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<br /> S T R U C T U R A � f� 0 T E S STRU�T� RA� DRAV�I �1G SNEET I �1DEX
<br /> 01000: GENERAL REQUIREMENTS Q3000: CONCRETE 06100: ROUGH FRAMING 06176: METAL PLATE CONNECTED WOOD TRUSSES SHEET DESCRIPTION DATE o
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND GONCRETE CONSTRUCTION SHRLL CONFQRM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI SAWN LUMBER SHALL CONFORM TO WEST GQAST LUMBER INSPECTION BUREAU (WCl�IS) "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 "BUILDiNG CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". DRESSING RULES" N0. 17 LATEST EDITION. SAWN LUMBER SNALL BE S4S AND SURFACED DRIEQ, 19 WITN THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN STANDARD FOR METAL P�ATE S1.0 STRUCTURAL NOTES 01/21 f16 a�
<br /> SHALL BE REPORTED TO THE ARCHITECT WHO SHALL CORREGT THE DISCREPANCY IN WRITING. ANY PERCENT MAXIMUM MdISTURE CONTENT. FROTECT LUMBER FROM W�ATHER AND PROVIDE FURTHER CONNECTED WOOD TRUSS CONSTRUCTION) AND OSSC SECTION 2303.4. SHOP DRAWINGS AND S1J 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 FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED CALCULATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE 51.2 SHEARWAI� SCHEDULE AND DETAILS 01/21/16 �
<br /> RISK. REFER TO ARCNITECTURAL 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 CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.�1.0. SPANS AND CONDITIONS SNOWN ON THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWWG: S1.3 HOLDOWN SCN�DULE AND DETAILS 01/21/16 �;
<br /> DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SNOWN. EXPOSED TO FREEZING AND THAWING SHALL NAVE AN AIR ENTRAINING ADMIXTURE CQNFORMING 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 /> lBC SECTION 1904,2. THE USE QF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. FOLLOWS U.N.O. PER PLAN f SCHEDULE TOP CHORD LIVE LOAD SEE SECTION 0120Q SEE SECTION 01200 z �
<br /> THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION TOP CHORD DEAD LOAD 10 PSF 10 PSF -
<br /> Fb Fv Fcp Fc E S6,0 TYPICAL CONCRETE DETAILS Ol/21/16 � �,
<br /> LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTIQN. BACKFILL B�HIND WAL�S THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TQ ENGINEER OF RECQRD FOR APPROVAL FOUR WEEKS TQP CHORD DRAG LOAD SEE PLAN SEE PLAN �
<br /> SHALL NOT 8E PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI�
<br /> PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC TOP CNORD NET WIND UPLIFT 7 PSF (NET) N/A c� co
<br /> WALL STUDS/BI�OCKING S9.0 TYPICAL FLOOR FRAMING DETAILS Ol/21/16
<br /> SECTIONS 1904 AND 1905. 2X, 3X HEM-F1R STUD 675 150 405 800 1.2E6 BOTTOM CHORD DEAD LOAD 5 PSF 5 PSF � �
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR HVAC SEE MECHANICAL SEE MECHANICAL S9.1 TYPICAL ROOF FRAMING DETAILS Ol/21/16 , o
<br /> SHALL BE RESPONSIBLE FOR THE GOORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: 4" WIDE LIVE LOAD DEFLECTION Lj360 L/360 S9.2 FRAMING DETAILS 01/21/16 � a; �
<br /> WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE UTiLITY LOCATE SERVICE PRIOR TO ANY S9.3 FRAMING QETAILS - IINIT E1C & E1D 01/21/16 � � �
<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 SPECIA� LOCATION S9.4 FRAMING DETAILS - UNIT E1B, D, F & E3 Ol j21/16 � � �o
<br /> STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND 6" & WIDER 59.5 FRAMING DETAILS - UNIT E & E3 01/21/16 � � �
<br /> f'c (PSI) RATIO (INCHES) (PERCENT) REQUIRED APPLICATION 06185: STRUCTURAL GLUED LAMINATEQ TIMBER S9,6 FRAMING DETAILS - UNIT G & F 01/21/16 '
<br /> WALL PLATES � �
<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 Q.45 4±1 0±1 NO FOOTINGS IQENTIFICATIQN MARK. EXROSED MEMBERS SNALL RECEIVE ONE COAT OF END SEALER APPLIED ��I � �
<br /> AI.L DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS 3000 0.45 4±1 5±1 NO FOUNQATION AND STEM WALLS IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP DRAWINGS SHALL s� SUBMITTED PER � "
<br /> ADOPTED BY THE CITY OF EVERETT WASHINGTON. 3000 0.45 4t1 5f1 NO EXTERIOR SLAB ON GRADE, THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: � ° �
<br /> 2X6, 3X6 HEM-FIR N0. 2 850 150 405 1300 1.3E6
<br /> DRIVEWAYS, CURBS, WALKWAYS, PATIOS, PORCHES, STEPS EXPOSED TO � � �
<br /> 01200; DESIGN LOADS WEATHER, AND GARAGE FLOORS. JOISTS USE CONiBINATION SYMBOL SPECIES CAMBER � �
<br /> LIVE LOADS 2500 0.50 5t1 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 COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR 5000 CANTILEVER BEAM 24F-V8 DF/DF ZERO -'-' � o
<br /> SQUARE FEET OF SURFACE AREA FOR EACH MfX DESIGN P�ACED EACH DAY. A TEST SHALL BE THE LEDGERS � `� �'
<br /> SNOW LOAD DESIGN DATA: AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME SAMPLE AND TESTED AT TNE 2X, 3X DQUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 UNEXPOSED GLUED-LAMINATED TIMBER SHALL 8E INDUSTRIAL GRADE TYPICAL, UNLESS NOTED
<br /> SPECIFIEQ AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR INFORMATION REGARDING POST
<br /> Pg = 20 PSF, Pf = 14 PSF, Ce = 1.0, Is - 1.0, Ct = 1.0, TENSIONING; FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE 4X DOUGLAS FIR-LARCH N0. 1 100Q 180 625 1500 1.7E6 OTHERWISE. EXPOSED GLUED IAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. ' _ � '
<br /> WIND DESIGN DATA: ACCEPTABLE IF:
<br /> BASIC WIND SPEED: 11Q MPH (ULT.) 85 MPH (ASD) 1. NO TEST FALLS 50D PSf BELOW THE SPECIFIED STRENGTH BEAMS AND POSTS 3 �
<br /> WIND IMPORTANCE FACTOR: Iw = 1.0 2. THE AV�RAGE OF ALL SETS OF 3 CONSECUTtVE TESTS DQES NOT FALL 4X DOUG�AS FIR-LARCH N0. 2 900 180 625 135� 1.6E6
<br /> BELOW THE SPECIFIED STRENGTN. E
<br /> WIND EXPOSURE: EXPOSURE B 6X DOUGLAS FIR-LARCH N0. 1 1200 170 625 1000 1.6E6 06190: MANUFACTURED WOOD BEAMS � -
<br /> TOPOGRAPHICAL FACTOR: Kzt = 1.0 CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJEGT TO FURTHER TESTWG AT NO MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON TH� DRAWINGS `t $�h� '
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<br /> INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 ADDITIONAL EXPENSE TO THE OWNER. AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, FRECTION, AND INSTALLATION
<br /> COMPpNENT/CLADDING WIND 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 /> 06101: STRUCTURAL FINGER JOINTED �UMBER HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECORD APPROVAL SHOP DRAWINGS �
<br /> RESNORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. S ��
<br /> EARTHQUAKE DESIGN DATA: STRUGTURAL FWGER JOINTED LUMBER SHALL BE PERMITTEQ TO BE USED INTERCHANGEABLY WITH SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERfAL PROPERTIES ��(�1 �
<br /> SEISMIC IMPORTANCE FACTOR: le = 1.Q SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER SHALL BE AS FOLLOWS; � �
<br /> CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED ,� � ���''�a
<br /> SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.302 S1 = 0.495 SNALL BE GRAQED UNDER AMERICAN LUMBER STANDARD COMMITTEE "PRODUCT STANDARD PS �
<br /> BY THE ARCNITECT. MEMBER E (PSI Fb
<br /> SITE CL�SS: SITE CLASS E 20-99". LUMBER CLASSIFIED AS STUD USE ONLY SHALL BE LIMITEQ TO VERTICAL APPLICATIONS ) (PSI) Fcp (PSIj Fv (PSI) � � . � � �
<br /> SPECTRAL RESPONSE GQEFF{CfENTS: SDS = 0.781 SDl = OJ92 ONLY. LUMBER WITH CERTIFIED EXTERIOR JOINTS iS NOT RESTRICTED TO ANY TYPE OF LQADING. LVL = MICROLAM 1.9 E6 2600 750 285 � � � � '�� �o �
<br /> SEISMIC DESIGN CATEGQRY: SEISMIC DESIGN CATEGORY D PSL -= PARALLAM 2.0 E6 2900 650 290 � h,
<br /> 03100: REINFORCING STEEL � � � �
<br /> BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM REINFORCING STEEL DETAILING FABRICATION AND PLACEMENT SHALL BE PER ACI 318-11. LSL = 1.75" TIMBERSTAND 1.55 E6 2250 750 400 �� �Cy �,� �
<br /> DESIGN BASE SHEAR: Cs = 0.120 W REINFORCING STEEL SHALL ME�T THE FOLLOWING REQUIREMENTS: LSL RIM = 1.5" TIMBERSTAND RIM BOARD �'bl��
<br /> RESPONSE MODIFICATION FACTOR: R = 6.5 (LIGHTFRAME WALLS) 061Q2: FRAMING NOTES
<br /> ANA�YSIS PROCEDURE: EQUIVALENT LATERAL FORCE FRAMING CONNECTORS, ACCESSORIES, ANQ FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL
<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 /> AST�1 A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER APPROVAL �Y ENGINEER OF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS.
<br /> 01300: GEOTECHNICAL (NFORMATION ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALI� WELQABLE BARS WHERE STRAPS CQNNECT TWO MEMBERS TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO
<br /> EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING �`
<br /> REGOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL OR ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC EACH MEMBER. PRQVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FQR
<br /> FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR � \ � �
<br /> BY OTHER MEANS AS DEFINED BY A LICENSED GEOTECNNICAL ENGINEER. REINFORCING FOR S�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 /> CONVENTIONA� FOUNDATIONS HAVE BEEN DESIGNED WITH TNE FOLI.OWING PARAMETERS: UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER TNE LAP SPLICE SCHEDULE ON SHEET S6.0. SCHEDULE ON SHEET S1.0. � � `-
<br /> REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS r �
<br /> ALI.OWABLE BEARING PR�SSURE 2500PSF �
<br /> ELSE CORNER BARS SHALL BE PROUIQED. NAILS SHALL BE COMMON UNLESS NOTED QTHERWISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS: ;� �
<br /> ACTIVE EARTH PRESSURE (YIELDING) 35 PCF �; � '
<br /> ACTIV€ EARTH PRESSURE (AT-REST) 55 PCF COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: NAIL SIZE DIAMETER LENGTH
<br /> PASSIVE EARTH PRESSUftE 350 PCF 8d 0.131" 2.5" �
<br /> COEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH 1�d 0.148" 3.0" �
<br /> SOIL PRO�ILF SITE CLASS E ALL BAR SIZES . . . . . . . . . . . . . . 3" 12d 0.148" 3.25' �
<br /> FORMED SURFACE EXPOSED TO EARTN OR WEATHER � � o
<br /> ALL FOUNDATION INSTALLATIONS ARE .SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR 16d 0.162' 3.5'
<br /> #6 AND LARGER . . . . . . . . . . . . . . 2" z �-:
<br /> A LICENSEQ GEOTECHNICAL ENGINEER. � O
<br /> #5 AND SMALLER . . . . . . . . . . . . . 1 1/2" UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDU�E OR PLANS, ANCHOR BOLTS AT SILL PLATES
<br /> CONCRETE NOT EXPOSED TO EARTH OR WE,�THER 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 TW0 BOLTS PER SILL PIECE WITH ONE �
<br /> 01330: SHOP DRAWING SUBMITTAL PROCESS #11 BARS AND SMALLER , . . . . , . . . 3/4" BO�T LOCATED NOT MORE THAN 12" NOR �ESS THAN 4.5" FROM EACH END QF THE PIECE. A � c�n
<br /> SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN cNGINEER 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 T0 FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW #11 BARS AND SMALLER . . . . . . . . 1" » » �� +� `- Q
<br /> PLATE WASHERS). A 13/16 X 1 3/4 DIAGONAL SLOTTED HOLE IN THE 3 X 3 PLATE WASHER IS � �'
<br /> DESIGN DRAWINGS BEARWG THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON BEAMS, COLUMNS � m v ,
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE BUILDING „ ALLOWED WITN A STANDARD CUT WASHER. �
<br /> PRIMARY REINFORCEMENT . . . . . . . 1 1/2
<br /> O F F I C I A L F O R A P P R O V A L P R I O R T O F A B R I C A T I 4 N. TIES, STIRRUPS, AND SPIRALS . . . . 1 1/2" � �
<br /> SHOP QRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. � ~
<br /> REINFORCING STEEL SNALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO 06103: JOIST AND BEAM HANGERS
<br /> CALCULATIONS BEARWG THE SEAL AND SIGNATURE OF A LIC�NSED STATE OF WASHINGTON CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXGEPT AS NOTED IN THE JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON �
<br /> DESIGN DRAWINGS. WELDING OF REINFORCING STEEL $HALL NOT BE PERMITTED WlTHOUT PRIOR � � 2
<br /> STRUCTURA� ENGINEER SMALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR PREFABRICATED APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS. STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIQR APPR�VAL BY ENGINEER OF R�CORD. z W
<br /> PLATED WOOD TRUSSES. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFICATIONS AND SNALL
<br /> BE AS FOLLOWS UNLESS NOTED OTHERWISE P�R PLANS OR DETAILS:
<br /> 01400: INSPECTIONS AND SPECIAL INSPECTIONS MEMBER SIZE NANGER
<br /> THE CONTRACTOR SHALL BE RESPQNSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE SAWN LUMBER °U" SERIES TO MATCH LUMBER SIZE
<br /> 0607L• PRESERVATIVE TREATED WOOD PRODtJCTS
<br /> LOCAL BUILDING DEPARTMENT. 3.125" WIDE GLULAM BEAM HGUS3.25/10
<br /> PRESERVATIVE TREATED WOOD SHALL BE RFQUIRED FOR ALL WOOD THAT FORMS THE STRUCTURAL , �
<br /> SUPPORT OF THE BUILDING, BALCONIES PORCHES, QR SIMILAR PERMANENT BUILDING APPURTUNENCES 5.125' WIDE GLULAM BEAM HGUS5.25/10
<br /> SPECIAL INSPECTIONS ARE NOT REQUIRED UNLESS OTHERWISE REQUIRED BY THE BUI�DING OF�ICIAL. THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, 6.75" WIDE GLULAM BEAM HGllS6.88/10 �
<br /> OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE 8J5° W{DE GLULAM BEAM HGU9.00-SDS �
<br /> 01401: STRUCTURAL. OBSERVATION QR AT JOINTS BETWEEN MEMBERS.
<br /> STRUCTURAI� OBSERVATION IS NOT REQUIREO. MANUFACTURED WOOD "I" JOIST °IUS" SERIES TO MATCH "I" JOIST SIZE �
<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 MATCH DEPTH �
<br /> FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. 2.69" WIDE PSL BEAM "LBV" SERIES TO MATCH DEPTH �
<br /> Q2000: SITE CONSTRUCTION 3.5" WIDE PSL OR CVL 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 CONCRETE SLAB 5.25" WIDE PSL QR LVL BEAM "GLTV" SERIES TO MATCH QEPTH �
<br /> RECOMMENDATIONS AS NOTED IN 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 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 GEQTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED AREAS SHA�L BE 2. IF IN AN ENCLOSED CRAWI� SPACE OR AN UNEXCAVATED AREA WITHIN TNE BUILDING 06104: SHRINKAGE OF WOOD FRAMING �
<br /> BACKFIL�ED NlITH LEAN CONCRETE OR PER GEOTECNNICAL REGOMMENDATIONS AT THE CONTRACTOR'S PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 INCNES FRQM SHRCNKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO COMPRESSION OF '
<br /> EXPENSE. EXPOSED GROUND AND SEPARATED THEREFRQM BY AN IMPERVIOUS MOISTURE BARRIER. ASSEMBLIES OF WOOD COMRONENTS. PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMS AS WELL � a
<br /> AS EXTERfOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 INCH PER FLOOR �i
<br /> EXCAVATION SLOPES SNALL BE SAFE AND SHALL NOT BE GREATER TNAN THE LIMITS SPECIFIED BY 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN IMPERVIQUS WOOD SHRINKAGE. THE USE OF KILN DRIED LUMBER AND PROVIDING A DRYING PROCESS TO THE �j
<br /> LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. MOISTURE BARRIER SEPARATIQN WITH EXPOSED EARTH. FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTR01� BUT WILL N4T ELIMINATE �
<br /> SHRINKAGE.
<br /> INSTALLATION OF CONSTRUCTIQN SHORING, IF REQUIRED, SHALL BE PER THE SHORING DRAWINGS, 4. LEDGERS AND FURRfNG ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR CONCRETE QR _O
<br /> NOTES, AND SPECIFICATIONS. MASQNRY WALLS BELOW GRADE. ��-�
<br /> Q2300: BACKFILL AND COMPACTION PRESERVATIVE TftEATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' ASSOCIATI4N (AWPA) 06160: WOOD SHEATHING �
<br /> BACKFILL SHALL NOT BE PLRCED UNTIL THE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFfLL SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. STRUCTURAL WOOD SHEATHING PANEL$ SHALL HAVE APA GRADE TRADEMARK OF TNE AMERICAN
<br /> BEHIND ALL WALI.S SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. A�L PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SNAI�L BE C-D INT APA WITH EXTERIOR GLUE �i
<br /> BACKFiLL MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITN THE GEOTECHNICAL ANCHOR BOLTS PLATES HANGERS ETC.) IN CONTACT WITH TREATED (EDX). ORIENTED STRAND BOARD (QSB) PANELS SHALL BE EXPQSURE 1. PANELS SHALL HAVE THE � �
<br /> ENGINEERING RECOMMENDATIONS. ALL FASTENERS (NAILS, BOLTS, , , � FOLLOWING THICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN:
<br /> �UMBER SNALL BE CORROSION RESISTANT G-185 HQT DIPPED GALVANIZED PER ASTM A153 OR EDGE FIELD Q,� O
<br /> STAINLESS STEEL. NAILS NAILS �
<br /> ROOF: 7f16" 40/20 APA RATED OSB 8d AT 6" 8d AT 12" `„� � �
<br /> FLOOR: 3/4" APA RATED STURD-I-FLOOR OSB 40/20 T&G 10d AT 6" lOd AT 12" Q
<br /> SHEARWALL: 7/16" APA RATED 24/16 EXPOSURE 1 QSB SEE SCHEDULE SHEET S1.1 -�-� � �
<br /> ALL 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 FLOOR AND ROQF SHEATNING JOfNTS SNALL NOT BE REQUIRED UNLESS NOTED � � �
<br /> OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X �
<br /> FRAMING PER SHEARWALL SCHEDULE �
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