Loading...
HomeMy WebLinkAboutSite Certifications - 06/20/2018 Mr. Dan Mogen City of Fort Collins Stormwater Utility 700 Wood St. Fort Collins, CO June 20, 2018 RE: Drainage Certification for The Exchange Dear Mr. Mogen, This drainage certification letter is provided to verify as-constructed conditions for The Exchange. Washburn Land Surveying completed survey work June 6, 2018 to verify general compliance with the Final Utility Plans for The Exchange, dated 3/1/17 including revised drawings dated 7/27/17 and 2/6/18/ by Northern Engineering. Included in this drainage certification submittal are the following: Attachment 1 - City of Fort Collins Overall Site and Drainage Certification Form. Attachment 2 - City of Fort Collins During Construction Inspection Checklist and photographs provided by contractor. Attachment 3 - Soil compaction logs provided by contractor. Attachment 4 – Individual building certifications. Attachment 5 - As-constructed record drawings for Grading and Storm Drain Plan and Profile 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: • Item I.A: The approved drainage letter prepared by Northern Engineering and dated February 14, 2017 states that onsite detention is not necessary for this project. • Item I.A: The approved design drawings specified an underground SC-740 Stormtech chamber system to meet the projects water quality and LID requirements. According to the contractor, the Stormtech system was installed per the approved design drawings. • Item III.B.1: Northern Engineering did not observe construction. Northern Engineering was unable to verify the cover requirements for the storm sewer system over the elbows, tees, and cleanouts. According to the contractor, the storm sewer system was installed per the approved design drawings. $9,867.50 escrowed to release site COs on 5/3/2018 Certification accepted and escrowed funds returned on 6/20/2018 DJM • Item III.B.2: Northern Engineering did not observe construction. Northern Engineering was unable to verify the encasements and clearances for the storm sewer system. According to the contractor, the storm sewer system was installed per the approved design drawings. • Item III.B.3: Northern Engineering did not observe construction. Northern Engineering was unable to verify the joint types and construction methods for the storm sewer system. According to the contractor, the storm sewer system was installed per the approved design drawings. • Item VII.A.1: Northern Engineering did not observe construction. Northern Engineering was unable to verify the size of the underdrains. According to the contractor, the underdrains were installed per the approved design drawings. • Item VII.A.1: Northern Engineering did not observe construction. Northern Engineering was unable to verify the perforated sections of the underdrains. According to the contractor, the underdrains were installed per the approved design drawings. • Item VII.A.3: Northern Engineering did not observe construction. Northern Engineering was unable to verify the depth of the underdrains. According to the contractor, the underdrains were installed per the approved design drawings. • Item VII.A.5: See the attached soil compaction logs provided by the contractor regarding backfill materials and compaction for installed underdrains. Please feel free to contact me with any questions you may have. Thank you, NORTHERN ENGINEERING Frederick S. Wegert, PE Project Engineer Attachment 1 8/16 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 The Exchange 6/20/2018 B1700528, B1701613, B1701615, B1701618, B1701619, B1800299 N/A N/A N/A N/A N/A N/A 8/16 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. N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 8/16 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.) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Yes Yes N/A N/A N/A 8/16 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. Yes Yes Yes Yes Yes Yes No No Yes Yes Yes Yes Yes Yes 8/16 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 Type C, R, 13 and 16 inlet covers are stenciled or stamped with the following (or an equivalent) 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. Yes Yes Yes Yes Yes Yes Yes N/A N/A N/A N/A N/A N/A N/A N/A 8/16 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. N/A N/A N/A N/A N/A N/A N/A Yes Yes Yes Yes Yes Yes Yes Yes 8/16 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. N/A Yes Yes N/A N/A N/A N/A Yes Yes Yes Yes Attachment 2 During Construction Checklist contains a digital signature inserted by the contractor. The digital signature is not inserted when the document is pasted into the final package. Therefore, the contractor provided the During Construction Checklist and accompanying information in a separate email to the City of Fort Collins. 6/17 Page 13 Underground Infiltration   Item/Activity Yes No N/A Documentation/Submittal Requirements  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       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          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  Woven fabric is installed per manufacturer’s specifications  and was not damaged during construction       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  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  2/26/18 see attached sign in sheetX X X X X X X X X X X X X X X X X 3/15/18-3/20/18 Kurt Vanatta <kvanatta@fcgov.com> 6/17 Page 14 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    Item/Activity Yes No N/A Documentation/Submittal Requirements  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          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         X X X X X X X X 1561 Submittal No 216-244 North College Revision No. Fort Collins, CO 80524 Spec. Section (If Applicable) Due Date to be Returned 1 Contractor's Stamp 2 3 4 For review and approval. 5 Brinkman Construction has reviewed the attached documents and 6 components of each submittal for verification of products, field 7 dimensions, adjacent construction work, and coordination of 8 information. Please review the documents and submittals to assure 9 they are to your satisfaction. 10 11 Reviewed Date:Submitted Date:Revised Date: 12 3/26/2018 3/26/2018 N/A 13 14 Reviewed By: BCI Stamp Engineer's Stamp BH Stormtech Certification Submittal Title: Includes the Following Items: Submittals and Install Guidelines RFI's with Official Responses and Drawings The Exchange SUBMITTAL 146 2-Sitework and Utilities BCI Job #: Job Address:0 Survey and As-Builts Brinkman Construction, Inc.Reviewed by: 4/2/2018 Photo Documentation APPROVED Barry Hall 03/26/2018 Submittals & Install Guidelines ©2013 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: ADVANCED DRAINAGE SYSTEMS, INC. R THE EXCHANGE FORT COLLINS - CO MARK KAELBERER 720-256-8225 MARK.KAELBERER@ADS-PIPE.COM 200505 EVAN FISCHGRUND 720-250-8047 EVAN.FISCHGRUND@ADS-PIPE.COM STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH SC-740 OR SC-310. 2.CHAMBERS SHALL BE MANUFACTURED FROM VIRGIN POLYPROPYLENE OR POLYETHYLENE RESINS. 3.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORT PANELS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 4.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 5.CHAMBERS SHALL MEET ASTM F2922 (POLYETHYLENE) OR ASTM F2418-16 (POLYPROPYLENE), "STANDARD SPECIFICATION FOR THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 6.CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOADS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 7.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. THE CHAMBER MANUFACTURER SHALL SUBMIT THE FOLLOWING UPON REQUEST TO THE SITE DESIGN ENGINEER FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE: a.A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY AASHTO FOR THERMOPLASTIC PIPE. b.A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET. THE 50 YEAR CREEP MODULUS DATA SPECIFIED IN ASTM F2418 OR ASTM F2922 MUST BE USED AS PART OF THE AASHTO STRUCTURAL EVALUATION TO VERIFY LONG-TERM PERFORMANCE. c.STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED. 8.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310/SC-740 SYSTEM 1.STORMTECH SC-310 & SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/SC-780 CONSTRUCTION GUIDE". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm). 8.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 2.THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 AD V A N C E D D R A I N A G E S Y S T E M S , I N C . R 2 5 8/ 2 8 / 1 7 20 0 5 0 5 MJ K GF I FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 10 - 1 7 - 1 7 MJ K GF I E L E V A T I O N R E V I S I O N TH E E X C H A N G E 00 10 ' 20 ' NOTES ·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH SHEET #7 FOR MANIFOLD SIZING GUIDANCE. ·DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THIS PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANY FUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS AND SPECIFICATIONS FOR INSTALLATION. 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER) INSPECTION PORT ISOLATOR ROW (SEE DETAIL) 6.63' 4.25' 53 . 1 1 ' 44 . 3 1 ' STRUCTURE PER PLAN (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 70 IN W O O D R O A D , S U I T E 3 | RO C K Y H I L L | CT | 060 6 7 86 0 - 5 2 9 - 8 1 8 8 | 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M De t e n t i o n R e t e n t i o n W a t e r Q u a l i t y PROPOSED LAYOUT 6 STORMTECH SC-740 CHAMBERS 2 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 660 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 353 SYSTEM AREA (ft²) 120 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):4987.20 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):4981.20 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):4980.70 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):4980.70 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT):4980.70 TOP OF STONE:4979.70 TOP OF SC-740 CHAMBER:4979.20 12" BOTTOM MANIFOLD INVERT:4976.80 BOTTOM OF SC-740 CHAMBER:4976.70 UNDERDRAIN INVERT:4976.20 BOTTOM OF STONE:4976.20 12" ADS N-12 BOTTOM CONNECTION INVERT 1.2" ABOVE CHAMBER BASE (SEE NOTES) 4976.17 Reference RFI #193 SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 AD V A N C E D D R A I N A G E S Y S T E M S , I N C . R 3 5 8/ 2 8 / 1 7 20 0 5 0 5 MJ K GF I FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 10 - 1 7 - 1 7 MJ K GF I E L E V A T I O N R E V I S I O N TH E E X C H A N G E ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 CHAMBER SYSTEMS PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. NOTES: 1.SC-740 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", OR ASTM F2922 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2.SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3."ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS. 4.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 5.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 6.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. ² ³ 18" (450 mm) MIN* 8' (2.4 m) MAX SUBGRADE SOILS (SEE NOTE 4) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) SC-740 END CAP 6" (150 mm) MIN D C B A PERIMETER STONE (SEE NOTE 6) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 12" (300 mm) MIN51" (1295 mm)6" (150 mm) MIN 30" (760 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). 70 IN W O O D R O A D , S U I T E 3 | RO C K Y H I L L | CT | 060 6 7 86 0 - 5 2 9 - 8 1 8 8 | 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M De t e n t i o n R e t e n t i o n W a t e r Q u a l i t y SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 AD V A N C E D D R A I N A G E S Y S T E M S , I N C . R 4 5 8/ 2 8 / 1 7 20 0 5 0 5 MJ K GF I FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 10 - 1 7 - 1 7 MJ K GF I E L E V A T I O N R E V I S I O N TH E E X C H A N G E INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-FABRICATED END CAP PART #: SC740EPE24B TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CATCH BASIN OR MANHOLE COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE 8' (2.4 m) MIN WIDE SC-740 CHAMBER SC-740 END CAP SC-740 ISOLATOR ROW DETAIL NTS OPTIONAL INSPECTION PORT STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES SC-740 6" INSPECTION PORT DETAIL NTS SC-740 CHAMBER FLEXSTORM CATCH IT PART# 6212NYFX WITH USE OF OPEN GRATE 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG6IP* SOLID COVER: 1299CGC* GRATE: 1299CGS 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED ON CORRUGATION CREST 6" (150 mm) SDR35 PIPE 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS PAVEMENT CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS CONCRETE COLLAR * THE PART# 2712AG6IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION 70 IN W O O D R O A D , S U I T E 3 | RO C K Y H I L L | CT | 060 6 7 86 0 - 5 2 9 - 8 1 8 8 | 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M De t e n t i o n R e t e n t i o n W a t e r Q u a l i t y SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 AD V A N C E D D R A I N A G E S Y S T E M S , I N C . R 5 5 8/ 2 8 / 1 7 20 0 5 0 5 MJ K GF I FO R T C O L L I N S - C O RE V DW N CK D DE S C R I P T I O N 10 - 1 7 - 1 7 MJ K GF I E L E V A T I O N R E V I S I O N TH E E X C H A N G E 70 IN W O O D R O A D , S U I T E 3 | RO C K Y H I L L | CT | 060 6 7 86 0 - 5 2 9 - 8 1 8 8 | 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M De t e n t i o n R e t e n t i o n W a t e r Q u a l i t y PART #STUB A B C SC740EPE06T / SC740EPE06TPC 6" (150 mm)10.9" (277 mm)18.5" (470 mm)--- SC740EPE06B / SC740EPE06BPC ---0.5" (13 mm) SC740EPE08T /SC740EPE08TPC 8" (200 mm)12.2" (310 mm)16.5" (419 mm)--- SC740EPE08B / SC740EPE08BPC ---0.6" (15 mm) SC740EPE10T / SC740EPE10TPC 10" (250 mm)13.4" (340 mm)14.5" (368 mm)--- SC740EPE10B / SC740EPE10BPC ---0.7" (18 mm) SC740EPE12T / SC740EPE12TPC 12" (300 mm)14.7" (373 mm)12.5" (318 mm)--- SC740EPE12B / SC740EPE12BPC ---1.2" (30 mm) SC740EPE15T / SC740EPE15TPC 15" (375 mm)18.4" (467 mm)9.0" (229 mm)--- SC740EPE15B / SC740EPE15BPC ---1.3" (33 mm) SC740EPE18T / SC740EPE18TPC 18" (450 mm)19.7" (500 mm)5.0" (127 mm)--- SC740EPE18B / SC740EPE18BPC ---1.6" (41 mm) SC740EPE24B*24" (600 mm)18.5" (470 mm)---0.1" (3 mm) ALL STUBS, EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. * FOR THE SC740EPE24B THE 24" (600 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75" (44 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)51.0" X 30.0" X 85.4" (1295 mm X 762 mm X 2169 mm) CHAMBER STORAGE 45.9 CUBIC FEET (1.30 m³) MINIMUM INSTALLED STORAGE*74.9 CUBIC FEET (2.12 m³) WEIGHT 75.0 lbs.(33.6 kg) *ASSUMES 6" (152 mm) STONE ABOVE, BELOW, AND BETWEEN CHAMBERS PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" PRE-CORED END CAPS END WITH "PC" SC-740 TECHNICAL SPECIFICATION NTS 90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) BUILD ROW IN THIS DIRECTION START END A A C B 51.0" (1295 mm) 30.0" (762 mm) 45.9" (1166 mm)12.2" (310 mm) 29.3" (744 mm) UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS Reference RFI #199 Detention • Retention • Water Quality A division ofStormTech Construction Guide REQUIRED MATERIALS AND EQUIPMENT LIST • Acceptable fill materials per Table 1 • Woven and non-woven geotextiles • StormTech solid end caps and pre-cored end caps • StormTech chambers • StormTech manifolds and fittings IMPORTANT NOTES: A. This installation guide provides the minimum requirements for proper installation of chambers. Non-adherence to this guide may result in damage to chambers during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses. B. Use of a dozer to push embedment stone between the rows of chambers may cause damage to chambers and is not an acceptable backfill method. Any chambers damaged by using the “dump and push” method are not covered under the StormTech standard warranty. C. Care should be taken in the handling of chambers and end caps. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement. SC-310/SC-740/DC-780 Requirements for System Installation Excavate bed and prepare subgrade per engineer's plans. Place non-woven geotextile over prepared soils and up excavation walls. Place clean, crushed, angular stone foundation 6" (150 mm) min. Install underdrains if required. Compact to achieve a flat surface. Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 1 Manifold, Scour Fabric and Chamber Assembly Install manifolds and lay out woven scour geo textile at inlet rows [min. 12.5 ft (3.8 m)] at each inlet end cap. Place a continuous piece (no seams, double layer) along entire length of Isolator®Row(s). Align the first chamber and end cap of each row with inlet pipes. Contractor may choose to postpone stone placement around end chambers and leave ends of rows open for easy inspection of chambers during the backfill process. Construct the chamber bed by overlapping the chambers lengthwise in rows. Attach chambers by overlapping the end corrugation of one chamber on to the end corrugation of the last chamber in the row. Be sure that the chamber placement does not exceed the reach of the construction equipment used to place the stone. Lift the end of the chamber a few inches off the ground. With the curved face of the end cap facing outward, place the end cap into the chamber’s end corrugation. 24" (600 mm) inlets are the maximum size that can fit into a SC-740/DC-780 end cap and must be prefabri- cated with a 24" (600 mm) pipe stub. SC-310 cham- bers with a 12" (300 mm) inlet pipe must use a prefabricated end cap with a 12" (300 mm) pipe stub. Drape a strip of ADS non-woven geotextile over the row of chambers (not required over DC-780). This is the same type of non-woven geotextile used as a separation layer around the angular stone of the StormTech system. Attaching the End Caps Prefabricated End Caps Isolator Row 2 Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 3 Initial embedment shall be spotted along the centerline of the chamber evenly anchoring the lower portion of the chamber. This is best accomplished with a stone conveyor or excavator reaching along the row. No equipment shall be operated on the bed at this stage of the installation. Excavators must be located off the bed. Dump trucks shall not dump stone directly on to the bed. Dozers or loaders are not allowed on the bed at this time. Initial Anchoring of Chambers –Embedment Stone 12" (300 mm) MAX. Perimeter stone must be brought up evenly with chamber rows. Perimeter must be fully backfilled, with stone extended horizontally to the excavation wall. Backfill of Chambers –Embedment Stone Backfill chambers evenly. Stone column height should never differ by more than 12” (300 mm) between adjacent chamber rows or between chamber rows and perimeter. UNEVEN BACKFILL EVEN BACKFILL PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 4 Final Backfill of Chambers –Fill Material Install non-woven geotextile over stone. Geotextile must overlap 24" (600 mm) min. where edges meet. Compact each lift of backfill as specified in the site design engineer’s drawings. Roller travel parallel with rows. StormTech Isolator Row Detail Small dozers and skid loaders may be used to finish grading stone backfill in accordance with ground pressure limits in Table 2. They must push material parallel to rows only. Never push perpendicular to rows. StormTech recom- mends that the contractor inspect chambers before placing final backfill. Any chambers damaged by construction shall be removed & replaced. Backfill of Chambers –Embedment Stone and Cover Stone Continue evenly backfilling between rows and around perimeter until embedment stone reaches tops of chambers. Perimeter stone must extend horizontally to the excavation wall for both straight or sloped sidewalls. Only after chambers have been backfilled to top of chamber and with a minimum 6"(150 mm) of cover stone on top of chambers can small dozers be used over the chambers for backfilling remaining cover stone. Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 5 Table 1 –Acceptable Fill Materials Material Location Description AASHTO M43 Compaction/Density Designation1 Requirement PLEASE NOTE: 1. The listed AASHTO designations are for gradations only. The stone must also be clean, crushed, angular. For example, a specification for #4 stone would state: “clean, crushed, angular no. 4 (AASHTO M43) stone”. 2. StormTech compaction requirements are met for ‘A’ location materials when placed and compacted in 6” (150 mm) (max) lifts using two full coverages with a vibratory compactor. 3. Where infiltration surfaces may be comprised by compaction, for standard installations and standard design load conditions, a flat surface may be achieved by raking or dragging without compaction equipment. For special load designs, contact StormTech for compaction requirements. Figure 2 – Fill Material Locations D Final Fill: Fill Material for layer ‘D’ starts from the top of the ‘C’ layer to the bottom of flexible pavement or unpaved finished grade above. Note that the pave- ment subbase may be part of the ‘D’ layer. C Initial Fill: Fill Material for layer ‘C’ starts from the top of the embedment stone (‘B’ layer) to 18" (450 mm) above the top of the chamber. Note that pavement subbase may be part of the ‘C’ layer. B Embedment Stone: Embed- ment Stone surrounding chambers from the foundation stone to the ‘C’ layer above. A Foundation Stone: Foundation Stone below the chambers from the sub- grade up to the foot (bottom) of the chamber. Any soil/rock materials, native soils or per engineer's plans. Check plans for pavement subgrade requirements. Granular well-graded soil/aggregate mixtures, <35% fines or processed aggregate. Most pavement subbase materials can be used in lieu of this layer. Clean, crushed, angular stone nominal size distribution 3/4 - 2" (20 mm - 50 mm) Clean, crushed, angular stone, nominal size distribution 3/4 - 2" (20 mm - 50 mm) Prepare per site design engineer’s plans. Paved installations may have stringent material and preparation requirements. Begin compaction after min. 12" (300 mm) of material over the chambers is reached. Compact additional layers in 6" (150 mm) max. lifts to a min. 95% Proctor density for well-graded material and 95% relative density for processed aggregate materials. Roller gross vehicle weight not to exceed 12,000 lbs (53 kN). Dynamic force not to exceed 20,000 lbs (89 kN) No compaction required. Place and compact in 6" (150 mm) lifts using two full coverages with a vibratory compactor.2, 3 N/A AASHTO M45 A-1, A-2-4, A-3 or AASHTO M431 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 AASHTO M431 3, 357, 4, 467, 5, 56, 57 AASHTO M431 3, 357, 4, 467, 5, 56, 57 Figure 1 – Inspection Port Detail NOTES: 1.36" (900 mm) of stabilized cover materials over the chambers is required for full dump truck travel and dumping. 2.During paving operations, dump truck axle loads on 18” (450 mm) of cover may be necessary. Precautions should be taken to avoid rutting of the road base layer, to ensure that compaction requirements have been met, and that a minimum of 18” (450 mm) of cover exists over the chambers. Contact StormTech for additional guidance on allowable axle loads during paving. 3.Ground pressure for track dozers is the vehicle operating weight divided by total ground contact area for both tracks. Excavators will exert higher ground pressures based on loaded bucket weight and boom extension. 4.Mini-excavators (< 8,000lbs/3,628 kg) can be used with at least 12” (300 mm) of stone over the chambers and are limited by the maximum ground pressures in Table 2 based on a full bucket at maximum boom extension. 5.Storage of materials such as construction materials, equipment, spoils, etc. should not be located over the StormTech system. The use of equipment over the StormTech system not covered in Table 2 (ex. soil mixing equipment, cranes, etc) is limited. Please contact StormTech for more information. 6.Allowable track loads based on vehicle travel only. Excavators shall not operate on chamber beds until the total backfill reaches 3 feet (900 mm) over the entire bed. ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com. Advanced Drainage Systems, the ADS logo, and the green stripe are registered trademarks of Advanced Drainage Systems. StormTech®and the Isolator®Row are registered trademarks of StormTech, Inc #090113 09/13 ©2013 Advanced Drainage Systems, Inc. Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 6 Table 2 – Maximum Allowable Construction Vehicle Loads5 D Final Fill Material 36" [900] Compacted 32,000 [142]16,000 [71]12" [305] 18" [457] 24" [610] 30" [762] 36" [914] 3420 [164] 2350 [113] 1850 [89] 1510 [72] 1310 [63] 38,000 [169] 24" [600] Compacted 32,000 [142]16,000 [71]12" [305] 18" [457] 24" [610] 30" [762] 36" [914] 2480 [119] 1770 [85] 1430 [68] 1210 [58] 1070 [51] 20,000 [89] 24" [600] Loose/Dumped 32,000 [142]16,000 [71]12" [305] 18" [457] 24" [610] 30" [762] 36" [914] 2245 [107] 1625 [78] 1325 [63] 1135 [54] 1010 [48] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] 18" [450]32,000 [142]16,000 [71]12" [305] 18" [457] 24" [610] 30" [762] 36" [914] 2010 [96] 1480 [71] 1220 [58] 1060 [51] 950 [45] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] 12" [300]16,000 [71]NOT ALLOWED 12" [305] 18" [457] 24" [610] 30" [762] 36" [914] 1540 [74] 1190 [57] 1010 [48] 910 [43] 840 [40] 12" [305] 18" [457] 24" [610] 30" [762] 36" [914] 1070 [51] 900 [43] 800 [38] 760 [36] 720 [34] 20,000 [89] Roller gross vehicle weight not to exceed 12,000 lbs. [53 kN] 6" [150]8,000 [35]NOT ALLOWED NOT ALLOWED C Initial Fill Material B Embedment Stone Maximum Allowable Wheel Loads Maximum Allowable Track Loads6 Maximum Allowable Roller Loads Material Fill Depth Max Axle Load Max Wheel Load Track Max Ground Max Drum Weight Location over Chambers for Trucks for Loaders Width Pressure or Dynamic Force in. [mm]lbs [kN]lbs [kN]in. [mm]psf [kPa]lbs [kN] Table 3 –Placement Methods and Descriptions Material Placement Wheel Load Track Load Roller Load Location Methods/ Restrictions Restrictions Restrictions Restrictions See Table 2 for Maximum Construction Loads D Final Fill Material A variety of placement methods may be used. All construction loads must not exceed the maximum limits in Table 2. 36" (900 mm) minimum cover required for dump trucks to dump over chambers. C Initial Fill Material Excavator positioned off bed recom- mended. Small excavator allowed over chambers. Small dozer allowed. Asphalt can be dumped into paver when compacted pavement subbase reaches 18" (450 mm) above top of chambers. Small LGP track dozers & skid loaders allowed to grade cover stone with at least 6" (150 mm) stone under tracks at all times. Equipment must push parallel to rows at all times. Dozers to push parallel to rows until 36" (900mm) compaced cover is reached.4 Use dynamic force of roller only after compacted fill depth reaches 12" (300 mm) over chambers. Roller travel parallel to chamber rows only. Roller travel parallel to rows only until 36” (900 mm) compacted cover is reached. B Embedment Stone No equipment allowed on bare cham- bers. Use excavator or stone conveyor positioned off bed or on foundation stone to evenly fill around all cham- bers to at least the top of chambers. No wheel loads allowed. Material must be placed outside the limits of the chamber bed. No tracked equipment is allowed on chambers until a min. 6" (150 mm) cover stone is in place. No rollers allowed. A Foundation Stone No StormTech restrictions. Contractor responsible for any conditions or requirements by others relative to subgrade bearing capacity, dewatering or protection of subgrade. An company 2 THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS TM ECCENTRIC HEADER MANHOLE WITH OVERFLOW WEIR STORMTECH ISOLATOR ROW OPTIONAL PRE-TREATMENT OPTIONAL ACCESS STORMTECH CHAMBERS  )( RFI's with Official Responses and Drawings Brinkman Construction, Inc. 3528 Precision Drive Suite 100 Fort Collins, Colorado 80528 Phone: (970) 267-0954 Fax: (970) 206-1011 Project: 15-1561 - The Exchange 200 - 272 North College Avenue Fort Collins, Colorado 80524 12" HDPE-Stormtech TO:Andy Reese (Northern Engineering Services Inc) FROM:Barry Hall (Brinkman Construction) 3528 Precision Drive, Suite 100 Fort Collins, Colorado 80528 DATE INITIATED:02/28/2018 STATUS:Closed LOCATION:South DUE DATE:03/05/2018 COST CODE:REFERENCE: COST IMPACT:TBD SCHEDULE IMPACT:TBD DRAWING NUMBER:C301 SPEC SECTION:2 - LINKED DRAWINGS: RECEIVED FROM:Barry Hall (Brinkman Construction) COPIES TO: Kala Bailor (alm2s), Barry Hall (Brinkman Construction), Matt Matheson (Brinkman Construction), Todd Parker (Brinkman), Mike Rice (Brinkman Construction), Ian Shuff (alm2s), Mary Taylor (Russell + Mills Sudios) Question from Barry Hall (Brinkman Construction) at 03:38 PM on 02/28/2018 Reference sheet C301 and stormtech submittal. This is a follow up confirmation from the stormtech pre-con meeting on Monday 2/26/18. Due to the design of the chambers, the lowest possible invert of the 12" manifold is 4976.80. The A3 basin is currently installed per plan with an invert at 4976.18. The difference of .62' will be distributed over the 7.24 LF of 12" HDPE thus increasing the pipe slope from 0.5% to 8.5%. Please confirm that this installation is acceptable. Official Response: Andy Reese (Northern Engineering Services Inc) responded on Wednesday, February 28th, 2018 at 4:32PM MST The issue described in the RFI matches our understanding, and the solution proposed is how we would like to see the issue resolved. Please let me know if you need any additional info to close this out. Sincerely, Andy Reese Northern Engineering Attachments: BY DATE COPIES TO Brinkman Construction, Inc.Page 1 of 1 Printed On: 03/26/2018 11:17 AM RFI #193 Brinkman Construction, Inc. 3528 Precision Drive Suite 100 Fort Collins, Colorado 80528 Phone: (970) 267-0954 Fax: (970) 206-1011 Project: 15-1561 - The Exchange 200 - 272 North College Avenue Fort Collins, Colorado 80524 Stormtech Excavation Dimension TO:Andy Reese (Northern Engineering Services Inc) FROM:Barry Hall (Brinkman Construction) 3528 Precision Drive, Suite 100 Fort Collins, Colorado 80528 DATE INITIATED:03/14/2018 STATUS:Closed LOCATION:Plaza DUE DATE:03/19/2018 COST CODE:REFERENCE: COST IMPACT:TBD SCHEDULE IMPACT:TBD DRAWING NUMBER:C400 SPEC SECTION:02 - Sitework LINKED DRAWINGS: RECEIVED FROM:Barry Hall (Brinkman Construction) COPIES TO: Barry Hall (Brinkman Construction), Matt Matheson (Brinkman Construction), Todd Parker (Brinkman), Mike Rice (Brinkman Construction), Ian Shuff (alm2s) Question from Barry Hall (Brinkman Construction) at 08:59 AM on 03/14/2018 Reference Sheet C400 stormtech vault sub-grade plan. Please provide minimum dimensions including northings and eastings for excavation. Thank you Official Response: Andy Reese (Northern Engineering Services Inc) responded on Wednesday, March 14th, 2018 at 1:07PM MDT All - We are providing the attached pdf showing the minimum dimensions required for the chamber excavation in order to meet the required stormwater volume. Please note that a larger excavation can be done, provided is stays within the drainage easement and follows the same slope (0.5%) from north to south and west to east. Please let us know if you need anything else. Sincerely, Andy Reese Northern Engineering Attachments: Exchange_Subgrade Dimensions.pdf BY DATE COPIES TO Brinkman Construction, Inc.Page 1 of 1 Printed On: 03/26/2018 11:16 AM RFI #199 UD UD UD UD UD UD UD UD UD UD 81.3 9 81.3 0 81.0 7 81 . 0 4 76.23 SUB 76.4 6 SUB 76.42 SUB 76.1 9SUB N:132005.85 E:194881.29 N:131999.10 E:194881.27 N:131998.99 E:194927.58 N:132005.74 E:194927.59 46.31' 6.75'1' 3.13' 3.63' 6.75'1' 3.13' 3.63' 1' 0.75' 0.75' D: \ P R O J E C T S \ 3 7 9 - 0 6 0 \ D W G \ E X H I B I T S \ E X C H A N G E _ S U B G R A D E D I M E N S I O N S . D W G THE EXCHANGE FORT COLLINS COLORADO DESCRIPTION RFI 199 STORMTECH EXCAVATION DIMENSIONS DRAWN BY A. REESE DATE MARCH 14, 2018 PROJECT 379-060 Exhibit 1 DRAWINGSCALE 1"=5' FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 E N G I N E E R N GI EHTRON R N 970.221.4158 northernengineering.com ( IN FEET ) 1 inch = ft. Feet055 5 Survey and As-Builts Photo Documentation Description Taken Date Uploaded By 2018/03/19 14:59:38 Barry Hall Upload Date File Name 2018/03/20 07:37:57 Description Taken Date Uploaded By 2018/03/19 14:45:08 Barry Hall Upload Date File Name 2018/03/20 07:37:26 Description Taken Date Uploaded By 2018/03/19 14:45:02 Barry Hall Upload Date File Name 2018/03/20 07:37:10 Description Taken Date Uploaded By 2018/03/19 14:44:33 Barry Hall Upload Date File Name 2018/03/20 07:37:33 Brinkman Construction, Inc. Printed on Mon Mar 26, 2018 at 11:07 am MDT Job #: 15-1561 The Exchange 200 - 272 North College Avenue Fort Collins, Colorado 80524 Page 1 of 6 Description Taken Date Uploaded By 2018/03/19 13:39:27 Barry Hall Upload Date File Name 2018/03/20 07:37:29 Description Taken Date Uploaded By 2018/03/19 13:36:18 Barry Hall Upload Date File Name 2018/03/20 07:37:13 Description Taken Date Uploaded By 2018/03/19 13:36:09 Barry Hall Upload Date File Name 2018/03/20 07:37:35 Description Taken Date Uploaded By 2018/03/19 13:33:09 Barry Hall Upload Date File Name 2018/03/20 07:37:39 Brinkman Construction, Inc. Printed on Mon Mar 26, 2018 at 11:07 am MDT Job #: 15-1561 The Exchange 200 - 272 North College Avenue Fort Collins, Colorado 80524 Page 2 of 6 Description Taken Date Uploaded By 2018/03/19 13:32:23 Barry Hall Upload Date File Name 2018/03/20 07:37:16 Description Taken Date Uploaded By 2018/03/19 13:30:49 Barry Hall Upload Date File Name 2018/03/20 07:37:41 Description Taken Date Uploaded By 2018/03/19 13:30:02 Barry Hall Upload Date File Name 2018/03/20 07:37:49 Description Taken Date Uploaded By 2018/03/19 13:28:47 Barry Hall Upload Date File Name 2018/03/20 07:37:19 Brinkman Construction, Inc. Printed on Mon Mar 26, 2018 at 11:07 am MDT Job #: 15-1561 The Exchange 200 - 272 North College Avenue Fort Collins, Colorado 80524 Page 3 of 6 Description Taken Date Uploaded By 2018/03/19 10:17:52 Barry Hall Upload Date File Name 2018/03/20 07:37:45 Description Taken Date Uploaded By 2018/03/19 10:17:29 Barry Hall Upload Date File Name 2018/03/20 07:37:23 Description Taken Date Uploaded By 2018/03/19 10:16:17 Barry Hall Upload Date File Name 2018/03/20 07:37:53 Description Taken Date Uploaded By Barry Hall Upload Date File Name 2018/03/19 09:46:07 Brinkman Construction, Inc. Printed on Mon Mar 26, 2018 at 11:07 am MDT Job #: 15-1561 The Exchange 200 - 272 North College Avenue Fort Collins, Colorado 80524 Page 4 of 6 Description Taken Date Uploaded By Barry Hall Upload Date File Name 2018/03/19 09:45:59 Description Taken Date Uploaded By 2018/03/19 08:09:28 Barry Hall Upload Date File Name 2018/03/19 09:42:00 Description Taken Date Uploaded By 2018/03/19 08:09:14 Barry Hall Upload Date File Name 2018/03/19 09:42:29 Description Taken Date Uploaded By 2018/03/19 08:09:10 Barry Hall Upload Date File Name 2018/03/19 09:42:35 Brinkman Construction, Inc. Printed on Mon Mar 26, 2018 at 11:07 am MDT Job #: 15-1561 The Exchange 200 - 272 North College Avenue Fort Collins, Colorado 80524 Page 5 of 6 Description Taken Date Uploaded By 2018/03/19 08:08:46 Barry Hall Upload Date File Name 2018/03/19 09:46:17 Description Taken Date Uploaded By 2018/03/15 13:21:43 Barry Hall Upload Date File Name 2018/03/19 09:42:49 Brinkman Construction, Inc. Printed on Mon Mar 26, 2018 at 11:07 am MDT Job #: 15-1561 The Exchange 200 - 272 North College Avenue Fort Collins, Colorado 80524 Page 6 of 6 JOB PHOTO'S Job Today's Date 03/21/2018 GPS Drawings New Photo Dunrite Excavation 5300 Longs Peak Dr Berthoud, CO 80513 Date: 03/21/2018Job Photos Submitted by Billy West at 03/21/2018 07:04 MDT Page: 1 Captured at 03/21/2018 07:02 MDT gocanvas.com Submission ID: e94ae9effede38db-1521637296790 New Photo New Photo Dunrite Excavation 5300 Longs Peak Dr Berthoud, CO 80513 Date: 03/21/2018Job Photos Submitted by Billy West at 03/21/2018 07:04 MDT Page: 2 Captured at 03/21/2018 07:02 MDT gocanvas.com Submission ID: e94ae9effede38db-1521637296790 New Photo New Photo Dunrite Excavation 5300 Longs Peak Dr Berthoud, CO 80513 Date: 03/21/2018Job Photos Submitted by Billy West at 03/21/2018 07:04 MDT Page: 3 Captured at 03/21/2018 07:02 MDT gocanvas.com Submission ID: e94ae9effede38db-1521637296790 New Photo New Photo New Photo New Photo New Photo New Photo New Photo New Photo New Photo New Photo New Photo Dunrite Excavation 5300 Longs Peak Dr Berthoud, CO 80513 Date: 03/21/2018Job Photos Submitted by Billy West at 03/21/2018 07:04 MDT Page: 4 Captured at 03/21/2018 07:02 MDT gocanvas.com Submission ID: e94ae9effede38db-1521637296790 JOB PHOTO'S Job 5131 - The Exchange Today's Date 03/21/2018 GPS Drawings New Photo Dunrite Excavation 5300 Longs Peak Dr Berthoud, CO 80513 Date: 03/21/2018Job Photos Submitted by Billy West at 03/21/2018 07:01 MDT Page: 1 Captured at 03/21/2018 07:01 MDT gocanvas.com Submission ID: e94ae9effede38db-1521637120258 New Photo New Photo Dunrite Excavation 5300 Longs Peak Dr Berthoud, CO 80513 Date: 03/21/2018Job Photos Submitted by Billy West at 03/21/2018 07:01 MDT Page: 2 Captured at 03/21/2018 07:01 MDT gocanvas.com Submission ID: e94ae9effede38db-1521637120258 New Photo New Photo Dunrite Excavation 5300 Longs Peak Dr Berthoud, CO 80513 Date: 03/21/2018Job Photos Submitted by Billy West at 03/21/2018 07:01 MDT Page: 3 Captured at 03/21/2018 07:01 MDT gocanvas.com Submission ID: e94ae9effede38db-1521637120258 New Photo New Photo Dunrite Excavation 5300 Longs Peak Dr Berthoud, CO 80513 Date: 03/21/2018Job Photos Submitted by Billy West at 03/21/2018 07:01 MDT Page: 4 Captured at 03/21/2018 07:01 MDT gocanvas.com Submission ID: e94ae9effede38db-1521637120258 New Photo New Photo Dunrite Excavation 5300 Longs Peak Dr Berthoud, CO 80513 Date: 03/21/2018Job Photos Submitted by Billy West at 03/21/2018 07:01 MDT Page: 5 Captured at 03/21/2018 07:01 MDT gocanvas.com Submission ID: e94ae9effede38db-1521637120258 New Photo New Photo Dunrite Excavation 5300 Longs Peak Dr Berthoud, CO 80513 Date: 03/21/2018Job Photos Submitted by Billy West at 03/21/2018 07:01 MDT Page: 6 Captured at 03/21/2018 07:01 MDT gocanvas.com Submission ID: e94ae9effede38db-1521637120258 New Photo New Photo Dunrite Excavation 5300 Longs Peak Dr Berthoud, CO 80513 Date: 03/21/2018Job Photos Submitted by Billy West at 03/21/2018 07:01 MDT Page: 7 Captured at 03/21/2018 07:01 MDT gocanvas.com Submission ID: e94ae9effede38db-1521637120258 New Photo New Photo Dunrite Excavation 5300 Longs Peak Dr Berthoud, CO 80513 Date: 03/21/2018Job Photos Submitted by Billy West at 03/21/2018 07:01 MDT Page: 8 Captured at 03/21/2018 07:01 MDT gocanvas.com Submission ID: e94ae9effede38db-1521637120258 New Photo Dunrite Excavation 5300 Longs Peak Dr Berthoud, CO 80513 Date: 03/21/2018Job Photos Submitted by Billy West at 03/21/2018 07:01 MDT Page: 9 Captured at 03/21/2018 07:01 MDT gocanvas.com Submission ID: e94ae9effede38db-1521637120258 Attachment 3 Test Results Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Optimum Moisture Tolerance (%)Remark 1 8/21/17 1001 from Walnut ave sewer 698C Granular 6.5 142.0 4.5 135.2 8 95 95 -2 / 2 A 2 10/6/17 1 698A Granular 8.5 128.0 7.8 127.9 8 100 95 -2 / 2 A 3 10/6/17 1 698A Granular 8.5 128.0 9.4 127.2 8 99 95 -2 / 2 A 4 10/6/17 1 698A Granular 8.5 128.0 8.3 129.6 8 101 95 -2 / 2 A 5 10/10/17 1 698A Granular 8.5 128.0 9.1 129.7 8 101 95 -2 / 2 A 6 10/11/17 1 698A Granular 8.5 128.0 8.1 125.2 8 98 95 -2 / 2 A 7 10/12/17 1 698A Granular 8.5 128.0 7.9 127.1 8 99 95 -2 / 2 A 8 10/26/17 1 698A Granular 8.5 128.0 8.1 124.0 10 97 95 -2 / 2 A Test Information Test #Test Location Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician 1 City Sidewalk Subgrade: Northbound College Avenue, adjacent to the exchange project. 0.5 Feet below grade TROX / 3430 / 63046 / England, Adam 2 Sanitary Trench Backfill: 5 feet northeast of southwest end of trench.5.0 below sidewalk(feet)XPLORER / 3500 / 2028 / Braun, Frederick 3 Sanitary Trench Backfill: 5 feet northeast of southwest end of trench.7.0 below sidewalk(feet)XPLORER / 3500 / 2028 / Braun, Frederick 4 Sanitary Trench Backfill: 5 feet northeast of southwest end of trench.4.0 below sidewalk(feet)XPLORER / 3500 / 2028 / Braun, Frederick 5 Sanitary Trench Backfill: 30 feet northeast of southwest end of trench.5.0 below grade(feet)XPLORER / 3500 / 2028 / Braun, Frederick 6 Sanitary Trench Backfill: Contractor replaced wet fill from rain at 5 feet northeast of southwest end of trench. 4.0 below grade(feet)XPLORER / 3500 / 2028 / Braun, Frederick 7 Waterline Trench Backfill: Water service for building, 10 feet northeast of southwest end of trench. 2.0 below grade(feet)XPLORER / 3500 / 2028 / Braun, Frederick 8 Sidewalk Subgrade: Sidewalk along eastbound Jefferson Street, 7 feet north and 15 feet west from the northeast corner of the building. 0.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack Remarks A: Test results comply with specifications. Comments Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter". Gauge calibration data on file with the testing agency. This report presents opinions formed as a result of our observations of fill placement and the test results shown above. Test data are not the sole basis for opinions whether the fill meets project specifications. The contractor is responsible to apply necessary compaction effort and moisture to comply with project specifications . Our test results, observations and opinions do not constitute acceptance of the work. Page 1 of 13 Soil Compaction Log Test Method: ASTM D 6938 Report Date: 4/26/2018 Client: 200 N. College LLC Ft Collins, CO 80528 3528 Precision Dr, Suite 100 Project: The Exchange FC07902.000-345 Ft Collins, CO 200 to 272 N College Ave 400 North Link Lane Fort Collins, CO 80524 Phone: 970-206-9455 Fort Collins Test Results Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Optimum Moisture Tolerance (%)Remark 9 10/26/17 2 698C Granular 7.5 132.0 6.1 132.0 10 100 95 -2 / 2 A 10 10/26/17 2 698C Granular 7.5 132.0 5.7 131.5 10 100 95 -2 / 2 A 11 11/1/17 1 698A Granular 8.5 128.0 6.8 125.4 8 98 95 -2 / 2 A 12 11/1/17 1 698A Granular 8.5 128.0 7.0 126.3 8 99 95 -2 / 2 A 13 11/2/17 2 698C Granular 7.5 132.0 5.8 128.4 8 97 95 -2 / 2 A 14 11/2/17 2 698C Granular 7.5 132.0 5.5 128.9 8 98 95 -2 / 2 A 15 11/2/17 2 698C Granular 7.5 132.0 8.0 128.3 8 97 95 -2 / 2 A 16 11/2/17 2 698C Granular 7.5 132.0 5.7 130.8 8 99 95 -2 / 2 A Test Information Test #Test Location Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician 9 Sidewalk Subgrade: Sidewalk along eastbound Jefferson Street, 5 feet north and 45 feet west from the northeast corner of the building. 0.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 10 Sidewalk Subgrade: Sidewalk along eastbound Jefferson Street, 8 feet north and 75 feet west from the northeast corner of the building. 0.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 11 Sanitary Trench Backfill: Grease/sanitary trench, 40 feet south of building.2.0 below grade TROX / 3430 / 32674 / Giffin, Lee 12 Sanitary Trench Backfill: Grease/sanitary trench, 70 feet south of building.2.0 below grade TROX / 3430 / 32674 / Giffin, Lee 13 Sanitary Trench Backfill: Grease/sanitary trench, 15 feet west of Harper Goff.3.0 below grade TROX / 3430 / 32674 / Giffin, Lee 14 Sanitary Trench Backfill: Grease/sanitary trench, 25 feet west of Harper Goff.1.0 below grade TROX / 3430 / 32674 / Giffin, Lee 15 Sanitary Trench Backfill: Grease/sanitary trench, at 50 feet east of College.2.0 below grade TROX / 3430 / 32674 / Giffin, Lee 16 Sanitary Trench Backfill: Grease/sanitary trench, at 65 feet east of College.0.0 grade TROX / 3430 / 32674 / Giffin, Lee Remarks A: Test results comply with specifications. Comments Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter". Gauge calibration data on file with the testing agency. This report presents opinions formed as a result of our observations of fill placement and the test results shown above. Test data are not the sole basis for opinions whether the fill meets project specifications. The contractor is responsible to apply necessary compaction effort and moisture to comply with project specifications . Our test results, observations and opinions do not constitute acceptance of the work. Page 2 of 13 Soil Compaction Log Test Method: ASTM D 6938 Report Date: 4/26/2018 Client: 200 N. College LLC Ft Collins, CO 80528 3528 Precision Dr, Suite 100 Project: The Exchange FC07902.000-345 Ft Collins, CO 200 to 272 N College Ave 400 North Link Lane Fort Collins, CO 80524 Phone: 970-206-9455 Fort Collins Test Results Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Optimum Moisture Tolerance (%)Remark 17 11/6/17 2 698C Granular 7.5 132.0 5.6 130.0 10 98 95 -2 / 2 A 18 11/6/17 2 698C Granular 7.5 132.0 5.7 130.5 10 99 95 -2 / 2 A 19 11/9/17 2 698C Granular 7.5 132.0 6.4 132.5 10 100 95 -2 / 2 A 20 11/9/17 2 698C Granular 7.5 132.0 5.9 131.3 10 99 95 -2 / 2 A 21 11/9/17 3 1557B Granular 7.5 132.5 5.5 133.7 10 101 95 -2 / 2 A 22 11/9/17 3 1557B Granular 7.5 132.5 6.0 132.3 10 100 95 -2 / 2 A 23 11/10/17 3 1557B Granular 7.5 132.5 6.2 132.8 10 100 95 -2 / 2 A 24 11/14/17 2 698C Granular 7.5 132.0 6.7 132.1 10 100 95 -2 / 2 A Test Information Test #Test Location Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician 17 Plumbing Trench Backfill: Between west cleanouts, west of the grease interceptor.3.5 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 18 Plumbing Trench Backfill: Between west cleanouts, west of the grease interceptor.1.5 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 19 Demolished Structure Backfill: Underground fuel tank removal area at south side of 216 South College Ave., northwest quadrant. 7.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 20 Demolished Structure Backfill: Underground fuel tank removal area at south side of 216 South College Ave., southeast quadrant. 7.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 21 Demolished Structure Backfill: Underground fuel tank removal area at south side of 216 South College Ave., organics and construction debris had been removed prior to placing the first lift of import fill. 5.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 22 Demolished Structure Backfill: Underground fuel tank removal area at south side of 216 South College Ave., organics and construction debris had been removed prior to placing the first lift of import fill. 3.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 23 Demolished Structure Backfill: Abandoned fuel tanks removed on S side of 216 S College Ave., organics and construction debris removed prior to placing 1st lift of structural fill. 1.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 24 Demolished Structure Backfill: North tank removal excavation location.5.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack Remarks A: Test results comply with specifications. Comments Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter". Gauge calibration data on file with the testing agency. This report presents opinions formed as a result of our observations of fill placement and the test results shown above. Test data are not the sole basis for opinions whether the fill meets project specifications. The contractor is responsible to apply necessary compaction effort and moisture to comply with project specifications . Our test results, observations and opinions do not constitute acceptance of the work. Page 3 of 13 Soil Compaction Log Test Method: ASTM D 6938 Report Date: 4/26/2018 Client: 200 N. College LLC Ft Collins, CO 80528 3528 Precision Dr, Suite 100 Project: The Exchange FC07902.000-345 Ft Collins, CO 200 to 272 N College Ave 400 North Link Lane Fort Collins, CO 80524 Phone: 970-206-9455 Fort Collins Test Results Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Optimum Moisture Tolerance (%)Remark 25 11/14/17 2 698C Granular 7.5 132.0 5.7 132.4 10 100 95 -2 / 2 A 26 11/14/17 2 698C Granular 7.5 132.0 6.9 130.7 10 99 95 -2 / 2 A 28 11/21/17 3 1557B Granular 7.5 132.5 5.5 127.0 10 96 95 -2 / 2 A 29 11/21/17 3 1557B Granular 7.5 132.5 6.1 125.4 10 95 95 -2 / 2 A 30 11/21/17 3 1557B Granular 7.5 132.5 5.5 127.0 10 96 95 -2 / 2 A 31 11/21/17 3 1557B Granular 7.5 132.5 5.5 128.0 10 97 95 -2 / 2 A 32 11/22/17 3 1557B Granular 7.5 132.5 5.8 126.7 10 96 95 -2 / 2 A 33 11/22/17 3 1557B Granular 7.5 132.5 5.8 121.9 10 92 95 -2 / 2 B Test Information Test #Test Location Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician 25 Demolished Structure Backfill: North tank removal excavation location.3.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 26 Demolished Structure Backfill: North tank removal excavation location.1.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 28 Structural Fill: South building, existing basement fill, gridlines SB ±SD .5 at S4-S2.7.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 29 Structural Fill: South building, existing basement fill, gridlines SB ±SD .5 at S4-S2.5.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 30 Structural Fill: South building, existing basement fill, gridlines SB ±SD.5 at S4-S2.3.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 31 Structural Fill: South building, existing basement fill, gridlines SB ±SD.5 at S4-S2.2.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 32 Sub-Excavation and Backfill: South building, backfill of old basement area, northwest quadrant. 0.5 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 33 Sub-Excavation and Backfill: South building, backfill of old basement area, center area.0.5 Feet below grade TROX / 3430 / 63046 / Pappert, Jack Remarks A: Test results comply with specifications. B: Test results do not comply with specifications. Comments Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter". Gauge calibration data on file with the testing agency. This report presents opinions formed as a result of our observations of fill placement and the test results shown above. Test data are not the sole basis for opinions whether the fill meets project specifications. The contractor is responsible to apply necessary compaction effort and moisture to comply with project specifications . Our test results, observations and opinions do not constitute acceptance of the work. Page 4 of 13 Soil Compaction Log Test Method: ASTM D 6938 Report Date: 4/26/2018 Client: 200 N. College LLC Ft Collins, CO 80528 3528 Precision Dr, Suite 100 Project: The Exchange FC07902.000-345 Ft Collins, CO 200 to 272 N College Ave 400 North Link Lane Fort Collins, CO 80524 Phone: 970-206-9455 Fort Collins Test Results Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Optimum Moisture Tolerance (%)Remark 34 33 11/22/17 3 1557B Granular 7.5 132.5 5.8 126.6 10 96 95 -2 / 2 A 35 11/28/17 3 1557B Granular 7.5 132.5 5.6 128.8 10 97 95 -2 / 2 A 36 11/28/17 3 1557B Granular 7.5 132.5 5.5 127.0 10 96 95 -2 / 2 A 37 11/29/17 3 1557B Granular 7.5 132.5 6.2 129.0 10 97 95 -2 / 2 A 38 11/29/17 3 1557B Granular 7.5 132.5 6.0 129.2 10 98 95 -2 / 2 A 39 11/30/17 3 1557B Granular 7.5 132.5 5.7 131.5 10 99 95 -2 / 2 A 40 11/30/17 3 1557B Granular 7.5 132.5 6.1 130.9 10 99 95 -2 / 2 A 41 12/6/17 2 698C Granular 7.5 132.0 5.5 125.3 8 95 95 -2 / 2 A Test Information Test #Test Location Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician 34 Sub-Excavation and Backfill: South building, backfill of old basement area, center area.0.5 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 35 Footing Subgrade: West footing at south building addition, 20 feet north from the southwest corner. 0.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 36 Footing Subgrade: West footing at south building addition, 28 feet north from the southwest corner. 0.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 37 Footing Subgrade: South building addition, gridlines SC at S1.1.0.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 38 Footing Subgrade: South building addition, gridlines S1 at SC.8.0.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 39 Footing Subgrade: South building addition, pad at gridlines SP at S1.7.0.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 40 Footing Subgrade: South building addition, pad at gridlines SD at S2.0.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 41 Waterline Trench Backfill: Fire line trench at the south end of the north half of the project. 1.0 Feet below final grade XPLORER / 3500 / 2401 / 4/14/2016 England, Adam Remarks A: Test results comply with specifications. Comments Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter". Gauge calibration data on file with the testing agency. This report presents opinions formed as a result of our observations of fill placement and the test results shown above. Test data are not the sole basis for opinions whether the fill meets project specifications. The contractor is responsible to apply necessary compaction effort and moisture to comply with project specifications . Our test results, observations and opinions do not constitute acceptance of the work. Page 5 of 13 Soil Compaction Log Test Method: ASTM D 6938 Report Date: 4/26/2018 Client: 200 N. College LLC Ft Collins, CO 80528 3528 Precision Dr, Suite 100 Project: The Exchange FC07902.000-345 Ft Collins, CO 200 to 272 N College Ave 400 North Link Lane Fort Collins, CO 80524 Phone: 970-206-9455 Fort Collins Test Results Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Optimum Moisture Tolerance (%)Remark 42 12/7/17 2 698C Granular 7.5 132.0 6.9 131.0 10 99 95 -2 / 2 A 43 12/7/17 2 698C Granular 7.5 132.0 7.6 130.7 10 99 95 -2 / 2 A 44 12/12/17 2 698C Granular 7.5 132.0 5.6 126.0 10 95 95 -2 / 2 A 45 12/12/17 2 698C Granular 7.5 132.0 5.6 127.2 10 96 95 -2 / 2 A 46 12/12/17 2 698C Granular 7.5 132.0 5.7 128.7 10 97 95 -2 / 2 A 47 12/12/17 2 698C Granular 7.5 132.0 5.6 130.7 10 99 95 -2 / 2 A 48 12/13/17 2 698C Granular 7.5 132.0 5.6 125.0 10 95 95 -2 / 2 A 49 12/13/17 2 698C Granular 7.5 132.0 5.6 125.9 10 95 95 -2 / 2 A Test Information Test #Test Location Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician 42 Footing Subgrade: West container footing, south section.0.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 43 Footing Subgrade: West container footing, north section.0.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 44 Foundation Wall Backfill: South addition, outside wall backfill, gridlines SD.5 at SO.1.5 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 45 Foundation Wall Backfill: South addition, inside wall backfill, gridlines S1 at SD.0.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 46 Foundation Wall Backfill: South addition, inside wall backfill, gridlines SC.1 at S1.1.0.5 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 47 Foundation Wall Backfill: South addition, inside wall backfill, gridlines SB at S2.7.3.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 48 Foundation Wall Backfill: Inside wall backfill, gridlines S1.9.0.5 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 49 Foundation Wall Backfill: Inside wall backfill, south side of column pad, gridlines S3 at SD. 0.5 Feet below grade TROX / 3430 / 63046 / Pappert, Jack Remarks A: Test results comply with specifications. Comments Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter". Gauge calibration data on file with the testing agency. This report presents opinions formed as a result of our observations of fill placement and the test results shown above. Test data are not the sole basis for opinions whether the fill meets project specifications. The contractor is responsible to apply necessary compaction effort and moisture to comply with project specifications . Our test results, observations and opinions do not constitute acceptance of the work. Page 6 of 13 Soil Compaction Log Test Method: ASTM D 6938 Report Date: 4/26/2018 Client: 200 N. College LLC Ft Collins, CO 80528 3528 Precision Dr, Suite 100 Project: The Exchange FC07902.000-345 Ft Collins, CO 200 to 272 N College Ave 400 North Link Lane Fort Collins, CO 80524 Phone: 970-206-9455 Fort Collins Test Results Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Optimum Moisture Tolerance (%)Remark 50 12/13/17 2 698C Granular 7.5 132.0 5.5 126.3 10 96 95 -2 / 2 A 51 12/13/17 2 698C Granular 7.5 132.0 5.5 127.0 10 96 95 -2 / 2 A 52 12/15/17 2 698C Granular 7.5 132.0 5.5 127.0 10 96 95 -2 / 2 A 53 12/15/17 2 698C Granular 7.5 132.0 5.6 129.5 10 98 95 -2 / 2 A 54 12/15/17 2 698C Granular 7.5 132.0 5.5 129.9 10 98 95 -2 / 2 A 55 12/15/17 2 698C Granular 7.5 132.0 6.1 132.0 10 100 95 -2 / 2 A 56 12/15/17 2 698C Granular 7.5 132.0 5.9 130.3 10 99 95 -2 / 2 A 57 12/18/17 2 698C Granular 7.5 132.0 6.3 126.2 8 96 95 -2 / 2 A Test Information Test #Test Location Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician 50 Foundation Wall Backfill: Outside wall backfill, south side of column pad, gridlines S2.9 at SD. 5.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 51 Foundation Wall Backfill: Outside wall backfill, south side of column pad, gridlines S2.6 at SD. 2.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 52 Foundation Wall Backfill: Northwest container foundations, south side, outside wall.1.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 53 Foundation Wall Backfill: Northwest container foundations, east side, outside wall.0.5 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 54 Foundation Wall Backfill: Northwest container foundations, west side, inside wall.1.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 55 Foundation Wall Backfill: Southwest container foundations, east side, outside wall.1.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 56 Foundation Wall Backfill: Southwest container foundations, north side, outside wall.0.5 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 57 Sanitary Trench Backfill: Sanitary sewer, 5 feet north of bend to Harper Goff.4.0 below grade TROX / 3430 / 32674 / Giffin, Lee Remarks A: Test results comply with specifications. Comments Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter". Gauge calibration data on file with the testing agency. This report presents opinions formed as a result of our observations of fill placement and the test results shown above. Test data are not the sole basis for opinions whether the fill meets project specifications. The contractor is responsible to apply necessary compaction effort and moisture to comply with project specifications . Our test results, observations and opinions do not constitute acceptance of the work. Page 7 of 13 Soil Compaction Log Test Method: ASTM D 6938 Report Date: 4/26/2018 Client: 200 N. College LLC Ft Collins, CO 80528 3528 Precision Dr, Suite 100 Project: The Exchange FC07902.000-345 Ft Collins, CO 200 to 272 N College Ave 400 North Link Lane Fort Collins, CO 80524 Phone: 970-206-9455 Fort Collins Test Results Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Optimum Moisture Tolerance (%)Remark 58 12/18/17 2 698C Granular 7.5 132.0 6.4 126.3 8 96 95 -2 / 2 A 59 12/18/17 2 698C Granular 7.5 132.0 6.6 125.0 8 95 95 -2 / 2 A 60 12/18/17 2 698C Granular 7.5 132.0 6.8 125.9 8 95 95 -2 / 2 A 61 1/3/18 2 698C Granular 7.5 132.0 5.5 126.1 8 96 95 -2 / 2 A 62 1/3/18 2 698C Granular 7.5 132.0 5.6 128.0 8 97 95 -2 / 2 A 63 1/3/18 2 698C Granular 7.5 132.0 5.7 127.4 8 97 95 -2 / 2 A 64 1/3/18 2 698C Granular 7.5 132.0 5.7 128.9 8 98 95 -2 / 2 A 65 1/3/18 1 698A Granular 8.5 128.0 7.1 125.3 8 98 95 -2 / 2 A Test Information Test #Test Location Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician 58 Sanitary Trench Backfill: Sanitary sewer, 45 feet north of bend to Harper Goff.4.0 below grade TROX / 3430 / 32674 / Giffin, Lee 59 Sanitary Trench Backfill: Sanitary sewer, 6 feet north of bend to Harper Goff.0.0 grade TROX / 3430 / 32674 / Giffin, Lee 60 Sanitary Trench Backfill: Sanitary sewer, 50 feet north of bend to Harper Goff.0.0 grade TROX / 3430 / 32674 / Giffin, Lee 61 Sanitary Trench Backfill: 4 foot line running east to west, 50 feet west of Harper Goff.2.5 below grade TROX / 3430 / 32674 / Giffin, Lee 62 Sanitary Trench Backfill: 4 foot line running east to west, 100 feet west of Harper Goff.2.5 below grade TROX / 3430 / 32674 / Giffin, Lee 63 Sanitary Trench Backfill: 4 foot line running east to west, 60 feet west of Harper Goff.0.0 Below grade TROX / 3430 / 32674 / Giffin, Lee 64 Sanitary Trench Backfill: 4 foot line east to west , 90 feet west of Harper Goff.0.0 Below grade TROX / 3430 / 32674 / Giffin, Lee 65 Sanitary Trench Backfill: Inside southern-most opening, facing Walnut . 10' E 5' S 1.0 below grade TROX / 3430 / 32674 / Giffin, Lee Remarks A: Test results comply with specifications. Comments Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter". Gauge calibration data on file with the testing agency. This report presents opinions formed as a result of our observations of fill placement and the test results shown above. Test data are not the sole basis for opinions whether the fill meets project specifications. The contractor is responsible to apply necessary compaction effort and moisture to comply with project specifications . Our test results, observations and opinions do not constitute acceptance of the work. Page 8 of 13 Soil Compaction Log Test Method: ASTM D 6938 Report Date: 4/26/2018 Client: 200 N. College LLC Ft Collins, CO 80528 3528 Precision Dr, Suite 100 Project: The Exchange FC07902.000-345 Ft Collins, CO 200 to 272 N College Ave 400 North Link Lane Fort Collins, CO 80524 Phone: 970-206-9455 Fort Collins Test Results Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Optimum Moisture Tolerance (%)Remark 66 1/3/18 1 698A Granular 8.5 128.0 7.0 127.1 8 99 95 -2 / 2 A 67 1/3/18 1 698A Granular 8.5 128.0 7.3 126.0 8 98 95 -2 / 2 A 68 1/5/18 2 698C Granular 7.5 132.0 7.2 126.0 8 95 95 -2 / 2 A 69 1/5/18 2 698C Granular 7.5 132.0 7.2 127.8 8 97 95 -2 / 2 A 70 1/5/18 2 698C Granular 7.5 132.0 7.2 127.1 8 96 95 -2 / 2 A 71 1/17/18 1 698A Granular 8.5 128.0 6.5 123.8 10 97 95 -2 / 2 A 72 1/17/18 1 698A Granular 8.5 128.0 6.6 125.7 10 98 95 -2 / 2 A 73 1/17/18 1 698A Granular 8.5 128.0 6.6 121.0 10 95 95 -2 / 2 A Test Information Test #Test Location Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician 66 Sanitary Trench Backfill: Inside southern-most opening, facing Walnut. 10' E 15' S 1.0 below grade TROX / 3430 / 32674 / Giffin, Lee 67 Sanitary Trench Backfill: Outside southern-most opening, facing Walnut. 5' W 1.0 below grade TROX / 3430 / 32674 / Giffin, Lee 68 Sanitary Trench Backfill: North/south 4" line, in front of future café, 5 feet south of north end. 2.5 below grade TROX / 3430 / 32674 / Giffin, Lee 69 Sanitary Trench Backfill: North/south 4" line in front of future café, 25 feet south of north end. 2.5 below grade TROX / 3430 / 32674 / Giffin, Lee 70 Sanitary Trench Backfill: North/south 4" line in front of future café, 15 feet south of north end. 0.0 below grade TROX / 3430 / 32674 / Giffin, Lee 71 Storm Sewer Trench Backfill: 40 feet south of inlet A5A-7.1.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 72 Gas Line Trench Backfill: Adjacent to Suite 110.1.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 73 Gas Line Trench Backfill: Adjacent to brewery.1.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack Remarks A: Test results comply with specifications. Comments Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter". Gauge calibration data on file with the testing agency. This report presents opinions formed as a result of our observations of fill placement and the test results shown above. Test data are not the sole basis for opinions whether the fill meets project specifications. The contractor is responsible to apply necessary compaction effort and moisture to comply with project specifications . Our test results, observations and opinions do not constitute acceptance of the work. Page 9 of 13 Soil Compaction Log Test Method: ASTM D 6938 Report Date: 4/26/2018 Client: 200 N. College LLC Ft Collins, CO 80528 3528 Precision Dr, Suite 100 Project: The Exchange FC07902.000-345 Ft Collins, CO 200 to 272 N College Ave 400 North Link Lane Fort Collins, CO 80524 Phone: 970-206-9455 Fort Collins Test Results Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Optimum Moisture Tolerance (%)Remark 74 1/29/18 2 698C Granular 7.5 132.0 6.1 132.0 10 100 95 -2 / 2 A 75 1/29/18 2 698C Granular 7.5 132.0 6.9 130.8 10 99 95 -2 / 2 A 76 2/7/18 2 698C Granular 7.5 132.0 6.9 127.4 8 97 95 -2 / 2 A 77 2/7/18 2 698C Granular 7.5 132.0 8.7 129.3 8 98 95 -2 / 2 A 78 2/7/18 2 698C Granular 7.5 132.0 8.2 126.1 8 96 95 -2 / 2 A 79 2/7/18 1 698A Granular 8.5 128.0 7.9 121.1 8 95 95 -2 / 2 A 80 2/9/18 2 698C Granular 7.5 132.0 6.0 125.7 8 95 95 -2 / 2 A 81 2/9/18 2 698C Granular 7.5 132.0 6.2 125.4 8 95 95 -2 / 2 A Test Information Test #Test Location Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician 74 Storm Sewer Trench Backfill: East-west line, 20 feet west from the east juncture.1.0 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 75 Storm Sewer Trench Backfill: East-west line, 40 feet west from the east juncture.0.5 Feet below grade TROX / 3430 / 63046 / Pappert, Jack 76 Foundation Wall Backfill: Southwest corner of cluster B, near electrical conduit.2.0 Below top of foundation wall (feet) XPLORER / 3500 / 2400 / 4/15/2016 Matte, Ryan 77 Storm Sewer Trench Backfill: Approximately 7 feet north of basin A6.0.0 Below top of foundation wall (feet) XPLORER / 3500 / 2400 / 4/15/2016 Matte, Ryan 78 Storm Sewer Trench Backfill: Approximately 20 feet south of basin A6.0.0 Below top of foundation wall (feet) XPLORER / 3500 / 2400 / 4/15/2016 Matte, Ryan 79 Storm Sewer Trench Backfill: Between basin A9 and churn.0.0 Below top of foundation wall (feet) XPLORER / 3500 / 2400 / 4/15/2016 Matte, Ryan 80 Foundation Wall Backfill: East plaza foundation, northeast inside, 10 feet south, 2 feet west. 2.0 below grade TROX / 3430 / 32674 / Giffin, Lee 81 Foundation Wall Backfill: East plaza foundation, northeast inside, 50 feet south, 2 feet west. 2.0 below grade TROX / 3430 / 32674 / Giffin, Lee Remarks A: Test results comply with specifications. Comments Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter". Gauge calibration data on file with the testing agency. This report presents opinions formed as a result of our observations of fill placement and the test results shown above. Test data are not the sole basis for opinions whether the fill meets project specifications. The contractor is responsible to apply necessary compaction effort and moisture to comply with project specifications . Our test results, observations and opinions do not constitute acceptance of the work. Page 10 of 13 Soil Compaction Log Test Method: ASTM D 6938 Report Date: 4/26/2018 Client: 200 N. College LLC Ft Collins, CO 80528 3528 Precision Dr, Suite 100 Project: The Exchange FC07902.000-345 Ft Collins, CO 200 to 272 N College Ave 400 North Link Lane Fort Collins, CO 80524 Phone: 970-206-9455 Fort Collins Test Results Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Optimum Moisture Tolerance (%)Remark 82 2/9/18 2 698C Granular 7.5 132.0 5.5 127.1 8 96 95 -2 / 2 A 83 2/27/18 2 698C Granular 7.5 132.0 6.3 127.0 8 96 95 -2 / 2 A 84 2/27/18 2 698C Granular 7.5 132.0 5.6 125.1 8 95 95 -2 / 2 A 85 3/15/18 2 698C Granular 7.5 132.0 6.3 126.2 8 96 95 -2 / 2 A 86 3/15/18 2 698C Granular 7.5 132.0 6.4 126.7 8 96 95 -2 / 2 A 87 3/15/18 2 698C Granular 7.5 132.0 6.7 126.6 8 96 95 -2 / 2 A 88 3/15/18 2 698C Granular 7.5 132.0 5.7 127.7 8 97 95 -2 / 2 A 89 3/12/18 1 698A Granular 8.5 128.0 6.8 124.4 8 97 95 -2 / 2 A Test Information Test #Test Location Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician 82 Foundation Wall Backfill: East plaza foundation, southwest corner, outside wall, 20 feet north. 1.0 below grade TROX / 3430 / 32674 / Giffin, Lee 83 Curb and Gutter Subgrade: Northbound lane of College Ave., 50 feet south of southwest corner of CopperMuse. 0.0 TROX / 3430 / 32674 / Giffin, Lee 84 Curb and Gutter Subgrade: Northbound lane of College Ave., 200 feet south of southwest corner of CopperMuse. 0.0 TROX / 3430 / 32674 / Giffin, Lee 85 Sidewalk Subgrade: Southwest corner of suite 105, 8 feet south, 30 feet east.0.0 CPN / MC-1 / MD40107256 / 5/22/2012 Giffin, Lee 86 Sidewalk Subgrade: Southwest corner of Suite 105, 10 feet south.0.0 CPN / MC-1 / MD40107256 / 5/22/2012 Giffin, Lee 87 Sidewalk Subgrade: Northwest corner of 216 S. College Ave.0.0 CPN / MC-1 / MD40107256 / 5/22/2012 Giffin, Lee 88 Sidewalk Subgrade: Northwest corner, 216 S. College Ave., 100 feet south.0.0 CPN / MC-1 / MD40107256 / 5/22/2012 Giffin, Lee 89 Sidewalk Subgrade: East side of College, approximately 5 feet west of Vatis building.0.0 below final grade (ft)TROX / 3430 / 32671 / Huemmler, Thomas Remarks A: Test results comply with specifications. Comments Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter". Gauge calibration data on file with the testing agency. This report presents opinions formed as a result of our observations of fill placement and the test results shown above. Test data are not the sole basis for opinions whether the fill meets project specifications. The contractor is responsible to apply necessary compaction effort and moisture to comply with project specifications . Our test results, observations and opinions do not constitute acceptance of the work. Page 11 of 13 Soil Compaction Log Test Method: ASTM D 6938 Report Date: 4/26/2018 Client: 200 N. College LLC Ft Collins, CO 80528 3528 Precision Dr, Suite 100 Project: The Exchange FC07902.000-345 Ft Collins, CO 200 to 272 N College Ave 400 North Link Lane Fort Collins, CO 80524 Phone: 970-206-9455 Fort Collins Test Results Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Optimum Moisture Tolerance (%)Remark 90 3/12/18 1 698A Granular 8.5 128.0 6.7 122.6 8 96 95 -2 / 2 A 91 3/12/18 1 698A Granular 8.5 128.0 7.2 121.7 8 95 95 -2 / 2 A 92 4/3/18 1 698A Granular 8.5 128.0 11.9 112.6 8 88 95 -2 / 2 B 93 4/3/18 1 698A Granular 8.5 128.0 8.9 117.8 8 92 95 -2 / 2 B 94 4/3/18 1 698A Granular 8.5 128.0 9.6 114.0 8 89 95 -2 / 2 B 95 92 4/3/18 1 698A Granular 8.5 128.0 9.5 123.0 10 96 95 -2 / 2 A 96 93 4/3/18 1 698A Granular 8.5 128.0 9.6 122.5 10 96 95 -2 / 2 A 97 94 4/3/18 1 698A Granular 8.5 128.0 9.7 123.2 10 96 95 -2 / 2 A Test Information Test #Test Location Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician 90 Sidewalk Subgrade: East side of College Ave., approximately 5 feet west, 30 feet north of northwest corner of Pizza Press. 0.0 below final grade (ft)TROX / 3430 / 32671 / Huemmler, Thomas 91 Sidewalk Subgrade: East side of College Ave., approximately 6 feet west of Pizza Press. 0.0 below final grade (ft)TROX / 3430 / 32671 / Huemmler, Thomas 92 Sidewalk Subgrade: Sidewalk subgrade, on the west side of Pine Street, 22 feet north and 15 feet east from the southeast corner of the south building. 0.0 Feet below final grade XPLORER / 3500 / 2401 / 4/14/2016 England, Adam 93 Sidewalk Subgrade: Sidewalk subgrade, on the west side of Pine Street, 30 feet south and 18 feet west from the southeast corner of the south building. 0.0 Feet below final grade XPLORER / 3500 / 2401 / 4/14/2016 England, Adam 94 Sidewalk Subgrade: Sidewalk subgrade, on the west side of Pine Street, 12 feet east and 9 feet south from the northeast corner of the south building. 0.0 Feet below final grade XPLORER / 3500 / 2401 / 4/14/2016 England, Adam 95 Sidewalk Subgrade: Sidewalk subgrade, on the west side of Pine Street, 22 feet north and 15 feet east from the southeast corner of the south building. 0.0 Feet below final grade XPLORER / 3500 / 2401 / 4/14/2016 Pappert, Jack 96 Sidewalk Subgrade: Sidewalk subgrade, on the west side of Pine Street, 30 feet south and 18 feet west from the southeast corner of the south building. 0.0 Feet below final grade XPLORER / 3500 / 2401 / 4/14/2016 Pappert, Jack 97 Sidewalk Subgrade: Sidewalk subgrade, on the west side of Pine Street, 12 feet east and 9 feet south from the northeast corner of the south building. 0.0 Feet below final grade XPLORER / 3500 / 2401 / 4/14/2016 Pappert, Jack Remarks A: Test results comply with specifications. B: Test results do not comply with specifications. Comments Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter". Gauge calibration data on file with the testing agency. This report presents opinions formed as a result of our observations of fill placement and the test results shown above. Test data are not the sole basis for opinions whether the fill meets project specifications. The contractor is responsible to apply necessary compaction effort and moisture to comply with project specifications . Our test results, observations and opinions do not constitute acceptance of the work. Page 12 of 13 Soil Compaction Log Test Method: ASTM D 6938 Report Date: 4/26/2018 Client: 200 N. College LLC Ft Collins, CO 80528 3528 Precision Dr, Suite 100 Project: The Exchange FC07902.000-345 Ft Collins, CO 200 to 272 N College Ave 400 North Link Lane Fort Collins, CO 80524 Phone: 970-206-9455 Fort Collins Test Results Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Optimum Moisture Tolerance (%)Remark 98 4/5/18 1 698A Granular 8.5 128.0 8.2 122.0 10 95 95 -2 / 2 A Test Information Test #Test Location Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician 98 City Sidewalk Subgrade: West side of Pine Street, 7 feet east and 78 feet south from the northeast corner of the south building. 0.0 Feet below grade CPN / MC-1 / MD40201886 / Pappert, Jack Remarks A: Test results comply with specifications. Comments Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter". Gauge calibration data on file with the testing agency. This report presents opinions formed as a result of our observations of fill placement and the test results shown above. Test data are not the sole basis for opinions whether the fill meets project specifications. The contractor is responsible to apply necessary compaction effort and moisture to comply with project specifications . Our test results, observations and opinions do not constitute acceptance of the work. Page 13 of 13 Soil Compaction Log Test Method: ASTM D 6938 Report Date: 4/26/2018 Client: 200 N. College LLC Ft Collins, CO 80528 3528 Precision Dr, Suite 100 Project: The Exchange FC07902.000-345 Ft Collins, CO 200 to 272 N College Ave 400 North Link Lane Fort Collins, CO 80524 Phone: 970-206-9455 Fort Collins Attachment 4 X X X X XXX FI R E R I S E R 24 X X X X X XX X X X X XXX UP X GW W W W W W SS GW GW GW GW GW SS GW W W GGGGGG G G G G G G G G W W W W W W W W W GW GW GW GW GW GW GW SSSSSSSSSSSS SS SS SS SS SS SS SS W W W UD UD UD UD UD UD UD UD UD UD UD UD UD IRR IRR IRR IR R IR R IR R IR R IR R IRR F F F F F F UD UD UD UD UD UD UD UD UD G G G G G G G G G G G G G G SSSSSSSSSSSS GW GW GW GW GW GW GW GW F F F F F F F F G G G G G G G G G G G G G SS SS SS S SS W 4025 Automation Way, Suite C4 Fort Collins, CO 80525 970-232-9645 www.WashburnSurveying.com Sheet 1 of 1 Project #: 2017-0047 Date: May 14, 2018 Scale: 1"=10' Drawn: CDB Scale: 1"=10' AS-BUILT EXHIBIT THE EXCHANGE BEING A REPLAT OF LOTS 1-20, BLOCK 14, TOWN OF FORT COLLINS, LOCATED IN THE NORTHWEST QUARTER OF SECTION 12, 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 APRIL 10, MAY 10 AND JUNE 6, 2018 Attachment 5 X X X X XXX X X X X X XX X X X X XXX X GW W W W W W SS GW GW GW GW GW SS GW W W GGGGGG G G G G G G G G W W W W W W W W W GW GW GW GW GW GW GW SSSSSSSSSSSS SS SS SS SS SS SS SS W W W UD UD UD UD UD UD UD UD UD UD UD UD UD IRR IRR IRR IR R IR R IR R IR R IR R IRR F F F F F F UD UD UD UD UD UD UD UD UD G G G G G G G G G G G G G G SSSSSSSSSSSS GW GW GW GW GW GW GW GW F F F F F F F F G G G G G G G G G G G G G SS SS SS S SS W 4025 Automation Way, Suite C4 Fort Collins, CO 80525 970-232-9645 www.WashburnSurveying.com Sheet 1 of 1 Project #: 2017-0047 Date: May 14, 2018 Scale: 1"=10' Drawn: CDBSheet 1 of 1 Project #: 2017-0047 Date: Scale: 1"=10' AS-BUILT EXHIBIT THE EXCHANGE BEING A REPLAT OF LOTS 1-20, BLOCK 14, TOWN OF FORT COLLINS, LOCATED IN THE NORTHWEST QUARTER OF SECTION 12, 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 APRIL 10, MAY 10 AND JUNE 6, 2018 CHAD R. WASHBURN COLORADO LICENSED PROFESSIONAL LAND SURVEYOR 37963 FOR AND ON BEHALF OF WASHBURN LAND SURVEYING, LLC. 970.232.9645 WCS C.O .C.O . C.O . C.O . C.O . C.O . MH MH C.O . C.O . C.O . C.O . C.O . C.O . C.O . W C.O . C.O . C.O . C.O . MH MH C.O . C.O . C.O . C.O . UD UD UD W W W W W W G G G G G G G G G G G G G G G G W UD UD UD UD IRR IRR IRR F 8 " W F 8 " W F 8 " W F 8 " W F 8 " W F 8 " W F 8 " W F 8 " W UD UD G G G G F F F GW GW GW GW GW SS SS SS SS SS SS SS SS SSSSSS GW GW GW CS C.O . OH U OHU VAU L T ELE C T S CSCS LID CS CS CS CS MW CS util V.P . S D D D D S D HYD G E E G C T V.P . V.P . ELE C ELE C C T GE E EE CT E GG W E ELE C GG SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST G T T T T CTV CT V CT V CT V E E E E E E E E E E E E E E E E EE E T T T T T T T T T T T T 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 G G G G G CT V CT V CTV CTV CTV CTV E E E E E E CTV CTV CTV T T T T T CTV CTV E E OHU ST ST SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST W 4" W 4" W 4" W 4" W 4" W 4" W 4" W 4" W 4" W 4" W 4" W 4" W 4" W 4" W 4" W 8" W 8" W 8" W 8" W 8" W 8" W 8" 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 W W W W W W W W W W W W W W W W W W W W W W W W F F F F F SS SS SS UP X DN X X X X X X EXISTING SAN MH RIM=4980.35 INV IN=4864.89 (SW) INV IN=4865.29 (SE) INV OUT=4864.88 (NE) EXISTING STORM INLET EXISTING CURB STOP EXISTING CURB STOP EXISTING CURB STOP EXISTING ELECTRIC TRANSFORMER TO REMAIN EXISTING ELECTRIC TRANSFORMER TO REMAIN APPROXIMATE LOCATION EXISTING 8" PVC SANITARY SEWER EXISTING GAS SERVICE EXISTING CURB STOP EXISTING CURB STOP EXISTING 15" CLAY STORM DRAIN EXISTING 15" CLAY STORM DRAIN EXISTING 15" CLAY SANITARY SEWER EXISTING CURB STOP EXISTING CURB STOP EXISTING OVERHEAD UTILITY CONNECT TO EXISTING INLET CORE DRILL & GROUT NO R T H C O L L E G E A V E N U E (14 0 ' P U B L I C R O W ) JEFFERSON STREET (100' PUBLIC ROW) PI N E S T R E E T (1 0 0 ' P U B L I C R O W ) PINE STREET LOFTS CONDOS EXISTING FH PROPOSED 1" WATER SERVICE PROPOSED 4" SANITARY SERVICE (SEE SHEET C301) APPROXIMATE LOCATION EXISTING 8" WATER APPROXIMATE LOCATION EXISTING 3 4" WATER SERVICE APPROXIMATE LOCATION EXISTING 3 4" WATER SERVICE APPROXIMATE LOCATION EXISTING 3 4" WATER SERVICE APPROXIMATE LOCATION EXISTING 3 4" WATER SERVICE APPROXIMATE LOCATION EXISTING 3 4" WATER SERVICE APPROXIMATE LOCATION EXISTING 3 4" WATER SERVICE APPROXIMATE LOCATION EXISTING 6" WATER PROPOSED 6" FIRE SERVICE PROPOSED 1 1/2" WATER SERVICE CONNECT TO EXISTING INLET ROW TO BE DEDICATED ROW TO BE DEDICATED PROPOSED 2' SIDEWALK CHASE APPROXIMATE LOCATION EXISTING 6" FIRE SERVICE PROPOSED CURB STOP AND WATER METER 61.23 LF 6" PVC N48°58'47"W CONNECT TO FUTURE 8" WATER 8"x6" TAPPING SADDLE w/ TB & 6" GV (NW) N:131837.12 E:194978.25 CONNECT TO FUTURE 8" WATER 8"x1 1/2" TAPPING SADDLE N:131832.61 E:194974.29 CONNECT TO FUTURE 8" WATER 1" WET TAP N:131904.03 E:195037.16 EX INLET A INV. IN=4975.68 (NW) INV. IN=4975.68 (SW) INV. OUT=4975.68 (NE) FG=4979.45 EXISTING INLET APPROXIMATE LOCATION EXISTING 4" SANITARY SERVICE PROPOSED GREASE INTERCEPTOR CONNECT TO EXISTING 4" SANITARY SERVICE (RE: PLUMBING) PROPOSED 4" SANITARY SERVICE PROPOSED CURB STOP AND 1 1/2" WATER METER APPROXIMATE LOCATION EXISTING 6" FIRE SERVICE EXISTING GAS METERS & SERVICE EXISTING GAS METERS & SERVICE EXISTING GAS METERS & SERVICE PROPOSED 6" FIRE SERVICE CONNECT TO EXISTING SANITARY CONNECT TO EXISTING 6" FIRE SERVICE (SEE SHEET C301) CONNECT TO EXISTING 6" FIRE SERVICE (SEE SHEET C301) EXISTING GAS METER & SERVICE PROPOSED UTILITY EASEMENT EXISTING WATER METER LID EXISTING MONITORING WELL 73.07 LF 12" HDPE STORM @ 0.50% CROSS A4 INV. IN=4976.27 (W) INV. IN=4976.44 (N) INV. IN=4976.52 (E) INV. OUT=4976.27 (S) FG=4980.83 16.21 LF 8" HDPE STORM @ 0.50% 15"Ø BASIN A4A-1 INV.=4976.52 FG=4980.37 58.85 LF 12" HDPE STORM @ 0.50% 16.25 LF 8" HDPE STORM @ 0.50% 15"Ø BASIN A5-1 INV.=4976.81 FG=4980.92 39. 6 7 L F 8 " H D P E S T O R M @ 0 . 5 0 % 15"Ø BASIN A6 INV.=4976.93 FG=4980.97 42.65 LF 6" HDPE STORM @ 0.50% 45° BEND A7 INV.=4977.14 FG=4982.35 7.07 LF 6" HDPE STORM @ 0.50% EX INLET A9 INV.=4977.28 FG=4982.06 16. 8 4 L F 6" H D P E @ 0 . 5 0 % 10.00 LF 6" HDPE @ 0.50% 20. 2 4 L F 6" H D P E @ 0 . 5 0 % 6.03 LF 6" HDPE @ 0.50% 33. 5 2 L F 6" H D P E @ 3 . 0 0 % 28. 0 5 L F 6" H D P E @ 0 . 5 0 % 5.25 LF 6" HDPE @ 0.50% 37. 1 8 L F 6 " H D P E @ 0 . 5 0 % 10.72 LF 6" HDPE @ 0.50% 4.96 LF 6" HDPE @ 0.50% 8.43 LF 6" HDPE @ 0.50% CLEANOUT A5A-4 INV.=4978.03 FG=4981.85 BASIN A5A-3 INV.=4978.00 FG=4980.91 CLEANOUT A5A-1.1 INV.=4977.87 FG=4981.48 BASIN A5A-1 INV.=4977.82 FG=4980.80 CLEANOUT INV.=4976.68 FG=4979.97 BASIN A4-2 INV.=4976.84 FG=4980.26 CLEANOUT A4-1.2 INV.=4976.74 FG=4980.35 CLEANOUT INV.=4976.78 FG=4980.01 BASIN A4-1.4 INV.=4976.80 FG=4978.89 NAM E D A L L E Y (TO B E N A M E D B Y C I T Y C O U N C I L ) CLEANOUT A5A-2 INV.=4977.92 FG=4981.77 BASIN A4-1 INV.=4976.66 FG=4980.26 EXISTING UTILITIES TO BE RELOCATED FUTURE 8" WATER (BY OTHERS) 20.36 LF 6" HDPE STORM @ 0.50% 45° BEND A8 INV.=4977.18 FG=4982.45 2.86 LF 12" HDPE STORM @ 0.50% ECCENTRIC CONNECTION A2 INV.=4976.17 FG=4980.98 CROSS A5 INV. IN=4976.73 (N) INV. IN=4976.73 (S) INV. IN=4976.81 (W) INV. OUT=4976.56 (E) FG=4981.14 PROPOSED SIDEWALK CHASE 17.58 LF 12" HDPE STORM @ 0.50% APPROXIMATE LOCATION EXISTING 4" WATER EX I S T I N G 4 " W A T E R ( A P P R O X . ) AB A N D O N E D 4 " W A T E R ( A P P R O X . ) EXISTING UTILITY EASEMENT BASIN A4-1.1 INV.=4976.71 FG=4980.26 5.03 LF 6" HDPE @ 0.50% 13.65 LF 6" HDPE @ 0.50% BASIN A4-1.5 INV.=4976.87 FG=4978.70 10.97 LF 6" HDPE @ 0.50% CLEANOUT A4-1.6 INV.=4976.92 FG=4980.33 4.96 LF 6" HDPE @ 0.50% CLEANOUT A4-3 INV.=4976.87 FG=4981.00 SC-740 STORMTECH CHAMBER SYSTEM (SEE SHEET C301) APPROXIMATE LOCATION PROPOSED GREASE INTERCEPTOR CONNECT TO EXISTING SANITARY SERVICE (RE: PLUMBING) 30"∅ BASIN A3 w/ WEIR INV.=4976.18 FG=4980.85 7.24 LF 12" HDPE STORM @ 0.50% 23.58 LF 12" HDPE STORM @ 0.50% 45° BEND A1 INV.=4976.05 FG=4981.25 18.81 LF 6" HDPE STORM @ 0.50% 45° BEND A10 INV.=4977.38 FG=4982.00 PROPOSED UNDERDRAIN (SEE SHEET C301) 12"Ø BASIN A12 INV.=4977.51 FG=4981.64 11.31 LF 6" HDPE STORM @ 0.50% 45° BEND A11 INV.=4977.43 FG=4981.86 15.71 LF 6" HDPE STORM @ 0.50% PROPOSED GREASE INTERCEPTOR UD CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R Sheet Of 15 Sheets TH E E X C H A N G E 30 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 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 3.1.17 C300 UT I L I T Y P L A N NORTH ( IN FEET ) 1 inch = ft. Feet02020 20 40 60 NOTES: 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 ALL UNKNOWN UNDERGROUND UTILITIES. 2.ALL WATER AND SEWER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3.ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 4.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 5.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 6.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 7.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. 8.ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED TO CITY OR FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. 9.REFER TO PLUMBING PLANS FOR ALL WATER SERVICE AND SANITARY SEWER SERVICE LOCATIONS. IF CONFLICT OCCURS, BOTH THE PLUMBING ENGINEER AND CIVIL ENGINEER SHALL BE CONTACTED PRIOR TO INSTALLATION OR ORDERING OF MATERIALS. 10.ALL SANITARY SEWER SERVICE CONNECTION INVERTS AND LOCATIONS BASED ON BEST AVAILABLE DATA. CONTRACTOR TO VERIFY LOCATION PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES. 11.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 12.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443/C877 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). STORM DRAINS SHOWN ON THIS DRAWING AS POLYVINYL CHLORIDE (PVC) SHALL BE SDR 35 OR APPROVED EQUAL. 13.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 14.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE, FIBER, GAS, AND ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS. 15.CONTRACTOR TO COORDINATE FINAL LOCATION OF ALL GAS AND ELECTRIC METERS WITH ARCHITECT AND UTILITY PROVIDERS. 16.PROPOSED GREASE TRAP IN COLLEGE AVENUE RIGHT-OF-WAY IS SUBJECT TO REVOCABLE ENCROACHMENT PERMIT. EXISTING WATER MAIN LEGEND: W G T CTV EXISTING STORM SEWER EXISTING CABLE EXISTING TELEPHONE EXISTING GAS SPROPOSED SEWER SERVICE EXISTING SANITARY SEWER SS PROPOSED CURB & GUTTER PROPOSED WATER SERVICE EXISTING FIRE HYDRANT EASEMENT LINE PROPERTY BOUNDARY EXISTING LOTLINE W PROPOSED WATER MAIN PROPOSED SANITARY SEWER PROPOSED STORM SEWER EPROPOSED ELECTRIC PROPOSED FIRE SERVICE F EEXISTING ELECTRIC PROPOSED LOTLINE PROPOSED UNDERDRAIN ALL STORM DRAIN SHALL BE PRIVATELY OWNED AND MAINTAINED. CONTAINER SUBDRAIN FINISHED FLOOR ELEVATION 6" MIN. CONTINUOUS FOOTING (TYP.) HDPE UNDERDRAIN 10" STEM WALL INLINE BASIN w/ DOMED GRATE CLEANOUT 1 MI N O R A M E N D M E N T BR R 7/ 2 6 / 2 7 2 PL A Z A U T I L I T Y R E V I S I O N BR R 11 / 2 0 / 1 7 3 CH U R N S T O R M R E V I S I O N BR R 01 / 0 9 / 1 8 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 WCS C.O .C.O . C.O . C.O . C.O . C.O . MH MH C.O . C.O . C.O . C.O . C.O . C.O . C.O . W C.O . C.O . C.O . C.O . C.O . UD UD UD UD UD UD UD W W GW SS W W W W W W W W W W W W W W SSGW W G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G W W UD UD UD UD UD UD UD UD UD UD IRR IRR IRR IRR IRR IRR IRR IRR IR R UD UD UD UD UD G G G G G G G G F F F F F F F F GW GW GW GW GW GW GW GW GW GW GW GW SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SSSSSSSSSSSSSS GW GW GW GW GW GW GW GW CS C.O . V.P . S ELE C ELE C C T GE E EE CT E GG E ELE C GG SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST G G T T T T T T T T CTV CTV CT V CT V CT V CT V CT V CT V CTV 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 T T T T T T T T T T T T T T T T CTV E E E E E E E E E E E E CTV CT V CTV CTV CTV CT V T T T T T T T T T T T T CTV CTV CTV CTV CTV E E EEE SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST 8" W 8" W 8" W 8" W 8" W 8" W 8" W F F F F F F F F F F UP X X X X X X X X X X X X X X X X X X X X X X EXISTING ELECTRIC TRANSFORMER TO REMAIN EXISTING ELECTRIC TRANSFORMER TO REMAIN EXISTING 15" CLAY STORM DRAIN CONNECT TO EXISTING INLET APPROXIMATE LOCATION EXISTING 6" FIRE SERVICE PROPOSED CURB STOP AND WATER METER PROPOSED CURB STOP AND 1 1/2" WATER METER EXISTING GAS METERS & SERVICE EXISTING GAS METERS & SERVICE EXISTING GAS METERS & SERVICE PROPOSED UTILITY EASEMENT CLEANOUT INV.=4976.12 FG=4981.57 CLEANOUT INV.=4976.09 FG=4981.54 45° BEND INV.=4974.18 CLEANOUT INV.=4975.53 FG=4981.30 CLEANOUT INV.=4975.50 FG=4981.29 CLEANOUT INV.=4974.09 FG=4981.23 CLEANOUT CONNECT TO GREASE INTERCEPTOR INV.=4973.32 FG=4980.60 CLEANOUT INV.=4974.74 FG=4980.67 CLEANOUT INV.=4974.76 FG=4980.65 4" SS CONNECTION INV. OUT=4976.19 (E) FG=4981.77 4" SS CONNECTION INV. OUT=4975.81 (E) FG=4981.61 4"x4" TEE INV.=4975.55 4" GW CONNECTION INV. OUT=4976.20 (E) FG=4981.86 4" GW CONNECTION INV. OUT=4975.81 (E) FG=4981.61 4"x4" TEE INV.=4975.58 4" SS CONNECTION INV. OUT=4974.36 (E) FG=4981.07 CONNECT TO EXISTING SANITARY SEWER INV. IN=4965.71 (NW) INV. IN=4964.79 (SW) INV. OUT=4964.79 (NE) 4" GW CONNECTION INV. OUT=4974.43 (E) FG=4981.64 45° BEND INV.=4974.20 4" GW CONNECTION INV. OUT=4974.12 (SW) FG=4980.31 4"x4" TEE INV.=4974.03 4"x4" TEE INV.=4973.99 4" SS CONNECTION INV. OUT=4974.04 (SW) FG=4980.28 4"x4" TEE INV.=4973.90 4"x4" TEE INV.=4973.90 CONNECT TO GREASE INTERCEPTOR INV.=4973.88 73.61 LF 4" PVC SANITARY @ 10.34% 65. 1 8 L F 4 " P V C S A N I T A R Y @ 1 . 0 0 % 74. 5 1 L F 4 " P V C S A N I T A R Y @ 1 . 0 0 % 53. 8 4 L F 4 " P V C S A N I T A R Y @ 1 . 0 0 % 10.28 LF 4" PVC SANITARY @ 1.00% 1.28 LF 4" PVC SANITARY @ 1.00% 9.08 LF 4" GW @ 1.00% 65. 1 0 L F 4 " P V C G W @ 1 . 0 0 % 78. 5 1 L F 4 " P V C G W @ 1 . 0 0 % 53. 5 5 L F 4 " P V C G W @ 1 . 0 0 % 8.43 LF 4" PVC GW @ 1.00% 4.40 LF 4" PVC SANITARY @ 1.00% 13.39 LF 4" PVC SANITARY @ 2.00% 5.22 LF 4" PVC GW @ 1.00% 11.62 LF 4" PVC GW @ 2.00% 8.85 LF 4" PVC SANITARY @ 2.00% 14.06 LF 4" PVC SANITARY @ 1.00% 2.33 LF 4" PVC SANITARY @ 1.00% 10.80 LF 4" GW @ 2.00% 10.21 LF 4" PVC SANITARY @ 2.00% 11.09 LF 4" PVC GW @ 2.00% 10.28 LF 4" GW @ 1.00% PROPOSED 1" WATER SERVICE TO PROVIDE SERVICE FOR ALL PLAZA TENANTS & IRRIGATION EXISTING 15" CLAY SANITARY SEWER PROPOSED 1 1/4" WS CONNECTION PROPOSED 1 1/4" WS 7.53 LF 4" PVC SANITARY @ 2.00% PROPOSED 3/4" WS PROPOSED 3/4" WS CONNECTION PROPOSED 1 1/2" WS PROPOSED 1 1/4" WS PROPOSED 1 1/2" WS CONNECTION PROPOSED 1 1/4" WS CONNECTION PROPOSED 1 1/2" WS PROPOSED 2" GAS SERVICE PROPOSED 1 1/2" WS CONNECTION PROPOSED 3/4" WS PROPOSED 2" GAS SERVICE PROPOSED 2" GAS SERVICE EX INLET A CONNECT TO EXISTING INV. IN=4975.68 (NW) INV. IN=4975.68 (SW) INV. OUT=4975.68 (NE) FG=4979.45 PROPOSED DRAINAGE EASEMENT APPROXIMATE LOCATION EXISTING 6" FIRE SERVICE TOP=75.61 6.49 LF 6" PVC S44°49'44"E 63.69 LF 6" PVC S00°10'16"W 15.34 LF 6" PVC S22°19'44"E PROPOSED 6" FIRE SERVICE PROPOSED 1 1/2" WATER SERVICE NAM E D A L L E Y (TO B E N A M E D B Y C I T Y C O U N C I L ) PROPOSED UNDERDRAIN (SEE SHEET C300) PROPOSED UNDERDRAIN (SEE SHEET C300) PROPOSED INLET PROPOSED INLET PROPOSED INLET PROPOSED INLET w/ WQ WEIR PROPOSED STORM DRAIN (SEE SHEET C300) PROPOSED 3/4" WS CONNECTION PLAZA IRRIGATION SERVICE (RE: IRRIGATION) PLAZA IRRIGATION SERVICE (RE: IRRIGATION) EXISTING UTILITIES TO BE RELOCATED CLEANOUT UD1 INV.=4976.42 FG=4981.35 50.73 LF 6" PERF. HDPE @ 0.50% ECCENTRIC CONNECTION A2 INV.=4976.17 FG=4980.98 PROPOSED SIDEWALK CHASE PI N E S T R E E T (1 0 0 ' P U B L I C R O W ) CONNECT TO EXISTING 6" FIRE SERVICE 45° BEND w/ TB & MRJ TOP=75.88 N:131975.95 E:194958.34 SC-740 STORMTECH CHAMBER SYSTEM @ 0.50% 22.5° BEND w/ TB & MRJ TOP=75.17 N:132044.29 E:194941.95 CONNECT TO EXISTING 6" FIRE SERVICE 22.5° BEND w/ TB & MRJ TOP=±75.51 N:132058.48 E:194936.12 EXISTING UTILITY EASEMENT 7.24 LF 12" HDPE @ 0.50%BEGIN VAULT INV.=4976.22 FG=4980.94 PROPOSED STORM DRAIN (SEE SHEET C300) END VAULT INV.=4976.44 FG=4981.37 PROPOSED 2" GAS SERVICE 45° BEND w/ TB & MRJ TOP=75.74 N:131980.59 E:194941.76 A B C E D 45° BEND w/ TB & MRJ TOP=75.79 N:131975.99 E:194946.33 CONNECT TO GREASE INTERCEPTOR INV.=4973.89 CLEANOUT INV.=4974.10 FG=4981.24 ° ° ° CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R Sheet Of 15 Sheets TH E E X C H A N G E 30 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 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 3.1.17 C301 CO U R T Y A R D U T I L I T Y P L A N NORTH ( IN FEET ) 1 inch = ft. Feet01010 10 20 30 NOTES: 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 ALL UNKNOWN UNDERGROUND UTILITIES. 2.ALL WATER AND SEWER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION, AS WELL AS APPLICABLE INTERNATIONAL PLUMBING CODE. 3.ALL FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 4.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 5.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 6.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 7.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. 8.ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED TO CITY OR FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. 9.REFER TO PLUMBING PLANS FOR ALL WATER SERVICE AND SANITARY SEWER SERVICE LOCATIONS. IF CONFLICT OCCURS, BOTH THE PLUMBING ENGINEER AND CIVIL ENGINEER SHALL BE CONTACTED PRIOR TO INSTALLATION OR ORDERING OF MATERIALS. 10.ALL SANITARY SEWER SERVICE CONNECTION INVERTS AND LOCATIONS BASED ON BEST AVAILABLE DATA. CONTRACTOR TO VERIFY LOCATION PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES. 11.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 12.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443/C877 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). STORM DRAINS SHOWN ON THIS DRAWING AS POLYVINYL CHLORIDE (PVC) SHALL BE SDR 35 OR APPROVED EQUAL. 13.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 14.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE, FIBER, GAS, AND ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS. 15.CONTRACTOR TO COORDINATE FINAL LOCATION OF ALL GAS AND ELECTRIC METERS WITH ARCHITECT AND UTILITY PROVIDERS. 16.PROPOSED GREASE TRAP IN COLLEGE AVENUE RIGHT-OF-WAY IS SUBJECT TO REVOCABLE ENCROACHMENT PERMIT. 17.COURTYARD WATER SERVICES SHALL BE TYPE K COPPER. 18.COURTYARD SANITARY SEWER AND GREASE WASTE SERVICES SHALL BE SCHEDULE 40, SOLID CORE PVC. 19.COURTYARD GREASE WASTE SERVICE LINE SHALL HAVE 1" INSULATION AND HEAT TRACE TO INTERCEPTOR. REFER TO PLUMBING PLANS FOR ADDITIONAL INFORMATION. 20.COURTYARD GAS SERVICE SHALL BE CORRUGATED STAINLESS STEEL WITH A VENTED PVC JACKET (TRAC-PIPE PS-II OR APPROVED EQUAL). 21.COURTYARD WATER SERVICES SHALL BE PLACED AT DEPTH SPECIFIED PER THE 2012 INTERNATIONAL PLUMBING CODE. 22.STORMTECH CHAMBERS TO BE SUPPLIED BY ADS, FINAL LAYOUT AND INSTALLATION SHALL FOLLOW MANUFACTURER'S RECOMMENDATIONS. 23.ALL STORM DRAIN BASINS SHALL HAVE SLOTTED PEDESTRIAN RATED LIDS, UNLESS NOTED OTHERWISE EXISTING WATER MAIN LEGEND: W G T CTV EXISTING STORM SEWER EXISTING CABLE EXISTING TELEPHONE EXISTING GAS SPROPOSED SEWER SERVICE EXISTING SANITARY SEWER SS PROPOSED CURB & GUTTER PROPOSED WATER SERVICE EXISTING FIRE HYDRANT EASEMENT LINE PROPERTY BOUNDARY EXISTING LOTLINE W PROPOSED WATER MAIN PROPOSED SANITARY SEWER PROPOSED STORM SEWER PROPOSED FIRE SERVICE F EEXISTING ELECTRIC PROPOSED LOTLINE PROPOSED GREASE WASTE SERVICE GW WATER SERVICE WS PROPOSED UNDERDRAIN UD PROPOSED IRRIGATION SERVICE IRR ALL STORM DRAIN SHALL BE PRIVATELY OWNED AND MAINTAINED. UTILITY CROSSING TABLE: A CROSSING BOTTOM OF CROSSING PIPE ELEVATION 6" HDPE SUBDRAIN (EAST) BOP=4976.50 B C D E 6" HDPE SUBDRAIN (EAST) BOP=4976.49 6" HDPE SUBDRAIN (EAST) BOP=4976.48 6" HDPE SUBDRAIN (WEST) BOP=4977.16 6" HDPE SUBDRAIN (WEST) BOP=4977.10 TOP OF CROSSING PIPE ELEVATION 6" PVC FIRE TOP=4975.42 4" PVC GW TOP=4974.85 4" PVC SAN TOP=4974.88 4" PVC SAN TOP=4976.12 4" PVC SAN TOP=4976.07 1 MI N O R A M E N D M E N T BR R 7/ 2 6 / 2 7 2 PL A Z A U T I L I T Y R E V I S I O N BR R 11 / 2 0 / 1 7 3 CH U R N S T O R M R E V I S I O N BR R 01 / 0 9 / 1 8 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 VAU L T ELE C T S LID MW V.P . D D D D D G E E G C T V.P . V.P . ELE C ELE C C T GE E EE CT E GG E ELE C GG 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 ST UP X DN X X X X X X NO R T H C O L L E G E A V E N U E (14 0 ' P U B L I C R O W ) JEFFERSON STREET (100' PUBLIC ROW) PI N E S T R E E T (1 0 0 ' P U B L I C R O W ) PINE STREET LOFTS CONDOS EXISTING STORM INLET EXISTING STORM INLET EXISTING STORM INLET FFE=81.80 FFE=81.65 FFE=80.98 FFE = 8 1 . 2 6 FFE = 8 1 . 9 1 FFE=82.47 FFE=82.90 TRASH ENCLOSURE (81.21) (80.25) (81.26) (82.41) (79.69) (7 9 . 5 0 ) (80 . 3 6 ) EXISTING INLET 81.36 81 . 1 6 80.6 1 82. 8 5 81. 2 0 81 . 6 5 81.4 6 81.16 81 . 7 1 81.29 81. 4 9 81 . 7 7 81.2 7 81.08 81. 1 4 81.4 5 80 . 7 2 MATCH EXISTING VERTICAL CURB & GUTTER PROPOSED INLET PROPOSED INLET PROPOSED STORMTECH CHAMBERS (SEE NOTE 7) PROPOSED STORM DRAIN 80.85 80.91 80.95 80 . 3 6 79 . 8 0 80.3 1 81.02 79.7 6 82. 0 1 81.3 4 (82.1 8 ) (81.19) 82.4 7 81 . 6 5 81 . 6 5 81 . 7 5 80. 9 8 81.47 81 . 5 7 81.93 81 . 9 3 81 . 7 7 81.26 81.26 80.8 4 80.86 80 . 8 0 80. 6 9 81 . 5 6 81 . 3 8 81 . 5 9 81.4 6 81.6 6 81 . 4 9 81.59 81 . 5 7 81 . 2 6 81.6281.77 81 . 9 1 81 . 8 0 80. 9 8 80. 9 6 PROPOSED SAWCUT PROPOSED SAWCUT PROPOSED SAWCUT 80.47 PROPOSED 6" CURB 82.3 1 81.43 81 . 1 6 80.71 80 . 9 8 81 . 7 5 81.58 81 . 9 1 81 . 9 7 82 . 4 5 81 . 2 6 82. 9 0 (80 . 4 2 ) (80 . 1 6 ) 80.46 (80 . 7 1 ) 81.12 82.45 81.94 ROW TO BE DEDICATED ROW TO BE DEDICATED 81 . 7 7 FFE = 8 1 . 2 6 FFE = 8 1 . 2 6 FFE = 7 9 . 7 0 EXISTING STORM DRAIN PROPOSED 2' SIDEWALK CHASE PROPOSED DRAINAGE EASEMENT NAM E D A L L E Y (TO B E N A M E D B Y C I T Y C O U N C I L ) (77 . 8 6 ) 79.0 0 FG FFE=78.54 FFE=79.89 78 . 1 1 IN V . 81.5 4 81 . 6 4 81 . 7 3 81 . 7 6 81 . 8 0 (82.09) 81 . 8 5 81.08 81 . 2 7 82 . 0 5 81 . 9 5 81 . 9 7 81.8 9 81.62 81.80 81.30 81.2 2 81.56 81.20 81 . 8 0 81.91 81 . 2 2 81. 3 2 81 . 3 4 81 . 3 4 81.36 81.45 81.45 81.45 (7 9 . 1 2 ) (79 . 6 7 ) 81.2681. 2 6 80.86 81.4281. 4 6 81.61 81.64 81 . 4 6 81.49 1.3% 1.9% 1.0% 2.0%1.7 % 1.8% 2.0% 1.0% 1.6% 2.7% 1.8% 2.0% 81 . 6 5 80.80 80.80 80 . 5 6 80 . 2 4 79.90 80 . 9 8 80.7 2 (79 . 6 7 ) PROPOSED INLET 80 . 7 5 80. 8 8 81.1 5 81.1581 . 2 6 81 . 2 6 MATCH EXISTING VERTICAL CURB & GUTTER MATCH EXISTING VERTICAL CURB & GUTTER MATCH EXISTING VERTICAL CURB & GUTTER PROPOSED 2' SIDEWALK CHASE MATCH EXISTING VERTICAL CURB & GUTTER 81 . 2 5 80.8 0 FFE = 80.5 5 FFE = 80. 2 2 FFE = 79. 8 9 PROPOSED INLET w/ WQ WEIR 81 . 5 2 81 . 8 6 81.64 82 . 0 1 81.42 81.39 81.3 5 81.2 2 81.01 81.30 81.12 81.23 81.12 81 . 2 0 1.8% 0.5% 81 . 0 7 81.59 81 . 5 7 82.0 1 81.86 81.32 81.31 FFE=82.01 81.19 80.96 (80.81) 80.83 80. 1 0 82.4 0 82.7 1 (81 . 9 8 ) (8 2 . 3 0 ) (82 . 6 5 ) (82 . 6 5 ) 82.0 0 PROPOSED SAWCUT PROPOSED RECONSTRUCTED ACCESS RAMP PROPOSED STAIRS PROPOSED 30" VERTICAL CURB & GUTTER EXISTING ACCESS RAMP EXISTING ACCESS RAMP 1.6% 0.9% (8 2 . 3 3 ) (82 . 3 2 ) EXISTING STRIPING (TYP.) 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 80.5 3 80.4 5 80.73 81. 3 6 80.47 1. 4 % 0. 8 % 81.65 81.3 7 81.30 81.79 82.90 81.2 0 81.6 1 81.9 0 82.60 82.16 82 . 4 9 82 . 5 5 82.21 82.35 82.48 2.0% 81 . 7 1 81.29 81. 4 9 81.2 7 PROPOSED STORMTECH CHAMBERS (SEE NOTE 7) 80.85 PROPOSED DRAINAGE EASEMENT 81 . 2 2 81. 3 2 76.1976.20 SUB 76 . 2 3 SU B 76 . 4 6 SU B 76 . 4 2 SU B 76.23 76.46 76. 4 2 0.5% 0.5% 81 . 2 5 81.30 81.12 81.23 81.12 0.5% 81.31 VAU L T ELE C T S D ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST FFE=82.47 FFE=82.90 (82 . 4 7 ) 82. 8 5 PROPOSED SAWCUT 82. 9 0 ROW TO BE DEDICATED 80.85 82.82 80.90 81.7 0 81.6 5 81.00 81.13 81.6 9 81.9 9 81.72 81.8 2 81.93 81 . 4 1 81.66 81.82 82 . 4 9 82.4 0 82 . 9 0 82 . 9 0 82.8 0 82 . 8 5 82 . 9 0 82.7 1 (8 2 . 6 8 ) (8 2 . 8 9 ) (8 2 . 8 7 ) (8 2 . 7 8 ) (81 . 9 8 ) (82 . 3 0 ) (82 . 6 5 ) (82 . 6 5 ) (82.30) (82 . 6 6 ) 82.49 82.82 82.79 82.61 82.86 82 . 5 8 (82 . 7 8 ) (82 . 5 1 ) 82.0 0 PROPOSED SAWCUT PROPOSED SAWCUT PROPOSED RECONSTRUCTED ACCESS RAMP PROPOSED STAIRS PROPOSED 30" VERTICAL CURB & GUTTER PROPOSED 30" VERTICAL CURB & GUTTER EXISTING ACCESS RAMP EXISTING ACCESS RAMP 1.6% 2.0% 1.0% 2.0% 5.0 % 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 0. 7 % 0. 7 % 1. 6 % 2. 6 % 2. 6 % 0. 7 % 0. 8 % 0.9% 1.1% 81.57 (81 . 5 9 ) 81.47 81.4 0 81.3 0 (81.32) (81.42) (81 . 4 9 ) (82.01) 2. 7 % 0. 5 % 6.8% 6.5% (8 2 . 3 3 ) (82 . 3 2 ) (82 . 8 8 ) EXISTING STRIPING (TYP.) 2.0% 2.0% 81.65 81.3 7 81.30 81.79 82.90 81.6 1 81.9 0 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R Sheet Of 15 Sheets TH E E X C H A N G E 30 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 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 3.1.17 C400 GR A D I N G P L A N NORTH ( IN FEET ) 1 inch = ft. Feet02020 20 40 60 LEGEND: PROPOSED CONTOUR EXISTING CONTOUR PROPERTY BOUNDARY 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 CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 4.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 5.REFER TO SITE AND LANDSCAPE PLANS FOR ADDITIONAL DETAIL ON THE COURTYARD/PLAZA AREA. 6.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH THE STAMPED ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR CONTAINER FOUNDATIONS AND ASSOCIATED THRESHOLDS. 7.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO PREVENT LOADING OF THE DRAINAGE FACILITIES WITH SEDIMENT DURING CONSTRUCTION. NOTES: 2.0% (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED STORM PROPOSED VERTICAL CURB AND GUTTER PROPOSED SUBGRADE SPOT ELEVATION 33.43 SUB SCALE:1"=10' STORMTECH VAULT SUBGRADE PLAN 1 MI N O R A M E N D M E N T BR R 7/ 2 6 / 2 7 SCALE:1"=10' SOUTH PATIO GRADING DETAIL 2 SO U T H P A T I O / P I N E S T . P A V I N G R E V I S I O N S BR R 2/ 6 / 1 8 2 2 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 V.P . ELE C ELE C C T GE E EE CT E GG E ELE C GG 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 UP X X X X X X X X X X X X X X X X X X X X X X NO R T H C O L L E G E A V E N U E (14 0 ' P U B L I C R O W ) EXISTING STORM INLET EXISTING STORM INLET FFE=81.80 FFE=81.65 FFE=80.98 FFE = 8 1 . 2 6 FFE = 8 1 . 9 1 FFE=82.47 TRASH ENCLOSURE (81.21) (80.25) (81.26) (82.41) (79.69) (79 . 5 0 ) (80 . 3 6 ) EXISTING INLET 81.36 81 . 1 6 80.6 1 81. 2 0 81 . 6 5 81.4 6 81.16 81 . 7 1 81.29 81 . 4 9 81 . 7 7 81.2 7 81.08 81. 1 4 81.4 5 80 . 7 2 MATCH EXISTING VERTICAL CURB & GUTTER PROPOSED INLET PROPOSED INLET w/ WQ WEIR PROPOSED INLET PROPOSED STORMTECH CHAMBERS (SEE NOTE 7) PROPOSED STORM DRAIN 80.85 80.91 80.95 80 . 3 6 79 . 8 0 80.3 1 81.02 79.7 6 82. 0 1 81.3 4 (82.1 8 ) (81.19) 82.4 7 81 . 6 5 81 . 6 5 81 . 7 5 80. 9 8 81.47 81. 5 7 81.93 81 . 9 3 81 . 7 7 81.26 81.26 80.8 4 80.86 80 . 8 0 80. 6 9 81 . 5 6 81 . 3 8 81 . 5 9 81.4 6 81.6 6 81 . 4 9 81.59 81 . 5 7 81 . 2 6 81.62 81.77 81 . 9 1 81 . 8 0 80. 9 8 80. 9 6 PROPOSED SAWCUT PROPOSED SAWCUT 80.47 PROPOSED 6" CURB 82.3 1 81.43 81 . 1 6 80.71 80 . 9 8 81 . 7 5 81.58 81 . 9 1 81 . 9 7 82 . 4 5 81. 2 6 (8 0 . 4 2 ) (80 . 1 6 ) 80.46 (80 . 7 1 ) 81.12 82.45 81.94 81 . 7 7 FFE = 8 1 . 2 6 FFE = 8 1 . 2 6 FFE = 80. 2 2 FFE = 7 9 . 7 0 EXISTING STORM DRAIN 5.5 % 1.5 % 2.3 % 2.3% 3.0 % 1.0% 2.0% 5.0% 1.4 % 3.9% 1. 9 % 0.8% 0.9 % 1.2 % PROPOSED DRAINAGE EASEMENT FFE=81.64 NAM E D A L L E Y (TO B E N A M E D B Y C I T Y C O U N C I L ) 1.9% 81.5 4 81 . 6 4 81 . 7 3 81 . 7 6 81 . 8 0 (82.09) 81 . 8 5 81.08 81 . 2 7 82 . 0 5 81 . 9 5 81 . 9 7 81.8 9 81.62 81.80 81.30 81.2 2 81.56 81.20 81 . 8 0 81.91 81. 2 2 81 . 3 2 81 . 3 4 81 . 3 4 81.36 81.45 81.45 81.45 (7 9 . 1 2 ) (79 . 6 7 ) 81.26 81 . 2 6 80.86 81.4281 . 4 6 81.61 81.64 81 . 4 6 81.49 2.2 % 1.9 % 3.5 % 4.6 % 3.3% 1.3% 1.9% 1.0% 2.0%1.7 % 1.8% 2.0% 1.0% 1.6% 2.7% 1.8% 2.0% 1.0% 1.9% 81 . 6 5 4.7 % 15.7 % 80.80 80.80 80 . 5 6 80 . 2 4 79.90 80 . 9 8 80.7 2 (79 . 6 7 ) PROPOSED INLET BEGIN STEP 24' T R A N S I T I O N 0" S T E P T O 5 " S T E P 80 . 7 5 80 . 8 8 81.1 5 81.15 81 . 2 6 81 . 2 6 5" STEP MATCH EXISTING VERTICAL CURB & GUTTER PROPOSED 2' SIDEWALK CHASE 1.5 % 81 . 2 5 80.8 0 80.75 80.70 FFE = 80.5 5 FFE = 79.8 9 81 . 5 2 81 . 8 6 81.64 82 . 0 1 81.42 81.39 81.3 5 81.2 2 81.01 81.30 81.12 81.23 81.12 81 . 2 0 1.8% 0.5% 81 . 0 7 81.59 81 . 5 7 82.0 1 81.86 1.9% 1.0% 1.2% 1.6% 3.0 % 3.3 % 4.1% 3.1% 2. 4 % 2.4% 3.4% 81.32 81.31 FFE=82.01 1. 8 % 81.19 80.96 (80.81) 2. 3 % 2.1% 80.83 80. 1 0 80.85 82.82 80.90 81.7 0 81.6 5 81.00 PROPOSED STAIRS 2.0% 2.0% 0. 7 % 0. 7 % 0. 8 % 2.0% 2.0% 2.0% 80.5 3 80.4 5 80.73 81. 3 6 80.47 1. 4 % 0. 8 % 81.65 81.79 82.90 81.2 0 81.6 1 80.6 2 80.60 80.6 1 80.57 80.7 5 2.0% CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R Sheet Of 15 Sheets TH E E X C H A N G E 30 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 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 3.1.17 C401 DE T A I L E D G R A D I N G P L A N NORTH ( IN FEET ) 1 inch = ft. Feet01010 10 20 30 LEGEND: PROPOSED CONTOUR EXISTING CONTOUR PROPERTY BOUNDARY 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 CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 4.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 5.REFER TO SITE AND LANDSCAPE PLANS FOR ADDITIONAL DETAIL ON THE COURTYARD/PLAZA AREA. 6.CONTRACTOR SHALL CONFIRM AND COORDINATE WITH THE STAMPED ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR CONTAINER FOUNDATIONS AND ASSOCIATED THRESHOLDS. 7.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO PREVENT LOADING OF THE DRAINAGE FACILITIES WITH SEDIMENT DURING CONSTRUCTION. NOTES: 2.0% (47.4 5 ) EXISTING SPOT ELEVATION PROPOSED STORM PROPOSED VERTICAL CURB AND GUTTER PROPOSED SUBGRADE SPOT ELEVATION 33.43 SUB 1 MI N O R A M E N D M E N T BR R 7/ 2 6 / 2 7 2 SO U T H P A T I O / P I N E S T . P A V I N G R E V I S I O N S BR R 2/ 6 / 1 8 2 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