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<br /> S T R u C T IJ R A I� �1 0 T E S STRUCT� RA� QRAWf� G SNEET I �1DEX �
<br /> 01000: GENERAL REQUIREMENTS 03000: CONCRETE 06100: ROUGH FRAMING 06176: METAL PLATE CONNECTED WOOD TRUSSES SHEET QESCRIP110N DATE o
<br /> THE STRUCTURAL NQTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD AC! SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTkON BUREAU (WCLIB) "GRADING AND PREMANUFACTURED PLATED WOOD TRUSSES SHALL BF MANUFACTURER DESIGNED AND SHALL COMPLY �
<br /> BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND ARCH(TECTURAL PLANS 318-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". DRESSING RULES" N0. 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 01/21/16 �
<br /> SHALL BE REPORTED TO THE ARCHITECT WNO SHALL CORREGT TNE DISCREPANCY IN WRITING. ANY PERCENT MAXIMUM hdOfSTURE CONTENT. PROTECT LUMBER FROM WEATNER AND PROVIDE FURTHER CONNECTED WQOD TRUSS CONSTftUCTION} AND OSSC SECTION 2303.4. SHOP DRAWINGS AND S1.1 STRUCTURAL NOTES AND SCHEDULES Ol/21/16 �
<br /> WORK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALL BE QONE 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. ALL LUMBER EXPOSED CALCULATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS QF SECTION 01330. DESIGN FOR THE S1.2 SNEARWALL 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 QR IN CONTACT WITH CONCRETE OR MASONRY SNA�L BE PRESERVATIVE TREATED U.N.O. SPANS AND CONDITIONS SHOWN ON TNE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWWG: S1.3 HQLDOWN SCHEDULE ANQ DETAILS 01 21 16 �;
<br /> DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SNOWN. EXPOSED TQ FREEZING AND THAWWG SHALL HAVE AN AIR �NTRAWfNG 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 U '
<br /> 18C 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 SHAL� PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION TOP CHORD DEAD LOAD 1Q PSF 10 PSF -" °' �
<br /> LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WAL�S Fb Fv Fcp Fc E S6.0 TYPICAL CONCRETE DETAILS Ol/21/16 � �
<br /> TNE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEKS USE/LOCATION SPECIES GRADE PS! TOP CHORD DRAG LOAD SEE PLAN SEE PLAN
<br /> SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. PRIOR TO PLACING GQNCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC ( } (PSI) (PSI) (PSI) (PSI) TOP CHORD NET 'NIND UPLIFT 7 PSF (NET) N/A �z co
<br /> WALL STUDS/BLOCKING S9.0 TYPICAL FLOOR �RAMING DETAILS Ol/21/16
<br /> SECTIONS 1904 ANQ 1905. BOTTOM CNORD DEAD LOAD 5 PSF 5 PSF � �
<br /> THE CONTRACTOR SHALL BE RESPQNSIBLE FOR COORDINATION OF AL� WORK. THE CONTRACTOR 2X, 3X HEM-FIR STUD 675 150 405 800 1.2E6 S9.1 TYPICAL ROOF FRAMING DETAILS Ot f21/16 0 �
<br /> HVAC SEE MECNANICAL SEE MECHANICAL 1
<br /> SHALL BE RESPONSIBLE FOR TNE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: 4" WIDE S9.2 FRAMING DETAILS 01/21 f16 � �
<br /> LIVE LOAD DEFL,ECTION L/360 �/360 � -�
<br /> WITH ALL UTlLITIES AND ADJACENT PROPERTIES. CALL TNE lJTILITY LOCATE SERVICE PRIOR TO ANY S9.3 FRAMING DETAILS - UNIT E1C & E1D 01/21/16 � '� �
<br /> WORK AT 1-800-332-2344. 28 DAY MAX. MAX. AIR SPECIAL LOCATION
<br /> 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 S9.4 FRAMWG DETAILS - UNIT E1B, D, F & E3 01 f21/16 � rJ� �
<br /> STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND 6" & WIDER S9.5 FRAMING DETAlLS - UNIT E & E3 01/21/16 � +, �
<br /> f'c (PSI} RATIO (INCHES) (PERCENT) REQUIREQ APPLICATION 06185: STRUCTURAL GLUED LAMINATED TIMBER S9.6 FRAMING DETAILS - UNIT G & F 01/21/16 '- �
<br /> WALL PLATES � �
<br /> 0 1 1 0 0: C O D E R E Q U I R E M E N T S 2 5 0 0 0.4 5 4±1 0±1 N O F O Q T I N G S 2X4, 3X4 HEM-FfR STUD 675 150 405 800 1.2E6 GLUED-LAMINATED MEMB�RS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) � � ^
<br /> ID�NTIFfCATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED ��I �.
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2Q12 INTERNATIONAL BUILDING CODE AS 3000 0.45 4f1 5f1 NO FOUNDATION AND STEM WALLS IMMEDIATELY AFTER TRIMMfNG IN EITHER SHOP OR FIELD. SHOP DRAWINGS SHALL BE SUBMITTED PER � �-'
<br /> A40PTED BY THE CITY OF EVERETT WASHINGTON. 3000 0.45 4f1 5t1 NO EXTERIOR SLAB ON GRADE, � 2X6, 3X6 HEM-FIR N0. 2 850 150 405 1300 1.3E6 THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHA�L BE AS FOLLOWS: � ° c�1
<br /> DRIVEWAYS, CURBS, WALKWAYS, PATIOS, PORCHES, STEPS EXPOSED TO � H �
<br /> 01200: DESIGN LOADS WEATHER, AND GARAGE FLOORS. � ,°��' Q'
<br /> LIVE LOADS 2500 0.50 5f1 Of1 NO ALL OTHER CONCRETE JOISTS USE COMBINATION SYMBOL SPECIES CAMBER �
<br /> 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARQ U � �
<br /> ROOF (SNOW) 25 PSF � � �
<br /> CONTINUOUS BEAM 24F-V8 DF/DF ZERO
<br /> FLQORS (RESIDENTIAL) 40 P5F ONE COMPRESSION TEST MINIMUM SNALL BE C4MPILED FOR EVERY 150 CUBIC YARDS OR 5000 ,Ts--, o co '
<br /> SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE CANTILEVER BEAM 24F-V8 DF/DF ZEftO � o� o
<br /> AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME SAMPLE AND TESTED AT THE LEDGERS
<br /> SNOW LOAD DESIGN DATA: 2X, 3X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 UNEXPOSED GLUED-LAMWATED TIMBER SHA�L BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED ;
<br /> Pg = 20 PSF, Pf = 14 PSF, Ce , 1.0, Is � 1.0, Ct = 1.0, SPECIFI�D AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR INFORMATION REGARDING POST 4X DOUGLAS FIR-LARCH N0. 1 1000 180 625 1500 1.7E6 OTHERWISE. EXPOSED GI UED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. } �
<br /> TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, QR OTHER PURPOSES. CONCRETE SHALL BE � �
<br /> WIND QESIGN DATA: ACCEPTABLE IF: ,
<br /> 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH ; (� f,
<br /> BASIC WIND SPEED: 110 MPH (ULT.} 85 MPH (ASD) BEAMS AND POSTS r , '
<br /> 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL `
<br /> WIND IMPORTANCE FACTOR: Iw = 1.Q 4X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 '� s't
<br /> BELOW THE SPECIFIED STRENGTH. � ,�wA � �
<br /> WIND EXPOSURE: EXPOSURE B 6X DOUGLAS FIR-LARCH N0. 1 12Q0 170 625 1000 1.6E6 06190: MANUFACTURED WOOD BEAMS
<br /> T O P O G R A P N I C A L F A C T O R: Kz t = 1.0 CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL 8E SUBJECT TO FURTHER TESTING AT NQ
<br /> ADDITIONAL EXPENSE TO THE OWNER. MANUFACTURED/ENGINEERED WOO D BE AM S SH A L L B E T H E S IZ E A N D T Y P E S H O W N O N T HE D R A W I N G S
<br /> INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, ERECTION, AND INSTALLATION
<br /> COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF RESHORING, WHERE REQUIRED, SNALL 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 HAVE NOTCHES OR DRILLED HOLES WITHOUT PRfOR ENGINEER OF RECORD APPROVAL. SHOP DRAWINGS �.
<br /> RESHORING PLANS TO THE ENGWEER OF RECORD FOR REVIEW. 5 ���� \
<br /> EARTNQUAKE DESIGN DATA: STRUGTURAL FINGER JOINTED LUMBER SHALL BE PERMlTTED TO BE USED INTERCHANGEABLY WITH SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330, DESIGN MATERIAL PROPERTIES f �
<br /> SEISMIC IMPORTANCE FACTOR: le = 1.0 SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER SHALL BE AS FOLLOWS: �.il Q �
<br /> CNAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED � ��
<br /> SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.302 S1 = 0.495 SNALL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE "PRQDUCT STANDARD PS � `�
<br /> SITE CLASS: SITE CLASS E BY THE ARCNITECT.
<br /> SPECTRAL RESPONSE COEFFICIENTS: SDS - 0.781 SD1 = 0.792 20-99". LUMBER CLASSIFIEQ AS STUD USE ONLY SHALL BE LIMITED TO VERTIGAL APPLICATIONS MEMBER E (PSI) Fb (PSI) Fcp (PSI} Fv (PSI)
<br /> � � �
<br /> ONLY. LUMBER WITH CERTIFIED EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF l.OADING. LVL = MfCROLAM 1.9 E6 2600 750 285 �, W ' ' �, '�o
<br /> SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D PSL = PARALLAM 2.0 E6 2900 650 290 0 �,
<br /> 0310Q: REINFORCING STEEL LSL = 1J5" TIMBERSTAND 1.55 E6 2250 750 400 �� `��y ��
<br /> BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHAL� BE PER ACI 318-11.
<br /> DESIGN BASE SHEAR: Cs = 0.120 W REINFQRCING STEEL SHALL MEET THE FOLLQWING REQUIREMENTS: LSL RlM = 1.5" TIMBERSTAND RIM BQARD a�
<br /> RESPONSE MODIFICATION FACTOR: R = 6.5 (LIGHTFRAME WALLS} 06102. FRAMING NOTES ��
<br /> ANALYSIS PROCEDURE: EQUIVALENT LATEftAL FORCE FRAMING CONNECTORS, ACCESSQRIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SNALL
<br /> 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 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS.
<br /> 01300: GEOTEGHNICAL INFORMATION ASTM A-706 DEFORM�D BARS GRADE 60 (fy=60 KSI) FOR ALL WELDAB�E SARS WHERE STRAPS CONNECT TWO MEMBERS TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO �
<br /> EARTHWQRK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING � co �
<br /> RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL OR ASTM A-185 SMOQTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR
<br /> FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER P�AN, DETAIL, OR ¢ � � �
<br /> BY OTHER MEANS AS DEFINED BY A LICENSED GEOTECHNICAL ENGINEER. REWFORCING FOR SLABS ON GRADE SNALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR FIBER MESH SCHEDULE SHALI� CONFQRM TO FASTENING SCHEDULE PER IBG TABLE 2304.9.1 OR TO THE FASTENING •
<br /> N N
<br /> � � � �
<br /> CONVENTIONAL FOUNDATIONS HAVE BEEN DES�GN�D WITH THE FOLLOWING PARAMETERS: UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. SCHEDULE ON SHEET S1.0. � � `-
<br /> REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTfNUOUS AROUND CORNERS
<br /> ALLOWABLE BEARING PRESSURE 2500PSF r=� �
<br /> ELSE CORNER BARS SHALL BE PROVIDED. NAfLS SNALL BE C�MMQN UNLESS NQTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS: ;� s�
<br /> ACTIVE EARTN PRESSUftE (YIELDING) 35 PCF �; O
<br /> ACTIVE EARTN PRESSURE (AT-REST) 55 PCF COVER REQUIREMENTS SNALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: NAIL SIZE DIAMETER LENGTN
<br /> PASSIVE EARTH PRESSURE 350 PCF 8d Q.131" 2.5" �o
<br /> COEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH �
<br /> 10d 0.148" 3.0"
<br /> SOIL PROFILE SITE CLASS E ALL BAR SIZES . . . . . . . . . . . . . . 3" 12d 0.148" 3.25" �
<br /> FORMED SURFACE EXPOSED TO EARTH OR WEATHER 16d 0.162" 3.5" o
<br /> AL(� FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR #6 AND LARGER . . . . . . . . . . . . . . 2" � r;
<br /> A LICENSEQ GEOTECHNICAL ENGINEER. #5 AND SMALLER . . . . . . . . . . . . . 1 1/Z" UNLESS NOTED OTHERWISE PER SHEARWALL SCHEQULE OR PLANS, ANCHOR BOLTS AT SILL PLATES v� �
<br /> CONCRETf NOT EXPOSED TO EARTH OR WEATHER SHALL BE 5/8° DIAMETER WITH 7" MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NOT ? �'
<br /> WALLS ANQ JOfSTS MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITN ONE �
<br /> 01330: SNOP DRAWING SUBMITTAL PROCESS #11 BARS AND SMALLER . . . . . . . . . 3/4" BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 4.5" FROM EACH END OF TME PIECE. A _, � '
<br />, SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD FOR APPROVAL SLABS AND JOISTS 3"X3"X0.229" PLATE WASNER SHALL BE PROVIDED FOR ALL ANCNOR BOLTS (DO NOT COUNTER-SINK �-�- ~
<br /> PRIQR TO FABRICATION. IF SHOA DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW #}1 BARS AND SMALLER . . . . . . . . 1" � ~ Q
<br /> DESIGN QRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON PLATE WASHERS). A 13f16° X 1 3/4" DfAGONAL SLOTTED HOLE IN THE 3' X 3" PLATE WASHER IS � �
<br /> BEAMS, COLUMNS A�LOWED WITH A STANDARD Ct1T WASHER. m U
<br /> STRUCTURAL ENGINEER SHA�L BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE Bl11LDING PRIMARY REINFORC�MENT . . . . . . . 1 1/2" �
<br /> OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. TIES, STIRRUPS, AND SPIRALS . . . . 1 1/2" � �
<br /> SHOP ORAWINGS ARE REQUIREQ FOR FOR PREFABRICATED WOOD TRUSSES. W �
<br /> �
<br /> REINFORCING STEEL SNALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO o-
<br /> 06103: JOIST ANp BEAM HANGERS �
<br /> CONCRETE PI�ACEMENT. REINFORCING STEEL SHALI. NOT �E FIELD BENT EXCEPT AS NOTED IN THE �
<br /> CALCULATIONS BEARWG THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON JOIST AND BEAM HANGERS AS NOTED IN THE P�ANS SHALL BE AS MANUFACTURED BY SIMPSON
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTEQ ALONG WITH THE SHOP QRAWINGS FOR PREFABRICATED DESIGN DRAWINGS. WELQING OF REINFORCING STEEL SNALL NQT BE PERMiTTED WITHOUT PRIOR STRONG-TIE. EQUIVRLENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. 2 � �
<br /> PLATED WOOD TRUSSES. APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS. �pIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFICATIONS AND SHALL
<br /> BE AS FQLLOWS UNLESS NOTED OTHERWISE PER PLANS OR QETAILS:
<br /> 01400: INSPECTIONS AND SPECIAL INSPECTIONS MEMBER SIZE HANGER
<br />, THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE SAWN LUMBER "U" SERIES TO MATCN LUMBER SfZE
<br /> 06071: PRESERVATIVE TREATED WOOD PRODUCTS
<br /> LOCAL BUILQING DEPARTMENT. PRESERVATIVE TREAT�D WOOD SHALL BE REQUIRED FOR ALL WOOD TNAT FORMS THE STRUCTURAL 3.125" WIDE GLULAM BEAM HGUS3.25/10 �
<br /> SUPPORT QF THE BUILDING, BALCONIES PORCNES, Oft SIMILAR PERMANENT BUILDING APPURTUNENCES 5.125" WIDE GLULAM BEAM HGUS5.25j10 �
<br /> SPECIAL INSPECTIONS ARE NOT REQUIRED UNLFSS OTHERWISE REQUIRED BY TNE BUILDING OFFICIAL THAT ARE EXPOSEQ TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, 6.75" WIQE GLULAM BEAM HGUS6.88/1Q �
<br /> OVERHANG OR OTNER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE 8.75" WIDE GLULAM BEAM HGU9.Q0-SDS �
<br /> 01401: STRUCTURAL OBSERVATION OR AT JOINTS BETWEEN MEMBERS.
<br /> STRUCTURAL OBSERVATION IS NOT REQUIRED. � MANUFACTURED WOOD "I" JOIST "IUS" SERIES TO MATCH "I" JOIST SIZE Q�
<br /> ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY 1.75" WIDE PSL OR LVL BEAM °LBV" SERlES TO MATCH DEPTH �
<br /> FOUNDATION WALL LESS THAN 8 INCNES FRQM EXPOSED EARTH. 2.69" WIDE PSL BEAM °LBV" SERIES TQ 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 GEOTECHNICAL ENGINEERING POSTS OR GOLUMNS SUPPORTING PERMANENT STRUCTURES ANQ SUPPORTED BY A CONCRETE SLAB 5.25" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTN �
<br /> RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL �NGINEERING 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 SUBSEQUENT DIRECTIVES. �
<br /> 1. fF LOCATEQ IN BASEMENTS ON A CONCftETE PIER OR METAL PEDESTAL 1 INCH ABOVE TNE .
<br />, 02260: EXCAVATION SUPPORT AND PROTECTION SLAB AND SEPARATED THEREFROM BY AN kMPERVIOUS MOISTURE BARRIER,
<br /> EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO tJNDISTURBED NATIVE MATERIAL PER �
<br /> THE GEOTECHNfCAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED AREAS SHALL BE 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED RREA WITNIN THE BUILDING 06104: SHRINKAGE OF WOOD FRAMWG �
<br /> BACKFILLED WITH LEAN CONCRETE OR PER GEOTECNNICAL RECOMMENDATIONS AT THE CONTRACTOR'S PER{PHERY 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
<br /> EXPENSE. EXPOSED GROUND AND SEPARATED THEREFRQM BY AN IMPERVIOUS MOfSTURE BAftR1ER. ASSEMB�IES OF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND MECNANICAL SYSTEMS AS WELL �
<br /> AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 INCH PER FLOOR �
<br /> EXGAVATION SLQPES 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. MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTRO� Bl1T WILL NOT ELIMINATE �
<br /> SNRINKAGE. O
<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. MASONRY WALLS BELOW GRADE. �..�
<br /> 02300; BACKFILL AND COMPACTION PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOQD PRESERVERS' ASSOCIATION (AWPA) 06160: WOOD SHEATHING �
<br /> BACKFILL SNALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFILL SPECIFIGATION C2 AND C9 OR APP�ICABLE STANDARDS. STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN
<br /> BEHIND ALL WALI S 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 �i �
<br />' BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL (CDX). 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, ANQ FASTENING UNLESS NOTED OTHERWISE PER PLAN: �
<br /> LUMBER SNALL BE CORROSION RESISTANT G-185 NOT DIPP�D GALVANIZED PER ASTM A153 OR EDGE FIELD � �
<br /> STAINLESS STEEL. NAILS NAI�S � �
<br /> ROOF: 7/16° 40J20 APA RATED OS� 8d AT 6" 8d AT 12" �
<br /> � �
<br /> FLOOR: 3f4" APA RATED STURD-I-FLOOR OSB 40/20 T&G 10d AT 6" 10d AT 12" M� p
<br /> SHEARWALL; 7/16" APA RATED 24/16 EXPOSURE 1 OSB SEE SCHEDULE SNEET S1.1 rL�i .� �
<br /> A�L ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO � 1 �
<br /> SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTEd OTHERWISE PER PLAN. BLOCKING AT � � �
<br /> INTERMEDIATE FLOQR AND ROOF SNEA7HING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED �
<br /> QTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE BLOCKED AT ALL EDGE� WITH 2X OR 3X �
<br /> �
<br /> FRAMING PER SHEARWALL SCHEDULE �
<br />� � �
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