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GOVERNING BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE WITH WA°.SHINGTON STATE <br />AMMENDMENTS <br />ZRISK <br />CATEGORY...............................................................................I6 <br />3. <br />LIVE <br />ROOF............................................................................ <br />20 PSF <br />FLOOR.................... ........................................................ <br />40PSF <br />4. <br />SIINOW <br />GROUND SNOW (Pg)............................................................... <br />25 PSF <br />FLAT ROOF SNOW LOAD (Pf)......................................................... <br />25 PSF <br />SLOPED ROOF SNOW (Ps)............................................................ <br />25 PSF <br />IMPORTANCE FACTOR................................................................. <br />1.0 <br />(SNOW BUILD-UP IN ACCORDANCE tea/ IBC) <br />5. <br />WIND <br />BASIC WIND SPEED (3 SECOND GUST) ......... ....................................... <br />95 MPH <br />EXPOSURE................. ........... ........ .............................. <br />...........@B <br />6. <br />SEISMIC <br />0.2 SEC. SPECTRAL RESPONSE ACCELERATION (Ss) .................................... 1.338 <br />1.0 SEC. SPECTRAL RESPONSE ACCELERATION (S1) ....... . ............................ 0.493 <br />DESIGN SPECTRAL ACCELERATION (SDS)........................................ <br />. . ... 1.110 <br />DESIGN SPECTRAL ACCELERATION (SDI) ................................ <br />. ............ 0.594 <br />SITE CLASSIFICATION ............................................ <br />.......D (ASSUMED) <br />SEISMIC DESIGN CATEGORY ............. ............................................ <br />....... D <br />IMPORTANCE FACTOR ......................................... <br />. ..................... . 1.0 <br />SEISMIC FORCE RESISTING SYSTEM (SFRS) <br />BUILDING: <br />ORDINARY MOMENT FRAME WITH UNLIMITED <br />HEIGHT (PER ASCE 7-16 CHAPTER 15) <br />R...................................................................... <br />1.0 <br />DESIGN RESPONSE COEFFICIENT (Cs) .................................... <br />1.110 <br />BASESHEAR (V) ........................ ................................... <br />. ..... . e ...... V=Cs <br />ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE <br />GENERAL <br />1. THE PROJECT SPECIFICATIONS, DRAWINGS, STANDARD DETAILS, DETAILS IN THE DRAWINGS, AND THE <br />FOUNDAT9ON <br />1. FOUNDATIONS HAVE BEEN DESIGNED USING THE CONVENTIONAL FRAMING PROVISIONS AND 1500 <br />PSF ALLOWABLE SOIL BEARING PRESSURE PER IBC CH 13 FOUNDATIONS ARE TO BEAR ON NATIVE <br />UNDISTURBED SOIL. <br />2. CONTRACTOR WILL PROVIDE FOR DE -WATERING OF EXCAVATIONS FROM EITHER SURFACE, GROUND <br />OR SEEPAGE WATER. ALL ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW <br />CONSTRUCTION SHALL BE REMOVED. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION <br />OF ALL CRIBBING, SHEATHING AND SHORING REQUIRED TO SAFELY RETAIN THE EARTH BANKS <br />METAL DECK <br />1. METAL DECK SHALL CONFORM TO THE SPECIFICATIONS OF THE STEEL DECK INSTITUTE. <br />2. COMPOSITE FLOOR DECK SHALL BE VERCO TYPE W3 FORMLOCK, OR APPROVED EQUIVALENT, <br />UNLESS NOTED OTHERWISE. SEE PLANS FOR TOTAL SLAB DEPTH REQUIRED. <br />3. ROOF NON -COMPOSITE DECK SHALL BE VERCO TYPE PLB36 OR APPROVED EQUAL. USE VSC SIDE <br />LAPS 2'-0" O.C. UNLESS OTHERWISE NOTED. PRE- APPROVED PROPRIETARY PUNCHES CAN BE USED <br />PER THE SPECIFICATION. <br />4. UNLESS NOTED OTHERWISE ON PLAN, CONNECT DECKING TO SUPPORTING MEMBERS WITH 1/2' <br />EFFECTIVE DIAMETER PUDDLE (FUSION)WELDS SPACED AT 12" ON CENTER. USE WELD WASHERS <br />ONLY IF RECOMMENDED BY MANUFACTURER. WELDED SHEAR STUDS ARE ACCEPTABLE IN LIEU OF <br />PUDDLE WELDS. <br />5. WELDERS SHALL BE AINS-CERTIFIED FOR LIGHT -GAGE WELDING. <br />6. LAYOUT DECK SPANS TO PROVIDE A MINIMUM OF (2) SPANS PER LENGTH OF DECK. <br />LIGHT GAGE STEED. FRAHNG <br />1. LIGHT -GAGE STEEL SHALL CONFORM TO: <br />A. ASTM, A 653 SS GRADE 50, CLASS 1 OR CLASS 3 (Fy = 50 KSII) FOR 0.0556 INCH THROUGH 0.1017 <br />INCH THICKNESS. <br />B. ASTM A 653 SS GRADE 33 (Fy = 33 KSI) FOR 0.0130 INCH THROUGH 0.0451 INCH THICKNESS. <br />2. ALL FABRICATION, ERECTION, AND IDENTIFICATION OF LIGHT -GAGE STEEL FRAMING SHALL CONFORM <br />TO IBC SECTIONS 2209 AND 2210 AND AISI SPECIFICATIONS. <br />3. PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO, TRACKS, CLIPS, WEB STIFFENERS, <br />ANCHORS, FASTENING DEVICES AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER <br />INSTALLATION. <br />4. INSTALL BRIDGING/BLOCKING IN LIGHT -GAGE STEEL STUD WALLS IN ACCORDANCE WITH THE <br />MANUFACTURER'S RECOMMENDATIONS AND AS SHOWN IN THE DRAWINGS. <br />5. WELD LIGHT -GAGE STEEL FRAMING CONNECTIONS, EXCEPT WHERE SELF- DRILLING SCREWS ARE <br />SPECIFIED. <br />6. MELDS SHALL CONFORM TO AWS SPECIFICATIONS. WELDERS SHALL BE CERTIFIED FOR LIGHT -GAGE <br />STEEL UNDER AWS SPECIFICATIONS. <br />7. DESIGNATIONS OF COLD -FORMED, LIGHT -GAGE STEEL SHAPES REFER TO THOSE DESCRIBED IN ICC-ES <br />EVALUATION REPORT ESR-3064P OF THE METAL STUD MANUFACTURERS' ASSOCIATION. <br />6. SHEET METAL SCREWS SHALL BE OF THE MAKE SPECIFIED IN THE DRAWINGS OR, WHERE NO SPECIFIC <br />MAKE IS GIVEN, SHALL BE RATED BY THEIR MANUFACTURER AS POSSESSING DESIGN LOAD CAPACITIES <br />IN SHEAR AND TENSION AT LEAST EQUAL TO THOSE PUBLISHED IN ICBO EVALUATION REPORT NO.4943 <br />OF THE METAL STUD MANUFACTURERS' ASSOCIATION FOR THE SCREW SIZE SPECIFIED. <br />9. FOR EXTERIOR STUDS SEE DETAILS AT PERIMETER. FOR NON -BEARING INTERIOR STUDS SEE ARCH. <br />STRUCTURAL STEEL <br />1. ALL W-SECTION SHAPES SHALL CONFORM TO ASTM AA992. CHANNEL SHAPES AND PLATES SHALL <br />I <br />3. <br />4. <br />5. <br />6. <br />7. <br />POST -INSTALLED ANCHOR SYSTEMS SHALL COMPLY WITH THE LATEST REVISION OF ICC-ES <br />ACCEPTANCE CRITERIA AND HAVE A VALID ICC-ES REPORT (OR APPROVED EQUIVALENT) IN <br />ACCORDANCE WITH THE APPLICABLE BUILDING CODE. <br />UNLESS OTHERWISE DOTED ON THE DRAWINGS USE ANCHORS LISTED BELOW: <br />EXPANSION ANCHORS IN CONCRETE SHALL BE ONE OF THE FOLLOWING: <br />HILTI HSL-3 CARBON STEEL HEAVY DUTY EXPANSION ANCHOR (ICC-ES REPORT <br />SR-1545) <br />HILTI HDA CARBON AND STAINLESS STEEL UNDERCUT ANCHOR (ICC-ES REPORT <br />ESR-1546) <br />® HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS (ICC-ES REPORT <br />ESR-1917) <br />® DeWALT POWER-STUD+SD2 ANCHOR (=-ES REPORT ESR-2502) <br />SIMPSON STRONG -TIE STRONG -BOLT 2 ANCHOR (ICC-ES REPORT ESR-3037) <br />® ADHESIVE ANCHORS IN CONCRETE SHALL BE ONE OF THE FOLLOWING: <br />HILTI HIT -RE 500 V3 ADHESIVE ANCHOR (ICC-ES REPORT ESR-3814) <br />HILTI HIT-HY 200 ADHESIVE ANCHOR (@CC -ES REPORT ESR-3137) <br />DeWALT PURE 110+ EPDXY ADHESIVE ANCHOR (ICC-ES REPORT ESR-3293) <br />DeWALT AC200+ ADHESIVE ANCHOR (ICC-ES REPORT ESR-4027) <br />® SIMPSON STRONG -TIE SET-XP EPDXY ADHESIVE ANCHOR (ICC-ES REPORT ESR-2506) <br />® SIMPSON STRONG -TIE AT-XP EPDXY ADHESIVE ANCHOR (IAPMO USES ER-263) <br />® SCREW ANCHORS IN CONCRETE SHALL BE ONE OF THE FOLLOWING: <br />DeWALT SCREW -BOLT- SCREW ANCHOR (=-ES REPORT ESR-3339) <br />HILTI KWIK HU9S-EZ SCREW .ANCHOR (ICC-ES REPORT ESR-3027) <br />® SIMPSON STRONG -TIE TITEN HD SCREW ANCHOR (ICC-ES REPORT ESR-2713) <br />® ANCHORS IN CONCRETE OVER STEEL DECO SHALL BE ONE OF THE FOLLOWING: <br />HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS (ICC-ES REPORT <br />ESR-1917) <br />® HILTI HIT -RE 500 V3 ADHESIVE ANCHORS (ICC-ES REPORT ESR-3314) <br />® DeWALT POWER-STUD+SD2 EXPANSION ANCHOR (ICC-ES REPORT ESR-2502) <br />DeWALT POWER-STUD+SD1 EXPANSION ANCHOR (ISS-ES REPORT ESR-2613) <br />® DeWALT SCREW -BOLT- SCREW ANCHOR (ICC-ES REPORT ESR-3339) <br />SIMPSON STRONG -TIE STRONG -BOLT 2 WEDGE ANCHOR (ICC-ES REPORT ESR-3037) <br />SIMPSON STRONG -TIE TITEN HD SCREW ANCHOR (ICC-ES REPORT ESR-2713) <br />® EXPANSION ANCHORS IN MASONRY SHALL BE ONE OF THE FOLLOWING: <br />HILTI KWIK BOLT 3 (KB3) ANCHORS (=-ES ESR-1335) <br />® DeWALT POWER-STUD+SD1 (ICC-ES ESR-2313) <br />® SIMPSON STRONG -TIE WEDGE -ALL ANCHOR (ICC-ES REPORT ESR-1396) <br />® SIMPSON STRONG -TIE STRONG -BOLT 2 WEDGE ANCHOR (IAPMO UES ER-240) <br />ADHESIVE ANCHORS IN MASONRY SHALL BE ONE OF THE FOLLOWING: <br />® HILTI HIT-HY 270 ADHESIVE ANCHOR (ICC-ES REPORT ESR 4143 & 4144) <br />® DeWALT AC100+ GOLD ADHESIVE ANCHOR (=-ES REPORT ESR-3200 FOR CMU & ICC- <br />ES REPORT ESR-4105 FOR UNREINFORCED MASONRY) <br />® SIMPSON STRONG -TIE SET EPDXY ADHESIVE ANCHOR (=-ES REPORT ESR-1772) <br />SIMPSON STRONG -TIE SET-XP EPDXY ADHESIVE ANCHOR (IAPMO UES ER-265) <br />SIMPSON STRONG -TIE AT-XP EPDXY ADHESIVE ANCHOR (IAPMO UES ER-281) <br />SCREW ANCHORS IN MASONRY SHALL BE ONE OF THE FOLLOWING: <br />HILTI KWIK HUS-EZ SCREW ANCHOR (ICC-ES REPORT ESR-3056) <br />® DeWALT SCREW -BOLT+ SCREW ANCHOR (=-ES REPORT ESR-4042) <br />® SIMPSON STRONG -TIE TITEN HD SCREW ANCHOR (ICC-ES REPORT IESR-1056) <br />ANCHORS INSTALLED IN THE (BOTTOM OF CONCRETE OVER STEEL DECK SHALL BE INSTALLED IN THE <br />BOTTOM FLUTE ONLY. <br />ANCHORS ARE NOT TO BE INSTALLED UNTIL CONCRETE HAS REACHED ITS DESIGN STRENGTH. <br />FOR ANCHOR EMBEDMENT, SEE DRAWINGS OR TYPICAL DETAIL. USE EMBEDMENT RECOMMENDED BY <br />MANUFACTURER WHERE NO EMBEDMENT IS SHOWN. <br />MANUFACTURER'S INSTALLATION TRAINING AND CERTIFICATION IS REQUIRED ON ALL POST - <br />INSTALLED ANCHORS FOR ANCHOR INSTALLER. <br />CONTRACTOR COORDINATE ANCHOR AND REINFORCUNG LOCATION. IT IS UNACCEPTABLE TO CUT <br />REBAR FOR POST INSTALLED ANCHORS WITHOUT PRIOR APPROVAL FROM A&E. <br />(VIM/DD I DESCRIPTION <br />CONTACT GNFORMATO <br />CONTACT: TOM KAY <br />EMAIL: TSK@mcknze.com <br />PHONE. (503) 224-9560 <br />