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S T R U C T U R A � �l 0 T E S STRU �TURA� DRAW f� G SHEET �1DEX �.
<br /> 0100Q: GENERAL REQUIREMENTS o�
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUNQ 03000: CONGRETE 06100: ROUGH FRAMING 06176: METAL PLATE CONNECTED WOOD TRUSSES SHEET DESCRIPTION DATE o
<br /> CONCRETE CONSTRUCTION SHALL CONFORM TO TNE AMERICAN CONCRETE INSTITUTE STANDARD ACI SAWN LUMBER SHALL CONFORM TO WEST CQAST LUMBER INSPECTION BUREAU (WCLIB) "GRADING AND PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY �
<br /> BETWEEN THE DRAWWGS, NOTES, SPECIFICATIONS, SITE CONDlTIONS, AND ARCHITECTURAL PLANS 318-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". DRESSfNG RULES" N0. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S AND SURFACED DRIED, 19 WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONA� DESIGN STANDARD FOR METAL PLATE S1.0 STRUCTURAL NOTES 01/21/16 �
<br /> SHALL BE REPORTED TO THE ARCHfTECT WHO SHALL CORRECT THE DISCREPANCY IN WRITING. ANY PERCENT MAXIMUM MOISTURE CONTENT. PROTEGT LUMBER FROM WEATHER AND PROVIDE FURTHER CONNECTED WOOQ TRUSS CONSTRUCTION) AND OSSC SECTIQN 2303.4. SHOP DRAWINGS AND S1.1 STRUCTURAL NOTES AND SCHEDULES 01/21/16 �
<br /> WORK CQMPLETED AFTER DISCOVERY QF THE DISCREPANGY SHALL BE DONE AT THE CONTRACTOR'S CEMENT AND CONCRETE SHALL CONFORM TO (BC SECTION 1903. ADMIXTURES SHALL BE APPROVED DRYING OF ASSEMBLED FRAMING TO MfNIMIZE WOOD SHRINKAGE POTENTIAL. ALL 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 CQNTACT 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: /
<br /> S1.3 HOLDOWN SCNEDULE AND DETAILS 01/21/16 � �
<br /> DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. EXPOSED TO FREEZING AND TNAWING SHALL HAVE AN AIR ENTRAINING ADMIXTURE CONFORMING TO PER PLAN. LUMBER SPECIES GRADE AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS ROOF FLOQR
<br /> S1.4 SWSB DETAILS 01/21/16
<br /> IBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. � � TOP CHORD LIVE LQAD 5EE SECTION 01200 SEE SECTION 01200
<br /> THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION FOLLOWS U.N,O. PER PLAN/SCHEDULE: TOP CHORD DEAQ LOAD 10 PSF 10 PSF z �
<br /> ' LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIREp DURING ERECTION. BACKFIL.L BEHIND WALLS Fb Fv Fcp Fc E S6.0 TYPICAL CONCRETE D�TAILS Ot/21/16 �n �,
<br /> THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENG1NEER �F RECORD FOR APPROVAL FOUR WEEKS TOP CHORD DRAG LOAD SEE PLAN SEE PLAN
<br /> SHALL NOT BE PLACED UNTIL TNE WALLS ARE PROPERLY SUPPORTED. USE/LOCATION SPECIES GRADE (PSl) (PSI) (PSI) (PSI) (PSI)
<br /> PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO fBC TOP CHORD NET WIND UPLIFT 7 PSF (NET} N/A � co .
<br /> WALL STUDS/BLOCKING S9,0 TYPICAL FLOOR FRAMING DETAILS Ol/2l/16
<br /> o T-+
<br /> SECTIONS 1904 AND 1905. 2X, 3X HEM-FIR STUD 675 150 405 800 1.2E6 BOTTOM CHORD DEAD LOAD 5 PSF 5 PSF S9.1 TYPICAL ROOF FRAMING DETAILS 01/21 f16 � o
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR H V A C S E E M E C H A N I C A L S E E M E C H A N I C A L I
<br /> SHALL BE RESPONSIBLE FOR THE CQORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK CONC R E T E M I X D E S I G N S S H A L L M E E T T H E F O L L O W I N G R E Q U I R E M E N T S: 4" WIDE S9.2 FRAMING DETAILS Ol/21/16 a� �
<br /> W I T H A L L U T I L I T I E S A N D A D J A C E N T P R O P E R T I E S. C A L L T H E U T I L I T Y L O C A T E S E R V I C E PRIOR TO ANY L I V E L O A D D E F L E C T I O N L/3 6 0 L�3 6 0 � � �
<br /> S9.3 FRAMING DETAILS - UNIT E1C & EtD 01/21/16 � � �
<br /> WORK AT 1-80Q-332-2344. 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6
<br /> 28 DAY MAX. MAX. AIR SPECIAL LOCATION „ S9.4 FRAMING DETAILS - UNIT E1B, D, F & E3 Ol/21/16 � � co
<br /> STRENGTH WjC SLUMP ENTRAINMENT INSPECTION AND fi & WIDER 59.5 FRAMING DETAILS - UNIT E & E3 01/21/16 � Q
<br /> ' f'c (PSI) RATIO (INCHES) (PERCENT) REQUIRED APPLICATION WALI� PLATES 06185: STRUCTURAI. GLUED LAMINATED TIMBER S9.6 FRAMING DETAILS - UNIT G & F 01/21/16 •� �
<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 4f1 Of1 NO FOOTINGS IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF ENQ SEALER APPLIED W � ^
<br /> ALL DESIGN AND CONSTRUCTfON SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS 3000 0.45 4f1 5t1 NO FOUNDATION AND STEM WALLS IMMEDIATELY AFTER TRIMMING W fITHER SHOP OR FIELR SHOP DRAWINGS SHALL BE SUBMITTED PER � ?
<br /> ADOPTEQ BY THE CITY OF EVERETT WASHINGTON. 3000 0.45 4f1 5f1 NO EXTERIOR SLAB QN GRADE, 2X6 3X6 HEM-FIR N0. 2 850 150 405 1300 1.3E6 THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: � ° c�
<br /> DRIVEWAYS, CURBS, WALKWAYS, PATIOS, PORCHES, STEPS EXPOSED TO ' � � �
<br /> Q1200: DESIGN LOADS WEATHEft, AND GARAGE FLOORS. JOISTS USE COMBINATION SYMBOL SPECIES CAMBER � � �
<br /> LIVE LOADS 2500 0.50 5f1 Of1 NO ALL OTHER CONCRETE 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD U �� � •
<br /> ROOF (SNOW} 25 PSF CONTINUOUS BEAM 24F-V8 DF/DF ZERO � � �
<br /> FLOORS (RESIDENTIAL} 40 PSF ONE CQMPRESSfON TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR 5000 s- o cQ .
<br /> SQUARE FEET OF SURFAGE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE CANTILEVER BEAM 24F-V8 DF/DF ZERO � o� �
<br /> AVERAGE STRENGTH OF TWO CYLfNDERS MADE FROM THE SAME SAMPLE AND TESTED AT THE LEDGERS
<br /> SNOW LOAD DESIGN DATA: T _ _ SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR INFORMATION REGARDING POST �X, 3X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 UNEXPOSED GLUEp-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED
<br /> Pg 20 PSF, Pf 14 PSF, Ce 1.0, Is 1.0, Ct 1.0, 4X DOUGLAS FIR-LARCH N0. 1 1000 180 625 150D 1.7E6 OTHERWISE. EXPOSED G�UED L.AMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. ' �
<br /> TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE �� y�„ � �', � ' �
<br /> WIND DESIGN DATA: ACCEPTABLE IF: �� � , j � �
<br /> BASIC WINQ SPEED: 110 MPH (ULT.) 85 MPH (ASD} 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH BEAMS AND POSTS � :,��� ; U ' ' � s�t .. .
<br /> 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL
<br /> WINQ IMPORTANCE FACTOR: lw = 1.0 4X pOUGLAS FIR-LARCH NQ. 2 900 180 625 1350 1.6E6
<br /> BELOW THE SPECIFIED STRENGTH. -� s �
<br /> WfND EXPOSURE: EXPOSURE B 6X DQUGLAS FIR-LARCH N0. 1 1200 170 625 1000 1.6E6 06190: MANUFACTURED WOOD BEAMS � h ;
<br /> TOPOGRAPHICAL FACTOR: Kzt = 1.0 CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING AT NO ; �
<br /> MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS �-��� � _
<br /> .:..... .. . .... .. .: . ..
<br /> INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 ADDITIONAL EXPENSE TO THE OWNER. AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, ERECTION, AND INSTALLATION
<br /> COMPONENT/CLADdING W1ND 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 /> RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. 06101: STRUCTURAL FINGER JOINTED LUMBER HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECORD APPROVAL SHOP DRAWINGS � ��� \
<br /> EARTHQUAKE DESIGN DATA: STRUCTURAL FINGER JOINTED LUMBER SHA�L BE PERMITTED TO BE USED INTERCHANGEABLY WITH SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES �'
<br /> SEISMIC IMPORTANCE FACTOR: le = 1.0 SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER SHALL BE AS FOLLOWS: l�,� o
<br /> SPECTRAL RESPONSE ACCE�ERATIONS: Ss = 1.302 S1 = 0.495 CHAMFER ALL EXPOSED CORNERS PER THE ARCNITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED SHALL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE "PRODUCT STANDARD PS � `�
<br /> SITE CLASS: SITE CLASS E BY THE ARCHITECT. ~'
<br /> SPECTRAL RESPONSE COEFFICIENTS: SDS - 0.781 SDl = 0.792 20-99". LUMBER CtASSIFIED AS STUD USE ONLY SHALL BE LIMITED TQ VERTICAL APPLICATIQNS MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) � �' ' �
<br /> � � . a
<br /> ONLY. LUMBER WITH CERTIFIEQ EXTERIQR JOINTS IS NQT RESTRICTED TO ANY TYPE OF LOADING. LVL MICROLAM 1.9 E6 2600 750 285 �, � ' '� �a
<br /> SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D PSL = PARALLAM 2.0 E6 2900 650 290 0
<br /> B A S I C F O R C E R E S I S T I N G S Y S T E M; B E A R I N G W A�L S Y S T E M 03100: REINFORCING STEEL LSL - 1.75° TIMBERSTAND 1.55 E6 2250 750 400 `��?�y �~
<br /> DESIGN BASE SHEAR: Cs - 0.120 W REINFORCING STE�L DETAILING, FABRICATION, AND P�ACEMENT SHALL BE PER ACI 318-11. -
<br /> REINFORCING STEEL SHAL� MEET THE FOLLOWING REQUiREMENTS: LSL RIM = 1,5" TIMBERSTAND RIM BOARD �
<br /> RESPONSE MODIFICATION FACTOR: R = 6.5 (LIGNTFRAME WALLS) 06102: FRAMING NOTES �I�
<br /> ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL
<br /> ASTM A-615 DEFORMED BARS GRADE 40 (fy=40 KSI) FOR #3 SARS ONLY BE AS MANUFACTUREQ 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 APPROVAL BY ENGINEER OF RECORD. INSTALL A�L HARDWARE PER MANUFACTllRERS' SPECIFICATIONS.
<br /> 01300: GEOTECHNICAL INFORMATION ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) �OR ALL WELDABLE BARS WHERE STRAPS CONNECT TWO MEMBERS TQGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO �
<br /> EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING W co �
<br /> RECOMMENDATIONS. ALL. FOUNDA710NS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL OR ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARfNG POINTS. SEE SECTION 06071 FOR
<br /> BY OTHER MEANS AS DEFINED BY A LICENSED GEOTECHNICAL ENGINEER. FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR ¢ N � o�o
<br /> REINFORCING FOR SI.ABS 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 Q � � � .
<br /> UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. SCHEDULE ON SHEET 51.0. � � �
<br /> CONVENTIONAL FOUNDATIONS HAVE BEEN QESIGNED WITH THE FOLLOWING PARAMETERS: REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS �
<br /> A�LOWABLE BEARING PRESSURE 2500PSF w �*
<br /> ELS� CORNER BARS SHAI,� BE PROVIDED. NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE GOMMON NAIL DIMENSIONS ARE AS FOLLOWS: ,� aa
<br /> ACTIVE EARTH PRESSURE (YIELDING) 35 PCF w O
<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 8d 0.131° 2.5" �
<br /> GOEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH 10d 0.148" 3.0"
<br /> �
<br /> SOIL PROFILE SfTE CLASS E ALL BAR SIZES . . . . . . . . . . . . . . 3" 12d 0.148" 3.25" �
<br /> FORM�D SURFACE EXPOSED TO EARTN OR WEATHER 16d 0.162� 3.5" o
<br /> ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR #6 AND LARGER . . . . . . . . . . . . . . 2" z F;
<br /> A �ICENSED GEOTECHNICAL ENGINEER. » O
<br /> #5 AND SMALLER . . . . . . . . . . . . . 1 1/2 UNLESS NOTED OTHERWISE PER SHEARWALL SCNEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES v� �
<br /> CONCRETE NOT EXPOSED TO EARTH OR WEATHER SNALL BE 5/8" DIAMETER WfTH 7n MINIMUM EMBEDMENT INTO CONCRETE ANQ SHALL BE SPACED NOT ' W �""
<br /> WALLS AND JOISTS MORE THAN 4 FEET APART. THERE SNALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE x
<br /> 01330: SHOP DRAWING SUBMITTAL PROCESS #11 BARS AND SMALLER . . . . . . . . . 3/4" BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 4.5" FROM EACH END OF THE PIECE. A � � .
<br /> SHOP DRAWWGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD FOR APPROVAL SLABS AND JOISTS 3"X3"X0.229" PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (DO NOT COUNTER-SINK ¢ ~
<br /> PRIOR TO FABRICATIQN. IF SHOP DRAWINGS DIFFER FROM TNE APPROVED DESIGN DRAWINGS, NEW #11 BARS AND SMALLER . . . . . . . . 1"
<br /> DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON PLATE WASHERS). A 13 j16" X 1 3 f 4" DIAGONAL SLOTTED HO�E IN THE 3" X 3" PLATE WASHER IS � U
<br /> BEAMS, COLUMNS ALLOWED WITH A STANDARD CUT WASHER. m
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHQP DRAWINGS TO THE BUILDING P R f M A R Y R E I N F O R C�M E N T . . . . , . . 1 1 f 2" �
<br /> OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. TIES, STIRRUPS, AND SPIRALS . . . . 1 1/2'� g �
<br /> SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. � �
<br /> REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO o-
<br /> CONCRETE PLACEMENT. REINFORCING STEEL SHALL NQT BE FIELD BENT EXCEPT AS NOTED IN THE 06103: JOIST AND BEAM HANGERS �
<br /> CALCULATIONS BEARING TNE SEAL AND SIGNATURE QF A LICENSED STATE OF WASHWGTON JOIST AND BEAM HANGERS AS NOTED IN TNE PLANS SHALL BE AS MANUFACTURED BY SIMPSON
<br /> QESIGN DRAWINGS. WELDING OF REINFORCING STEEL SNALL NOT BE PERMITTED WITHOUT PRIOR . � i 2
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR PREFABRICATEQ APPROVAL OF THE ENGiNEER OF RECORD EXCEPT AS NOTED ON THE DESfGN DRAWINGS. STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITN PRIOR APPRQVAL BY ENGINEER OF RECORD. z W
<br /> PLATED WOOD TRUSSES. JOIST AND BEAM HANGERS SHAL� BE INSTA�LED PER MANUFACTURERS' SPECIFICATIONS AND SHALL
<br /> BE AS FO�LQWS 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 INSPEGTIONS REQUIRED BY THE SAWN WMBER "U° SERIES TO MATCH LUMBER SIZE "
<br /> 06071: PRESERVATIVE 1REATED WOOD PRODUCTS
<br /> LOCAL BUILDING DEPARTMENT. PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOD THAT FORMS THE STRUCTURAL 3.125" WIDE GLULAM BEAM HGUS3.25/10 �
<br /> SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES 5.125" WIDE G�ULAM BEAM HGUS5.25/10
<br /> SPECIAL INSPECTIONS ARE NOT REQUIRED UNLESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL. �� �
<br /> THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTIQN FROM A ROOF, EAVE, 6J5 WIDE GLULAM BEAM HGUS6.88/10
<br /> OVERHANG OR OTHER GOVERING TO PREVENT MOISTURE QR WATER ACCUMULATION AT THE SURFACE 8.75" WIDE GLULAM BEAM HGU9.00-SDS �
<br /> 01401: STRUCTURAL OBSERVATION OR AT JOINTS BETWEEN MEMBERS.
<br /> STRUCTURAL OBSERVATION iS NOj REQUIRED. MANUFACTURED WOOD "I" JOIST "IUS" SERIES TO MATCH "I" JOIST SIZE �
<br /> ALL WOOD INSTALLED ABQVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY 1.75n WIDE PSL OR LVL BEAM "LBV" SERIES TO MATCH DEPTH (�
<br /> FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. 2.69" WIDE PSL BEAM "LBV" SERIES TO MATCH DEPTH �
<br /> 0200Q: SITE CONSTRUCTION 3.5" 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 CONGRETE SLAB 5.25" WIDE PS� OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH �
<br /> RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGfNEERING REPORT (SEE SECTION 01300) AND OR FQOTWG THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; 7" WlDE PSL BEAM "HGLTV" SERIES TO MATCH DEPTH
<br /> IN SUBSEQUENT 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 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 $HALL BE 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE BUILDING 06104: SHRINKAGE OF WOOD FRAMING �
<br /> BACKFlLLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT TH� CONTRACTQR'S PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 WCHES FROM SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO COMRRESSIQN OF
<br /> , EXPENSE. EXPOSED GROUND AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMS AS WELL O
<br /> AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 INCH PER FLOOR �
<br /> EXCAVATION S�OPES SHALL BE SAFE AND SHALL NOT BE GREATE� THAN THE LIMITS SPECIFIED BY 3. SLEEPERS AND SILLS ON A CONCRETE S�AB ON GRADE THAT DOES NOT HAVE AN 1MPERVIOUS WOOD SHRINKAGE. THE USE OF KI�N DRIED LUMBER AND PROVIDING A QRYING PROCESS TO THE
<br /> LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS, MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL NELP CONTROL BUT WILL NOT ELIMINATE �
<br /> SHRINKAGE.
<br /> INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER TNE SHORING DRAWINGS, 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIQR CONCRETE OR O
<br /> NOTES, AND SPECIFICATIONS. MASONRY WALLS BELOW GRADE �
<br /> 02300: BACKFILL AND COMPACTION PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS` ASSOCIATION (AWPA) 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. STRUGTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN
<br /> BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPQRTED. ALL PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA WITH EXTERIOR GLUE �i .
<br /> BACKFIL.L MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT WITH TREATED (CDX). QRIENTED STRAND BOARD (QSB} PANELS SHA�L BE EXPOSURE 1. PANELS SHALL HAVE THE �
<br /> ENGINEERING RECOMMENDATIONS. LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANfZED PER ASTM A153 OR FOLLOWING THICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN: �
<br /> STAIN�ESS STEEL. NAILS NAILS� d-� �
<br /> ROOF: 7/16" 40/20 APA RATED OSB 8d AT 6" 8d AT 12" Q � �,
<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 � �"'
<br /> b�J
<br /> ALL ROOF AND FLOOR SHEATNfNG PANELS SHALL BE INSTALLED FACE GRAIN PEftPENDICULAR TO � I �
<br /> � SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE PER PLAN. BLQCKING AT r_, �
<br /> INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED � �-� �
<br /> OTHERWISE PER PLAN. SHEARWALL SHEATHING SNALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X �
<br /> FRAMING PER SHEARWALL SCHEDULE J-�
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<br /> �� U �
<br /> � W W
<br /> .
<br />
|