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Home My WebLink AboutSite Certifications - 10/29/20181218 W. ASH, STE. C, WINDSOR, COLORADO 80550 TEL. 970.674.3300 – FAX 970.674.3303 October 17, 2018 Mr. Dan Mogen City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522 Re: Copperleaf Subdivision–Site Certification Dear Dan, Please accept this letter as the Site and Drainage Certification for the Copperleaf Subdivision project. Survey of the site was completed on June 15 and 22, 2018 by Washburn Land Surveying. Several site visits were conducted by Michael Oberlander of Interwest Consulting Group. Photos of these visits are attached. Your City of Fort Collins review comments dated July 18, 2018 have been addressed. These are listed below and responses are in red text. 1.See attached redlines on the certification paperwork. Redlines addressed, see attached certification. a. Brett, these are mostly Interwest updates but I do need some updates on the “During Construction” form as well. Updated “During Construction” form attached. 2. Please complete a “lot cert” for each building (this certification covers items such as finished floor and slope away from the building that are not covered in the site cert). Completed and attached. 3. Remove stockpile between garages 1 and 2. Stock pile has been removed. See photo below. 4. Outlet structure – why is outside the box under 1-2” of water but the inside of the box is completely dry? Outlet structure has been modified to drain better. See photo below. 5. Remove form from inside of inlet box on east side of the detention basin. Form has been removed. See photo below. Regarding the 12” ribbon built adjacent to the garage foundations, the joints have been sealed (see photos below) and the Owner will put into his O&M documents that this joint will maintained. Please refer to the attached letter from the Owner. My assessment is that the items constructed are in general conformance with the approved design. I have attached the stamped as-built survey of the site. I have attached As-built drawings of the Storm System and Grading Plan and the Overall Site and Drainage Certification Form and Checklist. The site grading is finished and final landscaping for the site is now complete. We appreciate your time and consideration in reviewing this certification. If you have any questions or need additional information, please feel free to call at any time (970) 460-8471. Sincerely, Michael Oberlander, P.E., LEED AP Colorado Professional Engineer 34288 12/15 Page 1 OVERALL SITE and DRAINAGE CERTIFICATION Commercial, Multi-Family and Subdivision Certification Form and Checklist Project Name: Date: Building Permit Numbers: (Commercial or multi-family) Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Volume 1, Section 6.11, please fill in all applicable items in this Certification Form for Commercial, Multi-Family and Overall Single Family sites. NOTE: several items must be verified during construction. A copy of the approved grading plan must be submitted with the as-built grading plan. (As-built elevations must be written in red next to the approved elevations.) •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. Attach an explanation or description of the as-built condition for any items listed or for anything not listed but shown on the approved construction plans. Provide an as-built redline or Mylar drawing with the following: I.Water Quality and Quantity Detention Basin Certification - FCSCM Vol.2, Ch.10 For multiple detention basins on a site, provide the following for each basin separately: A. Volume: As-built topographic verification is attached at 1-foot (or less) contour intervals and volume verification calculations for the water quality capture volume and the 100-year detention storage volume. 1. Detention basin topography was prepared by a professional land surveyor registered in the state of Colorado. 2.Both proposed and as-built contours are shown on the same plan sheet (dashed lines for proposed and solid lines for as-built). 3.All critical spot elevations as shown on the approved construction plans have been verified and the as-built elevations are shown on the plan sheet. 4.Stage-storage-discharge tables are provided on a separate document. 5.Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92- 602(8) is attached and has been uploaded to the Statewide Compliance Portal (tinyurl.com/COCompliancePortal) for approval. Uploaded documents must include: a.The cover sheet from the approved drainage report b.The stamped certification page from the approved drainage report c.As-built topographic survey d.Stamped certification page from the Overall Site & Drainage Certification e.PDF output from the Stormwater Detention and Infiltration Design Data Speadsheet 12/15 Page 2 B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2% grade requirement. 1.Low Flow: Choose one of the following detention basin low flow options as applicable: a. Turf swale for low flow path in detention basin. There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade is . b.Concrete pan for low flow in detention basin. There is a concrete pan installed that meets the grades as shown on the approved construction plans. (Show as-built spot elevations.) c.Soft pan for low flow in detention basin. •Verify and document the soft pan material gradation, trench width and depth - to be verified during construction by engineer. Picture documentation is preferred or engineer’s statement of visual inspection and compliance. (Choose one below.) o There is a soft pan with an underdrain installed that meets the design on the approved construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations, bends, cleanouts, etc.) o There is soft pan installed without an underdrain but there is a type A or B soil. The soil type must be documented by supplying verification from a registered professional geotechnical engineer. NOTE: Spot elevations are to be within 0.2 ft. +/-. 2. Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown. Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re- graded. Provide documentation if a variance was granted for steeper slopes during the design process. 3.Spillway Certification: The following items must be field verified: a.The location of the spillway is indicated on the as-built plan. b.The width of the spillway is indicated on the as-built plan. c.The elevation(s) of the spillway is shown on the as-built plan. d.A concrete ribbon defines the location and grade of the spillway. e.There is downstream scour protection in the spillway as per the construction plans. Indicate type: (riprap size “D50” gradation and bedding type, geotextile, buried riprap with inches of bury, etc.). f.There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape features, rocks, etc. 12/15 Page 3 4.Outlet Structure Certification a.The orifice plate for the approved release rate is installed with the correct size and location of the orifice. b.The orifice plate for the water quality outlet is installed with the correct hole size, number of rows and columns of holes. c.The bottom hole on both the water quality and quantity outlets are at the bottom of the plate so no water ponds in front of the plate. d.The well screen is the correct material and is installed as shown on the construction plans. e.100-year overflow grate elevation is . (Elev. A on detail D-46) f.The top elevation of the water quality capture volume is . (Elev. B on detail D-46) g.Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the top and bolted at the bottom. h.The bottom of the outlet box has no obstructions or misalignments that will cause it to retain runoff water and is sloped at 2% towards outlet. II.Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4 A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet or exceed capacity requirements shown in the approved drainage study for this project. 1.All swales are located within the drainage easements as shown on the construction plans. 2.Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these criteria are not met, the certification engineer will write a justification and propose mitigation for each instance or have the issues corrected. If variances to these criteria have previously been approved and are shown on the construction plans, no justification is needed. 3.As-built spot elevations on channels/swales are shown that correspond to spot elevations shown on the approved construction plans. 4.All permanent erosion control measures are installed as shown on the approved construction plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used as part of this verification.) 5.All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the system. (Pictures at tie-in points suggested.) 6.The minimum freeboard is provided for all channels and swales as shown on the approved construction plans or as identified in the approved drainage study. (Show the freeboard provided on the cross-sections as on the construction plan set or attached as separate documentation.) 7.The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees, shrubs, sod, etc. infringe on the low flow portion of channels or swales.) 12/15 Page 4 III.Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4 A. Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been verified and meets or exceeds the capacity requirements shown in the approved drainage study for this project. 1.All storm drain pipe sizes and materials have been verified and are in conformance with the approved construction plans. (Indicate on the plan and profile sheets that they have been verified.) Material and size substitutions must be approved prior to installation. If a pipe size or material was changed during construction, the certification engineer must attach the approval documents or supply them with this certification. Approval documents must include a calculation documenting the capacity equivalency (equal or greater) of the substituted size. 2.The longitudinal slope of the pipe is as shown on the approved construction plans. The acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans must be justified with capacity calculations on an attached sheet. 3.The as-built invert elevations have been verified and are shown on the plan and profile sheets of the approved construction plans. B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the approved construction plans. 1.The minimum cover requirements for all pipes have been met as shown on the approved construction plans. These will be called out in critical locations. 2.All encasements and clearances as specified on the approved construction plans have been met. 3.Any specific joint types or construction methods specified on the approved construction plans have been met. (List on a separate sheet and attach to this certification.) IV.Concrete Pans - FCSCM Vol.1, Ch.7, Sec.4.1.3.4 A. Construction/Installation: All concrete pans have been constructed in accordance with the approved construction plans. 1.The concrete pans are the correct size/width as shown on the approved construction plans. 2.The longitudinal slopes of the pans are as shown on the approved construction plans. The certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or justification by separate document. 3.The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross- section is “V” shaped and meets the side slope shown on the detail.) 4.The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4 inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide documentation of the reinforcement used if different than shown on the details or on the approved construction plans.) 5.The spot elevations shown on the concrete pan(s) have been verified and are shown on the as- built drawings. 12/15 Page 5 V. Storm Drain Inlets - FCSCM Vol.1, Ch.6, Sec. 3 A. Construction/Installation: All storm drain inlets have been constructed in accordance with the approved construction plans. 1.The size and type of inlets are consistent with the inlets shown on the approved construction plan. Indicate by writing “Verified” on each inlet on the plan sheet or list on a separate document the inlet number(s), type and size (length). If the inlet installed is other than the one on the approved construction plan detail sheet, provide the name and source of the detail with justification for equal or better capacity. 2.The size of the inlet opening is consistent with the approved detail. (Check height and width.) 3.The elevation of the grate (if applicable) is at the elevation shown on the street profile or as indicated by a spot elevation on the construction plans. 4.The as-built invert elevations of all pipes entering and leaving the inlet are shown on the plan and profile sheets within construction tolerance of 0.2 feet. If substantially different, provide justification and capacity calculations to show the capacity is not affected or propose mitigation. 5.The as-built size of the inlet box is as shown on the construction plans or an explanation or justification is attached. 6.All inlet covers are stenciled or stamped with the following designation: NO DUMPING – DRAINS TO POUDRE RIVER. VI.Culverts - FCSCM Vol.2, Ch.9 A. Construction/Installation: All culverts have been constructed and/or installed in accordance with the approved construction plans. 1.All culvert sizes have been verified as indicated on the as-built construction plans as correct. 2.The culvert material type for all culverts installed is as on the approved construction plans and is indicated on the as-built plans. 3.The as-built invert “in and out” elevations have been verified and are indicated on the as-built construction plans. 4.The culvert headwalls or wing walls have been installed as shown on the approved construction plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative. An alternative to consider is a turf reinforcement mat (TRM). VII.Sub-Drains A. Construction/Installation: All sub-drains shown on the construction plans have been installed in accordance with those plans. Sub-drains installed with the sanitary sewer are to be verified on the sanitary sewer plan and profile sheets of the construction plans. (NOTE: Indicate any sub-drains installed after the plans were approved on the as-built plans.) 1.The size of the sub-drains are as approved on the construction plans and are indicated on the as- built plans. 2.The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are as indicated on the approved construction plans. 12/15 Page 6 3.The cover requirements per the construction plans are provided. 4.The cleanouts have been installed at the locations shown on the construction plans and are accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations marked.) 5.The backfill materials for sub-drains are as shown on the approved construction plans. (This includes the type, depth and width.) 6.The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material is accepted only if approved prior to installation.) VIII.Curb Cuts A. Construction: All curb cut openings are constructed in accordance with the approved construction plans. 1.The size (width) of the curb cut opening is as shown on the approved construction plans. 2.The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb cut. IX.Sidewalk Culverts & Chases A. Construction/Installation: All sidewalk culverts have been installed at the locations shown on the approved construction plans. 1.The size (width and length) of the culverts are as shown on the approved construction plans. 2.The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the detail shown on the approved construction plans or per the City’s detail. 3.The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the as-built plans. 4.The sidewalk culvert opening is as shown on the approved construction plans or per the City’s detail. 5.There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert. X. Site Grading A. Construction: All common open spaces have been graded in accordance with the approved construction plans. 1.The grading on all common open spaces bordering private lots has been verified as correct and the as-built rear lot corner elevations have been shown on the as-built plans. 12/15 Page 7 2.The as-built contours for “overlot grading” are shown on the as-built construction plans for all common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the situation for noncompliance and when it may be corrected. An escrow for overlot grading may be required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site Certification. It is understood that residential lots will be brought to final grade once the foundation is backfilled so they may be lower than the plan shows at this Overall Site Certification stage.) 3.All turf reinforcement mats (TRMs) have been installed as shown on the approved construction plans and the slopes are stabilized. XI.Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3 A. Construction: All riprap has been installed in the locations and sizes indicated on the approved construction plans. XII.Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7 A. Construction: All fabric has been installed in the locations and sizes indicated on the approved construction plans. 1.All fabric was installed per the details on the approved construction plans. XIII.Post-Construction Site Cleanup - FCSCM Vol.3, Ch.7 A. Construction: All construction debris and obstructions of any kind have been removed from drainage paths. 1.All construction debris has been removed except in staging area(s). 2.All ruts have been smoothed out in all construction areas. 3.All areas needing reseeding have been identified and future stabilization goals have been coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note the area needing stabilization in the narrative. XIV.Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12 A.The construction of channel drop structures is in accordance with the approved plan both in location, horizontal dimensions and cross-section. XV.Certification of LID and Water Quality Facilities - FCSCM Vol.3, Ch.4 A.Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and other items to be verified during construction, along with pictures and other required documentation. SITE VISIT PHOTOS 6-19-2018 SITE VISIT PHOTOS 6-28-2018 SITE VISIT PHOTOS 7-11-2018 SITE VISIT PHOTOS 7-20-2018 BUILDING C BUILDING B BUILDING A GARAGE 2 GARAGE 1 GARAGE 5 GARAGE 4 GARAGE 3 Sheet 1 of 1 Project #: 2017-0037 Date: June 29, 2018 Scale: 1"=15' Drawn: CDBScale: 1"=15' AS-BUILT EXHIBIT COPPERLEAF SUBDIVISION LOCATED IN THE SOUTHEAST QUARTER OF SECTION 27, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO ELEVATIONS SHOWN ARE FROM AN AS-BUILT SURVEY OF THE SITE PERFORMED ON June 15, 22 & 29, 2018 CHAD R. WASHBURN COLORADO LICENSED PROFESSIONAL LAND SURVEYOR 37963 FOR AND ON BEHALF OF WASHBURN LAND SURVEYING, LLC. 970.232.9645 Proposed Paver Rock Volume - Stage/Storage LOCATION: 3524 Shields PROJECT NO: 1285-045-00 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 3/22/2017 V = 1/3 d ( A + B + sqrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Surface Incremental Incremental Total Total Stage Area Rock Volume 30% Void Volume Void Volume Void Volume (ft)(ft2) (ft3) (ft3) (ft3)AC-Ft 5076.5 12900 WQCV -5077.0 12900 6450 1935 1935 0.04 5077.5 12900 6450 1935 3870 0.09 5078.0 12900 6450 1935 5805 0.13 5078.5 12900 6450 1935 7740 0.18 5079.0 12900 6450 1935 9675 0.22 5079.4 12900 5160 1548 11223 0.26 5079.5 12900 1290 387 11610 0.27 5079.6 12900 1290 387 11997 0.28 5079.7 12900 1290 387 12384 0.28 5079.8 11500 1219 366 12750 0.29 5079.9 8300 986 296 13045 0.30 5080.0 7000 764 229 13275 0.30 5080.1 5800 639 192 13466 0.31 5080.2 4700 524 157 13624 0.31 5080.3 3700 419 126 13749 0.32 5080.4 2800 324 97 13847 0.32 5080.5 2200 249 75 13921 0.32 5080.6 1600 189 57 13978 0.32 5080.7 1200 140 42 14020 0.32 * Note: 2-inch bedding and paver blocks not included in volume. As-built survey dated (April 18 and 23 and May 4 and 9, 2018 verifies that adequate excavation in the paver sections was provided. 3-22-17 Final Detention ES (6-26-18 AB).xls Proposed Detention Pond - Stage/Storage - Surface Water LOCATION: 3524 Shields PROJECT NO: 1285-045-00 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 3/22/2017 V = 1/3 d ( A + B + sqrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour As-built Survery (June 15 and 20, 2018) Surface Incremental Total Detention Surface Incremental Total Detention Stage Area Storage Storage Storage Stage Area Storage Storage Storage (ft)(ft2)(ac-ft) (ac-ft) (ac-ft) (ft)(ft2)(ac-ft) (ac-ft) (ac-ft) 5075.6 0 5075.6 0 5076.0 650 0.002 0.002 5076.0 440 0.001 0.001 5076.5 980 0.009 0.011 5076.5 980 0.008 0.009 WQCV -5077.0 1070 0.012 0.023 0.000 WQCV -5077.0 1021 0.011 0.021 0.000 5077.5 1170 0.013 0.036 0.013 5077.5 1170 0.013 0.033 0.013 5078.0 1270 0.014 0.050 0.027 5078.0 1216 0.014 0.047 0.026 5078.5 1370 0.015 0.065 0.042 5078.5 1370 0.015 0.062 0.041 5079.0 1480 0.016 0.081 0.058 5079.0 1390 0.016 0.078 0.057 5079.5 1730 0.018 0.100 0.077 5079.5 1730 0.018 0.096 0.075 5080.0 2240 0.023 0.123 0.099 5080.0 2355 0.023 0.119 0.098 5080.1 2350 0.005 0.128 0.105 5080.1 2350 0.005 0.124 0.104 5080.2 3250 0.006 0.134 0.111 5080.2 3250 0.006 0.131 0.110 5080.3 7710 0.012 0.146 0.123 5080.3 7710 0.012 0.143 0.122 5080.4 9620 0.020 0.166 0.143 5080.4 9620 0.020 0.163 0.142 5080.5 11480 0.024 0.190 0.167 5080.5 11480 0.024 0.187 0.166 5080.6 13330 0.028 0.219 0.196 5080.6 13330 0.028 0.215 0.195 100-yr WSEL-5080.7 14960 0.032 0.251 0.228 100-yr WSEL-5080.7 14960 0.032 0.248 0.227 3-22-17 Final Detention ES (6-26-18 AB).xls Total Storage Volume for Compliance LOCATION: 3524 Shields PROJECT NO: 1285-045-00 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 3/22/2017 V = 1/3 d ( A + B + sqrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour As-built Survery (June 15 and 20, 2018) Incremental Incremental Incremental Incremental Incremental Incremental Incremental Incremental Incremental Incremental Elevation User Defined Paver Pond Pipe Total Total Surface Elevation User Defined Paver Pond Pipe Total Total Surface Stage Stage Storage Storage Storage Storage Storage Area* Stage Stage Storage Storage Storage Storage Storage Area* (ft) (ft) (ac-ft) (ac-ft) (ac-ft) (ac-ft) (ac-ft) (ft2) (ft) (ft) (ac-ft) (ac-ft) (ac-ft) (ac-ft) (ac-ft) (ft2) 5075.6 0 0.000 0.000 0.000 0.00 0.000 0 5075.6 0 0.000 0.000 0.000 0.00 0.000 0 5076.0 0.4 0.000 0.002 0.004 0.01 0.006 652 5076.0 0.4 0.000 0.001 0.004 0.01 0.005 582 5076.5 0.9 0.000 0.009 0.005 0.01 0.020 1,245 5076.5 0.9 0.000 0.008 0.005 0.01 0.018 1,128 WQCV 5077.0 1.4 0.044 0.012 0.005 0.06 0.081 5,330 WQCV 5077.0 1.4 0.044 0.011 0.005 0.06 0.079 5,306 5077.5 1.9 0.044 0.013 0.005 0.06 0.144 5,425 5077.5 1.9 0.044 0.013 0.005 0.06 0.141 5,400 5078.0 2.4 0.044 0.014 0.005 0.06 0.207 5,525 5078.0 2.4 0.044 0.014 0.005 0.06 0.204 5,499 5078.5 2.9 0.044 0.015 0.005 0.06 0.272 5,625 5078.5 2.9 0.044 0.015 0.005 0.06 0.269 5,598 5079.0 3.4 0.044 0.016 0.005 0.07 0.338 5,730 5079.0 3.4 0.044 0.016 0.005 0.07 0.334 5,686 5079.4 3.8 0.036 0.000 0.000 0.04 0.373 3,870 5079.4 3.8 0.036 0.000 0.000 0.04 0.369 3,870 5079.5 3.9 0.009 0.018 0.000 0.03 0.400 11,887 5079.5 3.9 0.009 0.018 0.000 0.03 0.396 11,655 5079.6 4 0.009 0.000 0.000 0.01 0.409 3,870 5079.6 4 0.009 0.000 0.000 0.01 0.405 3,870 5079.7 4.1 0.009 0.000 0.000 0.01 0.418 3,870 5079.7 4.1 0.009 0.000 0.000 0.01 0.414 3,870 5079.8 4.2 0.008 0.000 0.000 0.01 0.426 3,658 5079.8 4.2 0.008 0.000 0.000 0.01 0.422 3,658 5079.9 4.3 0.007 0.000 0.000 0.01 0.433 2,957 5079.9 4.3 0.007 0.000 0.000 0.01 0.429 2,957 5080.0 4.4 0.005 0.023 0.000 0.03 0.461 12,190 5080.0 4.4 0.005 0.023 0.000 0.03 0.458 12,465 5080.1 4.5 0.004 0.005 0.000 0.01 0.471 4,212 5080.1 4.5 0.004 0.005 0.000 0.01 0.467 4,270 5080.2 4.6 0.004 0.006 0.000 0.01 0.481 4,360 5080.2 4.6 0.004 0.006 0.000 0.01 0.477 4,360 5080.3 4.7 0.003 0.012 0.000 0.02 0.496 6,579 5080.3 4.7 0.003 0.012 0.000 0.02 0.493 6,579 5080.4 4.8 0.002 0.020 0.000 0.02 0.518 9,619 5080.4 4.8 0.002 0.020 0.000 0.02 0.515 9,619 5080.5 4.9 0.002 0.024 0.000 0.03 0.544 11,285 5080.5 4.9 0.002 0.024 0.000 0.03 0.541 11,285 5080.6 5 0.001 0.028 0.000 0.03 0.574 12,961 5080.6 5 0.001 0.028 0.000 0.03 0.570 12,961 100-YR 5080.7 5.1 0.001 0.032 0.000 0.03 0.607 14,556 100-YR 5080.7 5.1 0.001 0.032 0.000 0.03 0.604 14,556 Total 0.322 0.251 0.034 0.607 Total 0.322 0.248 0.034 0.604 *Reverse calculation for Compliance Spreadsheet *Reverse calculation for Compliance Spreadsheet 3-22-17 Final Detention ES (6-26-18 AB).xls Proposed Detention and WQ Summary LOCATION: 3524 Shields PROJECT NO: 1285-045-00 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 3/22/2017 REQUIRED DETENTION VOL = 0.534 AC-FT WQCV =0.069 AC-FT TOTAL REQUIRED VOLUME = 0.603 AC-FT PAVER VOLUME=0.322 AC-FT POND VOLUME=0.228 AC-FT PIPE VOLUME=0.034 AC-FT TOTAL PROVIDED VOLUME = 0.610 AC-FT As-built Survery (June 15 and 20, 2018) REQUIRED DETENTION VOL = 0.534 AC-FT WQCV =0.069 AC-FT TOTAL REQUIRED VOLUME = 0.603 AC-FT PAVER VOLUME=0.322 AC-FT POND VOLUME=0.227 AC-FT PIPE VOLUME=0.034 AC-FT TOTAL PROVIDED VOLUME = 0.610 AC-FT 3-22-17 Final Detention ES (6-26-18 AB).xls Stormwater Facility Name: Facility Location & Jurisdiction: User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.008 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length-to-Width Ratio =2.00 L:W 0.00 0 0.00 0.00 Watershed Area = 2.72 acres 0.40 582 5.10 1.00 Watershed Imperviousness = 65.0%percent 0.90 1,128 5.60 22.00 Percentage Hydrologic Soil Group A = 0.0%percent 1.40 5,306 Percentage Hydrologic Soil Group B = 68.3%percent 1.90 5,400 Percentage Hydrologic Soil Groups C/D = 31.7%percent 2.40 5,499 2.90 5,598 3.40 5,686 3.80 3,870 3.90 11,655 User Input: Detention Basin Characteristics 4.00 3,870 WQCV Design Drain Time = 40.00 hours 4.10 3,870 4.20 3,658 4.30 2,957 4.40 12,465 4.50 4,270 4.60 4,360 4.70 6,579 4.80 9,619 4.90 11,285 5.00 12,961 5.10 14,556 5.60 14,556 After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif, create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year Two-Hour Rainfall Depth =0.53 0.98 1.36 1.71 2.31 2.91 3.67 in Calculated Runoff Volume =0.057 0.137 0.214 0.287 0.424 0.557 0.734 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.056 0.136 0.213 0.286 0.424 0.557 0.733 acre-ft Time to Drain 97% of Inflow Volume =4 6 8 10 11 13 14 hours Time to Drain 99% of Inflow Volume =4 7 9 10 12 14 15 hours Maximum Ponding Depth =1.24 1.79 2.30 2.78 3.70 4.56 5.14 ft Maximum Ponded Area =0.091 0.124 0.126 0.129 0.100 0.099 0.334 acres Maximum Volume Stored =0.034 0.099 0.163 0.224 0.340 0.453 0.581 acre-ft Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Copperleaf 3425 South Shields, Fort Collins 6-26-18 AB Pond Compliance.xlsm, Design Data 6/26/2018, 10:13 AM Doing_Clear_Formatting =Yes CountA=1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 2 4 6 8 10 12 14 16 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 25YR 10YR 5YR 2YR WQCV 6-26-18 AB Pond Compliance.xlsm, Design Data 6/26/2018, 10:13 AM Scenario: 100-YR P-19 P18 P16 P15 P14 P12 P9 P6 P5 P2 P1 P22 O-3O-2 EX MH IN A1, A2 IN A3 IN B3 IN D1 IN D2 POND OUT IN-C2IN-C1 IN-B4 IN B1, B2 MH-17 MH-15 MH-14 MH-13 MH-11 MH-10 MH-9 MH-18 MH-19 MH-3 MH-2 MH-20 MH-21 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/26/2018 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center6-20-18 RD Storm A and B.stsw Conduit FlexTable: Combined Pipe/Node Report Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Slope (Calculat ed) (ft/ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Diam eter (in) MaterialLength (Unified) (ft) Stop Node Start Node Label 80.8180.8280.7080.710.07875.3175.802.6913.2030.0Concrete6.3IN D1O-2P1 80.7680.8480.6180.68-0.00475.6875.513.159.9024.0Concrete38.2MH-9IN D1P2 80.9380.9880.8480.89-0.01376.1175.682.434.3018.0Concrete33.0MH-14MH-9P3 81.0381.0980.9480.99-0.00576.2876.112.434.3018.0Concrete33.0MH-15MH-14P4 81.1381.3481.0581.26-0.00577.3376.432.282.8015.0PVC190.4MH-17MH-15P5 81.3981.4681.3181.380.00577.2477.432.282.8015.0Concrete36.9IN A1, A2MH-17P6 80.9681.2780.8481.15-0.00376.4475.882.773.4015.0PVC190.4MH-13MH-9P9 81.3481.5681.2281.44-0.01077.3376.542.773.4015.0Concrete79.8IN B1, B2MH-13P10 80.8980.9480.8480.89-0.00576.3976.031.792.2015.0PVC75.9MH-10MH-9P11 80.9780.9880.9280.93-0.00976.4376.341.792.2015.0PVC10.1IN B3MH-10P12 80.9680.9680.9680.96-0.00576.5776.430.330.4015.0PVC25.6MH-11IN B3P13 80.9680.9680.9680.96-0.00576.9476.610.330.4015.0PVC68.5IN-B4MH-11P14 80.7680.7680.7080.700.02775.7975.961.989.7030.0Concrete6.3IN D2O-3P15 80.7780.8380.7280.78-0.00576.0975.791.813.2018.0Concrete65.2MH-18IN D2P16 78.0478.0578.0278.020.01075.7175.841.271.0012.0PVC12.9MH-3POND OUTP17 78.0178.0277.9978.000.02075.3875.711.271.0012.0PVC16.5MH-2MH-3P18 80.8881.0480.8180.98-0.01377.9676.092.041.6012.0PVC139.5MH-20MH-18P21 81.0981.1881.0381.110.00077.9677.962.041.6012.0PVC70.0MH-19MH-20P22 81.2381.3981.1681.32-0.01379.6677.962.041.6012.0PVC131.0IN-C2MH-19P23 77.9377.9977.9077.97-0.00375.3874.901.271.0012.0PVC147.8MH-2EX MHP-19 81.0781.1081.0581.07-0.00376.6976.481.221.5015.0PVC76.6IN A3MH-15P-8 80.8880.9380.8180.87-0.02977.4876.092.041.6012.0PVC48.0MH-21MH-18CO- 27 80.9881.0480.9280.98-0.03178.9577.482.041.6012.0PVC48.0IN-C1MH-21CO- 28 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/26/2018 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center6-20-18 RD Storm A and B.stsw FlexTable: Conduit Table Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Velocity (ft/s) Capacity (Full Flow) (cfs) Flow (cfs) Manning' s n Diam eter (in) Section Type Slope (Calcula ted) (ft/ft) Length (Unified) (ft) Invert (Stop) (ft) Stop NodeInvert (Start) (ft) Start Node Label 80.8180.872.047.881.600.01012.0Circle-0.02948.077.48MH-2176.09MH-18CO-27 80.9280.982.048.101.600.01012.0Circle-0.03148.078.95IN-C177.48MH-21CO-28 80.7080.712.69114.3913.200.01330.0Circle0.0786.375.31IN D175.80O-2P1 80.6180.683.1515.099.900.01324.0Circle-0.00438.275.68MH-975.51IN D1P2 80.8480.892.4311.994.300.01318.0Circle-0.01333.076.11MH-1475.68MH-9P3 80.9480.992.437.544.300.01318.0Circle-0.00533.076.28MH-1576.11MH-14P4 81.0581.262.285.772.800.01015.0Circle-0.005190.477.33MH-1776.43MH-15P5 81.3181.382.284.642.800.01315.0Circle0.00536.977.24IN A1, A277.43MH-17P6 81.0581.071.224.401.500.01015.0Circle-0.00376.676.69IN A376.48MH-15P-8 80.8481.152.774.553.400.01015.0Circle-0.003190.476.44MH-1375.88MH-9P9 81.2281.442.776.433.400.01315.0Circle-0.01079.877.33IN B1, B276.54MH-13P10 80.8480.891.795.782.200.01015.0Circle-0.00575.976.39MH-1076.03MH-9P11 80.9280.931.797.932.200.01015.0Circle-0.00910.176.43IN B376.34MH-10P12 80.9680.960.336.210.400.01015.0Circle-0.00525.676.57MH-1176.43IN B3P13 80.9680.960.335.830.400.01015.0Circle-0.00568.576.94IN-B476.61MH-11P14 80.7080.701.9867.429.700.01330.0Circle0.0276.375.79IN D275.96O-3P15 80.7280.781.817.123.200.01318.0Circle-0.00565.276.09MH-1875.79IN D2P16 78.0278.021.274.651.000.01012.0Circle0.01012.975.71MH-375.84POND OUTP17 77.9978.001.276.551.000.01012.0Circle0.02016.575.38MH-275.71MH-3P18 77.9077.971.272.641.000.01012.0Circle-0.003147.875.38MH-274.90EX MHP-19 80.8180.982.045.361.600.01012.0Circle-0.013139.577.96MH-2076.09MH-18P21 81.0381.112.040.001.600.01012.0Circle0.00070.077.96MH-1977.96MH-20P22 81.1681.322.045.281.600.01012.0Circle-0.013131.079.66IN-C277.96MH-19P23 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/26/2018 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center6-20-18 RD Storm A and B.stsw FlexTable: Catch Basin Table Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow (Additional Subsurface) (cfs) Elevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) LabelID 78.0578.0578.0278.021.0075.8478.3080.70POND OUT45 80.7680.7880.7080.736.5075.7980.7280.22IN D246 80.7280.8280.6180.673.3075.3180.6179.92IN D147 80.9880.9680.9380.961.8076.4381.7080.93IN B348 81.1081.1081.0781.071.5076.6982.0482.04IN A349 81.4681.4681.3881.382.8077.2484.1984.19IN A1, A250 81.5681.5681.4481.443.4077.3383.5183.51IN B1, B251 80.9680.9680.9680.960.4076.9482.0080.52IN-B475 81.0481.0480.9880.981.6078.9581.5081.50IN-C177 81.3981.3981.3281.321.6079.6681.7081.50IN-C278 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/26/2018 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center6-20-18 RD Storm A and B.stsw FlexTable: Manhole Table Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Flow (Total Out) (cfs) Elevation (Invert) (ft) Bolted Cover? Elevation (Rim) (ft) Elevation (Ground) (ft) Label 77.9978.0177.9977.971.0075.38False80.7880.78MH-2 78.0278.0478.0278.001.0075.71False80.8380.83MH-3 80.8480.8980.8480.689.9075.68True80.8380.83MH-9 80.9480.9780.9280.892.2076.34False82.2282.22MH-10 80.9680.9680.9680.960.4076.57False81.3881.38MH-11 81.2781.3481.2281.153.4076.44False86.0486.04MH-13 80.9881.0380.9480.894.3076.11True80.5680.56MH-14 81.0981.0781.0580.994.3076.28True80.6380.63MH-15 81.3481.3981.3181.262.8077.33False86.0586.05MH-17 80.8380.8880.8180.783.2076.09False81.8481.84MH-18 81.1881.2381.1681.111.6077.96False81.3081.30MH-19 81.0481.0981.0380.981.6077.96False82.0882.08MH-20 80.9380.9880.9280.871.6077.48False81.1181.11MH-21 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/26/2018 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center6-20-18 RD Storm A and B.stsw FlexTable: Outfall Table Energy Grade Line (ft) Flow (Total Out) (cfs) Hydraulic Grade (ft) Elevation (User Defined Tailwater) (ft) Elevation (Invert) (ft) Set Rim to Ground Elevation? Elevation (Ground) (ft) Label 77.901.0077.9077.9074.90True79.40EX MH 80.7013.2080.7080.7075.80True80.70O-2 80.709.7080.7080.7075.96True80.70O-3 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/26/2018 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center6-20-18 RD Storm A and B.stsw Profile Report Engineering Profile - IN A1, A2 TO O-2 (6-20-18 RD Storm A and B.stsw) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/26/2018 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center6-20-18 RD Storm A and B.stsw Profile Report Engineering Profile - IN-A3 TO O-2 (6-20-18 RD Storm A and B.stsw) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/26/2018 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center6-20-18 RD Storm A and B.stsw Profile Report Engineering Profile - IN B1, B2 TO O-2 (6-20-18 RD Storm A and B.stsw) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/26/2018 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center6-20-18 RD Storm A and B.stsw Profile Report Engineering Profile - IN B4 TO O-2 (6-20-18 RD Storm A and B.stsw) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/26/2018 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center6-20-18 RD Storm A and B.stsw Profile Report Engineering Profile - IN-C1 TO O-3 (6-20-18 RD Storm A and B.stsw) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/26/2018 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center6-20-18 RD Storm A and B.stsw Profile Report Engineering Profile - IN-C2 TO O-3 (6-20-18 RD Storm A and B.stsw) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/26/2018 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center6-20-18 RD Storm A and B.stsw Profile Report Engineering Profile - POND OUT TO EX MH (6-20-18 RD Storm A and B.stsw) Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/26/2018 Bentley StormCAD V8i (SELECTseries 3) [08.11.03.84]Bentley Systems, Inc. Haestad Methods Solution Center6-20-18 RD Storm A and B.stsw BUILDING B BUILDING C FF=86.3 GR=85.8 FF=85.3 GR=84.8 FF=83.8 GR=83.3 FF=86.3 GR=85.8 FF=85.3 GR=84.8 FF=83.8 GR=83.3 LOT 1 PERVIOUS PAVER AS-BUILT COPPERLEAF SUBDIVISION LOCATED IN THE SOUTHEAST QUARTER OF SECTION 27, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO 4025 Automation Way, Suite C4 Fort Collins, CO 80525 970-232-9645 www.WashburnSurveying.com Sheet 1 of 1 Project #: 2017-0037 Date: May 9, 2018 Scale: 1"=10' Drawn: CDB Sc a l e : 1 " = 1 0 ' ELEVATIONS SHOWN ARE FROM AN AS-BUILT SURVEY OF THE SITE PERFORMED ON APRIL 18, 23, MAY 4 AND 9 2018 ! ! " # "$% ! && ' ( ) *") ! (' ! " )+) & ) ' & & , ! ! - . (+ / ! +) &0 (+ ) +* 1 ( ! 2 + ! 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") F b <;] =C 6 > 65 > = KL B ;L : <;?@;K > <D@ > ;< H 6KL = K66< F TT U j V k T V V l m I F eJ 6A = A6 > <6K@ J 65 J D]6 E 66K@;?AD@ > 6 C= KD@@;< C DK@6S = > Ja 6@ > = ;K n[[[_ o p F nq F I F r F ; : > J 6 s ;< > Y ; BB= K5 c 6]6 B ;A?6K > Y ;K5 > <R@ > = ;K a > DK C D< C 5 d 6 F L FP > J 6 > <6K@ J 65 = K > J 6<;D C SDN5D<6 > ; E 6 ^_\ ; : ?DQ = ?R? C 6K5 = > NDK C D BB ; > J 6<D<6D5D<6 > ; E 6D > ^n\ P E ; > J= KD@@;< C DK@6 S = > JIae`cf^gh F TTT U l V o sYaY`t ; B F r P YJ F q P a 6@ F u F u F u F p I F eJ 6< = A<DA E 6 CC= KL = 5DL<DKR B D< E 6 CC= KL; : > J 6L<D C D > = ;KDK C > J= @ O K655 = K C= @D > 6 C ;K > J 6DAA<;]6 C @;K5 > <R@ > = ;KA B DK5 F v F I:=B > 6< : D E < = @SD5 = K5 > D BB 6 C= K5 > 6D C ; : L<DKR B D< E 6 CC= KLDK C= 5 > J 6?D > 6< = D B 5 J ;SK;K > J 6DAA<;]6 C @;K5 > <R@ > = ;KA B DK5;<SD5DK DAA<;]6 C 6WRD B F b <;] =C 6 C ;@R?6K > D > = ;K : ; <DKDAA<;]6 C 6WRD B F Y F eJ 6< = A<DA = 5 > J 6L<D C D > = ;K5 J ;SK;K > J 6DAA<;]6 C @;K5 > <R@ > = ;KA B DK5S = > J D c_n ; : F c F eJ 6< = A<DA > J= @ O K655 = 5D55 J ;SK;K > J 6DAA<;]6 C @;K5 > <R@ > = ;KA B DK5DK C 6Q > 6K C 5 > ; > J 6 J ;< = w ;K > D BB= ? = > 55 J ;SK F x F eJ 6< = A<DA = 5 E R< = 6 C > ; > J 6 C 6A > J= K C= @D > 6 C ;K > J 6DAA<;]6 C @;K5 > <R@ > = ;KA B DK5 F dI ? = K = ?R?; :f= K@ J 65; : 5; =B= 5<6WR = <6 C F h Ty U k V z { V o sYaY`t ; B F r P YJ F q I F IBB: D E < = @SD5 = K5 > D BB 6 C A6<?DKR : D@ > R<6< Z 55A6@ =:= @D > = ;K5 F y U | V |} ~ k V €k o sYaY`t ; B F [ P YJ F g P a 6@ F [ sYaY`t ; B F [ P YJ F r[ I F IBB ' ! ‚ " 22 ,+ J D]6 E 66K = K5 > D BB 6 C= KD@@;< C DK@6S = > J > J 6DAA<;]6 C @;K5 > <R@ > = ;KA B DK5 F dY R > o ; :: SD BB 5D<6<6WR = <6 C: ;< = << = LD > = ;K C= > @ J @<;55 = KL5; : 5 > ;<? C <D = KA = A65DK C D >> J 66K C ; ::B D<6 C 6K C 56@ > = ;K5 F h ƒ „ … ƒ „ … †‡ˆ ƒ „ … †‡ˆ †‡ˆ †‡ˆ ‰Š‹ †‡ˆ Œ Ž Ž‘ ’“ Ž ” • – Ž “ —˜ ™š •› œ —•˜ Ž – Ž ‘šŽ ž T Ÿ ¡ ¢ £ £ Ÿ j V Ÿ V l m z ¤ V¡V b ;5 > o 6Q@D]D > = ;K = K :=B > <D > = ;K<D > 65D<6@;K5 = 5 > 6K > S = > JC 65 = LK = K :=B > <D > = ;K@DAD@ = > N d: ; < 7: R BB ;<AD< > = D B= K :=B > <D > = ;K 9C 65 = LK5 h T V ¥ M ?A6<?6D EB 6 B= K6<?66 > 5 C 65 = LK5A6@ =:= @D > = ;K5 M ?A6<?6D EB 6 B= K6<D >> D@ J 6 C > ;@;K@<6 > 6A6< = ?6 > 6<SD BB M ?A6<?6D EB 6 B= K6< = 5K; > 6QA;56 C I KNA6K6 > <D > = ;K5; : > J 6 = ?A6<?6D EB 6 B= K6< J D]6 E 66K56D B 6 C DK C @ J 6@ O 6 C: ;<SD > 6< o > = L J > K655 F ¦ }|| § V ` 66 > 55A6@ =:= @D > = ;K5 : ; < ¨ o c= ?6K5 = ;K5 o © 6 = K : ;<@6?6K > o s ;; > = KL5 ª V 4 K C 6< C <D = KA = A6 = 5A6< C 65 = LK5A6@ =:= @D > = ;K5 I > B 6D5 > ;K6@ B 6DK;R > = 5A<;] =C 6 C A6<RK C 6< C <D = K B D > 6<D B YB 6DK;R > A = A6 = 5K; > A6< : ; <D > 6 C YB 6DK;R > @;]6<5D<6 = K5 > D BB 6 C D K C SD > 6< > = L J > 4 K C 6< C <D = K = 5 G«e S<DAA6 C= KL6; > 6Q > =B 6 : D E < = @ 4 K C 6< C <D = K;< =:= @6A B D > 6 = K5 > D BB 6 C D > ;R > B 6 > 5 > <R@ > R<6 4 K C 6< C <D = K = K > 6L< = > N > 65 > 6 C D : > 6< E D@ O:=BB= KLR5 = KL et DK C H ;< SD > 6< > 65 > ¬ ¬ ¬V v D56@;D<56 d 6 F L FP [ H uhJ D5 ^n\: <D@ > R<6 C: D@65 v 6 CC= KL@;D<56 d 6 F L FP g^h= 5 > J ;<;RL JB NSD5 J 6 C a R E o E D56?D > 6< = D B 5D<6 = K5 > D BB 6 C D K C @;?AD@ > 6 C D@@;< C= KL > ; ?DKR : D@ > R<6< Z 55A6@ =:= @D > = ;K5 k j ¬ bMYb D<6D = 5A<; > 6@ > 6 C: <;?@;K5 > <R@ > = ;K5 = > 656 C= ?6K > P = K@ B R C= KL<RK; ::: <;? > J 6RA5 > <6D?@D > @ J ?6K > DK C @;K5 > <R@ > = ;K6WR = A?6K >> <D ::= @ } 4 A5 > <6D?@D > @ J ?6K > = 55 > D E=B= w 6 C A< = ;< > ; C= ]6< > = KL<RK; :: = K > ; bMYb 5N5 > 6? ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ® ¯ š — Ž – Ž• – š —• œ Ž ““ ž T Ÿ ¡ ¢ £ £ Ÿ j V Ÿ V l m z ¤ V¡V ° 6D]N6WR = A?6K > C=C K; >> <D]6 B ;]6< E= ;<6 > 6K > = ;K@6 BBC R< = KL 6Q@D]D > = ;K v ; >> ;?; : @6 BB SD5 7 < = AA6 C9 D : > 6<6Q@D]D > = ;K bJ ; > ;L<DA JE 6 : ; <6 H D : > 6< 7 < = AA = KL 9 v ; >> ;?; : @6 BB= 5 :B D > DK CB 6]6 B bJ ; > ;L<DA J x Q@D]D > 6 C D <6D = 5A<; > 6@ > 6 C H 5R<<;RK C 6 CE N56 C= ?6K > H <RK; :: @;K > <; Bv`b 5 C R< = KL@;K5 > <R@ > = ;K bJ ; > ;L<DA J T « ]6< :B ;S = K B 6 > 6 B 6]D > = ;K = 556 > D E ;]6 E= ;<6 > 6K > = ;K?6 C= DA6< A B DK d > NA = @D BB N r[= K@ J 65 h « ]6< :B ;S = K B 6 > = K]6< > 6 B 6]D > = ;K = 5D > B 6D5 > p= K@ J 65 E 6 B ;S @;K > D = K?6K > SD BB H E 6<? d > ; C= <6@ > ;]6< :B ;S = K > ; = K B 6 > h ` 6D5R<6 H <6@;< CC= 5 > DK@6 E 6 > S66K = K B 6 > DK C > ;A; : @;K > D = K?6K > SD BB H E 6<? 4 A5 > <6D?@D > @ J ?6K > C <D = K5 > ; = K B 6 > { V s ;<6 E DN = 5 = K5 > D BB 6 C D @@;< C= KL > ; C 65 = LK5A6@ =:= @D > = ;K5 s ;<6 E DN J D5 :B D > P @;K@<6 > 6 E ; >> ;? } Ÿ } ¡ | ± « R > B 6 > 5 > <R@ > R<6 H ;]6< :B ;S6 B 6]D > = ;K = 5@;K := <?6 C ` 6D5R<6 H <6@;< CC= 5 > DK@6 : <;?;]6< :B ;S > ; > ;A; : ?6 C= D :=B > 6< T V ¥ M ?A6<?6D EB 6 B= K6<?66 > 5 C 65 = LK5A6@ =:= @D > = ;K5 M ?A6<?6D EB 6 B= K6<D >> D@ J 6 C > ;@;K@<6 > 6A6< = ?6 > 6<SD BB M ?A6<?6D EB 6 B= K6< = 5K; > 6QA;56 C ª V 4 K C 6< C <D = KA = A6 = 5A6< C 65 = LK5A6@ =:= @D > = ;K5 I > B 6D5 > ;K6@ B 6DK;R > = 5A<;] =C 6 C A6<RK C 6< C <D = K B D > 6<D B YB 6DK;R > A = A6 = 5K; > A6< : ; <D > 6 C YB 6DK;R > @;]6<5D<6 = K5 > D BB 6 C D K C SD > 6< > = L J > 4 K C 6< C <D = K = 5 G«e S<DAA6 C= KL6; > 6Q > =B 6 : D E < = @ 4 K C 6< C <D = K;< =:= @6A B D > 6 = K5 > D BB 6 C D > ;R > B 6 > 5 > <R@ > R<6 4 K C 6< C <D = K = K > 6L< = > N > 65 > 6 C D : > 6< E D@ O:=BB= KLR5 = KL et DK C H ;< SD > 6< > 65 > ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ² { € V s=B > 6<?6 C= D@;?A;5 = > = ;K = 5A6< C 65 = LK5A6@ =:= @D > = ;K5 s=B > 6<?6 C= DSD5 7 ?D@ J= K6? = Q6 C9E N5RAA B= 6<A< = ;< > ; C 6 B= ]6<N s=B > 6<?6 C= D = K5 > D BB 6 C:B D > DK CB 6]6 B } ~ V Y ;K > D = K?6K > SD BB H E 6<? = 5@;K > = KR;R5DK CB 6]6 B ¥ V V ¬ s= KD BB DK C 5@DA = KL C ;65 G«e= K@ B R C 65; C s= KD BB DK C 5@DA = KL d S;; C H <;@ O ?R B @ Jh= 5 :B D > DK CB 6]6 B t 6L6 > D > = ;K = 5A B DK > 6 C D @@;< C= KL > ; B DK C 5@DA6 C 65 = LK 5A6@ =:= @D > = ;K5 t 6< =: N > J D > S66 CE D<< = 6< = 5K; > = K5 > D BB 6 C e 6?A;<D<N = << = LD > = ;K = K5 > D BB 6 C M:G H I P > J 6K]6< =: N > J D > A6<?DK6K > = << = LD > = ;K = 5 = K5 > D BB 6 C > ; 65 > D EB= 5 J H ?D = K > D = K]6L6 > D > = ;K } 4 A5 > <6D?@D > @ J ?6K > 5 > D E=B= w 6 C A< = ;< > ; C= ]6< > = KL<RK; ::= K > ; E= ;<6 > 6K > = ;K@6 BB a= LKD > R<6 ¨ G D?6 ¨ e= > B 6 ¨ x ?D =B ¨ bJ ;K6 ¨ Y ;?ADKN ¨ ICC <655 ¨ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔ ✔✔ ³ ´ µ ¶¶· µ ¸ ¹ º µ » ¼ ´ ½ ¼ ¾ ¿µ´ ¸ À ¶ µÀ Á µÀ ¶ Â Ã Ä ÅÅ Æ Ç Ä È É Ê Ä ËÌÂ Ã È Í Î Ï ÐÍÑÐÃ Å ÍÄÃÉ Æ ÒÓÏ ÔÕÔ Ö ×ØÙ Ö ÕÙÚÛ ³ ´ ¸ À Ü Ý ÞÀ ß à À¹ ¶ ´ ¾ á ¶¸ àÀ ÔÙØÛâ ´µá ¸ ¹ ¸ àÀ ã ´ ä¶ ½ ß à »»¸ À ¹ å ßæ çèéèêëìì í îèéïðñò í óôðêêõðèîöðì ç÷ ø ù ú ûü ý þ ú òôðêê ÿ ðèîöðìòôèïëïëôêïðôî ÿ ý ù÷ ú óôðêêõðèîöðì çëêð ø ÿ ÿ ø ø