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<br /> STRUCTURA� DRA�UI �1G �HEET II� DEX
<br /> 01000: GENERAL REQUIREMENTS �3000: CQNCRETE 061Q0: ROUGH FRAMING 06176: METAL PLATE CONNECTED WOOD TRUSSES SHEET DESCRIPTION DATE o
<br /> THE STRUCTURA� NOTES SIJPPLEMENT THE PLANS ANQ SPECI�fCATIONS. ANY DISCREPANCY FOUNQ CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI SAWN LUMBER SNALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB} "GRADING AND PREMANUFACTURED PLATED WOOQ TRUSSES SHALL BE MANUFACTURER DESIGNED AND SNA�L COMP�Y �
<br /> INGS NOTES SPECIFICATIONS SITE CONDITIONS AND ARCHfTECTURAL PLANS �� ETE". DftESSING RULES" N0. 17 LATEST EDITION. SAWN LUMBER SHALI BE S4S AND SURFACED DRIED, 19 WITN THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN STANQARD FOR METAL PLATE 51.0 STRUCTURAL NOTES 01/21/16
<br /> BETWEEN THE DRAW , , , > 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCR
<br /> SHALL BE REPORTED TO TNE ARCHITECT WHO SHALL CORRECT THE DISCREPANCY IN WRITING. ANY PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTNER CONNECTED WOOQ TRUSS CONSTRUCTION) AND OSSC SECTION 2303.4. SNOP DRAWWGS AND Sl.l STRUCTURAL NOTES AND SCHEDULES 01/21/16 �
<br /> WORK COMPLETED AFTER QISCOVERY OF THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR`S CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTIQN 1903. ADMIXTURES SHAL� BE APPROVED DRYING OF AS
<br /> SEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED CALCULATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE S1.2 SHEARWALL SCNEDULE AND DETAILS 01/21f16
<br /> RISK, REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATM�NTS, AND BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-11 SECTION 3.6. CONCRETE TO WEATHER OR IN GONTACT WITN 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 HOLDOWN SCHEDU�c AND DETAILS 01�21/16 a�
<br /> DIMENSIONS NQT SHOWN. CONSULT MECHANICAL PLANS FOR QUCTS AND PIPES ETC. NOT SHQWN. EXPOSED TO FREEZING AND TNAWING SHALL HAVE AN AIR ENTRAINING RDMIXTURE CONFORMING TO PER PLAN. LUMBER SPECIES, GRADE, AND PRQPERTIES FOR EACH USE/LOCATION SHALL BE AS ROOF FLOOR S1.4 SWSB DETAILS 01/21/16 z �
<br /> IBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL N4T BE USED. FOLLOWS U.N.O. PER PLAN/SCH�QULE: TQP CHORD LIVE LOAD SEE SECTION Q1200 SEE SECTION 01200 _
<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 � �
<br /> LOADS AND FOR STRUCTURAL COMPQNENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEKS USE/LOCATION SPECIES GRADE (PSI) (PSI} (PSI) (PSI) (PSI) TOP CHQRD DRAG LOAD SEE PLRN SEE PLAN
<br /> SNALL NOT BE PLACEQ UNTIL THE WA�LS ARE PROPERLY SUPPORTED. PRic�R TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC TOP CHORD NET WIND UPLIFT 7 PSF (NET) N/A S9.0 TYPICAL FLOOR FRAMING DETAILS 01/21/16 0 �
<br /> SECTIONS 1904 AND 1905. WALL STUDS/BLOCKING BOTTOM CHORD DEAD LOAD 5 PSF 5 PSF � c°
<br /> TNE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR 2X, 3X NEM-FIR STUD 675 150 405 800 1.2E6 HVAC SEE MECHANICAL SEE MECHANICAL S9.1 TYPICAL ROOF FRAMING DETAILS 01/21/16 � o
<br /> S92 FRAMING DETAILS Ol/21/16 °� ��
<br /> SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, ANQ OTHER WORK CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: 4" WIDE LIVE LOAD DEFLECTION L/360 L/360 �
<br /> S9.3 FRAMING DETAILS - UNIT E1C & E1D Ol/21/16 � '� �
<br /> WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE UjILlTY LOCATE SERVICE PRIOR TO ANY
<br /> 2X, 3X NEM-FIR N0. 2 850 150 4Q5 130Q 1.3E6 S9.4 FRAMING DETAILS - UNIT E1B, D, F & �3 Ol/21/16 � � �
<br /> WORK AT 1-80Q-332-2344. 28 DAY MAX. MAX, AIR SPECIAL LOCATION �, S9.5 FRAMING DETAILS - UNIT E & E3 01�21/16 � � � �
<br /> STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND 6 & WIDER ,
<br /> f'c (PSI� RATIO (INCHES) (PERCENT) REQUIRED APPLICATION WALL PLATES Q6185: STRUCTURAL GLUED LAMINATED TIMBER S9.6 FRAMING DETAILS - UNIT G & F 01 f21/16 � �
<br /> 2X4, 3X4 HEM-FIR STUD 675 150 405 800 1.2E6 GLUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) � �-'
<br /> 01100: CODE REQUIREMENTS 2500 0.45 4±1 0±1 NO FOOTINGS IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED W � ?
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO TNE 2012 INTERNATIONAL BUILDING CODE AS 3 0 0 0 0.4 5 4 f 1 5 f 1 N O F O U N D A T I O N A N D S T E M W A L L S I M M E D I A T E L Y A F T E R T R I M M WG IN EITHER SHOP OR FIELD. SHdP DRAWINGS SNALL BE SUBMITTED PER
<br /> ADQPTED BY THE CITY OF EVERETT WASHINGTON. 3000 4.45 4�1 5f1 NO EXTERIOR SLAB ON GRADE, 2X6, 3X6 HEM-FIR N0. 2 850 150 4Q5 1300 1.3E6 THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHAL� BE AS FOLLQWS: � � �
<br /> DRIVEWAYS, CURBS, WALKWAYS, PATIOS, PORCHES> STEPS EXPOSED TO � � �
<br /> WEATNER ANQ GARAGE FLOORS. USE COMBINATION SYMBOL SPECIES CAMBER � '� �
<br /> 01200: DESIGN LOADS � �
<br /> LIVE LOADS 25Q0 0.50 5�1 Ofl NO ALL OTHER CONCRETE � �
<br /> JO�X,S3X HEM-FIR N0. 2 850 15Q 405 1300 1.3E6 SIMPLE SPAN BEAM 24F-V4 DF/DF $TANDARD � � �
<br /> ROOF (SNOW) 25 PSF CONTINUOUS BEAM 24F-V8 DF/DF ZERO
<br /> � 40 PSF ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR 5000 CANTILEVER BEAM 24F-V8 DF/DF ZEftO � � �
<br /> FLOORS (RESIDENTIA ) SQUARE FEET OF SURFACE AREA FOR EACH MIX QESIGN PLACED EACH DAY. A TEST SHALL BE THE
<br /> LEDGERS � � �
<br /> AVERAGE STRENGTH OF TWQ CYLINDERS MADE FROM THE SAME SAMPLE AND TESTED AT THE 2X, 3X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 UNFXPOSED GLUED-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED ; ;
<br /> SNOW LOAD DESIGN DATA: SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR INFQRMATION REGARDING POST
<br /> P = 20 PSF, Pf - 14 PSF, Ce - L0, Is = 1.0, Ct - 1.0, 4X DOUGLAS FIR-LARCH N0. 1 1000 180 625 1500 1.7E6 OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. �
<br /> g - - TEN510NING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE � � ��z
<br /> WIND DESIGN DATA: ACCEPTABLE lF: U
<br /> 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTN , � }
<br /> BASIC W1ND SPEED: 110 MPH (ULT.) 85 MPH (ASO) 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL BEAMS ANQ PQSTS
<br /> WIND IMPORTANCE FACTOR: Iw = 1.0 4X DOUG�AS FIR-LARCH N0. 2 900 180 625 1350 1.6E6
<br /> BELOW TNE SPECIFIED STRENGTH. � z
<br /> WIND EXPOSURE: EXPQSURE B CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING AT NO �X DOUGLAS FIR-LARCH N0. 1 1200 170 625 1000 1.6E6 0619Q; MANUFACTURED WOOD BEAMS � ' ` Y• `�`
<br /> TOPOGRAPHICAL FACTOR: Kzt - 1.0 ADDITIONAL EXPENSE TO THE OWNER. MANUFACTURED/ENGINEERED WOOQ BEAMS SHALL BE THE SIZE AND TYPE SNOWN ON THE DRAWINGS
<br /> INTERNAL PRESSURE COEFFICIENT: GCpi - +/- 0.18 AS MANUFACTURED BY TRUS-JQIST OR APPROVED EQUAL STORAGE, ERECTION, AND INSTALLATION
<br /> - SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM AND PARALLAM MEMBERS SHALL NOT `�
<br /> COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF RESHORING, WHERE REQUIRED, SHALL CONFORM T0 ACI 301 SECTfON 4.6. SUBMIT PROPOSED
<br /> RESNORING PLANS TO TME ENGINEER OF RECORD FOR REVIEW. 06101; STRUCTURAL FINGER JO(NTED LUMBER HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECORD APPROVAL. SHOP DRAWINGS � ��� \
<br /> EARTH UAKE DESIGN DATA: STRUCTURAL FINGER JOINTED LUMBER SHALL 8E PERMITTED TO BE USED INTERCHANGEABLY WITN SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES N
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<br /> SAWN LUMBER MEMBERS OF TME SAME SPECIES AND GRADE. STRUGTURAL FINGER JOINTED LUMBER SHALL BE AS FOLLOWS: r� �
<br /> SEISMIC IMPORTANCE FACTOR: le = 1.0 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL P�ANS Oft 3/4 INCH IF NOT SPECIFIED � � �����
<br /> SPECTRAL RESPONSE ACCELERATIQNS: 5s = 1.302 S1 - 0.495 BY TNE ARCHITECL SHALL BE GRADED UNDER AMERICAN LUMBER 5TANaARD COMMITTEE "PRODUCT STANDARD PS MEMBER E (PSI) Fb (PSI Fcp (PSI) Fv (PSI}
<br /> SITE CLASS: SITE CLASS E 20-99". LUMBER CLASSIFIED AS STUD USE ONLY SHALL BE LIMITED TO VERTICAL APPLICATIONS } � � r �' �
<br /> SPECTRAL RESPONSE COEFFIGENTS: SDS - 0.781 SD1 = 0.792 ONLY. LUMBER WITH CERTIFIED EXTERIOR JQINTS IS NOT RESTRICTED TO ANY TYPE OF LOADWG. LVL = MICROLAM 1.9 E6 2600 750 285 �� '�
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<br /> SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D 03100: REINFORCING STEEL PSL = PARALLAM 2.0 E6 2900 650 290 '~
<br /> BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM REINFORCING STEEL DETAILWG FABRICATION, ANQ PLACEMENT SNAL� BE PER ACI 318-11. LSL = 1.75' TIMBERSTAND 1.55 E6 2250 750 400 �`� �`�� �
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<br /> DESIGN BASE SHEAR: Cs = 0.120 W REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: LSL RIM = 1.5" TIMBERSTAND RIM BOARD �I�
<br /> 06102: FRAMING NOTES
<br /> RESPONSE MOpIFICATION FACTOR: R = 6.5 (LIGNTFRAME WALLS) FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL
<br /> ANALYSIS PROCEDURE: EQUIVALENT �ATERAL FORCE ASTM A-615 DEFORMED BARS GRADE 40 (fy=40 KSI) FOR #3 BARS ONLY BE AS MANUFACTURED BY SIMPSON STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR
<br /> ASTM A-615 DEFQRMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER APPROVAL BY ENGINEER OF RECQRD. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS.
<br /> Q1300: 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 � �
<br /> EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC EACN MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR
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<br /> RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIA� OR FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SNOWN PER PLAN> DETAIL> OR � �
<br /> BY OTHER MEANS AS DEFINEQ BY A LICENSED GEOTECHNICAL ENGINEER. REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1,4XW1.4 WELDED WIRE FABRIC OR FIBER MESH SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING � N
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<br /> UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. SCNEDULE ON SHEET S1.4. �
<br /> CONVENTIONAL FOUNQATIONS HAVE BEEN DESIGNED WITH THE FOLI OWING PARAMETERS: REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS W �
<br /> ALLOWABLE BEARING PRESSURE 2500PSF ELSE CORNER BARS SHALL BE PROVIDED. NAILS SHALL BE COMMON UNLESS NOTEQ OTHERWfSE COMMON NAlL DIMENSIONS ARE AS FOLLOWS: �'�~, �
<br /> ACTIVE EARTH PRESSURE (YIELDING) 35 PCF
<br /> ACTIVE EARTH PRESSURE (AT-REST) 55 PCF CQVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: NAIL SIZE DIAMETER LENGTH
<br /> PASSIVE EARTN PRESSURE 350 PCF 8d 0.131" 2.5" �
<br /> �
<br /> COEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTN 10d 0.148" 3.0" �
<br /> SOIL PROFILE SITE CLASS E ALL BAR SIZES . . . . . . . . . . . . . . 3" 12d 0.148" 3.25" o
<br /> FORMED SURFACE EXPOSED TO EARTH OR WEATNER 16d 0.162" 3.5" "
<br /> ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR #6 AND LARGER . . . . . . . . . . . . . . 2' z �
<br /> A LICENSED GEOTECHNICAL ENGINEER. o 0
<br /> #5 AND SMALLER . . . . . . . . . . . . . 1 1/2" UNLESS NOTED OTNERWISE PER SHEARWALL SCNEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES �
<br /> CONCRETE NQT EXPOSED TO EARTH OR WEATNER SHALI. BE 5/8" DIAMETER WITH 7" MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NQT �
<br /> . WALLS AND JOISTS MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE J �
<br /> 01330: SHOP DRAWING SUBMITTAL PROCESS #11 BARS AND SMALLER . . . . . . . . . 3/4" BOLT �OCATEp NOT MORE THAN 12" N�R LESS TNAN 4.5" FROM EACH END OF THE PIECE. A Q F-
<br /> SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD FOR APPROVAL SLABS AND JOISTS 3"X3"XQ.229" PLATE WASNER SHALL BE PROVIDED FOR AI L ANCHOR BOLTS (DO NQT COUNTER-SfNK � ¢
<br /> PRIOR TO FABRICATION. !F SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW #11 BARS AND SMALLER . . . . . . . . 1" PLATE WASHERS�. A 13/16° X 1 3/4" DIAGONAL SLOTTED HOLE W THE 3" X 3" PLATE WASHER IS � t�
<br /> DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTQN BEAMS, COLUMNS ALLOWED WITH A STANDARD CUT WASNER.
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<br /> STRUCTURAL ENGWEER SHA�L BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE BUILDING PRIMARY REINFORCEMENT . . . . . . . 1 1/2"
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<br /> OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. TIES> STIRRUPS, AND SPIRALS . . . . 1 1/2"
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<br /> SHOP DRAWINGS ARE REQUIRED FQR FOR PREFABRICATED WOOD TRUSSES. REINFORCWG STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECUftED W PLACE PRIOR TQ �
<br /> 06103: JOIST AND BEAM HANGERS x
<br /> CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON CONCRETE PLACEMENT. REINFORCENG STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE JOIST AND BEAM NANGERS AS NOTED IN THE PLANS SHALL BE AS MANl1FACTURED BY SIMPSON Z � W
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FQR PREFABRICATED DESIGN DRA4VINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTED WITHOUT PRIOR STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD.
<br /> PLATED WOOD TRUSSES. APPROVAL QF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN QRAWINGS. ,lOIST AND BEAM NANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFICATIONS AND SHALL
<br /> BE AS FQLLOWS UNLESS NOTED OTNERWISE PER PLANS OR DETAILS:
<br /> MEMBER SIZE HANGER
<br /> 41400: INSPECTIONS AND SPEGIAL INSPECTIONS
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE A�� WSPECTIONS REQUIRED BY TNE 06071: PRESERVATIVE TREATED N�OOD PRODUCTS SAWN LUMBER "U" SERIES TO MATCN LUMBER SIZE
<br /> LOCAL BUILDING DEPARTMENT. PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALI. WOOD THAT FORMS THE STRUCTURAL 3.125" W1DE GLULAM BEAM HGUS3.25/10 `�
<br /> SUPPORT OF THE BUILDING BALCONIES PORCHES OR SIMILAR PERMANENT BUI�DING APPURTUNENCES 5.125" WIDE GLULAM BEAM NGUS5.25/10 �
<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 �
<br /> OVERHANG OR OTHER COVERING TO PREVENT MOISTURE QR WATER AGGUMULATION AT THE SURFACE 8.75" WIDE GLULAM BEAM HGU9.00-SDS �
<br /> OR AT JOINTS BETWEEN MEMBERS. „„ „ „ „„ �
<br /> Q1401: STRUCTURA� OBSERVAl10N MANUFACTURED WOOD I JOIST IUS SERIES TO MATCH I JOIST SIZE
<br /> STRUCTURAL OBSERVATION IS NOT REQUIRED. ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERfOR CONCRETE OR MASONRY 1J5° WIDE PSI� OR LVL BEAM "LBV" SERIES TO MATCH DEPTH �
<br /> FOUNDATION WALL LESS TNAN 8 INCHES FROM EXPOSED EARTH. 2.69" WIDE PSL BEAM "LBV" SERIES TO MATCH DEPTH �
<br /> 02000: SITE CONSTRUCTION 3.5" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH �
<br /> ALL SITE GONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING PQSTS OR COLl1MNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB 5.25" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH �
<br /> RECOMMENDATIONS AS NOTED W THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION 01300) AND OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; 7" WIDE PSL BEAM "HGLTV" SERIES TO MATCH DEPTH �
<br /> IN SUSSEQUENT DIRECTIVES. �
<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 SEPARRTED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. �
<br /> EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTl1RBED NATIVE MATERIAL PER �
<br /> THE GEOTECHNICtVL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED AREAS SHALL BE 2. IF IN AN ENCLOSED CRAWL SPACE QR AN UNEXCAVATED AREA WITHIN TNE BUILDWG �6104: SHRINKAGE OF WOOD FRAMING
<br /> BACKFILLED WITH LEAN CONCRETE OR PER GEOTECNNICAL RECOMMENDATIONS AT TNE 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 MOISTUftE CONTENT AND TO COMPRESSION OF Q
<br /> EXPENSE. EXPOSED GROUND AND SEPARATED THEREFROM BY AN IMPERVlOUS 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 WCH PER FLOOR
<br /> EXCAVATION SLOPFS SHALL BE SAfE AND SHALL NOT BE GREATFR THAN THE LIMITS SPECIFIED BY 3. SLEEPERS AND S1LLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN IMPERVIOUS WOOD SHRINKAGE. THE USE OF KILN DRIEQ LUMBER AND PROVIDING A DRYING PROCESS TO THE
<br /> LOCAL, STATE, AND NATIONAL SAFETY REGULATfONS. MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. FRAMING MEMBERS PRIOR TO APPLICATION OF FINISNES WILL HELP CON7ROL BUT WILL NOT ELIMINATE �
<br /> SHRINKAGE. O
<br /> WSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORfNG DRAWINGS, 4. LEDGERS AND FURRING ATTACHED DIREGTLY TO THE INTERIOR OF EXTERIOR CONCRETE OR E--�
<br /> NOTES, AND SPECIFICATIONS. MASONRY WALLS BELOW GRADE.
<br /> 02300: BACKFILL AND COMPACTION PRESERVATIVE TREATMENT SHALI. BE PER AMERICAN WOOD PRESERVERS' ASSOCIATION (AWPA) 0616Q: WOOD SHEATHING �
<br /> BACKFILL SHALL NOT BE PLACED UNTIL TNE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFILL SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. STRUCTURAL WOOQ SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN �
<br /> BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ALL PLYWOOD ASSOCIATION, WOOD SNEATHING PANELS SMALL BE C-D INT APA WITN EXTERIOR GLUE
<br /> S SH LL BE C�NSISTENT W{TH THE GEOTECHNICAL WITH TREATED (CDX). ORIENTED STRAND BOARD (OSB} PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE � �
<br /> BACKFILL MATERIAL AND PLACEMENT PROCEDURE A ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT FOLLOWING THICKNESS, SPAN RATING, ANQ FASTENING UNLESS NOTED OTHERWISE PER PLAN:
<br /> ENGINEERING RECOMMENDATIONS. L.UMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A153 OR � o
<br /> STAINLESS STEEL. Npl S NAILS�
<br /> ROOF: 7 16" 40 20 APA RATED OSB 8d AT 6" 8d AT 12" � � �
<br /> FLOOR: 3/4" APA RATED STURD-1-FLOOR OSB 4Q/20 T&G 1Od AT 6" 10d AT 12" o
<br /> SHEARWA�L: 7/16" APA RATED 24f16 EXPOSURE 1 OSB SEE SCHEDULE SHEET S1.1 � �
<br /> ALL ROOF AND FLOOR SHEATNING PANELS SNALL BE INSTALLED FACE GRAIN PERPENDICULAR TO C� � ,�'
<br /> SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE PER PLAN. BLOCKING AT �
<br /> INTERMEDIATE FLOOR AND ROOF SHEATNING JOINTS SHALL NOT BE REQUIREQ UNLESS NOTED �
<br /> OTHERWISE PER PLAN. SHEARWALL SNEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X � � �
<br /> FRAMING PER SHEARWALL 5CHEDULE
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