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HomeMy WebLinkAboutPlans—U E— Fence —oE SITE PLAN ❑E Overhead Ete¢ria I Fence �(W.. Wi.zJ x S 87-09'24-B 330.IT x x x I v v x x x7 T f4l/ I , 1 T r- s Go 1010 R wm I I„ Determines by II / AraMo� l n, a R V oil Drainage \ \ \ I 1 Fraaosed Lease A. •/-t.asa Aoe. <V h APwHnn IAm ,wslarat \ \ / O I I I 421Tl434-O(F205 r v �,� manan I I / I PrePaeea - \ PmNiny Lnr I II , Garage Deor \ \ F.epased eraRaoorl ) \\ \ \ \ 17 Avpaaed � Dnvavay I \ — — Pn+e RotanaB Area Proposed Cafe � _ � D ' •� \ \ \ - �5521-- /� i OC 1l I SAM Detail GPS x: 50,444 (S BENCBAlARR) Him 9(ew6on: 5523.13' I0'PYC Invere In Slawaon: 5508.24' tnvaa out eleuaion:5508.13' ELECTRICAL PERMITTING & INSPECTIONS ARE BY THE COLORADO STATE ELECTRICAL BOARD ELECTRICAL ROUGH IN APPROVAL IS REQUELECTRICAL FINIAL APP SeCTION REQUIRED AT COIFINAL INSPECTION 017y Lid, n APPROVED ZP O /0 j isR " t3JECT TO NOTED EX(7_, ; ;ONS & INSPECTIONS r %,rnlf ^C nIN �..: "LD COPY PRI rw �—► PECTION "dVMIMT (tyownlNreJ PLANS C,4 SiTE Of i \\ � \I d Cc,wP m�c.y S Deralt GP8% 50,443 Rim Plavation. 5525 ]a In.K In Efeweoni5519.95' Invert OW ebvofian:5514.9' w QL u �- C,HAPHIC SC \LE N FEET t mch — 101) It 1.) DAFE OF SURVEY WAS JUNE 6, 2019 2.) THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF A CURRENT TITLE COMMITMENT AND DOES NOT REPRESENT A TITLE SEARCH BY THIS SURVEYOR OR BOOKCLIFF SURVEY SERVICES, INC. OF THE PROPERTY SHOWN TO DETERMINE OWNERSHIP, COMPATIBILITY WITH ADJOINING PARCELS, OR EASEMENT OR ENCUMBRANCES OF RECORDS AFFECTING THIS PARCEL. 3.) THE PROPOSED BUILDING SITE IS NOT LOCATED WITHIN A 3096 SLOPE AREA, 4.) THIS SITE PLAN DOES NOT REPRESENT A BOUNDARY, IMPROVEMENT OR IMPROVEMENT LOCATION CERTIFICATE SURVEY BY BOOKCLIFF SURVEY SERVICES, INC. OR AND OF ITS ASSOCIATES. 5.) ELEVATION OF THE SITE, BASED ON GPS OBSERVATION, EQUALS 5523.1 FEET WGS 84. SITE BENCHMARK IS WEST MANHOLE RIM AS SHOWN HEREON. SURVEYOR'S STATEMENT I, MICHAEL J LANGHORNE, DO HEREBY CERTIFY THAT THE SURVEY SHOWN HEREON WAS PREPARED BY ME OR UNDER MYDIRECT SUPERVISON, IS BASED ON -MYKNOWLEDGE, INFORMATION, BRUEP AND THAT THIS SURVEYIS A TRUE REPRESENTATION THEREOF. TIES CERTIFICATE IS NOT INTENDED TO BEAN EXPRESS�OR�GfPt lq'J WARRANTY OR GUARANTEE OFANY MATTERS EXCEPT THOSE STATED ;8t .F' Ur1)$ENTENCR J00 el A'vS3 an �'{� PC IU SD .x sop BC Is L. l� ?m NO. 36572 l z Q J d Ld Cn I DFT. YJL I AIE; 6/2/19 PROJECT NO. 05160— 01 SHEET i OF WIDTH: 76 LENGTH: 100.67 HEIGHT: 26.25 / 26.25 (BUILDING DIMENSIONS ARE NOMINAL, REFER TO PLANS). THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: IBC 15 THE CONTRACTOR IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. ROOF DEAD LOAD: 2,000 PSF (ROOF PANELS & PURLINS) COLLATERAL LOAD: 0.5 PSF SNOW EXPOSURE: ROOF LIVE LOAD: 20.00 PSF WIND EXPOSURE: SLOPED ROOF SNOW LOAD: 28.9 PSF INTERNAL PRESSURE COEFF.: FLAT ROOF SNOW LOAD: 40 PSF 0,55 ! -0.55 GROUND SNOW LOAD: 48 PSF SPECTRAL RESPONSE COEFF, BASIC WIND SPEED: 115 MPH Sds 0.31 SEISMIC ZONE: B Shc 0.13 THERMAL FACTOR: 1.20 IMPORTANCE FACTORS: DESIGN BASE SHEAR, V: WIND LOAD 1.00 EXPANDED FORMULA SNOW LOAD 1.0000 LONGITUDINAL SEISMIC LOAD 1.00 TRANSVERSE GENERAL NOTES: 1) ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBERS ARE DESIGNED IN ACCORDANCE WITH THE AISC "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS"AS REQUIRED BY THE SPECIFIED BUILDING CODE. 2) ALL WELDING OF STRUCTURAL STEEL IS BASED ON AWS D1.1 "STRUCTURAL WELDING CODE", LATEST EDITION. 3) MATERIALS QITF: PI AQ(Z� 0 OCCUPANCY CATEGORY: II - Normal SEISMIC DESIGN CATEGORY: B 1.0000 C MAPPED SPECTRAL RESPONSE Ss 0,30 St 0.08 0.667*le*Fa*Ss*W/R 4.40 3.88 PLATE, FLANGE, AND WEB MATERIAL A572 GRADE 50 OR A529 GRADE 50 STRUCTURAL TUBE A500, Fy = 50 ksi MIN. HOT -ROLLED STRUCTURAL A992 OR A572 GRADE 50 ROD BRACING A572 GRADE 50 OR A529 GRADE 50 OR F1554 GRADE 55 HIGH -STRENGTH BOLTS A325 FABRIC DAF 28CPPVCF##G75 (FIRE -RATED PER NFPA 701) 4) BOLT TIGHTENING REQUIREMENTS: ALL HIGH STRENGTH BOLTS ARE A325 UNLESS NOTED OTHERWISE. ALL HIGH STRENGTH BOLTING AND FIELD WELDING REQUIRES SPECIAL ALL BOLTED CONNECTIONS SHALL BE SNUG TIGHT. INSPECTOR. PROVIDE APPROVAL WASHERS ARE NOT REQUIRED UNLESS NOTED OTHERWISE. REPORT AT FRAMING INSPECTION 5) ALL STRUCTURAL STEEL TO RECEIVE A PRIMER. THIS PAINT IS NOT INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS. FOUNDATION AND ANCHOR BOLTS: 1) REFER TO FOUNDATION DRAWINGS BY GREG RILEY. SITE ADDRESS: 375 COUNTY RD 352 RIFLE, CO 81650 BUILDER / CONTRACTOR RESPONSIBILITIES IT IS THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES. THE SUPPLYING OF SEALED ENGINEERING DATA AND DRAWINGS FOR THE METAL BUILDING SYSTEM DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT THE METAL BUILDING SYSTEM MANUFACTURER OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR A CONSTRUCTION PROJECT. THE CONTRACTOR MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS REQUIRED. APPROVAL OF THE METAL BUILDING SYSTEM MANUFACTURER'S DRAWINGS AND CALCULATIONS INDICATE THAT THE METAL BUILDING SYSTEM MANUFACTURER CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS. (SECT. 4.2.1 AISC CODE OF STANDARD PRACTICES, 9TH ED.) WHERE DISCREPANCIES EXIST BETWEEN THE METAL BUILDING SYSTEM MANUFACTURER'S STRUCTURAL STEEL PLANS AND THE PLANS FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN. (SECT. 3.3 AISC CODE OF STANDARD PRACTICE 9TH ED.) DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY THE METAL BUILDING SYSTEM MANUFACTURER ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN THE METAL BUILDING SYSTEM MANUFACTURER'S ENGINEER UNLESS SPECIFICALLY INDICATED. THE CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH THE METAL BUILDING SYSTEM MANUFACTURER "FOR CONSTRUCTION" DRAWINGS. ALL BRACING AS SHOWN AND PROVIDED BY THE METAL BUILDING SYSTEM MANUFACTURER FOR THIS BUILDING IS REQUIRED AND SHALL BE INSTALLED BY THE ERECTOR AS A PERMANENT PART OF THE STRUCTURE. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION, OR COLLISION. (SECT. 7,9.1 AISC CODE OF STANDARD PRACTICE, 9TH ED.) WARNING: IN NO CASE SHOULD GALVALUME STEEL PANELS BE USED IN CONJUNCTION WITH LEAD OR COPPER. BOTH WARNING: LEAD AND COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY COATING WHEN THEY ARE USED IN CONTACT WITH GALVALUME STEEL PANELS. EVEN RUN-OFF FROM COPPER FLASHING, WIRING, OR TUBING ONTO GALVALUME SHOULD BE AVOIDED. APPROVAL NOTES THE FOLLOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWINGS ARE USED AS APPROVAL DRAWINGS: IT IS IMPERATIVE THAT ANY CHANGES TO THESE DRAWINGS BE MADE IN CONTRASTING INK (PREFERABLY RED INK), HAVE ALL INSTANCES OF CHANGE CLEARLY INDICATED, AND BE LEGIBLE AND UNAMBIGUOUS. A SIGNATURE AND DATE IS REQUIRED ON ALL PAGES. MANUFACTURER RESERVES THE RIGHT TO RE -SUBMIT DRAWINGS WITH EXTENSIVE OR COMPLEX CHANGES REQUIRED TO AVOID MIS -FABRICATION. THIS MAY IMPACT THE DELIVERY SCHEDULE. APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT THE METAL BUILDING SYSTEM MANUFACTURER HAS CORRECTLY INTERPRETED THE CONTRACT REQUIREMENTS, AND FURTHER CONSTITUTES AGREEMENT THAT THE BUILDING AS DRAWN WITH INDICATED CHANGES REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED BY MANUFACTURER, ANY CHANGES NOTED ON THE DRAWINGS NOT IN CONFORMANCE WITH THE TERMS AND REQUIREMENTS OF THE CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS SUBSEQUENTLY SPECIFICALLY ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANGE ORDER OR SEPARATE DOCUMENTATION. MANUFACTURER RECOGNIZES THAT RUBBER STAMPS ARE ROUTINELY USED FOR INDICATING APPROVAL, DISAPPROVAL, REJECTION, OR MERE REVIEW OF THE DRAWINGS SUBMITTED, HOWEVER, MANUFACTURER DOES NOT ACCEPT CHANGES OR ADDITIONS TO CONTRACTUAL TERMS AND CONDITIONS THAT MAY APPEAR WITH USE OF A STAMP OR SIMILAR INDICATION OF APPROVAL, DISAPPROVAL, ETC. SUCH LANGUAGE APPLIED TO MANUFACTURER'S DRAWINGS BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OTHER PARTY WILL BE CONSIDERED AS UNACCEPTABLE ALTERNATIONS TO THESE DRAWING NOTES, AND WILL NOT ALTER THE CONTRACTUAL RIGHTS AND OBLIGATIONS EXISTING BETWEEN MANUFACTURER AND ITS CUSTOMER. DRAWING INDEX COVER SHEET: Cl ANCHOR BOLT PLAN: B1 ANCHOR BOLT REACTIONS: BR1 PRIMARY PLANS / SECTIONS: El, E2, E3, E4, E5 DETAILS: D1, D2, D3 IMPORTANT NOTE: FINAL DETAILING, FABRICATION, AND DELIVERY DATE OF THIS PROJECT CANNOT BE COMPLETED UNTIL THE SIGNED APPROVALS ARE RETURNED TO THE BUILDING MANUFACTURER. ENGI,E. RING SERVICES& PRODUCTS CO. 1W 19THAYENUE SN DYERSNLIE.IA52IW0 P%3b15.6113 V 'ESAPCOCOM VWWN.CLEARSPANCOM #: 7520646 MER #: Customer Number RE :Q 33527 PROFESSIONAL SEAL w 0 a U r V 0 C? V 0 d' N o;o X < o W 90 r F- w Lt 2Zz� S T 2. M Zo= w 0 x Ow g 0 H t- EEJ dui y� 2 O > ¢ O > cD w w O v�i r- vwi O IDRAYVN BY: JTF ICREATION DATE: 5/222019 1 REVISIONS N0. I 8Y: I DATE: DESCRIPTION -1 1 JKP 1 6111119 FOR PERMITTING NO SCALE if SHEET SIZE' 11X17 I SHEET: FOUNDATION I) BASIS 2015 INTERNATIONAL BUILDING CODE CHAPTER 18 GEOTECHNICAL 2015 IBC CHAP 18 AND GEOTECHNICAL REPORT BY: GROUND ENGINEERING, JOB NUMBER 1B3653. DATED 9f)3y18 2) ULTIMATE/FACTORED (FACTOR OF SAFETY= 2:1) FOUNDATION PILE DESIGN LOADS: VERTICAL IGRAVVYI LOAD: 28.6 KIPS VERTICAL IUPUFTI LOAD:.17.9 KIPS LATERAUHORIZONTAL LOAD: 12.8 KIPS 3) UNEXPECTED SOIL CONDITIONS: ALLOWABLE VALUES AND FOUNDATION DESIGN ARE BASED UPON SOIL CONDITIONS WHICH ARE TYPICALLY ENCOUNTERED N THIS LOCALE. ACTUAL SOIL CONDITIONS WHICH DEVIATE APPRECIABLY FROM THOSE ANTICIPATED SHALL BE REPORTED TO CLEARSPAN, THE BUILDING OWNER. THE GEOTECHNICAL ENGINEER AND THE FOUNDATION STRUCTURAL ENGINEER IMMEDIATELY. 4) ALL COMPACTION, FILL BACOILUNG, AND SITE PREPARATION REQUIREMENTS AND PROCEDURES SHALL COMPLY WITH 2015 IBC CHAPTER 18, GEOTECHNICAL REPORT, AND GARFIELD COUNTY 51 EXCAVATE TO REQUIRED DEPTHS AND DIMENSIONS IA5 INDICATED IN THE DRAWINGS). CUT SQUARE AND SMOOTH WITH FIRM LEVEL BOTTOMS. CARE SHALL BE TAKEN NOT TO OVER -EXCAVATE FOUNDATION AT LOWER ELEVATION AND PREVENT DISTURBING OF SOILS AROUND HIGH ELEVATION, 6) CARRY ALL HEUCAL FOUNDATION PILES TO REQUIRED DEPTHS PER THE FOUNDATION PLAN AS VERIFIED BY THE DEPUTY INSPECTOR AND THE BUILDING INSPECTOR. ,OUNDATION PILE IN LLADONS SHALL BE INSPECTED AND APPROVED Y TH A O ED B E DEPUTY PECTOR AN BUILDING F D THE ULDI G 0 flCAL ENGINEER SHALL BE ON SITE DURING \� PIER, PILE, OR CAISSON INSTALLATION. PROVIDE APPROVAL REPORTAT ` FOUNDATIONINSPECTION & ^ 11 HEUCAL STEEL PILES. SHALL BE INSTALLED BY A TRAINED AND EXPERIENCED HELICAL PILE INSTALLATION CONTRACTOR 2) IT 6 THE RESPONSIBILTY OF THE INSTALLING CONTRACTOR TO DETERMINE THE LOCATION OF UNDERGROUND UTILITIES BEFORE STARTING CONSTRUCTION. 3) HELICAL PILES SHALL BE INSTALLED AS SHOWN ON PLANS AND DETAILS. 4) THE HELICAL LEAD SECTIONS AND EXTENSIONS SHALL BE MANUFACTURED BY CLEARSPAN MANUFACTURING AS SHOWN ON THE ATTACHED DRAWINGS. 5) THE SIZE NUMBER OF HELICES. AND DEPTH OF FILE I$ PER THE APPROVED FOUNDATION PLAN. 61 INSTALLATION UNITS SHALL CONSIST OF A ROTARY TYPE TORQUE MOTOR WITH FORWARD AND REVERSE CAPABILITIES. THESE UNITS SHALL BE EITHER ELECTRONICALLY OR HYDRAULICALLY POWERED. THE ROTARY TORQUE MOTOR SHALL BE AN RG 6200INSTALLER OR APPROVED EQUAL, 7) ALL HELICAL PILES SHALL BE INSTALLED WITH A MINIMUM TORQUE PER LEGEND ON S2.0 TO VERIFY THE FOUNDATION PILE LOAD CAPACITY. 8) THESE UNITS SHALL BE CAPABLE OF POSTIONING THE HEUCAL PILE AT THE PROPER INSTALLATION ANGLE SEE DEFAIIS 1 I. 9) ADAPTERS APPROVED BY CLEARSPAN MANUFACTURING AND THE ENGINEER SHALL BE EMPLOYED TO SAFELY CONNECT THE INSTALLATION UNITS TO THE HEUCAL PILES AND EXTENSIONS 10) THE TORQUE BEING APPLIED BY THE INSTALLING UNITS SHALL BE MONITORED THROUGHOUT THE INSTALLATION. 11) THE HELICAL PILE SHALL BE POSITIONED AS SHOWN ON THE PLAN. PROPER ANGULAR ALIGNMENT SHALL BE ESTABLISHED AT THE START OF INSTALLATION. 12) THE HELICAL PILE SHALL BE INSTALLED IN A SMOOTH AND CONTINUOUS MANNER. THE RATE OF PH ROTATION SHALL BE IN THE RANGE OF 5 TO 20 REVOLUTIONS PER MINUTE. Ia) SIGNIFICANT DOWNWARD PRESSURE SHALL BE APPLIED TO ADVANCE THE PIER. 141 PLAIN EXTENSION MATERIAL MAY BE REQUIRED TO POSITION THE PIER AT THE DEPTH REQUIRED BY THE PLAN. EXTENSIONS SHALL BE COUPLED TO THE HEUCAL PIER USING HIGH STRENGTH STRUCTURAL BOLTS. THESE BOLTS SHALL BE INSTALLED AND TIGHTENED TO APPROXIMATELY 40 FOOT POUNDS OF TORQUE. 151 IF UNDERGROUND OBSTRUCTIONS ARE ENCOUNTERED DURING INSTALLATION, THE INSTALLING CONTRACTOR SHALL HAVE THE OPTION OF REMOVING THE OBSTRUCTION, IF POSSIBLE, OR RELOCATING THE PILE. THE LATTER OPTION MAY REQUIRE THE RELOCATING OF EXISTING PILES. 16) THE MINIMUM DEPTH OF INSTALLATION SHALL BE PER THE FOUNDATION PLAN, S2.0. AND BEAR ON FIRM NATIVE MATERIAL AS PER INSTALLATION TORQUE RECORDINGS. P THE INSTALLER CANNOT ACHIEVE THIS DEPTH OR TORQUE, THE FOUNDATION ENGINEER OF RECORD MUST BE CONTACTED PRIOR TO PROCEEDING 17) IF THE MAXIMUM TORQUE RATING OF THE PIER AND/OR INSTALLING UNIT HAS BEEN REACHED PRIOR TO SATISFYING THE MINIMUM DEPTH REQUIREMENT, THE INSTALLING CONTRACTOR SHALL HAVE THE FOLLOWING OPTIONS: A: TERMINATE THE INSTALLATION AT THE DEPTH OBTAINED WITH THE APPROVAL OF THE ENGINEER OF RECORD. 8: REMOVE THE EXISTING PIER AND INSTALL A PIER WITH SMALLER AND/OR FEWER HELICES. THIS REVISED PIER SHALL BE INSTALLED AT LEAST (31 THREE FEET BEYOND THE TERMINATING DEPTH OF THE ORIGINAL PER. 18) THE HELICAL PILE SHALL BE CONNECTED TO THE TRUSS BASE PLATE PER THE DETAILS SHOWN ON S3.0 191 THE CONTRACTOR SHALL KEEP A RECORD OF ANCHOR TESTING. THIS RECORD SHALL INCLUDE: A. TELETYPE OF ANCHOR (NUMBER AND SRES OF HELICES) " UATON AN BELOW HORIZONTAL C. EXi LEVEL ALONG SHAR AND DATUM D.ACHBVED UL CAPACPER ORQUE iESP'I COPPSo THE RECORD MUST BE SUBM HE STRUCTURALENGIN OF ITY lAS RECORD AND CLEARSPAN FOR REVIEW. AN ADDITI Y SHALL ALSO BE PROVIDED i0 THE BUILDING OFFICIAL. THIS SECTION APPLIES TO THE STRUCTURAL PORTIONS OF THE PROJECT REQUIRING SPECIAL INSPECTION, THE SPECIAL INSPECTOR'S DUTIES ARE DESCRIBED IN 2015 IBC CHAPTER 17. DOCUMENTED METHODS AND PROCEDURES SHALL BE USED FOR INSPECTION AND TESTING REQUIRED OF CONTRACTURAL DOCUMENTS, AND FOR ESTABUSHNG ACCEPTANCE CRITERIA. ALL INSTRUCTIONS, STANDARDS, PROCEDURES, CHECKLISTS RELEVANT TO THE WORK WILL BE KEPT UP TO DATE AND READILY AVAILABLE FOR USE, NO INSPECTION OR TEST WILL BE PERFORMED IF THE SAFETY OF INSPECTION PERSONNEL IS IN QUESTION DUE TO JOBSITE CONDITIONS. PRIOR TO PROJECT COMMENCEMENT, THE G.C. WILL CONFER WITH AND OBTAIN THE APPROVAL FROM THE APPROPRIATE DESIGN PROFESSIONAL OF RECORD REGARDING THE INSPECTION AND TESTING PROCEDURES OR SPECIFICATIONS INCLUDING ANY APPROPRIATE ASTM METHODS, CODE REQUIREMENTS OR PROJECT SPECIFICATION REQUIREMENTS. AT THE START OF AND DURING EACH INSPECTION OF THE PROJECT TO ASCERTAIN PROPOSED CONFORMITY OF MATERIALS, PERSONNEL QUALIFICATIONS, AS REQUIRED, AND PROCEDURES WITH APPLICABLE CODES, PLANS, AND SPECIFICATIONS. I. ALL INSPECTIONS SHALL BE PERFORMED BY AN ACCREDITED, APPROVED SPECIAL INSPECTION AGENCY EMPLOYED BY THE OWNER OR OWNER'S AGENT, NOT THE CONTRACTOR OR SUB -CONTRACTOR, PER IBC SECTION 110 (OR APPLICABLE CODE) THE OWNER OR OWNERS AGENT SHALL RECOMMEND ME INSPECTOR. THE SPECIAL INSPECTOR SHALL BE RESPONSIBLE TO THE ENGINEER OF RECORD. ACCEPTANCE OF THE DEPUTY INSPECTOR SHALL BE PROVIDED BY WRITTEN APPROVAL BY THE ENGINEER OF RECORD. ACCREDITATION TO ASTM E329-957- STANDARD SPECIFICATIONS FOR AGENCIES ENGAGED IN THE TESTING AND/OR INSPECTION Of MATERIALS USED IN CONSTRUCTION, IS PREFERRED, 2. ALL TESTS SHALL BE PERFORMED BY THE FOR APPROVED TESTING LABORATORY CERTIFIED IN THE MUNICAPLIY THAT THE WORK 6 TO BE DONE, COPIES OF THE TEST RESULTS AND FINAL REPORTS SHALL BE FURNISHED TO THE ENGINEER OF RECORD (EOR) N ADDITION TO OTHER NORMAL DISTRIBUTIONS, WITHIN TWO DAYS OF THE TESL. N THE CASE Of DECREPANCES OR DEFICIENCIES, THE SPECIAL INSPECTION AGENCY SHALL IMMEDIATELY NOTIFY THE EOR. TESTING FREQUENCY SHALL BE PER APPLICABLE STRUCTURAL MASONRY, REINFORCED CONCRETE, AND STRUCTURAL STEEL WELDING CODES AND STANDARDS AND ARE PART OF THIS SPECIFICATION. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND/OR INSPECTION FIRM WITH A CONSTRUCTION SCHEDULE TO FACILITATE THE PROPER COORDINATION. 4. THE SPECIAL INSPECTOR SHALL FURNISH DAILY INSPECTION REPORTS TO THE BUILDING OFFICIAL CLEARSPAN, AND THE ENGINEER AT A MINIMUM PER WEEK FREQUENCY. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT, SIGNED BY BOTH HE AND HIS SUPERVISOR, STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS N CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE WORKMANSHIP PROVISIONS OF THE 2015 BC. 5. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND THE BUILDING OFFICIAL. 6. SPECIAL INSPECTION REPORTS THESE REPORTS SHALL INCLUDE. AS A MINIMUM THE FOLLOWING INFORMATION: A. PERMIT NUMBER B. NAME OF THE MUNICIPAL INSPECTOR. IF AVAILABLE, AND OF THE GOVERNING MUNICIPALITY C. SPECIAL INSPECTION AGENCY NAME, ADDRESS, AND PHONE NUMBER D. UNIQUE IDENTIFICATION OF THE REPORT AND OF EACH PAGE. E. CUENT NAME AND ADDRESS F. NAME AND ADDRESS OF THE DESIGN PROFESSIONAL OF RECORD, AND OTHER DESIGNERS OR ENGINEERS APPLICABLE TO THE PROJECT G. DESCRPRON OF THE TYPE OF INSPECTION PERFORMED H. ANY UNRESOLVED DEVIATIONS,EXCLUSIONS, AND ADDITIONS TO OR FROM THE APPROVED DRAWINGS AND SPECIFICATIONS RELEVANT TO THE SPECIFIC INSPECTION OR TEST. I. COMPLIANCE FINDINGS AND REFERENCE J. DESCRIPTION OF LOCATION WHERE THE INSPECTION WAS PERFORMED WITHIN THE PROJECT K. TIME AND DATE OF THE INSPECTION L MEASUREMENTS,EXAMINATIONS, AND DERIVED RESULTS SUPPORTED BY TABLES, GRAPHS, SKETCHES. OR PHOTOGRAPHS AS APPROPRIATE M. THE NAME,SIGNATURE,TITLE, AND IDENTIFICATION NUMBER, AS APPROPRIATE, OF THE FIELD INSPECTOR PERFORMING THE INSPECTION N. IDENTIFICATION OF SUBCONTRACTORS EMPLOYED TO CARRY OUT TESTS OR PARTS OF TESTS 7. TESTS REPORTS LABORATORY TESTS AND MILL CERIFICATIONS ARE REQUIRED TO BE SUBMITTED TO THE ENGINEER OF RECORD. THESE REPORTS SHALL INCLUDE. BUT NOT BE UMfED TO, THE FOLLOWING: A. STRUCTURAL STEEL. 8. SPECIAL INSPECTION BY A SPECIAL OR DEPUTY INSPECTOR FROM AN ACCREDITED, FOR APPROVED INSPECTION AGENCY AND WITH THE APPROPRIATE CURRENT MUNICIPAL �! UCENSES AND CERTIFICATIONS SHALL BE REQUIRED FOR THETYPED OF WORK LISTED BELOW. HELICAL FOUNDATION PILES. ASTM I )OD N-SITU FOUNDATION PILE LOAD TEST PER 201511 SECTION 1810.3.3.1.9 DRAWING SHEET INDEX: SI A GENERAL NOTES AND SPECIFICATIONS S2.0: FOUNDATION PLAN S3.0: FOUNDATION DETAILS GENERAL NOTES I ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2015 INTERNATIONAL BUILDING CODE (I8CI AND SUCH OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER OF THE WORK THE CONTRACTOR SHALL MAINTAIN A COPY OF THE 2015 IBC AT THE SITE AT ALL TIMES. 2. THE CONTRACTOR SHALL EXAMINE THE DRAWINGS AND SPECIFICATIONS (CONTRACT DOCUMENTS) AND VERIFY ALL DIMENSIONS AND REPORT ANY DISCREPANCIES TO THE ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. THE CLEARSPAN BUILDING PLANS SHALL BE USED FOR ALL DIMENSIONS AND WALL LAYOUTS, 4. THERE SHALL BE NO DEVIATION FROM THE PLANS. DETAILS, NOTES, AND SPECIFICATIONS WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. 5. DO NOT SCALE STRUCTURAL PLANS OR DETAILS. ONLY WRITTEN DIMENSIONS SHALL BE USED. 6. THE FOLLOWING NOTES, TYPICAL DETAILS AND SCHEDULES SHALL APPLY TO ALL PHASES OF THIS PROJECT NLESSN TED W U 0 OR SHOWN OTHERWISE ON PLANS, 7. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. B. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE. 9. ALL WORK SHALL CONFORM TO THE BEST PRACTICE PREVAILING IN THE VARIOUS TRADES COMPRISING THE WORK, THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL THE TRADES. 10, THESE NOTES, DEALS, DRAWINGS AND SPECIFICATIONS (CONTRACT DOCUMENTS) REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. 11. THE CONTRACTOR SHALL REFER TO THE SPECIFICATIONS FOR INFORMATION NOT COVERED BY THESE DRAWINGS AND GENERAL NOTES. 12. THE CONTRCTOR SHALL PROVIDE THE DESIGN, MATERIALS. AND FABRICATION OF ALL TEMPORARY BRACING AND SHORING FOR ALL STRUCTURAL MEMBERS AS REQUIRED FOR STRUCTURAL STABILITY OF THE STRUCTURE DURING ALL PHASES OF THE CONSTRUCTION. 13. THE CONTRACTOR SHALL TAKE ALL STEPS NECESSARY TO ENSURE PROPER ALIGNMENT OF THE STRUCTURE AFTER THE INSTALLATION OF ALL STRUCTURAL AND FINISH MATERIALS. THIS SHALL INCLUDE ANY NECESSARY PRBLOADNG OF THE STRUCTURE TO DETERMINE RNAL POSNON OF THE COMPLETED WORK, 14. OBSERVATION VISITS TO THE PROJECT SITE BY FELD REPRESENTATIVES OF THE ENGINEER (SUPPORT SERVICES) SHALL NOT INCLUDE INSPECTIONS OF SAFETY OR PROTECTIVE MEASURES, PERFORMED SOLELY FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND N ACHIEVING CONFORMANCE TO THE CONSTRUCTION DOCUMENTS, BUT DO NOT GUARANTEE THE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS 15. THESE NOTES, DETAILS, DRAWINGS. AND SPECIFICATIONS (CONTRACT DOCUMENTS) DO NOT CARRY NECESSARY PROVISIONS FOR CONSTRUCTION SAFETY. THESE DOCUMENTS AND ALL PHASES OF CONSTRUCTION HEREBY CONTEMPLATED ARE TO GOVERNED, AT ALL TIMES, BY APPLICABLE PROVISIONS OF THE CURRENT STATE OCCUPATIONAL SAFETY AND HEALTH ACT. I6. WHERE ANY CONFLICT OCCURS BETWEEN THE REQUIREMENTS OF FEDERAL STATE AND LOCAL LAWS, CODES, ORDINANCES, RULES, REGULATIONS AND RESEARCH REPORTS, THE MOST STRINGENT TOR CONSERVATIVE) SHALL GOVERN. THE CONTRACTOR SHALL NOTIFY THE ENGINEER Of SUCH CONFLICT IMMEDIATELY. 17. PRIOR TO COMMENCING WITH THE CONSTRUCTION. THE CONTRACTOR SHALL REFER TO CLEARSPAN BUILDING DRAWINGS TO COORDINATE WITH FOUNDATION DRAWINGS, AND ANY DISCREPANCY BETWEEN THESE DRAWINGS SHALL BE REFERRED TO THE ENGINEER FOR CLARIFICATION BEFORE START OF CONSTRUCTION. 18. IN THE EVENT THAT CERTAIN FEATURES OF THE CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRAWINGS OR CALLED FOR IN THE GENERAL NOTES OR SPECIFICATIONS, THEN THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS FOR SIMILAR ISIM) CONDITIONS THAT ARE SHOWN OR CALLED FOR. 19. ASTM DESIGNATIONS AND STANDARDS, AND ICC-ES REPORTS, REFER TO THE LATEST AMENDMENTS. 20, ONLY "APPROVED AND PERMITTED" STRUCTURAL WORKING DRAWINGS ( AND ALL OTHER CONSTRUCTION DOCUMENTS) ARE PERMITTED TO BE USED FOR CONSTRUCTION ON THIS PROJECT. ALL OTHER DRAWINGS ARE OBSOLETE AND ARE NOT PERMITTED ON THE JOB SITE, NOR SHALL THEY BE USED FOR ANY CONSTRUCTION PURPOSES (INCLUDING THE CALCULATION OF ALL RNAL ESTIMATES AND BIDS). ANY CONTRACTOR USING UNAPPROVED DRAV41NGS WILL BE HELD SOLELY RESPONSIBLE FOR ALL WORK NOT PERFORMED IN ACCORDANCE WITH THE "APPROVED" DRAWINGS. 21. THE CONTRACTOR SHALL SUBMIT TO CLEARSPAN AND THE ENGINEER A CONSTRUCTION SCHEDULE OUTLINING THE SEQUENCE OF ME CONSTRUCTION EVENTS AND ACTIVITIES (INCLUDING BUILDING DEPARTMENT SUBMITTALS AND PERMIT ACQUISITIONS) PRIOR TO COMMENCING WITH THIS PROJECT. DATE: ISSUE WORNINO FROM THEE PLANS SPECIFICATIONS ME E 0 1 NOT TO HIS ESUCH PRESENFATIVE TION REGARDING MEASUREMENTS. CONTACT THE S.ENGINEER ORHI8RE ENTSDONOT APPEAR CO RECT. ADD UP PRO SUCX OR SCALE CORR CT NOT PPPEIN CORRECT. E. UP PROPERLY OR SCALE CORRECRY TO THE INDICATED SIZE. Riley P.Eng. Services Greg Riley Consulting Engineer 'sutural ernmeern Bernard. IMBonwibe' Southern California Office Canada Office 785 Tucker Rd Sufle "G', PMB 552 #204, 279 Midpark Way SE Tehachapi, California 93561 Calgary. Alberta T2X 1M2 Phone: 805.6306619 Phone: 80563D6619 e-mail: grileype®aol.com GREG RILEY PROFESSIONAL ENGINEER Al- WINES M 28802 OK 10M0 AK. low ME. MM. OR. 816,13E AZ. M046SE W. 264711 PA 57M -.. M. 10116 MA "an BE R.I. 7202 CA. Mp62 ML 5070 B.C. 201 MN. 40723 B.D. ]1]0 CT. 224M MS. 14M TN. 105025 D.C. PE WM2] SE MO. E4000170043 Tx. 87 M Ga. 121M M], MAN UT. 48084033E FL. M30 NE. E-WW W. 7741 BE 04. 2 7 W. 'we VA 33740 HI. N.H. 103073E WA 36245 D M4 NJ. QMe WN. 14713 IL 64,, N.M. 14962 Va. %303 IN, 101codM N.Y. 07084 M. am BE IA 162306E N.C. 20165 GUAM 1=7 K8 141W N.D. 4578 P. RICO 1MM KY. 21713 OH. 04125 VIRGIN M. 720 BE AIEERTA M110 8 HCOLlMMl1 MANITOBA 33773 NEWBRUNBIMCK L4705 ONT/MO IW10M35 EAOKgTCHEWAN 14524 YUKON IM PROJECT: New 76' x 100'8" Fabric Structure 7520646 Steel Foundation Piles LOCATION: 0013 POWER LINE ROAD RIFLE, CO 81650 GARFIELD COUNTY PROJECT NO. DRAWN BY: JJE SCALE: CHECKED BY: As Noted DATE: PERMIT NO © ALL RIGHTS RESERVED DRAWING NAME: Structural Specifications S/.0 SEAL VARIES 1 12" 8" 1'-4" Y 1'-V 2' 013116' TYP. ROME FIELD TORCH CUT EXCESS PORTION OF CAP CLEARSPAN 20" DIAMETER X 1/2" PLATE AFTER BASE PLATE#THCK STEEL PILE CAP (Fy • 50 KSI) INSTALLATION. FIELD TORCH CUT EXCESS PORTION OF PLATE AFTER BASE STEEL FOUNDATION PILE BELOWOF DRILL 718" N CAP PLATE ETTING BASE CAPEMPLATE' PLATE CIA HOLES AFTERELD PLATE DATE: ISSUE -- — - -- - __ _ 013/16' 12 PLATE BVBASE CLEARSPAN REFERENCE: et OF CLEARSPAN DRAWINGS STEEL FOUNDATION PILE BELOW. SEE S2.0. FIELD DRILL 7/8" DIA HOLESBASE PLATE PERIN CAP DIA PLATE AFTER DETAIL 4/S3.0 AND SETTING BASE PLATE CLEARSPAN DWGS BI TEMPLATE. DETAIL WHO CLEARSPAN ICK STEEL PILE CAP (Fy • 50 KSI) EPER AND DWGS B1 THEGENERAL CONTRACTOR ANDNR ALL SUB{ONTI%k TORV• WORJQNG FROM THERE PLANSAND SPECIFICATIONS ARE NOi REFERENCE: 01 OF CLEARSPAN DRAWINGS To SCALE SUCH INFORMATION RUT ToCONTACT THE ENGINEER OR Hill REPRESENTATIVE REGARGNG MEASUREMENTS, IF SUCH MEASUREMENTS DO NOT APPEAR CORRECT, ADD UP PROPERLY BOLTS: (4) 3/4" CIA A325 X 2 1/2" LONG OR SCALE CORRECTLY TO THE INDICATED SIZE. Riley P.Eng. Services FRAME COLUMN PER CLEARSPAN DRAVNNGS. �� F3 Greg Riley Consulting Engineer FRONT AND REAR END WALL BASE PLATE RIGID FRAME BASEPLATE BASE PLATE PER "slmtlurel elgneenn0 servkes, nadomxitle' southern California Office Canada Office 785 Tucker Rd Suite "G", PMB 552 #204, 279 Wdpalh Way SE NO SCALE NO SCALE TORCH CUT DETAIL 3/S3.0 AND Tehachapi, California 93561 Calgary, Alberta T2X 1M2 FIELD CLEARSPAN DINGS Bt Phone. 8056306619 Phone: 805.6306619 EXCESS PORTION OF CAP CLEARSPAN 318" X 14' DIAMETER PLATE AFTER BASE PLATE STEEL PILE CAP (Fy = 50 KSp INSTALLATION ON EXTERIOR DOOR SUPPORT DOOR FRAMING ag: nle aCxc n e-mYPe 9 � SIDEWALLS AND ENDWALLS. ENDWALL VERTICAL HSS PER SIRRIRRIS GREG RILEY O CLEARSPAN DRAWINGS. 20" DIA STEEL PROFESSIONAL ENGINEER PILE CAP AL 3Rew LA Zwe2 OK twee 1 BASE PLATE PER AK 107aa ME, an OR, e1s1sE DETAIL VS3.0 AND M. ew45SE W. 2M71 PA. 57we STEEL FOUNDATION PILE BELOW. SEE 52.0. FOUNDATION PILE CLEARSPAN DWGS B7 (2)7"CIA X9"LONG AR. 1m15 Ma 4R R.1. z MO PER MAN DOOR LEGEND ON S2.0 20'DIA STEEL 5/18' GR 5 OR 8 BOLTS oA fiB05Y w 4n]0 S.C. 285sa 9/16" DIA HOLES PILE CAP mE CO. 23627 MN. 40723 S.D. 717e FIELD DRILL ANGLE BRACKET PER IN CAP PLATE AFTER FINISH GRADE CT. zz4ee MIS. laze rrv_msex. D.C. PEOR"DUSE Mo. E,20IM,ww _ Tx erne CLEARSPAN DWGS D3 SETTING ANGLE PLATE. — —_— (2)1"DIA X9"LONG — I =III=I DE. 121N MT 1.4e02 UT. 4e054ee SE EGR 5 OR 8 BOLTS ' —III—I III— FL Race NE E 992e W. 7741 SE M. MID NV IMBe VA 33]4B ANGLE BRACKET PER _ FINISH GRADE k10 M. N.H. 10VI SE WA, M41 ID. w>4 NJ. 4zew w.v.lnvm CLEARSPAN DINGS D3 IL. 64224 N.M. 14M tM. .,u' =I III 1/4• IK BOPo eE 14' DIA STEEL MIN. PILE SEPARATIONS N y 5 4 /I C �i�R A C. � 1E2ae BE N.C. M165 GUAM nn Ka. lei.E N.D. 4578 P. RICO UN. PILE TYPES MIN. SEPARATION /e ►l� / T p V �prY/ � PWD - PT 3'-8' PWD - PEW 2' PWD -PWD 2' V' LU 4e�! L/lI~• p� � o 1�" _ _ I —III —I III —III— III=1 PLBERTAS 8311e BRIi19H COLUMBIA 180254 MµT a4 ee]]�'e �,}oi�. I I I ri/4� Q m FINISH GRADE AX wIING GR 5 z =I 0 HELICAL FOUNDATION PILE AT MAN DOOR `_ LR w w a "�--- FOUNDATION PILE PER LEGEND ON S2.0. O Lu w c0 z —III — _ - - NEW SRUNBYNCK Lens ONTARIo 1w1SRa5 SASIKATCHEWAN 14524 YUKON 1827 PROJECT: New 76'x f00'8'Fabric Shudure 7520646 Steel Foundation Piles LOCATION: 0013 POWER LINE ROAD RIFLE, CO 81650 GARFIELD COUNTY o FOUNDATION w PILE PER LEGEND w ON 52.0. a F cR J FRAME COLUMN PER CLEARSPAN DRAWINGS. O _ —I w a r of ICI —ICI I I III — PROJECT NO. DRAWN BY: y — JJE SCALE: CHECKED BY: p NON -SHRINK STRCTURAL GROUT _ -- �___ ` AS Noted PERMIT NO: : _ DATE: 6-11-19 - 20"Dw STEEL co, © ALL RIGHTS RESERVED 5 II —I I I II I PILE CAP O••�Di.•.`o •'' CCU''©:� N 9 p } III=III=1 —III=IFoun StructuralINGN dation Pile Details 03l4"THREADED ROD e4: e DRAWING NO. S3.0 HELICAL FOUNDATION PILE AT SIDE WALL BASE PLATE LEVELING OPTION HELICAL FOUNDATION PILE AT END WALL % N NO SCALE �� HELICAL FOUNDATION PILE AT RIGID FRAME ( J PROFESSIONAL SEAL NO SCALE Splice Mark Top Flange Type Size Bol Flange Type Size Type Web Size SP-1 SP-1 SP-2 SP-2 SP-1 SP-1 F F F F F F 7/16 7116 3/16 3/16 7116 7116 F F F F F F 3116 3116 1/8' 118" 3116 3116 F F F F F F 1/8" 1/8' 118" 1/8" 1/8' 1/8, SPLICE BOLT TABLE Mark Ohl Top Bat Int Type Dia Length SP-1 SP-2 4 2 6 A325 3/4' 21/2' 2 4 2 A325 3/4" 2" STIFFENER TABLE Mark Stiff Mark Plate Size Width Thick Length RF1-1 RF1-1 St-1 St-2 3.880 0.250 48.22 13.875 0.250 20.99 BASE PLATE TABLE Col Mark Plate Size Width Thick Length BP-1 8' 12" VA' 3116" �~ 12 1/2' 11 1/2" 2-4 1/2' 111/4' 11 12' 39l16 ° ° 51/2" 31 /2' 21/2" 3• 9 7/16' 0 0 Zt 9 7/16' 3'-9 3/16" 0 0 9 7/16" 9 7116' 7/16 121/2' 3 112" Part Mark Part Number Material Length (H-H) Length (Total) LBE LB4X4X2L2365S1E 441/8"SO TUBE 2361/2" LBC LB4X4X2L2365S1C 4x4x1/8"SQTUBE 2361/2' - PCB CBB56T4622900 5.563" DIA X 0.258" TUBE 229" - ECB ECB8X6X3L2395S7A 8x6x3/16" RECT TUBE 236' - TCB TCB4X4X2L2365S1 4x4xl/B" SO TUBE 2361/2" - AB1 AB40T2KAL23138 4"xl/8"RNDTUBE 2313/8' - A82 AB40T2KAL23169 4"x1/8'RNDTUBE 2315/8' - AB3 I AB40T2KAL23250 4'018" RND TUBE 1232 1/2" 1- BCB BP-1 1'-6" 9 -6 3/4" Mark Weight Length r---- ... StartlEnd ..__.._.- Thick Len th W x Thk x Len th ,..,.,.... ..xLe W x Thk x Len th RF1-1 / RF1-4 1167 26'3' 15.3/37.6 0.188 19'-11" 8 x 3/8' x 26'-21116' 8 x 3/8' x 23'-115/8' 37.6/42.0 0.188 T-21/2" 8 x 3/8" x V-10 7116' RF1-2 / RF 1-3 1719 42'-0 3/4' 44.5/39.2 0250 T-0 7/8" 8 x 3/8' x 39'-11 318' 8 x 114' x 21'-11 70 39.2/28.0 0.188 14'-101/2' 8 x 3/8' x 2'-0" 8 x 1/4' x 1 T-9 7/8' 28.04.6 0.188 16-0" 24.6/24.0 0.188 4'-0' EE-L / EE-R 50 V.10" 10.0/20.5 0.189 1'-5" 8 x 1 /4' x V417/9" R x 114' x 11 1IR" 68'-10 9/16" CLEAR +/- OF RIGID FRAME ELEVATION; FRAME LINE 1 6 BCB BP-1 F. 1is '-6" F 7" 12 u �M Fr --LOPED BY(aw �aw ENGIN- HAMSBPRODUCTSCO. 1e1H AVENUE SW C •. EIALLE.A5 0 P983875.6113 WWW.ESAPOO.COM Wu1"N,CLEARSPPN.C1M DER #: 7520646 STOMER #: Customer Number 33527 •:4S $ U o Z v ih O N d j zH n U x W J o¢O U "' �� ¢ O z # 0 H O W iZ g of ¢ 7 ¢ w ¢ ag WE- L��m wu) 5 i Y x LL W owU O 8¢ O O K co m I-- W ::� K VY U � I DRAWING DETAILS DRAWN BY: JTF CREATION DATE: 5222019 REVISIONS: NO. BY: DATE: DESCRIPTION: 1 JKP 6111119 FORPERMITTING NO SCALE E2