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Home My WebLink AboutSCHOOLSIDE PARK - BDR240009 - SUBMITTAL DOCUMENTS - ROUND 1 - Drainage Related DocumentDRAINAGE REPORT FoR SCHOOLSIDE PARK AT 5830 S TIMBERLINE RD FORT COLLINS, CO 80528 PREPARED FOR THE CITY OF FORT COLLINS Fort Collins, CO 80523 J u N E 1 1, 2024 JVA,Incorporated 213 Linden Street June 11, 2024 Stephen Agenbroad City of Fort Collins Utilities — Stormwater Engineering 700 Wood Street Fort Collins, CO 80521 RE: Schoolside Park —Drainage Report JVA Job No. 240729.CIV Dear Wes: Suite 200 Fort Collirn, CO 80524 970.225.9099 inio� �va�va com www.jvajva.com The following Drainage Report and attached drainage maps have been prepared for the Schoolside Park redevelopment project. The reports and drainage maps have been produced in accordance with the City of Fort Collins and the latest local Mile High Flood District recommendations. It is our understanding that the information provided herein meets all requirements of the City of Fort Collins. Please contact us if you have any questions regarding this submission. Sincerely, JVA, Inc. Morgan Clements Project Engineer B O U L D E R F O R T C O L L I N S W I N T E R P A R K G L E N W O O D S P R 1 N G S D E N V E R TABLE OF CONTENTS GENERAL LOCATION AND EXISTING SITE INFORMATION ......................................................... 3 DRAINAGE BASINS AND HISTORIC RUNOFF .......................................................................... 3 HISTORICDRAINAGE ..................................................................................................... 3 PROPOSEDDRAINAGE .................................................................................................. 4 DRAINAGE DESIGN CRITERIA ............................................................................................ 4 HYDROLOGIC METHOD AND DESIGN STORM FREQUENCIES ................................................. 4 HYDRAULIC CRITERIA .................................................................................................... 4 VARIANCES FROM THE CRITERIA ......................................................................................... S DRAINAGE FACILITY DESIGN ............................................................................................. 5 GENERALCONCEPT ..................................................................................................... 5 STORMWATER POLLUTION PREVENTION/EROSION CONTROL .................................................. S TEMPORARY EROSION CONTROL .................................................................................... 5 PERMANENT EROSION CONTROL .................................................................................... 5 CONCLUSIONS................................................................................................................ 6 REFERENCES................................................................................................................... 6 Appendix A - Referenced Information 1. Vicinity Map 2. Drainage and Erosion Control Report for Bacon Elementary School 3. FEMA FIRM Map 4. NRCS Websoil Survey 5. Exhibit 1: Existing Drainage Plan 6. Exhibit 2: Proposed Drainage Plan Appendix B - Hydrologic/Hydraulic Computations 1. Rational Method Calculations 2. Detention Calculations 3. SDI Design Data Calculations Schoolside Park Drainage Report Page 1 of 7 ENGINEER'S STATEMENT: "I hereby certify that this report (plan) for the final drainage design for the Schoolside Park was prepared by me (or under my direct supervision) in accordance with the provisions of the City of Fort Collins Standards for the Responsible Parties thereo£ I understand that the City of Fort Collins does not and shall not assume liability for drainage facilities designed by others." Cody F Gratny, P.E. Registered Professional Engineer State of Colorado No. 45353 Schoolside Park Drainage Report Page 2 of 7 GENERAL LOCATION AND EXISTING SITE INFORMATION Schoolside Park (site) adjacent to Bacon Elementary School and is located in Section 8, Township 6 North, Range 68 West of the 6t1i principal Meridian, in Larimer County, Fort Collins, Colorado. The property address is 5830 S Timberline Road. Refer to Appendix A for the site vicinity map. The site is bordered to the north and east by Mail Creek Ditch, to the west by S Timberline Road, and to the south by Bacon Elementary School. Developed residential areas are to the north, south and east of the site. The property is owned by the City of Fort Collins and is comprised of parcel number 8608253901. The approximate GPS coordinates for the site are 40.504933°N, -105.038809°W. The property is located in the Fossil Creek Basin. The subject property will tie into the existing storm infrastructure at the adjacent Bacon Elementary School property and drainage has been designed referencing the Timberline Site Final Drainage and Erosion Control Report dated May 28, 2002. The site is approximately 5.30 acres of partially developed and partially undeveloped property. A residential building on the northern portion of the site is to be demolished, and along the northeast property line a multi-use trail has been constructed adjacent to the Mail Creek Ditch. The property has an existing percent imperviousness of 9.6%. The existing ground surface slopes to the southeast at grades ranging from 0.5 to 3.0%, with the north portion of the property sloping more sharply to the north at 20 to 30%. From the Geotechnical Investigation dated April 10, 2024 the soil on the site is mainly sandy clay. Groudnwater was measured at a range of 13 to 18 feet below grade. The geotechnical report is attached in Appendix A. The site is located in the Area of Minimal Flood Hazard, Zone X, per FEMA Flood Risk Map number 08069C1000F, effective date 12/19/2006. The site is comprised of hydrologic soil group C/D per NRCS soil survey. The FEMA Flood Map and NRCS Websoil Survey are included in Appendix A. In general, the proposed redevelopment of the site consists of constructing a restroom structure, a shade structure, a parking lot, pedestrian pathways, a multipurpose turf field, playground areas, a basketball court, a detention pond and grass buffers. Grass buffers will be located adjacent to the multipurpose turf field. The site development will increase the overall percent imperviousness by 12.7°/o to a total of 22.3%. While the site generally conforms to the existing drainage report, the majority of stormwater runoff is conveyed via surface flow to the detention pond in the southwest corner of the property. The detention pond outlets to the existing storm infrastructure that is part of the Bacon Elementary School site. DRAINAGE BASINS AND HISTORIC RUNOFF HISTORIC DRAINAGE The existing site consists of three historical onsite basins H1, O1, and 02. H1 is the majority of the site and flows to the southwest and onto the Bacon Elementary property. O 1 is the north portion Schoolside Park Drainage Report Page 3 of 7 that consists of multi-use path that drains north to the Mail Creek Ditch. 02 is the east portion that consists of multi-use path that drains east to Mail Creek Ditch. See E�iibit 1 Existing Drainage Plan in Appendix A. There are no offsite basins that flow onto the site. There is no existing onsite detention for the site. Per the Final Drainage and Erosion Control Report for Bacon Elementary School, future development allowable release rate to the storm system in Bacon Elementary School is 2.00 CFS. This is conveyed to the Bacon Elementary School detention pond on the east side of the site and releasees to storm infrastructure within Zephyr Road. PROPOSED DRAINAGE Proposed drainage patterns are to remain generally the same as current, but will utilize landscape areas, inlets and grass buffers to capture the majority of runoff before discharging into the Bacon Elementary storm system and eventually into the public storm systein. The grass buffer areas will be utilized far water quality and low impact development (LID) treatment. Vegetated buffers provide water quality and LID treatment through disconnected imperious areas and sheet flow of runoff from impervious areas. The site will be graded to meet the City's requirements of treating 50% of the sites modified or added impervious area. Detention will be provided onsite and released to the Bacon Elementary School storm system at 2.00 CFS as outlined in the previous Drainage and Erosion Control Report for Bacon Elementary School. The proposed site consists of four onsite basins A 1, A2, O 1 and 02. Basin A 1 surface flows to the proposed detention pond in the southwest portion of the site via grass buffers. Basin A2 is collected by a swale/grass buffer and conveyed via storm drain to the detention pond. O1 surface flows to the north to Mail Creek Ditch, following existing drainage patterns. 02 surface flows to the east to Mail Creek Ditch, also following existing drainage patterns. There are no offsite basins that contribute to the site. See Figure 2 Proposed Drainage Plan in Appendix A. DRAINAGE DESIGN CRITERIA HYDROLOGIC METHOD AND DESIGN STORM FREQUENCIES The drainage for the site was designed to meet or exceed the City of Fort Collin's Standards and Speciiications, including the Stormwater Criterial Manual which incorporates most of the Mile High Flood District's (MFHD) Urban Storm Drainage Criteria Manual (USDCM). The design one hour point rainfall used for the 2 year and 100 year stonn events are 0.82 inches and 2.86 inches respectively. The Rational Method (Q=CIA) was used to determine the storm runoff (Q) from the areas contributing to the new storm system, with composite runoff coefficients (C) and contributing areas (A) given for design points in sub-basins. The runoff coefficients for various land usages were obtained from Table 6-5, USDCM, Vol. 1. Intensities (I) were determined using the Time- Intensity-Frequency equations, and a calculated Time of Concentration (t�). Hydraulic Criteria. See Appendix B for the runoff coefficient calculations. HYDRAULIC CRITERIA Schoolside Park Drainage Report Page 4 of 7 The proposed drainage facility has been designed to comply with the City of Fort Collins Stormwater Criteria Manual. The Mile High Flood District (MHFD) spreadsheet version 3.07 was used to analyze the designed grass buffers. Complete drainage plans, details, dimensions, etc. are included in the grading and drainage plans in the site's construction documents. VARIANCES FROM THE CRITERIA No variances are requested for this design. DRAINAGE FACILITY DESIGN GENERAL CONCEPT The site's private storm drainage system has been designed to convey the 100-year storm event through inlets and pipes that connect into the proposed detention pond. The site was graded to capture runoff into the storm system and direct it to the proposed detention pond in the southwest portion of the site. The site was graded to minimize the ainount of flow being directed to the adjacent roads. The proposed grass buffers located on the private storm system will treat storm runoff for a minimum of 50% of the modified or added impervious area on the site for water quality prior to discharge into the public storm system, satisfying the City of Fort Collins LID requirements. These features will facilitate sedimentation and filtration while limiting erosion, providing both treatment and slowed release of the water quality capture volume. The proposed redevelopment of this site will serve to limit water quality and quantity impacts to natural drainageways by decreasing the frequency, rate, duration, and volume of runoff. The site has been designed to minimize directly connected impervious areas by grading the site such that stormwater runoff sheet flows from paved areas through landscaped areas to grass buffers to be treated prior to entering the proposed and existing storm systems. STORMWATER POLLUTION PREVENTION/EROSION CONTROL During construction, temporary erosion and sediment control practices will be used to limit soil erosion and sediment discharge off the site. TEMPORARY EROSION CONTROL A temporary erosion control plan is to be implemented far the site during construction. Temporary erosion control measures include, but are not lunited to, slope and swale protection provided using erosion control wattles/sediment control logs, rock socks, etc. All temporary erosion control measures are to be removed after they are deemed unnecessary. A general erosion control plan has been provided in the civil construction documents and attached. PERMANENT EROSION CONTROL Chapter 2 of the MHFD's Urban Storm Drainage Criteria Manual Volume 3(USDCM) provides guidelines for the selection of appropriate permanent structural BMPs far a site that is to be developed or redeveloped. The Schoolside Park is best characterized as a"conventional redevelopment" with under 5 acres of impervious area on the project site. The BMP decision tree Schoolside Park Drainage Report Page 5 of 7 for such sites is provided in Figure 2-2 of the USDCM. As previously stated, the site and surrounding vicinity is comprised of hydrologic soil group Type C/D soils, per the NRCS soil survey. The water quality capture volume (WQCV) for this site is accounted for in the design of the detention pond. Runoff will be treated in the proposed detention pond before connecting to the existing Bacon Elementary School storm system, detained in the existing Bacon Elementary detention pond, and then released to the public storm system in Zephyr Road. CONCLUSIONS This Drainage Report for the Schoolside Park has been prepared to comply with the stormwater criteria set by the MHFD and the City of Fort Collins. The proposed drainage system presented in this report is designed to convey the 100-year peak stormwater runoff through the site via the proposed storm system. Through calculations, modeling, and review of the proposed storm drain system, there appears to be adequate capacity to convey the proposed flows. It can therefore be concluded that development of the Schoolside Park complies with all of the stormwater jurisdictional criteria and will not adversely affect the existing streets, storm drain system andlor detention/water quality facilities. REFERENCES 1. City of Fort Collins Stormwater Criteria Manual, City of Fort Collins, December 2018. 2. "Final Drainage and Erosion Control Report", Nolte Associates, Inc, Dated May 28, 2002. 3. "Geotechnical Investigation Bacon Park Improvements", CTL Thompson Incorporated, Dated April 10, 2024. 4. "Urban Storm Drainage Criteria Manual", Mile Hi�h Flood District, August 2018 version. Schoolside Park Drainage Report Page 6 of 7 APPENDIX A - REFERENCED INFORMATION Schoolside Park 5830 S Timberline Road Fort Collins, CO �� a �a � �� L�� p �� w � � ` ' , i � .% f', , �� ' �.. � �� "'i � i � ,� `� � � � � � � �, � .; � � � !1 �+� �� L� - . { i „ ' � _ i ` I -- � .-o. � � „� :_�; ,� �'i. i.- ��i I- �_ � �"3 �� \�•'��, � '�i� 11 . `!'�h. .- ' . 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Y �"�`� aa��*� � ;*}5] ( t �� i. �+'`«�vl�!�� t.s '�. I, iC ; R.- � � ��k� � �':.��,�I �� /�F �}�'•��F�� ' � �1'�..�� . � {"' i.+ ` .�. � 1 � � F �� 4 r��.��V�:�,s �' !My Ij 'F'�+ _ I� r� '` ��''�� '��' I ��r � � i�■i�t�c �I �� a. � � yLH��<�. � _ �� ' �:� �'_' _� � MAP NOT TO SCALE (Iinage from Google Earth) ' ' ' ' ' r r � , � ' � ' ' ' ' ' ' ' '- �•. � �•�. �r.�i!'� � � r� � / � L�%�'� � : � � � I 2003 PROTOTYPE EL.EMENTARY SCHQOL TIMBERLINE SITE FINAL DRAINAGE AND EROSION CONTROL REPORT for : �OU�ii��:SchO�l: Distri�� : 2407 LaPorte Avenue Ft. Collins, Colorado 80521 0 Noite Associates, Inc. 1901 Sharp Point Drive, Suite A Fort Coliins, Colorado 80525 (970) 221-2400 1V1[Sy 20� 2�02 � � M � � 1 1 1 ' f.1 ' ' ' � ' 1 LJ � ' 2003 PROTUTYPE ELEMENTARY SCHOOL T[MBERLINE SITE FiNAL DRAINAGE AND EROSION CONTROL REPORT for : �ou�i��:��ho�i: Distri��: 2407 LaPorte Avenue Ft. Collins, Colorado 8052'! 0 Nolte Associates, Inc. 1909 Sharp Point Drive, Suite A Fort Collins, Colorado 80525 {9T0� 221-2400 May 28, Zooz i i May 29, 2002 � FCOi9501 , Mr. Basil Hamdan City of Fort Collins Stormwater Utilrty � P.O. Box S80 Fort Collins, CO 80522 ' , ' ' ' ' ' ' , ' , M ' RE: 2003 Prototype Elementary School - Timberline Site Final Drainage and Erosion Control Report Dear Mr. Hamdan: B E Y O N O E N G i N E E R 1 N G We are pleased to submit the "2003 Prototype Elementary School - Timberline Site — Final Drainage and Erosion Control Report " for your approval. We have incorporated the results of our meeting on February 7, 2002 as well as second round comments (May 6, 2002) into the design the off-site and on-site storm water runaff. The results that were agreed upon in this meeting that affect the school site were: • Runoff collected frorn the eastern portian of Timberline Road at the designed low point will be conveyed via a storm sewer to the school's on-site water qualityldetention pond; • Runoff collected from the northern portion of Zephyr Road (a.k.a. Timber Trail Road) at the designed low point will aLso be conveyed via a starm sewer to the school's on-site water quality/detention pond; • The release rate fram the on-site detention has been reduced from 25.1 cfs to 17.1 cfs to allow 8 cfs to be released from the land/basin area west of Timberline Roacl; • Off-site runoff from the north praperty will be required to release runoff at a rate of 2 cfs upon development; The report also has included findings presented in the "Timbers P.U.D. Final Drainage Report" by TST Consultants (dated Nov. 2Q01) as it pertains to our site. This report was prepared in compliance with tectuvicai criteria set forth in the Storm Drainage Design Criteria and Construction Standards (revised .Tanuary I 997) for the City of Fort Collins. Tf you have any questions or need further clarification, please call me at your convenience. Sincerely, N4LTE ASSOCIATES, . IUl• Thomas M. Ochwat, P.E. Project Manager NOLTE ASSOCIATES, INC. 190f SHARP POINT DRtVE, SUITE A FORT C4LLIN5, CO 80525 970.221.2400 TEL 970.221.2415 FAX WWW.NOLTE.COM .�``�� C��n�''�'�� ! � epeeew�� /W,. �� ► 4,� �° �r%,y� ; F - ,�' , ca`o o�,�; o � e� �30 �: 0 . Gy� eb8•O$.sL�a t� 4, : ;��'n '�vosee�°��` ``�. °•-.e��a� �'..•�` N:1FC01951Dr�age\Wo►dldrainage rpt th0�29-02.doc � 1 �� 1__ l ' � ' , ' ' , , NO�E Final Drainage & Erosion Control Study B E Y O N D E N G I N E E R 1 H G 2003 Elementary School — Timberline Site TABLE OF CONTENTS .............PAGE 1.0. INTRODUCTION ......................................................:............................ . l 1.1 Site Location ..................................................................................................... l 1.2 Existing Site Description ................. ..... ........ ..... ................................ ............... .1 1.3 Proposed Project Description ............................................................................ 2 2. 0 VICINITY MAP .......................................................................................................... 3 3.0 METHODULOGY .......................................................................................................4 3.1 Compliance with Standards ............................................................................... 4 3.2 Ar►alytical Methods ........................................................................................... 4 4.0 HISTORIC DRAINAGE CONDITIONS ..................................................................... 4 4.1 Major Basin Description .................................................................................... 4 5.0 DEVELOPED DRAINAGE CONDITIONS ................................................................. 5 5.1 General Concept ............................................................................................... 5 5.2 Basin Descriptions ............................................................................................. 5 5.3 De�tention/Water Quality Pond Design ............................................................... 7 6.0 STORM SEWER SYSTEMS .................................�...................................................... 8 6.1 General Concept ............................................................................................... 8 7.0 EROSTON AND SEDIMENT CONTROL ................................................................... 9 7.1 General Concept ............................................................................................... 9 7.2 E�cisting Site Conditions .................................................................................. 10 7.3 Soils ....................................................................................:.......................10 ' 8.0 ' ' ' � 7.4 Scheduie ......................................................................................................... 10 7. S Constn�ction Materials and Equipment ............................................................ 11 CONCLUSIONS........................................................................................................ 11 8.1 Drainage Concept ...........................................................................................11 REFERENCES.. ......................... ...... . ... ..... ..... ..... ..... ..... ..... ..... .......... ..... ........ .. ... . _ 12 ' Nohe Associates, inc. N:iFCU195�Drainage\Word�FCOl950I_UmgRpt_Final.doc 1 ' ' � � � , , ' ' ' ' ' ' , � ' NO�E Final �rainage & Erosion Control Study BEYOND ENGINEERING 2003 Elementary School — Timber[ine Site APPENDIX ' • Developed Hydrology • Street Capacity and Inlet Design • Storm Sewer Design • Detention/Water Quality Pond Design • Erosion Control Calculations • Design Charts, Tables and Graphs • Supplementa! Information From Others BACK POCKET — Overall Drainage Plan - Timbers P.U.D. Developed Drainage Pian - Final Grading and Erasion Control Plan Nohe A.qsociates, Inc. N:1FC01955DtaioagelWord�FC019501_DragRpt_Final.doc � , � '� ' � � � , L� ' ' �� ' ' ' ' � NO� Final Drrrinage & Erosion Control Study B E Y O N D E N G 1 N E 8 R 1 N G 2003 Elementary School — Timberline Site 1.0 INTRODUCTION 1.1 1.2 Site Location The proposed 2043 Elementary School site (Site) is located aiong Timberline Road north of the Westchase PUD and borders along the north boundary of the proposed the "Timbers PUD". The school parcel is also bounded by the Mail Creek Ditch to the east and vacant farmland to the narth. More particularly, the Site (I 1.434 acres) is a parcel of land designated as Tract "A" of the Minor Land Division — Poudre School District And Paragon Point Partners, LTD which lies within the South Half of the Northwest Quarter of Section 8, Township 6 North, Range 68 West of the 6�' Principal Meridian, County of Larimer, State of Colorado (see Vicinity Map, page 3). Eaisting S�te Description In general, the Site slopes at one percent to the south and east towards Fossil Creek and Fossil Creek Reservo'v. The Site's present use is agricultural with hay as the main crop. The Mail Creek Irrigation Ditch traverses along the eastern property line of the parcel. Presently, the areas suirounding the proposed school site consist of farm and hay fields. However, proposed land development to the south for multi-family residences (Timbers P.U.D.) are in the final design and municipal appmval process. Westchase PUD, a 408 Iot single-family subdivisian located south of the school site and the Timbers site, is currently under construction with the installation of utilities and roads. The existing soil conditions on the Site consist of an approximate 6-inch layer of cultivated silty topsoi�, underiain by Iean clay with sand, Iean clay, and sandy lean clay extending to the depths explored to the bedrock below (Ref. 6). Groundwater ' Nohe Associates, Inc. 1 N:1FC01951DrainagelWord1FC019541_DragR�t_Finai.doc ' 1 �" 1 �_ � ' � ' � ' ' , , ' , ' ' ' I� NO�TE Final Drainage & � Erosion Control Study B E Y O N D E N G � N E fi p 1 N G . 2003 E`lementary School — Timberline Site was encountered and noted in the Site's soil boring logs to range between approximate depths of 8- to 15-feet below existing site grades. The geotechnical engineering report prepared by Terracon (11/09i01) indicates that on-site subsoil conditions are suitable for the proposed construction. 1.3 Proposed Project Description The proposed development will be annexed and zoned for schoal use. The Fort Collins 2Q03 Elementary School will be madeted similar to the 2002 Prototype building. This school will provide educationai resources for approxirriately 600 students. The school bualding has a roof area of 1.17 acres. The landscape areas on the west side of the school (alpng Timberline Road) will have berms varying in height from 2- to 4 feet. The area to the south of the schoal building will be the playground area. The playground areas will incorporate basketball courts (2), other hard surface playing areas such as foursquare and tetherball, a mulche�i area for swings and playground equipment and small sandbox play areas (refer to landscape ptans). To the east of the schooi building and playgraund area wzU be multi-use playing fields (soccer and baseball) and a site deteniion facility. Timberline Road (County Road 11) is currently a 24-foot wide paved stre�t used for local access with an existing eastern right-af-way of 40 feet. The east side Timberline Road will be widened and upgraded by the developers of Westchase and The Timbers PUD to meet the street cross section equivalent to City of Fort Collins' 4-lane arterial road. David Evans and Associates {DEA), Civil Engineers for the Westchase PUD, have designed the Timberline Road improvements that will be built at the same time as the school. Nalte has coordinated curb return information with DEA that relate to the Timberline Road construction plans. The proposed street section will increase to have an 83-foot flowline to flowline arterial street and have an increased east riglrt-of way width af 59.5 feet. There will be a , Nohe Associates,laa Z N:1FC01951D�xinagelWordiFC0195Q1_DrngRpt Final.doc ' ' '' � � Final Drainage & Erosion Control Study 2003 Elementary School — Timberline Site � 6-foot wide entrance to the Site on Timberline Road to provide for bus access ' �� J ' ' ' ' ' 1 ' ' ' 1 ' � a��d facultv parkinn. 2.0 VICINITY� MAP ��, � .... .�� y 1.::� � � .a��'` `~ ` 4 .: " r , � -� `'s �S `'I c � , i � /: , - `,� ,�\4* `�-.' .. • ' ' � ,�, qY� . ._ ._�y �\ . •� � 1' . . , l' t a' _ . � . . 2., i. . � ' ��t � -��'' � �-. . --_— e'�.._ 1: �; . � � � . ��-'•l , . - ! \! ' , I 1 � ` . ; � "� .a: �o.a,oum , :..� ro }i �', ��;i� . ;i 4 , 1 ... � ,° ,,, "` �� _ f�.. - — ..�k` ' , 'I , - � �' —{' 's�, ; ��.- ` '��, i:+c°',,..". -, I ' .A ' t�'��. . � ,, Lake '�: 1 �. i''-1 . \`,� 'uev� .�; . `y - ,�! -\ i__ . �\ .. ...._ �\��. - ;= i �,� ._ 1 � �,: � � � � .. :�� , y � , "_ �.�. � r � � � �..,;;,�� HARMONY ROAD �,� S � , � -. -_._ � - � - � ��I= ��"�i:u.:a:.c. - _ _�__-- _ ` _�_�'_.�. `� �— _'� u ' '" "'•-- . '. ' , ' �., .. \�� - . ,` - � —/� . (` _� , . � - .. . ZIEGLER ROAD CR9 fllfi3F:RLINF. RO.�D � I .. KECHTER ROAD CR3 _ -� �\�� _.� � `� '1I� 1 ^� .. � i ^ �\'l �� . �, i .� � ' ' ... I :' 1;.- : ' . �'� ' ._'�-.- _:,— \� ', I .� r�,��„ .^ t'. a...,.\ .. lµ., - �� .. y � ,hi �� Tmwth - i� 7 � � • . .` . . - .r^r- «.'f F+-�� : ��-�� ' :� � I25 �` ( ��: '° �� I� � ' -_. �� I ._ . ,� �\ __ ��—_ , — �, . � �'�i.�... , � 1 � . rit�JLCT S11L ` ♦` '\ .� �~��a�[' C�-�.-. 1.. � � �p �� '(� ,� \ ,` ' r..� r.. ... e.:.,. - ��.� �� v �� . •� ��t � ...,1�� , �`� y - I n y� � 9 i: • . 1� I. L I:�B'. ` �� 1�', ` �� : � ie.a c„a i o - `--�-�',� .�._. � �� __ �. � � - � ._..o.. - : �,..._.. . .�. _ . ,.: � P:m3edEomTOP01 �1997 W�ldflowerProdvctyonc (www.topo cox� �. �.p, _. .... I•' .�,._na. .�. . / � ..� . � �ew� � ; _ � �. _ - ,� ' `otte :ttsoc�ai�s. In�. 3 ti: PC0195'p�einage Vl�'ord,FC019501 _DmgRpt F'inal.dcx; ' � , ' � , , ' ' ' ' ' 4.0 ' ' ' � N Final Drainage & Erosron Control Study 8 E V O N D E N C t M E E R 1 N G 2003 Elementary School — �'imberline Site Proposed Zephyr Road that will border the Site to the sauth has been designed by TST Consuliants as part of the construction plans for the Timbers PUD and meets the street cross section equivalent to City of Fort Collins' 2-lane minor collector street (76-ft R-O-W}. There will be a 30-foot wide entrance to the Site on Zephyr Road to provide for parent drop-off and visitor parking. METHODOLOGY 3.0 3.1 3.2 Compliance with Standards The fallowing Preliminary Drainage & Erosion Control Study was prepared in accordance with the design requirements and procedures set forth in the City of Fort CoLlins (City) Storm Drairurge Criteria and' Construction Standards (Criteria — Ref. 1) and Urban Storm Drainage Criteria Mam�al (Marrual — Ref. 2) by the Urban Drainage and Flood Control District. AnaEytical Methods The Rational Method was used to calculate 10 and 100-year developed flows. The Rational Method is widely accepted for design prohlems involving small drainage areas (<1b0 acres) and short times of concentration. Mathematically, it relates peak discharge to the runoff coefficient, rainfall intensity, and drainage area. Runoff coefficients and rainfall intensity data were obtained from the Criteria. ffiSTORIC DRAINAGE BASINS 4.1 Major Basin Description The Site lies within the Fossil Creek Reservoir Drainage Basin watershed. A master drainage study does not exist for this portion of the basin. However, topography shows that this site dra.ins to Fossil Creek Reservoir. Per this report, the historic land use is agricultural and proposed land use as low density mixed use �� ' Nohe Associstes, Inc. 4 N:IFCOI95Uhainage\Wa�d�FC019501_IhngRpt_Final.doc r � � � ' ' � ' ' ' , ' � ' ' 1 l_� NO� Final Drainage & Erosion Control Study B E r O M D fi N G I N@ E R i N G 2003 Elementary School — Timberline Site 5.0 DEVELOPED DRAINAGE CONDTTIONS 5.1 .5.2 General Concept In general, develaped flows from the proposed site improvements will sheet flow or be conveyed via two storm pipe systems in an easterly directian to the proposed on-site detention/water quality pond. Devetoped flows aiong the Site 's west side and along the future improvements of Timberline Road will flow north via curb and gutter to a proposed inlet at the law point in the street. In an effort to achieve environmental sustainability, a porous pavement alternative (GravelPave) for the faculty parking lot witl be a construction bid alternate to the typical asphalt pavement. Runoff Lhat is collected in the siorm drain pipes will be routed to the detention pond where a water quality outlet structure is designed to regutate the release rate. Basin Descriptions Basin 100 and 101 are the rooftop of the school ( I.17 ac). Stormwater that collects on the school rooftop will sheet flow to drains located toward the center of the roof. The mechanical engineer has designed the roof drains and piping using the Uniform Plumbing Code. This water will be piped to the center of the building and rouEe flows to the south of the building. Storm pipes will pickup these flows and continue to route the stormwater into system 300. Basin 200 (1.43 ac) incorporates the west entrance drive, faculty parlang and bus drop-off. The developed runoff from Basin 200 flows overland through tandscaped areas before entering paved areas where the water will sheet flow within the propased curb and gutter systems to a i0' Type `R' iniet. Basin 201 (0.14 ac) and 202 (0.10 ac) border the building to #he north. Area inlets located within local low ' Nolte Associates, Inc. 5 • N:1FC0195�DrainagelWonilFCOl9501_DrogRpt_Final.doc � ' �� NO��"'� Final Drainage & Erosion Control Study 9 E Y O N D B N G I N E E N I N G 2t103 EXementary School — Timberline Site points collect the stormwater in 18" diameter area irilets. Basin 203 {0.23 ac) and , � ' , ' L ' ' ' ' ' ' ' 1 � � 204 (0.61 ac} slope to the north across landscaped areas and runoff is collected in 1 S" diameter area inlets. Runoff from Basin 300 (0.72 ac) encorapasses the southern parldug lot thai will be used for visitor parking and parent drop-off. Stormwater wiil traverse the site over pavement to curb and gutter routing the water to a 10' Type `R' curb inlet. Basins 302 (1.33 ac) includes a portion of Zephyr Road and the hard surface playing areas. The runoff sheet flows to curb and gutter and is routed to a 10' Type 'R' curb inlet at D.P. 302. Basin 304 {0.4I ac) consists of a portion of the north half of Zephyr Road anci ntnoff is attenuated at the inlet at design point 302. The runoff from Basin 303 (0.84 ac) sheei flows to the south across the playground area, which consists of sand, wood chips, and grass. This runo�is collected in area inlets at D.P. 303. These flows aze then routed to the east ta the pond. Basin 305 (0.37 ac) attenuates the half-street runofffrom Zephyr Road at an e�asting 5' Type `R' inlet. The inlet is adequately sized for the change in basin boundary created by development of the Site. The off-site basins are designated as the 4Q0-series. Basin 400 (1.51 ac) encompasses the half street flows from Tirnberline Raad and routes runoff io a 10' Type `R' inlet, which will enter system 200 at D.P. 400. Basin 401 to Basin 404 (5.05 ac +/-) is the undeveloped area bordering the Site to the north. Runoff from the area located on the west side of Timberline Road will be collected by athers, see Construction plans for the Timbers, P.U.D. for more information. Basin 500 (2.58 ac) slopes to the east across playing fields at mild slopes around Z%. Runoff from Basin 500 fiows overland and enters Basin 501 (Q.62 ac), which Nohe Assoc.�iatcs, Inc. 6 N:\FC0195�Drainage\WotdiFC019501_DmgRpt_FinaLdoc 1 ' i� , , ' ' � ' ' , 1 , ' , ' ' � NO� Final Drainage & Erosion Control Study BE�'ONO 6HGINE6RfNG 2003EIementarySchool—TimberlineSite is delineated as tlie detention pond area. Stormwater flows are attenuated at the 5.3 outlet structure locaied in the southeast corner of the pond. Detention/Water Qual�ty Pand Design The watcr quality pond for the 11.43-acre Site uses the �ected developed areas of 11.84 acres. The area to the north (5.05 ac) is not being developed at this time. The area to the north will have a maximum release rate of Z.0 cfs at the time of deve}opment (See D.P. 404). The water quality pond was designed using Urban Storm Drainage Criteria Manual Volume 3— Best Management Practices (BMPs} "Design Pracedure Form: Extended Deteniion Basin (EDB)", (See Appendix D). The required 100-yr detention volume was calculated using the FAA method. Utilizing the Urban Drainage soflware, Hydropond, a volume of 0.�0 ac-ft is aecded. The water quality capture voiume (WQC� is based on the tributary area draimng to the pond as weii as the percentage of the total azea that is impervious. The Site has an imperviousness ratio of 46%. This includes a11 impervious areas such as pavement, sidewalk, and roaftop compared to the landscaped areas. A WQCV of 0.231 ac-ft witl be required, based on calcul�tions obtained from the Urban Drainage manual. The total volume required is 0.93 ac-ft, the actual volume for the proposed detention pond is 2.82 a�ft. These calculations can be found in Appendix D. Detention requuements far devetoping the school site have beer� modified based on the drainage criteria presented in the Finad Drainage Reports for the Timbers and Westchase PUDs. Based on these reports, a release rate of 17.10 cfs was determined' for the school site and the remaining und�veloped parcel (o� site to the narth). Runoff from the east half of the full width of Timberline Road and ' Nolte Acvociates, lnc. . % N:1FC01951DminagrelWord1FC019501_Ihnp,Rpt_Final.doc ' ' � ' , ' ' � ' Na�� Final Drainage & Erosion Control Study B E Y O N D E N G 1 N@@ R I N 6 2003 Elementary School — Timberline Site ' 6.0 1 ' ' ' C ' ' � north half of the proposed Zephyr Road will also be conveyed to the detention pond and to be released at the above rate. The outlet structure is designed per the Mam�al utilizi�ng the EDB worksheet. A plate with one colwnn of 8— 29i32" diameter holes will control the release of Storn►water. The pedestrian grate on top of the Type C oudet struciure will be set at the WQGV elev. An 8" diameter orifice plate will regulate the release of the major event runoffto 17.1 cfs. A 30" RCP will route the stormwater to the system provided by the Tunbers, P.U.D. If the inlet should become clog,ged, stormwater would overtop the curb and gutter and enter the inlet at D.P. 305. If this inlet were to become clogged, the water would pond up to 4953.50 and enter Mail Creek Ditch. . STORM SEWER SYSTEMS 6.1 General Concept There are two storm sewer systems, one running across the north side of the schoal and the other along the southern border af the Site. The system to the north, System 200, captures flows from design points 400 and 200-204. The main reach of pipe will be 30" HDPE ADS N-12 running at 0.50%. Area inlets will be ADS Nyloplast standard irilet area grates. This pipe has no `�vet" utility crassings. The system outfalls into the detention pond located in the southeast comer of the Site. The system to the south is designated as System 300. This system begins with a l0' Type `R' inlet at D.P. 3Q0. Storm water that is collected at design pourts 3Q0- 303 are conveyed by NRCP pipe east to the detention facility. The area inlets within the playground area will also be Nyloplast standard inlet area grates. ' NoNe Associates, Inc. g N:1FC01951DrainagelWordiFC019501_IhngRpp�t_Final.doc ' �� V N , , NFinal Drainage & Erosion Control Study BE�'OND BNGINEERING 2003 Elementary School - �mberline Site 7.0 ' ' � ' ' ' ' , ' ' ' ' � Roof drainage is collected within the school and routed to the connection points designated by DP 100 and 101. HDPE ADS N-12 pipe will route the flows south to a manhole (MI�-3) intersecting System 300. EROSION AND SEDIlVIENT CONTROL 7.1 General Cuncept The 2003 Elementary School site lies within the moderate Rainfall Erodibility Zone and the moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during and after construction until the disturbed ground is again vegetated. The Erosion Control Performance Standard (PS) during construction for this project was compuied to be 78.03 per the criteria in the City of Fori Collins Erosion Control Reference Manual for Construction Sites. The Effectiveness (EFF) of the proposed erosion control plan was caicutated to he 80. 8. The proposed erosion control methods meet the City of Fort Collins' requirements. Caicutations can be found in the appendix. Erosion control during construction of this project will consist of silt fencing installed around the Site's disturbed areas that will be graded and have the potential for sediment to be transported off the Site. The Grading and Erosion Control Plan in the construction drawings (see back pocket) indicates the type and tuning of propose� measures. Once the foundation is in place and floor slabs constructed, the potential for erosion will be minimized. Generally, devetoped storm flows will travel to the detention/water quality pond via curb and gutter,, landscape swales, and storm sewer systems during and after gading and construction. Thus, sediment not detained by the inlet protection filters (gravel filters and straw bale barriers) will be conveyed to the detention pond, wliich will also act a sediment trap during const�uction. ' rrotct n��, t�. 9 N:1FCOt95�DrainagelWord�FC019501_DmgRpt_Final.doc ' . N�L�� - Final Drainage & . ' Erosion Control Study B E Y O N D E N G 1 N E E R I N G 2043 Elementary School — T'imberline Site � , ' ' 7.2 Existing Site Conditions . In general, the Site slopes at one percent to the south and east towards Fossil Creek and Fossil Creek Reservoir. The Site's present use is agricultural with hay as the main crop. The Mail Creek Irrigation Ditch traverses along the eastern properry line of the parcel. ' ' ' ' 7'.3 Soils . The subsurface soils at tt�e Site consist of an approximate b-inch layer of cultivated silty topsoil, underlain by sandy lean clay, lean clay with sand, clayey sand and silty sand extending to the depths e�lored to the bedrock below. Reference the geotechnical report for more detailed infarmation (Ref. 6). 7.4 Sc6edule ' ' 1 ' ' ' ' • � Silt fencing will be installed first followed by clearing and grubbing and overlot grading for the Site. Next will be the pIacement of the vehicle tracking control at the construction entrance. The proposed utility and building construction will occur next. Inlet protection will be installed during the construction phase of the landscape storm sewer. Prior to the final gading and landscaping, erosion control matting will be installed at curb cuts and starm sewer outlet locations. Paving and landscaping will follow subsequentty. After permanent vegetatian is stabilized, the inlet protection as well as the silt fence will be removed. The estimated start of construction for the site has been set for May, 2002 and completion to be one year later. The schaol is scheduled to open in ihe fall of 2003. � ' Nolte Associates, Inc. 1 Q N:�FC01951DcainagalWord1FC019501_DmgRpt FinaLdoc ' NO�T "� Final Drainage & ' Eroston Control Study B@ Y O N D B N G 1 N E E R 1 N G Z00� Elementary School — Timberline Site � 7.S Coastruction Materials & Equipment , ' ' ' � ' ' ' ' ' ' ' ' ' N 1 The convactor shall stare construction rnaterials and equipment on site in such a manner that the materials and equipment wilt not impact Mail Creek Ditch. The Contractor shatl also provide an area for maintenance and fueling of equipment in a confined area on site fram which runoff will be contained and filtered prior to entering the ciitch. Contaminated soils from fuel spills shall follow state and local criteria for removal. 8.0 CONCLUSIONS 8.1 Draiaage Concept The proposed drainage concepts presented in this study and shown on the drainage plan adequately provide for the conveyance of developed nxnoff for detention and water quality purposes from the proposed development and adjacent off-site basins. Water quality will be provided via bio-swales, gass turf swales and the detention pond in the southeast corner of the Site. This ensures that the groposed development will have limited negative impact to downstream conveyance facilities under the designed storms. � xorr� a��, r��. 11 N:\FCOl951DrainagetWorc�'C019501_DrngRpi_Final.doc ' ' � ' � , , � ' NO� Final Draiaage & Erosion Control Study B E Y O N G E N G 1 H E E R 1 N G 2003 Elementary School — Timberline Site REFERENCES 1 2. 3 n .� 5 Storm Drairrage Criteria und Constructian Standards Manual, City of Fort Collins Stormwater Utility, Colorado, May 1984. Urban Storm Drarna�re Crrteria Mumsal, Denver, Colorado, prepared by Wright- McLaughlin Engineers, March 1969. Fossil Creek Drainage Basin -- Mcrster Drainage Plan - Final R�ort, prepared for City of Fort Collins, prepared by Simons Li and Associates, Inc., August 1982. Frnal Drairra�e Renort for Timbers PUD, prepared by TST Consultants, Inc., November 16, 2001. �'irral Drainage Report for Westchase PUD, prepared by David Evans and Associates, Inc., last revision: November 3, 2000. 6. Geotechnical En 'ngr eering Repart, Proposed 2003 ElementarY School, Northeast Corner of Timberline Road cmd Timber Trail Roaa! Fort Collins. Colorado. prepared by ' Terracon, November 9, 2001. �J ' , r � � � N ' Nolte A�ociaiav, Ina 12 N:1FC01451DramagelWordiFC019501_DingRpt_Final.doc .��i��t P� ��F ��: ; 6 i f � . ._ }, 3 } x ty i 'i - �� -� �m ., . .. �:;.. DEVELOPED- FLO;W CA�LCULATIONS ' . :'��' ..' . . � . ', ..'..' � . � � � . ` 1� � . . . . i ..J .. . . YtN �s � : . t �1 a ; �, � , � � �ia 2} ` ��'� � ', �' . , �. � n.�., ': � a�� _ .- - - �s:9�.%�E��.>�s .,s� �a x, •+_:��. � � ,y�� 3v. 3 _`�. _i� �_.e`:r.s Abi.3'€£�.23�'WYi�' AiT ,. t�.m'"> ... � _ E�� ;� ��. t:r��t 5...�.,....d�i�'rv�.k:'9.x.,., ��F .t^S�ueV:.�.c��.� .. .. 1 r Project#: FC0195 , Project Name: 2003 Elementary School Calcuiated By: JEP Date: 5/28/2002 tPei T1ble 3-3 (City of Fon Collins Storm Drninage besign and Construction Standards) i CimP�ious �.�$ C7ur(- D.Sd ' Cz �0 7^i. ��_ 025 Ca��a= 0.50 Cai.�� 0.20 , Total Total Total Total Total Impervious 2 to 7% Lawn <2% Lawn Artificiat Turf Gravel B�� Area Area Area Area Area Area Area % Impervious Composite "C" � ftZ ac. ft� ftZ ft2 ft2 ft2 100 `� 45,843 1.05 • 45,850 0 0 0 0 100% 0.95 ' 101 5 4,643 0.11 4,643 0 0 0 0 lOQ% 0.95 200 R�` 62,420 1.43 37,521 19,254 0 0 5,645 60% 0.69 201 5 6.113 202 . 'D� 4,325 243 5 10,100 204 t'' 26,400 300 'P 3 i,578 301 P 6,803 302 Q 57,998 303 Q 36,530 304 � o� 17,861 305 R� 16,30b 400� R{� 6�,580 40l � � N � 14?,454 402� Nl�. 35,943 403� ,� � 26,736 404� �/ 14,820 500 6�j 112,527 soi aS 2�,iia Total Site 752,085 0.14 715 5,398 d 0 0 12% 0.33 . 0.10 600 3,715 � 0 0 0 14% 0.35 0.23 2,353 7,748 ; 0 0 4 23% ' 0.41 � 0.61 , 1,560 24,840 " Q 0 0 6% 0.29 � 0.72 � 26,064 5,515 � 0 0 0 83% Q.83 0.16 ' 4,485 2,319 0 0 ' 0 66% 0.71 1.33 44,591 12,247 0 0 1,160 77% � 0.79 ' 0.84 3,727 32,803 0 0 • 0 10% 0.32 0.41 � i 0,749 7,112 0 0 0 60% 0.67 0.37 13,397 2,909 0 0 ' 0 82% 0.83 1.51 53,190 12,389 0 0 0 81% 0.82 3.27 4 0 142,454 0 0 0% 0.20 0.83 Q 0 , 35,943 0 0 0% 0.20 0.61 : 0 0 ' 26,736 0 0 0% 020 0.34 � 0 0 14,82U 0 0 0% 0.20 2.58 0 112,527 � 0 0 � 0 0% 0.25 0.62 Q 27,114 0 0 ' 0 0% 0.25 17.27 249,445 275,891 219,952 0 b,80S 033 � 0.47 10 yr. 10 yr Cr CCf 1.00 I�: 0.95, :_ 1.00 F-�. '.: ; 0:95 �: ` 1.00 �'� 0 69„�; 1.40 I n'`.� ..0:33;,;� 1 AO j4 ti:��0:35�u 1.00 r"��,�0:4�1�='� 1.Q0 ��U:29�K� I.00 ��?;0:$3=*� �:w I.00 r��;;�:0:7�i� y 1.00 ��.;.�=�0:79._�: 1.00 ! `:: �-� 0:32=;' 1.00 i �:.�:.,0:67�= : 1.00 F�Y';6:&3 `; 1.00 � � -� :.�_.82 ,s 1.00 i."�"U;20`:�F 1.00 0:2t1�""� 1.00 �''.'•'-�020��% i'..�' 1.00 ��'�0:20,�'- 1 AO �:�'° ;,:'Os25�,-= 1.00 �'=G'��0:2�: 1.00 0.47 8 E Y O N D E N G 1 1V E E R 1 N G �F' 100 yr Cf � 1.25 ; 125 ; 1.25 ; 1.25 j 1.25 1 1.25 ; 1.25 � 1:25 � i.2s ; 1.25 ; 1.25 � 1.25 j 1.25 ; 1.25 I 1.25 f 1.25 � 1.25 1,25 1.25 ; 1.2s � i.zs 2 00 yr. CC� � 1:00�. �: ,�1=00 ' � -�4S$��. ° ;0:41 �;.: _ 0.59 ' ' Overland Average Channelized Average Basin Length Slope Length Slope � ft % fr % 100 60 0.50 120 " 0.50 101 68 �.50 50 4.50 200 ,; 139 1.60 176 0.81 201 �' 93 ' 4.09 0 0.00 202 ' 21 9.50 � 58 2.60 203. ; 74 ! 3.23 81 ' 2.31 204 �' 111 ; 2.70 ; 96 2.00 300 � 44 ! 10.40 ' 300 � 1.61 � 301.� ' 81 E 2.00 � 59 2.43 302 ' S9 � 2.00 701 0.90 303: 81 1.73 128 2.54 304 � 33 2.00 282 0.50 305 i. " 33 2.00 ; 269 Q.50 400. '• 59 2.00 632 Q.72 401 ' 375 ` 0.43 ' 290 � 0.35 402 ; 255 0.53 � 78 2.00 ' 403 I 181 . 0.64 � 89 j 2.00 40Q j 103 0.78 � I13 � 2.60 500 i 150 i 2.00 � 347 !' 1.15 i soi :; ! i f o.so ; i ' oso ' . � . . .. ; , . . J � � . . . f�� . _ . 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C1 L� y C y O O O�O O O � ��> y U .� O N � O z � y� N � r1 N O p; O C N O U `o � `o .� � V�I c � ' 1 � t ' ' ' 1 ' ' ' ' ' ' � ' � ' _ .: � �., � . a_--�- _. _ , • ��. � -�" � O,Year�Deve[o,ped',�'Runofl;'� � _ _ „� Job tvmnber: FC0195 Projoct 2003 blementary School �� Dace: 528/2002 CalcWated By: JEP , Design Storm 10 yC37 (nCVC�OpCd} B E Y O N D E N G 1 N E E R I N G DIRECT RUrOFF Design Basin Point Arca of Area CC; k CC�' A Design acre(s) min acre(s) Rainfall Intensity Flow (Q) �n/tu cfs 300 � I00 � !00 1.05 0.95 ! 5.00 I.00 4.$7 4.87 . ]01 I 101 1 I01 0.11 0.95 i 5.00 0.10 4.87 0.49 �00 � 200 I 200 � 1.43 � 0.69 i 9.30 0.99 3.93 3.91 201 j 201 � 20] 0.14 033 ! 8.6� OAS 4A7 0.14 - 202 I 202 I 202 0.10 0.35 t 5.00 0.03 4.87 0.17 � 203 I 203 � 203 0.23 0.41 � 8.07 0.10 4.20 Q.40 2U4 204 � 204 0.61 0.29 I 12.20 0.18 3.52 _ 0.62 300 300 300 0.72 0.83 � 5.00 0.60 4.87 - 2.42 301 � 301 301 0.]6 0.71 i 5.51 0.11 4.76 0.53 302 � 302 � 302 1.33 0.79 9.66 i.06 3.85 4.07 303 � 301 � 303 0.84 03Z ; 5.51 0.27 4.76 - -118 f 304 � 301 � 3(W 0.41 0.67 � 11.49 � Q.28 3.60 -"'0.99--- -- � 305 � 301 { 305 � 037 0.83 � 48.61 0.31 1.61 0.50 � 400 E 400 j 400 1.51 � 0.82 11.49 I.23 � 3.60 4.44 - { 401 R �Oi i 40} � 3.27 0.2G � 48.61 0.65 1.61 1.05 402 � 402 � 4Q2 Q,83 0.20 33.82 0.17 2.05 0,34 463 403 � 403 0.61 0.20 ; 26.97 0.12 23S ;� 0.29 '� � 404 404 � 404 � 0.34 0.2G � 19.33 0.67 2.80 0:19 500 � 500 j 500 2,5$ � 0.25 i 19.05 0.65 I 2.83 1.82 � SOl � SOl I 501 0.62 0.3i a.00 0.16 .4.87 0.76 ROLJTED FLOWS UesiSo Ramfall Point Area of Area'CCr 4 lmensity Flow (Q) Dosign acre(s) nrin m/hr cfs i__ 302 I 302, 303 1.33 � 9.66 ' 3 85 I • 5:1'1 �`_ FC0195_Rational-Fort Coliiac-20020326.x1s 10:2] AM ' , � ' ' ' ' � �: "�,�""� y,��» � �: ,.-4 h,,;>• _ 1,00-year�kDev`�el'ozpe $RrinofJ' Job Number. FC0195 Project: 2003 Elemcnqry Schoo[ Nv Dau: 5/?8l2002 Calculated By: JEP Design S[ortn: t00 year (De�eioped) e E Y o N D E N e i N E e q 1 N e ' - ' ' � � 1 ' ' � D[RECf RUNOFF Design Raiafall Basin Point Area of Aroa CC� t� CC�' A Inftnsiry F1ow (Q) Design acre(s) rtun acre(s) mlhr cfs fl 2 3 (4 (5) (6 7 (8 9 �oo ! ioo I �oo I i.os f i.00 s.00 I �.os 9.95 .; 10.47 �o� f ioi � �oi I o.0 i i.00 s.00 I o.ii 9.95 1'.46. - 200 2D0 � 200 1.43 I 0.87 6.03 1.24 9.49 ."."11.79 �: 201 I 201 201 0.14 � 0.41 7J3 0.06 8.73 `, O.il . � 202 I 202 � 202 0.10 � O.A3 5.00 0.04 9.95 0.43 j�- 203 I 203 � 203 013 i 0.52 6.95 0.12 9.08 -• 3:09. ,` I zoa i zoa I zoa I o.6i 0.36 ii.i� i o.2z �.aa • i:6a ., 300 � 300 I 3� I d.72 � 1.00 5.00 � 0.72 9.95 7:21 = 301 I 30i I 30i 0.16 I 0.89 5.00 0.14 � 9.95 1:38 ;_`_ 302 I 302 i 302 133 I 0.99 7.40 1.32 � 5.88 fil':73. _; 303 ; 303 I 303 0.84 I 0.40 20.68 034 7.56 .-.'-2.55'`^.--. 304 I 364 j 304 0.41 I. 0.84 5.55 0.34 9.71 "',;3:34" �:' � 305 j 3Q5 I 305 � 0.37 � 1.00 5.00 03� 9.95 3.72'i. = 400 � 400 � 400 � 1.51 1. 1.00 7.35 1.51 8.90 �� _ 13.40 =. = 401 I 403 I A01 I 3.27 � 6.25 46.22 I 0.82 � 3.40 . 2:78 -. 402 � 402 � 402 � 0.83 I 0.25 � 31.97 � 021 I 435 -0.90 � 403 ; 403 I 403 � 0.61 I 0.25 � 25.51 I O.1S � 4.93 '0.76� �� 404 � 304 f 404 034 � 0.25 � 1830 i 0.09 � 5.91 ' r0:50_ __ �00 i 500 � 500 � 2.58 1 031 17.91 { 0.81 5.98 �. "4:$3',.:. - 501 i 50] 501 0.62 031 5.00 0.19 9.95 1:94 ,"._ `: Basin 401 w�71 release at hiswric rau of 1 cfs ver acre. ROUTED FLOWS Design Ramfall Po�t Area of Area•CC� k Inunsity }1ow (� , Design acre(5) rrun in/hr cfs I 302 302, 304 1.6b � 7.40 8.88 ":14.78�� :' ' FC0195_Rational-Fort Collins-20020326.z1s 9:29 AM �'' 1�� ' S4 � . . . .. . .. �� . ;,.� ' : M�t . �� • � ' � . ��' ••' - i, �.� ' .�. t � ��- � � . r hst ��" :�� ,�ry��- � '��i~.�� 4 ��" �-'j�� - �� — i i�A' y�" ? � a ` k . . !+� . r �. f�r�K' - �: S. r ? -!� ��(; '`.4. t �8 ��,�.� - � � 3• a � 1 ��,+ � ,r � �� ' . � ' •� � *� ,��i �� j �t�� ``�� "ii �x '.�,'At� ` c r' � : ,�� - � . .. . 'x `i. - - ' �# . .. ' k 1 _ � ' . . ' � ' � � � , . STREET CAPACITY �A�N.D I ,� LET �DESIGN t � - � � " . e � .�I i i {., •,'�# ,'� ;� ' � ;� � � qr . � r '�'; Fwq1,. C�''' d� f.., ; . .?' 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' � ' ; i � _.- �.._ '�; -- i -�--- .-----; _._. _ - , i , , � i i � � , ------- --------- � -- --- — - -- . _ .-� - --� �--- --_..__. __ - , -- , i ------. 1 ' � ' Theoretical Capacity Timberline Road Worksheet for irregular Channel Project Descriptlon Worksheet Timberline Road Theoretical Capacity Flow Element Irregular Channel Method Manning's Formula Solve Far Discharge Input Data ' Slope 0.007800 fUft Water 5urface Etevation 100.00 ft ' Optians Current Roughness Method Improved Lotter's Mechod Open Channel Weighting Method Improved Lotters Method � Cfosed Channel WeighGng Method Morton's Method Results ' Mannings Coefficient 0.015 Elevation Range 99.18 to 100.65 Discharge 54.71 cfs ' Flow Area 14.3 ft' Wetted Perimeter 49.i8 ft Top �dth 48.66 ft Actual Depth 0.82 ft ' CridcaiElevation 100.05 ft Critiqf Slope 0.004820 ft/ft Velodty 3.83 ft/s ' Velocity Head 0.23 tt Specific Energy 100.23 ft Froude Number 1.24 Flow Type Supercritical ' Roughness Segments Sta�t End Mannings ' Station Stabon Coefficient 0+00 0+06 0.013 0+06 0+16 O.Q35 ' 0+16 4+�9 0.013 0+19 4+49 0.016 0+49 0+51 0.013 ' Natural Channel Points . Station Elevation (n) (ft)' �I 1 � ' 0+00 100.DU 0+06 99.88 0+16 99.68 0+� 7 99.68 O+ti7 99.18 0+19 99.34 0+49 99.99 0+51 900.15 0+51 100.65 � n:\...�haestad\fiowrtiastertstreet qpaaly.tm2 NoRe Associates Inc FlowMaster v6.'I [6140] 04/02l02 09:56:�4 AM m Haestad Methods, Inc. 37 Brookside Road Wate�ury, C7 06706 USA (203) 755-1666 Page 1 of 1 ' ' � , ' ' ' 1 1 ' ' ' ' ' ' ' ' � , Theoretical Capacity Timberline Road Cross Section for Irreguiar Channel Pivject Description Worksheet Timberline Road Thearetical Capacity Flow Elemeni Irregular Channel Method Manning's Formula Solve For DischBtge Section Data Mannings Cae�cient 0.015 Siope 0.007800 fVft Water Surface Elevation , 100.00 ft Eievation Range 99.18 to 100.65 Discharge � �� S �oa.so 100.20„ -� 99.80" - 99.40 99.OQ - ~ 0+00 0+05 0+10 0+15 0+20 a+25 0+30 0+35 0+40 0+45 0+50 0+55 V:4.0� H:1 N 7S n:1...5t�aestatRflowmasierlstreei capadty.fm2 Natte Associates Inc RowMaster v6.1 [614jJ 01J23�02 �2:02:46 PM m Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1656 Page 1 of 1 ' ' N ' Flow Depth for Timberiine Road (100-yr) Worksheet for lrregular Channel Project Description Worksheet Timberline Road Ftow Depth Flow Element • Irtegular Channel Method Manning's Formula Solve For Channel Depth Input Data ' Slope 0.007800 Wft Discharge 13.40 cfs ' L Options Current Roughness Method Improved Lotte�'s Method Open Channel Weighting Meihod Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results ' Mannings Coe�cient 0.014 Water Surtace Elevation 99.72 ft Elevation Range 99.18 ta 100.65 Flow Area A.3 ft' ' Wetted Perimeter 22.57 ft Top �dth 22.06 ft Actua! Depth 0.54 ft ' Critipt Eleva6on 99.76 ft Cri6ql Slope 0.004999 ft/it Velocity 3.11 ft/s Velodty Head 0.15 (t ' Specific Energy 99.87 tt Froude Number 1.24 Flow iype Supercritical ' , ' Roughness 5egments Start End Mannings Station Station Coeffiaent 0+00 0+06 0.013 O+p6 0+16 0.035 0+16 0+19 0.013 0+19 0+49 0.016 0+49 0+51 0.013 ' Natural Chanrtel Points Station Elevation . cn) in) ' ' � � o+oo � oo.00 0+06 99.88 0+18 99.68 0+17 99.68 0+17 98.18 0+19 99.34 p+49 99.99 0+51 100.15 0+51 1 Q0.65 n:�...lhaestad�flowmasteristreet capacity.frn2 Nolte Assoctates Inc FlowMaster v6.1 [6140] 04/02/02 09:57:36 AM C� Haestad Methods; tnc. 37 Brookside Road Waterbury, CT 06708 USA (203) 75�1666 Page 1 of 1 ' ' � ' ' ' � ' ' 1 ' ' , ' 1 ' � � ' Flow Depth Timberline Road (100-y�) Cross Section for Irregular Channel Project Description Worksheet Timberfine ftoad Flow Depth Flow Element Irregular Channel Method Manning's Formula Solve For Channe{ Depth Section Data Ma�nings Ccefficient 0.014 Stope 4.Q07800 ft/ft Watsr Surface Elevation 99.72 fi Efevation Range 99.18 to 100.85 Oischarge 13.40 cfs 100.80 10 0.20� 99 .$ 0�" - .__. 99.40 99.00 ----------- — —____ a+oa 0+05 0+10 0+15 0+2Q 0+25 0+30 Ot35 0+40 0+45 0+50 0+55 V:4.0� H:1 N TS n:�..�haestad�flawmaster�streei rapacity.im2 Nolte Assoetates Inc FlowMaster v6.1 [6140] 04/02/02 09:57:54 AM � Haestad Methods, tnc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page � of � 1 _��'�Gl JPr'eGt� ` I � n'1 L��en.C� --- ' SUBJECT � FCO lq 5 _� _ GRD O JOB NO. pE51GNED 9Y MA_Y�04,_Zao �_ . _ N �'JA7E CHECKED BY� 1 __ ___ _ __ _. __ .__ _.__ _____ ___ __ ____ . ___ __ _ _ _ _. .. _ _ _ _ _. . . .. _ 7�t�tBEQ-UNE��rD-- -_-G+1T[.ER . 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': � ' ' � ! j ' ' - , � ! � � � , � ; ; j ; , ! _"1 __" i ; i � � � � . ; � �— � ( j t I , � � � ` � i- ; ' ! ! ! i I � , � ; : �i ; : � � �� , � � i � � I . ; I I—i ! i � � i i� I �'; ; ;-i� f__I i 1!�� ; 1 I�___ � i; i i_4 _� ;� � i!flil!- '�flliiili;�ilillll�!!�!i�� ' 1 F�DRT CDLLINS -Ts ►�rlBEu�+�E a�cA.n � t 5' Rnw I..,�., 1 ' ' � 1 ' ' ' ' �� ' ' ' ' ' Median 7' 12' Median Left Turn �----� _ ..............._.� Larse LEFT TURN MEDIAN e ROADWAY WlDTH: 63' RIGHT OF WAY W1DTH: 115' (min.) plus 30' (min.) utifi�y easement. TRAVfI LANES: 4 lanes, 12' wide LEFT TURN U1NE: 12' wide AIKE LANES: 2 lanes, 8' wide PARKING• None. PARKWAY: 10� (min.) width. Addifional width optional. SIDEWALK: 6' (min.) widfih. Aclditionol width may be required for higher pedestrian traffic in and leading to activity areas. M A: Center Medicn: 19' wide landscaped; Left Turn A�adian: 7' wide iandscaped. Barrier curb or out—fall curb and gutter. WHERE USED: These speeificctions shall apply as required by the Local Entity when a 4—lane arterial street is shown on the A�asfier Street Plan, or when the traffic volume on the street is anlicipated to be 15,000 to 35,OOb vpd. DESiGN SPEED: 50 A{Pk SPEED LIMIT: 35-45 MPH ACCESS: Access will be limited. Points oi access must be approved by the Locol Entify. CONTINUITY: Unlimited FENCES: Fences shalt be setback a minimum of 8' from the parkway edge of tfie sidewalk. LANDSCAPING: See Appendix "C" CURB AND GUITER: Vertical curb and gulter. 4--LANE ARTERIAL STREET �x�R covx� - DESIGN �PROVED: URBAN AREA FIGURE nA�: 09/� �/oo STREET STANDARDS _ . �� . �� DNLY FIGURE 7-2F 1 ' � 1 1 ' ' 1 1 ' ' 1 ' H � � � Y Sidc VJaTk Ts t--------> A. 1�1--- � - — � y� Qw � � Qx �'~" Sz D i rr - " � /�- - - � W Y--- � T rC------------------------> <--w-�C---------T%--------> GuYEer Sineet �n Discharge in the Gutter Height r Width r Depression t Transverse Slope t Longitudinal Slope ing's Roughness �utter Cross Slope Vater Spread Width UateT Depth without Gutter Depression Uater Depth with a Gutter Depression �pread for Side Flow on the Street ;pread for Gutter Flow along Gutter Slope lowrate Carried by Width Ts lowrate Carried by Width (Ts - W) �utter Ftow �ide Flow otal Flow (Check against Qo) ' Gutter Flow to Design Flow Ratio Equivalent Slope for the Street Flow Area ' Flow Velocity sD product ' � � - �GUTTER-CONUEYANCE�-CAPACITYt�� : - Project = FCOi95 - 2043 Elementary School Street ID = D.P. 200, 100-Yr (North Parking Lot) s�� * Cmwn i - � Qo = 11.8 cfs H = 6.00 inches W = 2.00 ft Ds = . '! :52 inches Sx = 0.0200 ft/ft So = 0.0050 ftJft N = . 0.016 Sw = ' 0.08 ft/ft T = 2U:20 #t Y = 0.40 ft D = . . 0.53 ft Tx = 18.20 ft Ts = � ` 6.37 ft �ws = 5.5 cfs �uvw = � -' � - ;2:0 cfs Qw = . 3.5 cfs Qx = .: $.3 cfs as = 11.8 cfs Eo = 0.29 Se = Q.04 ftlft As = 4.21,sq ft Vs = 2.$1 fps VsD = . 1.49 ft2/s ' UD-Inlet DP 2Q0-100YR.xls, Street Hy 4/2/2002, 11:43 AM ' ' � ' ' ' ' 1 , ' ' , ' ' ' ' � ' r=:- = - �' CURB�_OPENING INl:ET'�IN �A_SUMP Project = FC0195 - 2003 Elem Iniet ID = D.P. 200,100-Yr (Nc �p L�u �P �--------Y[�-�-3►L---3� waf�e r � Yd , H ,;, Fasi Gui�er Design lnformation (Input) Design Discharge on the Street (from Street Hy} Length af a Unit Inlet Side Width for Depression Pan Clogging Factor far a Single Unit Height of Curb Opening in Inches Orifice Coefficient Weir Coefficient Water Depth for the Design Condition Angle of Throat (see USDCM Chapter fi, Figure ST-5) Number af Curb Opening Inlets a Weir tal Length of Curb Opening tnlef pacity as a Weir without Clogging �gging Coefficient for Multiple Units �gging Factor for Multiple Units pacity as a Weir with Clagging an Orifice pacity as an Orifice without Clogging pacity as an Orifice with Clogging re Percentage for this Inlet = Qa ! Qo = � Flmv Dir�ctian Qo = 11.8 cfs Lu = 5.00 ft W p = 3.04 ft co = a.15 H = 6.U0 inches Cd = 0.67 Cw = 3.00 Yd = 0.53 ft Theta = 63.0 degrees No = 2 L = 10.00 ft Qwi = ' - :. 17.$ cfs Clog-Coeff = 1.25 Clog = ' 0.09 owa = �_ ..: .: . 16.7 . cfs Cioi = 14.9 cfs Qoa = 13.5 cfs Qa =t =:�•-� =_'l3:S cfs C% _ ��;;-�:::�100.00' % Note: Unless additiona! ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. UD-Inlst DP_200-100YR.xls, Curb-S Schoot 4/2/2002, 11:43 AM ' ' ' � 1 ' ' ' � ' 1 ' ' ' � x� i � v Side Walk Ts <--------� /� h--- _ � — ' y � Q''" � ,' �' QX � � D; � � vr - � � /�--- ^� � DM S�Y W ~--- T <------------------------� <--�>+C---------T�`--------) GuYfnr Strset sign Discharge in the Gutter rb Height tter Width tter Depression eet Transverse Slope eet Longitudinal Slope nning's Roughness utter Cross Slope 'ater Spread Width 'ater Depth without Gutter Depression 'ater Depth with a Gutter Depression �read for Side Fiow on the Street �read for Gutter Flow along Gutter Slope owrate Carried by Width Ts owrate Carried by Width (Ts - W) utter Flow de Flow �tal Flow {Check against Qo) ' Gutter Flow to Design Flow Ratio Equivalent Slope for the Street Flow Area ' Fiow Velocity sD product ' � ' UD-Inlet DP 200-10YR.xfs, Street My :=� �,-;GUTTER� CON1/EYANCE� CAPAC[TY; � -��=�:: � Project = FC0195 - 2003 Elementary School Street ID = D.P. 200, 10-Yr (North Parkin� Lot) s�� , Crown � � Qo = 3.9 cfs N = 6.00 inches W = 2.00 ft Ds = 1.52 inches Sx = 0.0200 ft/ft So = 0.0050 ft/ft N = 0.016 Sw = � 0:08 ft/ft T = '! 2_88 ft Y = 0:26 ft b = 0.38 ft Tx = 10.88 ft Ts = `' 4.61 ft Qws = .. ' 2.3: cfs Qww = ; �'- "0.5 cfs Qw = _'_ 1.8 cfs Qx = ` -:�'2:1�: cfs Qs = 3.9 . cfs Eo = ' 0.46 Se = O.QS ft/ft As =' 1.79 sq ft Vs = � 2.19 fps VsQ = 0.84 ft2/s 4/2/2002, 11:44 AM 1 , � ' ' 1 ' 1 ' , ' ' l� ' -. - � . � �: �CURB�:O.PENINGJINLET�IN.A`SUMP . . Pro�ect = FC0195 -.2003 Elementary School Inlet ID = D.P.2Q0,10-Yr (Narth Parking Lot) rvv Dit+ection Qo = 3.9 cfs Lu = 5.00 ft W p = 3.00 ft Co = 0.15 H = 6.00 inches Cd = 0.67 G1�v = 3.00 Yd = 0.38 ft Theta = 63.0 degrees No = 2 esign lnformation (Input) esign Discharge on the Street (from Street Hy} ength of a Unit Inlet ide Width for Depression Pan logging Factar for a Single Unit eight of Curb Opening in Inches �ce Coefficient �eir Coefficient �ater Depth for the Design Condition ngle of Throat (see USDCM Chapter 6, Figure ST-5) umber of Curb Opening Inlets L = 4 O.00 ft Qwi = 1 Q.8 cfs Clog-Coeff = -: �.. . 1.25. cio9 = o.as Qwa = ` . .: -10.2: cfs G1oi = 1 a:7 cfs Qoa = 9.7 cFs Qa =*;� :�,;``=9:7icfs C% » %=,,;,..,:�r�;„100.00= % a Weir al Length of Curb Opening Infet �acity as a Weir without Clogging gging Coe�cient for Multiple tJnits gging Factorfor Multiple Units �acity as a Weir with Clogging an Orifice �acity as an Orifice without Clogging �acity as an Orifice with Clogging Percentage for this Inlet = Qa / G10 = �I Note: Unlsss additional ponding depth or spilling over the curb is acceptable, a capture ' percentage of less than 100°/a in a sump may indicate the need for additional inlet units. � ' UD-Inlet DP_200-10YR.xls, Curb-S 4/2/2002, 11:44 AM Lu �F �P _ � �.�-_ _ _ � 1 lU�-� �.�Ac�-rr ---__. ---- _.__..__.__ ' SUBJECT �_ ^ � �O rC01 �t5 GA� J06 Np. 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' ' `-�----�__. .�:- !�-----}� -! � ��-7� �.---; ��•fil '�lil�l�'1`!I(;!;i��;^I�!� � , `: I` �,; (�'';; ,i iT+�. �':►, I � �; ; i i i �! I i��, � i,;� �!� �� ' 1 � , ' ' 1 ' 1 ' - .iGUTTER=.CO�N1/EYANCE-CAPACITY: �, � Pro�ect = FC0195 -.2003_Elementary School Street ID = DP 300 - 100YR (South Parking Lot) Side Walic Ts <--------� /� A- - - � � � Y ; �,v � �'' Qx �,�! Syc H' D � � �, _ � ' 'R - ' ^K Dv � Y `j' Y___ T <------------------------> <- w>C---------TX--------> Gut�er Str�eet esign Discharge in the Gutter urb Height utter Widfh utter pepression treet Transverse Slope treet Longitudinal Slope anning's Roughness ' Gutter Cross Slope ater Spread Width ater Depth without Gutter Depression , ater Depth with a Gutter Depression Spread for Side Flow on the Street Spread for Gutter Flow along Gutter Slope ' Flowrate Carried by Width Ts Flowrate Carried by Width (Ts - W) Gu#ter Flow ' Side Flow otal Flow (Check against Qo) ' Gutter Flow ta Design Flow Ratio Equivalent Slope for the Street Flow Area ' Flow Vefacity sD product ' � s,�cr � Crown � � �o = 7.2 cfs H = 6.00 inches w = z.oa n Ds = 1.52 inches Sx = 0.0200 ft/ft So = 0.0150 ft/ft N = OA16 Sw = .�` '-�'0`08'ft/ft T = � � 13.23 ft Y = 0.26 ft D = 0:39 ft Tx = � 11:23 ft Ts = �- � 4.70'ft Qws = . �'�_-` : 4:2 cfs �ww = . ... '-;;;1�:0�cfs Qw= " ';3:3�cfs Qx = �: `;':'='�;- =4:Oi cfs Qs = " '7:2` cfs Eo = ` �0.45 Se = 0.05 ft/ft As = 1.88 sq f# Vs = 3.85 fps VsD = 1.57 ftZ/s ' UD-inlet DP 300-100YR.xks, Street Hy 3/29/2Q02, 8:39 AM , , � ' 1 ' ' 1 ' 1 ' 1 ' 1 ' ' � .CURB� OP.ENING'INLET�:IN,A �SUMP Project = FC0195 - 2003 Elem Inlet ID = DP 3Q0 -100YR (So� School �p Lu �F <--------Y[---- Y[---_� wate r �- � Yd , � H' � Pan Gutter Design Information (Input) Design Discharge on the Street (irom Street Hy) Length of a Unit Inlet Side Width for Depression Pan Clogging Factor for a Singie Unit Height of Curb Opening in Inches Orifice Coefficient ' Vl/eir Coefficient �Nater Depth for the Qesign Condition Angle of Throat {see USDGM Chapter 6, Figure ST-5) Vumber of Curb Opening Inlets �s a Weir otal Length oi Gurb Opening lnlet :apaciiy as a Weir withaut Clogging :logging Coefficient for Mulfipfe Units ;logging Factor for Multiple Units :apacity as a Weir with Clogging s an Qrifice :apacity as an Orifice without Clogging �apacify as an Orifice with Clogging Percentage for this Inlet = Qa / Qo = � FLorw Directian Qo = 7.2 cfs Lu = 5.04 ft W p = 3.00 ft Co = 0.15 H = 6.00 inches Cd = 0.67 Cw = 3.00 Yd = 0.39 ft Theta = 63.0 degrees No = 2 L = 10.00 ft CZwi = 1 '! :3 cfs Clog-Coeff = , 1.25 Clog = 0.09 Qwa = 10.6 cfs Qoi = 11.0 cfs Qoa = 10.0 cfs �- - Qa =�:°,��;.':�� .10:0 cfis c�io = �;: �,�:,.;� aa.00 � �io Note: Unless additional ponding depih or spilfing over the curb is acceptable, a capture percentage of iess than 100% in a sump may indicate the need for additional inlet units. ' UD-inlef DP_300•100YR.xls, Curb-S 3/29/20d2, 8:39 AM ' ' � , 1 1 1 ' 1 , , 1 , , ' 1 N 1 �. --_:GUTrER CONVEYANCE�CAPACITY Project =_FCO'!95 - 2003.Elementary School Street ID = DP 300 - 10 YR (South Parking Lot) H � � Y s� �r�ix -rs <--------� .�. .�- - - _ X; QSv r Q� �✓�' S�` D i W ,� . /�- - - ^/� Da � w y--- � <------------------------� �- `'``-r�---------Tx--------> Guiter S�� ign Discharge in the Gutter � Height er W idth er Depression et Transverse Slope et Langitudinal Slope ning's Roughness yutter Cross Slope Vater Spread Width Vater Depth without Gutter Depression Vater Depth with a Gutter Depression �pread for Side Flow on the Street �pread for Gutter Flow along Gutter Slope lowrate Carried by Width Ts lowrate Carried by Width (7s - W) �utter Flow �ide Flow otal Fl�w (Check against Qo) Gutter Flow to Design Flow Ratio Equivalent Slope far the Street Flow A,rea Flow Velocity VsD product UD-Iniet DP 300-10YR.xls, Street Hy s�� . c�.�. � � Qo = 2.9 cfs H = 6.00 inches W = 2.OQ ft Ds = 1.52 inches Sx = 0.0200 ft/ft so = o.aoso wft N = 0.016 Sw = �- � '--° 0.08 ft/ft T = 41.35 ft Y = 0.23 ft D = Q.35 ft Tx = ' 9.35 ft Ts = ::. 4.24 ft Qws = � �• 1.9 cfs Qww = � �' :- : �; _ 0.3 cfs Qw=;. ..:°, i.5.cfs Qx = : : .�=.1.4 cfs "Qs = � � .2.9 cfs Eo = 0.52 Se = 0.05 ft/ft As= 1.41 sqft Vs = 2.Ofi fps VsD = 0.73 ftZls 3/29/2002, 8:52 AM ' ' � , ' ' l_1 ! I - � � . : �CURB=OP.ENINGrINL'ET:IN.A�SUMP Project = FC0195 - 2003 Elementa School Inlet ID = DP 300 -10 YR (South Parking Lot) ' � ' ' 1 ' � 1 ' � esign In#ormation (lnput) esign Discharge on the Street (from Streef Hy} :ngth of a Unit inlet ide Width for pepression Pan logging Factor for a Single Unit eight of Curb Opening in Inches rifice Goefficient 'eir Coefficient 'ater Depth for the Design Condition �gie of Throat {see USDCM Chapter fi, Figure 5T-5) umber of Curb Opening Inlets � rb Openinq Inlet Capacitv in a Sun a Weir af Length of Curb Opening Iniet �acity as a Weir without Clogging gging Coefficient for Multiple Units gging �actor for Multiple Units �acity as a Weir with Clogging an Orifice �acity as an Orifice without Clogging �acity as an Orifice with Clogging � for Desiqn with Cloaqinq Percentage for this Inlet = Qa 1 Qo = rw Dix�ection Qo = 2.9 cfs Lu = 5.00 ft W p = 3.00 ft Co = 0.15 H = 6.04 inches Cd = 0.67 Cw = 3.00 Yd = 0.35 ft Theta = fi3.0 degrees No = 2 L = 10.00 ft Qwi = _ . � - 9.6 cfs Clog-Coeff = . � 1:25 Clog = � � .0.09 Qwa = ..: -� '-° : 9.0 cfs �oi = 9.6 cfs Qoa = 8.7 cfs Qa=,� �:�-;�;'8:7•cfs C% _ _:,:;�:_1�00.00 % Note: Uniess additional ponding depth or spilEing over the curb is acceptabke, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. ' UD-Inlet DP_300-10YR.xls, Curb-S 3/29/2002, 8:53 AM Lu �F �F _ , ,�___�. , ' � ' ' ' ' ' ' ' , ' 1 ' ' 1 � ' Pro3ect#: FC0195 Project Name: 2003 Elementary School Calculated By: GAD Date: 4/2/2�02 B E Y O N Q E iV G 1 t+i E E R I N G Grate: AMCOR Type ]6, SDf-301 Weir Perimeter, L= 6a.00 in 5.33 ft Open Area, A= 336.00 inZ 2.33 RZ Clogging Factor, c = 50% Stage Interval, �h = 0.10 ft Weir Ca}culation: Orifice Calculation: Qw = CLH" Qo = CA(2gH)os C- 3.00 C= 0.65 cL= 2.67 ft Ac = 1.17 ftz H H QW_��,Er Ko-WLET Rules ft ft cfs cfs cfs O.OQ � 495521 0.00 0.00 0.00 0.10 4955.31 0.25 1.92 J 0.25 0.20 4955.41 0.72 2.72 0.72 � 030 j 4955.51 1.31 � 3.33 � 1.31 _`. �0.31 - : . . 4955 52 :: . - .,�� =:� _ -• ,:x138 ;; 0.40 j 4955.61 2.02 3.85 ,- �. � 2.02 0.50 � 4955.71 2.83 � 4.30 ; 2.83 Nolte Associates, Inc. 1 1 � ' ' ' 1 ' ' 1 ' � ' ' 1 ' N 1 �' �,=�_: �GUTTER�.CONVEYANCE',CAPACITY _:�_ �= ._ Project = FC0195 -:2003 Street ID = D.P. 301 - 100- Event H � � v s�a,� w�x <----ra---)► /� I\- - - — � i — � ' QX �.�---�' s�x ; � � �. � D �� i � _� � /�--_ � Dy �Stv w y___ T <------------------------� <--�r�---------T"--------� Gutt�cr Sireet Design Discharge in the Gutter Curb Height Gutter W idth Gutter Depression Street Transverse Slope Street Longitudinal Slope Manning's Roughness vtter Cross Slope 'ater Spread Width 'ater Depth without Gutter Depression 'ater Depth with a Gutter Depression �read for Side Flow on the Street �read for Gutter Flow along Gutter Slope owrate Carried by Width Ts owrate Carried by Width (Ts - W) �tter Flow de Flow ►tal Flow (Check against Qo) �r Flow to Design Flow Ratio valent Slope ior ihe Street Area Velocity product UD-inlet DP_301-100YR.xls, Street Hy School snz�t , Crnwn � � Qo = 1.4 cfs H = 6.00 inches W = 2.00 ft Ds = '1.52 inches Sx = 0.0200 ft/ft So = 0.0145 ft/ft N = 0.016 Sw = . . _ . 0.48. ft/ft T = 5.97 ft Y = 0:12 ft D = 0.25: ft Tx = 3.97 ft Ts = ' 2.95.ft Qws = '1,2 cfs Qww = `� '° - °' 0:1 cfs Qw = 1:1 cfs Qx = . =.. .0:2 cfs Qs = 9.4 cfs Eo = 0.82 Se = 0.07 ft/ft As = 0:48 sq ft Vs = 2.86 fps YsD = 0.70 ftZ/s 5/28/2002, 10:08 AM ' 1 � 1 ' _ :,. -: ,aGRi4TE tNLET1N A:SUMP: ,.�,:,� - . . Project = "FC0195 - 2003 Elementary School Inlet !D = D.P..301 -1Q0-yr Event - S,nal� T,�,e 1 l� � �Tit Wo �+� Cu� Gutber �— F1ow '�'�' Cl�ed ' Lo � L~ ' ' ' ' 1 1 ' . ' 1 � esign Discharge on the Street (from StreetHy} �ngth of a Unit Grate �idth of a Unit Grate rea Opening Ratio for a Grate logging Coefficient for a Single Inlet umber of Grates rifce Coefficient �eir Coefficient �ater Depth for Design Condition :ngth of Grate Inlet idth of Grate Inlet � a Weir �pacity as a Weir without Clogging ogging Coefficient for Multiple Units agging Factor for Multiple Units ipacity as a Weir with Clogging � an Orifice ipacity as an Orifice wi#hout Clogging �pacity as an Orifice with Clogging ��Capture percentage = Qa ! Qo Qo = 1.4 cfs Lo = 3.33 ft Wo = 2.Od ft Ar = 0.35 Co = 0.50 No = 1 Cd = - - 0.60 Cw = 3.30 Yd = 0.25 ft L = � �'3:33 ft W = , : 2.00 ft Qwi = . 3.0 cfs Gcoef = � ; 1.00 Clog = � ;-:; 0.50 Qwa = ; - - ,: - 2.3 cfs Qoi = . lY .5.6. cfs Qoa = , . � .' - -• . _ 2.8 cfs Qa = .''x' f 9� 2:3: cfs C% _ � -• ; -, �' `100:00- °!o Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. r ' UD-Inlet DP_301-100YR.xls, Grate-S 5/28/2002, 14:09 AM ' ' � ' ' ' 1 ' , ' , ' ' ' ' 1 � ' . ' .-�:GUTTER CO.N.V".EYANCE�=CAPAClTY Project = FC0195 -2003 Elementary.School � Street ED = DP 302 - 10 YR (Zephyr Road} � '�— ,,. � H � � � tir s� w�x -r: <--------� � �--- , - _ � y t Qw ' � Q" �'� � D � W �� jti^ - - � � W y __ � T <------------------------3» <--w)►�[---------�X--------) Gutber Str�et Design Discharge in the Gutter Curb Height Gutter Width Gutter Depression Street Transverse Slope Street Longitudinal Slope Manning's Roughness �utter Cross Slope Vater Spread Width Vater Depth without Gutter Depression Vater Depth with a Gutter Depression �pread for Side Flow on the Street tpread for Gutter Flow along Gutter Slope 'lowrate Carried by Width Ts 'iowrate Carried by Width (fs - W) �utter Flow �ide Flow • 'otal Flow (Check against Qo) �r Flow to Design Flow Ftatia �alent Siope for the Street Area Velocity product 0 UD-Inlet DP_302-10YR.xls, Street Hy s�� , c�.�► � � � Qo = _ 5.1 cfs H = fi.UO inches W = 2.00 ft Ds = : - 1:52 inches Sx = '� 0:0200 ftfft So = 0:0050 ft/ft N = ` 0.016 Sw = ,�0:08 fUft T_-,..:.,�4:41ft y � � � �, ; . :,.0:29 ft D = .. , �. : ,Q:4t f# Tx=:'...-=�12.47 ft Ts = ,-�.'<. ; : � 4:9$ ft Qws = .� ��:-:":2.8 cfs Qww = '=.0:7•cfs Qw = , . �,;2:1 cfs Qx =� ` .- ,3.0 cfs Qs = • ,-- s '.'� 5.1 cfs Eo = � •0.41 Se = U.05 ft/ft As = "- � 2.20 sq ft Vs = 2.32 fps VsD = 0.96 ft2ls 5/28/2002, 10:23 AM ' ' � , , ' ' ' ' ' ' ' ' 1 ' 1 ' � ' .� .. - . " `.' �CURB OP.ENING�INLET:IN:�A,SUMP. _ Project = FC0195 -.2003 Elem Inlet ID = DP 302 - 10 YR. (Zei School Road esign Information {Input) esign Discharge on the Street (from Street Hy) sngth of a Unit Inlet ide Width for Depression Pan logging Factor for a Single Unit eight of Curb Opening in Inches rifice Coefficient �eir Coefficient 'ater Depth for the Design Condition ngle of Throat (see USDCM Chapter 6, Figure ST-5) umber of Curb Opening lnlets rb Openin4 Inlet Capacitv in a Sump a Weir al Length of Curb Opening Inlet �acity as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units �acity as a Weir with Clogging an Orifice �acity as an Orifice without Clogging }acity as an Orifice with Clogging �acity for Design with Cloqginq �ture Percentage for this Inlet = Qa / Qo = �o = Lu = Wp= Co = H= Cd = Cw = Yd = Theta = No = �w Directian 5.1 cfs 5.00 ft 3.00 ft 0.15 6.00 inches 0.67 3.00 0.41 � ft fi3.0 degrees 2 L= ...�10.00:ft Qwi = - .12:1 � cfs Clog-Coeff = , . .1.25 Clog ='� ' `_O:D9 Qwa = .°- : ;11;4 � cfs Qoi = � � 1 l .6 cfs Qoa = 10.5 cfs r• -- • � t..,^-°T.- Qa =�_�- -;;;.10:5icfs C% =l:.a�:'• _10Q:OOi "/o Note: Unless additional ponding depth or spilling over the curb is acceptabie, a capture percentage of less than 100°/a in a sump may indicate the need far additional inlet units. UD-Inlet DP_302-10YR.xls, Curb-S 5/28/2002, 10:23 AM �p Lu �P _�---. �► , 1 � ' , ' l� ' 1 ' ' ' ' �_.`:r� �"GUTTER��CONVEYANCE=CAPACITY Project = FC0195 -20Q3 Elementary School Street ID = DP302 - 100YR (Zephyr Road� � � � x� � v s� w�x r: <--------� .!. ,,�- - - _ ' y ' Qx' � .' �' Qx �"J' S`x D; � W -- � �--- w�° �Stiv �'___ T <------------------------� <-�'�''-x --------T"--------> Guticr S�� n Discharge in the Gutter t�eight r Width r Depression t Transverse Slope t Longitudinal Slope ing's Roughness Gutter Cross Slope Water Spread Width Water Depth without Gutter Depression Water Depth with a Gutter Depression Spread ior Side Flow on the Street Spread for Gutter Flow along Gutter Slope Flowrate Carried by Width Ts Flowrate Carried by Width (7s - W) Gutter Flow Side Flow Total Flow (Check against Qo) ' Gutter Flow to Design Flow Ratio Equivalent Slope for the Street Flow Area ' Ftow Velocity sD product , � s�� . c�.,�. � Qo = 14.8 cfs N = 6.00 inches W = 2.00 ft Ds = �� . . 1.52 inches Sx = 0.0200 ft/ft So = 0.0050 ft/ft N = � 0.016 Sw = - - 0.08 ft/ft 7 = � ;...;. ,• „22.07 ft Y=,'� 0.44 ft D = • :�;. 0.57 ft Tx =. •` 20A7 ft Ts=��,.` 6:82 ft Qws ='' ''�' 6.6 cfs Qww = "2 6 cfs Qw = ;�� 4:0 cfs Qx = ` : � 10.$ cfs Gis=�`- 14.8 cfs Eo = -� 0.27 Se = 0.04 ft/ft As = 5.00 sq ft V5 = 2.96 fpS VsD = 1.68 it2/s ' UD-lnlet DP_302-100YR.xls, Streef Hy 5/28/2002, 10:18 AM , , � ' ' , 1 1 , 1 1 ' 1 ' ' ' N 1 CURB OP,ENING.INLET [N.A�SUMP:. _��, _�_ � Project = FC0195 - 2003 �lementary School Inlet ID =�DP 302 -100YR. (Zephyr Road) sign Information {Input) sign Discharge on.the Street (from Street Hy) �gth of a Unit lnfet le Width for Depression Pan �gging Factor for a Single Unit ight of Curb Opening in Inches fice Coefficient ;ir Coefficient �ter Depth for the Design Condition g1e of Throat (see USDCM Chapter 6, Figure ST-5) mber of Curb Opening Inlets �urb Opening Inlet Capacitv in a Sump s a Weir otal Length of Curb Opening Infet �apacity as a Weir without Clogging :logging Coefficient for Multiple Units :logging Factor for Multiple Units �apacity as a Weir with Clogging s an Orifice apacity as an Orifice withaut Clogging apaciry as an Orifice with Clogging apacity for Desiqn with Cloq4in4 apture Percentage for this Inlet = Qa / Qo = �w Direction G10 = 14.8 cfs Lu = 5.00 ft W p = � 3.00 ft Co = - 0.15 H = 6.00 inches Cd = 0.67 Cw = � '3.00 Yd = � ' U:57 ft Theta = 63.0. degrees No = 2 L =':; .:''�-`::70.00 ft Qwi = : -- { ;: -19.9 cfs Clog-Coeff = � :-. : , .9 .25 Clog = � ,. - � _ '0.09 Qwa =.• ., :s�-18.7�cfs Qoi = � i 5.8 cfs Qoa = ` � 14.4 cfs �a =r'�` .14:4icfs C°/a =1;:`_ :�'.,97:14I% IVote: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for addi6onal inket units. t1D-lntet DP_302-100YR.xls, Curb-S 5/28/2002, 10:18 AM �p Lu �P � 1_ _ _ yr ' j?JI.�"t L A�'AU'T'( ----_. _- -- ' suB�ecr — 1-C..D} � 5 G��J j08 NO. DESIGNED BY �P�.�L 2.,-ZooZ- ------- __ � DATE . CHECKED BY • ' Ae�A.__L_N_l..E�, Ld_LR-��---__!N ��-�.iC?20J�,_-PtC�,, - ---------------, ; ; ; ' , �,'.p. -3tn3_ '_ C?._- ��__5_5._ c�5_. _;_ _, _ �. _. . .--Y-�--_----�--- . ----__'_._- ---� --- , — -�--= -= --_---- - _ --- - - __ � _- ... - - - - -- - - - : � l�tl �, X �,;1, u-,-,,, /�, II U�,.�ubJ � � � ��a --- .S�/.� So - 5 2. 92 � oQ � .—_.�__-.__-- ___.�__ . �.--- --- �_.___.cn.�!_,;:�__ � _ ^-*_ _--------._._..__ _._..�. ----- , , � , J , . , . , - -- -- ----- --� -- - � ' ► ---- - -- -- - - ----- _ , --�-. _' _�._ _ __ ' ��-- --`-.�'1-�" � o- i a s -� � rw� �P g^_„ �W� - ... . _..� ' -_ -_.-�.�. ----------_ ._,_ _ � P______ � -- - --- - � � ' ---- ._� ' � : �f�'__5,��_c�s --�x o,50 �clo ' ,�� _� 'z."7.� c�s_______��—_--- � , —� g - ; . —; � ___._----- ---- �' � � � ' i - - - --- - _. , � : . �' � 2 i �. . C � ' : � i� Zj � � ; Grz�-z� s _� - -- , _____.. __?• a _ - - - � �_ �. � __ ; - ' — - -- - --- � � ' , '_ j ' . � , I � fW; f ; — - ' -I�---- � -,�-- I. � -- , � i ' i i � ' ' ' ' ' ' ; j 1 ' � j ' I ' � u� , . � �_____��__.—______----- ------ — ----, 1 . --- � . --- —�-- i— � � ' , ' ' , � 1 � i ------ - -------..�__---_ -r---- ---' --; ' --- --___-�--f ----- ; '- i i —i---- .— —� � � ---- ' -- ' ' --. -� ' � I --- � � � [ ! —E---- _. ' _ ' � . I � i � � -- � k 1 ' - � �.=- �GUTT.ER CONUEYANCE �CAPAClTY�: " ��'� -� �� ' �J ' ' Project = FC0195 - 2003 Elementary Schooi Street ID = DP 305 - 10 YR (Zephyr Road) � � H � i Y s� w�x r. <--------� � ^___ _ . _ .� - ; Y ; �. ; Qx �� S'�c D W � � /�--- ' � �S'S'�' W Y--- T <------------------------) <--�?�[---------TX--------> Gutter Str�eet ' Design bischarge in the Gutter Curb Height Gutter Width ' Gutter Depression Street Transverse Sfope, Street Longitudina! Slope ' Manning's Roughness ' Gutter Cross Slope � ater Spread Width ater Depth without Gutter bepression ' ater Depth with a Gutter Depression 5pread for Side Flow on the Street Spread for Gutter Flow along Gutter Slope ' Flowrate Carried by Width Ts Ffowrate Carried by Width {Ts - W) Gutter Flow ' Side Flow otal Flow (Check against Qo} ' Gutter Flow to Design Flow Ratia EquivaSent Slope for the Street Flow Area ' Flow Velocity sD product ' � s��c , c�.n. , � � Qo = 0.5 cfs H = 6.00 inches W = 2Aa ft Ds = -1.52 inches Sx = 0.0200 ft/ft So = 0.0055 ft/ft N = 0.016 Sw=-,.:.,;: w�0.08 ft/ft T = .-.- 4:13 ft Y = OA8 ft ' D = 0.21 ft 7x = . 2.13 ft Ts = . �2:51:ft Qws = _:0.5 cfs Qww =:.- :.,;=�:-0!0 cfs Qw = ': `0:5 cfs Gix =.: �` ,:�=0:0: cfs Qs — ' �:0.5�cfs Eo = 0.94 Se = 0.08 ft/ft As = 0.30 sq ft Vs = ' 1:68 fps VsD = 0.35 itZls ' UD-Inlet DP_305-10YR.xls, Street Hy 5/28/2002, 10:30 AM ' ' � ' , ' ' ' � ' ' ' ' ' ' ' ' .. � -,: � �. =CURB��.'PENfNG�INLET:lN �A��SUMP : Project = FCQ195 - 2003 E iniet ID = DP 305 -10 YR � School ,�p Lu �P <--------Y[�---�[---� wate r � Yd , H� Pan Gu#ter esign Information (Input) �sign Discharge on the Street (from Street Hy} ;ngth of a Unit Inlet de Width for Depression Pan ogging Factor ior a Single Unit ;ight of Curb Opening in Inches �fice Coefficient eir Coefficient ater pepth for the Design Condition �gfe of Throat (see USDCM Chapter 6, Figure S7-5) �mber of Curb Opening Inlets :urb Openinq Intet Capacitv in a Sun �s a Weir otal Length of Curb Opening Inlet ;apacity as a Weir without Clogging ;logging Coefficient for Multiple Units ;logging Factor for Multiple Units ;apacity as a Weir with Clogging s an Orifice �apacity as an Orifice without Clogging apacity as an Orifice with Clogging Percentage for this Inlet = Qa ! Qo = � Flaw Du�ection Qo = 0.5 cfs Lu = 5.00 ft W p = 3.00 ft Co = 0.15 H = 6.00 inches Cd = 0.67 Cw = . 3.00 Yd = a:28 ft Theta = fi3.0 degrees No = 1 . L = - 5.00 ft Qwi = : 4.1 cfs Cloy-Coeff = . 1.00 Clog = 0:15 Qwa = . ': 3.8 cfs Qoi = - - 2.6 cfs Qoa = 2.2 cfs Qa = . - 2.2 cfs C°/u =;. c. • , :100.00 % Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. � ' UD-Inlet DP_305-10YR.xls, Curb-S 5/28/2b02, 10:30 AM 1 ' � ' 1 ' 1 ' 1 ' ' 1 ' ' ' 1 s� w�ix �: <--------� ,� .�- - - _ � y� Qw � Q'r 4.�-�� Sx D i � � /�--- � � .�9 w Y--- � <------------------------� <--��---------T"--------> Gutoer S�� esign Discharge in the Gutter ufi Height utter Width utter Depression rreet Transverse Slope treet Longitudinal Slope anning's Roughness �utter Cross Slope Uater Spread Width Vater Depth without Gutter Depression Uater Depth with a Gufter Depression �pread for Side Flow on the Street ;pread for Gutter Flow along Gutter Slope lowrate Carried by Width Ts lowrate Carried by Width (Ts - W) �utter Flow �ide Flow otal Flow (Check against Qo} tter Ftow to Design Flow Ratio uivalent Slope for the Street �w Area �w Velocity D product � ' UD-Inlet DP 305-100YR.xls, Street Fiy �:GUTTER CONVEYANCE Project = FCOi 95 - 2003 Elementary School Street 1D = DP 305 - 100 YR (Zephyr Road) � H � � s�Cc . c�.,m � ; i Qo = 3.7 cfs H = 6.00 inches W = 2.00 ft Ds = 1.52 inches Sx = 0.0200 ft/ft So = O.00S5 ftlft N = 0.016 Sw = . :'.� .y.. 0:08 ft/ft T = 12.35 ff Y = 0.25 ft D = 0.37 ft Tx = 10.35 ft Ts = � ' -- 4.48<ft Qws = ' 2:3 cfs Qww = , �� , : •:0:5 cfs Qw = , �.� . -, �: 1.8 cfs Qx = - � : � � `1:9, cfs Qs = . � '3.7 Cfs Eo = 0.48 Se = OA5 ft/ft As = 1.65 sq ft Vs = 2.25 fps VsD = 0.84 ft�ls 3/29/2402, 9:00 AM ' ' � ' , 1 ' 1 ' ' 1 ' ' ' School esign Infarmation (Input) esign Discharge on the Street (from Street Hy) :ngth of a Unit fnlet ide Width for Depression Pan logging Factor for a Single Unit eight of Curb Opening in Inches rifice Coefficient �eir Coefficient 'ater Depth for the Design Condition ngle of Throat {see USDCM Chapter 6, Figure Si-5) umber of Curb Opening lnlets ►s a Weir otal Length of Curb Opening Inlet ;apacity as a Weir without Clogging :logging Coe�cient for Multiple Units ;logging Factor for Multiple Units :apaciry as a Weirwith Clogging �s an Orifice :apacity as an Orifice without Clogging ;apacity as an Orifice with Clogging r�v Dinection Qo = 3.7 cfs Lu = 5.00 f# W p = 3.00 ft Co = 0.15 H = 6.00 inches Cd = 0.67 C,1n� = 3.00 Yd = 0.37 ft Theta = 63.0 degrees No = 1 L= �•S.00ft Qwi = 7.0 cfs Clog-Coeff = 1.00 Clog = �0.15 Qwa = . . 6.5: cfs Qoi = ' 5.2 cfs Qoa = 4.4 cfs Qa — � 4:4! cfs C% _ �;��.� 100.00.! % Percentage for this Inlet = Qa ! Qo = ' , � � �'CURB'OPENING:INL'ET IN.A SUMP � .: Project = FC0995 - 2003.EI InIetID= DP305-'100yrG Note: Unless additional ponding depth or spilfing over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. , UD-Inlef DP_305-100YR.xls, Curb-S 3/29/2002, 9:00 AM �p Lu �P _ yr___s ' 1 � , � ' 1 l� ' 1 1 ' ' Si,dc Walh 'Ts <--------� � I\` - - � - , _ � Y ; � �' � QX �'�" S�c D � W ^' � /�--- ^/� � �y, W Y--- T <------------------------) <- �>C---------Tx--------) GutEer Street gn Discharge in the Gutter Height ;r W idth �r Depression :t Transverse Slope :t Longitudinal Stope �ing's Roughness itter Cross Slope ater Spread Width ater Depth without Gutter Depression ater Depth with a Gutter Depression iread far Side Flow on the Street iread for Gutter Flow along Gutter Slope �wrate Carried by Width Ts �wrate Carried by Width (Ts - W) itte� Flow je Flow �tal Flow {Check against Qo) ' Gutter Flow to Design Flow Ratio Equivafent Slope for the Street Flow Area ' . Flow Velocity sD product ' � � � GUTTER�C4NVEYANCE :CAPACITY :� - �-�;:- Project = FC0195 -.2003 Elementary School Street ID = D.P. 400, 90-Yr (Timberline Rd) .i. � H � � v s��c } Crown � � Qo = -4:8 cfs H = 6.00 inches W = 2.00 ft Ds = _ 1:52 inches Sx = 0.0200 ft/ft So = D.0050 ft/ft N = 0.016 Sw = A�0:08� ft/ft T = • �'14:05 ft Y = 0:28. ft D = � .`� i0.41 ft Tx = � ::t 2.05 ft Ts= � ': �4:89�ft Qws= �:-.2:7•cfs Qww =. � �'� �;'.�Q.7�cfs Qw = : ::.. L:2:0. cfs Qx = :2:8 cfs Qs = � _ �4.8 cfs Eo = ":0.42 Se = 0.05 ft/ft As= , .2.10.sqft Vs = � .2.29 fps VsD = . 0.93 ftZ/s ' UD-Inlet DP 400-10YR.xls, Street Hy 4/2/2002, 11:42 AM 1 1 �� , ' � ' C, ' ' , 1 ' ' ' ' N 'CURB ;OPENtNG-:1NLET:IN :AaSUMP Project = FC019S -.2003 Elementa School Inlet ID = D.P. 400,18-Yr (Timberline Rd) n�v Dinection Qo = 4.8 cfs Lu = 5.00 ft W p = 3.OQ ft Co = 0.15 H = 6.00 inches Cd = 0.67 Cw = 3.00 Yd = 0.41 ft Theta = 63.0 degrees No = 2 Design Information (Input) Design Discharge on the Street (from Street Hy) Length of a Unit Iniet Side Width for Depression Pan ' Clogging Factor far a Single Unit Height of Curb Opening in Inches Orifice Coefficient Weir Coefficient Water Depth for the Design Condition Angle of Throat (see USDCM Chapter 6, Figure ST-5) Number of Curb Opening inlets L = 10.00 ft Qwi =' " .' 12.1 cfs Clog-Coeff = . : -, � . 1.25 Clog = ""� OA9 Qwa = "- -: -'{:1:4 cfs Qoi =. - 19.6 cfs �oa = , . 10.5 cfs s a Weir �tal Length of Curb Opening Inlet apacity as a Weir without Clogging logging Coefficient for Multiple Units logging Factor for Multipfe Units apacity as a Weir with Clogging s an Orifice apacity as an Orifice without Clogging apacity as an Orifice with Clogging Qa = �-c: -`�i;= .10:5 cfs C%=i:Y=.�r-°100`0� % Percentage for this lnlet = Qa ! Qo = Note: Unless additional ponding depth or spilling over the curb is acceptabls, a capture percentage of less than 100% in a sump may indicate the need for additianal inlet units. ' UD-Inlet DP 400-1QYR.xIs, Curb-S 4/2l2002, 11:42 AM Lu �P �� - � --�---a► ' ' � ll ' ' ' 1 ' 1 1 ' ' H � i \/ s� w�x -rs �--------�► A h--- _ � ; y ; � �' � Qx �� 9c D � W ^' � ^--- Di° �StiY � Y--- T <------------------------)► <--W�---------TS--------) Gui�er Sireet �n Discharge in the Gutter Height r Width r Depression t Transverse Slope t Langitudinal Slope ing's Roughness Gutter Cross SEope Water Spread Width Water Depth without Gutter Depression Water Depth with a Gutter pepression Spread for Side Ffow on the Street Spread for Gutter Flow along Gutter Slope Flowrate Carried by Width Ts Flowrate Carried by Width {Ts - W) Gutter Flow Side Flow totaE Flow (Check against Qo) ' Gutter Flow to Design Flow Ratio Equivalent Slope for the Street Flow Area ' ' Flow Velocity sD product ' � � GUTTER�"CON�/EYANCE ;CAPACiTY . Project = FC0195- 2003 Elementary School Street [D = D.P. 400, 100-Yr {Timberline Raad� s�a , c�„n. � � Glo = 13.4 cfs H = 6.00 inches W = 2.00 ft Ds = 'l.52 inches Sx = 0.0200 ft/ft So = O.OQSQ ft/ft N = 0.016 Sw = � � ' � 0.08 ft/ft T = 21.24 ft Y = . O.a2 ft D = 0.55 ft Tx = 19.24 ft Ts =:'.' � �_6:62 ft Qws =' : � �: 6.1 cfs Qww = i . � . �: ' .2:3 cfs �w = �` r; .= .� :.: :3:7. cfs Qx = 9:7 cfs Os = • 13:4 cfs Eo = ' 0.28 Se = 0.04 ft/ft As = 4.64 sq ft Vs = 2.89 fps VsD = 1.59 ft�ls ' UD-Inlet DP 400-100YR.xls, Street Hy 4/2/2002, 11:40 AM ' 1 � ' ' ' , ' ' ' ' ' ' � ' , 1 � Project = FC0195 - 2003 E Iniet !D = D.P. 400, 700-Yr -;CURB��OPENING °INLET IN.�A�SUMP -� =� � School ne Rd) �p Lu �P ,[-- -----Y[--�-'iC --� waabe r � Yd , H ,,; �„•'�'� Gui�ber �sign Information (Input) asign Discharge on the Street (from Street Hy) :ngth of a Unit Inlet de Width for Depression Pan ogging Factor for a Single Unit �ight af Curb Opening in Inches �fice Coefflcient eir Coefficient ater Depth for the Resign Condition �gle of Throat (see USDCM Chapter 6, Figure ST-5) �mber of Curb Opening lnfets �s a Weir otal Length of Curb Opening INet ;apacity as a Weir without Clogging ;togging Coe�cient for Multiple Units :logging Factor for Multiple Units :apacity as a Weir with Clogging s an Orifice ;apacity as an Orifice withaut Clogging :apacity as an Orifice with Clogging � Fl�ow Direction Qo = 13.4 cfs Lu = 5.00 ft W p = 3.00 ft Co = 0.15 H = �6.00 inches Cd = ' , �0.67 G1nr = =3.00 Yd = 0:55 ft Theta = 63.0 degrees No = ,2 L= =� � `10:00 ft Qwi =" ` 18.8 cfs Clog-Coeff = . `125 Clog = � " � `0:09 Qwa = � . . _ :,- , �17:7 cfs Qoi = ,..: 95:4 cfs Qoa = - . ... . _13.9 cfs Qa = y;�;�":r:;>�:#13`i9: cfs C% = #�>': � s'100:p0, % re Percentage for this Inlet = Qa ! Qo = Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than i00°10 in a sump may indicate the need for additiona! iniet units. , UD-Inlet DP 400-1 dOYR_xls, Curb-S 4/2/2002, 11:41 AM '4�;---�� , ��. �C 1 ..5 � . . . � { .. �._.7 , . { � k(j�• � � . . ��'{ .. .:,. � ., �` � !. ! ,".i { Fha ,�' ; �.:.. 'R`` �� .' . '� �J ' ct� 6` s � -.. . ;*_ .; - .'� , . . _ . � �� ', � . �? � . _ . �e -t," $� ,hn° � - - . . � ��_ s 'Y � �� - `} �� F C � �� y' `�� - � . � - ^+� _ w ' :. _ _ �� . ft� & Y-_ .f'R ��—� , , . E�� , d?�u 7� 1 Ir-�� w`.'1_4 . . ,yY � rL '*�},:- �P h .. f & :� � �.+:,� ..'`'� ' ,� ��::�. •S_�. . . . ,�� - .� :�`� �. � � � �,� � � , 'i � x !� _ }r . g- f �.k�-:n �. ._ . .. '6;�.:�. ., *� � .. . :.'s �� t+ 'r� . ' 1 Y ^E �� J , _ . . . i R�r�y Y�._ W r � �� '' y� t i -�. � - � . � . �.:-�r t p � � � - . t . '�'` - �� '. ' . - . . � _ ._" �t` � ... ' r:. - -� F�r . � " ��. �a: �; �}�.- . �Y . . -. �, �y � J. 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O O O O C C O O O O O 6 O D Oj O O G O O O O O O O O Q C t9 � � � C L L L L L r L � L� L.G L L L t.0 L S t � m U U U U U U U :7 U L L U U' U U U U U U U fJ �V N C C C C G G C_ C{ C = C G C C C C C C C C �� V' O O O p O� O O lA ef N O� � CY V� O O � N N f`� fh M C+1 N['7 f`') � OD OD � N N � N N P) C7 � (V (D O O GO N(D 0 OI Qi O M N t� t0 � t� 4 O N O �D N fV O N O r' CJ NS W U7 m Vl � f� 1� t0 N O N O C � N N M O O N N� ch N 00 � aC tC th f� 0I 0� P. d . tt M 1� 47 CO � M O O� O N 1� aD O Q ef Q N N CO .� � �- •- ,- f� c'�� N � fV �� O O� O c � � .- `V � c0 `� � m O � O O O O O O� W! � O O M O O O O O O~ � N� N N N N CV N N n�� O•- � f`�i c`�� f�'J c7 fh C7 c�7 M� � � C! 0 fl O �� O uWi w O o S= 2 2= 2� ifaf�f�u3u�f��O;UF �l�tn��i��O � o � a v . J � N C7 � tn (D m!� OJ� N f`� V O f") t!') �M N N f�l V O O O O d O� p O O O 6 O f7 O O O O O O O N N N CJ N N� fY N' .- .- � c'� c7 � t� ch C� oy c+7 M da�dd.d.cn�ri.�dd ri.n.ari.aaaadd E I l9 Q� . ' � O O p O N f7 R C(V% N O O M �M N N� yZ O ry O C7 O O O O p O p O O O� O O O � O O ? � � N N N N� fY �yf � [`� [7 C'7 C� M M c'7 f`� o= a`a b o 0 o z�o O o o n w a a= o=_ tn i cn . tn cn cn cn rn � i cn U cn v� cn �- v� cn ��n �� < `f o � O � .. N � u 01 C � d �� LL1 j aUi � oU a E O � (D t0 � N N � M 0 N + Q � 7 � O � � O F U �� c � d � R j V � O N .0 � O �.�+ Q' 2 v Y O 0 m � M U C y � O « � � � w � @ 2 0 E N U � N If) o> o � r � N E �' O � ��¢ m �v E�n y C � ll.� � m a��' N � O ci�o ,� i= c o , ' � ' , ' ' ' 1 ' , ' 1 , ' ' ' � ' Projec[tf: FC0195 Project Name: 2003 Hlementary School Calculated By: GAD Date: 5/9/2002 Calculations per Urban Drainage and Flood Control District Section 5.6.2 Required Rock Size and Sec�ion 5.6.3 Extent of Proicction Loca[ion: Storm Drain 200 outfaHing to pond. Outfall Pipe Diameter, in: 30 Velociry, ft/s: 5.19 Qi�, cLs: 25.51 Depth of tlow, ft: 2.5 Tailwater depth, k: 2.99 Froude Number: • 0:58 subcriticn! Where, F = V!(g�os � � " F>0.80, supercritical flow F<0.80, svbcritical flow Required Rock Size: a Q/D= s= 2.58 Q/D� s= 6.45 b. Y,IIk 1.20 c. �asdD)�Y�)'.�/(Q/Du) = 0.023 From Figure 5-7, Use Type 'I.'" � Riprap dso � - :. 9 .: _ incha ' !f theJlow rn the culvert is supercritical, substitate D, for D. Where: p,='/2(D + ya) ' Therefore: . D,= n/a ft a. Q/D,zs_ n/a ��,is= n/a b'. Y,/Da n/a �'• (�so��i�`��i.z�(Qro,�') = 0.023 From Figure 5-7, Use Type n/a Riprap d5o = — inches Extenr ofProtection: L = ( I/(2tars6))(A,/1', - W� Where: ,It(2ianB}�- 6.60,:P.er F�Siue 5_9 ::,,,�'� �.;�` A,,. QN Where, V= acceptable vdocity, 5.5 fps A,. 4.64 ftZ Therefore: Caiculated L= -6 $ Check Results: L> 3D Minimum L= 7.5 ft •L < l OD Maximum i. = 25 ft • N'hen Q/D'' < 6 Use L = 8 feei hfazimum Depth: D = 2dso Use D = 18 inches Riprap Wrdrh: W=3D Use W = 8 feet B E Y O N D E N G I N£ E R{ N C 1 ' � ' ' ' ' ' ' , ' ' ' ' ' ' � , Projecrlf: FC0195 Project Name: 2003 Elementary School Calculated By: GAD Date: 5!9/2002 Calcufations per Urban Drainage and Flood Control Disttict Section 5.6.2 Required Rcek Size and Section 5.6.3 Excent of Protection Location: Storm Drein 300 outfalling to pond. Ou[falt Pipe Diamecer, in: �30 �� Velocity, fUs: � 6.00 � Q,�, cfs, 29.44 � Depth of flow, R: � 2:5 - Tailwater depth, ft: 3.09 Froude Number: D.67 sabcritical Where, F=V!(gY)o.s f>0.80, supercritical flow F<0.8p, subcritical flow Requrred Rock Size.• a. Q/D:s= 2.98 Q�i.s` 7.45 b. Y,/I� 1.24 c. (dso�)(�'�)�.z�(Q�ss� = 0.023 From Figure 5-7, Use Type' � L � �• Itiprap dso=; . 9.09''` inches ' ljthe flow rn rhe cwlvert is supercritical, substiture D, for D. �Vhere: D,= ��i(D+Y� Therefbre: Da n/a ft a'. Q/D,ss= n/a Q/D,�.s- nJa b'. Y,/D,= n/a �'• (dso�J(1'��'��(Q�.l� = 0.023 From Figure 5-7, Use Type i� N/A `� Riprap dso=!" — �:'inches Ertent of Protection: L = (1/(2tan9})(A�Y� - Vl� Where: 11(2ran8) ='6.b ; perFig�ue 5-9,. _� , � A,. QN Where, V= acceptable velociry, 5.5 fps A,., 5.35 ft� Therefore: Caiculated L= -5 ft Check Resulrs: Afnzimum Depth: L> 3D Minimum L= 7.5 fl 'L < l OD Maximum L= 25 ft ' t\'hrn QID- ` < 6 Use L = 8 feet D = 2dso Riprap Width: �1' = 3D Use D = I8 inches Use W = 8 feet 6 E Y O N D E N G l N E E N I N G � ' ' � ' � ' ' LabeI:OUTLET-200 Rim: 4 �48.76 ft Suma:4.946.26 R � � i Rim: _Sum� i 0+00 2+00 � Labet: P-208 Up. lnvert 4,947.77 ft Dn. hvert 4,946.26 ft � L: 302.20 ft Size:30 inch S:0.004997 ft/ft � ' ' � ' ' ' � ', � ' Tctle: 2004 Eleme�tary School n:\ic01951drainage\stormcadlfcQ195-stmc.stm 05/09/02 09:3Q:58 AM 4+U0 \ . Label: P-2Q7 Up. invert 4,948.87 ft .:. Dn. lnvert 4,947.87 ft L• 207 .38 ft Size:30 inch � S: Q.0�4966 Wft Profile Scenario: 100 Year Event 3 � , � Label: SDI-203 =Rim: 4�54.-13-fit— � Sump:4,949.26 ft � Sump::4,950.16 ft Labei: SDI-201 1 Rim:4,954.75 ft F3im:9�.54 5(Ut 4 SLF[Tlp' d p51 4A Sump:4,951.01 ft �--� Label: MH -201 Label: SDt-400 Rim:4,957.49 ti Rim:4,957_09 ft Sump:4,952.64 ft Sump:4,�3.27 ft 6+U0 \ .,,..�,,., �.., 8+00 Label: P-206 Up. invert 4,949.93 ft Dn. tnvert 4,948.97 ft L:191.02 ft Size:30 inch S:0.005026 Wft Label: P-205 � Up. Inwert 4,950.83 ft Dn. Invert 4,950.03 ft � • L:160.28 ft Size:30 indi S:0.004991 Wft I10+00 � 12+00 Label: P-204 � Label: P-202 Up. Invert 4,951.68 A Up. Invert 4,953.31 $ Dn. 0-+vert 4,950.93 ft pn. Invert 4,952.25 ft L: 'I 50.Q0 R L:132.26 ft Si�e:36 inch Size: 24 inch s: a.00s000 rtirt s: 0.0080� s rvrc Label: P-203 Label: P-201 Up. Invert 4,952.15 ft Up. Invert 4,953:94 ft Dn. trivert 4,951.78 8 Dn. Invert 4,953.51 8 L:73.20 ft ' L:42.62 ft Size:30 inch Size:24 inch S: 0.0�5055 Tt�ft S: 0.010089 ftlft Notte /Lssociates Inc O Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1.2d3-755-1866 . I — 4,958.00 � 4,956.00 ` 4,954.00 � Elevation (f� ; 4,952.00 � = 4,950.06 —j 4,948.00 f 4,946.00 ' 14+00 Projed Engineer: GAD StormCAD v4.1.1 (4.2014a] Page 1 of.1 . 1 ' � � ' ' ' ' , I ` ' � LabeI:OUTLET'-300 � R� m: 4,-9��66 ; ' Sum : 4 946.16 ft ; i ! 1 � 0+�0 1+00 � r� Labei: NIH-303 R� m: � 4�53�i1� Sump: 4,946.53 ft � _ _ , 2+00 Label: P-304 ' Up. Invert: 4,947.20 ft Dn. invert: 4,94fi.16 ft L: 261.00 ft ' Size: 30 inch S: 0.003985 fflft � i ' , � ' Title: 2004 Elementary School n:lfcQt951drainagelstormcad1tc0195-stmc.stm . _ OS/09/02 09:32:33 AM 3+00 Label: MH-301 Rim: 4,955.10 ft . � �� abel: P-302 Up. Invert: 4,949.41 ft Dn. Invert: 4,948.15 ft 1.: 24920 f� Size: 24 inch S: 0.005056 ff/ft Profiie Scenario: 100-Year Event Label: MH-302 ftim: 4,95_4_3D�_ Sump: 4,947.38 ft ; i 1_ � ; i 4+00 Shation (f,t) 5+00 - Label: P-303 � : Up. Invert: 4,948.05 ft � � Dn. Invert 4,947.30 ft � L: 187.22 ft �-� Size: 30 inch S: 0.00400fi ff/ft L.abel: SDI-301 Rim:4,955.71 ft Sump: 4,949.36 ft : �� Label: SDI-300 Rim: 4,954.32 ft Sump: 4,949.83 ft 4,956.00 4,954.00 - 4,952.00 Elevation {ft) 4,950.00 I j 4,948.00 � 4,946.00 9+oa Label: P-301 Up. Invert: 4,950.03 ft Dn. Invert: 4,949.5'f ft L: 103.71 ft Size: 24 inch S: 0.005014 ft/ft 0 Nolte Associates Inc !� Haestad Methods,'Inc. 37 Brookside Road Waterbury, CT 06708 USA +4-203-755-1666� 7+00 Label: P-300 Up. Invert: 4,950.50 ft Dn. Invert 4,950.'! 3 ft L: 74.52 ft Size: 24 inch S: 0.004965 ft/ft Project Engineer. GAD StortnCAD v4.�.� [4.2014a] ' Page 1 of 1 � . Profile Scenario: 100-Year Event Label: MH-302 Rim: 4,954.30 ft Sump:4,947.35 . i � ; � 4,955.00 � � � I Label�: SDI-303A ; bei~SD1303B 4,954.00 , Rim:4?952.77� t�� Rirt�: 4,952.42 ft ��948.66 ft E � Sump:4;94$:'t�2�ft , f 4,953.00 � ' i ' ' i . f ' i f ; � ; 4,952.00 i, ; , `{ ! � j ; 4,951.00 � ! 1 � , I i � I � � 4,950.00 � ' 4,949A0 � � I ►� �a � i I � ; " , 4,94$.00 � � � � � � ' 4,947.00 4+40 4+6p 4+80 5+00 5+20 5+40 '�,5+60 5+80 6+00 Station (fi) '� ,\ Labef: P-3036 � ��: P-303A Up. Invert: 4,948.79 ft Up. Invert: 4,949.33 ft Dn. Invert: 4,948.55 ft Dn. Invert: 4,948.89 ft L: 47.65 ft L: 88.43 ft Size: 12 inch Size: 12 inch � S: O.OQ5037 ft/ft S: 0.004976 ft/ft F.�evation (R) Title: 2004 Elementary School Projeci Engineer: GAD n:\fC0195\drainagelstormpd�fc0195-stmc.stm Nolie Assoeiates Inc StortnCAD v4.'I .1 [4.2014a] 05/09l02 09:33:42 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +�-203-755-1666 Page 1 of 1 ' 1 � ' , ' 1 , ' ' ' C 1 Profile Scenario: 100-Year Event Label: SDI-100 F2im: 4,958.10 ft Sump: 4,954.40 � 4,959.00 � ; Label: TEE-101 , ; j = � , �rx��;957.40-ft----- � 4,958.00 � Sump: 4,953.45 ft , Labei: MH-301 � � . = 4,957.00 Fbm: 4,955�.0 ft • , Sump: 4,94$.74 � � ; 4,956.00 ; � ; 4,955.00 - - �f � �evation (ft) 4,954.00 i � , � ; � ' � ; 4,953.00 ; i � � 3 � � 4,952.00 E� I � ; � 4,951.00 � � � i � � � ' 4,95�.Q0 � � � � � � � 4,949.�0 ; t . i � I ! ' ` 4,948.00 6+80 7+00 7+20 7+40 � 7+60 7+80 8{-00 8+20 8-r40 . � St�on (ft) ' Labet: R'105 Up. Invert 4,953.45 ft Dn. lnvert 4,949.9'1 ft L: 106.78 ft ' Size: 18 inch S: 0.033152 ff/ft 1 ' N Label: F 104 Up. lnvert 4,954.40 ft Dn. Invert 4,953.45�ft L: 28.83 ft Size: 18 inch S: 0.032952 f�lft ' TiUe: 2004 Elementary School Project Engineer. GAD n:\fc0195�drainage�stormcad1fc0195-stmc.stm Noke Associates Inc StormCAD v4.1.1 (4.2014aJ U5/09/02 09:44:27 AM � Haestad Methods, Inc 37 Srookside Road Waterbury. CT 06708 USA +�_2p3-75S1666 ' Page 1 of 1 ' ' � ' 1 ' ' , ' ' ' ' � ' , , , � ' � � : � � Label: SDI-101 Label: CQ102 �m: 4,958.35 ft Rim: 4,958.30 ft Sump: 4,955.90 ft Sump: 4,955.06 ft 4,958.50 � ; � — 4,957.04 Label: TEE-101 Ri m: 4, 957 .40 ft Sump: 4,953.45 ft; . ��,. Profife Scenario: 100-Year Event , --- — - 4,956.0� � : 4,955.00 l� � , 4,954.00 ' � 4,953.00 8+40 8+fi0 8+80 9+00 9+20 Station (ft) Label: P-103 Label: P-102 Up. Invert: 4,955.73 ft Up. Invert 4,955.90 ft Dn. Invert: 4,953.86 ft Dn. Invert: 4,955.83 ft L: 1 p2.50 ft L: 3.99 ft Size: 8 i nch Size: 8 i nch S: 0.018244 ft/ft S: O.Q 17544 fUft Elevation (ft) Title: 2004 Elementary Sdiooi Praject Engineer. GAD n:\fc0195�drainagelstormcad�fc0195-stmc.strn Nolte Associates Inc StortnGAD v4.1.1 [4.2014aj 05l49l02 09:45:35 AM � Haestad Methods. Inc. 37 8rookside Road Waterbury. CT 06708 USA +1-203-75�t666 Page 1 of � ::. . . _ , ,. .. r'�'' - � ' _ ,� ' �� • : `' � � ,' . ' . �� - .. ��t _ , � " ��' .+f .. • �'�' �' ; y �i� _ _ - �� «.:r� „� ' ��'��. _ �+, � 3.i. r�.s - � -':r �� `:. DETENTION/WATER QtJA�IITY POND DESIGN � ��f,`�� .;�, �. - � - ' ' `'�,� �� ; - ��€ �s � �- R _ � '� �+sJ "�2 .- _ ,... 4' �� y t �"v�,�� i:r `� ` . �:�. „� . . � + �� .� '� � � � M ! ��1� � � �f " . � �:� ,� � i �+�Y'�,. � Y� x'.i�'i '.:K � . � � . . . . 7� �3�. � `�,:� a„ • .� r 4� .. -. � . ' �w� � a , � ,� * . :,�; � -� e�'•�' _ ��: r R+� , r � W 3� � t '' . , ' : ;' - y . -. r�� '' { +�.:' 0 4 �; �+ .x�� ; .� _ . . .F� � � ,r,., �: � , . . . y, . , � �� -,..� r `` �i+.�.�a,^..., t.�'�r--�—�'��.`a`"-- v....r-..,.,'�:` ^ys ; . � j � .. � t• '.:'� #�'Y - . .. �+!�+ � n � • 3�: RF .� ' 1 � ' 1 1 ' 1 ' ' ' , 1 ' ' , , � ' :�.... � efenfion� o"`n°� olume C�ctilation:=� - - � Project #: FC0195 �O Project Name: 2003 Elementary School Calculated By: GAA Date:3/30/2002 BEYOND ENGINEERING Detention pond volume (V): 1/3d(A+B+{AB)°'S) (uniforrn sides) V✓here: V= Voiume between contours, ft3 d= Depth benveen contours, ft A= Surface area of contour 1'ene, ft� B= Surface area of contour line at a depth relevant to d, ftZ } •r ,s. a. , L '^^'"-- ..»"'�"�'a'^z3'�'.'"".�"...""^�'�-�yc•- '-r'-+'� ,� ��_- .. �:'' ",�.Y '`'` �.- ' ` South�Detentron.P.ond., �'��.,.-n.:...'4`:::�. '��,�a�-,�^.-':;� '. �, � Required Vo3ume �, Cummulative Cummutative Per Volume Etevation DQ A B Volume Volume Volume FAA + W CV ft R2 h'' ft3 ft3 ac-ft � Vo � 4943.75 � 0 � 0 � U.00 0.00 ; 0.00 0.00 � i V� � 4444.00 � 0.25 � 0 j 567 � 47 ; 47 0.00 � ( Vz i 4945.00 1.00 j 567 � 2,9�4 � 1,605 ; 1,652 � 0.04 � V, ' 4946.00 f 1.00 � 2,954 i 7 ry�} 1 4,852 1 6,504 0. ] 5 j 0.231 � Vwo � 4946.44 E 1 Q.23 ! � Vs ( 4947.00 � 1.00 � 7,041 ; 8_866 7,936 ' 14,440 ( 0.33 � j VS i 4948.00 1.00 $,86b � 1U,198 9,524 ; 23,9b4 Q.55 V6 � 4949.00 1.00 10,198 �]4,04� 12,071 I, 36,035 0.83 _ _ 0,696 V,�. 4949.25 � 0.93 � V7 j 4950.00 1.00 14,047 ! 21,143 i7,498 � 53,533 1.23 V$ j 4951.04 1.00 21,193 ( 34.$12 � 27,723 81,256 1.87 ; � V9 � 4952.00 1.00 34,812 � 49.094 � 41,749 i 123,005 � 2.82 ! Nolte Associates, Inc. 3/30/2002 l0:4$AM , , ----------------------------------- D�T£7�=ION PONA SIZING BY FAA METHOD � Developed by � Ci� « Eng. Dept., U. of Colorado Supported by De�✓er Metro Cities/Counties Pool Fund Study Denver Urban Dra�aage and F2ood Control District, Colorado ______________________________________��_________________��_=__=__________=_ ' USER=Nolte Associates, Znc ............................................ EXECUTED ON 03-30-�00� AT TIME 10:22:48 PROJECT TITLE: 2003 Eieme�=ary School ' ' , ' ' ' ' ' ' ' ' 1 1 � **** DRAINAGE BASIN DESC�I �':ON ' SASIN ID h"LJt�-,..^�i = 501 BASIN ARE; (a=re)= 11.84 RUNOFF COEr' - 0.69 ••*'* DESIGN RAINFALL STA':STICS DESIGN RETURN PERIC] (YEARS} = 100.00 RAiNFALL ZNTENSITY-7ISRATIQN FORMLTLA IS GiV$N I(IN/HR)=CONSTI•?il/;?+CONST2)�CONST3 ONE-HOUR DEPTH� {INC-WS)= 2.60 CONST 1 = 28.5 CONST 2 = 10 CONST 3 = .�86 *'*'* POND OUTFLOW CHARACT�2ISTICS: MFU{IhNM ALLOWA3L£ P?i,EASE RATE = 17.1 CFS 0[J'i'FLOW AD3i3STT'.E_T�*T ?=CTOR = 1 AVERAGE RELEASE rZAT = 17.1 CFS AVERAGE RELEASE RAT3 = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***'* CaMPUTATION OF POND SIZE RAINFALL RAINFALL INF"_,.?W OI3TFLOW REQUFRED DURATION INTENSITY VOi:�'� VOLTJME $TORAGE MINUTE INCH/HR aCRE-?T ACRE-FT ACRE-FT 0.00 0.00 0.00 0.00 0.00 5.00 8.82 0.50 0.12 0.38 10.06 7.03 0_80 0.24 0.56 15.00 5.90 1.00 0.35 0.65 20.00 5.11 1_16 0.47 0.69 25�00_��:�`��-'4:53-;:: = 1_29.' �.0.:_59��'.;.:,��U::70 30.00 4.09 1.39 0.71 0.68 35.00 3.72 1.48 0.82 0.65 40.00 3.42 1.55 0.99 0.61 45.00 3.16 1_62 1.06 0.56 50.00 2.97 1.6B 1.18 0.51 55_00 2.79 1.74 I.30 0.44 THE REQUIRED POND SIZ? -.�364109 ACRE-FT TFFE RAZNFALL DUFtATIOT FOR =:E ABOVE POND STORAGE= 25 MINUTES ' ' Design Procedure Form: Ex#ended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 ' [ ,r [1 ' ' ' ' ' ' ' ' ' ' ' ' ' � 1 Designer: �,,,4D Company: 1�iolie %ssocac�les �r�c Date: 1V`k�,c,H 3a 2�x7Z Project: FCOI a5 Location: ��-, R,,.d ��S,n Sol� 1. Basin Storage Volume la = 45.77 % A) Tributary Area's Imperviousness Ratio (i =!a / 1 QO ) i= 0.46 B) Contributing Watershed Area (Area) Area = 11.84 acres C) Water Quality Capture Volume (W�CV) WQCV = 0.19 watershed inches {WQCV =1.0 ' (0.91 ' 13 - 1.� 9 ' 1Z + 0.78 ' I)) D) Design Volume: Vol =(WQGV J'!2)' Area * 1.2 Vol = 0.231 acre-feet 2. Outlet Works A) Outlet Type (Check One} X Orifice Plate Perforated Riser Pipe . Other. B) Depth at Outlet Above Lowest Perforation (H) H= 2.69 feet C) Required Maximum OutletArea per Row, (Ao) Ao = ,.:0:39 `•�.,�square inches D) Perforation Dimensions (enter one onfyy: i) Circular Perforation Diameter OR D= 0.6880 inches, OR ii) 2" Height Rectangular Perforation Width W= inches E) Number of Columns (nc, Ses Table 6a-1 For Maximum) nc = :1 -�� - number F) Actuaf Design Outiet Area per Raw (Ao} Ao = �-0:37� ��f square inches Gj Number of Rows (nr) nr = 8� :`.T numbe� H) Total OuUet Area (Ao,) Ao, _ .�:'i3::00;��'='-square inches 3. Trash Rack � A) Needed Open Area: A, = 0.5' (Figure 7 Value} * Ao, A, = 1Q6 square inches B) Type of Outiet Opening (Check One) X < 2" Diameter Round 2" High Rectanqular Other: C) �or 2", or Smaller, Round Openinp (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W�„�) finm Table 6a-1 W�„c = , 6�- Tn inches ii) Height of Trash Rack Screen (H�} H�R = �' 56 = inches FC0195_WaterQuality.xls, EDB ' ' � ' ' ' ' ' ' ' ' ' , ' ' ' ' � ' Project#: FC0195 Project Name: 2003 Elemcntary School Calcuiated By: GAT3 Date: 3/30/2002 Design Point= 501 prifice Ca3culation: Rim Elevation= �4946.44 Qo = �q�2��o.s ] 00-yr Ponding Elev= =— 4949:25 Invert Our— :==-•4943:75 Allowable Release Rate= - '..1�7:1 cfs H= 5.50 ft C = 0.65 g = 32.2 fUs Q= 17.10 cfs Ac = 1.40 ft' Diameter of Orifice: -'.. .'�� B E Y O N D E N G I N E E R t N G Nolte Associates, I»c. 'rrr. �'sr� ;� ,.. rsb^ �F . ' . �� k� . i�'� • . . . . . � . �� . .; S . a ' � ."� `y d� I �k. 'y�L` S �': .. � •�Y Z y� } Z �jn ' .. r .. . y �: � � _ �: 4 y � �"' '�! k > � y - n ' ''a`� x "� } : r �� 7' . � � �` . �,' � y � + �� 5 } Y " � i Y� ' . � �.. � � Z _ . _ � n f �'' � � � . k �� . { � . '�I�:� a�j �"�� ER45ION CONTROL C:A�LCULATIONS �� "� • t : � �;,� �� . ; � �,; - �� 3 � � � F � ' _ aYs_ ,`a� F� , . . . ,,�..+.' . . - r Y t' 4. ?d'. F � R. ' " ,. - , � �':"�.`:. . ' . ^'1, ■ �■ �' �� ` A } z� • ;� ��. �,- , ..: r� � ;b � - s:�_ . _ ' - , � �.1 ' �, h* ;. : �°'� . �. `,' . t-� ,� ,y� �_ . } : ' .,.. � 3 > �e 'st'i ' ...�ei.�A�L.; ��_.�-� � s ��-�. ' �T'�iv_'� .s:'�3.. � $ ,. "...Sziflt�Siw�.-.i.i�.:'r. 'ou-m�'� ia�m r,�}�: '�� AF $�� f. c� 1 1 . - = RA'fNF,.��L.P��ORMANCE�STAIVD � � - ;Y � �LT��ID �,�Y � Project#: FC019S � I �` Project Name: 2003 Blementary 5chool ' Calculated By: GAD Date: 4/ 16/2002 B E Y O N D E N G 1 N E E R 1 N G STAI��DARD FORM A ' ' ' 1 1 � DEVELOPED ERODIBII,ITY Asb Lsb Ssb Lb Sb PS SU$-BASIN ZONE ac (ft} (% ft f% (% 100 MODERATEIMODERATE' ].OS 180.00 0.50 101 MODERATFJMODERATE* 0.11 118.00 O.SO 200 MODERATE/MODERATE" 1.43 315.00 1.16 20] MODERATE/MODERATE* 0.14 93.00 4.09 202 MODERATFJMODERATE"` 0.10 79.00 4.43 203 MODERATFJMODERATE# 0.23 155.00 2.75 204 MODERATE/MODERATE'" 0.61 207.00 2.38 300 MODERATFJMODERATE* 0.72 344.00 2.73 301 MODERATEIMODERATE* 0.16 140.00 2.18 302 MODERATFJMODERATE' 1.33 760.00 4.99 303 MODERATE/MODERATE* 0.84 209.Q0 2.23 � 304 MODERATE/MODERATE* 0.41 315.00 Q.66 305 MODERATFIMODERATE* 0.37 302.00 0.66 400 MODERATFJMODETtATE* f.51 691.00 0.83 40t MODERATEIMODERATE* 3.27 665.00 0.40 402 MODERATFIMODERATE* 0.83 333.00 0.87 403 MODERATFJMODERATE* 0.61 270.00 1.09 404 MODERATFIMODERATE* Q.34 216.00 1.73 500 MODERATFIMODERATE� 2.58 497.00 1.41 501 MODERATE/MODERATE' 0.62 60.00 0.50 17.26 439.51 I. I S 78.03 -lv1VLL1Cl11i'. W11VLCtCVL1Z31L117 GVIYL6CMVLr,KA1LKAl1VPRLLbKVLUS1L11Y GVNY, Lb = sum(AiLi)/(sum{Ai) _ (1.05'18Q+ ... +0.62*60)/I7.26 = 434.51 Sb = surrr(AiSi)/(sum(Ai) = (1.05'0.5+ ,.. +0.62*0.5}/17.26 - 1.15 PS (during construction) = 78.03 (from Table 8-A} PS (after construction} = 78.03/0.85 = 91.80 . ' Nalte Associafes, Inc. ' 1 � 1 ' 1 ' ' ' ' ' ' ' ' � Projectlt: FCQ195 Praject Name: 2003 Eiementary Schoot Calculated By: GAD Date: 4/172002 STANDARD FORM B B E Y O N D E N G 1 N E E R I N G EROSION CONTROL C-FACTOR P-FACTOR COMMENTS METHOD VALUE VALCTE $ARE SOII. 1 1.00 0.90 GRAVEL MULCH 2 0.05 1.00 STRAW-HAY MULCH 3 0.06 1.00 HYDRALJLICMUi.CH 4 O.tO 1.00 est�ausr�ocwsscov� 5 0.35 1.00 PAVEMEtJ7' 6 0.01 1.00 �rnaweatF,citavB.cu.�x 7 1.00 0.80 SILT FENCE BARRIER S 1.00 0.50 SUB PS AREA SASIN (%1 ac1 SITE �8.03 ] 7.26 SUB SUB ARFA PRACTIC6 C*A P•A REMARKS BASIN AREA ac 100 PERVIdUS U.00 1 0.00 0.00 BARE SOIL - 100 A4PERVIOUS IAS 6 OAt I.OS PAVEME�'T 101 PERVIOUS 0.00 1 0.00 0.00 BARE SOII. 101 RIPERVIOUS O.11 6 0.00 0.11 PAVEMEh7 2Q0 PERVIOUS 0.57 3 0.03 0.57 STRAW-HAY MLiLCH 200 II�iPERVIOUS 0.86 6 O.QI 0.86 PAVF.MENf . _ 201 PERVIOUS 0.12 7 0.12 0.10 STRAW BAI.E,GRAVEI.FILTER 2Q1 A�IPERVIOUS 0.02 6 0.00 0.02 PAVEME1v'C 202 PERVIOUS 0.09 � 0.09 0.07 STRAWBALE,GRAVELFII.TE 202 IMPERVIOUS 0.01 2 0.00 0.01 GRAVELMIJI.CH 203 PERVIOUS 0.18 7 0.1$ 0.14 STRAW BALb, GRAVEL FII.'i'ER 203 AiPERVIOUS 0.05 2 0.00 0.05 GRAVELMULCH 204 PERVIOUS 0.57 7 0.57 0.46 STitAW BALE, GRAVEL FQ."fER 2U4 L�tPERVIOUS 0.04 2 0.00 0.04 GRAvgL Mi1LCH 300 PERVIOUS 0.13 1 0.01 0.13 BARE SOII. 300 II�fPERVI0i1S 0.60 6 0.01 6.60 PAVEMENT 301 PERVIOLIS 0.05 3 0.00 0.05 S'IRAW-HAY Mt7LCH 30i Uvli'ERVIOUS 0.10 2 0.01 0.10 GRAVEL MLIL.CH 302 PERVtOUS 031 3 0.02 0.31 STRAW-HAY MULCH 302 IIviPERVIOUS 1.02 2 0.05 1.02 GRAVEI, MULCH 303 PFRVIOUS 6.75 7 0.75 0.60 S'IRAw BALE, GRAVEI. FII. 303 QvSPERVIOUS 0.09 2 0.00 0.09 GRAVEL M171.CH 304 PERVJOUS 0.16 3 0.01 0.16 STRAW-HAY MU'L,CH 304 A�IPERVIOUS 0.25 6 0.00 d.25 PAVEMII�'7' 30S PERVIOUS 0.07 3 0.00 0.07 STRAW-HAY MUI.CH 3Q5 IIvIPERV10US 0.31 6 0.00 03] PAVEMENT 400 PERVIOtTS 0.28 8 0,28 0.14 SILT FENCE BARRIER 400 QviPERVIOUS 1.22 6 0.01 1.22 PAVEMENT 500 PERVIOUS 2.58 4 0.26 2.58 HYDRAULICAiiJLCH 500 L*iPERVIOUS 0.00 2 0.00 Q.00 GRAVEL MULCH 501 PER�ROUS 0.63 4 0.06 0.62 HYDRAULIC MtJLCH S01 AiPERVIOUS 0.00 2 0.00 0.00 GRAVEL MULCH ' Cnet = (0'1 a ... +p'O.dS�(0+...+0) = 0.20 ' Pnel = (D•t+ ... +0"1 u(0+...+0) = 0.96 EFF = (7-C'P}100 = (1-0.2`0.86)106 = 80.8 ' > 78.03 (PS) � N:�FC01951Drainage�ExceR[FC0195 Erosion_Control.xfs]DURING ' Ndte Associates, tnc. ' ' M 1 ' 1 l_ I ' ' ' 1 1 ' ' ' ' , Cnet = (0•1+ ... +0'0.05�(0+...+0) = 0.04 Pnet ={0' 1 i... +0't u(0+...+0) = 1.00 EFF = (t-C'P)100 = {i-0.04'1}100 = 96 > 91.80 (PS) � N:1FC0'1951Drainagel6ccell[FC0195_Erosion_Control.xlsJAFTER FF CTI _ NESS�CAICULA4770NS AF'.�R CONSTRUC�rT�IIDN �;«w: Fcu,9s �� N� Project Name: 2003 Hlcmentary School Calculated By: GAD Date: 4/f 7/2002 B E Y O N D E N G I N E E R 1 N G SfANDARD FORM B EROSiON COh?ROL C-FACTOR P-FACTOR COMMEN?S METHOD VALliE VALUE BARE SOIL ] . 1.00 0.90 GRAVEL MULCH ? 0.05 1.00 STRAW-HAY MULCH 3 0.06 1.00 HYDRA[JLIC MULCH 4 0.10 I.00 �s� nsuSttEn cxnss COv�e 5 0.06 1.00 PAVEMEV'C 6 0.01 1.00 SUB PS AREA BASIN (%1 ac SI'CE 91.80 17.26 StIB SLB AREA PRACFICE C'A P'A REMARK$ BASIIv AREA {ac) 100 PERVIOUS 0.06 5 0.00 0.00 ESfASL1SHED GRASS COVER 100 IIvvIPERVIOUS i.05 6 0.01 1.05 PAVEME2�7 101 PER�'IOUS 0.00 5 0.00 0.00 ESTABLISHED GR4S5 COY�R IQt ,MPER�iOUS 0.11 6 0.00 0.11 PAVEME\i 2Q0 PERVIOUS 0.57 5 0.03 0.57 ESTABLISHED GRASS COVER 200 QvIPERV10US 0.86 6 0.01 0.86 PAVEMEh"T 201 PERVIOUS O.i2 5 0.01 0.12 ESfABLISHEDGRASSCOVER 201 1MPERVIOUS 0.02 6 0.00 0.02 PAVEMEt�T 202 PERVIOUS 0.09 5 0.01 0.09 ESTA9LISHED GRASS COVER 202 IIvIPERViOUS OA1 6 0.00 0.01 PAVEMEI�T 203 PERVIOUS 0.18 S 0.01 0.18 ESI'ABLSSHED GRASS COVER ?03 IMPER\�IOUS O.Oi 6 0.00 0.05 PAVEM�TT 204 PERVIOUS 0.57 5 0.03 0.57 E5I'ABLISHED GRP.SS COVER 204 D1�ER�70US 0.04 6 0.00 0.04 PAVEMEI�7 300 PER�'IOUS 0.13 S 0.01 Q.13 ESTABLISHED GRASS COVER 300 IMPERVIOUS 0.60 6 0.01 0.60 PAVEMEAT 301 PERVIOUS Q.OS 5 0.00 0.05 ESTAHLISHED GRASS COVER 301 IIvfPERVI0U5 0.10 6 0.00 0.10 PAVEMENf 302 P6RVIOUS 0.31 5 0.02 0.31 ESTABL[SHED GRASS COVER 302 A4PERVIOUS 1.02 6 0.01 1.02 PAVEMEI�T 303 PERVIOCIS Q.75 5 0.05 0.75 ESTABLISi1ED GR.ASS COVER 303 DvIPERVIOUS 0.09 6 0.00 0.09 PAVEMII�'T 304 PFJtVIOUS 0.16 5 0.01 0.16 ESfABLIS[-1bD GRASS COVER 304 A2PERVFOUS 0.25 6 0.00 0.25 PAVEME7�-1' 305 PERVIOUS 0.07 5 0.00 0.01 ESfABL1SHED GRASS COVER 305 A[PERVIOUS 0.31 6 0.00 031 PAVEMII�T 40p PERVIOUS 0.18 5 0.02 0.28 ES7ABL[SHEDGRASSCOVER 400 IIvIPERVIOUS l.L 6 0.03 112 ppVEMEAT 500 PER�'IOUS 2.58 5 0.15 2.58 ESfABLISHED GRASS WVHR �00 IMPER\ZOUS 0.00 6 0.00 0.00 PAVEME�T 501 PER\�IOUS 0.62 5 0.04 0.62 ESI'ABLISHED GRASS COVER 502 IMP6RVIOUS 0.00 6 0.00 0.00 PAVEMET�7 ' Nolte Associates, Inc. ' ' � ' , ' ' 1 ' ' ' ' ' ' Project#: FC0195 Project Name: 2003 Elementary School Calculated By: GAD bate: 4/17/2002 STANDARD FORM B Sequence for 2002 thru 2003 indicate by use of a bar line or symbols when erosion control measures wili be installed. Major modificafions to an approved schedule may reguire submitting a new schedule for approval by the City Engineer. B E Y O.N O E N G 1 N E E R i N G Year 2002 2043 Month A M J J A S O N D J F M A M J J A Overlot Grading Wind Erosion Cont�ol Soif Roughening Perimeter Barrisr Additional Barriers Vegetative Methads Soil Sealant Other RainiaN Erosion Control Structural: Sediment TraPlBasin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Sare Soil Preparation Contour Furrows ierracing AsphaltJConcrete Paving other Vegetative: Permaneni Seed Planting Mulching/Sealant Temporary Seed Planting 5od Installation N ettings/M a tstBl a n kets Other ' STRUC7URES: 1NSTALLED BY MAINTAINED BY VEGETATIONIMULCHING CONTRACTOR , DATE SUBMITTED APPROVED BY CITY OF FORT C�LLINS NN:\FC0195\dtainage\Excell[FCQ195_Erosion_Control.�dsjconstruction ' NoRe Associates, fnc. �'�T ' �,� .iA � - _ . . . . . . , . �hs,l _ , . . . _ _ ��°`°Ai. '' . ti 0.., ��'', ' . t. Ey . t �' . � ._ . � . � � � � . . . .l.a � } � � . � . . .. . ' S� ~l. . '��' . '_ � ' . � , . � ' . - � . . � . _ . �. -� .. � . 1.'-.. .. - � � � �e. . � C �� i,`�' ,i . . . � ' ��, F � f- f �_ � , � � � � � ., 'y . . .. . ��. ��. � ;~t•nn . � S F � - �s rr : k , . 3-. '�� ;:.�, DESICN CHARTS;�TA�BL�E,S�; AND G�RAPWS , .s k "1' :�:. � � � � � • ' , � '�' 'ky`,.Q�� ,,,�". - . . . , _ � � , l' �:. � ^ K ` �y f 3 ,ria� "� ��a� � " r�«�X" t -��V �..�� r� 'g k! � #� �� i � ` �� r �; : � � {,a i� � �"Q, h�,.�_ L $ �,. .} . , � � . . � � s i. s �� . tl ��i% . . $ �%" '��3 � �'� �'t �. y _ - � _ . � . � �- >L �' � :- . . . .. . .. �.'�xi�� ,�. . .. � a i, � �`�anit��- E� . �.''�� a . _ � . � - d n � ��k �� i' ` _ . . .. . � '#y - �_,� s.y`�A� ._.. ' _: .. . . . . . . �13c's= �� F,-a�-h � ��Y �� . . _ � �x 1. e,� � �'.� �; t�� : �'� � � k` "'�..4. � .. .. . . . � 7 �� ;'F�k » . . . . �� ~ . �� . ' - .. � ('�i_ � _ : ; � ' . . . _i:�...Z.y.ts_.-__-? .dLs'� �. t� � `'� _ a��.� "L �. . Y : -.: ��'x'� .. a �� { � .. '* . . {.,'y� � '� _ . .y � ii�- � � �li, * �� 3' � �,'`�a��-'�--�"�� c�=ir,.. _ � _• � � "r ' ' M 1 � 1 ' ' ' MAY 1984 3-4 OEStGN CAITEAIA � ' ' , � � ' ' � ' Tabie 3-4 AATIONAL METHOD FREflUENCY ADJUSTMENT fACTORS Starm Retum Period � Frequenry Factor (9�s� G 2 to 10 1.00 11 to25 1.10 26 to 50 � 2Q 51 to 100 �. � 2� � Note: The product of C tlmes Ct shail not exceed 1.00 � .f Tabie 3-3 RATIONAL METHOD RUN�FF COE�ICIENTS FflR _COMPOSRE ANALYSfS CharacteroiSurtace Runoff Coeffiaent Streets, Parking Lots, Drives: Asphalt................................................................................................ 0.95 Concrete............................................................................................. 0.95 Gravel.............................................................. ............... �.50 Roofs.......................................................................................................... 0.�5 Lawns, Sandy Soil: Fiat<2% ............................................................................................. 0.10 Average2 to 7% .................................................................................. 0.15 Stesp>7°�0 ................................................... ............ 0.20 Lawns, Heavy Soit: FIaE<Z% ............................................................................................. Q.24 Average2 to 7% .................................................................................. 0.25 Steep>7% .......................................................................................... 0.35 ' � � ' ' ' ' 1 ' � ' ' ' 1 ' 1 ' � ' DRAINAGE CRfTERIA MANUAL {V. 1) 50 30 � 20 Z w C� ¢ W a �Q z u� a O 5 � w ¢ 3 � O v 2 ¢ w � Q 3 1 FlGURE RO-1 Estimaie of Average tJvertand Flow VeEocity for Use With the Rationai Formula 06/2Q01 Urban Orainage and Fieod Convol District RUNOFF RO-13 � .s� $ ��r r i r a � _ --- .1 .2 .3 .5 1 2 3 5 10 20 VE�.00ITY IN FEET PER SECOND TABLE RO-2 Conveyance Coefficient, C� ' ' � ' 1 1 ' ' 1 1 ' ' ' 1 ' ' � 1 city of Fort cotlirts Rainfal! Intensity-Duration-Frequency Tabie for using the Rational Method (5 minutes - 30 minutes) �igure 3-1a Duration 2-year 10-year 100-year (minutes) lntensity Intensity Entensity in/hr in/hr in/hr S.OQ 2.85 4.87 9.9� 6.00 2.67 4.56 9.31 7.00 2.52 �.34 8.80 8.00 2.40 4.10 8.38 9.00 2.3Q 3.93 8.03 10.OQ 2.21 3.78 7.72 11.Q0 2.13 3.63 7.42 12.OQ 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.OQ 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 i 8.00 i.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.fi7 5.46 22.00 i .53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 S.Og 25.00 1.43 2.44 4.98 26.00 1.A0 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 � 1 ' I� ' ' LJ LI ' ' � � ' ' ' � , � ' City of Fort Coilins Rainfalt Intensity-Duration-Frequency Table for using #he Rationa! Method (3i minutes - 60 minutes) Figure 3-1 b Duraiion 2-year 10-year 100-year (minutes) Intensity Intensity Intensity in/hr in/hr in/hr 31.00 1.27 2.16 4.42 32.00 1.24 2.12 4.33 33.00 1.22 2.08 4.24 34.04 1.19 2.04 4.16 35.QQ 1.17 2.00 4.08 36.00 1.15 1.96 4.01 37.00 1.13 1.93 3.93 38.00 1.11 1.89 3.87 39.00 1.Q9 1.86 3.84 40.00 1.07 1.83 3.74 41.00 1.05 1.80 3.68 42.00 1.04 1.77 3.62 43.00 1.02 1.74 3.56 44.00 1.01 1.72 3.51 45.00 0.99 1.69 3.46 46.00 0.98 1.67 3.41 47.00 0.95 1.64 3.36 48.00 0.95 1.62 3.31 49.00 0.94 1.60 3.27 50.00 0.92 1.58 3.23 5 i.OQ 0.91 1.56 3.'f 8 52.Q0 0.90 1.54 3.�Q 53.00 0.89 9.52 3.10 54.00 0.88 1.50 3.07 55.00 0.87 1.48 3.Q3 56.00 0.86 1.47 2.9g 57.00 0.85 1.45 2.96 58. QO 0.84 1.43 2.92 59.00 0.83 1.42 2.89 s0.a0 4.82 1.40 2.86 .r ' ' � 1 ' ' ' ' ' ' ' ' ' ' � ' � ' MAY 1984 �� .9 .8 .7 � a o .5 � U Q � Z .5 0 � U � � � .4' 3 2 ! _.___� _ I s=os°t F= 0.8 s =0.4% I F=0.5 I , i � � - I ' . f BE�OW MINIM�M � A�LOW48LE I STRE�T GR4pE � � � 0 0 2 4 6 8 10 12 14 SLOPE OF GU7TER (°/,j Figure 4-2 REDUCTION FACTOR FOR ALLOWAB�E GUTTEA CAPACfTY Apply reduction factor#ar applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-4 DESIGN CRITERtA t �.� �_ �. .� ' 1 � ' ' ' ' ' ' ' ' ' , 1 ' ' � , DRAINAGE CRITERIA MANUAL � 0 � 0 YtID RIPRAP lise Da instefld of D whenever flow is supercritical in tt�e barrel. �� Use Type L for a distance of 3D downsiream . FIGURE 5-7. RiPRAP EROSION PROTECTION AT CIRCULAR CONOU 1T OUTLET. 1 i-15-82 URBAN ORAINAGE a F1.Od0 CONTROL OIST3i1CT .� "Q .2 .4 .6 .8 1.0 ' ' . � ' � , ' ' , ' 1 ' ' ' , � � ' DRAINAGE CRITERIA MAfVUAL 9 = Expansion Angte m c .- a � � O r U � Z O � 2 Q a. x w RlPRAP /" FiGURE 5-9. EXPANSION FACTQR FQR CiRCU�AR CQN�UITS i 1-T5-$2 URSAN ORAINAGE fl FLOOD CONTROL OISTRICT � O .l .`L .3 .4 .5 .6 .7 .S TAILWATER OEPTH! CONDUIT HEtGHT� Y t/ Q ' 1 � � ' ' , ' , ' ' ' � � ' , � � Orifice Plate Perforation Sizin Circular Perforotion Sizinq Chart mQy be opplied to orifice plp{e or verticol oipe ouilef. ' uaF?�er may interpokcte to the neorest 32nd ineh to betta motch the reguired oreo, if desired Rectanaular- Perforation Sizin Only one column of rectangular perforations ollowed. Reciongular 'rleigh# = 2 inc�es Rec;ancular wdth (incnes) -�eeuired Area per Row (sq in) 2�� Rectangular Min. Steel Hale wdth Thickness �" � 1 4 6" � 1 4 7' f S/32 " 8" 5/16 " 9" 11 /32 " 10" 3/8 " >10" 1 /2 " Figure 5 WQCV Outlet Oririce Perforation Siung Urban Droinage ond Flood Control District Droinage Criterio MaRuol (V.3) F7r Detataawq ' ' � ' 1 ' , , ' 1 ' G� • - • - « � • � • •� - � •i •e � � •i : •►.� $ Inlet Area Sloi Size (Min.) �� Pedestrian M•10 �o � 8 / Inlet Area Slot Size (Min.) Standard: a� , �� .� 20.3 sq. in. Q.51" ' Q�O ❑O❑ Standard H-20 Rated: Domed style �� Startoard Domed Sryie N/A N/A �'� ❑ O D � O❑ 98.7 Sq. in. 1.10" �� o❑o on❑ i0" � oo�ao � Standard: �� Pedestrian N-10 Rated: � 29.7 sq. in. 0.43' �'� — 87.6 sq. in. .375" � Domed style: sca. H-2o �� NIA N/A z4�� PedestrsanH•t0 Standard Oomed Sryte `� Standard H-20 Rated: 12" & 15" Standard H-2Q Rated: �� p 161.4 sq. in. 1.25" �,� t2": 62.7 sq. in. 1.13' Q� o �f� 15": 92.5 sq. in. 1.13" � � O Pedesirian H-10 Rated: o�o Pedestrian H-10 Rated: � � C� 125.2 s f �;� C� C�� q. in. .375„ �I� 12": 51.d sq. in. .375" �� 3D" 15": 79.3 sq. in. .375" �� d grates availabke in � Standard H-20 only. (12' and 15" grates are square and � Call for detaiis. S�d. H-20 Pede�rian H-10 hinged to base.} StA. H-20 � Solid grates and locking styles are avaifable in ail sizes for an additional charge. � � -� � � � " �-. • 1 • ' f� 1 ' . specifications, and project layout information. � �� _=�t : �:�� :.:3�.�. � �.::.� �; i� _�°_� . �. . � AUYANGED QRA[NA6E SYSTEMS, INC. 3300 RIVERSIDE DRIVE COLUM6US, OH 43221 800•821-6710 WWW.ADS-PIPE.CdM ZONE OFFICES � j MIDWEST MORTNEAST LONDON, OH 1-800-733-95b4 SOUTHERN FRANKLIN, TN 1-8Q0-733-9987 WESTERN WASHOUGAL, WA 1-800-733-8523 . MANUFACTURlNG FACIUTY LOGATlONS �� Nyloplast � � Call ADS for this free CAD diskette containing deiailed product data, ��,�,�,��,�"� � ' ��-G�-�bb� 1�'S1 ADS WASHOUGRL • �60 835 3823. P.02 I '� - -- �t � �� ar� s � These charts are based on equations from the FAA �►�Por# drainage AC15Q/5320-5B, 197Q, Page 35. ' Certain assum�fions have been made, ar1d no two installations wil( neces,sarily p��{o� the same waY, Safety factors shoutd chari9e Wit� site ' canditions such that a safety factor of 1.25 should be used for an inlet in pavemerrt, but a safety factor of 2,0 should be usEd in turt areas. ' — For Nyloplast Standard Grates g��, �4", y2",15", f8" and 2" ' � ' 4 2a' Grate ' � ' 3.5 � U �cq � ro _ V 1.5 ' , 0.5 ' -0S � 0.� 02 Q.3 OA D.5 , a6 07 18' Grate 15" Grate ' 1^�M ��tl O" Grate �' Qrete For Nyfoplast Pedestrian Grates � 2",15'E, y 8" an , d �� 3 2C• C3tate �g• Gtate ' � 7 S' Grate 2 ' � � tS T2' Grcte � � , U ' � � 0 ' 0.0 0.1 02 0.3 0.4 0.5 0.9 C.T O.B 0.9 1.0 11ead� F�et • fl� 0.8 �.0 1,1 Head, Fe� ' � � � � � ' ' ' ' ' ' � ' � ' � ' Colorado Division c�� ,�z A�1C%��- or� -� AD � 9. � � � �� ;� 1 � iYPE';3/16' COM81tVATlON OPEN AAEA: 336 sq, in. = variable curb area WEIGHT: 860 Ibs. �� 4- S4 x 7.7 BEpMS HOT-0IPPEp G4LVANI�Q TYPE'C / D' GRATE STANDARD GRATE OPEN AREA: 9i8 sq. in. 4YEIGNT: 130 Ibs. OiHER INLET CASTINGS AND � � GRATES ARE ALSO AVAlLA9LE G RATES 24' S�UAAE INLEi' GRATE OPEN AREA: 220 sq. in. WEiGHT: 280 Ibs. _ 1�� .�:� �_ � �O 000� i ��0� O TYPE'13/16' VALt.FY OPEN AREA: 336 sq, in. WEIGH7: 680 lbs. CI�T tceC�;ti.:�� o�. � �Kt%w5. 3f'/Z,.x �j0'/y�r 3,3 ��r4s<�� ;.: 3fyo .� TYPE 'C / D' PEDESTRIAN STYLE GAATE OPEN ARFA: 890 sq. in. ��. :=`' WEIGHT: 26d Ibs. . ... . . .'�l � ;SSUE: DECcMBER. ;D92 a �, . �.. � " � �.. , �;:� . ; _ ,� :_ -�> . :i � �; i✓`:� ; ,�.. ,`.. �� . .-_4 j` . '' .. .. f� £ � 't § ., �C �.,'- � ` .t�, � . t *g . r�, i � , �. � �y� � ��, bi3� . ' . . �.., .. • � � �. .. Y. ,L .. ' . . �- •..� , � . Y !wi � - SUPPL- EMENTAL INF�RMA��TION .FROM OTHER"5 � Y � �� _. _:�� .; . .. .r . - . . , F_. . -- ... � ' � � � , i � �+ �� r�` �� -,.. �` ��, ��! �;-d,� y_ t' �t'yt;l� b �� 4 y �� . � �'r�.ir+^at 4 �� aa� � . ��` �'.'.s, k c,^ .'� � i - �' ..... ��+' ';(v` 'r�'� ��.:'. a'� ��' � ',s '�� '�<. � ' • �- , '�' N:;y� �'�,�� - ��_ r._ '.rt.�A'1 }�e -e��1•� � .. � . 7 � � � �. �e� ��:•�� 4 '��6� a . . �F -+1'3'.-+��'. � � - � . . . �G"�� 'ze ^ . �r s: ; . '�. ' , ' �� a�'. ' ;r�.;'"� � ' � ,'. . �9 �� a`y' q, , � j . � . �` �.:'�� `� . �v - �'s f�L{.. � i�� . 'II�iJ�..ai�_�: �� _ �.��_ _ �' - ,� , . . =;� „� ,� f��'',. �J � � - � � . l � �' , . �� ! �� t y'+y�y.� �� 4 -+�� 1 ..fr + . $} ;4 P, �� -..,A�. �- �_�_. . s. �,.�`. -` , ' � ,�*,�, r « ;�g ; � � y� _�.'`"1's::" ��r�T'�( �_'- 1 , 1 � ' + '� '- '- '- '- � � � � � � FINAL DRAINAGE REPORT FOR TIMBERS PUD Submitted to: _ LARIMER COUNTY � .� � November I6, 2001 ' 1 �� ' ' � � � L `c z � m - n 'F e � z � � C L C � C a ' � � � r � ' � a � i— ' 1 ' 1 1 � ' 8X := _y = � � �Z ._ � ;z A � .J �:. Y � C � � � � _ �� = � =� �» �� ? � :� �� 3 z z:n z (J °1 zyz yzCz � U W � ' 75T, t#1C. Consulting Engineers cuewr J08 NO. f 9s' ° 9 7 ' ' �� PROJECT /��5 r• �%•� CALCUTATiONS FOR _J /J�Fi°'%'� �i'�ifG /ry � MAOE BY y rn� OATE �u �� /� CHECKED 8Y OA7E SHE'cT / OF n ��E�.�� .�� .' : T.. �,� T,�,� � So' �--.� , �� ' � �. �,.� d�-�� c-- G w/ ��-�.�� 1 O z- yR a —�-- � C,4R�A-s g y , , 5 �,63' , �7' . �- .._ ..�._..._. . - -- � . �z' �"""'_ ►�,5,. . �_ G,s�.� � ,¢ - �5s �s L �''= ./9•oi ¢'f _ 1 g� _ . . ._ .. . . . . _ RK =�_.. �9 �,. _. . � 13:.�t � �- I. yIIG Z�3 = . ti/d L ZIs 5 _ o , � ��M} � �A} � �.�� . fs �3 S} / � G6 � .�- �Z s�� /ao-YR � . _. , v�G - � �,o.W ' . . . . . . . . . . : . { � i �.0.1.� . � - � .. . __. : �- -- - - . - L.S' �.s' -2• J- . . . , �- - --�- - 1' � z'' _- _ _._ ... ..-:. -. - .-.-- .--- . __.__._ _ , ___..- -�--.._.___...._ . ._._.... . .. . _, _ ......._.. ........ . .. . . . ,_ r :. .� . . ... 2, yZ..._5rae�- �w : ra- c�,.�►.�: . .. _ .. _ . . Pr- G. o�'{z. .. � . -. ; _. :.. . � �_ : 3z-,o-I f� -- .. : _. . . __ _ .. r Z �: :_. .: :. . . ,p __ . „_ �_ J '- • . _ .. ... .. .. __ Y...._._ ___._ �----___ _ ._...--- - - - . .. -- - -_.. _. ..... ..... . . .. . .. . . .. . .. . . _ : _. ....._ . . . _- _�z `i: 73: s _: _ 'Q---_ '/z 5 rn�T- --� . _ .. . - . �- � - -- -- . r- _:. . __ .:__...._ .. � ...:� _.-__ : ; . _. : : 3O. �c� Sr,eet-�~�..:: �_�a�,:� ...:Tz. o. w_ - R.a. �,., . � . . . . �t-- zz:��l �'t� - : . . .. . � • ...:._.. _. ,_. .�.. . . .. _.- : :. .........: . _. ... . _.. ......... . . . . . _ _.._... . .p.� � �t =,�r�� -�.�-- -- � �,, _ r�.2g � ; . � � . . . ' GQs : �1L9:/3 ��; : •f- Fv�... Sn2r� . ' .. . ... .. . .. ... ... .. ._ r � � ._� � � . � � � � � � � � a�t . � . � � � k ' ; � '. � � � � � �.� � ; ; � �Nsr�crloN sa�uaNca � ; 4, � : � /�o�tT: ZO�w ll�wt�► S�+Aoaf AANo�ARD i'�01o� c � 'S ' � � ` , SEGtJETICE F�t sQat-toolf 001�PLETED 8r. � OAIE: �� , I ± ! , �y �: . � 1 ; :� s �' � lIOIG1IE B`r tlSf Oi A 8AR 1.It�E OR S1r11801S wf N ER0610N CONTROL 1EA9lX�S IMI.L BE MtSTl�L1EQ , � t M/�IOR MOOIf1CAl10NS TO Ni APP'ROVFD SCFif�Uli W1Y REOU�E SIJa/TTMIG A!�N SCF�DIXE FOR � I t ` 1 .) � • r, �ail� ei n+E cln o+anEQe. ' ' ' , I � , ! ` ' � �� I� � � � , .. ;, , r�arn� �x �ur �r �av acs �a► ar lu► �or �w �x �ru� w�w�cr � . ; � � j �� '�" ov�oT c��anc , � ` � �t t � 'I� � � t {� t � �� ' MlItID ER0610N CON1ROil , �, � � ' ,, ? I i � `� ,� SdL ROU(r�11NC � �� ' � Y 'I � � �ERN�tETER BARRtER I , , ( `• , AaDiT10NAl B/►RRIERS , , � . . � �i ! ,, � � VEGfTATIYE 11ETHOOS ! ' 1 �� j 1 I � �. 1�TIER AUW T i I I ? ' S � � I ~�' , . -. I I � ' � � � j' �. � RAINFALL EROSidN CON1itOL � � 1 + ; , � , �� I �, ` .`� SS�EDII�EN ?RAP 8AS1N I I ! I I I �`�;• ��. � i� I ; i � ; k,) I . INLET FILIERS � , � { � J � � �, STRAIN BARWERS , ` J SILT FENCE BARRlERS ' � ` � � x� � `+� •� , s�wo e�cs : � � � � � ; � � ' ;; ;.� f �,) I ' B�E sa� �P��noN i I � r � � � ! i � I � i _ ..., �:v., . CONTOUR FURROWS __ , � � r�a�aNc ! � ' _ I � � � � ' ASPHALT/ CprCRETE PAVW(' �, �� ' '�' � � �ti OTMER � I , i 1 � � I � ` � � i 1 i , � 1 � � , � ;� '� �. E �j I vEc��nvE: I � I ; � ` �(' i � � PER�I/WENT SEFD PLM1TMdG I I i j I `� . • 11U1GF1�NG/ SEALANT .} ' i� i �' ! f I ` TElAPOR AR Y SEED PL/W 71NC i � i �� y , ! � � \ . S00 INSTALU11aN , ` I�1�� I� � ; i ; � I NETTINGS/ YATS/ 9LAlN(iTS '�.. ! , �� 1 � � , \ , on�a I � � � � , �� .� � f � � f , � '�' � \ ! I ; � � :. ,� ( � � . � . �� ' ; f ,� � � , , � � � , , ; E ' ' i , ? � ` � � � ,� � . , � � i i ( ( '- � � � 3 ,� ,� ' ' � � I - � `'~ � � �� ,t:�; � i � i -, ,. ` �i � � ' I I � � � . , { � ` 'i i� ' ' r� I �. � �-., �• � � � � , . 400 � � �� -� �- �' �� ; t.s� � � i � � 401 ;; �' I :t � , � � `� ;�1 I� s.n � � '�l !� �� i � ' t � � � ;� � � CRF ; �i ; � � + Fi�- :�; �: � i ;' I . ; p,l , ,,� +� ;i , :, . �'y . � ` : .. . ....,. . �,.,..,.. 0 2� 30 f00 1 lncti - 6o tt � � LEGEND X BASIN OESIGNATION �X x� 10-yr. 'CC�' COEFFICIENT BASlN AREA x,xx 100-yr. �CC�� CQEFFICIENT . _ . . . � BASIN BOUNDARY Q�ESIGN POINT O PROPOSED STORM �RAIN MANHOLE PROPOSED STORM DRaN PiPE 0 � PROPOSED STORdA URAIN INLET EXISTINC i' CONTOUR � EXISTING 5' CONTOUR sr2s PROPOSED 1' CONTOUR -m�- PROPOSED 5' CONTOUR StT� PROPOSED 1' CONTOUR BY OTHERS 3r,10 PROPOSED 5' CONTOUR BY OTHERS SIDE'..,,�. EMERGENCY SPILLWAY SECTION , N.T.S, � . � � � ; � J 4U2 ` _ - - a, , A f 1. ' I � ,�: n� � , � .�� -,.. _.... " _ -- � ' � ,' ( " '�, i. � ' •I. I � ,.i f `` �� {" 1 � . :;� . f V . ,T `'�`i �.� "'� � , ' � ' I . � �'� . , � ' � • ~ '�-. � � + ,_ '� _ S01-202 as� � ',' '�" . �.1� ,f � . , � I . �-2� 18' r I�REA INLET " � ��`�`•� } ��i , i - I . �. _ � �0' 1"PE R fN�ET RlIiA=54.50 � . '"`�"�`�; � I � I { t } 1 � � : . �� jDi-400 . . T.O.C.=54.75 � - 3p' HDPE ADS,N12 � , p � � �,� TYPE R INLET V 4 4 �3.zo � o o.4ox � � , i : i � ' � � , � �O.C.=57.09 5p�-201 S01-202 ax .�° � I ' � t ' � � AAH 201 18'! • AREA INLET .�o .0 '= - 18� • AREA INLET � �; � 1: S ! .�1 i RiM=�J'4.�3 { ; 1 ' f ' RIM�57.49 RiA�{='S4.50 , � !� I I � - f � - Z�. ...��J,�.r S�- - . ... .�.�., •- , i I , } : . •=4� , ._ ..,.,r.,,.,, ... � .-� -- ---�.,r� . - - �' , �., � . "�� 30� HDP -N12 ' �30 , ' �� AD �, � � ' _ _ -- _ - 150. LF _O - ____ _. _ 0 X _ `. - � � 24' NRCP , 1 { �9 �`' . . . . . _ . . --:--19 2� Q 42 2 LF �-- ::,� - � -- 203 �� - -- - a 1.OQx :' � j, � - � - �-, .23 �p ��` SDI-204 NRCP .. ,- � -- _ � �; � _ r 4' • A INLET � , I � 1 26 LF O 1.24� � . - , ... _ _ � .j _ - - _ ; � _ � R1 . 03 � I� ' � � i J- s' 2� _� �� -� j %• . . � I � � • / ' �i .14 � ;' I � , � � , ' I I ` , i,� .« ,° • 204 � I �' , ' , ' � � PROPOSED ELEMENTARY SCHOOI ;4 .. __ .. . __ __.-. _.... ,x . � ; � ; � ' � ; � , FlNISHED FLOOR=4958.40 . �'" � ,� � � , _� ,, ; `.'�', � � � zoo _._ . . . . ; � , 1 , . . , . �� - _-. •� �W - i,�_y . _ r � i � ! � i ' q 'A ' ,.os � � �� ,'" � . � : • � ii Q' o� \ �-� - � � �� •� . Q ��: , -. , , } ! '� � �``� � , = `' , � . :1 , . 'I . :IJ 4 i I ' - F. . ROOF URAIN , 4, � � ��: -- coNNEcnoN -��.ti � � � i t �� :�= � � �. � : , y . I ' '� ROOF DRAIN t8" HDPE ADS-N12 -- �� , �; I ' W � _ , • CONNECTION _ ` � � � 28.83 LF O 3.31 X �� " � -:� 101 ,. _ �. ._�, �,. ..� , _ .__ ._., .. M, � ; , � I �`\ 'r .� ; 1 ' y: ,� n» .+s � : i o�. � I _ , � Q - - - � '- -- -_ � ,, '�I! + : { ; � � ' . � . �=1 � - 1 _� - - 7y a ' � � � ., �� $ , � 18' HUPE STUB , � - � FOR FUTURE DEVEIOP�AENT - � -- _._ � . _ _ .�, . ALLOWABLE RELEASE RATE �'' . - - - - - � = 2.00 G'FS - -- - - - - �� `• � ';{?-�� •R.- ._, ' . . __-w �� ' \ . \ \. �;�" � . . � \ ,-: �.. _ �. �� .�, .\ . � ' ' F� � � �� \ \ � � \ � �� • \ � ��. 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Detentio� Vdume: 0.70 oc-ft - ot Elev. 4949.25 � . � ��. �. AIIoMroble Release: 17.10 cfs � - . ! 1 � � p:.S.Ul, .._.. . � �_e� :i ' /� ` :_ _ , ; ; � ,� , � � . . �02.50 0 ,.82z � -, E ; - , . , ' ' . } , � i ; � «s , --$ '"' . •> - ,.; cv K r - - ,c AREA .�NLET - - _ t YR WATER -� ` � � ;, TYPE C OUTLET , ; ' . � � I ' . � 302 z � - � �'� ; 303 I 2.42 ELEVA ON 4949.25 r-� .y STRUCTURE ' � - " � I �\ iNV. OUT� 43.75 , s .j' � _ . 9 r' 18 ! RIM 5,00 n�a �+ - � �.� .�+ v,"� ' . � � oe4 � 1 HOPE ADS- 12 . '� �� _ - r� �� , t � , � ,: . ; .M t O .. , .•o � 5 Lf O 0. X � '�F�, SEE SHEET DT03 ' y) §' � , j; 1 I \r - \r - � _ � � d'� - ` :,; 95 . _ _ , _ . , � . � � + � �-O/ ' I r � 9� � 0 1�v AREA I ET 5'�� MH 302 .�. ._ . ��, 501 rCy \ EXlSIT1NG 18' �MP ' ..� I 300 s,�... 3�, ,'; =°n� � Q R1M- 2.77 • N�p� P� .`,�D R1M�54. 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't�� 1 � '� TIM6ERS P.U.D. r�� --� ' � ; � "� F � --- R uv�r�-_. f ��3 4 � � � � t T ' 1 i ' 7 _ � - _ � � , � ' � ....+.� I � ; �.,�� ' ; ; � r . � � - i � O ; ) -� ;... ' : � ; ' ; ' •�.,, � O � ... . - - - - • - � ^� .. � ..�1 .. - � '� �' �, -I.> . � �I' , ' , 3;t �� - . n-�� -- _ � � � � � ' •' ' � ` ,� rJ ? �,� � Q� � a t � J O O � U z � � � � W � � Q Q Z � Q � � 0 � �J J w Q � � W � � O � O 0 N m I a . O � W � d a�r ' a � � v �� ac � W W � Z� 0 z 1� W � �i � 0 � � 0 z '` A � �� W � � o � �w ��rn '�F � ♦ ' J �; • . . - •x ,e �� Z8� � a -� �� c; �•4b��`-�� ; s., f',., �•.». �,-c� �� y�'"'�........ ... .•:� � DR01 u � SCALE ►�Trcx: �� so r�zaNt�u: � : so zu.w :• � � � � � � � � � a� � � o „ � .� N .. .... . .... , .. ��b-go n ' .. LEGEN D - — -'�91- -- - EXI�TING MAJOR CONTOUR - --- - - - - -- - EXISTING MINOR CONTOUR ��— PROPOSED MAJOR CONTOUR —{9t3--- PROPOSED MINOR CONTOUR —49t�— PROPOSED MAJOR CONTOUR --=91�- PRtJPOSED MINOR CONTOUR BY OTHERS BY OTHERS , xx.X HP PROPOSED HIGH POINT � xx.x � PR�POSED LOW POINT � xx.x TON PR�POSED TOP OF NAUTlLUS � x.xx sc PR��POSED SUBGRADE � X.XX FG PRt�POSED FINISHED GRADE � x.xx Fs pROPOSED FiNISHED SURFACE � x�c Tc PROPOSED TOP OF CURB PROPOSED SLOPE PROPOSED STAGING AREA — SF — PROPOSED pp PRUPOSED SILT FENCE OUTLET PROTECTION O SEEDED / MULCHED AREAS � 0 0 PROPOSED VEHICLE TRACKING COyTROL INLET PROTECTION (STRAW BALES) INL.ET PROTECTION (GRAVEL FILTER) NOTES: 1. SEE DETAIL SHEET DTO1 FOR EROSION CONTROL DETAILS 2. ALL ELEVATIONS ARE TO FLOWLINE UNLESS OTHERWISE STATED. EROSION C�NTROL NOTES 1. THE C�TY OF FpRT COLLINS STORMWATER UTIUTY ERUSION CONTRO� INSPECTOR NUST BE NOT1F'lED AT LEAST 24 HOURS PRIOR TO ANY CONSTRUCTION ON THE SITE. 2 ALL REQUIREO PERIMETER 51LT FENCING SNALL BE INSTALLED PRIOR TO ANY LAND-DISTURBiNG ACTIVITY (STOCKPILING, STRIPPING. GRADING. ETC.). ALL OTHER REQUtRED EROSION CONTRCL �tEASURES SHALL BE INSTALLED AT THE APPROPRIATE T1ME IN THE CONSTRUCTION SEQUENCE AS INDICATEO IN THE APPROJED PROJECT SCHEDULE. CONSTRUCTION PLANS. AND EROSION CONTROL REPORT. 3. PRE-DtSTURBANCE VEGETATION SHALL BE PROTECTED AND RETAlNEO WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF E�STING VEGETATION SHALL BE UMITED TO THE AREA REQUIRED FOR I�AMEDIATE CONSTRUCTION OPERATIONS. ANO FOR THE SHORTEST PRACTICAL PER100 OF T1ME. 4. ALL 501LS EXPOSED DURiNG LAND DISTURBING ACTIVITY (STRIPPING. GRADING. UTIUTY INST/1LLAT10NS, STOCKPILING, FILLING. ETC.) SHALL BE KEPT IN A ROUGHENED CONOITION 8Y RIPPING OR DISqNG ALONG IAND CONTOURS UNT1L MULCH. V�GETATION. OR OTHER PERMANENT EROSION CONTROL IS lNSTALLED. NO SOIL i IN AREAS OUTSI�E PROJECT STREET RIGHTS-OF-WAY SHALL REMAIN EXPOSED BY LAND-DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) �AYS BEFORE REOU�RED TEMPpRARY OR PER�A/►NENT EROS�ON CONTROL (E.G. SEED/MULCH. LANDSCAPING, ETC.) IS INSTALLED. 'JNLESS OTNERVNSE APPROVED BY THE STORMWATER UTIUTY. 5. 7HE PROPERTY SHALL BE WATEREO ANO MAlNTAINEJ AT ALL TIMES DURING CONSTRUCTION ACTIVITIES SO AS TO PREVENT MAND-CAUSED EROSION. ALL LAND DISTURBING ACT1VI11ES SHALL BE IMMEDIATELY DISCONTINUEO WHEN FUqT1VE DUST IA�PACTS ADJACENT PROPERTlES, AS DETERMINED 8Y THE (�TY Of FORT COLL1N5 ENGiNEERlNG DEPARTI�AENT. 6. ALL TE�APORARY (STRUCTURAL) EROSION CONTROL +AEASURES SH/�U. 8E INSPECTED ANU i2EPAIRED OR RECOhSTRUi:TEO AS NECESSARY AFTER EACH RUNOFF EVENT IN ORDER TO �1SSURE CONTINUEO PERFORMANCE OF TFtEIR INTENDEO FUNCTION. ALL RETAINED SEDIMENTS. PARTICULARLY THOSE ON PAVEU ROADWAY ISURFACES. SHALL BE REMOVED AND DISPOSED OF IN A MANNER ANO LOCATION 50 AS NOT TO CAUSE TNEIR R£LEASE INTO ANY ORAINAGEWAY, 7. NO SOIL STOqCPILE SNALL EX(�ED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SE�IMENT TRANSPORT BY SURFACE ROUGHENING. WATERING. AND PERIMETER SILT FENCING. ANY SOIL STOCiCPILE REMAINING AFTER 30 DAY'S SHALL BE SEEDED AND MULCHE�. 8. qTY ORDINANCE PROHI81T5 THE TRACK(NG. DROPPIN�. OR DEPOSITING OF SOILS OR ANY OTHER MATERIAL ONTO qTY STREETS 8Y OR FROM ANY VEHICIE. ANY INADVERTENT DEPOSJTED MATERIAL SHALL BE CLEANED IMME�IATELY BY TNE CONTRACTOR. 9. THE SILT FENCE LOCATION SHALL DETERMINE THE LIMITS OF CONSTRUCTION. f v z Q W W Z v z W 0 z O � W m �� $� � � �Q- O � l� �� w �� ~ w `, ` . � �'. � . � �4,` ',�� g� �� a�: � � �--- '� � � ' ` � � + � � � � � I :, � i ► � j' ' � 1 I � ? 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JJ•� i�� j � � � I i � �` .M/J7V ' , I � � � � - � , SH T pT02 ; � � - � I , i�1 � � � .- s2nsc/�►� �.2asc - - - - - - - - - - - - � � I � ' ! _ _- ' - - � i. � � - ( , � �♦ ,�T FG _ - ---�--- - ---�-- ------ I � --- --_ .- _ _�.�.------- ;_ _�_----- - - - --- ----- - - - -- , ^ _ . ��, -_____ _ � - - _ .. � � -- - - -� -- ^' � � �' ;�- - _ � - _ - - �� ' ,-� K , - - - - _ � PR OSE �_�. � � � - PR RIGHT OF-WAY ,.� " '�, >� ___ - _ ' ` ___---- ' �� SF � � SF -� � � ..� . ... , � -. ...._... SF '`� � � y}� ^� '' � . . . ... .. SF _.. .. _T _ _ � .�. � - � .. � �f� . .� . _ .� �.'� SF _-__- . _. . _ � � �� , _ _. . -....� , ; , , � VTC �� +, � � 1 E�asn �oPERnr ur� �, , � � �� LEGEND - -- -4g�5-- - - EXISTING MAJOR CONTOUR - - - -- - EXISTING MINOR CONTOUR ----�� PROPOSED MAJOR CONTOUR -49��- PROPOSED MINOR CONTOUR �91� PROPOSED MAJOR CONTOUR BY OTHERS -�913--- PROPOSED MINOR CONTOUR BY OTNERS � x�c.X HP PROPOSED HIGH POINT • �0�'X � PROPOSED LOW POINT -�oc.x T°N PROPOSED TOP OF NAUTILUS � xxac sc PROPOSED SUBGRADE • PROPOSED FINISHED GRADE : x.�oc Fs pROPOSED FINISHED SURFACE = x�oc Tc PROPOSED TOP OF CURB PROPOSED SLOPE TRANSITION CURB PROPOSED STAGING AREA - SF - PROPOSED SILT FENCE O SEEDED / MULCHED AREAS pp PROPOSED OUTLET PROTECTION C PROPOSED VEHICLE TRACKING CONTROL � INLET PROTECTION (STRAW BALES) SCALE 1�� = 2O� � INLET PROTECTION GRAVEL FILTER C � • WCF . i . � E . �� - � W a W � �� 8� Q � W W ~ � ��- , _ � NOTES: -- -- _ 1. SEE DETAIL SHEET DT01 FOR EROSION CONTROL DETAILS o 2. ALL ELEVATIONS ARE TO FLOWLINE UNLESS OTHERWISE STATED. = 1� ER OSI ON CON TR OL N OTES W�� 1. TNE CITY OF FORT COLUNS STORMWATER UT1l1TY EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEA'�T 24 HOURS PRIOR TO � �� n�Y coNs�ucnoN or� n�E s��. :� p 2. ALL REOUIRED PERIMETER SIIT FENpNG SHALL 6E INSTALLED PRIOR TO ANY LAND-DISTURBING ACTiViTY i STO�CPILING� STRIPPING. •• � ��i GRADING. ETC.). ALL OTHER REQUIRED EROSION CONTROL I�EASURES SHALL BE INSTALLED AT THE APPROPRt/�TE TIME IN THE a- CONSTRUC�ION SEOUENCE AS INDICATED IN TFiE APPROV�D PROJECT SCHEDULE. CONSTRUCTION PLANS. AND LROStON CONTROL REPORT. W � o ,� � .� 3. PRE-DISTURBANCE VEGETA�ION SHALL gE PROTECTED ANO RETAINED WHEREVER POSSIBLE. REMOVAL OR nISTURBANCE OF EXISTING o VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS. AND FOR THE SHORTEST �� PRIICTICAL PERI00 OF T1ME. � � a i tr�n - 3o rt . 4. ALL SOILS EXPOSED DURING LANO DISTURBING ACTIVITY (STRIPPING. GRA�ING. UTIUTY INSTALLAT1qVS. STOqCPiUNG. FlLLING, ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISqNG ALONG LAND CONTOURS UNT1L MULCH� '/EGETATION. OR OTHER PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUT5IDE PROJECT STREET RIGHTS-OF-WAY SHALL REMAIN EXPOSED `;,,'``".; �� `''',, BY LAN�-DISTUR8ING ACTIVITY FOR MOFtE THAN THIRTY (30) DAYS BEFORE REQUIREO TEMPORARY OR PERMA;VENT EROSION CONTROI. ' '.: <' • � 7... 1 (E.G. SEED/MULCN. LANDSCAPING. ETC.) IS INSTALLED. UNLESS OTNERWISE APPROVED BY THE STORMWATER UTILITY. U, ,.� '�ti; t� : ,� 5. THE PROPERTY SHALL BE WATERED M1D MAINTAINED AT ALL T1MES DURING CONSTRUCTION ACTIVITIES SO AS TO PREVENT � �Y?.8 ;,� _ WIND-CAUSED EROSION. ALL LAND DISTUR8ING ACTIVITIES SHALL BE IMMEDIAlELY pISCONTINUED WHEN FUqTVE DUST IMPAC75 , ;�,'�.�s•�Z.��:�� DJACENT PROPERTIES, AS DETERMINED BY THE pTY OF FORT COLLINS ENGINEER1NG DEPARTMENT. City oi Fort Colline� Colorado "�-yL �,••.,,...;'��, SITE P1aN ADVISORY RLVIEII APPROVAL ''��'r- �-��'' 6. ALL TEAIPORARY (SIRUCTURAL) EROSION CONTROL MEASURES SHAII BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS �--- NECESS/1RY AfTER EACH RUNOFF EVENT IN ORDER TO ASSURE CONTINUEO PERfORMANCE OF THEIR INTENDED FUNCTION. ALL RETAINE� �Q �- SEDIMENTS� PARTiCULARLY THOSE ON PAVEO ROAOWAY SURFACES, SHALL 8E REMOVED ANO DISPOSED OF IN �A MANNER AND LOC/1TlON SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY. , �� GR01 7. NO SOIL STOpCPILE SHALL EXCEEO TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT cr�c�a eY: � TRANSPORT BY SURFACE ROUGHENING, WATERING. ANO PERIMETER SiLT FENCING. ANY SOIL STOCKPILE REMANING Af'TER 30 DAYS oF 4 �EETS SHALL BE SEEDED ANO MULCHED. Cf1ECKFD 9Y: `� _� SCALf 8. CiTY ORDINANCE PROHIBtTS THE TRACKING. DROPPING. OR DEPOSITING OF SOILS OR ANY OTHER MATERtAL �ONTO CITY STREETS BY �� , rERr�cu: t= N/� OR FROM ANY VEHICIE. ANY tNADVERTENT DEPOSITED MATERIAL SHALL BE CLEANED IMMEDIATELY BY THE C�?NTRACTOR. -�- r�or�zavr�u: t'-.w' A. THE SILT FENCE LOCATION SHALL DETERA�iNE THE UMITS OF CONSTRUCTION. ct+EacEo sr. _� z � J W � � � m O � � � � U o � � O z � � Q � O J � � Q W � `J 0 Z � oc w Zz � o0 W a� � J C� � � o m t m 0 � N o National Flood Hazard Layer FIRMette 105°2'37"W 40°30'29"N � �. `�•r � ,�' .� ' � , G . �� M� � i '1 '� � �t,�.,,�,_ � �,s � s + ! 'c • �� ` ' . f f! .y �� r{� y �'� . 1 , �� *'� . . � - _ ��r �►,,�� , � � �,� TV ' F LOOD HAZARD ' { , ,, „� . � . • . �►!�' � .� . �►• � F a A�1 I I 111�1A �� R�°��^� `� C�it of�Foi t Goll�ii�> OSO10' �� . � � � �+ - � � , �_ I , �+ _ � _ rr � . �, - �� ti— ' `�..�.r.�,.r� : � . ` � . _ ♦ �1� , � s. ) i . � � K �� . . "� y ��r� . ' � + . . '. �N- - f` �A�� • � . • �''' � i � �., �.� .,� � ^. • � I � �� : ��, , � ��.. . � ' � •<<�r � � �7 � " � . - � � ? 7 � �� T �� • � .�. Feet 1:6, 000 los°z W 4�°302"N 0 250 500 1,000 1,500 2,000 Basemap Imagery Source: USGS National Map 2023 �: FEMA .-- �1 � �..'� � r , . "` • • � � � f � �� - � r . . � � �j r t � ♦ � . * - � . � • ' � '• � : � y� �� _-�. r _ r � � +_ � � �� w � • M ■ � I �' � � � • • a � M� . � � ( a �. - �� '� ' �; � � �,, `,�'�'� : � . � � 1 T�'J R68bb' S8 ♦ , . • � � •� � � . ! ; 1 1; _� » � � � .I � . , I 7 . ,� . . 1 , � . , a � - � f � �- . .+ .�__ � � 3 �� ♦ � � � A � � .y , �, 1 � �� -- "p'*' . ��. '�'sc , j�• ' �. � • � . . �. s� �,�. � �� , � � � %� .� 1 i ��t t� � Legend SEE FIS REPORT FOR DEfAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Without Base Flood Elevation (BFE) Zone A. V. A99 SPECIAL FLOOD With BFE or Depth zone 4E. n0. nH, vE. nR HAZARD AREAS Regulatory Floodway OTHER AREAS OF FLOOD HAZARD 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile zo+,� x � — _ � Future Conditions 1% Annual �_- Chance Flood Hazard zone x Area with Reduced Flood Risk due to Levee. See Notes. zone x Area with Flood Risk due to Leveezo�,e o NO SCREEN Area of Minimal Flood Hazard zonc x 0 Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard zone o GENERAL ---- Channel, Culvert, or Storm Sewer STRUCTURES i i i i i i i Levee, Dike, or Floodwall � Cross Sections with 1%Annual Chance ��•5 Water Surface Elevation e — — — Coastal Transect �s�� Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary -- --- Coastal Transect Baseline OTHER _ — profile Baseline FEATURES Hydrographic Feature MAP PANELS O Digital Data Available N No Digital Data Available Unmapped The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 6/10/2024 at 4:12 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. �JSp,� United States A productofthe 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 La ri 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 � T � -I � V' ' . f� � ' `y �� ' � + 'I y . � „il� ...,..� —, _� ' 4 � \, �. . � �� .� � .� . � � rj ;� ,:i +'r�`, ,': S .*�. ' �,� . � r- fJ. s� �� r. - . . ,.�_ � - �. "� � • I M ' � ' r. . , _ IF. � � ` _ + � �. " �rl. 1� � , � : � k ,/� + * . � ` T � ' s �• .. � , . '� �, `� I � ' � - � � t. }, � �; � "r-. �-� f � Y ,��: �� f '.� _ . r� 1' � '' (t �- �' ` � ' ! , � / � - , -•ar - � � � - � } . . - -- ,` � � . . _ ' � �..� � _ � .� ''L � � �� _ � . � �` ` `. . _�.�.� - _ _-•- - � --- JOI,� It � � ` � April 23, 2024 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 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 74—Nunn clay loam, 1 to 3 percent slopes .................................................13 References............................................................................................................15 :� 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 C� 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. E:3 Custom Soil Resource Report � Soil Map � 0 0 4965.90 496630 49fi670 496710 496I750 496790 4968.'30 496870 496910 496950 496990 497030 40° 30' 23" N .,: I,..� I. � `� +. .I , : fi � I I I I I � 40° 30' 23" N .M� ! I`� � r t - � � ' � � � E �. � � ., i , � -% _ _ . + � .�� - � .yl I � � � � _ - y � � �@��t� . � S � �, •� I �� . � \ i � � � � � , � +� � � � . � � - ,� �� . �. � ' `r J � 'a 4 " � � � .: � .. s� •M , y � t ��a . -. _ �. � Ya� t� � f� � ''" �i' _ j' �� '�:..'� -. ^r, , w. :_: - ' - - � r ' ,�: _ . .. � � � �_ � ��i` w � , ��I �. ��,'�?�.""�'1,.� �.. _ � ' t .. ��. y� � '(2„ '� �� ,�,� F• y" x� !� • �- : �+� ,'""r�� ',R7`R . � � - _ „ �. •i '� �} .:. ,' L` � +— �- , - �,. _ �,.. ` � =.�;�� , , ; � .c �' � ^•� �,. ,, , t �� , � ` 1 .+4 . , ` � ` - � � �,�^ : �� . t • ., s � _ , J!� r . Ir � ' � - f �-A^ _, �' I a i � � . � � .'�` '+�. .�.. � �.�. . , : � � � 8 � ` ,�'``� , �,, r �4 `� ' . „� , . ' . _ � �• � �- g I �.. . �,. � � � g � ; , - .. - �^_ r..� - � . � , � � - _ , _ _ � ;,� . -' ` � � . a - _ . � "� - �'` _ �` � Sr. '� � � �Y - �r..}_3. ��. - �• ' � \\ �� .. . � .' Yx�- ��.. �"i" �p '.�/-di'._�.G�fa. '!. �, � � . ' ,. .. _ .._ . ' �'��_� � ��S '�� - �'w�� _ � • S + ' I �� _ ^ �_ � +L —_ r+i � . . ' � F ��+ ` �� • ,Z � �A �`� t ' � —, Soil Map may not be v�lid at this s�c��Ie� � �� ..*-�, -� _• as� �t �i ' « A,�' •rl,�°\'t �� ' 40° 30' 13" N � �,� I , � _ I . . �� . 'I . . 1 I �' � � li. . l� I�� `\.. �� :f� � �I � � 40° 30' 13" N 4.9G590 4�5�630 496670 496710 496750 496790 4968:i0 496870 496910 4.96950 496990 497030 3 3 N � - Map S�le: 1:2,060 if prirded on A landscape (il" x 8.5") sheet � ° N Meters o � 0 30 60 120 180 � � 0 100 200 400 600 Map projecdon: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 9 Custom Soil Resource Report MAPLEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons s:,� Soil Map Unit Lines � Soil Map Unit Points Special Point Features U Blowout Borrow Pit p� Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow _ Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot = Severely Eroded Spot Sinkhole Slide or Slip oa Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other . Special Line Features Water Features Streams and Canals Transportation �..�. Rails ti Interstate Highways US Routes Major Roads Local Roads Background � Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) Iisted below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 18, Aug 24, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 2, 2021—Aug 25, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 74 Nunn clay loam, 1 to 3 percent 7.3 100.0% slopes Totals for Area of Interest Map Unit Descriptions 7.3 100.0% 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 74—Nunn clay loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 2tlpl Elevation: 3,900 to 5,840 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 50 to 54 degrees F Frost-free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Pleistocene aged alluvium and/or eolian deposits Typical profile Ap - 0 to 9 inches: clay loam Bt - 9 to 13 inches: clay loam Btk - 13 to 25 inches: clay loam Bk1 - 25 to 38 inches: clay loam Bk2 - 38 to 80 inches: clay loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content.� 7 percent Maximum salinity: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 0.5 Available water supply, 0 to 60 inches: High (about 9.9 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: R067BY042C0 - Clayey Plains Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Heldt Percent of map unit.• 10 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Ecological site: R067BY042C0 - Clayey Plains Hydric soil rating: No Satanta Percent of map unit.• 5 percent Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-s/ope shape: Linear Ecological site: R067BY002C0 - Loamy Plains Hydric soil rating: No 14 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/ nres/detail/nationaUsoils/?cid=nres142p2_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=nres142p2_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/nres/detail/national/soils/?cid=nres142p2_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=nres 142p2_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 15 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=nres142p2_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=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. 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I' �,� �� DRAINAGE MAP LEGEND ��ZO�� EXISTING INDEX CONTOUR EXISTING INTERMEDIATE CONTOUR PROPOSED INDEX CONTOUR PROPOSED INTERMEDIATE CONTOUR � . � . . . . . . . . . . . . . . � EXISTING SPOT ELEVATION ' + 03.54 PROPOSED SPOT ELEVATION � ' �\ \� �\ TREES LINE. ' � � �� 30 0 30 60 HISTORIC DRAINAGE BASIN BOUNDARY (MAJOR BASIN) �'� � �\\�` \� ��\ � _ _ _ _ _ ' SCALE IN FEET HISTORIC DRAINAGE BASIN BOUNDARY (SUB BASIN) � \ \\�� , ' "��t�M �� — — , ` \ _-------__ � _ �� _ � — —__— � � �t� � � �� \ � � _ _ __ _ _ _ _ _ _ _ _ _ � � `� , � � � � � � � DEVELOPED DRAINAGE BASIN BOUNDARY (MAJOR BASIN) � --_— — --__ � � ��, . , T \� � �` � � — �� I �\ \ � _ � — �\�\ \� \\\�� DEVELOPED DRAINAGE BASIN BOUNDARY (SUB BASIN) � � � � \ I \�\�� \ �\ � � DIRECTION OF FLOW (HISTORIC) � ; .A4F� — I o � ��\� \ � � _,,,,;,.�\ \ �1 � ��- i °` 'ia ��\��P � —► DIRECTION OF FLOW (DEVELOPED) � �� 1 � / � � ^' � d , � ."_ ` � � \ I A' � � � \ ` \ � � , \ \ Q \�� ' � OVERFLOW PATH � �/ � � � ` � / �/� � � / °� \ \ � ' � � �� BASIN DESIGN POINT � � /, , � � � � \ � �11 � .44 1.0 ,� �\\ \ A'tAl\�INK � DRAINAGE BASIN IDENTIFICATION BUBBLE , � A A= DEVELOPED BASIN DESIGNATION � :.s \ i! , _ . �� n ��c� ,,� iEl� CA�INETI � / � a v 3Y �Fr � icH. , � � v� � .50 1.0 .50 = 100-YR RUNOFF COEFFICIENT � � !i j � �� I � � � r� � �� 1.0 = AREA ACRES � I � IX ♦ � � �� , N '� I � I ' • d �I � I ► � � � � � A \ °' �► � ;� \� y� � � I � � � � � �° �� —�_E � — � �� -, � I r �\�' — , \ � �� I � a Q \�ti .. � � I �` � , � � � \ , ,;, � Q► \ / \� � � � � � � �� V` � , � � I \� �� I , \\�\� � � r , I ° \\�� , — , .._ � \� � BRICK PIT 1.5 FT , � \\ �\� . � � HIGH 4FT DIA. v� � �\\ � � � � , _.. ° \� � �\ � T] � � � � � - �,, � � � �� . � I CHAIN LINK FENCE �� ` . — i � I � (4FT HIGH) �,. , � � � ' OF T1MBE13 � �� ■ � , � 1 . � �� ,.� , � ' �� , �; ; � . � � � � � _ ��' � . ' � a ° � _ � o , � � \t\� � � ' �� a ° a� a . � , ° �a a � � \�� d \ � � ` � � � � � �� a _ ., � � �� a d� a� a� _� e d° , ��,1. � \�� a� a a � � �,� � ��, — ��' °� � ,� ��, � '� ., m a � a , `= \ � - � °° � � `� a ' �t► a ,;� _ � ° = ,� � � � ,� � `� � �� ° o�° ° ,�° _ � ♦ ` � .p� � �� , � � � � � � � � � \ � � � � � �w � L � '' � � ` �'� �\ �� .�� a �� ♦ � � , � . � � �� , , � , , , , ,� � � \ ` ` \ , ' � �� ` `� a ° ' � � � � �� \\ \ ♦ � V ` a, � �� a � � � �� \ � ` ' \ �'a' \ \ \ � � � � � � � � �► \ � \ Po .: a � � � �� _. � � � � � � � � , 1' ```�/ l �� \\ \� \\ \ . l , ` ll��\ � \\�� \\��\ \\�� \\� \'r� A1 , � �� , , \ � � � � � � �� .45 3.3 ` �� . ,, , ,� _ _. ` � � �� . . � ° � � � ,, � � � . �.. � o e Q � � � � � � � \ \ � ' - ' d .. ,._ -� . � �\\ \ \ � \\ �\ \\ \ \ � � 1 ` °, , \ \ \ � � � � � `a ° �� 1 � ` �� ` ' � \ \ \ �\ \ �� , \ ' \� \ - ' �� ° . ��\.. ' �\ �� \ \��\ , , � �� ., o \ ' \� � \ \�� \ , , ` \ `` � � ` \ � , \\`�\�� \\ � \\\�� i ss � � � �X s � � � � , e ♦ ; � s '� ' �'� a 02 �� X� ' I/ ° � � ��, `�_ �� X I � � , (� V , � . 45 0. 7 � � 3 ` �„ � ^� ` - � a _ � \� , �� \� X ��r�,�a a � � � � � � � �; _ , �1 - � . � \� �' _ �`�— � � ` ' � � a � � � � . � = _ I ♦ � � '� ' �, G � ., c � � .. � � �� .� ," � o „ .i a � L � � G � � ` ` � \ � � �� , � �. _ � � � � � �� , , c _ o � , , , . �� , � � a � � � � -� � � � � � w c �e � �, � � . ' �'¢I.: � � , y u � � �� ° _ , A2 •�"'+�ii; � � � � .34 0.3 4 �� ' � \ — 4 / � �— �- ' . _... ' — � � � _ _ _ _ _ _ � — < sn � �,.� . , � 5 _'__ I� ■ � � — <_ � _ ♦ � Q_ � � � � � � � � I; � I i� SD iSD STORMWA�TER C B INL�_ � FL W 24"RCP-49�4.14 � FL E 30"ADS/PL-4�549�-- � STORMWATE MH � FLOOR BOX ELEV.=4�J54.14 � � RIM-4960.38\ _ I FL NW 24"RCP-4956.48 � I FL E 24"RCP—�956.36 � � p CL `. _\ \ I � 1.6F \ \ 9�'-0 � � z �I 9 1 � <� m �, � LOCATES LINE OF POUDRE SCHOOL DISTRICT STORMWATER LINE. CHAIN LINK FENCE (8FT HIGH) � � � � � � � CENTER OF GATE (9FT WIDE). � �\ .'\`. \� �\ \ \ � � �. 1111G.r1 `�`�`�� f 1VA, Inc. 213 Linden Street, Suite 200 Fort Collins, CO 80524 970.225.9099 www.jvajva.com Boulder • Fort Collins • Winter Park Glenwood Springs � Denver Z � � � � U � W 0 Z O � � W � Z 0 0 � w 0 w � a 0 0 z �� P� 0� �� 0 C�,�e �� aO_`t �� Q `' G"♦ �� o DESIGNED BY:MEC/MMC DRAWN BY: MMC/CMS CHECKED BY: CFG JOB #: 240729.CIV DATE: JUNE, 2024 OO JVA, INC. � � � z � �� w O \ � �/ � Q U z � � � � � � (/� � L� � O � � O w � = i.l ) � U O � � � U � � � SHEET N0. EX2 APPENDIX B - HYDROLOGIC/HYDRAULIC COMPUTATIONS Park CoFC Schoolside Park Historic Runoff Coefficient & Time of Concentration Calculations Location: Minor Design Storm: Major Design Siorm: Soil Type: I% C2 CS Streets Paved 100 % 0.95 0.00 Concrete Drives/Walks 100 % 0.95 0.00 Roof 90 % 0.95 0.00 Gravel 40 % 0.50 0.00 Landscaping (6 soil) 2% 0.'15 0.00 Landscaping (C/D soil) 2% 025 0.00 Playground 25 % 0.11 0.00 ArtificialTurf 25% 020 0.00 C10 C100 0.95 1.00 0.95 1.00 0.95 1.00 0.50 0.63 0.15 0.19 025 0.31 0.11 0.74 020 025 Travel Time (ti) ti Lengthl(Velocity tc Urbanized Check t� I(%) Runoff Coeff's Initial Overland Time (t,) x 60) t� Comp ON Final upuer Time of Total Basin AToiai Imp most t; Length Slope Velocity i� t� (L/180)+ Name � C2 C5 C10 C100 �on�th Slope (°��) Type of Land Surface K Conc Length Min (ac) (° ) (min) (ft) ( % ) (fPs) (min) t� + �� _ �� (n) �o (min.) t (��) H1 3.89 3.6 % 025 0.00 025 0.31 300 0.5 % 45.1 312 0.5 % Short Pasture and � 0.5 10.6 557 612 13.4 13.4 lawns 01 0.92 20.9 % 0.38 0.00 038 0.45 100 4.1 % 12.6 159 5.0 % Paved areas & shallow 20 4.5 0.6 13.2 259 11 A 11.4 aved swales 02 0.49 32.1 % 0.46 0.00 0.46 0.53 300 2.3°i& 26.4 260 02 % Grassed waterway 15 07 6.6 33.0 560 13.1 13.1 Total 5.09 9.6 % 0.31 0.00 0.31 0.37 Area Flow Rates (cfs) Basin Araai �Sf) Aiotai Q2 QS 410 Q100 Name (ac) H1 169,448 3.89 1.91 0.00 326 822 01 40,075 0.92 0.74 0.00 126 3.01 02 21,344 0.49 0.45 0.00 0.76 1.79 221,734 5.09 3.09 0.00 529 13.03 JVA Civil Rational CalcNationsl Hisioric Page 1 of 4 JVA Incorporeted Job Name: CoFC Schoolside Park i i 213 Linden Street, S 200 Job Number: 240729.CIV streets Pa�ea iooi Fort Collins, CO 80524 Date: 6/11/24 Concrete ori�es/Wa�ks �00% Ph: (970) 225 9099 By: MMC Roof soi CoFC Schoolside Park Composite Runoff Coefficient Calculations Location: Fort Collins Minor Design Storm: 2 Major Design Storm: 100 Soil Type: C/D Grevel 40 % Landscaping (B soip 2% Landscaping (C/D soip 2 % Playground 25% ArtificialTurf 25% c2 ce cio cioa a.ss o.00 o ss i.00 0.95 0.00 o.s5 1.Oo o.ss o.ao o.ss �.00 0.50 0.00 0.50 0.63 0.15 0.00 0.15 0.19 025 0.00 025 0.31 aii o.aa a�i o.ia 0.20 0.00 0.20 025 Basin Desi n Data i�i�= iooi iooi 9oi aoi z5i z5i zi 2i i�i� Runorrcoeres Basin Desi n'4Pavea Aa��esi� A� A A A '°'�scaPe�e AiscaPe A A Im 9 oof gravel plygnd art.turt Total Total P C2 CS C10 C100 Name Point s��f�s o�� (sf) (sf) (sf) (sf) (sf) �sf) ��(sf)�� (sf) (ac) ��) A1 4 9,462 13.824 268 3,547 8,839 0 0 108,679 144,619 3.32 20.3% 0.36 0.00 0.36 0.42 A2 5 0 0 0 910 0 0 0 11,722 12,632 029 4.7% 027 0.00 027 0.34 01 6 0 7,213 0 2,728 0 0 0 34.490 44,431 1.02 202% 0.38 0.00 0.38 0.44 02 7 D 5,623 0 831 0 0 0 22,731 29,185 0.67 22.0% 0.39 0.00 0.39 0.45 Total TAL SITE 9,462 26,660 268 8,016 8,839 0 0 177,622 230,867 5.30 19.6 % 0.36 0.00 0.36 0.43 JVA Civil Rational Calculationsl Basin Data Page 2 of 4 JVA Incorporeted Job Name: CoFC Schoolside Park 213 Linden Street, S 200 Job Number: 240729.CIV Fort Collins, CO 80524 Date: 6/11/24 Ph: (970) 225 9099 By: MMC CoFC Schoolside Park Time of Concentration Calculations Location: Fort Collins Minor Design Storm: 2 Major Design Storm: 100 Soil Type: C/D Travel Time (t�) tc Urbanized Check t� Sub-Basin Data Initial Overland Time (t�,) t�=Length/(Velocity x 60) t� Comp ON Final Upper Time of Basin Design A7p�a� most t; Length Velociry t� Total t� (L/180) Min Name Point (ac) C5 �engm Slope (%) �min) �g� Slope (%) Type of Land Surface C� �fps) (min) Conc Length (ft) +10 (min) t� �p�� t� + �� _ �� A1 4 3.32 0.00 300 0.5 % 45.1 312 p.s � Paved areas 8 shallow ZO 1.4 3.7 48.8 612 13.4 13.4 aved swales A2 5 029 0.00 � 00 0.3 % 12.6 161.5 0.3 % P�ved areas & shallow 20 1.0 2.6 152 261.5 11.5 11.5 aved swales 01 6 1.02 0.00 100 4.1 % 26.4 159 5.0 % Paved areas & shallow ZO 4.5 0.6 27.0 459 12.6 12.6 aved swales 02 7 0.67 0.00 300 2.3 % 26.4 260 02 % Grassed waterway 15 07 6.6 33.0 #REF! #REF! #REF! JVA Civil Rational Calculationsl Basin Data Page 3 of 4 JVA Incorporated 213 Linden Street, S 200 Fort Collins, CO 80524 Ph: (970) 225 9099 CoFC Schoolside Park LID AREA Calculations per City of Fort Collins The implementation of LID systems requires one of the following two options: Job Name: CoFC Schoolside Park Job Number: 240729.CIV Date: 6/11 /24 By: MMC 1) 50% of the newly added or modified impervious area must be treated by LID techniques and 25% of new paved (vehicle use) areas must be pervious. 2} 75% of all newly added or modified impervious area must be treated by LID techniques. Acres Notes Total Site Area = 5.30 Area within the drainage boundary Total Site Impervious Area = 1.04 Area of impervious surfaces Added or Modified Impervious Area = 0.55 Area of impervious surfaces - existing impervious surface area Required Impervious Area to be treated by LID - 0.27 50% of added or modified impervious area Total Site Area to LID = 3.32 Provided Impervious Area to LID = 0.62 Imperviaus surfaces are defined as hardscape surfaces that do not allow stormwater to infiltrate into the ground. Impervious surfaces include asphalt and concrete surfaces, concrete curbs, gutters, sidewalks, patios and rooftops. (Impervious surface areas must be assumed for single family residential lots when overall impervious areas are being determined for residential developments. The assumed areas must then be included in LID calculations.} JVA Civil Rational Calculations1 LID Area Page 4 of 4 MHFD-Detention, �ersion 4.06Qu1y2011J easin .I.�z T�. --�_� _.._- °O°` r ExampleZoneEConfiguretion�RetentionPond) Watershed Information SelectedBMPType= EDB Watershed Area = 4.61 res Watershed Lergth = 550 Rc Watershed Leng[h to Centroid = 35� R Watershed Slope = 0.005 R/R waee�sn�d imcerv�o�:�ess = zz.3o i ce«ern Pe«eoca� nvd�oioq�� soa ��o�o n= o.o i ce«eoc Percentage Hydrologi� Soil Group B= 0.0^/o percent Percentage Hydrologic Soil 6roups C/D = 1�0.�% percent Target WQN Drain Time = 40A hours Location for 1-hr Rainfall Depths = User Inpu[ nft�• or�Nd=ny r��quirctl rnpu� ntov� inciiid�no 1-��ir r�in�all d�om=, ��w �e:,� runa m ��o�am �,�oir nvdme�Pns �=��v �M1-enb ]d��i .vrtleUL -HY�'v�iaPl P ��tl.iie.. Op!ionalU� OieR�d� Water Quality Capture Volume (WQNJ = �.048 cre-fee[ ae-feet Excess llrban Runo(f Volume (EURV) = 0.091 re-Feet <re-feet 2-yr Rurroff Volume (Pl = �B2 in.) _ �.053 ae-feet 0.82 nches 5-yr Runoff Volume (Pl = 1.�9 in.) _ �.102 re-feet in�hes 1�-yr Ruirofl Volume (Pl = 1.4 in.) _ �.199 cre-feet 1.40 inches 25-yr Rurroff Volume (Pl = 1.69 in.) _ �.33� ae-feet iriches 50-yr Runoff Volume (Pl = 1.99 in.) _ � 442 cre-feet inches 100-yr Runoff Valume (Pl = 2.86 in.) = OB04 ae-feet 2.86 inches 500-yr Runoff Volume (Pl = 3.14 in.) _ �.914 tre-fee[ inches Approximate 2-yr Detention Volume = 0.053 re-Feet Approximate 5-yr Deten[ion Volume = �.101 cre-feet Approximate 10-yr Detention Volume = �.133 re-feet Approximate 25-yr Detention Volume = 0.161 cre-feet Approximate 5�-yr Detention Volume = �.1T/ ae-feet Approximate 10�-yr Detention Volume = �.289 re-feet Defne Zones and Basin Geometry Zone 1 Volume ( WQCV) = 0.098 re-Feet zo�e z vowme �ioo-yea� - zone i> = azai �re-reec Select Zone 3 Storage Volume (Optioiwl) = re-feet Total Deteirtion Basin Volume = �289 ae-feet Initial Surcharge Volume (ISVJ = R' Initial Surcharge Depth (ISD) = R Total Available Detention Depth (H�o�i) = R Depth of Trickle Channel (H7�J = R Slope of Tnckle Channel (Sy�] = R/R Slopes of Main Basin Sides (Smain) = N�� 8asin Length-to-Width Ratio (Ruw) _ Initial Surcharge Area (A��) = R' Surcharge Volume Length (L�v) = R Surcharge Volume Width (W�yv) = R Depth of Basin Floor (Hp�opa) = R Length of Basin Floor (Lp�Wq) = R Width of Basin Floor (WF�ppp) = R Area of Basin Floor (AFippa� = R'' Volume of Basin Floor (Vp�pa) = R' Depth of Main Basin (HMq�N) = R Length of Main Basin (LMaN) = R Width of Main Basin (WMp�N) = R Area of Main 8asin (AMq�N) = R' Volume of Main Basin (V��pw) = R' caicWaeed roezi easin voWme (v�o�i) = user re-reet Depth Increment = R Oplionai Optional Stage- Storage Stage Ovcrritle. Lergth Width Area Ovcrrid� Area Volume Volume Desalphon (ft) S�ge(;"tt (ft) (ft) R� �ma(,'t-7 (R'J ac-ftJ Top of Micropool — �.�� — — — � Oa000 4955 — �.50 — — — 1,345 0.031 336 0.008 495fi — 1.5� — — — 10,321 0.23] 5,169 0.142 495] — 2.50 — — — 18,316 OA20 20,488 0.4]0 4958 — 3.50 — — — 25,55� �.58] 42,421 �.9]9 mHFo-oe��uo� �a-os, easm sn vzo2a, z:a� PM MHFD-Detention, �e�sion 4.06 (July 2022) Project: Schoolside Park Basin ID: Onsite Detention - - �ZONE3 - zoHe Estimated Estimated zone i Stage (ft) Volume (ac-ft) Outlet Type 100.YR - VOLUME EUIiV .�.«y I T Zone 1(WQCV) 1.00 0.048 Orifce Plate ��E^a Zone 2(100-year) 2.02 0.241 Weir&Pipe (Restrict) i oairrce PEPMANENT ORIFECESNo Zone 3 °OpL Example Zone Configuration (Retention Pond) Total (all zones) 0.289 User Input: Orifice at Underdrain Outlet jtypically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifce Invert Depth = ft (distance below the fltration media surface) Underdrain Orifce Area = ft� Underdrain Orifce Diameter = inches Underdrain Orifce Centroid = feet Centroid of Lowest Orifce = 0.00 Depth at top of Zone using Orifice Plate = 1.00 Orifice Plate: Orifce Vertical Spacing = 4.00 Orifice Plate: Orifce Area per Row = 0.25 Input: SWqe and Total Area of Each Orifce Row (nun Row 1 (req Stage of Orifice Centroid (ft) 0.00 Orifice Area (sq. inches) 0.25 Raw 9 (o I Stage of Orifice Centroid (ft) Orifice Area (sq. inches) ft (relative to basin bottom at Stage = 0 ft) ft(relative to basin bottom at Stage = 0 ft) inches inches (diameter = 9/16 inch) �n eMP) Calculated Parameters for Plate WQ Orifce Area per Row = 1.736E-03 ft2 Elliptical Half-Width = N/A feet Elliptical Slot Centroid = N/A feet Elliptical Slot Area = N/A ft� User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifce Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifce = ft(relative to basin bottom at Stage = 0 h) Vertical Orifce Area = ft� Depth at top of Zone using Vertical Orifce = ft(relative to basin bottom at Stage = 0 ft) Vertical Orifce Centroid = feet Vertical Orifce Diameter = inches Overflow Weir Front Edge Height, Ho = Overflow Weir Front Edge Length = Overflow Weir Grate Slope = Horiz. Length of Weir Sides = Zone 2 Weir Not Selected 1.00 3.00 0.00 3.00 Overflow Grate Type =� Close Mesh Grate Debris Clogging % _� 50 % :tangular Trapezoidal Weir and No Outlet Pipe) Calculated Parameters for Overflow Weir Zone 2 Weir Not Selected ft(relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, H� = 1.00 feet feet Overflow Weir Slope Length = 3.00 feet H:V Grate Open Area / 100-yr Orifce Area = 26.46 feet Overflow Grate Open Area w/o Debris = 7.12 f[Z OverFlow Grate Open Area w/ Debris = 3.56 ftz User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifce Restrictor Plate or Rectangular Orifce) Calculated Parameters for Outlet Pioe w/ Flow Restriction Plate Zone 2 Restrictor Not Selected Zone 2 Restrictor Not Selected Depth to Invert of Outlet Pipe = OZO ft(distance below basin bottom at Stage = 0 k) Outlet Orifce Area = 0.27 Rz Outlet Pipe Diameter = 12.00 inches Outlet Orifce Centroid = 0.22 feet Restrictor Plate Height Above Pipe Invert = 4.50 inches Half-Central Angle of Restrictor Plate on Pipe = 1.32 N/A radians User Input: Emergenty Spillway (Rectangular or Trapezoidal) Spillway Invert Stage= 2.50 ft(relative to basin bottom at Stage = 0 ft) Spillway Crest Length = 5.00 feet Spillway End Slopes = 20.00 H:V Freeboard above Max Water Surface = 1.00 feet Calculated Parameters for Spillway Spillway Design Flow Depth= 037 feet Stage at Top of Freeboard = 3.87 feet Basin Area at Top of Freeboard = 0.59 acres Basin Volume at Top of Freeboard = 0.97 acre-ft Routed Hydrogreph Results Design Storm Return Period One-Hour Rainfall Depth (in) CUHP Runoff Volume (acre-ft) Inflow Hydrograph Voiume (acre-ft) CUHP Predevelopment Peak Q (cfs) OPTIONAL Override Predevelopment Peak Q(cfs) Predevelopment Unit Peak Flow, q(cFs/acre) Peak Inflow Q (cfs) Peak OutFlow Q (ds) Ratio Peak OuMow to Predevelopment Q Structure Controlling Flow Max Velocity through Grate 1(fps) Max Velocity [hrough Grate 2 (fps) Time to Drain 97 i of Inflow Volume (hours) Time to Drain 99 i of Inflow Volume (hours) Maximum Ponding Depth (ft) Area at Maximum Ponding Depth (acres) Maximum Volume Stored (acre-ft) MHFD-Detention v4-06, Outlet Structure 6/11/2024, 2:52 PM g � soovR iN •�••� SOOYROUT $ ��— —100YRIN —� � � 100YR OUT . �SQYRIN � � SOVR OUT 25YRIN 25YR OUT 6 .. I — � - iovR iN ��. . ��. � lOYF OUT �. N S , �� SYRIN I •,.,. SYROUT � �'i 2YRIN ' LL 4 . �...i 2YR OUT -- � ��i EUPVIN � . . E�RVOUT �. 3 wqN IN �.... w4Noui . z I � 0 -' 0.1 3 � 2 r x � � 1.5 l� Z 0 Z O 1 0.5 MHFD-Detention, �e�sion 4.06 (July 2022) � � E��a. _ _ _ _ � =_y„" yz. , ��'�,�. ` fj ' `, ♦ 1 TIME jhrj 0 0.1 1 DRAIN TIME [hr] 50,000 45,000 40,000 35,000 m 30,000 � � zs,000 0 > « 20,000 x a Q 15,000 10,000 5,000 0 0.00 0.50 1.00 1.50 2.00 2.50 PONDING DEPTH [k] S-A-V-D Chart Auis Override X-axis Left Y-lixis Right Y-Axis minimum bound mazimum bound � ��•_. c R 3.00 3.50 10 100 70 II 60 50 40 .0 3 0 � 30 p II 20 II io 0 4.00 MHFD-Detention v4-06, Outlet Structure 6/11/2024, 2:52 PM SDI-Design Data v1. 00, Re%ased January 2010 Stormwater Facility Name: COFC Schoolside Park Onsite Detention Facility Location & Jurisdiction: Fort Collins, CO User In ut: Watershed Characteristics Extended Detention Basin (EDB) � EDB Watershed Area = 4.61 Watershed Length = 550 Watershed Length to Centroid = 350 Watershed Slope = 0.005 Watershed Imperviousness = 22.3% Percentage Hydrologic Soil Group A= 0.0% Percentage Hydrologic Soil Group B= 0.0% Percentage Hydrologic Soil Groups C/D = 100.0% Target WQCV Drain Time = 40.0 Location for 1-hr Rainfall Depths (use dropdown): Userinput � acres ft/ft After providing required inputs above including 1-hour rainfall depths, click'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. After completing and printing this worksheet to a pdf, go to: https://maperture.d i4italdataservices.com/qvh/?viewer=cswd if Create a new stormwater faciliry, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period = One-Hour Rainfall Depth = CUHP Runoff Volume = Inflow Hydrograph Volume = Time to Drain 97% of Inflow Volume = Time to Drain 99% of Inflow Volume = Maximum Ponding Depth = Maximum Ponded Area = Maximum Volume Stored = User Defined User Defined User Defined User Defined Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] 0.00 0 0.00 0.00 0.50 1,345 0.50 0.01 1.50 10,321 1.50 1.58 2.50 18,316 2.50 2.04 3.50 25,550 3.50 64.85 SDI_Design_Data_v2.00, Design Data 6/11/2024, 3:06 PM 8 I � 6 5 34 0 J 3 2 1 0 0.1 3 2.5 2 � x � a W � � Z 1.5 c z 0 a 1 0.5 TIMfl [hr] DRAIN TIME [hr] 10 SDI_Design_Data_v2.00, Design Data 6/11/2024, 3:06 PM p�•g _ _ - — _ 0.1 1 10 100