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HomeMy WebLinkAboutPVH MEDICAL OFFICE BUILDING & PARKING STRUCTURE - PDP - 14-07 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTw / i 1 0 Ill/ - 20 0 20 40 SO Poet N FEET i MM = 20 11 LEGEND - - PROPOSEO WATER MAIN c E%6TN3 RCST (Il "MINE WATER MN i EXISTING SIGN "IKMKKEo SEWER WIN EXISTING NC BAY" —SS-- 1 EUSTVIG SEWER WIN _ EXISTING C0111ROL "OYrt ®--� NEOPOSED WATER SEMKE FXL411NG CONFER SHRUB PROPOSED SflNR SERWCE :-.: - OIISING CONFER TREE E PROPOSED THRUST RESTRAINT I - E}6DNG �WOUS SHRUB w PROPOSED GATE VALYE I F%ISTNG CESCUUWS TREE PROPOSED ENE XYOR.VIT D%eTNG PERGE J� VISTR1G FIRE IROPANT — — — UTDfIV EASEMENT 0 EX6TNG YN1ER PETER PTNPEBIY BOUINIRI' DQ USTMPG WATER VALVE —i— UNCER WWNO TEIFMIONE AMES O� EX5 SEWER CIE.VlOIIT OT EXKTNG PIADIIE PEDESTAL IN O EXBTNG EUECRWGAL PETER o OL6RTIG STREET UGPTT EXISTND CAS METER ® EXISTING PGYER VAULT © EXSfNG CABLE BOTH EMSTNG SfOPoT SEWER E UNDERGRWND EIECRSC PROPOSED SiDRM SEwER D INOERGROUND CAS ONES ® EXTNG STOVE! DRAINAGE INLET —I, — IMRIETI MUND GAME !M6 ■ PRINSEII STDBY oMMNTL£ INI£T NOTES: THE SEM TYPE AND LOGTXIN V AI KNOWN UAIDERGROUND UTRR16 ARE A('PRDGWTE WHEN SHQWW a THESE mwN R SHAL BE THE RES"DTNIBWM1 Y THE Gaxrwna+ TO YEAR, THE EXISTENCE DY ALL UNOERBWWNO UTIUHES N T AREA CP THE WORK. BEEORE COMMENCING NEW CONSDNOTON. THE CONTRAOTOR SHALL BE RESPONFABLE FOR IjXA N ALL UIOERGROVND UTIUTIES AND SHAIL BE RESPoIWBLE MR ALL UNKNOMR UNDERGROUND UTAITIES. TOTAL PERVIOUS AREA = 17,500 SF PERVIOUS AREAS f7 z_ O m Y M, Q W Q D `0 ^W I.L �N E.� Q 5z G J W w a 1 snPBBt Of X Sheets -77 ---------- — i 1 ?, / / I I- I I / t s a { EXISTING I "BY PRIG NG - BUILDING Y j I / w I f1INfE TW /F i / O I R ti - o a " GARFIELD STREET EIOST KJInm CURB TM 1 COST IUYp$,RE TVP /EAST PARKING" V F "4T 20 0 m w Go FW (IN FEET ) _ __ 1 1 NM 30 It 11 II C, I LEGEND }� 1 ;�( EKISIwO FIRE H10R.NR '—V-----Q EJUSTNG WATER WIN 1 VVW 11 I O Em,r,ic; "FOR YCTER ------- 0 EY61WG SEMEII WW 1 � ENISTWO WA1EA VALVE IX6TM10 $TMY SEINER F I I Q f1051W6 WATER MAMHIXE E UNOERCROUNO ELECT II ® EXISTING SEINER WANHOUE C-- UNCERGROIINO GAS LINES jI 4. IXLSTIHG SEINER CLEANOIIT —cTµ-- UNOER GROUND CABEE LRES I ® FKHIHG STORY ORAYMi MIFF t UNDER GROUND IFEEPHONE LINES II I ® EVIT1C ELEtTRKU1 VALET IXSFRIG FENCE i IN O EKSEWG ELECTRICAL YE1EN _ UT41Y EASEMENTS EKRIHC STREET IIGNT — — PROPERW BOUNDARY EYSTIN6 PHONE PEDESTAL ------49J3--- EASTINC CONTOUR ' IIII ECEiiWG GAS METER E]I6TYG CONTRA NRM EKIRIG G4BlE BGK R EK4TW0 CONFER SHRUB �• 1 ) ��� I R� E15NC 51E f11T IXIBTING CONFER TREE I i p; F F]OS'FNG SIGN ¢ EKCTHG OEGTOUdS SHRUB �iI �. IXISIWC HC P.NIP g .f G IX6TNG OEBGKKX)US TREE F I I I NOTES: t THE BIEL TYRE MA LOCATION OF ,UL KNOFIN UNDERCROUryO UTRIFIES IAE APPI "TE WHEN BNOWN ON THESE oM11B1G5 R SMALL BE THE RESPCN510 Y OF THE CpARRCTON TO VEIRFY THE UISMNOE a ALL UNDERGROUND NEInFS IN THE AREA OF THE BORK. BEFORE HER1 1 W LOCATRRGC�UNOFRGROUNDDUIBIn6 AND 9Y BE RESPONSIBLE FOR ALLALL UNKNORNN UNOERFAdIRK1 U I"ES. I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I � TOTAL PERVIOUS AREA = 16,290 SF PERVIOUS AREAS Z J_ Q m W i U a� LL W 0 r�E1 Q n U Z � H W (n X W Attachment 2 Existing Vs. Developed Pervious Area Exhibits DEVELOPED DIRECT RUNOFF COMPUTATIONS Fort Collins, Rational Equation: Q=CIA Colorado Project:306-002 By:ATC Date:5/10/07 Design Point Basins Area, A a 2-yr T, Min 100-yr T. „•: _ C2 Cyoo Intensity, 12 in/hr Intensity, 1,00 in/hr) Flow, 02 (cfs) Flow, Q100 (cfs) 1 0.32 5.0 5.0 0.95 1.00 2.85 ?-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 1.00 2.85 9.95 1.3 4.9 DEVELOPED 100-YR TIME OF CONCENTRATION COMPUTATIONS Fort Collins. Colorado Overland Flow, Time of Concentration: 1.87(1.1 -C"Q T - v S'' Gutter/Swale Flow. Time of Concentration: Project:306-002 T, = L / 60V By:ATC Tc = T; + T, (Equation RO-2) Date:5/10/07 Intensity, i From Figures 3.3.1-2 (Area II) h Velocity (Gutter Flow), V = 20•S1 (Equation RO-4) Velocity (Swale Flow), V = 15•S'h Overland Flow Gutter 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 % ft/s min ft %) (tus) (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 NIA 5.0 OSt 0S1 0.95 20 2.7 2.2 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 DEVELOPED 2-YR TIME OF CONCENTRATION COMPUTATIONS Fort Collins, Colorado Overland Flow, Time of Concentration: 1.87(1.]-C CfWL T S, Gutter/Swale Flow, Time of Concentration: Project:306-002 Tt = 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•S1" (Equation R013) Velocity (Swale Flow), V = 15•Sh Flow Gutter Flow Swale Flow Time of Concentration Velocity, 2-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 % ft/s min ft °/<) (fus) (min min 1 1 0.95 70 2.1 1.8 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 2 2 0.95 60 2.8 1.5 0 0.0 0.00 N/A 0 0.0 0.00 NA 5.0 3 3 0.95 46 0.9 1.9 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 4 4 0.95 60 2.7 1.5 129 0.5 1.41 1.5 0 0.0 0.00 N/A 5.0 OS1 OS1 0.95 120 1.0 3.0 0 0.0 0.00 N/A 0 0.0 0.00 N/A 5.0 DEVELOPED COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Character of Surface Runoff Coefficient Percentage Imperviousness 2-year q =1.00 Project:306-002 By:ATC Date:5/10/07 100-year C, = t25 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 s.f. ! Basin Area acres Area of Asphalt Streets, Parking Lots, and Alleys ��{- Area of Roofs, Walks, and Driveways . ; „ Area of Gravel Parking and Drives s 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 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 an niiywvwus suridcea wrrrrm street, wnetner aspna¢ or concrete, nave peen groupea togetner in true "Asphalt' column -- PROPOSED MiB k GUTTER INFLOW —ITV— UNDER (RgIND CABIE LPIES - PROPOSED GENTERINE T 1NOFR OPERAND TELEPHONE INES EXISTING STORM KKR Q EXISTING PHONE PEDESTK Y EASTNG STORM OM AHNAfE MILT Q EXISTING STREET L T IO PROPOSED STORM SEWER ® EASTTNG POWER VAULT ■ PROPOSED STORM GiANAM NIET 0 FASTING POST PROPERTY BOUNOARY F EXISTING SUN -42n EASTNG CGITGR EASTNL HE RAMP PROPOSED COINTGR EXISTING CONTRM POINT �y EwETNG M' PEA MAN a EXISTING CONPER 9IXUB EXISTING PRE HYDRANT EASING CCHFER TIRE FASTING WATER METER EASRNG pEGWWS SHRue EASTNG WATER VALVE p�6^ i \\ EXISTING MSGW WS FREE oW EMSTNG SEWER MEANWT FASTING PENCE EM EASTHNG CLfC1FCA METER U11UPY EASEYEHL 0 EYJSIHNC GAS METER PROPERTY BOUNDARY © EASTING CARE BOX DESIGN PCNI AD, ROW ARROW BASIN BIXMO4tY ....... WR. "As I Y 2 SNEEr � oe Ou CANNEL NIET RLTER OW Ta7>® WA1TtEs O— BP— SILT PENCi OmPeAP OUREF PROTECTION O® VEHICLE TIYCNNG PAD O%cp WATTLE SEGMEM TRAP 8D ® SAND BAG GNEGN CAN O ® FABRIC CURLER I WCYWGRASS OR EGMNEM (SEE GOAL S ) ® RP DURET PROTECTION (SEE WTAL SH)ET) 1. Au SPOT EIEVATIONS ADJACENT TO EARB ANU WRER RERRESENI RNI9 MAOf AT RD MIRESS UTIIERWASE NOTED. 4. SEE SHEET ME FOR GRAGNG AND EROSION CGITROL NOTES. (9 IU 0 ]0 AD 60 F„1 ^ IN FEET ) 1C . ]0 N. CwLL VIanY NJ11YAlNR CBDBIDF G4OULo esu s NWAss Hers W AYING vaW 1PJ oK wrq a wrArt rm N[ YMNC V VfGRiWlo bR11 VAIRe City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED city I7g Weer CHEo(ED BY: e er eP we r y CHEMED BY: 0rmwe r y � c ED(EO BY: Per cree on �efe CHEMED BY: c ng Weer '— peC< OHEG(EO BY: m J U_ W U) D a C U Q W J ad W 0 ZZZ a � J d Zw g`O v Z Q Z0 It 2W J W a Sheet G1 Of Sheets Attachment 1 Preliminary Drainage Exhibit Preliminary 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 N NORTHERN ADDRESS: PHONE: 970.221.4158 WEBSITE: 200 S. College Ave. Suite 100 www.northernen i g E N G I N E E R I N G Fort Collins, CO 80524 FAX: 970.221.4159 B neerin .com City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 May 16, 2007 RE: Preliminary 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 comer 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