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HomeMy WebLinkAboutDrainage Reports - 01/20/1995No Text 1 1 1 1 1 1 FINAL DRAINAGE & EROSION CONTROL REPORT FOR NORTHERN PORTION OF TRACT H RAINTREE P.U.D. - PHASE II AUGUST 25, 1994 Revised October 18, 1994 PREPARED FOR: TOTAL PETROLEUM, INC. TOTAL TOWER 900 19TH STREET, SUITE 2201 DENVER, COLORADO 80202 PREPARED BY: PARSONS & ASSOCIATES, INC. 432 LINK LANE PLAZA FORT COLLINS, COLORADO 80524 (303) 221-2400 PROJECT NUMBER: 94.05 TOT 1 1 1 1 1 1 1 1 1 TABLE OF CONTENTS Introduction 1 Site Description 3 Hydrologic Analysis 4 Developed Drainage 5, 6 Conclusions 7 Erosion Control 8 Wind Erosion 8 Water Erosion 8 Figure 1 Vicinity Map 2 Figure 2 Drainage Exhibit Back Pocket Appendix A Developed Drainage Calculations Appendix B Erosion Control Calculations Appendix C Previous Drainage Studies (4 reports) ' FINAL DRAINAGE 6 EROSION CONTROL REPORT FOR ' NORTHERN PORTION OF TRACT H RAINTREE P.U.D. - PHASE II The purpose of this study is to provide drainage and erosion ' control information for the development of an 0.96 acre commercial site which will include a gas station, convenience store and car ' wash on South Shields Street at Raintree Drive. All design ' specifications are prepared in accordance with the City of Fort Collins Drainage Design and Construction Standards. This site was originally approved for development in February ' 1989 but, was not developed at that time. The project has just recently been reproposed for development. Final design details have necessitated a re -submittal of the Final Drainage report along ' with Erosion Control Calculations. ♦ • �� 4 C� w� lN. So W h A S..6.r St = • I co • n.•1•Y p, [ Aft ! [ N�1.•Nan "?."Re ET MAp. - sl lMwfi�i '.r•�.rrfAM ANyr�. eHa ap » �. CY04 aMrop P- G••et,� ` ^"ar $ u a E a [iMJs,! WMGO.M =A F°Eop g a ., • � wAGw4M p AM b NarasM &AVo I 'avr n • M•Rdf ti631! amce "»� i E••• i � awsr.a ✓n s p J R Rollandg # g S? d FROjECI A.NrM Y 3 k..n...[r'a xMociojF..� F 0 ; SITE r �. w o yVon" OW" , ^Pd(ak • N w» N dN. AI . ¢ N...•N p N.•w,ya eI_ A _g 1• M O.AJ w � [.w.w" p� � a w.epr.n� — A" »ej"1i�'bf� Gil RAMw d •1 •i N JRI c 2 �"'"• 21� 9w [[-hqM < f+ Y N SAr. enJ Nr Ir W,r».�� eera €i wr i• • .1 , .` a N J _ RI — us_ a d Reew [ S.M to •S� Ta • i»a` cn.r cw +� p �nl; tl �gl; .•t[C� _ p 0 Cl � do ' [. a. a a " o„ aE`. ..'� YNJiA a ON. w�.�: , 97� r w ch. R.n c [wA..J xS€ (. L.r.a, a . 4�• a y - cl R.MR. G .. Y+. a I Ecr ' :; d a « '•A' J R"n� 3 9 n u Nlrr.."wAM [ rs rrr A, AfFa- VICINITY MAP SCALE.• 1 " = 2500'f ' ' SITE DESCRIPTION ' The site is located in the Southeast Quarter of Section 22, Township 7 North, Range 69 West of the Sixth Principal Meridian, ' Larimer County, State of Colorado. The parcel (approximately 0.96 ' acres) consists of the northern portion of Tract H, Phase II of Raintree P.U.D. The project is bounded on the north by Raintree ' Drive, on the east by Shields street right-of-way on the west by an access driveway and on the south by a Burger King Restaurant. The ' Raintree P.U.D. is tributary to the Spring Creek Basin. ' The site currently drains to an area inlet at the northwest ' corner of the existing Burger King site. Existing vegetation on the site consists of native grass and is surrounded by landscape berms and irrigated grass along the Shields and Raintree drive tfrontage. ' The proposed development for the tract is commercial as outlined above. The entire site will be developed in one phase ' with all improvements proposed for construction. 1 -3- 1 ' HYDRAULIC ANALYSIS The Rational Method has been used to calculate the stormwater volumes for the initial (10-year) and the major (100-year) event. ' The site has been divided into two basins; I-4 which includes all ' areas draining to the area inlet at concentration point (1) (See exhibit - back pocket) and Basin I-5 which drains to V curb inlet ' at southwesterly corner of Shields and Raintree. Three previous drainage reports cover the developed improvements to Raintree ' P.U.D., Phase II, the reports are included in Appendix C and ' include: 1) Addendum to Stormwater Drainage Report for the Raintree P.U.D., Parsons & Associates January 1985. 2) Final Drainage Report for Raintree Commercial P.U.D. Phase II, Parsons & Associates, April 29, 1985 3) Preliminary/Final Drainage Report for Tract H Raintree Commercial P.U.D., Phase II, Parsons & Associates, August ' 30, 1988. 4) Preliminary/Final Drainage Report for Burger King at Tract H Raintree Commercial P.U.D. Phase II, Parsons & Associates, March 6, 1989 The most recent report; "Preliminary/Final Drainage Report for ' Burger King at Tract H Raintree P.U.D. Phase II prepared by ' Parsons & Associates on March 6, 1989. This study details detention ponding, release rates and routing into the existing ' storm drainage system. The planned stormsewer outfall system for the Raintree P.U.D. is available in this reports back pocket. 1 -4- I 0 [1 LII r DEVELOPED DRAINAGE As part of this study, calculations for the initial (10-year) and Major (100 year) storm event were evaluated for the fully developed conditions of Basin I-4 and I-5. These calculations are available for review in Appendix A of this report, also included are detention pond calculations for Tract H. Basin I-4 Basin I-4 consists of the existing Burger King site and the proposed Total Petroleum site on the north end of Tract H. A review of the enclosed drainage plan shows that the proposed development will drain to the southwesterly corner of the tract and flow to the existing inlet on the west end of the Burger King site. This concept is consistent with the approved drainage concept for the Burger King site (Tract H), where both sites would share a common drainage/detention storage and release point.. The outfall system in Raintree P.U.D. was specifically designed to accept the 1.14 cfs release rate from this tract, the calculations for this subbasin and the remainder of Basin I subbasins are available in "Addendum to Stormwater Drainage Report Raintree P.U.D." in Appendix C of this report. The outfall from this area is controlled by the maximum capacity of the 15" RCP outfall system downstream of this site in Raintree Drive. Enclosed calculations show total detention volume required of 8,100 cubic feet and the combined detention storage available of 10,835 cubic feet. -5- Basin I-5 ' This subbasin includes landscape areas and the street sections of Shields and Raintree Drive draining to an existing 4 foot inlet ' at the southwest corner of the intersection. The inlet was ' designed to capture the initial storm of 2.7 cfs, the downstream collection system has a capacity of 6.7 cfs. The combined total ' outfall form Phase I and Phase II of the Raintree P.U.D to this system is 4.0 cfs as outlined in the calculations found in ' "Addendum to "Stormwater Drainage Report", Parsons January 1985. ' This accounts for the summation of all ponds from Basin I and 0.85 from an adjacent basin in Phase I. Major stormflows will not be ' accepted into the Raintree Drive inlet and will overtop the crown at Shields and Raintree and flow to the north and the surface ' collection system adjacent to Rolland Moore Park on Shields Street. 0 .6. I ' CONCLUSIONS ' After reviewing the existing drainage information and site conditions, the following conclusions can be made. 1) Runoff from the site will collect to an area inlet at the ' Northwest Corner of the Burger King site. Combined storage of both sites will exceed the required minimum of 9700 cubic feet. 2) Stormflows draining from the site to the flowline of Shields Street and Raintree Drive and collect to 2 - 4 foot inlets at the southwest corner of the intersection. ' The downstream system will allow only the combined outfall from both Basins (I-4 & I-5). ' 3) A variance request for erosion control costs will be included as part of this report. 1 -7- ' EROSION CONTROL This project is located within an area of moderate wind erosion and moderate rainfall erosion according the City of Fort collins wind and rainfall erodibility maps. WIND EROSION tWind erosion protection will be provided by silt fencing on ' the northern and western perimeter of the project. Asphalt paving of the parking area and seeding and mulching (or landscaping) of tall disturbed areas will provide final stabilization upon ' completion of this project. WATER EROSION Net effectiveness calculations included in Appendix B of this ' report show that methods proposed for this development will be ' adequate at minimizing the erosion potential of rainfall events. As stated above, final stabilization will occur with completion of ' paving and landscaping features. All erosion control calculations and cost estimates are included in Appendix B of this report. 1 1 I 1 1 1 1 I 1 1 1 1 APPENDIX A DEVELOPED DRAINAGE CALCULATIONS 1 1—N I T PARSONS & CLIENT . JOB NO. ASSOCIATES PROJECT (j\,r rCALCULATIONS FOR CONSULTING ENGINEERS 2V FL Cogm Colorado BOS24 MADE BY DATE CHECKED- DATE SHEET . . ....... ..... ... ..... ... . ..... .............. I .......... ... ................ .. ...... ....... iL ............ lq z4 TiE ............... ....... ... . .. . ............ .... ........ ....... .............. 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SO) ....... . ...... ... ........ ... . ....... ......... ........ ...... . ...... . ..... ... . . . . ........ . . ............ ......... ...... .. . . . . ............... ..... . .... ......... ....... .............. ... . ...... ....... ....... ............... ... ....... ... . ............ ........ ........ ........... . ...... ...... ..... ........ ........... ....... . ......... ................... ........ ................. ......... ......... ........ ......... .......... .......... ....... ................ .......... ......... ...... ..................... .......... ............... . . . . ...... ........... .... ....... . ........ ........................... . .... . .............. ....... ......... ...... . ........... ..... .. ............ ............ ................ ... ..... .... . . ...... ........... . ......... .. . .................. - .......... . .......... .............. ............. . ................... .. . .. . . .......... ......... . ........... ........ .. . . .. .. . ...... . .......... .. .. ...... ...... .......... ..... ....... ............... .......... ... .................... ...... ...... ......... ............ No Text LU { � � j § ) ( CY e \ � ) \ k ) § 2 �{7 0 w § 3 , � 2{- - - 2fa |wCD ° - � 0 0 2 )kƒ c) z7 \k /k \ C%j OD |— Q ' E /k / IT LD ) CM )$ 2 @ jk LQ - �z Im 0f) - E k § - CD ! / C !a 3 0)80o G70 0 {AAE� E|2f )0 -LL A LL _2\k& {2fkf a22Q 0 E ]E§f% 0 0 .2 C 0c c E 00)§£ /_an-m § } k cr / j r 7 \ \ ) / LL -C J k 2 !t2 AJ® 0 ~ 2ff w a: jf\ Q rl G )/{ ; 2 z7 3 3 /{ LD / j w ] § // f 2 �y cli \ / )§ 7 0 Eli J 2 ; j k ® LQ - z 0 �) - m ] k § � - ] 2 R ! \ / ja A �) •0 E20 0 \\\\\ � + LL ¥� -■LL 2\)0 \ D CO E EE �0 ;a§5p 0LL ocN 'aE §2a 0 0 cc /�,n,LO 2 �I J� LI d 11 1 DETENTION VOLUME REQUIREMENTS Page: 100 Year Event of Pages Project Number: Project Title: Date: 94.05TOT TOTAL PETROLEUM AT RA/NTREE PUD 12-Oct-94 Estimator: G.A. ODEHNAL File: RTDETVO.WO1 Problem: Determine the total volume of detention required for the proposed development which consists of approximately 1.32 acres. All other basins will drain to the points of concentration as shown on sheet 4 of 4. Given: a) Fully developed conditions b) The Maximum release rate = 1.14 cfs c) Basins Included: 1-4 d) Mass Diagram Method of Detention Calculation CCfA = (0.75)(1.25)( 1.32 ac) = 1.24 Time: 100 yr. freq. Time: Acumulated Outfall Volume: Storage Required: min. CCfA Inten. seconds Vol. (ft^3) o = 1.14 cfs it ^3 Ac-Ft 5 1.24 8.12 300 3,015 342 2,673 0.0614 10 1.24 7.15 600 5,309 684 4,625 0.1062 15 1.24 6.00 900 6,683 1,026 5,657 0.1299 20 1.24 5.20 1200 7,722 1,368 6,354 0.1459 30 1.24 4.20 1800 9,356 2,052 7,304 0.1677 40 1.24 3.52 2400 10,454 2,736 7,718 0.1772 50 1.24 3.08 3000 11,435 3,420 8,015 0.1840 60 1.24 2.62 3600 11,672 4,104 7,568 0.1737 90 1.24 1.88 5400 12,563 6,156 6,407 0.1471 120 1.24 1.44 7200 12,830 8,208 4,622 0.1061 Maximum Volume Required: 8,015 ft^3 or 0.1840 Ac.-Ft. USE 8100 Cubic -Ft. I APPENDIX B EROSION CONTROL CALCULATIONS 11 1� 1 [J 1 1 1 1 i 1 1 1 1 1 1 1 EFFECTIVENESS CALCULATIONS PROJECT:T�7T/-S-- P5--77ZoU---u 1 STANDARD FORM B COMPLETED BY: DATE: 2 1 Erosion Control C-Factor P-Factor Method Value Value Comment 7I Z,bl� To Nr�,�-p �n o,ol 1,60 L-s _ NH o��s MAJOR PS SUB AREA BASIN BASIN (Ac) CALCULATIONS 0.j0 Vic. L(p,o1) (I.0G)(o."h]/1 32 0. 32 88.51 1 ©L 1 MARCH 1991 8-15 DESIGN CRITERIA I 1 L d 1 i i 1 1 1 1 1 1 ri EFFECTIVENESS CALCULATIONS PROJECT: -r��� �r " L, l-j Y7� I -+�)�_ � STANDARD FORM B I �I"j� U COMPLETED BY: ��DATE: 44- Erosion Control C-Factor P-Factor Method Value Value Comment lnl/W&IL5 0.01 1- 0v all aw.t as Yx. pl,n/exsl 5�(� �eALL, �.0� 0.50 /�o�th�ln/esi �:lLs MAJOR PS SUB AREA BASIN BASIN (Ac) CALCULATIONS (9. Co AC. - �i�ve�sn� /w�IkS WTQ C- � �r r�o.CQ1)CC,0j)4 o)CO 3��7/Oal 0.3� �� ► ��e. 5�; = o . qG 1 MARCH 1991 9-15 DESIGN CRITERIA F L F L L Ir— u 1 L ENGINEER'S COST ESTIMATE Page: FINAL 1 OF 1 Project Number: Project Title: Date: 94.05-TOT TOTAL PETROLEUM @ RA/NTREE 24-Aug-94 Estimator: R. VAN UFFELEN File: TOT-CSTE.WQ1 Item #1: ALTERNATE #1 #2: ALTERNATE #2 Numbe Description of Item Unit Cost* Unit erosion control as designe all disturbed areas seeded Quantity Iltem Cost Quantity Item Cost A EROSION CONTROL Sod $0.20 SF 19166 $3,833.20 Straw Bale Units (5 bales/unit) $50.00 EA 1 $50.00 Silt Fence $3.00 LF 400 $1,200.00 Native Seeding w/ 2 Tons of $1,300.00 AC .85 $1,105.00 Straw Mulch (Crimped) $5,083.20 SUBTOTAL $1,105.00 MULTIPLIER 1.5 1.5 $7,624.80 $1,657.50 TOTAL DEPOSIT TOTAL SECURITY REQ'D. $7,624.80 * Unit costs are installed costs. APPENDIX C PREVIOUS DRAINAGE STUDIES (FOUR REPORTS) 11 1 PRELIMINARY/FINAL DRAINAGE REPORT FOR BURGER KING AT TRACT H RAINTREE COMMERCIAL P.U.D. PHASE II MARCH 6, 1989 PREPARED BY: PARSONS & ASSOCIATES 432 Link Lane Plaza Fort Collins, CO 80524 (303) 221-2400 PROJECT NUMBER - 89.06 KNG J ' PRELIMINARY/FINAL DRAINAGE REPORT ' FOR BURGER KING AT TRACT H RAINTREE COMMERCIAL P.U.D. PHASE II INTRODUCTION ' The purpose of this report is to document the procedures and results of a stormwater drainage study for a Burger King site at ' Tract H, Raintree Commercial P.U.D., Phase II, City of Fort Collins, Colorado. A drainage and grading plan depicting final grades, detention area and volume and related site improvements is attached. The methods used in this study comply with the criteria ' and requirements set forth in the City of Fort Collins "Storm Drainage Design Criteria". Design calculations are included in the Appendix. Previous studies which have been made for this site ' have been considered for the basis of this study. The reports are: 1. "Preliminary/Final Drainage Report for Tract H, Raintree Commercial P.U.D., Phase II" prepared by Parsons & Associates August 30, 1988 Revised February 16, 1989. 2. "Final Drainage Report for Raintree Commercial P.U.D., Phase II" prepared by Parsons & Associates March, 1985 Revised April 29, 1985. ' The total Tract H site consists of 1.5 acres. The northern half of Tract H is in the process of being developed into a gas ' station/car wash. The southern half of Tract H, the portion which is considered by this investigation, is being proposed to be developed for a fast food restaurant. The existing development in the P.U.D. includes stormwater detention ponds and a piping system ' within the parking lots on -site. A piped outfall and an additional pond is located to the north between two irrigation canals. Tract H has been incorporated in the overall drainage system design for Raintree Commercial P.U.D. The maximum controlled release rate for storm flows generated on Tract H is 1.14 cfs. The proposed development of Tract H has been designed in accordance with this parameter. ' RESULTS The proposed grades for the fast food restaurant ar.e designed so that runoff from the restaurant site will be directed to an "Area inlet" located near the northwest corner of the fast food ' site. The "Area inlet" is to be constructed at the end of an existing 15" diameter R.C.P. An orifice plate is to be attached to the inlet end of the 15" diameter pipe in order to limit its flow rate released from the site to the maximum rate of 1.14 cfs. I ' The developed runoff coefficient based on the proposed development is estimated to be 0.70. The calculated required detention volume is 7920 cubic feet for all of Tract H. The total volume to be provided on all of Tract H is 8,670 cubic feet. tPrepared under the supervision of: ' Donald M. Parsons, P.E. Colorado License # 13131 t 1 1 I 1 1 APPENDIX 1 1 1 1 1 1 1 1 1 1 1 1 PRELIMINARY/FINAL DRAINAGE REPORT FOR TRACT H RAINTREE COMMERCIAL P.U.D. PHASE II AUGUST 30, 1988 (Revised) Prepared by: Parsons & Associates 432 Link Lane Plaza Fort Collins, Colorado 80524 303-221-2400 Project Number - 88.13 RTH 11 1 I 1 PRELIMINARY/FINAL DRAINAGE REPORT TRACT H RAINTREE COMMERCIAL P.U.D. PHASE II INTRODUCTION The purpose of this report is to document the procedures and results of a stormwater drainage study of Tract H in Raintree Commercial P.U.D. Phase II. A drainage plan showing final grading, detention volume, and improvements is attached. The methods used in this study comply with the requirements set forth in the City of Fort Collins' Storm Drainage Design Criteria and the calculations are included in the appendix. Also included, is a report of a previous study upon which this study is based. This report is: Final Drainaae Report for Raintree Commercial_ P.U.D., Phase II The project site is a 1.5 acre tract of undeveloped land in the Raintree Commercial P.U.D. The proposed use of the site consists of a gas station/car wash in the north half of Tract H, and a future fast food restaurant in the southern half. Only the gas station is proposed to be built at this time. Results The previous study's results indicate a maximum release rate of 1.14 c.f.s. which is controlled by the capacity of the existing storm sewer pipe. The developed runoff coefficient based on the proposed development is 0.70. These conditions result in a required detention volume of 7920 ft.3. A total of 8670 ft.3 has been provided. Because only the north half of Tract H is being built at this time, a temporary berm will be constructed to direct the flow of stormwater runoff to the existing culvert. When the south half of Tract H is built, the finished grades of the parking lot will direct the flow to the culvert. ``Q A. SH/4f, *,.. v = * 9 18792 cr .� Todd A. Shimoda, P.E. % �r Colorado License No. 18792 {�j4�ssroNALE��' i� F OF C() `��� iF L 1 1 1 1 I] 1 1 1 1 1 1 1 1 C APPENDIX 1 R V o I_ o F-A C (zF_O-J l R C D = 7 `l 2-0 -r-T 3 UOL.yfot PV0y\DL� E LG V. P. ZIE k L O ICU .57- V 55, o sr-5. Z 6, Ovo 0, Z. 4o o 400 6y. 4 121000 o, Z I e;9000 S5, Cv I bI voo 0. 2 D 4-bo cv C276. 8 �& 1000 012- 32)-70 23eo70 r=T 3 PARSONS & 3 i? T !-Z, ■,� CLIENT /� JOB NO. ASSOCIATES PROJECT �rl _CY ~ CALCULATIONS FOR CONSULTING ENGINEERS f� r,� Ft. CoWtr, Colorado Iowa MADE BV DAT B 8 "CHECKED BYDATF SHEET OF 1-1 ass b14,G,;,f-,�i--� Er 10 LU 3o nU TI-'lE �rq I��vTt, S� I L I I I I I I I I I I I I I I I I I =PARSONS & CLIENT JOB NO. In ASSOCL47-ES PROJECT —CALCULATIONS FOR CONSULTING ENGINEERS Ft. Colbrw Colom& sonos MADE BY DAT 2u CHECKED BY DATE— SHEET OF 5/7 E Z_ ---------- /7, ADDENDUM SEPTEMBER 15, 1988 I ' The purpose of this addendum is to clarify some points raised by the Stormwater Utility during their review process. Tract H is an undeveloped lot in the Raintree Commercial P.U.D. The existing development in the P.U.D. includes stormwater detention ponds in the parking lots and a pond to the north between the two irrigation canals. All of the P.U.D. has been ' designed to flow into these ponds. Tract H was also designed as part of this system to have on -site detention with a maximum release of 1.14 cfs. The project was designed according to these ' parameters. 1 �J i PARSONS & Ir-l- ASSOCIATES CONSULTING ENGINEERS IFebruary 16, 1989 ' Glen Schlueter Storm Drainage Utility City of Fort Collins P. 0. Box 580 Fort Collins, CO 80522 1 RE: Raintree Commercial P.U.D. Tract H Dear Glen: As per request of our client, we have revised the limits of the proposed detention pond for Tract H, Raintree Commercial. We changed the limits so as not to allow stormwater storage to occur over the buried gasoline storage tanks. We also changed the pond water surface elevation from 55.8 to 55.6. Attached are the revised volume provided calculations, and a copy of the revised drawings, 3 of 4 and 4 of 4. The volume required (see the original report) is 7920 ft3. Therefore, the new pond volume is adequate. Should you have any questions, please call. Thank you. Sincerely, Todd Shimoda Project Manager Enclosures TAS/nc 1 1 1 1 1 1 1 1 1 1 1 1 1 1 !� PARSONSC& CLIENT JOB NO, T /r1 ASSOC� 1 LS PROJECT � � I r F CALCULATIONS FOR CONSULTING ENGINEERS MADE BY XLC- DATE CHECKED 8Y 77� DATE SHEET OF Ft Coin., Colors& am" �AI/.IT2EE 1 2LQCs I-i - Z✓vlslol�s -DETEr.Jno?Q \-/oLJ.JMFS US N c� \,/ a (dl� ) ( AL. 4- 4 L B NA � !S) Q, z 3 co 300 b , Z 9 ao 1 Zao SS.o D.Z loco Z7cx:) �.z 90� O, z Z.Zbo 4960 O,Z. e>I 40 SS. b 18ZCc� �Da-ra�-MC>Q -�DZOUIJ7ED dw I 1 1 1 1 1 i 1 i 1 11 1 d 1 1 1 i 1 APPENDIX 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 FINAL DRAINAGE REPORT FOR RAINTREE COMMERCIAL P.U.D., PHASE II MARCH, 1985 REVISED APRIL 29. 1985 Prepared by: Parsons u Associates 432 Lint, Lane Plaza .. Fort Collins, Colorado 80524 303-221-2400 Project Number: 85.07 RNT I FINAL DRAINAGE REPORT FOR RAINTREE COMMERCIAL P.U.D., PHASE II ' This report has been prepared to describe the procedures and results of a stormwater drainage study of Raintree Commercial P.U.D., Phase II. A drainage plan showing the grading, sub -catchment basins, and stormwater drainage improvements is attached. Methods used in this study comply with the requirements set forth in the City of Fort Collins' "Storm Drainage Design Criteria" and the calculations are contained in an appendix to this report. The project site consists of approximately seven acres of undeveloped land lying West of Shields Street, approximately 500 feet- North of Drake Road in Southwest Fort Collins. Adjacent properties are currently undeveloped, but the land to the North and West has an approved multi -family residential P.U.D. and to the South, Raintree Commercial P.U.D., Phase I, has been approved. Stormwater drainage design for the project site conforms to and is ' described in the "Stormwater Drainage Report for Raintree P.U.D." (Taranto, Stanton, u Tagge, 198U) and the "Addendum to Stormwater Drainage Report for Raintree P.U.D." (Parsons u Associates, 1985). ' Since off -site detention is being provided in Ponds "A" and "B" to the West of Raintree Drive, the detention ponds on -site are designed only to reduce flows based on off -site storm sewer capacity. The ' storm sewers are designed to become part of the storm. _sewer and detention system of Raintree F.U.D., as shown in the "Addendum". If Raintree Commercial P.U.D. is built before the residential P.U.D., ' it will be necessary to construct those portions of the off -site drainage system required to handle. the commercial runoff, or to design an approved alternate system. ' Michael F. Jon , Project Engineer Oil���,15TEHFc: -- ------------ -------------- ey Wynne P.E. No. 14961 V r �r 0 4 14go1 1 1 1 1 APPENDIX TO FINAL DRAINAGE REPORT FOR RAINTREE COMMERCIAL P.U.D., PHASE I Sub -basin Areas Runoff Coefficients Detention Volumes Mothods of Calculation 1 1 2-6 7-9 / PARSONS & CLIENT JOB NO. r1) I Irk- ASSOCIATES PROJECT it%.� ( eVZAA, CALCULATIONS FOR CONSULTING ENGINEERS Ff. Collins. Colorado 90524 MADE By 1 �OATE CNECREO BY OATS SHEET�or 11 I 11 I I I I I —I RPARSONS & CLIENT Joe NO. ASSOCIATES PROJECT CALCULATIONS FOR CONSULTING ENGINEERS - Ft. Col"I. Colorado W324 MADE a LZLJJM DATE CHECKEO BY GATE SHEET of T-- ....... ............... I OKS. pc:n, 4r;l...r: e.. 2% 0 D ej 0 -4&T"4DrL00v-, pzi TL ..... ...... ..... . .. ------- .......... . -j - - ---------- 7 ZA— AicD q ... . ...... TL M-LU77?��e-/64 -2 9"� 7 LA T,:a L 37. s/OZZZ ... . . .... 7-- 74 ... .. ..... ...... eo --L L I PARSONS & CUENT JOB '0. ASSOCIATES PROJECT CALCULATIONS FOR CONSULTING ENGINEERS MADE. 3-15:515�c"ECKIED By O^TlE— Ft. Colli.s. C01016do BOS24 BY DATE SHEET Of 7 - --------- . ..... . . ... . ... ... . ...... ....... ...... . ... .. . ...... . 7 ..... . ... .... . ..... . .. .. .... . .... ... .. AREA: 2.9844 P..... C: 8.4888 0 ADD: 8.6008 �acKEo 9 REL: 6.9000 . .. .... ... - T :5.0888 -j ... . ..... . .. -7 01:11.9376 YI:3,581.2800 ....... VR:2,878.8008 D :1 511.2808 ---------- ...... .. . . ..... . ........ T :10.8800 1 :7.2889 91:18.7438 --- ------- . ........ ...... YI:6,446.3040 YR:4,14e.8800 D :2,396.3040 --------- --- --- - ----- T :15.0000 -------- - - 91:8.9532 D :1,847.8800 i i- ------ 7. ....... . .. ... .. + 1 1 1 PARSONS & /A ASSOCIATES CONSULTING ENGINEERS FL Collins. Colorado SOSid CLIENT PROJECT MADE BT� DATE 3 •I B''9'7 CNECREO BY 1 -- - rJ. tL1 t -! AREA: 0.3224 C: 0.6500 Q ADD: 8.0080 I Q REL: 9.2708 _...i......._ T :5.0088 01:2.0956 = VI:628.6880 VR:81.8008 D :547.6800 T :10.0800 I :M 80 Q1:t.8868 VI:1,131.6240 YR.:162.8000 - D :969.6248 T :15.0088 ` I :6.0888 9I:1.5717 VI:1,414.5308 VR:243.8080 D :1,171.5300 I i T :20.9000 - 01:1.3595 --- V1:1,631.4246 VR:324.8800 D :1,307.4246 �- T :25.0088 Y - I :4.5888 01:1.1997 V1:1,799.5965 VR:405.8080 D :1,394.5965 JOB NO. 7.yy Vf It t I CALCULATIONS FOR E�T I!lV �I vAJ DATE SHEET, OF 1 ' I I ' : i ! t i 1 i T :30.0800 I :4.1780 91:1.8923 VI:1,966.1967 YR:486.0000 D :1,488.1967 T :35.8008 1 :3.7988 91:6.9928 V1:2,084.8601 VR:567.8800 D :1,517.8601 T :48.0080 I :3.5088 91:8.9168 VI:2,208.3800 VR:648.8800 D :1,552.3800 T :45.0080 I :3.2380 91:0.8461 VI:2,284.4668 VR:729.8888 D :1,555.4660 < T :58.8888 I :3.8808 01:0.7859 VI:2,357.5508 YR:818.8800 D :1,547.5508 i I , I I 1 Li 1 1 t-- I-r- ' I ' .. , : � I i � I _ ... I i I i ( t - , i I I I I -3 PARSONS & L [M ASSOCIATES CONSULTING ENGINEERS FL Collin,. Colorado SOS24 T-- PROJECT MADE ev DATE CHIECKCO By 1A I AREA: 2.8993 C: 0.8488 9 ADD: 8.0088 Q REL: 1.7488 T :5.8000 Q1:17.6341 YI:5,290.2360 YR:522.8000 D :4)768.2360 T :10.0888 1 :7.2089 91:15.8707 VI:9,522.4248 YR:1)044.0080 D :8,478.4248 .......... Z T :15.0880 Q1:13.2256 D :18,337.6318 F- T :28A808 1 :5.1980 91:11.4401 VI:13,728.1624 YR:2,088.0000 D :11,640.1624 ....... .. . T :25.0000 1 :4.5800 01: 16.8955 YI:15,143.3806 YR:2,610.8080 D :12,533.3806 T :30.0800 1 :4. 1708 91:9.1918 YI:16,545.2131 YR:3,132.0000 D :13,413.2131 T :35.0000 1 :3.7980 91:8.3542 VI:17,543.7451 YR:3,654.0008 D :13,889.7451 T :40.0088 r :3.5000 GI:7.7149 VI:18,515.8260 YR:4,176.8088 D :14,339.8268 CALCULATIONS FOR v DATE _ SHEET 1xi, ) OF - I 7-- T :45.0080 1 :3.2388 Q1:7.1198 Y1:19,223.3951 YR:4,699.8000 D -14,525.3951 T :50.0898 1 :3.0009 91:6.6128 YI:19,838.3850 VR:5,228.0008 D :14,618.3850 T :55.0000 I :2.7Q89 Q1:6.1499 YI:20,294.6679 YR:5,742.0000 D :14,552.6679 ...... .... ....... .... .. ....... .-J -4- 7-4 -J ' PARSONS & CLIENT JOB NO. C7J.SJ / 'HIV ASSOCIATES PROJECT CALCUI TKN•S `OR�=f = 't2 ' CONSULTING ENGINEERS �� •..� fl. Collln•.Colorods SOS24 MADE BY _DATE Z:k • -r • s t: CHECKED BT DATE SHEET OF 1 -�-.` coca t LI�.L:�, L , I � 1 1 -- — -- - gaS I r-4 i.......6G •�.�-�- i I I � _ L. -- _ 1 i ol ' ! ' { I e, 1 i 1 1 I � 12 ' , - I I f ! ! , I , 1 ! -� ►- - - -- - - : { i I I I _--•�-r.. _ ! _ __ , ..__..—. ._ �_.—.—�-L_—^—I _-' .._{._�.__. _ __i-- a I I_- _ 1 I 1 I ! I 1 I 1 _ �- I I I 1 I 1 fPARSONS & ASSOCIATES CONSULTING ENGINEERS Ft. Collins. Colorado 80324 CLIENT_ PROJECT MADE BY OATS CHECKED BY JOB CALCULATIONS FOR OATS SHEET- OF 32 PRA --L.-- - - -- 63 $TO-`K 46 81+L8L 'DET' I 02 'A �. . 33 ADY 344LBL 01 -1 65 .. ARCL• 88 83 PROMPT 35 RCL 08 66 PRA (t 04 STO 03 Clr>L � 36 5 67 'I 05 'C ?' 37 68 RRCL IND 88 86 PROMPT 38 18 L�r 69 PRA 07 N 39 + 0 78 'QI:' v II 89 s25 .25 � 48 STO 88 cl 71 L 04 18 STO 89 (•ti3) 41 RCL IND 08 7P 73 PRA 'YI:' u 11 'QR ?' 43 74 ARCL 81 12 13 PROMPT STO 82 4rf1 a 445 RCL 03 75 PRA 'YR:' 14 'Q ADD ?' 76 77 r- RRCL 87 2 1 15 PROMPT 2 46 RCL 10 78 PRA t 16 STO 10 Q.dl e 47 + 48 STO 04 S,�_^ i 0. 17 8 18 STO 05 . _ 49 RCL.88 80 ARCL.06 19.5 �' 58 68 81 PRA r 28 STO 88 2 2 51 * 82 ADY 834LBL 05 21 22 NAHA: a C -v 52 * 53 _STO 01 d _ ��I 84 85 RCL 86 RCL 85 n PCa 54 RCL 82 r 24 ' i 25 RRCL 09 56 fCL 80 57 -1 87 88 GTO''DET' RCL.06 ,Q 26 PRA Z 58 :0 89 STO 05 27 'Q ADD: ' 59 STO 87 Vrol 98 5 28 18 I ME 81 �_ 91 ST+' 00 29 PRAL 30 'Q REL: ' 61 RCL 07 92 93 GTO 01 �. EHD. 31.ARCL 02 62 ' i I Tu F-o � i 1 I n..SOi ;HI Ij R11= 8.0000 R23= 2.4308 - I i T T R12= 7.2090 R24= 2.3008 R35= 1.3000 R36= 1.3200 .••. r i ! 1 I R13= 6.6080 R25= 2.1760 R37= 1.2800 I R14= 5.1908 R26= 2.0600 R38= 1.2480 R15= 4.5888 R27= 1.9586 R39= 1.2108 I- R16= 4.1708 R28= 1.8708 R48= 1.1860 R17= 3.7908 R29= 1.7808 R41= 1.1580 -R1E= 3.5808 R38= 1.7800 R42= 1.1288 i R19= 3.2308 R31= 1.6200 R43= 1.1168 R20= 3.8068 R32= 1.5700 R44= 1.8989 Il R21= 2.7900 R33= 1.5088 R45= 1.0880 i [ R22= 2.6800 1 R34= .1.41308 . 1 ��_1 -�1 I 1 1 1 1 11 1 U RPARSONS & _ASSOCIATES CONSULTING ENGINEERS Ft. C.IIlno.Col.fodo SCS24 CLIENT_ JOB NO. PROJECT CALCULATIONS FOR MADE BY OATE CHECKED BY OATE SHEET. lo� OF f i I eze , w�03 I1 STO STO 03 _ 04+LBL 81 _ - I I O I Lo I c�.�� j i 86.PROMPT 07 ENTERt 03 25.25 �-- 89- t = �_f?L.h.)) .I/ {_� ,� 18 STO 01it WA2 ?a 12 PROMPT — -- - f..t { 13 ENTERt 15 25.25 s - +{\ 16 STO 02 17 •DIFF I _ '��- � .. , j I I I I 18 PROMPT I _ 19 STO 80 I _ I_ _ _ _�(��I-� — To 20 RCL 81 21 RCL 02 22 23 SORT 24 RCL 01 25 +-I— r 26 RCL 82 27+ 28 RCL 00 IT ! I i I j II j - - 29 • i I i I i 38 3 31 i I - 32 ST+ 63 13 GTO 81 34 END i 4 i I ! i � I I I ! I ' _ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FORMULAE Time of Concentration: _ 1.87(1.1 - Ccf)D'5 Tc S.33 Velocity and Capacity:. V = 1.n87 X R.67 X S.5 Q=_1.n86 X A X R.67 X So Runoff Quantities: Q = CIAcf Runoff Volume: V.=QXTcX60 Orifice Plate: Q = 0.65A i Where: C = Runoff Coefficient D = Distance in feet S. = Slope inpercent cf.= Antecedent precipitation factor 1.0 for 2-year and 10-year 1.25 for 100-year Where: n = Manning's roughness coefficient A = Cross -sectional area in square feet R = Hydraulic radius S = Slope in feet per foot Where: - C = Runoff Coefficient I = Rainfall intensity, inches -per hour A = Area in acres cf = Antecedent precipitation factor 1.0 for 2-year and 10-year 1:25 for 100-year Where: Q = Runoff in cubic feet per .second Tc = Time of :concentration Where: A = Cross-section area in square feet g = Acceleration due to .gravity, 32 feet%sec. 2 - h = Height of water above center of opening Detention: Volume is computed by means of a program, using the Modified Rational Method which varies the rate of flow in, while dis- charging at a constant rate. ADDDENDUM TO STORMWATER DRAINAGE REPORT FOR THE RAINTREE P.U.D. JANUARY, 1985 Prepared by: Parsons & Associates Consulting Engineers 432 Link Lane Plaza ' Fort Collins, Colorado 80524 303-221-2400 1 ADDENDUM TO ' STORMWATER DRAINAGE REPORT FOR THE RAINTREE P.U.D. This addendum has been prepared in order to address currently proposed development within the original boundaries of the report and to include additional area, not considered in in the original. This area is being added to include Raintree Commercial P.U.D., Phase I. The drainage improvements which are outlined below have been coordinated with the originators of the report, Taranto, Stanton, & Tagge, whose help Parsons & Associates gratefully acknowledge. ' The additional area being considered is a 9.77-acre parcel of land bounded on the blest and North by Raintree P.U.D. and an undeveloped parcel and to the South and East by Drake Road and ' Shields Street, respectively. The grading and drainage plan which accompanies this addendum shows this project site and the proposed improvements. Basin designations are continuous from the original ' r-epor-t. The Northern 100 feet of the site was originally part of Basin I, but is now contained in Basins 0. and S. The methods used in designing the proposed improvements compatible with those used in the original report and the City are of Fort Collins:' "Storm Drainage Design Criteria". Calculations and design data are contained in an appendix:. ' The majority of the site will continue to drain through and be detained by Ponds A and B. Those areas which do not are Basins R. T ' and U. Since a larger contributing area will be routed through Ponds A and B, the combined release rate, based on 2-year historic flows, has ben increased from 10.31 cfs to 13.05 cfs. Most of the additional. contributing area will be detained before flowing to Ponds A and B and, therefore, do not affect the detention r-equir-ements of these ponds. Basin 0, however, is ' undetained street flow and must be considered in re -calculating the required volume of these ponds. Basins N, 0, and P will flow into storm sewer manhole C-3. In order to accommodate the increased ' flow, the slope of the 15-inch line connecting this manhole to manhole C-2 has been increased to 1.0%. Additional capacity was needed in Pond A. which was available ' in Pond B, so the two ponds have been connected hydraulically at the 5039-foot contour. ' The remainder of the site, Basin S, will flow to the North through a proposed future storm sewer, Line E, to manhole B-2A. The slope of the line flowing out of this manhole has been incresed to ' 1.1% to allow the planned 4 cfs from Basin I. 1 7� � Future development scheduling is uncertain at this time. If Raintree Commercial P.U.D., Phase I should be developed before the proposed drainage improvements of Raintree P.U.D., it will be necessary to construct temporary drainage improvements to accommodate stormwater release to the north. These temporary modifications to the site drainage are shown on the "Temporary Drainage" sheet, which is included in the Appendix to this report, along with the calculations for these modifications. The infent of these improvements is to release at the two-year historic rate onto the areas which have historically received these flows. Preliminary plans are being submitted at this time for Raintree Commercial P.U-D., Phase II., which is included in Basin. -I. Since detention for this area has already been provided in Ponds A and B, flow from the site is limited by the capacity of the storm sewers that connect Basin I to these ponds. A capacity of 4 cfs has been provided in storm sewer line B, and a capacity of 6.9 cfs in line C. (see attached) Detention for sub -basin I-1 is based on the latter release rate, and sub~basns I~2 through I~5 have preliminarily been allocated shares of the former rate` based on proportional areas. Tract G, which occupies a portion of Basin I-1, is to be developed in the future. Temporary detention will, therefore, be provided to serve presently proposed development. When Tract G is developed, this detention will then have to be modified. ------------~------------ Michael F. Jones, Project Engineer ------------------------- Donald M. Parsons, P.E. #13131 PARSONS & CLIENT a ASSOCIATES PROJECT CONSULTING ENGINEERS �( Ft. Collins. Colorado 80524 MADE BY rw1 j DATE CHECKED BY I JOB NO. C 4, hn I LI,! T aa`,����}�� aM.� y� _ T CALCULATIONS FOR�a� "IN/Hgr- DATE SHEET 17 OF PARSONS & CLIENT J013 NO. ASSOCIATES PROJECT CALCULATIONS FOR CONSULTING ENGINEERS Ff. Collins. Colorado 8OS24 MADE BY DATECHECKEDBY DATE— SHEET— OF— ..... . .. .. .. ..... . .... . .. .... ... .. ... .. ... .. ... .... .. . . ...... ..... .. ... ....... . . .... ..... .... i . .......... ... .... ... .. ........ . ....... ...... . ...... .... . . . .. ......... - ............ . . . . ....... .. .... ... . . ... .. ..... ...... . ... . . ...... ... .... .... . . . .... .. . .. ........ .... ....... . ..... .... .. . ..... TH ..... ...... . ....... -4 .......... .... . .. ......--j. ........... ... ... .. .. 0 .. ... .. ....... ..... . ....... .. . ... ........ ........ ... .... ... ...... . . ..... ...... . ... .. ........... 14's !I ....... . ........ . . ...... ..... . . t i I t . ..... .......... ............. .. .. . .. .. 43 . . . ............. . . ........ .... - . . . ...... . . .... ........ ...... . ... L, Of 47 - .. ..... ... ........ . . . . .... . . ... .... ........ - - ----- ... . ...... ............ ..... . .... . .. . . ...... ------- ---- 'A .. ... .. ... . ..... ...... .... ... .. ....... :i c4f . ........... ..... ........... . . ....... . ............ ............. ..... .... . ....... ...... ..... j"' . . ...... . .. ........ . .. . . .. ...... .... . .. . . . .. ... ... .. ......... .... .. . ... . .. ........ . .............. . . ... . ............ ... .. ... .. .. t t. . . ...... I . . ........I . ...... . ... .......... . . ........ . .. ........ .... . ......... ........... 4 . . .. .. ......... . . .. ... .. ... ... ....... .... L-2 j ------ I "T f/� PARSONS & CLIENT /a ASSOCIATES PROJECT CONSULTING ENGINEERS Ft. Collins. Colorado-80524 MADE BY �, 4 DATE Z' CHECKED By T :5.088e I :8.0000 0I:2.9268 YI:878.8408 VR:75.0080 D :883.8480 T :28.0000 I :5.1900 91:1.8988 VI:2,278.5138 YR:308.8888 D :1,978.5138 T :35.0000 I :3.7980 Q1:1.3866 VI:2,911.8002 VR:525:8900 D :2,386.8002 T :18.0800 T :25.0880 T :49.0000 1 :7.2009 I :4.5800 I :3.5000 91:2.6341 91:1.6756 QI:1.2885 VI:1,589.4720 VI:2,513.3895 VI:3,873.1480 VR:158.8808 VR:375.8808 VR:680.8888 D :1,438.4720 D :2,138.3895 D :2,473.1400 IJOOBB NO. CALCULATIONS FOR VIZ ia�M1S I^`C. DATE SHEET �,� OF T :50,8880 I :3.0000 91:1.0976 VI:3,292.6508 VR:750.8000 D :2,542.6500 T :55.0000 I :2.7980 91:1.0207 VI:3,368.3818 YR:825.8800 D :2,543.3810 T :15.0000 T :30.0980 T :45.0080 T :60.0800 I :6.0088 I :4.1700 I :3.2300 1 :2.6800 91:2.1951 91:1.5256 91:1.1817 01:0.9512 V1:1,975.5908 V1:2,746.8781 YI:3,198.5779 VI:3,424.3568 VR:225.0800 VR:458.8888 YR:675.0888 VR:988.8880 D :1,759.5909 i D :2,296.0701 D :2,515.5779 D :2,524.3560 ' PARSONS & CLIENT JOB NO. r' �'• � � Tu4 T ASSOCIATES PROJECT CALCULATIONS FOR CONSULTING ENGINEERS ' Ft. Collin.. Colorado 80520 MADE BY DATE CHECKED BY DATE SHEET I --a OF .__ a .... 3 - �. .... ..__ ..... I r i . A z�� ,.. s %, �_ 1 .. . ... _ . . i _c ' .._ a I -Te h Pa rt tip(-- Dc`� c. ..�. ► o � � .... __ ! AREA: 3.4169 C: 0.4388 0 ADD: 0.0000 9 REL: 6.9000 i t i T :5.8008 _w.. ..__ t i ! ' .. 91:14.6927 YI:4,407.8019 _ i _. VR:2,978.0000 .,. .. D :2,337.8010 - _ .... T :10.0880 _ . 1 :7.2090 ' .91:13.2234 VI:7,934.8418 YR:4,140.0800 __. D : 3, 794.0418 __.... _ .... • F 1 T :15.0000 I :6.0000 . ,. ..... RI:11.0195 } - YI:9,917.5523 I r..._.: VR:6,218.0008 1 -'— D :3,707.5523 I _, :.._. 1 .......... ......... ..r .. t P... _..._...... L...' r i f # i t 1 _.t , : i 1 ` _ 1 7 i i t._...y.__. .>_..--�� f . I a i i i - i 1 i ' 4...............f .. ....__.. ....i ._.. ._i_. _ - 1 1F qi PARSONS & ASSOCIATES CONSULTING ENGINEERS Ft. Collins, Colorado 80524 CLIENT ..I ls"T MADE By ?6U'l DATE.) -L - 7e4 CHECKED By JOB NO. 9; T. 12, CALCULATIONS FOR Of-) W'v I'j Q4 DATE- SHEETS OF ...... . .... ... ...... .. . . ..... . . ....... Z.. . . ......... . .......... .. ....... ... .... . ............ . .. ....... ...... .. .. ... .. .. ....... ...... ........ .. . AREA: 2.4280 ... ............. c: 0.9000 ...... . ..... ... Q ADD: 0.0000 T, . ..... .. . .. . ........ 0 REL: 1.8400 ........ .. ... T :5.0080 T :25.0000 ... ... . .... . ... ........ 1 :8. 0000 1 :4.5880 Q 1 :21.8520 91:12. 5103 .......... . . VI:6)555.6000 VI:18)765.4050 VR:552.9008 VR:2,760.9000 D :6,903.6000 D :16,005.4058 :10.0000 T :38.0000 ........... 1 :7.2000 1 :4.1700 . .... .. 91:19.6668 QI:11.3904 V111,800.0808 YI:20,582.6390 YR:1,104.0000 VR:3,312.0000 D :10,696.0808 D :17,198.6390 T :15.0000 T :35.9080 1 :6.0000 :3.7990 1 91:16.37890 01:10.3524 VI:14)?50.1080 VI:21,748.8085 YR:1,656.0000 VR:3,864.0000 . ...... D :13,094.1000 :17,876.0085 D ....... . .. T :20.0008 T :40.0880 1 :5.1908 :3.5000 1 Qlf14.1765 91:9.5603 VI:17,011.7828 VI:22,944.6000 VR:2,208.0000 VR:4,416.0008 . ......... .. .. .. .. D :14,893.7820 D :18,528.6000 . ... . ... ............. . .. . . .... ... ...... ..... ............... . .. .. ...... .. ............... .. ......... ............ . T :45.0080 1 :3.2300 91:8.8227 VI:23,821.4115 YR:4,968.8008 D :18,853.4115 T :59.0080 1 :3.9008 91:8.1945 VI:24,583.5000 YR:5,529.0000 D :19,063.5000 T :55.0900 1 :2.7900 91:7.6209 VI:25,148.9205' VR:6 072 0000 D :1;,97i.9205 T :6e.eeeo 1 :2.6080, 0:7.1019 YI:25,566.8400 VR:6,624.0000 D :18,942.8480 PARSONS & a 3 ASSOCIATES CONSULTING ENGINEERS F,. Collins. COlorado 80524 CLIENT JOB NO. PROJECT CALCULATIONS FOR D2tx 10L\GG } MADE BY� � 1j DATE CHECKED BY GATE SHEET OF I so rei. C.-4,22�oIf e 3 .. .. ... .. i..... m ....... " = AREA: 1.4718 .. . ... .... ,.. ' C: 0.8588 _ Q ADD: 0.0000 Q REL: 1.1108 T :5.0000 T :25.0800 I :8.0088 I :4.5800 @1:12.5103 91:7.1621 VI:3,753.0908 V1:10,743.2201 4R 33.,.8000 VR: 1, 665. 0000 D :3,429.0900 D :9,078.2201 T :10.0000 T :30.0008 I :7.2008 I :4.1700 QI:11.2593 ' VI:6,755.5620 VR:666.0800 D :6,089.5620 ' T :15.0000 I :6.0009 ' 91:9.3827 VI:8,444.4525 VR:999.8000 D :7,445.4525 T :20.0080 I :5.1900 QI:8.1161 ' VI:9,739.2686 YR:1,332.0088 D :8,407.2686 _ ... _. ....... ;_ .... 1 , 91:6.5210 V1:11,737.7890 VR:1,998.0008 D :9,739.7890 T :35.0000 I :3.7900 91:5.9268 V1:12,446.1847 VR:2,331.0000 D :10,115.1847 T :40.0000 I :3.5008 91:5.4733 VI:13,135.8158 VR:2,664.0800 D :10,471.8158 T :45.0800 I :3.2390 91:5.0510 VI:13,637.7908 VR:2,997.0000 D :10,640.7908 T :50.0080 I :3.9000 91:4.6914 VI:14,074.0875 VR:3,338.0000 D :19,744.0875 T :55.0000 I :2.7900 0:4.3630 V1:14,397.7915 VR:3,663.0000 D :10,734.7915 PARSONS & CLIENT_ a ASSOCIATES PROJECT CONSULTING ENGINEERS Ft. Collins. Colorado 80524 MADE By. DATE CHECKED BY ^y ! whh i i I IN �r , f Y e _ 4 Z'z'Sa 3 3 i i ; i r i } i 3 ....:,... ........... ,.:........ f { t .... _. ...... � , ........... t f CALCULATIONS FOR DATE SHEET-1-74— OF GRAPIUC SCALE 30 0 10 A W III I I I I 1 aaah EO M1. dy ft / RELEASE = 0-85 CFS BASINS II (PHASE 1) 1 --r— N //,I ij 1 t P'E6--a m�ren¢ 1.3 C ul I I 1 i woo! I i II i i 1aft, Y __r L__/ .�...• MODE II_ ORIE-VP 11 Trial MAX. I Ir 10 I I I ELEV. MILES — yESW- I�EBMF -Of SM III I. I L ya I y. 1 2- TRANS ® 4 CU64L �. -r ��--.'......J1. 47e.57 IN, -,_160.30r aw Q Ei115lIW' MEy WLLi------------- I I w/-M'F1LT RUTE / I Q 'I I II 1 tl 1 I1 I ..-4 w 'EXISTING BURGER i� 1 IKING RESTAURANTI j III r 11 S I I 11 p DETENTIpJ.-PO.D I� SUMMARik TAB SURFACE ELEK 1 55. J li PI A 1 p VMULIE Prove nt11 10,935 CF I II L__________ '_!I VOLUME Re ire 9,100- C I 1 DRAINAGE DISPRARCE an11 t14 CFS- I1DD EASEMENT y t (RY SEPERPTE clextrecol �. KSMF L y � _ III t� f r=`---- ------ aI 1 I 1 I' III I 1 III 1 1 1 I 1 1 a I I 1 I II II 1 1 621 SEED MIX pu )STURBED WAS) TABLE I RECOMMENDED MIXED CONB'ERUCf10N 9F.QUC]a SPECIES FOUNDS LWSL CRE PERCENT wX T POUNDS E PI AO: N]]A] Pt1FYlN1 ! RN,IAQ P.yn UMOARD FORM C SEMMM FORT 12 w DAILY cLVP,EnV By. Nan DAM: P BE MMK NI MNEATMi S 21.8 45 as SMooM BRDME 1&1 n By WDEWTS Gal WA xc 2.2 l,d ato ey wort of a ban IMe an eynppF Mw voYm Contra! maevae W ea eMdlaa. NOW IT Wlnnikne to an tloarWd amedulor may wouYt M,amltlFp b nw MA' tl le Io TOTAL red 17.6 ryprowl by Nor CM1y EnpFw. SEED WXNRES FOR SIZES MM OIS INCIIVE SQL PRC MS E.L.. V(WNITY. Soul OR HIGH WATER TABLE) SHOULD BE Of OPEC BY A 1RAIXEO SPECIALIST. MULCH (ALL DISTURBED AREAS) WE OR MORE OF ME FOLLOWING MULCHES SHALL K USED WITCH A PEAP'NAL WKAND GRASS WED MIXTURE. AG TA MULCH DATES CP USE APRMATW RATE STRAW ON HAY Al 01 - DEC 31 E TONVACRE HYDRAULIC (MOLES qR PAPER) My. 15 - MAY 15 3 iWS/AORE EROSW CONTROL (RATES W BLANKETS) J.W. 01 - DEC. 31 N07 APPUCABLE HAY W STRAW MULW WALL BE ME CP NOXIOUS M S AND AT LEAST 50% OF ME Ford SMALL BE 10 INCMS ORMOUE IN LENGM NNFN EVENING ✓U CNNAnA XO MATERIAL IF HAY FROM A effort MASS IS A Wb'E ABLE FERTILIZER REQUIREMENTS (ul god AKAS) I. SIDES Mu K FERMIEED ACCORMG TO W ATMY SQL ANALryS AND ftC MMDAIW. 2 IF APPROVED BY ME CITY M FORT COLLINS. IN ANM M A SAL ANALYSIS, A MWIMUM OF CO POUNDS W AVAILABLE MTRCGER AND RO POUNDS M AVNLASE PNOSPNLMUS WILL K APEWD PER ACRE. YEAR MAt Mae OVERLOT GRADING Who EHOSM CONTROL BOB Roughing Pwlnelx Ban4 Alea�e21Mrlwe eiatlMe Northern Bsl Bsdan other RAINFALL EROSION CONTROL STRUCTURAL: SW wt Tw/ Bosm Inlet into Sow Bo five apt Pence Banlere We Sand Bap Ban SOM Prparatlm Cal Funa e T an Mahal CTasl0 Patina AMMer &GETAToE: Permanent Eased Planting Mulr,Nl Sol Temporary Sad Planting Sod Insldlotlm Nmimol Mau/ Blamw.<. Doer f; I LEGEND ], I EXhi1WP 1' CCMWR TABLE 2 PMPMED V CONIWR 010910N CONTROL ]R[ItODS µK MRMICD fI I00 YEN E1NM K1MMM PDXO BMW 0. 7m 4FACTPI F-FACTM KYMMR WEIROD VALUE VALUE WI L� SIMW ROLE DYKE 1 ' 1 � SILT FENCE WRIER MAW BALE T 1.0 QEO AL pIT TO BURGER KING 9h /•�..�. I K a L[NC./FSMIlT L(:o 0.01 IAO ALL ROFDMUK IXIRNIL STORM qWH PIPE KEO/ S/IMW�'ULW O.M I.W ALL gBnUIgEO A11EA5 / IXRINP CUM! GMER 900 O.M 1.00 LVtlC.VEf µE.1S N I I F� PRMGBEG MFALL cope s currEK N I PWPo D CITFALL CURB t GMER Mh Q C-OW ARROW ALL. TSNMEO WAS M K TRAfiD WM a J er�000� WIN BOUNDARY rMTML EW.V By µ SMD MIAfMD LEJ Wm STMW/HAr AT z TW OE/IGE M xvaD. 2 = I-4 ax Km aoN STORMWATER SUMMARY TABLE N I 1 32 PC D AREA OF 6AWx BASIN Q10 QI00 1-4 1 4.9 10.7 -5 2 2.7 2.7 1 asq cgxcExrwnW PDIur GENERAL NOTES. . DETEMION DCIUGE FOR 1RI1 H. (COMemED SRES) 10.8nerCUOIC FEEL AL cc CUM FEET REDURED (SEE pW E REPORT. 3. ORIGINAL A➢PROW0 PLANS FOR MS SITE WERE WTEn late AND AS -TPACT IIRNMREE O MM R ILL P.U.O I E ate T n 2 Iq5 `UM.n'n Dept, :3 F kwzm St 4.ad P L-) C-Fille Pob a _f RI; 11 all BaakRlled Trench tIng Flker Febnc 3 Bukflland Onmpd[i 5VOW Gal $E ANech Securelyto Post b StmI:u� BMaie KgBarJrfJl - Wood P Tul EVFu11— inn -Cl L�R.P eokw 4 1 I1ed BacRkplFeelml il E m 9 xs•Tiwcl W SEQIow VIEW Ilr e CFO55$EG1FDU VIEW PARSONS & ASSOCIATES, INC. 432 link Lane Plaza CONSULTING ENGINEERS Collins, Colorado 0eosz4 Gen^ml Notes. Control Notes 1. When d as a continuous Daniel fire,earlier 0 Imwn Bbuary 1 . The maximum tributary Coca is limited STRAW BALE DIKE co mazsa ea tog foe: whore area e llmu med 035 nerd per 100 per of SILT GENERAL INSTALLATION Inspnn and rear fence after each FENCE feet of barrier, z. Inspect. repair, and tapioca e m Forest anno'.a strummer when ! one naN Rae heG of ma force nu Hu necoesard Nor filters after each storm event. been filled. Removed cemnent Shan 3. All001aemust bereplaced be dep l d In an area tributary to sediment Coln Or Other filtering Tana unless approval Is gonad b' Is granted measure. the FnginenrNg Division for bngor use. OCT E 6 1994 75—TOT PETROLEUM AT RAINTREE PeU.D. [ShTOTAL DRAINAGE & EROSION CONTROL PLAN Dli `e" FAQ Dab: OCT J5, IOW 4