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Home My WebLink AboutDrainage Reports - 03/12/2007F Ft. C A rove � its ed By - Final Drainage and Erosion Control Report The Pads at Harmony, Filing 1 Suntec Fort Collins, Colorado October 16, 2006 Stantec Consulting Inc 209 South Meldrum Street Fort Collins CO 80521-2603 Tel: (970) 482-5922 Fax: (970) 482-6368 startec.com Stantec October 16, Mr. Basil Harridan City of Fort Collins Water Utilities --Storm water 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Report for The Pads at Harmony, First Filing. Dear Basil: We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Report for The Pads at Harmony, First Filing. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria.. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, Stantec 11160foV Prepared by: J-dL 6a John Gooch, EIT Project Engineer Jim Allen -Morley, P.E. Project Manager TABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION A. LOCATION 5 B. DESCRIPTION OF PROPERTY 5 II. DRAINAGE BASINS A. MAJOR BASIN DESCRIPTION 5 B. SUB -BASIN DESCRIPTION 5 III. DRAINAGE DESIGN CRITERIA 6 A. REGULATIONS 6 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 6 C. HYDROLOGICAL CRITERIA 6 D. HYDRAULIC CRITERIA E. VARIANCE 6 IV. DRAINAGE FACILITY DESIGN 6 A. GENERAL CONCEPT 6 B. SPECIFIC DETAILS 7 V. STORM WATER QUALITY 9 A. GENERAL CONCEPT 9 B. SPECIFIC DETAILS 9 VI. EROSION CONTROL 9 A. GENERAL CONCEPT 9 B. SPECIFIC DETAILS 10 VII. CONCLUSIONS 11 A. COMPLIANCE WITH STANDARDS 11 B. DRAINAGE CONCEPT 11 C. STORM WATER QUALITY 11 D. EROSION CONTROL CONCEPT 11 REFERENCES 12 APPENDICES 13 1 1 1 1 1 1 1 1 APPENDIX VICINITY MAP RATIONAL CALCULATIONS, UDINLET, UDSEWER STORM DRAIN SIZING, & POND SIZING DRAINAGE & EROSION CONTROL PLAN DRAWING & EROSION CONTROL CALCULATIONS PAGE A C I 1 1 1 I 1 1 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE PADS AT HARMONY, FIRST FILING FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location The Pads at Harmony site is located north of Harmony Road, east of Timberline Road, and is split down the middle by Snow Mesa Drive, in southeastern Fort Collins, Colorado. The site is shown on the Vicinity Map in Appendix A. More particularly, the site is situated in the northwesterly portion of Section 5, Township 6 North, Range 68 West of the Sixth P.M., City of Fort Collins, Larimer County, Colorado. B. Description of Property The Pads at Harmony site is located north of the PVH Harmony Campus and accounts for approximately 9.05 acres. The Pads at Harmony site currently consists of native grass and was previously a prairie dog colony. The site generally slopes to the northeast at approximately 1.1%. The planned development will consist of commercial property. II. DRAINAGE BASINS A. Major Basin Description The Pads at Harmony site lies within the Fox Meadows Drainage Basin. The project drainage will be partially detained, and flows directed to a detention pond in Front Range Village (adjacent property to the east). Please see the Final Drainage and Erosion Control Front Range Village, Fort Collins, Colorado for basin modeling. ' The existing site conveys flows overland to the northeast and into an existing field east of the Pads at Harmony site. The field to the east is currently under development review under the name "Front Range Village". ' B. Sub -Basin Description ' Historic drainage patterns will be held for the Pads at Harmony site, with flows being conveyed to the northeast. The runoff from the Pads at Harmony site will be ' conveyed, via storm drain, to the proposed detention pond in the northwest corner of the Front Range Village development. ' 5 ' III. DRAINAGE BASIN CRITERIA ' A. Regulations The City of Fort Collins Storm Drainage Design Criteria is being used for the subject ' site. B. Development Criteria Reference and Constraints ' The criteria and constraints from The City of Fort Collins Master Plan and the Fox Meadows Basin Drainage Master Plan Update will be utilized in this Drainage Study. ' C. Hydrologic Criteria ' Since the Pads at Harmony site is only 9.05 acres, the modified FAA method was used to size the detention ponds for the site. Furthermore, rational calculations have ' been provided in Appendix B for the site, as well as storm drain sizing using UDInlet, and UDSewer. ' D. Hydraulic Criteria All calculations within this study have been prepared in accordance with the City of ' Fort Collins Storm Drainage Criteria. Detention pond sizing was computed using the modified FAA method. ' F. Variance A variance for 0.70' and 0.75' of freeboard for Ponds I and 2 respectively is being ' requested to minimize the height of walls in the detention ponds and provide a more aesthetic look with the surrounding grading. ' IV. 1 1 1 1 DRAINAGE FACILITY DESIGN A. General Concept The purpose of this report is to address the storm drainage flows from the development of the Pads at Harmony site. 3 1 I^ LJ ' The Pads at Harmony site accounts for approximately 9.05 acres. Storm flows from a portion of the north side of Harmony Road and also the south sides of the Pads at ' Harmony site will be conveyed to the two proposed detention ponds. The two ponds will provide partial detention for the site and release at 5.0 cfs (10 cfs total). ' The remaining portion of the Pads at Harmony site will be conveyed to two, proposed Type R Inlets in the northeast corners of the two parking lots. The captured runoff will be routed in the proposed storm drain to the northeast corner of the site. The ' runoff from the Type R Inlets, as well as the detained releases from the detention ponds will combine at the northeast corner of the Pads at Harmony site. The combined runoff is tentatively planned to be routed north and into the detention pond in the northwest corner of the Front Range Village site. It is important to note that the agreement to provide the remaining required detention ' and all of the water quality for the Pads at Harmony site, in the Front Range Village detention pond is solely between the developers of the two said properties. B. Specific Details ' The Pads at Harmony site contains approximately 9.05 acres. The site has been broken down into 4 drainage basins. The south portion of the site (basins 100 and 104) contains the south half of the buildings, green space, and a segment of the north ' side of Harmony Road, adjacent to the site. The north portion of the site (basins 103 and 105) contains the parking lot and north - half of the buildings. Runoff from the south portion of the site and the north side of Harmony Road (basins 100 and 104) will be routed east along the north side of Harmony Road and into the two, proposed detention ponds. Runoff from the north portion of the site will be conveyed to two, proposed inlets in the northeast corners of the parking lots. ' Ultimately, the flows from the north and south portions of the site combine at the northeast corner of the site and are conveyed north, through the Front Range Village ' Site, and into the proposed detention pond in the northwest corner of the Front Range Village site. It is important to note that this is contingent upon the agreement between the developers of Front Range Village and Pads at Harmony properties. J 1 The proposed detention ponds will only provide partial detention and no water quality. Therefore, it is assumed that the agreement between the developers will provide that detention for basins 100 and 104 of the Pads at Harmony site and all of the water quality for the Pads at Harmony site (0.33 ac-ft) will be provided for in the Front Range Village development. 7 d I I The historic release of the Pads at Harmony site was calculated using a "c" of 0.2, an intensity of 5 in/hr, and an area of 9.98 acres. This provides for a historic runoff of approximately 10 cfs. Utilizing the controlled release of 10 cfs between Ponds 1 and 2, the combined 100-year rational outflow from the north and south portions of the Pads at Harmony site is 32.90 cfs (northeast corner of the site as flow is routed north and through the Front Range Village Site). Therefore, the Pads at Harmony is increasing the historic runoff by approximately 22.9 cfs. Basins 100 & 104 Grading of the areas south of the proposed buildings will allow runoff to flow south towards the proposed 2' concrete trickle pans. The trickle pans will convey the storm flows east and into detention Ponds 1 and 2 (design points 100 and 104). It is important to note that 12" ADS storm drain pipes will be installed on the north side of the berms to allow runoff to flow south and into the proposed trickle pans. Ponds 1 and 2 will each have two basins for each pond, thus forming equalizer ponds. Proposed 15" storm drainpipes will be installed between the pond basins to allow pedestrian access flyover. The ponds will utilize 4:1 side slopes and dry ' stacked sandstone walls to keep pond sizes small, while meeting the detention requirements for the controlled releases. ' Ponds 1 and 2 will have CDOT Type D inlets installed in the east ends of the ponds. The inlets will have 15" outfall storm drains with orifice plates bolted to the inside of the inlets. The orifice plates will restrict flow out of the ponds to 5cfs (see ' calculations in Appendix B). These controlled releases will provide partial detention of the site, thus reducing the flows to the Front Range Village pond. ' Pond 1 will release 5 cfs north in the proposed 15" storm drain towards design point 103A, where the flow combines with that from basin 103. Pond 2 will also release 5 cfs north in the proposed 15" storm drain towards design point 106, where the flow combines with that from basin 100, 103, and 105. tBasins 103 & 105 Basins 103 and 105 make up primarily the parking lots for the site. Basin 103. ' conveys its runoff northeast toward design point 103, where a 15' Type R Inlet (in sump) captures the 100-year flow. The flow is routed east in the proposed 24" storm drain to design point 103A, where the controlled flow from basin 100 combines with ' the flow from basin 103. The combined flow is routed east in the proposed 30" storm drain towards design point 106. Meanwhile, basin 105 also conveys its flow northeast towards design point 105, where a 15' Type R Inlet (in sump) captures the 100-year flow. The flow is routed 1 8 1 ' southeast towards design point 106 and combines with that from basins 100,103, and 104 in the proposed manhole. ' The combined 32.9 cfs flow from basins 100, 103, 104, and 105 will be conveyed east in the proposed storm drain, then north through the Front Range Village site, and ' into the proposed detention pond in the northwest corner of the Front Range Village site. It is important to again note that this is contingent upon the agreement between the developers of the Front Range Village and The Pads at Harmony. Pond Sizing ' Pond sizing was computed using the modified FAA method from the Urban Drainage Website. Basins 100 and 104 were partially detained with a maximum outflow set at ' 5 cfs for each pond. This provided for partial detention of the site, thus reducing the flow to the Front Range Village detention pond. ' V. STORM WATER QUALITY A. General Concept Storm Water Quality will be provided through extended detention in the Front Range Village detention pond system. ' B. Specific Details Best Management Practices (BMP) for the treatment of storm water runoff will be ' provided through the use of gravel inlet filters, erosion control fence, and grass -lined detention ponds 1 and 2. Erosion control fence shall be installed where shown in the final plans. Gravel inlet filters shall be installed as shown on the erosion control ' plan. Erosion control calculations have been provided in Appendix C. ' VI. EROSION CONTROL ' A. General Concept Silt fence, tracking pads, straw bale check dams, mulching, and erosion control fabric t will be utilized to minimize erosion on the Pads at Harmony site. Please see the Drainage and Erosion Control Exhibit located in the map pocket. ' 9 ' The Pads at Harmony 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 construction, and after construction until the disturbed ground is re -vegetated or paved. There should be minimal to no erosion problems after completion of construction. ' The computed Erosion Control Performance Standards (PS) before and after construction is 80.4 and 94.6 respectively. Furthermore, the effectiveness values ' during and after construction are 95.6 and 98.3 respectively. These computed values meet the City of Fort Collins requirements and can be seen in Appendix C. 1 H H 1 n 1 An erosion control escrow cost estimate of $24,993 (price includes 50% contingency) is also included in Appendix C. This represents the cost to re -seed and provide the required erosion control methods for the site. B. Specific Details A silt fence will be installed prior to grading of the site, as shown on the drainage and erosion control plan. All other disturbed areas not in a roadway or greenbelt area shall have temporary vegetation seed applied within 30 days of initial disturbance. After seeding, a hay or straw mulch shall be applied over the seed at a rate of 1.5- tons/acre minimum, and the mulch shall be adequately anchored, tacked, or crimped into the soil. Those areas that are to be paved must have a 1-inch layer of gravel mulch applied at a rate of at least 135 tons/acre 30 days after overlot grading is completed. The pavement structure shall be applied within 30 days after the utilities have been installed. If the disturbed areas will not be built on within one growing season, a permanent seed shall be applied. After seeding, a hay or straw mulch shall be applied over the seed at a minimum rate of 1.5 tons/acre, and the mulch shall be adequately anchored, tacked or crimped into the soil. In the event a portion of the roadway pavement surface and utilities will not be constructed for an extended period of time after overlot grading, a temporary vegetation seed and mulch shall also be applied to the roadway areas as discussed above. All construction activities must also comply with the State of Colorado permitting process for Stormwater Discharges Associated with Construction Activity. A Colorado Department of Health NPDES permit has been obtained such that construction grading can continue within this development. 10 VII. CONCLUSIONS ' A. Compliance with Standards All computations within this report have been completed in compliance with the City ' of Fort Collins Storm Drainage Design Criteria. The City of Fort Collins Storm water Utility will not maintain the on -site storm drainage facilities within the Pads at Harmony site. The owners of the Pads at Harmony site will maintain their on -site storm drainage facilities on a regular basis. B. Drainage Concept ' The proposed drainage concepts presented in this study and those shown on the final utility plans will adequately provide for the transmission of developed on -site runoff ' to the proposed detention ponds. The combination of on -site street capacities and the on -site storm sewer system will provide for the developed flows to reach the proposed detention ponds. The sizes, locations and release rates of these ponds will allow the Pads at Harmony site to develop in conformance with the Fox Meadows Drainage Master Planning concepts accepted by the City of Fort Collins. ' If groundwater is encountered at the time of construction, a Colorado Department of Health Construction Dewatering Permit will be required. ' C. Storm Water Ouality ' Storm water quality will be addressed through the use of gravel inlet filters; erosion control fence, grass -lined detention ponds, and extended detention with the Front Range Village development. 1 D. Erosion Control Concept ' The proposed erosion control concepts will adequately provide for the control of wind and rainfall erosion from the Pads at Harmony site. Through the construction of the proposed erosion control concepts, the City of Fort Collins performance ' standards will be met. ' 11 REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised January 1997. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991, Revised January 1997. 3. McClellands Basin 100-Year Master Plan Update, by Icon Inc., Fort Collins, 4. Final Drainage and Erosion Control Report Poudre Valley Health Systems Harmony Campus Infrastructure Project Development Plan, Fort Collins, Colorado, May 12, 2004. 12 I I I I I I APPENDIX 13 1 I 1 1 1 1 1 1 1 J 1 1 I 1 1 VICINITY MAP 14 1 I 1 1 1. I 1 1 1 1 1 1 1 1 1 ' FCI 1Ri- a CA V.1 `-CALE: 1" _ 1500' Imo.: ti . 1 I H H I I I I I I RATIONAL CALCULATIONS, INLET, & STORM DRAIN SIZING, POND SIZING, & WATER QUALITY CALCS. 15 , Q U 0 U c U 3 O a a o � v a ° 3 d u Q¢ E 3 •� � N ' CL E m m Cml a - ¢ N Vl 3 � a - 3 0 � U m Q E - C �o ao N N ap M N Q U 3 m d m CO m 0 L v u y (0 L d O o (0 o n v rn u� N C7� O c uaOi�vm� O > p U Y ^ L �l N O M ^ O N a% E N M N N O) Q O 3 U N 0 d O O 1 O o N 0 y co 7 o ro 1- > V N N 0 U O N U! L N N L N N N N N O O o O G1 C] CD N T O O O N] ti Q + O I ij •'� U r• 00 ~II z O E o� w o0 W rn m 6 U•N=o z U m y 00 LL > m O p W F Y � M w J Q CC r N e- Lo Z v r CD r r LL ,c O O CO N E m IT m m o qT 0000�•>, J N w W W w > 6,66 J U) H J w m Q IL CL (D a U ~ O O O O U z w r n v v �- ITm�Ocor w J _ c_ N r M M E co t M co cM W 2 H Z w w O O o 0 0 N 0 0 J N N N N Q H Z 2 ~ O O Zw V Lo IF ON r w J Q LO OO m U M romcnoo Q o 0 0 0 0 Z W U (0,LOm coN M O N M Qa N M N N m Z Q z, o 0 0 a m T f6 N m u C .J c d m s � U w N a v n �? o a o U Z co 2(D (_ C) 0 v N 77 00 ('j N 00 7 3 N m co �n m a 1 1 1 1 1 1 1 + N .-r t`00 II Z O o � �' to w U o0 ZOco a o m r� LL Co >, a O O w F Y < CI w J Q �N O 't.-eD Z % , co N O M LL ,C m to tb N « E O tt O W V o m o 0) v O r O O O co J •- N W W w J O to to to w > J : O 0 0 9U) W m a Qa00�'a U } x � U x ~ Zn O O O O c(oLnm� w J C CO a- O M to MN.- w Z w > O o 0 0 0 0 O J N N N N U) Q H Z 2 ~ O O Zv�LOcoN� w J Q to O O O U M (0 cn (q co Q o 0 0 0 0 Z w u N m C� m M O N co Qa N CO N N m Z 00 a Z 0 0 0 0 m r r - 2T C J U U N C U Co O J > Uf O 7 O N a N II C J ca m L U w (0 a v u a; 0 a O U Z m �CD aC) 0 77 N W (7 N W 9 m t m CO N No Text I I I I I I I I I I I I I I I I � « � !! !! !;} : !a ƒ, | f !'' \!, |!®]!! #,■ !7!!§! ! | 2! f }a=§! \\\ /) { I ' Design Flow = Gutter Flow + Carry-over Flow �OVFLOWND SIDE y STREET II I OVERLAND ® F GUTTER FLOW PLUS CARRY-OVER FLOW < ® F— GUTTER FLOW INLET INLET ' 1/2 OF STREET 0 I 1 1 n 0 Design Flow: ONLY if already determined through other methods: (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "Q ••• :.::,::«<«:::.>:,17; afs Ir you err€ered a valuo here, skip the rest or this sheet and procEsed to sheet Q-Allow Geographic Information: (Enter data in the blue cells): Subcatchment Area Acres Percent Imperviousness % NRCS Soil Type A, B. C, or D Site: (Check One Box Only) Site is Urban Site Is Non Urban aeewrrKOM Slope ft/ft Length (ft) Overland Flow Gutter Flow Design Storm Return Period, Tr Return Period One -Hour Precipitation, P, C, C2 C3 User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 Bypass (Carry -Over) Flow from upstream Subcatchments, Qe Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C Calculated 5-yr. Runoff Coefficient, C5 Overland Flow Velocity, Vo Gutter Flow Velocity, VG Overland Flow Time, to Gutter Flow Time, to Calculated Time of Concentration, Tc Time of Concentration by Regional Formula, Tc Recommended Tc Time of Concentration Selected by User, T, Design Rainfall Intensity, I Calculated Local Peak Flow, Op Total Design Peak Flow, Q 1 STIN-A-1.xls, Q-Peak 8/28/2006, 5:13 PM ' Project: Inlet ID: n I 1 0 0 11 I 1 TBACK S s� y HCURB d J J a 4 TCROWN T, TMAx Tx Stre x or ueonnezry ¢nzer oaza in zne ome ceusr mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb it of Curb at Gutter Flow Line once from Curb Face to Street Crown er Depression er Width .t Transverse Slope .t Longitudinal Slope - Enter 0 for sump condition ring's Roughness for Street Section Allowable Depth at Gutter Flow Line for Minor & Major Storm Allowable Water Spread for Minor & Major Storm TeacK = 0:0 ft SBACK = Q Q200 ft. vert. / ft. horiz neACK= 00290 H WOO inches inches TcRown = SO:Q ft a=`:'>.'ji'<%'':3t00 inches W = 2i00 ft SA = ;::>;:.:;;,k12.0.Q ft. vert. / ft. horiz So = 9.Q1:10 ft. vert. / ft. horiz nST T Minor Storm Major Storm d _ ;i6iQ0 <:1:8'. inches Tom = 25;Q . 510 ft Cross Slope (Eq. ST-8) Sw = Depth without Gutter Depression (Eq. ST-2) y = Depth with a Gutter Depression d = ble Spread for Discharge outside the Gutter Section W (T - W) TA = Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Eo irge outside the Gutter Section W, carried in Section TA QA = irge within the Gutter Section W (Qr - Qx) Qw = vge Behind the Curb (e.g., sidewalk, driveways, & lawns) QercK = rum Flow Based On Allowable Water Spread Or = ft/ft inches inches ft cfs cfs cfs cfs 800 .? 1Z: .........:: i>8>f70 ::do db:A60 23:Q 4810, ...:23i9.::. :,::;159d6 ?8i4 �E;,x"'8. >:1; :'0:9 . 31;6 2ZQ.7 etical Water Spread etical Spread for Discharge outside the Gutter Section W (T - W) r Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) etical Discharge outside the Gutter Section W, carried in Section Tx TH I Discharge outside the Gutter Section W, (limited by distance Tom) urge within the Gutter Section W (Qa - Qx) Discharge for Major & Minor Storm -Based Depth Safety Reduction Factor for Major & Minor Storm arge Behind the Curb (e.g., sidewalk, driveways, & lawns) num Flow Based on Allowable Gutter Depth fioW TTH Tx TH Eo Qx TH Qx Qw Q R QBACK Q. ft ft cfs cfs cfs cfs cfs cfs Minor Storm Major Storm i2I068 cfs ' STIN-A-1.xls, Q-Allow 8/28/2006, 5:13 PM JI I I I I I I H I I I I P I I I I Street Section with Flow Depths 77 11 4 A I -60 -40 -20 0 20 40 60 Section of 1/2 Street (distance in feet) —Ground elev. ...... Minor d-max Major d-max Minor T-max X Major T-max ISTIN-A-1.xIs, Q-Allow 8/28/2006,5:13 PM Project = Inlet ID = siaming I Lo (C)i Design Information (Input) Type of Inlet Type CDQT Typ# of,. . pemng Local Depression (in addition to gutter depression'a' from'O-Allow) a.,i 3 EIf7: inches Number of Unit Inlets (Grate or Curb Opening) No . -4 Grate Information Length of a Unit Grate L. (G) NtA; feet Width of a Unit Grate W. NIAfeet Area Opening Ratio for a Grate (typical values 0.15-0.90) pvm NIAI Clogging Factor for a Single Grate (typical value 0.50) C, (G) Grate Weir Coefficient(typical value 3.00) C. (G)=;�;y.;::;;:;;:;:„;.NtA Grate Orifice Coefficient (typical value 0.67) Co (G) NIA: Curb Opening Information Length of a Unit Curb Opening L. (C) 15 bdi feet Height of Vertical Curb Opening in Inches H,.,, .�•....... is 6.00 inches Height of Curb Orifice Throat in Inches ...- Hy, n 596: inches Angle of Throat (see USDCM Figure ST-5) Theta =:.,::::;:[!;:.;.:63:4' degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W, = 00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf(C) Curb Opening Weir Coefficient (typical value 2.30-3.00) C. (C)-..,..;:.;.; z.;:.;:.;:::�;:2:30 Curb Opening Office Coefficient (typical value 0.67) C.(C) Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef<: Nlfl Clogging Factor for Multiple Units Clog N/A As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 27.67 cfs curb) dv inches Flow Depth at Local Depression with Clogging (0 cfs grate, 27.67 cfs curb) d,.,, inches As an OrlFlce Flow Depth at Local Depression without Clogging (0 cfs grate, 27.67 cfs curb) da NIA: inches Flow Depth at Local Depression with Clogging (0 cfs grate, 27.67 cfs curb) inches Resulting Gutter Flow Depth Outside of Local Depression d„e WA inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sumps Clogging Coefficient for Multiple Units Coef t 0Di Clogging Factor for Multiple Units Clog Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 27.67 cfs curb) d,. tD A: inches Flow Depth at Local Depression with Clogging (0 cfs grate, 27.67 cfs curb) d,,,#' inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 27.67 cfs curb) d„ ...: �:::..::.:.....:8.4: inches Flow Depth at Local Depression with Clogging (0 cfs grate, 27.67 cfs curb) d g inches Resulting Gutter Flow Depth Outside of Local Depression d,z ,s 67: inches Resultant Street Conditions Total Inlet Length L"' ...::..:.::..:: .:..:. t6:0: feet Total Inlet Interception Capacity (Design Discharge from O-Peak) Q. � ir ri 277! cfs Resultant Gutter Flow Depth based on sheet Q-Allow geometry) P ( 9 ttYl dv.: :::::. .. .:.:... 6,7!inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T v_ .. -'- ....;,:;>..... _..:19:7: feet Resultant Flow Depth at Maximum Allowable Spread dsr•. = :;: 0A: inches 'I;zrning u: Gu£t^r tic<,:: dzpF:: is g=eafor than ihz R lnehzs a3laere+3 for the t$ENOR ST:�Rtr1 Sszc• �;lizet'Q-A.eec•w'i STIN-A-1.xls, Inlet In Sump 8/28/2006, 5:13 PM H u 11 1 30 ............................. ................... .......... .......... .......... .......... .......... .......... ......... ....¢. 29 28 27 26 25 24 23 22 21 20 19 18 a UL W 17 V a � 16 a rn / 15 N W L 14 C 13 a O 12 / 11 .ley 0 rA 8 7 r 6 5 4 3Aw- / y✓ 0 II 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 D WS) —6 CurbWeir --0 Cur40nt. -4-• Not Used o Reported Design —0 Reported Design Flow Depth (in.) Flow Depth(In.) Flow Depth (In.) Spread(tt.) ' STIN-A-1.xls, Inlet In Sump 8128/2006, 5:13 PM Design Flow =Gutter Flow + low J^ OVERLAND SIDE OVERLAND FLOW| STREET I FLOW I *�~6U|T[R FLOW pLVx CARRY—OVER FLOw* GUTTER FLOW INLET INLET 1/2 OF STREET (local peak flow for 1/2 of street, plus flow bypassing upstream subcamhments: Is * lr)Tu enterod a value hore, skip the, rest or this shf�et and proceod to $11 ocet Q-Atlow) Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type =Mt B, C, or D Site: (Check On Bo! Onl Slope (fttft) Length (ft) S�e�U�anOverland Flow Site |sNon'Urban:@�� Gutter Flow = =c1`F1/(c2+lc)"C3 Design Storm Return Period, T,= years Return Period One -Hour Precipitation, P,= inches Cn= User -Defined Storm Runoff Coeffidem(leave this blank maccept acalculated va|ue).C= User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = cfs Analysis wVFlow Time (Time oYConcentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C= Calculated 5'yr.Runoff Coeffinieru.C5= NtA Overland Flow Velocity, Vu= fps Gutter Flow Velocity, Vo= fps OvedandF|owTime'tv= minu{es Gutter Flow Time, ta= minu�es Calculated Time ofConcentration, T,= minutes Time ofConcentration hyRegional Formula, T,=MA minutes RecommendedT,= minutes Time myConcentration Selected byUser, T,= minutes Design Rainfall Intensity, |= innh/hr Calculated Local Peak Flow, O»= cfs Total Design Peak Flow, Q 8TN'B^ .xlo. O'Peak 028/2000. 6:15PM ' Project: Inlet ID: r—TBACIc— S ry HCURB d a TcRow T, TMAx �I TX x mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Depth at Gutter Flow Line for Minor & Major Storm Allowable Water Spread for Minor & Major Storm Cross Slope (Eq. ST-8) Depth without Gutter Depression (Eq. ST-2) Depth with a Gutter Depression )le Spread for Discharge outside the Gutter Section W (T - W) Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) rge outside the Gutter Section W, carried in Section Tx rge within the Gutter Section W (QT - Qx) rge Behind the Curb (e.g., sidewalk, driveways, & lawns) um Flow Based On Allowable Water Spread ,etical Water Spread "etical Spread for Discharge outside the Gutter Section W (T - W) r Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) "etical Discharge outside the Gutter Section W, carried in Section Tx TH it Discharge outside the Gutter Section W, (limited by distance Twx) large within the Gutter Section W A - QX) Discharge for Major & Minor Storm -Based Depth Safety Reduction Factor for Major & Minor Storm large Behind the Curb (e.g.. sidewalk, driveways, & lawns) mum Flow Based on Allowable Gutter Depth Mix allowable flour for 11 TRACK = Q:tl ft SBACK = 0 021i0 ft. vert. / ft. horiz nBACK = 0.02.B0 Hcuae = .................... inches Tcrsom = i2iE".'i':i :;P:30 0 ft a = 100 inches W = 2:00 ft Sx = ;:>;:;;",O.0200 ft. vert. / ft. horiz So = Q0050 ft. vert. / ft. horiz nBTaseT= 00.180 Minor Storm Major Storm dM,,x= ., -3600 . ,.. :d; 5 in Teux= ..........�'E45i0 .:::::::::'5.Q.d0 ft SW y d Tx Eo Qx Qw QBACK QT TTH Tx TH Eo Qx TH Qx Qw Q R QBACK Q. Q.1 .. Storm Maior Storm ' STIN-B-1.xls, Q-Allow 8/28/2006, 5:15 PM I 1 d J I. i� J 1 Street Section„ with Flow Depths .10 AOe N4 L t) C C_ L Q r L Z 2 -60 -40 -20 0 20 40 60 Section of 1/2 Street (distance in feet) —Ground elev. Minor d-max Major d-max Minor T-max Major T-max ' STIN-B-1.xls, Q-Allow 8/28/2006, 5:15 PM .. INLET IN;i0. SKIMP OR SAG'LOCATIQRI 1 1 1 u 1 Project= Inlet ID = ,�—Lo (C)— i Design Information Ilnput) Type of Inlet Type CDOT::Typ6RGuftiOpentng., :.;;:'.,:: Local Depression (in addition to gutter depression 'a' from'O-AIIow) a., .3.D0 inches Number of Unit Inlets (Grate or Curb Opening) No Grata Information Length of a Unit Grate L, (G) ;,;Ntf: feet Width of a Unit Grate W NIA ; feet Area Opening Ratio for a Grate (typical values 0.15-0.90),.,NIA! Clogging Factor for a Single Grate (typical value 0.50) Cr (G) Grate Weir Coefficient (typical value 3.00) C. (G) Grate Orifice Coefficient (typical value 0.67) C. (G) ................ Curb Opening Information Length of a Unit Curb Opening L, (C) 15.00[ feet Height of Vertical Curb Opening in Inches H� inches Height of Curb Onfice Throat in Inches HE,,,, 5,86: inches Angle of Throat (see USOCM Figure ST-5) Theta 63 4: degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W, 2.0i3: feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cr (C) Curb Opening Weir Coefficient (typical value 2.30-3.00) C„ (C) � .... Curb Opening Orifice Coefficient (typical value 0.67) C, (C) Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Ccef Clogging Factor for Multiple Units ........................... ........................... Clog As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 17.66 cfs curb) d„; Nlfv inches Flow Depth at Local Depression with Clogging (0 cfs grate, 17.66 cis curb) d„, _;;;;!>,:;;% ;:1+(Ik inches As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 17.66 cfs curb) da Nlit inches Flow Depth at Local Depression with Clogging (0 cfs grate, 17.66 cfs curb) d„ N/:R inches Resulting Gutter Flow Depth Outside of Local Depression d,..v :: Rl1l Inches Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef 100.E Clogging Factor for Multiple Units Clog Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 17.66 cfs curb) d 7 3 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 17.66 cfs curb) d„., .. 83� inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 17.66 cfs curb) da !` '5'© inches Flow Depth at Local Depression with Clogging (0 cfs grate, 17.66 cfs curb) d„ inches Resulting Gutter Flow Depth Outside of Local Depression d,,c„e inches Resultant Street Conditions Total Inlet Length L =!;i%'E ; E'>:z;` :? :%::>15:0, feet Total Inlet Interception Capacity (Design Discharge from 4Peak) cfs Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) it o!'I ff::;- Inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T o q3;9: feet Resultant Flow Depth at Maximum Allowable Spread dEFREM v OA inches ' STIN-B-1.xls, Inlet In Sump 8/28/2006, 5:15 PM 7 1 J 1 0 11 u 30 ...........................................................:........................................................../.... .................................... .......... .......... .......... 29 28 27 26 25 / 24 23 22 21 20 19 18 W 17 9 A m 16 a N / 15 Y dl L C 14 C13 a w 12 / 11 10 s 8 7 5 4 3 2 1 Li 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Q (cfs) —6 Curb Weir —0 Curb Orif. -49-- Not Used o Reported Design 0 Reported Design Flow Depth (in.) Flow Depth(In.) Flow Depth (In.) Spread(ft.) ' ' STIN-B-1.xls, Inlet In Sump 8/2812006, 5:15 PM 0 Area Inlet Design - Sump Condition Area Inlet for Design Point 100 (STIN-C-1) Project No. 187010510 This sheet computes the controlling area Inlet flow condition. Control Weir Equation: /� 3 Q .V = CLH' where: H = head above weir Orifice Equation: Q.H.Xc. = C. A. 2W where: H= h z- h t Grate: CDOT Type D Area Inlet Weir: Orifice: C,.,;, = 3.20 C.dk. = 0.65 1 �ciM - 11.74 ft. (1) �A,,. - 7.97 ftz Clogging Factor 0.30 Number of Inlets = 1 Flowline elevation of grate = 4950.40 100 year Design Flow (cfs) = 13.21 100 year WSEL (13.21) = 4951.03 Head (ft.) Q. Qcnec. QCp 01 WSEL 0.00 0.00 0.00 0.00 4950.40 0.50 9.30 20.57 9.30 4950.90 1.00 26.30 29.09 26.30 4951.40 1.50 48.31 35.62 35.62 4951.90 2.00 74.38 41.13 41.13 4952.40 2.50 103.95 45.99 45.99 4952.90 3.00 136.65 50.38 50.38 4953.40 3.50 172.19 54.41 54.41 4953.90 4.00 210.38 58.17 58.17 4954.40 4.50 251.04 61.70 61.70 4954.90 5.00 294.02 65.04 65.C4 4955.40 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant flow directions. Space width = 0.1640 ft. Bar width = 0.0328 ft. Number of bars = 14 Number of spaces = 13 Grate length = 2.59 ft. Effective Grate Length = 2.13 ft. Space width = 0.6230 ft. Bar width = 0.0328 ft. Number of bars = 5 Number of spaces = 6 Grate Width = 2.66 ft. Effective GrateWidth = 3.74 ft. The Sear -Brown Group 5:19 PM 8/28/2006 Area Inlet Design - Sump Condition Area Inlet for Design Point 100 (STIN-D-1) Project No. 187010510 This sheet computes the controlling area Inlet flow condition. Weir Equation: r Q..,, = CLH z where: H = head above weir Orifice Equation: Q.N,re. = C. A. 2-H where: H= h 2- h I Grate: COOT Type D Area Inlet Weir: Orifice: C.,I, = 3.20 Conk. = 0.65 L.„rt = 11.74 ft. (1) A.Aft. = 7.97 ft2 Clogging Factor = 0.30 Number of Inlets = 1 Flowline elevation of grate = 4946.50 100 year Design Flow (cfs) = 12.14 ' 100 year WSEL (12.14) = 4947.10 ' Head (ft.) Ow.V Qonfic. Qc.nVol WSEL 0.00 0.00 0.00 0.00 4946.50 0.50 9.30 20.57 9.30 4947.00 1.00 26.30 29.09 26.30 4947.50 1.50 48.31 35.62 35.62 4948.00 2.00 74.38 41.13 41.13 4948.50 2.50 103.95 45.99 45.99 4949.00 3.00 136.65 50.38 50.38 4949.50 3.50 172.19 54.41 54.41 4950.00 4.00 210.38 58.17 58.17 4950.50 4.50 251.04 61.70 61.70 4951.00 5.00 294.02 65.04 65.04 4951.50 Notes: 1) This is the effective weir length which equals the sum of the open space lengths between bars in the predominant Flow directions. Space width = 0.1640 ft. Bar width = 0.0328 ft. Number of bars = 14 Number of spaces = 13 Grate length = 2.59 ft. Effective Grate Length = 2.13 ft. Space width = 0.6230 ft. Bar width = 0.0328 ft. Number of bars = 5 Number of spaces = 6 Grate Width = 2.66 ft. Effective GrateWidth = 3.74 ft. The Sear -Brown Group 5:20 PM 8/28/2006 H I I I I IS-1 Z4' I I I 60T T tfji-t,r Mhj CLdSE- Malf 4'b"r I I 151V 13 S76POA-b 5 30 M-6 30', 30'.I!, 6d zi Pm - A 12. A C&-r 71?8-b 1AD 1 ' NeoUDS Results Summary Page 1 of 5 NeoUDS Results Summary ' Project Title: Project Description: S(a u SyS�u. ' Output Created On: 8/28/2006 at 2:45:31 PM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. ' Return Period of Flood is 0 Years. I" ' Y� ' Sub Basin Information Time of Concentration ' Manhole Bas *n Overland Gutter Basin Rain I Peak Flow ID # Area C (Minutes) (Minutes) (Minutest (Inch/Hour) (CFS) 1 11 F 1 H II 1 I1 0.001 5.01 0.0 L 0.011 8225.0011 32.91 0 0.00 5.0 0.0 0.0 6310.00 25.2 0 0.00 5.0 0.0 0.0 6310.00 25.2 The shortest design rainfall duration is 5 minutes. For rural areas; the catchment time of concentration is always => 10 minutes. For urban areas, the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <= (lo+Total Length/180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes the calculated values. Summary of Manhole Hydraulics signting eak WaterC low ISIAWIFWH Elevation (Ir)FS) (Feet) (Feet) ' file:/N:\52870f\active\l87010510\civil\design\drainage\UDSewer\NeoUDS%20Results%... 8/28/2006 NeoUDS Results Summary Page 2 of 5 L� 0.041 5.01 822.501 32.91 4948.451 4945.821 0 0.02 5.0 1051.67 25.2 4949.41 4947.67 3� 0.02 5.0 1262.00 .25.2 4951.83 4949.19 ® 0.02 5.0 1577.50 25.2 4952.23 4949.53 00 5.0 6917.50 27.7 4951.65 4951.56 ® 0.01 5.0 625.00 5.0 4953.02 4951.75 00 5.0 1250.00 5.0 4954.40 4952.13 11 0.01 5.0 625.00 5.0 4950.54 4947.69 12 0 5.0 1250.00 5.0 4951.50 4948.08 13 0 5.0 4415.00 17.7 4948.80 4945.44 ©0 0.0 0.00 32.9 4948.45 4944.80 Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.9. Sewer ID # Manhole Sewer Sha a I CalculatedI Suggested Existing Upstream Downstream Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Width (FT) Round 29.7 3 O]j 30 N/A �2 00 Round 29.7 30 30 N/A �3 ®0 Round 29.7]1 3011 24 N/A ®0® Round 30.7 33 24 N/A ®® Round 16.21 18 15 N/A F 87 Round 16.2 18 15 N/A 10 1 18 15 N/A 11 12 11 Round 16.2 18 15 N/A 5� 13 �1 Round 26.0 27 18 N/A ©0©Round 32.8 33 30 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Design Full Normal Normal Critical Critical Full Sewer ID Flow Flow Depth Velocity Depth Velocity Velocity Froude Number Comment (CFS) (CFS) (Feet) (FPS) (Feet) (FPS) (FPS) file://V :\52870flactive\ 187010510\civil\design\drainage\UD Sewer\NeoUDS%20Results%... 8/28/2006 ' NeoUDS Results Summary Page 3 of 5 �1 11 25.2 26.01 1.991 6.01 1.711 7.11 5.11 0.74 �J 0 25.2F 26.0 1.99 6.0 1.71 7.1 5.1 0.74 3� 25.2F 14.3 2.00 8.0 1.75 8.7 8.0 N/A F 14.3 2.00 8.8 1.80 9.3 8.8 N/A 4.1 1.25 4.1 0.89 5.4 4.1 N/A ® 5.0 4.1 1.25 4.1 0.89 5.4 4.1 N/A 10 5.0F 4.1 1.25 4.1 0.89 5.4 4.1 N/A 11 5.0 4.1 1.25 4.1 0.89 5.4 4.1 N/A �5 17.7F 6.7 1.50 10.0 1.42 10.2 10.0 N/A © 32.9 26.0 2.50 6.7 1.95 8.0 6.7 N/A A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) i Upstream I (Feet) Downstream (Feet) Comment 1� 0.40 4943.89 4943.30 3.02 2.65 0 0.40 4945.48 4943.89 3.85 3.02 0 0.40 4945.77 4945.48 4.46 4.35 ® 0.40 4946.16 4945.76 3.49 4.47 7� 0.40 4947.23 4946.47 4.54 4.51 ® 0.40 4947.33 4947.23 5.82 4.54 10 0.40 4944.03 4943.30 5.26 3.90 11 0.40 4944.06 4944.03 6.19 5.26 5� 0.40 4943.36 4943.30 3.94 3.65 © 0.40 4943.30 4943.26 2.65 2.69 Summary of Hydraulic Grade Line Invert Elevation II Water Elevation Sewer Surcharged Sewer Length Length Upstream Downstream Upstream Downstream Condition ID # (Feet) (Feet) (Feet) (Feet) (Feet) (Feet) 147.761 1473A 4943.89 1 4943.301 4947.671 4945.82 1 Pressured 0 398.01 398.01 4945.48 4943.89 4949.19 4947.67 Pressured file:/N:\52870f\active\ 187010510\civil\design\drainage\UDSewer\NeoUDS%20Results%... 8/28/2006 NeoUDS Results Summary. Page 4 of 5 t 71.341 71.34 4945.7711 4945.4811 4949.531 4949.19 1 Pressured ® 98.95 98.95 4946.16 4945.76 4951.56 4949.53 Pressured 189.27 189.27 4947.23 4946.47 - 4951.75 4949.53 Pressured ® 25.15 25.15 4947.33 4947.23 4952.13 4951.75 Pressured 10 183.04 183.04 4944.03 4943.30 4947.69 4945.82 Pressured 11 6.88 6.88 4944.06 4944.03 4948.08 4947.69 Pressured 13.93 13.93. 4943.36 4943.30 4945.44 4945.82 Pressured © 10l 10 4943.30 4943.26 4945.82 4944.80 Pressured Summary of Energy Grade Line Sewer ID # Upstream Manhole Sewer Friction (Feet) Juncture Losses Downstream Manhole Manhole ID # Energy Elevation (Feet) Bend K Coefficient Bend Loss (Feet) Lateral K Coefficient Lateral Loss (Feet) Manhole ID # Energy Elevation (Feet) �1 0 4948.08 0.56 1.00 0.41 0.25 0.59 �1 4946.52 3� 4949.60 1.50 0.05 0.02 0.00 0.00 0 4948.08 0® 4950.54 0.88 0.05F 0.05 0.00 0.000 4949.60 ® 5� 4952.77 1.47 0.05 6.06 0.25 0.70 ® 4950.54 0® 4952.00 1.13 1.32 6.34 0.00 0.00 ® 4950.54 ® 0.24 0.00 0.00 ® 4952.00 10 1F 0..34 0.00 0.00 1� 4946.52 11 12 4948.33 0.04 1.32 0.34 0.00 0.00 11 4947.95 5� 13 4946.99 0.39 0.05F 0.08 0.00 0.00 0 4946.52 ©�1 4946.52 1.72 1.32 0.00 0:00 0.00 © 4944.80 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate The user eiven trench side slope is 1. file://V:\52870flactive\ 187010510\civil\design\drainage\UDSewer\NeoUDS%20Results%... 8/28/2006 NeoUDS Results Summary Page 5 of 5 ID # (Feet) 11 (Feet) II (Feet) 1� 4948.4511 4943.30 5.15 0 4949.41 4943.89 5.52 3�1 4951.8311 4945.48 6.35 ® 4952.231 4945.76 6.47 5�1 4951.65 4946.16 5.49 ® 4953.02 4947.23]1 5.79 9�1 4954.4011 4947.33 7.07 111 4950.541 4944.031 6.51 12 4951.501 4944.06]1 7.44 131 4948.8011 4943.36 5.44 ©j 4948.45]1 4943.26 5.19 Upstream Trench Downstream Trench Width 11 Width Sewer ID # On Ground (Feet) At Invert (Feet) On Ground (Feet) At Invert (Feet) Trench Length (Feet) Wall Thickness (Inches) Earth Volume (Cubic Yards) �1 10.0 5.1 9.2 5.1 147.76 3.50 204 0 11.6 5.1 10.0 5.1 398.01 3.50 642 0 12.4 4.5 12.2 4.5 71.34 3.00 128 ® 10.5 4.5 12.4 4.5 98.95 3.00 160 �7 12.0 3.6 11.9 3.6 189.27 2.25 293 ® 14.5 3.6 12.0 3.6 25.15 2.25 47 10 13.4 3.6 10.7 3.6 183.04 2.25 291 11 15.3 3.6 13.4 3.6 6.88 2.25 15 �5 11.0 3.9 10.4 3.9 13.93 2.50 19 © 9.2 5.1 9.3 5.1 10 3.50 13 Total earth volume for sewer trenches = 1812.2 Cubic Yards. The earth volume was estimated to have a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 file:/N:\52870f\active\ 187010510\civil\design\drainage\UDSewer\NeoUDS%20Results%... 8/28/2006 Results for "Pads at Harmony" Page 1 of 2 Results for "Pads at Harmony" Made with UDPond Wizard Version 0.9.2 (Beta) At: 8/28/2006 3:24:46 PM Input Parameters: Contributing Basin Area: 2.36 Acres Time of Concentration: 13 Minutes Pond Bottom Area: 0.5 Acres Pond Side Slope: 0.25 Feet X/Feet Y Maximum Allowable Outflow: 5 CFS" Runoff Coefficient: 0.81 Rainfall Parameters: Flow Curve Pond 1 B"s,h 100 ) �ol�� e R •ye� = 6.16 o.1.101 Rainfall IDF aDEEKEKli0DQ1_6515C 100 120 150 180 8.82 7.03 5.11 4.08 3.42 2.97 2.63 2.16 1.84 1.62 1.37 1.2 Rainfall Cumlitive Volume Time Intensity (Acre -Feet) (Minutes) (Inches / Hour) Inflow Outflow Storage 0 0.00 0.00 F 0.00 0.00 0 8.82F 0.12 0.03 0.08 10 7.03FO.19F 007F 0.12 15 6.07FO.24F 0.10 F 0.15 20 5.11FO.27F 011F 0.16 25 4.60FO.30F 013F 0.17 A0 4.08 0.32 0.15 0.19 35 3.75F 0351F 0.17 0.18 40 3.42FO.367 018F 0.18 45 3.20FO.38]F 0.26 0.18 50 2.97 0.3 0.22 0.1 55 2.80 0.41 0-23]F 0.17 60 2.63 0.42 0.25 0.17 Required Storage: 0.18 Acre -Feet Idealized Circular Basin Geometry 4. Pads at Harmony 8 Minutes 0 60 Time (Minutes) Stage (Feet) Contour Diameter (Feet) Contour Area I (Acres) Cumulative Storage (Acre -Feet) file:HC:\Program%20Files\UDPondWiz\simple.htm 8/28/2006 Results for "Pads at Harmony" Page 2 of 2 4950.401 166.531 0.5011 0.00 4950.90 166.78 0.50 0.25 4951.40 167.03 0.50 0.50 4951.90 167.281 0.501 0.75 4952.40 167.53 1 1.01 4952.90 167.7811 0.51 1.26 file://C:\Program%20File s\UDPond W iz\simple.htm 8/28/2006 N C_ co S N V N N >o—EaDLL d Q 3 O O CD O l ' PondlRatingCurve8-28-06.txt Pond 1 Rating Curve Pads at Harmony 7.Gooch 8-28-06 East Equalization Pond #units=Elevation, ft, Area, ft2,Vol ume,acft,volume,acft # Elev Area Cumml Avg Cumml Conic # ft ft2 acft acft 4954.4000 3183.8518 0.1607 0.1562 4953.4000 2459.2050 0.0959 0.0916 4952.4000 1774.1764 0.0473 0.0432 4951.4000 1169.9105 0.0135 0.0096 4950.4000 6.1442 0.0000 0.0000 1 I 1 I I 1 0 H I I West Equalization Pond #units=Elevation, ft, Area, ft2,Volume, acft,volume,acft # Elev Area Cumml Avg Cumml Conic # ft ft2 acft acft 4954.4000 2835.8227 0.0887 0.0869 4953.4000 1547.8414 0.0384 0.0373 4952.4000 771.3299 0.0117 0.0112 4951.4000 250.7733 0.0000 0.0000 V6ILA w�e P'm'"J'y = 6.18 ae:t% (106-IR @ Sins 0-91w1 � � ' v,[� Pf"„-c �.z9 = a�. Page 1 Pads at Harmony Pond Orifice Calculation Pond1 Basic Equation: Q=Cd•A9(2g•(h1-h2+r))0.5 Revised Equation: A=Q/(Cd • (2g • (h1 - h2 + r))0.5 Input Stantec 187010510 Cd= 0.65 Input g= 32.20 ft/s2 Gravitational Constant h1= 4953.70 100 year WSEL h2= 4950.40 Invert Elevation of Pipe Q = 5.00 cfs Input r= 1.84 inches Output A= 0.52 ftz Calculated orifice area *r— 4.86 Calculated radius (inches) " Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. = 1 9.72 inches Results for "Pads at Harmony" Results for "Pads at Harmony" Made with UDPond Wizard Version 0.9.2 (Beta) At: 8/28/2006 3:33:10 PM Input Parameters: Contributing Basin Area: 2.25 Acres Time of Concentration: 12.1 Minutes Pond Bottom Area: 0.5 Acres Pond Side Slope: 0.25 Feet X/Feet Y Maximum Allowable Outflow: 5 CFS ' Runoff Coefficient: 0.76 Rainfall Parameters: Flow Curve Page 1 of 2 Pool z 10q ) V dIkKp 6,d - 6. /S " 7�- Rainfall IDF a 10 20 30 40 50 60 80 000 120 i50 180 8.82 7.03 5.11 4.08 3.42 2.97 2.63 2.16 1.84 1.62 1.37 1.2 Rainfall Cum6tive Volume Time Intensity (Acre -Feet) (Minutes) (Inches / Hour) Inflow Outflow Storage 0 0.00 0.00 0.00 0.00 8.82F 0.10 0.03 0.07 10 7.03 0.17 0.07]F 0.170 15 6.07 0.22 0.09 0.12' 20 5.11 0.24 _olj1F 0.13 25 4.60 0.27 0.13 0.15. 30 4.08 0.29 0.14 0.15 35 3.75F031F 0.16 0.15 40 3.42 0.32 0.18 0.15 45 3.20 0.34 0.20 7 0.14 50 2.97 0.35 021]F 0.14 55 2.80F 0.37 F 0.23 F 0.13 60 2.63 0.37 0.25 0.13 Required Storage: 0.15 Acre -Feet Idealized Circular Basin Geometry 3.7e-1 V 0 1 u m e (Acre Feet; t M Pads at Harmony 8 Minutes 60 Time (Minutes) Stage (Feet) Contour Diameter (Feet) Contour Area (Acres) Cumulitive Storage, (Acre -Feet) file://C:\Program%20Files\UDPondWiz\simple.htm 8/28/2006 IResults for "Pads at Harmony" Page 2 of 2 I H 1 1 0 �l 4950.401 166.531 0.5011 0.001 4950.90 166.78 0.50 � 0.25 4951.40 167,03]1 0.501 0.50 4951.90.167.2811 0.5011 0.75 4952.40 167.531 0.51 1.01 4952.90 167.78 1 0.51 1.26 file:HC:\Program%20Files\UDPond Wiz\simple.htm 8/28/2006 N C_ co v c d rn d J c 3 — O 0 a� Cl) m d >o LL Q O O O I 1 1 1 [1 Pond2Ratingcurve8-28-06.txt Pond 2 Rating curve Pads at Harmony ].Gooch 8-28-06 East Equalization Pond #units=Elevation,ft,Area,ft2,volume,acft,volume,acft # Elev Area Cumml Avg cumml Conic # ft ft2 acft acft 4951.5000 2029.7317 0.1084 0.1066 4950.5000 1616.5464 0.0665 0.0648 4949.5000 1200.9716 0.0342 0.0326 4948.5000 761.9676 0.0117 0.0103 4947.5000 126.2513 0.0015 0.0011 4946.5000 2.1366 0.0000 0.0000 West Equalization Pond #units=Elevation,ft,Area,ft2,volume,acft,volume,acft # Elev Area Cumml Avg cumml Conic # ft ft2 acft acft 4951.5000 2736.3959 0.0990 0.0975 4950.5000 1548.5489 0.0498 0.0489 4949.5000 826.0939 0.0226 0.0221 4948.5000 482.8635 0.0075 0.0072 4947.5000 173.8227 0.0000 0.0000 r-rte Laird VoIwwie _ 0.V Page 1 11 I 1 1 1 1 1 1 1 Pads at Harmony Stantec Pond Orifice Calculation 187010510 Pond 2 Basic Equation: Q=Cd•A•(2g•(hl-h2+r))0.5 Revised Equation: A=Q/(Cd • (2g • (hl - h2 + r))0.5 Input Cd= 0.65 Input 9= 32.20 ft/s2 Gravitational Constant h1= 4950.75 100 year WSEL h2= 4946.50 Invert Elevation of Pipe Q = 5.00 cfs Input r— 1.84 inches Output A= 0.46 ftZ Calculated orifice area *r— 4.58 Calculated radius (inches) * Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. = 9.15 inches ' Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 11 I[J 1 1 1 U 1 I� Designer: John Gooch Company: Stantec Date: August 29, 2006 Project: Pads at Harmony Location: Fort Collins 1. Basin Storage Volume la = 80.00 % A) Tributary Area's Imperviousness Ratio (i = le/ 100) i = 0.80 B) Contributing Watershed Area (Area) Area = 9.98 acres C) Water Quality Capture Volume (WQCV) WQCV = c 0.33 watershed inches (WQCV =1.0 " (0.91 ' 11. 1.19. 12 + 0.78 " 1)) D) Design Volume: Vol = (WQCV / 12) ' Area ` 1.2 Vol = 6 328. : 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 = 2.33 feet C) Required Maximum Outlet Area per Row, (A,) A. = square inches D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR D = 0.1400 inches, OR ii) 2" Height Rectangular Perforation Width W = inches E) Number of Columns (nc, See Table 6a-1 For Maximum) nc = 38 number F) Actual Design Outlet Area per Row (A.) A. = =' 0.58 , :square inches G) Number of Rows (nr) nr = "7,." :--,,number H) Total Outlet Area (Apt) At = 4.09. ', square inches 3. Trash Rack A) Needed Open Area: At = 0.5 " (Figure 7 Value) ' Aot At = 155.:: square inches B) Type of Outlet Opening (Check One) "X. < 2" Diameter Round '2" High Rectangular Other: C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W=J from Table 6a-1 - Ww"c - : � 114�•;; .'inches ii) Height of Trash Rack Screen (HTR) HTR = 52 inches WQCV8-29-06.xls, EDB Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 Designer: John Gooch Company: Stantec Date: August 29, 2006 Project: Pads at Harmony Location: Fort Collins iii) Type of Screen (Based on Depth H), Describe if "Other" x S.S. #93 VEE Wire (US Filter) Other: iv) Screen Opening Slot Dimension, Describe if "Other" x 0.139" (US Filter) Other: v) Spacing of Support Rod (O.C.) 1.00 inches Type and Size of Support Rod (Ref.: Table 6a-2) TE 0.074 in. x 0.75 in. vi) Type and Size of Holding Frame (Ref.: Table 6a-2) 1.00 in. x 1.50 in. angle D) For 2" High Rectangular Opening (Refer to Figure 6b): 1) Width of Rectangular Opening (W) W = inches ii) Width of Perforated Plate Opening (W., = W + 12") W. c = inches iii) Width of Trashrack Opening (W.p,,,;,,9) from Table 6b-1 Wop,,,,,a = inches iv) Height of Trash Rack Screen (HTR) HTR = inches v) Type of Screen (based on depth H) (Describe if "Other") KlempT KPP Series Aluminum Other: vi) Cross -bar Spacing (Based on Table 6b-1, KlempTM KPP inches Grating). Describe if "Other' Other: vii) Minimum Bearing Bar Size (KlempTM Series, Table 6b-2) (Based on depth of WQCV surcharge) 4. Detention Basin length to width ratio _ _ (L/W) 5 Pre -sedimentation Forebay Basin - Enter design values A) Volume (5 to 10% of the Design Volume in 1 D) acre-feet B) Surface Area acres C) Connector Pipe Diameter inches (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides yes/no WQCV8-29-06.xls, EDB Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 3 of 3 Designer: John Gooch Company: Stantec Date: August 29, 2006 Project: Pads at Harmony Location: Fort Collins 6. Two -Stage Design A) Top Stage (Dwo = 2' Minimum) Dwo = feet Storage= acre-feet B) Bottom Stage (Des = Dwo+ 1.5' Minimum, Dwo+ 3.0' Maximum, DBs = feet Storage = 5% to 15% of Total WQCV) Storage= acre-feet Surf. Area=. '-Aacres C) Micro Pool (Minimum Depth = the Larger of Depth= feet 0.5 " Top Stage Depth or 2.5 Feet) Storage= acre-feet Surf. Area=' i acres D) Total Volume: Volioi =Storage from 5A + 6A + 66 Vol,o, ^ acre-feet Must be> Design Volume in I 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Z = (horizontal/vertical) Minimum Z = 4, Flatter Preferred 8. Dam Embankment Side Slopes (Z, horizontal distance) Z = 3.00 (horizontal/vertical) per unit vertical) Minimum Z = 3, Flatter Preferred 9. Vegetation (Check the method or describe "Other") Native Grass Irrigated Turf Grass Other: Notes: WQCV8-29-06.xls, EDB I 1 1 1 I DRAINAGE & EROSION CONTROL 1 PLAN DRAWING, EROSION CONTROL CALCULATIONS i 11 1 1 1 1 1 u 1 1 u 16 1 RAINFALL PERFORMANCE STANDARD EVALUATION 187010510 Project: PADS AT HARMONY STANDARD FORM A alculated By: JRG Date: 8/29/2006 DEVELOPED ERODIBILITY Asb Lab Ssb Lb Sb PS I SUBBASIN ZONE (ac) (ft) (AI (R) (%) I%) 100 Moderate 2.36 300 2.00 70.9 0.47 103 Moderate 3.01 420 2.00 126.7 0.60 104 Moderate 2.25 480 220 108.2 0.50 105 Moderate 2.36 500 2.00 118.2 0.47 Total1 9.98 1 424.07 2.05 80.4 EQUATIONS Lb = sum(AiLi)/sum(Ai) 424.1 ft Sb = sum(AiSi)/sum(Ai) = 2.05 PS (during construction) = 80.4 (from Table 8A) PS (after construction) = 80.4 10.85 = 94.6 I I 1 1 1 u 1 1 L t 1 1 1 EFFECTIVENESS CALCULATIONS 187010510 Project: PADS AT HARMONY STANDARD FORM B Calculated By. JRG Date: 8/29/2006 Erosion Control C-Factor P-Factor Comment Number Method Value Value 3 Bare Soil - Rough Irregular Surface 1 0.9 6 Gravel Filter 1 0.8 5 Straw Bale Barrier 1 0.8 6 Gravel Filter 1 0.8 8 Silt Fence Barrier 1 0.5 38 Gravel Mulch 0.05 1 39 Hay or Straw Dry Mulch (1-5% slo e) 0.06 1 SUB PS AREA BASIN (% (ac) Site 80.45 9.98 SUB SUB AREA Practice C • A P • A Remarks BASIN AREA (ac) DURING CONSTRUCTION 38 0.01 0.24 Gravel Mulch 100 Impervious 0.24 100 Pervious 2.12 39 0.13 2.12 Hay or Straw Dry Mulch (1-5% slope) 103 Impervious 2,80 38 0.14 2.80 Gravel Mulch I 103 Pervious 0.21 39 0.01 0.21 Hay or Straw Dry Mulch (1-5% slope) 104 Impervious 0.23 38 0.01 0.23. Gravel Mulch I 104 Pervious 2.02 39 0.12 2.02 'Hay or Straw Dry Mulch (1-5%slope) 105 Impervious 2.15 38 0.11 2.15 Gravel Mulch 105 Pervious 0.21 39 0.01 0.21 Hay or Straw Dry Mulch (1-5%slope) Cnet 0.05 Pnet = 0.8 EFF - (1-C-P)100 IF EFF = 95.6 80.4 PS Before EFFECTIVENESS CALCULATIONS (Project: PADS AT HARMONY STANDARD FORM B Calculated By: JRG Date: 829/2006 Erosion Control C-Factor P-Factor Comment Number Method. Value Value 9 sphalVConcrate P Asphalt/Concrete Pavement 0.01 1 12 Established Grass Ground Cover - 30% 0.15 1 14 iEstablished Grass Ground Cover - 50% 0.08 1 16 Established Grass Ground Cover - 70% 0.04 1 SUB BASIN PS (%) AREA (ac) Site 94.65-----F 9.98 SUB BASIN SUB AREA AREA (ac) Practice C' A P • A Remarks AFTER CONSTRUCTION 100 Impervious 0.24 9 0.0024 0.24 Asphalt/Concrete Pavement 100 Pervious 2.12 18 0.053 2.12 Established Grass Ground Cover - 90% 103 Impervious 2.80 9 0.028 2.8 Asphalt/Concrete Pavement 103 Pervious 0.21 18 0,00525 0.21 Established Grass Ground Cover - 90% 104 Impervious 0.23 9 0.0023 0.23 Asphalt/Concrete Pavement 104 Pervious 2.02 18 0.0505 2.02 Established Grass Ground Cover - 90% 105 Impervious 2.15 9 0.0215 2.15 Asphalt/Concrete Pavement 105 Pervious 0.21 18 0,00525 0.21 Established Grass Ground Cover - 90% Cnet 0.0168537 Pnet 1.00 EFF - (1-C`P)100 FF EFF 98.3 > 94.6 PS After EROSION CONTROL CONSTRUCTION SEQUENCE PADSATHARMONY STANDARD FORM C SEQUENCE FOR 2003 ONLY Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR 2006 2007 MONTH J J A S 1 0 1 N I D J F M A M OVERLOT GRADING WIND EROSION CONTROL Soil Roughening NONE Perimeter Bonier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL , STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation _ Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation �e ngs/Mats/Blankets STRUCTURES: INSTALLED BY VEGETATION/MULCHING CONTR, DATE SUBMITTED MAINTAINED BY APPROVED BY CITY OF FORT COLLINS ON I 1 1 1 1 1 1 EROSION CONTROL COST ESTIMATE Project: PADS AT HARMONY 18701051 Prepared By: JRG Date: 8t29/200 CITY RESEEDING COST Unit Total Method Quantity Unit cost Cost Notes Reseed/mulch 9.98 ac $723 $7,215.54 Subtotal $7,216 Contingency 50% $3,608 Total $10,823 Notes: 1. A<=5 ac=$655/ac; A>5 ac=$615/ac. EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes Vehicle Tracking Mat 52 CY $30 $1,560 6 Gravel Filter 2 ea $300 $600 5 Straw Bale Barrier 4 ea $150 $600 8 Silt Fence Barrier 1590 LF $3 $4,770 38 Gravel Mulch 5.42 ac $1,350 $7,317 39 Hay or Straw Dry Mulch (1-5% slope) 3.63 ac $500 $1,815 Subtotal $16,662 Contingency 50% $8,331 Total $24,993 Total Security $24,993 1 I I I I m m o o m w m ' O m m m m Nw o m ON 0 0 w w w w w w w w w w w w o n w w w m m m 0 m 0 m m m m m 0 m m m m 0 V wwwV w w w w w wco wwwwwwwwww ww ' N oo v M v N w w w w r r r r r r n n n n n r w w w w w w w w w w o w w w w w w w w w w w w w w w w w w w w w w O w N M V N' N N w w w w w w n r r n n n n n r n w w w ' o ��wwwwwwwwwwwwwwwwwwwwwwww O w V N M V V N N N N w w w w w w w w w w r r r r r r ' C6wwwwwwwwwwwwwwwwwwwwwwwwww 0 V m N M M V V V K N N N N N N N N N w w w w w w n 0 t+i c'i d: R V R V' 4 V V 0 'V V V V w v w v V V V' V v v v n w w w w w w w w w w w w w w w w w w w w w w w w O M w w V e- N N M M M M V V V V V V V V N N N N w w ' ww��wwwwwwwwwwwwwwwwwwwwwww O N N N n w m V V 4 N N N N N cM M M M M V V V V V cli cli cli vi viwwwwwwwwwwwwwwwwwwww �C� ' o N N w <V vi M M v, M N th N M w 6 CO M n n rr w M M M M w M w M w c7 w w ch 6 m M m M m M V w V w V -ItV w w w V w w w w w w w w w w w w w w w w w w w w w 0 w 0 w M N M V V N N N w w w w w n r n n w CO w 0 m N N w M M M 6 6 c'i 6 ch c'i 6 6 M M M M M 6 6 6 t i M M CO N N N N w w th t7 c'1 M ch c'i fh M M M M M M M 6 ch 6 M ch M w w w w w w w w w w w w w w w w w w w w w w w w 0 d O M N w w m N N N M M M V V V V V V N N N N w w w w O O w N N N N N N N N N N N N N N N N N N N N ' M w w w w w w w w w w w w w w w w w w w w w w w w w O N N m N M V w w m m m m m m N N N N N N N Oi O O w w w w w w N r w w w w w w w w w w w w w w w w w w w O V N O M N w w w m N N N N M M M M M M o w m w O O O O O O w w w N r r w w w w w w w w w w w w w w w w w w w w O w N w V N r r w m m O O N N N M M M M M R to co ai of m m of of of of of cO °� 0 0 0 0 0 0 0 0 0 0 0 o 0 .- r r r n n n n n n r r w w w w w w w w w w w w w o w M r v n. 0 w, N M M V V N N N N w w w w n n to w w 4 v 6 n r,: r 0 0 0 0 0 ro 0 0 0 oo co 0 6 6 eo 6 0 co 0 r r n n n n r n n r r n n r n n n r r r r r r r n N O n N N N N N N N N N N N N N N N N N N O O 00 o n n r r n n n n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O j N M V N w n w m O N M V N w r w m O N O N O N O ' O LL F 1 1 1 1 1 u 11 J 1 ^� p, O N M V " N M V 0 _O O N N N N N N N N N • O O O O O O O n O� 0O O O O O O O O O O O O O O O O O O O NMN00N'qLn0ONO00O0N N V M0 nM 0 O 0 O 1 "TABLE 813" Erosion Control Methods and Costs Unit # Method C-Factor P-Factor Unit Cost Comment 1 Bare Soil - Packed and smooth 1 1 2 Bare Soil - Freshly disked 1 0.9 3 Bare Soil - Rough Irregular Surface 1 0.9 4 Sediment/Basin Trap 1 0.5 Must be constructed as the first step in ovedot grading. 5 Straw Bale Barrier 1 0.8 ea $150 6 Gravel Filter 1 0.8 ea $300 7 Sand Bag 1 0.8 8 Silt Fence Barrier 1 0.5 LF $3 9 Asphalt/Concrete Pavement 0.01 1 10 Established Grass Ground Cover- 10% 0.31 1 ac 11 Established Grass Ground Cover - 20% 0.22 1 ac 12 Established Grass Ground Cover - 30% 0.15 1 ac 13 Established Grass Ground Cover- 40% 0.11 1 ac 14 Established Grass Ground Cover - 50% 0.08 1 ac 15 Established Grass Ground Cover - 60% 0.06 1 ac - 16 Established Grass Ground Cover - 70% 0.04 1 ac 17 Established Grass Ground Cover - 80% 0.03 1 ac 18 Established Grass Ground Cover- 90% 0.025 1 ac 19 Established Grass Ground Cover - 100% 0.02 1 ac 20 Sod Grass 0.01 1 ac 21 Temporary Vegetation 0.45 1 ac Assumes planting dates listed below, thus dry or hydraulic mulches are not required. 22 Cover Crops 0.45 1 ac Assumes planting dates listed below, thus dry or hydraulic mulches are not required. 23 Hydraulic Mulch @ 2 tons/acre 0.1 1 ac Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. 24 Soil Sealant 0.01 1 Value used must be substantiated by documentation. 25 Soil Sealant 0.05 1 Value used must be substantiated by documentation. 26 Soil Sealant 0.1 1 Value used must be substantiated by documentation. 27 Soil Sealant 0.15 1 Value used must be substantiated by documentation. 28 Soil Sealant 0.2 1 Value used must be substantiated by documentation. 29 Soil Sealant 0.25 1 Value used must be substantiated by documentation. 30 Soil Sealant 0.3 1 Value used must be substantiated by documentation. 31 Soil Sealant 0.35 1 Value used must be substantiated by documentation. 32 Soil Sealant 0.4 1 Value used must be substantiated by documentation. 33 Soil Sealant 0.45 1 Value used must be substantiated by documentation. 34 Soil Sealant 0.5 1 Value used must be substantiated by documentation. 35 Soil Sealant 0.55 1 Value used must be substantiated by documentation. 36 Soil Sealant 0.6 1 Value used must be substantiated by documentation. 37 Erosion Control Mats/Blankets 0.1 1 38 Gravel Mulch 0.05 1 ac $1,350 Mulch shall consist of gravel having a diameter of approximately 1/4" to 1 1/2" and applied at a rate of at least 135 tons/acre. 39 Hay or Straw Dry Mulch (1-5% slope) 0.06 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tonslacre (minimum) and adequately anchor, tack or crimp material into the soil. 40 Hay or Straw Dry Mulch (6-10% slope) 0.06 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. 41 Hay or Straw Dry Mulch (11-15% slope) 0.07 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. 42 Hay or Straw Dry Mulch (16-20% slope) 0.11 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. 43 Hay or Straw Dry Mulch (21-25% slope) 0.14 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the sail. 44 Hay or Straw Dry Mulch (25-33% slope) 0.17 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. 45 Hay or Straw Dry Mulch (>33% slope) 0.2 1 ac $500 After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. 46 Contoured Furrow Surface (1-2% basin slope) 1 0.6 ac Maximum length = 400'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 47 Contoured Furrow Surface (3-5% basin slope) 1 0.5 ac Maximum length = 300'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 48 Contoured Furrow Surface (6-8% basin slope) 1 0.5 ac Maximum length = 200'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 49 Contoured Furrow Surface (9-12% basin slope) 1 0.6 ac Maximum length = 120'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 50 Contoured Furrow Surface (13-16% basin slope) 1 0.7 ac Maximum length = 80'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 51 Contoured Furrow Surface (17-20% basin slope) 1 0.8 ac Maximum length = 60. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 52 Contoured Furrow Surface (>20% basin slope) 1 0.9 ac Maximum length = 50'. Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the down slope length. 53 Terracing (1-2% basin slope) 1 0.12 ac Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. 54 Terracing (3-8% basin slope) 1 0.1 ac Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. 55 Terracing (9-12% basin slope) 1 0.12 ac Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. 56 Terracing (13-16% basin slope) 1 0.14 ac Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor= 1.00. 57 Terracing (17-20% basin slope) 1 0.16 ac Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. 58 Terracing (>20% basin slope) 1 0.18 ac Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic methods, otherwise P-Factor = 1.00. 59 Seeding (Native) ac $305 COOT - 1994 60 Seeding (Lawn) ac COOT - 1994 61 Seeding (Shrub) lb $52 COOT - 1994 62 Seeding (Wetlands) ac $696 COOT - 1994 63 Mulching ac $334 CDOT-1994 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ v MM ME� WALLS 725 LF SILT FENCE \ s i �(a9SU, GRAVEL INLET FlLLTTEE'R 2BK5D• V TRACKING 04 wisk,iii" DRAW BALE AT INLET FlL c 1�� f rl` �� ( O - SILT FENCE - GRAVEL INLET FILTER 102 - BASIN ID Gal - ACRES ® - DRAINAGE DESIGN PCINT - GRAVEL INLET FILTER �r - LEWME TRACKING PAD ` - STRAW BATE CHEM DAM n CURB INLET O GRAVEL FILTER (APPROX. 3/4' DIA.) CONCRETE HIRE SCREEN BLOCK A (APPROX. 1/2- MESH) A O 2".4' WOOD STUD OVERFLOW FILTERED WATER RUNORF CURB INLET HIRE SCREEN GRAVEL FILTER _ 2 K4' WOOD STUD HIRE SCREEN PLAN VIEW SECTION A GENERAL NOTES: A 1. INSPECT AND REPAIR FILTERS AFTER EACH STORM EVENT. REMOVE SEDIMENT WHEN ONE HALF OF THE FILTER DEPTH HAS BEEN FILLED. REMOVED SEDIMENT SHALL BE DEPOSITED IN AN AREA TRIBUTARY TO A SEDIMENT BASM OR OTHER FILTERING MEASURE 2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED FROM TRAVELED WAY OF ROADS. EROSION CONTROL CURB INLET GRAVEL FILTER BBS IF SILT PENCE yp 1 PROPERTY LINE GRAVEL INLET FILTER NO LL-L Ili RQKX 1 s/r rant 6' MIN 1 / VEHICLE �TRACICING MAT Design Point Basin(s) Area (acre) Composite 11CII Qw (cfs) Quo (cis) 100 100 2.36 0.65 4.91 5.00 103 103 3.01 0.90 11.13 27.67 104 104 2.25 0.60 4.60 5.00 105 105 2.36 0.89 7.22 17.66 0 tlOFS 1. VE111G1£ WICKING WIT STHAL BE LOCATED AT DIEW ENRANCE/EMIT O THE GON5TRUCTION SITE. 2. VEHICLE TMGpNG MAT 5W11 BE WVNTNNED AS N®ED TO PRIO NT ANY WTFR1 TRW BEING TUCKED WO CT STREET. 3. SEGMENT AND GRIER W.TERI SPR1ED DROPPED OR TUGNED GNTO C Y STREET SHALL BE WUCOwTELv REMCNI City of Fort Collins. Colorado UTILITY PLAN APPROVAL THESE P MW BEEN RMIENED BY THE LOCH, ENTITY FOR CONCEPT ONLY. THE MEROYFD: RENEW DOES NOT IMPLY RESPONSIBUTY BY City Er4nmw dab THE RENIETING DEPARTMENT, THE LOC/L ENTITY ENGINEER. OR THE LDCIL ENTRY FOR CIECIED Bf' pale I UIB I' AND CORRECTNESS OF THE WabF It WaMmlal Utay' CMDULATgNS. FURTHERMORE THE RENEW CHECKED BY DOES NOT IMPLY THAT gIANTTTES OF DEMS BDTmwa Billy DDb ON THE FILMS ME THE PHAL gYNTDIES CHECKED BY. REWIRED. THE RENEW SHNJ- NOT BE Part ! Recrea6Rn Dina CONSISMED W1 ANY REASON IS ACCEPTANCE OF FNYICNL R6PWBBNY BY THE LDVL CKECIED B/ ENTTY FOR ID0110 11 QUANTTDES OF DEMS EGG Tnifc ENin SHOWN TNT MAY BE REWIRED DURING THE CHECKED W CONSTRUCTION ION PHIS Oats 1 99€i [ h� a ''Its $a fill I RBR= I Z 2 Q m S W 0 4 a � z W LL PErtnRSeM Pmiecl NI,mwr 187010510- 51, m.: IDSIa-1Ms wam 9: Drawing ND. C-140 REvism stI 0 6 a127 SEEDING CHART n Table 11.2. Recommended Species and Application Rates of S s for Temporary Vegetation and/or Coss Crops. Species S"son 1 Drilled Pounce/Acre Annual Ryingroae Cool 20 Oats Cod TO Cereal Rye Cool 10 Wheat - Winter Cod w Wheat - Spring Cod SO Barley Coal 60 Millet Warm W Hybrid Sudan Warm 15 Sorghum Worm 10 Cool season grasses make their major growth n the Spring. Wain, ••aeon grans make their major growth in late spring and summer. Table 11.4 IdmtiR" planting cot" tart perennial and lempoary/cover crap grasses. Table 11.4. Planting Dat" far Perennial and Tempoary/Cass Crop Grasses. DATE PERENNIAL TEMPORARY/COMER GRASSES CROP GRASSES Warts Cod Warm Cool Jan 01 - Feb 28 Yale Y" No No May 01 - May 15 Y" Y" No Y" May 16 - May 31 Yee No Yee No Jun 01 - Jul 3t No No Yee No Aug 01 - Aug 31 No Y" No Y" Sep 01 - Sep 30 No NG No Yes Oct 01 - Dec 31 Yes Yee No No Mulching Mall be used to assist in establishment of vegetation. One or more of the following mulches shall be used with a perennial drNand gross feed mixture, or a temporary vegetation or cover crop. Mulch Acceptable oat" of use Application Rate Straw or Hay Jan 01 - D" 31 2 tone/acre Hydraulic (wood a paper) Mar 15 - May 15 2 tons/ cre Erosion Control (mate or blankets) ,tin 01 - Dec 31 Not opplicabie Hay or straw mulch shall be free of noxious w"da and at least 50% of the fiber shall be 10 inches ar more In (ength. Shen seeding with native grosses hay from a native great Is a suggested mulching material, If avegO0le. If irrigation Is used, hydraulic mulches may be applied bon March 15 through Sepleahbw WE Hay at Straw Mulch 1. Hay or straw mulch will be anchored to the moll by one of the fallowing methods: (a) A crimper which w01 crimp the War four Inch" a more Into the soil. At I"el SOS of the fiber shall be 10 inches or more in length. IN) Manufactured mulch netting Installed over the hay an straw according to manufacturers instructions. (c) TockiOen epraSea an the mulch to the manufacturer's recommendation. 1 2. All straw or hay must be five of noxious weeds. CONSTRUCTION SEQUENCE Project Pads at Harmony Date: Begin January 2007 Indicate with bar line when constructions will occurr and .hen BNP•a will be installed/removed -- /Month) COMPRROCSIM Pa.Vj0ffffii�) 1 2 3 1 5 6 l a 9 Se 11 12 Grading (Ineluae l overlot Detentill Po 9valea, OralnagStreams Ditches Pigliw Installanclude O[bib) Water Sanitary sever: Stormvacer CwawN I=tallaclWe Oflslb) Area Inlets urb veleta Bona Dumas str Curb and Gutter Boa Culverts, B acr«t Installatiude olAiw)Grad ng/Bane Pavement (Infaite) Drop Structures Other (List) MST 1PMA Nr PRACf10Ea aesuatural Silt Fence Barriers Contour "broke (R pping Disk ng) Sect Bent Trap/F 1[er Vehicle Track rig Paola Fla. Barr era ('else, Rattles, Etc) --Filter Inlet Sand Sege Bale Soil Preparation Terracing Stream Flow Diversion R p Rap other (List) VeTetatiw Temporary Seetl slanting Mulching Sealant Permanent Seed Planting sod mmmllation Nettinga Blankets/Mats Other ILiatl NPDES PERMIT NOTES 1, SIT DESCRIPnM: ], BW's FOR STMMwAIER Pplunpl PREYENDON e, eomm«cm Cmewetp nemex9 ask n9 lot. balan9 over, a. DOhn and SedYnmt Controls allow.a Vole "e umlh amawakn Is planned m Loeb, Coi Nat" one $ wee Tonle (Ate . Mta „ a no mi actMiM a,. pinned In me NAMi Is Materials Handling and SIB rewhi s WCO: Owl Well truly Installation. "a wt M""r" anemia be una«takw to III timers meteman and maing conelnmM met«lale and all and apawl of "oe,e awndt ma C. no alb mil cpprolslbri 9.05 acres which Al emneb to w"re thee. liberals do at ea the ale nh91 'hearing, "cowilw u gating. by nl«b9 the ewrhi ddtlenlw pond lsNN Wm (may oulMia d RoW 01 Oc- . 0.25 before xnetrvcllm Ralbnd C. I.to Ue Poore Pat, yh Concrete, m Idm9 MOb C .rob, Dn after ....walm. no do life .loan the Modi one doomp byproducts Valid ,m be discharges Into Be oni Rowan Eraamnty Zane and Law Wine Lodblity whb bill, ma alarm show .ntmm, Far Mold they &I Me III Zaire per the City of Fort CdIFa zone mops. Will the btwtlm ode, In the event of a pill M1mm owesLDM ue now NORWebiooanm'maome enwlerb. cwltliw mp,oe wis e be,bb*ted t b Neiaa to sou send me mwbp eAye appropriate n w kn. 'o the pmM maf..IW, me Pr+awht a. T. Prtl."Icpmwi gMw1Y co^elVa of tattoo term Iona. m,lu situs bet 9IEItM 4, FINAL STABILIZATION AND LOND STIX WAIFR MMAD NT o. 5" Erosion Contra Notes this N"f for Trial lstm14atM r No o0w patmnm palwtlm ens" he coded nick, is, FOROR ee toomtM Affiliate NO Varmwat« dix Wv site, 5. DIFFER, CwpTINSS 9 The aomeirwm n"IVM g oaten Ie u. Fa. Mwdawe Drainage Basin, a. a e ame be Ime ook, to remove won, job phradaab from the sib and eases. of uw Beat. oaiw rvnaM mom the dMapM hunts, of the ere mwhm, ax-rob in on appropriate marine. In VX be cm"W to detetkn Amid No ownand raw, oddlbm, mewrm Mould be undelakn to feell off -aye moll Mal of mud and ebrls pillage hwn WIb" a2 a guttw Mleb Vmm pipe and ewove, eating the site. word md oldmans Aid not be Dw W Z SUE MAP. sing modoap enea head to trio rim -pal mad a. Sam Panage a Emem Cci Plan Sheet c 140. dmmg..an 6. INSESION AND MAINTENANCE. e. immoton and eabtMMM Mod b. edwisw an r ua Tenure Yr6 C" I in, sperm onr.sof CopsGereSal it STRAW BALES STAKED POINT A MUST BE HIGHER THAN POINT B G M 7 B SECTIONQ AA MPACTIED aA o a call=11'c- -11=1- am, Gi PROFILE VIEW i= GENERAL NOTES: L INSPECT, REPAIR, AND REPLACE, (IF NECESSARY), WE FILTERS AFTER EACH STORM EVENT. 2. ALL BALES MUST BE REPLACED AFTER 12 MONTHS UNLESS APPROVAL IS GRANTED BY THE ENGINEERING DIVISION FOR LONGER USE. EROSION BALE CHECK DAM a STANDARD EROSION AND SEDIMENTCONTROL CONSTRUCTION PLAN NOTES Se ber, 2003 (t) Treenail wMrd inspector mvsl be nolmed at least I ty-four (24) hours pn«to any wnslmdi0n an this We (2) There snail be no earm-paturbing Solely outside the limits deslgnelea on the accepted pans. (3) All Mgvrt penmOer sS and comVudionfencng shall be Installed PIlgi No any land distuNing acYNly (sic pili%. shooing, FBI BIT). All other requires erosion wMrol measures mall be Installed me the appropriate time in IM consir im sequence as indicated in the approved project schedule, cgzmnRtm plans, and erosion coned report. (4.) Al all limes dump camtrvclian, the Developer shall be responsible ter preventing and wMrolllng Dinette sairson Including keeping the Propesy sin oenllymier m as tominlmaewM blown Seagram The Oereloper shall also M msronsibk for installing and maintaining all "am control barrel mown herein. (5.) Pnd'Mt eta veg t lip Mllbepmtede Mrel?nedwhmererMssible Removal edisturbance of sisl np vergetaknon shall the limited to the arki required for Imm iste constrossm oMMions, and to the shM t proclemlpe oftinne (S.) All mass eVos tl roughened SdA Elacrvey(stpP B.grading � W lh-installationsstGpl' g filling, elc.)h P salon, or of ppB rtlskng alonglM nt tit ulch, vrg perm enl erosion control BMPs am ni No morlssn areas outside project strati nghtcofw shall remain exposM by and aistuNing wilopiy for more man uiM(30)days before Mauirea lempo2 or pennanenl Shamir chi (eg. seedmulch. Iandsomping, etc) Is Installed, unless cinemas approved BY the City/Counh. (T.) In ordn to minimize erosion Potentialall temporary enursural) erosiM control measures shall. (aI Se inspeeetl at a minimum d once every her Q) weeks and after each spnifiwnt Blom, event and tepaire l or reconstrided a$ necessary in order to ensure the continued Dentinal of their imeM" fundpn. (b1 Remain In place udll such Mlle" all the funoundbp dlstuN areas are sudidemh stabilized as ae1e mm kd by the erosion control inspector. (a) Be removed Offer the site has been sufficiently stabilized as determined by the mnapedor (B.) Neon IempN erosion c COntml meawms am removed. the Developer shall be responsible for the dean up and remove' of all sediment and debm from all drainage Infnelrvciure and other public facilities. (9.1 The contrador shall immMiatey dean up any consimdion mdenals lnadvenanlly deposited On evabtp street, sidewalks, or other public From of army and make sure stress and walkways are eeanM at 1M she of each working day (10.) All retained semmenis. Particularly those on parotl roadway surfaces. shall be lemwed am disposed of in a manner and IOmsNso as not cause their release into any tare othe United States. (11) N,n µs o SON sitcoms shall exceed ten IN In feel in nagnt All soil sacpms snml be protected tram sediment tmnsl by sumacs roughening, wetenng. and "nmWer Silt fencing AM roll stockpile remaining after thin (301 days shall be seeded and mukh". (12.) The sIO" gter volume capacity ddetention bonds will be restated and storm sever limits will be cleaned upon completion of the project and beore turning the maintenance over to the City/Com my d Homeawnem Association(HOA). (13)City Ordinance and Colorado Dl OMe Permit Syslem (COPS) requirements make it unlawful to discharge or allow the discharge of any Polldanl ar coom minced water horn Mncnption sites. Pollutants Include, But are not limited to dswrded budding; m dent cmtrote W4 washout, Aemems, all and gas products lifter, and "rotarywasm The developer shell at all times take wMftva measures are necessary to assume the proper containment and disposal d pollutants OR the site In d¢ddence whin any and all ethical Ideal shim, and federal regulations. (14.)A aeugnaled arm shall be provided on sea for concrete truck UNe "shout The area shell be contacted so as ID Contain "shout material and located at leas] Rly (W) feel awry from any wMeM y during constNcion. Upon completion ofconstruction adweies the cob to mshoW mdenal mall Ire removed and models disposed d prior to the area being restored (15) To ensure that sediment does me maw all onndvia"I lots One or mare of tm fall sesiment/emaion Control BMPs sham be installed and mamfaircd until ns lots are auffici ehmirized, as detnnmed by the eresion Control lmPOcMr (mitnin Loveland City !units Only). (a) Bdaw all guter do SNWs (b.) Out to drainage swabs. (a.) Along at wrumeter. (d.) Other locations, if needed (161 Conditions in the red may warrant erosion mnhol measures in addition 10 Whe 1s shown on Mesa pane. The Developer shall undereenl whatever measures are determined "c""ry, aM directed by the Cih/Cdunly. 1F bail .,"' or For. �1 ,. �r thWgVCfe.waham,.... y IV, wift, OR I.Re,owevow. numl h r.. a. am ra ampral C i c ®s,a_ ,-' T�Ma'2-s�`YGw n we some a I" 1-r IF 6aPG'RCw'mt�C'O $ mR..r.....wa.w.." ..,_ Mr •. ... ha®. (� �1 . can.rk..n..r.orrmomw.....L...m. Ld )M/Tmm\I I..hrr4T t l MN wo am meow z a r.hw.. wr.a.a..,i, Brief .L�.. awal $s L.eo. m.........m asso amew r. m. aTwM.� mon.- "woo. F.�a .. real maws nowu ..emhw �.v...ha.w Nor ,e nw"w Nor Lw..e..w" T� wr.. wheh•.n.e"..w...fe®wn®".,aL.w. who woman oe Bm..w m.. s�m�wrnu ervO /ls•�O Rt�.R.... wO� plico.iwisell.remessume.ormoori CALL UTILITY NOTFlGTON CENTER OF COLORADO 1-800-922-1987 FOR Then �K� OF UNDERGROUNA OF III EMT ITEMS WE City of Fort CDBins, Colomllo UTILITY PLAN APPROVAL MY Dow P•b a P"b"ter UOBIT BD 9cotm"ta W8h Bn Per6 a Paeseetlm BT TMelo �� By BEEN REY7EMED BY WE IS FOR CONCEPT ONLY. WE IMY RESPONSINUTY BY ATAENT. THE CITY OF FORT 1 atFl N � : was ti a E 1!!ll.QaBa. fill AL IIIIII IIIIII' 111114 0 K �a g¢w PemdSW Pmiwi xamAm f4 Now, mode 4hc IS A Drawl C-141 Revision Sheet 0 7 of 27