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HomeMy WebLinkAboutPVH MEDICAL OFFICE BUILDING & PARKING STRUCTURE - FDP - 14-07A - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT (3)0 — 1 (9 za o 20 EG BD Feel f N FTE7TI zD It LEGEND —�— PROPDAn WATER WN R EwsTWG POST � > —F'v- d6n1G vNRA YMI 1 EMPNO SIGN Ni0PoSE0 AMEN MN F CMFING NO PIMP —Ss—� EKBIIN6 SEWER WIN (�., EMPNG CDNTROL POINT s PROPOSED INTER SON" w EIGSTNG CONFER SHRUB I � PROPOSED SEWER SERIME IMBUING CONFER 1REE 1 PROPOSED THRUST RESTRNNT B EWTINM ACEKAAb SHRUB w PROPOSE0 GTE WENS IWFVING OESCdM%6 TREE A mOPOAO FIRE NnSRINI FwsTEG PENCE { ERFNO TEE HTORVO — — — UTILNY E.VENIXf og§d EK6TNG INTER NEIER PpfWERtt BDUNOYEI ' DG FIRING WMER W1WE —T— IRmED GONG TFEENNNE I EKISTNO AwER DIFINaR Qi EJOBTNG PHONE PEDESTAL L Z R EYE,NO ElEC110U1 NE,ER Q ENSNKi SnNEEi I10111 W � S 1 E%81EEi b5 EEIER ® EnSIIC POKER V T 2 Z a © DIETING CNNF SON ------------ EKISTING SNOW SERER LLB Re E LRSIERGROUNm eFECIRC �® PROSCO PGSEO RN P sEwEO Z E Z w 1 0 IRIIERSII0U1p GAS MES ■ EWS NG SIOISI ORNNME NET JNOEA GUANO CABLE LINES ■ PIWPOSEO SWAN DRNNI.CE INLET 9 NOTES. 1. THE SIZE, TYPE NiD LOGTHN OF / KNOMI UNDERGROUND UTILRIF9 ME IPP mmm WHEN ( j SHOPN G TH6E EUNNS. N S BE THE RESPONA9LTTY OP TIE CIXII(YLTOR TO VEIUiY A 8 ,yam THE EXISTENCE OF M UNDERGROUNO "10TIES IN THE NREA OF THE wGK. BEFORE GONNENCNG g S NEW CO6l9KHG. THE CONTBACTOR S BE RESPONSIBLE FOR LOCMINO ALL WOENGOUND UTRITNS ANO SWILL A RESWNIb FG B UNKNOWN LNDEMAOUNO UTLAES. I y mfi I PERVIOUS AREAS TOTAL PERVIOUS AREA = 17,500 SF W Z O Q J_ 5 m 0 W U > u o a 0 Q' Z x > J CL W a Sheet Of X Sheets -{Sv�UI u ulF- GARFIELD STREET ------------------ v O 20 0 20 40 60 feel IN FEET ) F ` II LEGEND `1 )I [r ENSTNC FIRE EXISTING WATER MNN II M O EASRNC WRIER METER EXISTING SEWER YNN i 1 I I' I pd IXISTRNO MT,, v&w uwm STORM SEWER t Y� EXISTING WATER IWNHOLE E UNDERCROUND ELECTRIC II EXD:RRC SEINER WNHOLE —G UNDERGROUND GM DINES I4o EOPHIG SERER aENICUT CT UNDER GROUND CABLE LAYES ® IXISiNC STORM DRNNAGE INLET 1— IMDER ERWNO TEl£➢IpNE LMES III to IXhT1N0 EIECTRIGU. VAULT —_- EXWIW FENCE TH COSTINGELECIRIGL METER UfhITY VSEMENTS E1InK STREET LIGHT - — - PROPERTY BIWAAT/ IX6TNG PNONE PEDESTK -------4R15.__ EXISTING CONTWR EYJSIING WS uMR L1 Exwm CONTROL PINT ri © f%ISTINC CIRE BOX W IX6TNNG CONFER SHRUB ti;� i i' a IX6TINC SITE PoST EX6NNC CINFER TRUE J ' h EXGRNC SON L EXISTING DECIDUOUS SHRUB EXISTNG HC RAMP EXZTWG DEWIOJO S MEE x 1 f NOTES: i + I 1. THE SEE. TYPE AND LOGTIW Of ILL KNOWN UNOERGRIMD UTSIRES ORE APPROWMAE WHEN SHIM ON THESE OPAWxN05. R SHALL BE THE RESNXNIBNIY Of THE CIRRACTON TO VERFY THE EXStEHCE OF A UNDERGACKJND UWIRES IN THE AREA OF THE WORK _ BEFORE COYYENCINC NEW CONSIRUCIpN, THE COMPOLtOR SWLL BE RESP I LE MR w ONOE W &L JNO(RIES. GROUNO tTTUTIES AID SHNL BE RE IKE TOR N UNKNOWN RGR TOTAL PERVIOUS AREA = 16,290 SF PERVIOUS AREAS a Y) D 0 W Z X W ShWet Of X Sheets I I II 1, 1 I 1 1 1 I Attachment 2 Existing Vs. Developed Pervious Area Exhibits DEVELOPED DIRECT RUNOFF COMPUTATIONS Fort Collins, Colorado Rational Equation: Q=CIA Project:306-002 By:ATC Date:5/10/07 Design Point Basins Area, A acres 2-yr T. min 100-yr T. min C2 Cloo Intensity, 12 in/hr Intensity, 1,00 In/hr) Flow, 02 (cfs) Flow, Q100 (of5 1 1 0.32 5.0 5.0 0.95 1.00 2.85 9.95 0.9 3.1 2 2 0.25 5.0 5.0 0.95 1.00 2.85 9.95 0.7 2.5 3 3 0.12 5.0 5.0 0.95 1.00 2.85 9.95 0.3 1.2 4 4 0.96 5.0 5.0 0.95 1.00 2.85 9.95 2.6 9.6 OS1 os1 0.49 5.0 5.0 0.95 1 1.00 2.85 9.95 1 1.3 4.9 DEVELOPED 100-YR TIME OF CONCENTRATION COMPUTATIONS Fort Collins, Colorado Overland Flow, Time of Concentration: 1.87 (1.1 - C * Cf T - S' Gutter/Swale Flow. Time of Concentration: Project:306-002 Tt = L / 60V By:ATC TC = T; + Tt (Equation R0-2) Date:5/10/07 Intensity, i From Figures 3.3.1-2 (Area II) Velocity (Gutter Flow), V = 20•S (Equation RO-4) Velocity (Swale Flow), V = 15•S'' Overland Flow Gwer.Flow Swale Flow Time of Concentration Velocity, 100-YR Design Length, L Slope, S T, Length, L Slope, S V T, Length, L Slope, S Velocity, V T, T, Point Basins C'Cf ft % min ft % fVs min ft %) (f/s) (min min 1 1 1.00 70 2.1 1.2 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 2 2 1.00 60 2.8 1.0 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 3 3 1.00 46 0.9 1.3 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 4 4 1.00 60 2.7 1.0 129 0.5 1.41 1.5 0 0.0 0.00 N/A 5.0 71 OS1 0.95 120 2.7 2.2 0 0.0 0.00 N/A 0 0.0 0,00 1 N/A 5.0 DEVELOPED 2-YR TIME OF CONCENTRATION COMPUTATIONS Fort Collins. Colorado Overland Flow, Time of Concentration: 1.87(1.1 - C * Cf T = S1 Gutter/Swale Flow, Time of Concentration: Project:306-002 T, = L / 60V By:ATC T� = TI + Tt (Equation RO-2) Date:5/10/07 Intensity, I From Figures 3.3.1-2 (Area II) Velocity (Gutter Flow), V = 20•Sy (Equation R0-4) Velocity (Swale Flow), V = 15•S' Overland Flow Gutter Flow Swale Flow Time of Concentration Velocity, 2-YR Design Length, L Slope, S Slope, S V T, Length, L Slope, S Velocity, V T, T, Point Basins C'Cf tt % % fVs min ft % ft/s min min 1 1 0.95 70 2.1 0.0 0.00 N/A 0 0.0 O.00 N/A 5.0 2 2 0.95 60 2.8 tOo 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 3 3 0.95 46 0.9 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 4 4 0.95 60 2.7 0.5 1.41 1.5 0 0.0 0.00 N/A 5.0 OS 1 OS 1 0.95 120 1.0 0.0 0.00 N/A 0 O.O O.00 N/A 5.0 DEVELOPED COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Character of Surface Runoff Coefficient Percentage Imperviousness 2-year C, = 1.00 Project:306-002 By:ATC Date:5/10/07 100- ear Ci = 1.25 Streets, Parking Lots RoofS, Alleys, and Drives: Asphalt ................................................................................. 0.95 100 Concrete.............................................................................. 0.95 90 Gravel.................................................................................. 0.50 40 Roofs.................................................................................. 0.95 90 Lawns and Landscaping SandySoil............................................................................ 0.15 0 Clayey Soil............................................................................ 0.25 0 Runoff Coefficients are taken from the City of Fort Collins Storm Drain a a Design Criteria and Construction Standards, Table 3-3 Basin ID Basin Area Basin Area acres Area of Asphalt Streets, Parking Lots, and Alleys Area of Roofs, Walks, and Driveways s Area of Gravel Parking and Drives Area of Lawn and Landscape s 2-year Composite Runoff Coefficient 100-year Composite Runoff Coefficient 1 13728 0.32 C-Value of .95 assumed for preliminary analysis 0.95 1.00 2 11068 0.25 C-Value of .95 assumed for preliminary analysis 0.95 1.00 3 1 5278 0.12 C-Value of .95 assumed for preliminary analysis 0.95 1.00 4 41889 0.96 C-Value of .95 assumed for preliminary analysis 0.95 1.00 0S1 21344 0.49 C-Value of .95 assumed for prelimina analysis 0.95 1.00 NU i t: ali impervious surtaces within street, whether asphalt or concrete, have been grouped together in the "Asphalt" column ME - PRGP06Eo EAR, & aTTER NFLOW —CI UNDER ORKUP0 CABLE LINES - PROPOSED CENTERUNE T— UNDER GROUND TELEPHONE ONES EASTiNG STORY SEWER []T EXT"NG PHONE PEDESTAL ■ EASTN4 STORM MANAGE PAET 4 EXISTING STREET LIGHT Io PROPOSED STORY SEWER ® EXISTING POWER VAULT ■ PROPOSED STGNI ORAINAM INLET o EXISTING POST PROPERTY BOHNDMY F EXSTNG SON ----Am--- EAISIING ECNtEUR EXISTING NC RAMP —NS— PROPOSED CONTOUR EXISTNG COMMA PANT - EXISTNC WATER WON W EASING CONFER SHRUB EXISTING ME NYORMT -& EASING CONFER TREE O EXISTING WATER METER O EASING DEGOUWS SHRUB IN N EXISTING WATER VALVE EXISTING OEMOUOUS MEE Cm EXISTING SEWER MAN OUiFlllpyy''/11 EASING FENCE EXISTING ElEC116CK NETER UnL1TY EASEMENT O FASTING GAB PETER �� � NOPERTY BWNDMY © EASING CABLE BOX MSCN PUNT A FLOW ARROW BASIN BWNOMY • .W SW4F E �. 2 SHEET 1 DS ® u GRAVEL III FILTER OR=44 'MIRES O—SF— SX.T FENCE ® ® RUNUP OUTLET PROTECTION ® ® TEHHCLE TRACNNG PAO ® WATTLE SEDIMENT MAP O® sMo BAc GIEa DAM EROSNIN CONTROL, FABRIC O NRLEX I WICXGRASS ON EGUNALEM (SEE OVAL SHEET) IYV 1 CJ 1. ALL SPOT ELFVAnoMS AOJAEENT To CIARB ANO GLITTER REPRESENT FINISH GRADE AT FLO ILNE JILLSS ORIERWSE NOTEM,. 2. SEE SHEET C52 FOR QUOINS MO EROBTN CGITRUL NOTES. 20 D 20 b 60 F-t IN FEET ) i, d - 20 N. cKL uTury HgTexI,IGI EFNTFR aF COLgi/L] [NL M INTE T M YEIpR RFN WeI ]Y4BPYL A W [aJW XX NNN�XR W'^AmuIM66 Wn uM1ITRs BOW 014019E City of Fort Collins. Colorado UTILITY PLAN APPROVAL APPROVED y Deer -�ei— CHECKED BY: e r T2 r y —maw--- CHECKED BY: netlon _�� CHECKED CIHCQEm BY: ---Dmw— a z 06 a W m ZZ W g LL LL a LL O �J U Z� w r) Z m /9 o n \/Z U QU) 2 2w J J W > a a M Attachment 1 Drainage Exhibit Drainage Calculations discharge into the Lemay Ave. storm line. Underground extended detention, and median extended detention were evaluated, but were determined to not be feasible for this site. Please feel free to contact me if you have any questions. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Aaron Cvar, PE Senior Engineer llo�.• ,N K nE I NORTHERN ENGINEERING ADDRESS: PHONE:970.221.4158 WEBSITE: 200 S. College Ave. Suite 100 Fort Col I ins, CO 80524 FAX:970.221.4159 W"" northernengineering.com City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 November 21, 2007 RE: Final Drainage Summary PVHS Medical Office Building Dear Staff: This summary is in regards the proposed PVHS Medical Office, located at the southwest corner of Lemay Ave. and Garfield St. The project site is within lot 2 of the Lemay Subdivision Second Filing. The proposed office building will consist of the removal of an existing parking area for PVHS and a small existing building. With the proposed construction, a new parking lot and office building will be built. Previously, this site was the subject of the drainage report entitled "Drainage Report Letter for the Surgery Addition to the PVHS Lemay Campus" by Stantec, December 6, 2006. This report also covered the parking garage to be constructed adjacent to the proposed office building. In this report, downstream capacity in Lemay Ave. was ' analyzed, and it was determined that any impact to the hydraulic capacity of Lemay would be minimal resulting from the redevelopment of both the currently proposed office building site and the parking garage site. With the proposed drainage plan (see Attachment 1) for the office building and parking lot, overall historic drainage patterns will be maintained. Historically, a portion of the ' site drained into the storm line in Lemay Ave. in more minor events, and in a major storm event, it is apparent that flows would surcharge and surface flow into Garfield St. and then into Lemay Ave. The proposed drainage plan mimicks this pattern, with a portion of flows being captured and conveyed into the Lemay Ave. storm line. In a major event, proposed drainage will overflow into Lemay via a curb cut at the southeast corner of the proposed parking lot. Based on the exhibits provided in Attachment 2, showing existing and proposed pervious areas, overall site imperviousness will decrease by roughly 1200 square feet. Because of this, developed runoff rates will not exceed historic rates. ' Water quality treatment will be provided using a Stormceptor unit at the southeast corner of the site. All storm lines within the site will be routed through this unit prior to