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HomeMy WebLinkAboutSite Certifications - 10/29/2021 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY 1 | 3 October 4, 2021 Dan Mogen City of Fort Collin 700 Wood Street Fort Collins, CO 80522 RE: NEW BELGIUM BREWING PROJECTS - OFFICE ADDITION, LIQUID CENTER ADDITION, MEDICAL CLINIC, BEER GARDEN & EAST RAIN GARDEN Dear Mr. Mogen, This Overall Site and Drainage Certification Letter is provided to verify as-constructed conditions for the several New Belgium Brewing projects spanning the last six years, and include information collect for the Office Addition, Liquid Center Addition, Medical Clinic, Beer Garden Minor Amendment, and East Rain Garden Amendment projects. Northern Engineering’s involvement with New Belgium Brewing regarding these certifications began in 2018, when Northern Engineering was contracted to provide certification on the Office Expansion, Liquid Center Addition, and Medical Clinic projects designed by Farnsworth Group engineering firm and constructed by Brinkman Partners (now Brinkman Construction). Subsequently, Northern Engineering was contracted to design and certify the Beer Garden and East Rain Garden projects. Every effort was made to compile all required and relevant construction and certification information needed for the certification of the Office Addition, Liquid Center Addition, and Medical Clinic projects. Northern Engineering completed survey work for the Rain Garden project on July 6, 2021, and for the other projects on August 21, 2019, to verify general compliance with the following plan sets: · New Belgium Office Addition Grading and Drainage Plan dated October 2, 2015, by Farnworth Group · New Belgium Liquid Center Addition Grading and Drainage Plan dated October 28, 2015, by Farnworth Group · New Belgium Medical Clinic Grading and Drainage Plan dated June 15, 2015, by Farnworth Group · New Belgium – Beer Garden Grading and Erosion Control Plan dated October 21, 2019, by Northern Engineering · New Belgium – East Rain Garden Amendment dated January 26, 2021, by Northern Engineering Included in this drainage certification submittal are the following: Appendix A - City of Fort Collins Overall Site and Drainage Certification Form. Appendix B - City of Fort Collins During Construction Inspection Checklist and photographs provided by contractor. Appendix C - As-constructed LID treatment exhibits. Appendix D - As-constructed record drawings for Grading Plan sheets. We have concluded, based on the attached information and personal site inspection, that the drainage features for the project site have been constructed in substantial compliance with the above referenced Final Utility Plans, with the following exceptions: NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY 2 | 3 · Item I.A: Pond E final condition improvements south of Medical Center were not completed. At New Belgium’s request, the City and New Belgium Brewing monitored the pond to determine if soil conditions in the interim condition, including soil permeability, would allow the pond to function as constructed per interim design with no issues experienced from standing/ponding water nor persistently wet soils. It was determined the existing “interim” pond condition would be accepted as “final” at this time. In the interim condition, the pond has a detention volume of 3.56 ac-ft, satisfying the interim detention requirement of 3.28 ac-ft stated in the Final Drainage Report – New Belgium Medical Clinic by Farnsworth Group dated June 3, 2016. · Item I.A.5: Pond release rate was not modified with Medical Center improvements. · Item I.B: Based on survey information, existing Pond E is relatively flat to flat. Bottom grades were to be improved to 2% minimum and concrete pan was to be installed in future condition. This deficiency was noted in the drainage report and was to be correct after the completion of the City’s Buckingham and Lincoln Outfall project. At New Belgium’s request, the City and New Belgium Brewing monitored the pond to determine if soil conditions in the interim condition, including soil permeability, would allow the pond to function as constructed per interim design with no issues experienced from standing/ponding water nor persistently wet soils. It was determined the existing “interim” pond condition would be accepted as “final” at this time. · Item I.B.3: Pond E spillway location was not indicated in Medical Center Grading Plans, nor in the Drainage Report, and was not modified as part of this project. Only reference is the elevation – 4953.50, which appears to be the concrete walk and berm on the south side of the pond adjacent to Buckingham Street. · Item i.B.4: Existing outlet structure was not modified as part of the Medical Center project. · Item ii.A: No major channels or swales were part of these projects. · Item iii.A: Northern Engineering has not performed any capacity analysis of the drainage systems elements, other than for the East Rain Garden project, and in no way verifies said pipes meets requirements of the associated drainage study. · Item iii.A.1: Where able, size and material were verified. · Item iii.A.2: Where able, slope was determined and noted. Storm drainage elements of these projects have been functional for up to six years at this time and precedent would dictate that any deficient pipe slopes have little to no affect. One underdrain pipe in the East Rain Garden project was installed at 0.0% (flat) rather than at the design slope of 0.2%. This will have no effect on the underdrain system. · Item III.A.3: Inverts were noted where able on grading plans. · Item III.B: Northern Engineering did not observe construction. Northern Engineering was unable to verify installation. · Item III.B.1: Northern Engineering did not observe construction. Northern Engineering was unable to verify cover in any buried locations, with the exception to the East Rain Garden project, in which case minimum cover was maintained. NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY 3 | 3 · Item III.B.2: Northern Engineering did not observe construction. Northern Engineering was unable to verify encasements and clearances specified in plans in any buried locations, with the exception to the East Rain Garden project, in which case minimum clearance was maintained. · Item III.B.3: Northern Engineering did not observe construction. Northern Engineering was unable to verify the joint types or construction methods used for the storm drain pipes. · Item IV.A: Pan proposed with future Pond E improvements not yet constructed. At New Belgium’s request, the City and New Belgium Brewing monitored the pond to determine if soil conditions in the interim condition, including soil permeability, would allow the pond to function as constructed per interim design with no issues experienced from standing/ponding water nor persistently wet soils. It was determined the existing “interim” pond condition would be accepted as “final” at this time. · Item V.A: All storm inlets are private drain basins or trench drain. Invert and grate elevations were not compared to original design, only noted in as-built drawings to show general conformance and functionality as-constructed. · Item VI.A: Culverts were only noted in as-built drawings to show general conformance and functionality as-constructed. · Item iX.A.3: Sidewalk culverts were only noted in as-built drawings to show general conformance and functionality as-constructed. · Item XII.A.3: This is an ongoing issue that the owners are discussing with the City Erosion Control Department. Please feel free to contact me with any questions that you may have. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Benjamin Ruch, PE Project Engineer 10/4/2021 Appendix A Overall Site and Drainage Certification Form MA200079 (Rain Garden project) Appendix B During Construction Inspection Checklist Medical Clinic Rain Garden 1/19 Page 1 of 2 DURING CONSTRUCTION INSPECTION CHECKLIST  To be completed by Construction Superintendent    This checklist is to be completed during construction and included with the Overall Site and Drainage Certification.   Use “Yes” for items completed as described.   Use “N/A” for items that are not applicable to the site being certified.   If any blanks are “No,” attach an explanation referencing the item number below.     Project Name: New Belgium Rain Garden     Date:  5/12/21     Building Permit Numbers: MA200079          I. Compaction  A.             All berms and embankments meet the compaction requirements as specified in the project geotechnical report or comply with the  City’s standard, which is “soils should be compacted within a moisture content range of 2% below to 2% above optimum moisture content  and compacted to 95% of the Maximum Standard Proctor Density (ASTM D698).” Compaction requires verification during construction.  Provide testing log from contractor/engineer.    II. Storm Drain Pipe Installation Requirements  A.             The pipe trenches have been compacted in accordance with Section 02225‐3.07.A.1. of the Fort Collins Development Construction  Standards for Water, Wastewater, Stormwater (e.g., the trenches in the roadways are to be 95% of maximum density and all other areas  are to be at 90%, both in accordance with ASTM D698).    III. Energy Dissipation and Erosion Protection ‐ FCSCM Chapter 9, Section 7.0  A. Riprap  1.             The riprap bedding is a granular bedding of the gradation and thickness indicated on the approved construction plans.  2.             A filter fabric was installed instead of granular bedding and is the material shown on the approved construction plans or was an  approved equal. Provide documentation for an approved equal.  3.             The riprap is the gradation shown on the approved construction plans with a D50 of                                   .  4.             The riprap thickness is as shown on the approved construction plans and extends to the horizontal limits shown.  5.             The riprap is buried to the depth indicated on the approved construction plans. (A minimum of 6 inches of soil is required.)  B. Permanent Erosion Control Fabric ‐ FCSCM Vol.1, Ch.7  1.             All fabric was installed per manufacturer’s specifications.  1/19 Page 2 of 2     IV. Other Permanent BMPs  A.             All cut‐off walls have been installed in accordance with the approved construction plans. (Cut‐off walls are required for irrigation  ditch crossings of storm drain pipes.)    V. Extended Detention Basins   A.             Installation of this facility was verified via inspection by a City‐Stormwater Inspector at the point of installation of the water quality  control box(es).  Provide date of inspection and name of inspector:                                                                                          Included certification sheet(s):  Please check the appropriate box(es) for the Low Impact Development  (LID) facilities found on this site and complete the corresponding  certification sheets.    ☐   Permeable Interlocking Concrete Pavers  ☒   Bioretention Cells (Rain Gardens)  ☐   Sand Filters  ☐   Vegetated Buffers  ☐   Underground Infiltration  ☐   Other LID – For certification of Dry Wells, Tree Filters,  Constructed Wetland Channels & Ponds, etc., contact City Staff  to determine requirements to exhibit the LID facility has been  constructed and functions as intended per the approved  drainage report.    *Please provide photographic documentation of the installation of all  stages of all LID facilities.  **Please contact the City Stormwater Inspector at  stormwaterinspection@fcgov.com to discuss inspection requirements  for each LID facility and request inspections.  ***All facilities being certified must be “clean” – free of sediment &  construction debris – prior to certification or acceptance of the facility.    Completed by:   Name: Michelle Case     Title: Project Manager     Email: michelle@waterwiselandscapes.com     Phone: 970‐221‐4051     Company: Waterwise Land and Waterscapes    Address: 1930 N. Whitcomb Street       Fort Collins, CO 80524            1/19 Page 1 of 2 Permeable Interlocking Concrete Pavers  Item/Activity Yes No N/A Submittal Requirements Submitted?/Response  Stormwater Inspection  Pre‐construction meeting was held with City‐Stormwater  Inspector to discuss installation, inspection, checklist, and  protection from sedimentation  ☐ ☐ ☐  Record date, inspector name, meeting  location (i.e. DCP, initial erosion control  inspection, etc.)                                              Sub‐surface inspection(s): Installation of this facility was  verified via inspection by a City‐Stormwater Inspector at the  point of installation of the outlet, underdrain, geomembrane  layer, and sub‐base courses (per design in Final Plan  Documents)  ☐ ☐ ☐  Record date(s) of inspection and  inspector’s name                                              Surface inspection(s): Installation of this facility was verified via  inspection by a City‐Stormwater Inspector at the point of  installation of the pavers and joint fill material  ☐ ☐ ☐  Record date(s) of inspection and  inspector’s name                                              Excavation  Heavy equipment did not encroach into the excavated area  (prevents over‐compaction) ☐ ☐ ☐                                              Bottom of cell was “ripped” after excavation ☐ ☐ ☐ Provide photographs before and after  “ripping”                                              Bottom surface of cell is flat and level ☐ ☐ ☐ Provide photograph                                             Impermeable Liner  Impermeable liner meets design specifications ☐ ☐ ☐ Provide specifications of delivered  material                                              Impermeable liner is attached to concrete perimeter wall ☐ ☐ ☐ Provide photograph                                             Impermeable liner is buried with no exposure  ☐ ☐ ☐                                              Any penetrations of the impermeable liner have been sealed  and checked for water‐tightness ☐ ☐ ☐ Provide photograph (if necessary)                                             Edge Restraint and Concrete Cut‐Off Wall  The required edge restraint meets design specifications ☐ ☐ ☐ Provide specification of installation                                             Concrete cut‐off wall meets design specifications for:    ☐ ☐ ☐ Provide specification of installation                                               ‐ Dimensions ☐ ☐ ☐                                                ‐ Reinforcement ☐ ☐ ☐                                                ‐ Footings ☐ ☐ ☐                                              Underdrain System  Underdrain pipe meets design specifications ☐ ☐ ☐ Provide photograph                                             At least one cleanout is provided per underdrain lateral ☐ ☐ ☐ Provide photograph                                             1/19 Page 2 of 2 Cleanout pipe is solid (not perforated/slotted) ☐ ☐ ☐ Provide photograph                                             Cleanout covers are installed and watertight ☐ ☐ ☐ Provide photograph                                             Verify the underdrain is NOT wrapped in geotextile fabric ☐ ☐ ☐ Provide photograph                                             Verify there is no orifice plate on the underdrain outfall ☐ ☐ ☐ Provide photograph                                             Underdrain integrity tested after backfilling using TV and/or  water test ☐ ☐ ☐ Provide documentation of test results                                             Aggregate  Sub‐base Course(e.g., #2/4):  ‐ Has 90% fractured faces   ‐ Is thoroughly washed (virtually free of fine sediment)  ‐ Is installed to the required design depth  ☐ ☐ ☐  Provide load ticket, photographs, and  record depth installed                                              Basecourse (e.g., #57):  ‐ Has 90% fractured faces  ‐ Is thoroughly washed (virtually free of fine sediment)  ‐ Is installed to the required design depth  ☐ ☐ ☐  Provide load ticket, photographs, and  record depth installed                                              Leveling Course / Joint Fill (e.g., crushed #89):  ‐ Has 90% fractured faces  ‐ Is thoroughly washed (virtually free of fine sediment)  ‐ Is dry screened  ‐ Is installed to the required design depth and to the top  of the paver joints  ☐ ☐ ☐  Provide load ticket, photographs, and  record depth installed                                              Aggregate materials are installed and compacted according to  manufacturer’s and/or design specifications ☐ ☐ ☐ Provide photographs and documentation  of compaction                                              Protection During Construction  PICP area is protected from construction site sediment,  including runoff from the upstream catchment and  construction equipment traffic   ☐ ☐ ☐  Specify how the area was covered and/or  otherwise protected to prevent  construction runoff from entering the  pavement                                              Close Out  Cracked/broken paver units have been removed and replaced ☐ ☐ ☐                                              Paver height offsets are no more than 1/4” between adjacent  units & surface contains no deformations  (depressions/settlement) exceeding 1/2"   ☐ ☐ ☐                                               Upstream catchment is stabilized prior to diverting runoff into  PICP system ☐ ☐ ☐                                                  1/19 Page 1 of 3 Bioretention Cells (Rain Gardens)  Item/Activity Yes No N/A Submittal Requirements Submitted?/Response  Stormwater Inspection  Pre‐construction meeting was held with City‐Stormwater  Inspector to discuss installation, inspection, checklist, and  protection from sedimentation  ☒ ☐ ☐  Record date, inspector name, meeting  location (i.e. DCP, initial erosion control  inspection, etc.)  Chandler Arellano met  onsite 2/3/21  Underdrain and basecourse inspection(s): Installation of this  facility was verified via inspection by a City‐Stormwater  Inspector at the point of installation of the outlet, underdrain,  geomembrane layer, and base course (per design in Final Plan  Documents)  ☐ ☒ ☐  Record date(s) of inspection and  inspector’s name  Not available during  construction to meet  schedule.  See  documentation photos.  Pea gravel and BSM inspection(s): Installation of this facility  was verified via inspection by a City‐Stormwater Inspector at  the point of installation of the pea gravel and bioretention  sand media  ☐ ☒ ☐  Record date(s) of inspection and  inspector’s name  Not available during  construction to meet  schedule.  See  documentation photos.  Excavation  Heavy equipment did not encroach into the excavated area  (prevents over‐compaction) ☒ ☐ ☐  5psi equipment  Bottom of cell was “ripped” after excavation ☒ ☐ ☐ Provide photographs before and after  “ripping”                                              Bottom surface of cell is flat and level ☒ ☐ ☐ Provide photograph                                             Excavated area is protected/surrounded by sediment/runoff  control measures during construction ☒ ☐ ☐ Provide photograph                                             Intake  Upstream catchment drains to inlet/bioretention cell per plan  and flows are fully captured ☒ ☐ ☐                                              Forebay  Forebay is installed according to design specifications ☒ ☐ ☐ Provide photograph                                             There is a minimum 3” drop at the forebay entrance ☒ ☐ ☐ Provide photograph                                             Forebay will drain fully and not hold standing water ☒ ☐ ☐                                              Outlet Structure/Overflow  Emergency overflow elevation is confirmed  ☒ ☐ ☐  Measure and record distance from  overflow to top of media filter; provide  photograph  10.5”, 9”, 12”, 28”  Overflow inlet elevation is set above bioretention media per  plan ☒ ☐ ☐ Provide photograph                                             1/19 Page 2 of 3 Overflow inlet invert elevation is at least 3 inches below  containment wall/berm (to direct overflow into inlet) ☒ ☐ ☐  Measure and record distance between  inlet and top of containment wall/berm;  provide photograph  5.5”, 4”, 4.5”, 9”  Overflow path and check dams, if used, are armored to protect  from erosion and maintain elevations ☒ ☐ ☐ Provide photograph                                             Impermeable Liner  Impermeable liner meets design specifications ☐ ☐ ☒ Provide specifications of delivered  material                                              Impermeable liner is appropriately anchored ☐ ☐ ☒ Provide photograph                                             Impermeable liner is buried with no exposure  ☐ ☐ ☒                                              Any penetrations of the impermeable liner have been sealed  and checked for water‐tightness ☐ ☐ ☒ Provide photograph (if necessary)                                             Underdrain System  Underdrain pipe meets design specifications ☒ ☐ ☐ Provide photograph                                             At least one cleanout is provided per underdrain lateral ☒ ☐ ☐ Provide photograph                                             Cleanout pipe is solid (not perforated/slotted) ☒ ☐ ☐ Provide photograph                                             Cleanout covers are installed and watertight ☒ ☐ ☐ Provide photograph                                             Verify the underdrain is NOT wrapped in geotextile fabric ☒ ☐ ☐ Provide photograph                                             Verify there is no orifice plate on the underdrain outfall ☒ ☐ ☐ Provide photograph                                             Underdrain integrity tested after backfilling using TV and/or  water test ☒ ☐ ☐ Provide documentation of test results                                             Filter Media and Aggregate  Reservoir aggregate layer (ASTM #57 or #67):  ‐ meets design specifications  ‐ is installed to the required design depth  ☒ ☐ ☐  Provide load ticket, photographs, and  record depth installed  4”  Diaphragm aggregate layer (“Pea Gravel” with gradation ASTM  #8, #89, or #9):  ‐ meets design specifications  ‐ is installed to the required design depth  ☒ ☐ ☐  Provide load ticket, photographs, and  record depth installed  8”  Bioretention Sand Media (BSM) composition:  ‐ meets design specifications   ‐ is installed to the required design depth  ☒ ☐ ☐  Provide load ticket, photographs, and  record depth installed  18”  BSM was “machine mixed” by supplier prior to delivery ☒ ☐ ☐ Provide load ticket                                             BSM is installed flat and level ☒ ☐ ☐ Provide photograph                                             Other Structural Components  Containment wall/berm is continuous and level ☒ ☐ ☐                                              Landscaping  1/19 Page 3 of 3 Verify final landscaping is free of sod ☐ ☐ ☒ If sod is used, it must be shown to be  “sand‐grown”                                              Final landscaping (non‐floatable mulch) is flat and level ☒ ☐ ☐ Provide photograph                                             Vegetation is planted according to landscape design  specifications and final landscaping plan ☒ ☐ ☐ Provide photograph                                             Verify that weed barrier is NOT installed ☒ ☐ ☐                                              Temporary irrigation installed  ☒ ☐ ☐  If N/A, then verify that permanent  irrigation is installed to establish/maintain  vegetation                                              Close Out  Upstream catchment stabilized prior to diverting runoff into  bioretention cell ☐ ☐ ☒                                                  1/19 Page 1 of 1 Vegetated Buffers  Item/Activity Yes No N/A Submittal Requirements Submitted?/Response  Construction  Buffer area was sectioned off to eliminate site disturbance and  compaction during construction ☐ ☐ ☐ Provide photograph(s)                                             Level spreader has been installed per plan (if applicable) ☐ ☐ ☐ Provide photograph                                             Soils in the buffer area have been amended ☐ ☐ ☐ Record soil amendment certification with  Environmental & Regulatory Affairs                                              Vegetation is planted according to landscape design  specifications and final landscaping plan ☐ ☐ ☐ Provide photograph                                                 1/19 Page 1 of 3 Sand Filters  Item/Activity Yes No N/A Submittal Requirements Submitted?/Response  Stormwater Inspection  Pre‐construction meeting was held with City‐Stormwater  Inspector to discuss installation, inspection, checklist, and  protection from sedimentation  ☐ ☐ ☐  Record date, inspector name, meeting  location (i.e. DCP, initial erosion control  inspection, etc.)                                              Underdrain and basecourse inspection(s): Installation of this  facility was verified via inspection by a City‐Stormwater  Inspector at the point of installation of the outlet, underdrain,  geomembrane layer, and base course (per design in Final Plan  Documents)  ☐ ☐ ☐  Record date(s) of inspection and  inspector’s name                                              Pea gravel and filter media inspection(s): Installation of this  facility was verified via inspection by a City‐Stormwater  Inspector at the point of installation of the pea gravel and filter  media  ☐ ☐ ☐  Record date(s) of inspection and  inspector’s name                                              Excavation  Heavy equipment did not encroach into the excavated area  (prevents over‐compaction) ☐ ☐ ☐                                              Bottom of cell was “ripped” after excavation ☐ ☐ ☐ Provide photographs before and after  “ripping”                                              Bottom surface of cell is flat and level ☐ ☐ ☐ Provide photograph                                             Excavated area is protected/surrounded by sediment/runoff  control measures during construction ☐ ☐ ☐ Provide photograph                                             Intake  Upstream catchment drains to inlet/sand filter per plan and  flows are fully captured ☐ ☐ ☐                                              Forebay (If Applicable)  Forebay is installed according to design specifications ☐ ☐ ☐ Provide photograph                                             There is a minimum 3” drop at the forebay entrance ☐ ☐ ☐ Provide photograph                                             Forebay will drain fully and not hold standing water ☐ ☐ ☐                                              Outlet Structure/Overflow  Overflow inlet elevation is set above sand filter media per plan  (typically 1 to 3 feet) ☐ ☐ ☐ Provide photograph                                             Overflow inlet invert elevation is at least 3 inches below  containment wall/berm (to direct overflow into inlet) ☐ ☐ ☐  Measure and record distance between  inlet and top of containment wall/berm;  provide photograph                                              1/19 Page 2 of 3 Overflow path and check dams, if used, are armored to protect  from erosion and maintain elevations ☐ ☐ ☐ Provide photograph                                             Impermeable Liner (If Applicable)  Impermeable liner meets design specifications ☐ ☐ ☐ Provide specifications of delivered  material                                              Impermeable liner is appropriately anchored to the perimeter  wall ☐ ☐ ☐ Provide photograph                                             Impermeable liner is buried with no exposure ☐ ☐ ☐                                              Any penetrations of the impermeable liner have been sealed  and checked for water‐tightness ☐ ☐ ☐ Provide photograph (if necessary)                                             Underdrain System  Underdrain pipe meets design specifications ☐ ☐ ☐ Provide photograph                                             At least one cleanout is provided per underdrain lateral ☐ ☐ ☐ Provide photograph                                             Cleanout pipe is solid (not perforated/slotted) ☐ ☐ ☐ Provide photograph                                             Cleanout covers are installed and watertight ☐ ☐ ☐ Provide photograph                                             Verify the underdrain is NOT wrapped in geotextile fabric ☐ ☐ ☐ Provide photograph                                             Verify there is no orifice plate on the underdrain outfall ☐ ☐ ☐ Provide photograph                                             Underdrain integrity tested after backfilling using TV and/or  water test ☐ ☐ ☐ Provide documentation of test results                                             Filter Media  Filter media composition (e.g. ASTM C 33 Sand):  ‐ meets design specifications  ‐ is installed to the required design depth  ☐ ☐ ☐  Provide load ticket, photographs, and  record depth installed                                              Pea gravel layer:  ‐ meets design specifications  ‐ is installed to the required design depth  ☐ ☐ ☐  Provide load ticket, photographs, and  record depth installed                                              Filter Media is installed flat and level ☐ ☐ ☐                                              Other Structural Components  Containment wall/berm is continuous and level ☐ ☐ ☐                                              Landscaping  Verify final landscaping is free of sod ☐ ☐ ☐  If sod is used, it must be shown to be  “sand‐grown”                                              Final landscaping (non‐floatable mulch) is flat and level ☐ ☐ ☐ Provide photograph                                             Vegetation is planted according to landscape design  specifications and final landscaping plan ☐ ☐ ☐ Provide photograph                                             Verify that weed barrier is NOT installed ☐ ☐ ☐                                              1/19 Page 3 of 3 Temporary irrigation installed  ☐ ☐ ☐  If N/A, then verify that permanent  irrigation is installed to establish/maintain  vegetation                                              Close Out  Upstream catchment stabilized prior to diverting runoff into  sand filter cell ☐ ☐ ☐                                                  1/19 Page 1 of 2 Underground Infiltration  Item/Activity Yes No N/A Submittal Requirements Submitted?/Response  Stormwater Inspection  Manufacturer’s representative pre‐construction meeting: A  pre‐construction meeting was completed with the  manufacturer’s representative and installers  ☐ ☐ ☐  Record date and who was present at the  meeting                                              Pre‐construction meeting was held with City‐Stormwater  Inspector to discuss installation, inspection, checklist, and  protection from sedimentation  ☐ ☐ ☐  Record date, inspector name, meeting  location (i.e. DCP, initial erosion control  inspection, etc.)                                              Inspection(s): Installation of this facility was verified via  inspection by a City‐Stormwater Inspector at the point at which  the chambers had been laid/prior to backfilling.    Correct fabric placement was confirmed.  ☐ ☐ ☐  Record date(s) of inspection and  inspector’s name                                              Excavation  Heavy equipment did not travel across underground cell area   during excavation (prevents over‐compaction) ☐ ☐ ☐                                              Bottom of cell was “ripped” after excavation ☐ ☐ ☐ Provide photographs before and after  “ripping”                                              Bottom of cell is flat and level, or graded per approved grading  plans ☐ ☐ ☐ Provide photograph                                             Non‐woven fabric is installed per manufacturer’s specifications  and was not damaged during construction (around system) ☐ ☐ ☐ Provide photograph                                             Woven fabric is installed per manufacturer’s specifications and  was not damaged during construction (beneath chambers) ☐ ☐ ☐ Provide photograph                                             Excavated area is protected/surrounded by sediment/runoff  control BMPs during construction ☐ ☐ ☐ Provide photograph                                             Impermeable Liner  Impermeable liner meets design specifications ☐ ☐ ☐ Provide specifications of delivered  material                                              Impermeable liner is not exposed ☐ ☐ ☐                                              Any penetrations of the impermeable liner have been sealed  and checked for water‐tightness. ☐ ☐ ☐ Provide photograph (if necessary)                                             Aggregate  Foundation and embedment materials are installed and  compacted according to design and manufacturer’s  specifications  ☐ ☐ ☐  Provide load ticket and photograph(s)                                             Underdrain System  1/19 Page 2 of 2 Underdrain pipe meets design specifications ☐ ☐ ☐ Provide photograph                                             At least one cleanout is provided per underdrain lateral ☐ ☐ ☐ Provide photograph                                             Cleanout pipe is solid (not perforated/slotted) ☐ ☐ ☐ Provide photograph                                             Cleanout covers are installed and watertight ☐ ☐ ☐ Provide photograph                                             Verify the underdrain is NOT wrapped in geotextile fabric ☐ ☐ ☐ Provide photograph                                             Verify there is no orifice plate on the underdrain outfall ☐ ☐ ☐ Provide photograph                                             Underdrain integrity tested after backfilling using TV and/or  water test ☐ ☐ ☐ Provide documentation of test results                                             Manifold system  Overflow weir elevation is set at/above water quality storm  elevation ☐ ☐ ☐ Record weir elevation on survey                                             Maintenance access is provided for each Isolator Row ☐ ☐ ☐                                              At least one inspection port has been provided for each Isolator  Row (located in middle third of each row) ☐ ☐ ☐                                              Upstream catchment drains to inlet/intake properly ☐ ☐ ☐                                              Underground Detention Chambers  All chambers were installed per approved Utility Plans and  manufacturer’s specifications ☐ ☐ ☐ Photograph                                             Close Out  Upstream catchment is stabilized prior to diverting runoff into  Underground Detention system ☐ ☐ ☐                                              All Isolator Rows, chambers, and pipes are cleaned and  sediment/debris has been removed ☐ ☐ ☐                                                  Rain Garden at New Belgium Brewery – Photographs of Construciton from February through May 2021    Top Basin – excavation, setting elevations, preparing the soil                                          Top Basin – Geotech liner                    Top Basin – Underdrain pipe and reservoir aggregate layer                Top Basin – check dam         First Basin Diaphragm Aggregate Layer                                            Second Basin Excavation, elevation set, and soil prep                                                Second Basin – Geotech Liner, Reservoir aggregate and underdrain pipe                                 Second Basin – Diaphragm Aggregate layer        Second Basin – Check dam                                      Basin One & Two – Diaphragm aggregate layer, cleanout pipes, and check dams                      Third Basin                                      Third Basin – Reservoir Aggregate                                      Third Basin Underdrain Pipe                    Third Basin – Diaphragm Aggregate Layer                      Berm and Bridge and Spillway Construction                                                        Bioretention Sand Media                              Adjacent Berm Soil Prepared                    Lower Basin Area excavation and Underground PVC Carrier Pipe                                                                                                Forebay & Cobble Swale Installed                                                                                                                                                                                Irrigation                              Contractor Rain Garden Biomedia Subgrade Sketch Contractor Rain Garden Biomedia Subgrade Sketch Appendix C As-constructed LID Treatment Exhibits This unofficial copy was downloaded on Jan-26-2018 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA From Office Expansion Drainage Report This unofficial copy was downloaded on Jan-26-2018 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA From Office Expansion Drainage Report Rain Garden Design This unofficial copy was downloaded on Jan-26-2018 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA From Office Expansion Drainage Report Rain Garden Design ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST 4" P V C 18" PVC 3:1 AS-BUILT RAIN GARDEN SITE CERTIFICATION EXHIBIT FORT COLLINS, CO NEW BELGIUM BREWING - OFFICE ADDITION E N G I N E E R N GI EHTRON R N JULY 30, 2021 P:\1431-001\DRAINAGE\DRNGCERT\OVERALL SITE CERT\01-BUILDING ADDITION\1431-001_RG EXHIBIT.DWG ( IN FEET ) 0 1 INCH = 10 FEET 10 10 Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =64.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.640 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.20 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 9,480 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 =2.86 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =1,052 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =121 sq ft D) Actual Flat Surface Area AActual =705 sq ft E) Area at Design Depth (Top Surface Area)ATop =1400 sq ft F) Rain Garden Total Volume VT=1,053 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =cu ft iii) Orifice Diameter, 3/8" Minimum DO = in Design Procedure Form: Rain Garden (RG) Certifier - Benjamin Ruch, PE Northern Engineering July 30, 2021 New Belgium Brewing - Office Addition Certification Fort Collins, CO UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO UD-BMP_v3.07.xlsm, RG 7/30/2021, 11:50 AM As-built Rain Garden Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Certifier - Benjamin Ruch, PE Northern Engineering July 30, 2021 New Belgium Brewing - Office Addition Certification Fort Collins, CO Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO UD-BMP_v3.07.xlsm, RG 7/30/2021, 11:50 AM FE S FE S ST 7.0' 88.9' 5.1' 630 SF 374 SF NORTH As-built Bioswale Design treatment area = 6,300 sf At time of survey treatment area = 3,740 sf This unofficial copy was downloaded on Mar-06-2019 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA From Liquid Center Drainage Report This unofficial copy was downloaded on Mar-06-2019 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA From Liquid Center Drainage Report From Medical Clinic Drainage Report From Medical Clinic Drainage Report Rain Garden Design Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =41.6 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.416 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.15 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 5,380 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 =0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =66 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =7 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =45 sq ft D) Actual Flat Surface Area AActual =350 sq ft E) Area at Design Depth (Top Surface Area)ATop =1130 sq ft F) Rain Garden Total Volume VT=432 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =cu ft iii) Orifice Diameter, 3/8" Minimum DO = in Design Procedure Form: Rain Garden (RG) Certifier - Benjamin Ruch, PE Northern Engineering July 30, 2021 New Belgium Brewing - Medical Center Fort Collins, CO UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO UD-BMP_v3.07.xlsm, RG 7/30/2021, 2:11 PM As-built Rain Garden Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Certifier - Benjamin Ruch, PE Northern Engineering July 30, 2021 New Belgium Brewing - Medical Center Fort Collins, CO Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO UD-BMP_v3.07.xlsm, RG 7/30/2021, 2:11 PM ST ST ST ST ST ST ST AS-BUILT RAIN GARDEN SITE CERTIFICATION EXHIBIT FORT COLLINS, CO NEW BELGIUM BREWING - MEDICAL CLINIC E N G I N E E R N GI EHTRON R N JULY 30, 2021 P:\1431-001\DRAINAGE\DRNGCERT\OVERALL SITE CERT\03-MEDICAL CENTER\1431-001_MC-RG EXHIBIT.DWG ( IN FEET ) 0 1 INCH = 10 FEET 10 10 Project: New Belgium Medical Center Basin Description: Pond E Interm Stage Storage Contour Contour Depth Incremental Cumulative Incremental Cumulative Elevation Area (ft) Volume Volume Volume Volume (sq. ft) Avg. End Avg. End Conic Conic (cu. ft) (cu. ft) (cu. ft) (cu. ft) 4,948.800 2.80 N/A N/A 0.00 N/A 0.00 4,949.000 30.94 0.200 3.37 3.37 2.87 2.87 4,949.200 3,828.24 0.200 385.92 389.29 280.22 283.09 4,949.400 7,160.04 0.200 1098.83 1488.12 1081.58 1364.68 4,949.600 15,928.62 0.200 2308.87 3796.99 2251.20 3615.88 4,949.800 17,304.93 0.200 3323.36 7120.34 3322.41 6938.28 4,950.000 18,196.02 0.200 3550.09 10670.44 3549.72 10488.01 4,950.200 18,968.87 0.200 3716.49 14386.92 3716.22 14204.23 4,950.400 19,735.51 0.200 3870.44 18257.36 3870.19 18074.41 4,950.600 20,507.76 0.200 4024.33 22281.69 4024.08 22098.49 4,950.800 21,305.07 0.200 4181.28 26462.97 4181.03 26279.52 4,951.000 22,541.36 0.200 4384.64 30847.62 4384.06 30663.58 4,951.200 24,723.48 0.200 4726.48 35574.10 4724.80 35388.39 4,951.400 27,784.60 0.200 5250.81 40824.91 5247.83 40636.22 4,951.600 31,780.83 0.200 5956.54 46781.45 5952.07 46588.29 4,951.800 39,034.59 0.200 7081.54 53862.99 7069.13 53657.42 4,952.000 44,110.04 0.200 8314.46 62177.46 8309.29 61966.71 4,952.200 47,822.59 0.200 9193.26 71370.72 9190.76 71157.47 4,952.400 52,137.09 0.200 9995.97 81366.69 9992.86 81150.34 4,952.600 57,716.77 0.200 10985.39 92352.08 10980.66 92131.00 4,952.800 74,004.49 0.200 13172.13 105524.20 13138.43 105269.43 4,953.000 77,086.94 0.200 15109.14 120633.35 15108.09 120377.52 4,953.200 89,725.53 0.200 16681.25 137314.59 16665.26 137042.79 4,953.400 91,911.29 0.200 18163.68 155478.28 18163.24 155206.03 3.56 Ac-ft FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158 GREELEY: 820 8th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com October 14, 2019 City of Fort Collins - Stormwater 700 Wood Street Fort Collins, Colorado 80524 RE: New Belgium - Beer Garden Minor Amendment Fort Collins, Colorado Dear Staff: The site improvements planned for the New Belgium Brewery – Beer Garden Minor Amendment focus on renovating and improving the functionality of the existing beer garden area. The site currently is a grassy area with sparse vegetation due to heavy foot traffic The site improvements will not alter the existing drainage pattern. The existing grass is to be removed and replaced with permeable artificial turf. An existing subdrain system will be refurbished to provided drainage for the artificial turf. A new concrete patio will drain to existing inlets located in the turfed area. Water will then flow thought existing storm pipes to an existing bioswale for water quality treatment before flowing into the existing New Belgium detention pond located on the north side of Buckingham Street. Site improvements will add no additional flow flowing off-site. The site improvements propose to add 2,192 sf of impervious area to the site in the form of a concrete patio. Per City LID requirements, 50% of the new impervious area needs to be treated for water quality. This will be achieved using the existing bioswale located on site. The bioswale was designed to have a bottom area of 630 sf, allowing it to treat 6,300 sf of impervious area created with the Liquid Center and Office Expansion Projects. In determining the capacity of the existing bioswale, it was found that it only had a bottom area of 375 sf, making it insufficient for treating the existing impervious area. The site improvements will refurbish and increase the bottom area to 740 sf, allowing for better functionality in treating the existing impervious area, and 1,100 sf of the new impervious area, or just over 50% of the new impervious area. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Benjamin Ruch, PE Project Engineer 10/14/19 V.P. LID LID LID LID C.O. CONTROL IRRCONTROL IRR SSSS SS 3" W 3" W 3" W 3" W 3" W 3" W 3" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W SS SS SS SS SS SS CONTROL IRR CONTROL IRR CONTROL IRR V.P. V.P. V.P. V.P. V.P. V.P. V.P. CP BIKERACK OVERFLOW ELEV = 56.89 FLAT BOTTOM ELEV = ±55.92 AREA = 174 SF TOP ELEV = 56.89 AREA = 251 SF FLAT BOTTOM ELEV = ±55.02 AREA = 233 SF OVERFLOW ELEV = 55.89 TOP ELEV = 55.89 AREA = 271 SF 11.64" PONDING 10.44" PONDING OVERFLOW ELEV = 54.53 FLAT BOTTOM ELEV = ±53.96 AREA = 261 SF 6.84" PONDING TOP ELEV = 54.53 AREA = 274 SF OVERFLOW ELEV = 53.00 FLAT BOTTOM ELEV = ±52.42 AREA = 220 SF TOP ELEV = 53.00 AREA = 350 SF AS-BUILT BASIN #1 6.96" PONDING AS-BUILT BASIN #2 AS-BUILT BASIN #3 AS-BUILT BASIN #4 PONDING & FLAT AREA AS-BUILT RAIN GARDEN FORT COLLINS, CO E N G I N E E R N GI EHTRON R N SEPTEMBER 1, 2021 P:\1431-002\DRAINAGE\DRNGCERT\AB-RG VOL EXHIBIT.DWG NEW BELGIUM - EAST RAIN GARDEN Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =100.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 1.000 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 17,558 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =585 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =10 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = Varies ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =351 sq ft D) Actual Flat Surface Area AActual =708 sq ft E) Area at Design Depth (Top Surface Area)ATop =990 sq ft F) Rain Garden Total Volume VT=708 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft iii) Orifice Diameter, 3/8" Minimum DO =N/A in Design Procedure Form: Rain Garden (RG) Benjamin Ruch November 18, 2020 New Belgium - Warehouse Roof UD-BMP (Version 3.06, November 2016) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO Brewery Roof_RG_UD-BMP_v3.06.xlsm, RG 11/18/2020, 8:51 AM East Rain Garden Warehouse Roof Rain Garden Design Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Benjamin Ruch November 18, 2020 New Belgium - Warehouse Roof Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO Brewery Roof_RG_UD-BMP_v3.06.xlsm, RG 11/18/2020, 8:51 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =100.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 1.000 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 4,576 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =153 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =92 sq ft D) Actual Flat Surface Area AActual =239 sq ft E) Area at Design Depth (Top Surface Area)ATop =383 sq ft F) Rain Garden Total Volume VT=155 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft iii) Orifice Diameter, 3/8" Minimum DO =N/A in Design Procedure Form: Rain Garden (RG) Benjamin Ruch November 18, 2020 New Belgium - Loading Dock UD-BMP (Version 3.06, November 2016) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO Loading Dock_RG_UD-BMP_v3.06.xlsm, RG 11/18/2020, 8:52 AM East Rain Garden Loading Dock Rain Garden Design Total Loading Dock Impervious Area = 4574 sf Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Benjamin Ruch November 18, 2020 New Belgium - Loading Dock Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO Loading Dock_RG_UD-BMP_v3.06.xlsm, RG 11/18/2020, 8:52 AM Note - Total impervious area treated by these rain garden = 0.4 ac Brewery roof + 0.105 ac Loading Dock = 21,998 sf of design treatment Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =100.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 1.000 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 6,180 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =206 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = Varies ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =124 sq ft D) Actual Flat Surface Area AActual =174 sq ft E) Area at Design Depth (Top Surface Area)ATop =251 sq ft F) Rain Garden Total Volume VT=206 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft iii) Orifice Diameter, 3/8" Minimum DO =N/A in Design Procedure Form: Rain Garden (RG) Benjamin Ruch September 1, 2021 As Built Basin #1-New Belgium - Warehouse Roof UD-BMP (Version 3.06, November 2016) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO Brewery Roof_RG_UD-BMP_v3.06.xlsm, RG 9/1/2021, 1:51 PM East Rain Garden Brewery Roof - Basin #1 Rain Garden As-Built Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =100.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 1.000 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 6,575 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =219 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =10 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = Varies ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =132 sq ft D) Actual Flat Surface Area AActual =233 sq ft E) Area at Design Depth (Top Surface Area)ATop =271 sq ft F) Rain Garden Total Volume VT=219 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft iii) Orifice Diameter, 3/8" Minimum DO =N/A in Design Procedure Form: Rain Garden (RG) Benjamin Ruch September 1, 2021 As Built Basin #2-New Belgium - Warehouse Roof UD-BMP (Version 3.06, November 2016) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO AB Brewery Roof_RG_UD-BMP_v3.06.xlsm, RG 9/1/2021, 1:55 PM East Rain Garden Brewery Roof - Basin #2 Rain Garden As-Built Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =100.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 1.000 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 4,570 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =152 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =7 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = Varies ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =91 sq ft D) Actual Flat Surface Area AActual =261 sq ft E) Area at Design Depth (Top Surface Area)ATop =274 sq ft F) Rain Garden Total Volume VT=152 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft iii) Orifice Diameter, 3/8" Minimum DO =N/A in Design Procedure Form: Rain Garden (RG) Benjamin Ruch September 1, 2021 As Built Basin #3-New Belgium - Warehouse Roof UD-BMP (Version 3.06, November 2016) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO AB Brewery Roof_RG_UD-BMP_v3.06.xlsm, RG 9/1/2021, 1:56 PM East Rain Garden Brewery Roof - Basin #3 Rain Garden As-Built Total Brewery Roof Impervious Treated = 17,325 sf of 17,424 sf Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =100.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 1.000 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 4,955 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =165 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =7 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =99 sq ft D) Actual Flat Surface Area AActual =220 sq ft E) Area at Design Depth (Top Surface Area)ATop =350 sq ft F) Rain Garden Total Volume VT=165 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft iii) Orifice Diameter, 3/8" Minimum DO =N/A in Design Procedure Form: Rain Garden (RG) Benjamin Ruch September 1, 2021 As- Built - New Belgium - Loading Dock UD-BMP (Version 3.06, November 2016) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO AB_Loading Dock_RG_UD-BMP_v3.06.xlsm, RG 9/1/2021, 1:53 PM East Rain Garden Loading Dock - Basin #4 Rain Garden As-Built Total Loading Dock Impervious Treated = 4,574 sf of 4,574 sf Project Added Impervious Area (SF) 50% Impervious Treatment (SF) As-built LID Treatment Capcity (SF) As Built Deficit/Surplus (SF)Sum (SF) Office Addition 24,116 12,058 9,807 (2,251) (2,251) Liquid Center Addition 4,357 2,179 - (2,179) (4,430) Medical Clinic 5,380 2,690 2,690 - (4,430) Beer Garden 2,200 1,100 - (1,100) (5,530) East Rain Garden - - 21,899 21,899 16,370 Impervious Treatment Areas As-constructed LID treatment surplus with 50% new impervious area treated = 32,740 sf of new impervious area credit. Appendix D Record Drawings FE S DFES FE S ST STST CONTROL IRR CONTROL IRR CONTROL IRR CONTROL IRR CONTROL IRR CONTROL IRR WSOV.P. ST ST ST ST ST ST ST ST ST ST ST ST ST STST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST THE S E R E C O R D D R A W I N G S , P R O D U C E D B Y N O R T H E R N E N G I N E E R I N G SER V I C E S , I N C . , A R E B A S E D I N W H O L E , O R I N P A R T , U P O N I N F O R M A T I O N PRO V I D E D B Y O T H E R S . N O R T H E R N E N G I N E E R I N G S E R V I C E S , I N C . A S S U M E S NO L I A B I L I T Y F O R T H E A C C U R A C Y O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N . REC O R D D R A W I N G 07.30.21 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERINGSERVICES, INC., ARE INTENDED ONLY TO SHOW GENERAL CONFORMANCEAND FUNCTIONALITY OF THE AS-CONSTRUCTED CONDITIONS. NORTHERNENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THEACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD INFO.ONLY(SEE NOTE) ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST INLET GRATE=4958.00 INV=1956.67 THE S E R E C O R D D R A W I N G S , P R O D U C E D B Y N O R T H E R N E N G I N E E R I N G SER V I C E S , I N C . , A R E B A S E D I N W H O L E , O R I N P A R T , U P O N I N F O R M A T I O N PRO V I D E D B Y O T H E R S . N O R T H E R N E N G I N E E R I N G S E R V I C E S , I N C . A S S U M E S NO L I A B I L I T Y F O R T H E A C C U R A C Y O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N . REC O R D D R A W I N G 07.30.21 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERINGSERVICES, INC., ARE INTENDED ONLY TO SHOW GENERAL CONFORMANCEAND FUNCTIONALITY OF THE AS-CONSTRUCTED CONDITIONS. NORTHERNENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THEACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD INFO.ONLY(SEE NOTE) F E S F E S D 18"x30" HERCP FL=4951.788" PVC FL=4951.85 8" PVC FL=4950.96 8" PVC FL=4949.37 4" PVC FL=4949.74 8" PVC FL=4950.43 4" PVC FL=4948.87 24" PVC FL=4950.07 30"x46" HERCP FL=4949.79 FL=4952.76 FES FES DSTST ST ST ST ST ST ST THE S E R E C O R D D R A W I N G S , P R O D U C E D B Y N O R T H E R N E N G I N E E R I N G SER V I C E S , I N C . , A R E B A S E D I N W H O L E , O R I N P A R T , U P O N I N F O R M A T I O N PRO V I D E D B Y O T H E R S . N O R T H E R N E N G I N E E R I N G S E R V I C E S , I N C . A S S U M E S NO L I A B I L I T Y F O R T H E A C C U R A C Y O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N . REC O R D D R A W I N G 07.30.21 THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERINGSERVICES, INC., ARE INTENDED ONLY TO SHOW GENERAL CONFORMANCEAND FUNCTIONALITY OF THE AS-CONSTRUCTED CONDITIONS. NORTHERNENGINEERING SERVICES, INC. ASSUMES NO LIABILITY FOR THEACCURACY OR COMPLETENESS OF THIS INFORMATION. RECORD INFO.ONLY(SEE NOTE) CONTROL IRR CONTROL IRR CONTROL IRR CONTROL IRR CONTROL IRR CONTROL IRR WSOV.P. CONTROL IRR X X X X X X G G GG G E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST EXISTING "NEW BELGIUM" SIGN EXISTING DOG WASTE STATION SIGN TO BE RELOCATED EXISTING "BEER, TOURS, GIFTERY" SIGN EXISTING "NO BEER BEYOND THIS POINT" SIGN 4" P V C EXISTING INLET RIM=4955.46 INV=4952.42 (W) INV=4952.34 (NE) INV=4952.25 (E) EXISTING INLET RIM=4956.56 INV=4953.53 (SW) 93 . 2 0 L F 8 " P V C @ 0 . 8 9 % 4" PV C EXISTING INLET RIM=4956.78 INV=4954.77 (W) INV=4953.12 (N, S) EXISTING EDGE OF CONCRETE EXISTING EDGE OF CONCRETE EXISTING EDGE OF CONCRETE EXISTING FENCE POST EXISTING SPRINKLER (TYP.) EXISTING STORM DRAIN EXISTING BASIN RIM TO BE RAISED 5.5" APPROXIMATE LOCATION EXISTING ELECTRIC (TYP.) APPROXIMATE LOCATION EXISTING ELECTRIC (TYP.) APPROXIMATE LOCATION EXISTING ELECTRIC (TYP.) APPROXIMATE LOCATION EXISTING GAS MATCH EXISTING PAVEMENT MATCH EXISTING PAVEMENT EXISTING 6" WIDE CONCRETE WALL EXISTING 6" WIDE CONCRETE WALL EXISTING 6" WIDE CONCRETE WALL EXISTING 6" WIDE CONCRETE RIBBON CURB EXISTING IRRIGATION CONTROL DECK MATCH EXISTING PAVEMENT MATCH EXISTING PAVEMENT APPROXIMATE LOCATION EXISTING SUBDRAIN (TYP.) (SEE NOTE #7) E E E E E E E ±10 LF OF EXISTING CURB TO BE REMOVED EXISTING TREES TO BE REMOVED 1. 3 % 1. 6 % 1.6 % 1. 2 % 1. 3 % 2.5% BUC K I N G H A M S T R E E T LIN D E N S T R E E T INLET PROTECTION MAY BE REMOVED AFTER INSTALLATION OF ARTIFICIAL TURF ROCK SOCK CAN THEN BE INSTALLED TO PREVENT SEDIMENTATION OF INLET INLET PROTECTION MAY BE REMOVED AFTER INSTALLATION OF ARTIFICIAL TURF ROCK SOCK CAN THEN BE INSTALLED TO PREVENT SEDIMENTATION OF INLET INLET PROTECTION MAY BE REMOVED AFTER INSTALLATION OF ARTIFICIAL TURF ROCK SOCK CAN THEN BE INSTALLED TO PREVENT SEDIMENTATION OF INLET (5 7 . 3 2 ) (5 7 . 3 6 ) (57 . 3 3 ) (57 . 3 9 ) (57 . 2 3 ) (57 . 0 2 ) (5 6 . 5 5 ) (56 . 8 8 ) (57 . 1 1 ) (56.87) (56 . 8 5 ) (57 . 3 5 ) 56.7 8 57.2 0 57.2 9 56.80 56.7 0 56.6 6 56.0 5 56.6 0 56.63 57.0 9 56.7 8 57.01 56.84 56.1 556.7 6 57.24 56.5 5 56.8 0 56.9 6 57 . 1 3 57.2 1 56.2 6 56.4 9 56.6 8 56.8 8 57.0 4 57.0 6 56 . 2 0 56.5 0 56.7 1 56.9 1 57.0 7 56.8 9 56.3 5 56.56 56.7 6 56.9 5 57.0 7 56.9 4 57 . 3 1 56.4 5 56.6 4 56.8 0 56.9 7 57.1 5 57.1 1 57.33 56.7 7 56.7 4 56.8 1 56.9 0 57.0 8 57.2 5 56.6 2 56.7 4 56.9 7 57.09 57.0 2 57.2 9 56.35 57.1 3 (57 . 2 3 ) (57.0 9 ) (56.84) (5 6 . 8 7 ) (5 6 . 5 9 ) (5 7 . 1 4 ) (5 6 . 8 1 ) 56.9 3 56.6 2 56.7 7 57.0 8 (5 7 . 5 5 ) 56.38 (57.1 9 ) 57.1 0 57 . 1 5 56.9 3 57.23 56.5 6 FE SFES ST EXPAND BIOSWALE TO PROVIDE 740 SF OF TREATMENT AREA EXISTING FES FL=4950.46 EXISTING FES FL=4950.70 8.22' ±90' 2.0' BLOCK OR CONCRETE WALL CHECK DAMS 30' 30' EXISTING SIDEWALK TURF REINFORCING MAT EXISTING 18" STORM DRAIN EXISTING 30"x46" HERCP STORM DRAIN EXISTING BIOSWALE AREA TO BE EXPANDED & EXISTING BIOMEDIA TO BE RECONDITIONED 8' x 8.22' x 1.5' DEEP TYPE L RIPRAP EXISTING 12" STORM DRAIN CONSTRUCT WALL AROUND EXISTING STORM DRAIN PIPE CONSTRUCT WALL AROUND EXISTING STORM DRAIN PIPE CONSTRUCT WALL AROUND EXISTING STORM DRAIN PIPE FL = 4950.46 4' x 4' x 1.5' DEEP TYPE L RIPRAP 3: 1 5:1 4: 1 5: 1 4:1 3: 1 0.3% 52.4 6 50. 7 0 52.4 6 50.70 50. 4 6 52.4 6 50.4 6 52.4 6 STRAW MATTING TO PREVENT SEED MIGRATION STRAW MATTING TO PREVENT SEED MIGRATION STRAW MATTING TO PREVENT SEED MIGRATION WALL HEIGHT VARIES (2' MAX) BU I L D I N G 4" SLOTTED PVC UNDERDRAIN MIN. 8" THICK CDOT NO. 4 AGGREGATE MIN. 6" THICK PEA GRAVEL MIN. 12" THICK BIORETENTION SAND MEDIA MIN. 30-MIL HDPE IMPERVIOUS MEMBRANE ///////////////////////////////////// TRM PLANT BIOSWALE PER SEED MIX DETAIL SEE SHEET C101 Sheet NE W B E L G I U M - B E E R G A R D E N E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 21 C100 GR A D I N G & E R O S I O N C O N T R O L P L A N NORTH ( IN FEET ) 1 inch = ft. Feet01010 10 20 30 LEGEND: PROPOSED CONTOUR EXISTING CONTOUR PROPOSED SPOT ELEVATION 33.43 PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL SPOTS ARE FINISHED GRADE ELEVATIONS. 4.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. 5.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 6.ADD 4900-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED. 7.CONTRACTOR SHALL RECONDITION EXISTING SUBDRAIN BEDDING AS NEEDED TO PROVIDE SUITABLE DRAINAGE FOR NEW ARTIFICIAL LAWN. NOTES: 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING STORM PROPOSED SWALE PART OF LOT 1, NEW BELGIUM 4TH FILING LOCATED IN THE NORTH ONE-HALF OF SECTION 12, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO GRADING AND EROSION CONTROL PLAN FOR NEW BELGIUM - BEER GARDEN MINOR AMENDMENT CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R PROPOSED TURF REINFORCEMENT MAT BIOSWALE GRADING PLAN PROPOSED BIO-MEDIA BIOSWALE DETAIL 1" = 2' INLET PROTECTION PORTABLE CONCRETE WASHOUT AREA RIPRAP PROTECTION TABLE OF CONSTRUCTION SEQUENCE AND BMP APPLICATION Project: New Belgium-Beer Garden Minor Amendment CONSTRUCTION PHASE MOBILIZATION DEMOLITION GRADING BEST MANAGEMENT PRACTICES (BMPS) Structural "Installation" Flow Barriers (Bales, Wattles, etc.) (RS) UTILITIES INSTALLATION FLAT WORK INSTALLATION VERTICAL INSTALLATION LANDSCAPE DEMOBILIZATION Concrete Washout Area (CWA) * All Temporary BMPs to be Removed once Construction is Complete Permanent Rip Rap (RP) 1.IT SHOULD BE NOTED THAT ANY EROSION CONTROL PLAN SERVES ONLY AS A GUIDELINE TO THE CONTRACTOR. STAGING AND/OR PHASING OF BEST MANAGEMENT PRACTICES (BMPs) IS EXPECTED. ADDITIONAL AND/OR DIFFERENT BMPs FROM THOSE ORIGINALLY DEPICTED MAY BE NECESSARY DURING CONSTRUCTION DUE TO CHANGING SITE CONDITIONS OR AS REQUIRED BY LOCAL AUTHORITIES. 2.THIS EROSION CONTROL PLAN IS SCHEMATIC IN NATURE. AS SUCH, GRAPHICAL SYMBOLS MAY NOT BE TO SCALE, NOR ARE THEY NECESSARILY SHOWN IN THEIR EXACT LOCATION. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PERMITTING (CITY, STATE DISCHARGE PERMIT, ETC.) AND COMPLIANCE WITH GOVERNING AUTHORITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR (OR PERMIT HOLDER) TO ENSURE EROSION CONTROL MEASURES ARE PROPERLY MAINTAINED AND FOLLOWED. 4.CONTRACTOR SHALL IMPLEMENT THE APPROPRIATE EROSION CONTROL MEASURES ACCORDING THE THE CONSTRUCTION SEQUENCING AND LEVEL OF SITE STABILIZATION. 5.CONTRACTOR SHALL IMPLEMENT APPROPRIATE INLET PROTECTION FOR ALL STORM DRAINS, SWALES, PONDS AND RAIN GARDENS UNTIL SITE IS FULLY STABILIZED. 6.CONTRACTOR SHALL IMPLEMENT APPROPRIATE INLET PROTECTION FOR DOWNSPOUT CONNECTIONS, TO THE STORM DRAIN SYSTEM, UNTIL CONNECTION IS ESTABLISHED WITH DOWNSPOUT. 7.INLET PROTECTION SHALL BE ADAPTED, AS NECESSARY, TO THE SURROUNDING SURFACE TYPE AND CONDITION (i.e., STAKE-DRIVEN WATTLES FOR BARE SOIL, GRAVEL SOCKS FOR PAVEMENT, ETC.) 8.CONTRACTOR IS RESPONSIBLE FOR STABILIZING ALL SLOPES, PARTICULARLY THOSE STEEPER THAN 6:1. CRIMP MULCHING, HYDRO MULCHING, EROSION MATS, TEMPORARY IRRIGATION, AND ADDITIONAL WATTLES OR SILT FENCING MAY BE NECESSARY TO ESTABLISH VEGETATIVE COVER AND STABILIZE THE SLOPE. 9.CONTRACTOR IS RESPONSIBLE FOR PREVENTING SEDIMENT FROM UNSTABILIZED LANDSCAPE AREAS FROM MIGRATING ONTO AND ENTERING THE PERMEABLE PAVER SYSTEMS UNTIL UPGRADIENT TRIBUTARY AREAS ARE FULLY STABILIZED. 10.ADDITIONAL WATTLES, SILT FENCE, OR OTHER MEASURES, MAY BE NECESSARY TO ENSURE THAT EACH BUILDING PAD IS STABILIZED THROUGHOUT CONSTRUCTION. WATTLES SHALL BE PROVIDED AROUND BUILDING PAD SIDES TO ENSURE AT NO TIME SHALL SEDIMENT BE ALLOWED TO CROSS THE PUBLIC SIDEWALKS. 11.CONTRACTOR SHALL IMPLEMENT APPROPRIATE PERIMETER PROTECTION FOR AREAS DIRECTING DRAINAGE OFFSITE. PERIMETER PROTECTION SHALL BE ADAPTED, AS NECESSARY, TO THE SURROUNDING SURFACE TYPE AND CONDITION (i.e., STAKE-DRIVEN SEDIMENT CONTROL LOGS OR SILT FENCE FOR BARE SOIL, GRAVEL SOCKS FOR PAVEMENT, ETC.) 12.FUELING FACILITIES SHALL BE LOCATED AT LEAST ONE HUNDRED (100) FEET FROM NATURAL BODY OF WATER, WETLAND, NATURAL DRAINAGE WAY OR MANMADE DRAINAGE WAY. THE FUEL TANKS AND FUELING AREA MUST BE SET IN A CONTAINMENT AREA THAT WILL NOT ALLOW A FUEL SPILL TO DIRECTLY FLOW, SEEP, RUN OFF, OR BE WASHED INTO A BODY OF WATER, WETLAND OR DRAINAGE WAY. 13.CONSTRUCTION WASTE STORAGE (DUMPSTERS) AND PORTABLE SANITATION UNITS (CONSTRUCTION TOILETS) SHALL BE LOCATED AT LEAST FIFTY (50) FEET FROM ANY STORMWATER INLET, WETLAND, OR DRAINAGE WAY. SAID FACILITIES MUST BE SET IN A CONTAINMENT AREA THAT WILL NOT ALLOW POLLUTANTS TO DIRECTLY FLOW, SEEP, RUN OFF, OR BE WASHED INTO A BODY OF WATER, WETLAND OR DRAINAGE WAY. DUMPSTERS SHALL BE LOCATED ON FLAT, STABLE GROUND, AND CONSTRUCTION TOILETS SHALL BE STAKED DOWN. 14.THE CONTRACTOR AND ALL SUBCONTRACTORS WILL COOPERATE WITH THE CITY'S CONSTRUCTION INSPECTORS BY CEASING OPERATIONS WHEN WINDS ARE OF SUFFICIENT VELOCITY TO CREATE BLOWING DUST WHICH, IN THE INSPECTOR'S OPINION, IS HAZARDOUS TO THE PUBLIC HEALTH AND WELFARE. 15.WHERE SEASONAL CONSTRAINTS (E.G., DURING SUMMER AND WINTER MONTHS) INHIBIT PERMANENT SEEDING OPERATIONS, DISTURBED AREAS WILL BE TREATED WITH MULCH AND MULCH TACKIFIER OR OTHER MATERIALS APPROVED BY EROSION CONTROL STAFF TO PREVENT EROSION. 16.CONTRACTOR SHALL EXERCISE CAUTION TO PROTECT RAIN GARDENS AND MODIFIED RAIN GARDEN FROM SEDIMENTATION. THIS INCLUDES EDUCATING SUBCONTRACTORS ON-SITE. 17.SEE LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON PLANTING, REVEGETATION, HARDSCAPE AND OTHER PERMANENT SITE STABILIZATION METHODS. 18.DIRT AND DEBRIS FROM CONSTRUCTION ACTIVITIES TRACKED ON CITY STREETS SHALL BE KEPT TO A MINIMUM AND CLEANED IMMEDIATELY OR AT THE SUGGESTION OF THE CITY'S EROSION CONTROL INSPECTOR. 19.CONTRACTOR SHALL KEEP CONSTRUCTION VEHICLES ENTERING AND EXITING SITE TO A MINIMUM. 20.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE PERMEABLE PAVEMENT SYSTEM. LOOSE MATERIALS SHALL NOT BE STORED ON THE PERMEABLE PAVEMENT AREA. MUD AND SEDIMENT-LADEN RUNOFF SHOULD BE KEPT AWAY FROM THE PAVEMENT AREA. TEMPORARILY DIVERT RUNOFF OR INSTALL SEDIMENT CONTROL MEASURES AS NECESSARY TO REDUCE THE AMOUNT OF SEDIMENT RUN-ON TO THE PAVEMENT. SURFACE PROTECTION COULD INCLUDE COVERING AREAS OF THE PAVEMENT, PROVIDING ALTERNATIVE CONSTRUCTION VEHICLE ACCESS, AND PROVIDING EDUCATION TO ALL PARTIES WORKING ONSITE. EROSION CONTROL NOTES: ROCK SOCK Inlet Protection (IP) Turf Reinforcement Mat (TRM) Mulching/Sealant Permanent Seed Planting TABLE OF CALCULATIONS Project: New Belgium-Beer Garden Minor Amendment Total Disturbed Project Area Total "Onsite" Area of Disturbance Total Storage/Staging Area Total Haul Roads Area Est. Percent of Project Area Exposed Est. Percent Existing Vegetative Cover Existing Soil Type Groundwater Depth Total "Offsite" Area of Disturbance Acres Acres Acres Construction Vehicle Traffic Area Number of Phases w/ Project Total Volume of Import (+)/Exported (-) Materials Total Area of Stockpiling of Fill or Borrow Areas Offsite Steepest Slope Distance from a Riparian Area or Sensitive Area Density Feet CY SF H:V Feet 0.32 0.32 0 Acres N/A N/A 100% 0 ~90% Type D Caruso Clay Loam N/A N/A 0 0 3:1 660 CHECK DAM THE S E R E C O R D D R A W I N G S , P R O D U C E D B Y N O R T H E R N E N G I N E E R I N G SER V I C E S , I N C . , A R E B A S E D I N W H O L E , O R I N P A R T , U P O N I N F O R M A T I O N PRO V I D E D B Y O T H E R S . N O R T H E R N E N G I N E E R I N G S E R V I C E S , I N C . A S S U M E S NO L I A B I L I T Y F O R T H E A C C U R A C Y O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N . REC O R D D R A W I N G 07.30.21 RECORD INFO.ONLY(SEE NOTE) FE SFES C.O. C.O. C.O. C.O. CONTROL IRR C.O. C.O. C.O. W V.P. V.P. LID LID LID LID C.O. CONTROL IRRCONTROL IRR ELEC SS SS SS SS SS SS SS SS SSSSSS SS SS SS SS SS SS 3" W 3" W 3" W 3" W 3" W 3" W 3" W 3" W 3" W 3" W 3" W 3" W 3" W 3" W 3" W 3" W 3" W 3" W 3" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 6" W 2" W 2" W 2" W 2" W SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS LOA D I N G D O C K 3:1 2.0 % CAP EXISTING PIPE INV. OUT=4952.62 (SW) FG=4953.18 CO A5 INV. OUT=4954.20 (SE) FG=4957.28 BASIN A4 w SOLID LID INV. IN=4954.18 (NW) INV. OUT=4953.21 (SE) FG=4957.20 BASIN A3 w SOLID LID INV. IN=4953.17 (NW) INV. OUT=4952.20 (SE) FG=4956.20 CO A1-1 INV. OUT=4950.63 (NW) FG=4955.90 BASIN A2 w SOLID LID INV. IN=4952.18 (NW) INV. OUT=4952.18 (E) FG=4955.20 BASIN A1 w 8 DOMED GRATE INV. IN=4950.56 (W) INV. IN=4950.56 (E) INV. OUT=4950.56 (S) FG=4953.12 PIPE END w CONC. COLLAR A INV. IN=4950.21 (N) FG=4950.80 27 . 2 5 L F 6" P V C @ 1 . 3 0 % 35.45 L F 4" PVC @ 4.55 % 34.09 L F 4" PE R F . H D P E @ 0.2 0 % 12. 9 4 L F 4" P E R F . H D P E @ 0 . 2 0 % 21 . 4 6 L F 4" P E R F . H D P E @ 0 . 2 0 % 9.5 7 L F 4" P E R F . H D P E @ 0 . 2 0 % 7' CURB CUT EXISTING SWING TO REMAIN EXISTING TREES TO BE PROTECTED IN PLACE (TYP.) EXISTING TREES TO BE PROTECTED IN PLACE (TYP.) FLAGSTONE OR COBBLE OVERFLOW PROTECTION (RE: LANDSCAPE) EXISTING OUTFALL CURB & GUTTER EXISTING BREWERY EXISTING BREWERY EXISTING BREWERY EXISTING DOWNSPOUT (TYP.) EXISTING TREE & STUMP TO BE REMOVED EXISTING MEMORIAL TREE TO BE RELOCATED RAIN GARDEN BIOMEDIA AREA RAIN GARDEN BIOMEDIA AREA RAIN GARDEN BIOMEDIA AREA RAIN GARDEN BIOMEDIA AREA (56.71) (56.7 5 ) (57.60) (57.07) (57.20) (57.17) (57.07) (51.26) (50.94) (49.86) 55.63 54.20 54.20 56.04 56.20 (57.0 5 ) 56.2 0 52.75 52.62 53.70 54 . 1 4 (56.22) (56.53) 52.6 2 52.62 53.56 53.56 55.79 54.20 54. 2 0 (56.5 0 ) (55 . 2 0 ) 55.20 55.20 55.20 56.20 57.0 1 57.0 1 56. 2 0 (55.74) (55.13) (54.45) (55.12) (54.46) (55.21) (56.7 1 ) (56.74) (56.84) (57.73) (57.77) (57.73) (57.75) (57.67) (57.63) (57.33) 57.04 TOW 56.04 TOW 55.17 TOW 56 . 4 2 56 . 3 8 55.85 54 . 8 5 56. 2 4 56.3 8 56. 0 5 56. 1 7 55 . 5 6 54 . 3 9 53. 6 2 LANDSCAPE BOULDERS (RE: LANDSCAPE) LANDSCAPE BOULDERS (RE: LANDSCAPE) EXISTING BIOSWALE 3.7% 3:1 3:1 3:1 3:1 8:1 6: 1 8:1 5: 1 3:1 55.97 BRIDGE 55.84 BRIDGE 55.85 BRIDGE 55.97 BRIDGE STONE STAIRS (RE: LANDSCAPE) PATH EDGERS (RE: LANDSCAPE) (57.67)57.4 0 57.65 PROPOSED GROUTED COBBLE FOREBAY w/ 2'x2' CONCRETE BOTTOM 52.3752.62 52.62 (55.40)(54.33) (54.58) (54.14) APPROXIMATE LOCATION EXISTING SANITARY SEWER SERVICE APPROXIMATE LOCATION EXISTING 3" WATER SERVICE APPROXIMATE LOCATION EXISTING 6" FIRE SERVICE APPROXIMATE LOCATION EXISTING 6" FIRE SERVICE APPROXIMATE LOCATION EXISTING 2" WATER SERVICE APPROXIMATE LOCATION EXISTING 3" WATER & 6" FIRE SERVICES EXISTING ELEVATION IS APPROXIMATELY MAINTAINED WITH PROPOSED DESIGN. CONTRACTOR SHALL EXERCISE CAUTION DURING CONSTRUCTION ACTIVITIES AND BIOMEDIA INSTALLATION. MINIMUM COVER SHALL BE MAINTAINED OVER EXISTING SERVICES. ENGINEER SHALL BE NOTIFIED IF MINIMUM COVER CANNOT BE MAINTAINED. APPROXIMATE LOCATION EXISTING SANITARY SEWER SERVICE V.P. V.P. V.P. V.P. V.P. V.P. ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST V.P. Sheet NE W B E L G I U M - E A S T R A I N G A R D E N A M E N D M E N T E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 2 01/26/21 1 C100 GR A D I N G & E R O S I O N C O N T R O L P L A N PART OF LOT 1, NEW BELGIUM 4TH FILING LOCATED IN THE NORTH ONE-HALF OF SECTION 12, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO GRADING AND EROSION CONTROL PLAN FOR NEW BELGIUM - EAST RAIN GARDEN AMENDMENT 1.IT SHOULD BE NOTED THAT ANY EROSION CONTROL PLAN SERVES ONLY AS A GUIDELINE TO THE CONTRACTOR. STAGING AND/OR PHASING OF BEST MANAGEMENT PRACTICES (BMPs) IS EXPECTED. ADDITIONAL AND/OR DIFFERENT BMPs FROM THOSE ORIGINALLY DEPICTED MAY BE NECESSARY DURING CONSTRUCTION DUE TO CHANGING SITE CONDITIONS OR AS REQUIRED BY LOCAL AUTHORITIES. 2.THIS EROSION CONTROL PLAN IS SCHEMATIC IN NATURE. AS SUCH, GRAPHICAL SYMBOLS MAY NOT BE TO SCALE, NOR ARE THEY NECESSARILY SHOWN IN THEIR EXACT LOCATION. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PERMITTING (CITY, STATE DISCHARGE PERMIT, ETC.) AND COMPLIANCE WITH GOVERNING AUTHORITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR (OR PERMIT HOLDER) TO ENSURE EROSION CONTROL MEASURES ARE PROPERLY MAINTAINED AND FOLLOWED. 4.CONTRACTOR SHALL IMPLEMENT THE APPROPRIATE EROSION CONTROL MEASURES ACCORDING THE THE CONSTRUCTION SEQUENCING AND LEVEL OF SITE STABILIZATION. 5.CONTRACTOR SHALL IMPLEMENT APPROPRIATE INLET PROTECTION FOR ALL STORM DRAINS, SWALES, PONDS AND RAIN GARDENS UNTIL SITE IS FULLY STABILIZED. 6.CONTRACTOR SHALL IMPLEMENT APPROPRIATE INLET PROTECTION FOR DOWNSPOUT CONNECTIONS, TO THE STORM DRAIN SYSTEM, UNTIL CONNECTION IS ESTABLISHED WITH DOWNSPOUT. 7.INLET PROTECTION SHALL BE ADAPTED, AS NECESSARY, TO THE SURROUNDING SURFACE TYPE AND CONDITION (i.e., STAKE-DRIVEN WATTLES FOR BARE SOIL, GRAVEL SOCKS FOR PAVEMENT, ETC.) 8.CONTRACTOR IS RESPONSIBLE FOR STABILIZING ALL SLOPES, PARTICULARLY THOSE STEEPER THAN 6:1. CRIMP MULCHING, HYDRO MULCHING, EROSION MATS, TEMPORARY IRRIGATION, AND ADDITIONAL WATTLES OR SILT FENCING MAY BE NECESSARY TO ESTABLISH VEGETATIVE COVER AND STABILIZE THE SLOPE. 9.CONTRACTOR IS RESPONSIBLE FOR PREVENTING SEDIMENT FROM UNSTABILIZED LANDSCAPE AREAS FROM MIGRATING ONTO AND ENTERING THE PERMEABLE PAVER SYSTEMS UNTIL UPGRADIENT TRIBUTARY AREAS ARE FULLY STABILIZED. 10.ADDITIONAL WATTLES, SILT FENCE, OR OTHER MEASURES, MAY BE NECESSARY TO ENSURE THAT EACH BUILDING PAD IS STABILIZED THROUGHOUT CONSTRUCTION. WATTLES SHALL BE PROVIDED AROUND BUILDING PAD SIDES TO ENSURE AT NO TIME SHALL SEDIMENT BE ALLOWED TO CROSS THE PUBLIC SIDEWALKS. 11.CONTRACTOR SHALL IMPLEMENT APPROPRIATE PERIMETER PROTECTION FOR AREAS DIRECTING DRAINAGE OFFSITE. PERIMETER PROTECTION SHALL BE ADAPTED, AS NECESSARY, TO THE SURROUNDING SURFACE TYPE AND CONDITION (i.e., STAKE-DRIVEN SEDIMENT CONTROL LOGS OR SILT FENCE FOR BARE SOIL, GRAVEL SOCKS FOR PAVEMENT, ETC.) 12.FUELING FACILITIES SHALL BE LOCATED AT LEAST ONE HUNDRED (100) FEET FROM NATURAL BODY OF WATER, WETLAND, NATURAL DRAINAGE WAY OR MANMADE DRAINAGE WAY. THE FUEL TANKS AND FUELING AREA MUST BE SET IN A CONTAINMENT AREA THAT WILL NOT ALLOW A FUEL SPILL TO DIRECTLY FLOW, SEEP, RUN OFF, OR BE WASHED INTO A BODY OF WATER, WETLAND OR DRAINAGE WAY. 13.CONSTRUCTION WASTE STORAGE (DUMPSTERS) AND PORTABLE SANITATION UNITS (CONSTRUCTION TOILETS) SHALL BE LOCATED AT LEAST FIFTY (50) FEET FROM ANY STORMWATER INLET, WETLAND, OR DRAINAGE WAY. SAID FACILITIES MUST BE SET IN A CONTAINMENT AREA THAT WILL NOT ALLOW POLLUTANTS TO DIRECTLY FLOW, SEEP, RUN OFF, OR BE WASHED INTO A BODY OF WATER, WETLAND OR DRAINAGE WAY. DUMPSTERS SHALL BE LOCATED ON FLAT, STABLE GROUND, AND CONSTRUCTION TOILETS SHALL BE STAKED DOWN. 14.THE CONTRACTOR AND ALL SUBCONTRACTORS WILL COOPERATE WITH THE CITY'S CONSTRUCTION INSPECTORS BY CEASING OPERATIONS WHEN WINDS ARE OF SUFFICIENT VELOCITY TO CREATE BLOWING DUST WHICH, IN THE INSPECTOR'S OPINION, IS HAZARDOUS TO THE PUBLIC HEALTH AND WELFARE. 15.WHERE SEASONAL CONSTRAINTS (E.G., DURING SUMMER AND WINTER MONTHS) INHIBIT PERMANENT SEEDING OPERATIONS, DISTURBED AREAS WILL BE TREATED WITH MULCH AND MULCH TACKIFIER OR OTHER MATERIALS APPROVED BY EROSION CONTROL STAFF TO PREVENT EROSION. 16.CONTRACTOR SHALL EXERCISE CAUTION TO PROTECT RAIN GARDENS AND MODIFIED RAIN GARDEN FROM SEDIMENTATION. THIS INCLUDES EDUCATING SUBCONTRACTORS ON-SITE. 17.SEE LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON PLANTING, REVEGETATION, HARDSCAPE AND OTHER PERMANENT SITE STABILIZATION METHODS. 18.DIRT AND DEBRIS FROM CONSTRUCTION ACTIVITIES TRACKED ON CITY STREETS SHALL BE KEPT TO A MINIMUM AND CLEANED IMMEDIATELY OR AT THE SUGGESTION OF THE CITY'S EROSION CONTROL INSPECTOR. 19.CONTRACTOR SHALL KEEP CONSTRUCTION VEHICLES ENTERING AND EXITING SITE TO A MINIMUM. 20.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE PERMEABLE PAVEMENT SYSTEM. LOOSE MATERIALS SHALL NOT BE STORED ON THE PERMEABLE PAVEMENT AREA. MUD AND SEDIMENT-LADEN RUNOFF SHOULD BE KEPT AWAY FROM THE PAVEMENT AREA. TEMPORARILY DIVERT RUNOFF OR INSTALL SEDIMENT CONTROL MEASURES AS NECESSARY TO REDUCE THE AMOUNT OF SEDIMENT RUN-ON TO THE PAVEMENT. SURFACE PROTECTION COULD INCLUDE COVERING AREAS OF THE PAVEMENT, PROVIDING ALTERNATIVE CONSTRUCTION VEHICLE ACCESS, AND PROVIDING EDUCATION TO ALL PARTIES WORKING ONSITE. EROSION CONTROL NOTES: TABLE OF CONSTRUCTION SEQUENCE AND BMP APPLICATION Project: New Belgium - East Rain Garden Amendment CONSTRUCTION PHASE MOBILIZATION DEMOLITION GRADING BEST MANAGEMENT PRACTICES (BMPS) Structural "Installation" Flow Barriers (Bales, Wattles, etc.) (RS) UTILITIES INSTALLATION FLAT WORK INSTALLATION VERTICAL INSTALLATION LANDSCAPE DEMOBILIZATION * All Temporary BMPs to be Removed once Construction is Complete Permanent Scourstop Mat (SM) Inlet Protection (IP) Turf Reinforcement Mat (TRM) NORTH ( IN FEET ) 1 inch = ft. Feet055 5 10 15 LEGEND: PROPOSED CONTOUR EXISTING CONTOUR PROPOSED SPOT ELEVATION 33.43 PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL SPOTS ARE FINISHED GRADE ELEVATIONS. 4.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. 5.THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 6.ADD 4900-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED. 7.CONTRACTOR SHALL RECONDITION EXISTING SUBDRAIN BEDDING AS NEEDED TO PROVIDE SUITABLE DRAINAGE FOR NEW ARTIFICIAL LAWN. NOTES: 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING STORM PROPOSED SWALE PROPOSED TEMPORARY TURF REINFORCEMENT MAT PROPOSED BIO-MEDIA INLET PROTECTION ROCK SOCK CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what's below. before you dig.Call R TABLE OF CALCULATIONS Project: New Belgium - East Rain Garden Amendment Total Disturbed Project Area Total "Onsite" Area of Disturbance Total Storage/Staging Area Total Haul Roads Area Est. Percent of Project Area Exposed Est. Percent Existing Vegetative Cover Existing Soil Type Groundwater Depth Total "Offsite" Area of Disturbance Acres Acres Acres Construction Vehicle Traffic Area Number of Phases w/ Project Total Volume of Import (+)/Exported (-) Materials Total Area of Stockpiling of Fill or Borrow Areas Offsite Steepest Slope Distance from a Riparian Area or Sensitive Area Density Feet CY SF H:V Feet 0.08 0.08 0 Acres N/A N/A 100% 0 ~95% Type D Caruso Clay Loam N/A N/A 0 0 3:1 660 PROPOSED SCOURSTOP MAT Permanent Seed Planting 07.30.21 RECORD INFO.ONLY(SEE NOTE) THE S E R E C O R D D R A W I N G S , P R O D U C E D B Y N O R T H E R N E N G I N E E R I N G SER V I C E S , I N C . , A R E B A S E D I N W H O L E , O R I N P A R T , U P O N I N F O R M A T I O N PRO V I D E D B Y O T H E R S . N O R T H E R N E N G I N E E R I N G S E R V I C E S , I N C . A S S U M E S NO L I A B I L I T Y F O R T H E A C C U R A C Y O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N . REC O R D D R A W I N G