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<br />CRITERIA:
<br />1.1 ALL MATERIALS, NORKMAN5DIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWING5,
<br />SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION.
<br />1.2 DESIGN LOADING CRITERIA:
<br />ROOF LIVE LOAD (5NON), Pf 25 P5F
<br />FLOOR LIVE LOAD (RESIDENTIAL) 40 P5F
<br />RIND DESIGN CRITERIA:
<br />(A5CE i-05, SECTION (5.4, METHOD I e 51MPLIFIED PROCEDURE)
<br />1. ULTIMATE WIND SPEED (5®5EC GUST) 110 MPH
<br />2. WIND IMPORTANCE FACTOR, IN 1.0
<br />5. FXP05URE B
<br />4. INTERNAL PRF55URE COEFFICIENT N/A
<br />5. COMPONENTS AND CLADDING REFER TO DRANIN65
<br />6. WIND 5PEED®UP FACTOR Kzt ® 1.00
<br />SEISMIC DESIGN CRITERIA.
<br />I. SEISMIC USE GROUP 1
<br />2. 5E15MIC IMPORTANCE FACTOR IE ® 1.0
<br />5. MAPPED SPECTRAL ACCELERATION, SHORT PERIOD 5s ® 1.2g5
<br />4. MAPPED SPECTRAL ACCELERATION, Im5ECOND PERIOD 51 e 0.4611
<br />5. 51TE CLASS D
<br />6. SPECTRAL RESPONSE COEFFICIENT, SHORT PERIOD 5D5 e 0.56
<br />i. 5PECTRAL RESPONSE COEFFICIENT, 1-5ECOND PERIOD 5D1 0.4c
<br />5. SEISMIC DESIGN CATEGORY D
<br />q. BA51C 5EI5MIC-FORCE®RE515TANCE 5Y5TEM PLYWOOD SHEAR WALL5
<br />10. RE516N BASE SMEAR V o 2.6 KIPS (ADDITION ONLY)
<br />11. SEISMIC RESPONSE COEFFICIENT as ® 0.15W
<br />12. RESPONSE MODIFICATION FACTOR R ® (0.5
<br />15. ANALY515 PROCEDURE USED EGUIV. LATERAL FORCE (A5CE 01.5.5)
<br />1.5 STRUCTURAL 2RAWIN65 SHALL BE USED IN CONJUNCTION KITH ALL OTHER PROJECT DOCUMENTS FOR
<br />BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR
<br />COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION.
<br />1.4 CONTRACTOR SMALL VERIFY ALL EXISTING DIMEN51ON5 AND CONDITIONS PRIOR TO COMMENCING
<br />ANY WORK. DIMENSIONS OF EXISTING CONDITION5 5HONN ON THE DRAWIN65 MUST BE VERIFIED.
<br />1.5 CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL
<br />COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE SEEN COMPLETED IN ACCORDANCE WITH THE
<br />DRAM I NG5.
<br />1.6 CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS,
<br />TECHNIQUES, 5EQUENCE5 OR PROCEDURES REQUIRED TO PERFORM THE NORK.
<br />I.i CHANGES TO THESE DRANIN65 THAT AFFECT THE STRUCTURAL DESIGN ARE THE RESPONSIBILITY OF
<br />THE CONTRACTOR. THE ENGINEER SHOULD BE INFORMED OF ANY STRUCTURAL CHANGES.
<br />1.5 DRANIN65 INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. NHERE CONDITIONS ARE
<br />NOT SPECIFICALLY INDICATED BUT ARE OF 51MILAR CHARACTER TO DETAILS 5HONN, 51MILAR
<br />DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEN AND APPROVAL BY THE ARCHITECT
<br />AND THE STRUCTURAL ENGINEER.
<br />I.q ALL STRUCTURAL 5Y5TEM5 6OMP05ED OF COMPONENTS TO BE FIELD ERECTED SHALL ICE
<br />5UPERVI5ED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND
<br />ERECTION IN ACCORDANCE KITH INSTRUCTIONS PREPARED BY THE SUPPLIER.
<br />1.10 SEISMIC BRACING OF MECHANICAL UNITS AND OTHER MECHANICAL FIXTURES NOT SPECIFICALLY
<br />5HONN ON THE PROJECT MECHANICAL DRAWINGS SHALL BE DESIGNED BY A PROFF-55IONAL
<br />ENGINEER REGISTERED IN THE STATE OF WA5HIN6TON. THE MECHANICAL CONTRACTOR MUST WIRE THE
<br />ENGINEER AND IS RESPONSIBLE FOR ALL COSTS RELATED TO THE PURCHASE AND INSTALLATION OF
<br />SEISMIC BRACING.
<br />1.11 DEFERRED SUBMITTALS: SHOP DRAWINGS FOR DEFERRED SUBMITTAL ITEMS SHALL INCLUDE THE
<br />DESIGNING PROFF55IONAL ENGINEER'S STAMP, STATE OF NASHINGTON, AND SHALL BE APPROVED BY
<br />THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEN BY THE ENGINEER OF RECORD FOR LOADS
<br />IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER 15 RESPONSIBLE FOR CODE
<br />CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON
<br />ARCHITECTURAL OR STRUCTURAL DRANIN65. DEFERRED SUBMITTALS SHALL INDICATE MAGNITUDE
<br />AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE
<br />INCLUDED IN THE SUBMITTAL. THE ARCHITECT SHALL FORNARD ALL REVIEWED DEFERRED
<br />SUBMITTALS TO THE BUILDING OFFICIAL FOR APPROVAL.
<br />1.12 SPECIAL INSPECTION SHALL ICE 5UPERVI5ED IN ACCORDANCE KITH SECTION Ii04 OF THE IbC BY A
<br />QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT. THE ARCHITECT AND ENGINEER SHALL
<br />BE FURNISHED KITH COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS. SPECIAL INSPECTION
<br />SHALL BE PERFORMED ON CAST IN PLACE CONCRETE NALL5.
<br />1.15 CHAN6E5 TO THESE PRANIN65 THAT AFFECT THE STRUCTURAL DE516N ARE THE RE5PON51BILITY OF
<br />THE CONTRACTOR. THE ENGINEER SHALL BE INFORMED OF ANY STRUCTURAL CHANGES ONCE
<br />RECEIVED STRUCTURAL CHANGES HILL BE SUBMITTED TO THE CITY FOR APPROVAL.
<br />6E0TEGHNIGAL:
<br />2.1 FOUNDATION NOTES: ALLONABLE 501L PRESSURE, LATERAL EARTH PRESSURE, AND SOIL PROFILE
<br />TYPE ARE ASSUMED AND THEREFORE MUST BE VERIFIED. IF SOILS ARE FOUND TO BE OTHER THAN
<br />ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR P0551BLE FOUNDATION REDESIGN. FOOTINGS
<br />SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 15" BELON ADJACENT FINISHED GRADE.
<br />UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELON COLUMNS OR HALLS ABOVE.
<br />BACKFILL BEHIND ALL RETAINING HALLS KITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR
<br />SU55URFACE DRAINAGE.
<br />ALLONABLE SOIL PRESSURE 1500 P5F
<br />2.2 EXPANSION BOLTS INTO CONCRETE SHALL BE "NFDGE®ALL", AS MANUFACTURED BY SIMPSON
<br />5TRON6®TIE AND INSTALLED IN STRICT ACCORDANCE NITH ICC REPORT NO. ER®5651, INCLUDING
<br />MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SMALL BE SUBMITTED
<br />FOR REVIEN KITH ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN
<br />ADDITION, FOR WIND OR SEISMIC APPLICATIONS, SUBSTITUTIONS SHALL MEET ICC ACCEPTANCE
<br />CRITERIA A601. SPECIAL INSPECTION 15 REQUIRED FOR ALL EXPANSION BOLT INSTALLATION.
<br />EXPANSION BOLTS SMALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLT5 UNLE55
<br />SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER.
<br />2.5 DRIVE PINS AND OTHER PONDER -ACTUATED FASTENERS SHALL BE ITN RAMSET/RED BEAD LOIN
<br />VELOCITY TYPE (5ERIE5 1500, 0.14" DIAMETER UNLE55 OTHERWI5E NOTED), OR AN APPROVED
<br />EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE NITH 1650 REPORT NO.
<br />165q. MINIMUM EMBEDMENT IN CONCRETE SHALL BE I" UNLESS OTHERWISE NOTED. MAINTAIN AT
<br />LEAST 5" TO NEAREST CONCRETE EDGE.
<br />2A EPDXY -GROUTED RODS OR REBAR TO CONCRETE SPECIFIED ON THE DRAWIN65 SHALL BE GROUTED
<br />KITH "SET EPDXY -TIE ADHESIVE" AS MANUFACTURED BY 51MP50N 5TRON6-TIE. INSTALL IN STRICT
<br />ACCORDANCE WITH ICC REPORT NO. 52114, INCLUDING MINIMUM EMBEDMENT REQUIREMENT5.
<br />SUBSTITUTES PROP05ED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW KITH ICC REPORTS
<br />INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, FOR WIND OR SEISMIC
<br />APPLICATIONS, 5U355TITUTION5 SHALL MEET ICC ACCEPTANCE CRITERIA AC55. SPECIAL INSPECTION
<br />OF EPDXY -GROUTED ANCHOR INSTALLATION 15 REQUIRED.
<br />G0Nr.,ETE:
<br />5.1 CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE KITH IBC
<br />SECTION IgO5 AND ACI 501. CONCRETE SHALL ATTAIN A 25-DAY STRENGTH OF f'c ® 2,500 PSI AND
<br />MIX SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS.
<br />5.2 REINFORCING STEEL SHALL CONFORM TO A5TM A615, GRADE 60, fy = 60,000 P51. EXCEPTIONS
<br />BARS SPECIFICALLY NOTED AS SUCH ON THE DRANIN65 SHALL ICE GRADE 40, fy ® 40,000 P51.
<br />WELDED WIRE FABRIC SHALL CONFORM TO ASTM A155.
<br />5.5 REINFORCING STEEL SHALL BE DETAILED (INCLUDING DOOK5 AND BENDS) IN ACCORDANCE WITH ACI
<br />515-cllci AND 515-02. LAP ALL CONTINUOUS REINFORCEMENT 2'-0" MINIMUM. PROVIDE CORNER BAR5
<br />AT ALL WALL AND FOOTING INTERSECTIONS AND LAP 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL
<br />BE MADE IN ACCORDANCE WITH ACI 515®5q, CLASS B. LAP ADJACENT MATS OF WELDED WIRE
<br />FABRIC A MINIMUM OF 5" AT SIDES AND ENDS.
<br />5.4 CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLON5:
<br />FOOTIN65 AND UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXP05ED TO EARTH 5"
<br />FORMED SURFACES EXPOSED TO EARTH OR FATHER (6 BAR5 OR LARGER) 2"
<br />(5 BARS OR SMALLER.) ! //2"
<br />5.5 CA5T-IN-PLACE CONCRETE: SEE ARCHITECTURAL DRANIN65 FOR EXACT LOCATIONS AND
<br />DIMENSIONS OF DOOR AND NINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL
<br />DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENING5 THROUGH CONCRETE
<br />HALLS. SEE ARCHITECTURAL PRANIN65 FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS,
<br />COLOR, TEXTURE, AND OTHER FIN15H DETAILS AT ALL EXPOSED CONCRETE SURFACES.
<br />STEEL:
<br />5.1 STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS
<br />OF THE A.I.S.C. 5PECIFICATION5 AND CODES:
<br />I. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS®ALLONAISLE 5TRE55 AND PLASTIC DESIGN, OR
<br />LOAD AND RESISTANCE FACTOR DE516N SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS.
<br />2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, ADOPTED JUNE 10, 1ga2,
<br />AMENDED BY THE DELETION OF THE FOLLOWING PHRASE IN PARAGRAPH 4.2.1: "THIS APPROVAL
<br />CON5TITUTE5 ACCEPTANCE BY THE ONNER'5 AUTHORIZED REPRESENTATIVE OF DE51GN
<br />RESPONSIBILITY FOR THE STRUCTURAL ADEQUACY OF SUCH CONNECTIONS."
<br />5.2 STRUCTURAL STEEL INCLUDING PLATES, ANGLES, AND RODS, SHALL CONFORM TO A5TM A56, Fy w 56
<br />K51. STEEL 5HAPES SHALL CONFORM TO A5TM A5i2, Fy ® 50 KSI. STEEL PIPE SHALL CONFORM TO
<br />ASTM A55, TYPE E OR 5, GRADE B, Fy a 55 KSI. STRUCTURAL TUBING SMALL CONFORM TO ASTM
<br />A500, GRADE 5, Fy o 46 K51. ANCHOR BOLTS AND CONNECTION BOLTS SHALL CONFORM TO A5TM
<br />A501.
<br />5.5 DIMEN51ONAL TOLERANCE FOR STRUCTURAL STEEL MEMBERS SHALL 5E PER THE A156 CODE OF
<br />STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, SECTION 6.4 AND ASTM SPECIFICATION
<br />Ab. UNLE55 SPECIFICALLY ALLONED BY THE ENGINEER, COLUMN MEMBERS SHALL NOT BE MODIFIED
<br />BY THE ROTARY STRAIGHTENING PROCESS.
<br />5.4 ARCHITECTURALLY EXPOSED STRUCTURAL, STEEL SHALL CONFORM TO SECTION 10 OF THE A.I.S.C.
<br />CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, ADOPTED JUNE 10, 1gg2. ANY
<br />STEEL THAT 15 TO BE EXP05ED TO VIEN UPON COMPLETION OF THE PROJECT SHALL BE CONSIDERED
<br />ARCHITECTURALLY EXP05ED.T.
<br />5.5 ALL MELDING SHALL BE IN CONFORMANCE NITW A.I.5.0. AND A.N.5. STANDARDS .AND SHALL BE
<br />PERFORMED 5Y N.A.S.O. CERTIFIED NELDER5 USING F IOXX ELECTRODES. ONLY PREOUALIFIED
<br />NELD5 (AS DEFINED BY A.N.S) SHALL BE USED. MELDING OF GRAVE 60 REINFORCING BARS OF
<br />REQUIRED) SHALL BE PERFORMED USING LON HYDROGEN ELECTRODES. WELDING OF GRADE 40
<br />REINFORCING BAR5 (IF REQUIRED) SMALL BE PERFORMED USING EiOXX ELECTRODES. WELDING
<br />NITHIN 4" OF COLD BENDS IN REINFORCING STEEL 15 NOT PERMITTED. SEE REINFORCEMENT NOTE
<br />FOR MATERIAL REQUIREMENTS OF WELDED BARS.
<br />\®op:
<br />6.1 FRAMING LUMBER SHALL BE KILN DRIED OR MC-101, AND GRADED AND MARKED IN CONFORMANCE
<br />NITD N.C.L.B. STANDARD GRADING RULES FOR NEST COAST LUMBER NO. 1-7. FURNISH TO THE
<br />FOLLONIN% MINIMUM STANDARDS:
<br />JOISTS, BEAM5, 5TRINGER5 4 LEDGERS:
<br />(2x MEMBERS) HEM -FIR NO. 2
<br />Fb ® 55O P51, Fv e 150 P51, Pape 405, E 1500 KSI
<br />(4x MEMBERS) DOUGLAS FIR -LARCH NO. 2
<br />Fb ® qOO P51, Fv 150 P51, Fcp o 625, E o 1600 K51
<br />(BUILT-UP 2x BEAMS) HEM -FIR NO. 2
<br />Fb ® 550 P51, Fv 150 PSI, Pap 405, E = 1500 K51
<br />((ox � LARGER MEMBERS) DOUGLAS FIR -LARCH NO. 2
<br />Fb m 0,75 PSI, Fv ® 1,70 PSI, Fop 625, E o 1500 K51
<br />POSTS: (4x MEMBERS) HEM -FIR NO. 2
<br />Fa e 1500 PSI, Fb e 550 PSI, E 1500 K51
<br />(bx 4 LARGER MEMBERS) DOU6LA5 FIR -LARCH NO. 2
<br />Fc a i00 P51, Fb 150 P51, F o 1500 K51
<br />(BUILT-UP 2x POSTS) HEM -FIR NO. 2
<br />Fb e 550 PSI, Fv o 150 P51, Pap o 405, E = 1500 K51
<br />6.2 GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH A5TM AND A.I.T.C.
<br />STANDARDS. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND 5HALL BE
<br />ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. FURNI5H TO THE FOLLOWING MINIMUM
<br />STANDARDS:
<br />SIMPLE SPAN BEAMS: DOUGLAS FIR COMBINATION 24F®V4
<br />Fb 6 2400/1500 PSI, Fv a 240 PSI, E ® 1500 KSI
<br />CAMBER ALL GLULAM BEAMS TO 5,500' RADIUS, UNLE55 OTHERN15E NOTED. GLUED LAMINATED
<br />MEMBERS EXP05ED TO WEATHER OR MOISTURE SHALL BE TREATED KITH AN APPROVED
<br />PRESERVATIVE.
<br />w®®D CONT.:
<br />6.5 ENGINEERED WOOD SMALL BE MANUFACTURED UNDER A PROCESS APPROVED BY THE NATIONAL
<br />RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT
<br />NUMBER OF THE MANUFACTURER, THE GRADE, THE NER REPORT NUMBER, AND THE QUALITY CONTROL
<br />AGENCY. ALL ENGINEERED NOOD SHALL ICE MANUFACTURED IN ACCORDANCE WITH THE NATIONAL
<br />EVALUATION SERVICE, INC., REPORT NO. NER®451. ALL MEMBERS SHALL BE MANUFACTURED KITH A
<br />NATERPROOF ADHE51VE MEETING THE REQUIREMENTS OF ASTM D255q NITH ALL STRANDS ORIENTED
<br />PARALLEL KITH THE LENGTH OF THE MEMBER. FURNISH TO THE FOLLOWING MINIMUM STANDARDS!
<br />BEAMS:
<br />LAMINATED STRAND LUMBER (L,SL)
<br />Fb ® 2525 PSI, Fv 510 P51, E 1550 K51
<br />Fb = 1100 PSI, Fv 400 P51, E 1500 K51 (DEPTH < -0//")
<br />LAMINATED VENEER LUMBER (LVL)
<br />Fb m 2600 PSI, Fv ® 255 P51, E ® IgOO K51
<br />PARALLEL STRAND LUMBER (P5L)
<br />Fb o 2gOO P51, Fv = 2qO P51, E g 2000 K51
<br />RIM BOARD:
<br />LAMINATED STRAND LUMBER (L5L)
<br />Fb = MOO P51, Fv ® 255 P51, E a 1500 KSI
<br />DESIGN 5HONN ON THE DRANIN65 15 BASED ON LUMBER MANUFACTURED BY TRU5®JO15T MACMILLAN.
<br />ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO RFVIEW AND APPROVAL BY THE ARCHITECT
<br />AND STRUCTURAL ENGINEER. ALL DANGERS AND OTHER HARDNARE NOT 5DOWN SHALL BE DF-516NF-D
<br />AND SUPPLIED BY THE JOIST MANUFACTURER.
<br />6.4 DECKING SMALL BE IN ACCORDANCE KITH AITC 112®015. FURNISH TO THE FOLLOWING MINIMUM
<br />STANDARDS:
<br />DOUGLAS FIR -LARCH OR DOUGLAS FIR -LARCH (NORTH) COMMERCIAL QUALITY
<br />MINIMUM BA510 DESIGN 5TRE55
<br />Fb ® 1650 P51, E m MOO K51
<br />6.5 PREFABRICATED CONNECTOR PLATE WOOD ROOF AND FLOOR TRUSSES SMALL ICE DESIGNED 5Y THE
<br />MANUFACTURER 1N ACCORDANCE KITH TPI 1-2001 FOR THE 5PAN5 AND CONDITIONS 5HONN ON THE
<br />DRAWINGS. WOOD TRU55E5 SHALL UTILIZE APPROVED CONNECTOR PLATES (MITEK, ITN OR OTHER
<br />APPROVED TRU55 PLATE MANUFACTURER). UNLE55 OTHERWISE NOTED, LOADING SHALL BE AS
<br />FOLLOWS:
<br />ROOF LOADING
<br />TOP CHORD LIVE LOAD IN ACCORDANCE KITH CRITERIA SECTION (SNOW OR ROOF LIVE LOAD)
<br />BOTTOM CHORD LIVE LOAD IN ACCORDANCE NITW CRITERIA SECTION (ATTIC LOAD)
<br />TOP CHORD DEAD LOAD 10 P5F
<br />BOTTOM CHORD DEAD LOAD 5 P5F
<br />NI ND UPLIFT (TOP CHORD) 15 PSF
<br />FOR TRUSSES SPANNING 60-FEET OR GREATER, THE ONNER SHALL CONTRACT KITH ANY QUALIFIED
<br />REGISTERED DESIGN PROFESSIONAL FOR THE DESIGN OF THE TEMPORARY INSTALLATION
<br />RE5TRAINT/BRACIN6 AND THE PERMANENT INDIVIDUAL TRU55 MEMBER RE5TRA I NT/BRAC I NG. A
<br />PRECONSTRUCTION MEETING SHALL BE ARRANGED INCLUDING THE ENGINEER, TRUSS MANUFACTURER,
<br />CONTRACTOR, FRAMING SUPERVISOR, AND CRANE OPERATOR TO REVIEN THE HANDLING,
<br />INSTALLATION AND BRACING PRIOR TO DELIVERY OF TRUSSES.
<br />6.6 ROOF, FLOOR 4 NALL 5HEATHIN6 SHALL BE APA RATED, EXTERIOR OR EXPOSURE I PLYWOOD OR
<br />055. SHEATHING SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY PRODUCT
<br />STANDARDS DOC P5®1 OR DOC P5®2, OR APA PRP-105 PERFORMANCE 5TANDARD5 AND POLICIES
<br />FOR STRUCTURAL USE PANELS. SEE DRAWINGS FOR THICKNE55, SPAN RATING, AND NAILING
<br />REQUIREMENTS. UNLESS OTHERWISE NOTED, NALL SHEATHING SHALL BE 1/2" (NOMINAL) KITH SPAN
<br />RATING OF 24/0. GLUE FLOOR SHEATHING TO ALL SUPPORTING MEMBERS KITH ADHESIVE
<br />CONFORMING TO APA SPECIFICATION A176@01.
<br />6.1 ALL WOOD PLATES IN DIRECT CONTACT NITD CONCRETE OR MA50NRY SHALL BE PRE55URE-TREATED
<br />NITH AN APPROVED PRESERVATIVE. PROVIDE 2 LAYERS OF ASPHALT- IMPREGNATED BUILDING
<br />PAPER ISETNEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY,
<br />6.5 TIMBER CONNECTOR5 SHALL BE "STRONG -TIE" BY 51MP50N COMPANY, AS SPECIFIED IN THEIR
<br />CATALOG NO, 0®2006. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY
<br />MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE KITH THE MANUFACTURER'S
<br />INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, CENTER STRAP ON JOINT AND
<br />PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER, NITH EQUAL NUMBER
<br />AND SIZE OF FASTENERS IN EACH MEMBER.
<br />TIMBER CONNECTORS IN CONTACT KITH TREATED NOOD SHALL BE ZMAX/HDG OR 5TAINLE55 5TEEL
<br />AND THE FA5TENER5 SHALL BE GALVANIZED IN ACCORDANCE KITH A5TM A155 OR 5TAINLE55 STEEL.
<br />(NOOD TREATED KITH ZINC BORATE EXEMPT.)
<br />&A BOLT5 AND LAG SCREN5 IN HOOD MEMBERS SHALL CONFORM TO A5TM A50,7. THREADED RODS
<br />SHALL CONFORM TO ASTM A56. PROVIDE NA5HER5 UNDER THE BEADS AND NUTS OF ALL BOLTS,
<br />ROD5 AND LAG SCREN5 BEARING ON HOOD INSTALLATION OF BOLTS SHALL CONFORM TO 2001
<br />ND5 SECTION 11.1.2, AND INSTALLATION OF LAG 5CREN5 SHALL CONFORM TO 2001 ND5 SECTION
<br />NAILING: ALL NAILS SPECIFIED ON THE SHALL BE AS FOLLON5:
<br />FRAMING NAILS: 0.151 "'P x 5V4"
<br />SHEATHING NAILS: 0.15I"-p x 26,
<br />DECKING NAILS: 0.162"41 x 5/2"
<br />ALL METAL FASTENERS IN CONTACT KITH TREATED NOOD SHALL BE OALVANIZED IN ACCORDANCE
<br />NITD A5TM A155 OR 5TAINLF-55 STEEL. (HOOD TREATED KITH ZINC BORATE EXEMPT.)
<br />6.10 HOOD FRAMING NOTES: THE FOLLOWING APPLY UNLESS OTHER.NISE NOTED ON THE DRAWINGS:
<br />A. ALL NOOD FRAMING DETAILS SHALL ICE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE I15C.
<br />MINIMUM NAILING SHALL CONFORM TO IBC TABLE 2504.q.1 OR NER®212. COORDINATE THE 51ZE
<br />AND LOCATION OF ALL OPENINGS KITH MECHANICAL AND ARCHITECTURAL DRANINGS.
<br />B. NALL FRAMING: ALL STUD NALL5 SHALL BE 2x4 STUDS ® 16"®c. AT INTERIOR NALL5 AND 2xb
<br />16"®c AT EXTERIOR WALLS. TNO STUDS MINIMUM SHALL BE PROVIDED AT THE ENDS OF ALL
<br />NALL5, AT EACH SIDE OF ALL OPENINGS, AND AT THE ENDS OF ALL BEAMS AND HEADERS. (2)
<br />2x5 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS. SOLID BLOCKING FOR HOOD
<br />COLUMNS
<br />SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELON.
<br />ALL STUD NALL5 SHALL HAVE THEIR LONER NOOD PLATES ATTACHED TO HOOD FRAMING
<br />{5ELON
<br />KITH FRAMING NAILS AT 12" ®c 5TA66ERED OR BOLTED TO CONCRETE KITH 5/5" DIAMETER
<br />ANCHOR BOLTS (EMBED 1") @ 6®0"®c. INDIVIDUAL MEMBERS OF 15UILT®UP STUD POSTS SHALL ICE
<br />NAILED TO EACH OTHER NITD FRAMING NAILS ® 12"®c STAGGERED.
<br />C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT
<br />EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR
<br />ROOFS. PROVIDE BRIDGING @ 5'®O"oc AND 50LID BLOCKING AT ALL BEARING POINTS.
<br />TOENAIL
<br />.JOISTS TO SUPPORTS KITH TWO FRAMING NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR
<br />BEAMS KITH SIMP50N METAL JOIST HANGERS IN ACCORDANCE KITH NOTES ABOVE. NAIL ALL
<br />MULTI -JOIST BEAMS TOGETHER V41TH FRAMING NAILS ® 12"®c STAGGERED.
<br />ROOF AND FLOOR SHEATHING SHALL BE LAID UP KITH GRAIN
<br />PERPENDICULAR TO SUPPORTS AND
<br />NAILED KITH 5d NAILS ® 6"®c TO FRAMED PANEL EDGES AND OVER STUD WALL AS 5HONN ON
<br />THE DRANING5 AND ® 12"®c (10"oc AT FLOORS) TO INTERMEDIATE SUPPORTS. PROVIDE
<br />APPROVED PANEL EDGE CLIPS CENTERED BETNEEN JOI5T5/TRU55E5 AT UNBLOCKED ROOF
<br />SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED
<br />TONGUE -AND -GROOVE JOINTS OR SHALL BE SUPPORTED NITW 50LID BLOCKING. ALLOW I/5"
<br />SPACING AT ALL PANEL ED6E5 AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL
<br />BLOCKING
<br />TO SUPPORTS KITH FRAMING NAILS ® 12"®r. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS,
<br />PROVIDE FLAT 2x BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL NITH EDGE NAILING
<br />SPECIFIED.
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