Loading...
HomeMy WebLinkAboutDrainage Reports - 01/29/2010Final Drainage Summary for FORT COLLINS DOWN TOWN ALLEYS MONTEZUMA-FULLER ALLEY Fort Collins, Colorado January 29, 2010 .1 I 1 1 1 1 I U1 1 .1 I 1 Final Drainage Summary for FORT COLLINS DOWN TOWN ALLEYS MONTEZUMA-FULLER ALLEY Fort Collins, Colorado January 29, 2010 Prepared for: Russell+Mills Studios 141 S. College Ave., Suite 104 Fort Collins, Colorado 80524 Downtown Development Authority 19 Old Town Square, Suite 230 Fort Collins, Colorado 80524 Prepared by: N NORTHERN ENGINEERING 200 South College Avenue, Suite 100 Fort Collins, Colmzdo 80524 Phone: 970.221.4158 Fm: 970.221.4159 ..northwengineering.mm _I Project Number: 489-001.01 NORTHERN ENGINEERING ADDRESS: PHONE:970.221.4158 200 S. College Ave. Suite100 WEBSITE: WEBSIrthernengineering.com Fort Collins, CO 80524 FAX: 970.221.4159 1 January 29, 2010 Mr. Wes Lemarque 1 City of Fort Collins — Stormwater Department 700 Wood Street Fort Collins, Colorado 80522 RE: Final Drainage Summary Fort Collins Alleys — Montezuma -Fuller Alley Project No.: 489-001.01 ' Dear Wes: Northern Engineering Services, Inc. (Northern) is pleased to submit this Final Drainage Summary letter for the above referenced project for your review. In general, the intent of this letter is to document the existing conditions and proposed improvements for the Montezuma -Fuller Alley in Fort Collins, Colorado. Attached with this letter, please find the ' Overall Drainage Exhibit prepared for this drainage summary along with the Erosion Control Details from the final construction plans for your reference. This Final Drainage Summary letter has been prepared in compliance with technical criteria set forth in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. We understand that review by the City is to assure general compliance with standardized criteria contained in the Storm Drainage Design Criteria and Construction Standards. Site Location and Project Description The Montezuma -Fuller Alley is located between College Avenue on the west, Remington Street on the east, East Oak Street on the south and Mountain Avenue on the north. See the attached Overall Drainage Exhibit for more information. ' The proposed project includes the removal of the existing concrete pavement section for the placement of new concrete street pavers. In addition, the project will be placing new storm sewer within the main alley which may require the relocation of several dry utilities throughout the alleys. The goal of the proposed storm sewer is to alleviate nuisance flows and to eliminate the majority of roof drainage flows from entering the alley. Pre -development Conditions Drainage Patterns The site as defined by the adjacent street right-of-ways (ROW) is generally split into two (2) drainage basins. NORTHERN ENGINEERING Fort Collins Downtown Alleys — Montezuma -Fuller Alley The main alley and the area west of the main alley generally flow from west to east towards the main alley. These flows include the roof drainage from the existing buildings, the parking areas east of the existing buildings and the main alley drive lanes. The main alley has an inverted crown that intercepts these flows and directs them north towards Mountain Avenue and two existing inlets. The buildings and parking areas east of the main alley generally flow from west to ' east towards Remington Street where the flows are intercepted by Remington Street and head north offsite towards Mountain Avenue. ' Existing Storm Sewers There are two existing storm sewers in the vicinity of the site. These include an existing 84-inch storm sewer located within East Oak Street and a 12-inch storm sewer and two existing inlets located at the north end of the main alley near Mountain Avenue. Record drawing and hydraulic modeling information was obtained from the City of Fort Collins pertaining to the existing 84-inch storm sewer and this information has been utilized in analyzing the proposed storm sewer system as discussed in this summary. Currently no storm water runoff from the site enters into this existing storm sewer system. At the date of this letter, no capacity or hydraulic information was available for the existing 12-inch storm sewer located near Mountain Avenue and a regional study to verify the capacity of this existing 12-inch storm sewer was not performed by Northern. Therefore, it should be noted that no additional flows have been added to this storm sewer system with the proposed construction. Surface Conveyance Currently the majority of the storm runoff that travels into the main and side alleys is conveyed via the inverted crown alley sections to either Mountain Avenue or Remington Street. Developed Drainage Design Criteria This drainage summary letter has been prepared in compliance with technical criteria set forth in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. tNote that deviations required from these standards due to existing constraints have been mentioned below. F1 J Drainage Patterns A primary goal of the project is to construct a storm sewer system within the main alley in order to help alleviate nuisance flows and intercept as much of the roof drainage flows as feasible. The only existing storm sewer system outfall in the area deep enough to make a storm sewer in the main alley feasible is the existing 84-inch storm sewer in East Oak Street. This storm sewer does not currently intercept any flows directly from the Montezuma -Fuller alley as the alley surface drains north towards Mountain Avenue. In communication with City of Fort Collins personnel it has been determined that it is 1 Final Drainage Summary 2 ■�S NORTHERN E N c i N E E a i N c Fort Collins Downtown Alleys — Montezuma -Fuller Alley acceptable to redirect existing flows from the roof drainage of the buildings west of the main alley and approximately half of the surface area of the main alley to the existing 84- inch storm sewer. Therefore, the drainage areas as discussed above and shown on the attached Overall Drainage Exhibit have been routed to a proposed storm sewer within the alley and then conveyed to the south to the existing 84-inch storm sewer system. The remainder of the site will continue to follow existing drainage patterns and be routed either to Mountain Avenue or Remington Street. Storm Sewer For the project two (2) separate storm sewers are being proposed. Storm Sewer A is located within the main alley and carries both surface and roof flows towards the south to the existing 84-inch storm sewer located within East Oak Street. Storm Sewer B is located within the main alley and carries surface drainage and a portion of the under drain system drainage to the north towards an existing 12-inch storm sewer system located in Mountain Avenue. ' Storm Sewer A has been designed utilizing the hydraulic information obtained from the City of Fort Collins and has been designed to convey the 100-year flows from the roof drain laterals to be connected to the system. By sizing the storm sewer to accommodate the 100-year flows it ensures that the roof laterals will not back up to,the building in large storm events. Refer to Appendix C for hydraulic modeling of Storm Sewer A. The existing street capacities of the main alley are also of concern as it appears that they may not accommodate the 100-year,event. Sizing Storm Sewer A as discussed will also alleviate the potential for storm event impacts outside of the ROW. Refer to the Street Capacity ' section of this letter for additional information. Storm Sewer A has also been designed with flows contributing from Basin OS1 as shown 1 on the attached Overall Drainage Exhibit. Basin OS1 has been included to account for roof drainage that is anticipated from a future development in this area. The flow rate of 1.50 cfs for Basin OS1 has been used for planning purposes and constitutes the maximum runoff that the future development may contribute to Storm Sewer A. Due to the depth of the existing 12-inch storm sewer within Mountain Avenue, proposed Storm Sewer B has been designed as a 12-inch storm sewer. Increasing the size of the proposed storm sewer to 15-inch or larger would negatively impact the amount of cover over the proposed pipe. It should be noted that with the construction of Storm Sewer A, a significant amount of runoff will no longer travel to the existing 12-inch sewer system; therefore improving the existing condition. Due to the lack of hydraulic information available regarding the existing 12-inch storm sewer, the hydraulic grade line at the proposed connection point for Storm Sewers B has been assumed to be at the crown of the proposed storm sewer. Refer to Appendix C for hydraulic modeling of Storm Sewer B. 1 Inlet Capacity Storm Sewer A has one (1) inlet (Inlet A2.1) that conveys surface flows to the system. As discussed below in the Street Capacities portion of this summary, this inlet has been added to help minimize the potential impacts to existing features outside of the ROW due to available street capacities. Inlet A2.1 is to be a double Type 13 area inlet with a valley 1 Final Drainage Summary 3 1 11L NORTHERN E N c i N EE R I N c Fort Collins Downtown Alleys — Montezuma -Fuller Alley ' grate. Using UD Inlet version 2.14c, this inlet has a total capacity of 1.00 cubic feet per second (cfs). Inlet A2.1 intercepts flows from Basin A as shown on the attached Overall Drainage Exhibit which has a 100-year flow at the design point of 1.49 cfs. Therefore, 0.49 cfs of the 100-year event will by-pass Inlet A2.1 and continue to travel north towards Mountain Avenue. Storm Sewer B has one (1) proposed inlet (Inlet 131) that conveys surface flows to the system. This inlet has been placed just south of the public sidewalk adjacent to Mountain Avenue in order to minimize the amount of water that crosses the sidewalk from the alley. Inlet B1 is to be a single Type 13 area inlet with a valley grate. Using UD Inlet version ' 2.14c, this inlet has a total capacity of 0.95 cfs. Inlet B intercepts flows from Basin B as shown on the attached Overall Drainage Exhibit which has a 100-year flow of 2.08 cfs. Therefore, 1.13 cfs of the 100-year event will by-pass Inlet B1 and continue to travel north ' towards Mountain Avenue and to the existing inlet that is to remain. It should be noted that Inlet B1 is a reconstruction of an existing single area inlet that is in this area. With the construction of Storm Sewer A, a significant amount of runoff (approximately 11.5 cfs) will ' no longer travel to Inlet B1 and the existing 12-inch sewer system; therefore improving the existing condition. ' Street Capacity Due to existing constraints and in order to maintain acceptable street cross slopes, the street capacities of the main and side alleys are not being significantly altered with this project. Where feasible, storm sewer inlets have been proposed in order to decrease the amount of storm water traveling along the surface down the alleys. Below three (3) street ' sections have been analyzed to determine the street capacities of the alleys for the proposed condition. These three (3) sections correspond to the design points al, bl and dl as shown on the Overall Drainage Exhibit. ' Montezuma -Fuller Main Alley Station 12+00 (Design Point al) Design Point al has a total 100-year design flow of 1.49 cfs. As shown in the street section found in Appendix E the water surface elevation within the proposed street section at this location is at 4979.07. There is an existing building adjacent to the ROW at this location with a door that faces the ROW. The elevation of the existing doorway is at 4979.12. In order to maximize the amount of freeboard available from the existing doorway to the water surface Inlet A2.1 has been added to the proposed storm sewer system to minimize the amount of water within the street section downstream of this location. Inlet A2.1 has 0.49 cfs of flow that is not captured and continues to travel north past the above mentioned doorway to Mountain Avenue. The water surface elevation within the proposed street section while accounting for Inlet A2.1 is lowered to 4979.01. Montezuma -Fuller Main Alley Station 13+75 (Design Point bl) Design Point bl has a total 100-year design flow of 2.57 cfs including 0.49 cfs of flow from Basin Al that is not captured by Inlet A2.1. As shown in the street section found in Appendix E the maximum street capacity of the proposed street section without overtopping is 1.34 cfs which corresponds to a maximum depth of 1 Final Drainage Summary 4 ' N NORTHERN ENGINEERING Downtown Alleys — Montezuma -Fuller Alle i 1 11 I d li 0.21-feet. Inlet B1 has a capacity of 0.95 cfs which lowers the amount of flow within the street section to 1.62 cfs. With the reduced flow the street section will overtop by approximately 0.02-feet on the east side of the street. This area is an existing parking lot and the flow will overtop the parking area and continue to Mountain Avenue. It should be noted that with the construction of Storm Sewer B, a significant amount of runoff (approximately 11.5 cfs) will no longer travel to this location; therefore improving the existing condition. It should also be noted that until the future development within Lots 5 and 6 are completed as discussed in the Storm Sewer section of this report an additional flow of approximately 0.74 cfs will be present at Design Point bl making the total flow at Station 13+75 approximately 2.36 cfs after Inlet 61. With this flowrate the street section will overtop by approximately 0.08-feet on the east side of the street. Side Alley Station 11 +25 (Design Point d1) Design Point dl has a total 100-year design flow of 3.91 cfs. As shown in the street section found in Appendix E the maximum street capacity of the proposed street section without overtopping is 3.97 cfs which corresponds to maximum depth of 0.28-feet. This street section can contain the 100-year event, but with very little freeboard. Due to the existing grades and the lack of storm sewer in Remington Street at this location, it does not appear feasible to reduce the flows or increase the street capacity of the side alley. Conclusions The drainage of the site is largely dictated by existing conditions. The proposed design, including storm sewers, street cross sections and street profiles have been designed making every attempt to correct existing drainage issues and improve upon the overall drainage of the alleys and adjacent properties. It should also'be noted that with this summary and the corresponding design, every attempt has been made to minimize any negative impacts on the downstream receiving waters. Northern understands that any review provided by the City of Fort Collins is to assure general compliance with standardized criteria contained in the City of Fort Collins Storm Drainage Design Criteria. If you should have any questions or comments regarding this drainage summary please feel free to contact our offices at your earliest convenience. Sincerely, NORTHERN ENGINEERING SERVICES, INC. �� Kevin Brazelton, PE Project Engineer Final Drainage Summary G I I APPENDIX A Existing Information 1 1 1 [1 I 0,4K srR&ar-a.rffe��24ic�.Hemq. 1 1 16 I Generic Inlet I Generic Default 100% I-15 Generic Inlet I Generic Default 100% I-14 I Generic Inlet Generic Default 100% I-12 I Generic Inlet Generic Default 100% I-11 I Generic Inlet Generic Default 100% I-8 I Generic inlet I Generic Default 100% I-7 I Generic Inlet Generic Default 200% I I I-6 I Generic Inlet I Generic Default 1008 I-5 I Generic Inlet I Generic Default 100% I-4 Generic Inlet I Generic Default 1009 1-3 I Generic Inlet I Generic Default 100% I 1-1 I Generic Inlet I Generic Default 1008 I I-2 I Generic Inlet I Generic Default 100% I I-9 I Generic Inlet I Generic Default 100% I-10 Generic Inlet Generic Default 10D% I I-13 Generic Inlet I Generic Default 100% I-17 Generic Inlet I Generic Default 100% I ____________________________________________ 0.00 I 0.00 I 100.0 I 0.00 0.00 I 0.00 I 100.0 I 0.00 0.00 0.00 100.0 0.00 0.00 I 0.00 100.0 I 0.00 0.00 I 0.00 I 100.0 I 0.00 0.00 0.00 I 100.0 I 0.00 0.00 0.00 I 100.0 I 0.00 0.00 I 0.00 i 100.0 I 0.00 0.00 I 0.00 I 100.0 0.00 0.00 I 0.00 I 100.0 0.00 0.00 I 0.00 I 100.0 0.()0 0.00 I 0.00 I 100.0 I 0.00 0.00 I 0.00 100.0 I 0.()0 0.00 I 0.00 100.0 I 0.00 0.00 I 0.00 100.0 I 0.00 0.00 I 0.00 I 100.0 I 0.00 0.00 ______________________________________ 0.00 I 100.0 I 0.00 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 I Label I Number I Section I Section I Length I Total Of Size Shape I p I (ft) System I Sections i I I I FLOW ---------- I--------- I I (cfs) P-14 1 196 inch i---------- I Circular I-------- I 59.00 I_________. 1,118.00 P-13 1 96 inch Circular i 172.00 11,118.00 I P-12 I 1 196 inch I Circular 1130.00 11,118.00 P-11 I 1 196 inch I Circular 1498.00 I 968.00 P-42 1 148 inch I Circular 49.00 I 150.00 /// P-10 I 1 196 inch Circular 1168.00 I 968.00 P-9 I l 96 inch I Circular 1438.00 I 968.00 P-37 I P-8 l 148 inch I circular I 20.00 116.00 l 196 inch Circular 1406.00 I 852.00 P-38 I l 148 inch Circular 1405.00 I 116.00 P-27 I A P-7 l 160 inch I Circular I 18.00 I 283.00 --I 1 184 inch circular I $6,00 569.00 P-39 1 142 inch I Circular 1100.00 I 12.00 P-40 I 1 36 inch I Circular I 28.00 I 104.00 P-36 I 1 130 inch I Circular I 16.00 I 16.00 P-23 s 1 160 inch Circular 1469.00 267.00 P-26 I 1 .I 30 inch I Circular 37.00 I 0.00 g P-6 I 1 184 inch I circular 1130.00 569.00 P-41 I 1 130 inch Circular I 51.00 I 45.00. P-24 1 160 inch I Circular 16.00 I 267,00 P-5 I 1 184 inch I Circular I 80.00 569. 00 P-25 I 1 130 inch I Circular 37.00 I 0.00 P-28 I 1 160 inch I Circular 1167.00 I 267.00 P-4 l 78 inch I Circular I 45.00 569.00 P-2B I l 160 inch I circular 1182.00 I 267.00 I P-20 l 148 inch I Circular 107.00 I 139.00 I P-3 1 1 78 inch Circular 1279.00 430.00 P-35 1 136 inch I circular 1116.00 I 78.00 I P-30 1 160 inch' I 'Circular 60.00 189.00 P-21 I l 36 inch Circular I B3.00 68.00 P-2 I 1 78 inch Circular 1272.00 I 423,00 P-19 I l 130 inch I Circular 30.00 I 7.00 P-34 I '1 142 inch I Circular I 95.00 I 139.00 P-31 1 60 inch I Circular 1102.00 50.00 I P 1 l 178 inch I Circular I 63.00 I 269.00 P_38 1 148 inch I Circular I 46.00 I 154.00 -�^ I I I P-33 I 1 136 1 inch I 36 Circular I 32.00 I 25.00 I inch I Circular I 24.00 25.00 P-16 I 1 148 inch I circular I 73.00 I 107.00 P-17 I 1 148 inch Circular I 64.00 I 162.00 P-15 1 48 inch I Circular 392.00 i 107.00 a: Oak Street Ouffall Average Velocity (ft/s) 22.39 22.39 22.91 19.39 12.27 19.26 19-26 9.23 16.95 9.23 14.41 14.79 1.25 14.71 4.59 13.60 0.00 14.79 9.17 13.60 I 14.79 0.00 I 13.60 17.15 13.95 I 12.22 12.96 11.03 I 10.76 10.81 12.75 I 6.31 15.40 3.70 8.11 13.35 5.93 10.63 I 9.33 I 13.31 11.21 Hydraulic I Hydraulic I Grade I Grade Upstream Downstream (ft) _ _________I____________I I (ft) 4,952 .26 4,951.18 4,953 .89 I 4,952.26 4,955.71 I 4,953.49 4,961.26 4,955.71 I 4,960.86 I 4,955.71 4,962.38 I 4,961.26 4,967.32 4,962.38 4,967.45 I 4,967.32 4,970.86.d 4.aFo » 4,971.07 4,970.77 4,974.27 4,976.. 00 4,976.17 4,973.21 4,972.57 .4,977.93 4,973.52 4,981.49 4,978.50 4,974.63 4,983.08 41981.so 4, 981. 63 4,975.68 4,981.71 4,983.65 4,981.41 4,975.78 4,983.63 4,982.61 4,984.11 4,976.65 4, 982.00 4,980.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I 0.00 0.00 0.00 x I.I.4� 4,970.86 44,970.86 4,'"0 09 �sfrtlinvb 4,970.0 I H61.=447Z.i 4, 971. 4, 971 07 4.971 5A I^I�' 4,976.00 4,972.57 4, 972.57 4, 976.17 4, 973.21 4, 977.93 4,977.30 4,973.52 4,981.49 4,981.49 4,980.45 4,974.63 4,980.58 4, 981.2B 4,981.50 4,975.68 4,982.72 4,981.41 4,980.75 4,975.78 4, 981.23 4,976.14 dstormcadtl 2-3flow-mod.stm MountainRocky Consultants Project Engineer. Ryan Griglak 05/01 03:16:49 PM C Haested Methods, Inc. 37 Brookside Road waterbury,CT 06706 USA +1-203-755-1666 Stnm1CAD v4.1 (428J Pace 2 of a OAK STREET OUTFALL PIPE FLOWS SUMMARY ' Pipe No. SWMM Inlets Inflows Design Flows (StormCad) Design Element (CIS) (cfs) P-1.5 112 107 P-17 Inlet 1-2 162 162 P-1 P-15 + P-17 269 269 P-18 Inlet 1-3 154 154 P 2 115 423 P-19 Inlet I - 4 53 10FAMEM P-3 115 430 P-21 Inlet 1- 6 68 68 P 20 860 170 ENFROW P-4 117 569 P-5 117 569 P-6 117 569 P 25 lnlet l-7 18 l ocat Flaws not to be added to peak flows P-26 Inlet 1-7 18 r ,, Local Flows not to be added to peak flows P-7 117 569 P-8 117+P-27 836 P-9 �- 119 +i-13(part) 968 P-10 119 + I-13(part) 968 P-12 120 an P-13 145 ills P-14 145 ills P-32 1-9 25 25 P-33 1-1.0 25 25 P-31 1-9 + 1-10 50 so P-34 .1-1.1 261 %' ' P-30 1-9,1-10,1-11 260 . ��, ''!, m , =Not a sum for peak flows P-35 I-12 78 78 P-29 114 267 P 28 114 267 P-24 114 267 P 23 114 267 P27 114 + 1-13(part) P-36 1-1.3 50 1+ .. Local. Flaws not to be added to peak flaws P-41 1-16 45 45 P-4A 1-1.5+IA6 1.11 ga 3 P-39 1-14 12 12 P-38 85 1.16 Not a sum. for peak flows P-39 85 116 Not a sum for peak flows P42 1.-17 ISO Wow if=. exist. 4H- pipe �_ Mate'. indicates reduced Row& to match .SWMMpeak . flows P I 1 1 1 1 1 1 1 1 1 a LID CL J-15 T- CL, J-2 J-3 J-4 J-5 J J-1 P-1 P-2 P-3 o P-4 P-5 CL N N 00 a p d d- 1-4 P-21 1-6 1-5 Scenario: Base 1-14 e� I-16 1-15 �4i J-24 P-40 1 1-7 1-8 L.L. N N MJ-23 CL CL J-7 J-8 li J-9 P-6 P-7 CVP-8 P-9 IZ 1 1-13 J-16 P-36 6 � s 1-2 1-3 N J-21 J-20 J-17 J_� a J-19 J-18 �Pc a_-31 P-30 P-29 P-28 Q"2 M CL -10 IZ I-12 Title: Oak Street Outfall ]:Uncbrlde\0270-0-1\hydrau-1%ston mNlo 4fl-t.atm 10,10/01 11:22:41 AM J-10 J-11 J-12 Q� P-10 P-11 P-12 J-13 't li 1-17 Rocky Mountain Consultants C Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666 J-14 0 Project Engineer: Ryan Griglak StonnCAD v4.1 1428] Page 1 of 1 I 1 I I 1 APPENDIX B Rational Method Calculations I 1 1 1 1 1 1 I O � O N°; N E p � (V rn O rn 000 rn rn w 00 rn rn OOOOO w rn rn OOOOO W 0 O Oe 0 m O z w v O OI N m 5 Q 0 a ° W W� -� pi o o 0 0 0 0 0 0 0 0 0 o g 0 o o 0 o 0 o 0 o 0 o 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �f w� a J' L oz pp11riW �. ii CS SKI C .•� Of 0,560 W W O, W 000000000 T O, m 0) m O O T Ol d Ol 0 OI 0 W 0 OI 0 Of 0 Ol 0 O, 0 O, 0 W 0 v `c 4EOC N N gx =L� m 5y omarn oo 9 Ft,1 U�ueey. a,� � 3a'< . V ` y 0 vi ti e r 000000000000 O O O O O O O O O O O 15 o �F O c OI O N O N N O m C O w p 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000 w n0 Ccy 0000 cc C ,.OAW 9.,. OO o ;, a v W. N d Z U ((qq Y O O O m O N V N N OO N N O O w 0) N V N /_' O>� N V N tp N NNNNNa N N w O) n N 0V N Nt7Nw yy N N d. r� Y r Q`i N y; LL V O N 0 O � t0 � w 0 0 0 V � N 0 N 0 N 0 w 0� 0 w � T 0 O t N 0 n O O O w' n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d y a m I 4 W� ' w Y o ,4� a t6 r „�rrnmrn�omwwrnnoN�w�o w w.-en O a 0,00� N V NN N N N w w.-N�0 N w �QiC woo N V N rn .Or a H �. W �wm Nvnf+l�w NNNNNan V NNN�NfD � '. J O J _ I W� 'o m :Dyin 0.: O w t c W c m U �- S C N c7 V N 0N1823WUCi���0 Till U � N � Q P�il, / I I / I I I I I I I I I \ \ I I I « � ! \ =A, - �s ~ §(( y CO,, CO . § » » \/ 0_00000§0000§|2|22g2§f2| \ 4 ! � y � }a £,:::;0:0000::;;;;;::::: ( � 1 « a � \ _ „ ==0== „ 00000 > \ =o_000000__0_oo_o <� t �. # ,�,��_, ` ` laga§l2aaaaamelq � < !l'a�:w:::=00,_;:__,000_0_ \ M. k ; : . \ <O( 2 - � > $�!!�,0�,!_00000 _00, _00, > \� 7 K pm#::2;::::;22%:=::;:::;; . y ` \ 0 \ \ ) §k RA)IINITIT , IOU § l 0 :s C5 wu <«. . ° / ®a , : o!|m!m!!!9!;@m;;;@00 9 ( c: < \)k \ $ \}/ /0 ; „ �,,,w,�_,,_;_,,,��_, :© »<�■� U./;.2, ;�meaooe:ee000000ece:=o .�y !>C . J;.� �. . -r — #£, . �� � `�®■;0§ #!„; § �!„riea\e�A,a : oe 00 e oe \)/ ®§/ /f-6t> !�`� uoo§ cc I I 1 1] 11 11 I 1 C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 1 N F Q 'O N N N Ill c ~ .E 101 OOP Y CO � 2` ail > O �-. y 0 a C i y O 0 O 0 o 0 0 0 088 0 $$ O O o O o 0 0 0$ o g o 0 a c � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > a: N 0 0 0 O 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 G C O O O O O O G O O G G G O O O O O O O G 0 0 0 0 0 0 0 0 0 0 O O 0 0 0 "`�„•, 0 0 0 0 0 0 0 s tomt`,' J F 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E fV fV 0 0 W." ? ^^ �N S 0 o0 0 0 0 OO0000pp�0pO000 0 0 0 0 0 0- 0 0 0 0 0 0 (V fV C O C 0 0 0 0 0 0 O G � 0 0 0 0 0 G E > N JT N N O O O O C O C G G O O O O O G G G O -O' N W, J �reom0000000000000 �i000000 J C 0 n 0 N Ol m m n N N N N N n N f0 d n M Q Q d I r- N O OC A O V C Q =N 2 L M m p Q d N d M M O O O O O N O N eD m n 0 tp t0 ai o (A ��jY a o- U N w o 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 oc N c� U ° _ yj A�y.�¢� C 9E E N M"_- O v m U it d 3 30 m & _o LL 1 ti' O F O IL LL C o N a m U N o M U Q o N 0 N 0 n 0 aD 0 O1 0 O 0 0 o U o 0 O o o p it E y« LL 3 c C LL 00 iJ fA cr MO " !> O F_ W r y t0 + (p C o oO 2 C oN 0 0O 0C) 0N 0N 00 N 0 od oN oN a 0> gq n LL >¢>0 u m a 11 I 11 J J i I 1 I ., Ge'�$`' R O N O �0 ro 0 0 N N V m V m a N nil VmJ 0 a, K#; 4 m N N t0 t0 t7 O — O O O O O O O O O O O O O O 60 600000 t F�4 Z 3 N V N N N yy ((�� O tD tp t0 f� O O N m m N N O N _N V -'•, IN 0 6 00 0 co 0 0 0 0 0 0 0 0 o o 0 0 6 0 0 5: f #L C S}F N O N O N m N m N m if1 m In m N m N m m m to m N m N m N m N m N m N m N m N m N m N m —x,' of of Oi of of of of of of of of of of of of of m of 0 m of of O �`-L A�vaeveovvvoeev< n n m m vvavavev m �g = Vx 0 m m m m m m m m m m m m m m m m m m m m m m ;aF c t" O'IN �' - 8 1. .8 0 0 0 00 O 80 O O O O O O S O 000000 ..{oggqqq0000qqqOqqqqqq P ON K. .: o000000000000000000000 W N N N N l(1 N N N N a�� Moll" d O O O O O O O O O N O N O N O N O N O 66 O O h O N O N O to O N O N O O Yl f C _ Q C T i3 m N 0 Z+y m O m O fp N Wo t0 I� O O 0 «1 m �(1 W �(I ��pp m 0 O N aD h yy m iD N N m h m O 0 N O 0 o 0 0 0 0 0 d 0 0 0 0 0 0 6 m�C•W000000000000000000000 6 OD ca �r co N W m O N M N c'l a N iD Co U U U U U U U U U U U U U 0 0 0 0 0 0 p m ' N + O is R G .z m O N t9 N (� a In tp in oam0oU00000o�0��0000000 1 I 1 0 I I 1 1 11 APPENDIX C Storm Sewer Hydraulic Calculations I 1 1 91 .SUM A I I I I I I I I I I o f m 4 q m.2 dam« ( ( ( ( k !ƒ/ / ) \ / 00£ !! • { !-� ¢ ..- m m _ { / } § ! a 1N 1 1 1 y E ' L 0 N S o S $ o S O Q O Q Of Q OI Q OI Q m Q N lh ln0 94'4L64 '13 '^UI 99'9L64'13 UJI'd E •Ul - 00 SS+E elS voi N N lh O O lh N r N UI 9Z'4L64'13 '^UI Ino SZ'4L64'13 9Z'6L64'13 W1a Z .Ul - 00'9E+Z e1S N N N N L U l0 N � r � e 0 N O � C N O O O N O O N r W UI £9'EL64'13 '^UI 1n0 46'9964'13 '^UI N LC'0964'13 WIN t :Ul - 00'9Z+0 e1S N N UI OL'9964'13 '^UI 09 9964'13 'PUJO IIeAnO - 00'00+0 e1S 0 o 0 0 0 0 0 Q Q Q Q Q Q W L�IME Aa I B iU) J i i i [] i i i i i 0 0 0 0 0 0 m Q s Q m Q rn Q rn Q m Q O O O O n 0 r p L O N N O O N J is W 1n0 99'9L64'13 'nul 06'0864'13 Wla bul - l6'L0+0 e1S U ul 64'9M,'13'nul ln0 9Z'bL64 '19 'nul 8Z'6L6b 13 Wla 00'00+0 B1S 0 o ul 0 0 0 0 rn u> Ci � Q Q Q Q Q Q W i S1nRM (3 m s t I 1 1 i 170 p o c a m � c O 0 Z 0 Z o U o N n N N m C C O W N N IM In a N c i+� a� IT C J C r n n N th M lh J 0 Y N N N mn v v v c 0 o N M ai th n C � n n E SG� v v o Z a o so 0 C co^ o o a o o Jye N 1A 1p u� >J C W � m O rn O m O N N N r c n n n C W.CV O O N J m� m cL J N 3 O U a S N N r O O d � � O E a n a N o a 'a a v N U N W r O O N 7 JZ J 11 1 1 1 t ll C /Nc !3 0 0 0 0 0 0 n aD V N m OJ n N r N n a v a a o 0 0 0 OI O O O O b O L N � N (Y Q ln0 99 1,L6b'13 '^�I 0 ZL'LL6b '13 W!a E :ul - 9 L9'6 t+0 e1S uI S9*bL6b'13 ^UI in0 99'bL6b'13 '^UI 9L'9L64'I3'PWO o N Zul - 99S'91+0 e1S w 0 uI 6Z'bL6b '13 '^UI lnO 6Z'bL6b'13 '^W M9L6b'13'PUJO l :ul-OZ'10+O e1S UI 6Z'bL617 '13 '^UI 60'LL6b '13 TWO IIeNnO - 00'00+0 e1S#± 0 0 0 0 0 0 0 o 0 0 0 0 0 n Q co In N W N Q Q Q Q Q Q W F APPENDIX D Inlet Capacity Calculations 1 I 11 I INLET ON A CONTINUOUS GRADE h Project: Enter Your Project Name Here On Shoet'G-Peek' Inlet ID: Inlet A2.1 ' { Lit (C) { H-Curb M-Van Wo WP W ' Lo (G) 'Design Infortmation In MINOR MAJOR Type of Inlet Type = CDOT/Denver 13 Valley Grate Local Depression laddi4wal W cominuous gutter depression, 'a from T AIIOWI ai . 1.0 1.0 inches Total Number of Units in the Inlet (Grate or Cute Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) L. = Warning/ Width of a Unit Grate (cannot be greater Nan W from O-Allow) W. 3.00 3.00 X 1.421 1.42it Clogging Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.501 0.50 earring boost I ll11H 'W NNIID: O> ALLOWABLE Q FOR MINOR Design Discharge for Nall of Street (from Street 0-Peak) Water Spread Width Water Depth at Flowers (outside of local depression) 'Water Depth at Susan Crown (or at Twu) Raba of Gutter Flow to Design Flow Discharge outside the Gutter Section W, carried in Section T, Discharge within the Gutter Section W Behind the Curb Face 'Discharge treat Flow Area treat Flow Velocity Motor Depth for Design Condition rate Analysis I la ' otal Length of Inlet Grate Opening Ratio of Grata Flow W Design Flow roar NO Icgging Condition nimum Velocity Where Grate Spash-Over Begins nterception Rate of Frontal Flow nterception Rate of Side Flow Interception Capacity Under Clogging Condition logging Coefficient for MuNple-unh Grata Inlet ' Clogging Factor for Multiple -unit Grate Inlet Effective (undogged) Length of Munpleunit Grew Inlet Minimum Velocity Where Grate Spash-Over Begins Interception Rate of Fmmal Flow Interception Rate of Side Flow Actual Ifderception Capacity arty-0ver Flow = O,-0, (to be applied to cum opening or rein ms Curti or Slotted Inlet 0 nln Analysis Cale I t ' Equivalent Slope S. (based on from carrNovar) squired Length LT to Have I W% Interception nder No-Cloggln9 Condition Effective Length of Cum Opening or Slanted Inlet (minimum of L, LT) nterception Capacity I Inder Clogging Condition logging Coefficient Clogging Factor for Multiple -unit Cum Opening or Slotted Inlet ' Eflectiva(Unclogged) Length dual Interception Capacity ' mma owl Inlet Interception Capacity oral Inlet Carry -Over Flow (flow bypassing Inlet) 0.. 0.69 1A9 cls 6.8 T.OX T- 1.6 2.2 it • inch dceovm= 0.0 0.5 Inch O.788 O.fi67 E.= O, = cf. 0.00 0.50 4 • 0.54 1.00 cis Ga,O,• O.00 0.00 cis A.= 0.46 0.79 sgit 1.49 1.8B V. • fps $ore' 2.6 3.2 'vWht MINOR MAJOR L= 8.00 6.00 X E.ou.Te• 0466 O3TT MINOR MAJOR V. • 9.98 9.98 fps R = 1.00 1.00 R,= ifea O.T3 O�= 0.49 1.24 cis MINOR MAJOR GreneCinif1.50 1.51 Gramclog 0.3 0.38 L. 3.75 3.75 itV. 7.15 Tfps R 1.00 .=== 0.55 0.47 1.00 off, MINOR MAJOR S.= kX LT • X MINOR MAJOR L= X Q' cfs MINOR MAJOR CumCoef = CumClog= L. = it Q..I Will WA Cfs Warning 4: Denver No. I6/CDOT Type 13 unit width should be 1.73'. 1 UD-Inlet_v2.14c(INLET A2.1).xls, Inlet 0n Grade 1/13/2010. 1:03 PM N INLET ON A CONTINUOUS GRADE A Project: Ender Your Project Name Here On Sheet'O-Peek Inlet ID: Inlet B7 ,r —Lo (C)-,r H-Curb H-Vert Wit Vito7W ' Lo(G) Design Infme(Input Type of Inlet Type Local Depression(additomd to Continuous gutter deWession'afrom'O-Allm4) at.. Total Number of Units in the Inlet (Grate or Curb Opening) No Length of a Single Unit Inlet (Grate or Curb Opening) L. ' Warning 4 Width of a Unit Grata (cannot be greater than W from OAllow) W. Clogging Factor for a Single Unit Grate (typical min. value = 0.5) CrG lopping Factor for a Single Unit Curb Opening lNoical min. value =0, 11 G-0 ' .......... ..,, Design Discharge for Hag of Street (from Sheet t Piu k) ,w 0. ater Spread Width T ater Depth at Rowline (outside of local depression) d ' ate, Depth at Street Crowd (or at T" Ratio of Gutter Flow to Design Flow dceown Ea Discharge outside the Gunter Section W. carded in Section T. Q. Discharge within the Gutter Section W Q. Discharge Behind the Curb Face Q. ' treat Flow Area A. treat Flow Velocity V. ater Depth for Design Condition d M- ' otal Length of Inlet Grote Opening L= atio of Grate Flow to Design Row E>asnre = Under No -Clogging Condition Minimum Velocity Where Grate Spash-Over Begins V.; Interception Rate of Frontal Flow Rr ' Interception Rate of Side Flow R,= Interception Capacity Q: rider Clogging Congdon logging Coefficient for Multiple -unit Grate Inlet Grat.Coefa ' Clogging Factor for Multiple -unit Grate Inlet GrateClog = Effective (unclogged) Length of Multiple -unit Grote Inlet L.. Velocity Where Grate Spash-Over Begins V.. r'nimum ntemePoch Rate of Frontal Flaw Fit. Interception Rate of Side Flow R,. Mual Interception Capacity O. Carrv-Over Now .O: 0- Ito be spoiled to curb acentric or nett We inlet) O- Curb r Stoned I t Opinflid, Analysis Calculated ' Equivalent Slope S. (based on grata carry-over) Required Length LT to Have 100% Interoeption nrler No- Ioggudg Conduct, Length of Curb Opening or Slotted Inlet (minimum of L, LT) 'Effective Interception Capacity rider Clogging Condltion Clogging Coefficient Dogging Factor for Multiple -unit Curb Opening or Slotted Inlet Effective(Unclogged) Length Actual Interception Capacity erryOver Flow. 0ea.srst-0. aroma otnl Inlet IMerceptlon Capacity oral Inlet Carry -Over Row (Now bypassing Inlet) 6.176.t7 fps W 1.0o 0,431 0.31 033 1.33 cfs MINOR MAJOR S.= I LT. h MINOR MAJOR L= N Q = cis CutbCoef CurbClog Warning 4: Denver No. 16/CD0T Typo 13 unit width should be 1.73'. UD-Inle1_v2.14c(INLET B1).xls, Intel On Grade 1/13/2010, 1:03 PM I LJ 1 F 1 rl APPENDIX E Street Capacity Calculations Channel Report ' Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. Wednesday, Jan 13 2010 ' Street Section Station 12+00 without Inlet A2.1 User -defined Highlighted 'Invert Elev (ft) = 4978.84 Depth (ft) = 0.23 Slope (%) = 0.50 Q (cfs) = 1.490 N-Value = 0.016 Area (sqft) = 1.25 ' Velocity (ft/s) = 1.19 Calculations Wetted Perim (ft) = 13.63 Compute by: Known Q Crit Depth, Yc (ft) = 0.21 ' Known Q (cfs) = 1.49 Top Width (ft) = 13.62 EGL (ft) = 0.25 (Sta, El, n)-(Sta, El, n)... ' (0.00, 4979.24)-(12.00, 4978.92, 0.016)-(13.00, 4978.84, 0.016)-(14.00, 4978.92, 0.016)-(20.00, 4979.07, 0.016) ' Elev (ft) ' 4980.00 1 ' 4979.50 hrS- 979. ' 4979.00 1 ' 4978.50 ' 4978.00 -G Section 0 2 4 6 8 10 12 14 16 18 20 22 Depth (ft) 1.16 100 0.16 -0.34 Sta (ft) ' Channel Report ' Hydraflow Express Extension for AutoCAD® Civil 31DO 2009 by Autodesk, Inc. Wednesday, Jan 13 2010 ' Street Section Station 12+00 with Inlet A2.1 User -defined Highlighted Invert Elev (ft) = 4978.84 Depth (ft) = 0.17 Slope (%) = 0.50 Q (Cfs) = 0.490 N-Value = 0.016 Area (sqft) = 0.57 'Velocity (ft/s) = 0.86 Calculations Wetted Perim (ft) = 8.97 Compute by: Known Q Crit Depth, Yc (ft) = 0.15 ' Known Q (cfs) = 0.49 Top Width (ft) = 8.96 (Sta, El, n)-(Sta, El, n)... ' (0.00, 4979.24)-(12.00, 4978.92, 0.016)-(13.00, ' Elev (ft) ' 4980.00 ' 4979.50 1 4979.00 1 ' 4978.50 ' 4978.00 1 EGL (ft) = 0.18 4978.84, 0.016)-(14.00, 4978.92, 0.016)-(20.00, 4979.07, 0.016) Section V s= e79.o 0 2 4 6 8 10 12 14 16 18 20 22 Sta (ft) Depth (ft) 1.16 0.16 -0.34 MI ' Channel Report ' Hydraflow Express Extension for AutoCAD® Civil 3D@ 2009 by Autodesk, Inc. Wednesday, Jan 13 2010 Street Section Station 13+75 User -defined Highlighted Invert Elev (ft) = 4977.96 Depth (ft) = 0.21 ' Slope (%) = 0.50 Q (Cfs) = 1.336 N-Value = 0.016 Area (sgft) = 1.09 Velocity (ft/s) = 1.22 ' Calculations Wetted Perim (ft) = 13.58 Compute by: Known Depth Crit Depth, Yc (ft) = 0.20 Known Depth (ft) = 0.21 Top Width (ft) = 13.57 EGL (ft) = 0.23 (Sta, El, n)-(Sta, El, n)... ' (0.00, 4978.32)-(12.00, 4978.04, 0.016)-(13.00, 4977.96, 0.016)-(14.00, 4978.04, 0.016)-(20.00, 4978.17, 0.016) 1 ' Elev (ft) ' 4979.00 ' 4978.50 ' 4978.00 ' 4977.50 4977.00 -L Section 0 2 4 6 8 10 12 14 16 18 20 22 Depth (ft) 1.04 0.54 0.04 -0.46 IG Sta (ft) ' Channel Report ' Hydraflow Express Extension for AutoCADB Civil 3136 2009 by Autodesk, Inc. Wednesday, Jan 13 2010 ' Side Alley Street Section Station 11+25 User -defined Highlighted Invert Elev (ft) = 4977.49 Depth (ft) = 0.28 ' Slope (%) = 0.70 Q (Cfs) = 3.976 N-Value = 0.016 Area (sgft) = 2.16 Velocity (ft/s) = 1.84 ' Calculations Wetted Perim (ft) = 18.82 Compute by: Known Depth Crit Depth, Yc (ft) = 0.28 Known Depth (ft) = 0.28 Top Width (ft) = 18.80 EGL (ft) = 0.33 (Sta, El, n)-(Sta, El, n)... ' (0.00, 4977.77)-(12.00, 4977.57, 0.016)-(13.00, 4977.49, 0.016)-(14.00, 4977.57, 0.016)-(20.00, 4977.82, 0.016) ' Elev (ft) ' 4978.00 v 4977.75 ' 4977.50 ' 4977.25 ' 4977.00 -2 1 Section 0 2 4 6 8 10 12 14 16 18 20 22 Sta (ft) Depth (ft) 0.51 0.26 0.01 -0.24 I» I 1 1 1 APPENDIX F Drainage Exhibits m ' k r �.� a l WI m Wei m .®--►/-®-■ _ _-..r 1.,. ow ow Lrwr rabi��1 e .iiv s.ue.eae.sswnww S KM .. o..a w.:m.'."=wW1`.'""� Ka __r. EROSION CONTROL WATTLE SEDIMENT TRAP h v ,IN o"k : © DROP INLET PROTECTION A P INLET WmrRIU City of Fort Collins, Colorado UTILITY PLAN APPROVAL ate BY f<r U©ity BY BT:�� BY (n z J J U U O w i0 ON N C $ya N Q y�00 � m0 Eo o' a 00 oU ov oo�` "o om o� W J to Q Q Lu W W J :)O U. uJ 7 2 z0 0 U Date: 01-29-10 Drawn By. KRB Checked By. RKP Sheet DT3 eta COLLEGE AVENUE W/ --T-_� --r--'-------�---Y • 1 I 7',�` I 1 1 1 1 1 I 1 1 I 1 1 I 1 I 1 1 1 I. I C1LOT#2 LOT 21 ; LOT 20 LOT 19 1 LOT 18 ; LOT 17 LOT 16 1 LOT 15 , LOT 14 ' LOT 13 ' LOT 12 ; LOT 11 N11 S 1 1 I 1 1 1 c7 m CS G,D 1 1 02 1 � y C13 w II C II^1 7( oC 2 9� t w 0 M _ y LOT 23 LOT 24 LOT 25 LOT 26 IL LOT 27 LOT 28 LOT LOT 30 - LOT 31 LOT 32 o Ds- REMINGTON STREET ( IN FEET ) I Inch . DID LEGEND PROPOSED STORM sEXEN �� PROPOSED STORM MUST PROPOSED ROXVNE ASTRO DONNiPOUT BARIm ROOF DRAIN EXISTED DOORWAY LOT 10 LOT 9 LOT 8 LOT 7 EnsnxG WILDING - EXSLNG mGHT DE -WAY EXISTING LOT LINE EXISTING PROPERTY ENE 1 EXISTING STORM SEWED CASTRO SANITARY BEAR F- EXISTING CONTOURS --49Ie---- PROPOSED CONTOURS -7`1 -78.5 BASIN BOUNDARY DESIGN PONT Q ROW ARROY/ w BASIN DOSIGINA70R u. nS W / ?O] YEAR � AREA IN ACRES LOT 0.51 �FUTURE DEWIUOPAIFNT� (ME NOTE 3) LOT 5 FE- LOT -- 1f 1 M LOT3 I w I LOT 2 ---------r----- D2 1 L T1 - r RTORM RUNOFF CAI CHI ATIONS' DESIGN PORT UPSTREAM BASINS TOTAL ANLA (oc,es) C2 CIOD 02 (CID) 010 (e15) 0100 (CIe) AT AT 015 095 1.00 BADE 069 149 Bt 81 0,21 0.90 1 W a53 0.91 2.08 Cl C1 0.06 0.95 top 0,15 0.26 0.56 C2 C2 on 0.95 1.00 0.29 DEW 108 C3 C3 0.16 095 lm 0.44 0.75 LED CA C4 am a95 1.00 0,22 0.37 080 CS C5 001 0.95 100 0.02 003 0.07 C6 C6 0,14 0.95 1.00 0,38 0.65 tw C7 C7 006 0.95 too 0.16 027 am CB C8 006 095 100 0.16 09 OSB C9 C9 0.06 095 1.00 0,16 027 OS8 CIO CIO 006 r95 Too 0.17 028 0.61 C1t Ct1 005 0.95 1.00 013 023 049 C12 C12 DEBT 0,95 100 0,03 005 010 C13 C13 015 095 1,00 049 084 181 D1 Dl 0.09 0,95 1.00 0,25 043 0.93 TO DO 005 095 100 013 022 U47 D3 03 0.07 0.95 1.00 0,19 0,32 0.68 D4 D4 006 0.95 1.00 015 026 0.55 OS DS 008 0.95 100 0.21 036 078 06 D6 005 0.95 1.00 0.13 0.23 049 O51 051 015 0.95 1.00 041 070 150 ROUTED ELOWS DI I DI-D6 039 0.95 100 1DEA 182 3.91 NOTES I MMITHCALCULATIONSOFFCALCULATIONS FOR RULING ROOF TOPS K KEN MADE US NC ASSUMPTIONS FOR ROOF DRAINAGE AREAS AND SUMM Y FOR WIN DRAINAGE PLAN IT HAS BEEN ASSUMED THAT ALL ROOF MAINS NWIN BASIN C ALL BE CONNECTED TO ME PROPOSED SHAM SEVER, 3. BASIN MIT AND ME ASSOCIATED ROOF DRAIN HAW BEEN DESIGNED FOR NNRE DEVELOPMENT ON TOM 5 AND B. ME N111RE DEVELOPMENT SMALL NOT CONTRIBUTE MORE MAN ME 1.50 OPS CP STORM RUNOT AS SMDNN ON MIS OUWNG TO STOW STRIP LINE A FOR REFERENCE ONLY NOT A CONBTAUCTION DOCUMENT W1UmmNTFICAMONCE TEROF COMMAND • • i. pwWYL GYIrInlvAp City of Fort Collins, Colorado UTILITY PLAN APPROVAL ARMORED - OPENED BY.IN, � DIECNED BY; CHECRED BY, CHECREO By, �ng er CHECKED BY'.