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HomeMy WebLinkAboutDrainage Reports - 06/20/2008No Text FINAL DRAINAGE REPORT FOR NEW DAWN ASSISTED LIVING 1( I hereby affirm that this report for the drainage design of New Dawn Assisted Living was prepared by me (or under my direct supervision) for the owners thereof in accordance with the provisions of the Storm Drainage Criteria Manual for the City of Ft. Collins and the Urban Drainage and Flood Control District Criteria Manual. I understand that it is the policy of the City of Ft. Collins that the City of Ft. Collins does not and will not assume liability for drainage facilities designed by others. Mark West, P:E. Registered Professional Engineer State of Colorado No. 38561 (Affix Seal) - 1 - FINAL DRAINAGE REPORT FOR NEW DAWN ASSISTED LIVING ' INTRODUCTION ' The information given in this Final Drainage Report is for the purpose of providing an analysis of on -site drainage areas and receiving structures in accordance with the City of Ft. Collins Standards. ' The site is located in the northwest one -quarter of Section 29, Township 7 North, Range 69 West of the Sixth Principal Meridian, City of Ft. Collins, County of Larimer, State of t Colorado. The site is bounded on the north by Limon Dr., to the east by Kansas Dr., to the south by a vacant lot, and to the west by Iowa Ave. The proposed construction on this 2.49-acre site consists of three new assisted living buildings and private drives. This report analyzes the runoff generated by this new development, to determine the effects of the 2-year and 100-year frequency storms. HISTORIC DRAINAGE The existing site is currently a vacant lot covered by native grasses and weeds. The ' slope of the existing topography varies from 1.5-3% from the northwest to the southeast. The hydrologic soil group used for this site was Type A. There is an in -line detention pond that runs through the site along the south property line to an existing 36" ' RCP culvert located at the southeast comer. Currently, this site drains from the northwest to the southeast and into the existing pond and culvert, and then flows east under Kansas Dr. and into another pond. ' DESIGN CRITERIA ' The criteria used for this study is from the Urban Storm Drainage Criteria Manual. Peak runoff values were calculated using the rational method: ' Q = CIA, where ' Q = Storm runoff in cubic feet per second (cfs) C = Rainfall coefficients - ratio runoff to rainfall I = Rainfall intensity in inches per hour ' A = Drainage area in acres The minor (2-year) and major (100-year) storm events were calculated using the ' Rainfall Intensity Frequency Values from the City of Ft. Collins criteria. The runoff coefficient values "C" were taken from the Ft. Collins Criteria. Time of Concentration (Tc) was calculated based on Urban Storm Drainage Criteria Manuals and City of Ft. t -2- ' FINAL DRAINAGE REPORT FOR NEW DAWN ASSISTED LIVING 1 Collins requirements. The 2-year and 100-year frequency runoff rates for developed conditions are summarized in the Appendix. DRAINAGE PLAN ' Runoff leaving this site will flow from the east to the northwest with a slight increase in ' flow due to the proposed increase in pervious area. Calculations based on the existing site produce a Cloo value and a overall impervious value for the entire site of 0.35 and 2.0%, respectively. The proposed C100 value and the composite impervious value for ' the site after development will be 0.57 and 39.13%, respectively. This site has been divided into nine basins which flow to the existing drainage structures. Basin Acontains the northwestern portion of the site. Basin A has an area of 0.32 acres and contributes 0.30cfs and 1.47cfs of runoff for the minor and major storm, respectively. Flows from Basin A will travel from the southeast to the north to two ' proposed 1.0ft curb cuts at design point 1. Basin B contains the north center portion of the site and includes some of the roof area ' landscape, and walk area. Basin B has an area of 0.34 acres and contributes 0.61cfs and 1.98cfs of runoff for the minor and major storm, respectively. Flows from Basin B will travel from the northwest to the southeast to a proposed 1.5ft curb cut at design ' point 2. From there it will enter Basin G. Basin C contains the north portion of the site and includes some of the roof, landscape, ' and walk area. Basin C has an area of 0.23 acres and contributes 0.42cfs and 1.36ds of runoff for the minor and major storm, respectively. Flows from Basin C will sheet flow from the south to the north into the existing southern curb and gutter of Limon Dr. ' Basin D contains the east portion of the site and includes some of the roof area, landscape, drive, and walks. Basin D has an area of 0.24 acres and contributes 0.42cfs ' and 1.41cfs of runoff for the minor and major storm, respectively. Flows from Basin D will sheet flow from the west to the east into the existing west curb and gutter along Kansas Dr. ' Basin E contains the east central portion of the site and includes some of the roof area, landscape, and walks. Basin E has an area of 0.13 acres and contributes 0.21cfs and ' 0.74cfs of runoff for the minor and major storm, respectively. Flows from Basin E will sheet flow to the south into Basin G and the proposed north curb and gutter along the east west private drive. ' Basin F contains the center portion of this site and includes some of the roof, landscape and the walk area. Basin F has an area of 0.33 acres and contributes 0.67cfs and 2.05cfs of runoff for the minor and major storm, respectively. Flows from Basin F will travel from the north to the south to a proposed 1.5ft curb cut at design point 6. From ' there it will enter Basin G. -3- FINAL DRAINAGE REPORT FOR NEW DAWN ASSISTED LIVING Basin G contains the south center portion of this site and includes some of the ' landscape and the drive area. Basin G has an area of 0.24 acres and contributes 1.03cfs and 2.28cfs of runoff for the minor and major storm, respectively. Flows from Basin G will sheet flow in the proposed drive and parking to a double type 13 ' combination inlets at design point 7. This inlet is designed to include the cumulative flows from basins B, F, and E. ' Basin H contains the south west portion of this site and includes some of the roof, landscape and the walk area. Basin H has an area of 0.26 acres and contributes 0.41 cfs and 1.45cfs of runoff for the minor and major storm, respectively. Flows from ' Basin H will travel from the north to the south and enter Basin I at design point 8. Basin I contains the south portion of this site and includes landscape area only. Basin I has an area of 0.39 acres and contributes 0.04cfs and 1.36cfs of runoff for the minor and major storm, respectively. Flows from Basin I will travel from the west to the east and enter the extended storm sewer at design point 9. ' The proposed design will not alter master drainage patterns by routing the onsite flows to the existing 36 RCP culvert at design point 9. Grading changes to the existing pond will maintain a volume of 0.8 acre-ft per notes from the city pre -application meeting on August 215t. A portion of the existing pond is proposed as parking for this site. To ' maintain the needed volume retaining walls are proposed to mitigate the lost volume due to the parking encroachment. The proposed modification to the pond incorporates retaining walls that increase the area at the bottom of the pond. The proposed walls ' maintain the volume of 0.8 acre-ft at an elevation of 4925.10 with a freeboard of 1.9 ft at an elevation of 4927.00. In the event of the pond overtopping runoff will pool to an elevation of 4927.44 in the driveway and flow in the drive access into Kansas Drive. ' Runoff from the improved site will be detained in the water quality and regional detention for the overall development. EROSION CONTROL The erosion control for this site will consist of a sediment trap and silt fence. All BMPs will be maintained until the landscape has been established. CONCLUSIONS This Final Drainage Report outlines the routing of the 2-year and 100-year storm events ' through the project drainage system. These proposed improvements provide adequate protection to this site without adverse impacts on adjoining upstream and downstream properties. It is anticipated that this report will serve to fulfill the City of Ft. Collins Final drainage requirements. -4- FINAL DRAINAGE REPORT FOR NEW DAWN ASSISTED LIVING ' REFERENCES ' 1. Urban Storm Drainage Criteria Manual, Volume 3, Denver, CO September 2001. -5- SUMMARY OF DISCHARGES BASIN CONTRIBUTING AREA ACRES IRUNOFF 2-YEAR CFS RUNOFF 5-YEAR CFS RUNOFF 10-YEAR CFS PEAK 100-YEAR CFS Cloo DEVELOPED FLOWS A 0.32 0.30 0.36 0.51 1.47 0.47 B 0.34 0.61 0.65 0.84 1.98 0.59 C 0.23 0.42 0.45 0.58 1.36 0.59 D 0.24 0.42 0.46 0.59 1.41 0.58 E 0.13 0.21 0.23 0.30 0.74 0.56 F 0.33 0.67 0.71 0.89 2.05 0.62 G 0.24 1.03 1.01 1.19 2.28 0.95 H 0.26 0.41 0.45 0.59 1.45 0.55 1 0.39 0.04 0.15 0.32 1.36 0.35 0' 500' 100' 1500' SCALE: 1 " = 500' VICINTY MAP gr §k6 LC U§ x - %�2■ 18K .� - _ �}_ a No Text I 1 1 1 [1 1 1 1 1 1 1 1 1 1 1 1 I W Q 3 0 LIMON DR. 1 C 1 , � 0.23 ACRESlop AFF B 0.33 ACRES , 0.62 1.85 A 0.34 ACRES 40 1 0.32 ACRES 1 0.59 1.79 t \ 1D 1 0.47 1.32 1 , 9.0.24 ACRES 0.58 1.27 , 1 , 0.13 ACRES 1 /OOH 0.26 ACRES 1 0.24 ACRES Q. 1 0.39 ACRES / m�� , BASIN MAP NTS 1 R & R Engineers -Surveyors, Inc. 710 West Colfax Avenue Denver, Colorado 80204 Job New Dawn Ft. Collins Job No. ND06066 Date 10/18/2006 By CCH Chk RDC Subject "C" CALCULATIONS, DEVELOPED Basin O 2-Yr 5-Yr 10-Yr 100-Yr % Impervious I C C C C Roof= 90% 0.73 0.75 0.77 0.83 Walks= 96% 0.80 0.82 0.84 0.89 Drive= 100% 0.89 0.90 0.92 0.96 Landscape= 2% 0.02 0.08 0.15 0.35 Roof 2,350 1112 Walks 898 ft2 Drive 0 ft2 Landscape 10,487 112 Total 13,735 ft => 0.32 acres C2= 0.19 C5= 0.24 CID= 0.30 %100= 0.47 Basin2-Yr % Impervious I C 5-Yr C 10-Yr C 100-Yr C Roof= 90% 0.73 0.75 0.77 0.83 Walks= 96% 0.80 0.82 0.84 0.89 Drive= 100% 0.87 0.88 0.90 0.93 Landscape= 2% 0.02 0.08 0.15 0.35 Roof 5,178 ft2 Walks 1,879 112 Drive 0 It Landscape 7,767 ft2 Total 14,824 IF=> 0.34 acres % Impervious= 44.7% C2= 0.37 C5= 0.41 CIO= 0.45 C,m= 0.59 R & R Engineers -Surveyors, Inc. 710 West Colfax Avenue Denver, Colorado 80204 Job New Dawn Ft. Collins Job No. NDO6066 Date 10/18/2006 By CCH Chk RDC Subject "C" CALCULATIONS, DEVELOPED Basin© 2-Yr 5-Yr 10-Yr 100-Yr % Impervious I C C C C Roof= 90% 0.73 0.75 0.77 0.83 Walks= 96% 0.80 0.82 0.84 0.89 Drive= 100% 0.89 0.90 0.92 0.96 Landscape= 2% 0.02 0.08 0.15 0.35 Roof 3,747 ft2 Walks 1,150 ft2 Drive 0 ft2 Landscape 5,237 ft2 Total 10,134 ft` _> 0.23 acres C2= 0.37 C5= 0.41 C,o= 0.46 :100= 0.59 Basin 2-Yr 5-Yr 10-Yr 100-Yr % Impervious I C C C C Roof= 90% 0.73 0.75 0.77 0.83 Walks= 96% 0.80 0.82 0.84 0.89 Drive= 100% 0.89 0.90 0.92 0.96 Landscape= 2% 0.02 0.08 0.15 0.35 Roof 3,450 ft2 Walks 153 fl2 Drive 1,162 ft2 Landscape 5,878 ft2 Total 10,643 ft` _> 0.24 acres C2= 0.36 Cs= 0.40 C1a= 0.44 Ciao= 0.58 R & R Engineers -Surveyors, Inc. 710 West Colfax Avenue Denver, Colorado 80204 Job New Dawn Ft. Collins Job No. ND06066 Date 10/18/2006 By CCH Chk RDC Subject "C" CALCULATIONS, DEVELOPED Basin 2-Yr 5-Yr 10-Yr 100-Yr % Impervious I C C C C Roof= 90% 0.73 0.75 0.77 0.83 Walks= 96% 0.80 0.82 0.84 0.89 Drive= 100% 0.89 0.90 0.92 0.96 Landscape= 2% 0.02 0.08 0.15 0.35 Roof 2,520 ft2 Walks 0 ft2 Drive 0 ft2 Landscape 3,341 ft2 Total 5,861 ft2 => 0.13 acres C2= 0.33 C5= 0.37 C1o= 0.42 C1OO= 0.56 Basin2-Yr % Impervious I C 5-Yr C 10-Yr C 100-Yr C Roof= 90% 0.73 0.75 0.77 0.83 Walks= 96% 0.80 0.82 0.84 0.89 Drive= 100% 0.89 0.90 0.92 0.96 Landscape= 2% 0.02 0.08 0.15 0.35 Roof 6,495 ft2 Walks 1,435 ft2 Drive 0 ft2 Landscape 6,540 ft2 Total 14,470 ft2 => 0.33 acres %, Impervious= 50.8% C2= 0.42 C5= 0.45 C1o= 0.50 C1/p= 0.62 R & R Engineers -Surveyors, Inc. 710 West Colfax Avenue Denver, Colorado 80204 Job New Dawn Ft. Collins Job No. ND06066 Date 10/18/2006 By CCH Chk RDC Subject "C CALCULATIONS, DEVELOPED Basin© 2-Yi 5-Yr 10-Yr 100-Yr % Impervious I C C C C Roof= 90% 0.73 0.75 0.77 0.83 Walks= 96% 0.80 0.82 0.84 0.89 Drive= 100% 0.89 0.90 0.92 0.96 Landscape= 2% 0.02 0.08 0.15 0.35 Roof 0 ft2 Walks 0 ft2 Drive 10,340 ft2 Landscape 192 111:2 ft2 => 0.24 acres Total 10,532 C2= 0.87 C5= 0.89 C,O= 0.91 0.95 Basin 2-Yr 5-Yr 10-Yr 100-Yr % Impervious I C C C C Roof= 90% 0.73 0.75 0.77 0.83 Walks= 96% 0.80 0.82 0.84 0.89 Drive= 100% 0.89 0.90 0.92 0.96 Landscape= 2% 0.02 0.08 0.15 0.35 Roof 4,767 ft2 Walks 59 ft2 Drive 0 ft2 Landscape 6,639 ftz Total 11,465 ft => 0.26 acres C2= 0.32 C5= 0.36 C,p= 0.41 %too= 0.55 R & R Engineers -Surveyors, Inc. 710 West Colfax Avenue Denver, Colorado 80204 o� Job New Dawn Ft. Collins Job No. ND06066 Date 10/18/2006 By CCH Chk RDC Subject "C" CALCULATIONS, DEVELOPED 2-Yr 5-Yr 10-Yr 100-Yr Walks= 96% 0.80 0.82 0.84 0.89 Drive= 100% 0.89 0.90 0.92 0.96 Landscape= 2% 0.02 0.08 0.15 0.35 Roof 0 ft2 Walks 0 ft2 Drive 0 ft2 Landscape 16,973 ft2 Total 16,973 ft => 0.39 acres CCZ= 0.02 C5= 0.08 C,o= 0.15 -100= 0.35 Basin 2-Yr % Impervious I C 5-Yr C 10-Yr C 100-Yr C Roof= 90% 0.73 0.75 0.77 0.83 Walks= 96% 0.80 0.82 0.84 0.89 Drive= 100% 0.89 0.90 0.92 0.96 Landscape= 2% 0.02 0.08 0.15 0.35 Roof ft2 Walks ft2 Drive ft2 Landscape ft2 Total ft2 => acres % Impervious= C2= C5= Cio= Cloo= m z $ _O Q N q o O w 0LL a 0 Z 0 O Q(.) LL U. z O m _ 0 N U H z u C m z Q m d w a O W O w w O Z Y Q W K J Z y c_ o 0 0 0 0 0 0 0 0 `"' v1 (ff (tN 6 %d ui 6 (A 6 LL 0 Z (A Y mJ 2 W Q C N O v 0 0 OOo ((Oj On N ~ .;. .Y Z Q m m a y O O a0 n N (- N 01 O N N N 0 0 U 5 p N 0 0 0 (0 N O O 0 0 0 0 0 0 0 0 0 w 0. m v v o 0 0 (n 0 co w > LL M M O O O M (0 O w w > qa n0 GO 0 (n o 0 0 (n o v0 F N N M 4 10 N N O O. 2 Z a n LO co 0 0 0 N co 0 (Oo w N J s c m co (o co n v, (o (o (y o .= .- o .- o z z w w O �_ `e �' fV N M LO N N co CC) �... 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O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 U- O u) O N c 1 ITIl O N (h fV 0 IT Z (od) d.0 O O O O O O O O O D O ui O vi O ui O vi O ui O ui O ui O ui O ui U W O ui m � co Lo N (No m 0 M W- 'jj303 JJONna — 0 0 0 0 0 0 0 0 0 0). � N N � M N N CCi (Ov) V38V .. O 0 0 0 0 0 0 0 0 M NOIS30 V3NV 1NIOd NJIS30 Z QQ m 0 0 W LL 0 2 — N co V N FID I-- a0 m O R & R Engineers -Surveyors, Inc. 710 West Colfax Avenue Denver, Colorado 80204 Phone 303.753.6730 • Fax 303.753.6568 Design Point— �� Design Point / L Design Point / Design Point / e R & R Engineers -Surveyors, Inc. 710 West Colfax Avenue Denver, Colorado 80204 Phone 303.753.6730 • Fax 303.753.6568 Design Point /5 \ Design Point / a Design Point / 7 \ Design Point Q= 6.38 %,.uiu %Iul H 0.5 Q= 1.31 L=t]/3.33/H1.5= 5.4 C� Install H 0.5 5.4 Curb Cut L=Cy3.33/H1.5= 1.1 G R & R Engineers -Surveyors, Inc. 710 West Colfax Avenue Denver, Colorado 80204 Phone 303.753.6730 • Fax 303.753.6568 Design Point 9 Design Point 0 Install 1.1 ' Curb Cut FAM R & R Engineers -Surveyors, Inc. 710 West Colfax Avenue Denver, Colorado 80204 Phone 303.753.6730 • Fax 303.753.6568 Volume of a Reservoir Pond #1 V=h/3[A,+A2+(AlA2)1/21 JOB: New Dawn Ft. Collins 1 CONTOUR ELEV. (ft.) 2 AREA (A) 3 Aj+A2 4 (A,*A2)1/2 5 3+4 6 H 7 H/3 8 V 7X5 9 ACCUM. E V 20.0 210 5,641 1,068 6,709 1.00 0.33 2,236 2,236 21.0 5,431 11,874 5,915 17,789 1.00 0.33 5,930 8,166 22.0 6,443 13,657 6,818 20,475 1.00 0.33 6,825 14,991 23.0 7,214 16,624 8,239 24,863 1.00 0.33 8,288 23,279 24.0 9,410 20,583 10,254 30,837 1.00 0.33 110,279 33,558 25.0 11,173 23,045 11,517 34,562 1 1.00 0.33 11,521 45,078 26.0 11,872 COMMENTS MAX VOLUME REQUIRED = VOLUME PROVIDED = 34848 CF 45078 CF .a c 0 a c 0 a1 W 402 Q L m c 0 a w 0 d E 0 0 c 0 c d m 0 c r c (;aa;) uOIJena13 0 LO U) It U) M 0 co PV to 0 n R & R Engineers -Surveyors, Inc. 710 West Colfax Avenue Denver, Colorado 80204 Phone 303.753.6730 • Fax 303.753.6568 Developed Portion Basin (Entire Site) Historic Flow Path (Lh) = ' 487 Meet Historic Average Slope (Sh) Developed Flow Path (La) = 1,40 84� feet Developed Average Slope (Sa- _ 4,t 23i Basin Area =2 49 acres DriveArea=�� 1�04 acres Landscaped Area= 145 = acres Performance Standards PS = 81.6 % Overlot Grade Entire Basin and Install Pavement Pavement: C = 0.01 P = 1.00 8B Bare Soil: C = 1.00 P = 1.00 8B C = 0.59 P = 1.00 EFF = 41.35 % ___> Install silt fence Install Slit Fence C will remain the same = 0.59 P = 1.00'0.50 = 0.50 EFF = 70.67 % __> Add Sediment Trap Add Sediment Trap (Must be Installed as the first step In overlot grading) C will remain the same = 0.59 P = 1.00'0.50'0.50 = 0.25 EFF = 85.34 % ___> No more BMP's needed Engineer's Cost Estimate Spreadsheet for. BMPs Project Name: Rigden Farm Filing No. 13 Date: June 19th, 2008 BMP Installation Initial / Interim Initial / Interim No. BMP ID Unit Unit Cost . Quanti Cost 1 Check Dam CD LF $ 24.00 $ 2 Compost Blanket CB SF $ 0,36 $ 3 Compost Filter Bend CFB LF $ 2.00 $ 4 Concrete Washout Area CWA EA $ 100.00 $ 5 Construction Fence CF LF $ 2.00 $ 6 Construction Markers CM LF $ 0.20 $ 7 Dewatering DW EA $ 600.00 $ 8 Diversion Ditch DD LF $ 1.60 $ 9 Erosion Control Blanket ECB SY $ 5.00 $ 10 Inlet Protection IP EA $ . 20.00 12 $ 240.00 . 11 Reinforced Check Dam RCD LF $ 36.00 $ 12 Reinforced Rock Berm RRB LF $ 9.00 $ 13 RRB for Culvert Protection RRC LF $ 9.00 $ 14 Sediment Basin SB AC $ 1,100.00 $ 15 Sediment Control Log SCL LF $ 2.00 45 $ 90.00 16 Sediment Trap ST EA $ 600.00 $ 17 Seeding & Mulching (Less than 10 Acres) SM AC $ 2,500.00 $ (Greater than 10 Acres) SM AC $ 1.500.00 $ 18 Silt Fence SF _ LF $ 2.00 793 $ 1,586.00 19 Stabilized Staging Area SSA SY $ 2.00 $ 20 Surface Roughening SR AC $ 600.00 $ 21 Temporary Slope Drain TSD LF $ 30.00 $ 22 Temporary Stream Crossing TSC EA $ 1,000.00 $ 23 Terracing TER $ - $ 25 VTC with Wheel Wash WW EA $ 1,500.00 $ 26 Temporary Batch Plant Restoration AC. $ 5,000.00 $ Subtotal Cost of Final BMPs $ 2,916.00 29 Other: 50%contingency $ 1,458.00 1 $ 1,458.00 Total Cost of Final BMPs $ 4,374.00 Table 7 G:\DSIM\HE\SWM\GESC Manual\Appendix G Engineer's Cost Estimate Spreadsheet for Final BMPs 2/22/05 . BASIR I POINT (ACRES) (CIS) (CIS) CIO A 1 0.32 0.30 1.47 0.47 FT ❑ '1. B 2 0.34 0.61 1.98 0.59 ��T C 3 0.23 0.42 1.36 0.59 I j �❑❑ D 4 0.24 p.42 1.41 0.58 D DR ®® E 5 0.13 0.21 O.R 0.56 F I 6 0.33 0.67 2.05 0.82 c ] 0.24 1.03 2.28 0.95 MISTING CONC. ACCESS W OTHERS H 6 0.26 DAY 1.45 0.55 I1. ' 4.0' 6.0' S.0'--I 9 D.39 ON 1.3fi 0.35 "_EXISTING GRADE ki RET/JNING ACKED BLOCK WAILS WALL \ L.E6EMD 0 Ai POND SUMMARY _ IL _- PROPERTY LINE Y 2.0' WNCRETE VIOLENCEREQUIRED o60.WT6 . NEW CONTOUR ORAII AGE PAN VICINITY MAP 2'OK 'a VIOLENCE PROVIDED 1 ACREPE.---SM1--- NEWSEXISTINEC01rt0ua SCALE: 1• = 500' _ x[w NGSE N100 4tlb'16 -5s- EXISTING SEWER TYPIC POND D TAIL U TIA ZING 4mw1 �- NEW WATER - - - w - - - EXISTING WATER N.T.S. ® NEW STORM -----A- EXISTING SUGAR NEW CURB '- ry FLOW urvE XIST-SEVER - - - - '- EASEMENTS - LI NE PAN/LIPII_-- _\ IF APPLICABLE) IS RRE O 0..0 MO UTILITY EASEMEM fxlSnxE FIRE xOO NAT -----♦-- --r- BIXIWUIAGEASEMENNEW S10M usrvNOLENOLIMON DRIVE ® ® 72' ' RIGHT-OF-WAY I o C = /I/ j HpT - - ® EXISTING DOOR MANHOLE _ _ _ _ _C _ _ _ I 9UDI.0' PROPOSED o - - F I-\ ` w \ / \ \ _ - /� / O NOT USEDON NEW STORM INLET w -_ - I w-8-w- - _d (y�y'fe� s yh°j \ \\ / / • �T NDT usED EXsrvc soxu INLET• �� / p \ ` \� \ \ \\ \ 49'A \ / IMFD - NEW DOWN SPOUT _ _ _ _ 4 I \\ \ / / / / © vAREB IrROPOSED 0R mw EASEMENT r 69 pp - - B^ �� \\ e929 / / // ---.. NEW uos GRATE PROMISED EMERGENCY ACCESS AND • \`\ EXISTING XOB CRATE • W \`\ \ J ' / FASEN6PR - O$ NEW SEWER MANHOLE' 6 •j'A2 • ^ -WA • r�� \ / / �5 EXISTING SEINER WI NEW CLEAN OUT \ b`�IJ /\,/ A EXISTING CLEA4 OUT• 49]a - 0.25 ORES ✓ 'OASrA1L \ \ T \\ \ \ / / IIII °}Vo-a } 9 l +I 4 W c o • R 11' PoSEOC JJ •' � 4934 / / 1 0.3 1.36 F \\ yg. \ iII'✓ & o l it a L3 II I 3 u7 % I III t s I III EX Si1MH� A SEWER I I It r Ot I \N W EYE mi \ 1111 II Kp/ I II I� XE II BIT I I I ++ I�A THERN MTV a9J k932 r'. O.SS ACRES TPA 1� 4931 i°4' - '-�i �i o.ez zos \ F.F. 932.)2 A o.34 ACRES F.G. O,FOUN ATION=4931.62 �q ` D V \ B WING 2 / i 0.32 ACREB 0.58 1.98 1 B.SN SO.R. \ / 'Rbb 0.9 1.4) /� / 1 os61.4t 'yy F FF�..79 :9328E gy'F.G.GO FOUNDATION=(`4�928..G2S9 a5 F.C. 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