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<br />15. EXPANSION BOLTS INTO CONCRETE SMALL BE ONE OF THE FOLLOWING INSTALLED IN STRICT ACCORDANCE WITH THE 166-ES
<br />REPORTS INDICATED AND MANUFACTURER'S INSTRUCTIONS: "KWIK BOLT TV AS MANUFACTURED BY HILTI, INC. (I66-E5 NO.
<br />lgli); OR "5TRON6=BOLT 2" AS MANUFACTURED BY 5IMP50N 5TRON6=TIE COMPANY, ING. (I66=E5 NO, 3051); OR "POAER5=5TUD+
<br />502" AS MANUFACTURED BY DEAALT/POAER5 (I66-E5 NO. 2502). SU65TITUTE5 PROP05EP BY CONTRACTOR SHALL BE SUBMITTED
<br />FOR REVIEW WITH 166-E5 REPORTS INDICATING EQUIVALENT OR GREATER LOAD 6APAGITIE5. IN ADDITION, SUBSTITUTIONS
<br />SHALL MEET I66-E5 ACCEPTANCE CRITERIA AClg3. 5PE6IAL INSPECTION 15 REQUIRED FOR ALL EXPANSION BOLT INSTALLATION.
<br />EXPANSION BOLTS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLT5 UNLESS 5PE6IFI6AL_LY APPROVED BY THE
<br />STRUCTURAL ENGINEER. NOTIFY ENGINEER IF BOLT L06ATION5 CONFLICT WITH REINFOR61% STEEL - DO NOT GUT REINFORCING
<br />OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL.
<br />UNLE55 OTHERWISE NOTED, PROVIDE THE FOLLOWING NOMINAL EMBEDMENT DEPTHS FOR EXPANSION BOLTS INTO CONCRETE:
<br />HILTI KWIK BOLT TZ:
<br />3/8"�
<br />EXPAN51 ON
<br />BOLTS . . . . . . . . . . .
<br />. . . . . . . . . . . 2-5/ 16
<br />1 /2"0
<br />EXPANSION
<br />BOLTS . . . . . . . . . . .
<br />. . . . . . . . . . 5-5/b"
<br />5/b"0
<br />EXPANSION
<br />BOLTS . . . . . . . . . . .
<br />. . . . . . . . . . .
<br />3/4" 0
<br />EXPAN51 ON
<br />BOLTS . . . . . . . . . . .
<br />. . . . . . . . . . .
<br />5IMP50N STRONG -BOLT 2:
<br />5/b" 0
<br />EXPAN51 ON
<br />BOLTS . . . . . . . . . . .
<br />. . . . . . . . . . .
<br />1 /2"�
<br />EXPANSION
<br />BOLTS . . . . . . . . . . .
<br />. . . . . . . . . . .
<br />5/b" O
<br />EXPAN51 ON
<br />BOLTS . . . . . . . . . . .
<br />. . . . . . . . . . .
<br />5/4"0
<br />EXPANSION
<br />BOLTS . . . . . . . . . . .
<br />. . . . . . . . . . . 5-5/4"
<br />DEWALT/POWERS PAPER-STUD+5D2:
<br />3164
<br />EXPANSION
<br />BOLTS . . . . . . . . . . .
<br />. . . . . . . . . . . 2-3/b"
<br />1 /2"0
<br />EXPANSION
<br />BOLTS . . . . . . . . . . .
<br />. . . . . . . . . . . 3-5/4"
<br />5/8" 0
<br />EXPAN51 ON
<br />BOLTS . . . . . . . . . . .
<br />. . . . . . . . . . . 4=1/b"
<br />5/4" 0
<br />EXPAN51 ON
<br />BOLTS . . . . . . . . . . .
<br />. . . . . . . . . . . 5-5/4"
<br />16. DRIVE PIN5 AND OTHER POADER=AGTUATED FASTENERS SHALL BE ONE OF THE FOLLOWING INSTALLED IN STRICT ACCORDANCE
<br />WITH THE I66-E5 REPORTS INDICATED AND MANUFACTURER'5 INSTRUCTIONS INCLUDING MINIMUM EMBED REQUIREMENTS: "TE
<br />SERIES" (0.151" DIAMETER) AS MANUFACTURED BY ITW RAM5ET (166-E5 NO. 111g); OR "X-U" (0.151" DIAMETER) A5
<br />MANUFACTURED BY HILTI, INC. (I66-E5 NO. 226q); OR "STRONG=TIE PDPA" (0,151" DIAMETER) AS MANUFACTURED BY SIMP50N
<br />5TRON6=TIE COMPANY, ING. (IGG®ES NO. 213b); OR "G51 PIN" (0,151" DIAMETER) AS MANUFACTURED BY DEWALT/POWERS
<br />(IGG-E5 NO, 2024); OR AN APPROVED EQUIVALENT IN 5TREN6TH AND EMBEDMENT. MINIMUM EMBEDMENT IN CONCRETE SHALL BE
<br />1" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 5-1/2" TO NEAREST CONCRETE EDGE.
<br />11. EPDXY -GROUTED RODS OR REBAR TO CONCRETE 5PE61FIED ON THE DRAWIN65 SHALL BE ONE OF THE FOLLOWING INSTALLED IN
<br />5TRI6T ACCORDANCE AITH THE IG6=E5 REPORTS INDICATED AND MANUFACTURER'S IN5TRU6TION5 INGLUDING MINIMUM EMBED
<br />REQUIREMENTS: "5ET-XP" A5 MANUFACTURED BY 5IMP50N STRONG -TIE COMPANY, ING. (16G-E5 NO. 250b); OR "HIT-HY 200" AS
<br />MANUFACTURED BY HILTI, ING. (I66=E5 NO. 31bl), "5AFE-5ET" INSTALLATION WITH HOLLOA CARBIDE DRILL BIT 15
<br />PERMITTED; OR "PURE110+ AS MANUFACTURED BY DEWALT/POWER5 (166-E5 NO. 52gb). SUBSTITUTES PROPOSED BY CONTRACTOR
<br />SHALL BE SUBMITTED FOR REVIEW AITH IGG=ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD 6APA6ITIE5. IN ADDITION,
<br />SUBSTITUTIONS SHALL MEET I6G-E5 AGGEPTANGE CRITERIA A630b. 5PEGIAL INSPECTION OF EPDXY -GROUTED ANCHOR
<br />INSTALLATION 15 REQUIRED. EPDXY 6ROUTED R005 OR REBAR SHALL NOT BE USED A5 SUBSTITUTES FOR 6A5T=IN=PLA6E ANCHOR
<br />BOLTS OR REINFORCING STEEL UNLESS 5PEGIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF ANCHOR
<br />LOCATIONS CONFLICT AITH REINFORCING STEEL = DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS AITHOUT PRIOR
<br />APPROVAL. INSTALLATION OF ADHE5IVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS
<br />SHALL BE PERFORMED BY CERTIFIED PER50NNEL IN CONFORMANCE TO AGI 31b-14 5E6TION 11.b.2.2. HOLES SHALL BE HAMMER
<br />DRILLED AND DRY.
<br />UNLE55 OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR ANCHORS AT CONCRETE:
<br />3/b"�
<br />ROD
<br />OR
<br />#3
<br />BAR . . . . . . . . .
<br />. . . . . . . . . . . 4"
<br />1 /2"0
<br />ROD
<br />OR
<br />#4
<br />BAR . . . . .
<br />. . . . . . . . . . . 5"
<br />5/b" O
<br />ROD
<br />OR
<br />#5
<br />BAR . . . . . . . . . .
<br />. . . . . . . . . i"
<br />5/4"4
<br />ROD
<br />OR
<br />#6
<br />BAR . . . . . . . . . . .
<br />. . . . . . . . . . . q"
<br />lb. CONCRETE 56REA ANCHORS SHALL BE ONE OF THE FOLLOWIN6 INSTALLED IN 5TRI6T ACCORDANCE WITH THE IGG®ES REPORTS
<br />INDICATED AND MANUFACTURER'S INSTRUCTIONS INCLUDING MINIMUM EMBED REQUIREMENTS: 'TITEN HD" AS MANUFACTURED BY
<br />5IMP50N 5TRON6=TIE COMPANY (IGG-E5 NO. 2113); OR "KWIK HU5-EZ" AS MANUFACTURED BY HILTI, INC, (I66-E5 NO. 5021);
<br />OR "SCREW=BOLT+" AS MANUFACTURED BY DEWALT/POHER5 (I66=E5 NO. 3bbg). SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE
<br />5UBMITTED FOR REVIEW WITH IGG=ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES, IN ADDITION,
<br />SUBSTITUTIONS SHALL MEET I66-E5 AGGEPTANGE CRITERIA AG113. 5PEGIAL INSPECTION 15 REQUIRED FOR ALL CONCRETE 56REW
<br />ANCHOR INSTALLATION, CONCRETE 56REW ANCHORS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS OR
<br />EXPANSION BOLTS UNLE55 SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF 5GREA ANCHOR
<br />LOCATIONS CONFLICT WITH REINFORCING STEEL a DO NOT GUT REINFORCING OR REDUCE EMBEDMENT OEPTH5 WITHOUT PRIOR
<br />APPROVAL.
<br />11. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE AITH A61 5lb-14 CHAPTER 26 AND AGI
<br />501. CONCRETE SHALL ATTAIN A 2b-DAY STRENGTH OF T'c, = 4,000 PSI. MAXIMUM WATER-GEMENTITIOU5 MATERIAL RATIO FOR
<br />INTERIOR 5LA65 SHALL BE BETWEEN 0.40 AND 0.44.
<br />ALL CONCRETE SHALL BE EXP05URE CLASSES FO, 50, PO, AND GO PER AGI 5lb-14 TABLES 1g.3.1.1 AND 1g.3.2.1 EXCEPT A5
<br />NOTED BELON.
<br />ALL CONCRETE EXP05ED TO EARTH (FOUNDATIONS, ETC.): (FO, 50, NO, Gl)
<br />ALL CONCRETE EXPOSED TO WEATHER: (FI, 50, HO, 61)
<br />CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL BE SUBMITTED TO THE ENGINEER
<br />AND BUILDING OFFICIAL FOR APPROVAL TWO WEEK5 PRIOR TO PLACING ANY CONCRETE AND SHALL INCLUDE THE AMOUNTS OF
<br />CEMENT, GEMENTITOU5 MATERIAL, FINE AND COARSE A66RE6ATE, WATER AND ADMIXTURES, AS WELL AS THE WATER -DEMENT RATIO,
<br />SLUMP, CONCRETE YIELD AND SUBSTANTIATIN6 STRENGTH DATA IN ACCORDANCE WITH AGI 31b-14, CHAPTER 26 AND 21. REVIEW
<br />OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED 6ONFORM5 GENERALLY WITH
<br />CONTRACT DOCUMENT5. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE.
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<br />20. REINFORCING STEEL SHALL CONFORM TO A57M A615, GRADE 60, fy ® 60,000 PSI.
<br />21. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH AGI 515=gg AND 51b-14. LAP
<br />ALL CONTINUOUS REINFORCEMENT (5 AND SMALLER) 40 BAR DIAMETERS OR 2'-O" MINIMUM. PROVIDE CORNER BARS AT ALL WALL
<br />AND FOOTING INTERSECTIONS, LAP CORNER BARS (#5 AND SMALLER) 40 BAR DIAMETERS OR 2'=0" MINIMUM. LAPS OF LARGER
<br />EARS SHALL BE MADE IN ACCORDANCE WITH AGI 51b-14 SECTION 25.5, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC
<br />A MINIMUM OF 12" AT SIDES AND ENDS.
<br />NO BARS PARTIALLY EMBEDDED IN HARDENED GONGRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWIN65 OR
<br />APPROVED BY THE STRUCTURAL ENGINEER,
<br />22. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOAS:
<br />FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXP05ED TO EARTH . . . . . .
<br />FORMED SURFACES EXP05ED TO EARTH (i.e. WALLS BELOA GROUND) OR WEATHER (#6 BARS OR LARGER). . . 2"
<br />(#5 BARS OR SMALLER). . . 1 1/2"
<br />5LAB=ON=6RADE BOTTOM REINFORCING (WITH VAPOR BARRIER BELOW) . . . . . . . . . . . . . 1 1/2"
<br />COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1 /2"
<br />5LA65 AND WALLS (INTERIOR FACE) . . . . . . . . . . . . . . . . . . (11 BARS OR SMALLER) 3/4"
<br />25, CAST -IN -PLACE GONGRETE: SEE ARCHITECTURAL DRAWIN65 FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW
<br />OPENIN65 IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWIN65 FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL
<br />OPENIN65 THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWIN65 FOR ALL 6ROOVE5, NOTCHES, CHAMFERS, FEATURE STRIPS,
<br />COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXP05ED CONCRETE SURFACES.
<br />24. BONDING AGENT SHALL BE "MASTEREMACO ADH 526" BY BASF CORPORATION. OR EQUIVALENT, AND SHALL BE USED WHERE NEN
<br />CONCRETE I5 PLACED A6AIN5T HARDENED CONCRETE, PLACE IN STRICT ACCORDANCE WITH MANUFA6TURER'5 INSTRUCTIONS,
<br />INGLUDING PREPARATION OF EXISTING SURFACES. CONCRETE SHALL BE CONSIDERED HARDENED AFTER 56 DAYS.
<br />25. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.5.6,
<br />SPECIFICATIONS AND CODES:
<br />1. SPECIFICATION FOR 5TRUGTURAL STEEL BUILDINGS -ALLOWABLE 5TRE55 AND PLA5TIG DE516N, OR LOAD
<br />AND RESI5TAN6E FACTOR DE516N SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS.
<br />2. CODE OF STANDARD PRACTICE FOR STEEL BUILDIN65 AND BRIDGES, ADOPTED APRIL 14, 2010.
<br />IN REFERENCE TO SE6TION5 5.1.2 AND 4.4.1, THE CONTRACT DOCUMENTS (DESIGN DRAAIN65) 5HOW COMPLETE
<br />CONNECTION DETAILS FOR ALL MEMBERS EXCEPT THOSE NOTED TO BE DE516N=BUILD ITEMS. ALTERNATE CONNECTION
<br />DETAILS REQUESTED BY THE FABRICATOR SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL VIA A
<br />REQUEST FOR INFORMATION (RFI) PRIOR TO COMPLETION OF SHOP DRAWIN65.
<br />IN REFERENCE TO SECTION 3.1.6 FABRICATOR SHALL AL50 REVIEW PROJECT 5PE6IFI6ATION5 AND ARCHITECTURAL
<br />DRAWIN65 TO DETERMINE PAINTING AND GALVANIZING REQUIREMENTS. MEMBERS EMBEDDED IN CONCRETE, MASONRY OR
<br />TO RECEIVE SPRAY -ON FIREPROOFING SHALL NOT BE PAINTED, DO NOT PAINT OR GALVANIZE AREAS OF PIECES
<br />TO BE FIELD WELDED, OR REMOVE PAINT AND 6ALVANIZIN6 IN FIELD PRIOR TO WELDING.
<br />IN REFERENCE TO SECTION 5.5, IN THE EVENT OF 0I56REPANCIE5 BETWEEN DESIGN DRAWIN65 AND SPEGIFI6ATION5,
<br />THE DESIGN DRAWIN65 GOVERN.
<br />IN REFERENCE TO SECTION 4.1, THE FABRICATOR SHALL NOT A55UME BID PACKAGES CONSTITUTE RELEASING THE
<br />DRAWIN65 FOR CONSTRUCTION WITHOUT EXPLICIT DIRECTION TO DO 50 BY THE OWNER.
<br />5. 5PE6IFI6ATION FOR STRUCTURAL JOINTS U5IN6 A5TM A525 OR WO BOLTS.
<br />4. QUALITY CONTROL SHALL BE IN ACCORDANCE AITH A156 360 CHAPTER N (AISC 341 CHAPTER J FOR STEEL 5E15MI6 SYSTEM)
<br />CONTRACTOR SHALL AL50 COMPLY WITH OSHA REGULATION 2g GFR PART Ig26 SUBPART R - STEEL ERECTION, PUBLISHED JANUARY
<br />lb, 2001. MISCELLANEOUS PLATES FOR 6UYIN6 CABLE ATTACHMENTS, TEMPORARY JOIST BRACING, ETC. SHALL BE ADDED AS
<br />REQUIRED. CONTRACTOR SHALL EVALUATE GOLUMN5 AND PROVIDE ADEQUATE BASE PLATE 5HIM5, ADDITIONAL TEMPORARY ERECTION
<br />BOLTS/6LIP5, GUYS, OR TEMPORARY BRACING AS REQUIRED PER 5E6TION 1126.155.
<br />26. STRUCTURAL STEEL, INGLUDING PLATES, ANGLES, CHANNELS, AND RODS, SHALL CONFORM TO A5TM A36, Fy = 56 K5I. WIDE
<br />FLANGE AND AT STEEL SHAPE5 SHALL CONFORM TO A57M W2, Fy = 50 K5I. STEEL PIPE SHALL CONFORM TO A5TM A55, TYPE E
<br />ORS, GRADE 6, Fy = 35 K51. STRUCTURAL TUBING (H55) SHALL CONFORM TO A5TM A500, GRADE 6, Fy s 46 K5I. ANCHOR
<br />BOLTS SHALL CONFORM TO ASTM F1554 (36 K5I). 5TEEL-TO-STEEL CONNECTION BOLTS SHALL CONFORM TO ASTM A325.
<br />27. DIMEN51ONAL TOLERANGE FOR STRUCTURAL STEEL MEMBERS SHALL BE PER THE AI56 CODE OF STANDARD PRACTICE FOR STEEL
<br />BUILDINGS AND BRIDGES, SECTION 6.4 AND A5TM SPECIFICATION A6, UNLE55 SPECIFICALLY ALLOWED BY THE ENGINEER,
<br />COLUMN MEMBERS SHALL NOT BE MODIFIED BY THE ROTARY STRAIGHTENING PROCESS.
<br />28. BOLTS IN GONNEGTION5 NOT SPECIFIED A5 5LIP®6RITI6AL NEED ONLY BE T16HTENED TO THE 5NU6 TIGHT CONDITION. THE
<br />SNUG TIGHT CONDITION I5 DEFINED AS THE T16HTNES5 THAT EXISTS AHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. IF A
<br />SLOTTED HOLE OCCURS IN AN OUTER PLY, A FLAT HARDENED AA5HER OR COMMON PLATE WASHER SHALL BE INSTALLED OVER THE
<br />SLOT.
<br />2a. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.5.G. AND A.A.5. STANDARDS AND SHALL BE PERFORMED BY A.A.B.O.
<br />GERTIFIED WELDER5 U5IN6 EIOXX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.5.) SHALL BE USED. DO NOT
<br />PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD AELDED, OR REMOVE PAINT AND 6ALVANIZIN6 IN FIELD PRIOR TO AEL_DIN6.
<br />WELDING of GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED U5IN6LOW HYDROGEN ELECTRODES. WELDING
<br />WITHIN 4" OF COLD SEN05 IN REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCEMENT NOTE FOR MATERIAL REQUIREMENTS
<br />OF WELDED BARS.
<br />THE WELD SYMBOLS SHORN ON THE DRAWIN65 ARE INTENDED ONLY TO AID THE CONTRACTOR IN THE DETERMINATION OF FIELD
<br />VERSUS SHOP AELDIN6. THE CONTRACTOR SHALL WORK AITH THE FABRICATOR AND ERECTOR TO COORDINATE THE FINAL
<br />DETERMINATION OF FIELD VER5U5 SHOP WELDS TO ACCOMMODATE THE CONSTRUCTION SEQUENCING OF THE PROJECT,
<br />50. FRAMIN6 LUMBER SMALL BE KILN DRIED OR MG-11, AND GRADED AND MARKED IN GONFORMANGE WITH W.G.L.B. 5TANDARD
<br />GRADING RULES FOR WEST 6OA5T LUMBER NO. 11. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
<br />JOISTS: (2x AND 3x MEMBERS) DOUG FIR NO. 2
<br />MINIMUM BASIC DESIGN 5TRE55, Fb = gOO P51, Fv = 1b0 PSI, E = 1600 KSI
<br />(4x MEMBERS) DOU6 FIR NO. 1
<br />MINIMUM BASIC DE516N STRESS, Fb 1000 P5I, Fv 180 P51, E o 1i00 K5I
<br />BEAMS AND STRINGERS: HEM -FIR NO. 2
<br />(INGLUDING bx AND LARGER MEMBERS) MINIMUM BA516 DESIGN STRESS, Fb a b50 P51, Fv 150 Psi, E m 1500 K5I
<br />POSTS: (4x AND LARGER MEMBERS) HEM -FIR NO. 2
<br />MINIMUM BA51G DESIGN 5TRE55, Fc = 1300 P51, E 1500 K51
<br />STUDS, PLATES, LED6ER5 & HEM -FIR STUD GRADE
<br />MISCELLANEOUS L16HT FRAMING: MINIMUM BA516 DESIGN 5TRE55, Fb = 615 PSI, E = 1500 K51
<br />Fo = 800 P51, Ft = 400 P5I
<br />NOTE: FINGER JOINTED STUDS MAY BE SUBSTITUTED ONLY IF THEY
<br />MEET PRE56RIBED BENDING 5TRE55 4 TEN5ION 5TRE55 CRITERIA.
<br />51. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN GONFORMANGE WITH A5TM AND A.I.T.C. 5TANDARDS IN A66ORDANE WITH
<br />156 SECTION 2505,1.5. EACH MEMBER 5HALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND 5HALL BE AG60MPANIED BY AN
<br />A.I.T.C. GERTIFIGATE OF CONFORMANCE. HORIZONTAL MEMBERS AND INCLINED MEMBERS OF LE55 THAN I SLOPE SHALL HAVE A
<br />RADIU5ED CAMBER OF 5,500 FT. UNLE55 OTHERWISE NOTED.
<br />SIMPLE SPAN SEAMS: DOUGLAS FIR COMBINATION 24F=V4
<br />Fb = 2400 P5I, Fv = 265 P51, E = 1bO0 K51
<br />6ONTINUOU5 OR
<br />GANTILEVERED BEAM5: DOUGLAS FIR COMBINATION 24F-Vb
<br />Fb = 2400 P51, Fv = 265 PSI, E 9 1bOO K51
<br />GLUED LAMINATED MEMBERS EXP05ED TO WEATHER OR MOISTURE SHALL BE TREATED WITH A NON=CORROSIVE, APPROVED
<br />PRESERVATIVE.
<br />52. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRU55E5 SHALL BE DESIGNED, BY THE MANUFACTURER IN AGGORDANGE WITH
<br />AN5I/TPI 1-2014 AND 166 SECTION 2303.4 FOR THE SPANS AND 6ONDITION5 5HOAN ON THE DRAWIN65.
<br />DESIGN LOADS SHALL BE AS FOLLOA5:
<br />TOP CHORD LIVE LOAD PER DE516N LOADING CRITERIA
<br />BOTTOM CHORD LIVE LOAD PER DE516N LOAOIN6 CRITERIA
<br />TOP GHORD DEAD LOAD 11 PSF
<br />BOTTOM CHORD DEAD LOAD 10 P5F
<br />WIND UPLIFT ( TOP CHORD) 26/ 1 M P5F (ASP NET/6RO55)
<br />THE TRU55 MANUFACTURER SHALL COORDINATE LOCATIONS AND SUPPORT CONFIGURATIONS OF PLUMBING, MECHANICAL UNITS,
<br />DUCTS, AND/OR OTHER MI56ELLANEOU5 ITEM5 WITH THE CONTRACTOR PRIOR TO TRU55 FABRICATION. THE TRU55 MANUFACTURER
<br />SHALL DESIGN TRU55E5 TO SUPPORT ALL LOADS ASSOCIATED WITH SUCH ITEMS. THE TRUSS SHOP DRAWIN65 SHALL INCLUDE ALL
<br />DESIGN LOA95 AND APPROVED HANGER CONNECTION DETAILS TO TRU55 6HORD5 FOR SUPPORT OF HUNG MECHANICAL SYSTEM
<br />COMPONENTS.
<br />WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (6AN6NAIL OR EQUAL). SHOP PRAAIN65 AND 6ALGULATION5 SHALL
<br />BE PROVIDED AS A DEFERRED SUBMITTAL TO THE ARCHITECT AND 5TRU6TURAL ENGINEER PER GENERAL STRUCTURAL NOTE 15,
<br />SHOP DRAWIN65 SHALL INDICATE SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC. EXACT COMPOSITION
<br />OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRU55E5, 5TEP=ROAN TRUSSES, ETC.)
<br />SHALL BE DETERMINED BY THE MANUFACTURER UNLESS OTHERWISE NOTED ON THE DRAWIN65. THE TRUSS MANUFACTURER SHALL
<br />PROVIDE ALL TRU55-TO-TRU55 AND TRU55-TO=BEAM/J0I5T CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. THE
<br />TRUSS MANUFACTURER SHALL DESIGN AND PROVIDE DETAIL5 FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRI96IN6.
<br />55. ROOF, FLOOR � NALL 5HEATHIN6 SHALL BE APA RATED, EXTERIOR OR EXP05URE 1 PLYWOOD OR ORIENTED STRAND BOARD (056)
<br />IN CONFORMANCE WITH 166 SECTION 2505.1.5. 5HEATHIN6 SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY
<br />PRODUCT STANDARDS DOG PS 1=0g, P5 2-10, OR APA PRP-10b PERFORMANCE STANDARDS AND POL16IE5 FOR 5TRU6TURAL USE
<br />PANELS. SEE DRAWIN65 FOR THICKNESS, SPAN RATING, AND NAILING REQUIREMENTS. UNLESS OTHERWISE NOTED, WALL
<br />SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING OF 24/0. GLUE FLOOR 5HEATHIN6 TO ALL SUPPORTING MEMBERS AITH
<br />ADHE5IVE CONFORMING TO A5TM 5PE6IFI6ATION 054g6.
<br />54. ALL PRE55URE-TREATED (P.T.) WOOD MEMBERS 5PE61FIEP ON THE DRAWIN65 THAT OCCUR ABOVE GROUND AND 6ONTINUOU5LY
<br />PROTECTED FROM M015TURE (INTERIOR LOCATIONS) 5HALL BE PRE55URE=TREATED WITH DOT 50PIUM BORATE (5BX) WITHOUT
<br />Na5i02, AT LOCATIONS PERMANENTLY EXP05ED TO WEATHER OR IN CONTACT WITH THE GROUND, WOOD MEMBERS 5HALL BE
<br />PRESSURE -TREATED WITH COPPER AZOLE 6A-5 (HEM -FIR ONLY), OR ALKALINE COPPER QUAT (AGO-6 FOR DOU6LAS=FIR, OR A60-D
<br />FOR HEM -FIR) PRESERVATIVES UNLESS OTHERN15E NOTED. AMMONIAGAL GOPPER ZING ARSENATE (ACZA) PRESERVATIVE, OR OTHER
<br />PRESERVATIVES WITH AMMONIA CARRIERS, SHALL NOT BE USED.
<br />SEE GENERAL STRUCTURAL NOTES 35 AND 3b FOR MATERIAL REQUIREMENTS OF CONNECTORS AND FASTENERS IN
<br />CONTACT WITH PRE55URE=TREATED MEMBER5.
<br />INSTALL 2 LAYERS OF ASPHALT -IMPREGNATED BUILDIN6 PAPER BETWEEN UNTREATED LED6ER5, BLOCKING, ETC., AND CONCRETE OR
<br />MASONRY.
<br />1052
<br />20
<br />JOH S®N BRAUNDINC.
<br />16200 52nd Ave. South
<br />Suite 300
<br />Seattle, WA 93138
<br />Phone 206.766.3300
<br />www.johnsonbraund.com
<br />ARCHITECTURE
<br />INTERIOR DESIGN
<br />Greg L. Allwine, ABA
<br />Jeffrey A. Williams, AIA
<br />001 SECOND AVENUE -SUITE 900
<br />"TTLE, WA 90104
<br />P: 206/343-0460
<br />P: 206/343=5691
<br />A CONSULTING
<br />STRUCTURAL AND CIVIL
<br />ENGINEEKING CORPORATION
<br />ISSUE DATE. Issue Date
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<br />GENERAL
<br />STRUCTURAL NOTES
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