The URL can be used to link to this page

Browse Search

Home My WebLink About20130044.tiffSHEAR ENGINEERING CORPORAIION Final Drainage. Erosion/Sediment Control and Water Quality Report For. Baldridge P.U.D., First Filing, First Replat Weld County (Longmont), Colorado Prepared for: Mountain View Fire Protection District 9 119 County Line Road Longmont. Colorado 80501 Prepared by: SHEAR ENGINEERING CORPORATION Project No: 2608-04-12 Dale: November 2012 Iiin,. 1' H. L nlluli. [ l 1 4115'", W-111 21. i i-4 dy I'1 -{1l 'ti"1131 I v., vyu...jlial CleplcciInv cum '`I hereby certify that this report for the final drainage design of "Raldridge P.U.D., First Piling, First Replaf' was prepared by me (or under my direct supervision) in accordance with the provisions y'the Weld Coun storm drainage criteria for the owners thereof:"' Brian W -Shear, P.E. Registered Profession State of Colorado No: 20262 a .c C) w It y_, Z/l C Rd &MC g as UJW N H 2 Mountain View Fire Protection District t.LLtrix•VV91'),--Mvax:viRfiii.,,m,”.76:144011*.itatffEitMarei,._, TABLE OF CONTENTS Title Page Engineer's Statement Vicinity Map Aerial Map of existing conditions Table of Contents I. INTRODUCTION: 1 II. GENERAL LOCATION AND DESCRIPTION 1 A. Property location 1 B. Description of Property 1 III. DRAINAGE BASINS AND SUB -BASINS 2 A. Major Basin Description 2 B. Sub -Basin Description C. Historic Conditions "i IV. DRAINAGE DESIGN CRITERIA 5 A. Regulations 5 B. Development Criteria Reference and Constraints 6 C. Hydrological Criteria 7 D. Hydraulic Criteria 7 V. DRAINAGE FACILITY DESIGN 7 A. General Concept 7 B. Specilic Details — Runoff $ C. Specific Details —Detention 8 VI. WATER QUALITY 9 A. General Concept 9 VII. EROSION CONTROL 10 A. General Concept . tO B. Specific Details 10 VIILCONCLUSIONS I0 A. Compliance with Standards 10 B. Drainage Concept 10 IX. REFERENCES 11 Appendices APPENDIX I Runoff Detention APPENDIX II 'fable RO-3. Recommended Percentage Imperviousness Values, 11SDCM Table 5-1 Weld County Design Storm Rainfall Comparison FIRM (Flood Insurance Rate Map) Community Panel Number 080266-0850-C (Panel 850 of 1075); Map Revised September 28, 1982. APPENDIX III 1991 Historic Drainage Plan by Nelson Engineers Existing Conditions, Demolition and Removal Plan (for historic conditions and historic drainage data) Drainage Plan Erosion/ Sediment Control and Water Quality Pla❑ Details (Drainage, Erosion Control and Water Quality) Page I Final Drainage. Erosion Sediment Control and Water Quality Report Baldridge P.LUD., First Filing, First Replat; Weld County (Longmont), Colorado I. INTRODUCTION: This report presents the pertinent data, methods, assumptions, and references used in analyzing and preparing the final Drainage. Erosion/Sediment Control and Water Quality design for "Baldridge P.U.D.. First Filing. First Replai The site is currently developed with an existing detention pond located in the northeast corner of the site. No previous drainage reports were located in Weld County records or provided by Weld County personnel. The area of development consists of approximately 4.51 acres according to the final plat for Baldridge P.U.D., First Filing. Detention pond design with this project accommodates the existing 4.00 acre area tributary to the pond for this redevelopment only. Future potential development of the property to the west will require additional drainage studies and improvements to accommodate the potential development. H. GENERAL LOCATION AND DESCRIPTION A. Property location 1. Baldridge P.U.D., First Filing. First Replat is located in the South one-half (1/2) of Section 5 and North one-half (1/2) of Section 8. Township 2 North. Range 68 West of the 6th P.M.. County of Weld. State of Colorado. 2. The property is bounded on the South by Vista View Drive. on the East by Weld County Road 5, on the North by Colorado State Highway No. 119, and on the West by Vista View Commercial Center Filing 1. 3. There are no major open channels, lakes, streams, irrigation or other water resource facilities within or adjacent to the proposed development. 4. Refer to the vicinity map located near the beginning of this report. B. Description of Property Baldridge P.U.D., First Filing, First Replat has a platted area of approximately 4.51 acres. 2. The site was initially developed in 1984, according to Weld County Assessor records, and included an existing 5,400 square foot Morton Building. The Morton Building was built in 1984 according to Weld County records and Morton Buildings. Inc. records. Page 2 Final Drainage. Erosion/Sediment Control and Water Quality Report Baldridge P.U.D., First Filing. First Replat; Weld County (Longmont). Colorado The site was redeveloped in 1991 by Donald and Adele Baldridge for Universal Transport, Inc. The 1991 redevelopment included the addition of a detention pond in the northeast corner of the site. There are no records of the 1991 drainage report. The 1991 Drainage and Landscaping Plan by Nelson Engineers details the detention pond and outlet structure. The 1991 Drainage and Landscaping Plan is included with this report for immediate reference. Existing developed site ground cover consists of approximately 79 percent gravel, 3 percent roof area. I percent concrete. and 17 percent turf. Refer to the aerial map located after the vicinity map at the front of this report The site consists of hydrologic soil type B soils. 5. There arc no major open channels within or adjacent to the site. There is a channel north of the existing detention pond. The purpose of the channel is unknown. However, title work on the property suggests that this may he a C'DOT wastewater overflow channel. Item 11 in the title work states: Easement (s) far the purpose(%) shoran below and rights incidental thereto. cis granted in a document: Granted to: 71w Department of Highways. Purpose.: Waste Ditch Recording Date: March 25. /970 Recording Number: 1544311 6. The project is a replat of Lot ]. Baldridge P.U.D., First Filing and will create two (2) lots. The site will continue as a commercial use. Lot 1 will he a 2.04 acre lot and will be redeveloped as a tire station by the Mountain View Fire Protection District. Redevelopment will consist primarily of adding a parking lot and expanding the detention pond. Lot 2 will he a 2.47 acre lot and has been designated as a "Commercial" land use Ior the surface drainage calculations in this report. I.ot 2 will remain in its current condition until development activity is initiated on the Lot. III. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description 1. Weld County does not have any master drainage planning or delineated basins for this area. 2. City of Longmont does not have any master drainage planning or delineated basins for this area. Page 3 Final Drainage. Erosion/Sediment Control and Water Quality Report Baldridge P.U.D., First Filing. First Reptat; Weld County (Longmont), Colorado 3. The Baldridge P.U.D., First Filing, First Replat site contains one single major basin and no sub -basins. The major basin area is approximately 3.96 acres. The basin area changes slightly with the redevelopment of the site due to the new access drives being provided on Weld County Road 5 and Vista View Drive. 4. All runoff from the site is directed to the Northeast corner of the site and ultimately to the west invert of an existing 30" diameter RCP culvert that conveys runoff east under Weld County Road 5 to the Saint Vrain Creek. 5. There is no offsite contribution to the site. 6. Baldridge P.U.D.. First Filing, First Replat is not within a defined FEMA Iloodplain. Reference FIRM (Flood Insurance Rate Map) Community Panel number 080266-0850-C (Panel 850 of 1075; Map Revised September 28. 1982). B. Sub -Basin Description The Baldridge primary Basin is a sub -basin to the primary undefined drainage basin for the immediate area. 2. There are no sub -basins currently defined within the main Baldridge basin. Future development of Lot 2 may define additional sub -basins for future detention pond volume requirements. C. Historic Conditions 1. Ike -development historic conditions prior to the 1984 construction of the existing building were not researched with this report. Historic conditions presented here include current site developed conditions only. No previous drainage reports were located in Weld County records. To determine allowable site release rates for existing condition detention pond requirements, a 2% imperviousness value was used to calculate the historic 5 -year peak flow. 2. The existing terrain slopes from the southwest to the northeast at an average grade of 2.24%. Site runoff flows overland to an existing detention pond located at the northeast corner of the site. Page 4 Final Drainage. Erosion'Sediment Control and Water Quality Report Baldridge P.U.D., First Filing. First Reptat; Weld County (Longmont), Colorado 3. The 4.00 acre drainage basin is 35.87 percent impervious, consisting of approximately 3.18 acres of gravel. 0.13 acre of roof area, and 0.04 acre of concrete and 0.66 acres of turf a. The actual existing basin area was not well defined on the Baldridge Subdivision, First Filing Drainage and Landscaping Plan by Nelson Engineers. The basin area was defined based on a topographic and improvement survey for the site by Intermill Land Surveying (Loveland). 4. The 100 -year peak flow for the 4.00 acre basin is approximately 12.67 cubic feet per second (cfs), as computed with an existing weighted runoff rational coefficient of 0.48. 5. Refer to Appendix I- Runoff for existing condition and proposed condition runoff calculations. The required 5 -year historic peak flow calculation for the allowable site release rate is found in the Detention Pond -Existing Pond Condition section of Appendix I. 6. The existing detention pond configuration has a storage capacity of 0.136 ac -ft. The required 100 -year detention volume calculated for this report using the existing site groundcover condition and the 5 -year historic allowable release rate, (0.80 cfs) is 0.488 ac -ft. Therefore, the existing detention pond's available storage volume is insufficient to accommodate the current conditions. 7. The existing detention pond outlet structure (see Photo 1 below) consists of a 4'x4' concrete box with a two -stage release. The top of the box elevation is 4898.36. The existing elevation of the berm immediately east of the outlet structure is 4897.80. a. Note that stormwater would overflow the existing berm (4897.80) to the east prior to reaching the elevation of the top of the existing box outlet structure (4898.36). Page 5 Final Drainage. Erosion/Sediment Control and Water Quality Report Baldridge P.U.D., First Filing, First Replac Weld County (Longmont), Colorado • Photo I Existing box outlet structure 8. The existing detention pond outlet structure restricts the release from the pond with a 4" PVC orifice opening (as verified in the field). The original drainage plan by Nelson Engineers specified a 3 5/8" orifice opening. There is an existing 8" PVC outlet pipe at the hack (east) of the existing outfall box structure. Flow from this pipe is directed to an existing riprap bed. The discharge is then conveyed along Weld County Road 5 to the intersection of State Highway 119 and Weld County Road 5. 10. No water quality devices were provided with the original detention pond. l 1. Refer to the following plans located in the map pocket at the back of this report: • Baldridge Subdivision. First Filing Drainage and Landscaping Plan; Nelson Engineers (Urecicy, Colorado); March, 1991 • Existing Conditions. Demolition and Removal Plan (for historic conditions and historic drainage data) IV. DRAINAGE DESIGN CRITERIA A. Regulations Design criteria from the Weld County Storm Drainane Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1. 2 and 3. October 2006 (WCSDC) and the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3 (USDCM). and the Weld County Engineering and Construction Criteria April 2012, were utilized. Page 6 Final Drainage, Erosion/Sediment Control and Water Quality Report Baldridge P.U.D., First Piling. First Replat; Weld County (Longmont). Colorado The latest versions of the Urban Drainage and Flood Control District (UDFCD) software were used for runoff and detention calculations. R. Development Criteria Reference and Constraints 1. No previous drainage reports were located in Weld County records or provided by Weld County personnel All previous drainage concepts were taken from the Baldridge Subdivision, First Filing Drainage and Landscaping Plan; Nelson Engineers (Greeley, Colorado): March, 1991. 2. Generally. any additional development within the site will not redefine grades along the property boundaries. a. Colorado State Highway 119 exists to the north. A fifteen loot (15') utility easement is adjacent to the Colorado State Highway 119 south right-of-way. b. There is a drainage channel defined between the north side of the existing detention pond and the north boundary of the site. c. Weld County Road 5 exists to the east. Weld County Road 5 is paved. Weld County' personnel have advised that there is little likelihood for Weld County Road 5 to widen. i. A fifteen foot (15') utility easement is adjacent to the Weld County Road 5 west right-of-way with existing electric facilities located within the easement. ii. Existing side road drainage swales and culverts will remain. d. Vista View Drive exists to the south. Vista View Drive is paved. i. A fifteen foot (15') utility easement is adjacent to the Vista View Drive north right-of-way. ii. Existing side road drainage swales and culverts will remain. 3. Existing improvements on site will remain including the existing building, sanitary sewer service facilities (manhole and grease trap), electric facilities including a large vault, the detention pond outlet structure, and an existing gas service line. Page 7 Final Drainage. Erosion/Sediment Control and Water Quality Report Baldridge P.U.D., First Filing, First Replat. Weld County (Longmont), Colorado C. Hydrological Criteria The one -hour point rainfall for the 5 -year. 10 -year and 100 -year storm events are 1.39. 1.75 and 2.70 inches respectively, based on Figures RA -1 through RA -12 Rainfall Intensity -Duration Curves oldie USDCM. 2. Rational Method - The Rational Method was used to determine peak runoff rates for the site for the sizing of detention pond volumes. a. Percentage imperviousness values were taken from Table RO-3. Recommended Percentage Imperviousness Values (See Appendix Il). b. Runoff calculations were completed using the Rational Formula defined in Section 2.1 of the USDCM. The Modified FAA Method was used to calculate site detention requirements. D. Hydraulic Criteria Design criteria from the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1. 2 and 3. October 2006 (WCSDC) and the Urban Storm Drainage Criteria Manuals Volumes I. 2 and 3 (USDCM) were utilized. Pond outlet pipe capacities are based on HDS-5 culvert methodology as implemented in the UDFCD software. V. DRAINAGE FACILITY DESIGN A. General Concept 1. The storm drainage systems arc designed to salcly convey the 100 -year storm event runoff by sheet flow regimes over concrete and vegetation across the site to the detention pond located in the northeast corner of the site. a. The proposed detention pond will attenuate the developed condition 100 -year storm event runoff in order to not exceed the allowable site release rate. Page 8 Final Drainage, Erosion/Sediment Control and Water Quality Report Ratdridge P.U_D., First Filing First Replat; Weld County (Longmont), Colorado B. Specific Details -- Runoff The Rational Method was used to determine the peak runoff rate of 16.27 cfs for the 100 -year storm event for the proposed condition 3.96 acre drainage Basin A. There is no oft -site runoff conveyed through the site. 3. Runoff from basin A is conveyed to design point 1, located at the detention pond outlet structure. a. Runoff from the small outer areas of the access driveways totaling 0.05 acres is released undetained from the site. C. Specific Details — Detention I . The proposed detention pond has been sized to accommodate the proposed redevelopment favour of hot I. and a future land use designation of "commercial" for the entire area of Lot 2. The required 100 -year detention volume is 0.853 ac -ft. This volume is attained at elevation 4898.44 (100 - year WSEI. = 4898.44) within the new pond grading configuration. a. The proposed detention volume was computed using the Modified FAA Method and the compensating detention procedure due to the undetained runoff from 0.05 acres of access driveway area. The allowable release was computed as 0.80 cfs (5 -year historic) — 0.44 cis (undetained) = 0.36 cfs. The proposed detention pond outlet will consist of the existing outlet structure box including the 4" orifice and 8" PVC' discharge pipe. a. A one loot tall concrete water quality structure (top du = 4896.90) with orifice plate (1 column x 3 rows of 0.813" dia holes) and protective screen. will he constructed and attached to the front of the existing box outlet structure, upstream of the existing 4" orifice. The required water quality- volume is 0.107 ac -ft. b. A restrictor plate will go over the 8" pipe outlet with a bottom edge of plate elevation of 4895.75. c. 'the top of the existing outlet box elevation is 4898.36. slightly below the proposed 100 -year WSEL of 4898.44. Page 9 Final Drainage. Erosion/Sediment Control and Water Quality Report Raldridee P.U.D., First Filing, First Repine Weld County (Lonemoni), Colorado d. The emergency overflow weir for the pond will have a crest length of Fifteen feet (15') and a crest elevation set at 4898.69. The emergency overflow weir will convey the proposed developed condition peak flow of 16.27 efs at an operating head of less than 6" over the weir crest, per the Weld County criterion. The elevation of the top of the proposed pond berm is 4899.69, providing greater than 1.00' of freeboard over the I00 -year WSEL. e. Please see the detail of the outlet on Sheet 14 of 14 of the Sitework Improvements Construction Plans. Please see all of the detention design data, including the detention pond volume rating curve, and the outlet stage -discharge curve in the detention section of Appendix I. VI. WATER QUALITY A. General Concept 1. The existing detention pond will serve as a siltation pond during overlot grading operations and sitework improvements_ Runoff is designed to flow as long as possible in sheet flow regimes over concrete and vegetation across the site promoting scrubbing of sediment and pollutants. a. Construction BMP's will consist of: Gravel vehicle tracking control pad at the proposed Weld County Road 5 entry to the site. ii. Wattles in the channels, area inlet protection and a detention pond outlet structure. ii. Surface roughening and re -vegetation. iv. Silt fence, preventing sediment in runoff leaving the site immediately bordering the extent. The detention pond will act as a sediment basin during overlot grading operations and sitework improvements. Page 10 Final Drainage. Erosion/Sediment Control and Water Quality Report Baldridge P.U.D.. First Filing, First Replat; Weld County (Longmont(, Colorado VII. EROSION CONTROL A. General Concept 1. Erosion control best management practices will minimize the amount of sediment being transported from the site during and after construction. 13. Specific Details 1. During construction. wattles will be placed along channel inverts and at the entrances to culverts to minimize the propagation of sedimentation prior to finished grading and landscaping being installed. 2. During construction, a riprap pad will he placed at the detention and water quality pond preventing erosion from flow discharges. 3. Silt fence will he installed all along the northerly and easterly edge of the Project site. 4. Permanent re -vegetation will be required for all disturbed earth. Please see the re -vegetation notes and seeding schedule on Sheet 10 of 14 of the Sitework Improvements Construction Plans tilled "Erosion/Sediment Control and Water Quality Plan". This plan is also included in Appendix Ill of this report. VIII.CONCLUSIONS A. Compliance with Standards The grading and drainage design for the Baldridge P.l1.D., First Filing. First Replat complies with the requirements of the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1.2 and 3, October 2006 (WCSDC). All proposed erosion control measures comply with the Weld County Stout Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes I, 2 and 3. October 2006 (WCSDC) and generally accepted erosion control practices. B. Drainage Concept I. The drainage design for Baldridge P.U.D.. First Filing. First Replat will safely convey onsite flows through the development. 2. The proposed detention pond enlargement significantly improves and remedies the current inadequate detention pond volume problem on the site. Pace I I Final Drainage. Erosion/Sediment Control and Water Quality Report Raldridee P.U.D.. First Filing_. First Replat: Weld County (Longmont), Colorado IX. REFERENCES A. Weld County Storm Drainace Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1.2 and 3. October 2006. B. Weld County Engineering and Construction Criteria. April 2012 C. Urban Storm Drainage Criteria Manual Volume 1: Urban Drainage and Flood Control District, Denver, Colorado. D. Urban Storm Drainage Criteria Manual Volume 2; Urban Drainage and Flood Control District, Denver, Colorado. E. Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District. Denver, Colorado. F. Baldridge Subdivision, First Filing Drainage and Landscaping Plan; Nelson Engineers (Greeley. Colorado); March. 1991 APPENDIX I Runoff Detention Runoff Calculations Existing Conditions Proposed Conditions Detention Pond Volume Calculations Existing Pond Condition Proposed Pond Condition Water Quality Control Volume Runoff Calculations Existing Conditions Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration Baldridge PUD Existing Condition Basin Analysis Instructions: For each catchment subarea, enter values for A and C_ SubareaArea Runoff Product ID acres Coeff. A C' CA input input input output gravel 3.18 40.00 127.20 lawn 0.66 2.00 1.31 roof 0.13 90.00 11.25 concrete 0.04 100.00 3.64 Sum: 4.00 Sum: 143.44 Area -Weighted Runoff Coefficient (sum CNsum A) = 35.87 'See sheet "Design Info" for inperviousness-based runoff coefficient values. UD-Rational vl .02a - Existing Condition 100yr, Weighted C 11/14/2012, 12:20 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Baldrtdge Pin Existing Condition Basin Analysis I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Sod Type = 4.00 Acres 35.87 % B A, B, C, or II. Rainfall Information I (inchlhr) = C1 ' P1 f(C2 4- Td)CC3 Design Storm Return Period. Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= O786 (input the value of C3) P1= 2.70 inches (input one -hr precipitation —see Sheet 'Design Info') III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient. C 5-yr. Runoff Coefficient, C-5 = Override 5-yr. Runoff Coefficient, C 0,48 (enter an overide C value it desired, at leave blank to accept calculated C.) 0.28 (enter an overide C-5 value if desired, cc leave blank to accept calculated C-5.) Illustration LEGEND O Brdmtbg Flew Dincdam Catchment Miamian, NRCS Land Type Heavy Meadow Tillage,' Field Short Pasture, Lawns Nearly Bare Ground Grassed Stales/ Waterways Paved A eas & Shallow Paved 5wales , {Sheet Flow Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Shope s tuft input 0.0305 0.0224 Length L It input 141 401 5-M Runoff Coen C-5 output 0.28 NRCS Canvey - ante input N/A 5.00 Flow Velocity V fps output 0.19 0.75 Flow Time Tr minutes output 12.21 6.93 1 2 3 4 5 Sum 542 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 5.16 inctt/hr Rainfall Intensity at Regional To. I= 6.54 inch/hr Rainfall Intensity at User -Defined Tc. I = 6.54 inch/hr Computed Tc -- Regional Tc User -Entered Tc = Peak Flowrate. Op Peak Flowrate. Op = Peak Flowrate. Op = 21.14 13.01 13.01 _ 9.99 cfs 12.67 cfs 12.67 cfs LID -Rational v1.02a - Existing Condition 100yr, To and Peak0 11/14/2012, 12:21 PM Proposed Conditions Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Baldridge PUD Illustration Basin A (Lots 1 & 2) LEGEND: Plow Direction Carchm err Boundary Instructions'. For each catchment subarea. enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C' CA input input input output gravel 0.52 40.00 20,96 roof 0.18 90.00 15/7 _ concrete 0.26 100.00 25.89 Greenbelt 0.86 2.00 1.71 Commercial 2.15 95.00 203.85 Sum: 3.96 Sum: 268.19 Area -Weighted Runoff Coefficient (sum CAlsum A) = 67.71 *See sheet "Design Info" for imperviousness -based runoff coefficient values. UD-Rat- 100yr Proposed Basin New, Weighted C 11/14/2012, 12:23 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin A Area = 3.96 Acres Percent Imperviousness = 67.71 NRCS Soil Type = 8 A, R. C. cc 0 Baldrldge PUD Basin A(Lols 1 82) II. Rainfall Information I (inch/hr) = C1 ' P1/(02* Td)AC3 Design Storm Return Period, Tr = C1 = 28.50 C2= 10.00 C3= 0.786 P1= 10 years 1.75 inches (input return period for design storm) (input the value of C1) (input the value of 02) (input the value of C3) (input one -hr precipitation —see Sheet 'Design Info") III. Analysts of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient. C = 5-yr, Runoff Coefficient. C-5 = Ovende 5-yr. Runoff Coefficient. C 0.51 (enter an overide C value if desired, or leave blank to accept calculated C.) 0.47 (enter an overide C-5 value d desired, or leave blank to accept calculated C-5.) Illustration O BeeaotK Flu. Direrti+a 4-- Calelm...t Bnen4.q NRCS Lend Type I Heavy Meadow Tillage( Field Short Pasture! Lawns Ready Bare Gmund Grassed Swalesl Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) r Conveyance I 2.5 5 7 10 a 15 20 Calculations, Reach ID Overland Slope s h/d Input 0,0346 0.0472 0.0050 Length L. rt input 137 172 195 5-r Runoff Geoff C-5 output 0.47 NRCS Convey- ance Input NIA 15.00 20.00 Flow Velocity V fps output 0.26 3.26 1.41 Flow Time if minu les output 682 0.88 2.30 2 3 4 5 Sum 504 IV. Peak Runoff Prediction Rainfall Intensity at Computed 14. i Rainfall Intensity at Regional Tc. I = Rainfall Intensity at User -Defined Tc, I = 4.39 inch/hr 4.27 inchlhr 439 inchlhr Computed Tc Regional Tc User -Entered Tc Peak Flo /rate. Op = Peak Flowrate. Op = Peak Flowrete. Op = 11.99 12.80 11.99 8.95 cfs 8.70 cfs 8.95 cfs UD-Rat- 10yr Proposed Basin New, Tc and Peak() 1 111412 01 2. 1225 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Basin A Area = 3.96 Acres Percent imperviousness = 67.71 to NRCS Sal Type = B A, B, C. a- D Baldddge PUD Basin A (Lots 1 & 2) II, Rainfall Information I (inchlhr) = C1 • P1 1(02 + Td)"C3 Design Storm Return Period. Tr = 100 years C1 = 20.50 C2= 10.00 C3= 0.786 P1= 2.79 inches (input return pened for design storm) (input the value of Cl) (input the value of 02) (input the value of C3) (input one -hr precipitation —see Sheet "Design Info") Ill. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coelkcient, C = Overide Runoff Coefficient, C 5-yr. Runoff Coefficient. C-5 = Overide 5-yr. Runoff Coefficient. C = 0.61 (enter an overide C value if desired, or leave blank 1c accept calculated C.) 0.47 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Jllustration LE�'$F 77 O Begiimta: Flew Dinciin l — Catchment Beandar7 NRCS Land lo Heavy Type Meadow Thane/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swages, Waterways Paved Areas & Shallow Paved Swages (Sheet Flow) Conveyance II 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope 5 input 0.0346 0.0472 0.0050 Length L ft Moo 137 172 195 5-N Runoa Coes C-5 output 0.47 NRGS Convey. once input NfA 15.00 20.00 Flow Velocity V fps oulpul 0.26 3.26 1.41 Flow Time TI minutes pe 1p yi 8.82 0.88 2.30 1 2 3 4 5 Sum 504 FV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 6.78 inch/hr 6.59 inchlhr 6.76 inchlhr Computed Tc Regional Tc = User -Entered Tc Peak Flowrate. Op -- Peak Flowrale, Op = Peak Flowrate, Op = 1t 99 12.80 11.99 16.27 cfs 15.61 cis 16.27 cfs LID -Rat- 100yr Proposed Basin New. Tc and PeakO 11714/2012. 12:23 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID. I. Catchment Hydrologic Data Catchment ID = Area = Percent imperviousness = NRCS Soil Type = 0.05 Acres 100.00 % B A. B. C. or D Baldridge PLOD Proposed Undetained Flow II. Rainfall Information I (inch/hr) = C1 ' Pl /(C2 r• Td)AC3 Design Storm Return Period, Tr= 100 years Cl = 28.50 C2= 10.00 C3= 0.766 P1= 2.70 inches (input return period for design stone) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation —see Sheet 'Design Info') III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient. C = 0.96 Ovarido Runoff Coefficient, c = 5-yr. Runoff Coefficient C-5 = 0.90 Overide 5-yr. Runoff Coefficient, C = (enter an ovedde C value if desired, or leave blank to accept calculated C.) (enter an overdo C5 value if desired, or leave blank to accept ca'cureted C-5.) Jllustratiort 105 ;13.12 O OQieetrs Flew Dint don catclw.nt aooaaay NRCS Land Type Heavy Meadow Tillage/ Field Shod Pasture/ Lawns Nearly Bare Ground Grassed Swalesf Wate Paved Areas IS Shallow Paved Swales (Sheet Flow Conveyance 2.5 5 e 7 10 15 70 Calculations: Reach ID Overland Slope S not input 0.0200 Length L ft Input 15 5-yr Runoff Coen C-5 output 0.90 NRCS Convey- ance input N/A Flow Velocity V IPS output 0.22 Flow Time Tf minutes output 1.14 1 2 5 4 5 Sum 15 IV. Peak Runoff Prediction Rainfall Intensity at Computed To. I = Rainfall intensity at Regional To. I = Rainfall Intensity at User -Defined Tc. I = 11.57 inch/fir 7.26 lnctvhr 9.16 inch/hr Computed To = Regional To = User -Entered Tc = Peak Flavrate, Op = Peak Flovrate. Op = Peak Fluvrata, Op = 1.14 10.08 5.00 0.55 cfs 0.35 cfs 0.44 cfs LID -Rational v1.02a - 100yr- Proposed Undetained Flaw, Tc and Peak() 9/512012.4,13 PM Detention Pond Volume Calculations Existing Pond Condition Baldridge PUD Detention Pond Existing Detention Pond Volume Rating Curve Area Elevation (ft.) (ft. 2) 95.89 96.00 97.00 97.50 0 712 4,973 7,151 Cumulative Area Storage (acre) (acre -ft.) 0.0D0 0.016 0.114 0.164 0.000 0.001 0.066 0.136 100 year Volume Required = 0.488 acre -ft 100 -year WSEL = Insufficient Volume 12:43 PM Ernst Engineering, LLC 11/14(2012 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness= NRCS Sod Type = 396 Acres 2.00 % B A, B, C. or El Baldridje PUP Historic Field analysis II. Rainfall Information I (Inchihr)=C7' P1 f(C2 + Td)^C3 Design Storm Return Period. Tr = 5 years (input return period for design storm) C1 = 28.50 (input the value of CI) C2= 10-00 (input the value of C2) C3= 0,786 (input the value of C3) P1= 1.39 inches (input one -hr precipitation --see Sheet "Design Info") III, Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient. C Overide Runoff Coefficient, C = 5-yr, Runoff Coefficient. C-5 = Overide 5-yr. Runoff Coefficient, C = 0.08 (enter an °vericle C value if desired, or leave blank to accept calculated C.) 0.08 (enter an everide C-5 valued desired, or leave blank to accept calculated C-5.) Illustration NRCS Lend Type Heavy Meadow Tillage/ held Shod Pasture) Lawns Nearly Bare Ground Grassed Sealed Waterways P. Areas 6 Shallow Paved Swales (Sheol Flow) Conveyance 25 5 7 10 15 20 Calculations: Reach ID Overland Slope S Rift input 0.0305 0.0224 Length L n input 141 401 5-yr Run or Coed C-5 output 0.08 NRCS Canvey- anCe input N/A 5.00 Flow Velocity V fps output 0.16 0.75 Flow Time Tf minutes output 15.11 8.93 1 2 3 4 5 Sum 542 IV. Peak Runoff Prediction Rainfall Intensity at Computed To. I= 2.48 inchfhr Rainfall Intensity at Regional To, I= 3.37 inch/hr Rainfall Intensity at User -Defined Tc, I r 2.48 inch/hr Computed Tc = 24.04 Regional To = User -Entered Tc = Peak Flowrate. Op = Peak Fiowrate, Op= Peak Flowrate, Op 13.01 24.04 0.80 cis 1.09 cfs 0.00 cfs LID -Rat - 5yr Historic Field Analysis 2%. To and PeakO 11/1412012. 12:29 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD (Se. USDCM volume 2 Storage Chapter for dotalplied el A3110001 Project: Betdridge PUD Begin Oc Existing Conditions (For catchments less than 160 acres only. For larger catchnenli, use hydroomph 0366109 method) Deten do Mon of 1.11003 Delanilon Vol urns Using Modified FAA Method Delam5n neon of 1.14.42.41 DetenlIon Velure Using Modified FAA Melted Deslon Information Irout7 Pollan elfemstlon (houtl' Cti•,nn0,.9..0.lnpen4.e'e00 12. 35 e1 620 egvM1nm9O•sv9. 1.600mm,a 61 3511 1101208 catch -.N 00.2. A.. a . en. cedmaara 0..332.4,...par .00 Am. 400. Priklik4264,144142125.8400'35 41501 a 40 k 8 6,elo+ebpnrf 05x6505 Copp TIL.= A. s. C. no Ralun,20dud lry ovm,im 037601 10 5ern 11,010.24.50. or 1,200 Recur, 1x0047 b. ed9onCool0 1• m48,2.5102550,.10.0i Tnn 8GCMn.InW,NwWa151N 1=• II0.10150 Tao 31 93844.60.050111960.190 1,= aid Reams Rate r.• 32v ch. art 0x761 ••'°4 16111914.420 559 Cn1W 2,90.600.0.4p.• 010 41/21829.0.x.10,^,20461.,0 5(905 175 775 Dtilqn !a1leniw lamuu I - C: PAC0472'Ce D614n 141019.20! Formula I.0; P.1C,•ld'q Cwnun166r C. 25.50 ne3.0'. C.= 2350 Cwi7oo4T.o CI. 10 Cuen.e.ni,w 40 360 0000 41222 C.• 0109 22221164.01-1123. C.= 0169 gatominatlon N Avnrenn Outflow Irmo the Basin ICMruleledp pe4mi nation OF Avtrene (5,54141., from the eoin Ireirul. Lad) 51900 0041600001 0• 014 R.unCm,rwn 0, 019 k,PY Runlr 090- 540 4,Tx Ye4. 83011 Op.m 1].10 AD Ii Am.edn Po.l.amw Rant a9a4• 530 dl ee,,.mw pot 06154. -Par. Or..- 017 e Mod. I IA Nre Memo. vows.• 1117 . MCD.IM al ere Bw•9•Vewm.• 0161 eo>a1Mr Yoa 16A NeIe Morass women- OAFS 84be srel 4441 Ales. 16A M.p, Perim. vdume• SAN aeuAr 10 Brie. Rrtlul Wbx 9akakere bretak Mau 840004 Rmree Rnla Doh. Ml 31,00 04984 6byn pits. n,.ea,. vets Rr<a0ry vu. ke 1 urn 451 �' 01x4. a 0,3.10 .01101 .36.03 eeoo,14 oueal a slw.r It .10..01. 3"e u. rJ814n 55 ''^' o, 51' m o.. lie 01x.0411 vo.nw 4,,.1.31 rWi1.a1 7x41+17 0)2,..1‘21 103,271 fQMNI'= .07,21. YU411 100 ,,0441 „•0 163,271 ',Arai c e o 04 cla4 5 600 Dog a 765 00o 425 tII3 080 160 3704 19 124 0316 1 00 Ole ado 2856 ie to 511 8697 192 4161 .559 072 A 505 1210. Del ON 11 316 30 2I] 52 225 eA T 1.03] 5917 1.19 1411 aR 050 ,44 154^_ 226 !W 066 051 1452 6.1.58 40 40 ]51 16.161 212 066 1P] 11911 50 I9) WI 0 63 010 1.512 0535 50 301 12515 0 63 030 1 513 16 006 20 1 75 546 081 0 49 1563 6194 50 269 15915 061 049 1752 702 16051 54 15] On3 0.50 0A7 1932 0991 TO 242 19515 059 041 1990 17550 56 192 345 050 016 2?]] 60 321 M,u2 059 044 22)2 1l.III 906 1 12 190 122 22 575 PS/ 04i 971 057 2.472 3714 6203 ]259 to 103 21 012051 016 2112 16301 .64 1 057 015 2712 19.227 161 1 550240 0 56 045 952 5269 HO I"6 12.395 0 54 045 2902 19351 120 107 055 134 102 . 1291 120 105 22544 055 0.4 3.195 04152 130 191 0 653116 055 044 5 Ail 2265 130 155 2314 0 10 044 ]612 19219 140 0 091 01 055 0.4 OI710 054 5 41 .642 7251 912 7217 540 150 140 1413 73006 055 04. 3.072 70.134150 11103 051 043 3912 20.125 104 001 316 ON 04 152 2.141 163 I3a 24 448_ 054 0 17 4.151 305896 140 a 1 1811 019 A31 5.66. 070 9 4 ]92 7 102 632 7L29 i 10 ISO 126 I23 21 074 0 5 0 45 4 092 25.542 35.190 0 5 0 1 4 612 20.300 190 0.76 <071 a 572 5945 190 25,741 043 4.612 20.576 240 013 210 051 001115 053 0 4 0.41 6261 151 6762 000 010 113 107 25079 0.51 013 5.112 26390 453 012 5,35 20961 220 0.64 3.350 053 0 47 501 6661 720 106 26.700 053 042 5 5 21106 7]0 086 2192 053 OA2 511 6.561 PIO IO2 6992 05] 0.2 5.03 21.160 742 04 2.511 053 OA2 071 0,400 ND 0.99 21272 0 9 042 501 21201 250 002 245 053 058. 110 6.304 250 0% 27703 053 042 6.31 21232 250 060 2.305 0 53 0._ 551 6214 ]50 091 22504 053 042 655 21253 270 0 go .ra1 052 VA .041 6,090 270 099 24001 052 012 5070 21205 240 1903 052 41 031 5952 200 006 24702 552 2120, 29]03 055 132 052 Da, 5571 290 065 11 539 052 042 727 21278 309 054 3206 5.52 04 511 594 591 200 063 25505 052 042 751 21231 310 051 3311 0.52 04 251 5559 310 051 21991 052 175 71241 320 051 3417 09 5410 320 019 59.010 052 042 199 21310 2111 051 3505 052 OA 573 231 5276 330 0 71 2942 0 52 IP41 623 ]1.150 340 0 45 100 052 04 AI, 5131 340 076 9459 052 012 8.30 21,157 322 OAS 3.5% 052 04 011 4901 0 i4 29.9175 057 6340 21 1 18 214,7474 MO 0.6 3.122 A 052 3612 052 04 961 101 4632 1 M 360 072 300]5 300 314 0.51 30216 05] 01. 115 052 011 919 .1025 310 310 0 45 3939 052 0 4 131 4.70 350 509 30.191 052 04. 603 20571 390 0.9 201 0.52 04 571 !37371 oso 006 47146 557 0 11 947 20.915 400 003 4.124 0.53 0A .911 1214 400 061 30.706 0 91 011 101 20 1114 410 04 105 052 013 is .H 410 05! 31911 052 04 10.105 20.190 470 042 1 51 052 04 034 38093 020 005 3312 0SI 041 10391 20.121 Im 041 4361 002 04 pal Sna 410 061 31390 052 011 10631 20.452 110 040 4431 051 04 Der 5566 440 061 31.445 06 10011 20545 1!.0 040 4511 0 51 0 1 1 11 3400 450 061 3160' 03 041 11 111 20446 460 039 5114 051 04 125 1213 060 31755 05 115 470 039 46 01 159 3055 470 051, 31 922 0 5 041 11501 20.131 460 412620 191 7.850 190 ow 32225 5 0 41 11 071 20244 490 037 4 195 051 04 2.01 2.324 7 090 051 32225 00 7 4. 17.01123,053 500 016 406] 0 51 04 2310 2552 505 016 32273 05 0 41 12310 AW3 510 016 510 0 3 4925 2695 051 01 2.550 2?79 2520 2205 510 0 55 32510 o 5 120 055 37662 05 04f 17050 1t we 0.41 12.740 0301 510 0 3 5050 0.51 04 3030 2029 530 OH 32601 05 041 14010 19 722 540 034 4,Iv 051 04 3210 I153 5.0 0.5.7 3141 03 041 13210 10071 550 010 5.1125 051 04 3310 1a6 550 052 35021 05 0 41 13510 10051 370 011 070 033 5749 051 04 5. 051 01 3450 3220 1319 560 0.04 1.3 212 5 5 570 051 31 341 05 041 12750 19061 0.41 13990 19354 550 032 53499ae 0 51 0 4 4230 1110 560 030 33424 03 041 11230 19.141 590 032 542/ 051 01 5.330 007 1,00 044 33 603 05 040 3131 400 097 5160 051 0" 1710 605 044 33122 0 5 On 11710 19.0:0 ..nlc30cn1• . • . • Mort eark g Mar Storage Volum dartlia • 0.1625 Moe 540Mapr 6r'imamVolume loved l 00100 DETENTITION BASIN VOLUME ESTIMATING W OFK0000K Vet eion 2.3 Fe93ased larch 2012 00.9041.4041.0614bn,Ya0 '/21 Wined FAA 11212002 12 56 93 DETENTION VOLUME BY THE MODIFIED FAA METHOD (Sae USDCM Volume 2 Mews Chapter for descd0lion of teethed]. Project: Baidrldge PhD Basin (': Existing Conditions r' Inflow and Outflow Volumes vs. Rainfall Duration 90.000 25.000 30.000 25.000 1D0 200 300 400 Duration (Minutes) SOO SOO 700 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Ve+sism 2..1. Released March 2012 [alor, Geetton . I.son e2 ). stalled FAA nns.Tll2. 1.1563T1 Proposed Pond Condition Baldridge PUD Detention Pond 11-12.12 Proposed Detention Pond Volume Rating Curve Elevation (ft.) 95.89 Area (ft.') 0 Area (acre) 0.000 Cumulative Storage (acre -ft.) 0.000 Notes 96.00 348 0.008 0.000 97.00 17,827 0.409 0.209 98.00 20.045 0.460 0.644 98.44 21,113 0.485 0.853 100 yr WSEL 98.69 21412 0.496 0.974 100 yr Emergency Overflow Weir Crest 99.00 22,530 0.517 1.131 99.19 22,980 0.528 1.231 100 yr Emergency Ovellow Operating Head 99.69 24,167 0.555 1.501 Top of Pond Berm 100 year Volume Required = WQCV Required = 0.853 acre -ft 0.107 acre -ft 100 -year WSEL = 98.44 WQWSEL = 96.51 3:48 PM Ernst Engineering 11/15/2012 Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Illustration Baldridge PUD Compensating Detention Area Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C` CA input input input output gravel 0.52 40.00 20.96 roof 0.18 90.00 15.77 concrete 0.26 100.00 25.89 Greenbelt 0.86 2.00 1.71 Commercial 2.15 95.00 203.85 Access 0.05 100.00 5.0D Sum: 4.01 Sum: 273.19 Area -Weighted Runoff Coefficient (sum CAlsum A) = 68.11 'See sheet "Design Info" for inperviousness-based runoff coefficient values. Compensating Detention Area, Weighted C 11/14/2012, 1:39 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volurre 2 Sling, Chapter Ai dtoc31ptOon of owned) Project: Baldridge PUD Oaem 0, Proposed Condition IFO00atcllnYnta 0091 Nan 156 coots Only. Fix harper cafchnien is. use h9drograph Ton ling method: Det.minrtlen of 53.ti0R Delenlien Malone Doing Modified FAA Method Delemlmtlon nl 1.1A.;:11, Detention Vonore Using Modified FAA Method pinion Fllomalion 1010215- Dee Imo 5lfemwl on 1F out): evicrevvinenoin lm2046„aoe55 Cltth en8YrgoArcm P,eNF •e^s..MC9594m G. A= 1pe e 66 11 nw e. e a A. 30 w 00 l] CS, lmn u004g e01..em00vr00 013061824,911.426$ .elm3774.334. Mel 821 S34.0 A• lyre• 6411 eII B ,se,. A 0, C err C. 401 0 Reps.P6,YA 132Bewne9Cwaul T = t0 a.R.51015.5001001 Polun P.m 1a 130105338 Could 1=I 1o0 3500(2. 5.1025. SO. .81001 Sme Mcocce,e,ion UWVa4mab0 )c• 32 orC.10 .eulwgerw0 1_•rrguiel Mama. IAA keinee Rae a• 000 aio.mn LAM 9.ebue ha • 009 0,vaa,.P,we3een F. 1.75 •91es Cire4wPrecvela45e, F. 310 7304! Deegn NFfIYIOF Fenno. I•Ci Fi,41•YCo Wn9n S.O.S. AF Fanner !•C: F.000.9d•f, 00.114el0 One C.= 7650 <6 Ono C.• 1050 Ge11aanel.3 C:• 10 Co0nn4,4 T.K. CI' ID 0ullwentlMO C,. 0799 Cwni=e1111034 C.= SIBS Delum11u1 I nn At Average Gurnee tarnte Into if Dieul.t.dl' Dineen notion of AVOrane Outflow lromthe Stan lraIr. dalnnl- Bwn Cmneem C• 0.52 Fuson Cmneon C= 041 inflow Pma.RVel1 033243 900 co. IMbiPeik,.nn Op.,• 16 43 Os Ak...e. PoYam6. R,w 914821 Fain cli 097.00, Per Cana. Re, op -.e• 0.14 1 Moe FAA Yngearswap velum. • 1)144 euLk1491 Nod. FAA 581444 nor'.' Slum.' Volume • ]2,117 e06k 441 lied. FAA moor 3.87435 Velum.. 9.304 31,.11 Meek am**. 453,0440alum.- 1155 aen11 22 '.. Rade olpw A0I•073A. O.M.r. 1 55.3. RSYY _ Nwamn arM' OJro. .8144 8,2.87, m a ae1ua11. 11v00n tutVol.. t Weren fee rylny,n n.0 m 11.0165A r . 100!1 401 333., le m6 excae[ IWP,1, Donee rev Inc.,.0,nV,0 Aron. l' vend nee rM8 le 003 ovie c " l 070 rLLowl Vin von.noo ..13., Iee1 1w10.41 o 000 095 070 Dry o 0 163 9m o 20 001 10130 060 019 e 9 060 014 465 2SOBS 40 60 1135 060 021 105 503 0!y. 10 261 20630 065 011 563 22115 60 20 ]3 11.332 017 021 109 2.329 on 759 257]9 017 511 983 RWB 00 22 11 .332 051 020 1117 ]070 60 111 2798/ 051 521 1211 20430 120 22 162946 161700 035 055 020 0201452 1432 4650 -5115 117 159 110 144 27 58/ 330.141 0 SS00 020 1211 3 055 520 1432 0 27 2060747 120 570 1500 26956 100 IGO 96 765 000 I7M1 054 0 54 020 019 2.092 ,491 110 130 160 IY 31.020 21171 0 51 0y. 0 010 1020 39.29: 200 11 1]065 051 0.19 2385 5.00) 290 1370 22.180 0 4 019 2001 90: 20 20070 10.69 a59 010 3325 4001 111 57.21746 053 019 2522 21 WI 110 20 16&10 m5] 0 10 6]01 220 01 052 V19 2230 21014 NO 60 19110 052 019 2,30 5,937 4.520 240 ova 31.441 0 52 010 2059 32.430 200 .60 19.935 052 019 2952 5620 250 017 052t 119 3151 32.005 100 SS 19 935 057 510 2.392 6.172 260 060 54.605 052 LI 19 3.302 32.005 103 Y 20/04 0 57 011 2.392 6.572 317 041 3127 057 019 3.302 33.1 10 540 51 20 019 052 039 3.029 6.942 2 40 0 4 3720 052 019 3009 32,616 140 49 20069 053 0 19 3101 1.042 ,40 075 57 270 051 010 3044 34,213 360 4721.15 0 5 451 I-154 360 022 36250 052 010 4361 38107 300 41 21 472 05 010 42 270 1151 400 a 89 30259 053 019 1111 34,191 416 42 0 21574 0.5 016 4Ao9 710 400 004 39662 0.53 019 4.419 34141 010 42 21916 01 242 4.914 72235 420 044 40002 051 019 163E 14966 010 191 22.379 05 0.19 5'11 7235 450 40491 031 013 56 25 3 11 15195 440 30 21517 05 Cl! 5343 1244 450 OW 40408 250 6.13 5.330 35545 560 36 22,502 OS 010 5374 7147 500 0.58 41230 051 019 510 35734 520 36 71006 OS 5.Hb 1752 500 0 54 41230 058 019 5703 35054 520 15 2).02 05 019 00000 7101 540 0.5) 41504 359 8 19 4.101 35655 60 5 33 213292 05 510 0.211 7207 540 053 42901 051 019 6.200 35929 550 33 25.]08 0 5 0.13 0.213 7 V1 560 052 47524 0.01 0 19 0195 36.133 SBn 32 23516 0s 5 0540 5s 50 50 17 0 0 41 600 0 51 0100 36.84 MO 52 23,750 05 010 5.070 1,105 600 0.49 13319 051 010 667] 36700 420 630 00 24/03 05 0.18 3065 040 040 43]18 051 010 6.010 34.586 460 660 00 20 24243 214 39 05 014 6160 ram 65 23 0964 700 045 4]014 660 045 43027 051 050 1 2366 0 0104 2501 16.014 16.014 700 38 34.051 05 0 13 7.613 6170 200 043 44^_83 051 030 7.5]] 36.00533 700 38 34.5-5 C. 5 0 2 04 14 100 o 43 44.60) 0 51 010 7070 36.021 210 27 34004 O5 018 7.121 0 1114 740 040 45061 051 018 3,957 36.029 760 27 28241 OS 004 6.325 6119 760 D41 45022 050 0 ie 0115 XB& 762 20 28241 19.5 016 9.11? 6 en 100 D41 45 122 0 51 019 2 090 3..903 617 20 2.327 05 0.06 0.600 5516 1000 030 45037 503 051 010 2000 36911 510 25 34421 05 014 0.024 6521 00 0 3 45009 051 018 0,0417 37.011 510 25 25.601 OS 0 18 97 57 6130 0220 030 40134 051 014 0 42 1 33? 610 24 25604 05 016 9.170 6234 040 034 40011 13 51 009 04 28^_ 57.092 080 250 010 0179 060 037 46595 051 016 9817 57.095 000 21 23 2.596244 05 O 10 0.097 00307] e 370 450 13 0.51 016 0991 17411 920 21 25196 0 5 0 le 0 411 7 0446 920 036 47,613 051 036 091-5 31130 920 21 26140 05 0 1 10111 5496 920 035 17]71 051 0 38 36130 0600 600 600 22 26232 22 26 363 22 26403 O9 05 016 010 010 I ii 340 10.504 10001 579 vYe 5.596 2 y. 960 960 •0,714 00 032 41912 11 10.169 0 051 016 CO 3004 050 010 10001 57,145 30,043 30,043 307. II 18.519 10 11000 54% 1000 032 46,351 051 016 11201 30,153 1020 II 15 115 05 016 11419 5396 10.10 031 86331 051 0.15 11419 30.115 1010 20 26040 06 010 11418 5333 1010 031 49559 051 010 le 11851 31231 IWO 20 25051 05 018 10.651 5051 1040 0]1 10959 05t010 1129 vim 0000 20 27340 0.18 11 011 1140 011 49155 030 0 00 12034 35068 1110 20 0?266 010 12006 5011 030 49149 011 12400 31047 1140 19 21160 05 05 0.16 125]3 4041 1120 002 79539 050 0 la 12.]25 31 045 1140 19 27]71 05 018 12533 4770 160 028 19.509 0 51 018 02.0170 30010 1100 19 32215 05 010 10950 6,720 1160 029 19 707 051 014 12.910 ]5.005 1301 19 206 10 05 010 4600 1200 0.39 19.005 051 014 02150 36970 0109 10 20 612 0 17 010 13 174.•4.503 1200 036 51:100.5 0.17 018 13.075 90630 nO. na use sign,. downs (nee AI. 17178 e. iAl Y.iv 5by7 YeRlma lcu9k 0.1 • 1201. FM Men Sang Yuen. Oen43. 3544 Imo.9-Menhir theme Venom renal. UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK V61sion 23, geleosod March 2012 00520 1➢ Cc1.10.01, 2017 Pon] 5 rt Raba.. Malice FM DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USOCM voranu 2 Storage Chapter for description al nathod) Project Baldddye PUO Slain D. Proposed Condition Inflow and Outflow Volumes vs. Rainfall Duration 60,000 50,000 40000 a 30.000 u E a 20.000 10,000 200 400 600 BUD Duration (WnIlea) 1000 ssxxmlewr Vie-, ..-11efibT M.. *Y...•—aTrdnamV.a�� 1.200 1400 UDFCU DETENTION BASIN VOLUME ESTIMATING WORKBOOK Ve. iQ' 2?. Rdeaue March 2012 1L - Doi -11-IZ 2QIZ WY 3n RWo.so. M•j*to cM 11!14iniu r1 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: (Midi/Mgt PUB Basin ID: Proposed Condlllen Current i'An11lli) O,dar n Al pecan Information !Paull Grata. Opening OR Recurplar Opears. Diemen, in !idea Wolff in Feel Lens (Hoye IOI Verpwll Percenlege or Ocen Area Alter Trasn RaEk Raou[Len Orifice Orerleiert Web 000rlIeni OnLe[ ENvavon (Bottom for Verttey Poky lotion el roiitCtlpn c40iclt Net Opening Area (after Trash Rack ReO.ctin1 OPTIONAL Ustr-Over4e Ner OpenrO Mea Penme rn is Wen Longs OPTIONAL' Oaer,O erle Weir Length o•s W= L or H= 02 time Al V et Meru 12 Von I 4.00 J 3 CC 000 '°° I3.00 I 042 0.12 100 0.60 3.00 9690 100 0.60 1.00 96.36 iW 060 100 060 95.59 9563 000 9.00 009 005 L.= 1000 1200 0. �n Ter Ewsal04 of Vertical Oro a Opening Too • Conlon ENvnor or VerLEal tNifre Operero Can r 9622 9606 ache N 16 i1 e9 ft so ft 95 75 N 95 59 6 Routing 1: Water flows through WQCV plate and #1 horizontal opening into#1 vertical opening. This flow plus flow from #2 horizontal opening flows through #2 vertical opening. Horizontal Orifices Monica l fMfloos LAM, fa wow Mae. a New Stomp. w.5. fwwuw Willer Solace EHvnlnn II WOCV Plele.Rieer Ftw cis Cl Moro Weir FP. COT Or Horn. Orifice Pow Cry I2 Moro Weir Flow oft A2 Noe. Orifice Mon cis Al Vent GOAAEtOM Capacity oft 42 Van. Calecbon Capacity cis Tutus Collection Capacity cf. mew wants lo wOCA. litre, & Map aoao. Vita. 9589 000 000 000 0.95 34 01 51.50 nos 91.30 10396 139 Al MN/A aNIA MNIA RNA #N/A ANA ANA AMA MIA ANA INIA ONA INIA aNIA MN/A MNIA AN/A ONA *NIA ON'A AMA *WA ANA MN/A OVA _ ! _ I I I I I I i I i I 000 000 9.14 30.30 35.09 3585 4i6T 4372 4826 ON/A ONA 044A MNIA ONA MWA_ NN/A AMA IOWA if NIA MWA MWA 0WA AN:A ONIA ONIA AN/A aNIA ON/A ON.A MNA MNA 4N/A ON/A MN/A MIA RNA MNA AN/A ANA ON/A RNA Ma MN/A *NA 000 000 0.00 I 000 .... 055 fiat 1843 - 2732 5522 aNIA 4NIA ANIA AMA AMA OVA IOWA awA yin i MA IN/A atirA 0N% MWA r pNIA ANA #WA *NM MWA NWA MN/A MNIA MNA I ANA I AWA OVA of -PA DNA ONIA ANA ANIA AN/A MNIA I MN/A AN/A 000 0.00 0.00 0.00 12411 2409 34.67 3940 4998 .N;A IiN/A aN/A MN/A aNIA ONIA MWA ANA ANA - ONA PHA PHA MWA ANA ANIA AWA AN/A ON/A I ON/A 'WA AMA MIA I MLA. MIA ONIA - ANA ONIA XNIA XNIA ANIA ONIA (NIA AWA I MNIA i AN:A 000 0.03 041 0.59 085 066 072 074 080 ON/A NNtA INIA INIA - MNIA pNIA I ANA i IN'A ANA I RNA I IN/A i ONIA I MIA I MWA MN I PPP ONIA - ONA 4011/1 ONIA NN/A A+91 ONIA - AN:A I MNIA I ANIA ANA ONIA MWA ANNA ON/A WA j MWA NN'A MNIA 011 013 028 0 37 049 O4 044 045 098 I _ iOtA aNIA ANIA MIA INIA ON/A ONA MN/A ONA AN/A ANIA 458 ANIA ANA ANA MBA MNIA I #WA ON.'A MWA NN/A ONIA ONIA ONIA ANA ONIA ONIA OVA _ ON/A MNIA PAPA OVA MNA MIA MNIA Ott 96.00 9700 000 000 0.01 0.21 98.00 95.44 95..69 99.00 091 0.37 001 0.40 100 w WSEL 002 5.42 0.02 0M 99.19 99.69 003 010 0.03 048 0.04 ON/A 094 ONIA 0.04 INIA 005 INIA 005 IWA 005 I INIA 0 C INIA 008 I INIA 006 I INIA 000 : INIA 006 I INIA 001 I INIA 007 i IA 001 j MIA 001 i SN 0.07 i RN PNIA i 6NIA _ 4NaA l MA ON/A ANIA ma MNIA ONIA INIA ON/A INIA bN/A INIA INIA /NIA bN/A INIA MNIA Mil/A AMA AWA AMA ONIA 4N/A /OSA pNIA AN/A MNA INIA MNIA I IHIA MNIA I INIA ANA I INIA MN/A I MHM MNIA I IHIA INIA /NIA NN'A I /WA MNM I SPA MNM I INIA UD-Uet -11.122012 Pond 45yr Release, Outlet 11/14/2012. 1.43 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: Bsldridge PUB Ba el ID: ProgoIed Condlllon STAGE -DISCHARGE CURVE FOR THE OUTLET STRUCTURE Stage (feet, elev.) 99.89 99 39 98.09 98.39 97.89 97.39 9689 96.39 9589 a 0.00 0.10 o.zo 0.30 Discharge (cfs) 0.40 050 0.60 LID -Del 4142.2012 PanO -5rr r+elaae, Ound 1 V1412012. 1 43 PM RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES a, ! {a ea &;em0e §6+<a®a !) /6uk a. he Restrictor Plate for Circular Ve II II II II II 2! $ Calculation of Orifice Plow Condition co CO Bottom of Plate (feet) Lei 01 ,a CI 01 43 .2 0 / di ! {§ i { C- � :«} §)§ 41 I cc \\}) h 6�a; !) !CttOc #! B; ; -t of/5J $ «! °! 23 11/140012, 1:44 PM UD-Det -11-12-2012 Pond -5yr Release, Restrictor Plate STAGE -DISCHARGE SUING OF THE OUTLET CULVERT (INLET vi. OUTLET CONTROL WITH TAILWATER EFFECTS) Project. 04 dridge RUC Buhr ID Pmpot.d Candlllon wive: *heel Canon wart..* Se. town hronm Raroe • potion Information IlnoulY Gould. LAM Et•rt NM n Oct*. Gab' Ca.M''rier. EM•e f rye 1�.lan W 4s+n MI >� Bo. Gwen. Bern* m old mnel n Feel Box CJnrl. Banal Width15Pvrl areal Box 0.*oth rryr Edge lyc. Inewe from p/h+.o 6*I NaOer tl E.xM Wel EIIOIb+ NCube, lawl OJ0I E140.5105•1 GMiI 'Iran 0.....e01.0%.0 n Feel ahavos no-pm. 04,41 LouCoe0cen E6 LW GYncvn peulon Infanlalion IwlguliIed� Ewu.e Ina. corl.urc FrbM Lrcs GMkM 9.n or mss Ceencsau c*Pce !We; Oxman Cwawti M'riv^ Emyy Co c., Cwnclers Calpllflona on LDDtl -I I.13.]013 hrtl Sir Reoar CJwn L D= e Saws En1.NrPeder Ikgelflrxl= 1064141M144'1' n 15 I n...r. 40 Oil HAMMY M= a.= ln_ '0= 011,0 .I.w 41.0.1311 000 elev. A et• Woo.' alelec. C.w.o.. ...r ... IIt.. Inked I TaBe.ta- aurt... EMOillen n • tr ee:..' Culvert NIM•Cdnte0 Hawaii eh (00001 Culver' ovule.,'* Flo -e41 ela I^0 00 Fbuealt we Conan .. .. ......_ ids. bowel Wr.0,. eu*e.n fl.w0. ef. (ou0M) Mw Ee•a11tO timed I.mM] 11.49 OFe W W Fee or at I.!! MW eft Nu 0.e 90.9 La] wee OM We 0n Pt," 04I 000 4WA 0w e.M *WA WUA 040 adA 0e0 IWA 0B0 WA 0,00 MA b.00 MIA µ0 WA 000 MIA 000 with 0.00 M'A 0m FWA 000 M/A 0.00 1WA 010 EW A 0.00 FWA 00) IWA 000 !WA 0.00 MA 0.0 FWA 000 FWA 0.00 0 -WA 000 !WA d,p IOWA 0.00 IVA 010 FWA I 0 0WA OAP MA e.0 IWA 1200 FWA 0.00 r0A 0W OVA _ o.W IN/A 11:1443012 145 PIA STAGE-UISC BARGE SONG OF THE OUTLET CULVERT {INLET vs. OUTLET CONTROL WITH TNLWATER EFFECTS Prehct. 9aleeeQe Pun Ilaen ID. PMPOtpe Condlthen STAGE -DISCHARGE CURVE FOR THE FINAL OUTLET PIPE CULVERT 9989 99.39 98.89 - 98.39 Stage (feet, elev.) 97.89 97.39 9689 96-39 9589 1 0.00 10 00 70 00 30 00 40 00 5000 Discharge (cfs) P.P.M3CmTrn{P'V t. W-0 F.vm e 3, Caved 4'23,Al2. 1133/.M STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: ealdridga Pun Basin ID: Proposed Condition Phalan Information Ilnoutl. BoLlom Length of Weir Angle of Side Slope Weir Elev. for Weir Crest Coef. for Rectangular Welr Coef. for Trapezoidal Weir Calculation of Solllwav Cnoaclty loutollll: 1= Angle EL. Crest = C,= C, _ 15.00 75.96 98.69 3.00 3.00 feet degrees feet Water Surface Elevation ft Rect. Weir Flowrale cls Triangle Weir Few/rate ois Thiel Spillway Release Cls Nom' lls\.. Total Pond Release cfs .,, 95.89 0.00 0.00 000 0.00 96.00 0.00 0.00 0.00 0.00 97.00 0.00 0.00 0.00 0.00 96.00 0.00 0.00 0.00 0.00 99.44 0.00 0.00 0.00 0.00 99.69 0.00 0.00 000 0.00 99.00 7.77 0.64 8.41 6.41 99.19 15.91 2.12 18.03 18.03 99.69 45.00 12.00 57.00 5700 MIA MIA MN/A "NIA MNfA MN/A MNIA MN/A IIIV/A MIA PN/A MN#A MN/A MIA MWA /4N/A #NIA MNIA #N/A #WA MNIA *NIA MNIA MN/A "NIA #NIA MNIA MWA MN/A MN/A 4N/A MN/A t0N/A MN/A MN/A #NfA ONI/A MNIA MN/A MN/A #61/A 4N/A MNIA MNIA MN/A #N/A MN/A MNIA MNIA MNIA fiNI/A MN/A 'NIA MN/A MN/A #N/A 4N/A MN/A MNIA MNIA MNIA #NIA MN/A MNIA MNIA MN/A MN/A MN/A tON/A MN/A #N1A MNIA MN/A MIA MN/A MA #IA #N/A MA MIA MN/A #IA MN/A MN/A MWA MN/A MIA ANA MNIA 'NIA #N/A MIA MIA MN/A 1151/A #N/A #NIA MNIA MNIA #NIA #N/A MN/A MIA MNIA MNIA #N/A MN/A MNIA MN/A OVA #N/A MN/A 451/A MNIA MNIA #WA MNfA #NIA MNIA #NfA #N/A #NfA #NfA #N/A MN/A #N/A MN/A MIA #NIA #NIA MN/A MNfA MN/A MN/A 4N/A MIA MNIA #NfA MIA trhi/A #N/A MNIA MIA 414/A MNIA MN/A MIA MNIA #NIA #IA #N/A MN/A OVA #NfA MIA MN/A MN/A MNIA #NfA 451/A #NIA #N/A MNIA 4N/A 4N/A MNIA MWA MNIA 4N/A #NIA OVA MN/A MN/A MNfA MNIA LID-Det -11-12-2012 Pond -5yr Release, Spillway 11/14/2012, 1:46 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project B&dddpn PUD Basin ID: Proposed Condition UD-Det -11-12-2012 Pond -5yr Release, Spillway 11/14/2012. 1:46 PM Water Quality Control Volume STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET old ES 13 ob g Al h o G 8 2 2 I' I I I I I I H I . <..aa. as s sss a aaassasasasssss:E',8₹₹'.�.₹ "�d_E3E, I I I I I I II I I II I I d��a6. �.�aoaDeve�85g elgi iiiI:: 1. 1. I IIII °ao oeo "s �e elz:z zz 3:zzx:s.2�Szz'zi „ � o I I I I g$Is� Is�eIR I. 1 a o 000c000 oa000aoeee e' 3;22.32.333��₹{32 �,3� 8 882 28228888V 28288" a a*aaa�aPWWWWWPa 8 a 8 STAGE -DISCHARGE SING OF THE WATER DUALITY CAPTURE VOLUME (W OCV) 0 0 2 4 1 I'l APPENDIX II Table RO-3 Recommended Percentage Imperviousness Values, USDCM. Table 5-1 Weld County Design Storm Rainfall Comparison FIRM (Flood Insurance Rate Map) Community Panel number 080266-0850-C (Panel 850 of 1075); Map Revised September 28, 1982. DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF Table RO.3—Recommended Percentage Imperviousness Values Land Use or Surface Characteristics Percentage Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Singfefamily Multi -unit (detached) 60 Multi -unit (attached) 75 Half -acre lot or larger Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis _ 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) _ 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 See Figures RO-3 through RO-5 for percentage imperviousness. CA = ICA + (1.3 U3 1.4412 +1.135i 0.12) for CA ≥ 0, otherwise CA 0 (RO-6) CCD —ICc01-(0.858i)--0.786i2+0.7741+0.04) (RO-7) Ca = (CA -t- c`cD )/2 0812006 Urban Drainage and Flood Control District RO-9 1-25 &Tri-Town4 Depth (in) 0o a1 O m m r-i oo tD ri o r i n m ni oo a ni 1-25 &Tri-Town4 Depth (in) tD t --r ,i p ID ri ri Cr, ri 2.32 N ID N m O M 1-25 &Tri-Town4 Depth (in) O u1 O Cil Nici to M ni N oo Ni In N M 0 N M New Raymer3 Depth (in) t0 of o 1.35 <7 tf1 rl O 03 ri to ri N 2.55 New Raymer3 Depth (in) in O ri to J1 r1 N N ti O ri N to R N N 0o N New Raymer3 Depth (in) ct v ri Ln m el 2.25 in N N in o fn N . M Greeley Depth (in) .ct O .--1 Q1 lit r-1 a N ri ri In N oo N N Greeley Depth (in) tD ri el o tD el ri i71 ri on IC N Q1 01 N Greeley Depth (in) 0o M ri O 00 ri N N N 03 V1 N 2.94 3.42 Longmont' Depth (in) N O ri tD c7 ri 1.75 2.07 2.42 N N Ni Longmont 1 Depth (in) O N H a tD ri O O Ni 2.37 2.74 00 O M Longmont' Depth (in) tD to r -1 in O N 2.47 LI1 on Ni to M M N N M 1 -Hour Storm Frequency 2 -year (50% chance) 5 -year (20% chance) 10 -year (10% chance) 25 -year (4% chance) 50 -year (2% chance) 100 -year (1% chance) 2 -Hour Storm Frequency 2 -year (50% chance) 5 -year (20% chance) 10 -year (10% chance) 25 -year (4% chance) 50 -year (2% chance) 100 -year (1% chance) 6 -Hour Storm Frequency 2 -year (50% chance) 5-year(20% chance) 10 -year (10% chance) 25 -year (4% chance) 50 -year (2% chance) 100 -year (1% chance) `a .0 O • " E E O O a� m W N m0 g E5. s C ' c re m o " e c La G R m EEEE 0 0 0 0 u 11 U kl is N M V APPENDIX III (Stuffer Envelope) 1991 Historic Drainage Plan by Nelson Engineers Existing Conditions, Demolition and Removal Plan (for historic conditions and historic drainage data) Drainage Plan Erosion/ Sediment Control and Water Quality Plan Details (Drainage, Erosion Control and Water Quality) B 1304 SEC 02156522 07/17/91 13:41 < 0.0D 2/002 F 1E2" I1LY AN1, FCUERSTEIN CLE51< o RECOROi:R WELD CO, CO ' 5SHOULDER O 3:80 `557 0 a, �N 0 o � o cr> 50 SCALE /"= 50 rocs or A rHALT MED/4, y EDCE OFOR/IgN6 LANE O{yL/NEST N'r. 4//9 58/.065/ .E N •Ln O O o 0 -c N C ACCEL L_NE EDGE O F 'se N. LINE NEI '04 24 F 336 MEDIAN /OO' AS.PHAL)r TAPER DR/V/NG LANE DR/V/NG LANE Ex/C -WC BUI L 1/NG 5400 5r - EASEMENT \ AC6)j3519 W. 260.0 \ �� N.N.PROPOPf QAD IN FUTURE Fl N.�'�3 B4LDRIDGE Rl RDSON PUD. �oR O> I 06 NE COR SEC B, ,r SHOULDER TON Re8w S ST VRA/N SANITATION DISTRICT SEWERLINE A9'F7CE 8 8" DISCH4RGE PIPE 4890 SEE DETAIL 77-19 SHEET 9/ 92 GATE TO BE REMOVED BY CITY OF LONGMOVT. m94 95 W96 W J 97 W 96 P7JSSIAN OIL/VE TREES 99 f 90LF16"CMP W /FLARED 900END SECTIONS O/ 2/' 7? t 15'UTY ESM'T 3' SECT/ON C -C SERAIL CONSTHUG77OW SCALE I" _ /O, HORZ 8 VERT. 39' EL, 93 NHS DRAWING IS THE PROPERTY CF SUBMITTAL NELSON ENGINEERS A C is NOT TO BE REPRODUCED, WOWED OW LIMO FOR DATE' ANT OTHER PROSCT DR EXTENSION OF Try PROJECT EXCEPT VT EXPRESS WRITTEN CONSEWT OF Wisp, FNIaiFFRS SECTION e -S _DETEN_TION POND SCALE /" _ 1O' h'ORZ 8 VERT. PROJECT NO 0/4 DATE MAR _1991 SCALE/"_ 50' _ 9' 3 E4.96 1l/ DRAWN AFL/ CHECKED APPROVED LCN LCN m to I 4 3 A4 PLAN BOTTOM OF DETENTION POND EL. 93.0 } y: ORIFICE DETAIL SCALE; I(2" •E-0" SET TOP OF BOX TO MAX STORAGE RFO'D. EL. 95.7 SFCTION A -A LANDSCAPING SCHEDULE KEY OTY. BOTANICAL NAIVE COM C V NAIVE SIZE 1htES RC 229 ELAEAGM✓S RUSSIAN OLIVE 5 GAL -3F7; H7 SHRUBS ✓T a JUNIPERUS SABINA "TAM" TAMMY ✓IAVIPER 5 GAL. L AAUSC,4FYAG NOTES I PROPER PLANTING PRACTICES ACCEPILD BY THE COLORADO NURSERYh,EiVS ASSO TA a ': SHOULD BE FOLLOWED IN THE /NSTALLATIONOFALL PL40Vr,MATERIAL. 2 PLANTING MIX AND SOIL PREPARA77CW FOR SHR113 BEDS, AND F'LANTNG IYT5; TO St -thr 'OSED. OF EQUAL PARTS OF PEAT MOSS; f7NE GRACED AMC WELL PC; ILD MAN'/RE, AM) FA2,: „':G SOIL 3 ALL LAAOSCAPED AREAS ARE TO BE SEEDED WITH NATIVE GRASSES, A REC_>/tLMENIX7) MIXTIJRE IS: 54W171BRW£2014 TALL WI -SEAT 30%GRESILL)WHF.!T20PS NTERIVEDIATF WHEAT 20%, AM) PERENNIAL RYE 10%, APPLICATION RATE SHOULD B -10a LIVE SEED PER ACRE. 4. DRIVES, PARKING AM) DISPLAY AREAS TO BE GRAVELED TO MINIMIZE DUST AM) MID 5 TANKS ONT HE PROPERTY. TREE WATERINGPROVIDED WILL AND STORAGE WATER FOR LANDSCAPING WILL SE BE BY USE OF WATER TRUCK AND HOSE ON A WEEKLY BASIS, GRASSED AREAS WILL BE SPRINKLED WITH HOSES. EXISTING GROUND NELSON ENGINEERS 520 GREELEY NATIONAL PLAZA GREELEY, COLORADO 80631 S-315 SALDRIDGE PUG WELD COUNTY, COLORADO i $' PVC DISCHARGE PIPE EXH/B/T'H" DRAINAGE AND tex LANDSCAPING PLAN z 4w« 4 it L Fence Line LEGEND c, \2 DEMO-EXISTAwg M ao bongnont\Ci IL V i Y O L a. Dlst\2608-04-12 Mtn View Fir to Z'\M-CUents\Mountain View Fi se RCP Culvert Inv. -03.34 30 ID- = lie — w— = - T = T• _ •D = G = G• _ Gas Line — Marker & Valve I • 1 • 15' UTILITY EASEMENT PER THE PLAT OF BALDRIDGE P.U.D., FIRST FILING .r I ' -t \r I 4,9sir.. _ Concrete'Si: Pan \ `hft Storm S., Sewer Inlet `•% Grate -09.10 titit NW Inv. -03.45 SE Inv. -03.45 Wood ljlvacy Fend, 30' Drainage & Utility Easement per the Plat of Vista Commercial Center, Filing 1 GRAPHIC SCALE 0 15 30 I I I 1 Inch = 90 ft. 15' Drainage 8c Utility Easement per the Plat of Vista Commercial Center, Filing 1 Light Pole Power Pole Power Pole Support Wires Water Meter Water Line Locate Water Valve Waterline (per underground locates) Sanitary Sewer Manhole Telephone Line (per underground locates) Telephone Line Locate Delineator Post Deciduous Tree Shrub / Bush Gas L'ne Locate 54" RCP Culvert Below, Concrete Pan Above 60 ;SI Storm Sewer Inlet Grate -10.30 NW Inv. -04.55 SE Inv. -04.65 54• RCP Culvert Below, Concrete Pan Above x\ Storm Sewer Inlet Grote=10.05 O OA NW Inv.=04.17 J SE Inv. -04.14 4 (7 7. ..- 0-,'Prit0 9 • • s 4 \ 2 s . . .\ N J • p\ `• Y OUTLOT A, VISTA COMMERCIAL CENTER, FILING I Utility Easement) (Drainage & San. Sewer MH 1 Rim -12.35 al se RCP ASSUMED AUGNMENTJ — Water Line —� f r 1 a LEGEND ASSUMED ALIGNMENT Limits Of Gravel co x San. Sewer MH t'' Rim -11.08 W. Inv.=00.03 Inv.Zg9-9/ COLORADO STATE HIGHWAY 119 Fence Line Elect. Outlet & 8• Dia. Vault 'SUBJECT PROPERTY': BALDRIDGE P.U.D., FIRST FILING \•\ 196,524.31 S.F. / 4.511 ACRES \ OUTLOT B, VISTA COMMERCIAL CENTER, FILING I (Drainage & Utility Easement) / Chain Link - GRAVEL DRIVING Fence OA EOA. and Hydrant & (2) H2O Valves Concrete O 6, i H2O Meter & H2O Line Marker --4)-sea, Sewer Markers Fence Line - 5' e. Ped San. Sewer MH & (2) Marker Posts Rim=92.33 S. Inv.=84.67 E. Inv.=84.4.3 • Ifolietrerse---- Elect. Ped. 8' PVC Culvert N es W. Inv.=95.63 E. Inv.=94.99 • PVC Curvet W. Inv. -95.89 E. Inv. -95.90 15' UTIUTY EASEMENT PER THE PLAT OF BALDRIDGE P.U.D., FIRST FIUNG_ RIp—Rap 60' / --1 C.3 Rip Rap A 15" CMP Culvert Inv =02.73 ASSUMED ALIGNMENT ISTA VIEW DRIVE �o LOCAL EMPLOYMENT/REGIONAL COMMERCIAL ROAD EOA 18'X12" Squash Pipe Culvert _ arw ~ - �/ W. Inv. -06.86; E. Inv. -06.20 Runoff Discharges — Summary Historic Site Breakdown Design Point Sub —basin Area (acres) C 100 0100 (C.F.S.) h I H I 4.00 I 0.48 I 12.67 Developed Site Breakdown Area FL Ditch Top Bank Ditch San. Sewer MH Rim=05.44 W. Inv.=98.45 NE Inv.=98.42 EXISTING AREAS WITHIN BASIN J \4905 Ditch FL=02.86 PROPOSED CONDITION QUANTITY % C100 GRAVEL 138,547.62 S.F. 3.1806 A 79 .40 BUILDING 5,430.04 S.F. 0.1247 A 3 .90 CONCRETE 1,586.11 S.F. 0.0364A 1 1.00 TURF 28,822.28 S.F. 0.6617 A 17 .00 I I II - --� -t I I R -0--W yJ O Q O >- 0 Q W a 0 Qrs •D 5126 as— ---- (-A C 100 EXISTING 1' CONTOUR EXISTING 5' CONTOUR BASIN BOUNDARY SUBBASIN BOUNDARY A = BASIN DESIGNATION B = AREA IN ACRES C = COMPOSITE RUNOFF COEFFICIENTS Ci00=(100 YR. EVENT) D = DESIGN POINT DESIGNATION PROPOSED STORM SEWER FLOW ARROW EXISTING CONDITIONS, DEMOLITION AND REMOVAL PLAN GENERAL NOTES: See Sheet 3 for Master Utility Plan and Construction Notes. 2. See Sheet 4 for Master Improvements Plan and Construction Notes. EXISTING CONDITIONS, DEMOLITION AND REMOVAL PLAN CONSTRUCTION NOTES: 0 Existing; • 6" thick concrete pad (approximately 406 SF) Remove and haul: • 6" thick concrete pad (approximately 406 SF; document thickness prior to removal) Existing' O O O O O 0 0 • 6" thick concrete pad (approximately 360 SF) • Fuel tank Remove and haul: • 6" thick concrete pad (approximately 360 SF; document thickness prior to removal) Salvage and relocate or remove and haul: • Fuel tank (relocate or haul as directed by owner) Existing: • 4" thick concrete sidewalk (approximately 821 SF) Remove and haul: 6" thick concrete remove and haul (821 SF) 4' thick concrete sidewalk (approximately 821 SF; document thickness prior to removal) Existing: • Gravel driving surface (approximately 15,726 SF) Remove and haul: • Remove and haul (15,726 SF) Existing: • Chain Link Fence Remove and salvage: Remove approximately 200 LF of chain link fence; salvage for reuse Existing: • Mail Box Remove and relocate: • Remove and relocate mail box to a location directed by owner Existing: • Chain Link Fence Remove and salvage: • Remove approximately 53 LF of chain link fence; salvage for reuse, See Master Improvements Plan for exact location. Eaistine electric service line lot light pole I1) outlet box to REMAIN: electric service line to remain, protect in place, see Master Utility Plan. hat light pole (1) outlet box Existing: Timber landscape ties (approximately 247 LF! 2 ties high; doctanent prior to removal) Remove and haul: • Timber landscape tics (approximately 247 LF 12 ties high) H: Listing: Russian olive trees (approximately 11). Remove and haul: • Russian olive trees (approximately I I). r L7 Il\dwg\9-DRAINAGE.D U C 0 O E C O O L_ +' N L FA o_ o, t L d PO 1 IA F7 1-' O L a- v L S O 1 G f Cu of Dist \2608-04- c. L L 3 W C CS C 0 O S i vI L w 7 NJ i • \ L -L_ 491p_ 15' UTILITY EASEMENT PER THE PLAT OF BALDRIDGE P.U.D., / FIRST FILING \\• COLORADO STATE IIIGJIw4 Y N p• 119 \ �2p 0 \ ' 4 \ ...•••••• �. \• • Ote o 1,3 a> ,• 1W • 1 ,. \ .. 'I VISTA COMMERCIAL CENTER`, NF,,\ OUTLOT A FILING I (DRAINAGE & UTILITY EASEMENT," LOT 1, BLOCK 3, VISTA COMMERCIAL CENTER, FILING I ,1 r I I. 241 • -----`-----_ ---� J \ I 0 • OD U grarinniliii la22 a EQ EEO 4900—._ TYPE M. BURRED RIPRAP SIZE 8' X 16' SEE DETAIL SLEET TYPE M, BURRIED RIPRAP SIZE 8' X 22' SEE DETAIL SHEET 35 UTILITY AND DRAINAGE EASEMENT bEvELOPDIO PATH 10' UTILITY AND DRAINAGE EASEMENT UTILITY AND ACCESS EASEMENT FUTURE CONCRETE PAVEMENT (FOR REFERENCE ONLY) - - - A I GA cc 15' UTILITY, DRAINAGE ANA SIGNAGE EASEMENT alinlikaarar _Al 000 •-- I DEVELOPED FLOW PATH LOT 1 88,719.9 S.F. 2.04 AC FUTURE -ADDITION 2,100 SF. 4905 I 4906 to 12 a a 4897 / TOP 99.69 100 YEAR WATER SURFACE ELEVATION = 4898.44 EMENT 4904 TYP SIZE SEE M,BURRIED RIPRAP 8' X 18' ETAIL SHEET I 4903 N FUTURE 8 SPACES 15' UTILITY EASEMENT PER THE PLAT OF BALDRIDGE P.U.D. FUTURE FIRST FILING SPACES • " - ---- 0,902 t1 a) 99 an aik. ■ ■ ■ ■ EX. 30" RCP '1 60' R -0-W Aw r C Runoff Discharges -- Summary Historic Site Breakdown Design Point Sub —basin Area (acres) C 100 0100 (C.F.S.) h I H l 4.00 I 0.48 I I 12.67 Developed Site Breakdown IIII�� \q„`11 N 11111 0) k' '\ 1STJ J VISTA VIEW DRIVE i CITY OF LONGMONT 1 Q 111 LL\ ---4905--r.. -.. A 4891 EXISTING RIPRAP TO REMAIN 15 WEIR AT ELEVATION 4898.69 SEE EMERGENCY OVERFLOW WEIR DETAIL ON DETAIL SHEET 48g3 TYPE M, BURRIED RIPRAP SIZE = 15' X 23' SEE DETAIL SHEET 4895 4900 `4905 DRAINAGE PLAN 11 II FIRST FILING, FIRST REPLAT inm 30 .4906 4 05 06 GRAPHIC SCALE 0 15 30 I inch = 30 It. LEGEND 05 eo EXISTING 1' CONTOUR EXISTING 5' CONTOUR PROPOSED 1' CONTOUR PROPOSED 5' CONTOUR ••••••u• BASIN BOUNDARY SUBBASIN BOUNDARY A = BASIN DESIGNATION B = AREA IN ACRES C = COMPOSITE RUNOFF COEFFICIENTS 0i00 =(100 YR. EVENT) 0 = DESIGN POINT DESIGNATION PROPOSED STORM SEWER cz-zwzrirvirnnr=na EXISTING STORM SEWER FLOW ARROW RIPRAP & SIZE PROJECT N0. 2608-04-12 prior to any eunstructIon on this site. N 0-EROS-SEDI-CONTROL-WR.DWG Longnont\Civ0.\dwg\ e PU➢ Flrst Filin L -o c +• 0 L C- e, L 3 0 L q., f N CO 0 Cu rU G7 O O L CL al L Li 3 IL J C C 0 O el C N 6 CU rU 0 CO CU r` 0 U a, ,a L._ 1 1ti ' — ti L _. • N,, ti GRAPHIC SCALE 0 15 I I I Inch — 90 ft. 4971 4970— — -- -- — 4971 4970 1 4g70 30 e0 I I LEGEND EXISTING 1' CONTOUR EXISTING 5' CONTOUR PROPOSED 1' CONTOUR PROPOSED 5' CONTOUR SF SILT FENCE Rb = POWER POLE 4 = POWER POLE SUPPORT WIRES w S — s- - r• e SP `'J r 1 lie SI WI 7 II 1 \"s 15' UTILITY EASEMENT PER THE PLAT OF BALORIDGE P.U.D., - N'I\ = WATER METER = WATER VALVE = WATERLINE (PER UNDERGROUND LOCATES) = SANITARY SEWER MANHOLE = SAN. SEWER LINE (PER UNDERGROUND LOCATES) = TELEPHONE LINE (PER UNDERGROUND LOCATES) = DECIDUOUS TREE ✓ CONIFEROUS TREE = SHRUB = LAWN SPRINKLER WATTLES VEHICLE TRACKING CONTROL PAD FLOW DIRECTION FIRST FILING LuLoRADO STATE HIGH WA y NO. 119 taisaH-vt-wilifiliiilii_kittinorintararararitraratit • is ma in , L <P� \ O], \\ CE A 041 , .T r �`( y v l v0 4 C�:' , ` N \ • \ N i \ f •\ . OUTLOT A, V9 .5 N • .` ` .N • • \ • • •\ • •I V . o, er ♦.'• • .1 / VISTA COMMERCIAL CENTER; ", FILING I - (DRAINAGE & UTILITY EASEMENT)' '.J 1 l ( • r LOT 1, BLOCK 3, VISTA COMMERCIAL CENTER, FILING I .• •;r I V • Rs \ N NN N V 03 LOT 2 107,805.3 S.F. 2.47 AC 35' UTILITY AND DRAINAGE EASEMENT 4 4900 - 10' UTILITY AND DRAINAGE EASEMENT 5 UTILITY AND ACCESS EASEMENT FU TURE CONCRETE PAVEMENT (FOR REFERENCE ONLY) \ at — " 1 4910 Seeding Mix and Rate GRAVEL 11 11 r TOP 99.69 LOT 1 W I 88,719.0 W1 2.oa Ac � �� • rIA EMENT a • I}i. i, a CONCRETE PAaVEMENT --__ ■ FUTURE ADDITION 2,100 SF. 4906 12' CONCRETE PAVEMENT 4904 1 4903 15' UTILITY EASEMENT PER THE PLAT OF 8ALDRIDGE P.U.D. FIRST FILING !If ■■■nommoif:fifao■mo snood' i W1 4906 cro COMMON NAME RECOMMENDED VARIETIES % IN MIX SEEDING RATE ()RYLAND IRRIGATED Western whealgrass Arnha, Barton, Rosana 20 to 45 5.0 16.0 Sideoats grama Vaughn, Butte, Niner, El Reno. Haskell 20 to 40 4.5 9.0 Blue grain Hachital, Lovington lO to 25 5 30 Green Needlegrass Up to 30 5.0 10.0 Needleandthread Up to 15 7.5 15.0 Switchgrass Grenville, Nebraska 28, Blackwell, Pathfinder Up to 20 2.5 45 Big bluestem Kew Up to Ill 5.5 11.0 Little bluestem Pastura, Cinunarron Up to 10 3.5 7.0 Buffalegrass Texoka, Sharps Improved Up to 10 Bur: LO Floret: 3.0 Bur: 16.5 Floret: 6.0 Yellow lndiangrass Llano, Holt, Cheyenne. Oto Up to 10 5.0 !MU Note: The seeding rates are listed in Pounds per Pure Live Seed (PLS) per acre, and not n bulk pounds -s VISTA VIEW DRIVE -At- CITY OF LONGMONT l 0 co t `?+Ka -nor 0 - - - - 4905 Mulching Notes All planted areas should be mulched preferably immediately following planting, but in no case later than 14 days from planting. Mulch conserves water and reduces erosion. The most common most common type of mulch used is hay or grass that is crimped into the soil to hold it. However, crimping may not be practical on slopes steeper than 3:1. The following guidelines should be followed with mulching: I, Only weed -fire and seed -free straw mulch should be used (grass hay often contains weedy exotic species). Mulch should be applied at 2 tons/nero and adequately secured by crimping tackifier, netting, or blankets. 2. Crimping is appropriate on slopes of 3:1 or flatter and mast be done so as w Luck mulch fibers into the soil 3 to inches deep. 3. Tackifier or netting and blankets anchored with staples should be used on slopes steeper than 3.1. 4- Hydraulic mulching may also he used on steep slopes or where access is limited, Wood cellulose fibers mixed with water at 2,000 to 2,500 pounds/acre and organic tackificr at 100 pounds per acre should be applied with a hydraulic muleher. 5. At least 70 percent (%) of the mulch by wight shall he 10 inches or more in length. 6. The appropriate use of fabric blankets under trees and shrubs is suggested. z EX. 30_ RCP 60' R —O —W a r I I I jr \ti\)III\ 1,14i Ilk\ 4- At all times during construction, the Developer shall be responsible fur preventing and controlling on -site erosion including keeping the property sufficiently watered so as to minimize wind blown sediment. The Developer shall also he responsible for installing and maintaining all erosion control facilities shown herein. 5. Pre -disturbance vegetation shall be protected and retained wherever possible. Removal or disturbance of existing vegetation shall be limited to the greats) required for immediate construction operations, and for the shortest practical period of time. 6. All soils exposed during land disturbing activity (stripping, grading, utility installations, stockpiling, filling, etc.) shall be kept in a roughened condition by ripping or disking along land contours until mulch, vegetation, or otter permanent erosion control BMPs arc installed. No soils in areas outside project street rights - of -way shall remain exposed by land disturbing activity for more than thirty (30) days before required temporary or permanent erosion control (eg. seed/mulch, 4897 landscaping, etc.) is installed. 7. In order to minimize erosion potential, at! temporary (structural) erosion control measures shall: a. Be inspected at a minimum of once every two (2) weeks and after each significant storm event and repaired or reconstructed as necessary in order to ensure the continued performance of their intended function. b. Remain in place until such time as all the surrounding disturbed areas are sufficiently stabilized as determined by the erosion control inspector. c. Be removed after the site has been sufficiently stabilized as determined by the erosion control inspector. 8. When temporary erosion control measures are removed, the Developer shall be responsible for the clean up and removal of all sediment and debris from all drainage infrastntentre and other public facilities. 9. The contractor shall clean up any inadvertent deposited material immediately and make sure streets arc free of ail materials by the end of each working day. 10. All retained sediments, particularly those on paved roadway surfaces, shall be removed and disposed of in a manner and location so as not to cause their release into any waters of the United States. I I. No soil stockpile shall exceed tun (to) feet in height. All soil stockpiles shall be protected from sediment transport by surface roughening, watering, and perimeter silt fencing. Any soil stockpile remaining after thirty (30) days shall be seeded and mulched. 12. The stormwater volume capacity of detention ponds will be restored and storm sewer lines will be cleaned upon completion of the project and before turning the maintenance over to the Homeowners Association (f1OA). 13. County Ordinance and Colorado Discharge Permit System (CDPS) requirements make it unlawful to discharge or allow the discharge of any pollutant or contaminated water from construction sites. Pollutants include, but are not limited to discarded building materials, cuner0 c truck washout, chemicals, oil and gas products, litter, and sanitary waste. The developer shall at all times take whatever measures arc necessary to assure the proper containment and disposal of pollutants on the site in accordance with any and all applicable local, state, and federal regulations. 14. Adesignated area shall he provided on site fur concrete truck chute washout, The area shall be constructed so as to contain washout material and located at least fifty (50) feet away from any waterway during construction. Upon completion of construction activities the concrete washout material will be removed and properly disposed of prior to the area being restored. 15. To ensure that sediment does not move off of individual lots one or more of the following sedimentlerosion control BMPs shall be installed and maintained until the lots arc sufficiently stabilized, as determined by the erosion control inspector, a. Below all gutter downspouts. b. Out to drainage swales. e. Along lot perimeter. d. Other locations, if needed. 16. Conditions in the field may warrant erosion control measures in addition to what is shown on these plans. The Developer shall implement whatever measures arc determined necessary, as directed by the County. 17. A vehicle tracking control pad shall be installed when needed for construction 4900 equipment, including but not limited to personal vehicles exiting existing roadways. No earthen materials, i.e. stone, dirt, etc. shall he placed in the curb & gutter or roadway as a ramp to access temporary stockpiles, staging areas, construction materials, concrete washout areas, and/or building sites. Site Preparation For Seeding and Mulching Notes 1. All areas to be planted should have at least 6 inches of "topsoil" suitable to support plant growth (Don Godl and Associates 1884). Native topsoil should be stripped and saved for this purpose whenever a site is graded. 2. The upper 3 inches of the soils in areas to be seeded should not be heavily compacted and should be in a friable condition. An 85% standard proctor density is acceptable. 3. When necessary. soil amendments should be added to correct topsoil deficiencies (e.g., soil texture, pH or percent organic matter). (If topsoil and native seed mixes are used, fertilizer is often not needed.) 4- Fertilizer should be used it specified by a soil analysis. Slow -release type fertilizers should be used to reduce weed growth and protect water quality. Fertilizer should be worked into soil during seedbed preparation. 5. Before revegetation work Is started, an inventory of vegetation should be taken. If noxious weeds, as listed in Weld County Code, Chapter 15, exist on -site, appropriate steps need to be taken before, during, and after work is completed to control their spread. Contact the Weld County Public Works Weed Division Supervisor at 970-304-6496 for additional information if needed. Seeding and Planting Notes 1. Unlined drainage facilities and all areas disturbed during construction shall be actively revegetated. Seed mixes are shown in the table below. Recommended seed mixes may he obtained from the Weld County Public Works Pest and Weed Supervisor. 2. Seed mixtures should be sown at the proper time of year specified for the mixture. 3. Recommended seeding rates specified as "pounds pure live seed per acre' (Ms PLS/acre) should be used. 4. Seed should be drill seeded, whenever possible. 5. Broadcast seeding or hydro -seeding may be substituted on slopes steeper than 3(H):1(V) or on other areas not practical to drill seed. 6. Seeding rates should be doubled for broadcast seeding or increased by 50% if using a Brillion drill or hydro -seeding. 4905 7. Broadcast seed should be lightly hand raked into the soil. 8. Seed depth should be 1/3 to 1/2 inch for most mixtures. 9. All seeded areas should be mulched, and the mulch should be adequately secured. 10. If hydro -seeding is conducted, mulching should be conducted as a separate, second operation_ 11. Al! containerized nursery stock should be kept in a live and healthy condition prior to installation. 12. Containerized trees and shrubs should be installed according to the planting details provided in Section 4.4 of the Urban Drainage and Flood Control District Volume 2, Chapter 12: Revegetation. 13. Live slakes, poles and willow bundles should be installed when dormant (fate winter and early spring) according to the planting details in Section 4.7 of the Urban Drainage and Flood Control District Volume 2. Chapter 12: Revegetatlon- 14. Seed mixtures should be coated with Mycorrhiza at the rate of 2 pounds per acre at the time of seeding. If mulching with straw, be sure the straw Is seed free and weed free - Date Date Data BY BI BY REVISIONS Description Deseription DescriptionApproved B.W.S. pate DECEMBER 2012 Scale 1 "= 30' Drawn D.M.C. Field Book Checked B.W.S. CLIENT MOUNTAIN VIEW FIRE PROTECTION DISTRICT SHEAR ENGINEERING CORPORATION 4836 SO. COLLEGE AVE, SUITE 12, FORT COLLINS, COLORADO 80525 PHONE: (970) 226-5334 (970) 226-4451 FAX: (970) 282-0311 TITLE EROSION/SEDIMENT CONTROL AND WATER QUALITY PLAN BALDRIDGE P.U.B., FIRST FILING, FIRST REPLAT WELD COUNTY (LONGMONT), COLORADO PROJECT NO. 2608-04-12 == e♦ (y)E5"SCMP NI=L_` y EXISTING 15" CMP 2"CLR.I.F. TOP VIEW OUTLET PROPOSED 15" RCP ARCH PIPE NOTE: CONSTRUCT THE TOP OF THE BOX AS CLOSE TO THE EXISTING PIPE AS POSSIBLE. /TOP OF BOX, ELEV; 4902.50± r// Tnf cI T #4 0 12 O.C.,TYP. SECTION A -A A t B 0Gh 00 00 oo�noo 00[1000 IOU B A NEENAH FRAM & GRATE TYPE R-3574 or EQUAL SIZE 47 3/4" X 26 1/2" 12"0.C. 3"CLR.0. F. 2"CLR.I.F. SECTION B -B 2' X 4' STORM SEWER AREA INLET STRUCTURE N.T.S. POSTS 24 -min COMPACTED BACKFILL SILT FENCE FAWRUC MICNOREO iN TRENCH AND ATTACHED TO POST. —FIDE ter. SILT FENCE BRIC ANCHORED IN TRENCH µDFIATTACHED TO POST RUNOFF INSTALLATION: DRIVE POSTS VERTICALLY INTO THE GROUND TO A MINIMUM DEPTH OF 18-, AND EXCAVATE A TRENCH APPROXIMATELY 6" MOE AND 6" DEEP ALONG THE LINE OF POSTS AND UPSLOPE FROM THE BARRIER, NOT LESS THAN WE BOTTOM V OF THE FILTER FABRIC SHALL BE BURIED INTO THIS TRENCH. SILT FENCE INLET GRATE Ir4 AROUND PIPE (TYP) 3" CLEAR TYPE M, BURRIED RIPRAP 1,1'� 1111�I`II`_�I I �cV `111Q1111 ON MANS OR MIN, 1.5 X AVERAGE ROCK SIZE FILTER FABRIC MIRAFl 140 OR EQUAL GRAVEL BED DEPTH EQUAL TO MIN. SIZE OF RIPRAP GRAVEL SIZE 3/4"-1 1/2" WIT �A"�-"! MINVLA, ... 6 -MINIMUM 1/2"-3/4" FILTER LAYER 1 1 /2"--3" ROCK 15' MIN. TEMPORARY VEHICLE TRACKING CONTROL UNDISTURBED SOIL OR COMPACTED TO 95% STANDARD PROCTOR NTS EROSION CONTROL GENERAL NOTES: 1. INSPECT AND REPAIR GRAVEL 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 BASIN OR OTHER FILTERING MEASURE. 2. EROSION CONTROL MAINTENANCE IS THE RESPONSIBILITY OF THE DEVELOPER. 6" BACKFILL W,/NATIVE MATERIAL SECTION Z -Z BURIED RIPRAP PLACEMENT DETAIL ri II I UNDISTURBED 'I SOIL OR COMPACTED TO 95% STANDARD PROCTOR TOP BANK=99.69 R di r I I EFIO TRFAITMEMT S UPTYV IS 2' DEEP OR AS SHOWN (DOES NIJj APPLY 10 TOP EDGE ON SIDE SLOPES) NOTF: IF RIPRAP 1S TO BE GROUTED IN PLACE, BEDDING RIND THICKNESS IS SAME AS NON —GROUTED. FOR GROUTED RIPRAP THE SMALILEST ROCK FRACTION SHOULD BE ELIMINATED FROM THE GRADATION. GROUT TOI BE SAND CEMENT MIXTURE W/2400 psi, 28 DAY STRENGTH, 5% AIR ENTRAINMENT AND A 5 TO 7 INCH SLUMP. MAW/NATIVE MATERIAL H117 - PRAP KEYED END DETAIL 23' 4' 15' 4' 4:1 MAX WEIR Z TOP BANK: 99.69 EMERGENCY OVERFLOW WEIR DETAIL INSTALL PER GRADING PLAN EXISTING DETENTION POND UTANit MOLD dE IWIVLN InslULIGH T C 1D .E cr Tx WATTLE. LEAVING 2 " S INCHES OF THE STARE PROTRDING ABOVE THE WATTLE A WAVY SEDIMENT LINO DILL TEND TO MP THE WATTLE HIP µD COULD PULL IT EFF THE STAKES IF REY ARE DRIVEN 0OVN TOO LOW. IT WAY BE WCESSARY TO MANE A MLLE IN TIE VATILE WITH A PICK END OF YOR MAMMA IN ORDER +TrI GET TIEE BLARE i11ROGN rnE srN,1N 5i�Aa A I I I �( �1 !' '� 1I 119 H 11 �14 � ddryry 1 � CI�II�N� VIIIII M R uhl M iN I Irrj Whit DI ELIA S, IIkIVL iNt STMLS PERPENDICU AR Tn DC Ti WC !IiEYI flt iIR3i PIO ITAKE F 111I.W[[ Il UAijlx, !Lie:IMAM SALT fel-ele, v UlD9 HID DLY'Nv fl tl Ntfc. N•_ 9, IF II£ AREA BEHIND THE INLET IS ACT STABILIZED, A RIP SHOED DE USED To PREVENT SEBNEWT FRBI ENTERING TIE INLET SECURE WITH SAID SAG CURD INLET WATTLE PROTECTION SETUP IL II L'7Ti &TkLet W ATI-LES A..... - T)EIML A r -, OM 1NiI I_�X �MHi iiiiillli Ui WiitI . TO PREVENT SHIFTING, WIT Tx SIGNS, WATTLE TI6RLY AGAINTT DC FIRST. Dtl lar I FROM 04R,A�OSSFRRIM al �EAOI SIDE OF WATTLE LEAVING 4'-6' OF STAKE PWTJDOG ARov�t TnIE WATTLE TRAILING V➢E �+yy+rrIIR If N�iJ1!LyS`■III{fiJTNIJrf/IWC ]�rIT:.R F TIFn I� 1TyT 'HIT I I � iI'1'. I, I' F � IS, ' 1A1, 1 1,11, ° ,1,R ), trll It 1, il.t1 1 00 IaFF J1.111111' *Ali tO AND MCA TO T a1 ' Will NT III': tuff FIEHRET allf. ill Ili UInT F ( „ L_ ��i, R L;,AI LIMB . V HE LES IIUR AID LUG IN LRITEE IS DEPENDENT M r1E CONDITIONS Ii EACH SITE. L VA TEES SHALL SE INSTALLED PRIER TO ANY LAND -DISTURBING ACTIVITIES. VA TEES SHALL DINS ST O STRAW, COPIIST, EXCELSIOR. CO COMM FIBER I, MOT FUR LIE IN CRICENTRATED FLOW MEAL 1, THE WATTLES SHALL SE TRENCHED INTO THE GROID A NINIRM Er TWO !2) ROCS. A. VA TEES SHALL DC INSTALLED PER 'W1FACTIIREAS SPELTICATIONS. 7. IM SLOPES, WATTLES SEAAD SE INSTALLED EN CENTERS, WITH A SLIGHT m]WWARD NC4S AT TIE END O Tx ROW IN ORDER TO PREVENT PONDIRG AT TIE MID SECTION. E RUNNING LENGTHS EF WATTLES SIA1Ln BE ABUTTED FIRMLY TO ENSURE HO LOAM', AT TIE AN]THENTE 4. SPACING - DOWNSLG E• VERTICAL SPACING FOR SLOPE INSTALIATTONS SHLB D BE B[TERMIxD BY SITE CENDITIENS SLOPE GRADIENT AND SOIL TYPE APE THE MAW FACTIRs. A GOD RIFE A MJHS IS, 1.1 SLOPES - IC FEET WART 2.I HOES - BC T T SLOPES - 3C FEETFEEAPAPMT .42'.1SLEP[S - IO FEET APARART. ETC. HOWEVER, AI.MSTINTS MAY HAVE TO DE MALE FUR THE SOIL TYPE. FDA SOFT. LONIY SOILS - ADJUST THE RCVS CLOSER TOGETIIEA. FOR HARD. ROCXY SOILS - ADJUST THE ROWS FLIRTER APART, A SECOIEARY WATTLE PLACED MENINX THE AD.ITIENT Or TWO WATTLES IS EHDIPAGE➢ DI STEEP WIPES C ',MERE -HINTS HAVE FAILED IN THE PAST. ID STAKING. THE CITY RECOMMENDS USING WOOD STAKES TO SECURE THE WATTLES yr TO S/8' REBAR IS ALSO ACCEPTABLE BE SURE TO ILSE A STAKE THAT IS LAG EICUGH TO PROTRUDE SEVERAL DIMES ABOVE TIE WATTLE, IS' IS A GOOD LENGTH FOR HMO, ROCKY SOIL. FOR SOFT LDMT SOIL USE A $4' TIME, r(TSTIHG on PROPOSED INLET ENDS SMALL ABUT TIGHTLY TO BACK U' CURB TCP BACK CURD DEPOSITIEN Mit END STALL ABUT TIGHTLY TO BACK IT CLPR STERN WATER LIRE SECURE WITH SAND BAGS STORM WATER LINE SPACED 4' MART RTP,) KITE. INSTALL ENE ES, FORE GUTTER WATTLES BETWEEN DNPACTEB INLETS AND CWSTRLCTIE DISIIRBAACE [AMBER O WATTLES AND SPACING SHOULD BE DETERMINER BY TFE SITE CONDITIONS. GUTTER PROTECTION SETUP WATT, E MAINTrNAWT Hurl. L TIE CONTRACTOR SHALL INSPECT WATTLES EVERY TWO WEEKS AND AFTER ANY SIGAIrTCANT STORK EVENT AID HAKE REPAIRS OR REITIVE SEDIMENT ACCUMULATED BONNE WATTLE AS NECESSARY. E. SEDIMENT ACT'UAa AT[D BEHIND WATTLE SHALL DE RENEWED WHEN TIME SEDIMENT HAS ACCSBALATED TO OE MALE TIE DEMETER OF THE 3. WATTLE. WATTLES SMALL REMAIN IN PLACE UNTIL TIE UPSTREAM DISTURBED AEA IS STABILIZED AND IS ACCEPTED BY 1S, CITY. v 100 YR WSEL=4898.44 MATCH TO EXISTING WQCV PLATE ON INSIDE OF WALL SEE DETAIL BELOW NO.93 STAINLESS STEEL WELL —SCREEN & FRAM SEE DETAIL BELOW PROPOSED 3' V —PAN' EIGHT, 5/16 -HOLES AND 1/4" ANCHORS (TYPICAL) BOTTOM OF PLATE = 95.75 INV = 95.6 4895.90 0.50% EXISTNC 8- PVC OUTLET BEYOND 1/4" RESTRICTOR PLATE W/EIGHT ANCHORS RESTRICTOR PLATE ON IN SIDE OF EXIST. OUTLET STRUCTURE 2.-2- 2' INSIDE 4896.90 4895 89 4' A, 12' LONG DOWELS or 0 3" CLR. N x co NEW RESTRICTOR PLATE EXIST. OPENING _ 4 PVC EXIST. WALLS MATCH EXISTING (TYP) FOR POND WOCV PLATE ON INSIDE OF WALL, SEE PLATE DETAIL AT RIGHT ID z 2 a `E 0 NO.93 STAINLESS STEEL WELL —SCREEN Sc FRAME 2,88'± NEW WATER QUALITY STRUCTURE A TOP VIEW EXIST. 4' T.O.B. EL, 4598.36 EXISTING OUTLET STRUCTURE 12" VICE TOP OF BERM 4899.69 RESTRICTOR PLATE (NEW) F ENDS LE ADJACENT WATTLES SHALL BE TINRLTLY ABUTTED TO PREVENT SEDIMENT BYPASS WATTI ES — DETAIL 0 WATTLE EILTER DFTAII IN TIGHTLY AR1T TO RAOL OF CIS➢ TEP 1/Llf CURL WATTLE INSTALLATION REGRADE BERM AT 3: 1 SLOPE DOWN AND TIE TO EXIST SLOPE, EXISTING RIPRAP TO REMAIN, SEE GRADING PLAN. !� 4895.63 11IIIIIIIIEf-I 110p 3 �, .o8X .G UHF - I, I I I = —1-. � 20 SECTION A -A 2 1/2" X 1 1/2" ANGLE IRON WELL SCREEN FRAME, ATTACHED TO WELL SCREEN BY INTERMITILNT WELDS MATCH EXISTING (TIP) 4896.9 4895.9 N4 O6" 0- C.,TYP, 2 1/2 P 11" EXISTING GROUND AND RIPRAP TO REMAIN 8`F`17NG 8 -PVC ~ \ PLATE COVERS 6" OPENING: 1/4" THICK PLATE ON TOP OF ANGLE IRONS, 7 1/2" WIDE X 6 1/4" LONG, WELDED TO THE ANGLE IRONS 1/2" 3 16 TYP FOUR, 5/16"HOLES ND 1/4" ANCHORS (TYPICAL) NO.93 STAINLESS STEEL WELL -SCREEN 1 „(TYP 3 16 ► ) 1/4" THICK PLATE ON BOTTOM OF ANGLE IRONS, 1 1/2" WIDE X 6 1/4" LONG. WELDED TO THE ANGLE IRONS --�I �I II III l l=1!`=1� -III_,�IIIIIIII �-Ill,i�l�ll�llil'�I ••,-III SIDE VIEW 7 1/? FRONT VIEW WELL SCREEN & FRAME ON OUTSIDE OF NEW STRUCTURE EXIST OUTLET STRUCTURE NEW WATER QUALITY STRUCTURE 2.68'± 3"CLR.0. F. 2-CLR.I.F. (TYP) 40 I0" SECTION B -B 1 DETENTION POND WATER QUALITY DETAIL PROPOSED WATER QUALITY STRUCTURE i5 TO BE ADDED TO THE FRONT OF THE EXISTING OUTLET STRUCTURE BOX 4896.90 6" TYPICAL WALLS T AND FLOOR 4896.90 NEW WATER QUALITY STRUCTURE C CONCRETE OPENING FOR WATER QUALITY 4896.90 4895.90 1 I/2 (TYP.) HI I 2" 4895.66 OD 4894.99 EXISTING / CL EXIST. DITCH IX, 5/16 -HOLES & 1/4" ANCHORS (TYP) ENTERED EACH HOLE IS 0.613-0 WQCV PLATE 1/4" PLATE, WTH IN/THREE (3) ROWS X ONE (1) COLUMN OF 0.813"0 ORIFICES, 0 4" D.C. WATER QUALITY PLATE ON INSIDE OF NEW STRUCTURE 0 N N 0 u Dote a Data REVISIONS By Description Bf Description Date BY Description Date DECEMBER 2012 Field Book I Scale 1 M= 1 Drawn D.µ.C. / B.R.B. Checked B.W.S. Approved B„W.S, CLIENT MOUNTAIN VIEW FIRE PROTECTION DISTRICT SHEAR ENGINEERING CORPORATION 4836 50. COLLEGE AVE, SUITE 12, FORT COLLINS, COLORADO 80525 PHONE: (970) 226-5334 (970) 226-4451 FAX: (970) 282-0311 TITLE DETAILS (DRAINAGE, EROSION AND WATER QUALITY) BALDRIDGE P.U.D., FIRST FILING, FIRST REPEAT WELD COUNTY (LONGMONT), COLORADO PROJECT NO - 2608 -04-12 SHEET NO. NO. OF SHEETS 14 1 14 Hello