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S - RUC - URA _ \ 0 - - S STRUCURA_ DRAWING S-- -T \D-X
<br /> 01000: GENERAL REQUIREMENTS ( i 06176: METAL PLATE CONNECTED WOOD TRUSSES SHEET DESCRIPTION DATE czo
<br /> 03000: CONCRETE 06100: ROUGH FRAMING 0
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI I SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB)"GRADING AND PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY '-'
<br /> BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND ARCHITECTURAL PLANS 318-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". I DRESSING RULES"NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S AND SURFACED DRIED, 19 WITH THE TRUSS PLATE INSTITUTE(ANSI/TPI 1-2002, NATIONAL DESIGN STANDARD FOR METAL PLATE S1.0 STRUCTURAL NOTES 05/23/16 N
<br /> SHALL BE REPORTED TO THE ARCHITECT WHO SHALL CORRECT THE DISCREPANCY IN WRITING. ANY PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER CONNECTED WOOD TRUSS CONSTRUCTION) AND OSSC SECTION 2303.4. SHOP DRAWINGS AND S1.1 STRUCTURAL NOTES AND SCHEDULES 01/21/16
<br /> WORK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED DRYING OF ASSEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. AL LUMBER EXPOSED CALCULATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE S1.2 SHEARWALL SCHEDULE AND DETAILS 01/21/16
<br /> RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-11 SECTION 3.6.CONCRETE TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. SPANS AND CONDITIONS SHOWN ON THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWING:: S1.3 HOI_DOWN SCHEDULE AND DETAILS 01/21/16 (� av
<br /> DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING ADMIXTURE CONFORMING TO PER PLAN. LUMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS ROOF FLOOR S1.4 SWSB DETAILS 01/21/16 0 U
<br /> IBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. FOLLOWS U.N.O.PER PLAN/SCHEDULE: TOP CHORD LIVE LOAD SEE SECTION 01200 SEE SECTION 01200 Z
<br /> THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION Fb Fv Fcp Fc E TOP CHORD DEAD LOAD 10 PSF 10 PSF S6.0 TYPICAL CONCRETE DETAILS 01/21/16 Z w
<br /> LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEKS CHORD DRAG LOAD SEE PLAN SEE PLAN
<br /> SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. PRIOR TO PLACING CONCRETE.MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC USE/LOCATION SPECIES GRADE (PSI)(PSI) (PSI) (PSI)(PSI) TOP CHORD NET WIND UPLIFT 7 PSF(NET) N/A o co
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR
<br /> WALL STUDS/BLOCKING S9.0 TYPICAL FLOOR FRAMING DETAILS 05/23/16
<br /> SECTIONS 1904 AND 1905. BOTTOM CHORD DEAD LOAD 5 PSF 5 PSF (� c� co
<br /> 2X, 3X HEM-FIR STUD 675 150 405 800 1.2E6
<br /> HVAC SEE MECHANICAL SEE MECHANICAL S9.1 TYPICAL ROOF FRAMING DETAILS 01/21/16 �.j,, o
<br /> SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION,SHORING, AND OTHER WORK CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: 4"WIDE LIVE LOAD DEFLECTION L/360 L/360 S9.2 FRAMING DETAILS 01/21/16
<br /> WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY S9.3 FRAMING DETAILS-UNIT E1C&E10 01/21/16
<br /> WORK AT 1-800-332-2344. 2X, 3X HEM-FIR NO. 2 850 150 405 1300 1.3E5 S9.4 FRAMING DETAILS-UNIT E1B,D, F&E3 01/21/16 a) u, Cfl
<br /> 28 DAY MAX. MAX. AIR SPECIAL LOCATION
<br /> 6" 8.c WIDER S9.5 FRAMING DETAILS-UNITE&E3 01/21/16 o
<br /> STRENGTH W/C SLUMP ENTRAINMENT INSPECTION ANDC
<br /> Sc(PSI) RATIO (INCHES) (PERCENT) REQUIRED APPLICATION I 06185: STRUCTURAL GLUED LAMINATED TIMBER S9.6 FRAMING DETAILS- UNIT G&F 01/21/16 `v
<br /> WALL PLATES CD
<br /> 204, 3X4 HEM-FIR STUD 675 150 405 800 1.2E6 GLUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) Z
<br /> 01100: CODE REQUIREMENTS 2500 0.45 4±1 Ott NO FOOTINGS IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED W
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS 3000 0.45 4±1 5+1 NO FOUNDATION AND STEM WALLS ; IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP DRAWINGS SHALL BE SUBMITTED PER '...N' _ C
<br /> ADOPTED BY THE CITY OF EVERETT WASHINGTON. 3000 0.45 4±1 5±1 NO EXTERIOR SLAB ON GRADE,
<br /> 206, 3X6 HEM-FIR NO. 2 850 150 405 1300 1.3E6 THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: 6 ° N
<br /> DRIVEWAYS,CURBS,WALKWAYS, PATIOS, PORCHES, STEPS EXPOSED TO0 'T t
<br /> 01200: DESIGN LOADS WEATHER, AND GARAGE FLOORS. ' JOISTS USE COMBINATION SYMBOL SPECIES CAMBER
<br /> LIVE LOADS 2500 0.50 5±10+1 NO ALL OTHER CONCRETEZ U
<br /> 2X, 3X HEM-FIR NO. 2 850 150 405 1300 1.3E6 1 a
<br /> SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD
<br /> ROOF(SNOW) 25 PSF ! CONTINUOUS BEAM 24F-V8 DF/DF ZERO
<br /> ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR 5000 +-° 0 0
<br /> { FLOORS(RESIDENTIAL) 40 PSF CANTILEVER BEAM 24F-V8 DF/DF ZERO W up
<br /> SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE LEDGERS
<br /> SNOW LOAD DESIGN DATA: AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME SAMPLE AND TESTED AT THE 2X, 3X DOUGLAS FIR-LARCH NO. 2 900 180 625 1350 1.6E6 UNEXPOSED GLUED-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED rix ., ,
<br /> Pg= 20 PSF, Pf= 14 PSF, Ce= 1.0, Is= 1.0,Ct=1.0, 1 SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR INFORMATION REGARDING POST ' 4X DOUGLAS FIR-LARCH NO. 1 1000 180 625 1500 1.7E6 OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. `' . .f",.
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<br /> I TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE I y _ "
<br /> 4 ... I ,�rs'!�
<br /> WIND DESIGN DATA: ACCEPTABLE IF: W . 4
<br /> 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH r ''- U �' g f
<br /> BASIC WIND SPEED: 110 MPH (ULT.)85 MPH (ASD) I BEAMS AND POSTS R
<br /> 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL r
<br /> WIND IMPORTANCE FACTOR: Iw= 1.0 ! 4X DOUGLAS FIR-LARCH NO. 2 900 180 625 1350 1.6E6
<br /> BELOW THE SPECIFIED STRENGTH. r`t ', r z , y
<br /> WIND EXPOSURE: EXPOSURE B 6X DOUGLAS FIR-LARCH NO. 1 1200 170 625 1000 1.6E6 06190: MANUFACTURED WOOD BEAMS
<br /> TOPOGRAPHICAL FACTOR: Kzt= 1.0 CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING AT NO MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS r_..: r. r,�<....- s..,h .,.r.
<br /> ADDITIONAL EXPENSE TO THE OWNER.
<br /> INTERNAL PRESSURE COEFFICIENT: GCp1= f/- 0.18 AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, ERECTION, AND INSTALLATION
<br /> _
<br /> COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT PROPOSED ' SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM AND PARALLAM MEMBERS SHALL NOT
<br /> 06101: STRUCTURAL FINGER JOINTED LUMBER
<br /> HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECORD APPROVAL. SHOP DRAWINGS "
<br /> I ftESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. I
<br /> EARTHQUAKE DESIGN DATA: STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED INTERCHANGEABLY WITH SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330.DESIGN MATERIAL PROPERTIES °�"v�., �,Vj'
<br /> SEISMIC IMPORTANCE FACTOR: le= 1.0 SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER SHALL BE AS FOLLOWS: {A�.�, `� °I
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<br /> CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED '�� , VII.
<br /> SPECTRAL RESPONSE ACCELERATIONS: Ss= 1.302 Si = 0.495 I SHALL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE"PRODUCT STANDARD PS '� � l
<br /> BY THE ARCHITECT. 20-99". LUMBER CLASSIFIED AS STUD USE ONLY SHALL BE LIMITED TO VERTICAL APPLICATIONS MEMBER E(PSI) Fb(PSI) Fcp(PSI) Fv(PSI) c ,...41;;,,:;..,,
<br /> SITE CLASS: SITE CLASS E LVL= MICROLAM 1.9 E6 2600 750 285 "��� `� ro. ��• 2''D
<br /> SPECTRAL RESPONSE COEFFICIENTS: SDS= 0.781 SD1 =0.792 ONLY.LUMBER WITH CERTIFIED EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. o o
<br /> SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D PSL= PARALLAM 2.0 E6 2900 650 290
<br /> 03100: REINFORCING STEEL ,l.� ~`1''
<br /> BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM REINFORCING STEEL DETAILING FABRICATION, AND PLACEMENT SHALL BE PER ACI 318-11.. LSL= 1.75" TIMBERSTAND 1.55 E6 2250 750 400 I.?'y g� !,
<br /> DESIGN BASE SHEAR: Cs= 0.120 W REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: ' LSL RIM = 1.5" TIMBERSTAND RIM BOARDWial
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<br /> { RESPONSE MODIFICATION FACTOR: R= 6.5 LIGHTFRAME WALLS) 06102: FRAMING NOTES( FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALLi
<br /> ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE ASTM A-615 DEFORMED BARS GRADE 40(fy=40 KSI)FOR #3 BARS ONLY I BE AS MANUFACTURED BY SIMPSON STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR
<br /> ASTM A-615 DEFORMED BARS GRADE 60(fy=60 KSI FOR #4 BARS AND LARGER
<br /> (Y- ) ; APPROVAL BY ENGINEER OF RECORD. INSTAL ALL HARDWARE PER MANUFACTURERS'SPECIFICATIONS.
<br /> 01300: GEOTECHNICAL INFORMATION ASTM A-706 DEFORMED BARS GRADE 60(fy-60 KSI)FOR ALL WELDABLE BARS WHERE STRAPS CONNECT TWO MEMBERS TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO `AR
<br /> EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERINGw `�
<br /> ASTM A-185 SMOOTH BAR(fy-60 KSI)FOR WELDED WIRE FABRIC EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR F; -_ ,1 0
<br /> RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL OR FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL,OR d N �, m 0,
<br /> BY OTHER MEANS AS DEFINED BY A LICENSED GEOTECHNICAL ENGINEER. REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR FIBER MESH I SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING A Lo co i
<br /> UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. i SCHEDULE ON SHEET S1.0. o o
<br /> CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS
<br /> ALLOWABLE BEARING PRESSURE 2500PSF ELSE CORNER BARS SHALL BE PROVIDED. NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS:
<br /> ACTIVE EARTH PRESSURE(YIELDING) 35 PCF w ti
<br /> ACTIVE EARTH PRESSURE(AT-REST) 55 PCF COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: NAIL SIZE DIAMETER LENGTH
<br /> PASSIVE EARTH PRESSURE 350 PCF
<br /> I 8d 0.131" 2.5" `p
<br /> COEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH
<br /> SOIL PROFILE SITE CLASS E tOd 0.148" 3.0" o
<br /> ALL BAR SIZES 3" ; 12d 0.148" 3.25"
<br /> FORMED SURFACE EXPOSED TO EARTH OR WEATHERI o
<br /> i 16d 0.162" 3.5"
<br /> ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR #6 AND LARGER 2" ( p
<br /> 2 r A LICENSED GEOTECHNICAL ENGINEER. #5 AND SMALLER 1 1 "
<br /> / ( UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES
<br /> CONCRETE NOT EXPOSED TO EARTH OR WEATHER I SHALL BE 5/8" DIAMETER WITH 7"MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NOT
<br /> WALLS AND JOISTS MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE
<br /> 01330: SHOP DRAWING SUBMITTAL PROCESS #11 BARS AND SMALLER 3/4" i BOLT LOCATED NOT MORE THAN 12"NOR LESS THAN 4.5"FROM EACH END OF THE PIECE. A
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<br /> SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD FOR APPROVAL SLABS AND JOISTS 3"03"00.229"PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS(DO NOT COUNTER-SINK zo .--
<br /> PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW #11 BARS AND SMALLER 1" I PLATE WASHERS). A 13/16"X 1 3/4"DIAGONAL SLOTTED HOLE IN THE 3" X 3"PLATE WASHER IS v)
<br /> DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON BEAMS, COLUMNS ALLOWED WITH A STANDARD CUT WASHER. w m v
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE BUILDING i L, v-/OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. PRIMARY REINFORCEMENT 1 1/Z'
<br /> TIES, STIRRUPS, AND SPIRALS 1 1/2"
<br /> SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. o ~
<br /> REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO 06103: JOIST AND BEAM HANGERS
<br /> CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE
<br /> CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON Ic�
<br /> DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTED WITHOUT PRIOR I d i w
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR PREFABRICATED STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD.
<br /> APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS.
<br /> PLATED WOOD TRUSSES. ! JOIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS'SPECIFICATIONS AND SHALL - - -
<br /> BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR DETAILS:
<br /> 01400: INSPECTIONS AND SPECIAL INSPECTIONS MEMBER SIZE HANGER
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE 06071: PRESERVATIVE TREATED WOOD PRODUCTS SAWN LUMBER "U"SERIES TO MATCH LUMBER SIZE
<br /> LOCAL BUILDING DEPARTMENT, PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOD THAT FORMS THE STRUCTURAL 3.125"WIDE GLUCAN BEAM HGUS3.25/10 +-2.,SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES 5.125"WIDE GLULAM BEAM HGUS5.25/10
<br /> SPECIAL INSPECTIONS ARE NOT REQUIRED UNLESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL. THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, 6.75"WIDE GLULAM BEAM HGUS6.88/10
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<br /> OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE 8.75"WIDE GLULAM BEAM HGU9.00-SDS
<br /> STRUCTURAL OBSERVATION OR AT JOINTS BETWEEN MEMBERS. E
<br /> 01401:
<br /> STRUCTURALOBSERVATION IS NOT REQUIRED. MANUFACTURED WOOD "I"JOIST "INS" SERIES TO MATCH "I"JOIST SIZE P...1
<br /> ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY 1.75" WIDE PSL OR LVL BEAM "LBV"SERIES TO MATCH DEPTH 0
<br /> FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. c 2.69"WIDE PSL BEAM "LBV"SERIES TO MATCH DEPTH '-i
<br /> 02000: SITE CONSTRUCTION3.5" WIDE PSL OR LVL BEAM "GLTV"SERIES TO MATCH DEPTH
<br /> ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB >1
<br /> RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT(SEE SECTION 01300)AND OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; 5.25"WIDE PSL OR LVL BEAM "CCTV' SERIES TO MATCH DEPTH
<br /> IN SUBSEQUENT DIRECTIVES. 7"WIDE PSL BEAM HGLTV" SERIES TO MATCH DEPTH
<br /> 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH ABOVE THE !
<br /> 02260: EXCAVATION SUPPORT AND PROTECTION SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER.
<br /> EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER
<br /> THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED AREAS SHALL BE 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE BUILDING
<br /> 06104: SHRINKAGE OF WOOD FRAMING
<br /> BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 INCHES FROM SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO COMPRESSION OF 0
<br /> EXPENSE. EXPOSED GROUND AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMS AS WELL
<br /> AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 INCH PER FLOOR
<br /> EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED BY 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN IMPERVIOUSWOOD SHRINKAGE. THE USE OF KILN DRIED LUMBER AND PROVIDING A DRYING PROCESS TO THE 0
<br /> LOCAL, STATE,AND NATIONAL SAFETY REGULATIONS. MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. - FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE ►�
<br /> SHRINKAGE. I 0
<br /> INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING DRAWINGS, 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR CONCRETE OR
<br /> NOTES, AND SPECIFICATIONS. I MASONRY WALLS BELOW GRADE.
<br /> 02300: BACKFILL AND COMPACTION PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' ASSOCIATION(AWPA) I
<br /> 06160: WOOD SHEATHING
<br /> BACKFILL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFILL SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. I STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN
<br /> BEHIND AL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ALL PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA WITH EXTERIOR GLUE
<br /> BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICALj (COX). ORIENTED STRAND BOARD(OSB) PANELS SHALL BE EXPOSURE 1.PANELS SHALL HAVE THE
<br /> ENGINEERING RECOMMENDATIONS. ALL FASTENERS(NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS,ETC.)IN CONTACT WITH TREATED FOLLOWING THICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN:
<br /> LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A153 OR EDGE FIELD O
<br /> STAINLESS STEEL. NAILS NAILS '4.-e
<br /> ROOF: 7/16" 40/20 APA RATED OSB 8d AT 6" 8d AT 12" 0 r--1 ,
<br /> FLOOR: 3/4"APA RATED STURD-I-FLOOR OSB 40/20 T&G 10d AT 6" 10d AT 12"
<br /> SHEARWALL: 7/16"APA RATED 24/16 EXPOSURE 1 OSB SEE SCHEDULE SHEET S1.1 Z .! 2t,i)
<br /> ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO
<br /> SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE PER PLAN. BLOCKING AT
<br /> INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED Ct
<br /> OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X
<br /> FRAMING PER SHEARWALL SCHEDULE .4."'e
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