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Home My WebLink AboutDrainage Reports - 05/26/2017I I I I I I I I I I I City of Fort Collins Approved Plans Approvedby::t ~= Date: -sh,,.;;::; FINAL DRAINAGE REPORT Copperleaf Subdivision Prepared for : Brinkman Partners 3528 Preci sion Drive , Suite 100 Fort Collins , CO 80528 Prepared by: Interwest Consulting Group 1218 West Ash , Suite A Windsor, Colorado 80550 (970) 674-3300 March 22 , 2017 Job Number 1285-045 -00 I I I I I I I March 22, 2017 Mr. Dan Mogen City of Fort Collins Storm water 700 Wood Street Fort Collins, CO 80522 -0580 INTERWEST CONSULT I NG GROUP RE: Final Drainage Report for Copperleaf Subdivision Dear Dan, I am pleased to submit for your review and approval, this Final Drainage Report for the Copperleaf Subdivision development. I certify that this report for the drainage design was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual. City comments dated March 8, 2017 have been addressed in this report. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, Erika Schneider, P .E. Colorado Professional Engineer No. 41777 121 8 WEST ASH , SUITE C • W IN DSOR , COLORADO 80550 l!l . 970 .674 .3300 • FAX . 9 70 .674 .3303 Reviewed By: Michael Oberlander, P.E., LEED AP Colorado Professional Engineer No. 34288 I I I I TABLE OF CONTENTS TABLE OF CONTENTS ............................................................................................................ iii 1. GENERAL LOCATION AND DESCRIPTION ................................................................ 1 1.1 Location ........................................................................................................................... 1 1.2 Description of Property ................................................................................................. 1 1.3 Floodplain Submittal Requirements ............................................................................. 1 2. DRAINAGE BASINS AND SUB-BASINS .......................................................................... 2 2.1 Major Basin Description ................................................................................................ 2 2.2 Sub-basin Description .................................................................................................... 2 3. DRAINAGE DESIGN CRITERIA ...................................................................................... 2 3.1 Regulations ...................................................................................................................... 2 3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 2 3.3 Development Criteria Reference and Constraints ...................................................... 3 3.4 Hydrological Criteria ..................................................................................................... 4 3.5 Hydraulic Criteria .......................................................................................................... 4 3.6 Floodplain Regulations Compliance ............................................................................. 4 3. 7 Modifications of Criteria ............................................................................................... 4 4. DRAINAGE FACILITY DESIGN ....................................................................................... 5 4.1 General Concept ............................................................................................................. 5 4.2 Specific Details ................................................................................................................ 5 5. CONCLUSIONS .................................................................................................................... 7 5.1 Compliance with Standards .......................................................................................... 7 5.2 Drainage Concept ........................................................................................................... 7 6. REFERENCES ...................................................................................................................... 7 APPENDIX VICINITY MAP AND DRAINAGE PLAN .............................................................................. A HYDROLOGIC COMPUTATIONS .......................................................................................... B HYDRAULIC COMPUTATIONS .............................................................................................. C WATER QUALITY AND LID INFORMATION .................................................................... D DETENTION INFORMATION .................................................................................................. E SOILS INFO, FEMA FIRM AND REFERENCE MATERIALS ............................................ F I I I 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Copperleaf Subdivision (3425 South Shields) i s located in the Southeast Quarter of Section 27 , Township 7 North , Ran g e 69 West of the Sixth Principal Meridian , in the City of Fort Collin s, Larimer County, Colorado. Please refer to the vicinity map in Appendix A. The project site i s located on the west side of South Shields Street about 650 feet north of West Horsetooth Road . South Shields Street bounds the property on the east, Horsetooth Common s PUD on the south , Cas a Grande Condos on the west and Chaparral PUD on the north. 1.2 Description of Property The property con sis ts of about 2.9 acre s of land and will con si st of three new multi-family buildings, garages and new parking and drive aisles. The site generally slopes in a northeasterly direction at approximately 1.5 %. The land currently contain s several buildings and gravel drives. There are no offsite flows contributing to the site. According to FEMA Panel 08069C0986G there are no mapped FEMA Floodways on this property. Please refer to the FEMA FIRM located in Appendix F . 1.3 Floodplain Submittal Requirements Because the project is not within any FEMA or City of Fort Collins mapped floodway , a Floodplain Submittal is not required and a "City of Fort Collins Floodplain Review Checkli st for 100% Submittals" has not been included with this report. I I I I I I I I I I I 2. DRAINAGE BASINS AND SUB-BASINS 2.1 Major Basin Description The proposed development lies within the Foothills Basin and the Foothills Master Drainage Plan. 2.2 Sub-basin Description Historically, the site drains to the northeast of the site where water enters an existing storm system located in South Shields Street and ultimately reaches the Foothills Channel. 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage Design Criteria Manual" specifications. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), developed by the Denver Regional Council of Governments, has been used. 3.2 Directly Connected Impervious Area (DCIA) Discussion Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently occurring events. Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). 2 I I I I I I I I Runoff from the parking lots and surrounding sidewalks shall drain directly into pervious pavement systems thereby slowing runoff and also promoting infiltration. Runoff from the buildings shall drain through a water quality pond which promotes settlement of particles . Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release Once runoff has been minimized , the remaining runoff shall be treated through the pervious pavement system. The pervious pavement system allows for filtering of sediments. Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration , rate and volume of runoff during and following development. Because the site will drain to a storm sewer, bank stabilization is unnecessary with this project. Step 4: Implement Site Specific and Other Source Control BMPs The proposed development will provide the pervious pavement system feature and the extended detention which will eliminate pollution that had previously been exposed during weathering and runoff processes. The proposed project will proactively control pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system as compared to historic conditions. 3.3 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to the requirements of the City Stormwater Department. Water quality capture volume and detention will be provided on site. The release rate for the site is the 2-year historic runoff minus the untreated release from off-site basin OS and is 1.0 cfs. Runoff reduction practices (LID techniques) are also required. No less than fifty percent of any newly added impervious area must be treated using one or a combination of LID techniques. The project adds 93,585 sf of new impervious area. Using the pervious paver LID technique, 46,326 sf of new impervious area (50%) will be treated which meets the 50 % requirement. 3 I I I I I I I I I I No less than twenty five percent of any newly added pavement areas must be treated using a permeable pavement technology. The project adds 46,228 sf of new pavement area. This project will incorporate 17,115 sf of pervious pavers which is 37% of the newly added pavement which exceeds the required 25%. Please refer to Appendix D for LID calculations and information. 3.4 Hydrologic Criteria Runoff computations were prepared for the 2-year and 10-year minor storms and 100-year major storm frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub- basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub- basins and Design Points associated with this site. Water quality capture volume and detention is provided on site in the pervious pavement system and in the water quality and detention pond. 3.5 Hydraulic Criteria All hydraulic calculations are presented in Appendix C and prepared in accordance with the City of Fort Collins Drainage Criteria. 3.6 Floodplain Regulations Compliance The project is not within any FEMA or City of Fort Collins mapped floodway; therefore, Floodplain Regulations Compliance is not required. 3. 7 Modifications of Criteria There are no Modifications of Criteria at this time. 4 I I I I I I I I I I I I I I I I I 4. DRAINAGE FACILITY DESIGN 4.1 General Concept The majority of the proposed development will be collected and conveyed to the proposed storm drain system where it will be treated for water quality and detention via pervious pavement systems or the water quality and detention pond before being released into the existing storm system in Shields Street. 4.2 Specific Details A summary of the drainage patterns within each basin is provided in the following paragraphs. Please refer to Appendix A for the drainage plan. Basin A consists of three sub-basins and is a total of 0.46 acres. This basin contains the southern building and the south portion of the western parking lot. Flows from sub-basin Al contain portions of the southwest garage roof and the adjacent parking lot. This flow is collected in a Type 13 sump inlet at design point A 1 and conveyed to the pond via storm system A. Sub-basin A2 contains roof runoff (north portion of Building C) and is conveyed to the water quality and detention pond in the middle of the site via storm system A. Sub-basin A3 contains the southern portion of Building C's roof and the southern swale. Flow is collected in a Type C sump inlet at design point A3 and transported to the pond via storm system A 1. Basins B consists of four sub-basins and is a total of 0.66 acres. This basin contains the northern building and the north portion of the western parking lot. Flows from sub-basin B 1 contain portions of the northwest garage roof and the adjacent parking lot. This flow is collected in a Type 13 sump inlet at design point B 1 and conveyed to the pond via storm system B. Sub-basin B2 contains roof runoff (south portion of Building B) and is conveyed to the water quality and detention pond in the middle of the site via storm system B. Sub-basin B3 contains the northern portion of Building B's roof and the northern swale. Flow is collected in a Type C sump inlet at design point B3 and transported to the pond via storm system Bl and are also collected in storm system B. Sub-basin B4 contains portions of the northern garage roofs and the swale behind those garages. Flow is collected in a 24" ADS sump inlet at design point B4 and transported to the pond via storm system B 1. 5 I I Basin C consists of two sub-basins and is a total of 0 .32 acres . This basin contains the eastern building. Flows from sub-basins C 1 and C2 contain roof runoff and are conveyed to the water quality and detention pond in the middle of the site via storm system C. Basin D is 1.28 acres and contains the parking lot and the water quality and detention pond . Flow from basin D travel through the pervious paver system and then to the water quality and detention pond. The pond releases into the existing storm system in South Shields Street. Basin OS is 0.20 acres and contains a small portion of the site that is adjacent to South Shields Street. Flow from this basin will sheet flow into the curb and gutter of Shields . The water quality capture volume for the entire site was sized based on a 40-hour drain and is 0.069 ac-ft. This will be accomplished at an elevation of 5077.0 ft in the water quality and detention pond and in the flooded volume of the pavers. Please refer to Appendix D for water quality information . Based on the historic 2-year release rate of 1.9 cfs minus the off-site 100-year flow from Basin OS (0.9 cfs), the required 100-year release rate is 1.0 cfs. Therefore, the required 100-year storage volume for the site is 0.53 ac-ft. The total required volume in the pond with the 0.07 ac-ft of water quality is 0.60 ac-ft. The portion of the paver system that is adjacent to the pond will have a flat bottom and a deeper rock section (2.5' minimum) than the paver area between Buildings B and C. This portion has a varying cross section of pavers and the volume calculations include this variation. This deeper portion will provide 14 ,020 cf (0.32 ac-ft) of storage volume and was calculated considering the storage would be within the rock void area (30 %) with the bottom of the rock at 5076.5 ft and being flooded to 5080 .7 ft. A portion of the volume (0.22 ac-ft) will be achieved at an elevation of 5080.7 ft in the pond. The remainder of the volume (0.03 ac-ft) will be achieved within the volume of the mainline pipe system. The pond is released into the existing storm system in South Shields Street. Emergency overflow for the site will pass over the driveway at an elevation of 5080.7 feet to South Shields Street. Please refer to Appendix E for detention information. 6 I I I I I I 5. CONCLUSIONS 5.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collin s Storm Drainage Design Criteria Manual. 5.2 Drainage Concept The proposed drainage concepts presented in thi s report and on the construction plans adequately provides for s tormwater quantity and quality treatment of proposed imperviou s areas . Conveyance elements have been designed to pass required flows and to minimize future maintenance. If, at the time of con struction , groundwater is encountered , a Colorado Department of Health Construction Dewatering Permit will be required. 6. REFERENCES 1. City of Fort Collins , "Fort Collins Stormwater Criteria Manual Amendments to the Urban Drainage and Flood Control District Criteria Manual", adopted December 2011 . 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria Manual", Volumes 1 and 2 , updated January 2016, and Volume 3 updated November 2010. 7 I I I I I I i I I I I I I I APPENDIX A VICINITY MAP AND DRAINAGE PLAN A I I I I l- r-l--L.L......L._..\~++++--1 1=:::::--------.--.--r-,-.--,-+-,----4Ul (/J ~:l RICHMOND DR .,___----< w :i: . (/J (/J t----------,w § B □ D I d-]IDJ-ITD- ,__-------< >-------------< 0 o □ I------< >-------------< Q D I------< >-------------< oo □ □□ □Do >-------------< ~-r'-H+f-7-'-r'I\\ ~~----t,c--.---n-r-~-----=---r 15 □□ □□□ □ COPPERLEAF SUBDIVISION VICINITY MAP SCALE: 1 "=800' ili -~ I "' / ; / / I ', I I I ! I I ~ ~ ~ \ "' I I \ ' I I I : : I ~~ ~ I ', / I I ~! O I __________ ~ ___ , / ~-----------/ --CHAPARRALPuoL __________ ~! ~------J : !: ' ! lir « 11 I -~I ' -----------------~Tl I C I~ ~ I ~~ ~=~~ / I ~ \ I I •1---=---11 ....,r =?' -;;=....., _,_,_ --.... t-1= _._~ --= ---= --"r-• --'-'l!li:. .,,....~ ~= -= ..... ,....,-= --,-1~ ><;~~~;::-:::; :3-_~_,_--~~~:;s;,_=c::-... "'<_=_~.,;.~;;.JJJdr=.:=-=::-~...i.-..,_~__,_i....--llllllllllli~~-~ i I I \ i li------a---11 .,___,__ --1-'-t----~~_::~~~ .>-i:__~-:_t-,V\-.. --~---+---:;;; ~~~~~...,¼f.... i / ~ ~ ·--1 ~~~~=n..., F.r:~~--;---~..--~rsi ~ 11 ltn .lfrl~~~~~ ~ 8 18 ·------11\ -~,... --==-..... ______ m~~i::5"Ji~l~;~~~;~~c~~~~ ~ Ill ~ f;l st l;:E FF= 11-----11 11----------...i 11----t----,1 !•~~-..__ It: S ~ l!l C) 85.0 \ ._!!'079---.1111 / ~ ~ Ul_ co ~ I I IG, "" a: 1-w o · ,.. .... ~ 0 II:: > " ~ !'ol II. -U<D I~ ~ ~=:...,~ ),---~====:: :::::=======::=::====: / ~ ~ ~ ~ ~ ci I._, ..._ \ _,,,...-,ca~,c .Jr~---~~-.llH-tr'II\ t,j < Z z -r--~..., ;t: n.<o_Jm I I I~ (I) J.;: ~ ~ ~ 6 w "' :::> n. ~ uu2 I..,. " Z w 1-0 t~ ~ ira::a::I .. , .. , m a. o a. 1u I co LL I I : I -----~~~~~~~~~~~~~~~½/~~~~~~~~~ ",,__.......... ...i=r'l:__l!_!___r .... r=<-,......:.:;;....;IF" : O ~ I I I I --l-1 I~ ,,~ I I"°'~ I -FF= 85.7 CALL UTILITY NOTIFlCA TION CENTER OF COLORADO -xxxx--xxxx ~ ~ -11111111 LEGEND EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED DIRECTION OF OVERLAND FLOW DRAINAGE BASIN DIVIDE LINE ~DRAINAGE BASIN NUMBER PROP MINOR STORM RUNOFF COEFFICIENT PROP DRAINAGE BASIN AREA & DESIGN POINT TRACTS HORSETOOTH COMMONS PUD \. ---FF=82.2 I!] ---~1 ~--E2.1 DRAINAGE SUMMARY TABLE 7 Ot•tgn Tributary Area C~C~l tct10) tc(IOOJ I Q{2Jtot Q{10)tot 0(100}1ot Sub-basin Point Al Al ., AO ., ., R1 RI B2 e:, "' "" "' .. Cl Cl ~ c.·~ C •;-C ·; C • .,_ c·, C ~1 ,i.:n c·'l 0,3'1 O,'I' , .. nAO ore o,;;:: 055 as· jmin) 1.C~ !•.J 10:-,., OUI " "' ... , 115 5:) Of< ., "" 5:., 101 '5:i {min) !.O ,o ,o ,o ,o , .. ~.o £.(I 1cr111 " n, .,. 04 " 04 01 04 fcf11l 0.6 nr. 06 o, 0.6 o, 01 00 REMARKS (ef11J '·' Sump Inlet (TYPE 13) Roof System " Sump Inlet (TYPE C) 1R Sum_e_J_nlet fTYPE 13) 1.6 Roor.§1:stem 18 Sump Inlet {TYPE C) 04 Su~let 124"' ADS) 10 Rool'Sy&lem ~~!<, i:::~:::. !I) ~ ii: ~ ~ C) ---'----LID Table 16' Aca3:S' EASDIDIT TRACT A HORSETOOTH COMMONS PUD 50% On-Site Treatment by LIO Requirement Nl"'w IMlf!_NViom Arr.,1 Required Minimum Impervious Area to be Treated Treatment lfl · Pervious Pavers Area to Treatment 111 iBasin Dj Total Area Treate-d Actual% On-Site Treated by LID 25% Porous Pavement Requirement NPW P;i\lPmPnf ArP.i Re.9.uired Minimum Area of Pen'iou!> Pcvemenl Arp;i of PP.rviom P;ivPr'i ProvirlP.ct Actual% of Pervious Pavement Provided QH~~ isl 46,793 Isl 17,115 Isl 29,211 isl ~6.326 isl SOI% 4fi 7'11 l.<1 ll557 isl 11,11~ Id 371% I I I II I I I I I T I I I ' I \ / : / i : j': II I I I / : / : le_ 1 I I I 20 10 0 20 SCALE: I" = 20' CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL APPROVED: OTY ENGONEER CHECKED BY: WATER " WASTEWATER UTILITY CHECKED BY: STORMWATER UTILITY 40 IL Lil< z l: II.I 0 < .J -z 0:: ~ ~ Ill > !!l o. c ~ o. m Q. 0 :J u (I) t--' N N ' "' ~ 0 ; "' ~ 1/) <: ' z ~ "' ~ 1/) z j D. Ill C) < z ~ C "' w ~ 0 "' z Q 13 0 ~ :a: ~ 0 !:! ::l :,:: u 811 c:, c:, c.·, o;e 0:)7 "' ,o o• 06 16 RoofSystom 3:1Ratio Re~i,ement CHECKED BY: PARKS " RECREATION PROJ. NO. 1285-045-00 ,CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. D 00 :, 1.2, ::tl C~J , .. 0.«I e.5 ":t ::1 "'° 0,.:,1 i.!:: o, 3.5 •• UJ o.• Pa\lers & Sump Inlet (TY£)~ B}_ OffRtlA lm.E_erviou~ ArE-c: to Pervi~us Pavers 29,211 Isl Total Pen,.1ous Pavement Area 17,llS Isl CHECKED BY: TRAfflC ENGONEER ~ 1 1 Ralio 1.71 CHECKED BY: EN'1RDNMENTAL PLANNER ~ I APPENDIXB HYDROLOGIC COMPUTATIONS B -----------SUMMARY DRAINAGE SUMMARY TABLE Design Tributary Area C (10) C (100) tc (10) tc (100) Q(2)tot Q(10)tot Q(100)tot Sub-basin REMARKS Point (ac) (min) (min) (cfs) (cfs) (cfs) A1 A1 0.15 0.84 1.05 5.0 5.0 0.4 0.6 1.6 Sump Inlet (TYPE 13) A2 A2 0.12 0.81 1.02 5.0 5.0 0.3 0.5 1.2 Roof System A3 A3 0.19 0.64 0.80 5.0 5.0 0.3 0.6 1.5 Sump Inlet (TYPE C) B1 B1 0.16 0.90 1.12 5.0 5.0 0.4 0.7 1.8 Sump Inlet (TYPE 13) B2 B2 0.14 0.92 1.15 5.0 5.0 0.4 0.6 1.6 Roof System B3 B3 0.31 0.52 0.65 8.0 6.9 0.4 0.7 1.8 Sump Inlet (TYPE C) B4 B4 0.05 0.55 0.68 5.0 5.0 0.1 0.1 0.4 Sump Inlet (24" ADS) C1 C1 0.16 0.81 1.01 5.0 5.0 0.4 0.6 1.6 Roof Svstem C2 C2 0.16 0.78 0.97 5.0 5.0 0.4 0.6 1.6 Roof System D D 1.28 0.68 0.86 8.5 6.7 2.1 3.5 9.8 Pavers & Sump Inlet (TYPE R) OS OS 0.20 0.40 0.51 8.6 7.8 0.2 0.3 0.9 Offsite Page 7 I I I I I RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION : PROJECT NO : COMPUTATIO NS BY : DATE: Co ppe rleaf Subdivision / 285-045-00 es 5/312 01 7 Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code , Volume I Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual , Volume I Type C Soils Streets , parking lots (asphalt) Sidewalks (concrete) Roofs Gravel or Pavers Landscape Areas (Flat , heavy) Landscape Areas (S teep , heavy) Runoff coefficie nl C 0 .95 0 .95 0 .95 0 .50 0 .20 0 .35 % Impervious 100 96 90 40 0 0 SU88ASIN TOTAL TOTAL ROOF PAVED PAVERS SIDEWALK LANDSCAPE DESIGNATION AREA AREA AREA AREA (ac.) (sq.ft) (sq.ft) (sq .ti) A t 0.15 6,548 1,639 3,435 A2 0.12 5,321 4,225 0 A3 0.19 8,113 4,587 0 8 1 0.16 7,104 1,060 4,684 82 0.14 5,924 5,650 0 83 0.31 13,335 4,445 0 84 0.05 2,365 1,096 0 c, 0.16 6,881 5,151 0 C2 0.16 7,119 5,310 0 D 1.28 55,843 3,450 20,288 OS 0.20 8,762 0 1,001 TOTAL TO POND 2.72 118,554 36,613 28,407 Equations -Cal culated C coefficie nt s & % Impervious are a rea weighted C = I: (Ci A i) / At Ci = runoff coefficient for specific area , Ai Ai = areas of surface wit h runoff coefficient of Ci n = number of different surfaces to consider AREA (sq .ti) 0 0 0 0 0 0 0 0 0 17,11 5 0 17,115 At = tol al area over wh ich C is applicable ; the sum of all Ai's 5-3-1 7 Final FC Flow-Coppe rl eaf.xts AREA AREA (sq.fl) (sq .ti) 482 992 135 960 198 3,328 855 506 67 206 1,250 7,640 0 1,270 422 1,308 176 1,633 5,473 9,517 1,390 6,371 9 ,059 27,360 lnterwest Consulting Group RUNOFF % COEFF. Imperv ious REMARKS (C) 0 .84 82 0 .81 74 0 .64 53 0 .90 9 1 0 .92 87 0.52 39 0.55 42 0.81 73 0 .78 70 0 .68 64 0 .40 27 0.71 65 - - -LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: -Copperleaf Subdivision 1285-045-00 es 5/3/2017 -STANDARD FORM SF-2 TIME OF CONCENTRATION -2 and 10 YR 2 and 10-yr storm Cf= 1.00 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND TRAVEL TIME/ GUTTER OR CHANNEL FLOW DATA TIME(tl) (II) DESIGN SU88ASIN(s) Area C Length Slope ti Length Slope n Vel. ti tc = PONIT (ac) (ft) (%) (min) (ft) (%) Manning (IVs) (min) ti+ ti (1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) EX LOT 2.92 0.32 300 1.8 20.7 275 0.9 0.03 1.0 4.5 25.1 A1 A1 0.15 0.84 57 3.2 2.5 37 0.5 0.016 1.4 0.4 3.0 A2 A2 0.12 0.81 5 2.0 0.9 190 0.5 0.016 1.4 2.2 3.2 A3 A3 0.19 0.64 15 2.0 2.6 170 2.3 0.03 1.6 1.7 4.4 81 81 0.16 0.90 27 4.2 1.2 80 0.5 0.016 1.4 0.9 2.2 82 82 0.14 0.92 5 2.0 0.6 190 0.5 0.016 1.4 2.2 2.8 83 83 0.31 0.52 30 2.0 4.7 367 1.4 0.02 1.9 3.3 8.0 84 84 0.05 0.55 5 2.0 1.8 68.5 0.5 0.016 1.4 0.8 2.6 C1 C1 0.16 0.81 5 2.0 1.0 177 0.5 0.016 1.4 2.1 3.0 C2 C2 0.16 0.78 5 2.0 1.1 215 0.5 0.016 1.4 2.5 3.6 D D 1.28 0.68 54 2.2 4.4 282 0.5 0.02 1.1 4.1 8.5 OS OS 0.20 0.40 30 2.0 5.7 250 0.5 0.016 1.4 2.9 8.6 TOTAL TO POND 2.72 0.71 54 2.0 4.2 282 0.5 0.02 1.1 4.1 8.4 EQUATIONS: tc =ti+ tt ti = (1.87 (1.1 -cc, ) L o.s l / s 113 tt = UVel. le CHECK (URBANIZED BASIN) Total L tc=(l/180)+ 1 o (ft) (min) (12) (13) 575 13.2 94 10.5 195 11.1 185 11.0 107 10.6 195 11.1 397 12.2 74 10.4 182 11.0 220 11.2 336 11.9 280 11.6 336 11.9 Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 5-3-17 Final FC Flow-Copperleaf.xls - -lnterwest Consulting Group FINAL REMARKS le (min) (14) 13.2 5.0 5.0 5.0 5.0 5.0 8.0 5.0 5.0 5.0 8.5 8.6 8.4 -LOCATION: PROJECT NO: COMPUTATIONS BY: DATE: -Copperleaf Subdivision 1285-045-00 es 5/3/2017 STANDARD FORM SF-2 TIME OF CONCENTRATION-100 YR 100-yr storm Cf= 1.25 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND DATA DESIGN PONIT A1 A2 A3 B1 B2 B3 B4 C1 C2 D OS TIME(tl) SUBBASIN(s) Area (ac) (1) (2) EX LOT 2.92 A1 0.15 A2 0.12 A3 0.19 B1 0.16 B2 0.14 B3 0.31 B4 0.05 C1 0.16 C2 0.16 D 1.28 OS 0.20 TOTAL TO POND 2.72 EQUATIONS: tc =ti+ tt ti= [1.87 (1.1 -CC1) L05] / S 113 tt = L/Vel. C (3) 0.32 0.84 0.81 0.64 0.90 0.92 0.52 0.55 0.81 0.78 0.68 0.40 0.71 c·ct 0.40 1.05 1.02 0.80 1.12 1.15 0.65 0.68 1.01 0.97 0.86 0.51 0.89 Length (ft) (4) 300 57 5 15 27 5 30 5 5 5 54 30 54 TRAVEL TIME/ GUTTER OR CHANNEL FLOW (II) Slope ti Length Slope n Vel. It tc = (%) (min) (ft) (%) Manning (ft/s) (min) ti+ It (5) (6) (7) (8) rough. (9) (10) (11) 1.8 18.5 275 0.9 0.03 1.0 4.5 23.0 3.2 0.5 37 0.5 0.016 1.4 0.4 1.0 2.0 0.3 190 0.5 0.016 1.4 2.2 2.5 2.0 1.7 170 2.3 0.03 1.6 1.7 3.5 4.2 -0.1 80 0.5 0.016 1.4 0.9 0.8 2.0 -0.2 190 0.5 0.016 1.4 2.2 2.0 2.0 3.7 367 1.4 0.02 1.9 3.3 6.9 2.0 1.4 68.5 0.5 0,016 1.4 0.8 2.2 2.0 0.3 177 0.5 0.016 1.4 2.1 2.4 2.0 0.4 215 0.5 0.016 1.4 2.5 2.9 2.2 2.6 282 0.5 0.02 1.1 4.1 6.7 2.0 4.8 250 0.5 0.016 1.4 2.9 7.8 2.0 2.3 282 0.5 0.02 1.1 4.1 6.4 -le CHECK (URBANIZED BASIN) Total L tc=(l/1 80)+ 1 O (ft) (min) (12) (13) 575 13.2 94 10.5 195 11.1 185 11.0 107 10.6 195 11.1 397 12.2 74 10.4 182 11.0 220 11.2 336 11.9 280 11.6 336 11.9 Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + It and urbanized basin check min. tc = 5 min. due to limits of IDF curves 5-3-17 Final FC Flow-Copperleaf .xis lnterwest Consulting Group FINAL REMARKS tc (min) (14) 13.2 5.0 5.0 5.0 5.0 5.0 6.9 5.0 5.0 5.0 6.7 7.8 6.4 -- -----5-3-17 Final FC Flow-Copperleal.xls RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Vr Storm) LOCATION: Copperleaf Subdivision PROJECT NO: 1285-045-00 COMPUTATIONS BY: es DATE: 5/3/2017 2 yr storm, Cf= 1.00 DIRECT RUNOFF Design Tributary A CCI Sub-basin Point (ae) EX LOT 2.92 0.32 A1 A1 0.15 0.84 A2 A2 0.12 0.81 A3 A3 0.19 0.64 81 81 0.16 0.90 82 82 0.14 0.92 83 83 0.31 0.52 84 84 0.05 0.55 C1 C1 0.16 0.81 C2 C2 0.16 0.78 D D 1.28 0.68 OS OS 0.20 0.40 TOTAL TO POND 2.72 0.71 0= C1CiA Q = peak discharge (els) C = runoff coefficient te (min) 13.2 5.0 5.0 5.0 5.0 5.0 8.0 5.0 5.0 5.0 8.5 8.6 8.4 C1 = frequency adjustment factor CARRYOVER i 0(2) from 0(2) Design (in/hr) (els) Point (els) 1.98 1.9 2.85 0.4 2.85 0.3 2.85 0.3 2.85 0.4 2.85 0.4 2.42 0.4 2.85 0.1 2.85 0.4 2.85 0.4 2.37 2.1 2.36 0.2 2.38 4.6 i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A= drainage area (acres) i = 24.221 / (10+ te)0·'968 ---lnterwest Consulting Group TOTAL REMARKS O(2)tot (els) 1.9 Historic 2-vear 0.4 0.3 0.3 0.4 0.4 0.4 0.1 0.4 0.4 2.1 0.2 4.6 - --5-3-17 Final FC Flow-Copperleaf.xls RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: Copperleaf Subdivision PROJECT NO: 1285-045-00 COMPUTATIONS BY: es DATE: 5/3/2017 10 yr storm, Cf= 1.00 DIRECT RUNOFF Design Tributary A CCI Sub-basin Point (ae) EX LOT 2.92 0.32 A1 A1 0.15 0.84 A2 A2 0.12 0.81 A3 A3 0.19 0.64 B1 B1 0.16 0.90 B2 B2 0.14 0.92 B3 B3 0.31 0.52 B4 B4 0.05 0.55 C1 C1 0.16 0.81 C2 C2 0.16 0.78 D D 1.28 0.68 OS OS 0.20 0.40 TOTAL TO POND 2.72 0.71 0=C1CiA Q = peak discharge (els) C = runoff coefficient le (min) 13.2 5.0 5.0 5.0 5.0 5.0 8.0 5.0 5.0 5.0 8.5 8.6 8.4 C, = frequency adjustment factor CARRYOVER i Q(10) from Q(10) Design (in/hr) (efs) Point (efs) 3.38 3.2 4.87 0.6 4.87 0.5 4.87 0.6 4.87 0.7 4.87 0.6 4.14 0.7 4.87 0.1 4.87 0.6 4.87 0.6 4.04 3.5 4.03 0.3 4.07 7.9 i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A= drainage area (acres) i = 41.44 / (10+ te)0·"" - -lnterwest Consulting Group TOTAL REMARKS Q(10)tot (cfs) 3.2 0.6 0.5 0.6 0.7 0.6 0.7 0.1 0.6 0.6 3.5 0.3 7.9 LOCATION: Copperleaf Subdivision PROJECT NO: 1285-045-00 COMPUTATIONS BY: es DATE: 5/3/2017 100 yr storm, Cf= 1.25 DIRECT RUNOFF Des. Area A CCI Point Design. (ac) EX LOT 2.92 0.40 A1 A1 0.15 1.05 A2 A2 0.12 1.02 A3 A3 0.19 0.80 81 81 0.16 1.12 82 82 0.14 1.15 83 83 0.31 0.65 84 84 0.05 0.68 C1 C1 0.16 1.01 C2 C2 0.16 0.97 D D 1.28 0.86 OS OS 0.20 0.51 TOTAL TO POND 2.72 0.89 O=CiA -RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) CARRYOVER tc i 0(100) from 0(100) Design (min) (in/hr) (cfs) Point (cfs) 13.2 6.90 8.1 5.0 9.95 1.6 5.0 9.95 1.2 5.0 9.95 1.5 5.0 9.95 1.8 5.0 9.95 1.6 6.9 8.87 1.8 5.0 9.95 0.4 5.0 9.95 1.6 5.0 9.95 1.6 6.7 8.96 9.8 7.8 8.54 0.9 6.4 9.09 22.0 Q = peak discharge (els) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A= drainage area (acres) i = 84.682 / (10+ tc)0·7975 5-3-17 Final FC Flow-Copperleaf.xls lnterwest Consulting Group TOTAL REMARKS O(100)tot (cfs) 8.1 1.6 1.2 1.5 1.8 1.6 1.8 0.4 1.6 1.6 9.8 0.9 22.0 APPENDIXC HYDRAULIC CALCULATIONS C I I I I I I I I I Inlet Flow Calculation for Area Inlets Project : Copperleaf Job Number : 1284-045-00 Cal culations by : ES Date : 5/3/2017 Objective : to find the number of grates recuirec for area inlets in grassy areas , S7 WSEL / \'=='/ Geometry at inlet : Grate Dimensions and information: Width (W): 1.87 feet Length (L): 3.27 feet Opening Rat io (R): 0.6 sq ft/sq ft Reduction Factor (F): 50 % Grate Flow : Use the orif ice equation a ,= c•A•SQRT(2•g•H) to find the ideal inlet capacity: ·see Hydraulic Design Hand book by McGraw-Hill fo r verificaito n of equation use and C value C = Orifice di scharge coetticient= 0.67 A = Orifice area (ft 2) -open area of grate g = gravitational constant = 32 .2 ft/s 2 H = head on grate centroid , ponding depth (feet) Then multiply by the reduc tion factor for the allowable capacity . QG = 0 , • (1 -F) DPA1 0= H = 1.6 cfs 0.79 ft Single Type 13 In let A= w •L•R 3.67 ft2 O, = C'A'SQRT(2•g•H) 17 .53 cfs a G= a ,·F 8.77 cfs USE : Single Type 13 Inlet 1.8 cfs 0.89 ft Single Type 13 Inlet A= w•L•R 3.67 ft2 a ,= c ·NSQRT(2•g•H) 18 .61 cfs a G= a ,·F 9.31 els USE : Single Type 13 Inlet Double Type 13 Inlet A= 2•w•L•R 7.34 ft2 a ,= c·A·SQRT(2•g•H) 35 .07 cfs OG= O,• F 17 .53 els Double Type 13 Inl et A= 2•w•L•R 7.34 ft 2 a ,= c·NSQRT(2•g•H) 37 .22 cfs a G= a ,·F 18 .61 els Triple Type 13 Inlet A = 3•w•L•R 11 .01 ft 2 a ,= c·A·saRT(2•g•HJ 52 .60 cfs OG= a ,•F 26 .30 efs Tr iple Type 13 In le t A = 3•w •L•R 11 .01 ft2 O, = C'A'SQRT(2•g•H) 55 .83 cfs a G= a ,·F 27 .92 cfs Page1 lnterwest Consulting Group 1218 W . Ash , Suite C Windsor , CO 80550 I I I I I I I Inlet Flow Calculation for Area Inlets Project: Copperleaf Job Number : 1284-045-00 Calc ulations by : es Date : 2/2/2017 Objective : to determine capacity of Type C area inlet with close mesh grate , S7 WSEL / \'=='/ Geometry at inlet : __ ;..;:Gccr.:cat;..;;e...cD'-'i'-'m""e-'n.a.si"'o'"'ns~a"-ndc...c.in-'fo'-'r'-'m;..;;accti.a.on-": __ Close Mesh Grate Width (W ): 2 .625 feet Length (L): 3 .3542 feet Open Area (A): 6 .6944 sq ft Reduction Factor (F): 50% Grate Flow: Use the orifice equation 0 1 = c·NSORT(2•g•H) to find the ideal inlet capacity : ·s ee Hydraulic Design Handbook by McGraw-Hill fo r verificaiton of equation use and C value C = Orifice discharge coefficient= 0 .67 A = Orifice area (112) -open area of grate g = gravitational constant = 32 .2 1Vs2 H = head on grate centroid , ponding depth (feet) Then multiply by the reduction factor for the allowable capacity . Q G = 0 ; • (1 -F) DPA3 DETERMINE CAPACITY OF TYPE C INLET H = 0.51 ft Single Type C Inlet A= 1•A 6 .69 112 a ,= c·A·SQRT(2"g•H) 25.70 els OG= 0 1' F 12.9 els OK, Flow of Basin A3 = 1.5 els USE : Single Type C Inlet DPB3 DETERMINE CAPACITY OF TYPE C INLET H = 0 .67 ft Single Type C Inlet A= 1•A 6 .69 112 a ,= c·NSQRT(2•g•H) 29.46 els o G= o ,·F 14.7 els OK, Flow of Basin B3 = 1.8 els USE : Single Type C Inlet Page1 lnterwest Consulting Group 1218 W . Ash, Suite C Windsor, CO 80550 I I I I I I Inlet Flow Calculation for Area Inlet (24" Drop ADS Inlet) Project: Copperleaf Job Number : 1284-045-00 Calculations by : es Date : 2/2/2017 Objective : to find the number of grates required for area inlets in grassy areas Geometry at inlet : Grate Open Area and information : Square Feet Open (A): 1.145 sf Reduction Factor (F): 50% Grate Flow: Use the orifice equation O; = C*A*SQRT(2 *g*H) to find the ideal inlet capacity.* lnterwest Consulting Group 1218 W. Ash , Suite C Windsor, CO 80550 *See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft 2) -open area of grate g = gravitational constant= 32.2 ft/s2 H = head on grate centroid , ponding depth (feet) Then multiply by the reduction factor for the allowable capacity . QG = O; * (1 -F) DP B4 Q= 0.4 cfs Q100 H= 0 .55 ft A= 1.15 ft 2 O; = C*A*SQRT(2*g*H) = 4.57 cfs QG= O;*F = 2 .28 cfs OK Page1 I I I I I I Inlet Flow Calculation for Area Inlet (18" Drop ADS Inlet) Project: Copperleaf Job Number : 1284-045-00 Calculations by : es Date : 5/3/2017 Objective: to find the number of grates required for area inlets in grassy areas Geometry at inlet : Grate Open Area and information : Square Feet Open (A): 0.587569 sf 84 .61 SQ IN Reduction Factor (F): 50% Grate Flow: Use the orifice equation O; = C*A*SQRT(2*g*H) to find the ideal inlet capacity.* lnterwest Consulting Group 1218 W. Ash, Suite C Windsor, CO 80550 'See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) -open area of grate g = gravitational constant = 32 .2 ft/s 2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. QG = O; * (1-F) 0.3 0 .2 cfs ft A= 0 .59 ft2 O; = C* A *SQRT(2*g*H) 1.41 cfs QG = O; * F 0.71 cfs 0100 FOR 116TH OF Basin C2 OK Page1 I Worksheet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Project: _____________________ ....a,_..,,... ______________________ _ Inlet ID : COPPERLEAF D ----------------------------------------------- OVERLAND R..OW Ul-----a./ERlAN-FLOW _o CUTTER FLQWJ j~=:u1 j~ •• Show Details FLQW:.7 ~---------- '\__ ROMl#AY CENTERLINE s: .-M_iro..;.,.r.,.s-'to_nn....,_M_a_.jo..,r,,s .. to_nn__, (local peak flow for 112. of street OR grass4ined channel): *QKnown =1 1.8 4.§ lets roceed to sheet Q-Allow or Area Inlet. <- FILL IN THIS SECTION OR .. F=;a;;~;e;;;i;r.'F-1':;;:;:5!~9E':;F.;'asir.!;;;;'ii;;a'i,i;:;:";e,:;;;,F================================i.FILL IN THE SECTIONS BELOW. Sl.bcatctvnent A rea =aAcres Percent lmperviol5ness = % NRC S So il Type = A , B, C, or D Sbpe (fUft) Length (ft) Overland Fbw =1 I Chamel Fbw = ... ____ .. _____ _, J 1ror torm apr torm Design Storm RetUTI Perio d, T, =.-----.-~---,years Ret001 Period One-HotX Precipitation, P 1 = inches C1= c,=1-----+------t C3= t--------------< User-Defined Storm Rl.roff Coefficient (leave ttis blarit to accept a calclAated value), C = User-Defined 5-yr. Rlf"K)ff Coeffi cient (leave ttis blank to accept a calc:lAated value), C5 =1----~------1 Bypass (Carry-Over) Flow from upstream Subcatchments, Q b = 0.0 0.0 cfs .__ ___ _. ____ .... Total Design Peak Flow , Q =._! _-"1"".B _ _, __ 4;.;..9;....__,!cts 2-2-17 TYPER DP D UD-lnlet_v3.14.xlsm, 0-Peak 2/2/2017, 10:40 AM I I I I I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storrn)0 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: ___________________ c_o_P_P_E..,R_L_E_A_F _________________ _ Inlet ID : D ---------------------------------------------- Gutter Geometrv /Enter data in the blue cells I Maximum Allowable Width for Spread Behind Curb Side Slope Behind Curb {leave blank for no conveyance credit behind curb) Manning's Roughness Behind Curb (typically between 0 .012 and 0.020) Height of Curb at Gutter Flow Line Distance from Curb Face to Street Crown Gutter Width Street Transverse Slope Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Street Longitudinal Slope -Enter O for sump condition Manning's Roughness for Street Section (typically between 0.01 2 and 0.020) Max . Allowable Spread for Minor & Major Storm Max . Allowable Depth at Gutter Flowline for Minor & Major Storm Allow Flow Depth at Street Crown {leave blank for no) MINOR STORM Allowable Capacity is based on Depth Criterion MAJOR STORM Allowable Canacitv is based on Denth Criterion TsACK = SaACK = flsACK = HcuRB = T CROWN = W= Sx = Sw = So = rlsTREET : T MAX :1 dMAX- O,now=! Minor storm max. allowable capacity GOOD -greater than flow given on sheet 'Q-Peak' Major storm max. allowable capacity GOOD -greater than flow given on sheet 'Q-Peak' 2-2-17 TYPER DP D UD-lnlet_v3 .14 .x lsm , Q-Allow 0.0 0.000 0.013 6.00 60 .0 1.00 0.020 0.083 0.000 0.013 Minor Storm 12.0 6.0 D Minor Storm SUMP ft ft/ft inches ft ft ft/ft ft/ft ft/ft Major Storm I 24.0 l~hes 6.0 D check= yes Major Storm I SUMP !cfs 2/2/2017 , 10:40 AM INLET IN A SUMP OR SAG LOCATION Project= _________________________ c_o_P_P_E_R_L_E_A_F _______________________ _ Inlet ID = ___________________________ o __________________________ _ ,r----Lo (C)---,r n ... .,.i,,, .. lnf,..-~w,,. .. 11 ....... n MINOR MAJOR Type of 1.-..1 I.-..tType= COOT Type R Cub Operirg Local Depression (additional to contin..ous gutter depression ·a· from 'O-Alk>W') a 1oe111 = 3.00 3.00 inches Nt.mber of Urit I.-..1s (Grate or Cub Operirg) No= Water Depth at Flov.1ine (outside of local depression) Pondirg Depth= 3.6 6.0 incN:':l G rate lnfonnation M INOR MAJOR □°"""'•Depths Lergth of a Urit Grate Lo(G)= N/A N/A feet Width of a Uril Grate Wo = N/A N/A feet Area Operirg Ratio fo r a Grate (typical values 0.1~.90) Allltio = N/A NIA Cloggirg Factor for a Sirgle Grate (typical va lue 0.50 -0.70 ) C,(G)= N/A NIA Grate Weir Coefficient (typical value 2.15 -3.60) Cw (G)= N/A NIA Grate Orifice Coefficient (typical value 0.60 -0 .80) C0 (G)= N/A NIA C urt> Opening lnfonnation MINOR MAJOR Lergth of a Urit Cub Operirg Lo(C)= 5.00 5.00 feet Heigtt of Vertical Cu't> Openirg in Inches H\llllf1 = 6.00 600 inches Height of Cutl Orifi ce Ttvoat in lrches Htmlel:= 6.00 6.00 inches Argie of Throat (see USDCM Figu-e ST-5) Theta= 63 .40 63.40 degrees Side Width for Depression Pan (typically the gulier width of 2 feet ) W P ;:. 1.00 1.00 feet Cloggirg Factor for a Sirgle Cub Operirg (typical value 0.10) C,(C)= 0.10 0.10 ~ub Operirg Weir Coefficient (typical value 2.~3.7) C.(C)= 3.60 360 ~ub Operirg Orifice Coefficient (typical value 0.60 -0.70 ) C0 (C)= 0 .67 0.67 MINOR MAJOR Total Inlet Interception Capac ity (assumes clogged condition) o.= 2.3 5.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQURED : 1.8 4.9 cfs I 2-2-17 TYPE R DP D UD-lnlet_ v3.14.xlsm, Inlet In Sump 2/2/2017, 10:40 /W, ----5-3-17 Storm A and B.stsw 5/3/2017 --Scenario: 100-YR IN-B4 MH-11 IN81, B2 ,.,, MH-3~ .i, :: MH-13 pg MH-9 P1 P15 IN 01 0-2 0-3 IN 02 MH-17 P5 ------------··-----------·l)MH-15 INA1,A2 l INA3 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + 1-203-755-1666 8 MH-18 ~ P22 MH-20 -- -ii: EXMH MH-19 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84] Page 1 of 1 - -Label Pl P2 P3 P4 PS P6 P9 PlO Pll P12 P13 P14 PlS P16 P17 P18 P21 P22 P23 P-19 P-8 co-27 Start Node 0-2 IN Dl MH-9 MH-14 MH-15 MH-17 MH-9 MH-13 MH-9 MH-10 IN B3 MH-11 0-3 IN D2 POND OUT MH-3 MH-18 MH-20 MH-19 EX MH MH-15 MH-18 -Stop Node IN Dl MH-9 MH-14 MH-15 MH-17 IN Al, A2 MH-13 IN Bl, B2 MH-10 IN B3 MH-11 IN-B4 IN D2 MH-18 MH-3 MH-2 MH-20 MH-19 IN-C2 MH-2 IN A3 MH-21 5-3-17 Storm A and B.stsw 5/3/2017 -Length (Unified) (ft) 6.3 38.2 33.0 33.0 190.4 36.9 190.4 79.8 75.9 10.1 25.6 68.5 6.3 65.2 12.9 16.5 139.5 70.0 131.0 147.8 76.6 48.0 - -Conduit FlexTable: Combined Pipe/Node Report Material Concret e Concret e Concret e Concret e PVC Concret e PVC Concret e PVC PVC PVC PVC Concret e Concret e PVC PVC PVC PVC PVC PVC PVC PVC Diam eter (in) 30.0 24.0 18.0 18.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0 30.0 18.0 12.0 12.0 12.0 12.0 12.0 12.0 15.0 12.0 Flow (ds) 13.20 9.90 4.30 4.30 2.80 2.80 3.40 3.40 2.20 2.20 0.40 0.40 9.70 3.20 1.00 1.00 1.60 1.60 1.60 1.00 1.50 1.60 Velocity Invert (Start) (ft/s) (ft) 2.69 75.74 3.15 75.76 2.43 75.96 2.43 76.13 2.28 76.29 2.28 77.24 2.77 75.96 2.77 76.91 1.79 75.96 1.79 76.34 0.33 76.39 0.33 76.52 1.98 75.76 1.81 75.79 1.27 75.64 1.27 75.60 2.04 76.11 2.04 77.30 2.04 77.89 1.27 74.90 1.22 76.29 2.04 76.11 Invert (Stop) (ft) 75.76 75.96 76.13 76.29 77.24 77.43 76.91 77.31 76.34 76.39 76.52 76.86 75.79 76.11 75.60 75.54 77.30 77.89 79.00 75.54 76.68 77.56 Bentley Systems, Inc. Haestad Methods Solution Center Slope (Calculat ed) (ft/ft) -0.003 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 0.003 0.004 -0.009 -0.008 -0.008 -0.004 -0.005 -0.030 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Hydraulic Grade Line (In) (ft) 80.71 80.76 80.97 81.07 81.34 81.46 81.23 81.52 80.97 81.01 81.04 81.04 80.70 80.79 78.02 78.00 80.99 81.13 81.33 77.97 81.15 80.88 Hydraulic Grade Line (Out) (ft) 80.70 80.69 80.92 81.02 81.13 81.39 80.92 81.30 80.92 81.00 81.04 81.04 80.70 80.73 78.02 77.99 80.82 81.04 81.18 77.90 81.13 80.82 Energy Grade Line (In) (ft) 80.82 80.92 81.06 81.17 81.42 81.54 81.35 81.64 81.02 81.06 81.04 81.04 80.76 80.85 78.05 78.02 81.06 81.19 81.40 77.99 81.18 80.95 -Energy Grade Line (Out) (ft) 80.81 80.84 81.01 81.11 81.21 81.47 81.04 81.42 80.97 81.05 81.04 81.04 80.76 80.78 78.04 78.01 80.89 81.11 81.24 77.93 81.15 80.89 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84] Page 1 of 2 ---Label Start Stop Node Node co-I MH-21 I IN-Cl I 28 5-3-17 Storm A and B.stsw 5/3/2017 - --Conduit FlexTable: Combined Pipe/Node Report Length Material oiain Flow Velocity Invert (Start) Invert (Stop) Slope Hydraulic Hydraulic Energy Energy (Unified) eter (ds) (ft/s) (ft) (ft) (Calculat Grade Line Grade Line Grade Line Grade Line (ft) (in) 48.0 I PVC . I 12.0 I ed) (ft/ft) 1.60 I 2.041 -77.561 ~ 79.oo I -0.030 I Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown. CT 06795 USA + 1-203-755-1666 (In) (ft) 80.991 (Out) (In) (Out) (ft) (ft) (ft) 80.931 81.061 81.00 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84] Page 2 of 2 - - - -Label Start Node CO-27 MH-18 CO-28 MH-21 Pl 0-2 P2 IN D1 P3 MH-9 P4 MH-14 PS MH-15 P6 MH-17 P-8 MH-15 pg MH-9 PlO MH-13 Pll MH-9 P12 MH-10 P13 IN B3 P14 MH-11 P15 0-3 P16 IN D2 P17 POND OUT P18 MH-3 P-19 EX MH P21 MH-18 P22 MH-20 P23 MH-19 5-3-17 Storm A and B.stsw 5/3/2017 Invert (Start) (ft) 76.11 77.56 75.74 75.76 75.96 76.13 76.29 77.24 76.29 75.96 76.91 75.96 76.34 76.39 76.52 75.76 75.79 75.64 75.60 74.90 76.11 77.30 77.89 Stop Node MH-21 IN-Cl IN D1 MH-9 MH-14 MH-15 MH-17 IN Al, A2 IN A3 MH-13 IN Bl, B2 MH-10 IN B3 MH-11 IN-B4 IN D2 MH-18 MH-3 MH-2 MH-2 MH-20 MH-19 IN-C2 Invert (Stop) (ft) 77.56 79.00 75.76 75.96 76.13 76.29 77.24 77.43 76.68 76.91 77.31 76.34 76.39 76.52 76.86 75.79 76.11 75.60 75.54 75.54 77.30 77.89 79.00 FlexTable: Conduit Table Length (Unified) (ft) 48.0 48.0 6.3 38.2 33.0 33.0 190.4 36.9 76.6 190.4 79.8 75.9 10.1 25.6 68.5 6.3 65.2 12.9 16.5 147.8 139.5 70.0 131.0 Slope (calcula ted) (ft/ft) -0.030 -0.030 -0.003 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 0.003 0.004 -0.004 -0.009 -0.008 -0.008 Section Diam Type eter (in) Circle 12.0 Circle 12.0 Circle 30.0 Circle 24.0 Circle 18.0 Circle 18.0 Circle 15.0 Circle 15.0 Circle 15.0 Circle 15.0 Circle 15.0 Circle 15.0 Circle 15.0 Circle 15.0 Circle 15.0 Circle 30.0 Circle 18.0 Circle 12.0 Circle 12.0 Circle 12.0 Circle 12.0 Circle 12.0 Circle 12.0 Manning's n 0.010 0.010 0.013 0.013 0.013 0.013 0.010 0.013 0.010 0.010 0.013 0.010 0.010 0.010 0.010 0.013 0.013 0.010 0.010 0.010 0.010 0.010 0.010 Bentley Systems. Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Flow (ds) 1.60 1.60 13.20 9.90 4.30 4.30 2.80 2.80 1.50 3.40 3.40 2.20 2.20 0.40 0.40 9.70 3.20 1.00 1.00 1.00 1.60 1.60 1.60 capacity (Full Flow) (ds) 8.05 8.02 23.11 16.37 7.54 7.31 5.93 4.64 5.99 5.93 4.57 5.94 5.91 5.98 5.91 28.32 7.36 2.58 2.79 3.05 4.28 4.25 4.26 Velocity (ft/s) 2.04 2.04 2.69 3.15 2.43 2.43 2.28 2.28 1.22 2.77 2.77 1.79 1.79 0.33 0.33 1.98 1.81 1.27 1.27 1.27 2.04 2.04 2.04 Hydraulic Grade Line (In) (ft) 80.88 80.99 80.71 80.76 80.97 81.07 81.34 81.46 81.15 81.23 81.52 80.97 81.01 81.04 81.04 80.70 80.79 78.02 78.00 77.97 80.99 81.13 81.33 Hydraulic Grade Line (Out) (ft) 80.82 80.93 80.70 80.69 80.92 81.02 81.13 81.39 81.13 80.92 81.30 80.92 81.00 81.04 81.04 80.70 80.73 78.02 77.99 77.90 80.82 81.04 81.18 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84] Page 1 of 1 -ID Label 45 POND OUT 46 IN D2 47 IN D1 48 IN B3 49 IN A3 50 IN Al, A2 51 IN Bl, B2 75 IN-B4 77 IN-Cl 78 IN-C2 5-3-17 Storm A and B.stsw 5/3/2017 -Elevation (Ground) (ft) 80.70 80.28 80.19 80.89 81.86 84.18 83.49 80.40 81.50 81.50 Elevation (Rim) (ft) 80.70 80.78 80.69 81.70 81.86 84.18 83.49 82.00 81.50 81.70 - --FlexTable: Catch Basin Table Elevation (Invert) (ft) Flow (Additional Hydraulic Grade Hydraulic Grade Subsurface) Line (In) Line (Out) ( ds) (ft) (ft) 75.64 1.00 78.02 75.79 6.50 80.73 75.76 3.30 80.75 76.39 1.80 81.04 76.68 1.50 81.15 77.43 2.80 81.46 77.31 3.40 81.52 76.86 0.40 81.04 79.00 1.60 80.99 79.00 1.60 81.33 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + 1-203-755-1666 78.02 80.70 80.69 81.01 81.15 81.46 81.52 81.04 80.99 81.33 Energy Grade Line (In) (ft) 78.05 80.78 80.90 81.04 81.18 81.54 81.64 81.04 81.06 81.40 -Energy Grade Line (Out) (ft) 78.05 80.76 80.80 81.06 81.18 81.54 81.64 81.04 81.06 81.40 Bentley StormCAD V8i (SELECTseries 3) (08.11.03.84] Page 1 of 1 -- -- - - - -Label MH-2 MH-3 MH-9 MH-10 MH-11 MH-13 MH-14 MH-15 MH-17 MH-18 MH-19 MH-20 MH-21 Elevation (Ground) (ft) 80.77 80.77 80.90 82.35 81.44 86.04 80.61 80.85 86.04 81.85 81.53 82.11 81.50 5-3-17 Storm A and B.stsw 5/3/2017 Elevation (Rim) (ft) 80.77 80.77 80.90 82.35 81.44 86.04 80.61 80.85 86.04 81.85 81.53 82.11 81.50 Bolted Cover? False False True False False False True True False False False False False FlexTable: Manhole Table Elevation (Invert) (ft) 75.54 75.60 75.96 76.34 76.52 76.91 76.13 76.29 77.24 76.11 77.89 77.30 77.56 Flow (Total Hydraulic Grade Hydraulic Grade Out) Line (Out) Line (In) (ds) (ft) (ft) 1.00 77.97 77.99 1.00 78.00 78.02 9.90 80.76 80.92 2.20 80.97 81.00 0.40 81.04 81.04 3.40 81.23 81.30 4.30 80.97 81.02 4.30 81.07 81.13 2.80 81.34 81.39 3.20 80.79 80.82 1.60 81.13 81.18 1.60 80.99 81.04 1.60 80.88 80.93 Bentley Systems. Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown. CT 06795 USA +1-203-755-1666 Energy Grade Line (In) (ft) 78.01 78.04 80.97 81.05 81.04 81.42 81.11 81.15 81.47 80.89 81.24 81.11 81.00 --Energy Grade Line (Out) (ft) 77.99 78.02 80.92 81.02 81.04 81.35 81.06 81.17 81.42 80.85 81.19 81.06 80.95 -Bentley StormCAD V8i (SELECTseries 3) [08.11 .03.84] Page 1 of 1 -Label EX MH 0-2 0-3 --Elevation (Ground) (ft) 79.40 80.70 80.70 5-3-17 Storm A and B.stsw 5/3/2017 --Set Rim to Ground Elevation? True True True - - - -FlexTable: Outfall Table Elevation (Invert) (ft) Elevation (User Defined Tailwater) (ft) Hydraulic Grade-Flow (Total Out) (ft) (ds) 74.90 77.90 77.90 75.74 80.70 80.70 75.76 80.70 80.70 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1.00 13.20 9.70 --Energy Grade Line (ft) 77.90 80.70 80.70 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84] Page 1 of 1 -g C 0 ·i w 90.00 85.00 80.00 75.00 -0+50 5-3-17 Storm A and B.stsw 5/3/2017 -Profile Report Engineering Profile -IN A1, A2 TO 0-2 (5-3-17 Storm A and B.stsw) 0+00 Trele -l''"':-;~·nfttm-0.005-tvft . --·· -Circle -18.0 in Concrete 0+oO 1 +00 1 +50 2+00 2+50 Station (ft) Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3+00 N A1, A2 im: 84.18 ft nvert: 77.43 ft 3+50 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84] Page 1 of 1 -----------Profile Report Engineering Profile -IN-A3 TO 0-2 (5-3-17 Storm A and B.stsw) 0-2 MH-9 MH-15 85.00 Rim: 80.85 ft Invert: 76.29 ft r Rim: 80.70 ft / Rim: 80.90 ft , , r Invert: 75.74 ft Invert: 75.96 tt/ I 7 I 7 ~N A3 g C: -~ 80.00 co > a., [iJ 75.00 -0+50 5-3-17 Storm A and B.stsw 5/3/2017 IN D1 Circle -24.0 in concrete 0+00 0+50 1 +00 Station (ft) 4 80.6%ft : 7,,6.13 ft 1+50 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 im: 81.86 ft nvert: 76.68 ft 2+00 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84] Page 1 of 1 -g C: 0 -fi5 > Q) w --90.00 -- ------Profile Report Engineering Profile -IN B1, B2 TO 0-2 (5-3-17 Storm A and B.stsw) 0-2 Rim: 80. 70 ft Invert: 75.74 ft IN D1 Rim: 80.69 ft lnvert:175.76 ft H-13 im: 86.04 ft vert: 76.91 lft --85.00 IN B1l B2 Rim: !3.49 ft I I / / I .. .u-11 n I =-+--=== 11 I:::::::----.,_ ---I / ln_v_ertt 77 .31 ft 80.00 P1: 6.3 ft Circle -30.tlT Concrrrr I,-"'cir~,~·_ ·,s:-o in PVC I I I I I ~ ~1 __ __.pzbs_z.tt@ -doos ft/ft . j 75.00 -0+50 Circle -24.0 in Concrete 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Station (ft) 3+50 5-3-17 Storm A and B.stsw 5/3/2017 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + 1-203-755-1666 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84] Page 1 of 1 - - - - - - - --Profile Report Engineering Profile -IN B4 TO 0-2 (5-3-17 Storm A and B.stsw) £ ----c: 0 ·..::; ro > Q) w 85.00 80.00 0-2 Rim: 80.70 ft Invert: 75.74 ft IN D1 Rim: 80.69 ft Invert: 75.76 ft MH-9 Rim: so.sq ft Invert: 75.96 ft MH-10 Rim: 82.35 ft Invert: 76.34 ft IN B3 Rim: 81.70 ft MH-11 Rim: 81 -~4 ft Invert: 7f-52 .005 ft/ft PVC IN-B4 Ri~: 82.00 ft Invert: 76.86 ft 4.0 in Cf<pf'ereu:: C~rcle I II II f I I P11[ 75.9 ft @0-,~~C:Vft Pi~ ss.5 ft@-0.005 ft/ft c ircle -15:" · ircle -15.0 in PVC 75.00 -0+50 5-3-17 Storm A and B.stsw 5/3/2017 0+00 0+50 1+00 1+50 Station (ft) Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2+00 2+50 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84] Page 1 of 1 ------- - -Profile Report Engineering Profile -IN-C1 TO 0-3 (5-3-17 Storm A and B.stsw) 2 -C: 0 ·,.:::; ~ Q,) [j] 85.00 80.00 P15: 6.3 ft Circle -30. 0-3 Rim: 80.70 ft Invert: 75. 76 ft MH-18 Rim: 81.85 ft Invert: 76. 11 ft .50 ft 77.56 ft IN----n I t I ,.._ Rim:l 81.50 ft : 79.00 ft 0 n. ~ @ -0 Sf:,1 co-'2.S·-Ao~'-' ''" . ~"\J C\'"c\el -"\ '2. .0 ''°' \\f\\ · 65.2 ft 75.00 -0+50 Circle -18.0 in Concrete 5-3-17 Storm A and B.stsw 5/3/2017 0+00 0+50 1 +00 Station (ft) Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + 1-203-755-1666 1+50 2+00 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84] Page 1 of 1 - - -- -------Profile Report Engineering Profile -IN-C2 TO 0-3 (5-3-17 Storm A and B.stsw) 0-3 Rim: 80. 70 ft 85.00 §: I /, I ~r IN D2 Rim 81.85 ft Rim: 82.11 ft ~i~;1 _53 ft I Rim: 80.78ft Invert: 76.11 ft Invert: rn.3o ft Invert: 75.79 ft Invert: 77.89 t1 ---L----C 0 80.00 = ca > <1> iii 75.00 \ L----' P11 · 1 5.2 ft@ -p.00 ft/ft p;r£: l/~~0° ~,~ Cir~,, -18.0 in pon• ete C cle -12. m PV< I I I . J;.. _Q nna ft'... I @ /1 P1 s, 6.3 ft <(• 0.005 ""I PZ1, 139 .5 ft · : · j'' 131.0 ft , .o.oos ftH !circle -30.I . -~--r Circle -12 0 In PVC Circle -"'lo ln PVC -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 Station (ft) -N-1::n'.::7 Rim: 8 .70 ft 79.00 ft Invert:· 4+50 -5-3-17 Storm A and B.stsw 5/3/2017 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + 1-203-755-1666 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84] Page 1 of 1 - ----------- -g C: 0 ·i w 5-3-17 Storm A and B.stsw 5/3/2017 Profile Report Engineering Profile -POND OUT TO EX MH (5-3-17 Storm A and B.stsw) 85.00 80.00 75.00 70.00 -0+50 MH-2 MH-3 EXMH Rim: 79.4jb ft Invert: 74.90 ft '-" ...... . .. ·-Kl10 77ft ;;,: ,_ • --I • " lnve : 75.60 ft OND OUT im: 80.70 ft I vert: 75.64 ft ft P-19: 14 Circl P17:l 12.9 ft@ 0)003 ft/ft C~rcle -12.0 in PVC 0+00 0+50 1+00 1+50 Station (ft) Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA + 1-203-755-1666 2+00 Bentley StormCAD V8i (SELECTseries 3) [08.11 .03.84] Page 1 of 1 - I I I I APPENDIXD WATER QUALITY & DETENTION POND AND LID INFORMATION D I I I I I I I I I I I I 25 0 SCALE: 1 " = 50' \1 { \ ~--I --\ \\ I ~' \ \ I \ 'l \ I \J '~ I~ Ii lo 10 .... I~~ ~9.: 1~&1 I~ I~ I~ -------l-I ! ~ I ', ------------/-1· I' I I I I I I FF= I 85.0 I I I I I FF= 85.7 1 I I I /YII I // I i I I I / I ' I ' I I 71i'ACTB HORSETOOTH COMMONS PUD ---1 m ~--~..! NOTE: CITY RECOMMENDED RATIO IS 3: 1 FOR IMPERVIOUS AREAS. THIS SITE IS 1 .7: 1. 100 COPPERLEAF SUBDIVISION LID EXHIBIT ~ ' ' I I I I IL------, 71i'ACTA HORSETOOTH COMMONS PUD I' I I I I I I I I :11 I LEGEND LID TREATMENT PERVIOUS PAVER AREA ( 17, 1 1 5 SF) IMPERVIOUS AREA TREATED BY LID (29,211 SF) LID Table 50% On-Site Treatment by LID Requirement New Impervious Area 93,585 sf Requ i red Minimum Impervious Area to be Treated 46,793 sf Treatment #1 -Pervious Pave rs 17,115 sf Area to Treatment #1 (Basin D) 29,211 sf Total Area Treated 46,326 sf Actual % On-Site Treated by LID 50 % 25% Porous Pavement Requirement New Pavement Area 46,228 sf Requ ired Minimum Area of Perv ious Pavement 11,557 sf Area of Pervious Pavers Provided 17,115 sf Actual % of Pervious Pavement Provided 37 % 3:1 Ratio Requirement Impervious Area to Pervious Pavers 29 ,211 sf Total Perv ious Pavement Area 17,115 sf Ratio 1.7 I I I I I I Design Procedure Form: Extended Detention Basin (EDS) -Sedimentation Facility POND Project Name : Copperleaf 1285-045-00 Project Number: Company : Designer : Date : INTERWEST CONSUL TING GROUP ES 3/22/2017 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i=la/100) B) Contributing Watershed Area (Area) C) Water Quality Capture Volume (WQCV) (WQCV = 1.0 * (0 .91 * i3 -1.19 * i2 + 0 . 78i) ) D) Design Volume : Vol= WQCV/12 *Area * 1.2 2 . Outlet Works A) Outlet Type (Check One) B) Depth at Outlet Above Lowevst Perforations (H) C) Required Maxiumum Outlet Area per Row , (Ao) (Figure EDB-3) D) Perforation Dimensions (enter one only) i) Circular Perforation Diamter OR ii) 2" Height Rectangular Perforation Width E) Number of Columns (nc , See Table 6a-1 for Maximum) F) Actual Design Outlet Area per Row (Ao) G) Number of Rows (nr) H) Total outlet Area (Aot) 3 . Trash Rack A) Needed Open Area : At = 0 .5 * (Figure 7 Value) * Ao! B) Type of Outlet Opening (Check One) C) For 2", or Smaller, Round Opening (Ref : Figure 6a) I) Width of Trash Rack and Concrete Opening (Wconc) from Table 6a-1 ii) Height of Trash Rack Screen (HTR) = H -2" for flange of top support iii) Type of Screen Based on Depth H) Describe if "other" iv) Screen Opening Slot Dimension, Describe if "other" v) Spacing of Support Rod (O .C .) Type and Size of Support rod (Ref : Table 6a-2) vi) Type and size of Holding Frame (Ref : Table 6a-2) la= 65 % i = 0 .65 A= 2 .72 acres WQCV = 0.254134 watershed inches Vol. = 0 .069124 ac -ft H= Ao= D= W= nc = Ao= nr = Aot = Al= X Orifice Plate Perforated Riser Pipe Other : 1.4 ft 0 .3 square inches 5/8 inches , OR inches 1 number 0 .31 square inches 4 number 1.24 square inches 42 .17255 square inches x < 2" Diameter Round 2" High Rectangular Other : Wconc = 3 inches HTR = 14 .8 inches x S .S . #93 VE Wire (US Filter) Other: x 0 .139" (US Filter) Other : 3/4 inches #156 VEE 3/8" x 1.0" flat bar I I I .... Q) ~ DRAINAGE CRITERIA MANUAL (V.3) STRUCTURAL BEST MANAGEMENT PRACTICES EXAMPLE: Dwa = 4.5 ft 4.0 WQCV = 2.1 acre-feet ,_. _____ _......,,..._,,.___.__,,....._...,,.___,~----- 2.0 1.0 SOLUTION : Required Area per Row= 1 .75 in.2 EQUATION : WQCV a=-- K40 in which, K 40 =o.013owd1 +o .22owa -. 0 .01 '---'----~___.. _____ _.__ ___ ...._ _ __;_ __ ___, ___ _._..__ ___ ,__ _ _.,_....., 0.02 0.04 0.06 0.10 0.20 0.40 0.60 1.0 2.0 4.0 6.0 Required Area per Row.a (in.2 ) FIGURE EDB-3 Water Quality Outlet Sizing: Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume 9-1-99 S-43 Urban Drainage and Flood Control District I I I I I I I I I Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet. __,,. I Hole Dia Hole Dia Min. Sc \ Area per Row (sq in) (in) • (in) (in) n-1 nc2 n•3 1/4 0.250 1 0.05 0 .10 0.15 5/16 0.313 2 0.08 0.15 0.23 3/8 0.375 2 0.11 0.22 0.33 7/16 0.438 2 0 .15 0 .30 0 .45 1/2 0.500 2 0.20 0.39 0.59 9/16 0 .563 3 0.25 0.50 0.75 5/8 I 0 .625 / 3 0 .314->-0.6.1 0.92 11/16 0.688 3 0.37 0 .74 1.11 3/4 0.750 3 0 .44 0.88 1.33 13/16 0.813 3 0 .52 1.04 1.56 7/8 0.875 3 0.60 1.20 1.80 15/16 0 .938 3 0.69 1.38 2.07 1 1.000 4 0.79 1.57 2.36 1 1/16 1.063 4 0 .89 1.77 2 .66 1 1/8 1.125 4 0.99 1.99 2.98 1 3/16 1.188 4 1.11 2.22 3.32 1 1/4 1.250 4 1.23 2.45 3.68 1 5/16 1.313 4 1.35 2.71 4.06 1 3/8 1.375 4 1.48 2.97 4.45 1 7/16 1.438 4 1.62 3.25 4.87 1 1/2 1.500 4 1.77 3.53 5.30 1 9/16 1.563 4 1.92 3 .83 5.75 1 5/8 1.625 4 2.07 4.15 6.22 1 11/16 1.688 4 2.24 4.47 6.71 1 3/4 1.750 4 2 .41 4 .81 7.22 1 13/16 1.813 4 2.58 5.16 7.74 1 7/8 1.875 4 2.76 5 .52 8 .28 1 15/16 1.938 4 2.95 5.90 8 .84 2 2.000 4 3.14 6.28 9.42 n -Number of columns of perforations Minimum steel plate thickness 1/4 " 5/16 • 3/8 • • Designer may Interpolate to the nearest 32nd Inch to better match the required area, If desired. Rectangular Perforation Sizing ..... ~: Only one column of rectangular perforations allowed . Rectangular Height = 2 i nches Rectangular Min . Steel Hole Width Thickness 5" Requ ired Area per Row (sq in) Rectangular Width {inches) = ------ 2 ..c.,-, -----'-- 6" 7" 8" Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) Fle: OetaALdwg g" 10" >10" Figure 5 WQCV Outlet Orifice Perforation Sizing 1/4 " 1/4 - 5/32 " 5/16 " 11/32 " 3/8" 1/2 " I I . I I I I I I I ~ Table 6a-1: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings. Minimum Width (W cone) of Concrete Opening for a Well-Screen-Type Trash Rack . See Figure 6-a for Explanation of Tenns. Maximum Dia. Width of Trash Rack OoeninR (W cone_) Per Column of Holes as a Function of Water Depth H of Circular i Maximum Opening Number of (inches) H=2.0' H=3.0' H=4.0' H=5 .0' H=6.0' Columns < 0.25, 3 in . 3 in. 3 in. 3 in. 3 in. 14 <0.50 3 in. 3 in . 3 in. 3 in . 3 in. 14 <0.75 \ 3 in L 6 in ~ 6 in. 6 in. 6 in. 7 < 1.00 6 in. 9 in. 9 in. 9 in. 9 in . 4 < 1.25 9 in. 12 in. 12 in. 12 in . 15 in. 2 < 1.50 12 in . 15 in. 18 in . 18 in. 18 in. 2 ~ 1.75 18 in. 21 in . 21 in. 24 in. 24 in . 1 <2.00 21 in. 24 in. 27 in. 30 in. 30 in. 1 Table 6a-2: Standardized WQCV Outlet Design Using 2" Diamet~~ Circular Openings . US Filter™ Stainless Steel Well-Screen 1 (or equal) Trash Rack Design Specifications . Max. Width Screen #93 VEE Support Ro~ of Opening Wire Slot Opening Type 9" 0.139 #156 VEE 18" 0.139 TE .074"x50" 24" 0.139 TE .074"x.75'' 2T' 0.139 TE .074"x.75" 30" 0.139 TE .074''xl.0" 36" 0.139 TE .074"xl.O" 42"" 0.139 TE .l 05"xl.0" I US Filter, St. Paul, Minnesota, USA DESIGN EXAMPLE: Support Rod, Total Screen On -Center, Thickness SoacinR ¼" 0.31' I" 0 .655. I" -1.03", I" 1.03" I" 1.155" I" 1.155" I" 1.155" Given: A WQCV outlet with three columns of 5/8 inch (0.625 in) diameter openings . Water Depth H above the lowest opening of 3.5 feet Find: The dimensions for a well screen trash rack within the mounting frame . Carbon Steel Frame Type 3/,''xl.0'JJat bar , ¼"x 1.0 anR!e l.0"x !½"angle 1.0"x l½"anRle I 1/.''x l½"an~e 1 1/.''x 1 ½" angle I 1/◄''x I ½"anRle Solution: From Table 6a-l with an outlet opening diameter of 0. 75 inches (i.e ., rounded up from 5/8 inch actual diameter of the opening) and the Water Depth H = 4 feet (i.e., rounded up from 3.5 feet). The minimum width for each column of openings is 6 inches . Thus, the total width is W cone.= 3~ = 18 inches . The total height, after adding the 2 feet below the lowest row of openings, and subtracting 2 inches for the flange of the top support channel, is 64 inches. Thus, Trash rack dimensions within the mounting frame = 18 inches wide x 64 inches high From Table 6a-2 select the ordering specifications for an 18': or less, wide opening trash rack using US Filter ( or equal) stainless steel well-screen with #93 VEE wire, 0.139" openings between wires , TE .074" x .50" support rods on 1.0" on-center spacing, total rack thickness of 0.655" and¼" x 1.0" welded carbon steel frame. Table 6a 0 Ql .... < ..... Ql :.:; ::, 0 o ..... 0 I- 0 ..... 0 Q) .... < C Ql a. 0 ~ 0 0 a::: .c 1/1 0 .... I-.... 0 0 I :;:; 0 a::: II I .... 0 <( ' .... < I I I I I 200 100 80 60 40 20 10 8 6 4 2 0 4 8 12 16 20 24 D = Outlet Diameter or Minimum Dimension, in Inches Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) Fie: Oetola.dwg Figure 7 Minimum Trash Rock Open Area -Extended Range I I I I APPENDIXE DETENTION INFORMATION E I I I I LOCATION: PROJ ECT NO: DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event COM PUTAT IONS BY : 3524 Shields 1285 -045-00 ES DATE: 2/2/20 17 Equations : Area trib . to pond= Developed flow = Q0 = CIA C(100)= Vol. In = Vi = T C I A= T Q 0 Developed C A = Vol. Out = Vo =K O po T Release rate, Qp0 = storage = S = Vi -Vo K= Inte rwes t Cons ulting Group 2.72 acre 0.89 2.4 acre 1.00 cfs 1 (from fig 2 .1) Rainfall intensity from City of Fort Collins IDF Curve with updated (3 .67") rainfall Storm Rainfall Duration, T Intensity, I (min) (in/hr) 5 9 .95 10 7 .77 20 5.62 30 4.47 40 3 .74 50 3 .23 60 2 .86 70 2 .57 80 2.34 90 2 .15 100 1.99 110 1.86 120 1.75 130 1.65 140 1.56 150 1.48 160 1.41 170 1.35 180 1.29 190 1.24 200 1.19 210 1.15 220 1.11 230 1.07 240 1.04 250 1.00 260 0.97 Required Storage Volume: 2-2-17 Final Detention ES.xls ,FAA-100yr QD Vol.In (cfs) Vi (ft3) 24.1 7226 18.8 11281 13.6 16328 10 .8 19471 9.1 21729 7.8 23485 6 .9 24922 6 .2 26139 5.7 27195 5.2 28128 4 .8 28966 4 .5 29727 4 .2 30424 4.0 31068 3 .8 31666 3 .6 32226 3 .4 32752 3 .3 33248 3.1 33718 3 .0 34165 2 .9 34591 2.8 34998 2 .7 35387 2.6 35761 2.5 36121 2.4 36467 2.4 36801 23268 ft3 0.53 acre-ft Vol. Out Storage Storage Vo s s (ft3) (ft3) (ac-ft) 300 6926 0.16 600 10681 0.25 1200 15128 0 .35 1800 17671 0.41 2400 19329 0.44 3000 20485 0.47 3600 21322 0.49 4200 21939 0.50 4800 22395 0.51 5400 22728 0.52 6000 22966 0 .53 6600 23127 0 .53 7200 23224 0 .53 7800 23268 0.53 8400 23266 0 .53 9000 23226 0 .53 9600 23152 0.53 10200 23048 0 .53 10800 22918 0 .53 11400 22765 0 .52 12000 22591 0.52 12600 22398 0 .51 13200 22187 0 .51 13800 21961 0.50 14400 21721 0 .50 15000 21467 0.49 15600 21201 0.49 I I I I I Proied Name: ( ... o ,:.>.11 .~ L, A !- -·'I I I _,.-• I . •I '\. '-·" Chent . 1 ,t. c-, it: 1 11., eo:i .......... I I· ;5''r?V(. IL= ~01-n j 1/-5oGo~ ,{ A t}. 01 {5 A,/~ 7 --- -----·-------,--··-- . /6111<c !,, ~ = I 11 fi t I \L~ /!/_3._1-_!{µ -= ~._Qo-3 3 . A-C.£ J __ _J __ _ .. I I I I I I:) F'i <;_ tL : t-/ ?-~ .(" I •-v~ T~ 3 -31-J -..::-;, -a 0011: 1 ire. c 1--1 I I I 1 --Jo },k J = 0 0 3~/ .. _/rcJ }-_ l 1218 W . ASH, STE A • WINDSOR, COLORADO 80550 TEL .970 ,674,3300 • f,\X ,970 ,674,3303 + - I I i J i I I 7 I I I I I l LOCATION: PROJECT NO: Proposed Pipe -Stage/Storage Equivalent for Combined Calculation COMPUTATIONS BY: 3524 Shield s 1285-045-00 ES SUBMITTED BY : DATE: WQCV- INTERWEST CONSULTING GROUP 3/22/2017 V = 1/3 d (A+ B + sqrt(A*B)) where V = volume between contours , ft3 d = depth between contours, ft A = surface area of contour Incremental Total Stage Storage Storage (ft) (ac-ft) (ac-ft) 75.6 76.0 0.004 0.004 76.5 0.005 0.009 77.0 0.005 0.014 77.5 0.005 0.019 78.0 0.005 0.024 78.5 0.005 0.029 79.0 0.005 0.034 *Pipe Total Volume= 0 .034 ac-ft between elevations 75.6' and 79.0' (3.4') For Overall Volume Calculations, this volume was prorated over that elevation range. 3-22-17 Final Detention ES.xis Proposed Paver Rock Volume -Stage/Storage LOCATION: 3524 Shields PROJECT NO: 1285-045-00 COMPUTATIONS BY : ES SUBMITTED BY : INTERWEST CONSULTING GROUP DATE: 3/22/2017 V = 1/3 d (A+ B + sqrt(A*B)) where V = volume between contours, ft 3 d = depth between contours, ft A = surface area of contour Surface Incremental Incremental Total Total Stage Area Rock Volume 30% Void Volume Void Volume Void Volume (ft) (ft2 ) (ft 3 ) (ft3 ) (ft3 ) AC -Ft 5076 .5 12900 WQCV-5077.0 12900 6450 1935 1935 0.04 5077.5 12900 6450 1935 3870 0.09 5078 .0 12900 6450 1935 5805 0.13 5078.5 12900 6450 1935 7740 0.18 5079 .0 12900 6450 1935 9675 0.22 5079.4 12900 5160 1548 11223 0.26 5079.5 12900 1290 387 11610 0.27 5079.6 12900 1290 387 11997 0.28 5079.7 12900 1290 387 12384 0.28 5079.8 11500 1219 366 12750 0.29 5079.9 8300 986 296 13045 0.30 5080 .0 7000 764 229 13275 0.30 I 5080 .1 5800 639 192 13466 0 .31 5080 .2 4700 524 157 13624 0.31 5080.3 3700 419 126 13749 0.32 5080.4 2800 324 97 13847 0.32 5080 .5 2200 249 75 13921 0.32 5080.6 1600 189 57 13978 0.32 5080.7 1200 140 42 14020 0.32 * Note : 2-inch bedding and paver blocks not included in volume. I 3-22-17 Final Detention ES.xis Proposed Detention Pond -Stage/Storage -Surface Water LOCATION : 3524 Shields PROJECT NO : 1285-045-00 COMPUTATIONS BY : ES SUBMITTED BY : INTERWEST CONSULTING GROUP DATE: 3/22/2017 V = 1/3 d (A+ B + sqrt(A*B)) where V = volume between contours , ft3 d = depth between contours, ft A = surface area of contour Surface Incremental Total Stage Area Storage Storage (ft) (ft2 ) (ac -ft) (ac-ft) 5075.6 0 5076 .0 650 0.002 0.002 5076.5 980 0.009 0.011 WQCV-5077.0 1070 0.012 0.023 5077.5 1170 0.013 0.036 5078.0 1270 0 .014 0 .050 5078 .5 1370 0 .015 0.065 5079.0 1480 0.016 0.081 5079.5 1730 0.018 0.100 5080.0 2240 0 .023 0.123 5080.1 2350 0.005 0.128 5080.2 3250 0 .006 0.134 5080.3 7710 0.012 0 .146 5080.4 9620 0.020 0.166 5080 .5 11480 0.024 0.190 5080.6 13330 0.028 0.219 100-yr WSEL-5080.7 14960 0.032 0.251 3-22-17 Final Detention ES.xis Detention Storage (ac-ft) 0.000 0.013 0 .027 0.042 0.058 0.077 0.099 0.105 0.111 0.123 0 .143 0.167 0.196 0.228 I I I I I I I I I I I I Total Storage Volume for Compliance LOCATION: 3524 Shields PROJECT NO: 1285-045-00 COMPUTATIONS BY : ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 3/22 /2017 V = 1/3 d (A+ B + sqrt(A*B)) where V = volume between contours , ft 3 d = depth between contours , ft A = surface area of contour Incremental Incremental Elevation User Defined Paver Pond Stage Stage Storage Storage (ft) (ft) (ac-ft) (ac-ft) 5075 .6 0 0.000 0 .000 5076 .0 0.4 0 .000 0 .002 5076.5 0 .9 0 .000 0 .009 WQCV 5077.0 1.4 0.044 0.012 5077 .5 1 .9 0.044 0 .013 5078 .0 2.4 0 .044 0 .014 5078.5 2 .9 0 .044 0 .015 5079.0 3.4 0 .044 0 .016 5079.4 3 .8 0.036 0 .000 5079.5 3 .9 0.009 0 .018 5079 .6 4 0.009 0 .000 5079.7 4 .1 0 .009 0 .000 5079 .8 4 .2 0.008 0 .000 5079 .9 4.3 0 .007 0 .000 5080 .0 4.4 0 .005 0 .023 5080 .1 4.5 0 .004 0 .005 5080 .2 4 .6 0.004 0 .006 5080 .3 4.7 0.003 0 .012 5080.4 4.8 0 .002 0 .020 5080 .5 4 .9 0.002 0 .024 5080.6 5 0.001 0 .028 100-VR 5080.7 5.1 0 .001 0.032 Total 0.322 0 .251 *Reverse calculation for Compliance Spreadsheet 3-22-17 Final Detention ES.xis Incremental Incremental Incremental Pipe Total Total Surface Storage Storage Storage Area* (ac-ft) (ac-ft) (ac-ft) (ft2 ) 0 .000 0 .00 0.000 0 0 .004 0 .01 0 .006 652 0 .005 0 .01 0.020 1,245 0.005 0.06 0.081 5 ,330 0 .005 0 .06 0.144 5,425 0 .005 0 .06 0.207 5 ,525 0.005 0.06 0 .272 5 ,625 0.005 0 .07 0.338 5 ,730 0 .000 0.04 0 .373 3 ,870 0 .000 0.03 0.400 11 ,887 0 .000 0 .01 0.409 3 ,870 0 .000 0.01 0.418 3,870 0.000 0 .01 0.426 3,658 0.000 0 .01 0.433 2 ,957 0 .000 0 .03 0.461 12,190 0.000 0 .01 0.471 4 ,212 0.000 0.01 0.481 4 ,360 0 .000 0.02 0.496 6,579 0.000 0 .02 0.518 9,619 0 .000 0.03 0.544 11 ,285 0 .000 0.03 0 .574 12 ,961 0.000 0.03 0.607 14,556 0.034 0 .607 I I I I I I Proposed Detention and WQ Summary LOCATION: PROJECT NO : COMPUTATIONS BY: 3524 Shields 1285-045-00 ES SUBMITTED BY: DATE: INTERWEST CONSULTING GROUP 3/22/2017 REQUIRED DETENTION VOL= 0 .534 AC-FT WQCV= 0 .069 AC -FT TOTAL REQUIRED VOLUME= 0.603 AC-FT PAVER VOLUME= 0.322 AC-FT POND VOLUME= 0.228 AC-FT PIPE VOLUME= 0 .034 AC-FT TOTAL PROVIDED VOLUME= 0.610 AC -FT 3-22-17 Final Detention ES .xis I I I I I I I Stormwater Detention and Infiltration Design Data Sheet Copperleaf Stormwater Facility Name: Workbook Protected 3425 South Shields, Fort Collins Facility Location & Jurisdiction: User (Input) Watershed Characteristics 0 .008 Watershed Slope = ft/ft W atershed Length -to-Width Rat io = Watershed Are a = W atershed Im perviou sness= Perc e ntage Hydrologic Soil Group A= Percentage Hydrologic Soil Gro up B = Percenta ge Hydrologic Soil Groups C/D = 2 .00 2.72 65 .0% 0 .0% 68 .3% 31.7% User Input : Detention Basin Characteristics L:W acre s percent pe rcent percent pe rcent WQCV Des ig n Drai n Ti m e =I 40 .00 !hours After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif. create a new stormwater facility, and attach the pdf of this worksheet to that record . R oute Hy, rograp1 d d hR esu ts Design Storm Return Pe ri od = Two-Hour Rainfall Depth= Cal culated Runoff Vo l ume = OPTIONAL Override Runoff Vo l ume= Inflow Hydrograph Volum e= Time to Dra i n 97 % of Inflow Volume= Time to Dra i n 99 % of Inflow Volume = Maximum Pond i ng Depth = Maxi mum Ponded Are a = Maximum Volume Stored = 3-22-17 Pond Compl ian ce.x lsm, Design Data WQCV 0.53 0 .057 0 .056 4 4 1.24 0 .09 1 0 .034 2 Year 0.98 0 .137 0.136 6 7 1.79 0 .124 0 .099 User Defined St age [ft] 0 .00 0 .40 0 .90 1.40 1.90 2.40 2.90 3.40 3.80 3.90 4 .00 4 .10 4 .20 4 .30 4.40 4 .50 4 .60 4 .70 4 .80 4 .90 5 .00 5 .10 5 .60 5 Year 1.36 0 .214 0 .213 8 9 2.30 0 .126 0 .163 Worksheet Protected User Defined User Defined User Defined Area [ft'2] St age [ft] Di sch arg e [cfs] 0 0.00 0 .00 652 5 .10 1.00 1,245 5 .60 22 .00 5,330 5,425 5,525 5,625 5,730 3,870 11,887 3,870 3,870 3,658 2,957 12,190 4,212 4,360 6,579 9,619 11,285 12,961 14,556 14,556 10 Year 25 Year 50 Year 1.71 2.31 2.91 0 .287 0 .424 0.557 0 .286 0 .424 0 .557 10 11 13 10 12 14 2.78 3 .70 4.56 0 .129 0 .100 0 .099 0 .224 0.340 0.453 100 Year 3.67 0 .734 0 .733 14 15 5 .14 0 .334 0.581 i n acre -ft acre-ft acre -ft hours hours ft acres acre -ft 3/29/2017, 9 :49 AM Stormwater Detention and Infiltration Design Data Sheet I I I I I I I 16 I---lO0YRIN I--I-- -lO0YROUT -14 I-I," ---S0YRIN ' \ I-I \ I-- -S0YROUT I \ 12 -I \ ---2SYRIN I \ I-I ----25YR OUT I -\ t-V \ 10 I-I ' \ --l0YRIN -I \ \ t-I '\ \ I----lOYROUT I ' -I \ t---SYRIN I i---. \ \ I-I I , " ' \ -...... SY ROUT I I I " '\ 1 I-I I " 6 I---2YRIN I I \ -I I '\ '\ \ I-I I I " '\ \ ----2YR OUT I I / ' -I I I ' '\ '\ ---WQCV IN ,, I I ' " " " 4 I-I I I -I\. ' " -•••••• WQCV OUT I I I / '-' " i'-\ -I I J I I ' " '\ , I I f l '" ' 'I. " '\ ,,, I / -.... I\. ' "" 2 // I I / ....... ' " '"""" / , / , J / ........ I".. ''' 'I. • // ,//" ..... ........ ..... , 'l."I. • 0 ~ .......... /.// -~ -_, ..... . , ..... ~ ~,_-....,,,,-.,,,, -i.. ~ --=-•-"n~,fl\Pll"'llftn in 0.1 6 -l00Y R -S0YR 5 - -2SYR -l 0YR 4 £ ' I--SYR I ::c ... Q. w 0 I!) ~ 3 z 0 Q. 2 1 -2YR J / -wucv I- ~ l/ ~. l/ ~ V ~ v ~ ~ ,d V V ~ ...- ~ ~ t1/ V ~ v -0 0.1 -/' V ~ ]/ I/ V V ._ ]/ V J 1' v ...... - V V v ..... -. ., i.,.-i..--- 1 TIME [hr) ........... ~ ~ ~ ' "' I\ ~ 1'.. " ~ "' r--...... ~ .... I"'-' r-,........ r---.... I"... I'--" "' r'\. \ \ " ~ I"- \ DRAIN TIME [hr) ~ i\ I\. ~ t'\ I\ 1 3-22 -17 Pond Compliance .x lsm, Design Data ----------,,.,,. ..... ----=--=--=-:-::-:. ·•·· WW"' i\ ~ " II. i\ i\ ' ~ I\~ I'\ I\ [\ ' \\\\ \ ~ 10 ---L"":. -,w..:: !:!~ '"' ,~, :: 10 100 3/29/2017, 9 :49 AM I I I POND 100-yr Event, Outlet Sizing LOCATION: 3524 Shields PROJECT NO: 1285-045-00 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 2/2/2017 Submerged Orifice Outlet: release rate is described by the orifice equation, 0 0 = C0 A0 sqrt( 2g(h-E0 )) where 0 0 = orifice outflow (cfs) C0 = orifice discharge coefficient g = gravitational acceleration = Ao = effective area of the orifice (ff) 32 .20 ft/s E0 = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Oo= outlet pipe dia = D = Invert elev . = Eo = h= 1 .00 12.0 75.60 76.60 80 .70 cfs in ft (inv. "D" on outlet structure) ft ( downstream HGL for peak 100 yr flow -from FlowMaster) ft -100 yr WSEL C0 = 0.65 solve for effective area of orifice using the orifice equation Ao = 0 .095 ft .! = orifice dia. = d = 13.6 4.17 Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) di D = 0 .35 kinematic viscosity , v = 1.22E-05 ft2/s Reynolds no.= Red= 4Q/(ndv) = 3.01 E+05 C0 = (K in figure)= 0 .65 check Used= 4.25 in A = 0 0.099 ft £ = 14.19 in £ Qmax= 1.04 cfs orifice -100yr, 2-2-17 Final Detention ES.xis I I I I I I I Worksheet for Emergency Overflow Spillway roject Description Flow Element: Friction Method: Solve For : Input Data Channel Slope: Discharge : Options Irregular Section Manning Formula Normal Depth 0 .00400 22 .00 Current Roughness Weighted Methe lmprovedlotters Open Channel Weighted Roughnes: lmprovedlotters Closed Channel Weighted Roughne Hortons Results Roughness Coefficient: Water Surface Elevation : Elevation Range : Flow Area : Wetted Perimeter : Top Width : Normal Depth: Critical Depth : Critical Slope : Velocity : Velocity Head : Specific Energy: Froude Number: Flow Type: Segment Roughness Start Station End Station Roughness Coefficient (0+00 , 81 .67) (0+29.5 , 81.20) 0 .01 3 Section Geometry Station 0+00 0+04.5 Elevation 81 .67 81 .58 0 .013 81 .18 80 .70 to 81 .67 ft 7.04 24 .82 24 .58 0.48 0.48 0 .00376 3.12 0 .15 0 .63 1.03 Supercritical ft/ft ft3/s ft ft2 ft ft ft ft ft/ft ft/s ft ft I I I Worksheet for Emergency Overflow Spillway 0+0 5 0+29 0+29 .5 Elevation 8 1.08 80.70 8 1.20 Emergency Overflow Spillway Cross Section for Emergency Overflow Spillway Project Description Flow Element: Irregular Section Friction Method : Manning Formula Solve For: No rmal Depth Section Data Roughness Coefficien t: 0 .013 Channel Slope: 0 .00400 ft/ft Normal Depth : 0.48 ft Elevation Range : 80 .70 to 81.67 ft Discharge: 22 .00 ft3 /s --- L.... T 0 .48ft I l 24.68 ft V: 10 bi. H: 1 I I I I I I I I I I I I I I I -(UYAID -.i11:-..-M.••u• eull.:tlD i':-m: Ji!l,l',l-'111',',ll;, Q.III\JITDI ·-llLYAilll! $1..,._.Jlllll:UUI --, --r•·~ ~-,;, ~'1rd°' ~ ---~-r 1{0Dlll3~-~IJOOl"'OI~-. 1 ttMO-.i.ll:too:ttlUDlll•ll!ll!WIOk'11<1JIJ-II. l.(Oll;lllllll-la1-1.Y..-.mw91Ps•"'" , ~'ll-• IHIQt$-.U"Clla,.., •10-u-• P-'UUlll•,........K:~lll#tlUDll--DIJSJ(N LOC INSJ4LATIC!f © $II I lf1III <U SECD°'I Ylfl -l~•lilll.l,Ul(l,IIOO_I(,... J • .-IMUJIOIIUIOlf~ SILT JPN (Z) SECTIII\I YifW ~~ -··~· _..,._,ll.«K.tl_l'llil"..,Tll0$AI..U ••IIU!L.Olf;Dl'llh(.W M1•1 ilfOICh((!IOI. tmllI....mll I =~J~i'.,.~=rWIJOC,_ 1,,... ... (IWCTl1DO,. l 1(0.0-lll.TUMll:IIIOI.J\NU'1JIIIIWI. • lr\'ff :3:~ .. -m Ill" •u1• ro 1&.1K rao HIM.Ill~ I. ICll .IOl'tlP, a...:r1 _, 11Hr1 I( llGIIO. 11,,JlltMnt-ll.0«11111•1-llrJ•-$llJ ff8N UGI«¥ I A1JIII DRAINAGE PUGH APPUCtJI□NS -11.IU.OU.: r•ru,1111+,~ ··-..... --e!.IIL.mll 11<11'\ffrllll' H .. ITlPJ -~~r::••~ l ~ . ~~.Mi~ TVPICAL XCTPlt ~,11.,_£1D -· =~~,~~':'~~-~ '"" L m,:i~Ar:.9 l'tlr'."l&ll°'"llDIC'"M. ~-..-~u1UC1•-•1,u1 --l,ClatlllMl:Tll#QI.. • ~et,"ffli,."'~~ Z:ff,1ffil\. ,mo 'fl£• u,,c II,, 1'( P~l JIE.,,_,nJIKIDlllll.fl?IJOHCR HJ PPIC MTNIAJDI Cclll'lput# ~ Int~ --~ ShNl~Cdorodo o.portm.,t of Trcnportotion e>ooo,Qo\•Ol/041)2 l••"n:-. _ ?:Cl ::-0 /\.Tflllllllllltf:\l•r,:,-.:-;:-u<1-~0o!o,!»IH£1t> J""""•·l'• aED1--+--------< A&.~ ~':a, ,o,,, ,-~~----,w.,..,~ .. , •.. ..,. .... I = I I 1--°' .. ., ~.. . : 'l!l!,DlUIOll:!9• ([D ~==~=====IDMaon of Project ~t JIIC/LTA TEMPORARY EROSION CONTROL STANDARD PLAN NO. M-208-1 Sheet No. (i of It ('J)Y,-~""'•'"':0,,¥~ ,,_,,..._IO~OII -[-(![7) ~ ~ I I THC CAl.10( SMAU. IC CONS11tUCTtO OI ~ flllllE'.AltD SCIUMCPOSrS~e•.e•wmtBOnit"SIOC51101JTEO wmtl"N..lti&ltSl,K,GN.JQN;WMKS. MIIOlrfCOWIIKl«l:s NCO HUiaJtS 9W..L K PMfftO WITH WKTt •lOPIIOOr PNHt. THE POST »wJ.. IC ONC FOOT TM.LCR ~ THE ~ DCPTH Of THC PONO. TH[ POST 5tW.L IE tM8EOC)(l) 14 C0HCR£fE WITH A D1MCHS10N Of' 1l-,.14io3' IN OCPTH. THE CAIJG( SI-W.L BC PI.ACUl NUii TH£ DC£P£ST N1tA OI lHC PONO, N«> SH,l,l.L BC POSmONEO SO TH,l,T IT CM 8C 11CAO ntc111 ntC N£NtCST PONT OF P\atC .rcass. THE POHDttC 0CPTH SMN..L 8C MJUtOCa) TO THE 0CU'CST POINT OF THC PCNJ. DETENTION POND DEPTH GAUGE N.T.S. DElENTION POND DEPTH GAUGE ~ POn~~ STORMWATER ~ DETAIL [\.,;CUl'IS -~ CONSTRUCTION OETAtLS ~Tt: 2/1I/05 0-31 .-1 --0flAWN IJ'f: TOC !••-itr."•~c10..,.....,._lr_o,,..U,4,ffU )I INOl VIRE MESH BEfWEEN AGGREGA1[ -llnl. SCREEN IU'I •• J ~ GRADE _., CN'--.... low-79. -=-.=m~ P0ND DRY STACK STONE WALL NTS WATER QUALITY OUTLET STRUCTL/RE SEDIMENT TRAP NTS © ~ SECTION A-A ,Vl"•1' FlAT ... ..,.. -...,__. ~~~ SIDI.CO ,_ 1:.-,r ~Mr ~,,-SECTIONII:§ -~~-----PQlfJ■llfllECIDISCCIDI ·-Alft'N.J!CM QR. -,..._,.. ""'· --......... ... -.. wnlrlCOICCltONMC .... ~·l'Ull .. ---~ t:..'r""' .... ---· -la UllaHtl-.:MI: ... ~ti~ l[i,' ,. SECTION D-0 OENERAL NOTES 1. man:9111.1 l[CUIII. Wlrl[CJG---,,..:[Cltl'JEOIJI'. 2.llWCIIIIXliflBSIWJ.ICD'lll'a)QD)-~IIIC)SIIII.L HllllA ... t'CWflllCL ). ,.,., .w.i.. 1111:tCO Ila 'O!bl....., or:m. J'-41' #Cl911Ull:lll~-119ffD•• .. "" ..... ""-•...e-nra.mfflll.--....., .. IIMC_I.OClllatOIIICUllal#Ua"'""-L 1all IIGS »w.L I[ lfa£a IUI. ~ Cit mil. IIUl.. W9I IIICG Nil.I. I[ a• CJUtrilaD,111) IMl' ll IQ' l'DllllJI MfD --_., 12"0.C. O.C. CJICIIIB ' ---·-. . 01."t.AP'!!!Nf. ,,,.., !!!:!:...£..._ """"'· o.c1r -i n.• I0.11».. IIN. IIQ lfOfDS O,auaG WATER QUALITY OUTLET STRUCTURE DETAILS FNSHED GRADE !Im; CUT ILOCIC r 1-----Y ------,0: MA'TOt PFC 3. • PO[-OQUJIE)aoCICS mtl.NISCN'£-.. P0ND IIOT1llll NYYI' RCP Sltllll A-!1075.74 NY YI' RCP STtllll C-!1075.71 M~ JC° RCP DRY STACK STONE WALL W / 30" RCP NTS =-t-.1-WELi SCREEN L----"--~-'-~----'<-~1-1/2 IN WELL SCREEN ·AGGREGA1[ PUD 10 TOP OF llnl. SCREEN ~(SlEEl.~YR r r ~P'<COUTI.ET 1 r ~MEltR ORIFICE ORIFICE PLATE DETAIL NTS 0 0 ◄ HOUS 0 IN f r, L1 J 0 0 I ~:-1 I FLOW CONTROL PLATE DETAIL NTS CALL UTILITY NOTIFICATION CENTER Of COLORADO 811 .k&,L 2-BUSINESS DAYS IN AOVANa: BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTIUTIES. CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL APPROVED: CITY ENGINEER CHECKED BY: -=w~ATE=R~&~w~.~sTE=w=•=TER~U~Tl~U=TY~ CHECKED BY: STOR•WATER UTILITY CHECKED BY: PARKS & RECR[ATJON &ii ~11 o5 iii :i ~o 0:: ! ii CHECKED BY: TRAffiC ENG<NEER ~ CHECKED BY: ENlllRON•ENTAL PLANNER ~ II: ~ C IIJ II: ~ IIJ II: II. I ~ ih; a1 ~ 8 en w ro 0:: !::: ~st LIi :JO Ill Z (l)roOl Ii: ~o~ <( -u <D II. ct: •N Q(/) . z z z 0 < o:J~ :I: -_J .. 11:: ~ 0 w z u u z -w ,-0 0:: ct: ct: I m a. o a. (X) lJ.. N Ill (') 0 " LL. z ~ ~ Q Cl) ,( .J Cl) .J z a:: - -~Ill> < !!lo.c i-o D. m Ill ~ 0 ::> 0 u Cl) IJ) " < < "' ' ' ' ~ N z z N ' ! ~ C "" "' "' ~ z ~ .J " < < iii u u "' C ., ., C ~ ::;: ~ C "' " u "' :,:: u PROJ. NO. t 285-045-00 19 I APPENDIXF SOILS INFO, FEMA FIRM AND REFERENCE MATERIALS F 40" 32' 27' N 40" 32' 23" N i ; ; i ;:l i I 3: f:l "' t 3: f:l "' ~ ~ N ~ -- -Hydrologic Soil Group-Larimer County Area, Colorado (3425 S SHIELDS ST APARTMENTS) 491690 491710 491730 491750 491770 491790 491690 491710 491730 491750 491770 491790 Map Scale: 1:882 fpmted on A landscape (11" x8.5'') sheet. ---c::====-------=======i'1eters 0 10 20 40 60 ----====--------=======Feet 0 40 80 160 240 Map projection: VVeb t-'et:ator Olmer <llOIOnates: WGS84 Edge tics: l/TM ZOne 13N WGS84 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey -491810 491830 491850 491810 491830 491850 ---3: ~ "' t 491870 491870 3: ~ "' ~ i ; ; I I I 7/26/2016 Page 1 of4 40" 32' 27' N 40" 32' 23"N us% --Hydrologic Soil Group-Larimer County Area, Colorado (3425 S SHIELDS ST APARTMENTS) -MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest (AOI) Soils Soll Rating Polygons D A 0 ND B 8/D D C D C/D DD D Not rated or not available Soll Rating Lines A ,,..., ND ,,..., B ,,..., BID C CID D ,. " Not rated or not available Soll Rating Points A ■ ND ■ B ■ BID Natural Resources Conservation Service ■ C ■ CID D □ Not rated or not available Water Features ,,..._,, Streams and Canals Transportation f-H Rails ,,,.,,,, Interstate Highways ,..,;,i US Routes ,,w Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1 :24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: Larimer County Area, Colorado Version 10, Sep 22, 2015 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2011-Apr 28, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 7/26/2016 Page 2 of4 - I Hydrologic Soil Group-Larimer County Area , Colorado 3425 S SHIELDS ST APARTMENTS Hydrologic Soil Group Hydrologic Soil Group-Summary by Map Unit -Larimer County Area, Colorado (C0644) Map unit symbol Map unit name Rating Acres In AOI Percent of AOI 3 Altvan-Satanta loams, 0 B 2 .2 to 3 percent slopes 4 Altvan-Satanta loams, 3 B 0.1 to 9 percent slopes 74 Nunn clay loam , 1 to 3 C 1.1 percent slopes Totals for Area of Interest 3.3 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation , are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B , C , and D) and three dual classes (AID , 8/D , and C/D). The groups are defined as follows : Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep , well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission . Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C . Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission . Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential , soils that have a high water table , soils that have a claypan or clay layer at or near the surface , and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission . If a soil is assigned to a dual hydrologic group (AID , 8/D , or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources liliiiii Conservation Service Web Soil Survey National Cooperative Soil Survey 66 .0% 2 .3% 31 .7% 100.0% 7/26/2016 Page 3 of 4 I Hydrologic Soil Group-Larimer County Area , Colorado Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule : Higher Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3425 S SHIELDS ST APARTMENTS 7/26/2016 Page 4 of 4 I-LU LU a: 1-PATTERSON (J) SANFORD & a5 (J) z :::; LU a: 1-(J) (J) a. a: < :x: (J) :.c\RD g BROOK Pleasant Valley and Lake Canal :E 0 I-' (.) (J) a. a: < :x: (J) LU LU LU a: tn z LU :::!: ~ 5, ~~ SANTA ~ -FE LL LANE ~ z ~ 0 LAR~,.Q.. □ z 0 :::!: :x: (.) ii: DRIVE SITE I-LU LU a: tn -(J) □ ~I ARBOR :x: Cf}_ 35 z z cii 0 z 0 :D -2; §' AV'c.~IJ'i.. () m z c! ~ 0 :D < 4488000m N • MAP SCALE 1" = 500' --0 500 1~EET METE ,.,.,.. 1-'ANl:.L UY66(i 1111\ffil!rmYWll:==I =======I FIRM FLOOD INSURANCE RATE MAP LARIMER COUNTY, COLORADO AND INCORPORATED AREAS PANEL 988 OF 1420 (SEE MAP INDEX FOR FIRM PANEL LAYoun CONTAINS· COMMUNITY LARIMER COUNTY FORT CO..UNS, CITY OF tMdllEll BMia. .5YEEIX IB>101 ONe 080102 0188 0 0 Nolico 10 ~ Tho 1111> _, lhown below ehould be I.Mdwhon ploclng map o-.; lho Carmunlty -llhown llboYe 1hould be I.Md on lnotnnee applea11o.-. for 1he 9Lt>ject a,nm,mlty. MAP NUMBER 08069C0988G MAP REVISED MAY2,2012 Federal Emergency Manal!ffllent Agency Thie I• an official copy of a portion of the atx,,,e ret'arenced flood map. It was extracted using F-MIT On-Line. Thie map doee not reflect changee or amandmente which may haw, been made eubaequent to the date on the title block. For the latest product Information ■bout National Flood tneur■nce Program flood mapa check the FEMA Flood Map Store atwww.mec.fema.gov DRAINAGE CRITERIA MANUAL (V. 1) 2007-01 Table R0-3-Recommended Percentage Imperviousness Values Land Use or Percentage Surface Characteristics Imperviousness Business : Commercial areas 95 Neighborhood areas 85 Residential : Single-family * Multi-unit (detached) 60 Multi-unit (attached) 75 Half-acre lot or larger * Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas : Historic flow analysis 2 Greenbelts, agricultural 2 Off-site flow analysis 45 (when land use not defined) Streets : Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 * See Figu res RO -3 through RO -5 for percentage imperviousness. C A = K A + (1.3 li 3 -l.44i 2 + l.135i - 0 . 12) for CA ~ 0, otherwise CA = 0 CCD =Kev+ (o.858i 3 -0.786i 2 + 0.774i + 0.04) Urban Drainage and Flood Control District RUNOFF (RO-6) (RO-7) RO-9 I ..:-:::, 0 ~ .; .. ~ CJ :§. ~ If) z w I- :i!!:: .J .J C( u.. z ~ 10.00 9 .00 8.00 7.00 6.00 5.00 4 .00 3.00 2 .00 1.00 0 .00 0 .00 \ \ \. ' .. , ..... RAINFALL INTENSITY-DURATION-FREQUENCY CURVE r--... ,,.._ ...... .. ~ .. ...__ r--. 10.00 ........ r-... ..., ......... ~ ........ -r-,.. -----....__ ----..... .. ---~ .. ----r---. --. --. - 20 .00 30.00 40 .00 STORM DURATION {minutes) 1--2-YearStorm • • • 10 -YearStorm -100-YearStorm I Figure RA-16-City of Fort Collin s Rainfall Inten sity-Duration-Frequency Curves - ----- 50.00 60.00 (C) Volume I, Chapter 5 -Runoff: (1) Section 1.0 is deleted in its entirety . (2) A new Section 1.1 is added , to read as follows: 1.1 Runoff Methodologies (a) There are two runoff determination methodologies that are approved by the City, the Rational Method and the Stormwater Management Model (SWMM). The City is the determining authority with respect to the appropriate methodology to use under different circumstances . Early contact with the City is encouraged for the timely determi- nation of the appropriate runoff methodology to use. (b) The Rational Method may only be used to determine the runoff from drainage basins that are less than ninety (90) acres in size . The Stormwater Management Model (SWMM) must be used to model drainage basin areas of ninety (90) acres or more . (c) All runoff calculations made in the design of both 2-year and 100-year drainage systems must be included with the Storm Drainage Report and all storm drainage facilities designed must be shown on Storm Drainage Plans. (3) A new Section 2.8 is added, to read as follows : 2.8 Rational Method Runoff Coefficients (a) The runoff coefficients to be used in the Rational Method can be determined based on either zoning classifica- tions or the types of surfaces on the drainage area. Zoning classifications may be used to estimate flow rates and vol- umes for an Overall Drainage Plan (ODP) submittal , if the types of surfaces are not known . Table RO-IO lists the runoff coefficients for common types of zoning classifications in the city of Fort Collins. 27 (b) For a Project Plan or Final Plan submittal, runoff coefficients based on the proposed land surface types must be used . Since the actual runoff coefficients may be different from those specified in Table RO-I 0, Table RO-11 lists coefficients for the different types of land surfaces. The runoff coefficient used for design must be based on the actual conditions of the proposed site. Table R0-10 Rational Method Minor Storm Runoff Coefficients for Zoning Classifications Description of Area or Zoning Coefficient R-F 0.3 U-E 0.3 L-M-ln 0 .55 R-L , N-C-L 0 .6 M-M-N, N-C-M 0.65 N-C-8 0.7 Business: C-C-N ,C-C-R,C-N ,N-C ,C-S 0 .95 R-O-R, C-C, C-L 0 .95 D,C 0.95 H-C 0.95 C-S 0 .95 Industrial : E 0 .85 I 0.95 Undeveloped: R-C , T 0.2 P -O-L 0.25 For guidance regarding zoning districts and classifications of such districts please refer to Article Four of the City Land Use Code, as amended . Table RO-II Rational Method Runoff Coefficients for Composite Analysis Character of Surface Runoff Coefficient Streets, parking lots , drives: Asphalt 0.95 Concrete 0.95 Gravel 0.5 Roofs 0.95 Recycled asphalt 0.8 Lawns, sandy soil : Flat <2% 0 .1 Average 2 to 7% 0 .15 Steep >7% 0 .2 Lawns, heavy soil : Flat<2% 0.2 Average 2 to 7% 0 .25 Steep >7% 0.35 (4) A new Section 2.9 is added, to read as follows: 28 2.9 Composite Runoff Coefficient Drainage sub-basins are frequently composed of land that has multiple surfaces or zoning classifications . In such cas- es a composite runoff coefficient must be calculated for any given drainage sub-basin . The composite runoff coefficient is obtained using the following formula : C=-'-i =-'-1 __ _ (RO-8) Where: C = Composite Runoff Coefficient C; = Runoff Coefficient for Specific Area (A;) A; = Area of Surface with Runoff Coefficient of C;, acres or feet2 n = Number of different surfaces to be considered A, = Total Area over which C is applicable , acres or feet 2 (5) A new Section 2.10 is added, to read as follows : 2.10 Runoff Coefficient Adjustment for Infrequent Storms The runoff coefficients provided in tables RO-10 and RO-11 are appropriate for use with the 2-year storm event. For storms with higher intensities , an adjustment of the runoff coefficient is required due to the lessening amount of infil- tration , depression retention, evapo-transpiration and other losses that have a proportionally smaller effect on storm runoff. This adjustment is applied to the composite runoff coefficient. These frequency adjustment factors are found in Table RO-12 . Table R0-12 Rational Method Runoff Coefficients for Composite Analysis Storm Return Period (years) FfWiuency Factor Cf 2 to IO 1.00 11 to 25 I.JO 26 to 50 1.20 51 to 100 1.25 Note: Th e product of C times Cr cann ot exceed the value of I ; in the cases where it does, a value of I must be used . (6) Sec tion 3.1 is deleted in its entirety. (7) Section 3.2 is deleted in its entirety. (8) Section 3.3 is deleted in its entirety. (9) A new Section 4.3 is added, to read as follows: 4.3 Computer Modeling Practices (a) For circumstances requiring computer modeling, the design storm hydrographs must be determined using the Stormwater Management Model (SWMM). Basin and conveyance element parameters must be computed based on the physical characteristics of the site. (b) Refer to the SWMM Users' Manual for appropriate modeling methodology, practices and development. The Us- ers' Manual can be found on the Environmental Protection Agency (EPA) website (http ://www .epa.gov/ednnrrnrl/models/swmm/index.htm). ( c) It is the responsibility of the design engineer to verify that all of the models used in the design meet all current City criteria and regulations. 29 021.70 1801 DI APPROX. DRAIN AREA= 84.61 SQ IN APPROX. WEIGHT= 47.22 LBS 1.25 I ~ zz zz 9 77 77 ~ z z a DIMENSIONS ARE FOR REFERENCE ONLY ACTUAL DIMENSIONS MAY VARY DIMENSIONS ARE IN INCHES GRATE HAS LIGHT DUTY RATING QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70-50-05 PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT 016.75 THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DRAWNBY CJA MATERIAL DATE 7-5-01 REVISED BY JJC PROJECT NO./NAME DATE 8-14-12 .50] Nyliast· TITLE 18 IN DROP IN 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nytoplast-us.com SIZE OF OPENING MEETS REQUIREMENTS OF AMERICAN DISABILITY ACT AS STATED IN FEDERAL REGISTER PART 111, DEPARTMENT OF JUSTICE, 28 CFR PART 36. IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN 1---------1---------------1------------------f PERMISSION FROM NYLOPLAST. c,2012 NYLOPLAST DWG SIZE A SCALE 1:6 SHEET 1 OF1 DWGNO. 7001-110-074 REV D // _ __, .. T~"" ~ ~ ----, / I \ I \ I \ I \ I I '\ I \ I / ~ I "-. I ,,/ 40 X .50 0 25.500 .500 _J L ,=v/7/4W,0½1//JA1/41//4M7,W,½½1//T 7 f L__J·63 1.50 0 22 500 1. QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70-50-05. 2. MATERIAL: DUCTILE IRON. 3. PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT. 4. APPROX DRAIN AREA= 164.94 SQ IN. 5. APPROX WEIGHT= 90.00 LBS. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY CJA MATERIAL Nyl~ast 3130 VERONA AVE NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 7/5/01 DUCTILE IRON PHN (770) 932-2443 TRANSFER, OR LICENSE THE USE OF THE DESIGN OR FAX (770) 932-2490 TECHNICAL INFORMATION SHOWN HEREIN APPD BY CJA PROJECT NO./NAME www .nyloplast-us.com REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 7/5/01 GRATE/ COVER 24' DROP IN IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. I DWGSIZE A I SCALE 1:8 SHEET 1 OF1 I DWGNO. 7001-110-075 REV B