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Drainage Reports - 03/09/2018
Prepared For: CHRISTIAN BROTHERS AUTOMOTIVE CENTER 17725 KATY FREEWAY, SUITE 200 HOUSTON, TX 77094 City of Fort Co ins Approved Plans Approved by.. IDate: BLOCK 1— UPLANDS PROSPECT BUSINESS PARK P.U.D. FORT COLLINS, CO OM[r. FINAL DRAINAGE REPORT October 25, 2017 ReN iced December 28,2017 Job #co 15298 0 eYMi PROJECT SITE 7 -o •Qp G. R,9'•,�cS� 12-28-17 ;O I ~ 37686 �SSbNAL•� INDEX ITEM PAGE GENERAL LOCATION & DESCRIPTION......................................................................... 1 DRAINAGE BASINS & SUB-BASINS............................................................................... 2 DRAINAGE DESIGN CRITERIA...................................................................................... 2 DRAINAGE FACILITY DESIGN........................................................................................ 4 CONCLUSIONS.............................................................................................................. 6 REFERENCES................................................................................................................. 6 ATTACHMENTS Appendix A: Vicinity Map Appendix B: Hydrologic Computations Historic and Developed • Weighted C Factor • Time of Concentration • Peak Runoff • Design Tables Appendix C: Hydraulic Computations Appendix D: NRCS Soils Map Appendix E: Proposed Drainage Plan I. GENERAL LOCATION AND DESCRIPTION A. Location 1. A vicinity map has been provided in Appendix A. 2. The project is located in Block 1, Uplands Prospect Business Park P.U.D. in the East % of Section 18, Township 7 North, Range 68 West of the 6th Prime Meridian, City of Fort Collins, County of Larimer, State of Colorado. 3. The project site is located at the northeast corner of the intersection of East Prospect Road and Academy Court. 4. There are no major drainage ways, facilities or drainage easements within or adjacent to the site. 5. To the northeast, the property is bound by the Great Western Railway, to the south by East Prospect Road and to the west, Academy Court. Life Church of Fort Collins and Front Range Community College are located on the west side of Academy Court, The Coterie Natural Area lies south of East Prospect Road, and Bath Garden Center and Nursery lies to the east of the site. B. Description of Property 1. The total area of the Lot is 1.147 acres. The project will disturb approximately 0.790 acres of the western lot area. The remaining 0.357 acres is covered by a 35- foot wide Platte River Power Authority easement and an overall 40.5-foot wide Utility Easement, minimal disturbance will occur in the easement. 2. The eastern 40.5 feet of the property is an occupied utility easement, City of Fort Collins storm and sanitary mains have been installed, and along the eastern edge is a Platte River Power Authority transmission line. The remainder of the property is undeveloped and is covered primarily with native grass and vegetation. The site was over -lot graded at the time of development of the subdivision. The majority of the site has a slight 1 to 3 percent slope to the northeast; the eastern edge has a slope of 3 to 5 percent to the east. The NRCS Soil Report classifies the soil as well drained. A copy of the report is provided in Appendix D. 3. No major drainage ways directly impact the site. The Cache La Poudre River lies to the north and Spring Creek lies to the south. 4. The project will include the construction of the service facility, parking, associated utility installation & landscaping. On -site detention is provided on the east side of the service facility. 5. There are no irrigation facilities on or near the project site. 6. Proposed land use is for a light automotive repair and service facility. The site is zoned Industrial District (I) which allows this use. Page 11 C. Floodplain Submittal Requirements 1. The site is not in a floodplain. 2. The FEMA FIRM panel number 08069C0983H, revised May 2, 2012, was referenced and a copy is included in Appendix E. II. DRAINAGE BASINS AND SUB -BASINS A. 'Major Basin Description 1. This project is in the Spring Creek Drainage Basin. 2. The area of the Spring Creek Drainage Basin, the project is located in is mostly developed. The project site is a single lot infill development. 3. No irrigation facilities are known to influence or be influenced by the local drainage design of this project. B. Sub -Basin Description Historic drainage patterns for the property are typically from west to east and northeast. The subdivision currently has internal streets and utility infrastructure installed. 2. This Lot is protected from offsite flows, on the west and south sides by the existing curb & gutters of Academy Court and E Prospect Road respectively. This site slopes away from the existing streets and has no offsite flow impacts. III. DRAINAGE DESIGN CRITERIA A. Regulations 1. There are no deviations from the criteria. The site was designed to accommodate the allowable parking numbers, and emergency vehicle easements with the most efficient layout. Runoff from impervious surfaces is conveyed to a rain garden above the detention pond or overland on landscape surfaces to the on -site detention pond. The detention pond was designed with Water Quality Capture Volume (WQCV) in addition to the 100-year storm developed runoff volume. The outlet structure is designed to slowly release flows from frequent storm events and release flows up to a 100-year storm event at no more than the 2-year historic runoff rate. 2. The project site has an existing storm sewer with catch basins installed in the utility easement along the east boundary. The site's detained flows will be released into this existing storm sewer. By releasing site flows up to a 100-year storm event at the 2-year historic rate into the existing storm sewer, flows to the existing catch basins will be reduced over current condition events which exceed a 2-year event. Page 12 B. Directly Connected Impervious Area (DCIA) and Four Step Process Compliance 1. Employ Runoff Reduction Practices: This site uses a rain garden to treat sediment and convey site runoff from the building, drive isle and parking areas to the detention pond. 2. Implement BMPs that provide a WQCV with slow release: This site uses a rain garden in addition to a WQCV. The release rate of the WQCV is 40 hours. 3. Stabilize Drainage ways: This site will release developed flows at a 2-yr historic rate into an existing storm sewer system on the project site. 4. Implement Site Specific and Other Source Control BMPs: A separate Erosion and Sediment Control Plan has been developed with source control BMPs used from ground breaking operations to permanent stabilization installations. C. Development Criteria Reference and Constraints 1. No adjacent drainage studies were available at the time this report was written. All developed lots in the subject subdivision have on -site detention ponds. This project site is protected from off -site runoff by existing curb and gutter on the upslope sides. Developed flow from this site will be detained on -site and released directly into the existing storm sewer at the 2-year historic rate. 2. There are no known adjacent drainage studies. The Uplands Prospect Business Park is bound on the east and west sides by existing railroad tracts. There are no effects from adjacent drainage studies. 3. This Project Site is an infill development in an existing subdivision. Development of this site will not cause any drainage impact any existing infrastructure. D. Hydrological Criteria 1. Rainfall data was obtained from the City of Fort Collins Storm Drainage Design Criteria Manual, Table RA-8. Rainfall data used for this design is as follows: 2 year 0.82 in. 10 year 1.40 in. 100 year 2.86 in. 2. The Rational Method was used to calculate runoff. Per the Fort Collins Storm water Criteria, the runoff coefficients were adjusted for infrequent storms. Therefore the C100 was applied a frequency factor of Cr=1.25. Storm Return Period Frequency Factor, Cf 2 to 10 1.00 11 to 25 1.10 26 to 50 1.20 51 to 100 1.25 Page 13 3. Detention pond sizing, outlet structure configuration, and discharge rates were calculated using the City of Fort Collins, Rational Method Spreadsheet Template. The detention storage was sized for WQCV plus the 100-year developed flows, the release rate is the 2-year historic flow. The stage storage volume of the pond was calculated using the UDFCD spreadsheet UD-Detention. Calculations in this study are based on the disturbed area of 0.735 acres per discussions with City of Fort Collins staff. 4. For the purposes of this design, the 2-year storm will be considered the Minor storm, and the 100-year storm will be considered the Major storm. 5. No other calculation methods were used for this report. E. Hydraulic Criteria Per the Fort Collins Storm Water Criteria, detention volume is calculated using the Rational FAA method and per criteria, increased by 20% to account for the larger resulting storage volume that would be obtained from SWMM modeling. Per discussions with City of Fort Collins staff, the volume increase is not required. This site is also less than 5 acres. 2. No additional drainage facility design criteria were used. 3. No modifications to any 100-year floodplain or floodway are proposed as part of this project. 4. No modifications to any natural drainage ways are proposed as part of this project. F. Floodplain Regulations Compliance 1. The site is not in a floodplain or floodway. G. Modifications of Criteria 1. There is no modification of criteria requested. H. Modifications of Criteria 2. There is no modification of criteria requested. IV. DRAINAGE FACILITY DESIGN A. General Concept Typical drainage patterns for this Lot are generally to the east and northeast, toward the existing Great Western Railway tracks. Developed flows will be a combination of sheet flow, concentrated gutter flow and grass swale. The time of concentration for the project was calculated to the detention pond outlet. 2. There are no off -site flows to consider on this project site. Page 14 3. Input and Output results of the Historic Condition and Developed Condition Fort Collins Rational Method Spreadsheet analysis are in Appendix B. Input and Output results of the Detention Volume (Mass Balance), WQCV and Stage Storage Table are in Appendix C. 4. The proposed drainage pattern will generally follow existing drainage patterns of west to east. B. Specific Details 1. This site has a triangular shape with the low point being at the narrow end of the lot and a wide utility easement on the east side of the lot. Detention area was obtained by moving the building west on the lot to minimize impervious areas and using the open space between the back of the building and utility easement. Of the 0.79 acres impacted by this project, 0.67 acres of the project will drain to the rain garden and or detention pond. Areas of landscaping adjacent to. Academy Court and Prospect Road will follow historic drainage patterns in existing swales to on -site catch basins or towards the street. These undetained flows will remain at historic rates. The LID requirements are met by designing a rain garden above the detention pond, to provide water quality benefits prior to entering the detention area. The rain garden is sized to treat the impervious area of the parking and drive aisles and the west half of the building. The east half of the building will drain across grass slopes into the detention pond which will provide additional water quality control for frequent, low intensity storms. The total impervious area of the project is 19,012 S.F. A minimum of 75% or 14,259 S.F. of the impervious area is required to flow to the rain garden. The project will direct 16,354 S.F. of impervious area runoff, or 86% of runoff from impervious areas to the rain garden. The rain garden is sized based on 16,354 S.F. of impervious area from the west half of the building and the parking and paved areas. The required flat area is 326 S.F., the provided flat area is 465 S.F. The required volume is 543 C.F., the provided volume is 683 C.F. The depth of the rain garden is 12-inches. Calculations for the rain garden are included in Appendix C. 2. Detention storage & outlet design: The calculated 100-yr detention volume plus Water Quality Capture Volume (WQCV) is 0.196 acre-ft using the City of Fort Collins Rational Method spreadsheet. The outlet will consist of a single stage structure, to pond the WQCV, then release excess runoff at the 2-year historic runoff rate up to the 100-yr plus WQCV elevation. WQCV of 0.026 acre-feet is provided in addition to the rain garden volume benefits. 3. An overflow weir is designed to release flows that exceed the 100-yr storm event runoff volume. The emergency flows will be directed towards existing inlets installed on the storm sewer on the site. 4. Summary table: The required information can be found in Appendix C of this report. Page 15 5. Maintenance access: The maintenance access will be from the east side of the pond. 6. Easements: No easements are impacted as part of this project. 7. Offsite facilities: No new offsite facilities are required as part of this project. V. CONCLUSIONS A. Compliance with standards 1. This report and drainage design is in compliance with all known criteria published by the City of Fort Collins. 2. This drainage plan complies with the Spring Creek Master Plan based on criteria conveyed from the City of Fort Collins. 3. Compliance w/ City floodplain regulations. This site is not in a floodplain and no floodplains are impacted as part of this project. 4. Compliance w/ State & Federal regulations. This project is in compliance with all known City, State and Federal regulations. B. Drainage Concept 1. The concepts put forth in this study will be effective in maintaining the historic flow rates for this site while providing adequate water quality treatment. 2. This drainage plan complies with the City of Fort Collins Storm water Criteria Manual and all know Master Drainage Plan recommendations. VI. REFERENCES 1. Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted December-2011 and February-2013. 2. Urban Storm Drainage Criteria Manual, Vol. 1, 2 and 3, Urban Drainage and Flood Control District, Denver, Colorado, June 2001. Page 16 APPENDIX A VICINITY MAP C 0 O C-0 0.� Go gle Map data 02017 Google 200 ft L j VICINITY MAP Block 1, Uplands Prospect Business Park a.k.a., 1500 Academy Court I_19J4ill 1E913 HYDROLOGIC COMPUTATIONS O t N ' 1 ' � 1 1 � 1 1 1 0 1 i 1 1 1 1 1 t o O � 1 1 1 ' 1 1 1 I 1 rn 1 1 1 1 1 1 1 1 1 1 00 1 1 1 1 1 1 1 1 i � _ 1 a j 1 c 1 � � 1 1 m 1 1 1 e / 1 E 1 / 1 o o / Ul 1 1 / I / 1 1 / 0 a 1 f f f o m I ! I / o / N / O ^ O O O O O O O O O O O O O O O O O O O O O 01 00 Ih tD ul V M rV ti O ti (in04/sa4:)ul) AllsuaIul Ile;ulea o c V V i y N Jl Tio _0 N N N J1 0 0 o Q 0 0 o c o 0 O A> N N n ry V n V N O LL e>0 y LL e>0 Q N Q N C d t N N d '� `o d d in O N ¢ ¢ g q A A A W ! C d a ¢ U R E O N C d J d 0 n — E o y u o u S c ] ¢ Om 4^ O n Y Y a a e x r o' E Y u o u u° Z o c c c ¢ ] Y V > w O a N N C N C n O g O G w O r � O U O U C_ Y �O D• m gx o r E g sx d a_ n � n .ten o ry V N q a c O O O O q Y p p j y q .- O O �n G y w w A O O ] N Y a N A Oo �i m 0 0 w o. d .. ¢ "Y A d m Q O O O O O O q ~ pE E c 'q c 41 m a dti N v O C S N O 6] 0 m C_ C -, ^ E E S� J ��_ v � " � #'Z�: FFIj �€q§�8 C§ £ F � 9¢q �ii �e�� 5 y Ey ` F 8 8 b!�l��j��!� II�'! ��J� ��171� ��' "i �Is�' '� �Ilo3g 1j0 �_ „,e� ' �si�: • I�III 1 n JXi]YLJ Xi iJOI[ iiY114JUYiM ^ ������ �,���� 8 R 8 iE � ,tl � s �r � F , d� �rf � E e � �E �E l+`� j Y� sd3E`"— x BF� {ay=�` 66F— � 3 es F:o� - i C� CCi � P � {_ E A ` � 3 yee Ec EE l M ,EY6 � �$ F� ^YenmVi .�*. •? rr w O' O N W N N Cf V m L l0 L N_ Q C a Q1 V c O ei T Y N C N C 0 j N co 00 � N _C E T O m O O F O C O H Y C v U ? n v E � � v o 0 c v u U N 0 U O T m J N � — O O U v Q 7/ O O a0+ m O O Y O E O C N J � C U - N a m p 'N O O c m > N = m o m APPENDIX C HYDRAULIC COMPUTATIONS Detention Volume - Mass Balance Method-100-yr (Major Storm) Inout Runoff Coefficient, C = 1.00 Frequency Factor, Cr = 1.00 2-yr Release, Qout = 0.42 cfs Area = 0.79 acres Results Detention Volume Requirement (acre feet) 0.170 City of Fort Collins Criteria (120%) 0.170 Rainfall Duration (min) Rainfall Intensity (in/hr) Q ^ (�s) 3 Volumes^ (ft) Q^� (cfs) n Volume^ (ft) Volume detained (acre-feet) 5 9.96 7.87 2360.52 0.42 125.61 0.051 10 7.74 6.11 3668.76 0.42 251.22 0.078 15 6.52 5.15 4635.72 0.42 376.83 0.098 20 5.61 4.43 5318.28 0.42 502.44 0.111 25 4.97 3.92 5887.08 0.42 628.05 0.121 30 4.52 3.57 6427.44 0.42 753.66 0.130 35 4.08 3.22 6768.72 0.42 879.27 0.135 40 3.74 2.95 7081.56 0.42 1004.88 0.140 45 3.45 2.73 7365.96 0.42 1130.49 0.143 50 - 3.23 2.55 7650.36 0.42 1256.10 0.147 55 3.03 2.40 7906.32 0.42 1381.71 0.150 60 2.86 2.26 8133.84 0.42 1507.32 0.152 65 2.71 2.14 8361.36 0.42 1632.93 0.154 70 2.59 2.04 8588.88 0.42 1758.54 0.157 75 2.48 1.96 8816.40 0.42 1884.15 0.159 80 2.38 1.88 9015.48 0.42 2009.76 0.161 85 2.29 1.81 9214.56 0.42 2135.37 0.163 90 2.21 1.74 9413.64 0.42 2260.98 0.164 95 2.13 1.68 9584.28 0.42 2386.59 0.165 100 2.06 1.63 9783.36 0.42 2512.20 0.167 105 2.00 1.58 9954.00 0.42 2637.81 0.168 110 1.94 1.53 10124.64 0.42 2763.42 0.169 115 1.88 1.49 10266.84 0.42 2889.03 0.169 120 1.835 1.45 10437.48 0.42 3014.64 0.170 125 1.78 1.40 10527.18 0.42 3140.25 0.170 130 1.72 1.36 10607.30 0.42 3265.86 0.169 135 1.67 1.32 10661.19 0.42 3391.47 0.167 140 1.61 1.27 10688.85 0.42 3517.08 0.165 145 1.56 1.23 10690.29 0.42 3642.69 0.162 150 1.50 1.19 10665.49 0.42 3768.30 0.158 155 1.44 1.14 10614.47 0.42 3893.91 0.154 160 1.39 1.10 10537.22 0.42 4019.52 0.150 165 1.33 1.05 10433.74 0.42 4145.13 0.144 170 1.28 1.01 10304.03 0.42 4270.74 0.139 175 1.22 0.97 10148.10 0.42 4396.35 0.132 180 1.17 0.92 9965.93 0.42 4521.96 0.125 185 1.11 0.88 9757.54 0.42 4647.57 0.117 190 1.06 0.84 9522.92 0.42 4773.18 0.109 195 1.00 0.79 9262.07 0.42 4898.79 0.100 200 0.95 0.75 8974.99 0.42 5024.40 0.091 205 0.89 0.70 8661.69 0.42 5150.01 0.081 210 0.84 0.66 8322.15 0.42 5275.62 0.070 215 0.78 0.62 7956.39 0.42 5401.23 0.059 220 0.73 0.57 7564.40 0.42 5526.84 0.047 225 0.67 0.53 7146.18 0.42 5652.45 0.034 230 0.61 0.49 6701.74 0.42 5778.06 0.021 235 0.56 0.44 6231.06 0.42 5903.67 0.008 240 0.50 0.40 5734.16 0.42 6029.28 -0.007 I d E O d 7 a .q c'J d 3 IN!Kill ji 11011 N O N O N O O 100 O V V lh 11 In (V O O O O O O O O O O O O c7 ~ n a L 3 S843ul P84SIMM ui ROOM v L U W c E O 'C t c N d 3 � E 0 E O EO > C O^ W � O c O a n W - V N Cf O O vzt: g a 3 o E �I�10 Ow 0 O w U N /� 1 F.M1NeC 4lemxn YL3n Outltt SWnure MNx SWK .uow.eXX�Wwva �..e..,�. a.m.. m.,.ie� Cn•4+YX W p. goxrmaalwwdean[rurn.[h C:� w.T¢aMRtanittrypolry p6l n�IdlgN(emnM 333X1u' «m wm�w..w. m��.,,.w.r�mam,ewme,mr.n ore C u. d�r..�w.r. .w n •. amk �_ C aeee�.i�.eme rrmupaaaxrc��aWa orm .r •• xVCV w �. vda �.. do.n... w.mm.��,..' wx� = w u. mrdm ppr,..dv�a ��0�:..2n p-c- peAel Muni._h C- V� ONb arrN :63 X �. W b.IT Nr wMmviun tpb.3 �3/' OvmnircYwerndoroJnv�Mnam 4.1p] �^ grrv- 631p urtRf /� 1 rPemnme numend Tii.....r CWiw• �aeV N�1 . E.aN4nfiri pame!e....�. .... .. �.. mX IraM romps! li �6P em NueS ���®®_ �4© r, na-.e r.ou�rran.w..- oa]so we swn wan.n..wa ..[r...rrar- 3xlu. i„a,rr,d,rrwae.r 3a*renaaa i 3 ....r ]dr u.rnaa� z. ez� ..nau • • • • • • • • • • • • • /. 1 .� i i �. � i - � � � i � i � r � . �/ lylly ' 1 Y ' yr' b Y•.O�a r��rq• �.ru.H �A<r.Y V 0ru. .Wal! r.�rtti w..a4 ry u .rY r. Yr�dAr.�.a fJrru�p�! s�.o..+. a er.� ��.... v ��. wr�.rnr .uw�nY s��w. .u�. �_. �r i �r� • r +r �V-. �rf Ir b rv� y.�y vY �r . n r+� . • n q �- ryi°uAar� ]a•^d .taCrr/.yYRtY. pM.w.R lfrVMr. W.r�h li STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Christian Brothers Automotive 1500 Academy Court, Fort Collins, CO Basin ID: DM SW 517s z Dm Sae sup z Slk aura W; .� cclI .L ease.. Design Information (Input): Check Basin Sha e Width of Basin Bottom, W = 25.00 ft Right Triangle OR... Length of Basin Bottom, L = 60.00 ft Isosceles Triangle X OR... Dam Side -slope (H.V), Ze = 4.00 Tuft Rectangle OR... Circle / Ellipse OR... Irregular (Use Overide values in cells G32:G52) MAJOR _MINOR _ Storage Requirement from Sheet'Modified FAA' 0.03 0.19 acre-ft _ Stage -Storage Relationship: Storage Requirement from Sheet'Hydrograph'. iI acre-ft Storage Requirement from Sheet'Full-Spectrum'. L lacre-ft Labels for WQCV. Minor. 8 Major Storage Stages (input) Water Surface Elevation If iin utl Side Slope (H:V) ft/ft Below El. (input) Basin Width at Stage it (output) Basin Length at Stage it (output) Surface Area at Stage ftt (output) Surface Area at Stage ft User Overide Volume Below Stage fe (output) Surface Area at Stage acres (output) Volume Below Stage acre-ft (output) ( Target Volumes for WQCV. Minor. 8 Major Storage Volumes for goal seek 4924.90 25.00 1 60.00 750.0 5 0.017 0.000 4925,00 4.00 25.98 62.36 810,2 38 7 1 0,001 0.000 4925.50 4.00 30.90 74.17 1,146.0 35.82 8597 1, 539.9 40.74 97.78 1,9918 45.66 _ 109.59 2, 5019 SO.SB _ 121.39 3,0700 55.50 133.20 3,696.2 60.42 14560 4,380.5 65.34 156.B1 5,122.8 70.26 _ 168,62 5,923.2 75.18 180,42 6,781.7 1 77.64 18533 72327 _ J _ _ . _ _ 371 109 1 0.009 0.003 4926.00 4,00 1,052 465 0.024 0.011 WQCV 4926.47 4926.50 4.00 1,851 1,191 0.042 0.027 0.026 4927.00 4.00 2,570 2,296 1 0.059 0,053 4927,50 4.00 3.212 3.741 1 0,074 0.086 4928,00 4.00 8.798 5,494 0.087 0.126 100- r Q4928A7 4928.50 4.00 4,454 7,557 0.102 0.173 0.170 WQCV+100- r @4928.70 4929,00 4.00 5,378 10.015 0.123 0.230 0.196 4929.50 4.00 6,496 12.983 0.149 0.298 4930.00 4.00 7,404 16.458 0.170 0-378 4930.25 4.00 7.898 18,371 0.181 0.422 4.00 _ #N/A #NIA 4.00 #N/A #N/A 4.00 #N/A #NIA 4.00 #N/A #WA 4,00 #N/A #NIA 4.00 #NIA #WA 4.00 *N/A #N/A 4.00 #N/A #WA 4.00 #WA #WA 4.00 #N/A #N/A 4.00 #N/A #N/A 4,00 #NIA #N/A 4.00 #N/A #N/A 4.00 #N/A #N/A #N/A #N/A *N/A #N/A #N/A #N/A #N/A #N/A #N/A tlN/A #N/A #N/A #N/A #N/A #NIA #NIA #N/A #N/A *NIA #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A MA #N/A #NIA 15298UD-Detention v2.35Disturbedarea. xls. Basin 8/22/2017. 2 35 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: STAGE -STORAGE CURVE FOR THE POND 4930.75 - 492975 4928.75 492775 or d d d w � 4926.75 - 4925.75 4924.75 4923.75 0.00 0.05 0.10 0 15 020 025 030 035 0.40 0.45 Storage (acre-feet) 1529BUD-Determon_v2.35Disturbedarea As. Basin 8t22Y2017. 2'.35 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project Christian Brothers Automotive 1500 Academy Court, Fort Collins. CO Basin ID' Current Routing Order is #3 Denier, Information ftnputl: 91 Horiz 92 Honz #1 Ven. 02 Vert Circular Opening Diameter in Inches Da= 2.70 inches OR Rectangular Opening Width in Feet W = 3.00 ft Length (Height for Vertical) L or H = 3.00 ft. Percentage of Open Area After Trash Rack Reduction % open = Orifice Coefficient C„ _ li Weir Coefficient C.= Orifice Elevation (Bottom for Vertical) Er = It Calculation of Collection Capacity: Net Opening Area (after Trash Rack Reduction) A„ = 450 004 OPTIONAL. User-Ovende Net Owning Area A,, =[ so t Perimeter as Weir Length L.= 9.00 it OPTIONAL User-Ovende Weir Length L = ft 50 10O 0.67 0 87 3.00 6826 47 4.924 17 Top Elevation of Vertical Orrice Opening. Top = 492440 Center Elevation of Venical Orfice Opening. Can = 4924 23 Routing 3: Single Stage - Water flows through WQCV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to culvert sheet (#2 vertical & horizontal openings is not used). ndfi... IVP&iral ndfiraa Labels for WOCV. Mire,. B Major Storage W S Elevations (input) Water Surface Elevation ft (linked) WOCV Plate/Riser Flow cfs (User-hnked #1 Her¢. #1 Honz. Weir Orifice Flow Flow cis CIS (output) (output) #2 Honz #2 Horiz. Weir Orifice Flow Flow of$ efs OutDu l 0 01 Van Collection Capacity CIS ou ul 02 Vent Collection Capacity cis o t Total Collection Capacity Cfa ou ut Trailer Volumes for WOCV. Minor. SMal.r Storage Volumes iiink for iaae6, 4924.90 0,00 0.00 000 0,00 OZO 017 0:00 0.00 4925.00 0,00 000 0.00 0.00 0.00 O18 0.00 000 4925,50 0.01 0.00 0.00 000 0.00 0.24 0oo 0.01 4926.00 001 0,00 0.00 0.00 _ 0-00 0.28 1 000 0.01 4926.50 0.01 014 419 Goo 000 0 32 000 0.15 4927.00 0.02 1042 17.61 0.00 0.00 035 0.00 0.35 492T50 0.02 28,22 2456 0.00 0.00 0.38 0.00 0.38 4928.00 0,02 51.10 29.93 0.00 0.00 041 0.00 0.41 4928.50 0.03 78.08 34.47 0.00 0.00 0" 0,00 _ 0." 4929.00 0.03 108.65 3848 0.DO 0.00 046 0.00 0.46 4929.50 0,03 142.41 42,12 0:DO _ 0,00 OA9 0.00 0.49 4930.00 0.D4 17907 45.46 0,00 0.00 0.51 0.00 0.51 4930.25 0.04 198.43 4T04 0:00 0.00 0.52 0.00 0.62 0.D4 UWA *N/A #WA #WA ill 000 #WA ode #N/A #WA #WA *NIA #WA 0.00 #N(A 0.04 #WA N/A #N/A #WA _ MA 000 NNIA 0.D4 #WA #N/A #WA ! #N/A #NUA 0.00 #NIA 0,05 #WA #N/A #WA *N/A 11N/A OZO #N(A *N/A #WA #WA #N/A #N/A WA 000 #NIA *N/A #WA t9WA #NIA #WA #WA 000 111 SWA #WA #WA OVA #WA #WA 0.00 III #WA #WA #WA #WA #WA 1/WA 0.00 #WA #WA #WA #N/A #WA *WA #WA 0.00 #WA _ #N/A #N/A III OWA MA #MIA 0.00 #WA #N(A OWA #NIA #NIA #N/A #N/A 000 #NIA #NIA #WA #N/A #N/A 7{N/A #N/A 0.00 #NIA #N/A #WA III _ *NA #N/A #N/A 0.00 #NIA *N/A #N/A #N/A #WA *VA #WA 0.00 #NIA #NIA #WA #N/A MA *MIA 0.00 #N(A #WA #WA III #N/A *NA 0.00 #N/A #WA #N/A MA I#N/A #N/A #WA *VA O.DO #WA #WA #N/A #NIA MA #WA 000 #N/A ill #NIA #N(A #N/A 111 0.00 #NIA MA #WA #N/A #N/A #N(A I MA 1 0.00 #WA OWA *N/A #N/A I #WA #NIA I #N/A 1 0.DO #NIA #N/A MA #N/A I #N/A #N/A 0.00 #NIA MA *41A #WA _#NIA #WA IRLA MA O.DO #WA #WA all #WA #N/A #WA #WA _ 0.00 *MIA #WA #WA #N/A #N/A #N/A #N/A 0.00 #WA #WA MA III _ *N/A #N/A *N/A 0,00 #N/A #WA #N/A #N/A I #N/A #N/A all o.DD _ #NIA #NIA #WA *NIA #N/A #N/A #N/A 0,00 #WA #WA AIWA #WA #N/A #N/A #N/A 0.00 #N/A #WA #NIA #WA #N/A #N(A #N/A 0.00 #NIA 15298UD-Detention_v2.35Dlsturbedarea.xls, Outlet 12/28/2017, 4.18 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project. Christian Brothers Automotive 1500 Academy Court. Fort Collins. CO Basin ID' 4930.9 4929.9 d 49289 CM w d d w d 0 � 4927.9 4926.9 4925.9 4924.9 0 STAGE -DISCHARGE CURVE FOR THE OUTLET STRUCTURE 01 02 03 Discharge (cfs) 0.4 0.5 06 15298UD-Detention a2 35Disturbeoarea zis. Outlet 121282017. 4 18 PM STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: Christian Brothers Automotive 1500 Academy Court, Fort Collins, CO Basin 10'. Statue: Culvert DOW is valid' Design Information flnotft): Circular Culvert Barrel Diameter m Inches Circular Culvert Inlet Edge Type (choose from pulhdovm list) OR: Box Culvert Barrel Height (Rise) in Feet Box Culver' Barrel Width (Span) m Feel Box Culvert Inlet Edge Type choose from p illdown list) Nuri of Banels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert Culver Length in Feet Manning's Roughness Beed Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Fndjon Loss Coefficient Sum of All Loss CueKdents Onfice Inlet Condition Coeff.xxit Minimum Energy Condition Coefficient Calculations of Culvert D= in 5 S uere End vnlh Headwall Heigh) (Rise) Width San r. S uere Ea w/110.idixiiFlarld Win well No = f •w ft. elev0It. elev ffn=Ke = K : 0.50 K•= 2,61 Cd= 0,86 KEia,= -0,09 Water Surface Elevation From Sheet "Basin" h linked Tallwater Surface Elevation m (input if known Culvert Inlet -Control Flows[, cfs (output) Culvert OumebControl Flo.W cm o ut Flowram Into Culvert From Sheet "Outlet" cfs linked Controlling Culvert Flexions cfs o ut Inlet Equation Used output) 4924.90 4922.50 1.70 3.17 0.00 0.00 Ra ression Eon 4925.00 4922.50 2.10 3.34 0.00 0.00 Regression E n. 4925.50 4922,50 440 4 26 0.01. 0.01 Re ression Ego 4926.00 4922.50 6.20 556 0.01 l Re resemn E n. 4926.50 4922.50 7 60 6.69 0.15 0.15 Retirehoon E n. 4927.00 4922.50 8 801 780 0.35 0.35 Rearawwom E n. 4927.50 492250 9.80 SAS 0.36 0.38 R mixonE n. 4928.00 4922.50 1080 922 0A1 0.41 Onfice E n 4928.50 4922.50 11 60 993 0A4 a." Orifice E n. 4929.00 4922.50 12.30 10.59 0.46 0.46 Orifice E n. 4929.50 4922.50 13.10 11,19 0.49 0.49 Onfice E n. 4930.00 4922.50 1370 11 79 0.51 0.51 Orifice Ecin. 4930.26 4922.50 14.10 1207. 0.52 0.52 Onfice E n. 0.00 0,00 0.00 0.00 MIA MN/A No Flow WS < inlet 0.00 0.00 0.00 0,00 MIA MNIA No Flow WS<inlet) 0.00 0.00 0.00 0,00 MIA MIA No Flow WS<inlet) 0.00 0,00 0.00 0.00 MIA MIA No Flow WS - inlet 0.00 0,00 0.00 0.00 MIA MIA No Flow MS - inlet 0.00 0.00 0.00 0.00 MIA MIA No Flow WS<inlet) 0.00 000 0.00 0.00 MIA MIA No Flay NOS -inlet 0.00 000 0.00 000 MIA MIA No Flay WSI Inlet 0.00 0,00 0.00 000 MIA MIA No Flax WS-inlet 0.00 000 0.00 0.00 MIA MIA No Flow MS < inlet 0.00 0.00 0.00 0.00 MIA MIA No Flow CWS<inlet 0.00 0.00 0.00 000 MIA MIA No Flaw WS<inlet 0.00 000 000 000 MIA MIA No Flew WS < inlet 0.00 0.00 0.00 000 MIA MIA No Flew WS < inlet 0.00 0.00 000 0.00 MIA MNIA No Flow WS < inlet 0.00 0.00 000 0.00 MIA MIA No Flow WS<inlet) 0.00 0.00 000 0.00 MNIA MIA No Flow WS < inlet 0.00 0,00 000 0.00 MNIA MIA No Flow WS<inlat 0.00 0.00 D.00 0.00 MNIA MIA No Flow WS<inlet) 0.00 0.00 000 000 MIA MIA No Flow WS < inlet 0.00 0.00 D 00 000 MIA MIA No Flow WS < inlet 0.00 0.00 0.00 000 MA MIA No Flow WS<mla 0.00 0.00 0.00 000 MIA MIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 MIA MIA No Flow WS - Inlet 0.00 0.00 0,00 0.00 MIA MA No Fiow(WS<inlet) 0.00 0.00 a 00 0.00 MIA MIA No Flow WS < mat 0.00 0.00 0.00 0.00 MIA MIA No Flwl WS < inlet 0.00 0.00 D 00 Goo MIA MIA No Flow WS < inlet 0.00 0.00 D 00 0.00 MIA MIA No Flay WS < mlel 0.00 0.00 0.00 0.00 !NIA MIA No Flow W S < mlet 0.00 0.00 0,00 0.00 MIA MIA No Flow WS - Inlet 1529BUD-Detention ,2. 35DrelurEedarea. ills. Culver 122B2D17. 4:23 PM STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Protect Christian Brothers Automotive 1500 Academy Court, Fort Collins. CO Basin 10 STAGE -DISCHARGE CURVE FOR THE FINAL OUTLET PIPE CULVERT 4930.90 - 4929.90 - 4928.90 d m 4927.90 d d w d CD m rn 4926.90 4925.90 4924.90 - 0.00 0.10 0.20 0.30 0.40 0.50 0.60 Discharge (cfs) 1529BUD-Detention v2 35Distur ama xis Culvert 12/2812017, 4.23 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Christian Brothers Automotive 1500 Academy Court, Fort Collins. CO Basin ID: Design Information (input): Bottom Length of Weir Angle of Side Slope Weir Elev. for Weir Crest Coef. for Rectangular Weir Coef. for Trapezoidal Weir Calculation of Spillway Capacity (output): L = 10.00 feet Angle = 75.96 degrees EL. Crest = 4,929.00 feet C =1 3.00 C, = 3.00 Water Surface Elevation ft. (linked) Rect. Weir Flowrate cfs (output) Triangle Weir Flowrate cfs (output) Total Spillway Release cfs (output) Total Pond Release cfs (output) 4924,90 0.00 0.00 0.00 000 4925,00 0.00 0.00 0.00 0.00 4925,50 1 0.00 0,00 0.00 0.01 4926.00 0.00 0,00 0,00 0.01 4926.50 0,00 0,00 0.00 0.01 4927.00 0.00 0,00 0,00 0.35 492750 0,00 0.00 0,00 038 4928.00 0,00 0.00 0.00 0.41 4928.50 0.00 0.00 0.00 0.44 4929.00 0.00 000 000 1 0.46 4929,50 1061 2.12 12.73 13.22 4930,00 3000 12.00 42.00 4251 4930.25 4193 2096. 62,88 63,40 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA MIA #NIA #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A MIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #NIA #N/A #N/A MA #N/A #N/A MA #N/A #N/A #N/A #N/A #N/A #NIA 15298UD-Detention_v2.35Disturbedarea xis. Spillway 8/22/2017, 3:17 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Christian Brothers Automotive 1500 Academy Court, Fort Collins, CO Basin ID: 0 49309 T 4929.9 y 4928.9 m m w m IM 4927 9 4926.9 4925.9 4924.9 STAGE -STORAGE -DISCHARGE CURVES FOR THE POND Storage (Acre -Feet) 0.05 0.1 0.15 0.2 0,25 0.3 0.35 0.4 0,45 U I ZU 3u 4U ou ou /U Pond Discharge (cfs) 15298UD-Detention_v2.35Disturbedarea As. Spillway 8/22/2017, 3:17 PM IIDesign Procedure Form: Rain Garden (RG) UD-BMP (Version 3.06, November 2016) Sheet 1 of 2 Designer: Todd Rand, PE Company: Baseline Engineering Corporation Date: August 18, 2017 Project: Christian Brothers Automotive Location: 1500 Academy Court, Fort Collins, CO 1 Basin Storage Volume A) Effective Imperviousness of Tributary Area. I, I, = 1000 (100% if all paved and roofed areas upstream of ram garden) B) Tributary Area's Imperviousness Ratio (i = Id100) i = 1.000 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 040 watershed inches (WQCV= 0 8' (0.91' i'- 1 19' i'+0.78' 0 0) ContribWrg Watershed Area (including ram garden area) Area = 16.354 sq ft E) Water Quality Capture Volume (WQCV) Design Volume Vwxv = 545 cu It Vol = (WQCV / 12)' Area F) For Watersheds Outside of the Denver Region, Depth of dS = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu it Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VwOcv USER = cu It (Only rf a different WOCV 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 = 4.00 111 (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area Am. = 327 sq It D) Actual Flat Surface Area Annug = 465 sq ft E) Area at Design Depth (Top Surface Area) AT, = 900 sq If F) Rain Garden Total Volume Vr= 683 cu ft (VT= ((AT. + Ax,u) 12) * Depth) 3 Growing Media Choose One O 18" Rain Garden Growing Media Q Other (Explain): 4 Underdram System r Choo4One YE N A) Are underdrams provided? I Q NO B) Underdram system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = it Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours VOIts= N/A cu If iii) Orifice Diameter, 3/8" Minimum DO = N/A in UD-BMP v306.x1sm, RG 8/18/2017. 10:59 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Todd Rand, PE Company: Baseline Engineering Corporation Date: August 18, 2017 Project: Christian Brothers Automotive Location: 1500 Academy Court, Fort Collins, CO 5 Impermeable Geomembrane Liner and Geotextile Separator Fabric r Choose One Q YES A) Is an impermeable liner provided due to proximity NO of structures or groundwater contamination? 6 Inlet / Outlel Control ]hoase One iSheet Flow- No Energy Dissipation Required A) Inlet Control 0 Concentrated Flow- Energy Dissipation Provided �. Vegetation Choose One O Seed (Plan for frequent weed control) Q Plantings * Sand Grown or Other High Infiltration Sod 8 Irrigation Choose One Q YES A) Will the rain garden be irrigated? 0 NO Notes UD-BMP v3 O6 xlsm. RG 8/1812017. 10.59 AM APPENDIX D NRCS SOILS MAP USDA United States Department of Agriculture MRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Larimer County Area, Colorado CBA Fort Collins Prospect Site March 17, 2017 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. Contents Preface.................................................................................................................... 2 SoilMap.................................................................................................................. 5 SoilMap................................................................................................................6 Legend..................................................................................................................7 MapUnit Legend.................................................................................................. 8 MapUnit Descriptions.......................................................................................... 8 Larimer County Area, Colorado...................................................................... 10 53—Kim loam, 1 to 3 percent slopes.......................................................... 10 54—Kim loam, 3 to 5 percent slopes...........................................................11 60—Larim gravelly sandy loam, 5 to 40 percent slopes..............................12 101—Stoneham loam, 1 to 3 percent slopes .............................................. 14 References............................................................................................................16 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. C 40' 34'6"N 4 341' N Custom Soil Resource Report Soil Map N o 495430 4%450 496470 49 490 3 Map Scale: 1:820 rf pnrrted on A portrait (8.5" x 11") sheet McQts 2 N 0 10 20 40 BO AFbet 0 0 35 � ,4o z,a Map proJ�: Web MeratDr Caner Coordinates: WGS84 Edge tKN: UiM Zone 13N WG.584 6 496510 40" 34'6'N 40' 34' 1' N r O D- 4) U 7 O (n N ry O^ U) E O U N O N N @ p Q c °000 ND U y u0 Ev E0 @ ° vc00 Zm @ @ v n E a o E (D a@ @ N @ OD« v@ J a a) O N E '0O O) @ O a) O 3 E UJ t@ U) �O D Q @ U@ 0) ° C N D Q a.)0 a) C a E N N a `n v °oE I aco amEO 0 O v > -N 0— c> c ° .v@ ° a aU. N v E-00 mE@ 0) O @ @dN IL ca a 0 cn ZN E T a a) dE EO@ N d° N >L N L@ rO vE Z sc a o c y @ rn°imca0@ @ E j° ` @- Np E O OT O U @@ ' Q _a aCLa. OO dD O N @ nCo O @ 16 L @ EE U vyE 0 ° E Q @ ° d N O U ) n E 0)C r OC a -EN U @ a ° CL a) @ U 1 @ rn p@.s EO N FL E niU 2 a aQ@ L O pN LcW N N a) N @ T n � C LL U m @ t d @ N C_ S O N m O N n T o p J N W N O O L U)d w E U) `y o' It ( n C U) in > U @ n b U 3 C)U U)o N C @ a (r O U) 10 - O 2 o ma U o c m 0 0 ` Z LU to 40 Q LL T T , j♦l ` `(■ • . F m W J N CL/� Q O C O rn N c a Y U C U) C o c 0 a 3 a y ... .. c y N N @ n UO a 0 _oO O N o O N T VNQ _yyO NVd0 > NN @ N> a)>, > O O O O O N (9 O N m � (i @ W (n w C U) (n O U) a, a m ) n d .o { y a rn 1►0 Custom Soil Resource Report Map Unit Legend Larimer County Area, Colorado (COS") Map Unit Symbol Map Unit Name Acres In AOI Percent of AOI 53 Kim loam, 1 to 3 percent slopes 0.2 13.4% 54 Kim loam, 3 to 5 percent slopes 0.7 39.8% 60 Larim gravelly sandy loam, 5 to 40 percent slopes 0.6 30.6% 101 Stoneham loam, 1 to 3 percent slopes 0.3 16.2% Totals for Area of Interest 1.9 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made • up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called • noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different • management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas • are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor • components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and • miscellaneous areas on the landscape. • The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate 8 Custom Soil Resource Report pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil • material and support little or no vegetation. Rock outcrop is an example. 0 Custom Soil Resource Report Larimer County Area, Colorado 53—Kim loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: jpwx Elevation: 4,800 to 5,600 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost -free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Kim and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Kim Setting Landform: Fans Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed alluvium Typical profile H1 - 0 to 7 inches: loam H2 - 7 to 60 inches: loam, clay loam, sandy clay loam H2 - 7 to 60 inches: H2 - 7 to 60 inches: Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) • Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None • Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Very high (about 26.5 inches) Interpretive groups • Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B • Ecological site: Loamy Plains (R067XY002CO) Hydric soil rating: No 10 Custom Soil Resource Report Minor Components Fort collins Percent of map unit: 6 percent Hydric soil rating: No Stoneham Percent of map unit: 3 percent Hydric soil rating: No Aquic haplustolls Percent of map unit. 1 percent Landform: Swales Hydric soil rating: Yes 54—Kim loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: jpwy Elevation: 4,800 to 5,600 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost -free period: 135 to 150 days Farmland classification: Farmland of statewide importance Map Unit Composition Kim and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transacts of the mapunit. Description of Kim Setting Landform: Fans • Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear • Parent material: Mixed alluvium • Typical profile H1 - 0 to 7 inches: loam H2 - 7 to 60 inches: loam, clay loam, sandy clay loam • H2 - 7 to 60 inches: H2 - 7 to 60 inches: Properties and qualities Slope: 3 to 5 percent . Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low S • 11 Custom Soil Resource Report Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) . Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Very high (about 26.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Loamy Plains (R067XY002CO) Hydric soil rating: No Minor Components Thedalund Percent of map unit: 4 percent Hydric soil rating: No Stoneham Percent of map unit: 3 percent Hydric soil rating: No Fort collins Percent of map unit: 2 percent Hydric soil rating: No Aquic haplustolls Percent of map unit: 1 percent Landform: Swales Hydric soil rating: Yes 60—Larim gravelly sandy loam, 5 to 40 percent slopes Map Unit Setting National map unit symbol. jpx5 Elevation: 4,800 to 6,300 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 47 to 49 degrees F Frost -free period: 135 to 150 days Farmland classification: Not prime farmland Map Unit Composition Larim and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transacts of the mapunit. 12 Custom Soil Resource Report Description of Larim Setting Landform: Benches, terraces, fans Landform position (three-dimensional): Side slope, base slope, riser Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed alluvium Typical profile H1 - 0 to 4 inches: gravelly sandy loam H2 - 4 to 15 inches: very gravelly sandy clay loam, very gravelly clay loam H2 - 4 to 15 inches: very gravelly loamy sand, very gravelly sand 143 - 15 to 60 inches: H3 - 15 to 60 inches: Properties and qualities Slope: 5 to 40 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 5.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: Gravelly Foothill (R049BY214CO) Hydric soil rating: No Minor Components Midway Percent of map unit. 8 percent Hydric soil rating: No Tassel Percent of map unit. 7 percent Hydric soil rating: No 13 Custom Soil Resource Report 101—Stoneham loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol. jptt Elevation: 4,800 to 5,600 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost -free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Stoneham and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transacts of the mapunit. Description of Stoneham Setting Landform: Benches, terraces Landform position (three-dimensional): Base slope, tread Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed alluvium and/or eolian deposits Typical profile H1 - 0 to 4 inches: loam H2 - 4 to 10 inches: clay loam, sandy clay loam, loam H2 - 4 to 10 inches: loam, clay loam, sandy clay loam H2 - 4 to 10 inches: H3 - 10 to 60 inches: H3 - 10 to 60 inches: H3 - 10 to 60 inches: Properties and qualities Slope: 1 to 3 percent • Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low • Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches • Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent • Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Very high (about 27.5 inches) Interpretive groups • Land capability classification (irrigated): 2e 14 Custom Soil Resource Report Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: Loamy Plains (R067XY002CO) Hydric soil rating: No Minor Components Kim Percent of map unit: 5 percent Hydric soil rating: No Fort collins Percent of map unit: 5 percent Hydric soil rating: No 15 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ n res/deta il/national/soils/?cid=nres 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=n resl42p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www. n res. usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=n res 142 p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ Beta i I/national/land use/ra ngepastu re/?cid=stelprd b 1043084 16 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres 142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. hftp://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:H www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf 17 APPENDIX E PROPOSED DRAINAGE PLAN M-1iW d0j, DIIIH-QSIIMNR � KQIrIM Qw� H IAOrt[r{G MQ y Rp 14f191 rna6 HFHKA IViIDL W V/4 P I611DBYQ 6 (QIIIC ifgillHl 9Wl H IYAG 10 N Nf HQYFG \\ Ylll �5 Q 1Q1 Y0G2 Ol61DF14164PI.116 MGI N N 9Yp1[51 WM.lY4 !q9 P 11[ nX. sos m® off I.H G6,IX.L.f.11. gQnll ONl1 ID .,.0 H.oDG N(Iffi (ims. Pw5 PGm frtiuuw6, moHW. Nwolo mdnP � _� mart nYDYI YEY Ruc. f21 YIYv a wl Y. n gV1D P u9iG YHG INO m11QN QIR YG. K¢lllgl. P OIIp HIYQOII FDDQI [QI416 H M IAAt Q119Q dG6i SIIQI L� J oFTE NSII YnYmHll IC141f6 $e 9Or6 6 Yr 9W4 Y1Y C� n LAD YSNDIY tcMIY IP IOE +IYI RHR IDI uR ®a HODm O IYIi� IdSHM VSR WV}Idrl A� IQ{OMf d MTIYOII W9JI mllR ICG IHNMY 91IQ1 M91® 9ID/LIQl IAO2MlP [R166lMW.W6S OMGDH M1D4G n N ffQYPP mY1d1 ram. _ _ _ _ WR H QST/BM6 � d1MIQ 1t911 ffe YMm,,l. OUTpI Y➢YWn11M days MMSMb Ne/Y WtF �1b9 RIl y4 I{p�. ID 9' NYQ[ E0. M Q Y[W W Q Z Ya • dW1C £Il( A® pl RLn I [p�AR 1 tlilflll' ! WJAGI CMIR0. RNI cs cs j W Z- W ZA IR FACILITY .----r.------ r W a i9' i1t OIa� aw z§3Q K 2 �5 U IDQ IIEH HN6 XtK H}ll H`REO n M IOdI pIIM1 1d Otill Qli M IR`RY V.6 19i WY H4V®Ili - BY N !`LMO QYMrlpr, M 16M FXnY !V(Ql i' QI N IQM drrrY P 4Mr MD m[Y[Y(4 P N fYQ41d6 MMQgE. 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WNSIRUCT RAN GOD WTET ./ GRATE EIEV. 4029.70 FLOUT 4929.II CtlIST. , 10' • 4929.0' � -J .• .'� / �- '' . ' L �' "' 10 K W CONST. 19' 12W �m TRY s7SIEN CONSL 2550 SFCONST. S®m TRY SYSTEM 107 LF 2' WE CONCRETE PAN E 1.1St � I ���• / CONSE 825 V Ti4 �� 5®m TRY SYSM 'La CONSi. 57.4 V COW. (2) A• DIX IV RCIA • 1.09% PD60RATm PC I'm / / IE DETAIL 9EFT CtO 430 IN SYSIEW u ..- / Cglsr. 5' TEED OPETIEC CONsr. RAH GARDEN WITH r 485 SF MT BOTTOM. 4:1 SIDE 3OPE AND TY DEPTH / �" �.-"�-,-' � - / -' zaez ,,. - z1.7e - zan •L i mm sir r 2 - - � — �7nm I ' — a7D �, ale is Saes -2g7D ]O]720.90-' - •. _a J f ------------- ^'' .. •-' .. _.' ~ �''' T.BR i9.56 �.-'��� ]La. •� •7.Sx� /�' TOP CF RgNEAR0E11 / E09t 0 4970.0' :. 5,140 SF - I ...__-_-"' -...- T ,' .31.ta��, xn .I r "C ae -� , • ..�.. A OTIVE REPAIR FA AUTOMOTIVE CILI TY . ••� �• ' A!•}•• I II T ,. nas 30.40- .+ ' FEE-4932.69' °ti F i B1 ,...., ., +. ,,,,,,, , ..M. REVEGErATICN MFMOD H TIVIARINTI,\\ I)PRE-OISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WETEVEt POSSIBLE REMOVAL OR DISTURBANCE OF E4511% VEGETATION SHALL BE UNITED TO THE AREA REMO FOR NMEXAIE CONSTRUCTION OPERATIONS. AND FOR THE SHORTEST PRACTCAL PERIOD OF THE 2)AIL SOILS DPOSED DURING LAND DIMRSING ACTIVITY (STRIPFNG, GRADING. UILM NSTALLATONS. SToaPIUNG, FILLING. LTC.) SHALL OE IEPT N A ROUGHENED CONDITION BY RIPPING OR DISQHG ALONG LARD CCWMRS UNTIL NJA IM VEGETATION, OR OTHER PERYNENT EROSION CONTROL IS INSTALLER. NO SAS N AREAS OUTSIDE PROEa STREET RIM OF WAY 91ALL REMAIN EPOSED BY LAND DISIURBNG ACTIVITY FOR MORE TINT THIRTY (70) DAYS BEFORE WAFFD T)1PORARY OR PERMANENT EROSION CONTROL (BEG. SED/11". LANDYAPNG, LTC.) IS INSTALLED, UNLESS OIERWHg APPROVED BY THE SIORNWATER OEPARTIEIT. y FLOW DIRECTION \\ ROCK was Q �/WvM SMI NT CONTROL LOG w9aE TRADING CONTROL Q r --i CONCRETE WASHOUT AREA L_J r 'I I--J ON -SITE WASTE WANAOEAENT �•.-..� L.._..i N04-NWS19N WASTE YANMFIET/T 1. i TENPORARY SEDIMENT BASH ® JAM OF DISTURBANCE J ix M 64 �� 1237 •� um us9 / a JE17 M I / F , /uADW COW '� I-k I r O HSIHU T 250 SLF. EDm IN SYSRY EN . 4m4 4u4.n \ , t t J i / I/ / T t I � l 1 a THESE PTANS HAW BEEN RENEWED BY THE LOCAL ENTITY FOR CONCEPT ONLY. THE fEVEW DOM NOT INKY RESPON'BTTY BY THE REVIEWING OEPARIIENE THE LOCAL ENTITY ENCINEM OR THE LOCAL ENTTY FOR ACCURACY AND CORRECTNESS OF THE CALCULATIONS M2BETWORE, THE REIE.W DOES NOT WPLY THAT OUANTTES OF ITEMS ON THE PEARS ARE THE FINAL QUANTTE. REQUIRED, THE RE1E'W SNALL NOT BE _..._ _. _...__—... - CONSTRUED N ANY REASON AS ACCEPTANCE OF FINANCIAL FESPONSWEITY BY THE LOCAL ENTITY FOR ADDITIONAL WANTTES OF ITEMS SHOW THAT MAT BE REGUIRED DURING THE CONsmUCDON PHASE GRAPHIC SCALE I. ALL SIDEWALK STALL HAZE A 22 WAARN OSS CR9APE 20 0 20 O 2 CONTRACTOR TO UTOI GRADE AT PROPERTY LINE WITS ASI (IN NET) O. THE MAxNUY SLOPES FOR ADA STALLS SHALL BE A 2-M IN ALL AREA COd. I NCH . 20 Ft DIRECTIONS DRAINAGE BASIN ) GRADING & EROSION CONTROL PLAN A ALL CURB A CUTTER SONG BE fi UNLESS OTHERWISE NOTED. CS CS 5, THE TOP Or FOUNDATION E7EVAl S SHOO ARE THE MINWUY FIEVATONS REQUIRED FOR PROTECTION FR N THE TOO -YEAR STORM t t s w A � j F o � a O }� a �Gg CD g m m�< Z a � Lo x9 U N z F5 oo•} 1� City of Fort Collins, Colorado o?P'o o.R •F2s UTILITY PLAN APPROVAL., ICY � i AP%ROYIT: ............ ., yy�:' Try! r CTCy ..yTne@r-T7a`1A y�.�.. �•.Ui� GIINDR9 BY.—`Rl7AMt " a a er I —Darcmm BY Nw ro a s _._..— _ axe �—9o�1T1EY �etu •e•ra wl7.rA !/nMll CHITTWP BY: ____ ... ....... ___ .______ __ -... n1A�R 0 N- Y X" 17BrL'e k'7EPareatTon - �£v s•nrrver �y.A a+x CNrA o BY. tlA:L. r oM�nmer —T'a� . •a C(n67RB [WP 41 BY _ 4M�•Ni F.nvvomnenlal Plenner OaTe