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Home My WebLink AboutDrainage Reports - 10/12/2012City of Ft.:Calft PP ed Plans Approved By mdPARTNERS F.4 ley. V;U#ie, LA 3 Stormwater Management Report BJ's Restaurant & Brewhouse NWC of Corbett Dr and E Harmony Rd Fort Collins, CO 80525 September25, 2012 This dccumenl contains information that is privileged and confidenliai. Any unauthorized disclosure, reproduction, diSIdbution or use of this information without express nritlen auMquation Is strictly prohibited. 16808 Amstrong Ave, Suite 100 IRVINE, CA 92606 WDPARTNERS.COM PROJECT NUMBER:BJSBJ0178 rec, a SEP $ 5 2012 contents 1 Project Description a. Background b. Stormwater Mgmt. — Existing Conditions c. Stormwater Mgmt. — Proposed Conditions d. Design Criteria and Methods 2 Hydrology Calculations a. Results 3 Water Quality Conclusion 4 Exhibits a. Drainage Area Maps b. Calculations i. Areas ii. Pipe Capacity c. Hydrology Map by Stantec (for reference only) WD Partners + BJ's Restaurant & Brewhouse I Stormwater Management Report — Fort Collins, CO 2 Project Description Background and Permit History The proposed site will be located in the Front Range Village Center. The site within the Center is located at the northwest corner of Corbett Dr and E Harmony Rd in Larimer County, City of Fort Collins, Colorado. The subject site that the proposed BJ's Restaurant and Brewhouse will occupy was previously vacant and has been rough graded. The BJ's site is 1.35 acres in size. The proposed improvement include the construction of an 7,453 square foot restaurant building with a 537 square foot outdoor dining patio, a 825 square foot trash enclosure area, and associated parking facilities. Stormwater Management - Existing Conditions Stormwater runoff from the existing site currently sheet flows overland to an existing inlet located on the north end of the site. The storm sewer system is then conveyed to the existing detention basin located west of the site. Stormwater Management - Proposed Conditions Proposed improvements will not impact the general topography of the existing site. The proposed grades on site will match the surrounding properties so as to not adversely impact them. Stormwater will be collected by 3 additional catch basins throughout the parking area and area drains on the south end of the site. Collected runoff will drain through the interconnected . storm pipes to the north of the site where it will tie into the existing system. Roof runoff will also connect underground to the proposed storm sewer on site. Runoff to the adjacent right-of-ways has been greatly reduced from the current condition. Capacity of the downstream storm sewer system and detention basin for the Front Range Village Center was analyzed as part of the entire improvement project. Design Criteria and Methods The design criteria, constraints, and recommendations utilized for this Stormwater Management Report were obtained from the City of Fort Collins Master Plan. Drainage improvements are in accordance with the Final Drainage and Erosion Control Study for Front Range Village prepared by Stantee dated February 2007. The 10-year storm event and 100-year storm event were calculated. The Rational Method was used and calculations have been included for reference. WD Partners + BJ's Restaurant & Brewhouse I Stormwater Management Report — Fort Collins, CO Hydrology Calculations Results Per the City of Fort Collins Stormwater Manual, a runoff coefficient value of 0.25 was used for landscaped (grassy) areas, and a runoff coefficient of 0.85 was used for impervious surfaces. Rainfall intensities of 4.87 in/hr for 10 year and 9.95 in/hr for 100 year were used. These values along with the runoff coefficients were used to determine the runoff quantities for each storm event. The total flow rate pre -developed for the 10 year storm event is 1.76cfs and 3.60cfs for the 100 year storm event. The total flow rate post -developed for the 10 year storm event is 4.74cfs and 9.69cfs for the 100 year storm event. Also calculated were the storm drain capacities for 8", 12" and 18". Based on a previous report by Stantec for the lot, flow rates were estimated at 6.88cfs for the 10 year storm event and 16.64cfs for the 100 year storm event. Our proposed post -developed flow rates are below these estimates which will ultimately have a positive impact on the detention basin downstream. Water Quality Conclusion Conclusions Per the City of Fort Collins, the subject site is already included in the Front Range Village Center overall hydrology study. This includes the treatment and detention of the storm water from this site to the existing detention basin downstream to the west of the site. WD Partners + RJ's Restaurant & Brewhouse I Stormwater Management Report — Fort Collins, CO PARTNERS Exhibits Drainage Area Maps WD Partners + BJ's Restaurant & Brewhouse I Stormwater Management Report — Fort Collins, CO _ ----- 4042 J .— I ___ _________ ____�-- ____----- —..— � ,y -- —PNffi' —GNYf —fi1M —fiW —fiWY' ilk—fiN'W' —(a NVs--HN1Y � —fi/�' _ PIjIVATE DRIVE —65n —4M —fiSn —&sn —Gsn —fi8.'r 4dn —NSn—fi6n—��lfi5n----FGsn yfisn - - - - - - - - - - - - - - - - - - - - - '=- _ II -----II-- ------- —e —fi6vm ,9/• PROPERTY I `\ LINE �\ -----------------J----- — ---------t---------4-----------------.------------ ' `-- 4043------ 1 I EX. S�ORM DIM (PIPE ULnMATEEY I DETENTION BASIN / I I I \ I I I PROPERIYl1NE I .. `_ _ / 1 I I I i I ' I I I 1 I ��\ i PROPvm uNE / I v Al , I I I� I I ' � 1 ' I I I I I � I I 1 1----� =499a I , ♦` FROM ftft ♦-- �1�y� lop � fismn� LEGEND E%ISTINGCONTOUR: -------- !+--------- DIRECTION OF FLOW'. hTl} � —fia.r — —fia, — — —fish — — dwNAGE SU64REA DOUNWur: ■ ■ � � � ■ � ■ STORMWATER NARRATIVE EMSTING SITE ISA VACANT, DIRT PAD LOOTED IN THE FRONT RANGE MLL E CENTER ON THE MV CORNEROF CORBETT ORIVE AND E HARMONY ROAD IN FORT COWNS. COLORADO. CURRENT SITE DRAINAGE SHEET FLOWS OVEPlANO TOAN E E%ISTING INLET LOCATED ON THE NORTH END OF THE SITE. THE STORMSEWER a SYSTEM 19 THEN COW -EYED TO THE EMSTING DETENTION SASH LOCATED WEST O OF THE SITE. � I 1 I STORM STRUCTURE SCHEDULE OEN. CATCH 6ASIN GRATE. A9.266 SD'INV. IN-41iQ023 E .i WY. OUT-.4R W o e IB'INI. W-49SA 65 I I AREA CALCULATIONS PERJIW9AfEA- 83.00.5 SQUARE FEET JI W IMPERMOU9 MEd- OSOIWE FEET AREA TOTAL- 65.0.5 SQUARE FEET LLJ m I OO l I I I m I I I I I I I I j I I I I I I I I � �fis6M^ - VWPARTNERS brand: operations: build I6MARMSTRONGAVE SUITE 1W IRVINE. CA 92666 90753,1676T WDPARTNERS.COM W PROTOTYPE LLI LLI H m U 0 �0 Z LL a < Lu Q Q Z W Q Z = 0 i co" 0 Z N 0 00 0 U) z J 0 H 0 REVIS— HARMONY ROAD equveakm.,9eeslre NeR , a o span Amprotect I^e dI 0 SCALE: V = 20.00' W II I { To request making 0l uneer9rane IecllNes Dig%Safely. 1.800.932-7987 °z Www-uncc.Grg tzIl ."`C dI, iRMM I , 4942._ LEGEND -_-G-N--- _--4V-M-' -- --- - - - - =M942.. .. - a EXISTING CONTOUR _____-__. _s________ -------------------------------.---- ------- ------- --------------------------------------------- ------------_-- - - - PROPOSEDCONTOUR 4M PRIVATE .DRIVE_ _ _ _ _ _ _ _ _ SrsTEM SLioaenuvl?ElSI%MINOR »_ -Fi Sn -Fi Se'I -Ea 5» -65n -45s, -Fa 4n -BiSn -45n -Fa 3ar --� �45n ---i IXSn -�65n -_� -Fa -Fi O B' M IP AREA AYN WITH DE DOMED CRAT 4943-- _ _ C € - / p945 INLINE VED E WITH DOMED GRATE (OR O I APPROVED EQUAL) -F' DIRECTION OF FLOW. C FAOPERTY LINE 494E - e € DRAINAGE SUEARE4 BOUNDARY'. ■ m m o m m u ■ 01- _ I 4944 h f STORMWATER NARRATIVE \--4943---- �� CENTING ERNEISA VACANT "CORNER O CORBETTPAD TED INDRIVE THE E ONT HARMONY NGE ROAD AGE p CENTER ON THE NW CORNER OF SITE DR T DRIVE SHEET EELMS OVERLAND ROAN W FORT SUBAREA 1112A) I 11 p LAWNS. COLORADO. CURRENT SITE 0RlJNAGEIHEEi FLOWIOVERtPNDiO AN _ EY. STORM DRAT �y ++ AREA- 0.14 ACRES/ /40.- v' EXISTING INLET LOCATED ON THE NORTH END OF THE SITE. THESTORMSEWER - PIPEULTIMATELY (5,148SF) B-tea / m SYSTEM IS THEN CONVEYED TO THE EXISTING DETENTION BASIN LOCATED WEST TO EXISTING ADO) -Gm CFS 1a `+D � � OF THE SITE. DETENnON BASIN 0DDO)-1.02 US / AREA AREA-D PROPOSED IMPROVEMENTS ARE TO M4INTAIN THE EXISTING DRAINAGE PATTERNS F) E5 AND CONVEY STORM DRAINAGE TO THE EXISTING STORM SEWER SYSTEM BY (21,494SF) \ ADDING THREE NEW INLETS ALONG THE WEST SIDE OF THE SITE TO THE EXISTING i r� IO O(10)-1.75 US\ 1 INLET ON THE NORTH.6PROP�EO PAEA CHAINS ME PROPOSED TO COLLECT II O(100) - 3.SB us[ WpTEfl IMMEDIATELY ADJACENT TO THE BUILDING AND CONVEY TREATED HOOF \ 1 M RUNOFF ON THE SOUTH END OF THE SITE. DETENTION FOR THE SUBJECT SITE 8 m INCLUDED IN THE OVERALL FRONT RANGE VILLAGE CENTER STORM SYSTEM. s STORM STRUCTURE SCHEDULE wl PR. CATCH BASIN (SEE DETAILS ON .4944--y-_-'�// 1 Q O IX. CATCH BASIN SHEET(E) GRATE -494250 GRATE -4943N r 30:IW IN-4933.ED IB' INV. IN. 493913 �-d 4r INV. OUT - 49320 le' INV. OUT - 49M M NN H♦♦ m w te'INJ. IN=49W 23 - 1 01 \ f••1 / v O PR. CATCH BASIN (SEE DETAILS ON O PR CATCH BASIN (SEE DETAILS ON E SUBAI \\\ / SHEETCM SHEET CS) AREA = 0.16ACRE5 �__� (5,7I55HT - �' OPOSED I CRATE GRATE=4-4MI fv}•a-„ GAS SERVICE 1B'INV IN=49P.83 12'INV. IN =49412] I d 9M SO O(10)=O.B]CFS �.,-V 1 m A GnNO)=Lza US \ 1a'INv. OUT =4939.]3 18'I1. our=494T17 y r i / NNIN 7 5 SPATE - 4 M? 70 PF30POSM 7,453 SF j m A PROPERTY LINE } b 1NV.=a9az.a rBJS RESTAURANT ARE=0m REs A 5 y AND BREWHOUSE OI1S'nB51 Us LINE A 6 OD00)=3WUS �y ---- r ® ffia 1 itl AREA DRNN / GRAM -a9as.7p / /117 AREA ORNN B'INV.=09I2.Y2 // SUa4RFA2_ RATE=d94SO AREA-0.10 ACRES + NV.=6962.19 BE .19� ().380SF) 0(1usf 1 m GDOD)-G78CFS \ L-53.32 ,ASA ` 1TSD- / ITS Q s-B.DOB - , I \ �4945 (L-34.72) _10`AREA DRNN o '17:GRATE-494S.S0 1D'AREA DEAN Itl PAEA DRAIN i 4947 L Ny_0'INV.-AW2.13 GRATE -4M5.85 + GRATE-4 .40 \ ♦ aINV-4M250 B'INV.-4B42.93 �l » B'SO-I-00112 B'Sp-S-0.0112 B'SD-S-0.6112 B'30-9-0.0112/ 9848'} ♦ L-30.OB L-2B,33 L:30.38' 2].00 / \� aB. `-- -117PFRA DRAIN -� LINE �ivA CRNN 111 _ �� _ -4948- GRATE-4940.]0 ♦� -1 GRATE-4945.00 1 -� _ ♦9`40WINV.-4B43.23 _ JO-B' INV - 4961.50 ltl AREA 484186 'Ps4945. w w 7 / OsF, To,aluesl me,kn9 w unae,elo-e iNmNIeS tl`-4949�`-- - 4949-_'\\ ' _ - Dig;Safely. Q --- -- 1-800-922-1987 i I 1NM7w.uncc.arg II Call Yu1ei9 HARMONY ROAD W e°Nreeti "3bpB1"e44 ea) sped vq leci lnemarks o o DOo - _ _ Ds'"tee SCALE: 1" = 20.00' VWPARTNERS brand: operations 1 build ISWBARMSTRONGAVE SMITE 1 W IRVINE, CA XMW INS 753]S]8 T 4DPFP ITYPE 'W- v, LU IW r co 3: 0 C)) Of /� Z ca �pC O G J LUW U QZ> WEE Z W(DC)WJ LQ NQ U) ZO r of LjjQLU firr�// LL �Z =0 0 LL 0 m �.L Z REMSNINS 9 ® m - X e W a a e a W Q Z_ y 2 0 Calculations WD Partners + BTs Restaurant & Brewhouse I Stormwater Management Report — Fort Collins, CO \1 qu rational method drainage calculations BJ's Restaurant a Brcwhouse Fort Collins, CO BJSBJ0178 by: 1J271„ dste: - o„11` 1 shacked: vrd32, predevel000d area area "iroo description (S.F.) (acres) "C, -"C�ou --40(in: hr) (in hr) 0" lots) C,o (cfs) AREA 01 - :" 1,-.; r. total area pervious i 1.45 post -developed AREA#1- _-' i,,__ -. ,.. total area pervious 022 .. .. _ . - 0.27 0.56 total area impervious . 0.30 b - 4' 1.23 2,52 AREA#2- :s!-ac,elepea sill total area pervious ., 0.01 0 25 0 25 4 87 -. _ 0.02 003 total area impervious ... 0.09 0 55 0 85 4 87 . -.: 0,36 0.74 AREA93- o,I le, elol ea slle total area pervious 600 0.01 0 25 025 487 9 95 0.02 0.03 total area impervious 6 176 0.14 085 085 487 9 95 0.59 1.20 0.50 1.23 AREA #4 - post-develapeu' sne total area pervious 1280 0.03 025 025 4 87 995 0.04 0,07 total area impervious 4868 0.11 085 085 4 87 995 0.46 0.95 0,50 1.02 AREA #5 - past oeveiapee sae total area pervious 4315 0.10 0 25 025 4 87 9 95 0.12 0.25 total area impervious 17179 0.39 085 085 4 87 9 95 1.63 3.34 1,75 3.58 total site tributary area 61,574 1.41 4.74 9.09 *CIO and Cmo determined per City of Fort Collins 'Ito and ilm determined per City of Fort Collins n BJ's Fort Collins - 8" Storm Drain Capacity Project Description _ = _;fir Ala i ,a 1 .I 1idi' RF Ir l„ I 7 P h gg"I'MI NS = Friction Method Manning Formula Solve For Discharge YI"dpJ 'p11" 14TM J ��JI{� I llx i _...®:.�_ _ � IFI I�I€N�hI IM110 I� Roughness Coefficient 0.010 Channel Slope 0.01000 ft/ft Normal Depth 0.67 ft Diameter 0.67 ft am-0 —'e"rrt ati— P IRA Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SubCritical 1.59 ft/s 0.35 ft' 2.10 ft 0.00 ft 0.59 ft 100.0 % 0.00906 ft/ft 4.52 ft/s 0.32 ft 0.99 ft 0.00 1.71 ft/s 1.59 ft3/s 0.01000 ftlft —v.-- --ffi 1]{{I�,j�.rpp M [W^��,rypl ''I i 'hl �.,?<_iF " 'r'I: i h:Y:1 �tli fi MEN '�i '.t :! IRd 'tl� '�>f N' ' Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF ®utput Data-tw r t�. figvi . I e "r Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001 9/17/2012 2:19:14 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-205-755-1666 Page 1 of 2 Normal Depth Critical Depth Channel Slope Critical Slope BJ's Fort Collins - 8" Storm Drain Capacity 0.67 ft 0.59 ft 0.01000 Wit 0.00906 fUft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/17/2012 2:19:14 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 2 of 2 BJ's Fort Collins - 12" Storm Drain Capacity Friction Method Manning Formula Solve For Discharge Roughness Coefficient 0.010 Channel Slope 0.01000 ft/ft Normal Depth 1.00 ft Diameter 1.00 It Results- � - Discharge 4.63 ft'/s Flow Area 0.79 ft2 Wetted Perimeter 3.14 ft Top Width 0.00 ft Critical Depth 0.90 ft Percent Full 100.0 % Critical Slope 0.00884 ft/ft Velocity 5.90 ft/s Velocity Head 0.54 ft Specific Energy 1.54 ft Froude Number 0.00 Maximum Discharge 4.98 ft'/s Discharge Full 4.63 ft2/s Slope Full 0.01000 ft/ft Flow Type SubCritical GUF Input DataMINN' 011 Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GUF Output�Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00] 9/17/2012 2:18:22 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-205-755-1666 Page 1 of 2 BJ's Fort Collins - 12" Storm Drain Capacity -' r"�': LGUFOutputData Normal Depth Critical Depth Channel Slope Critical Slope 1.00 It 0.90 ft 0.01000 ft/ft 0.00884 Will Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/1712012 2:18:22 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-765-1666 Page 2 of 2 BJ's Fort Collins - 18" Storm Drain Capacity MethodFriction Manning Formula DischargeSolve For v,�1�+t� Mr``�F�-z `=a:`R"''v';; c - e' $ Roughness Coefficient Channel Slope Normal Depth Diameter Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SubCritical 0.010 0.01000 fttft 1.50 ft 1.50 ft 13.65 ft2ts 1.77 ft2 4.71 ft 0.00 ft 1.37 ft 100.0 % 0.00871 ft/ft 7.73 fits 0.93 ft 2.43 ft 0.00 14.69 Wits 13.65 Wits 0.01000 Rift Downstream Depth 0.00 ft Length 0.00 ft Number Of . r 99T IN sM.i _I6 ..MMkMxui xw4u9MUN9 ,A'�RD � Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 100.00 % Downstream Velocity Infinity fits Upstream Velocity Infinity fits Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9117/2012 2:14:36 PM 27 Sismons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-765-1666 Page 1 of 2 Normal Depth Critical Depth Channel Slope Critical Slope BJ's Fort Collins - 18" Storm Drain Capacity 1.50 ft 1.37 ft 0.01000 Wit 0.00871 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9117/2012 2:14:36 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 2 of 2 Hydrology Map by Stantec (for reference only) WD Partners + BJ's Restaurant & Brewhouse I Stormwater Management Report — Fort Collins, CO DEVELOPED HYDROLOGY SUMMARY Basin Design Point CID C„p O10 OXG ors c7s 1 1 0.28 0,35 0.14 0.37 2 2 0.58 0.72 0.14 035 3 3 JA� 095 1,00 0.68 1.46 4 4 095 1.00 0,43 093 5 5 081 100 1.89 4.79 6 6 025 0,31 003 0077 7 0,34 OA2 0.15 0.39 6 8 008 0.95 1.00 035 0.76 0 0 000 0.00 0.00 0.00 0.00_ 100-A 100-A 231 0.85 100 9,47 22 100E 100-8 167 0.85 100 6,88 _99 18,84 150-A 150-A 108 0,35 044 1.31 3.44 150E 150-B 1.06 0.95 1.00 4,91 10.56 RoR6rig 100-A 100-A 231 0.85 1.00 9.47 22.99 1 100-A,/ 2.42 0.82 1.00 9.11 23,13 3 100-A,1,3,8 2,64 0.83 1.00 9.74 24.38 5-A 100-A,1,3,5,8 3.12 0.83 1.Do 10.75 26.99 100E 100-A,100$1,3,5,8,6 4,82 0.83 1 DO 15.21 37.93 11 150•A,150-BA,7 2,33 0.85 0.81 5,22 1332 150 Swale 150-A, 150-8 2,14 0,65 081 4.80 1 12.26 P9Yll9 -. Y -SD10- PROPOSED PAM CONTOM -SM3- PaOPosm grENAEDNIQ OONroM -- - PADPOSED RDEO ceNte m PROPOSED R WRIM PROPO8Et1 R.O.W. IRE 90VS)ARY LIE EXISTINGIRONlINE EXISTING Gr NO CMTgIR PROJECT `" daNAOEBcsNwnNBASPNwACRE9 LOCATION oes� MINT _ BASIN BOILING ,lalwIIIIIII ��iiJG7� I n �P'In!'41 r�BIBBI A �' I KEY MAP s a w a z N w y �w 0- w �a } �o ° U O 0 pZp N S Q i�11E�-$E31 PRELIMINARY Rot r0 W UM FM 00NHmuarr0rl CALL I nUW NOTMATION ft• N.. ro855 CENRER OF COLORAOO NE,aeaE-Ibm -800-922-1987 CNax9. afwE9 x�MNAV2 OI J1D JI CIMAI BVEITIOO,[A/�,dq [SAVAIE -. dL . {pi 11E W/aVYJOF VlER3!]11O 0101*9N0. G720 ReAcpl She! 0 4 of 18