TIME (MIN)TIME (MIN)TIME(MIN)TIME (MIN) TIME (MIN)TIME(MIN)TIME (MIN) 78 84 90 96 102 106 126 132 138 144 150 156 162 168 174 180 198 204 210 216 222 228 234 240 246 262 238 284 270 294 300 306 312 318 324 330 338 342 348 354 360 366 DISCHARGE (CFS)= 0DISCHARGE (CFS)= 0DISCHARGE (CFS)=tDtSCHARGE (CFS)-DISCHARGE (CFS) -DISCHARGE (CFS)«DISCHARGE (CF8) =DISCHARGE (CFSI = DISCHARCE(CFS) =DISCHARGE (CFS) = DISCHARGE (CFS) =DISCHARGE (CFS) =DISCHARGE (CF3)»DISCHAR<$(CFS)-discharge(cfs)«DISCHARGE (CFS)»DISCHARGE (CFS) =DISCHARGE (CFS) =DISCHARGE (CFS) ^ DISCHAR<S(CFS) =DISCHARGE (CFS)«DISCHARGE (CFS)»DISCHARGE (CFSUDISCHARGE (CFS)-DISCHARGE (CFS)-DISCHARGE(cFS)- 0.1DISCHARGE (CFS)« 0.1DISCHARGE (CFS)DISCHARGE (CFS)DISCHARGE (CFS) DISCHARGE (CFS) DISCHARGE (CFS) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 0,1 0.1 0.1 0.1 0.1DISCHARGE (CFS) = 0.1DISCHARGE (CFS)- 0.1DISCHARGE (CFS)- 0,1DISCHARGE (CFS - 0.1DISCHARGE (CFS)" 0,1DISCHARGE (CFS)» 0.1DISCHARGE (CFS)"= 02DISCHARGE (CFS)-. 02DISCHARGE (CFS) = 0,3DISCHARGE (CFS) = 1.13DISCHARGE (CFS)= 02DISCHARGE (CFS)« 0.1 DISCHARGE (CFS) = 0,1DISCHARGE (CFS)- 0.1DISCHARGE (CFS)" 0.1DISCHARGE (CFS) - 0.1DISCHARGE (CFS)- 0.1DISCHARGE (CFS)«DISCHARQe(CFS)-DtSCHARGE (CFS)«DISCHARGE (CFS) =DISCHARGE (CFS)'DtSCHARQE(CFS)'DISCHARGE (CFS) =DiSCHARQE(CFS) =DISCHARGE (CFS)'DISCHARGE (CFS) ■D^SCHARQe(CFS)■DISCHARGE (CFS) • DISCHARGE (CFS) = 0.1 0 0 0 0 0 0 0 0 0 0 0 0 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study blnA, inc. land planning, civil engineering, surveying 66 BASIN 5: RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 1/52017 HYDROGRAPH FILE-NAME TexH TIM EOF CONCENTRATION 8 MIN. 6 HOUR RAiNFALL 2.6 INCHES BASIN AREA 0.34 ACRES RUNpFF COEFFiaENT 0.49 PEAK DISCHARGE 0.86 CFS 0 DISCHARGE CFS =0 8 DISCHARC3E;CFS =0 16 DISCHARGE CFS =d 24 DISCHARGE CFS =0 32 DISCHARGE CFS =0 40 DISCHARGE CFS =0 48 ■DI^HARGE CFS ='0 56 DISCHARGE CFS =0 64 biSCHARCS.CFS =0 72 DISCHARC3E CFS 0. 80 blS(3HAR(3E CFS =0 88 DISCHARGE CFS =0" 96 DISCHARGE cFs 0 104 DISpKARGE CFS =0 112 DISCHARGE CFS =0 120 DISCHARGE CFS =d' 128 DISCH/VRGE CFS =0 136 DISCHARGE-CFS •=0 144 DISCHARGE CFS ■i:0 152 Discharge CFS =0 160 DISCHARGE CFS =0 168 DISCHARGE CFS =0.1 176 DISCHARGE CFS 0.1 184 DISCHARGE CFS =0.1 192 Discharge CFS 0.1 200 DISCHARGE CFS =0.1 208 DISCHARGE CFS =0.1. 216 DISCHARGE-CFS =0.1 224 DISCHARGE CFS -0.1 232 DISCHARGE'CFS c 02 240 DISCHARGE CFS =0.2 248 DISCHARGE CFS t:0.86 256 DISCHARC^CFS =0.1 264 DISCHARGE CFS = ■0.1 272 DISCHARGE CFS =0.1 280 DISCHARGE CFS =0.1 288 Discharge CFS ='0.1 296 DISCHARGE CFS =0 304 DISCHARGE CFS =0 312 DISCHARGE CFS ='0' 320 DISCHARC^CFS =0 328 DISCHARGE CFS =0 336 Discharge CFS =0- 344 DISCHARGE CFS =0 352 discharge (CFS =0 360 DISCHARGE (CFS =0 368 DISCHARC^ (CFS)= ■0 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study blnA, Inc. land planning, civil engineering, surveying 67 BASm 6; RATIONAL METHOD HYDROGRAPH PROGRAM COPYRK3HT 1992.2D01 WCK ENCSN^INQ COMPANY RUN DATE l/CiCZOIT HYDROaWPH RLE NAME Toctl TIME OF CONCENTRATION 6 hBR 6HOLRRAINFALL Ze INCHES EASINAREA 0,34 ACRES RUNOFF COEFFiaeNT 0.58 PEAK DISCHARGE 1.16 CFS 48 64 34 SO 96 102 108 114 TIMEIMN):: 0 TIME(MIN)= 6 TIUE(WN)- 12 TIME<MIN)" 18 nME(MIN)- 24 TIME(MIN)- 30 TIMe(MIN)'> 36 TIMEfMIN)- 42 TlMEtMlh^ TIME{MI|iC TIMEiMINlB 60 TIMErMIN)- 66 TIMeJmIN)'- 72 HMEIMI^^' 78 TIMErMIN) TTMECMIN) TIME(MIN) T1ME(MIK0 TIME (Ml TIME(MIN} TIME(MIN)- 120 TIME(MI14= 126 TIME(MII4« 132 TlMe{Mll4- 138 T1ME(MI14= 144 TlMECMIhO- 160■nME(MI14« 166TIMEfMIN)" 162 TIMEIMIIO'c 168T1ME(MIN)>= 174TIME(MI14' 180T1ME(MIN)« 186TIME(MIN)- 192T1ME(MIN)= 198TlMEfMIN)" 204TlMe(MIN)- 210 TIME(MIN)- 216T1ME(MIN)= 222TIMEfMINI"' 228TIME(MIN)<' 234TIME(MIN)" 240TIME (Ml N)- 246T1ME(MIN)= 252 T1ME(MIN)tt 238 TIME(MIN)" 264nME(WN)= 270Ttt4E(MIN)« 276 TWE<M1N)- 282TtMEfMII^- 288TIME(MIN)- 294 ■nMEIMII^" 300Tttie(MI14« 306 TlMe(MI14- 312TIME{MIN)= 318'nME(MIN)°: 324■nME(MIN)= 330TtME(MIN)» 336nME(MIN)= 342nME(MIN)= 348 TIMECMINI" 354 TIMEIMIN)" 360TIMe(MIN)- 366 DISCHAR<S(CFS)= 0 DISCHARGE fCFS)« 0DISCHARGE (CFS)- 0DISCHARGE (CFS) 0 DISCHARGE (CFS)» 0DISCHARGE (CFS)» 0DISCHARGE (CFS " 0DISCHARGE (CFS) » 0DI5CHAR<$(CFS)» 0DISCHARC^CGFS)" 0DISCHARGE (CFS)» 0 DtSCHAR($(CFS)» 0 DISCHARGE (CFS)« 0DISCHARGE (CFS)» 0 DISCHARGE (CFS)- 0DISCHARGE (a=S)« 0DISCHARGE (CFS)- 0DISCHAR<^(CFS)- 0DISCHARGE (CFS)- 0DISCHARGE (CPS)- 0 DISCHARGE (CFS)- 0DISCHARGE (CFS) = 0DISCKAROe(CFS)- 0DISCHARGE (CFS)- 0.1DISCHARGE (CFS)» 0.1DISCHARGE (CFS)- 0.1Dia:HARQE(CFS)- 0,1DISCHARGE (CFS)- 0.1DISCHARGE (CFS)- 0.1DtSCHAR<^-(CFS)=. 0.1OtSCHARI^ (CFS)-. O.iD1SCHARQE{CFS)- 0.1 DISCHARGE (CFS)- 0,1DISCHARGE (CFS) = SIDISCHARGE (CFS)« 0.1DlSCHARGe(CP3)- SI DISCHARGE (CFS)- 0.1DISCHARGE (CFS)» 0.1DISCHARGE (CFS)- 0.2DISCHARGE (CFS)» 0.2DISCHARGE (CFSDISCHARGE (CFS DISCHARGE (CFSDISCHARGE (CFS)- 0.1DISCHARGE (CFS)- 0.1OISCHARC$(CFS)= 0.1DISCHARGE (CFS) = 0.1DISCHARGE (CFS)» 0.1DISCHARGE (CPS)- OlIOieCHARGe(CFS)- 0.1 DISCHARGE (CPS)» 0.1DISCHARGE (CPS)" 0DISCHARGE (CFS)- 0DISCHARGE (CFS)- 0DISCHARGE (a^)= 0DISCHARGE (CFS)- 0 DISCHARGE (CFS)« 0DISCHARGE (CF8)= 0DISCHARGE (CFS) = 0DISCHARGE (CFS)- 0 DISCHARGE (CFS)- 0DISCHARGE (CFS)- 0 0.4 1.15 0.2 CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^lA, inc. land planning, civil engineering, surveying 68 BASIN 7: RATJONAL METHOD HYDROCSWH PROGRAM COPYRIGHT 1982.2001 RtCK ENGINEERING COhPANY RUN DATE 1/5/2017 HYDROGR/PH HLE NAME Tertl TIME OF CONCENTRATION 6 MIN. OHOURRAINFAU 2,6 WCHES BASIN AREA 0,24 ACRES Rl>JOFFCOEFFiaENT 0,47 PEAKDISCHARQE 0,72 CPS TIME(MIN),-0 DISCHARae(CFS)-'0 T1ME(MIN) =6 DISCHARQE(a=S)"0 TIME(MIN)« time|min).» 12 D1SCH/)RQE(CFS)"0 16 DISCHARGE (CPS)"0 TlME(MiN)«24 DISCHARGE (CPS)"0 I TIME (MIN)-30 DISCHARGE (CPS)-0 TIME'(MIN) -36 CHSCHARQE (CPS)-0 TIME (MIN)-42 D(SCHARGE'(CPS)-0 T1ME(MIN)- T1ME(MIN) = 48 DtSCHARQE (CPS)"0 64 DtSCHARGE (CPS)"0 1 TIME (MIN) =60 DISCHARQE(CF8)"0 ' TIME (MIN)"66 DISCHARGe(CPS)"0 TIME (MIN)" TIME (MIN)- 72 DISCHARGE (CPS)"0 78 DISCHARGE (CPS) -0 TIME(MIN)-84 DISCHARGE (CPS)-0 1 TIME(MIN) =90 DISCHARGE (CPS)"0 1 TIME (MIN) = TlME(MlhO = 98 DISCHARGE (CPS)"0 102 DISCHARGE (CPS)"0 TIHE(MIN)"108 DISCHARGE (CPS)"0 TIME(MIN)"114 DtSCHAROE(CPS)"0 ~1 TIME(MIN)"120 DISCHARGE (CPS)"0 TtME(MIN)"126 DISCHARGE (CPS)-0 TIME(MIN) =132 DISCHARGE (CFS)-0 TIME (MIN) "1.38 DISCHARGE(CP8) =0 TIME (MIN) =144 DISCHARCE(CFS) =0 TIME (MIN)"160 DISCHARGE (CPS)"0 1 TIME(MIN) =166 DISCHARGE (CPS)"0 ' TIME (MIN)"162 DISCHARGE (CPS)"0 TIME(MIN) =168 DISCHARiSE(CFS)"0 TIME(MIN)"174 DISCHAR(«(CFS)"D - TIME(MIN)-180 DISCHARGE (CFS)«.0TIME(MIN)-186 DISCHARGE (CPS)"0 , TIME (MIN)-192 DISCHARGE (CPS)-0time(min)"198 DISCHARGE (CPS)"0,1 TIME(MIN)" TIME(MIN)» 204 DISCHARGE'(CFS) =0,1 210 DISCHAR<^(CPS) =0.1 TIME (MIN)"216 DISCHARGE (CPS)"0,1 TIME(MIN)"222 DISCHARGE (CPS)»0.1 TIME (MIN)-228 DISCHARGE (CPS)-ai TIME(MIN)«234 DISCHARGE (CPS)-0,1 TIME (MIN)-240 DISCHARGE (CPS)-02 1 TIME (MIN) =246 DISCHARC^(CPS)"0,72 TIME (MIN)"262 DISCHAR<$(CFS)"0.1 1 TIME (MIN)"2S8 DISCHARGE (CPS)"0,1 time(min)"764 DISCHARaE(CFS) =0,1 time(min)-270 DISCHARGE (CPS -0 TIME (MIN)-276 DISCHARGE (CFS)-0 ' TIME(MIN)»282 DISCHARGE (CPS)«0 j time (MIN)-288 D1SCHAR<^(CPS)-0 TIME (MIN)"294 DISCHARGe(CPS)"0 TIME(MIN)"300 DISCHARGE'(CPS)"0 time (MINI"306 DISCHARt^(CFS "0 TIME(MIN)p>312 discharge (CPs)-0 I TIME(MIN)"318 DISCHARGE (CPS) =0 time (MIN)-324 DISCHARGE (CPS)-0 TIME(MIN)"330 DISCHARGE (CPS)"0 TIME (MIN)"336 DISCHARGE (CPS)-0TIME{MIN)"342 DISCHARGe(CPS)«0 tlME(MIN)"348 DISCHARGE (CPS)"0 TIME(MIN)"354 DISCHARGE (CPS)"0 TIME (MIN) °360 DISCHARGE (CPS)"0 TIME(MIN)>366 DISCHARGE (CPS)-0 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, Inc, land planning, civil engineering, surveying 69 BASIN 8: RATIONAL METHOD HYDROOViPH PROORAM COPYRIGHT 1992,- 2001 RICK ENGINEERING COMPAW RUN DATE 1^/2017 HYDROGRAPH file NAME Teortl TIME OF'CONCENTRATION' 7 MIN. 6 HOUR RAINFALL Z6 INCHES BAS1N.AREA 0,24 ACRES RUNOFF COEFFIQENT 0.48 PEAK DISCHARGE 0.65 CFS TIME (MIN =0 DISCHARGE (CFS P 0 TIME (MIN =7 DISCHARGE (CFS =0 TIME(MIN c=14 DISCHARGE CFS)s 0 TIME(MIN =21 DISpHARGE (CFS =0 TIME (MIN =28 DISCFtARGE (CFS =0 TIME (MIN =35 DISCHARGE (CFS =0 TIME,(MIN =42 DISCHARGE (CFS =0 Time (MIN =49 DISCHARGE (CFS =0 TIME(MIN =56 DISCHARGE (CFS .=0 TIME (MIN =63 DISCHARGE (CFS =0 TIME(MIN-n 70 DISCHARGE (CFS =0 TIME (MIN =77 DISCHARGE (CFS =0 T1ME(M|N =84 discharge (CFS =0 TIME,(MIN =91 DISCHARGE'(CFS "=0 TIME(MIN)=98 DISCHARGE (CFS =0 TIME (MIN =105 DISCHARGE (CFS =0 TIME (MIN =112 DISCHARGE (CFS 0 TIME (MIN =119 DISCHARGE (CFS =0 TIME (MIN =126 DISCHARCS (CFS 0 TIME (MIN £3 133 DISCHARGE (CFS =0 TIME (MIN =140 DISCHARCS (CFS =0 TIMfe (MIN =147 DISCHARGE (CFS =0 TIME.CMIN =154 DISCHARGE (CFS =0 TIME (MIN =161 DISeHARGE(CFS tr 0 TIME (MIN =168'DISCHARCS (CFS =0 TIME (MIN =175 DISCHARGE (CFS =0 TIME (MIN =182 DISCHARGE (CFS =0 TIME (MIN =18b DISCHARGE (CFS =0' TIME(MIN =i&6 DISCHARCS (CFS 0 TIME (MIN =203 DISCHARGE (CFS =0.1 TIME (MIN =210 DISCHARCK (CFS E 0.1 TIME (MIN =217 DISCHARGE (CFS =0.1 .time(miN =224 DISCHARGE (CFS 6.1 time(min =231 DISCHARGE (CFS =0.1 Time (MIN =238 DISCHARC^ (CFS =0.2 TIME (MIN =245 DISCHARC^ (CFS =0.65 TIME (MIN =252 DISCHARGE (CFS =6.1 TIME (MIN =259 DISCHARGE (CFS =0.1 TIME (MIN =266 DISCHARGE (CFS =0.1 TIME (MIN =273 DISCHARGE (CFS =0 TIME (MIN =280 DISCHARGE (CFS =0 TIME(MIN =287 DISCHARGE,(CFS =0 TIME,(MIN =294 DISCHARCS (CFS)C 0 TIME (MIN n 301 DISCHARGE (CFS =0 TIME (MIN =308 DISCHARGE CFS =0 TIME (MIN =315 DISCHARGE (CFS =0 TIME (MIN =322 DISCHARGE (CFS =0 TIME (MIN =329 DISCHARGE (CFS =0 TIME (MIN =336 DISCHARGE (CFS =0 TIME,(MIN =343 DISCH(4RGE (CFS =0 TIME (MIN E 350 DI^HAR'GE (CFS)=a TIME (MIN =357 DISCHARGE (CFS)e 0 TIME (MIN =364 DISCHARGE (CFS)=0 CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, Inc. land planning, civil engineering, surveying 70 BASIN 9: RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 1/5/2017- HVbROGRAPH FILE NAME Textl TIME.dFCGNCEf^RATION 11 MIN. 6 HOUR RAINFALL 2:6 INCHES BASIN AREA 0.21 ACRES RUNOFF COEFFiaENT 0.48 PEAK DISCHARGE 0.42 CFS TIME.(MIN)= 0 TIME,(MiN)= 11 "nME(MIN)= 22 TIME (MIN) = 33 TIME (MIN) = 44 TIME(MIN),= 56 TIME (MIN) = 66 tlME(MIN)= 77 TIME (MIN) = 88 TIME.(MIN)= 99 TIME (MIN) = 110 TIME (MIN) = 121 TIME(MIN),= 132 TIME.(MIN)= 146 TIME (MIN) = 164 TIME (MIN) = 165 TIME.(MIN)= 176 TIME(MIN).= 187 TIME (MIN) = 198 TIME (MIN) = 209 TIME(MIN)^ TIME (MIN) = 231 TIME (MIN) = 242 TIME (MIN) = 253 TIME (MIN) = 264 TIME (MIN) = 275 TIME (MIN) = 286 TIME.'(MIN)= 297 TIME (MIN) = 308 TIME(MIN)= 319 trME(MlN),= 330 TIME(MIN)> 341 TIME.(K^IN)= 352, TIME.(MIN)= 363 TIME-(MIN)= 374 DISCHARC^ (CFS DISCHARGE (CFS DISCHARC^ (CFS discharge (CFS DISCHARGE (CFS DISCHARGE (CFS DISCHARGE (CFS discharge (CFS DISCHARGE. (CFS DISCHARGE (CFS DISCHARGE (CF5 DISCHARGE (CFS blSCHARGE:(CFS DISCHARGE (CFS DISCHARGE (CFS DISCHARGE (CFS DISCHARGE (CFS DISCHARGE (CFS DISCHARGE (CFS DISCHARGE (CFS DiSCHARGE-(CFS DISCHARGE (CFS DISCHARGE (CFS DISCHARGE (CFS DISCHARGE, (CFS DISCHARGE (CFS DISCHARGE (CFS DISCHARGE (CFS DISCHARGE (CFS DISCHARGE (CFS discharge (CFS DISCHARGE (CFS DISCHARGE (CFS DISCHARGE (CFS DISCHARGE (CFS = 0 = 0 = 0 = 0 = 0 = 0 = 0 0 = 0 = 0 =. 0 = 0 = 0 = 0 = 0 = 0 = 0 = 0 = 0 - d = 0.1 = 0.1 = 0,1 = 0.42 = 0.1 = 0 = 0 = 0 = 0 =. 0 = 0 = 0 = 0 = 0 = 0 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, Inc. land planning, civil engineering, surveying 71 BASIN 10: rational method hydrograph program COPYRIGHT 1992, 200,1 RICK ENGINEERING COMPANY RUN DATE 1/5/2017 l-iYDROGRAPH FILE NAME Tescti TIME OF CONCENTRATION. t3 MIN 6 HOUR RAINFALL 2.6 INCHES BASIN AREA 0.22 ACRES RUNOFF COEFFIQENT 0.47 PEAK DISCHARGE 0.39. CfS TIME (MIN TIME.(MIN TIME.(MIN TIME (MIN TIME (MIN TIME (MIN) TIME (MIN TIME (MIN T|ME(MIN TIME (MIN TIME (MIN TIME (MIN TIME (MIN TIME (MIN TIME(MIN■nME(MlNTIME(MIN TIME (MIN TIME MINTIME (MIN TIME (MINtime (MIN)T]ME(M|NTIME(M'IN TIME (MIN TIME (MIN 0 DISCHARGE (CPS)=0 13 DISCHARGE (CFS =0 26 DISCHARGE (CF.S .=0 39 DISCHARGE (CFS =0 52 DISCHARGE (CFS =0 65 DISCHARGE (CFS =0 78 DISCHARGE (CFC =0 91 DISCFIARGE (CFS =■0 104 discharge (CFS =0 117 DISCHARGE, (CFS 0 130 DISCHARGE (CFS =0 143 Discharge (cfs =6 156 DISCHARGE (CFS =0 169 DISCHARGE-(CFS ■='0. 182 discharge (CFS =0 i95 DISCHARGE (CFS =0 208 DISCHARGE (CFS =,d 221 DISCHARGE (CFS =0.1 234 DISCHARGE (CFS =0.1 247 DISCHARGE (CFS =■0.1 260 discharge (CFS =0.39 273 discharge (CFS =0.1 286 DISCHARGE (CFS =0 2^9 DISCHARGE (CFS =0 312 discharge (CFS =0 325 discharge (CFS =0 338 DISCHARGE(CFS =0 351 DISCFIARGE (CFS •=0 364 DISCHARGE (Cfs,=d 377 DISCHARGE (CFS =0 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying 72 CHAPTER 4 DETENTION ROUTING 4.2 - Detention Basin Outlet Capacity Calculations CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, inc. land planning, civil engineering, surveying 73 Detention Flow Results Summary-100 Year Qin Qout AQ Max Depth (ft) Basin 1 0.37 0.14 0.23 0.80 Overflow Caoacitv of 2'x3' Type G Catch Basin Overflow UsinR Broad Crested Weir Formula equation 6-10) Q=CLH^-^where Coefficient C is 3.3. . j&asin Depth ..Coeffldefit-;' WeirLen^h„ ','-1 191.43 0.83 3.3 10 0.000 0.00 191.50 0.90 3.3 10 0.167 2.25 191.60 1.00 3.3 10 0.267 4.54 191.70 1.10 3.3 10 0.367 7.33 191.80 1.20 3.3 10 0.467 10.52 191.90 1.30 3.3 10 0.567 14.08 192.00 1.40 3.3 10 0.667 17.96 Caoadtv of 1.0 Using standarc '-dia Draindown Orifice Plate submerged Orifice Flow equation (6-12) Q=CoA(2gH)°'^ fS^iiiDepth^Orifice Sizisc*.(W^iirieter)■fCoeffiaerit--Dii(ft)..r::Area(isf) 190.60 0.00 0.0833 0.00545 0.603 2.6667 0.043 190.70 0.10 0.0833 0.00545 0.603 2.7667 0.044 190.80 0.20 0.0833 0.00545 0.603 2.8667 0.045 190.90 0.30 0.0833 0.00545 0.603 2.9667 0.045 191.00 0.40 0.0833 0.00545 0.603 3.0667 0.046 191.10 0.50 0.0833 0.00545 0.603 3.1667 0.047 191.20 0.60 0.0833 0.00545 0.603 3.2667 0.048 191.30 0.70 0.0833 0.00545 0.603 3.3667 0.048 191.40 0.80 0.0833 0.00545 0.603 3.4667 0.049 191.43 0.83 0.0833 0.00545 0.603 3.4997 0.049 191.50 0.90 0.0833 0.00545 0.603 3.5667 0.050 191.60 1.00 0.0833 0.00545 0.603 3.6667 0.051 191.70 1.10 0.0833 0.00545 0.603 3.7667 0.051 191.80 1.20 0.0833 0.00545 0.603 3.8667 0.052 191.90 1.30 0.0833 0.00545 0.603 3.9667 0.053 192.00 1.40 0.0833 0.00545 0.603 4.0667 0.053 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bltA,Inc. land planning, civil engineering, surveying 74 Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 191 tlEteslfi Debth=y,6j^e 190.60 0.00 133.70 0.0031 0.0431 190.70 0.10 153.50 0.0035 0.0439 190.80 0.20 174.70 0.0040 0.0447 190.90 0.30 197.30 0.0045 0.0455 191.00 0.40 221.30 0.0051 0.0462 191.10 0.50 246.70 0.0057 0.0470 191.20 0.60 273.50 0.0063 0.0477 191.30 0.70 301.70 0.0069 0.0484 191.40 0.80 331.30 0.0076 0.0491 191.43 0.83 341.38 0.0078 0.0494 191.50 0.90 362.30 0.0083 2.2952 191.60 1.00 394.70 0.0091 4.5948 191.70 1.10 428.50 0.0098 7.3781 191.80 1.20 463.70 0.0106 10.5721 191.90 1.30 500.30 0.0115 14.1294 192.00 1.40 538.30 0.0124 18.0161 Total Storage in Soil Media* ***assuming40% Void Ratio in Gravel Layer and 20% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Flow through orifice plate governs drain-down flow: 341 0.049 1.92 Basin Volume @ 10" Depth (ft ): Qof 1.0" orifice plate at 10" Basin Depth Drawdown Time (hrs) < 36 ^ CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA,inc. land planning, civi! engineering, surveying 75 Detention Flow Results Summary-100 Year Qin Qour AQ Max Depth (ft) Basin 2 0.37 0.17 0.20 0.80 Overflow Caoacitv of 2'x3' Tvoe G Catch Basin Overflow Using Broad Crested Weir Formula equation 6-10) Q=CLH^-^where Coefficient C is 3.3. 193.59 0.83 3.3 10 0.000 0.00 193.66 0.90 3.3 10 0.167 2.25 193.76 1.00 3.3 10 0.267 4.54 193.86 1.10 3.3 10 0.367 7.33 193.96 1.20 3.3 10 0.467 10.52 194.06 1.30 3.3 10 0.567 14.08 194.16 1.40 3.3 10 0.667 17.96 Caoadtv of L5"-dia Dralndown Orifice Plate Using standard submerged Orifice Fiow equation (6-12) Q=CoA(2gH)°'^ dnfice Size 1$', ' . V D3SHTibl6V' ,>.^b.ib.{ftiM 192.76 0.00 0.1250 0.01227 0.603 2.6667 0.097 192.86 0.10 0.1250 0.01227 0.603 2.7667 0.099 192.96 0.20 0.1250 0.01227 0.603 2.8667 0.101 193.06 0.30 0.1250 0.01227 0.603 2.9667 0.102 193.16 0.40 0.1250 0.01227 0.603 3.0667 0.104 193.26 0.50 0.1250 0.01227 0.603 3.1667 0.106 193.36 0.60 0.1250 0.01227 0.603 3.2667 0.107 193.46 0.70 0.1250 0.01227 0.603 3.3667 0.109 193.56 0.80 0.1250 0.01227 0.603 3.4667 0.111 193.59 0.83 0.1250 0.01227 0.603 3.4997 0.111 193.66 0.90 0.1250 0.01227 0.603 3.5667 0.112 193.76 1.00 0.1250 0.01227 0.603 3.6667 0.114 193.86 1.10 0.1250 0.01227 0.603 3.7667 0.115 193.96 1.20 0.1250 0.01227 0.603 3.8667 0.117 194.06 1.30 0.1250 0.01227 0.603 3.9667 0.118 194.16 1.40 0.1250 0.01227 0.603 4.0667 0.120 CT 14-04yPUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, inc. land planning, civil engineering, surveying 76 Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf)172 'yjBasfe^lev''SB^irvDep^VolufmefftS-Votumel^e- 192.76 0.00 120.40 0.0028 0.0970 192.86 0.10 138.30 0.0032 0.0988 192.96 0.20 157.60 0.0036 0.1005 193.06 0.30 178.30 0.0041 0.1023 193.16 0.40 200.40 0.0046 0.1040 193.26 0.50 223.90 0.0051 0.1057 193.36 0.60 248.80 0.0057 0.1073 193.46 0.70 275.10 0.0063 0.1090 193.56 0.80 302.80 0.0070 0.1106 193.59 0.83 312.25 0.0072 0.1111 193.66 0.90 331.90 0.0076 2.3575 193.76 1.00 362.40 0.0083 4.6580 193.86 1.10 394.30 0.0091 7.4422 193.96 1.20 427.60 0.0098 10.6370 194.06 1.30 462.30 0.0106 14.1951 194.16 1.40 498.40 0.0114 18.0827 Total Storage in Soil Media* ***assuming40% Void Ratio in Gravel Layer and 20% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Flow through orifice plate governs drain-down flow: 312 0.111 0.78 Basin Volume @ 10" Depth (ft ): Qof 1.5" orifice plate at 10" Basin Depth Drawdown Time (hrs) <36 ^ CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833Buena Vista Way Drainage Study biHA, Inc. land planning, civil engineering, surveying 77 Detention Flow Results Summary-100 Year Qin Qoltt AQ Max Depth (ft) Basin 3 1.39 0.44 0.95 0.77 Overflow Caoadtv of 2'x3' Type G Catch Basin Overflow Using Broad Crested Weir Formula equation 6-10) Q=CLH^-^where Coefficient C is 3.3. :Ba'sln;Ef6y-.--^iri Depth.r Coeffldent • Welftengtft,vptfit);'".7: 185.73 0.83 3.3 10 0 0.00 185.80 0.90 3.3 10 0.167 2.25 185.90 1.00 3.3 10 0.267 4.54 186.00 1.10 3.3 10 0.367 7.33 186.10 1.20 3.3 10 0.467 10.52 186.20 1.30 3.3 10 0.567 14.08 186.30 1.40 3.3 10 0.667 17.96 Caoadtv of 3.0"-dla Dralndown Orifice Plate Using standarc submerged Orifice Flow equation (6-12) Q=CoA(2gFI)°'^ Basin ifev .Basin Depth : Orifice Sizef f (Diarrfeter) n 1 s 5 \ •• ^ ^effideht He^ (ft)' -'"'•'w^{ft)j'''Area (sf) :. 184.90 0.00 0.2500 0.04909 0.603 2.6667 0.388 185.00 0.10 0.2500 0.04909 0.603 2.7667 0.395 185.10 0.20 0.2500 0.04909 0.603 Z8667 0.402 185.20 0.30 0.2500 0.04909 0.603 Z9667 0.409 185.30 0.40 0.2500 0.04909 0.603 3.0667 0.416 185.40 0.50 0.2500 0.04909 0.603 3.1667 0.423 185.50 0.60 0.2500 0.04909 0.603 3.2667 0.429 185.60 0.70 0.2500 0.04909 0.603 3.3667 0.436 185.70 0.80 0.2500 0.04909 0.603 3.4667 0.442 185.73 0.83 0.2500 0.04909 0.603 3.4997 0.444 185.80 0.90 0.2500 0.04909 0.603 3.5667 0.449 185.90 1.00 0.2500 0.04909 0.603 3.6667 0.455 186.00 1.10 0.2500 0.04909 0.603 3.7667 0.461 186.10 1.20 0.2500 0.04909 0.603 3.8667 0.467 186.20 1.30 0.2500 0.04909 0.603 3.9667 0.473 186.30 1.40 0.2500 0.04909 0.603 4.0667 0.479 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying 78 Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) =390 w 1;' ••S sf ^s'^fSaSirt.ilev/', s'i- S V, s iB^lrtDep^Voluitie isVv -^v'7 %)IuiPe {acffe^CstsJ;-'^ '' ^f^o^^ss 184.90 0.00 273.00 0.0063 0.3879 185.00 0.10 312.70 0.0072 0.3951 185.10 0.20 353.80 0.0081 0.4022 185.20 0.30 396.30 0.0091 0.4091 185.30 0.40 440.20 0.0101 0.4160 185.40 0.50 485.50 0.0111 0.4227 185.50 0.60 532.20 0.0122 0.4293 185.60 0.70 580.30 0.0133 0.4358 185.70 0.80 629.80 0.0145 0.4423 185.73 0.83 646.44 0.0148 0.4444 185.80 0.90 680.70 0.0156 2.6940 185.90 1.00 733.00 0.0168 4.9991 186.00 1.10 786.70 0.0181 7.7879 186.10 1.20 841.80 0.0193 10.9873 186.20 1.30 898.30 0.0206 14.5499 186.30 1.40 956.20 0.0220 18.4419 Total Storage in Soil Media" ***assuming40% Void Ratio in Gravel Layer and 20% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator. Flow through orifice plate governs drain-down flow: 646 0.444 0.40 Basin Volume @ 10" Depth (ft ): Qof 3.0" orifice plate at 10" Basin Depth Drawdown Time (hrs) <36 •/ CT 14T)4/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study hUiK,inc. land planning, civil engineering, surveying 79 Detention Flow Results Summary-100 Year Qin Qout AQ Max Height (ft] Basin 4 1.13 0.24 0.89 0.80 Overflow Caoacltv of 2'x3' TVoe G Catch Basin Overflow Using Broad Crested Weir Formula equation 6-10) Q=CLH^^where Coefficient C is 3.3. .■;;8asin€leV-Basin Depth.'"jiNv 'U Weir Length 185.73 0.83 3.3 10 0.000 0.00 185.80 0.90 3.3 10 0.167 2.25 185.90 1.00 3.3 10 0.267 4.54 186.00 LIO 3.3 10 0.367 7.33 186.10 1.20 3.3 10 0.467 10.52 186.20 1.30 3.3 10 0.567 14.08 186.30 1.40 3.3 10 0.667 17.96 Caoacltv of 2"-dia Dralndown Orifice Plate Using standarc submerged Orifice Flow equation (6-12) Q=CoA(2gFI)°'^ fB^ih: Depth = ,drifice Sfzeji:. :(biametw)'WCpeffideht;: 184.90 0.00 0.166666667 0.02182 0.603 2.6667 0.172 185.00 0.10 0.166666667 0.02182 0.603 2.7667 0.176 185.10 0.20 0.166666667 0.02182 0.603 2.8667 0.179 185.20 0.30 0.166666667 0.02182 0.603 2.9667 0.182 185.30 0.40 0.166666667 0.02182 0.603 3.0667 0.185 185.40 0.50 0.166666667 0.02182 0.603 3.1667 0.188 185.50 0.60 0.166666667 0.02182 0.603 3.2667 0.191 185.60 0.70 0.166666667 0.02182 0.603 3.3667 0.194 185.70 0.80 0.166666667 0.02182 0.603 3.4667 0.197 185.73 0.83 0.166666667 0.02182 0.603 3.4997 0.197 185.80 0.90 0.166666667 0.02182 0.603 3.5667 0.199 185.90 1.00 0.166666667 0.02182 0.603 3.6667 0.202 186.00 1.10 0.166666667 0.02182 0.603 3.7667 0.205 186.10 1.20 0.166666667 0.02182 0.603 3.8667 0.208 186.20 1.30 0.166666667 0.02182 0.603 3.9667 0.210 186.30 1.40 0.166666667 0.02182 0.603 4.0667 0.213 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, Inc. land planning, civii engineering, surveying 80 Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf)381 ^^In beprt Volurhefi^^r;jOi^OW 184.90 0.00 266.70 0.0061 0.1724 185.00 0.10 305.50 0.0070 0.1756 185.10 0.20 345.70 0.0079 0.1787 185.20 0.30 387.30 0.0089 0.1818 185.30 0.40 430.30 0.0099 0.1849 185.40 0.50 474.70 0.0109 0.1879 185.50 0.60 520.50 0.0119 0.1908 185.60 0.70 567.70 0.0130 0.1937 185.70 0.80 616.30 0.0141 0.1966 185.73 0.83 632.65 0.0145 0.1975 185.80 0.90 666.30 0.0153 2.4447 185.90 1.00 717.70 0.0165 4.7465 186.00 1.10 770.50 0.0177 7.5318 186.10 1.20 824.70 0.0189 10.7278 186.20 1.30 880.30 0.0202 14.2871 186.30 1.40 937.30 0.0215 18.1758 Total Storage in Soil Media* ***assuming40%Void Ratio in Gravel Layer and 20% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator. Flow through orifice plate governs drain-down flow: 633 0.197 0.89 Basin Volume (5) 10" Depth (ft ): Qof 2.0" orifice plate at 10" Basin Depth Drawdown Time (hrs) < 36 ^ CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^^A,Inc. land planning, civil engineering, surveying 81 Detention Flow Results Summary-100 Year Qin Qout AO Max Fleight (ft] Basin 5 0.86 0.72 0.14 0.82 Overflow Caoadtv of 2'x3' Tvoe G Catch Basin Overflow Using Broad Crested Weir Formula equation 6-10) Q=CLH^-^where Coefficient C is 3.3. '^vtefn|re,y, '~;BasiaDepth ?.:C<^f!ldent'--■W^r Length 193.43 0.83 3.3 10 0.000 0.00 193.50 0.90 3.3 10 0.167 2.25 193.60 1.00 3.3 10 0.267 4.54 193.70 1.10 3.3 10 0.367 7.33 193.80 1.20 3.3 10 0.467 10.52 193.90 1.30 3.3 10 0.567 14.08 194.00 1.40 3.3 10 0.667 17.96 Caoadtv of 2.0"-dia Dralndown Orifice Plate Using standarc submerged Orifice Flow equation (6-12) Cl=CoA(2gFi)°'^ •• •+♦■■■•f 5,. 5 -- <\;i8ayi\€jeyy ;■•Basin Depth;"Orifice .Sfze^i":! (Dlaroeter)'"Cdeffidehi:' tXdfibi Ij-fs)-. .,Oia;{ft).'^:i ;"AreaX-^ • 192.60 0.00 0.166666667 0.02182 0.603 2.6667 0.172 192.70 0.10 0.166666667 0.02182 0.603 2.7667 0.176 192.80 0.20 0.166666667 0.02182 0.603 2.8667 0.179 192.90 0.30 0.166666667 0.02182 0.603 2.9667 0.182 193.00 0.40 0.166666667 0.02182 0.603 3.0667 0.185 193.10 0.50 0.166666667 0.02182 0.603 3.1667 0.188 193.20 0.60 0.166666667 0.02182 0.603 3.2667 0.191 193.30 0.70 0.166666667 0.02182 0.603 3.3667 0.194 193.40 0.80 0.166666667 0.02182 0.603 3.4667 0.197 193.43 0.83 0.166666667 0.02182 0.603 3.4997 0.197 193.50 0.90 0.166666667 0.02182 0.603 3.5667 0.199 193.60 1.00 0.166666667 0.02182 0.603 3.6667 0.202 193.70 1.10 0.166666667 0.02182 0.603 3.7667 0.205 193.80 1.20 0.166666667 0.02182 0.603 3.8667 0.208 193.90 1.30 0.166666667 0.02182 0.603 3.9667 0.210 194.00 1.40 0.166666667 0.02182 0.603 4.0667 0.213 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A.inc. land planning, civil engineering, surveying 82 Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 200 Basin Depth Volume (aae-lOutftow^^s) 192.60 0.00 140.00 0.0032 0.1724 192.70 0.10 160.70 0.0037 0.1756 192.80 0.20 182.80 0.0042 0.1787 192.90 0.30 206.30 0.0047 0.1818 193.00 0.40 231.20 0.0053 0.1849 193.10 0.50 257.50 0.0059 0.1879 193.20 0.60 285.20 0.0065 0.1908 193.30 0.70 314.30 0.0072 0.1937 193.40 0.80 344.80 0.0079 0.1966 193.43 0.83 355.17 0.0082 0.1975 193.50 0.90 376.70 0.0086 2.4447 193.60 1.00 410.00 0.0094 4.7465 193.70 1.10 444.70 0.0102 7.5318 193.80 1.20 480.80 0.0110 10.7278 193.90 1.30 518.30 0.0119 14.2871 194.00 1.40 557.20 0.0128 18.1758 Total Storage in Soil Media" ***assuming 40% Void Ratio in Gravel Layer and 20% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Flow through orifice plate governs drain-down flow: 355 0.197 0.50 Basin Volume @ 10" Depth (ft ): Qof 2.0" orifice plate at 10" Basin Depth Drawdown Time (hrs) < 36 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study Inc. land planning, civil engineering, surveying r~83 Detention Flow Results Summary-100 Year Qin Qour AQ Max Depth (ft) Basin 6 1.15 0.44 0.71 0.72 Overflow Capacity of 2'x3' Type G Catch Basin Overflow Using Broad Crested Weir Formuia equation 6-10) Q=CLH^^where Coefficient C is 3.3. V,^siri:€|eyV'i Weir Leh^h; 185.73 0.83 3.3 10 0.000 0.00 185.80 0.90 3.3 10 0.167 2.25 185.90 1.00 3.3 10 0.267 4.54 186.00 1.10 3.3 10 0.367 7.33 186.10 1.20 3.3 10 0.467 10.52 186.20 1.30 3.3 10 0.567 14.08 186.30 1.40 3.3 10 0.667 17.96 Capacity of 2.0"-dla Draindown Orifice Plate Using standarc submerged Orifice Flow equation (6-12) Q=CoA(2gH)0.5 Basin: Efevi;-- ' •tt#'' ~ ' jBaSin Deptit Oti^ice Size,,^V {DjHrneter)\;^Coeffioisnt ^ v-s V,'': S ; Dia.(ft) ::^>'Ai^a'(sf)>; n 184.90 0.00 0.166666667 0.02182 0.603 2.6667 0.172 185.00 0.10 0.166666667 0.02182 0.603 Z7667 0.176 185.10 0.20 0.166666667 0.02182 0.603 2.8667 0.179 185.20 0.30 0.166666667 0.02182 0.603 2.9667 0.182 185.30 0.40 0.166666667 0.02182 0.603 3.0667 0.185 185.40 0.50 0.166666667 0.02182 0.603 3.1667 0.188 185.50 0.60 0.166666667 0.02182 0.603 3.2667 0.191 185.60 0.70 0.166666667 0.02182 0.603 3.3667 0.194 185.70 0.80 0.166666667 0.02182 0.603 3.4667 0.197 185.73 0.83 0.166666667 0.02182 0.603 3.4997 0.197 185.80 0.90 0.166666667 0.02182 0.603 3.5667 0.199 185.90 1.00 0.166666667 0.02182 0.603 3.6667 0.202 186.00 1.10 0.166666667 0.02182 0.603 3.7667 0.205 186.10 1.20 0.166666667 0.02182 0.603 3.8667 0.208 186.20 1.30 0.166666667 0.02182 0.603 3.9667 0.210 186.30 1.40 0.166666667 0.02182 0.603 4.0667 0.213 CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, Inc. land planning, civil engineering, surveying 84 Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 381 Basin'Elev if , n ; l^rri Deptih:VolurnelSw- ;\-r s. \©yftpw:(cfs): 184.90 0.00 266.70 0.0061 0.1724 185.00 0.10 305.50 0.0070 0.1756 185.10 0.20 345.70 0.0079 0.1787 185.20 0.30 387.30 0.0089 0.1818 185.30 0.40 430.30 0.0099 0.1849 185.40 0.50 474.70 0.0109 0.1879 185.50 0.60 520.50 0.0119 0.1908 185.60 0.70 567.70 0.0130 0.1937 185.70 0.80 616.30 0.0141 0.1966 185.73 0.83 632.65 0.0145 0.1975 185.80 0.90 666.30 0.0153 2.4447 185.90 1.00 717.70 0.0165 4.7465 186.00 1.10 770.50 0.0177 7.5318 186.10 1.20 824.70 0.0189 10.7278 186.20 1.30 880.30 0.0202 14.2871 186.30 1.40 937.30 0.0215 18.1758 Total Storage in Soil Media* ***assuming40% Void Ratio in Gravel Layer and 20% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator Flow through orifice plate governs drain-down flow: 633 0.197 0.89 Basin Volume (5) 10" Depth (ft ): Qof 2.0" orifice plate at 10" Basin Depth Drawdown Time (hrs) <36 CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study blnA, inc. land planning, civil engineering, surveying 85 Detention Flow Results Summary-100 Year Q)N Qgltt AQ Max Fleight (ft) Basin 7 0.72 0.32 0.40 0.81 Overflow Capadtv of 2'x3' Type G Catch Basin Qyerfiow Using Broad Crested Weir Formuia equation 6-10) Q=CLFI^'^ where Coefficient C is 3.3. ;^^iiii-Dep|i5': ' ' ' < 'i L.' .C-."'*'-. 'A jS , Welf Lejtgth.j,K'AA ^ --i; •• '-Jt 186.63 0.83 3.3 10 0.000 0.00 186.70 0.90 3.3 10 0.167 2.25 186.80 1.00 3.3 10 0.267 4.54 186.90 1.10 3.3 10 0.367 7.33 187.00 1.20 3.3 10 0.467 10.52 187.10 1.30 3.3 10 0.567 14.C» 187.20 1.40 3.3 10 0.667 17.96 Capacity of L5"-dla Draindown Orifice Plate Using standard submerged Orifice Flow equation (6-12) Q^A(2gH)0.5 SasimEjey . A ^In OrrflceSize.-drain -A-: :tiia.(ft) ^ 185.80 0.00 0.1250 0.01227 0.603 2.6667 0.097 185.90 0.10 0.1250 0.01227 0.603 2.7667 0.099 186.00 0.20 0.1250 0.01227 0.603 2.8667 0.101 186.10 0.30 0.1250 0.01227 0.603 2.9667 0.102 186.20 0.40 0.1250 0.01227 0.603 3.0667 0.104 186.30 0.50 0.1250 0.01227 0.603 3.1667 0.106 186.40 0.60 0.1250 0.01227 0.603 3.2667 0.107 186.50 0.70 0.1250 0.01227 0.603 3.3667 0.109 186.60 0.80 0.1250 0.01227 0.603 3.4667 0.111 186.63 0.83 0.1250 0.01227 0.603 3.4997 0.111 186.70 0.90 0.1250 0.01227 0.603 3.5667 0.112 186.80 1.00 0.1250 0.01227 0.603 3.6667 0.114 186.90 1.10 0.1250 0.01227 0.603 3.7667 0.115 187.00 1.20 0.1250 0.01227 0.603 3.8667 0.117 187.10 1.30 0.1250 0.01227 0.603 3.9667 0.118 187.20 1.40 0.1250 0.01227 0.603 4.0667 0.120 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, inc. land planning, civil engineering, surveying 86 Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) =202 tosfn'^fey.feisln dcjpith : VolumA(ft^) L.. ' 1 1. - Vojuiyie;{^[cre- ' T .r. ^0iWoVI/'(cfs) 185.80 0.00 141.40 0.0032 0.0970 185.90 0.10 162.30 0.0037 0.0988 186.00 0.20 184.60 0.0042 0.1005 186.10 0.30 208.30 0.0048 0.1023 186.20 0.40 233.40 0.0054 0.1040 186.30 0.50 259.90 0.0060 0.1057 186.40 0.60 287.80 0.0066 0.1073 186.50 0.70 317.10 0.0073 0.1090 186.60 0.80 347.80 0.0080 0.1106 186.63 0.83 358.24 0.0082 0.1111 186.70 0.90 379.90 0.0087 2.3575 186.80 1.00 413.40 0.0095 4.6580 186.90 1.10 448.30 0.0103 7.4422 187.00 1.20 484.60 0.0111 10.6370 187.10 1.30 522.30 0.0120 14.1951 187.20 1.40 561.40 0.0129 18.0827 Total Storage in Soil Media" ***assuming40% Void Ratio in Gravel Layer and 20% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Flow through orifice plate governs drain-down flow: 358 0.111 0.90 Basin Voiume @ 10" Depth (ft ): Q of 1.5" orifice plate at 10" Basin Depth Drawdown Time (hrs) <36 •/ CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA.Inc. land planning, civil engineering, surveying 87 Detention Flow Results Summary-100 Year Qin Qour AQ Max Depth (ft) Basin 8 0.68 0.48 0.20 0.82 Overflow Caoacltv of 2'x3' Type G Catch Basin Overflow Using Broad Crested Weir Formula equation 6-10) Q-CLH^'^where Coefficient C is 3.3. . BaslriSev C^lripeipth::'Cbeffidehti . .v-V Welfeielhfi^hi 191.93 0.83 3.3 10 0.000 0.00 192.00 0.90 3.3 10 0.167 2.25 192.10 1.00 3.3 10 0.267 4.54 19Z20 1.10 3.3 10 0.367 7.33 192.30 1.20 3.3 10 0.467 10.52 192.40 1.30 3.3 10 0.567 14.08 192.50 1.40 3.3 10 0.667 17.96 Capadtv of L5"-dia Draindown Orifice Plate Using standard submerged Orifice Flow equation (6-12) Q=CoA(2gH)0.5 ' "^ln|iey-'Basirl tfeptfi . (ft).v,y- \Orifi(::;e;Sfze?': Cwffidept'1: Head (ft) i Dia.(ft)Area(sf) 191.10 0.00 0.1250 0.01227 0.603 2.6667 0.097 191.20 0.10 0.1250 0.01227 0.603 2.7667 0.099 191.30 0.20 0.1250 0.01227 0.603 2.8667 0.101 191.40 0.30 0.1250 0.01227 0.603 2.9667 0.102 191.50 0.40 0.1250 0.01227 0.603 3.0667 0.104 191.60 0.50 0.1250 0.01227 0.603 3.1667 0.106 191.70 0.60 0.1250 0.01227 0.603 3.2667 0.107 191.80 0.70 0.1250 0.01227 0.603 3.3667 0.109 191.90 0.80 0.1250 0.01227 0.603 3.4667 0.111 191.93 0.83 0.1250 0.01227 0.603 3.4997 0.111 192.00 0.90 0.1250 0.01227 0.603 3.5667 0.112 192.10 1.00 0.1250 0.01227 0.603 3.6667 0.114 192.20 1.10 0.1250 0.01227 0.603 3.7667 0.115 192.30 1.20 0.1250 0.01227 0.603 3.8667 0.117 192.40 1.30 0.1250 0.01227 0.603 3.9667 0.118 192.50 1.40 0.1250 0.01227 0.603 4.0667 0.120 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, inc. land planning, civi! engineering, surveying 88 Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf)170 s' X'- t, : ■Basin Depth Volume (ft^ji's' - - - V ' Volume laCTe- 191.10 0.00 119.00 0.0027 0.0970 191.20 0.10 136.70 0.0031 0.0988 191.30 0.20 155.80 0.0036 0.1005 191.40 0.30 176.30 0.0040 0.1023 191.50 0.40 198.20 0.0046 0.1040 191.60 0.50 221.50 0.0051 0.1057 191.70 0.60 246.20 0.0057 0.1073 191.80 0.70 272.30 0.0063 0.1090 191.90 0.80 299.80 0.0069 0.1106 191.93 0.83 309.18 0.0071 0.1111 192.00 0.90 328.70 0.0075 2.3575 192.10 1.00 359.00 0.0082 4.6580 192.20 1.10 390.70 0.0090 7.4422 192.30 1.20 423.80 0.0097 10.6370 192.40 1.30 458.30 0.0105 14.1951 192.50 1.40 494.20 0.0113 18.0827 Total Storage in Soil Media" ***assuming 40% Void Ratio in Gravel Layer and 20% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Flow through orifice plate governs drain-down flow: 309 0.111 0.77 Basin Volume @ 10" Depth (ft ): Q of 1.5" orif i ce pi ate at 10" Basi n De pth Drawdown Time (hrs) < 36 ^ CT14-04/PUD 14-06/CDP 14-20 Robert Miies Subdivision 1833 Buena Vista Way Drainage Study biHA, Inc. land planning, civil engineering, surveying 89 Detention Flow Results Summary-100 Year Qin Qout AQ Max Depth (ft) Basin 9 0.42 0.11 0.31 0.76 Overflow Capadtv of 2'x3' Type G Catch Basin Overflow Using Broad Crested Weir Formula equation 6-10) Q=CLH^-^where Coefficient C is 3.3. ' Basin Elev V ' * " B^In Depth'lfo<sfflci6nt>'vWei^Miigthv!i;:tlHi(ft) ^. 199.13 0.83 3.3 10 0.000 0.00 199.20 0.90 3.3 10 0.167 2.25 199.30 1.00 3.3 10 0.267 4.54 199.40 1.10 3.3 10 0.367 7.33 199.50 1.20 3.3 10 0.467 10.52 199.60 1.30 3.3 10 0.567 14.08 199.70 1.40 3.3 10 0.667 17.96 Capacity of L5"-dia Draindown Orifice Plate Using standard submerged Orifice Fiow equation (6-12) Q=CoA(2gH)0.5 ^'^sih'Mev :Basin De^tH \^".iMahieter) S ; xi,' 198.30 0.00 0.1250 0.01227 0.603 Z6667 0.097 198.40 0.10 0.1250 0.01227 0.603 2.7667 0.099 198.50 0.20 0.1250 0.01227 0.603 2.8667 0.101 198.60 0.30 0.1250 0.01227 0.603 2.9667 0.102 198.70 0.40 0.1250 0.01227 0.603 3.0667 0.104 198.80 0.50 0.1250 0.01227 0.603 3.1667 0.106 198.90 0.60 0.1250 0.01227 0.603 3.2667 0.107 199.00 0.70 0.1250 0.01227 0.603 3.3667 0.109 199.10 0.80 0.1250 0.01227 0.603 3.4667 0.111 199.13 0.83 0.1250 0.01227 0.603 3.4997 0.111 199.20 0.90 0.1250 0.01227 0.603 3.5667 0.112 199.30 1.00 0.1250 0.01227 0.603 3.6667 0.114 199.40 1.10 0.1250 0.01227 0.603 3.7667 0.115 199.50 1.20 0.1250 0.01227 0.603 3.8667 0.117 199.60 1.30 0.1250 0.01227 0.603 3.9667 0.118 199.70 1.40 0.1250 0.01227 0.603 4.0667 0.120 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivjsion 1833 Buena Vista Way Drainage Study blnA, inc. land planning, civil engineering, surveying 90 Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 200 ;^ln Depth'; •• s 5ss'\ t r. ' ^ s ^ V.V •• y6Wm^(Screr JJOlitfloW (cfs) 198.30 0.00 140.00 0.0032 0.0970 198.40 0.10 160.70 0.0037 0.0988 198.50 0.20 182.80 0.0042 0.1005 198.60 0.30 206.30 0.0047 0.1023 198.70 0.40 231.20 0.0053 0.1040 198.80 0.50 257.50 0.0059 0.1057 198.90 0.60 285.20 0.0065 0.1073 199.00 0.70 314.30 0.0072 0.1090 199.10 0.80 344.80 0.0079 0.1106 199.13 0.83 355.17 0.0082 0.1111 199.20 0.90 376.70 0.0086 2.3575 199.30 1.00 410.00 0.0094 4.6580 199.40 1.10 444.70 0.0102 7.4422 199.50 1.20 480.80 0.0110 10.6370 199.60 1.30 518.30 0.0119 14.1951 199.70 1.40 557.20 0.0128 18.0827 Total Storage in Soil Media* ***assuming40% Void Ratio in Gravel Layer and 20% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Flow through orifice plate govems drain-down flow: 355 0.111 0.89 Basin Volume @ 10" Depth (ft ): Qof 1.5" orifice plate at 10" Basin Depth Drawdown Time (hrs) < 36 ^ CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, Inc. land planning, civil engineering, surveying 91 Detention Flow Results Summary- 100 Year Qjn Qout AQ Max Depth (ft) Basin 10 0.38 0.14 0.24 0.80 Overflow Capacity of 2'x3' Type G Catch Basin Qyerfiow Using Broad Crested Weir Formula equation 6-10) Q,=CLH^'^ where Coefficient C is 3.3. -Is .s s ^Basin Depth •; W^^^r'teh^hr,-\ ^ -1 199.83 0.83 3.3 10 0.000 0.00 199.90 0.90 3.3 10 0.167 2.25 200.00 1.00 3.3 10 0.267 4.54 200.10 1.10 3.3 10 0.367 7.33 200.20 1.20 3.3 10 0.467 10.52 200.30 1.30 3.3 10 0.567 14.08 200.40 1.40 3.3 10 0.667 17.96 Capacity of 1.5"-dla Dralndown Orifice Plate Using standard submerged Orifice Fiow equation (6-12) Q=CoA(2gi-l)0.5 :j Bas)i|;,1iev '.. Basin,;t>spth : nn iStiflce size.,-:'•'--'(ipiameteif),!Cd^dehf ^,,;Are|i'(sf),-^i 199.00 0.00 0.1250 0.01227 0.603 3.1667 0.106 199.10 0.10 0.1250 0.01227 0.603 3.2667 0.107 199.20 0.20 0.1250 0.01227 0.603 3.3667 0.109 199.30 0.30 0.1250 0.01227 0.603 3.4667 0.111 199.40 0.40 0.1250 0.01227 0.603 3.5667 0.112 199.50 0.50 0.1250 0.01227 0.603 3.6667 0.114 199.60 0.60 0.1250 0.01227 0.603 3.7667 0.115 199.70 0.70 0.1250 0.01227 0.603 3.8667 0.117 199.80 0.80 0.1250 0.01227 0.603 3.9667 0.118 199.83 0.83 0.1250 0.01227 0.603 3.9997 0.119 199.90 0.90 0.1250 0.01227 0.603 4.0667 0.120 200.00 1.00 0.1250 0.01227 0.603 4.1667 0.121 200.10 1.10 0.1250 0.01227 0.603 4.2667 0.123 200.20 1.20 0.1250 0.01227 0.603 4.3667 0.124 200.30 1.30 0.1250 0.01227 0.603 4.4667 0.126 200.40 1.40 0.1250 0.01227 0.603 4.5667 0.127 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study blnA, Inc. land planning, civil engineering, surveying 92 Main Basin Depth vs. Storage and Discharge Information Bottom Basin Area (sf) = 185 ,,Btoln'D^^tH;,,;Vdt£inse'(|t|);'Volume (acre- , ':S> Outflov^ (cfs) 199.00 0.00 129.50 0.0030 0.1057 199.10 0.10 148.70 0.0034 0.1073 199.20 0.20 169.30 0.0039 0.1090 199.30 0.30 19L30 0.0044 0.1106 199.40 0.40 214.70 0.0049 0.1122 199.50 0.50 239.50 0.0055 0.1137 199.60 0.60 265.70 0.0061 0.1153 199.70 0.70 293.30 0.0067 0.1168 199.80 0.80 322.30 0.0074 0.1183 199.83 0.83 332.18 0.0076 0.1188 199.90 0.90 352.70 0.0081 2.3651 200.00 1.00 384.50 0.0088 4.6655 200.10 1.10 417.70 0.0096 7.4496 200.20 1.20 452.30 0.0104 10.6443 200.30 1.30 488.30 0.0112 14.2024 200.40 1.40 525.70 0.0121 18.0898 Total Storage in Soil Media^ ***assuming40% Void Ratio in Gravel Layer and 20% Void Ratio in Engineered Soil Layer (typical value) Drawdown calculator: Flow through orifice plate govems drain-down flow: 332 0.119 0.78 Basin Volume @ 10" Depth (ft^): Qof 1.5" orifice plate at 10" Basin Depth Drawdown Time (hrs) < 36 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study blnA, Inc. land planning, civil engineering, surveying CHAPTER 4 DETENTION ROUTING 43 - Basin Outlet Details CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bilA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study i— 94 2'X3' jyPE G CJ^TCH BA3N W/ GRATED INLET 1 IMPERMEABLE ONER ON ALL SDES; PER SOLE RE^mT PVC OUTLET pipe' -OUTFLOW *ENCI'NEERED SOfL UX SHALL PROWE A .MlRiMUM. SUSTAINED^ INFR.trAVON RATE Ot 5'/HR. MIX' SHAO. BE SANDY LOAM TOP SOXL CONSISVNG OF SOX ^D, SOX'PLANVNG SOIL, 20% ELREDDED HARDWOOD MULCH. DEEP RL^TED. DENSE. DROUGHT TOLERANT PLANTING SUITABLE FOR mi .DRAINED SOL 'jPj'-MULCH Td" ENGINEERED SOIL MIX* ■2' OF PEA GRA^ RESERVCW? LAYER, 3/4' CRUSHED ROCK FOR Y2 STORAGE :=ii=ii C PET^ORATED PYC PIPE PUCE Pff^lWTWPEHFCTMTIQWS rABOVETHEIWVBn-OFTTgftWW RESJRiCTER PLATE WTH ORIRCE, D,. SEE BMPDIMENSldNS, mis SHEET BIQFILTRATrON BASIN OUTLET DETAIL NOT TO SC/LE Rf^ WALL:S/S'xie' STAMLSS ANCHOR BOLTS W7H WING jrPE- NUTS (TTP.) RESTRfCJTR PLATE ORtnCE. D BOTTOU OFEA^-^ 6' PERFORATED PVC PIPE 1/4' GALVANIZED STEEL PLATE. 6' PVC PRORATED PIPe- ORinCE. a, SEEBMP D/MENSia</S.t T ' THIS SHEET 3/B'x16' STAINUE^ ANCHOR BOLTS W7H WWG TVPE NUTS, {JVP.) NOTE- ORIFICE PLATE AW FLANGE CpNNECVOTTO CONCRETE ^ALL BE" rniED W7H JO DUROUETER NEOPRENE RING. RESTRICTOR PLATE DETAIL NOT W SCALE CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, inc. land planning, civil engineering, surveying 95 BMP DIMENSIONS , t •• J -T,; .at! 1 Ub!Oriflc^;:D •x ;(ln) — Basin 1 191 12 18 1.0 10 1.4 Basin 2 172 12 18 1.5 10 1.4 Basin 3 390 12 18 3.0 10 1.4 Basin 4 381 12 18 2.0 10 1.4 Basin 5 250 12 18 2.0 10 1.4 Basin 6 381 12 18 2.0 10 1.4 Basin 7 202 12 18 1.5 10 1.4 Basin 8 170 12 18 1.5 10 1.4 Basin 9 200 12 18 1.5 10 1.4 Basin 10 185 12 18 1.5 10 1.4 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^^A,inc. land planning, civil engineering, surveying 96 CHAPTER 4 DETENTION ROUTING 4.4 - Storage Basin Hydrograph Routing Model Results CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision biHA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 97 Basin 1 (Node 3): HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL H ★•A-************************************************************************* (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: 128981.DAT TIME/DATE OF STUDY: 11:38 01/05/2017 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): 1 1 ■kINTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * k NUMBER (CFS) *NUMBER (CFS) *NUMBER (CFS) * k 1 0.00*2 0.00*3 0.00* k 4 0.00*5 0.00*6 0.00* 1 k 7 0.00*8 0.00*9 0 . 00* —k 10 0.00*11 0.00*12 0.00* k 13 0.00*14 0.00*15 0 . 00* >*•16 0.00*17 0.00*18 0.00* H 19 0.00*20 0.00*21 0.00* *22 0.10*23 0.10*24 0.37* k 25 0.10*26 0.00*27 0.00* k 28 0.00*29 0.00*30 0.00* k 31 0.00*32 0.00*33 0.00* k 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 OUTFLOW ►*BASIN-DEPTH STORAGE OUTFLOW *(FEET) (ACRE--FEET)(CFS) **(FEET) (ACRE--FEET)(CFS) * *0.000 0.000 0.000**0.100 0.004 0.044* *0.200 0.004 0.045**0.300 0.004 0.045* *0.400 0.005 0.046**0.500 0.006 0.047* *0.600 0.006 0.048**0.700 0.007 0.048* *0.800 0.008 0.049**0.900 0.008 2.295* *1.000 0.009 4.595**1.100 0.010 7.378* H 1.200 0.011 10.572**1.300 0.012 14.129* CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study inc. land planning, civil engineering, surveying 98 * 1.400 0.012 18.016** ****★★★**★**★★★★*★★**•★**★***★★★★*•**■*★*■*********★**★****★******************** 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-0*DT/2} {S+0*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 1 0.00000 0.00000 )2 0.00317 0.00383 3 0.00366 0.00434 4 0.00416 0.00484 j 5 0.00475 0.00545 1 6 0.00534 0.00606 7 0.00594 0.00666 8 0.00653 0.00727 9 0.00723 0.00797 1 10 -0.00909 0.02569 11 -0.02571 0.04391 12 -0.04609 0.06569 — 1 13 -0.06949 0.09069 1 14 -0.09554 0.11854 15 -0.12409 0.14889 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; "0"=0UTFL0W AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) 0.18 0.00 0.00 [BASIN DEPTH(FEET) = 0.37 0.00 0.00 [BASIN DEPTH(FEET) = 0.55 0.00 0.00 [BASIN DEPTH(FEET) - 0.73 0.00 0.00 [BASIN DEPTH(FEET) = 0.92 0.00 0.00 [BASIN DEPTH(FEET) - 1.10 0.00 0.00 [BASIN DEPTH(FEET) = 1.28 0.00 0.00 [BASIN DEPTH(FEET) - 1.47 0.00 0.00 [BASIN DEPTH(FEET) = 1.65 0.00 0.00 [BASIN DEPTH(FEET) = 1.83 0.00 0.00 STORAGE (ACRE-FT) 0. 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 o 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.0. CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying 99 [BASIN 2.02 [BASIN 2.20 [BASIN 2 . 38 [BASIN 2.57 n [BASIN 2.75 [BASIN 2. 93 [BASIN 3.12 [BASIN 3.30 [BASIN 3.48 [BASIN 3. 67 [BASIN 3. 85 [BASIN 4.03 [BASIN 4.22 [BASIN [BASIN 4.58 DEPTH(FEET) - 0.00 0.00 DEPTH(FEET) = 0.00 0.00 DEPTH(FEET) = 0.00 0.00 DEPTH(FEET) = 0.00 0.00 DEPTH(FEET) = 0.00 0.00 DEPTH(FEET) = 0.00 0.00 DEPTH(FEET) = 0.00 0.00 DEPTH(FEET) - 0.00 0.00 DEPTH(FEET) = 0.00 0.00 DEPTH(FEET) - 0.00 0.00 DEPTH(FEET) - 0.00 0.00 DEPTH(FEET) = 0.10 0.02 DEPTH(FEET) - 0.10 0.03 DEPTH(FEET) = ',1^ 0-05 DEPTH(FEET) - 0.10 4.77 0.00 0.05 [BASIN DEPTH FEET = 4 . 95 0.00 0.05 [BASIN FEETDEPTH 5.13 0.00 0.05 (FEET[BASIN DEPTH 5.32 0.00 0.04 BASIN DEPTH(FEET) 0.00 0.045.50 BASIN (FEET) -DEPTH 0.00 0.04 FEET =[BASIN DEPTH 0.030.00 BASIN (FEET)DEPTH CT14-04/PUD 14-06/GDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study biHA, Inc. land planning, civil engineering, surveying 100 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: I289B2.DAT TIME/DATE OF STUDY: 11:36 01/05/2017 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 30 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) - 13.000 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 .10* * 19 0.10*20 0.10*21 0.37* * 22 0.10*23 0.00*24 0.00* * 25 0.00*26 0.00*27 0.00* * 28 0.00*29 0.00*30 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 0.099* *0.200 0.004 0.101**0.300 0.004 0.102* *0.400 0.005 0.104**0.500 0.005 0.106* *0.600 0.006 0.107**0.700 0.006 0.109* *0.800 0.007 0.111**0.900 0.008 2.358* *1.000 0.008 4.658**1.100 0.009 7.442* *1.200 0.010 10.637**1.300 0.011 14.195* *1.400 0.011 18.083** CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying 101 **•*******•*■****★**** + *****************•***********★**★************************ INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) - 0.00 INITIAL BASIN OUTFLOW(CFS) - 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROOTING VALUES: INTERVAL {S-0*DT/2]{S+0*DT/2} NUMBER (ACRE-FEET)(ACRE-FEET) I 0.00000 0.00000 2 0.00232 0.00408 3 0.00270 0.00450 4 0.00318 0.00502 5 0.00367 0.00553 6 0.00415 0.00605 7 0.00474 0.00666 8 0.00532 0.00728 9 0.00601 0.00799 10 -0.01351 0.02871 11 -0.03340 0.05000 12 -0.05753 0.07573 13 -0.08543 0.10503 14 -0.II649 0.13769 15 -0.15050 0.17330 WHERE S-STORAGE(AF);0=0UTFL0W(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; "0"-0UTFL0W AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) 0.22 0.00 0.00 [BASIN DEPTH(FEET) = 0.43 0.00 0.00 [BASIN DEPTH(FEET) = 0.65 0.00 0.00 [BASIN DEPTH(FEET) = 0.87 0.00 0.00 [BASIN DEPTH(FEET) - 1.08 0.00 0.00 [BASIN DEPTH(FEET) - 1.30 0.00 0.00 [BASIN DEPTH(FEET) = 1.52 0.00 0.00 [BASIN DEPTH(FEET) = 1.73 0.00 0.00 [BASIN DEPTH(FEET) - 1.95 0.00 0.00 [BASIN DEPTH(FEET) - 2.17 0.00 0.00 [BASIN DEPTH(FEET) = STORAGE (ACRE-FT) 0. 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0 . 00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A,Inc. land planning, civil engineering, surveying lo: 2.38 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) =0.00] 2. 60 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) -0.00] 2.82 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) -0.00] 3.03 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) =0 . 00] 3.25 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. 68 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) =0.00] 3.90 O.IO 0.04 0.001 . 0 I [BASIN DEPTH(FEET) -0.04] 4.12 O.IO 0.07 0.002 0 I [BASIN DEPTH(FEET) -0.07] 4.33 O.IO 0.08 0.003 01 [BASIN DEPTH(FEET) -0.082 Hi: ^ ' 4.77 O.IO O.II 0.006 10 [BASIN DEPTH(FEET) -0.70] 4.98 0.00 O.IO 0.004 I 0 [BASIN DEPTH(FEET) -0.36] 5.20 0.00 0.08 0.003 I 0. [BASIN DEPTH(FEET) =0 .09] 5.42 0.00 0.05 0.002 I 0 [BASIN DEPTH(FEET) -n 0.05] 5. 63 0.00 0.03 0.001 I 0 [BASIN DEPTH(FEET) =0.03] 5. 85 0.00 0.02 0.000 10 [BASIN DEPTH(FEET) =0.02] 6.07 0.00 O.OI 0.000 0 [BASIN DEPTH(FEET) =O.OI] 6.28 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) =0.00] 6.50 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) -0.00] 6.72 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) =0.00] 6.93 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) -0.00] CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying 103 Basin 3 (Node 11): HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL it*************************************************************************** (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: 1289B3.DAT TIME/DATE OF STUDY: 11:21 01/05/2017 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 62 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 6.000 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) * H 1 0.00*2 0.00*3 0.00* H 4 0.00*5 0.00*6 0.00* *7 0.00*8 0.00*9 0.00* 1 *10 0 . 00*11 0.00*12 0.00* ■k 13 0 . 00*14 0.00*15 0 . 00* H 16 0.00*17 0.10*18 0.10* 1 *19 0.10*20 0.10*21 0.10* 1 *22 0.10*23 0.10*24 0.10* H 25 0.10*26 0.10*27 0.10* *28 0.10*29 0.10*30 0.10* [H 31 0.10*32 0.10*33 0.10* *34 0.10*35 0.10*36 0.10* *37 0.10*38 0.20*39 0.20* 1 H 40 0.30*41 0.50*42 1.39* H 43 0.20*44 0 .20*45 0 .10* 1 *46 0.10*47 0.10*48 0.10* *49 0.10*50 0.10*51 0 .10* H 52 0.10*53 0.10*54 0.10* ,*55 0.00*56 0.00*57 0.00* 1I *58 0.00*59 0.00*60 0.00* *61 0.00*62 0.00* DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 15 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bflA, Inc. land planning, civil engineering, surveying 104 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW *(FEET) (ACRE--FEET)(CFS) **(FEET) (ACRE--FEET)(CFS) * H 0.000 0.000 0.000**0.100 0.007 0.395* *0.200 0.008 0.402**0.300 0.009 0.409* *0.400 0.010 0.416**0.500 0.011 0.423* *0.600 0.012 0.429**0.700 0.013 0.436* *0.800 0.014 0.442**0.900 0.016 2.694* *1.000 0.017 4.999**1.100 0.018 7.788* *1.200 0.019 10.987**1.300 0.021 14.550* H 1.400 0.022 18.442** ************** 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: INTERV7VL {S-0*DT/2} {S+0*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.00557 0.00883 3 0.00644 0.00976 4 0.00741 0.01079 5 0.00838 0.01182 6 0.00935 0.01285 7 0.01043 0.01397 8 0.01150 0.01510 9 0.01267 0.01633 10 0.00447 0.02673 11 -0.00386 0.03746 12 -0.01408 0.05028 13 -0.02610 0.06470 14 -0.03952 0.08072 15 -0.05421 0.09821 WHERE S-STORAGE(AF);0=0UTFL0W(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; "0''=0UTFL0W AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) 0.10 0.00 0.00 [BASIN DEPTH(FEET) - 0.20 0.00 0.00 [BASIN DEPTH(FEET) - 0.30 0.00 0.00 [BASIN DEPTH(FEET) = 0.40 0.00 0.00 [BASIN DEPTH(FEET) = 0.50 0.00 0.00 [BASIN DEPTH(FEET) - STORAGE (ACRE-FT) 0. 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 1. CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^lA, Inc. land planning, civil engineering, surveying 105 0.60 [BASIN 0.70 [BASIN 0.80 [BASIN 0.90 [BASIN 1.00 [BASIN l.IO [BASIN 1.20 [BASIN 1.30 [BASIN 1.40 [BASIN 1.50 [BASIN 1. 60 [BASIN 1.70 [BASIN 1.80 [BASIN 1. 90 [BASIN 2.00 [BASIN 2.10 [BASIN 2.20 [BASIN 2.30 [BASIN 2.40 [BASIN 2.50 [BASIN 2. 60 [BASIN 2.70 [BASIN 2.80 [BASIN 2.90 [BASIN 3.00 [BASIN 3.10 [BASIN 3.20 [BASIN 3.30 [BASIN 3.40 [BASIN 3.50 [BASIN 3. 60 0.00 DEPTH 0.00 DEPTH 0.00 DEPTH 0.00 DEPTH 0.00 DEPTH 0.00 DEPTH 0.00 DEPTH 0.00 DEPTH 0.00 DEPTH 0.00 DEPTH 0.00 DEPTH 0.10 DEPTH O.IO DEPTH 0.10 DEPTH 0.10 DEPTH 0.10 DEPTH 0.10 DEPTH 0.10 DEPTH 0.10 DEPTH 0.10 DEPTH O.IO DEPTH O.IO DEPTH O.IO DEPTH O.IO DEPTH C.IO DEPTH 0.10 DEPTH 0.10 DEPTH 0.10 DEPTH 0.10 DEPTH O.IO DEPTH 0.10 0.00 (FEET) = 0.00 (FEET) = 0.00 (FEET) = 0.00 (FEET) = 0.00 (FEET) = 0.00 (FEET) = 0.00 (FEET) - 0.00 (FEET) - 0.00 (FEET) - 0.00 (FEET) - 0.00 (FEET) = 0.04 (FEET) = 0.06 (FEET) - 0.07 (FEET) - 0.08 (FEET) = 0.09 (FEET) - 0.09 (FEET) - 0.10 (FEET) - O.IO (FEET) - 0.10 (FEET) - 0.10 (FEET) = 0.10 (FEET) = 0.10 (FEET) - 0.10 (FEET) - 0.10 (FEET) = O.IO (FEET) - O.IO (FEET) - O.IO (FEET) - 0.10 (FEET) - 0.10 (FEET) = 0.10 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.001 0 I 0.01] 0.001 .01 0.02] 0.001 .01 0.02] 0.002 .01 0.02] 0.002 0.02] 0.002 0.02] 0.002 0.02] 0.002 0.02] 0.002 0.02] 0.002 0.03] 0.002 0.03] 0.002 0.03] 0.002 0.03] 0.002 0.03] 0.002 0.03] 0.002 0.03] 0.002 0.03] 0.002 0.03] 0.002 0.03] 0.002 CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying 106 [BASIN DEPTH(FEET) =0.03] 3.70 0.10 O.IO 0.oo5 .0 [BASIN DEPTH(FEET) =0.03] 3.80 0.20 0.14 0.002 . 01 [BASIN DEPTH(FEET) -0.03] 3. 90 0.20 0.16 0.003 . 01 [BASIN DEPTH(FEET) =0.04] 4.00 0.30 0.21 0.004 0 1 . [BASIN DEPTH(FEET) =0.05] 4.10 0.50 0.32 0.006 0. I [BASIN DEPTH(FEET) -0.08] '5539-:; '^."445:;,-;,-!'0: ^ .[BASIN - PEPTa:( '' v'r 4.30 0.20 0.43 0.012 I .0 [BASIN DEPTH(FEET) =0.60] 4.40 0.20 0.42 0.010 I .0 [BASIN DEPTH(FEET) =0.43] 4.50 0.10 0.40 0.008 . I .0 [BASIN DEPTH(FEET) =0.17] 4.60 0.10 0.31 0.006 .1 0. [BASIN DEPTH(FEET) -0.08] 4.70 0.10 0.23 0.004 .1 0 . [BASIN DEPTH(FEET) =0.06] 4.80 0.10 0.18 0.003 .10 . [BASIN DEPTH(FEET) =0.05] 4.90 0.10 0.15 0.003 . 10 . [BASIN DEPTH(FEET) =0.04] 5.00 O.IO 0.13 0.002 . 10 . [BASIN DEPTH(FEET) -0.03] 5.10 0.10 0.12 0.002 . 0 • . [BASIN DEPTH(FEET) =0.03] 5.20 0.10 O.Il 0.002 .0 [BASIN DEPTH(FEET) =0.03] 5.30 0.10 0.11 0.002 .0 [BASIN DEPTH(FEET) =0.03] CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bU^,inc. land planning, civil engineering, surveying 107 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 ^ H ★★'A'*******************************'*************************************'** FILE NAME: 1289B4.DAT TIME/DATE OF STUDY: 10:24 01/05/2017 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 62 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 6.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN - 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CPS): *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 0.10*29 0.10*30 0.10* *31 0.10*32 0.10*33 0.10* *34 0.10*35 0.10*36 0.10* *37 0.10*38 0.10*39 0.20* *40 0.20*41 0.30*42 1.13* H 43 0.20*44 0.10*45 0.10* *46 0.10*47 0.10*48 0.10* H 49 0.10*50 0.10*51 0.00* *52 0.00*53 0.00*54 0.00* H 55 0.00*56 0.00*57 0.00* H 58 0.00*59 0.00*60 0.00* *61 0.00*62 0.00* DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES - 15 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivlston 1833 Buena Vista Way Drainage Study b^A, inc. land planning, civil engineering, sun/eying 108 *■BASIN-DEPTH STORAGE OUTFLOW **]BASIN-DEPTH STORAGE OUTFLOW * H (FEET)(ACRE-FEET)(CFS) **(FEET)(ACRE-FEET)(CFS) * *0.000 0.000 0.000**0.100 0.007 0.176* *0.200 0.008 0.179**0.300 0.009 0.182* *0.400 0.010 0.185**0.500 0.011 0.188* H 0.600 0.012 0.191**0.700 0.013 0.194* H 0.800 0.014 0.197**0.900 0.015 2.445* H 1.000 0.016 4.747**1.100 0.018 7.532* 1.200 0.019 10.728**1.300 0.020 14.287* *1.400 0.022 18.176** **************************************************************************** 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-0*DT/2} {S+0*DT/2) NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.00627 0.00773 3 0. 00716 0.00864 4 0.00815 0.00965 5 0.00914 0.01066 6 0.01012 0.01168 7 0.01111 0.01269 8 0.01220 0.01380 9 0.01329 0.01491 10 0.00520 0.02540 11 -0.00311 0.03611 12 -0.01342 0.04882 13 -0 . 02543 0.06323 14 -0.03884 0.07924 15 -0.05361 0.09661 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; "0"=0UTFL0W AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) O.IO 0.00 0.00 [BASIN DEPTH(FEET) - 0.20 0.00 0.00 [BASIN DEPTH(FEET) - 0.30 0.00 0.00 [BASIN DEPTH(FEET) = 0.40 0.00 0.00 [BASIN DEPTH(FEET) = 0.50 0.00 0.00 STORAGE (ACRE-FT) 0. 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A,inc. land planning, civil engineering, surveying 109 [BASIN DEPTH FEET)=0.00] 60 0.00 0.00 0.000 0 [BASIN DEPTH FEET)-0.00] 70 0.00 0.00 0.000 0 [BASIN DEPTH FEET)-0.00] 80 0.00 0.00 0.000 0 [BASIN DEPTH FEET)-0.00] 90 0.00 0.00 0.000 0 [BASIN DEPTH FEET)-0.00] 00 0.00 0.00 0.000 0 [BASIN DEPTH FEET)=0.00] 10 0.00 0.00 0.000 0 [BASIN DEPTH FEET)=0.00] 20 0.00 0.00 0.000 0 [BASIN DEPTH FEET)-0.00] 30 0.00 0.00 0.000 0 [BASIN DEPTH FEET)-0.00] 40 0.00 0.00 0.000 0 [BASIN DEPTH FEET)=0.00] 50 0.00 0.00 0.000 0 [BASIN DEPTH FEET)=0.00] 60 0.00 0.00 0 .000 0 [BASIN DEPTH FEET)=0.00] 70 0.00 0.00 0.000 0 [BASIN DEPTH FEET)=0.00] 80 0.00 0.00 0.000 0 [BASIN DEPTH FEET)=0.00] 90 0.00 0.00 0.000 0 [BASIN DEPTH FEET)-0.00] 00 0.00 0.00 0.000 0 [BASIN DEPTH FEET)=0.00] 10 0.00 0.00 0.000 0 [BASIN DEPTH FEET)-0.00] 20 0.00 0.00 0.000 0 [BASIN DEPTH FEET)=0.00] 30 0.00 0.00 0.000 0 [BASIN DEPTH FEET)=0.00] 40 0.00 0.00 0.000 0 [BASIN DEPTH FEET)=0.00] 50 0.10 0.02 0.001 0 I [BASIN DEPTH FEET)=0. 01] 60 0.10 0.03 0.001 0 I [BASIN DEPTH FEET)-0.02] 70 0.10 0.05 0.002 .01 [BASIN DEPTH FEET)-0.03] 80 0.10 0.06 0.002 .01 [BASIN DEPTH FEET)=0.03] 90 0.10 0.06 0.003 .01 [BASIN DEPTH FEET)=0.04] 00 0.10 0.07 0.003 0 [BASIN DEPTH FEET)=0.04] 10 0.10 0.08 0.003 0 [BASIN DEPTH FEET)-0.04] 20 0.10 0.08 0.003 0 [BASIN DEPTH FEET)-0.05] 30 0.10 0.08 0.003 0 [BASIN DEPTH FEET)=0.05] 40 0.10 0.09 0.003 0 [BASIN DEPTH FEET)-0.05] 50 0.10 0.09 0.004 0 [BASIN DEPTH FEET)-0.05] CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way- Drainage Study b^^A, inc. land planning, ctvii engineering, surveying 110 3. 60 [BASIN 3.70 [BASIN 3.80 [BASIN 3.90 [BASIN 4.00 [BASIN 4.10 [^SIN 0.10 0.09 DEPTH(FEET) - 0.10 0.09 DEPTH(FEET) = 0.10 0.09 DEPTH(FEET) = 0.20 0.11 DEPTH(FEET) - 0.20 0.13 DEPTH(FEET) = 0.30 0.16 DEPTH(FEET) = 4.30 [BASIN 4.40 [BASIN 4.50 [BASIN 4. 60 [BASIN 4.70 [BASIN 4.80 [BASIN 4.90 [BASIN 5.00 [BASIN 5.10 [BASIN 5.20 [BASIN 5.30 [BASIN 5.40 [BASIN 5.50 [BASIN 5. 60 [BASIN 5.70 [BASIN 5.80 [BASIN 5. 90 [BASIN 6. GO [BASIN 6.10 [BASIN 6.20 [BASIN 6.30 [BASIN 6.40 [BASIN 6.50 [BASIN ST' 0.20 0.20 DEPTH(FEET) = 0.10 0.19 DEPTH(FEET) = 0.10 0.19 DEPTH(FEET) = 0.10 0.19 DEPTH(FEET) = 0.10 0.19 DEPTH(FEET) - 0.10 0.19 DEPTH(FEET) - 0.10 0.18 DEPTH(FEET) = 0.10 0.18 DEPTH(FEET) = 0.00 0.18 DEPTH(FEET) = 0.00 0.15 DEPTH(FEET) = 0.00 0.12 DEPTH(FEET) = 0.00 0.10 DEPTH(FEET) = 0.00 0.08 DEPTH(FEET) - 0.00 0.07 DEPTH(FEET) = 0.00 0.05 DEPTH(FEET) = 0.00 0.04 DEPTH(FEET) = 0.00 0.03 DEPTH(FEET) - 0.00 0.03 DEPTH(FEET) - 0.00 0.02 DEPTH(FEET) = 0.00 0.02 DEPTH(FEET) = 0.00 0.02 DEPTH(FEET) = 0.00 0.01 DEPTH(FEET) = 0.00 0.01 DEPTH(FEET) = 0.004 . 0 0.05] 0.004 . 0 0.05] 0.004 . 0 0.05] 0.005 . 0 I 0.07] 0.005 . 0 I 0.07] 0.006 . 0 0.09] - ' fi'"/\ 0.014 . 0.79] 0.013 . I 0.72] 0.012 . I 0. 65] 0.012 . I 0.57] 0.011 . I 0.50] 0.010 . I 0.43] 0.009 . I 0.36] 0.009 . I 0.29] 0.007 I 0.14] 0.006 I ( 0.09] 0.005 I 0 0.07] 0.004 I 0 0.06] 0.003 I 0 0.05] 0.003 10 0.04] 0.002 TO 0 . 03] 0.002 10 0.02] 0.001 0 0.02] 0.001 0 0.02] 0.001 O 0.01] 0.001 0 0.01] 0.001 0 0.01] 0.000 0 0.01] 0.000 0 0.01] CT 14-04yPUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, inc. land planning, civil engineering, surveying 111 Basin 5 (Node 39): HYDRADLICS 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: 1289B5.DAT TIME/DATE OF STUDY: 10:14 01/05/2017 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 47 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 8.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * •k NUMBER (CFS) *NUMBER (CFS) *NUMBER (CFS) * "1 *1 0.00*2 0.00*3 0.00* 1 *4 0.00*5 0.00*6 0.00* ;*7 0.00*8 0.00*9 0 .00* H 10 0.00*11 0.00*12 0 .00* H 13 0.00*14 0.00*15 0.00* 1 *16 0.00*17 0.00*18 0.00* 1 H 19 0.00*20 0.00*21 0.00* H 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 0.20* 1j *31 0.20*32 0.86*33 0.10* *34 0.10*35 0.10*36 0.10* *37 0.10*38 0.00*39 0.00* *40 0.00*41 0.00*42 0.00* *43 0.00*44 0.00*45 0.00* ~''*46 0.00*47 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 * 0.200 0.004 OUTFLOW **BASIN-DEPTH STORAGE (CFS) ** (FEET) (ACRE-FEET) 0.000** 0.100 0.004 0.179** 0.300 0.005 OUTFLOW * (CFS) * 0.176* 0.182* CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA,Inc. land planning, civil engineering, surveying 112 1 *0.400 0.005 0.185**0.500 0.006 0.188* H 0. 600 0.007 0.191**0.700 0.007 0.194* H 0.800 0.008 0.197**0.900 0.009 2.445* i H 1.000 0.009 4.747**1.100 0.010 7.532* 1 1 *1.200 0 . Oil 10.728**1.300 0.012 14.287* *1.400 0.013 18.176** ***************************************************************************** INITIAL BASIN DEPTH(FEET) - 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = INITIAL BASIN ODTFLOW(CFS) = 0.00 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-0*DT/2} {S+0*DT/2} iklMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 -2 0.00273 0.00467 3 0.00322 0.00518 4 0.00370 0.00570 5 0.00428 0.00632 ;6 0.00486 0.00694 7 0.00545 0.00755 —8 0.00613 0.00827 9 0.00682 0.00898 10 -0.00487 0.02207 11 -0.01675 0.03555 [ ^ i 12 -0.03130 0.05170 1 13 -0.04811 0.07011 1 14 -0.06682 0.09062 15 -0.08734 0.11294 WHERE S-STORAGE(AF);0=0UTFL0W(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; "0"-0UTFL0W AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) 0.13 0.00 0.00 [BASIN DEPTH(FEET) - 0.27 0.00 0.00 [BASIN DEPTH(FEET) = 0.40 0.00 0.00 [BASIN DEPTH(FEET) - 0.53 0.00 0.00 [BASIN DEPTH(FEET) = 0.67 0.00 0.00 [BASIN DEPTH(FEET) = 0.80 0.00 0.00 [BASIN DEPTH(FEET) = 0.93 0.00 0.00 [BASIN DEPTH(FEET) - STORAGE (ACRE-FT) 0. 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A.Inc. land planning, civil engineering, surveying 113 1.07 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) - 0.00] 1.20 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] 1.47 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] 1.73 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] 2.00 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] 2.27 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] 2.53 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] 2.80 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 2.93 0.10 0.04 0.001 .0 I [BASIN DEPTH(FEET) = 0.02] 3.07 0.10 0.07 0.001 . 01 [BASIN DEPTH(FEET) - 0.04] 3.20 0.10 0.08 0.002 . 01 [BASIN DEPTH(FEET) - 0.05] 3.33 0.10 0.09 0.002 . 0 [BASIN DEPTH(FEET) = 0.05] 3.47 0.10 0.09 0.002 . 0 [BASIN DEPTH(FEET) - 0.05] 3.60 0.10 0.10 0.002 . 0 [BASIN DEPTH(FEET) = 0.05] 3.73 O.IO 0.10 0.002 . 0 [BASIN DEPTH(FEET) - 0.06] 3.87 0.10 0.10 0.002 . 0 [BASIN DEPTH(FEET) = 0.06] 4.00 0.20 0.14 0.003 . 0 I [BASIN DEPTH(FEET) = 0.08] 4.13 0.20 0.17 0.003 . 01 [BASIN DEPTH(FEET) - 0.09] 4.40 0.10 0.18 0.004 . I 0 [BASIN DEPTH(FEET) = 0.20] 4.53 0.10 0.16 0.003 . I 0 [BASIN DEPTH(FEET) = 0.09] 4.67 0.10 0.14 0.003 . I 0 [BASIN DEPTH(FEET) = 0.08] 4.80 0.10 0.12 0.003 . 10 [BASIN DEPTH(FEET) = 0.07] 4.93 0.10 0.11 0.002 . 10 [BASIN DEPTH(FEET) = 0.06] 5.07 0.00 0.07 0.001 I 0 CT14-04/PUD 144)6/CDP 14-20 Robert Mnes Subdivision 1833 Buena Vista Way Drainage Study bhA,inc. land planning, civil engineering, surveying 114 [BASIN DEPTH(FEET)-0.04] 20 0.00 0.04 0.001 10 [BASIN DEPTH(FEET)=0.02] 33 0.00 0.02 0.000 0 [BASIN DEPTH(FEET)-0.01] 47 0.00 0.01 0.000 0 [BASIN DEPTH(FEET)=0.01] 60 0.00 0.01 0.000 0 [BASIN DEPTH(FEET)-0.00] CT 14^PUD 14-06/CDP 14-20 Robert Miles Subdivision bhA, inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study .15 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: 1289B6.DAT TIME/DATE OF STUDY: 10:21 01/05/2017 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS ■= 62 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 6.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): 1 HINTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * *NUMBER (CFS) *NUMBER (CFS) *NUMBER (CFS) * *1 0.00*2 0.00*3 0.00* ,H 4 0.00*5 0.00*6 0.00* . _)H 7 0.00*8 0.00*9 0.00* H 10 0.00*11 0.00*12 0.00* 1 H 13 0.00*14 0.00*15 0.00* 1 H 16 0.00*17 0.00*18 0.00* 1 *19 0.00*20 0.00*21 0.00* *22 0.00*23 0 . 00*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 0.10*35 0.10*36 0.10* *37 0.10*38 0.10*39 0.20* *40 0.20*41 0.40*42 1.15* \H 43 0.20*44 0.10*45 0.10* *46 0.10*47 0.10*48 0.10* *49 0.10*50 0.10*51 0.10* *52 0.00*53 0.00*54 0 .00* I *55 0.00*56 0 . 00*57 0.00* *58 0.00*59 0.00*60 0.00* *61 0 . 00*62 0.00* ======= = = = = = = -l = rTT=-M —=™=D == — DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES - 15 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, Inc. land planning, civil engineering, surveying 116 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE ODTFLOW *(FEET) (ACRE--FEET)(CFS) **(FEET) (ACRE--FEET)(CFS) * H 0.000 0.000 0.000**0.100 0.007 0.176* H 0.200 0.008 0.179**0.300 0.009 0.182* *•0.400 0.010 0.185**0.500 0.011 0.188* *0. 600 0.012 0.191**0.700 0.013 0.194* H 0.800 0.014 0.197**0.900 0.015 2.445* *1.000 0.016 4.747**1.100 0.018 7.532* *1.200 0.019 10.728**1.300 0.020 14.287* *1.400 0.022 18.176** * **************************************************************************** INITIAL BASIN DEPTH(FEET) - 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = INITIAL BASIN OUTFLOWi(CFS) - 0.00 0.00 BASIN STORAGE, ODTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-0*DT/2} {S+0*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.00627 0.00773 3 0.00716 0.00864 I 4 0.00815 0.00965 5 0.00914 0.01066 6 0.01012 0.01168 7 0.01111 0.01269 8 0.01220 0.01380 1 9 0.01329 0.01491 10 0.00520 0.02540 11 -0.00311 0.03611 12 -0.01342 0.04882 13 -0.02543 0.06323 14 -0.03884 0.07924 15 -0.05361 0.09661 WHERE S=STORAGE(AF);0=0UTFL0W(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, ODTFLOW, 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;-OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) 0.10 0.00 0.00 [BASIN DEPTH(FEET) = 0.20 0.00 0.00 [BASIN DEPTH(FEET) - 0.30 0.00 0.00 [BASIN DEPTH(FEET) - 0.40 0.00 0.00 [BASIN DEPTH(FEET) - 0.50 0.00 0.00 STORAGE (ACRE-FT) 0. 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 CT14-04/PUD 14^6/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study biHA, Inc. land planning, civil engineering, surveying 117 [BASIN DEPTH(FEET) =0.00] 0.60 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) -0.00] "j 0.70 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] 0.90 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) -0.00] ' 1.00 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) =0.00] 1.10 0.00 0.00 0.000 0 1 [BASIN DEPTH(FEET) -0.00] 1.20 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) -0.00] ^ , 1.30 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] 1.50 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] , 1.70 0.00 0.00 0.000 0 j [BASIN DEPTH(FEET) =0.00] J 1.80 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) -0.00] 1.90 0.00 0.00 0.000 0 [BASIN DEPTH (FEET) ■"0.00] i 2.00 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] 2.20 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) =0.00] 2.30 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) =0.00] ! 2.40 0.10 0.02 0.001 0 I [BASIN DEPTH(FEET) =0.01] 2.50 O.IO 0.03 0.001 0 I 1 [BASIN DEPTH(FEET) =0.02] 2. 60 0.10 0.05 0.002 .01 [BASIN DEPTH(FEET) -0.03] 2.70 0.10 0.06 0.002 .01 [BASIN DEPTH(FEET) =0.03] 2.80 O.IO 0.06 0.003 .01 [BASIN DEPTH(FEET) =0.04] 2. 90 0.10 0.07 0.003 .01 —; [BASIN DEPTH(FEET) =0 . 04] 3.00 0.10 0.08 0.003 . 0 [BASIN DEPTH(FEET) =0.04] 3.10 0.10 0.08 0.003 . 0 [BASIN DEPTH(FEET) =0.05] 3.20 0.10 0.08 0.003 . 0 --j' [BASIN DEPTH(FEET) =0.05] 3.30 0.10 0.09 0.003 . 0 [BASIN DEPTH(FEET) =0.05] 1 3.40 0.10 0.09 0.004 . 0 [BASIN DEPTH(FEET) -0.05] 3.50 0.10 0.09 0.004 . 0 [BASIN DEPTH(FEET) =0.05] CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, Inc. land planning, civil engineering, surveying 18 3. 60 0.10 0.09 0.004 0 . [BASIN DEPTH(FEET)=0.05] 3.70 0.10 0.09 0.004 0 [BASIN DEPTH(FEET)-0.05] 3.80 0.10 0.10 0 .004 0 [BASIN DEPTH(FEET)0.05] 3. 90 0.20 0.12 0.005 0 I . [BASIN DEPTH(FEET)=0.07] 4 . 00 0.20 0.13 0.005 0 I . [BASIN DEPTH(FEET)=0.07] 4.10 0.40 0.18 0.007 0 [BASIN DEPTH(FEET)=0.13] oilF ••W X 4.30 "oTfo " 0.19 0.013 .0 . [BASIN DEPTH(FEET)-0.72] 4.40 0.10 0.19 0.012 I 0 . [BASIN DEPTH(FEET)-0.65] 4.50 0.10 0.19 0.012 I 0 . [BASIN DEPTH(FEET)-0.58] 4. 60 0.10 0.19 0.Oil I 0 . [BASIN DEPTH(FEET)=0.51] 4.70 0.10 0.19 0.010 I 0 . [BASIN DEPTH(FEET)=0.44] 4.80 0.10 0.18 0.010 I 0 . [BASIN DEPTH(FEET)-0.37] 4 . 90 0.10 0.18 0.009 I 0 . [BASIN DEPTH(FEET)=0.30] 5.00 0.10 0.18 0.008 I 0 . [BASIN DEPTH(FEET)-0.23] 5.10 0.10 0.18 0.008 I 0 [BASIN DEPTH(FEET)-0.16] 5.20 0.00 0.16 0.006 I 0 [BASIN DEPTH(FEET)=0.09] 5.30 0.00 0.13 0.005 I 0 [BASIN DEPTH(FEET)-0.07] 5.40 0.00 0.10 0.004 I 0 [BASIN DEPTH(FEET)-0.06] 5.50 0.00 0.08 0.003 I 0 [BASIN DEPTH(FEET)=0.05] 5. 60 0.00 0.07 0.003 10 [BASIN DEPTH(FEET)=0.04] 5.70 0.00 0.05 0.002 10 [BASIN DEPTH(FEET)=0.03] 5.80 0.00 0.04 0.002 10 [BASIN DEPTH(FEET)=0.03] 5. 90 0.00 0.04 0.001 10 [BASIN DEPTH(FEET)=0.02] 6.00 0.00 0.03 0 .001 0 [BASIN DEPTH(FEET)=0.02] 6.10 0.00 0.02 0 .001 0 [BASIN DEPTH(FEET)=0.01] 6.20 0.00 0.02 0.001 0 [BASIN DEPTH(FEET)=0.01] CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, inc. land planning, civil engineering, sun/eying 119 Basin 7 (Node 23): ****************************************************************************** HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN BYDROGRAPH 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: 1289B7.DAT TIME/DATE'OF STUDY: 10:35 01/05/2017 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW BYDROGRAPH INTERVALS = 62 CONSTANT BYDROGRAPH TIME UNIT(MINUTES) - 6.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 i I ENTERED INFLOW BYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * *NUMBER (CFS) *NUMBER (CFS) *NUMBER (CFS) * - 1 *1 0.00*2 0.00*3 0 . 00* '*4 0.00*5 0.00*6 0 . 00* 'H 7 0.00*8 0.00*9 0 . 00* H 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 0.00*26 0.00*27 0.00* 1 H 28 0.00*29 0.00*30 0.00* *31 0.00*32 0.00*33 0.00* *34 0.10*35 0.10*36 0.10* *37 0.10*38 0.10*39 0.10* r !H 40 0.10*41 0.20*42 0.72* '*43 0.10*44 0.10*45 0.10* H 46 0.00*47 0.00*48 0.00* H 49 0.00*50 0.00*51 0.00* '*52 0.00*53 0.00*54 0.00* 1 *55 0.00*56 0.00*57 0.00* --*58 0.00*59 0.00*60 0.00* *61 0.00*62 0.00* j DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES 15 CT 14^^UD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA,Inc. land planning, civil engineering, surveying 120 *■BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * *(FEET)(ACRE-FEET)(CFS) **(FEET)(ACRE-FEET)(CFS) * i *0.000 0.000 0.000**0.100 0.004 0.099* 1 *0.200 0.004 0.101**0.300 0.005 0.102* *0.400 0.005 0.104**0.500 0.006 0.106* *0. 600 0.007 0.107**0.700 0.007 0.109* •k 0.800 0.008 0.111**0.900 0.009 2.358* i *1.000 0.009 4.658**1.100 0.010 7.442* —-'*1.200 0.011 10.637**1.300 0.012 14.195* *1.400 0.013 18.083** 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-0*DT/2} {S+0*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.00329 0.00411 3 0.00378 0.00462 4 0.00438 0.00522 5 0.00497 0.00583 6 0.00556 0.00644 7 0.00616 0.00704 8 0.00685 0.00775 9 0.00754 0.00846 10 -0.00104 0.01844 11 -0.00975 0.02875 12 -0.02045 0.04105 13 -0.03285 0.05505 14 -0.04666 0.07066 15 -0.06182 0.08762 WHERE S-STORAGE(AF);0=0UTFL0W(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; ''0"-0UTFL0W AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) 0.10 0.00 0.00 [BASIN DEPTH(FEET) = 0.20 0.00 0.00 [BASIN DEPTH(FEET) = 0.30 0.00 0.00 [BASIN DEPTH(FEET) - 0.40 0.00 0.00 [BASIN DEPTH(FEET) = 0.50 0.00 0.00 STORAGE (ACRE-FT) 0. 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A,Inc. land planning, civil engineering, surveying 121 [BASIN DEPTH(FEET)=0.00] 0. 60 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] 0.80 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] 1.00 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] 1.20 0.00 0.00 0.000 0 [BASIN DEPTH(FEET)=0.00] 1.30 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] 1.50 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] 1.70 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] 1.90 0.00 0.00 0.000 0 [BASIN DEPTH(FEET)-0.00] 2.00 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] 2.20 0.00 0.00 0.000 0 [BASIN DEPTH(FEET)=0.00] 2.30 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] 2.50 0.00 0.00 0.000 0 [BASIN DEPTH(FEET)-0.00] 2. 60 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] 2.80 0.00 0.00 0.000 0 [BASIN DEPTH(FEET)-0.00] 2.90 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] 3.10 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] 3.30 0.00 0.00 0.000 0 [BASIN DEPTH(FEET)=0.00] 3.40 0.10 0.02 0.001 0 [BASIN DEPTH(FEET)-0.02] 3.50 0.10 0.04 0.001 .0 [BASIN DEPTH(FEET)-0.04] CT 14-04/PUD 14-06/CDP 14-20 Robert Miles SubdMslon 1833 Buena Vista Way Drainage Study bilA, Inc. land planning, civil engineering, surveying 122 3. 60 0.10 0.05 0.002 0 I [BASIN DEPTH(FEET) =0.05] 3.70 0.10 0.06 0.002 0 I [BASIN DEPTH(FEET) =0.06] 3.80 0.10 0.07 0.003 0 I [BASIN DEPTH(FEET) -0.07] 3.90 0.10 ,0.07 0.003 .01 [BASIN DEPTH(FEET) -0.07] 4.00 O.IO 0.08 0.003 .01 [BASIN DEPTH(FEET) =0.08] 4.10 0.20 O.IO 0.004 0 I [BASIN DEPTH(FEET) -0.13] 4.30 "b.lO 0.007 .0 [BASIN DEPTH(FEET) =0.67] 4 .40 O.IO O.Il 0.007 .0 [BASIN DEPTH(FEET) -0.66] 4 . 50 O.IO 0.11 0.007 0 [BASIN DEPTH(FEET) -0. 65] 4.60 0.00 O.II 0.006 I 0 [BASIN DEPTH(FEET) -0.51] 4.70 0.00 O.IO 0.005 I 0 [BASIN DEPTH(FEET) -0.37] 4.80 0.00 0.10 0.004 I 0 [BASIN DEPTH(FEET) =0.23] 4. 90 0.00 0.10 0.004 I 0 [BASIN DEPTH(FEET) =O.IO] 5.00 0.00 0.08 0.003 I 0 [BASIN DEPTH(FEET) =0.08] 5.10 0.00 0.06 0.002 I 0 [BASIN DEPTH(FEET) -0.06] 5.20 0.00 0.05 0.002 I 0 [BASIN DEPTH(FEET) =0.05] 5.30 0.00 0.04 0.001 10 [BASIN DEPTH(FEET) -0.04] CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833Buena Vista Way Drainage Study b^lA, Inc. land planning, civil engineering, surveying 123 Basin 8 (Node 27): HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL H •A"************************************************************************** (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 * AT************************************************************************* FILE NAME: 1289B8.DAT TIME/DATE OF STUDY: 10:39 01/05/2017 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): A-INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * *NUMBER (CFS) *NUMBER (CFS) *NUMBER (CFS) * A 1 0.00*2 0.00*3 0.00* i A 4 0.00*5 0.00*6 0.00* A 7 0.00*8 0.00*9 0.00* A 10 0.00*11 0.00*12 0.00* A 13 0.00*14 0.00*15 0 . 00* 1 A 16 0.00*17 0.00*18 0.00* 1 A 19 0.00*20 0.00*21 0.00* A 22 0.00*23 0.00*24 0.00* A 25 0.00*26 0.00*27 0.00* i 1 1 A 28 0.00*29 0.00*30 0.10* A 31 0.10*32 0.10*33 0.10* A 34 0.10*35 0.20*36 0. 65* A 37 0.10*38 0.10*39 0.10* A 40 0.00*41 0.00*42 0.00* 1 A 43 0.00*44 0.00*45 0.00* A 46 0.00*47 0.00*48 0.00* A 49 0.00*50 0.00*51 0.00* ! 'A 52 0.00*53 0.00* [= =1= = Era —™ z™— — ——— ■■.-^=E. =ZE= = n — DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES 15 *BASIN-DEPTH STORAGE OUTFLOW * (FEET) (ACRE-FEET) (CFS) **BASIN-DEPTH STORAGE OUTFLOW ** (FEET) (ACRE-FEET) (CFS) CT14-04/PUD 14-06/CDP 14-20 Robert Miles SubdMslon 1833 Buena Vista Way Drainage Study bhA,inc. land planning, civil engineering, surveying 124 H 0.000 0.000 0.000**0.100 0.003 0.099* *0.200 0.004 0.101**0.300 0.004 0.102* *0.400 0.005 0.104**0.500 0.005 0.106* *0.600 0.006 0.107**0.700 0.006 0.109* H 0 . 800 0.007 0.111**0. 900 0.007 2.358* *1.000 0.008 4.658**1.100 0.009 7.442* *1.200 0.010 10.637**1.300 0.010 14 .195* H 1.400 0.011 18.083** 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-0*DT/2} {S+0*DT/2) NUMBER (ACRE-FEET) (ACRE-FEET) 1 0.00000 0.00000 2 0.00262 0.00358 3 0.00312 0.00408 4 0.00351 0.00449 5 0.00410 0.00510 6 0.00459 0.00561 7 0.00518 0.00622 8 0.00577 0.00683 9 0.00637 0.00743 10 -0.00387 0.01887 11 -0.01426 0.03066 12 -0.02688 0.04488 13 -0.04158 0.06098 14 -0.05793 0.07893 15 -0.07588 0.09848 WHERE S-STORAGE(AF);0=0DTFL0W(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; ''0''=0UTFL0W AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) 0.12 0.00 0.00 [BASIN DEPTH(FEET) = 0.23 0.00 0.00 [BASIN DEPTH(FEET) = 0.35 0.00 0.00 [BASIN DEPTH(FEET) - 0.47 0.00 0.00 [BASIN DEPTH(FEET) - 0.58 0.00 0.00 [BASIN DEPTH(FEET) - 0.70 0.00 0.00 [BASIN DEPTH(FEET) = STORAGE (ACRE-FT) 0. 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA.inc. land planning, civil engineering, surveying 125 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 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) -0.00] 2. 68 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] 2. 92 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) =0.00] 3.03 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] 3.27 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) =0.00] 3.38 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) -0.00] 3.50 0.10 0.03 0.001 .0 I [BASIN DEPTH(FEET) =0.03] 3. 62 0.10 0.05 0 . 001 0 1 . [BASIN DEPTH(FEET) -0.05] 3.73 0.10 0.06 0.002 0 1 . [BASIN DEPTH(FEET) -0.06] 3.85 0.10 0.07 0.002 01 [BASIN DEPTH(FEET) -0.07] 3.97 O.IO 0.08 0.002 01 [BASIN DEPTH(FEET) =0.08] 4.08 0.20 0.10 0.004 .O .I [BASIN DEPTH(FEET) =0.19] 14 '4 .'32 """0.10' o.ii "0.005 10 . CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying 126 I [BASIN DEPTH(FEET) =0.51] 4.43 0.10 0.11 0.005 10 [BASIN DEPTH(FEET) -0.50] 1 4.55 0.10 0.11 0.005 10 f [BASIN DEPTH(FEET) =0.48] 4.67 0.00 O.IO 0.004 I 0 [BASIN DEPTH(FEET) =0.30] j 4.78 0.00 O.IO 0.003 I 0 )[BASIN DEPTH(FEET) -0.10] -4.90 0.00 0.07 0.002 I 0 [BASIN DEPTH(FEET) =0.07] 5.02 0.00 0.05 0.002 I 0 j [BASIN DEPTH(FEET) =0.05] 5.13 0.00 0.04 0.001 10 [BASIN DEPTH(FEET) -0.04] 1 5.25 0.00 0.03 0.001 10 1 [BASIN DEPTH(FEET) =0.03] '5.37 0.00 0.02 0.001 10 [BASIN DEPTH(FEET) =0.02] 1 5.48 0.00 0.02 0.000 0 1 [BASIN DEPTH(FEET) -0.02] __l 5.60 0.00 0.01 0.000 0 [BASIN DEPTH(FEET) =O.OI] -5.72 0.00 0.01 0.000 0 '[BASIN DEPTH(FEET) -O.OI] 1 5.83 0.00 O.OI 0.000 0 [BASIN DEPTH(FEET) =O.OI] -5.95 0.00 0.00 0.000 0 1 [BASIN DEPTH(FEET) =0.00] 6.07 0.00 0.00 0.000 0 • [BASIN DEPTH(FEET) -0.00] 6.18 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) =0.00] CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA,inc. land planning, civil engineering, surveying 127 Basin 9 (Node 31): **********************************★*********•******★*+************★********** HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL H *************************************************************************** (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: 1289B9.DAT TIME/DATE OF STUDY: 11:03 01/05/2017 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 i 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* n 1 *16 0.00*17 0.00*18 0.00* J *19 0.00*20 0.00*21 0.10* *22 0.10*23 0.10*24 0.42* *25 0.10*26 0.00*27 0.00* ' 1 *28 0.00*29 0.00*30 0.00* 1 1 H 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 OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET)(ACRE-FEET)(CFS) **(FEET)(ACRE-FEET)(CFS) * * 0.000 0.000 0.000**0.100 0.004 0.099* * 0.200 0.004 0.101**0.300 0 . 005 0.102* * 0.400 0.005 0.104**0.500 0.006 0.106* * 0.600 0.007 0.107**0.700 0.007 0.109* * 0.800 0.008 0.111**0.900 0.009 2.358* * 1.000 0.009 4.658**1.100 0. 010 7.442* CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, inc. land planning, civil engineering, surveying 128 * 1.200 0.011 10.637** 1.300 0.012 14.195* * 1.400 0.013 18.083** **************************************************************************** INITIAL BASIN DEPTH(FEET) - 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) - 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROOTING VALUES: INTERVAL {S-0*DT/2}(S+0*DT/2} NUMBER (ACRE-FEET)(ACRE-FEET) 1 _0.00000 0.00000 2 0.00295 0.00445 3 0.00344 0.00496 4 0.00392 0.00548 5 0.00451 0.00609 6 0.00510 0.00670 7 0.00569 0.00731 8 0.00637 0.00803 9 0.00706 0.00874 10 -0.00926 0.02646 11 -0.02589 0.04469 12 -0.04618 0.06658 13 -0.06958 0.09158 14 -0.09564 0.11944 15 -0.12419 0.14979 WHERE S-STORAGE(AF);0=0UTFL0W(AF/MIN.);DT-UNIT(MIN.i *DNIT-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; "0"=0UTFL0W AT GIVEN TIME "1 TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) 0.18 0.00 0.00 [BASIN DEPTH(FEET) = 0.37 0.00 0.00 [BASIN DEPTH(FEET) - 0.55 0.00 0.00 [BASIN DEPTH(FEET) - 0.73 0.00 0.00 [BASIN DEPTH(FEET) - 0.92 0.00 0.00 [BASIN DEPTH(FEET) = 1.10 0.00 0.00 [BASIN DEPTH(FEET) = 1.28 0.00 0.00 [BASIN DEPTH(FEET) - 1.47 0.00 0.00 [BASIN DEPTH (FEET) =- 1.65 0.00 0.00 [BASIN DEPTH(FEET) = STORAGE (ACRE-FT) 0. 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study b^A, inc. land planning, civil engineering, surveying 129 1.83 o o o o 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 0 [BASIN DEPTH(FEET)=0. 00] 2.57 0.00 0.00 0.000 0 [BASIN DEPTH(FEET)=0.00] 2.75 0.00 0.00 0.000 0 [BASIN DEPTH(FEET)-0.00] 2. 93 0.00 0.00 0.000 0 [BASIN DEPTH(FEET)=0.00] 3.12 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] 3.48 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 O.IO 0.03 0.001 . 0 I. [BASIN DEPTH(FEET)-0.03] 4.03 O.IO 0.06 0.002 0 I. [BASIN DEPTH(FEET)=0.06] 4.22 O.IO 0.07 0.003 0 I. [BASIN DEPTH(FEET)=0.07] :0r.42, >><2^~U-#1= ^ :.tBASIN . OEPIJJFEBt). 4.58 O.IO 0.II 0.007 10 [BASIN DEPTH(FEET)-0.74] 4.77 0.00 0.II 0.006 I 0 [BASIN DEPTH(FEET)=0.49] 4.95 0.00 0.10 0.004 I 0. [BASIN DEPTH(FEET)-0.22] 5.13 0.00 0.08 0.003 I 0 [BASIN DEPTH(FEET)=0.08] 5.32 0.00 0.05 0.002 I 0 [BASIN DEPTH(FEET)-0.05] 5.50 0.00 0.03 0.001 I 0 [BASIN DEPTH(FEET)-0.03] 5. 68 0.00 0.02 0.001 10 [BASIN DEPTH(FEET)=0.02] 5.87 0.00 0.02 0.001 10 [BASIN DEPTH(FEET)-0.02] 6.05 0.00 0.01 0.000 0 [BASIN DEPTH(FEET)-O.OI] 6.23 0.00 0.01 0.000 0 [BASIN DEPTH(FEET)=O.OI] 6. 42 0.00 0.00 0.000 0 [BASIN DEPTH(FEET)-0.00] .7?-t- CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA,inc. land planning, civil engineering, sun/eying 130 Basin 10 (Node 35): HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPB 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: 1289B10.DAT TIME/DATE OF STUDY: 10:49 01/05/2017 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPB INTERVALS - 30 CONSTANT HYDROGRAPB TIME UNIT(MINUTES) - 13.000 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* H 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* H 13 0.00*14 0.00*15 0.00* *16 0.00*17 0.00*18 0.10* *19 0.10*20 0.10*21 0.39* H 22 0.10*23 0.00*24 0.00* *25 0.00*26 0.00*27 0 .00* *28 0.00*29 0.00*30 0.00* =====- -______ _ _ _ :===1= —™ DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES - 15 1 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * *(FEET)(ACRE-FEET)(CFS) **(FEET)(ACRE-FEET)(CFS) * i H 0.000 0.000 0.000**0.100 0.004 0.099* *0 .200 0.004 0.101**0.300 0.005 0.102*_ 1 *0.400 0.005 0.104**0.500 0.006 0.106* H 0.600 0.007 0.107**0.700 0.007 0.109* *0.800 0.008 0.111**0.900 0.009 2.358* *1.000 0.009 4.658**1.100 0.010 7.442* H 1.200 0.011 10.637**1.300 0.012 14.195* *1.400 0.013 18.083** CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, inc. land planning, civil engineering, surveying 131 **************************************************************************** INITIAL BASIN DEPTH(FEET) - 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN ODTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-0*DT/2}{S+0*DT/2} NUMBER (ACRE-FEET)(ACRE-FEET) 1 0.00000 0.00000 2 0.00282 0.00458 3 0.00330 0.00510 4 0.00378 0.00562 5 0.00437 0.00623 6 0.00495 0.00685 7 0.00554 0.00746 8 0.00622 0.00818 9 0.00691 0.00889 10 -0.01251 0.02971 11 -0.03230 0.05110 12 -0.05643 0.07683 13 -0.08423 0.10623 14 -0.11519 0.13899 15 -0.14910 0.17470 WHERE S-STORAGE(AF);0=0UTFL0W(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; "0"=0UTFL0W AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) 0.22 0.00 0.00 [BASIN DEPTH(FEET) = 0.43 0.00 0.00 [BASIN DEPTH(FEET) - 0.65 0.00 0.00 [BASIN DEPTH(FEET) = 0.87 0.00 0.00 [BASIN DEPTH(FEET) = 1.08 0.00 0.00 [BASIN DEPTH(FEET) = 1.30 0.00 0.00 [BASIN DEPTH(FEET) = 1.52 0.00 0.00 [BASIN DEPTH(FEET) - 1.73 0.00 0.00 [BASIN DEPTH(FEET) = 1.95 0.00 0.00 [BASIN DEPTH(FEET) = 2.17 0.00 0.00 [BASIN DEPTH(FEET) - STORAGE (ACRE-FT) 0. 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 o 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study blnA, Inc. land planning, civil engineering, surveying 132 2.38 0.00 0.00 0.( [BASIN DEPTH(FEET) -0.00] 2. 60 0.00 0.00 0.( [BASIN DEPTH(FEET) -0.00] 2.82 0.00 0.00 0.( [BASIN DEPTH(FEET) -0.00] 3.03 0.00 0.00 0.( [BASIN DEPTH(FEET) =0. 00] 3.25 0.00 0.00 0.1 [BASIN DEPTH(FEET) -0. 00] 3.47 0.00 0.00 0.( [BASIN DEPTH(FEET) =0.00] 3. 68 0.00 0.00 0.( [BASIN DEPTH(FEET) =0.00] 3. 90 0.10 0.04 0.1 [BASIN DEPTH(FEET) =0.04] 4.12 0.10 0.06 0.1 [BASIN DEPTH(FEET) -0.06] 4.33 0.10 0.08 0.1 [BASIN DEPTH(FEET) =0.08] 4.77 0.10 0.11 0.1 [BASIN DEPTH(FEET) =0.74] 4.98 0.00 0.10 0.1 [BASIN DEPTH(FEET) =0.44] 5.20 0.00 0.10 0.1 [BASIN DEPTH(FEET) =0.10] 5.42 0.00 0.06 0.1 [BASIN DEPTH(FEET) =0.06] 5. 63 0.00 0.04 0.1 [BASIN DEPTH(FEET) =0.04] 5. 85 0.00 0.02 0.1 [BASIN DEPTH(FEET) -0.02] 6.07 0.00 0.01 0.1 [BASIN DEPTH(FEET) =0.01] 6.28 0.00 0.01 0.1 [BASIN DEPTH(FEET) =0. 01] 6.50 0.00 0.01 0.1 [BASIN DEPTH(FEET) =0.01] 6.72 0.00 0.00 0.1 [BASIN DEPTH(FEET) =0.00] 6. 93 0.00 0.00 0.1 [BASIN DEPTH(FEET) -0.00] 7.15 0.00 0.00 0.1 [BASIN DEPTH(FEET) -0.00] 7.37 0.00 0.00 0.1 [BASIN DEPTH(FEET) =0.00] 7.58 0.00 0.00 0.1 [BASIN DEPTH(FEET) =0.00] I D I 0 I 0 0 0 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833Buena Vista Way Drainage Study bhA, Inc. land planning, civil engineering, surveying 133 CHAPTERS HYDRAULIC ELEMENTS CALCULATIONS 5.1 - Pipe Capacity Calculations CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision bllA, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 134 ******************************************************************************* HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (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) 931-8700 TIME/DATE OF STUDY: 12:08 01/03/2017 Problem Descriptions: Node 50- Existing 18" RCP Storm Drain Pipe Capacity Calculations ***************************************************************************** »»P1PEFL0W HYDRAULIC INPUT 1NF0RMATI0N<<<< PIPE SLOPE(FEET/FEET) = 0.4810 PIPEFLOW(CFS) - 7.93 MANNINGS FRICTION FACTOR = 0.013000 »»>S0FF1T-FL0W PIPE DIAMETER (FEET) - 0.653 < 1.5' Existing RCP storm drain per As Built DWG 497-4 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision b^A, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study | CHAPTER 6 REFERENCES 6.1 - Methodology - Rational Method Peak Flow Determination r "i CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bllA, inc. land planning, civil engineering, surveying T36 L \ Mep Scale: printed cn A portnit <85'x 11") sheef /46e?40 Meters 0 50 100 ,200 300 Maptrnjet^on^WebMacatof CtmercooKdindies} VVGS84 E(^&bcsiUTM,Zcn&llNWGSS4 Natural Resoui^ces Conservation 'Service vVetrSoil Survey .Nklonal CooperativeSollSurvey 7/1/2014.- Pagel'of4 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, inc. land planning, civil engineering, surveying I ^ rf / ^ Cafrfoffiiii MAPLE6EN0 Af«dOfMwe«l(AQ^ □ ^ JO >■» S s @ K!> □ C ID E® e 0 A AO 8 ^ m x^ 0 CiD )«s»# 8 ;»■* Keifsteioffiolavfli&fcie ficaftaao5l»o&tts 0 ^ O AO B » Q &0 5fe«4iff>$ e}«l Cmi^ USRecit«$ M4KRfljiSs tccaSRdSj^ MAP INFORMATION The soS su-vej® »tai «0fc?stjse yotB'"ttm ^ ?:2ACKJ3.IWerrsfeS: Stsl msynct&sVs!^ st Wils sc^s. Eftls^iejwnt «f f«3ps fceycRd seal® cf mapp^g C3?s causetpfs««^e?:s^ari<§pg of cfeiail raspplss find aocuf®^ cf sol jplgc^wt Tho maps doAOf shew me smell ernes coafmsdnp SO0S. maf cc«fd hSs*® been shown si a mofs sfelsiisd scala. Pleai^ m^yco M ba? ssi^a on esi^ map fcr mapnm^amsRls. S(K»cecsth?ap: f^dtumtReswa:esCcf»«vatonServf»Web &jrv€^ URli ht^:'/#si^s&isdrvty^sssttsds-gt?/C<«nJ!?i«e ^effc Wab l^ato? (£P$<sc3S57| ihe Wsb S^{ Sorvey are based <ki Jhe Web MematKpfqe<^o?i, vM^ presents d^itsi^ aad 5hepet«jt^«^s^.sdi^sflce aad AjK^i^egeft tria? feaseaiss aras. such ss }haAlosmcdyat^es eoftfcpKjOi^cn. sftwbbsysad jf mc^aaccufslebieyisb'cns cf^gsleneeerame mmM tbteproaocts oersted ftom the US0ft-^^RCScenJf!e^^J3^aas^^ Sol Sijwy San Ccanfy Area, C^ifomlaSun^AreaGa^ V«^ 7. Mov 15.2012 Bat map imils are febeled {as space sKcss) fst map ssales 1 -^,090, Dalo:sie8nslMages«erepr3«<3gf8)>>«5d,. Mav3,3010-Junl5. ■ 2019 The «thcphc^bor c'^fs base map on wh^ ibo s<^ Cnes W«eeoft^^edead i^i^gtedprdbabsyd^emffomiha bsek^eanaimagefy iispiayadtfi mesornaps. M a tes^£< %m6 Afaorshlt^gumi boypdadas may be e^dari a Nalurel Reaoure«$ Co(^«vMlen S^ca Maboasl CeqasfSSiya S<S Satvey inmiPs^lGSA CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study blnA, inc. land planning, civil engineering, surveying 138 Hydfrtoote Oroup-^H Otw County/»««, Ca(taiil«Bu«n« VMS Hydrologic Soil Group 1^ iwi =api Ar^^awo^a^ciw^ "vv 7-Y" - CbO csrltbM prtvtly lotmy sWKl.Slo9p«mat ilop«« B 2J2 eo.4% wc Mdlnii l9*tTVC4>ar«* MIXtZIOSpWCM B 0.1 3,7% HE Meutna foamy coerss •and. 9 to 30 percent stapes B 0.0 27.0% IMais for Afu of tntoTMt'ioao% Description Hyclro)o0o 8011 groups are based on eetfrnatss of anoff potenltaL Soils are assigned to one of fdu- £ffoii|» aocordb^ to the rate of water InfBtratlon wtien tlie soils we not protected tsy veget^n, are ttoroughiy wet, and receive predpltBtion from tori3<lurafion stornis. The soils n the LHted Sates are assigned to foiff groupe (A, B. C, and D) and ttiree dual classes (AID. B/D, and C/C^, The groups are defined as follows: Group A Sote having a high Wffiretiori rate (low ortoff potential) when thoroughly wet. These consist mainly of deep, wen dralr»d to excessively drainad sands or ffBvolly sanda These soils fiave a high rale of water transmlssloa Group a Soils having a moderate mfHratlon rate when ttwoughly wot These consist chiefly of modersiely deep or deep, moderately weB drafned or well drained soils tfiat have moderately fine textue to moderately cowse texture. Tfwse solle, have a moderate rate of wWer transmlssloa Group O. Softs havtifl a slow fliffltratton rate when thoroughly wet These consist chiefly of soBs having a layer that Impedes tfie downward movement of water or softs of moderately fine texture Of fine texture. These soils have a slow rate of water tranwntesioa Group D, Softs havmg a very stow mfiuetion rate (high runoff potential) when tforougfily wet These corBtet cfiiefty of days tfart have a hi^ sffflnk-swell ppterrtlal, soils that have a high water taUe, softs that have a daypan or day layer at or near the surface, and softs tfet are shWIow over neatly impious matertel. Ttieso softs hawe a very slow rate of water transmissjoa If a soil is Bsalgned to a dual Itydrolooio (j-oup (A/D, BID, or GfD)„the first latter is for drained areas and the second w for uncflalned areas. Only the soils ttiat In thefr natural condftten are In group D are assigned to duW dassea. Hatural Resourcw ccntwviuon SwWc* VWeSollSurwy NsttcntI cocperative Sal Satvey 7/1O014 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA,Inc. land planning, civil engineering, surveying 139 Hydfctogto Sofl Group—Swi DN90 County Ana, C»lfomta Bimn'Mrta Rating Options Aggregetfan Melhod: Dorrtnart CaocStlon CcmponentP^KertCuiorf. NcmSpecmd Tla-bmak Ri^: rtaher Hgtunri Rnouron W«b 6o<1 Stvwy 7/1/2014 ConMrotlon Sirvie* N«tion*l Cocpcrabva Sad Suvcy P*aa4c44 CT 144)4/PUD 14-06/CDP 14-20 Robert Miles Subdh/lslon bU^, Inc. 1833 Buena Vista Way land planning, civil engineering, surveying Drainage Study 140 O.C 3e -c cQ o; --w T3 tn^ a.<%£ iu; i: ,j:: c.!" ^r-£?r §iK ^ TO cC Q> ip «ii^ jE O 0'o , r:, 3*U iK—. TJtn H ^ On5 ^•JS c SO. X ^ £Q. "5 ^ OS w-5 ^*- ^ CDO O ^ tn*fc» n> u> T oCTo elg-co?at ^CL hc 2^ — >.o .201.o UJ P21go .9-*— O atoOi G-ra « o ^£520s < ^ <Q 0. Q t—r?^4&a.c0_c1ZJcr00IL.c■C3001it0GJto5.tj}o.cl<3ifc1"~o£LSu>z»!■0t!"Oa0 T3-2 e• I-000 ^{ W tXl'J0:04f>.r. n•ft0nOi o rjr*'cn*'•0ib-ilO -Trs rs Ni;N- U>i.n <n in00O:0-1 */«30 fjCi 04 if)N.in"IT1 enr? fv,-s^ rJ<3 C OJr- r5 •-•a'40:•:r» o « r» TuAJ:,Kt5^8^SSrj.r-J■ e» *-2 .<■ 0:i• —■—■.arj — »-,— .O OiO O CJ 5O'— G Ci;-C»-W!t»4 ui O JJ w o.o-,'- o oo o oc>;o o</> o o0:0 'Q 13 4/5 rro 0,0 0.0 Otf. Ci ru'n <rj tfto P-r:o o o o 00>,§ S o «,-0 0 0 0 0 OsO-Ow cu:'";«-{«>iO Q O 0.0 0:ci OiO QIIQ s-g g'S g'S'S^ S g6-Hour Precipilalton (tnchGr>)0 40 0lif iftIIe a-^000 o(jnou/saysuj) ^nsosiujamtcaSix:Occae3aCT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision1833 Buena Vista WayDrainage StudyblnA, inc.land planning, civil engineering, surveying Q) CO ^ S'ro I 's i i C/3 D> 3 s ^ c*3- ^^ a> 4^ Sm SH ^ o o "D N3 O O cr CD 3. CO c cr <*eg" o* :3 CL ■g. ff) g 13" 0<; CD eg S cr "• >P >• 1 ^CD 3(Q 2M% 2.01^ w3 iBSS <c!§ EXAyPLE: Given; Watercourse Distance (D) = 70 Feet Stops (s) =1.3% Runoff Coefficient (C) - 0.41 Overtand Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Adminislration, 1965 1.a (1.1.G)Vd" 3t/7 FIGURE Rational Formula - Overland Time of Flow Nomograph /im^V \ ae ; - soo namcB EQUAHON ,9,3as Te » Ttm&ofe(3»efi«^aijon<ho»is> t » Distance40i» - Chatn^e ifi elevation alons effective slope line ^Scc Sgure 3^) (feet) Tc Hours \ Sillies Feet 0«5— • 1800 .ia»o "TOO -m -*200 MiUiitcs -240 -120 •^108 -SO •"fig -78 -*60 -SO -20 -IS -18 "W -12 -10 —5 -4 Tc SRd Klrpliai C1940) Time of Conoeotratlon (Tc] or Travel Time (Ti] for NctluTal ^eioliecis I G 0 R E CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, inc. land planning, civil engineering, surveying I 143 L AE Wslershed DIvtcie. Area "A'*« Area "B** SOURCg: Caflfornia PIvisfon of H!ghw^y$ (1941) and Kifpfch (1940) Walershed Dfvide Area "A Area "B Design Point (Watershed Outlet)Efioctivfi Slope Une Stream ProHie DesisH . Point )~H^ F I G U E E Comi7Utatfon of Effecllve Slope for Natural Watersheds CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study btlA, Inc. land planning, civil engineering, surveying 144 CO =•MtltjiWRii.T^iaa^\V:>4;aSCT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision1833 Buena Vista WayDrainage StudyblnA, Inc.land planning, civil engineering, surveying145 i1^5.m i11!^1 il!l IiRCT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision1833 Buena Vista WayDrainage Studyinc.iand pianning, civil engineering, surveying[46 nii 6} 9 simormni*eoa>-CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision1833 Buena Vista WayDrainage StudybhA, Inc.land planning, civil engineering, surveying147 el s J iCO >%^ 00n d-Cr. = ^tti±±±U4W>VlCT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision1833 Buena Vista WayDrainage StudybhA, Inc.land planning, civil engineering, surveying148 D ^-s 8 ^^E:iICT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision1833 Buena Vista WayDrainage StudybhA, inc.land planning, civil engineering, surveying149 itr* ocr> r*CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision1833 Buena Vista WayDrainage StudybhA, Inc.land planning, civil engineering, surveying150 ._L'.. .jCj .-> it- lli&S 4-4-i. t. CT 14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study biiA, Inc. land planning, civii engineering, surveying 151 il !ilili Irfr n ? rxxq::fi±i±iiii:rzz4XXICT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision1833 Buena Vista WayDrainage StudybhA, Inc.land planning, civil engineering, surveying152 wDs m^Jiii i11«C09-CT14-04/PUD 14-06/CDP14-20 Robert Miles Subdivision1833 Buena Vista WayDrainage Studyb^A, inc.land planning, cMI engineering, surveying153 M Li i^i! iiillii iiigCT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision1833 Buena Vista WayDrainage Studyb^A, Inc.land planning, civil engineering, surveying154 I- ^ £D □□ ^ £CD ® CO CD d. 5) ^ S- o CD»< "Ucz o oo TJ roo oCTCD s COccr Q. Q. TD 3 3" P 0i; CD3 CQ 1 3' (Q • ^ 5-i " U- X- > -i.Z3 (Q Ui Son Olego CoiiUy Hydnikigy Moraul Dote Juno 2003 StOkw: Page: 36o(76 Table 3-1RUNOFF COEFFICIENTS FOR URBAN AREAS iJDd Um Runoff Coefftekm "C" SoHType NRCS Elementa County Elemona %IMPER.A B C D Undisturbed Natural Terrain (Natural)Permanent Open Space 0*030 035 030 035 Lovr Density Resldeotial (LDR)Retidentiil, 1 >0 DU/A or tees 10 037 032 036 0.41 Lovr DemUy ReiddcntlnJ (LOR)Residential, 7JD DU/A or lets 20 034 038 0.42 0.46 Low Dentity Resldenliai (LOR)Re»WentiaLZ9 DU/A or less 25 038 OAl 0.45 049 Medium Dei^ Reiktenllal (MDR)Residential, 4J DU/A or less 30 0A\0.45 0.48 032 Medium Deailly Resldertlhl (MOR)Resjdential, 73 DU/A or less 40 OAS 031 034 037 Medium Density Reridentlal (MDR)Residential, 10.9 DU/A or less 45 032 034 037 03O Mediifli) Density Rcsidcntia) (MDR)Residential, 143 DO/A or loss 50 035 038 0.60 033 Hish Density ReaUaotitl (HDR)Residential, 242) DU/A or less 65 036 0.67 039 0.71 High Density Roiidentia] (HDR)Residential, 432) DU/A or less SO 0.76 0.77 0.78 0.79 Commerciai/litdustiial (N. tjom)Netghborhood Coiranereitl 80 0.76 0,77 0.78 0.79 Comroerclal/IodusttW (0. Com)Oeoeral Commercial 85 0.80 0.80 0.81 032 CotnmerciaWwliisBial (Oi". Cora)Office Pro&tstoflii/Comraerciel 90 033 0.84 0.84 035 ConmotoiaiffcdMhW (UraRed L)Limited Industrial 90 0J3 034 034 633 Coiimercial/lBdetlriil (aewral 1.)Ocnerel IndaHrial 95 0J7 037 037 037 *TTw vafoea ojioctMui vrith 0% imjutvfow m#y be uted for direc* cnlcnUrtion of tho nuwff eoeffloiwt u d«aibed fn SecUon 3,U (rcpmentfng the pervious nwoffcoofncleql, Cp, (br1io»oWoTe).or (brarou that nfll remain undUturbed In perpeSuity. Jujtllfentton must bo jjiviBi that Ihe area wHl remain natural fbtuvor (0^., the area te located In Oevohnd Notiooal Forest). OU/A ^ dwelllug 00 its per acre hBlCS - National RaoBrcis t^tmiorvitkin Service 3-d San Die^ Owoty Hydroloay Mama! Dale: June 2003 Swafoa: Page 3 12or20 Note that the InitiaJ Tiroc of Concentration should be reflet^ve of the general land-uae at the upareamendofa drainage basin, A sii^e lot with an area of two or less acres docs not have a significantcirect wti«e the drabuige ba^ area hs 20 to (SOO acres. Table 3-2 provides limits of the length (Maximum Length (Lm)) of sheet flow to be used in hydrology studies. Initkl T( values based on average C vahas Ibr the Land Use Element are also iiKludcd These values can be used in planning and design applications as described bdow. ExccptiortS may be approved 1^ the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH 0U«) Element*DU/ Acre 1%2%3%5%10% Tj Tf T)Lm Ti T,Lm T| Natural 50 132 70 122 85 io.9 100 102 100 8.7 100 6.9 LDR 1 50 122 70 112 85 10.0 100 92 109 8.0 100 6.4 LOR 2 50 112 70 102 85 92 100 8.8 100 7.4 100 52 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 52 MDR 42 50 102 70 9.6 80 8.1 95 72 100 6.7 100 52 MDR 7.3 50 92 65 8.4 80 7.4 95 7.0 100 6.0 100 42 MDR 10.9 50 8.7 65 7,9 80 6.9 90 6.4 100 5.7 100 42 MDR 14.5 50 82 65 7.4 80 62 90 6.0 100 5.4 100 42 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 32 HDR 43 50 52 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N.Com 50 52 60 42 75 4.0 85 3.8 95 3.4 1(»}2.7 G. Cora 50 4.7 60 4.1 75 3.6 85 3.4 90 19 100 14 OJpyCom 50 42 60 3.7 70 3.1 80 2.9 90 16 100 22 Limited 1.50 42 60 3.7 70 3.1 SO 19 90 16 KM)22 tuerKral I.50 3.7 60 32 70 2.7 80 2.6 90 13 100 1.9 ♦Sec Table 3-1 for more dtetailed description 3-12 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA.inc. land planning, civil engineering, surveying 156 CHAPTER 6 REFERENCES 6^ - As Built DWG 457-4 Sheet 7A of 15 CT14-04/PUD 14-06/CDP 14-20 Robert Miles Subdivision 1833 Buena Vista Way Drainage Study bhA, inc. land planning, civil engineering, surveying 157