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S T R U C T �J R A � �1 0 T E S STRUCTURA� DRA�U � G SHEET I �1DEX
<br /> 01000: GENERAL REQUIREMENTS 03000: GONCRETE 06100: ROUGH FRAMING 06176: METAL PLATE CONNECTED WOOD TRUSSES SHEET DESGRIPTION DATE o
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND $PECIFICATIONS. ANY DISCREPANCY FOUND CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI SAWN LUMBER SHALI. CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) "GRAQING AND PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY � ,
<br /> BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONQITIONS, AND ARCHITECTURAL PLANS 318-11 "BUILDING CODE REQUIREMENTS FOR STRl1CTURAL 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 DESfGN STANDARQ FOR META� PLATE S1.0 STRUCTURAL NOTES 01/21/16 0�
<br /> SHALL BE REPORTED TO THE ARCHITECT WHO SHALL CQRRECT THE QISCREPANCY IN WRfTING. ANY PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER CONNECTED WOOD TRUSS CONSTRUCTION) 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 CQNCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED DRYING OF ASSEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL ALL LUMBER EXPOSEQ CALCULATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE S9.2 SHEARWALL SCHEDULE AND DETAILS 01/21/16 �
<br /> RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND BY THE ENGINEER OF RECQRD AND SHALL COMPLY WfTH 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 CONQITIONS SHOWN QN THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWING: S1.3 HOLDOWN SCHEDULE AND DETAILS Ol 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. I�UMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS ROOF FLOOR S1.4 SWSB DETAILS 01/21/16 U �
<br /> IBC SECTION 19042. THE USE OF WATER SOLUBLE CHLORIDE ION SNALL 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 TOP CHORD DEAQ LOAD 10 PSF 10 PSF -
<br /> LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS Fb Fv Fcp Fc E S6.0 TYPICAL CONCRETE DETAILS Ol f 21�16 � �,
<br /> SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPER�Y SUPPORTED. THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEKS USE/LOCATION SPECIES GRADE (PSI� (PSI) (PSI) (PSI) (PSI) TOP CHORD DRAG LOAD SEE PLAN SEE PLAN
<br /> PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC TOP CHORD NET WIND UPLIFT 7 PSF (NET) NfA � �
<br /> WALL STUDS/BLOCKING S9.0 TYPICAL FLOOR FRAMING DETAILS O1/21/16 0 �,
<br /> SECTIONS 1904 AND 1905. BOTTOM CHORD DEAD LOAD 5 PSF 5 PSF S9.1 TYPICAL ROOF FRAMING DETAILS 01 21 16 C4
<br /> 2X, 3X HEM-FIR STUD 675 150 405 800 1.2E6 HVAC SEE MECHANICAL SEE MECHANICAL I `� o
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR CQORDINATION OF ALL WORK. THE CONTRACTOR 4" WIDE S9.2 FRAMING DETAILS 01/21/16 a� �
<br /> SHALL BE RESPONSIBLE FOR THE COORDWATION OF THE EXCAVATIQN, SHORING, AND OTHER WORK CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS; LIVE LOAD DEFLECTION L/360 L/360 c� � �
<br /> WfTN ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY S9.3 FRAMING DETAILS - UNIT E1C & E1D Ol/21/16 � � �
<br /> WORK AT 1-800-332-2344. 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 � � �
<br /> 28 DAY MAX. MAX. AIR SPECIAL LOCATION S9.4 FRAMWG DETAILS - UNIT E1B, D, F & E3 01/21/16
<br /> 6" & WIDER
<br /> STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND S9.5 FRAMING DETAILS - UNIT E & E3 01/21/16 � +, �
<br /> f'c (PSI) RATIO (INCHES) (PERCENT) REQUIRED APPLICATION WALL PLATES 06185: STRUCTURAL GLUEQ LAMINATED TIMBER S9.6 FRAMING DETAILS - UNIT G & F Ol/21/16 '� v
<br /> 2X4, 3X4 HEM-FIR STUd 675 150 405 800 1.2E6 GLUED-LAMfNATE6 MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) � .�
<br /> 01100: CODE REQUIREMENTS 2500 0.45 4f1 Ot1 NO FOOTINGS IDENTIFICATION MARK. EXPOSED MEMBERS SNALL RECEIVE ONE COAT OF END SEALER APPLIED W � � �
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS 3400 0.45 4f1 5f1 NO FOUNDATION AND STEM WALLS IMMEDIATELY AFTER TRIMMING IN EITNER SHOP OR FIELD. SNOP DRAWWGS SHALL BE SUBMITTED PER _ � "
<br /> ADOPTED BY THE CITY OF EVERETT WASHINGTON. 3000 0.45 4f1 5ft NO EXTERIOR SLAB ON GRADE, 2X6, 3X6 HEM-FIR N0. 2 850 150 405 1300 1.3E6 THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIA� PROPERTIES SHA�L BE AS FO�LOWS: O ° �
<br /> DRIVEWAYS, CURBS, WALKWAYS, PATIOS, PORCHES, STEPS EXPOSED TQ �- � �
<br />. 01200: DESIGN LOADS WEATHER, AND GARAGE FLOORS. JOISTS USE COMBINATION SYMBOL SPECIES CAMBER � �
<br /> LIVE LOADS 2500 0.50 5t1 Ot1 NQ ALL OTNER 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 B�AM 24F-V8 DF/D� ZERO � � �
<br /> FLOORS RESIDENTIAL 40 PSF ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR 5000 +, o
<br /> t ) CANTILEVER BEAM 24F-V8 DF/DF ZERO co 0
<br /> SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE LEDGERS � T' �
<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 E
<br /> SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR INFORMATION REGARDWG POST
<br /> Pg = 20 PSF, Pf = 14 PSF, Ce = 1.0, Is = 1.0, Ct = 1.0, TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, dR OTHER PURPOSES. CONCRETE SHALL BE 4X DQUGLAS FIR-LARCH N0. 1 1000 180 625 1500 1JE6 OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SNALL BE APPEARANCE CLASS PER ARCHITECT. ; � �/ �, ,
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<br /> WIND DESIGN DATA: • �
<br /> 1. N0 TEST FALLS 00 PSI BE OW TH SPECIFIED STR GTH >«:::>::::»<r;�:;:>;:;<.>:::._.:::>::::>:::>:;::>:::<<«<».
<br /> 5 L E EN ;`::<;:<�;>r!;:? U ;<:::>:,::>::>::;::.:>;:;<:<::::>:::::>:::,.::::>;::>;>::>::,,<<�,
<br /> BASIC WIND SPEED: 110 MPH (ULT.) 85 MPH (ASD) BEAMS AND POSTS
<br /> 2. THE AVERAGE OF ALL SETS QF 3 CONSECUTIVE TESTS DOES NOT FALL
<br /> WIND IMPORTANCE FACTOR: 3w = 1.0 4X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 �
<br /> BELOW THE SPECIFIED STRENGTH. »y '
<br /> WIND EXPOSURE; EXPOSURE B 6X dOUGLAS FIR-LARCH N0. 1 1200 170 625 1000 1.6E6 06190: MANUFACTURED WOOD BEAMS ,� �° ` t
<br /> TOPOGRAPH�CAL FACTOR: Kzt = 1.0 CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTNER TESTING AT NO MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAININGS ' -� • ' ��r k ` '
<br /> �,. .. .�.;:. .
<br /> INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 ADDiiiONAL EXPENSE TO THE OWNER. AS MANUFAGTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, ERECTION, AND INSTALLATION
<br /> COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT PROPaSED SHALL BE PER MANUFACTURER SPECIFfCATIONS. MICRO�AM AND PARA�LAM 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 S ��� \
<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 � �'
<br /> SEISMIC IMPORTANCE FACTOR: le = 1.0 SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER SHALL BE AS FOLLOWS: � �
<br /> SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.3Q2 S1 = 0.495 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3 f 4 INCH IF NOT SPECIFIED SHALL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE "PRODUCT STANDARD PS '� � l`��W
<br /> SITE CLASS: SITE CLASS E BY THE ARCHfTECT. 20-99". LUMBER CLASSIFIED AS STUD USE QNLY SHALL BE LIMITED TO VERTICAL APPUCATIONS MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI} � � : " � �
<br /> SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.781 SQl = 0.792 ONLY. LUMBER WITH CERTIf1ED EXTERIQR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. L V L = M I C R O L A M 1.9 E 6 2 6 0 0 7 5 0 2 8 5 �, �, � � � � Z
<br /> SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D 03100: REINFORCING STEEL PSL = PARA�LAM 2.0 E6 2900 650 290 �� ��
<br /> BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM REINFORCING STEEL DETAILING, FABRICATION, ANQ PLACEMENT SHALL BE PER ACI 318-11. LSL = 1.75" TIMBERSTAND 1.55 E6 2250 750 400 ����
<br /> DESIGN BASE SHEAR: Cs = 0.120 W REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: LSL RIM = 1,5 TIMBERSTAND RIM BOARD
<br /> RESPONSE MODIFIGATION FACTQR: R = 6,5 (LIGHTFRAME WALLS) 06102: FRAMING NOTES �
<br /> ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE FRAMING CONNECTORS, AGCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL
<br /> ASTM A-615 DEFORMED BARS GRADE 40 (fy=4Q 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 APPROVAI. BY ENGINEER OF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS.
<br /> 01300: GEOTECHNICAL INFQRMATION ASTM A-706 DEFORMED BARS GRADE 6Q (fy=60 KSI) FOR ALL WE�DABLE BARS WHERE STRAPS CONNECT TWO MEMBERS TOGETHER PLACE HALF OF THE REQUIRED FASTENERS INTO �
<br />� EARTHWORK AND FOUNDATIONS AR� TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING ASTM A-185 SMOOTH BAR (fy-60 KSI) FOR WELDED WIRE FABRIC EACH MEMBER. PROVIDE SOLID B�OCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR � � ,� o
<br /> RECOMMENDATIQNS. ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL OR FASTENER REQUIREMENTS AT TREATED Ll1MBER. TYPICAL NAILING NOT SHOWN PER P�AN, DETAIL, OR Q � a�
<br /> BY OTHER MEANS AS DEFINEQ BY A LICENSED GEOTECHNICAL ENGINEER. REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WE�DED WIRE FABRIC OR FIBER MESH SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING � Q � � �
<br /> CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. SCNEDULE ON SHEET S1.0. � � r
<br /> ALLOWABLE BEARING PRESSURE 2500PSF REINFORCING STEE� AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS r �
<br /> ELSE CORNER BARS SHALL BE PROVIDED. NAI�S SHALL BE C4MMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOL�OWS; a at
<br /> ACTIVE EARTH PRESSURE (YIELDING) 35 PCF w �
<br /> AGTIVE 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 /> COEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH 10d .0.148" 3.0" � -
<br /> SOIL PROFILE SITE CLASS E ALL BAR SIZES . . . . . . . . . . . . . . 3" 12d 0.148" 3.25" � �
<br /> FORMED SURFAGE EXPOSED TO EARTH OR WEATHER 16d 0.162" 3.5" �
<br /> ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR #6 AND LARGER . . . . . . . . . . . . . . 2" � 2 H
<br /> A LIC�NSED GEOTECHNICAL ENGWEER. �. � o
<br />, #5 AND SMALLER . . . . . . . . . . . . . 1 1/2 UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES v� �
<br /> CONCRETE NOT EXPOSEQ TO EARTH OR WEATNER 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 cG
<br /> 01330: SHOP DRAWING SUBMITTAL PROCESS #11 BARS AND SMALLER . . . . . . . . . 3/4" BOLT LOCATED NOT MORE THAN 12" NOR �ESS THAN 4.5" FROM EACH END OF THE PIECE. A � c�n
<br /> SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD FOR APPROVAL SLABS AND JOISTS 3"X3"XQ.229" PLATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (DO NOT COUNTER-SINK ¢ �
<br /> PRIOR TO FABRICATION. IF SHOP DRAWINGS DfFFER FROM THE APPRQVED DESIGN DRAWINGS, NEW 11 BARS AND SMALLER . . . . . . . 1" �> » �� ~ Q
<br /> DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON # PLATE WASHERS). A 13/16 X 1 3f4 DIAGQNAL SLOTTED HOLE IN THE 3" X 3 PLATE WASHER IS � ¢
<br /> BEAMS, COLUMNS ALLOWED WITH A STANDARD CUT WASHER. m �
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE BUILDING PRIMARY REINFORCEMENT . . . . . . . 1 1/2" "'
<br /> OFFICIAL FQR APPROVAL PRIOR TO FABRICATION. TIES, STIRRUPS, AND SPIRALS . , . . 1 1 f 2" � �
<br /> SNOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. � ~
<br /> REWFORCING STEEL SHALL BE ACCURATELY PLACEQ AND ADEQUATELY SECUREQ IN PLACE PRIOR TO 06103: JOIST AND BEAM HANGERS �
<br /> CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE o �
<br /> CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHWGTON JOIST AND BEAM HANGERS AS NOTED lN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR PREFABRICATED DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHAL� NOT BE PERMITTED WITHOUT PRIOR STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. 2 � W
<br /> PLATED WOOD TRUSSES. APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON TNE DESIGN DRAWINGS. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFfCATIONS AND SHALL
<br /> BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR DETAILS:
<br /> 01440: INSPECTIONS AND SPECIAL INSPECTIQNS MEMBER SIZE HANGER
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL WSPECTIONS REQUIRED BY THE 06071: PRESERVATIVE TREATED WOOD PRODUCTS SAWN LUMBER "U" SERIES TO MATCH LUMBER SIZE
<br /> LOGAL BUILDING DEPARTMENT. PRESERVATIVE TREATED WOOD SHA�L 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 GLULAM BEAM HGUS5.25/10 �
<br /> SPECIAL INSPECTIONS ARE NOT REQUIRED UNLESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL. THA i 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 OR WATER ACCUMULATION AT THE SURFACE 8.75" �JIDE GLULAM BEAM HGU9.00-SDS �
<br /> 01401: STRUCTURAL OBSERVATION OR AT JOINTS BETWE�N 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 LV� BEAM "LBV" SERIES TO MATCH DEPTH 0
<br /> FOUNDATfON 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 SHA�L BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB 5,25" WIDE PSL QR LVL BEAM '�GLTV" SERIES TO MATCH DEPTH ►�
<br /> RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT (SEE SEC710N 013Q0) AND OR FOQTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; 7" WIDE PSL BEAM "HGLTV" SERIES TO MATCH DEPTH �
<br /> IN SUBSEQUENT DIRECTIVES. �
<br /> 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTA� 1 INCH ABOVE THE
<br /> 02260: EXCAVATION SUPPORT AND PROTECTION SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOiSTURE BARRIER. �
<br /> EXCAVATION FOR FQUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER
<br /> THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED AREAS SHALL BE 2. fF IN AN ENCLOSED CRAWL SPAGE OR AN UNEXCAVATED AREA WITHIN THE BUILDING 46104: 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 PEQESTAL 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 THEREFROM BY AN IMPERVIQUS MOISTURE BARRIER. ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRlCAL, AND MECHANICAL $YSTEMS AS WELL �
<br /> AS EXTERIOR FINISHES SHALL BE QESIGNED 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. S�EEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN fMPERVIOUS WOOD SHRINKAGE. THE USE OF KILN DRIED LUMBER AND PROVIDWG A DRYING PROCESS TO THE
<br /> LOCAL, STATE, AND NATIONA� SAFETY REGULATIONS. MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE �
<br /> SHRINKAGE.
<br /> INSTALLATION OF CONSTRUCTION SHORWG, 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 PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' ASSOCIATION (AWPA) 06160: WOOD SHEATNING �
<br /> BACKFILL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFILL SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. STRUCTURAL WOOD SHEATHING PANE�S 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 SHEATHING PANELS SHALL BE C-D INT APA WITH EXTERIOR GLUE �
<br /> BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL (CQX). ORIENTED STRAND BOARD (OSB) PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE �
<br /> ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT WITH TREATED �
<br /> ENGINEERING RECOMMENDATIONS. LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A153 OR FOLLOWING THICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN:
<br /> STAiNLESS STEEL EDGE FIELD Q„� 0
<br /> NAILS NAILS �� �
<br /> ROOF: 7/16" 40/24 APA RATED OSB 8d AT 6" Sd AT 12" Q r..� �-+
<br /> FLOOR: 3/4" APA RATED STURD-1-FLOOR OS8 40/20 T&G 10d AT 6" 10d AT 12" � � Q
<br /> SHEARWALL: 7/16" APA RATED 24/16 EXPOSURE 1 OSB SEE SCHEDULE SHEET S1.1 � �
<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. BLOCKfNG AT �
<br />� INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED W �
<br /> OTHERWISE PER PLAN, SHEARWA�L SHEATHING SHALL BE BLOCKED AT AL� EDGES WITN 2X OR 3X �
<br /> FRAMING PER SHEARWALL SCHEDULE �� �
<br /> C..7 � �--�
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