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Home My WebLink AboutFinal Onsite Septic Vault Inspection 11.06.2019SANBORN 111 HEAD Building Trust. Engineering Success. Mr. John Kuersten Kuersten Construction, LLC PO Box 1530 0013 Powerline Road Rifle, Colorado 81650 Re: Final Onsite Septic Vault Inspection Scale House and Administrative Buildings Garfield County Landfill Rifle, Colorado Dear Mr. Kuersten: 3350 Peoria Street, Suite 150 Aurora, CO 80010 November 6, 2019 File No. 4622.00 Sanborn, Head and Associates, Inc. (Sanborn Head) observed the installed septic vault for the Garfield County Landfill on October 30, 2019. The installed septic vault is a 1,500 -gallon two compartment pre -cast concrete tank. The transport line from the scale building to the tank consists of a 4 -inch diameter PVC pipe sleeved through an 8 -inch ductile iron pipe to protect it from anticipated traffic loads as the transport line will be driven over by vehicles, per our design. The transport line from the administrative building to the septic vault is a 4 - inch diameter PVC pipe and did not require a protective sleeve since the building is directly next to the septic vault and will not experience any traffic loading. Risers for the septic tank were not installed at the time of the evaluation. It is our opinion that the septic vault has been installed in general conformance with the engineering plans and specifications prepared by Sanborn Head dated September 17, 2019. Thank you for the opportunity to provide you with our services. If you have any questions, please do not hesitate to call. Very truly yours, Sanborn, Head & Associates, Inc. Marcel Kozlowski, P.E. Senior Project Manager cc: Deborah Fiscus, Garfield County Landfill MBK/TWR:mbk P:\4600s\4622.00\Work\Permitting\Septic Vault Observation Letter\20191106 Garfield County LF - Septic Vault Installation Observation.docx SANBORN, HEAD & ASSOCIATES, INC. www.sanbornhead.com (2) 0195"0x6' SIMPSON 55WH SCREW SIMPSON LCE6 POST CAP 6"X6" PT KNEE BRACE TYP. IN EACH DIRECTION CORNER POSTS ONLY (2) 0.195"066" SIMPSON SDWH SCREW 6"X6" PT POST KICKER DETAIL »' DLA. J -BOLT, WEDGE ANCHOR, OR EPDXY BONDED ALL THREAD BOLT w/ 4" EMBEDMENT 2'-0' MIN of SCALE: 3/4" = 1r-0" SIMPSON ABUB6Z 1 1E11 1E1 ilEFFFE- PATIO POST PAD FOUNDATION PAD RE: FND PLAN FOR SIZE SCALE: 3/4" = 1'-0" 3, 606 POST wl SIMPSON LCE6 POST CAP, TYP. & ABU66 BASE PROVIDE 6X6 KICKER. RE: 12'-0" DETAIL 3/51.0 PROVIDE 1SYlr SCR. PILASTER TO 36" FROST DEPTH. REINFORCE w/ (4) #4 VERTICAL BARS. (ONE EACH CORNER) RE: 2/S1.0 SIMPSON UL26Z PROVIDE 16'51&' SCR. PILASTER TO 36" FROST DEPTH REINFORCE w/ (4) #4 VERTICAL BARS. (ONE EACH CORNER) RE: 2/61.0 6x6 POST SIMPSON BC6R COLUMN CAP, TYP. & ABU66 BASE SIMPSON ML2BZ PROVIDE 161116` SOR. PILASTER TO 36" FROST DEPTH. REINFORCE w/ (4) #4 VERTICAL BARS (ONE EACH CORNER) RE: 2/S1.0 11,6" (3) 2x12 PT BEAM (FLUSH) 2X12 PT JOISTS AT 0 24' O.C. W/ 28 OA STEEL DECK ATTACKED 1RV T091501-WAU SCREWS* B' O.C. AT EACH RAFTER. 2 r>iBEAt (FLUS1 2%12 PTJ01.5TS AT 24'O C. W/ 26 GA STEEL 0E06 ATfACNEO M# T04150HWMA SCREWS 8" 0-C. AT EACH RAFTER. (3) 2x12 BEAM (FLUSH) 64 POST w/ SIMPSON LCE6 POST CAP, TYP. & ABU66 BASE PROVIDE 6X6 KICKER. RE: DETAIL 3/61.0 FRAMING PLAN 6x6 POST w/ SIMPSON LCE6 POST CAP, TYP. & ABU66 BASE PROVIDE 6X6 KICKER. RE: DETAIL 3/01.0 PROVIDE 18'518" SOR. PILASTER TO 36" FROST DEPTH. REINFORCE w/ (4) #4 VERTICAL BARS. (ONE EACH CORNER) RE: 2/51.0 1 51MPBON ML26Z PROVIDE 18'518" SOR. PILASTER TO 36" FROST DEPTH. REINFORCE w/ (4) #4 VERTICAL BARS. (ONE EACH CORNER) RE: 2/51.0 6x5 POST w/ SIMPSON BC6R COLUMN CAP, TYP. & ABUSE BASE SIMPSON ML26Z 6x6 POST 64 SIMPSON LCE6 POST CAP, TYP. & ABU66 BASE PROVIDE 6X6 KICKER. RE: DETAIL 3/51.0 SCALE: 1/4" = 1'-0" PROVIDE 18"018' SOR. PILASTER TO 36" FROST DEPTH REINFORCE wl (4) #4 VERTICAL BARS. (ONE EACH CORNER) RE: 2/S1.0 EVstudio Denver, CO Evergreen, CO Agee, TX 202.670 7242 deelenee.. n core w,.wavaw6.eore Conbd: SPECIALTY MODULAR GARFIELD LAND FILL AWNING 19323 75 COUNTY ROAD 246 RIFLE, CO 81650 9 .waFa DATE: 11513013 AWNING FRAMING PLAN 31.0 GENERAL NOTES CONCRETE: 1. THESE DRAWINGS ARE "BUILDERS PLANS" INDICATING GENERAL DESIGN INTENT ONLY. IT I5 THE BUILDER'S RESPONSIBILITY TO PROVIDE ANY ADDITIONAL CONSTRUCTION DETAILS REQUIRED AND TO DICTATE METHODS OF CONSTRUCTION. THE BUILDER SHALL VERIFY ALL DIMENSIONS OF MANUFACTURED COMPONENTS AND RELATIONSHIPS BETWEEN MATERIALS OR COMPONENTS. THE BUILDER SHALL VERIFY EXISTING CONDITIONS AND DIMENSIONS SHOWN ON THE DRAWINGS INCLUDING ALL EXISTING GRADES AT THE SITE. 2. THIS ISA CUSTOM DESIGN, THESE PLANS MAY NOT BE USED ON ANY OTHER SITE WITHOUT THE ENGINEER'S PRIOR, WRITTEN APPROVAL 3. ANY CHANGES TO THESE PLANS WITHOUT PRIOR WRITTEN CONSENT BY THE ENGINEER SHALL CONSTITUTE ACCEPTANCE OF RESPONSIBILITY BY THE BUILDER AND OWNER OF THAT CHANGE. 4. THE BUILDER/CONTRACTOR AND ALL SUBCONTRACTORS SHALL CONFORM TO ALL APPLICABLE BUILDING CODES. 5. UTILIZE DETAILS AS APPLICABLE. 6. DISCHARGE ROOF DOWNSPOUTS AND ALL OTHER WATER COLLECTION SYSTEMS WELL BEYOND THE LIMITS OF THE BACKFILL. A MINIMUM OF 5 FEET. 7. FRAMER RESPONSIBLE FOR BACKOUT FRAMING REQUIRED AT PLUMBING AND HEATING RUNS & CHASES. DESIGN PARAMETERS DESIGN CODES: 1- IRC 2015 2. ASCE 7 3. AISC STEEL CONSTRUCTION MANUAL 4. ACI BUILDING CODE 318 DESIGN LOADS WITH LOCAL AMENDMENTS: 1. SEISMIC LOADS 1.1 DESIGN CATEGORY: C 2. WIND LOADS 2.1. BASIC WIND SPEED 90 MPH (3 SEC GUST), 120 MPH (ULTIMATE) 2.2. EXPOSURE CATEGORY C 3. ROOF LOADS 3.1. ROOF SNOW LOAD: Pf 40 PSF 3.2. DRIFTING, SLIDING, AND UNBALANCE SNOW CALCULATED IN ACCORDANCE WITH IBC CHAPTER 16 4. GROUND SNOW 47 PSF 5. WEATHERING: SEVERE 6. FROST DEPTH: 36 INCHES 7. TERMITE INFESTATION: SLIGHT TO MODERATE 8. DECAY: SLIGHT STRUCTURAL STEEL: 1. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING MINIMUM YIELD STRENGTH AND ASTM SPECIFICATIONS: SPECIFICATIONS Ga A. STRUCTURAL STEEL DECK 26 2. FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION AND CODE OF STANDARD PRACTICE, LATEST EDITIONS. 3. ALL FIELD CONNECTIONS SHALL BE MADE WITH j' DIAMETER ASTM A307 BOLTS - UNO 4. MINIMUM WELD SIZE TO BE 3/16" UNO 1. CONCRETE SHALL BE 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. CONCRETE SHALL HAVE A WATER TO CEMENT RATIO OF 0.50 OR LESS. CEMENT TYPE SHALL BE TYPE I OR TYPE II MODIFIED. SLUMP: 4" +/- 1"; OR UP TO 8" MAX IF PLASTICIZER 15 USED AIR CONTENT: 6% +/-1 % 2. REFER TO ACI 318 FOR ADDITIONAL INFORMATION. 3. DO NOT PLACE BACKFILL AGAINST FOUNDATION UNTIL CONCRETE HAS CURED AND FOUNDATION ADEQUATELY SHORED- BACKFILL TO REQUIRED GRADE ELEVATION AND SLOPE AWAY FROM BUILDING. 4. CONCRETE PROTECTION FOR REINFORCEMENT (UNO) CONCRETE POURED AGAINST EARTH 3" CONCRETE POURED IN FORMS BUT EXPOSED TO EARTH AND WEATHER: #5 BARS OR SMALLER 1 1/2" BARS LARGER THAN #5 2" SLABS 3/4" FOOTING FOUNDATION NOTES 1. FOUNDATIONS, WALLS AND FOOTINGS ARE DESIGNED BASED ON: ASSUMED MAXIMUM BEARING CAPACITY OF 2000PSF 2. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY UNANTICIPATED SOILS CONDITIONS. WOOD FRAMING SAWN LUMBER: 1 STUDS AND PLATES SHALL BE #2 STRUCTURAL LIGHT FRAMING, HEM -FIR OR BETTER. FINGER JOINTED STUDS ALLOWED PROVIDED THEY MEET GRADE QUALITY. 2. FOUNDATION PLATES SHALL BE REDWOOD CONSTRUCTION COMMON OR PRESSURE TREATED HEM -FIR AND ANCHORED TO FOUNDATION PER CONCRETE NOTES. 3. ALL MULTIPLE BEAM HEADERS SHALL BE ATTACHED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. FOR SAWN LUMBER, USE (2) ROWS OF 16d NAILS @ 16" O.C.. USE NAILING BOTH SIDES FOR 3 OR 4 PLYS. EPDXY 1. ALL EPDXY SPECIFIED IN THESE PLANS SHALL BE ONE OF: A. SIMPSON SET -XP ICC -ES ESR -2508, MIN- BASE TEMPERATURE 50 DEG F. B. HILTI HIT-HY 200 ICC -ES ESR 3187, MIN. BASE TEMPERATURE 14 DEG F. METAL CONNECTORS: 1. METAL CONNECTORS SPECIFIED 'SIMPSON' ON PLANS ARE MANUFACTURED BY SIMPSON STRONG -TIE, INC. METAL CONNECTORS SPECIFIED 'USP' ON PLANS ARE MANUFACTURED BY UNITED STEEL PRODUCTS. SUBSTITUTIONS BY OTHER MANUFACTURERS ALLOWED PROVIDED STRENGTH OF SPECIFIED CONNECTORS IS MET OR EXCEEDED. NAILING/INSTALLATION OF CONNECTORS TO BE PER MANUFACTURER'S RECOMMENDATIONS. 2 PROVIDE HURRICANE ANCHORS (SIMPSON H2.5/H2-5AIH2.5T OR USP RT7 HURRICANE CLIPS AT EACH TRUSS/RAFTER AND ADD'L SIMPSON HTZ OR USP RT20 AT ALL GIRDER TRUSSES, TYP. U.N.0)- PROVIDE REQUIRED BLOCKING AT ALL TRUSS / RAFTER BEARING. TRUSS DESIGNER TO PROVIDE ADDITIONAL HOLDOWNS FOR UPLIFT LOADS EXCEEDING H2.5 AND H71 3. PROVIDE ICC APPROVED JOIST HANGERS AT ALL "FLUSH FRAME" CONDITIONS AND AS DEPICTED ON FRAMING PLANS. PROVIDE ANY OTHER POST BASES, MULTIPLE JOIST HANGERS, AND BEAM CONNECTORS AS REQUIRED. INSTALL WITH NUMBER AND TYPE OF NAILS RECOMMENDED BY MANUFACTURER REFER "•..,.-..-,=--•.M•-•w., HANGER SCHEDULE. EVstudio Denver, CO Evergreen, CO AUCin, TX 3W Gro -7242 tleeigneeveludio nom 0 z_ z Q ea 5JJ DLa OzOt 00 0 zo Q W_ D 5 W O w w U J LL CO 0 r Q 19323 w.vecx7me HANGER SCHEDULE (UNLESS OTHERWISE NOTED) MEMBER FACE MOUNT HANGER TOP FLANGE HANGER SIMPSON USP SIMPSON USP (1)2x12 LUS210 JUS210 NA NA 2-2x12 HU212-2 OR HUC212-2 HD212-2 OR HD212-21F NA NA NOTE: ALL HANGERS AT (1) -PLY BEAMS ARE APPROVED TO USE EQUIVALENT 1 1/2" NAIL IN/MIN 0, BM CHECKED BY TA GENERAL NOTES SO.0