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HomeMy WebLinkAboutDrainage Reports - 08/14/2001p CQ�LE0ML Era! RePOrt, AUG 1 2001 .. ....... . FINAL DRAINAGE & EROSION CONTROL STUDY FOR NEW BELGIUM BREWERY PROCESS WATER FACILITY 1 1 1 1 1 1 1 FINAL DRAINAGE & EROSION CONTROL STUDY FOR NEW BELGIUM BREWERY PROCESS WATER FACILITY Prepared for: The Neenan Company 2290 E. Prospect Road Fort Collins, CO 80522 Prepared by: North Star Design, Inc. 700 Automation Drive, Unit I Windsor, Colorado 80550 (970)686-6939 July 30, 2001 Job Number 110-07 North Star `, design, inc. July 30, 2001 ' Basil Hamdan City of Fort Collins Stormwater ' 700 Wood Street Fort Collins, CO 80522-0580 RE: Final Drainage & Erosion Control Study for New Belgium Brewery Process Water Facility ' Dear Basil, I am pleased to submit for your review and approval, Final Drainage & Erosion Control Study for New Belgium Brewery Process Water Facility. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. ' Sincerel Patricia ' Presider 1 ii 700 Automation Drive, Unit I Windsor, Colorado 80550 970-686-6939 Phone • 970-686-1188 Fax TABLE OF CONTENTS ' TABLE OF CONTENTS............................................................................................................... 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location and Description of Property......................................................................1 1.2 Purpose of Report ....................................................................................................I ' 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description..........................................................................................I 2.2 Sub -Basin Description.............................................................................................2 1 11 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations..............................................................................................................2 3.2 Development Criteria Reference and Constraints....................................................2 3.3 Hydrologic Criteria..................................................................................................2 3.4 Hydraulic Criteria....................................................................................................3 4. DRAINAGE FACILITY DESIGN 4.1 General Concept......................................................................................................3 4.2 Specific Flow Routing.............................................................................................3 4.3 Drainage Summary ...................................................................................................4 5. EROSION CONTROL & WATER QUALITY 5.1 General Concept.......................................................................................................4 5.2 Specific Details........................................................................................................5 6. CONCLUSIONS 6.1 Compliance with Standards..........................:.........................................................5 6.2 Drainage Concept ........................ :............................................................................ 6 7. REFERENCES....................................................................................................................7 iii rn L [1 2.2 Sub -basin Description The ODP area was divided into two basins and were delineated in the ODP drainage report as the West Basin and East Basin. The West Basin included the area that is ' currently developed and contains the existing New Belgium Brewery as well as a portion of the undeveloped area. The East Basin included the remaining ODP area and is entirely ' undeveloped. The process water facility is located entirely within the East Basin. 3. DRAINAGE DESIGN CRITERIA ' 3.1 Regulations This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage ' Design Criteria Manual' specifications. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), 1984, developed by the Denver 1 Regional Council of Governments, has been used. 3.2 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to previous calculations completed ' with the Overall Development Plan for the New Belgium Brewery by North Star Design dated February 20, 2001. Detention for this site is provided on site as required in the ' above -mentioned report. ' This site is within the 500 year flood plain based on the FEMA maps, panel # 0801020004C dated March 18, 1996. The approximate elevation of the 500 year floodplain at this site is 4953. Part of the site development will include chemical storage which will be required to be above the 500 year floodplain elevation. This is being accomplished by importing fill into the site and setting the lowest finished floor elevation for the building that contains the storage tanks at or above the 4953 elevation. Per Chapter 10 of the City of Fort Collins code, no new critical facilities (which includes chemical storage facilities) are allowed within the 500 year floodplain. However, the site have been filled above the 500 year flood elevation in order to remove the site from the ' 500 year flood plain. The elevation of the berms surrounding the water treatment ponds is a minimum of 4960 and is higher in some locations. This will prevent overtopping of the treatment ponds in a 500 year storm event. 2 ' 3.3 Hydrologic Criteria Runoff computations were prepared for the 10-year minor and 100-year major storm ' frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub - basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub - basins and Design Points associated with this site. ' 3.4 Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in Appendix C of this report. 4. DRAINAGE FACILITY DESIGN ' 4.1 General Concept ' In general, the drainage design of the process water facility site will be required to conform to the previously completed Overall Development Plan drainage study that Lgoverns the drainage design of this site. The drainage design will be designed to accommodate the Rainfall Intensity -Duration -Frequency curve data adopted by the City ' of Fort Collins on March 26, 1999. This project will also provide retention ponds in order to minimize the runoff to the existing storm system at the intersection of Buckingham and Vine. The Treatment Facility will have minor impacts on the amount of runoff from the site. ' The roadways will all be gravel, recycled asphalt or a material with similar low imperviousness. The remainder of the site will be landscaped or will contain the ' treatment ponds. The only paved area is north of the maintenance building and runoff from this area will be directed into a retention pond. A retention pond is also provided at ' the south end of the site. It is proposed to allow the remaining area to continue to drain as it has historically done because the increase in the amount of runoff is very minor. 1 3 L 4.2 Specific Flow Routing ' A summary of the drainage patterns within each basin is provided in the following paragraphs. Subbasin 1 contains the north portion of the site including the access road and a large ' portion of landscaped area. Runoff from this basin will be collected in a ditch along the south side of the access road and be conveyed east to Retention Pond 1. ' Subbasin lA contains a small portion of the site including the maintenance building, the chemical storage building and the concrete parking area north of these buildings. The minimum elevation of the chemical storage tanks is 4953. Runoff from this basin will flow north to a trench drain and be conveyed in a 12" PVC to the proposed Retention ' Pond 1. The storm runoff will be contained in the paved area by mounding the concrete at the north end of the pavement. In the event of a chemical spill the paved area and the mounded concrete will contain the maximum anticipated volume of a chemical truck. A valve system will be installed on the outfall pipe that will be manually activated in the event of a chemical spill. Subbasin 2 contains the center portion of the site including west side of the treatment ' plant berm, the western access road and a large portion of landscaped area. Runoff from this basin will be collected in a ditch along the west side of the treatment plant and be ' conveyed south to Retention Pond 2. Subbasin 3 contains the western portion of the site including the west portion of the access road and a large portion of landscaped or undisturbed area. Runoff from this basin will be collected in a swale (that will have a concrete pan in the future) and be conveyed south to the existing detention pond. ' Subbasin 4 contains a portion of the treatment facility that will not drain out of the treatment plant area. Runoff from this basin will be collected in the treatment ponds ' which will act as retention facilities for the storm water. This water will eventually be reused in the brewery process as cooling water or be discharged into the sanitary sewer. Subbasin 5 contains the majority of the eastern portion of the site including a large area of the site that will remain without disturbance. It is not proposed to detain the runoff ' 4 -1 from this basin because a majority of the basin will be landscaped or will remain ' undeveloped as it currently exists. The amount of runoff from this basin increases only slightly over the historic runoff from this basin. 4.3 Drainage Summary ' Retention ponds are being provided for this site in order to minimize the amount of flow leaving this site and impacting the drainage facilities at the intersection of Buckingham and Vine. The only runoff from this site is from Basin 5 which will be largely undisturbed and the total amount of runoff from this site will actually decrease from the historic runoff amount. In the future, when downstream improvements are made to the ' storm drain system, the retention ponds may be converted to detention facilities with release pipes. The drainage facilities located on this site will be maintained by the owners of the site. ' 5. EROSION CONTROL & WATER QUALITY ' 5.1 General Concept ' This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort Collins Zone Maps. The potential exists for silt movement from the site and into the existing storm system during construction. Potential also exists for tracking of mud onto existing streets which could then wash into existing storm systems. Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites and related calculations in Appendix D, the erosion control performance standard for the subject site is 74.8%. The erosion control plan gives a performance standard of 78.3%. The proposed plan meets the performance standard and utilizes Best Management Practices to limit the amount of sediment that will leave the site. The plan is adequate to meet the intended purpose of erosion control. Refer to the calculations provided in Appendix D for specific details. Permanent water quality on the site will be incorporated into the two proposed retention ponds. Since the ponds will not have a release, the runoff from the site will collect in the ponds and allow sediment and contaminants to settle out of the water. In the future, when the retention ponds are converted to detention ponds, the ponds shall be sized with 5 additional volume for water quality extended detention and a water quality outlet ' structure will be installed. 5.2 Specific Details To limit the amount of silt leaving the site, several erosion control measures shall be ' implemented during construction. Silt fence shall be placed around the area that will be disturbed and a vehicle tracking pad shall be installed at the entrance off Buckingham ' Street to control the mud being tracked onto the existing pavement. During overlot grading, disturbed areas are to be kept in a roughened condition and watered to reduce wind erosion. 6. CONCLUSIONS 6.1 Compliance with Standards ' All computations that have been completed within this report are in compliance with the ' Overall Drainage Concept for the Overall Development Plan for New Belgium Brewery, the City of Fort Collins Erosion Control Reference Manual for Construction Sites and the Storm Drainage Design Criteria Manual. The site is within the 500 year floodplain and per Chapter 10 of the City of Fort Collins code, no new critical facilities (which includes chemical storage facilities) are allowed within the 500 year floodplain. However, the site have been filled above the 500 year flood elevation in order to remove the site from the 500 year flood plain. ' 6.2 Drainage Concept ' The proposed drainage concepts presented in this report and on the construction plans adequately provide for the transmission of developed on -site runoff to the proposed ' detention pond or to the east following the historic drainage pattern. The onsite drainage facilities (trench drain, pipes) will provide for the 10- year and the 100- year developed ' flows from Basins 1, lA and 2 to reach the proposed retention facilities. ' If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit would be required. ' 6 7 L r- IJ 1 1 1 77 I�I APPENDIX A VICINITY MAP A 1 1 1 1 1 S Moso St COLLEGE AVENUE IN n A. \ (D Oil I\ h S oSf� oa Sf 7 V < \\ \ z \ First St V/ C. _^m o Second ° St ` , G Third St m r 07 5' c m CD C Q C o D (D 3 ° O N n O � io z 0 O 7 � LEMAY AVE. `D 7 T nth St o -• —_ 1 O ^N O N N "' 8� r o Cl 1S H16 . 0961, -, 3AV AVW l 0660 l d r W • I`il Z W LB 0Q: al \. , ' N ..�It Q \ 3 \\\ H \ Zb66 � \ \� W tasb \ S66 `♦ to biL? 1, m U> - :� H!J .ate � �-'�.•''`% l •� ,rh .rT I � OJ Q ibsb H1 y 'j N pQ. .I' �♦ " I j ON6J3S aIS 03� C9J ` k \ � fly �sald u ¢u \ U1 p o\Z W iu yc¢i y \ I 2 fp �o}y Q CD �j 9Eb //\/\ :\' LA)l v v �.. ` \ Q 6 z > L) Z f e _ bg4 � . c r \ I 0 f a or 10 APPENDIX B ' HYDROLOGIC COMPUTATIONS I= I 0 1 7- L I I I I I � o . � 7� $@ m� §Z a§ 4)§ 0 z§ LL I I] I k k d / 0 \ / \ ( C } k ) .2 E k §�a\ ��o )/ER )/0 )) & = oGA k JC 2£a 2\$ ]$c ou §=.. §JE \ }\( (k( jCLu= afn0� 2. 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N o = c W 1- r 0 o a Q U U 11 C7 X O C 3 1J I 1 L APPENDIX C HYDRAULIC AND DETENTION CALCULATIONS C Pipe from Trench Drain to Pond Worksheet for Circular Channel ' Project Description Project File e:\haestad\fmw\nbb—ww.fm2 Worksheet pipe from trench drain Flow Element Circular Channel ' Method Manning's Formula Solve For Channel Depth 1 Input Data Mannings Coefficient 0.013 ' Channel Slope 0.50 % Diameter 12.00 in ' Discharge 2.06 cfs Results Depth 0.69 ft Flow Area 0.58 ft' Wetted Perimeter 1.96 ft ' Top Width 0.93 ft Critical Depth 0.61 ft Percent Full 68.76 Critical Slope 0.006945 ft/ft Velocity 3.58 ft/s Velocity Head 0.20 ft ' Specific Energy 0.89 ft Froude Number 0.80 Maximum Discharge 2.71 cfs ' Full Flow Capacity 2.52 cfs Full Flow Slope 0.003343 ft/ft Flow is subcritical. 1 1 1 '05/16/01 FlowMaster v5.15 06:59:10 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 II 1 1 ---------------------------------------- DETENTION POND SIZING BY FAA METHOD Developed by Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado PROJECT TITLE: Retention Pond 1 **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 BASIN AREA (acre)= 4.41 RUNOFF COEF' = 0.38 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY (IN/HR) -DURATION (MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.9 7.7 5.6 4.5 3.8 3.2 2.8 2.4 2.1 1.8 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 0 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE = 0 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE ----------------------------------------------------- INCH/HR ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 9.95 0.12 0.00 0.12 10.00 7.72 0.18 0.00 0.18 15.00 6.66 0.23 0.00 0.23 20.00 5.60 0.26 0.00 0.26 25.00 5.06 0.29 0.00 0.29 30.00 4.52 0.32 0.00 0.32 35.00 4.14 0.34 0.00 0.34 40.00 3.75 0.35 0.00 0.35 45.00 3.47 0.36 0.00 0.36 50.00 3.20 0.37 0.00 0.37 55.00 3.01 0.39 0.00 0.39 60.00 2.82 0.39 0.00 0.39 65.00 2.71 0.41 0.00 0.41 70.00 2.60 0.42 0.00 0.42 75.00 2.49 0.43 0.00 0.43 80.00 2.38 0.44 0.00 0.44 85.00 2.30 0.45 0.00 0.45 90.00 2.22 0.46 0.00 0.46 95.00 2.13 0.47 0.00 0.47 100.00 2.05 0.48 0.00 0.48 105.00 1.99 0.49 0.00 0.49 1 ' 110.00 1.93 0.50 0.00 0.50 115.00 1.88 0.50 0.00 0.50 ' 120.00 125.00 1.82 1.72 0.51 0.50 0.00 0.00 0.51 0.50 130.00 1.61 0.49 0.00 0.49 135.00 1.51 0.47 0.00 0.47 140.00 1.40 0.46 0.00 0.46 1 145.00 1.30 0.44 0.00 0.44 150.00 1.19 0.42 0.00 0.42 ----------------------------------------------------- THE REQUIRED POND SIZE _ .508326 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 120 MINUTES 11 [1 1 NEW BELGUIM BREWERY Retention Pond 1 - Stage/Storage LOCATION: New Belguim Brewery Wastewater Treatment Pond PROJECT NO: 110-07 COMPUTATIONS BY: ppk SUBMITTED BY: NORTH STAR DESIGN DATE: 7/30/01 V = 1/3 d (A + B + sgrt(A'B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour 100-yr WSEL- Stage (ft) Surface Area (ft) Incremental Storage (ac-ft) Total Storage (ac-ft) 44 0 45 12015 0.09 0.09 46 14508 0.30 0.40 47.0 17174 0.36 0.76 47.54 24798 0.26 1.02 48.0 31293 0.55 1.31 48.5 44518 0.75 1.77 Total required detention = 0.510 Ac. Ft. Total required retention = 1.020 Ac. Ft. Total required detention = 22216 Cu. Ft. Total required retention = 44431 Cu. Ft. ww detention.xis DETENTION POND SIZING BY FAA METHOD Developed by ' Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado PROJECT TITLE: Retention Pond 2 **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 2.00 BASIN AREA (acre)= 5.05 ' RUNOFF COEF = 0.29 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY (IN/HR) -DURATION (MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 ' INTENSITY 9.9 7.7 5.6 4.5 3.8 3.2 2.8 2.4 2.1 1.8 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: ' MAXIMUM ALLOWABLE RELEASE RATE = 0 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE = 0 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ----------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ----------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 9.95 0.10 0.00 0.10 10.00 7.72 0.16 0.00 0.16 15.00 6.66 0.20 0.00 0.20 ' 20.00 5.60 0.23 0.00 0.23 25.00 5.06 0.26 0.00 0.26 30.00 4.52 0.28 0.00 0.28 ' 35.00 4.14 0.29 0.00 0.29 40.00 3.75 0.31 0.00 0.31 45.00 3.47 0.32 0.00 0.32 50.00 3.20 0.33 0.00 0.33 ' 55.00 3.01 0.34 0.00 0.34 60.00 2.82 0.34 0.00 0.34 65.00 2.71 0.36 0.00 0.36 ' 70.00 2.60 0.37 0.00 0.37 75.00 2.49 0.38 0.00 0.38 80.00 2.38 0.39 0.00 0.39 85.00 2.30 0.40 90.00 2.22 0.41 0.00 0.00 0.40 0.41 95.00 2.13 0.41 0.00 0.41 100.00 2.05 0.42 0.00 0.42 ' 105.00 1.99 0.43 0.00 0.43 11 110.00 1.93 0.43 0.00 0.43 115.00 1.88 0.44 0.00 0.44 120.00 1.82 0.44 0.00 0.44 125.00 1.72 0.44 0.00 0.44 130.00 1.61 0.43 0.00 0.43 135.00 1.51 0.41 0.00 0.41 140.00 1.40 0.40 0.00 0.40 145.00 1.30 0.38 0.00 0.38 150.00 1.19 0.36 0.00 0.36 ------------------ THE REQUIRED POND SIZE _ .4442317 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 120 MINUTES NEW BELGUIM BREWERY Retention Pond 2 - Stage/Storage LOCATION: New Belguim Brewery Wastewater Treatment Pond PROJECT NO: 110-07 COMPUTATIONS BY: ppk SUBMITTED BY: NORTH STAR DESIGN DATE: 7/30/01 V = 1/3 d (A + B + sgrt(A`B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour 100-yr WSEL- Stage (ft) Surface Area (ft`) Incremental Storage (ac-ft) Total Storage (ac-ft) 45 0 46 5292 0.04 0.04 47 11422 0.19 0.23 48.0 20746 0.36 0.59 48.50 28812 0.28 0.88 49.0 36878 0.65 1.24 49.5 45990 0.85 1.73 Total required detention = Total required retention = Total required detention = Total required retention = 0.44 Ac. Ft. 0.88 Ac. Ft. 19166 Cu. Ft. 38333 Cu. Ft. ww detention.xls NEW BELGUIM BREWERY Emergency Overflow Spillway Sizing LOCATION: New Belguim Brewery Wastewater Treatment Pond PROJECT NO: 110-07 COMPUTATIONS BY: PPK SUBMITTED BY: North Star Design DATE: 7/30/01 Equation for flow over weir top of berth Q = CLH32 Li spill elevation where C = weir coefficient = 3.1 _� H = overflow height L = length of the weir 0 100 yr WSEL Spillway will be designed with max 0.5 ft flow depth, H = 0.5 ft Size the spillway assuming that the pond outlet is completely clogged. Pond 1 Q (100) = 11.5 cfs Spill elev = 4948.00 ft Min top of berm elev.= 4948.50 Weir length required: L= 10 ft Use L = 10 ft v = 1.59 ft/s Pond 2 Q (100) = 9.8 cfs Spill elev = 4949.00 ft Min top of berm elev.= 4949.50 Weir length required: L= 9 ft Use L = 10 ft v = 4.90 ft/s 100 yr WSEL = 4947.54 ft 100 yr WSEL = 4948.50 ft ww detentionAs I I I F- L APPENDIX D EROSION CONTROL CALCULATIONS Lol ) < 3 E \ .. [/ z= S E - � d § \�\}�{ \ ) ■ z a- / � § !E � =�2/m2 � & � § .0 ■- - - � * § §§ @@@W!! Ak S kk0000 )t � 2 « §§ )} w� >� ]§ §e au \j) /)0 &«� \\� 2�\ (\( 0 to ƒ "§ J§2 0 \ 00 k7 e0 ±EQ �a\�� Qg± G / G . ) /j))$ G?@ k)\�© 222 �)7 ) §! 4j«3g 17] ' North Star Design, Inc 700 Automation Drive, Unit I Windsor, CO 80550 1 I 11 1 1 1 11 .1 EFFECTIVENESS CALCULATIONS PROJECT: NEW BELGIUM BREWERY WATER TREATMENT FACILITY STANDARD FORM B COMPLETED BY: PPK DATE: 01-Jul-01 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT SEDIMENT TRAPBASIN 1.00 0.50 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKS 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A STRAW BARRIERS 1.00 0.80 EFF=(I-C•P)•100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) 1 4.1 SED BASIN 4.10 Ac. ROUGHENED GR. 0.00 Ac. SILT FENCE 0.00 Ac. NET C-FACTOR 1.00 NET P-FACTOR 0.50 EFF = (1-C*P)• 100 = 50.0% IA 0.3 SED BASIN 0.30 Ac. ROUGHENED GR. 0.00 Ac. STRAW BARRIERS 0.00 Ac. NET C-FACTOR 1.00 NET P-FACTOR 0.50 EFF = (I-C-P)• 100 = 50.001. 2 5.1 SED BASIN 4.90 Ac. SILT FENCE 0.20 Ac. STRAW BARRIERS 0.00 Ac. NET C-FACTOR 0.05 NET P-FACTOR 0.98 EFF =(I-C•P)•100= 95.2% 3 9.5 SED BASIN 8.00 Ac. SILT FENCE 1.50 Ac. STRAW BARRIERS 0.00 Ac. NET C-FACTOR 0.17 NET P-FACTOR 0.92 EFF = (1-C•P)• 100 = 84.7% 4 0.8 SED BASIN 0.80 Ac. ROUGHENED GR. 0.00 Ac. STRAW BARRIERS 0.00 Ac. NET C-FACTOR I.00 NET P-FACTOR 0.50 EFF - (1-C'P)-100 = 50.00/. 5 26.5 ESTAB GRASS 22.00 Ac. SILT FENCE 4.50 Ac. STRAW BARRIERS 0.00 Ac. NET C-FACTOR 0.24 NET P-FACTOR 0.92 EFF - (1-C'P)• 100 = 78.4% TOTAL AREA = 46.30 ac ' TOTAL EFF = 78.3% _ (94.0%•29.77 ac. + .. +99.6%•0.40 ac)/36.97 ac REQUIRED PS= 74.8% Since 78.3% > 74.8%, the proposed plan MEETS standard. Erosion_calcs.xls 1 1 1 1 1 cons-seq CONSTRUCTION SEQUENCE STANDARD FORM C PROJECT: NEW BELGIUM BREWERY WATER TREATMENT FACILITY SEQUENCE FOR 2001 ONLY COMPLETED BY: PPK DATE: 01-Jul-01 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. MONTH 2001 2002 F M A M J J A S O N D J Demolition Grading Wind Erosion Control: Soil Roughing Perimeter Barrier 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 N ett i ng s/Mats/B I an kets Other BUILDING CONSTRUCTION STRUCTURES: INSTALLED BY: CONTRACTOR MAINTAINED BY: DEVELOPER VEGETATION/MULCHING CONTRACTOR: TO BE DETERMINED BY BID DATE SUBMITTED: APPROVED BY CITY OF FORT COLLINS ON: Page 1 I L H n 0 1 n 1 EROSION CONTROL COST ESTIMATE Project: NEW BELGIUM BREWERY WATER TREATMENT FACILITY Prepared by: PPK ITEM IQUANTITY JUNIT COST/UNIT ITOTAL COST Silt Fence 2305 LF $3 $6,915 Straw Bale Barrier 1 EA $150 $150 Gravel Inlet Filter 0 EA $150 $0 Construction Entrance 1 EA $550 $550 Subtotal Contingency (50%) Total $7,615 $3,808 $11,423 CITY RESEEDING COST Reseed/Mulch 10.1 JACRE 1 $615 $6,212 Subtotal Contingency (50%) Total $6,212 $3,106 $9,317 EROSION CONTROL ESCROW AMOUNT $11,423 Page 1 I APPENDIX E FIGURES AND TABLES I I J I I No Text 7Y I V� 1 v ALO r� t LW iM�MIM A� 1 I --------------- �QI I N0.2 If I ( I II I 1. I � 1 1 1 I I ! I '_CCATION FOR ON —SITE LAGOON b I I TREATMENT - SYSTEM r a>• NCI II S FIGURE I: SITE NEW BE!-GIUM ON -SITE LAGOON 500 UNOEN STF FORT CO,LINS. COl A Mry. OAR AT WENT SYSTEM 0 VMPW H1. I�MlAr OAR lrerracn 301 N. "owu srli T Font CoL.**. Cowa►pq SC321 AR Afyo"d ly' AR !I* Nom 501afIGl $ /25i01 no. , Z 2n tY7��:a G n2 Le!V `.D2gC t?7 GL6 !OAV 3�a 9dnici3a ':}_ :A3 14aS. i 1 1 1 1 1 1 1 1 1 1 1 1 I LOG OF BORING NO. I Page 1 of I C',AEVT I kRC;IrrECT.,EN0I14EkR New Belgium Brewing Company I SIT` notch of Buckinttharn Street PAOtECT Pnrt Collins, Colorado _ T_n oon Treatment ncilitie5 SgMPLES _ 'c'STS pm i I LL >. Cr r : 2T I U DCSCP. LPT GtJ ! Y ! ; i Q�Z.IN 2t� j z hir i a M 4CJ I I C! L21 i;a l j a Cy� i My.. a ' IN to Ld I U 0. U I �Q TLL.: UfkLL' O¢�' Approx. Surface Elre.!.4950.5ft. I �i' j r z a-J �U <M-►+ Mac oRIzNaN ?6: FI ' ITERIAL _1 Sand, Lcan C12- with Gravel CL i l SS i 12"i 7 i i Y Brown, black, awi.st. m_dium stiff 3.0 4947.5 4 ; 11611570 46 2' 4.0 SAN^Y I FAN C L A� '1BrowL, rust, nx:izt, calcaronus, _ 4946.5 -:SW CL; 21STI 3 12'I j SS! 12" r _. �ntedi= stiff L.} P! L 'GRADE".. ';AND with SILT_ I l I ! I - .. 1 Gray, tan. btcwn. taoist to m'v% ! { -; :`tom'?u[u ;lciLSe ie e'ene 4 ' SS' NR ab I i Ii I 15 5 SS 12" 50 ' 7 1 ~i NV;NP!4 Ot i I i I i 6 SS : NR _ - - 34 i 21.0 24.3 WEATHERED SAND3TONRMLjS1'Oh'E�_ ;Blue, gray, wist, moderately tatd S NDST )Nf-'Si .TST()NE 4929.5 3929.0 492tS.2 �—1 I j I j j I I i I I )UlV.J T— 36,120;48 s; 31ue, gray, moist• moderatcl iwrd f I %o hard j BOTTOM. OF BORING I � I THE Sr0tiitCAriON LINES RVRESENT !ME APPROM MT! M40ARY LINES SETuEM SOIL AND ROCY. TYPES: :N•SI-U, TWE MANSMON MAY BE ORAO'JAL. WATER LEVELf.)BSERVAriCNS Irerracon NUUNGS-ARTS 1-30-91 BOR12NOCOMPL. ED 1-30.01 ut ;6 7.0' 4D 7,0' n3 RIGCME_ PORE Sn` N1TZ NFL vPater Level Chocked on 2•7-01 APPROVED j1UB 4 20015019 L.t a6ed a,. �.Eg a •�S�'�.•8 :%�i.. � tV •7.50 lZz CL8 •£N:M3Fi8 ?tf'1C1=8 rv�314 :A£ :•a'S 11 n [1 [J .1 I LOG OF BORING NO. 2 Pace I of I CLIFNT ARCHITECT: E-NGINEER Feu Bet; um Brewing Company SrrE Forth of Buckingham Street PROJECT Fort CoWwi. Colorado � Lagoon Treatmen 'acilities i SAMPLES TESTS J r- m ZLL N W I I I I C ; zz HF-n C Cn W, a 3 O W =w, au H'7 > a i kpprox. SurfareElev.: 4949.3 ft. f vai� I y JS:r FILL VATERIc-_ T Sandy Lean Clay wuh Gravt! 4CL! t SS 12'I '_'_ 0 — I Rust. bro• ti. b•xac.:voisl, Dery ' stiff 4945.8 17 1 8! ^� ! SS 12,; I ld r i CLi 2IST :AYDY LEAN' ClY• '1 ! ! ' Bmwr. n:st. axist. ealc n:; s .i;f r4942.3 t RAQCrCi GRAVF.I, with t 4 SILT and SAND -jGW • SS 12"' 4- i i 1 YVtNP/7 '! Gray. tali. t nwra. moist ,o wet. ^ detl_�a 10 l � � i I 15A _ 4934.3 lS 5 SS 1^"; 50 i BOTTOM OFBORI G 1 i i I Tht STRATI%ICAT:OM LINES REPREScti' T 1E APPROXIMATE BOUNDARY LINES RETWEN SOIL AND ROCK TYPES: lu•S"U, 'ME TRANSITION MAY It GRADUAL. WATER LEVEL 09S?RVAT:0N5 1rerracon 1-30-01 AI• I� 7.0' Au CompD 1-30-01 AA:TROVED WL I FOREMAN MTZ L\vLI Water Level Checked on 2.7-01 R Ion M 20015013 a6e 3 -A t A L%. d •r1'CLO:B ., S., e;77 •4dS0 IZ7 GL6 •ENin13li9 Vtf'Iv138 h3N :A6 1J89 I I I I I I H I I I I I I I I I I LOG OF BORING NO. 3 Page 1 of I c L'E i ..\PCWrTT-.CT.' ENCI.14EER Ncx Ug;.um 3ro%Ong Co!Lqw�!._j 5 rrE North of BaWngharr Strm Fort collins,.Co'o"do Lagoon Trcatrnen4aciiitii�s SAMPI.ES TESTS nESCRIPTI:N �k: Z LL IIIU9 w Lu , I i r L, U 9 Lij = uj cr CL P.- fMC Li 5 Q. LU -1 L L3 Approx. SurFate Eic%-.: 494S.0 fr.. cz -i a X S OIL 0.5 TOP ML ISS —�7 1 1z A DY %,,L T ! I IN COMP. Ru5t. dark bruw)i, moil-. it;ff SALVPLE 3.0 2 ri S T SLLDLS_ ND W;L1,.L,2.Ay;j; S?vI 3 GT.'Iy, tart, brown. mnir, :o ve(. I SS nudism dell-t to dense 12- 47 1 41SSI 1 '4 X4.8 4923.2 r 5 SS 1 l0-150/0.8 JU3 BOT701M OF BOWN0 IMF STRA'IF!CA!!CN LIKES REPRESENT APPROXTKATE 401NcAV LINES JETNE-M SOIL ANO ROCK TYPES: 14-Si-U, 741 !4AWTION MA! 9F GRADJAL. WATER LEvEL OFISrRVATT014S I rerracan BORING STAR 1 .30-01 WL j'j 5.0- Lon 1 6.!- AR D0PJKG -.0AMPI, I:D 1-30-01 IUS MTZ VL I Water Level Checked or, APPROvED R G k, � 0 0 L 6 m10139 !A=-N 'Aj ]Leg 1 1 1 1 LOG OF BORING NO. 4 p2ge 1 of I ct rr•.` r ARClir ECT ENGIt Fat f New EielRi,.tm Brewing Compar.. ;t <ITE _ North V Buckitlpham Srr**t PRCIEC t' F,in Collins. G;lorado Lagoon Treatments acilitles �- SAi1P_ES TESTS { r -I- C3 ����L,,,JJJJJ DESC=I^T•2]N J j N i W Yl`L z M G G I I W ( (, �t,I i L U I I tj I NILv Approx, Surface j ca �' I � Z(A .- ` CL)U Ns ! as 04. 2d:,� 6" TOPSOIL 4949^4-,.9 j sc I I Ss 12°; 14 I j cobrr. x' cI AY Y SANT) Rust, dark I:rcwn. calcareous, go45.9 x )AMPLE —i i I i 0'•2.5' moist, medium dmic SP 2 ST j I2" 1 j 36i 18'41 $jLT ,nd GRAYEL 3 ! Ss i 12"' 35 Gray. tan. mw:l. nl)isl 10 wet, _ - 5 j ry j M diusn denm se :o deo i{ j 10 i .y i I I � I I 14.6 4933.8 I 8c j _ BOT-TOM OF BORF% ff i I 1 I 1 I � i, THE STRATIFI:AT!ON L:NES RVA55EN' THE APPaCX14VE BOUNDARY LINES t BET.IEEN SO:L AND ROCK rYPE9: !N•SITU. THE TRANSITION MAY BE GRADUAL. W.kTER LEVEL C•1LSE.RVA7lL)NS rerraconRIG Boltmu sr"iR 1-30-01_. DORLVGC:.M?i' D 1'30-01 WL !Si 5.0' = e.0'AI WL CN(E_ FlllLblAn M11TZ A?PRr_VED R 108 20015018 R`L Wnter Level Chccked on 3-'-01 3 �C S. r •4Z50 lZ� GL6 •ON:hl388 Nf i0l=9 AA3N :Ac 1.IaS LOG OF BORING No. 5 Page I (if I ARCIIrlTCT; ENGINEER New Rei'um ip- .!!��atc srrE North of Buckingham Strm PRCIECT Fort Collins, Colorado Lagoon Treatment f2cilities SAMPLES TESTS j W I-4ZW b-u CC ru b- ul Q ZZ W 0 1 C)w 0! Uj LU 4947.3 ft. 0 Cn CL I DOC-; .JQ.X Approx. Surface Elm: 0.S 6' TOPSOIL 4946.8 CL I?"I IS 11 SANDY 1-r- ANN CLAY Rust,dark bro,vii, cxLvtrtou�. '41 Moist. Siff 2 ST, 4*0 1' 37 ss S;Lr%' SANLLY; RAVU Gray'taii. tirown. moist I..) we-, 11it-dium dc;tse dt!mv: 41ST 5 ISS NR -10 F. 10— A, r(im rL I eel t4, 12'1 45 (1 8 ss � i 21j) 4926.3 � I ;. WRAnMRED 22.5 4924.8 8AN1)STQNE!eiLT9TQ,N-r, I 't,Biue, gray. nioi%t. modetimly hard 11 — 44-1 @A 0 4' -41 36,120i48 iPlue, gray. moist, m,K1er;kie1-j Gard to card BOTTOM OF 30RING THI STRATIFICATION LINES REPrESENT TS1 ADDROX'MA"I OCUNOARY 'ANIS 6174EEN SOIL AND ROE: IYPES: N 511"J, THE TRANSITION MAY BE AADUAL. WA'r;:.R UNEL 3458RVA 1.30-01 BORDG roMPL 1.30-01 w 4.51 —X'.0: A REG CNIM- FOLENIA71 MTZ %Pm0VF.l) MR !Jilb 20015018 WL 1\11 Ir err aeon L Water Level Chtd%ed on 2 '-01 !C4-M3l:!'E ANOIE9 M314 :AE 1:-A2S L 0� 1 TCH 511HG ELEVALON \ \ l \ \ NY v v 1 BUCKINGHAM STREET - - — — — — — — — — 'r VJ U) Ir ILL - STORN MAN \ ]. ON ACCESS ROAD To TREATMENT FACILTY RECYCLED ASPHA.T OR SIMILAR MATERIAL c Z w Ow Ucr w'~'^ V^ J vJ X9S) Rns.� �N J mad �Es0 C E m O_ Lan rn o N pac "y ^�i'V 1.3au �1 I r O GRADING G FOR TH 5 SMALL f0a (COMPLETED sD & Co ON IS PROXCTED s CEPnnCD ' MM MIRE M PAALT. COxCRETE PAx 0 O.SR SLOPE sMAu BE RE ERIIFD \\ WM fUNRE BPEwEPv Exnnrv4M. LEGEND uH POINT 70P OF GRATE ELEVATOR ELEVATION AT EDGE OF CONCRETE EXISTING CONTOURS - EXISTING INDEX CONTOURS PROPOSED CONTOURS - PROPOSED INDEX CONTOURS ti 40 30 0 40 60 SCALE'. 1' = 40' CALL U1Il1TY NOTIFICATION CENTER OF COLORADO 1-800=9221987 534-6700 N .w BooFP City of Fort Collins, Colorado UTILITYn�A.��/P^lLL'AN APPROVAL APPROVED: l'lNV xSE LIO-Ly— my n� Dote CHECKED BY: ALAI vw-u-,x cS..//umnr jsD CHECKED BY. l tUCHIMO X umnr Dob CHECKED Br /I RI s Recantation Date CHECKED BY AlA TmNlc EnRHew DCI. Y o 0 e II a a a a m L Co WJ U W 0 L z I r Z 4 m _J w a '2 Le. ~� �o¢z w � w m w 3: U w U Z a SHEET 4 4 OF xD NO. 110-07 No Text CALL UTILITY NOTIFICATION CENTER OF COLORADO 1.800b922=1987 m534w6700 I= GYL 2-N9RE55 PAYS IN .ADVANCE SPOS YOU d4 DUDE A DOCI I(N NINE MA MIND w IRaQpICVm MEIBR VTUT2s. PRELIMINARY Nor FLIP ctiNs cncey JULY 30, 2001 1 / PROPOSED RMIM RAIL fil O NOT A PART OF 11R'PIm.ECT E I -- :, Jf pTf. ...?pe .n.:,_i `4a+.U_.x1.n✓.LM•'ta+a.y... __ Ai fbell ©� <'+wMirealRaa�c r IN w 4kw�N, i 'ely- �'_ _,ram _ _ _ _ �I r -_� _ l I I I 161PMx FOftl sUu eF coxs to FARMWCwft wFRA1KNS pWC zz &E u MA OF {(Oi T I K A MOMRIT MAN A,1 Yq T Sr E NORTN rU N. f M PI�A_E R m PON POND AFTER CONSIRUC CxI CEWRFTE AND POOR D Cd nM Ci \ , i5101a. o KAPwD .a 0 YEAR FLOOD PLAIN THIS SITE IS WTHIN THE KO YEAR FLOWPLNN AS DESIGNATED BY FEMA. FOLLOWING ARE ELEVATIONS OF THE 500 YEAR FLOODPLAIN AT APPROXIMATE LOCATIONS: FIRST STREET . ELEVATION 4958 THIRD STREET . ELEVATION 4954 LEMAY AVENUE - ELEVATION 4950 NBB PROCESS WATER PLAIT by ELEVATION 495l LEGEND CONSTRUCTION SEOLI nudrq nv el BRENNAN eA lr DESIGN POINT sad ' N IN by My N BASIN CRITERIA ,y'e'"a'rreeA." sewl�op,.�. the Ly�."'n�I" 0tIl 0.4 RONOFF COEFFICIENT y l . W.................:........ AREA IN ACRES -' FLOW DIRECTION tiL�LaerVrmur BASIN BOUNDARY NUNN - - - - - - EXISTING PIPES Lyup. Mmm, nmR�a ®A PROPOSED INLET AND PIPE EROSION BALES OI Me„ _ F. a6Xvew.T EXISTING 5' C130TIA)R dN --- - -'-- -- EXISTING V CONTOUR Allr PROPOSED 5CONTOUR �Me --- - - PROPOSED 1' CONTOUResr-MAANa � © it SILT FENCE X M Ar.pa. apwwaamr ......... ..... ...................._.. O. CONSTRUCTION ENTRANCE mlvw@ ,IAenAeo Fa m9® nw pOP �w mg4p nm arm mws be 100 50 0 IN 200 SCALE: I' - 100' r ''�II - . -- A SCE aTAI HLow i wFilluEARl wua c1=W/ K v11i K 1IM01MIDIT AN. ALL SmSdT 91011L BE IItlY PbD Nlq Cb6AUC1pN a 5 5 FRw m IX.YILIIW w � .23 ' ML fi1MO MLtlI YYET ; rt �m Aw rA.am � ON ]D ern w mEol[DOD'_. � w owner wADeIE _NO ON 16 mOMOM m L- >, by m ---the 'bill I I i I It_I I o m I I yyyyyyyyy Ili I I _ o __ _ _ allies _ cy if \ a �� eye.�.� ���J n _ f aN SI . _ e f O IA wIoy SC30ASON. SFCOND FFFLST OREMiT CV.ONFILING rG 11 RETENTION POND SUMMARY POND 1 POND 2 DETENTON REWIRED 0,51 AC. FT 0.44 AC, FT. RETENTION REWIRED 1 1.02 ACST. 0.88 AG.FT 100 YR HINEL 14947.54 4948.50 MAX RELEASE RATE 1 0 CFS 1 0 CPS TOP OF BERM ELEVATION os. SRILLwAY ELEVATION1 TYPE L RIPRAP POND 1 POND 2 SPILLWAY EIEVATION2 lB4B.00 4949.ad TOP OF BERM ELEVATION 094e. 4949.50 RIPRAP DIMENy0N5 14 Wx16 LA.aL5D 1 HWell 6 L50 DRAINAGE SUMMARY TABLE DESIGN POINT AREA DESIGN AREA ACRES CIO CIOo TO (10) MIN To(100) MIN 0 (10J CFS(CIS) p (ION) 1 1 1 4.12 0.28 0,35 15.0 15.0 3.64 9.3 IA 1A OR9 0.69 O.B) 8.2 5.2 O.Bt 21 2 2 s.05 0.23 0.29 H.I 1l.1 J.BS 9.e 3 3 9.49 0.23 0.29 18.6 18.6 6.18 t5.8 4 4 0.81 0.23 0.29 5.0 5.0 0.92 1 2.4 5 5 26.50 0.23 039 2].9 23.9 15.4E 1 39.6 Xi.P: . gnF. Iw a 2110 4 ncun prom m to my calrvttleof rant C&1hff e an Poop Nte.lra ingww must M IrWIM pl At Ithommi Ynwx All Nncng Whall be FelylaE pW W any and NMudal aclIN1Y (Myok IIF9, WypT9. T^aH9. etc.). III otlr nwreN vot wb/ mwwaw "I be nstai It the IWW,,ele ;M in ce a hall M approcW project eha the, cone nicam plane m0 vwon aanlyd Ww P• QeitlmMnm vp lbtm NW be Protected a nane tie en x Noll Nepal el,r,l If In9 eepelal m w for Imme o coast"eum ope lms old III IN loo l pmc Lcol px as by time All MA eyAvea cAal lane dbil wally (eDIppH9. Podnp, anNr Initleca wle. emacgnprp, metal elcu) of the baby Na rwpawou al nb-lmou by thong w m Myth; de load mtours anti m Icn. w totim w other pemlpwt c ere 'w irntdiw. N "be F vws mM pro}cl slrwl ri is of way Mr•N rxram e,pavea by Imo alelur lnp will New baba Inch thirty INK) aaN astae rylYw 4mppwy w pmnwmt emm, contra (al ease/moll. Imbanypi p. era) le wmlN, unlm athxnr obblouea by the stwmKte- UUKY TM�raparlY Poll M eolxw and mo lT m of 01 tines cl construction wUlllw No to b vent enes a-causxcakx, and algwaln9 WI Pry he "Mal m fil dual impacts Wpawlt wapNla as mterm.m by Ina Ply of Fort CNire Fn9Aexln9 Dgwlmmt. AIDtxnpmwr (gnudwyii ml amide • „olwl be Inge teed anted •galled w mswnw n r anw A on m.A d. to anued perlam,wee of mew ntmaw nmcam. YI AtuMd sed'mmlA, FeM1kwpnr maw IN, Para smear emblem,mallW •Amdwe wed aapam of -n P manner and local ad ve of to edw iMY Abby" Ma my ba bleg y No mi st"Ple" I" srcm tell (10) im In height, All AN stwYpnes Nml as maatwtm fror, . felt trn W by eds rmpfn^F9eNVF9 me we,ater I cn9 Y fet aboakdot aRY N mw 1 by waded old malmeal City d a prMNXs Poe b t bgang, IF dgautnp of We be any other deal bate City IVINIA by w from my nniCe. by nodwrtmt dermi matwld All be aemw mmedlma'y by the ventral City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROKD: _ CITY Fnynw CHECKED BY _ Vpv s Mstwetw Ulmly CHECKED BY: _ stwm.ater Why CHECKED BY: _ POP A b RwmU CHECKED BY, - III Entiew CHECKED BY: _ Q cc J w Vo 0 Z LifeO cr Z. j /Q�2� LV r-yIII /w W RepeW Q W Z Z tr a� � SHEET 6 6 OF T NO 110-07