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HomeMy WebLinkAboutDrainage Reports - 09/04/2019City of Fort Collins Approved Plans Approved by: Date: Wes Lamarque 9/4/2019 � NORTHERN ENGINEERING MA200022 Drainage Revisions July 13, 2020 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 RE: NEC Lake & Shields Minor Amendment—Drive Aisle Dear Staff: This letter serves to document the revisions to the south pond and rain garden for the NEC Lake & Shields project proposed with the Minor Amendment. During construction, it was determined that the approved location of a proposed drive aisle into the site from Lake Street would require the relocation of an electrical switch cabinet. The relocation of said cabinet was accounted for, but much more costly than previously thought resulting in alternative design solutions to be sought. The agreed upon solution was the relocation of the drive aisle addressed in this Minor Amendment. The relocated drive aisle necessitated design revisions to the approved rain garden and south detention pond. Rain gardens 1 and 2 were combined into one single rain garden capable of treating the combined volumes of the previously designed rain gardens. The detention pond's design was updated to be contained in the smaller area, while still maintaining the 100-yr detention volume of 4,486 cu. ft. Please see the attached rain garden calculations and detention pond stage storage calculations for updated information. Please do not hesitate to contact me if you have questions or require additional information. Sincerely, Northern Engineering Services, Inc. Benjamin R. Ruch, P.E. Project Engineer MinorAmendment Drainage Memo July 13, 2020 NEC Lake&Shields Page 1 of 1 Design Procedure Form: Rain Garden(RG) UD-BMP(Version 3.06,November 2016) Sheet 1 of 2 Designer: Benjamin Ruch Company: Northern Engineering Date: February 24,2020 Project: NEC Lake and Shields Location: Revised Rain Garden-Minor Amendment 1.Basin Storage Volume A)Effective Imperviousness of Tributary Area,la la= 51.0 % (100%if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio(i=la/100) i= 0.510 C) Water Quality Capture Volume(WQCV)for a 12-hour Drain Time WQCV= 0.17 watershed inches (WQCV=0.8*(0.91*i3-1.19*i2+0.78*i) D) Contributing Watershed Area(including rain garden area) Area= 59,605 sq ft E) Water Quality Capture Volume(WQCV)Design Volume VWo��= cu ft Vol=(WQCV/12)*Area F) For Watersheds Outside of the Denver Region,Depth of dfi= 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWocv orHeR= 830.5 cu ft Water Quality Capture Volume(WQCV)Design Volume H) User Input of Water Quality Capture Volume(WQCV)Design Volume VWpCV USER- CU F� (Only if a different WQCV Design Volume is desired) 2.Basin Geometry A)WQCV Depth(12-inch maximum) DWo��= 12 in B)Rain Garden Side Slopes(Z=4 min.,horiz.dist per unit vertical) Z= 4.00 ft/ft (Use"0"if rain garden has vertical walls) C)Mimimum Flat Surtace Area AM;�= 608 sq ft D)Actual Flat Surtace Area AA�„ai= 644 sq ft E)Area at Design Depth(Top Surtace Area) ATpP= 1333 sq ft F)Rain Garden Total Volume VT= 989 cu ft Nr((Aroo+An���aJ/2)*Depth) Choose One 3.Growing Media Q 1S"Rain Garden Growing Media Q Other(Explain): 4.Underdrain System Choose One QQ YES A)Are underdrains provided? Q NO B)Underdrain system orifice diameter for 12 hour drain time i)Distance From Lowest Elevation of the Storage y= 1.5 ft Volume to the Center of the Orifice ii)Volume to Drain in 12 Hours VoI�Z= 830 cu ft iii)Orifice Diameter,3/8"Minimum Do= 5/7 in UD-BMP_v3.06-South-REVISEDxIsm,RG 2/24/2020,12:48 PM Design Procedure Form: Rain Garden(RG) Sheet 2 of 2 Designer: Benjamin Ruch Company: Northern Engineering Date: February 24,2020 Project: NEC Lake and Shields Location: Revised Rain Garden-Minor Amendment 5.Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q YES A) Is an impermeable liner provided due to proximity �NO of structures or groundwater contamination? 6.Inlet/Outlet Control Choose One �Sheet Flow-No Energy Dissipation Required A) Inlet Control �Concentrated Flow-Energy Dissipation Provided Choose One 7.Vegetation �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? �NO Notes: UD-BMP_v3.06-South-REVISEDxIsm,RG 2/24/2020,12:48 PM � N�RTHERN . PN��E: AQgRE$8: 97�.227.45 SB 307 N.Howce ae.��,s�i��oo WE�3lTE: E M�I H�E R I H U Forl Gollins,fA E65N FAx� ^or�hamgnglneetlr�g,CPm 774.121�4159 Project Title NEC Lake and Shields-MA Date: 7/13/2020 Project Number 232-047 Calcs By: B.Ruch Client CSURF Pond Designation Revised South Pond InvertElevation 5024.20ft Water Quality Volume 0.0000 ac-ft 100-yr Detention Volume 0.1030 ac-ft Circular Perforation Sizing Total Pond Volume 0.1030 ac-ft Dia(in.) i/4 Ir, � �,_D* �1,+�Iz+ �l,*�iz� Min 5� 1 D=Depth between contours(ft.) n � A1=Surface Area lower contour(ftZ) t 1/4 AZ=Surface Area upper contour(ftz) Area/Row 0.05 Required Area Revised South Pond Volume Per Row 0.006 sq-in Elevation Surtace Incremental Incremental Total Vol. Total Vol. No.of Rows 12 (ft) Area(ft2) Depth (ft) Vol.(ft3) (ft3) (ac-ft) Total Outlet 5024.20 2.01 N/A N/A 0.00 0.0000 Area 0.60 sq.in. 5024.40 37.76 0.20 3.78 3.07 0.0001 5024.60 65.08 0.20 10.28 13.23 0.0003 5024.80 86.73 0.20 15.18 28.36 0.0007 5025.00 119.26 0.20 20.60 48.87 0.0011 5025.20 163.00 0.20 28.23 76.98 0.0018 5025.40 208.49 0.20 37.15 114.04 0.0026 5025.60 253.06 0.20 46.16 160.12 0.0037 5025.80 296.73 0.20 54.98 215.04 0.0049 5026.00 339.95 0.20 63.67 278.66 0.0064 5026.20 382.78 0.20 72.27 350.90 0.0081 5026.40 427.14 0.20 80.99 431.85 0.0099 5026.60 590.14 0.20 101.73 533.14 0.0122 5026.80 852.88 0.20 144.30 676.64 0.0155 5027.00 1135.18 0.20 198.81 874.77 0.0201 5027.20 1394.04 0.20 252.92 1127.25 0.0259 5027.40 1569.94 0.20 296.40 1423.47 0.0327 5027.60 1695.06 0.20 326.50 1749.89 0.0402 5027.80 1810.11 0.20 350.52 2100.35 0.0482 5028.00 1936.10 0.20 374.62 2474.90 0.0568 5028.20 2072.52 0.20 400.86 2875.68 0.0660 5028.40 2213.10 0.20 428.56 3304.17 0.0759 5028.60 2358.24 0.20 457.13 3761.22 0.0863 5028.80 2508.07 0.20 486.63 4247.78 0.0975 5029.00 2662.60 0.20 517.07 4764.77 0.1094 Total Vol Elevation Depth Volume 100-yr Detention 5028.50 430 0.1030 Overall Detention 5028.50 4.30 0.1030 � ��Il�� ��� � iV � � NE � � � NG August 23, 2019 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage Report for NEC Lake and Shields Dear Staff: Northern Engineering is pleased to submit this Final Drainage Report for your review. This report accompanies the Final Development Review submittal for the proposed NEC Lake and Shields. This report has been prepared in accordance to the Fort Collins Stormwater Criteria Manual (FCSCM), and serves to document the stormwater impacts associated with the proposed The NEC Lake and Shields project. We understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Reviewed by: ���p,DO LI�F �p.;����RYqN:�`r�`O : Q, . �Z �GS ;►� 54317 �� :`� 8-22-19 =:� ?�O• �v 1 ''N�� Blaine Mathisen, EI Benjamin uch, PE Project Engineer Project Engineer �DRT C�LLI NS: ��1 North Howes Street, Suite 1�D, ��521 J 97�.221,���� Gf�EEE��Y: 820 H"� Street, H��3� � 97Q.39�.9880 � IN�B: www.norther��engineering.com � NORTHERN ENGINEERING NEC Lake and Shields TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION................................................................... 1 A. Location.............................................................................................................................................1 B. Description of Property.....................................................................................................................2 C. Floodplain..........................................................................................................................................3 II. DRAINAGE BASINS AND SUB-BASINS....................................................................... 5 A. Major Basin Description....................................................................................................................5 B. Sub-Basin Description.......................................................................................................................5 III. DRAINAGE DESIGN CRITERIA................................................................................... 5 A. Regulations........................................................................................................................................5 B. Four Step Process..............................................................................................................................5 C. Development Criteria Reference and Constraints............................................................................6 D. Hydrological Criteria .........................................................................................................................6 E. Hydraulic Criteria ..............................................................................................................................7 F. Floodplain Regulations Compliance..................................................................................................7 G. Modifications of Criteria...................................................................................................................7 IV. DRAINAGE FACILITY DESIGN.................................................................................... 7 A. General Concept ...............................................................................................................................7 B. Specific Details..................................................................................................................................8 V. CONCLUSIONS...................................................................................................... 10 A. Compliance with Standards............................................................................................................10 B. Drainage Concept............................................................................................................................10 References....................................................................................................................... 12 APPENDICES: APPENDIX A — Hydrologic Computations APPENDIX B — Hydraulic Computations B.1 — Storm Sewers B.2 — Inlets and Curb Cuts B.3 — Detention Facilities APPENDIX C — Water Quality Design Computations APPENDIX D — Erosion Control Report Final Drainage Report � NORTHERN ENGINEERING NEC Lake and Shields LIST OF TABLES AND FIGURES: Figure1 —Aerial Photograph ................................................................................................ 2 Figure 2 — Proposed Site Plan............................................................................................... 3 Figure 3 — Existing FEMA Floodplains.................................................................................... 4 Figure 4 — Existing City Floodplains....................................................................................... 4 MAP POCKET: Figure 1 - Existing Drainage Exhibit Figure 2 - C7.00 - Drainage Exhibit Final Drainage Report � NORTHERN ENGINEERING NEC Lake and Shields I. GENERAL LOCATION AND DESCRIPTION A. Location 1. Vicinity Map � � PROJECT � � E S � LOCATION w < � i�� � 0 U '.i•:�. �ivA•:t UNh'L If AVl �` 5 JTH D: �+ VlF�:Ihn::CDoe I t\' itK1�1'7 ll't'IIKIN 5� k� :I '.;.t r C O ` BENNEn AO � 1 ` '/I IAK1_SI � �s � �� n � T � NOB87T I{`ERtN � r� T , A , � � $t'ft1Y(;(< 'N 5 . i ` NSpV CR � � r � ta� a N � � V��� �I � 2. NEC Lake and Shields project is located in the southwest quarter of Section 14, Township 7 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. 3. The project site is located at the northeast corner of Lake Street and Shields and expands north to James Court. This property previously contained five residential homes with associated landscaping and hard surfaces. These houses have been removed. Though the houses have already been removed they will be included in the rational calculation's computation for the existing basins. This will be discussed in greater detail in the following sections. 4. Currently the existing lot does not have any stormwater or water quality facilities. There is existing stormwater infrastructure to the east of the subject property associated with the Colorado State University Summit Hall Dorm parking lot. Existing detention ponds are along both the south and north sides of that parking lot, as well as a rain garden along the north side of the parking lot. NEC Lake and Shields does not intend to use any of CSU infrastructure for storage or water quality. However, NEC Lake and Shields will be routing treated and detained flows through their proposed systems in order to direct the flow into the public storm sewer maintained by the City as there is no storm infrastructure in either Lake Street or Shields Street. This will be Preliminary Drainage Report 1 � NORTHERN ENGINEERING NEC Lake and Shields discussed in the following sections. B. Description of Property 1. NEC Lake and Shields is approximately 2.17 net acres. � �� � � � ' �. �=t� '� _#����� :�� � ,� �;. ��` r�- a �Y ` � . ���� � �' � ; ...'�"�;. _,�� . _ � � ��r � � y � ��'4`'� ' �4�� �� ��`� +� '�'� � � '� , �k� �� `�`� �3'�=�'._� '�;va�:�r� _�;:w ��°r '�„ � � � � � �•r.l-o� �'� i:+�: ..�• .�.�+.�,� y���a�'r � "xi��} � �:�,5 - ���{w� ��.� ��_ '�3���` �� � d - � �- � ��;� �. 'Q � � ��_ �� � �� y �� ' , -- � �R� � � E '�' _� y��, r s �,s� ��� �� F�rr �� �.n _ ..�-�f_.. �"� .y s. .. _ . ...F''� y r� �'r ���3����_� b. , � _ �._ �...�.-t i y. 5 � .�' ., ,.. ..,�'�^ �.3. �.� - .. 5� � �� ��� L�' _ � � '#,! x�e a� � v'��� u �� 5 �";�`�`"� �����. " �i- -� , d . - _ • h } ,� � 1__ . � � '� �' '�A� � ,{ � F i .� x�..+s ��� �� � �" ..�- - ��� ' � ..�•�.-°�.� . ���� e.�� � �; , ,� �-a � :� , �:F; , .� � _ �.' -�= .� 3 �..�.���_- 3��� - w F`- �_--�� ��s �� �,, ti = $. T, . � o- - :,.v�, _� � W � # \ s t � � �! ��� fl ,� � � � � ���� � ,� �. �.€. �".__ �, ���i�� i�� �I� __ ,� �, # �k, :;}�t � Figure 1 —Aerial Photograph 2. The NEC Lake and Shields property previously contained residential homes with associated driveways and landscaping but since the purchase of the land by CSURF these structures have since been removed. These houses and associated driveways were taken into consideration when determining the existing impervious area. 3. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey, 100 percent of the site consists of Altvan- Satanta loam, which falls into Hydrologic Soil Groups B. 4. The proposed development will include the demolition of the existing drive aisle off Lake Street, the abandonment of all water and sanitary services currently feeding into the site as well as limited tree removals. The proposed project will include a single- story commercial building for daycare use. There will be associated play places, sidewalks, and parking associated with this development. The current drive aisle off Lake Street will be removed and replaced with a new drive entrance just east of the current drive. NEC Lake and Shields will be providing water quality in both LID and traditional methods. NEC Lake and Shields will also have two separate detention ponds that will release at reduced allowable rates. More details and discussion with regards to water quality and storage amenities can be found in the proceeding sections. Preliminary Drainage Report 2 � NORTHERN ENGINEERING NEC Lake and Shields � _,-� ,- �� i i JANES COURT �i i � .. � � r � i i .. . � . � � � � � � � -�*f � �F �, ��— .:f- t �— p _� ��� `�,c�' �:...�s� �,c� � ��Y t;� �.}. � ) H-�� � ��. � e-e �----_�A� �'\ I��`I 'd ���,,,�F:;. 000_,�t .QOO�'�`��r�.t�� _II� —__� - . — _ - . . — _ , 1. -� � I , o .�< � - . � �'�'^ . a,(b� . _ " � a� �� — ��'� _ �"��� � � ��fi _ � � �,�, �� �� i,'i� 4'c S� � � �� �I � , . NOTAPART � OF THIS � ,� \..........: � PROJECT ..�. I III � _ ' � �I,,I � � � , ,���;. - ��a�, m.. � i .� ,.. � z . �, �.�.'' �`� � � a,� ' "{( )�"�� ��,.,�� _ �e�� � 1 � — _ ��� � '� � '�,�' i � � �_ ,v . � � �l � ��� �� �� _ i � i �� i�� ��_ � :� � _.�� _ � � .� � - , _ , � ��i �i , 1 , 1 ; � � � �� � � i � \ � I ��I � i � � � � � � � �� �' i � i �� �� � � �; ��i , �i � � � � � � i �� � m� i I �--,, �-� ,_ � i , .-�.t` � -�--_-i � f , � x � � F , � � � � li i� � � � �� �� , �� �� ��i ; ' a � o I k � � . � E��� I � � ���,rr ��o< �G��� � Q� �4�<a��{� � �I j � j ,i�y� 1! '` E _3 -- - _���\=)((,°-� — . � �, �- i � �o " '� � '� '— �� � _ � �I — - -- _ � � < �. - �•-..< - � — � � —- � � � - ��- =�E3- � � � � � � � �E� �� �� � _ � LAKE STREET � -� � � � ...... . ' _ __.. ' ...._ _ _.. � _ Figure 2— Proposed Site Plan 5. No irrigation facilities or major drainageways are within the property limits. 6. The project site is within the High Density Mixed-Use Neighborhood District (H-M-N) Zoning District. The proposed use is permitted within the zone district. C. Floodplain 1. The subject property is not located in a FEMA or City regulatory floodplain. 2. The FEMA Panel 08069C0978G illustrates the proximity of the project site to the nearest FEMA delineated regulatory floodplain. Preliminary Drainage Report 3 � NORTHERN ENGINEERING NEC Lake and Shields Natianal Flood Hazard Layer FIRMette � T�:M,, Legend ,„�y.:� �<<,k,P�,.�,,,,�..�«�r«.,,M..�..,..,�,.�,,,�,�,..,v� _ � �„�,o�,e,.�Flead E���,�o��oF� �; � � SPEdpLF1A0� �h6FEoi0eqn,,..,�r..,...r n„ ' 11 � nhYlpbORFiS Ne6ula�eiyFloo�xey � , f��� ``~_ � r alclM1nnL[a�loextF.nrn�a(o9 ' Y _ �� arnTSMlsztM1an�a'iws0�i=�oma9aimv�,e `��wr=, � r v1v�eCunJi[lons]R � A � �i 4� Lnar.[n4'IOMxa[ar6R��.. , � ; �.. a�G-�:�anse�oop�:'���.w. � � �~E� ���CRAREASo� esoi n.irtr oo axa.tl i � � y �� �R�OPHRZnap w�M1FIoMPlxktlurioL�w� � 4 * dH ' � �� � Onr w' ivi . . •t - � �, nrH[PPREoS Arlc"ctVndMRm+in�dFbaaHaaa�d:,...: �f �� � �J•r �J � GENFHnL -- ���i �....�o� �m .,., � '�i-t eK� ��' - � . STR4ICFLR£5 i iii laron.�is�orFl�oawail � 71�]T �'• ' � r��'`1�irl�T�'� r r �'" F M e,. � �•�:,��� � tr �� .z�a��u,��na��. .r a��r';.",a`'r nri�.i; ri` °i� �„ t�t o-' �s�:;:��s9E�,a�o� 4 � II ''.�I I.1� l��lTj' - - '+r-;�'T 1! —6m�orond��.,,i.,�im�rerci - . . .�� •.• 't� i —mnmrna�ay,�d.,.� �'� �,rz" - � e,�E�---P��a'ea'���ee�e,����� FEAT�RFS_HvdmPannszem�ie } t� �.- _.�_ ,}��,j � �*t.y� n�pv�a�w�,..��.,oe '� �� �' f} � " '� I xon,9rPaoAOAn�ai�:m� —` * � � MAPPRNELS y�m o�` m[ � �.� �: •- ;« ►. � � e'�, �; � ■ r _ �n- - - anh�.'�el[WmN;niheemaalao�wr��ema�o r.-� • � � , �in1�norlvwo n onoin�o�a�on� ��res � � �+T� r� • ��� � inizmaVeomnnaswvnlfMA'ss�anea�¢sio�meuseo� ei�i�e ��.� • Yc mrV,�YicompbtVnwrtnf[mn'scasemap �X �� �71. na�a .'• ` � �' m��tlonisnen.ed�n�ilyLom�h= �,�4w _ ��.J^ ..•� � .��� ..*1.: r - bno�lM1e�A�F�HLn.H��lel�leSRlo���,nlPmxenm�.rv1e�anHe[.a� -0'lll'., i� ; ,� J�r '�., �f. .�o�„� r.�d. , dn.o,.,nm�. � - '•�•x .'�:3" ,.�. �5n ��b.�x - aoer �w;�w"�-�"�_ ��eet i-s.{}�p -� a '°r�...� M°Grtl=n rn,anuw.n,.Sno�M1n�snd��ez1�. o zso- soo �,oao �,sao- z,000 r�=��P��»��=r=. Figure 3 — Existing FEMA Floodplains Cnyd r�or�t�ns FCINaps ' � , .�,. r,,.�,�, � . . - ���n��-. , ���� w.00 � n.�i_ i..�•��.i ' —_' _ ___ _._ �.�y.�--�..� Legend v�«eis G�ty Flcctlpla�ns � _nr��.max �d, , iiii��.;:s�hAve ���� .�.�s'YF„i'+�v.n '� COLbRA9�STAlEIJryI':I:�'..i.i � , ❑ Gmvr�M1Managementtuae � . r � -— ��,411F:�i�:1] Pa�ks .. ' ���TMa� SCh0Ol6 � Nn1�r�1 Areae 5W'Inln�1:�11:� I�•yn m !i. � L.� CM1YL�mi15 - i � MII [�fnM�lsn� rnwm ��., ' , _ �tllpv� . . i lyn IYII . Ll�^wu[rll�i} Inliiwnnl � .. ['�ir�li.. ' . i.. I I 'I...i...i i i LM�'�'I�+N ,n n 51��n1 I 1 9ENHETTElF.1AFlr- . ' �` , �n��y , f �� � �:r•4� i � . �-�m�o.wti i I �_.,. w vmek�i r�„ ProswcllSmel�f: ' ' .' ' 1'S.859 e.. Notes �.�43L' 0 571.50 �.1�9.O�ee� I liiz mnp i%T�sa.r yr.r.erArerl si9[ic��:pu�Ir.�i IM[:'ily ol Fon[:oli✓ia�L'A.�eps WG4 t x.Wev Memab!�'iilvy5pliere liileriielm pingsR3en5�iafcrre'erereonry.�a�:e�zye�zl�a[appeeronbtiz Clly o�Fon f.onms-Gi3 an may rn may no[he accurate,�uireM.a�oiM1ervn;a�eliabfe. Figure 4— Existing City Floodplains Preliminary Drainage Report 4 � NORTHERN ENGINEERING NEC Lake and Shields II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description 1. NEC Lake and Shields is located within the Old Town Basin, which is located primarily in Old Town Fort Collins. B. Sub-Basin Description 1. The property historically generally drains west to east via overland flow except for the northwest corner of the site which sheet flows north off the site into James Court. All flows generated and routed to James Court are conveyed east towards a concrete pan and curb chase at the end of the street which directs flow into the existing detention pond at the northeast corner of the existing parking lot. The project was broken down into seven separate basins. However, all the flows generated on the existing site all eventually make their way into the northeast detention pond associated with the CSU Summit Hall Dorm parking lot. The southern portion of the site is currently being conveyed into the southern detention pond. The southern detention pond then conveys flows north towards the northern pond. Therefore, all the flows are eventually routed to that northern detention pond. The proposed project will maintain these same existing flows/ See Section IV.A.4. below, for a more detailed description of the projects proposed drainage patterns. 2. No drainage is routed onto the property from the surrounding properties. A full-size copy of the Proposed Drainage Exhibit can be found in the Map Pocket at the end of this report. III. DRAINAGE DESIGN CRITERIA A. Regulations There are no optional provisions outside of the FCSCM proposed with NEC Lake and Shields project. B. Four Step Process The overall stormwater management strategy employed with NEC Lake and Shields project utilizes the "Four Step Process" to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development has incorporated each step. Step 1 — Employ Runoff Reduction Practices Several techniques have been utilized with the proposed development to facilitate the reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the current use by implementing multiple Low-Impact Development (LID) strategies including: N Selecting a site that has been previously developed and that use consist of five single family residences with associated hardscapes and landscaping. N Providing vegetated open areas along the south, north, and east portion of the site to reduce the overall impervious area and to minimize directly connected impervious areas (MDCIA). N Routing flows, to the extent feasible, through rain gardens and to increase time of concentration, promote infiltration and provide initial water quality. Preliminary Drainage Report 5 � NORTHERN ENGINEERING NEC Lake and Shields Step 2 — Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release The efforts taken in Step 1 will facilitate the reduction of runoff; however, this development will still generate stormwater runoff that will require additional BMPs and water quality. The stormwater generated from the building will be split and more than half of it will go towards the rain gardens. The runoff from the proposed parking lot and the new drive aisle off Lake Street will be routed towards rain gardens. The water quality event will be filtered through the sand layers and discharge into the South Pond where the flows will then leave the site at a reduced existing rate. The runoff that is generated by the sidewalk along James Court and the northern half of the building will receive traditional water quality in the North Pond. However, 75% the impervious area is being treated by rain gardens. Step 3 — Stabilize Drainageways As stated in Section 1.B.5, above, there are no major drainageways in or near the subject site. While this step may not seem applicable to NEC Lake and Shields, the proposed project indirectly helps achieve stabilized drainageways nonetheless. Once again, site selection has a positive effect on stream stabilization. By repurposing an already developed, under-utilized site with no existing stormwater infrastructure, combined with LID, the likelihood of bed and bank erosion is greatly reduced. Furthermore, this project will pay one-time stormwater development fees, as well as ongoing monthly stormwater utility fees, both of which help achieve Citywide drainageway stability. Step 4 — Implement Site Specific and Other Source Control BMPs. This step typically applies to industrial and commercial developments and is not applicable for this project. C. Development Criteria Reference and Constraints 1. There are no known drainage studies for the existing properties. 2. The subject property is essentially an "in-fill" development project as the property is surrounded by currently developed properties. As such, several constraints have been identified during the course of this analysis that will impact the proposed drainage system including: N ' Existing elevations all along the property line need to be maintained in order to tie into existing infrastructure. N As previously mentioned, overall drainage patterns within the Master Drainage Basin will be maintained. To alleviate the current drainage problem within West Lake Street, all of the drainage will be routed north towards James Court and into the existing drainage pond at the northeast corner of the existing parking lot via storm pipes. D. Hydrological Criteria 1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations associated with this development. Tabulated data contained in Table RA-7 has been utilized for Rational Method runoff calculations. 2. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Tables RO-11 and RO-12 of the FCSCM. Preliminary Drainage Report 6 � NORTHERN ENGINEERING NEC Lake and Shields 3. The Rational Formula-based Modified Federal Aviation Administration (FAA) procedure has been utilized for detention storage calculations. 4. Three separate design storms have been utilized to address distinct drainage scenarios. A fourth design storm has also been computed for comparison purposes. The first design storm considered is the 80th percentile rain event, which has been employed to design the project's water quality features. The second event analyzed is the "Minor," or "Initial" Storm, which has a 2-year recurrence interval. The third event considered is the "Major Storm," which has a 100-year recurrence interval. The fourth storm computed, for comparison purposes only, is the 10-year event. 5. No other assumptions or calculation methods have been used with this development that are not referenced by current City of Fort Collins criteria. E. Hydraulic Criteria 1. As previously noted, the subject property historically drains towards the existing detention ponds that are along both north and south edges of the existing dorm parking lot. The majority of the site drains stormwater via overland flow. 2. All drainage facilities proposed with NEC Lake and Shields project are designed in accordance with criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control District's (UDFCD) Urban Storm Drainage Criteria Manual. 3. As stated in Section I.C.1, above, the subject property is not located within any regulatory floodplain. 4. NEC Lake and Shields project does not propose to modify any natural drainageways. F. Floodplain Regulations Compliance 1. As previously mentioned, all structures are located outside of any FEMA 100-year or City floodplain, and thus are not subject to any floodplain regulations. G. Modifications of Criteria 1. The proposed NEC Lake and Shields development is not requesting any modification at this time. IV. DRAINAGE FACILITY DESIGN A. General Concept 1. The main objectives of NEC Lake and Shields drainage design is to maintain existing drainage patterns, minimize the amount of drainage routed to West Lake Street and ensure no adverse impacts to any adjacent properties. 2. As previously mentioned, there are no off-site flows draining onto the existing property. 3. A list of tables and figures used within this report can be found in the Table of Contents at the front of the document. The tables and figures are located within the sections to which the content best applies. 4. NEC Lake and Shields project is composed of four major drainage basins, designated as Basins N1, S1, S2, and OS1. The drainage patterns for each major basin are further described below. Preliminary Drainage Report 7 � NORTHERN ENGINEERING NEC Lake and Shields Basi n N 1 Basin N1 is associated with a portion of the building, sidewalks adjacent to James Court, as well as the landscaping and play ground areas to the north of the building. Runoff generated in Basin N1 will receive standard water quality and will be released at a portion of the allowable release rate out of North Pond. Basin S1 Basin S1 is associated with the remaining portion of the building, the entire proposed parking lot, and all the landscaping to the south of the building. Runoff generated in this basin will sheet flow towards a curb and sidewalk chase which will then convey the runoff into Rain Garden 1. Rain Garden 1 was sized to adequately treat the water quality event for this basin. Once the water quality event volume is achieved the runoff will then be routed via an overflow outfall basin within Rain Garden 1 which will then convey everything above the water quality event into the South Pond. The South Pond will be releasing at a portion of the allowable release rate Basin S2 Basin S2 is exclusively associated with the new drive aisle off Lake Street. All the runoff generated in this drive aisle will be conveyed via curb and gutter into a sidewalk chase which will then convey the runoff into Rain Garden 2. Rain Garden 2 was sized to adequately treat the water quality event associated with Basin S2. Just like Basin S1, once the water quality event has been met there will be an overflow basin that will convey anything above the water quality event into the South Pond. The South Pond will be releasing at a portion of the allowable release rate. Basin OS1 Basin OS1 is associated with the area along Shields Street and James Court that was not capturable. Runoff generated in this basin will flow north along Shields Street where it will then turn the corner at James Court and flow east where it will eventually enter the site at an existing 2' concrete pan that leads into the existing detention pond at the northeast corner of the dorm parking lot. Since Basin OS1 is leaving the site undetained the 100-year flow rate generated by this basin will be subtracted from the existing allowable release rate. Additional clarification on this reduction in allowable release rate is in the proceeding sections. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. B. Specific Details 1. The main drainage problem associated with this project site is the deficiency of water quality present within the existing site as well as grading constraints. The northern portion of the site drains overland and is captured in the North Pond. The North Pond will be releasing at a portion of the allowable release rate into the existing rain garden and detention pond adjacent to the north side of the existing parking lot. This is the historic pattern of this basin, so no adverse impacts should occur within the existing drainage ponds. The southern portion of the site drains via overland and concentrated flows and discharges directly into one of the two Preliminary Drainage Report 8 � NORTHERN ENGINEERING NEC Lake and Shields rain gardens. Once the rain gardens are full all excess runoff is routed towards the South Pond. The South Pond will be discharging at a portion of the allowable release rate into the existing detention pond along the southern side of the existing parking lot. Because the South Pond is releasing at a portion of the allowable release rate no adverse impacts on the existing detention pond are expected. N ' All of the runoff generated in Basins S1 and S2 will be routed towards a rain garden for initial water quality that will promote infiltration. N All of the runoff generated in Basin N1 will be routed towards the North Pond where it will receive traditional water quality. N ' The landscape areas surrounding the project (Basin OS1) will be treated by use of a grass buffer. 2. The release rate for the undeveloped land (pre-development) was established by calculating the 2-vear peak runoff rate of the existing pervious area and the 100-,vear peak runoff rate of the existing impervious area located within the project area, resulting in an overall release of 4.67 cfs. In excluding all portions of the proposed project that releases undetained (Basin OS1 [0.66 cfs]), the overall allowable peak runoff rate for the remaining site was calculated at 4.01 cfs (4.67 — 0.66 cfs). This remaining release rate was divided among the North Pond and South Pond associated with detention for Basins N1, S1, and S2. These release rates were utilized in the FAA method for design of the North and South ponds. (Refer to Appendix B for these calculations). 3. Detention Pond Calculations North Pond Calculations for North Pond, based on the characteristics of Basin N1, and an adjusted release rate of 0.63 cfs, indicate a detention volume of 785 cu. ft. This volume does not include the 12-hour release WQCV calculated for this basin (152.67 cu. ft.), therefore the overall volume is 937.67 cu. ft. The North Pond does not have any LID component therefore this is just standard water quality. The North Pond has a spill elevation of 5028.80 which is well below the building finish floor elevation (FFE) of 5033.85. The North Pond will discharge west via a storm pipe into the existing detention pond along the north side of the existing parking lot. In the case that the outfall structure gets clogged or an event greater than the 100-year event comes along the overflow path will convey the runoff northeast out of the site into James Court, where it historically has gone. South Pond Calculations for South Pond, based on the characteristics of Basins S1 and S1 and an adjusted release rate of 3.38 cfs, indicate a detention volume of 4486 cu. ft. This does not include the water quality capture volume (WQCV) associated with Basins S1 and S2. As previously mentioned Basins S1 and S2 are receiving water quality within the rain gardens. The overflow elevation of South Pond is 5030.71, therefore there is adequate difference between the FFE (5033.85) and the top water surface elevation. The South Pond will discharge west via a storm pipe into the existing detention pond along the south side of the existing parking lot. In the case that the outlet structure is clogged or excess runoff above the 100-year event is inundating the pond the excess flows will overflow at the northeast corner of the pond and follow the existing drainage pattern. Preliminary Drainage Report 9 � NORTHERN ENGINEERING NEC Lake and Shields 4. Water Quality Results North Pond As previously mentioned Basin N1 is going to be treated via traditional extended detention water quality. Based on characteristics of Basin N1 the required water quality capture volume (WQCV) is 152.67 cu. ft. This required storage was added onto the required detention volume as mentioned previously. A water quality plate on the outlet structure will insure that the WQCV is adequately met. Rain Garden 1 Rain Garden 1 was sized based on the characteristics of Basin S1. Following Urban Drainage requirements, the required WQVC is 769.9 cu. ft. However, there was additional room to slightly increase the size of Rain Garden 1 to treat a WQCV of 915 cu. ft. Rain Garden 1 has a ponding depth of 1' until runoff starts to enter the overflow basin. All treated runoff and excess runoff will be conveyed to the South Pond via underdrains and storm pipe where it will be detained. Rain Garden 2 Rain Garden 2 was sized based on the characteristics of Basin S2. Following Urban Drainage requirements, the required WQVC is 95.5 cu. ft. However, there was additional room to increase the size of Rain Garden 2 to treat a WQCV of 431 cu. ft. Rain Garden 2 has a ponding depth of 1' until runoff starts to enter the overflow basin. All treated runoff and excess runoff will be conveyed to the South Pond via underdrains and storm pipe where it will be detained. Between the traditional water quality associated with the North Pond and Rain Gardens 1 and 2, NEC Lake and Shields will be treating a total of 1498.67 cu. ft. of runoff. This results in 480.6 cu. ft. of extra water quality that is not required of NEC Lake and Shields. Additionally, 84% of the impervious area associated with this project is being treated by LID methods. Refer to Appendix C for all of these calculations. V. CONCLUSIONS A. Compliance with Standards 1. The drainage design proposed with NEC Lake and Shields project complies with the City of Fort Collins' Stormwater Criteria Manual. 2. The drainage design proposed with NEC Lake and Shields project complies with the City of Fort Collins' Master Drainage Plan for the Old Town Basin. 3. There are no regulatory floodplains associated with NEC Lake and Shields development. 4. The drainage plan and stormwater management measures proposed with NEC Lake and Shields development are compliant with all applicable State and Federal regulations governing stormwater discharge. B. Drainage Concept 1. The drainage design proposed with this project will effectively limit potential damage associated with its stormwater runoff. NEC Lake and Shields will detain for the Preliminary Drainage Report 10 � NORTHERN ENGINEERING NEC Lake and Shields pervious area converted to impervious areas by releasing at the 2-year existing rate during the developed100-year storm. 2. The proposed NEC Lake and Shields development will not impact the Master Drainage Plan recommendations for the Old Town major drainage basin. Preliminary Drainage Report 11 � NORTHERN ENGINEERING NEC Lake and Shields References 1. Citv of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 2. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. 3. Larimer Countv Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007. 4. Soils Resource Report for Larimer Countv Area. Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008. 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Mathisen Scourstop Schedule Storm Pipe Velocity Transition Line Di(njter �cfs) Mat W x L A 15 4.54 4' x 4' B 12 3.82 4' x 4' C 12 12.06 4' x 8' D 12 3.43 4' x 4' E 12 2.83 4' x 4' Curb Cuts and Sidewalk Chases Design Width (in) Velocity Transition Point (cfs) Mat W x L s1 3 3.56 8'x8' s2 2 2.06 8'x8' E � � � , . . � � . . , � L �� • h �' . •. � _ _� - • \ C, - � � ,`��� -�,� , � • � . . y� . . . . •. . . . • . • • ' � • . . • NorthernEngineering.com // 970.221.4158 (866) 888-8479 / (770) 932--2490© Nyloplast Inlet Capacity Charts June 20120.001.002.003.004.005.006.007.008.009.0010.0011.000.000.050.100.150.200.250.300.350.400.450.500.550.600.650.700.750.800.850.900.951.001.051.10Capacity (cfs)Head (ft)Nyloplast 2' x 2' Curb Inlet Standard Grate Inlet Capacity ChartLow Hood Setting(4.47" Curb Setting)Mid Hood Setting(6.47" Curb Setting)High Hood Setting(8.47" Curb Setting) (866) 888-8479 / (770) 932--2490© Nyloplast Inlet Capacity Charts June 20120.002.004.006.008.0010.0012.0014.0016.000.000.050.100.150.200.250.300.350.400.450.500.550.600.650.700.750.800.850.900.951.001.051.10Capacity (cfs)Head (ft)Nyloplast 30" Dome Grate Inlet Capacity Chart (866) 888-8479 / (770) 932--2490© Nyloplast Inlet Capacity Charts June 20120.002.004.006.008.0010.0012.0014.0016.000.000.050.100.150.200.250.300.350.400.450.500.550.600.650.700.750.800.850.900.951.001.051.10Capacity (cfs)Head (ft)Nyloplast 30" Dome Grate Inlet Capacity Chart Channel Report Hydraflow Express Extension for Autodesk�AutoCADO Civil 3D�by Autodesk, Inc. Wednesday,Sep 26 2018 Design Point S2 Rectangular Highlighted Bottom Width (ft) = 2.00 Depth (ft) = 0.16 Total Depth (ft) = 0.50 Q (cfs) = 0.660 Area (sqft) = 0.32 Invert Elev (ft) = 1.00 Velocity (ft/s) = 2.06 Slope (%) = 0.50 Wetted Perim (ft) = 2.32 N-Value = 0.013 Crit Depth, Yc (ft) = 0.16 Top Width (ft) = 2.00 Calculations EGL (ft) = 0.23 Compute by: Known Q Known Q (cfs) = 0.66 Elev (ft) Section Depth (ft) 2.00 1.00 1.75 0.75 1.50 0.50 1.25 0.25 1.00 0.00 0.75 -0.25 0 .5 1 1.5 2 2.5 3 Reach (ft) . . . E , . . � � . , . . ,,��,Y ri,.�„�, - �` � fsr�m E,ncnOCO Octcma.+ihov,deO In1k:w � � , ,� D���y AGovr Normal VWte�Lcrcl {�>i�•b.i� SMINvAy ` `� Mamtenancr � M _ Acccss � ,.,` ��� IPermancm�_ �E�*9ont b Pcu>I �'�" � �AY S8/P1Y -'� . ��"� 8enct+ _ . p�n�au � AQua�K - � �_ � ., -. �.� , �} BOnch � ,� .. 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T �'?-- NorthernEngineering.com // 970.221.4158 � NORTHERN ENGINEERING DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number : 232-047 Project Name : NEC Lake and Shields Project Location : Fort Collins, Colorado Pond No : North Pond Input Variables Results Design Point n1 Design Storm 100-yr Required Detention Volume C = 0.48 Tc = 7.00 min 785 ft3 A= 0.38 acres 0.018 ac-ft Max Release Rate = 0.63 cfs Ft Collins Inflow Outflow Storage Outflow Volume Time (min) 100-yr Volume Adjustment Qa� 3 Volume Intensity �fts� Factor (cfs) (ft ) �fts� in/hr 5 9.950 544 1.00 0.63 189 355 10 7.720 845 0.85 0.54 321 524 15 6.520 1070 0.73 0.46 416 655 20 5.600 1226 0.68 0.43 510 715 25 4.980 1363 0.64 0.40 605 758 30 4.520 1484 0.62 0.39 699 785 35 4.080 1563 0.60 0.38 794 769 40 3.740 1637 0.59 0.37 888 749 45 3.460 1704 0.58 0.36 983 721 50 3.230 1767 0.57 0.36 1077 690 55 3.030 1824 0.56 0.36 1172 652 60 2.860 1878 0.56 0.35 1266 612 65 2.720 1935 0.55 0.35 1361 574 70 2.590 1984 0.55 0.35 1455 529 75 2.480 2036 0.55 0.34 1550 486 80 2.380 2084 0.54 0.34 1644 439 85 2.290 2130 0.54 0.34 1739 391 90 2.210 2177 0.54 0.34 1833 343 95 2.130 2215 0.54 0.34 1928 287 100 2.060 2254 0.54 0.34 2022 232 105 2.000 2298 0.53 0.34 2117 181 110 1.940 2335 0.53 0.34 2211 124 115 1.890 2379 0.53 0.33 2306 73 120 1.840 2416 0.53 0.33 2400 16 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 232-047 NorthPondDetentionVolume FAAModified Method.xls Page 1 of 1 � ���TH��,7 • PM4NE1 ' AQEIRESS: fl70.221.A758 7P1 N.Howee s�.�Ne,s�ito�eo WE63iTE: E H 0 I H�E R I H R FortCnllins_CA BO521 ' F�� no�hyrn9�g�npa�ng.Corn e�n.zzi,atisv Project Title NEC Lake and Shields Date: 8/19/2019 Project Number 232-047 Calcs By: B.Mathisen Client CSURF Pond Designation North Pond Invert Elevation 5026.75 ft Water Quality Volume 0.0035 ac-ft 100-yr Detention Volume 0.0180 ac-ft Total Pond Volume 0.0215 ac-ft y__D* �1, +�1z+ �1, *`1z� 3 D=Depth between contours(ft.) A1=Surface Area lower contour(ft2) Az=Surface Area upper contour(ftz) North Pond Volume Elevation Surtace Incremental Incremental Total Vol. Total Vol. (ft) Area(ft2) Depth (ft) Vol.(ft3) (ft3) (ac-ft) 5026.80 12.43 0.05 0.21 0.21 0.0000 5027.00 59.63 0.20 6.62 6.83 0.0002 5027.20 131.31 0.20 18.63 25.45 0.0006 5027.40 224.17 0.20 35.14 60.59 0.0014 5027.60 338.54 0.20 55.88 116.47 0.0027 5027.80 535.12 0.20 86.62 203.09 0.0047 WQCV 5028.00 634.39 0.20 116.81 319.90 0.0073 5028.20 817.50 0.20 144.80 464.70 0.0107 5028.40 994.92 0.20 180.95 645.65 0.0148 5028.60 1176.58 0.20 216.90 862.55 0.0198 100-yr Vol 5028.80 1362.83 0.20 253.71 1116.26 0.0256 Total Vol Elevation Depth Volume WQCV 5027.68 0.93 0.0035 100-yr Detention 5028.53 1.78 0.0180 Overall Detention 5028.66 1.91 0.0215 � N 0 RTH E RN "°°R�'s: P"°"�: ao�H.Ha,�,e.s�..�,s�ue ioo s�osz�.a�se WEBSkTE: E H fl l F�E E R I N� `""""'",.co aos:� narlhornong}��o��y,�onn FAX� 970.22i.4159 ProjectTitle NEC Lake and Sheilds Date: August 19,2019 Project Number 232-047 Calcs By: B.Mathisen Client CSURF Pond Designation North Pond Q= 0.63 cfs C= 0.65 Q=Release Rate(cfs) Eh= 5028.68 ft C=Discharge Coefficients(unitless) E;= 5026.75 ft Aa=Area Allowed of Opening(ftZ) E�= 5026.92 ft Circular g=Gravity(32.2 ft/s�) E�= 5026.90 ft Rectangular Eh=High Water Surface Elevation(ft) E;=Elevation of Outlet Invert(ft) 0.086937191 ft E�=Elevation of Outlet Centroid(ft) Aa 12.518956 in� Circular Orifice 100-Year Orifice Orifice Size(in.) 4 in. Area(inz) 12.52 sq-in Q 0.60 cfs Rectangular Orifice 100-Year Orifice Orifice Height(in.) 3- 9/16 in. Orifice Width(in.) 3- 1/2 in. Area(inz) 12.52 sq-in Q 0.61 cfs � NORTHERN ENGINEERING DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number : 232-047 Project Name : NEC Lake and Shields Project Location : Fort Collins, Colorado Pond No : South Pond Input Variables Results Design Point s1 and s2 Design Storm 100-yr Required Detention Volume C = 0.73 Tc = 6.00 min 4486 ft3 A= 1.37 acres 0.103 ac-ft Max Release Rate = 3.38 cfs Ft Collins Inflow Outflow Storage Outflow Volume Time (min) 100-yr Volume Adjustment Qa� 3 Volume Intensity �fts� Factor (cfs) (ft ) �fts� in/hr 5 9.950 2985 1.00 3.38 1014 1971 10 7.720 4632 0.80 2.70 1622 3010 15 6.520 5869 0.70 2.37 2129 3739 20 5.600 6721 0.65 2.20 2636 4084 25 4.980 7471 0.62 2.10 3143 4327 30 4.520 8137 0.60 2.03 3650 4486 35 4.080 8569 0.59 1.98 4157 4411 40 3.740 8977 0.58 1.94 4664 4312 45 3.460 9343 0.57 1.92 5171 4172 50 3.230 9691 0.56 1.89 5678 4013 55 3.030 10000 0.55 1.87 6185 3815 60 2.860 10297 0.55 1.86 6692 3605 65 2.720 10609 0.55 1.85 7199 3410 70 2.590 10879 0.54 1.83 7706 3173 75 2.480 11161 0.54 1.83 8213 2948 80 2.380 11425 0.54 1.82 8720 2705 85 2.290 11680 0.54 1.81 9227 2453 90 2.210 11935 0.53 1.80 9734 2201 95 2.130 12142 0.53 1.80 10241 1901 100 2.060 12361 0.53 1.79 10748 1613 105 2.000 12601 0.53 1.79 11255 1346 110 1.940 12805 0.53 1.78 11762 1043 115 1.890 13042 0.53 1.78 12269 773 120 1.840 13249 0.53 1.77 12776 473 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 232-047 SouthPondDetentionVolume FAAModified Method.xls Page 1 of 1 � ���TH��,7 • PM4NE1 ' AQEIRESS: fl70.221.A758 7P1 N.Howee s�.�Ne,s�ito�eo WE63iTE: E H 0 I H�E R I H R FortCnllins_CA BO521 ' F�� no�hyrn9�g�npa�ng.Corn e�n.zzi,atisv Project Title NEC Lake and Shields Date: 8/19/2019 Project Number 232-047 Calcs By: B.Mathisen Client CSURF Pond Designation South Pond Invert Elevation 5024.18 ft Water Quality Volume 0.0000 ac-ft 100-yr Detention Volume 0.1030 ac-ft Total Pond Volume 0.1030 ac-ft y__D* �1, +�1z+ �1, *`1z� 3 D=Depth between contours(ft.) A1=Surface Area lower contour(ft2) Az=Surface Area upper contour(ftz) South Pond Volume Elevation Surtace Incremental Incremental Total Vol. Total Vol. (ft) Area(ft2) Depth (ft) Vol.(ft3) (ft3) (ac-ft) 5024.20 5.18 0.02 0.04 0.04 0.0000 5024.40 516.70 0.20 38.24 38.28 0.0009 5024.60 715.86 0.20 122.72 161.00 0.0037 5024.80 810.66 0.20 152.55 313.55 0.0072 5025.00 909.62 0.20 171.93 485.48 0.0111 5025.20 1012.72 0.20 192.14 677.63 0.0156 5025.40 1119.97 0.20 213.18 890.80 0.0205 5025.60 1231.37 0.20 235.05 1125.85 0.0258 5025.80 1346.92 0.20 257.74 1383.59 0.0318 5026.00 1466.61 0.20 281.27 1664.86 0.0382 5026.20 1590.46 0.20 305.62 1970.48 0.0452 5026.40 1718.45 0.20 330.81 2301.29 0.0528 5026.60 1850.59 0.20 356.82 2658.12 0.0610 5026.80 1986.88 0.20 383.67 3041.78 0.0698 5027.00 2127.31 0.20 411.34 3453.12 0.0793 5027.20 2271.90 0.20 439.84 3892.96 0.0894 5027.40 2420.69 0.20 469.18 4362.14 0.1001 5027.60 2573.51 0.20 49934 4861.48 0.1116 Total Vol 5027.80 2742.73 0.20 531.53 5393.02 0.1238 5028.00 3109.58 0.20 584.85 5977.87 0.1372 5028.20 3703.06 0.20 680.40 6658.27 0.1529 5028.40 4275.00 0.20 797.12 7455.39 0.1712 Elevation Depth Volume 100-yr Detention 5027.45 3.27 0.1030 Overall Detention 5027.45 3.27 0.1030 � N 0 RTH E RN "°°R�'s: P"°"�: ao�H.Ha,�,e.s�..�,s�ue ioo s�osz�.a�se WEBSkTE: E H fl l F�E E R I N� `""""'",.co aos:� narlhornong}��o��y,�onn FAX� 970.22i.4159 ProjectTitle NEC Lake and Sheilds Date: August 19,2019 Project Number 232-047 Calcs By: B.Mathisen Client CSURF Pond Designation South Pond Q= 3.38 cfs C= 0.65 Q=Release Rate(cfs) Eh= 5027.45 ft C=Discharge Coefficients(unitless) E;= 5024.18 ft Aa=Area Allowed of Opening(ftZ) E�= 5024.52 ft Circular g=Gravity(32.2 ft/s�) E�= 5024.43 ft Rectangular Eh=High Water Surface Elevation(ft) E;=Elevation of Outlet Invert(ft) 0.358332776 ft E�=Elevation of Outlet Centroid(ft) Aa 51.599920 in� Circular Orifice 100-Year Orifice Orifice Size(in.) 8 in. Area(inz) 51.60 sq-in Q 3.20 cfs Rectangular Orifice 100-Year Orifice Orifice Height(in.) 6 in. Orifice Width(in.) 8- 1/2 in. Area(inz) 51.60 sq-in Q 3.25 cfs E , . . � , . . � • l� � � � � � 1 1 �.,. � � '� .. , •,�� .1 / ,� ' � � � � ` ,�. 1 `'� � , � NorthernEngineering.com // 970.221.4158 � N�I�T H E R N p"���, AD�R@SS: 9T�.121.4�58 ao-i M.H4wa�s�.ees.SYI�O 1 OO SIYE 9SiTE: EN�I H E E R I H Q Fore tallins,GO E662i FA�S� W'KVY,1}qr�IlYfiF4P�Y119@fli�Q.C9PP 9�0.22 i.47 59 Project Title NEC Lake and Shields Date: August 19,2019 Project Number 232-047 Calcs By: B.Mathisen Client CSURF Pond Designation North Pond WQCV=a 0.91i3 —119i�+0.78i Drain Time 12 hr — a= 0.8 WQCV=Watershed inches of Runoff(inches) i = 26.00% a=Runoff Volume Reduction(constant) i =Total imperviousness Ratio(i =IWq/100) WQCV= 0.111 in Water Quality Capture Volume 0.5 0.45 WQCV=a�0.91i3 —1.19i�+0.78i� � r 0.4 c 0.35 v 03 L y 0.25 6 hr 16 0,2 12 hr 3 v�1�� 24 hr � 0.1 � 40 hr � 0.05 0 0 0 0 0 0 0 0 0 0 o N O I—' N W A ln 01 V Oo lD O O O O O O O O O O O O Total Imperviousness Ratio(i=Iwq/300) Figure EDB-2-Water Quality Capture Volume(WQCV),80th Percentile Runoff Event V _ �WQCV� A A= 0.38 ac � 12 V= 0.0035 ac-ft 152.67 cu.ft. V=Water Quality Design Volume(ac-ft) WQCV=Water Quality Capture Volume(inches) A=Watershed Area(acres) Design Procedure Form: Rain Garden(RG) UD-BMP(Version 3.06,November 2016) Sheet 1 of 2 Designer: Blaine Mathisen Company: Northern Engineering Date: August 19,2019 Project: NEC Lake and Shields Location: Rain Garden 1 1. Basin Storage Volume A)Effective Imperviousness of Tributary Area,la la= 49.0 % (100%if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio(i=la/100) i= 0.490 C) Water Quality Capture Volume(WQCV)for a 12-hour Drain Time WQCV= 0.16 watershed inches (WQCV=0.8*(0.91*i3-1.19*iz+0.7S*i) D) Contributing Watershed Area(including rain garden area) Area= 56,741 sq ft E) Water Quality Capture Volume(WQCV)Design Volume VWQ��= cu ft Vol=(WQCV/12)*Area F) For Watersheds Outside of the Denver Region,Depth of ds= 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, �wocv orr,Ea= 769.9 cu ft Water Quality Capture Volume(WQCV)Design Volume H) User Input of Water Quality Capture Volume(WQCV)Design Volume VWQcv usER= cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A)WQCV Depth(12-inch maximum) DWQ��= 12 in B)Rain Garden Side Slopes(Z=4 min.,horiz.dist per unit vertical) Z= 4.00 ft/ft (Use"0"if rain garden has vertical walls) C)Mimimum Flat Surtace Area AM;„= 556 sq ft D)Actual Flat Surtace Area A,�,�ai= 657 sq ft E)Area at Design Depth(Top Surtace Area) ATop= 1173 sq ft F)Rain Garden Total Volume VT= 915 cu ft �Vr=��Aroo+An�t�ai)/2)*Depth) 3. Growing Media Choose One OO 18"Rain Garden Growing Media O Other(Explain): 4. Underdrain System �Choose One A)Are underdrains provided? OO YES O NO B)Underdrain system orifice diameter for 12 hour drain time i)Distance From Lowest Elevation of the Storage y= 1.5 ft Volume to the Center of the Orifice ii)Volume to Drain in 12 Hours VoI,Z= 770 cu ft iii)Orifice Diameter,3/8"Minimum Do= 2/3 in UD-BMP_v3.06-SouthRGl.xlsm,RG 8/19/2019, 10:11 AM Design Procedure Form: Rain Garden(RG) Sheet 2 of 2 Designer: Blaine Mathisen Company: Northern Engineering Date: August 19,2019 Project: NEC Lake and Shields Location: Rain Garden 1 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric �Choose One O YES A) Is an impermeable liner provided due to proximity OO NO of structures or groundwater contamination? 6. Inlet/Outlet Control Choose One O Sheet Flow-No Energy Dissipation Required A) Inlet Control O Concentrated Flow-Energy Dissipation Provided Choose One 7.Vegetation O Seed(Plan for frequent weed control) O Plantings OO Sand Grown or Other High Infiltration Sod S. Irrigation Choose One O YES A) Will the rain garden be irrigated? O NO Notes: UD-BMP_v3.06-SouthRG1.xlsm,RG 8/19/2019,10:11 AM Design Procedure Form: Rain Garden(RG) UD-BMP(Version 3.06,November 2016) Sheet 1 of 2 Designer: Blaine Mathisen Company: Northern Engineering Date: August 19,2019 Project: NEC Lake and Shields Location: Rain Garden 2 1. Basin Storage Volume A)Effective Imperviousness of Tributary Area,la la= 100.0 % (100%if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio(i=la/100) i= 1.000 C) Water Quality Capture Volume(WQCV)for a 12-hour Drain Time WQCV= 0.40 watershed inches (WQCV=0.8*(0.91*i3-1.19*iz+0.7S*i) D) Contributing Watershed Area(including rain garden area) Area= 2.864 sq ft E) Water Quality Capture Volume(WQCV)Design Volume VWQ��= cu ft Vol=(WQCV/12)*Area F) For Watersheds Outside of the Denver Region,Depth of ds= 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, �wocv orr,Ea= 95.5 cu ft Water Quality Capture Volume(WQCV)Design Volume H) User Input of Water Quality Capture Volume(WQCV)Design Volume VWQcv usER= cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A)WQCV Depth(12-inch maximum) DWQ��= 12 in B)Rain Garden Side Slopes(Z=4 min.,horiz.dist per unit vertical) Z= 4.00 ft/ft (Use"0"if rain garden has vertical walls) C)Mimimum Flat Surtace Area AM;„= 57 sq ft D)Actual Flat Surtace Area A,�,�ai= 232 sq ft E)Area at Design Depth(Top Surtace Area) ATop= 630 sq ft F)Rain Garden Total Volume VT= 431 cu ft �Vr=��Aroo+An�t�ai)/2)*Depth) 3. Growing Media Choose One OO 18"Rain Garden Growing Media O Other(Explain): 4. Underdrain System �Choose One A)Are underdrains provided? OO YES O NO B)Underdrain system orifice diameter for 12 hour drain time i)Distance From Lowest Elevation of the Storage y= 1.5 ft Volume to the Center of the Orifice ii)Volume to Drain in 12 Hours VoI,Z= 97 cu ft iii)Orifice Diameter,3/8"Minimum Do= 3/8 in LESS THAN MINIMUM.USE DIAMETER OF 3/8" UD-BMP_v3.06-SouthRG2.xlsm,RG 8/19/2019, 10:15 AM Design Procedure Form: Rain Garden(RG) Sheet 2 of 2 Designer: Blaine Mathisen Company: Northern Engineering Date: August 19,2019 Project: NEC Lake and Shields Location: Rain Garden 2 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric �Choose One O YES A) Is an impermeable liner provided due to proximity OO NO of structures or groundwater contamination? 6. Inlet/Outlet Control Choose One O Sheet Flow-No Energy Dissipation Required A) Inlet Control O Concentrated Flow-Energy Dissipation Provided Choose One 7.Vegetation O Seed(Plan for frequent weed control) OO Plantings O Sand Grown or Other High Infiltration Sod S. Irrigation Choose One O YES A) Will the rain garden be irrigated? O NO Notes: UD-BMP_v3.06-SouthRG2.xlsm,RG 8/19/2019,10:15 AM � 4i m C � � e � C 4 � � u � � !J4 c `~ � o k� � � +; o ^ o o � � � i � o � � o � v a � � � � � � 00 � N � r R � \ N � \ r-I �i � L � �� � ca A z N � z M N PY p 4 }�� v N r f� �F Q 0 6 di LL O� J � W v � JM n p v, v, p � W tn z � � z r � � .K °� � J �o ,ao � � � L a� �� 1 � v � � � � = W�= � Q � d c`a � m pC#a Q � � c � C'U C'U „� q . H co � � v� � R�I L � 1./� •(a •(B `L^ - .... _ � � � V � � O i� �� � L � � � �� � � � � N � � N �IJ� J � � � N °N° � oMo �� � � u.+ '�, a �� m �— ��' �� � o C r-I r-I N �`1jJ � 'R z l� l� � H m � }, � � � r-I N � �O C �n �n 41 � � � � . . � . . � � - � � • • • • • - — \ ..�� j-`J� \ - - ---j � --ti�•__`�ti �-----�C.�c,-�w:r,cza-„�.'' � � f ' . � / � � � �--� °"� ` � �-= � \ \ / / _ _ }\_4 �__� l \ \ ` �� �/ _��1"- �� � _" - r \ _�t }-- � __---"__ � oP AC�� �� '���0'.O+'�l06 - -_--" , • . ____ '. `. .` � :s/N� rwra ^,� �� \ � � \ . ,� •�.- ,-►atT:si. �`• .'• � - � �' - f — i�n4�i4�. � \ � �".,'.i� f _'��` � �:.i; '�..,, d.^.'Xfl:i.rN7C, ' � . , � �' �.� IRJf'r�f 11�ri �_ _ - ` 'iTil ' 'Y.�•:%yI ��\ �. ` .�`. _ �I�T�� Zl":.s � %� `.,t.-•`y^ �. ,+ �f/ r;7���c�a,►_i�� . � . \ �'"�_ � ��,^i:, ti�� � � �-� _ _ 1�Lq�� �\�` '' \ �� i � :r. '�i ,—�'i .'.i=��. ��\ �f,'_ � I�},', `��1 r �� � �.����4. ___-T �S!- ' ' -- •��J .�1 ;. ' V. '- � - � iao��a,.w�. �� 'r" �r.,n rnv NorthernEngineering.com // 970.221.4158 � NORTHERN ENGINEERING NEC Lake and Shields A comprehensive Erosion and Sediment Control Plan (along with associated details) will be included with the final construction drawings. It should be noted, however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed or modified in conjunction with construction activities. It is imperative to appropriately reflect the current site conditions at all times. The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3, Chapter 7 — Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways and inlet protection at proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. Grading and Erosion Control Notes can be found on Sheet C0.01 of the Utility Plans. The Utility Plans at final design will also contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the applicable requirements outlined in any existing Development Agreement(s) of record, as well as the Development Agreement, to be recorded prior to issuance of the Development Construction Permit. Also, the Site Contractor for this project will be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division — Stormwater Program, before commencing any earth disturbing activities. Prior to securing said permit, the Site Contractor shall develop a comprehensive StormWater Management Plan (SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance of construction BMPs. Final Erosion Control Report E ' ' ' N►rr�ivui� � Soils Resource Report ' � NorthernEngineering.com // 970.221.4158 �JSp/� United States A product ofthe National Custom Soil Resource = Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for n I ��� States Department of I V Agriculture and other L a r i m e r C o u n ty Federal agencies, State Natural agencies including the Resources Agricultural Experiment A re a, C o I o ra d o Conservation Stations, and local Service participants � . � � ., � � �'` � � � � � � ' � � • �- ' � r� � � � � � � � � ��I * � , ' • 4 � � �� h T �{ '� x - r - � � � +' i �� ��-#�4#����;�#�� ���r�-.� __ ' ' - ��� � � � � �. �� i ' - . + T ' ' _ F : � ' � � I �� � t �+ � ��� � ! �����'� �,F I • F ■ i.T.# ��� M A� � � a F } � � �� _ � _��� ������ i - _ r . � f i� � I � R 1� ; a�' -� � �. � �� F.ri �_ � • I� ' -T � !� � ' � r. - �� �] ���������° '-'i�J ft August 20, 2018 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=n res 142 p2_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. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend................................................................................................ 11 MapUnit Descriptions.........................................................................................11 Larimer County Area, Colorado...................................................................... 13 3—Altvan-Satanta loams, 0 to 3 percent slopes......................................... 13 References............................................................................................................16 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of ineasurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 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. 8 Custom Soil Resource Report a Soil Map � � � 4918E0 491900 491�0 491940 491�.�,"-0 4919@� 4.92000 ao�sa�iz°N � -� � , i i � ao°sa�iz�N � �: '% � �- , -� �� - . , � { �_ ' . '� �' �F��_� � F � �. � - . � a �# ! � � � _ • . 5� 25 + . � 2a�5 � ��; ��� F �? � � ■ #� � d • k � � � � ' ' } � ► . F '� ��y � r � �' ,4 —� � 5 �y �� � _ i � - �_ � � �_ �—� �� � � � . �� , .ri� _ : ; � � +� J i r � r � * ■ i� � 1C � � �— - , - . ti ����`�—� '.#� . - � �� � � `� � � � _ � . � � � ���� ` �� ` * �� � �- - � �� -� � � � , F , � � � �- r � � �a =- -� �� � � Soil Map may not be valid a't this scale. ao°3a'T'N • � . � _� � � � — � � � ao�sy���ru 49188� 491900 491�0 491940 491960 4919&l 49200� 3 3 � Map Scale:1:819 if printed on A poiUait(8.5"x 11")sheet. � � N Meters � 0 10 ZO 40 60 n Feet �\ 0 35 70 140 210 /� Map projection:Web Merotor Comer coordinates:WC-S84 Edge tics:UTM Zone 13N WGS84 9 � �� N � w � V N 7 N � i N N m N � � -6 m o a� � a> r L � � a� in 3 � o � � � � � n Z � �' � E � u�i � � � E a> v � � � E � � a �'.� � r Q N = Y � � a1 � 7 � � O N O — U Z � � N � � O � iL Y � `' � � (/� a � N N � U�i O � � ip O--a � (B � (E M O_ y � � U O O � y � .-:C � V � � y � L � 0 N � N � a' o I` � 3 N N � a� E � 3 ui a� C� N Z s Z U o N v � ui � Q 3 N a� � o Q N tn � a> a m c� 3 -a o � > � � S '� N c° o d �' � � � c° � N o o � L ,� m N � Q m � m o a�i s ui W s c ��u�i m � Q � � c � ui n � � o a 0 o m a> � `� � m � � � •� Yco � 3 �p m o �ay � LL a> � � � c > � o a`� a�'i � � i> c Ea� oN u' � � � � E � Z y � aYo � o � � � a .° a� � oQ U � m Q N � E ,a� a o � >,a a a m � n � a�'i a�i � u� .� -a a� .g � � o u�i a � n � v m � _ Z 'p �� � N E � a_�i a> Qa� c a � �, � � � � N � � o � Q.�o � �, � �, Y � N N � � J (n N C N f6— J � Q fA L � � O � m E no � � � m � � � Q � � a`> N m a> o N os �n � � c� y' ,�,�, Z �,� � s � � �� °� m id :° � a`� �6 0 �rn a�i 3 >, � • �' y a� �n � � m °'� � m m a� .E o :a �, ? 'o c m � ui o c m Z � � 3 -a �6� o_' o Q 0 w- c° m s c n m N v� a� ` E �, >, � � � Y � � � � � � '` � � 3 0 '� Q � � E — o c � v m N `� � � �o c � ° � � °3 0 > L a m o �° c° s � �,o u�i � � � � N u�i V � � u� � � N � �- N (n a�'i � O 'no p .Q � m � � E m N �� � m m � � o n.a?;g a� c�i u' y — Z — � :: N a> E m� � N f9 � '_ C O U N N p N p f6 O Ul� V L .� O 7 O �? f9 � L O L � � � w E — � �, a E rn � c� � `o_aQ m � o rnrn rn � o � � � .� �, � 0 n � � � U L � � � O N� LL � /�� N VJ � !n � � C l0 Q L � p_ Il (� L m (n (n N � � N N O � T C C = N � � U � �- O O J N � � � O L Q � � fl- m E �a 'o � � a o � Z, � °' a�i af0i m � � `o m m O_ � d � L O_ y C f6 � (n N V cn <n > � O cn � in o � � � � � ,6 Q Q � ia c � r � 0 0 Z �y}� ¢ * �' y � � ; � W * � (7 � � m W J � � y a Q � � � o � � C C C N d J a v`�i E �, � u� '�a � ... ... .. y N O �ry � � p" O � C C C i O_ �. �i � O � � fl- � � � 7 ... N t, � fn 3 N Y O O ljJ ' �O 0 � O_ Q O_ i6 a fl. O d �` p �O � N l9 7 fn (n T N � �. ap 16 t6 (6 Ol 3 � "6 = LL p C � N O O � � � � � LL 3 O T N > > "6 f6 N N U N Y C "O � y � V y N 'p '0 '0 � O `p (0 O l6 fi � � � C N N O (6 l0 N C � O � Q (n (n (n �p o� o� U U C.� C.� J J � � � d �' (n fn (A (4 UJ (n d a c @ ° x a � � � , r�:: n �;� _ =;C , ±��� `�� _� -� . . II . :�_ oa � o � •o z � Q N Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 3 Altvan-Satanta loams,0 to 3 2.1 100.0% percent slopes Totals for Area of Interest 2.1 100.0% 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 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. 11 Custom Soil Resource Report 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. 12 Custom Soil Resource Report Larimer County Area, Colorado 3—Altvan-Satanta loams, 0 to 3 percent slopes Map Unit Setting National map unit symbol: jpw2 Elevation: 5,200 to 6,200 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 Altvan and similar soils: 45 percent Satanta and similar soils: 30 percent Minor components: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Altvan Setting Landform: Benches, terraces Landform position (three-dimensional): Side slope, tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium Typical profile H1 - 0 to 10 inches: loam H2- 10 to 18 inches: clay loam, loam, sandy clay loam H2- 10 to 18 inches: loam, fine sandy loam, silt loam H2- 10 to 18 inches: gravelly sand, gravelly coarse sand, coarse sand H3- 18 to 30 inches: H3- 18 to 30 inches: H3- 18 to 30 inches: H4-30 to 60 inches: H4-30 to 60 inches: H4-30 to 60 inches: Properties and qualities Slope: 0 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: 10 percent Available waterstorage in profile: Very high (about 13.2 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e 13 Custom Soil Resource Report Hydrologic Soil Group: B Hydric soil rating: No Description of Satanta Setting Landform: Structural benches, terraces Landform position (three-dimensional): Side slope, tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium and/or eolian deposits Typical profile H1 - 0 to 9 inches: loam H2- 9 to 18 inches: loam, clay loam, sandy clay loam H2- 9 to 18 inches: loam, clay loam, fine sandy loam H2- 9 to 18 inches: H3- 18 to 60 inches: H3- 18 to 60 inches: H3- 18 to 60 inches: Properties and qualities Slope: 0 to 1 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: 10 percent Available waterstorage in profile: Very high (about 27.4 inches) Interpretive groups Land capability classification (irrigated): 1 Land capability classification (nonirrigated): 3c Hydrologic Soil Group: B Hydric soil rating: No Minor Components Nunn Percent of map unit: 10 percent Hydric soil rating: No Larim Percent of map unit: 10 percent Hydric soil rating: No Stoneham Percent of map unit: 5 percent Hydric soil rating: No 14 Custom Soil Resource Report 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 ofAgriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ n res/detai I/natio nal/soi Is/?cid=n res 142 p2_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/n res/detail/national/soils/?cid=nres 142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/n res/detail/national/soils/?cid=nres142 p2_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/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 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/ n res/detail/soils/scientists/?cid=n res142p2_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. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=n res 142 p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. 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