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HomeMy WebLinkAboutDrainage Reports - 04/17/2018I NTLRWl8T CONSULTING GROU P January 29, 2018 Citji'-of Ft.; Collins Ap : oy . Plans Mr. Wes Lamarque Approved By ' Fort Collins Utilities - Stormwater Date 700 Wood Street Fort Collins, CO 80522 Re: Nix Farm Natural Areas Facility - Major Amendment 2016 Final Storm Drainage Letter Dear Wes, Please accept the following letter on behalf of the City of Fort Collins department of Natural Areas for the proposed facility improvements demonstrating the site's ability to comply with the City's stormwater requirements. INTRODUCTION The Nix Farm Natural Areas Facility - Major Amendment 2016 proposes to construct a new vehicle storage building, expand the existing maintenance yard and provide a total of 14 additional visitor/employee parking stalls at their existing Nix Farm Natural Area Campus. The site is located north of the Burlington Northern Railroad Tracks, west of Timberline Road, south of the Cache La Poudre River, and east of Lemay Avenue. The project is located in a portion of Section 18, Township 7 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. A vicinity map is attached for reference. The site consists of approximately 27.48 acres, however the proposed improvements will disturb approximately 1.5 acres. The proposed improvements will be completed in one phase of construction. As part of the design efforts, a Master Plan study was conducted. For the purposes of this drainage study, the Master Plan was referenced to review the potential impacts on the existing water quality pond. EXISTING CONDITIONS The project site is located within the Spring Creek Drainage Basin and detention is not required. An existing water quality pond is located southeast of the maintenance yard. The design of the existing water quality pond is described within the "Final Drainage and Erosion Control Report - Nix Farm Natural Areas Facility", prepared by JR Engineering, dated June 8, 2001. This report was updated with the construction of the Natural Areas office building and is described within the "Final Drainage and Erosion Control Report for Nix Farm Natural Areas Facility - Major Amendment", prepared by Interwest Consulting Group, dated May 13, 2013. In reference to the most recent 2013 drainage report, the site area draining to the water quality pond is approximately 21 % impervious (Basins 102, 103, and 105). Portions of the project are not located within a FEMA mapped 100-yr floodplain though no improvements are proposed within or that would affect the 100-yr floodplain. 1218 W. ASH, STE. A, WINDSOR, COLORADO 80550 TEL. 970.674.3300 - FAX 970.674.3303 Nix Farm Natural Areas Facility - Final Storm Drainage Letter January 29, 2018 Page 2 of 4 PROPOSED DEVELOPMENT The project will construct a 5,000 sqft vehicle storage building south of the existing maintenance building and construct an expansion along the west side of the existing maintenance building. The maintenance yard will be expanded to the east and south, and additional parking will be constructed along the north and west drive isles. The project is required to provide water quality capture volume and implement Low Impact Development (LID) techniques for additional water quality enhancement. The previous basin boundaries were referenced and adjusted for the proposed improvements. For the purposes of this report and the adjusted basin boundaries, Basins 102, 103, 105, and 106 were reviewed. The proposed improvements occur within Basins 102, 103, and 105. Basin 106 was reviewed due to the reduction in basin area and is mostly unimproved native grassland. Basin 102 consists of a portion of the existing office building, associated parking and walkways, and half of the western access drive to the maintenance yard. This basin is unchanged with the proposed improvements and is included in the analysis of the water quality pond. Basin 102 is approximately 0.41 acres and 47.1 % impervious and runoff is conveyed to the water quality pond via an existing 18" culvert and a proposed swale. Basin 103 consists of north portion of the existing maintenance building, the northern portion of the maintenance yard, and the access drive and parking to the north. The proposed improvements within this basin consist of the expansion of the maintenance yard, improvement of the access drive, and additional parking stalls south of the existing access drive. Basin 103 is approximately 1.13 acres and 67.2% impervious. Runoff from Basin 103 is conveyed to the proposed rain garden than to the water quality pond via a proposed culvert and swale. Basin 105 consists of the south portion of the existing maintenance building, the proposed vehicle storage building, the southern portion of the maintenance yard, half of the western access drive to the maintenance yard, and the proposed parking stalls west of the access drive. Basin 105 is approximately 5.08 acres and 23.4% impervious. Runoff from Basin 105 is conveyed to the water quality pond via overland sheet flow and swales. The total area draining to and treated by the water quality pond is approximately 6.63 acres and is 32.3% impervious. A total of 0.105 acre-ft of water quality capture volume is required. Analyzing the proposed grading, this computes to a water surface elevation of 4927.32 feet. The top of the existing outlet structure is 4928.40 feet which provides a total 0.331 acre-ft of water quality capture volume, exceeding the required volume. The existing orifice plate will need to be replaced with a plate containing one column and 3 rows of 7/8" orifice holes. The attenuated peak 100-yr flow rate from the combined Basins 102, 103, and 105 is estimated to be 22.10 cfs. The existing pond spillway has capacity for this rate with 0.38 feet of freeboard. All calculations and exhibits are attached for reference. MASTER PLAN As part of the Master Plan study we analyzed the proposed improvements to review the impacts to the water quality pond. The Master Plan improvements would require 0.122 acre-ft of water quality volume. It was determined that the existing pond, along with the current proposed grading adjustments, would Nix Farm Natural Areas Facility - Final Storm Drainage Letter January 29, 2018 Page 3 of 4 have capacity without significant grading adjustments. The orifice plate would need to be reconfigured for the appropriate orifice sizes and the spillway would likely need to be adjusted. LOW IMPACT DEVELOPMENT TECHNIQUES In reference to the code requirements for implementation of Low Impact Development (LID) techniques, the use of soft bottom swales and a rain garden are necessary to satisfy these requirements. The soft bottom swales and rain garden promote infiltration while filtering runoff and capturing fine sediment that drains off of the impervious areas. A Standard Operations Procedure will be provided at final design to assist in ensuring that these BMPs will adequately perform over time. Due to grading & elevation constraints, a 4" perforated pipe is utilized as the subsurface drain within the rain garden. Below is a description of the 4 step process for selecting structural BMPs 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 RunoffReduction 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). Runoff throughout the site is mainly conveyed to the water quality pond via overland sheet flow and open swales with soft bottom pans. Culverts are used route runoff under drives and walkways than day light to swales. Allowing runoff to be in contact with site soils, whether overland sheet flow or within swales, slows runoff and promotes infiltration, especially with the incorporation of soft bottom pans in the swales. Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release Once runoff has been minimized as described in Step 1, the remaining runoff shall be treated through the water quality pond designed for a 40-hour drain time. Step 3: Stabilize Drainageways Natural Drainage ways 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 an existing storm system, bank stabilization is unnecessary with this project. Step 4: Implement Site Specific and Other Source Control BMPs Proactively controlling pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system or receiving waters is important when protecting storm systems and receiving waters. This can be accomplished through site specific needs such as construction site runoff control, post -construction runoff control and pollution prevention / good housekeeping. It will be the responsibility of the contractor to develop a procedural best management practice for the site. Nix Farm Natural Areas Facility - Final Storm Drainage Letter January 29, 2018 Page 4 of 4 All calculations are attached for reference. EROSION CONTROL Erosion and sedimentation will be controlled on -site by use of silt fences, culvert inlet protection, a gravel construction entrance, and seeding and mulch. The measures are designed to limit the overall sediment yield increase due to construction as required by the City of Fort Collins. During overlot and final grading the soil will be roughened and furrowed perpendicular to the prevailing winds. During the performance of the work required by these specifications or any operations appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the contractor shall furnish all labor, equipment, materials, and means required. The Contractor shall carry out proper efficient measures wherever and as necessary to reduce dust nuisance, and to prevent dust nuisance that has originated from his operations from damaging crops, orchards, cultivated fields, and dwellings, or causing naissance to persons. The Contractor will be held liable for any damage resulting from dust originating from his operations under these specifications on right-of-way or elsewhere. It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights -of -way. Wherever construction vehicles access routes or intersect paved public roads, previsions must be made to minimize the transport of sediment by runoff or vehicles tracking onto the paved surface. Stabilized construction entrances are required with base material consisting of 6" coarse aggregate. The contractor will be responsible for clearing mud tracked onto city streets on a daily basis. All temporary and permanent erosion and sediment control practices must be maintained and repaired as needed to assure continued performance of their intended function. Silt fence will require periodic replacement. Maintenance is the responsibility of the contractor. All disturbed areas must be seeded and mulched within 30 days of project start. Vegetation shall not be considered established until a ground cover is achieved which is demonstrated to be mature enough to control soil erosion to the satisfaction of the City Inspector and to survive severe weather condition. Thank you in advance for your time and if you have any questions or comments please contact me at (970) 347-8917. Sincerel Jason T. Interwes Attachments NIX FARM NATURAL AREA FACILITY MAJOR AMENDMENT 22016 ii11■ Upol ■momq 0�89 M SITE VICINITY MAP PROJECT DATUM: NGVD29 UNADJUSTED CITY OF FORT COLLINS BENCHMARK #51-01 WEST SIDE OF TIMBERLINE ROAD AT THE NORTH END OF ABRIDGE OVER THE POUDRE RIVER ON TOP OF THE PARAPET WALL APPROXIMATELY 0.2 MILES SOUTH OF THE SOUTH SIDE OF WEST MULBERRY STREET. ELEV= 4923.75 CITY OF FORT COLLINS BENCHMARK #SO2 ON THE SOUTHEAST CORNER OF THE INTERSECTION OF LEMAY AVENUE AND MULBERRY STREET, IN THE CURB, ON THE SOUTHEAST SIDE OF A TRIANGULAR ISLAND THAT CONTAINS THE TRAFFIC SIGNAL. ELEV= 4936.08 PLEASE NOTE: THIS PLAN SET IS USING NGVD29 UNADJUSTED FOR A VERTICAL DATUM. IF NAVD88 DATUM IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATIONS SHOULD BE USED: NAVD88 = 4923.75 (NGVD29 UNADJUSTED) + 3.18 NAVD88 = 4936.08 (NGVD29 UNADJUSTED) + 3.19 HORIZONTAL DATUM: COLORADO STATE PLAN COORDINATES NAD 83(2007) DATUM. HORIZONTAL CONTROL BASED VRS. 0%160V OZ916" OBC16" OW16W O 1O N N O C Ud E ,6 c E L, a C Q O N U2 E C 'U Q 0 U N �Z DLL = Z M.esz sot 00916" z i z 0O616V6 09C16W (0 R i g O1 to � S U) y O � Z d o g U) V! O a m 3 v° z o c _ — 4 o ,Q vv �1 J m 2 € c M 6 m Lam.. EQ tl tr g � d U N U d ;4 q R O 0 N t7i , m f N � C to O a M.KZ .ml 6" r.I' z n F O m N `o o m U E �v m d < E c Q J o Ucc E U J m LL N J y Q U O J U m y Z O E O O �p T LL =z O N l0 m n m E T (D Q 5 >. N cn c� Z J N 0 t H N p O Cd O N « V m O n N t V 0 I n 2 Ol cL .0 N ° � v " m " J C m o E dv U) '-' m"E N E Cy N 'U O N O C-) LDO m N U Lo m E3 aa N m " T nN O oLn = 0 oZ� -- 9m Z U Q E � O yCN Om E y'o 0 or n10 a= W Qa n m y ID d �) m @ O Q v a° o g" d m c N3d Zm« O, C a ETm ° m m Eo CL on am m W=d d Vpm U Z d ao N v� O E 1 m d N ° m E mL 0 v y v m n N J 4)o fn N n C 0 m y J d y L C C N ZEE yaQ `o'er° c— 'm rn m °O N oOINNV C'ca y� ov oc m «=c 16 m nU a E °c E yoQn c i_ y o J cn -O CU m m Om m>m m"c w�r O O N N O Co a Hydrologic Soil Group—Larimer County Area, Colorado Nix Farm Natural Areas Facility - Major Amendment 2016 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 54 Kim loam, 3 to 5 percent B 0.5 6.5% slopes 95 Satanta loam, 1 to 3 B 7.2 93.5% percent slopes 103 Stoneham loam, 5 to 9 B 0.0 0.0% percent slopes Totals for Area of Interest 7.7 100.0% 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 (A/D, B/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 (A/D, B/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 Web Soil Survey 10/6/2016 Conservation Service National Cooperative Soil Survey Page 3 of 4 • Hydrologic Soil Group—Ladmer County Area, Colorado Nix Farm Natural Areas Facility - Major Amendment 2016 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey 10/6/2016 Conservation Service National Cooperative Soil Survey Page 4 of 4 I I � I y Low Impact Development Summary � \\ Pavement Area Surmery A v Tela .w.. news nvP. aa.3a1 .All PerRMtft Pawl Mel: 0s011 1�'r �� sF` _ — ftMm pa"monlAna as PIReeatlla Pmm 0.0% 11 ,Y i •! / -L `;�\\ \ 't v�Developed Area Sum4mery �" � Tolal New ITTlaVous Ales: M MI aqR � � i � / Total Area r<0uired for TreMmem t75%I. 2B74e sqR - /J Proposed Am of Pawta. 0 sell EXISTING 1 Y I 0.]I 0.44 I Ad .W Am TRlsted by P. 0 egll i /� OFF �E \ / IOU] Am Trell by Pa"M a PIT _i/A• YnpBlloUa Area TresLM M Ran Carden (Barn 1031. 31.026 agll _ _ - - I ' - _� _ =. T `\ R01.19JA9/ Towl Am Tmled by LID: 34,024 qR _� - - T- �' �• /!' AR° \� `i A'✓ SF-492OJ (IS, RUT) Pement Olw Ana Tnabd by LID: M.e% --- _ =�-�e� = / �� 4 T Fu toff, EX WlACP Rl -_ r - - i \ M EXISTING1 -a 1pIP; a 1 ` \\f1 19185 \ 1, \ t�T IN GIRD N I�y �E F�• r \ Sc FRLp-'H "R \ (Tea sprr IT I _ � r_ _ 111 1 +t��' /e1 F - POP-- _ e .. as - 1}�)-E�-p - 103 \ \ ��11 lr! ♦11"/•l ' Lu o-va In li?9Jz�i I s w�rtiar vAn- \\ I wow �a a�P.0 IN \` _ ' Ex 12, a PROPOSED !A ♦ / / T '/1•ew W//ITS ` MODULAR a'°.u. a� - _ l IB-.`��✓\ / I r W/fEs I I /i-.AAItI Ow` y PROVIDE 4Ti4' .11 fl .�' ` - J/ i.nl 1 7 - S PAD ',\\ I 1 a♦Dr - 102 1 0.41 O.T. F%PANSION 4934 PIPMAINTENANCEBLOG I \u E, - ( r sariBDTI01 SIALf \ \ Al034 rIr \ SCOIMSTOP PAD /PROVIDE 4A4* \11 m 1 1 1 ( 1 nls UEL�JT^.• STORAGE • 451PREVIOW � •I••'I TITLE ls'AYP VEFFCIE 'Ia e e STOP Gf, W/firs AIIdBdT I I lee ,F. \ ♦ I I 1..: • i€ � � ` Az-4A1LJ # I •L..I ' I I L� Ieeel 1♦•(IWI)nlac \� -- --- 3n-- ��F♦ a p ..l RArt RaI Q I HAS 1p R r alSol SANG \ \ ` 5(XIt TOPSOIL sOiT BOTIGI SMNf ` \ g \A T I IMQr v RDE ) fR*1 - D \ \\ \ I 1 xaE w T 6 ar 1 FLOW CONTROL PLATE SOFT BOTTOM PAN \ ` WATER QUALM POND lk XIS RIDGY - M105 All MEET `-TOP OF EX OILRET STRUCTURE - 4 21.4400 1 24•RCv / < I NOTES �1 � W/ laarxr HA rE / cv z4- Rcrl I 1 Ex a/ ns \ \ ` Ft�491V �W/lE5 1 1 R-tsleT I. CONTRACTOR TO PROVIDE AND MAINTAIN AIINECESSARY 3. RET INEDW ANCEVEPOSSI0N SHALL BE PROTECTED AND \ \ R-liftS) EROSION CONTROL MEASURES PRIOfl TOANDTHROWHOIIi OF IDUSTIGVEGEERP06SIBLERENOVAL ORpISTLRRBANCE \ \ IIOOBY DISIMh aOLY PIAT�/��' �\ CONSTRUCTION.PLACE EROSION CONTROL.PROTECTIONTI OFEAISTNFVEGETATIONSHALLBE LMRF_p TOTATAREA `\ \ -- �- -� \ \ \ ALLE%15n IRONCONTOLPTTECTROMTHE CONSTRUCTION REWIRED FOR IMMEIYIATE CONSTRUCTION OPEMTIONB AND \ � (X 1s•IPOa \ MEA EROSIONCONi ROLPROTECRON EH ALL REMAIN IN FOR THE SIKKOEST PRACTICAL PERIOp OFTME `MR - PLACE UNnLcoNSTNLICTroNlscouPlEYE AND Al. 100 I FrFNn D01 BASIN=;NATKNJ 1.25 O. BASH COEFFTC1ENTItOOYm BASINAREA ® DESIGN POINT DRMNAGEFIO ARROW - - DRNNAGEBA-SIN BOUNDARY DRAINAGE BASIN FLOW PATH Q \/ INLET PROTECTOR OUTL£r STRUCTURE PROTECTION ® SEDIMENT CONTROL LOG Pa ROCK SOCKS ©� CONSTRUCTION ENTRANCE W/ VFNICLETRACKMG CONTROL CWA CO NCREIE II'Ac--ITT AREA 3 LIMIT DISTURBANCE TO AREAS WITHIN EROSION CONTROL NECES ES ADJUSTEROSIONCONTROLBWNOMESAS NECESSMY TO ApEOUATELY COMPLETE PROPOSED WORKMULCHE. ALLDISTURBEDAREAS SHALL PREPARED SEEDEDa FOTENT .SURF ACE ROUGHENING. FTC 1TO MMRNIg EROSION POTENTLLL AND SOIL MIGRATN>N. 4 STORMWATER MANAGEMENT PLAN SHALL BE PREPARED AND SUBMITTEDBYCONTRACTORPWORTOCONSTRUCTION COMMENCEMENT. 5. SEE LANDSCAPE RAN FOR REVEGETAH NJ METHODS AND DETAILS. WRING CONSTRUCTION. ANY SOIL DISTURBED AND NOT UNDER ACTIVE CONSTRUCTKRI SHALL BE SEEDED AND MULCHED PER LCUMSS STMDARD-S 6. MY DISTURBED LAND MUST RECEIVE SURFACE ROUGHENING. INCLUDING BUT NOT UNITED TO SLOPED MEAS. J. FOLLOW MANUFACTURER RECOMMENDAT IONS FOR THE INSTALLATION OF SCOURSTOP. R IS RECOMMENDED THAT THE SCOURSTOP BE PLACED OVER SEEDED NA GREEN SI SO OEMP TURF REWFORC EVENT MATT MD DOWNBTREAM TO PROTECT THE SOILS PRIOR TO VEGETATION BEING WELL ESTABLISHED. B. REFERENCESHFJ:TIOFOREROSIONCOMROLDETMLS. COFC STANDMD EROSION AND SEDIMENT CONTROL NOTES. I. THE CM STORMWATER DEPARTMENT EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO MYCONSTRtIC-PION ON THIS SITE 2. ALL REQUIRED BMPS MUST BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITY ISTW KPILING, STRIPPING. GRADING. ETC) ALL REQUIRED EROSION CONTROL MEASURES MUST BE INSTALLED AT THE APPROPRIATE TIME IN THE CONSTRUCTION SEOUF_NCE AS NDICATED IN THE APPROVED PROJECT SCHEDULE, CONSTRUCTION BANS, AID EROSION CONTROL REPORT a ALL saLS E%Rosso DLImID LANDIzsnANBID Acrrvrn T \ \\ ISTRIPRNG.GRADING,UTiIlT'I INSTALLATIONS STOCNRLING. \ \ \ \ FlWNG. ETCI SHALL BE KEPE IN A RIXIGNElHD CONDITION BY \ wPRNG OR DISWNG ALONG IANOCONTWRS IAVDL MLA.CH. \ to' \ \ \ INSTAL TION.OR OTHER PERMANENT EROSION CONTROLIS RIGHT OF WAY SOXS IN ME/SOl?SIDE PR08CT STREET �\ Tlt 1.25 1\ \ wGHTSOFRMORE THAN THATV POSED DAVISUFOdMODIFIE \ I\ \ RETAIN FOR MORE THAN THERMSI OI S BEFORE REWIRED \ TEMPORARY OR PERMANENT EROSION CONt•b+-c I \ \ SEED/MULCH. LANDSCAPING, ETC I IS ILSTAUED UNLESS I \ \ OTHERWISE APPROVED BI'THE STORARVATER pEPARIMENT \ \ 5 THE PROPERTY MUSTBE WATEREDANDMAIMAINEDATALL WINDCAUSED EROSION. ALL LAND DISTURBING ACTIVRRES SHALL BE IMMEDIATELY DISCONTINUED WHEN FUGITIVE DUST IMPACTS ADIACENT PgOPERRES. AS DETERMINED BY THE CITY ENGINEERING DEPARTMENT. 6. MUST MO IRALI REPAIRED RECONSTRUCTED CONST UNTED AS MUST BE INSPECTED MO R NK)FF E E T A D EVERY R Y I A D AS NECESSARY AFTER EACH TINU D EVENT AND EVERY I A DAYS IN ORDER TO NCTIOASSURE CONTINUED D SEORMANCE OF THEIR INTENDED FUNCTION ALL !EVENED SEIXMEKTS PARTICULARLY THOSE ON PAVED ROADWAY SURFACES. SHALL BE REMOVED AND DISPOSED OF ELINA MANNER AND LOCATION 50 AS NOT TO CAUSE TMKIR RELEASE INTOAl1Y ORAINAGEWAY T. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET N REIGHT ALL SOIL STOCKPILES SHALL BE PROTECTED E ROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING. WATERING. AND PERIMETER SILT FENCING ANY SOIL STOC#TRt E REMMNIONG AFTER 30 DAYS SH AILL BE SEEDED AND MULCHED B. CITY ORDINANCE PROI S THE TRACKING. DROPPING OR DEPOSITINGOFSOILSAN VENC E AMATERMLONTO CITY SmEETS BYO! FROM ANY VEHICLE. ANY INADVERTENT DEPOSITEDMATERIAL BULLL3E CLEANED IMMEDIATELY BY THE CONTRACTOR ®©®®� B19 E I:GdLTI ®LufL]^IeLLI 0 �:�5'iC'a�� �i.at1:� El.iO S'k.l• IIET- EFi�� S3�EF:1 OO�m Omm®��mm 0�®m CALL BEFORE YOU DIG CfLl rRIITV NpRFiV.TNJK CBOER OF IbIOMOD 1-800-922-1987 or 8-1-1 C41 ] Y6plFis D.rs P AWM.T Ham, 'Vl R, 01(n MWF C9 MMR R Im TH IN".O IYc1rAUAM PrnUas City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED: CRY, ErpNew Dal CHECKED BY: WaIw6YYaRAaw UIaY Oak CHECKED BY: 6bnleraW 1pry L>m CHECKED BY: TRaK Enyl,.K Dak CHECKED BY: P�wlO Ramm, wr CHECKED BY: EMeanwYe Ramer WY CHECKEDBY: oak I- f OQ N Z 1-0 to ,j x¢Oln O O a-jOID a U ILIUN W h (AZtn- (AQ EL LL W LLLJO W LL IL 0 0)) a Q O .. a O �Tin �a F 14 U Zr`� Q f0 LL N W Q Q 0 w Q' W OL as Z0 CO Q G x Z PROD. NO. 1276195-00 6 OF 10 J 'u m LL 0 m 0J Q V 3 r R Z E m LL E nAl O J a V a W C a H 7 O ui W a G W a Q W W G u C N L y 10 LL Q LL E m 7 z a ? o u Y C CN u 7 K y u° of Of O v1 C 1 O U1 O1 O O of O vl N O 0 O •d ao ~ G1 01 O a E m j 0 N y > o Y m a c n 3 v acr3 o � N >>LL m I IVY V g O 1' N C1 N N O M O 10 �+ H O d O u u N n Q N Y 0 0 0 O C N V N 3 G e n e Nn � 3 +• b m < n W N N O W N Q m Lff 00 -,F N Q N rl N M ti C qM m d W O O O pbp O N m ` N Y QI b e1 n 3 w o m o p m Q Q N ry Y b b Q Q N N ri N N Y N > Q G� O p 0 C 0 0 b .y Q Q N b N M w q N Y` Y b y1 rp W 01 M \O V Q rl y N M b c � O � o N Y O c o 0 0 3 0 00 � Z O W '5 z co Z W LL c.� m O i U Q LL O L W Z W $- IL 10 LL W X > LU Zc n J O (.D c .. rn E E W LL Z C C O 0 N N ppap CD O N a, CO J C N n Q� m N w A N —E= I d 0 .6 W II. 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Imperviousness, I WQCV (watershed inches) 0.158 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV Vohrrae = (WQCV 1 * Area * 1.2 0.105 acre-feet Including 20% for Sedimentation l 12 J WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3): Design Water Quality Depth, Dwo 1.15 ft Determine K40 Kao = 0.013Dwo2 + 0.22Dw,o - 0.10 0.171 Maximum Area per Row, a a = WQCV / K40 0.615 square inches Circular Perforation Sizing Number of Rows, nr 3 rows Number of Columns, nc (See Table 6a-1 for Max.) 0columns Choose Hole Diameter 7/8 inches Use USDCM Volume 3, Figure 5 0.875 inches Total Area per Row, A° 0.60 square inches Total Outlet Area, At 1.80 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch Rectangular Perforation Sizing (Not Used) Number of Rows, nr 2 rows Choose Rectangular Hole Width (w/ 2" Height) Dinches Use USDCM Volume 3, Figure 5 0.000 inches Total Outlet Area, At 0.00 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch 1276-095-00 PondCalcs.xIs - WQCV & Outlet Structure Page 1 of 4 Interest Consulting Group Nix Farm Natural Areas Facility Water Quality Pond and Outlet Sizing Design Engineer: J.Claeys Design Firm: Interwest Consulting Group Project Number. 1276-095-00 Date: December 22, 2016 WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3) Circular Perforation Trash Rack Sizing Required Open Area, At A,=0.5'[77(e-0.124D)].Ao 62 square inches Min. Distance between Columns, S. Width of Trash Rack and Concrete Opening per Column Use USDCM Volume 3, Table 6a-1 Total Width, Wco„c Height of Trash Rack Screen, Htr Type of Screen Screen Opening Slot Dimension Support Rod Type (See Table 6a-2) Spacing of Support Rod (D.C.) Total Screen Thickness (See Table 6a-2) Carbon Steel Frame Type (See Table 6a-2) Rectangular Perforation Trash Rack Sizing (Not Used) Required Open Area, A, (including 50% clogging) A,=0.5`[77(e-0. Width of Trash Rack Opening, Wap4ning Use USDCM Volume 3, Table 6b-1 Width of Concrete Opening, W. , Min Height of Trash Rack Screen, Htr (including 2' 4" below lowest openings) Type of Screen Screen Opening Slot Dimension Minimum Bearing Bar Size (See Table 6b-2) 3 inches Dinches 3 inches 13 13/16 inches Check - Does Not Work S.S. #93 VEE Wire (US Filter) 0.139" (US Filter) #156 VEE 3/4 inches O.C. 0.31 inches 3/8in x 1.0in Flat bar 0 square inches inches 12 inches 28.00 inches Kelmp KRP Series Aluminum Bar Gate (or Equal) 3/16" Bars on 1-3/16" Centers 1 in x 3/16 in 1276-095-00 PondCalcs.xls - WQCV & Outlet Structure Page 2 of 4 Interwest Consulting Group Nix Farm Natural Areas Facility Critical Pond Elevations Design Engineer: J.Claeys Design Firm: Interwest Consulting Group Project Number: 1276-095-00 Date: December 22, 2016 DESIGN CRITERIA Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 (Revised January 2016) Stage Storage Volume (pond volume calculated using the prismoidal formula): V _ (A] + A2 + A, A2 )Depth 3 CONTOUR (FT) AREA (FT2) AREA (ACRE) VOLUME ACRE -FT DEPTH (FT) CUMULATIVE VOLUME ACRE -FT 4925.65 0 0.000 0.000 0.00 0.000 4926.0 421 0.010 0.001 0.35 0.001 4927.0 4374 0.100 0.047 1.35 0.048 4928.0 10414 0.239 0.176 2.35 0.224 4928.4 12837 0.295 0.107 2.75 0.331 4929.0 16904 0.388 0.204 3.35 0.535 Required Water Quality Capture Volume (WQCV) _ 0.105 Acre -Ft Interpolates to an Elev. of 4927.32 ft Orifice Invert = 4926.17 -Top of Existing Outlet Structure - Spillway 1276-095-00 PondCalcs.xls - Pond Stage Storage Page 3 of 4 Interwest Consulting Group Nix Farm Natural Areas Facility Emergency Overflow Spillway Calculations Design Engineer: J.Claeys Design Firm: Interwest Consulting Group Project Number: 1276-095-00 Date: December 22, 2016 Broad -Crested Weir Equation -Trapezoidal Shape where: Q = Discharge (cfs) H Q = CL' + G� H � 2 C = Weir Coeffecient V L = Weir Length (ft) H = Average Weir Head (ft) H:V =Side Slope Calculations Knowns: Side Slopes (H:V) 4.00 Desired Spillway Head 0.62 ft Weir Coefficient 2.6 Spillway Elevation 4929.00 ft 100-yr Pond Inflow 22.1 cfs Calculated Spillway 14.91 ft Use Spillway Length 15 ft Spillway Freeboard 0.38 ft Total Spillway Depth 1.00 ft Top of Berm Elevation 4930.00 ft 1276-095-00 PondCaIcs.XIS - Spillway Page 4 of 4 Interwest Consulting Group runl•E wmn•[ LaoP _ _ _ _ / / / / ♦ / -, � - i//ems/� / / i / BLoc / � /� yil �\FFE.9933.I f ____- �' _ • --/ FAR-_'---'� _ � \ \ „'� / \ DRIVE X, •��•-� -_ _PRI�A'TjjB��-- _. ,rT \ � lr4p 16 s� ` � I • r � FFE. aa3e e: --f� \�_ `� I IY,k� - _ _ _� \\ \ \\ t\v� � \ I 1 —r FFE=A9315f FDtURE OFFICE FFE . 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BUT NO LATER THAN AT SUCH THEASPERMR NGOFBUILDWGSC.O.H.&I.ATT "ME. THE WIDTH ANDSURFACEOFTHE ROAD SHALLBE IMPROVEDTO CURRENT FIRE LANE STANDARDSTOTHE BEST EJCTENi P0551BLE.OR AS SRE 30 15 0 30 60 CONSTRAINTS ANDTERRAINALLOW. ANY THE FIRE TO SET FOR REFERENCE ONLY CONSTR pTS AND TERRAIN ALLOW. LOF THEFIREMARSET SCALE: ,"=3D NOT FOR CONSTRUCTION Z ZONn J M K O N 0 o a.20� LL V W i U N h1 N Z U% — < O Q Z V IL LL WLLJO w LL aL 0m a O �In(a C a V ZI.O Q to Z W N U) F- a z W W W O Q Q 1 Z = J 0 t�W (L It H Q W W Z O D F- LL LL z PROD. NO. 1276 5 OF 10 Z O 5 D J v W a O C W a 0 W Z 4Z J a ui W H a d d d � c E to J c W LL Z Y OCO OCO y N 0 a O u C d N j O IL Q LL V � d m L iz d L7 ? O O N ~ u Y C Cd 'u d u° U1 Of fl Of O 0 1 Of a C• O C1 NCC Ifl N C1 o •d O O � Of O1 R Ca E N d o d > N y > p Y m p C n 3 v A 4 o > 'p N J J m �7 = n °1 t0 MI F cd C Q N n N N N Y 0 0 0 O O V N 7 O L N N N m d b Q t'° n fNll O 3 £ i. m w m y n Lr , d v v N i W m L W O o O piDp O ` m N Y W N M W O O Q N ri ri O cc S d O Y1 N V N CKI Q Q N N n N m i n m N u O 0 •N, 0 0 o O Q N N N W q N Y ` m CO N QY � to 't q OR In N N N + 0 0 Ecu,o=n 0o o Nix Farm Natural Areas Facility Water Quality Pond and Outlet Sizing - Master Plan Design Engineer. J.Claeys Design Finn: Interwest Consulting Group Project Number. 1276-095-00 Date: December 22, 2016 DESIGN CRITERIA: Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 (Updated November 2010) REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV): Tributary Area, A 6.628 acres Composite. Imperviousness, I WQCV (watershed inches) 0.184 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV Volume = (WQCV l * Area * 1.2 0.122 acre-feet Including 20% for Sedimentation l 12 J YJI I.VJJV W/ 10251.604 16545.6252 1.25 It Determine K40 Kau = 0.013Dwo2 + 0.22Dwo - 0.10 0.195 Maximum Area per Row, a a = WQCV / K40 0.626 square inches Circular Perforation Sizing Number of Rows, nr 3 rows Number of Columns, nc (See Table 6a-1 for Max.) 0columns Choose Hole Diameter 7/8 inches Use USDCM Volume 3, Figure 5 0.875 inches Total Area per Row, A° 0.60 square inches Total Outlet Area, Aa 1.80 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch Rectangular Perforation Sizing (Not Used) Number of Rows, nr 2 rows Choose Rectangular Hole Width (w/ 2" Height) Dinches Use USDCM Volume 3, Figure 5 0.000 inches Total Outlet Area, A°c 0.00 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch 1276-095-00 PondCalcs - Masterplan.xls - WQCV & Outlet StructurBage 1 of 3 Interwest Consulting Group 0 Nix Farm Natural Areas Facility Water Quality Pond and Outlet Sizing - Master Plan Design Engineer. J.Claeys Design Finn: Interwest Consulting Group Project Number: 1276-095-00 Date: December 22, 2016 WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3) Circular Perforation Trash Rack Sizing Required Open Area, At A,=0.5'[77(e-0.124N.A.62 square inches Min. Distance between Columns, Sc Width of Trash Rack and Concrete Opening per Column Use USDCM Volume 3, Table 6a-1 Total Width, Wco„c Height of Trash Rack Screen, H Type of Screen Screen Opening Slot Dimension Support Rod Type (See Table 6a-2) Spacing of Support Rod (D.C.) Total Screen Thickness (See Table 6a-2) Carbon Steel Frame Type (See Table 6a-2) Rectangular Perforation Trash Rack Sizing (Not Used) Required Open Area, A, (including 50% dogging) A,=0.5-[77 (e"o.124 D)j.A. Width of Trash Rack Opening, W.,,;,,9 Use USDCM Volume 3, Table 6b-1 Width of Concrete Opening, W. Min Height of Trash Rack Screen, Hp (including 2' 4' below lowest openings) Type of Screen Screen Opening Slot Dimension Minimum Bearing Bar Size (See Table 6b-2) 3 inches 0 inches 3 inches 15 inches Check - Does Not Work S.S. #93 VEE Wire (US Filter) 0.139" (US Filter) #156 VEE 3/4 inches O.C. 0.31 inches 3/8in x 1.01n flat bar 0 square inches inches 12 inches 28.00 inches Kelmp KRP Series Aluminum Bar Gate (or Equal) 3/16" Bars on 1-3/16" Centers 1 in x 3/16 in 1276-095-00 PondCalcs - Masterplan.xls - WQCV R Outlet Structunpage 2 of 3 Interest Consulting Group Nix Farm Natural Areas Facility Critical Pond Elevations - Master Plan Design Engineer: J.Claeys Design Firm: Interwest Consulting Group Project Number: 1276-095-00 Date: December 22, 2016 DESIGN CRITERIA Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 (Revised January 2016) Stage Storage Volume (pond volume calculated using the prismoidal formula): V _ (A) + Az + A, Az Depth 3 CONTOUR (FT) AREA (FT') AREA (ACRE) VOLUME ACRE -FT DEPTH (FT) CUMULATIVE VOLUME ACRE -FT 4925.65 0 0.000 0.000 0.00 0.000 4926.0 421 0.010 0.001 0.35 0.001 4927.0 4374 0.100 0.047 1.35 0.048 4928.0 10414 0.239 0.176 2.35 0.224 4928.4 12837 0.295 0.107 2.75 0.331 4929.0 16904 0.388 0.204 3.35 0.535 Required Water Quality Capture Volume (WQCV) _ 0.122 Acre -Ft Interpolates to an Elev. of 4927.42 ft Orifice Invert = 4926.17 -Top of Existing Outlet Structure - Spillway 1276-095-00 PondCalcs - Masterplan.xls - Pond Stage Stdi'age 3 of 3 Interwest Consulting Group Nix Farm Natural Areas Facility Low Impact Development Design Engineer: J.Claeys Design Firm: Interwest Consulting Group Project Number: 1276-095-00 Date: March 2, 2017 DESIGN CRITERIA Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, January 2010 City of Fort Collins - Ordinance No. 007, 2016 - Treat at least 75% of any newly developed or redeveloped area using one or a combination of LID techniques, or - Treat at least 50% of any newly developed or redeveloped area using one or a combination of LID techniques when 25% of private driveable surfaces are permeable. Low Impact Development Summary Pavement Area Summary Total New Paved Area: Permeable Paver Area: 33,331 sqft 0 sqft Percent Pavement Area as Permeable Pavers: 0.0% Developed Area Summary Total New Impervious Area: 38,331 sqft Total Area required for Treatment (75%): 28,748 sqft Proposed Area of Pavers: 0 sqft Additional Area Treated by Pavers: 0 sqft Total Area Treated by Pavers: 0 sqft Impervious Area Treated by Rain Garden (Basin 103): 34,026 sqft Total Area Treated by LID: 34,026 sgft Percent Site Area Treated by LID: 88.8% Design Procedure Form: Rain Garden (RG) Sheet 1 of 2 Designer: J.Claeys Company: Interwest ConsuRing Group Date: December 21, 2016 Project: Nix Farm Natural Areas Facility Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, la = 67.2 (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Id100) i = 0.672 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.21 watershed inches (WQCV= 0.8" (0.91- P- 1.19' it+ 0.78" i1 D) Contributing Watershed Area (including rain garden area) Area = 49,301 sq It E) Water Quality Capture Volume (WQCV) Design Volume Vwav = cu 11 Vol = (WQCV / 12) " Area F) For Watersheds Outside of the Denver Region, Depth of d,, = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, Vwocv OTHER = 8642 cu It Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwa„v uSER = cu ft (Only I a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) Dwocv = 12 in B) Rain Garden Side Slopes (Z = 4 min., honz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" drain garden has vertical walls) C) Mimimum Flat Surface Area AMA, = 063 sq ft D) Actual Flat Surface Area A, ,u = 769 sq It E) Area at Design Depth (Top Surface Area) A„a = 1292 sq ft F) Rain Garden Total Volume Vr= 1.,030 cu If (Vr ((Arm + Axw )12)' Depth) 3. Growing Media r Choose One Q 18" Rain Garden Gmwing Media QQ Other (Explain): CoFC Rain Garden Section (12" Growind Media. 6" Pea Gravel. 10" CDOT Class 2) 4. Underdrain System Choose One O YES A) Are underdrams provided? O NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 1.9 it Volume to the Center of the Orifice if) Volume to Drain in 12 Hours V0112 = 864 cu 1t iii) Orifice Diameter, 318" Minimum Do = 213 in 1276-095-00 UD-BMP v3.05.xlsm, RG 12121/2016, 9:41 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: J.Claeys Company: Interwest Consulting Group Date: December 21, 2016 Project: Nix Farm Natural Areas Facility Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One p YES A) Is an impermeable liner provided due to proximity # NO of structures or groundwater contamination? 6. Inlet/ Outlet Control r Choose One Q Sheet Flow- No Energy Dissipation Required A) Inlet Control I O Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation O Seed (Plan for frequent weed control) QQ Plantings Q Sand Grown or Other Nigh Infiltration Sod B. Irrigation Clh� Orle 0 YES A) Will the rain garden be irrigated? O to Notes: 1276-095-00 UD-BMP v3.O5.xlsm, RG 1212112016, 9:41 AM Channel Report Hydraflow Express Extension for Autodesk® AUtoCAD® Civil 3D® by Autodesk, Inc. East Swale Triangular Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 2.75 Invert Elev (ft) = 4928.13 Slope (%) = 0.50 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 9.43 Elev (ft) 4931.00 Section 0 5 10 15 20 Reach (ft) Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fUs) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 25 30 Wednesday, Dec 21 2016 = 0.80 = 9.430 = 2.56 = 3.68 = 6.60 = 0.81 = 6.40 = 1.01 Depth (ft) 2.s7 2.37 1.87 1.37 0.87 0.37 -0.13 1 -0.63 35 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D8 by Autodesk, Inc. West Swale Triangular Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 2.75 Invert Elev (ft) = 4930.75 Slope (%) = 1.10 N-Value = 0.015 Calculations Compute by: Known Q Known Q (cfs) = 13.89 Elev (ft) 4934.00 v 4933.00 I 4932.00 4931.00 4930.00 4929.00 5 10 Section 15 Reach (ft) 20 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fUs) Wetted Perim (ft) Crit Depth, Ye (ft) Top Width (ft) EGL (ft) 25 30 Wednesday, Dec 21 2016 = 0.80 = 13.89 = 2.56 = 5.43 = 6.60 = 0.95 = 6.40 = 1.26 Depth (ft) I 3.25 2.25 1.25 0.25 -0.75 -1.75 35 E L m U. r m 0 N N d N 0 w w O N in r C O m E O Z S 0 N W F- H U H CO H W J F- O N 3 O LL m T 2 d ii U m O a c 0 c a o W 2 ) � O N N 04 y m c c 0 C W � Gi O J Z m 0 c N S �+ S Y 0) Iq c N ^ Pm') V O O s CAD N C7 O. ^ rn m c S p V v - O Ci N N � C 0 N M t9 ^ c o Z Sp� m 0) co m a IT ,n cO: o 6 00 co t: a co ro > J E. C W rn m st v Cl) co i+ c mp CO 00 m rn > J ^ C W R v M o Of C C ^ N N � J m �' m cCL M U U _ C J y co yt C N C -41 c U 4) O ..m+ Oa) 0 m m L U J p T m C o J v Q c o FL a Y U. x Z m Z c O N J Z Weir Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. <Name> Rectangular Weir Crest = Broad Bottom Length (ft) = 12.00 Total Depth (ft) = 0.50 Calculations Weir Coeff. Cw = 2.60 Compute by: Known Q Known Q (cfs) = 9.43 Depth (ft) 1.00 M11 M -0.50 <Name> Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fUs) Top Width (ft) Wednesday, Dec 212016 0 2 4 6 8 10 12 14 Weir W.S. = 0.45 = 9.430 = 5.40 = 1.75 = 12.00 Depth (ft) 1.00 0.50 M1 -0.50 16 Length (ft)