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DESIGN CRITERIA REINFORCING STEEL DIMENSIONAL LUMBER MANUFACTURED LUMBER ABBREVIATIONS:
<br /> A.BOLT ANCHOR BOLT
<br /> CODE: INTERNATIONAL BUILDING CODE-2015 EDITION 1. REFERENCE STANDARDS: ACI"DETAIL MANUAL"AND CRSI MANUAL OF STANDARD 1. MEET THE REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR 1. PARALLEL STRAND LUMBER(PSL)IS TO BE 2.OE PARALLAM MANUFACTURED BY ADD'L ADDITIONAL
<br /> ROOF: 25 PSF NON-SNOW PRACTICE. SOFTWOOD DIMENSIONAL LUMBER.ALL MEMBERS ARE TO BEAR THE STAMP OF THE TRUSJOIST BY WEYERHAUESER OR ENGINEER APPROVED EQUAL. A.F.F ABOVE FINISH FLOOR
<br /> WIND: WWPA.MOISTURE CONTENT AT THE TIME OF FRAMING IS TO BE 19%OR LESS. ALT ALTERNATE
<br /> BASIC WIND SPEED 110 MPH 2. MATERIALS: 2. LAMINATED VENEER LUMBER(LVL)IS TO BE 2.OE MICROLLAM MANUFACTURED BY APPROX APPROXIMATE 9706 4th Avenue NF
<br /> EXPOSURE B A.REINFORCING STEEL: ASTM A615, GRADE 60 2. MINIMUM DIMENSIONAL LUMBER GRADES ARE TO BE: TRUSJOIST BY WEYERHAUESER OR ENGINEER APPROVED EQUAL. ARCH ARCHITECTURAL Suite 300
<br /> TOPOGRAPHICAL FACTOR,Kzt 1.0 B.WELDED WIRE REINFORCING: ASTM A82 AND A185,Fy= 75 KSI WALL STUDS 2x DF STUD GRADE BLKG BLOCKING Seattle,WA 98115
<br /> SEISMIC: WALL PLATES 2x OF STANDARD GRADE 3. LAMINATED STRAND LUMBER(LSL)IS i0 BE: BM BEAM
<br /> SPECTRAL RESPONSE ACCELERATION, Ss 1.416 3. LAP CONTINUOUS REINFORCING BARS 48 BAR DIAMETERS, UNLESS NOTED OTHERWISE B.O.O. BOTTOM OF OPENING 2x Pi DF STANDARD GRADE P:206.523.0024
<br /> SPECTRAL RESPONSE ACCELERATION, S1 0.542 PROVIDE CORNER BARS FOR ALL HORIZONTAL REINFORCEMENT.PROVIDE CORNER PER PLAN AT CONCRETE ' 1Y"WIDE LSL 1.3E OR BETTER BIN BOTTOM F:206.523.1012
<br /> SPECTRAL RESPONSE ACCELERATION, Sds 0.944 JOISTS 2x DF 2 3Yz"WIDE LSL 1.55E OR BETTER BRG BEARING www.dogengr.mm
<br /> BARS OR HOOK BARS(90 OR 180 DEGREE)AT THE END OF ALL HORIZONTAL # MANUFACTURED BY TRUSJOIST BY WEYERHAUESER OR ENGINEER APPROVED EQUAL. BTW BETWEEN
<br /> SPECTRAL RESPONSE ACCELERATION, Sd1 0.542 REINFORCEMENT IN WALLS.A615 STEEL IS NOT TO BE WELDED TO OTHER STEEL HEADERS/BEAMS 4x, 6x DE#2 CLR CLEAR
<br /> SOIL SITE CLASS.Fo 1.000 MEMBERS. POSTS 4x, 6x OF#2 CMU CONCRETE MASONRY UNIT
<br /> SOIL SITE CLASS,Fv 1.500 4. MANUFACTURED I-JOISTS ARE TO BE TJI SERIES MEMBERS AND SPECIFIED IN THE COL COLUMN
<br /> SEISMIC DESIGN CATEGORY D 4. REINFORCEMENT COVER: 3. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED LUMBER. DRAWINGS MANUFACTURED BY TRUSJOIST BY WEYERHAUESER OR ENGINEER GONG CONCRETE
<br /> SEISMIC DESIGN(WOOD LEVELS): FOOTINGS 3 INCHES TO EARTH NAILS AND PLATE WASHERS IN CONTACT WITH TREATED LUMBER SHALL BE APPROVED EQUAL. GONG CONDITION
<br /> RESPONSE MODIFICATION FACTOR,R 1.5(CANTILEVERED COLUMNS) 2 INCHES TO FORMED SURFACE HOT-DIPPED GALVANIZED.ANCHOR BOLTS AND LAG SCREWS IN TREATED LUMBER SHALL CONN CONNECTION
<br /> REDUNDANCY FACTOR 1.0 SLABS 2 INCHES TO EARTH BE HOG OR ZINC COATED.PLAIN CARBON STEEL FASTENERS MAY BE USED WITH WOOD SHEATHING CONSi CONSTRUCTION
<br /> CONT CONTINUOUS
<br /> ZINC-BORATE TREATED LUMBER. DBLBL DOUBLE C. SCl�
<br /> GENERAL CONDITIONS FORMED SURFACE: 1. ROOF SHEATHING.MINIMUM THICKNESS PER PLAN. APA RATED,EXP-1 RATING, DIA DIAMETER �C' °F WASHx%oTa
<br /> EXTERIOR FACE 012 INCHES,#5 BAR AND SMALLER 4. FOUNDATION SILL PLATES ARE TO BE BOLTED TO THE CONCRETE FOUNDATION WITH EDGE SEALED PANELS CONFORMING TO INDENTIACATION INDEX 32116 FOR SLOPES DIM DIMENSION y s
<br /> 2 INCHES, #6 BAR AND LARGER %"6 ANCHOR BOLTS EMBED A MINIMUM 7"OR%"O MECHANICAL ANCHORS EMBED AS GREATER THAN 3/12 AND 40/20 FOR SLOPES 3/12 AND LESS.PROVIDE MINIMUM DL DEAD LOAD
<br /> 1. THE CONTRACTOR SHALL VERIFY AND REVIEW ALL ITEMS WITHIN THE DRAWNGS PRIOR INTERIOR FACE %INCHES FOR SLABS AND WALLS SPECIFIED ON DRAWINGS.PROVIDE A MINIMUM OF TWO BOLTS PER PLATE SECTION A EA EACH
<br /> i/8"CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL I INCHES ON EF EACH FACE s 1 x
<br /> i0 PROCEEDING WITH THE WORK.NOTIFY THE ENGINEER/ARCHITECT IMMEDIATELY WITH iy INCHES FOR BEAMS AND COLUMNS MAXIMUM OF 9"FROM THE PLATE END.MAXIMUM SPACING OF ANCHORS IS i0 BE ,p s7s3. �� 2
<br /> ANY DISCREPANCIES. 4'-0".PROVIDE 0229"x3°SQ. WASHERS Ai ALL ANCHOR BOLTS. WASHER EDGES CENTER ALONG EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, ELEV ELEVATION PPE,`�TUR.,Ed°? 4•� O
<br /> 5. REINFORCING STEEL A615 MAY NOT BE WELDED TO OTHER STEEL ELEMENTS. UNLESS NOTED OTHERWISE. USE 10d COMMON NAILS. EN EDGE NAILING FSg1p
<br /> 2. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE MUST BE WITHIN Yz"OF WALL SHEATHING. EQ EQUAL
<br /> (ACI3.5.2) 2. FLOOR SHEATHING.MINIMUM THICKNESS PER PLAN. APA RATED STURD-I-FLOOR, EQUIP EQUIPMENT smMa
<br /> CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 5. SHOT PIN ATTACHMENTS FOR SILL PLATES ARE TO BE SIMPSON FASTENERS OR EXP-1 RATING, TONGUE AND GROOVE EDGES CONFORMING TO IDENTIFICATION ES EACH SIDE
<br /> 6. REBAR SHALL BE LAPPED PER THE LAP SPLICE LENGTH SCHEDULE BELOW FOR EACH APPROVED ALTERNATE. SHOT PIN SIZES ARE AS FOLLOWS: INDEX 48/24.PROVIDE MINIMUM 1/8"CLEAR BETWEEN PANELS TO ALLOW FOR EXIST EXISTING
<br /> 3. DIMENSIONS ARE NOT i0 BE SCALED FROM THE PLANS,SECTIONS OR DETAILS WITHIN CONCRETE ELEMENT EXT EXTERIOR
<br /> THE DRAWNGS. EXPANSION.NAIL AND GLUE TO SUPPORTS.GLUE ADHESIVE IS TO CONFORM i0 ED FLOOR DRAIN
<br /> PLATE EMBED
<br /> APA SPECIFICATION AFG-01.NAIL 6 INCHES ON CENTER ALONG EDGES AND 12 FDN FOUNDATION
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<br /> 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONSTRUCTION MEANS, THICKNESS MATERIAL SHOT PIN INCHES ON CENTER AT INTERMEDIATE SUPPORTS,UNLESS NOTED OTHERWISE.USE FF FINISH FLOOR =
<br /> REINF LAPIEMBED LENGTH SCHEDULE 10d COMMON NAILS. FG FINISH GRADE a
<br /> METHODS, TECHNIQUES,SEQUENCE AND PROCEDURES. 2x CONIC PDPK-250MG
<br /> FLFR FLUSH FRAMED w w
<br /> LAYOUT PANELS m g
<br /> 2x STEEL PDPA-200 PER FLOOR
<br /> 5. ALL WORK SHALL CONFORM i0 THE MINIMUM STANDARDS OF THE REFERENCED FOOTING PERPENDICULAR w o
<br /> ELEVATED WALL/COLUMN STAGGER PANEL i0 FRAMING, TYP.
<br /> BUILDING AND ALL OTHER REGULATING AGENCIES, EXERCISING AUTHORITY OVER ANY BAR SIZE f00iINGS SOG DOWEL FT FEET �
<br /> SLAB /BEAM � PANEL EDGE NAILING JOINTS, TYP. FTG FOOTING
<br /> PORTION OF THE WORK. EMBEDMENT AT DIAPHRAGM FRT FIRE RETARDANT TREATED
<br /> 6. SPECIFIC NOTES AND DETAILS
<br /> 6. BOLTS IN WOOD BEAMS SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND PERIMETER FS FAR SIDE
<br /> -
<br /> GENERAL NOTES AND SPECIFICATIONS.
<br /> THE DRAWINGS SHALL TAKE PRECEDENCE OVER #4 24" 30" 24" 8" 4 DIAMETERS FROM THE MEMBER EDGE.PROVIDE STANDARD WASHERS FOR ALL NUTS CA GAUGE_ - - GLB GLUE LAMINATED BEAM
<br /> BEARING AGAINST WOOD.#5 30" 36" 30" 10" HOG HOT DIPPED GALVANIZED
<br /> HDR HEADER
<br /> 7. NOTIFY THE ENGINEER OF ALL CHANGES MADE IN THE FIELD PRIOR TO INSTALLATION. 7. FASTEN ALL MEMBERS IN ACCORDANCE WITH IBC TABLE 2304.10.1, UNLESS NOTED _ HICK HANGER
<br /> #6 36" 42" 36" 12" OTHERWISE PROVIDE MINIMUM 1Yz"EMBED FOR ALL NAILS.NAIL SIZES ARE AS
<br /> EDGE NAIL IN _ - HORIZ HORIZONTAL
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<br /> FOUNDATION FOLLOWS: Ai ALL•SUPPORTED, _ __= HT HEIGHT
<br /> #7 48" 60" 48" 14" - I.F. INSIDE FACE
<br /> NAIL MIN,SHANK DIA. PANEL EDGES
<br /> IN INCH
<br /> 1. FOUNDATION DESIGN PARAMETERS PER GEOTECHNICAL REPORT BY EARTH SOLUTIONS
<br /> NW,LLC.,DATED APRIL 1,2019: 8d 0.131" FIELD NAILING PANEL EDGE LL LIVE LOAD
<br /> STRUCTURAL STEEL 10d 0.148" _ AT INTERMEDIATE _ NAILING AT MAX MAXIMUM
<br /> SUPPORTS, TYP ALL PANEL MITCH MECHANICAL
<br /> A. IBC SOIL SITE CLASSIFICATION......................D 16d 0.162' EDGES MFR MANUFACTURER
<br /> 1. REFERENCE STANDARDS: LATEST EDITION OF THE AISC"CODE OF STANDARD BLOCKED MIN MINIMUM
<br /> NI SC MISCELLANEOUS
<br /> B. FOOTING BEARING PRESSURE........................5,000 PSF PRACTICE FOR STEEL BUILDINGS AND BRIDGES". g. HOLES AND NOTCHES IN WOOD MEMBERS ARE TO BE LIMITED AS SUCH: DIAPHRAGM NS NEAR SIDE >
<br /> IF
<br /> OTED
<br /> C. LATERAL EARTH PRESSURE: 2. MATERIALS: PERNPLAN NITS NOT TO SCALE rc
<br /> L/3 O.C. ON CENTER
<br /> • ACTIVE.......................................................35 PCF BOLTS N HOI RS IN THIS AR UNBLOCKED FLAT 2x4 BLKG A7 PARA PARALLEL ,C
<br /> • RESTRAINED...............................................50 PSF STEEL TO WOOD- ASTM A307 DIAPHRAGM ALL UNSUPPORTED PERP PERPENDICULAR N
<br /> N �z TYP,U.N.O. PANEL EDGES PSF POUNDS PER SQUARE FOOT Q
<br /> • PASSIVE.....................................................350 PCF STEEL TO STEEL- ASTM A325 � o�
<br /> • COEFFICIENT OF FRICTION.........................0.40 STEEL TO CONCRETE-HEAVY HEX HEAD ASTM F1554 GR.36 r7 PSI POUNDS PER SQUARE INCH - 23
<br /> WOOD TO CONCRETE-ASTM F1554 GR. 36 ROOF/FLOOR DIAPHRAGM NAILING PT PRESSURE TREATED Y 0 0
<br /> 2. SUBGRADE PREPARATION,DRAINAGE PROVISIONS AND OTHER RELEVANT SOIL W SHAPES- ASTM A992(Fy=50,000 PSI) RAP RAMMED AGGREGATE PIER
<br /> CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. TUBE STEEL- SQ/RECT-ASTM A500-10,GRADE B(Fy-46,000 PSI MIN) _7NLLRjT g 7- 3. WOOD SHEARWALL SHEATHING.MINIMUM THICKNESS PER PLAN. PLYWOOD OR OSB REINF REINFORCING
<br /> APA RATED, EXP-i RATING.NAILING PER DRAWINGS. REGO REQUIRED C
<br /> ROUND-ASTM A500-10, GRADE B(Fy=42,000 PSI MIN) JOIST BEAM SCHD SCHEDULE C
<br /> 3. ALL FOUNDATIONS ARE TO BEAR ON COMPETENT NATIVE SOILS OR COMPACTED
<br /> ALL OTHER STEEL-ASTM A36(Fy=36,000 PSI) SEC SECTION �
<br /> STRUCTURAL FILL STRUCTURAL FILL IS i0 BE COMPACTED TO 95%DENSITY PER ff
<br /> ASTM D-1557. SF SQUARE FEET N B
<br /> SIM SIMILAR
<br /> STRUCTURAL STEEL WELDING SPEC SPECIFICATIONS C
<br /> CONCRETE STD STANDARD Q) 5
<br /> 1. CONFORM TO THE AWS CODES DFI AND DI.3.USE ONLY STATE CERTIFIED WELDERS. STL STEEL 8
<br /> STRUCT STRUCTURAL _
<br /> 1. REFERENCE STANDARDS: ACI-301 AND ACI-318. SW SHEARWALL
<br /> 2. USE DRY E70 ELECTRODES. THRU THROUGH
<br /> MAX.HOLE DIA. TOC TOP OF CONCRETE
<br /> 2. MINIMUM CONCRETE STRENGTH AT 28 DAYS: 3. WELDS ARE TO BE INCH CONTINUOUS FILLET WELDS UNLESS NOTED OTHERWISE IN 40%STUD DEPTH ,� o=
<br /> CL
<br /> FOOTINGS 3,000 PSI ° 3" TOE TOP OF FOOTING Q 3 o LL
<br /> THE DRAWINGS. 1/g FOR 2x4 s„ NO MORE THAN FELD. TOP OF OPENING
<br /> SLAB-ON-GRADE 2,500 PSI '" I d m b
<br /> 2/ FOR 2x6 TWO SUCCESSIVE TOS TOP OF STEEL N €�
<br /> i0 E DOUBLED STUDS TOW TOP OF WALL L d3 ffo
<br /> 3. THE WATER/CEMENT RATIO SHALL NOT EXCEED CONCRETE OR MASONRY ANCHORS ARE ALLOWED TS TUBE STEEL C W d ®
<br /> FOOTINGS 0.50(BY WEIGHT) TYP TYPICAL g r m
<br /> SLAB-ON-GRADE 0.50(BY WEIGHT) 1. MECHANICAL ANCHORS ARE TO BE EITHER HILTI KIMK BOLT TZ ANCHORS, SIMPSON MAX.NOTCH U.N.O. UNLESS NOTED OTHERWISE O Nw J Y$ �3
<br /> STRONG-BOLT OR SIMPSON TITEN HD ANCHORS. ANCHOR SIZE AND EMBEDMENT IS AS 25%STUD DEPT VERT VERTICAL V w y�, H
<br /> 4. AGGREGATE GRADING SHALL COMPLY WITH AASHTO 57 GRADATION OR BETTER. SPECIFIED ON THE DRAWINGS OR IN THE FIELD. %"FOR 2x4 W/ WITH ¢ a d m< uw
<br /> PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE)I. ly FOR 2x6 WE WIDE FLANGE L °0 3 E w pi
<br /> WITS WELDED HEADED STUD < w c)o '>
<br /> to 2. EPDXY FOR THREADED RODS OR REBAR INTO CONCRETE IS TO BE SIMPSON SET-3G. w z- m
<br /> H WTS WELDED THREADED STUD L r_ 3'o = F
<br /> 5. COMPLY WITH ACI-301 FOR MIXING. DO NOT EXCEED THE AMOUNT OF WATER EPDXY FOR THREADED RODS OR REBAR INTO SOLID MASONRY IS TO BE SIMPSON SET. HOLES ARE NOT Wi WEIGHT w O" m
<br /> Z SPECIFIED IN THE APPROVED MIX.PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE ROD OR REBAR SIZE AND EMBEDMENT IS AS SPECIFIED ON THE DRAWINGS OR IN THE PERMITTED IN WWR WELDED WIRE REINFORCING
<br /> ¢� SUCH AS TO PRODUCE A DENSE WORKABLE MIX WHICH CAN BE PLACED WITHOUT FIELD. SAME SECTION DBL STUD FOR HOLE
<br /> K SEGREGATION OR EXCESSIVE FREE SURFACE WATER. AS NOTCH DIA. OF UP TO 60%
<br /> z 3. EPDXY FOR THREADED RODS OR REBAR INTO HOLLOW CELL MASONRY IS TO BE STUD DEPTH
<br /> w a EITHER HILT)HIT HY 20 WITH SCREEN TUBE,SIMPSON SET WITH OPT)-MESH SCREEN 2%"FOR 2x4
<br /> C7 6. COMPLY WITH ACI-301 FOR PLACEMENT. PROVIDE A /INCH CHAMFER AT ALL 3%"FOR 2x6 SHEET INDEX:
<br /> EXPOSED CONCRETE EDGES,UNLESS INDICATED OTHERWISE IN THE DRAWINGS. TUBE OR APPROVED ALTERNATE.ROD OR REBAR SIZE AND EMBEDMENT IS AS STUDS
<br /> Y SPECIFIED ON THE DRAWINGS OR IN THE FIELD. S1.MK- GENERAL NOTES
<br /> 7. MAXIMUM SLUMP TO BE 4"t 1".DO NOT ADD WATER TO THE MIX TO INCREASE S1.1.MK -GENERAL NOTES
<br /> SLUMP.MAXIMUM SLUMP MAY BE INCREASED BY i"IF THE SLUMP IS TESTED GLU-LAMINATED MEMBERS S2.MK-SITE PLAN
<br /> 1' DIRECTLY FROM THE TRUCK PRIOR TO BEING PUMPED INTO PLACE. WOOD TRUSSES S3.MK-MAIL KIOSK PLANS AND DETAILS
<br /> 0 1. SINGLE-SPAN GLU-LAMINATED WOOD MEMBERS ARE TO BE DOUGLAS FIR,KILN DRIED
<br /> `L B. ACCELERATED SET OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING APPROVED
<br /> 1. SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED,SIGNED AND DATED BY A AND AITC SPECIFICATION 24F-V4,UNLESS NOTED OTHERWISE.MULTI-SPAN OR
<br /> LICENSED ENGINEER IN THE STATE OF THE PROJECT TO THE ENGINEER OF RECORD CANTILEVERED GLU-LAMINATED WOOD MEMBERS TO BE AITC SPECIFICATION 24F-V8,
<br /> ADMIXTURES. FOR REVIEW. PROJECTM 1827
<br /> UNLESS OTHERWISE NOTED.BEAMS ARE HAVE A 2,000 F7 RADIUS CAMBER,UNLESS
<br /> 9. COMPLY WITH ACI-305R FOR PLACEMENT IN HOT WEATHER AND ACI-306R FOR NOTED OTHERWISE. DRAWN BY: TF/BV/JH
<br /> 2. TRUSS PLATES ARE i0 BE ICBO APPROVED. TOP CHORDS ARE i0 BE DOUGLAS FIR
<br /> PLACEMENT IN COLD WEATHER. 2 OR BETTER. cHaci<ED BY: Msiem
<br /> Of # 2. MATERIALS MUST BE OBTAINED FROM AN AITC APPROVED FABRICATOR AND BEAR
<br /> oZ THE AITC STAMP.
<br /> WOOD STRUCTURAL CONNECTIONS 3. INSTALL BRIDGING, WEB AND CHORD BRACING AS REQUIRED BY THE TRUSS GENERAL
<br /> FABRICATOR. 3. THE GLUE IS TO BE A "WET-USE"ADHESIVE. NOTES
<br /> 1. ALL FRAMING ANCHORS,POST CAPS, BASES,HANGERS STRAPS,ETC.SHALL BE AS
<br /> 00 MANUFACTURED BY SIMPSON STRONG-TIE OR ENGINEER APPROVED EQUAL. 4. TEMPORARY SHORING AND BRACING OF THE TRUSSES DURING ERECTION IS THE
<br /> RESPONSIBILITY OF THE CONTRACTOR.
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<br /> S1 . MK
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