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<br /> S T R U C T u R A � �1 0 T E S STRUCTURA� DRAW �IG SNEET I �1DEX
<br /> �
<br /> 01000: GENERAL REQUIREMENTS 03000: CONCRETE 06100: R4UGH FRAMING 06176: METAL PLATE CONNECTED WOOD TRUSSES SHEET DESCRIPTION DATE °'
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI SAWN �UMBER SHALL CONFORM TO WEST COAST LUMBER WSPECTION 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 "BUILDWG CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". DRESSING RULES" N0. 17 LATEST EDfTION. SAWN LUMBER SNALL BE S4S AND SURFACED DRIED, 19 WITH THE TRUSS PLATE INSTITUTE (ANSIjTPI 1-2002, NATIONAL DESIGN STANDARD FOR METAL PLATE S1.0 STRUCTURAL NOTES 01/21/16 �
<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 CONSTRIJCTION) AND OSSC SECTION 2303.4. SHOP DRAWINGS AND 51.1 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 FRAMWG TO MINIMIZE N�OOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSEQ CALCULATlQNS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE S1.2 SHEARWALL SCHEDllLE AND DETAILS 01/21/16 �
<br /> RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND BY THE ENGINEER OF RECORD AND SHALL CQMPLY WITH ACI 318-11 SECTION 3.6. CONCRETE TO WEATHER OR IN CONTACT WITH CONCRETE OR MASQNRY SHALL BE PRESERVATIVE TREATED U.N.O. SPANS AND CONDITIONS SHOWN ON THE P�ANS, LOADS PER SECTION 01200, AND THE FOLLOWING: S1.3 HOLDOWN SCHEDULE AND DETAILS Ql/21/16 �
<br /> DIMENSIONS NOT SHOWN. CONSULT MECHANICAL P�ANS FOR DUCTS AND PIPES ETC. NQT SHOWN. EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAfNING ADMIXTURE CONFORMING TO PER P�AN. �UMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE LOCATION SHALL BE AS ROOF FLOOR (� +,
<br />�I � S1.4 SWSB DETAILS 01/21/16 +,
<br /> IBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE VON SHALL NOT BE USED. FOLLOWS U.N.O. PER PLAN/SCHEDULE: TOP CHORD LIVE LOAD SEE SECTION 01200 SEE SECTION 01200
<br /> THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FdR TEMPORARY CONSTRUCTION TOP CHORD DEAD LOAD 10 PSF 10 PSF z � �
<br /> LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BENIND WALLS Fb Fv Fcp Fc E S6.0 TYPICAL CONCRETE DETAILS 01/21/16 � �, �
<br /> THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEKS TOP CHORD DRAG LOAD SEE PLAN SEE PLAN �
<br /> SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPER�Y SUPPORTED. USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI� (PSI}
<br /> PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC WALL STUDS/BLOCKING TQP CHORD NET WIND UPLIFT 7 PSF (NET) N/A S9.0 TYPICAL FLOOR FRAMING QETAILS 01/21/16 � °
<br /> S E C T I O N S 1 9 0 4 A N D 1 9 0 5. B O T T O M C H O R D D E A D L O A D 5 P S F 5 P S F � �
<br /> 2 X, 3 X H E M-F I R S T U D 6 7 5 1 5 0 4 0 5 8 0 0 1.2 E 6 c�
<br /> T H E C O N T R A C T O R S H A L L B E R E S P O N S I B L E F O R C O O R D I N A T I O N O F A L L W O R K. T H E C O N T R A C T O R , S 9.1 T Y P I C A L R O O F F R A M I N G D E T A I L S 0 1/2 1/1 6 0
<br /> 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 /> S H A L L B E R E S P O N S I B L E F O R T H E C O O R D I N A T I O N O F T H E E X C A V A T I O N S H O R W G A N D O T H E R W O R K 4 W I D E S 9.2 F R A M I N G D E T A I L S 0 1 2 1 1 6 a� �
<br /> , , �
<br /> C O N C 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; 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 /> W I T N 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 I. T H E U T I L I T Y L O C A T E S E R V I C E P R I O R T O A N Y •�'
<br /> S 9.3 F R A M I N G D E T A I L S - U N I T E 1 C & E 1 D 0 1/2 1/1 6 � �
<br /> - 2 X 3 X H E M-F I R N 0. 2 8 5 0 1 5 0 4 0 5 1 3 0 0 1.3 E 6 �
<br /> WORK AT 1-8Q0 332-�2344. Q� �
<br /> 28 DAY MAX. MAX. AIR SPECIAL LOCATION S9.4 FRAMING DETAI�S - UNIT E1B, D, F & E3 Ol/21/16 co
<br /> 6" & WIDER _ �
<br /> 0
<br /> STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND S9.5 FRAMING DETAILS UNIT E & E3 01/21/16 � � c�
<br /> f c PSI RATIO INCHES PERCENT REQUIRED APPLICATION S9.6 FRAMING DETAILS - UNIT G & F 01 21 16 •- �
<br /> ( ) ( ) ( ) 06185: STRUCTURAL GLUED LAMINATED TiMBER � � �,
<br /> WALL PLATES �
<br /> GLUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION AITC � �
<br /> 2X4 3X4 HEM-FIR STUD 675 150 405 800 1.2E6 � ) -N
<br /> ,
<br /> 01100: CODE REQUIREMENTS 2500 0.45 4t1 Ot1 NO FOOTINGS IDENTIFICATION MARK. EXPOSED MEMBERS SNALL RECEIVE ONE COAT OF END SEALER APPLIED W � �
<br /> 3000 0.45 4f1 5f1 NO FOUNDATION AND STEM WALLS �--
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO TNE 2012 INTERNATIONAL BUILDING CODE AS EDI TELY AFT T IMMING IN EITHER SHOP OR FIELD. SHOP DRAWINGS SHALL BE SUBMITTED PER
<br /> : IMM A ER R � �
<br /> 3000 0.45 4f1 5t1 NO EXTERIOR SLAB ON GRADE o
<br /> ADOPTED BY THE CITY OF EVERETT WASHINGTON. � 2X6 3X6 HEM-FIR N0. 2 850 150 405 1300 1.3E6 THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: � � �
<br /> DRIVEWAYS CURBS WALKWAYS PATIOS PQRCHES STEPS EXPOSED TO ' �- � '�'
<br /> 01200: DESIGN LOADS WEATHER, AND GARAGE FLOORS. USE COMBINATION SYMBOL SPECIES CAMBER � � `�
<br /> LIVE LOADS 2500 0.50 5t1 Of1 NQ ALL OTNER CONCRETE JOISTS -�-� � �
<br /> 2X 3X HEM-FIR N0. 2 850 15Q 405 1300 1.3E6 SIMPLE SPAN BEAM 24F V4 DF DF STANDARD U �
<br /> , �
<br /> � z �
<br /> ROOF (SNOW) 25 PSF CONTfNUOUS BEAM 24F-V8 DF DF ZERO
<br /> � �
<br /> ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS 0 0 0 �
<br /> R 500
<br /> FLOORS RES1DENTIAL 40 PSF _ +-�
<br /> � ) CANTILEVER BEAM 24F V8 DF/DF ZERO � o
<br /> SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN P�ACED EACH DAY. A TEST SHALL BE THE � �, �
<br /> LEDGERS
<br /> �,I
<br /> SNOW LOAD DESIGN DATA; AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME SAMPLE AND TESTED AT THE 2X, 3X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 UNEXPOSED GLUED-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED
<br /> P = 20 Pf - _ _ - SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR INFORMATION REGARDING POST r, ,� ' '
<br /> II
<br /> g PSF, - 14 PSF, Ce 1.0, 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 ARCNITECT.
<br /> TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE ` � `
<br /> F..:::'::<,.,.+;:.
<br /> koY�;> ♦� ,..
<br /> WIND DESIGN QATA: ACCEPTABLE IF:
<br /> 1. NO TEST FA��S 500 PSI BELOW THE SPECIFIED STRENGTH ,,° U , � �5 �
<br /> �,
<br /> BASIC WIND SPEED: 110 MPH (ULT.) 85 MPH (ASD) BEAMS AND POSTS
<br /> 2. THE AVERAGE 4F ALL SETS 4F 3 CONSECUTIVE TESTS DOES NOT FALL
<br /> WIND IMPORTANCE FACTOR: Iw = 1.Q 4X DOUGLAS FIR-LARCN N0. 2 900 l80 625 1350 1.6E6 + r r a k; 5 ; h ,
<br /> BE�OW THE SPECIFIED STRENGTH. _
<br /> WIND EXPOSURE: EXPQSURE B 6X DOUG AS FI LARCH N0. 1 1200 170 625 1000 1.6E6 06190: MANUFACTURED WOQD BEAMS <r-;>�;;_. ,•
<br /> l. R i .s < l
<br /> � .
<br /> _ CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO Fl1RTHER TESTING AT NQ ,
<br /> TOPOGRAPHICAI� FACTOR. Kzt - 1.0 ADDITIONA� EXPENSE TO THE 04VNER. MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE ANO TYPE SHOWN ON THE DRAWINGS => - -• � - <• �� ���� �
<br /> INTERNA� PRESSURE COEFFICIENT: GCpi = +/- 0.18 AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, ERECTION, AND INSTALLATfON .
<br /> COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF RESHORING, WHERE REQUIRED, SHA�L CONFORM TO ACI 301 SECTION 4.6. SUBMIT PROPOSED SHALL BE PER MANUFACTURER SPECIFICAl10NS. MICROLAM AND PARALLAM MEMBERS SHALL NOT �
<br /> RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. 06101; SIRUCTURAL FINGER JOINTED LUMBER HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECORD APPROVAL. SHOP DRAWINGS S � �
<br /> EART U S U I G B I D TO BE USED iNTERCHANGEABLY WITH SHALL SE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES
<br /> �
<br /> N
<br /> HQ AKE DESIGN DATA: TR CTURAL F N ER JOINTED LUMBER SHALL E PERM TTE �1 �
<br /> SEISMIC IMPORTANCE FACTOR: le = 1.0 SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JQINTED LUMBER SHALL BE AS FO�LOWS: � o
<br /> 1 �
<br /> _ _ CHAMFER A�L EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED „ ti �
<br /> - - W
<br /> SPECTRAL RESPONSE ACCELERATIONS: Ss 1.302 S1 0.495 SHALL BE GRADED UNDER AMERICAN LUMBER STANQARD COMMITTEE PRODUCT STANDARD PS '�
<br /> � �
<br /> SITE CLASS: SITE CLASS E BY THE ARCHITECT. _ � MEMBER E PSI Fb PSI Fc PSI Fv PSI � � . ' a
<br /> 20 99 . LUMBER CLASSIFIED AS STUD USE ONLY SHALL BE LIMITED TO VERTICAL APPLICATIONS � ) � ) P � ) � )
<br /> SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.781 SD1 = 0.792 ONLY. LUMBER WITH CERTfFIED EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. LVL = MICRQLAM 1.9 E6 2600 750 285 �, w ' ' �� � ,�
<br /> = o
<br /> "� o
<br /> S 2.0 E6 290 6 0
<br /> EISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D PSL PARALLAM 0 5 290 �,
<br /> 03100: REINFORCING STEEL
<br /> �
<br /> BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM LSL = 1.J5" TIMBERSTANQ 1.55 E6 225Q 750 400 `�� �
<br /> REINFORCING STEEL QETAILING FABRICATION, AND PLACEMENT SHALL BE PER ACI 318-11. `� � �
<br /> _ � » ?
<br /> DESIGN BASE SHEAR: Cs - 0.120 W REINFORCING STEEL SHALL MEET TNE FOLLOWING REQUIREMENTS: LSL RIM = 1.5 TIMBERSTAND RIM BOARD ��
<br /> 06102: FRAMING NOTES �I�
<br /> RESPONSE MODIFICATION FACTOR: R = 6.5 (LIGHTFRAME WALLS) _
<br /> . FRAMING CONNECTORS ACCESSORIES AND FASTENERS AS NOTED IN TNE PLANS ANQ DETACLS SHALL
<br /> ANALYSIS PROCEDURE. EQl11VALENT LATERAL FORCE
<br /> > >
<br /> ASTM A-615 DEFORME6 BARS GRADE 40 f =40 KSI FOR 3 BARS ONLY _
<br /> � Y ) # BE AS MANUFACTURED BY SIMPSON STRONG TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR
<br /> ASTM A-615 DEFORMED BARS GRADE 60 f =60 KSI FOR 4 BARS AND LARGER
<br /> 0 300• � y � # APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS.
<br /> 1 . GEOTECHNICAL INFO
<br /> RMA110N
<br /> ASTM A-706 DEFORMED BARS GRADE 60 f -60 KSI FQR ALL WELDABLE BARS
<br /> WHERE STRAPS CONNECT TWO MEMBERS TOGETHER PLACE HALF OF THE RE UIRED FASTENERS INTO
<br /> ( v- ) , Q
<br /> �
<br /> EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING co
<br /> _ - w �
<br /> ASTM A 185 SMOOTH BAR (fy-60 KSI) FOR WELDED WIRE FABRIC EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. 5EE SECTION 06071 FOR
<br /> E-+ \ � o
<br /> RECOMMENDATIONS. ALL FQUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL OR
<br /> FASTENER REQUIREMENTS AT TREATED �UMBER. TYPICA� NAILING NOT SHOWN PER PLAN, DETAI�, OR Q N � o0
<br /> BY OTHER MEANS AS DEFfNED BY A LICENSED GEOTECHNICAL ENGINEER. cv
<br /> REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WE�DED WIRE FABRIC OR FIBER MESH SCNEDULE SHALL CONFORM TO FASTENING SCNEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING Q � � �
<br /> d
<br /> N
<br /> UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCNEDULE ON SHEET S6.0. SCHEDULE ON SHEET S1.Q. ,�, �
<br /> CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS
<br /> �
<br /> ALLOWABLE B
<br /> EARING PRESSURE 2500PSF w
<br /> ELSE CORNER BARS SHALL BE PROVIDED. NAI�S SHALL BE COMMON UNLESS NQTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS: ,� aa
<br /> ACTIV E � O
<br /> E ARTH PRESSURE (YIELDING) 35 PCF �, ,�
<br /> ACTIVE EARTH PRESSURE (AT-REST) 55 PCF COVER REQUIREMENTS SHALL BE AS FOLLQWS UNLESS NOTED OTHERWISE: NAIL SIZE DIAMETER LENGTH
<br /> PASSIVE EARTH PRESSURE 350 PCF
<br /> » »
<br /> 8d 0.131 2.5 �
<br /> COEFFICIENT OF FRICT 0 » �� �
<br /> I N 0.35
<br /> CONCRETE CAST AGAINST EARTH 10d 0.148 3.0 �
<br /> >,
<br /> �
<br /> SOIL PROFILE S TE CLASS E »
<br /> II! � ALL BAR SIZES . . . . . . . . . . . . . . 3 �� o
<br /> 12d 0.148 3.25 �
<br /> FORMED SURFACE EXPOSED TQ EARTH 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" � �;
<br /> A LICENSED GEQTECHNICAL ENGINEER. O p ,
<br /> � #5 AND SMALLER . . . . . . . . . . . . . 1 1/2" UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS ANCHOR BOLTS AT SILL P�ATES v,
<br /> � a
<br /> CONCRETE NOT EXPOSED TO EARTH OR WEATHER SNALL BE 5/8'� DIAMETER W1TH 7" MINIMUM EMBEDMENT INTQ CONCRETE AND SHALL BE SPACED NOT > a'
<br /> WALLS AND JOISTS MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PfECE WITH ONE �
<br /> 01330: SHOP DRAWING SUBMITTAL PROCESS 11 BARS AND SMALLER . . . . . . . . . 3 4" �� �� �
<br /> # � BOLT LOCATED NOT MORE THAN 12 NOR LESS THAN 4.5 FROM EACH END OF THE PIECE. A
<br /> J �
<br /> SHOP DRAWINGS ARE TQ BE SUBMITTED T0 TNE ARCHITECT AN ENGINEER OF RECORD FOR APPROVAL SLABS AND JOISTS » �� » Q E-
<br /> PRIOR TO FABRICATION. IF SHOP DRAWINGS pIFFER FROM THE APPROVED DESIGN DRAWINGS NEW » 3 X3 X0.229 PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (DO NOT COUNTER-SINK � .
<br /> � » » » �, Q
<br /> #11 BARS AND SMALLER . . . . . . . . 1 PLATE WASHERS A 13 16 X 1 3 4 DIAGONAL SLOTTED HOLE IN THE 3 X 3 PLATE WASHER IS �
<br /> DESIGN QRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON �• � � U
<br /> BEAMS, COLUMNS ALLOWED WITH A STANDARD CUT WASHER. �
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE BUILDING
<br /> PRIMARY REINFORC�MENT . . . . . . . 1 1/2"
<br /> cn
<br /> OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. ,> ,_
<br /> TIES, STIRRUPS, AND SPIRALS . , . . 1 1 2 - �
<br /> �
<br /> �
<br /> cn
<br /> �
<br /> SHOP DRAWINGS ARE RE UIRED FOR FOR PREFABRICATED WOOD TRUSSES. w �-
<br /> 4
<br /> REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO
<br /> �
<br /> 06103: JOIST AND BEAM HANGERS
<br /> �
<br /> CONCRETE PLACEMENT. REINFORCING STEEL SHALL NQT BE FIELD BENT EXCEPT AS NOTED IN THE -
<br /> CALCULATIONS BEARING THE SEAL AND SIGNATURE OF LIC NSED STATE OF S G 0 JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE S ANUFACTURED BY SIMPSON
<br /> �
<br /> A E WA HIN T N DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTEQ WITHQUT PRIOR A M o i z
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR PREFABRICATED STRONG-TIE. EQUIVALENT HARDWARE MAY BE 11SED WITH PRIOR APPROVAL BY ENGWEER QF RECORD. � w
<br /> APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS.
<br /> ,
<br /> PLATED WOOD TRUSSES. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS SPECIFfCAT10NS AND SHALL .
<br /> BE AS FOLLQWS UNLESS NOTED OTHERWISE PER PLANS OR DETAILS:
<br /> 01400: INSPECTIONS AND SPECIAL INSPECTIONS MEMBER SIZE HANGER
<br /> THE CONTRACTOR SHALL BE RESPONSIB�E TO COORDINATE ALL INSPECTIONS REQUIRED BY THE SAWN LUMBER "U" S�RIES TO MATCN LUMBER SIZE
<br /> 06071: PRESERVATIVE TREATED WOOD PRODUCTS �>
<br /> LOCAL BUILDING DEPARTMENT. 3.125 WIDE GLULAM BEAM HGUS3.25 10
<br /> f
<br /> PRESERVATlVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOD TNAT FQRMS THE STRUCTURAL 5.125" WIDE GLULAM BEAM HGUS5.25 10 �
<br /> SUPPORT OF THE BUILDfNG BALCONIES PORCHES QR SIMILAR PERMANENT BUILDING APPURTUNENCES
<br /> �
<br /> SPECIAL INSPECTIONS RE NOT E UI D U LESS 0 S E U ED B BU D ' ' �� �
<br /> A R Q RE N THERWI E R Q IR Y THE IL 4NG OFFICIAL. 6.75 WIDE GLULAM BEAM HGUS6.88 10
<br /> THAT ARE EXPOSED TO E A HE WITHOUT ADE A 0 �
<br /> TH WE T R QU TE PROTECTION FR M A ROOF EAVE
<br /> ,
<br /> ,> �
<br /> OVERHANG QR OTHER COVERING TO PREVENT M�ISTURE OR WATER ACCUMULATION AT THE SURFACE 8J5 WIDE GLl1LAM BEAM HGU9.00-SDS
<br /> OR AT JOINTS BETWEEN MEt�BERS. �j
<br /> 01401: STRUCTURAL QBSERVAl10N �» ., » »„
<br /> MANUFACTURED WOOD I JOIST IUS SERIES TO MATCH I JOIST SIZE
<br /> STRUCTI�RAL OBSERVATION IS NOT REQUIRED. �
<br /> ,� „ ,�
<br /> ALL WOOD INSTA�LED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY 1.75 WIDE PSL OR LVL BEAM LBV SERIES TO MATCN DEPTH
<br /> 0
<br /> „ » ,�
<br /> FOUNDATION WALL LESS THAN 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 CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECNNICAL ENGINEERING POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB » �> >� •
<br /> RECOMMENDATfONS AS NOTED IN T E GEOTECHNICA� ENGINE RING R PORT SEE SECTION 01300 N
<br /> 5.25 WIDE PSL OR LV
<br /> L BEAM GLTV SERIES TO MATCH DEPTH �
<br /> H E E ( ) A D QR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; » »
<br /> 7 WIDE PSL BEAM "HGLTV SERIES TO M Q PTH �
<br /> IN SUBSE UENT DI ATCH E
<br /> Q RECTIVES.
<br /> 1. IF �OCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL i INCN ABQVE THE Q
<br /> 02260: EXCAVATION SUPPORT AND PROTECTION
<br /> SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER.
<br /> EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER N
<br /> THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. QVER-EXCAVATED AREAS SHALL BE 2. IF IN AN ENCLQSEQ CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE BUILDING 06104: SHRINKAGE OF WOOD FRAMING �
<br /> BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S PERIPNERY AND SUPPORTED BY A CONCRETE PIER OR PEDEST L RE THAN 8 INCHES FROM SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO COMPRESSION OF
<br /> A MQ
<br /> EXPENSE EXPOSED GRQUND AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND MECHANIGAL SYSTEMS AS WELL O
<br /> AS EXTERfOR FINISHES SNA�L BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 INGH 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 IMPERVIOUS WOOD SHRINKAGE. THE USE OF KILN DRIED LUMBER AND PROVIDING A DRYING PROCESS TO THE
<br /> LOCAL STATE AND NATIONAL SAFETY REGULATIONS. M
<br /> , , OISTURE BARRIER SEPARATION WITH EXPOSED EARTH. FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE
<br /> SNRINKAGE. �
<br /> fNSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING DRAWINGS, 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR CONCRETE OR O
<br /> NOTES, AND SPECIFICATIONS. MASONRY WALLS BELOW GRADE � .
<br /> 02300: BACKFILL AND COMPACTION � Q6160: WOOD SHEATHING .,�
<br /> PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS ASSOCIATION (AWPA) ,
<br /> BACKFI L
<br /> STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN �
<br /> L SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFILL SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS.
<br /> PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA WITH EXTERIOR GLUE
<br /> BEHIND ALL WALLS SHAL� NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ALL �
<br /> BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALI� BE CONSISTENT WITH THE GEOTECHNICAI, (CDX). ORIENTED STRAND BOARD (OSB) PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE
<br /> ALL FASTENERS (NAILS BQLTS ANCHOR BOLTS PLATES HANGERS ETC.) IN CONTACT WITH TREATED �
<br /> ENGINEERING RECOMMENDATIONS. ' ' ' ' ' FOLLOWING THICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN: �
<br /> LUMBER SHALL BE CORROSfON RESISTANT G-185 HOT DIPPED GALVANIZEO PER ASTM A153 OR
<br /> EDGE FIELD
<br /> �
<br /> STAINLESS STEEL 0
<br /> LS
<br /> NAILS NAI �-� �
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<br /> ROOF: 7/16 40/20 APA RATED OSB 8d AT 6 8d AT 12"� Q � �
<br /> FLOOR: 3/4" APA RATED STURp-I-FLOOR �SB 40/20 T&G 10d AT 6° �Od AT 12 �
<br /> SHEARWALL: 7/16" APA RATED 24/16 EXPOSURE 1 OSB SEE SCHEDULE SHEET S1.1 -�-� �+-'
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<br /> ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN PERPEND[CULAR TO I •�
<br /> SUPPORTS AND IN A STAGGERfD PATTERN UNLESS NOTED OTHERWISE PER PLAN. BLOCKING AT � �
<br /> INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED
<br /> � � �
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<br /> OTHERWISE PER PLAN. SHEARWA�L SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X � � �
<br /> FRAMING PER SHEARWALL SCHEDULE ^ �
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