|
,
<br /> STRUGT �.JRA � �IOTES
<br /> STRUCTURA� DRA�I �1G SNEET I �1DEX �
<br /> Q1000: GENERAL REQUIREMENTS 06100; ROUGH FRAMING Q6176: METAL PLATE CONNECTED WQ(}D TRl1SSES SHEET DESCRIPTION DATE o
<br /> 03000: CONCRETE �'
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB} "GRADING AND PREMANUFACTURED PLATED WOOD TRUSSES SHALL �3E MANUFACTURER DESIGNED AND SHALL COMPLY
<br /> BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND ARCHITECTURAL PLANS _ �� " DRESSING RULES" N0. 17 LATEST EDlTION. 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 6'
<br /> 318 11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE .
<br /> SHALL BE REPORTED TO THE ARCHITECT WHQ SHALL CORRECT THE DISCREPANCY IN WRITING. ANY PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER CONNECTED WOOD TRUSS CONSTRUCT40N) AND OSSC SECTION 2303.4. SHOP DRAWINGS AND S1.1 STRUCTURAL NOTES AND SCNEDULES 01/21/16 �
<br /> WORK COMPLETED AFTER DISCOVERY OF THF DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S VED QRYING OF ASSEMBLED FRAMWG TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUM�ER EXPOSED CALCULATlONS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION �1330. DESIGN FOR THE S1.2 SHEARWALL SCHEDULE AND DETAILS 01/21/16
<br /> CEMENT AND CqNCRETE SHALI. CONFORM TO IBC SECTION 1903. ADMIXTURES SNALL BE ARPRO
<br /> RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCNITECTURAL TREATMENTS, AND BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-11 SECTION 3.6. CONCRETE TO WEATHER OR IN CONTAGT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. SPANS AND CONDITIONS SNOWN ON THE PI.ANS, LOADS PER SECTION 01200, AND THE FOLLOWING: S1.3 HOLDOWN SCNEDULE AND DETAILS Ol/21/16 � �
<br /> DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PI ANS FOR DUCTS AND PIPES ETC. NOT SHOWN. EXPOSED TQ FREEZING AND THAWING SHALL NAVE AN AIR ENTRAINING ADMIXTURE CONFORMING TO PER PLAN. LUMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS ROOF FLOOR 5�,4 SWSB QETAILS 01/21/16 z �
<br /> fBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. FOLLOWS U.N.O. PER P�AN f SCNEDULE: TOP CHORD UVE LOAD SEE SECTION 01200 SEE SECTION 01200 _
<br /> THE CQNTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUlRED FOR TEMPORARY .CONSTRUCTION Fb Fv Fcp Fc E TOP GHORD DEAQ LOAD 10 PSF 10 PSF S6.0 TYPICAL CONCRETE DETAILS 01/21/16 � �
<br /> LOADS ANQ FQR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS THE CONTRACTQR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEKS TOP CHORD DRAG LOAD SEE PLAN SEE PLAN `�
<br /> USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI} (PSI) (PSI) TOP CHORD NET WIND UP�IFT 7 PSF NET N/A
<br /> � SHALL NOT BE PLACED UNTIL TNE WALLS ARE PROPERLY SUPPORTED. PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC � � S9.0 TYPICAL FLOOR FRAMING DETAILS Ol/21/16 0 �
<br /> WALL STUDS/BLOCKING co
<br /> SECTIONS 1904 AND 1905. BOTTOM CHORQ DEAD LOAD 5 PSF 5 PSF Sg.� TYPICAL ROOF FRAMING DETAILS 01 21 16 "� o �
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. TNE CONTRACTOR 2X, 3X HEM-FIR STUD 675 150 405 800 1.2E6 HVAC SEE MECHANICAL SEE MECNANICAL � � ,
<br /> SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK CONCRETE MIX DESIGNS SHALL MEET T�1E FOLLOWING REQUIREMENTS; 4" WIDE LIVE LOAD DFFLECTION L/360 L/360 S9•2 FRAMING DETAILS Ol/21/16 � � �
<br /> S9.3 FRAMING DETAILS - UNIT E1C & E1D 01/21/16 �. � c�t
<br /> WITH ALL UTILfTIES AND ADJACENT PROPERTIES. CALI. THE UTILITY LOCATE SERVICE PRIOR TO ANY 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 S9.4 FRAMWG DETRfLS - UNIT E1B, Q, F & E3 Ol/21/16 � � C4 �
<br /> WORK AT 1,800-332-2344. 28 DAY MAX. MAX. AIR SPECIAL LOCATION 6" & WIDER S9.5 FRAMING DETAILS - UNIT E & E3 01/21/16 � �
<br /> STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND •� '�
<br /> f'c (PSI� RATIO (INCHES) (PERCENT} REQU(RED APPLfCATION WALL PLATES 06185: STRUCTURAL GLUED LA�AINATED TIMBER S9.6 FRAMING DETAILS - UNIT G & F 01/21 j16 � �
<br /> 2X4, 3X4 HEM-FIR STUD 675 15Q 4Q5 8�0 1.2E6 GLUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) � -�
<br /> Q1100: CODE REQUIREMENTS 2500 0.45 4t1 0±1 NO FOOTINGS 1DENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED W � �
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING GODE AS 3000 0.45 4t1 5f1 NO FOUNDATION AND STEM WALLS IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP DRAWINGS SHALL BE SUBMITTED PER �
<br /> ADOPTED BY THE CITY OF EVERETT WASHINGTON. 3000 0.45 4f1 5�1 NO EXTERIOR SLAB ON GRADE, 2X6, 3X6 HEM-FIR NQ. 2 850 150 405 1300 1.3E6 THE REQUIREMENTS OF SECTION Q1330. DESIGN MATERIA� PROPERTlES SHALL BE AS FOLLOWS: � � �
<br /> . DRIVEWAYS, CURBS, WALKWAYS, PATIOS, P�RCHES, STEPS EXPOSED TO � °'
<br /> 01200: DESIGN LOADS WEATHER, AND GARAGE FLOORS. JOISTS USE COMBINATION SYMBOL SPECIES CAMBER '� �
<br /> LfVE LOADS 2500 0.50 5t1 Of1 N0 ALL OTHER CONCRETE U � �
<br /> ROOF (SNOW) 25 PSF 2X, 3X HEM-FIR N0. 2 850 150 405 13Q0 1.3E6 SIMPI.E SPAN BEAM 24F-V4 dF/DF STANDARD �O
<br /> CONTINUOUS B�AM 24F-V8 DF/DF ZERO � � �
<br /> FLOORS RESIDENTIAL 40 PSF ONE COMPRESSION TEST MINIMUM SHALL BE COMPILEQ FOR EVERY 150 CUBIC YARDS OR 5000 � � �
<br /> � } SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE CANTILEVER BEAM 24F-V8 DF/DF ZERO � ° �
<br /> AVERAGE STRENGTH OF TWO CYLINdERS MADE FROM THE SA M E S A M P L E A N D T E S T E D A T T N E LEDGERS
<br /> SNOW LOAD DESIGN DATA; 2X, 3X DOUGLAS FIR-LARCH NQ. 2 900 180 625 1350 1.6E6 UNEXPOSED GLUED-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, U N L E S S N O T E D '
<br /> S P E C I F I E D A G E. A D D I T I O N A L C Y L I N D E R S M R Y B E M A D E F O R I N F O R M A T I O N R E G A R D I N G POST 4X DOUGLAS FIR-LARCH N0. T 1000 180 625 150Q 1.7 E 6 OTHER W I S E. E X P O S E D G L U E D L A M I N A T E D T I M B E R S H A L L B E A P P E A R A N C E C L A S S P E R A R C N f T E C T. � "
<br /> Pg = 20 PS�, Pf = 14 PSF, Ce = 1.0, Is = 1.Q Ct = 1.0, TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CQNCRETE SHALL BE
<br /> ; � ; r
<br /> ��
<br /> WIND DFSIGN DATA: ACCEPTABLE IF: ` . �
<br /> B A S I C W I N D S P E E D: 1 1 0 M P H (U L T.) 8 5 M P H (A S D) 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH BEAMS AND POSTS
<br /> 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DQES NOT FALL '
<br /> WIND fMPORTANCE FACTQR: Iw = 1.0 BELOW THE SPECIFIED STRENGTH. 4X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6
<br /> WIND EXPOSURE: EXPOSURE B CONCRETE NOT MEETING THE ABOVE CRlTERIA SHALL BE SUBJECT TO FURTHER TESTING AT NQ 6X DOUG�AS FIR-LARCN N0. 1 1200 170 625 1000 1.6E6 06190: MANUFACTURED WOOD BEAMS
<br /> TOPOGRAPHICAL FACTQR: Kzt = 1.0 ,� '
<br /> ADDITIONAL EXFENSE TO THE OWNER. MANUFACTURED/ENGINEERED WOOD BEAMS SHALL 8E THE SIZE AND TYPE SHOWN 4N THE DRAWINGS
<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(G) = 25 PSF SHAL� BE PER MANUFACTURER SPECIFICATIONS. MICROLAM ANQ PARALLAM MEMBERS SHALL. NOT lil �
<br /> RESHORING, WHERE REQUIRED, SHALL CQNFORM TO ACI 301 SECTION 4.6. SUBMIT PROPOSED HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGWEER OF RECORD APPROVAL SHOP DRAWINGS
<br /> RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. Q6101: STRUCTURAL FINGER ,101NTED LUMBER S ��� �
<br /> EARTNQUAKE DESIGN DATA: STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED INTERCHANGEABLY WITN SNALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES a
<br /> SEISMIC IMPORTANCE FACTOR: le - 1.0 SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER SHALL BE AS FOLLOWS: j� �
<br /> - CNAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED SHALL BE GRAQEQ IJNDER AMERICAN LUMBER STANDARD COMMITTEE "PRODUCT STANDARD PS � ~ ����
<br /> SPECTRAL RESPQNSE ACCELERATIONS: Ss = 1.302 S1 = 0.495 BY THE ARCHITECT.
<br /> SITE CLASS: SITE CLASS E 20-99". LUMBER CLASSIFIED AS STUD USE ONLY SHALL BE LIMITED TO VERTICAL APPLICATIONS MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) � � ; . ��� ;� � _
<br /> SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.781 SDl = OJ92 ONLY. LUMBER WITH CERTIFIED EXTERIOR JOINTS IS NQT RESTRICTED TO ANY TYPE OF LOADING. LVL = MICRO�AM 1.9 E6 2600 750 285 � o � o
<br /> SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D PSL = PARALLAM 2.0 E6 2900 650 290 � �� �
<br /> BASIC FORCE RESISTiNG SYSTEM: BEARING WALL SYSTEM 03100: REINFORCING STEEL LSL = 1.75" TIMBERSTAND 1.55 E6 2250 750 4�0 `���� �,�' �
<br /> DESIGN BASE SHEAR: Cs - 0.120 W REINFORCING STEEL DETAILING, FABRICATION, ANQ PLACEMENT SHALL BE PER ACI 318-11.
<br /> - REINFORCWG STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: 06102: FRAMfNG NOTES LSL RIM = 1.5" TIMBERSTAND RIM BOARD �I,�
<br /> RESPONSE MODIFICATION FACTOR: R = 6.5 (LIGHTFRAME WALLS) FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHA�L
<br /> ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE ASTM A-615 DEFORMED BARS GRADE 40 (fy=40 KSI) FOR #3 BARS ONLY BE AS MANUFACTURED BY SIMPSON STRONGTIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR
<br /> ASTM A-615 DEFORMEQ BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER APPROVAL BY ENGINEER OF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS.
<br /> 01300: GEOTECHNICAL INFORMATION ASTM A-706 DEFORMED BARS GRADE 6Q (fy-60 KSI) FOR ALL WELDABLE BARS WHERE STRAPS CONNECT TWO MEMBERS TOGETHER, PLACE NALF OF TNE REQUIRED FASTENERS INTO ,� � �
<br /> , EARTHWORK AND FOUfJDATIONS ARE TO BE CONSfSTENT WITH THE GEOTECHNICA� ENGINEERING ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR Q �- � �
<br /> RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL OR FASTENER REQUIREMENTS AT TREATED �UMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAfL, OR .
<br /> Q N
<br /> BY OTHER MEANS AS DEF{NED BY A LICENSED GEOTECHNICAL ENGINEER. REINFQRCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR FIBER MESH SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER fBC TABLE 2304.9,1 OR TO THE FASTENING \ � `�'
<br /> UNLESS NOTED OTHERWISE. PROVIDE LAP SPLlCES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. SCHEDULE ON SHEET S1.0. � u' �
<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 BEARING PRESSURE 2500PSF ELSE CORNER BARS SHALL BE PROVfDED. NAILS SHALL BE COMMON UN�ESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOLI�OWS:
<br /> � -
<br /> ACTIVE EARTN PRESSURE (YIELDING) 35 PCF � o
<br /> ACTIVE EARTH PRESSl1RE (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 /> COEFFfCIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH 10d 0.148" 3.0° o
<br /> SOIL PROFILE SITE CLASS E ALL BAR SIZES . . . . . . . . . . . . . . 3" 12d 0.148" 3.25" o
<br /> FORMED SURFACE EXPOSED TO EARTH OR WEATHER 16d 0.162" 3.5" 2 ••
<br /> ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR #6 AND LARGER . . . . . . . . . . . . . . 2" � r
<br /> A LICENSED GEOTECHNICAL ENGINEER. #5 AND SMALLER . . . . . . . . . . . . . 1 1 j2" UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES "' �
<br /> . CONCRETE NOT EXPOSED TO EARTH QR WEATHER SHALL BE 5f8" DIAMETER WITH 7" M(NIMUM EMBEQMENT INTO CONCRETE AND SHALL BE SPACED NOT '! �
<br /> WALLS AND JO(STS MORE THAN 4 FEET APART. TNERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE � �
<br /> . 01330: SHOP DRAWING SUBMITTAL PROCESS #11 BARS ANQ SMALLER . . . . . . . . . 3/4" BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 4.5" FROM EACH END OF THE PIECE. A Q �
<br /> SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD FOR APPROVAL SLABS AND JOISTS 3"X3"X0.229" PLATE WASHER SHA�L BE PROVIDED FOR ALL ANCHOR BOLTS (DO NOT COUNTER-SINK
<br /> PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW #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 m Q �
<br /> DESIGN QRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON BEAMS, COLUMNS � �
<br /> STRUCTURAL ENGINEER SHALL BE SUBMII7ED ALONG WITN TNE SHOP DRAWINGS TQ THE BUILDING ALLOWED WITN A STANDARD CUT WASHER. � •
<br /> PRIMARY REINFORCEMENT . . . . . . . 1 1/2" �
<br /> �--
<br /> OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. TIES, STIRRUPS, AND SPIRALS , . . , 1 1/2" w �
<br /> M SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRlCATED WOOD TRUSSES. REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO �
<br /> 06103: JOIST AND BEAM HANGERS �
<br /> CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON CONCRETE PLACEMENT. REINFQRCING STEEL SNALL NOT BE FIELD BENT EXCEPT AS NOTEQ IN THE �OIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON �
<br /> TURAL ENG NEER SHALL BE SUBMITTED ALONG WITH THE SNOP DRAWINGS FOR PREFABRICATED DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERM{TTED WfTHOUT PRIOR STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENG(NEER OF RECORD. z � �
<br /> STRUC I APPROVAL OF THE ENGfNEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS.
<br /> RLATED WOOD TRUSSES. JOIST AND BEAM HANGERS SNALL BE INSTALLE� PER MANUFACTURERS SPECIFICATIONS AND SHA�L
<br /> BE AS FOLLOWS UNIESS NOTED OTHERWISE PER PLANS OR DETAILS:
<br /> 01400: INSPECTIONS AND SPECIAL INSPECTIONS MEMBER SIZE HANGER �
<br /> THE CONTRACTOR SHALL BE RESPONSIBL.E TO COORDINATE ALL INSPECTIONS REQUIRED BY THE 06071: PRESERVATIVE TREATED WOQD PRODUCTS SAWN LUMBER "U" SERIES TO MATCH LUMBER SIZE
<br /> LOCAL BUILDING DEPARTMENT. PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOft ALL WOOD THAT FORMS THE STRUCTURAL 3.125" WIDE GLULAM BEAM HGl1S3.25/1Q
<br /> SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES
<br /> 5.125" W1DE GLULAM BEAM HGUS5.25/10 �
<br /> SPECIAL INSPECTIONS ARE NOT REQUIRED UNLESS OTHERWISE R�QUIRED BY THE BUILDlNG OFFICIAL. THAT ARE EXPOSED TO THE WEATHER WITNOUT ADEQUATE PROTECTION FRQM A ROOF, EAVE, 6.75" WIDE GLULAM BEAM HGUS6.88/10 �
<br /> OVERHANG OR OTHER COVERING TO PREVENT MQISTURE OR WATER ACCUMULATION AT THE SURFACE 8J5" WIDE GLULAM BEAM HGU9.Q0-SDS �
<br /> OR AT JOINTS BETWEEN MEMBERS. „„
<br /> 01401: STRUCTURAL OBSERVATION MANUFACTURED WOOD I JOIST "IUS° SERIES TO MATCN "I" JOfST SIZE O
<br /> STRUCTURAL OBSERVATION IS NOT REQUIRED. ALL WOOD INSTALLED ABOVE GROUND ANQ 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 EXPQSED EARTH. 2.69" WID� PSL BEAM "LBV" SERIES TO MATCH DEPTH �
<br /> 02000: SITE CONSTRUCTION 3.5" WIDE PSL OR �VL BEAM "GLTV° SERIES TO MATCH DEPTH �
<br /> ALL SITE CQNSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING POSTS OR COLUMNS SUFPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB 5.25" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH �
<br /> - RECOMMENDATIONS AS NOTEQ W THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION 01300) AND OR FOQTING THAT l5 IN DIRECT CONTACT WITH THE EARTN. EXCEPT; 7" WIDE PSL BEAM "HGLTV° SERIES TO MATCH DEPTH �
<br /> IN SUBSEQUENT DIRECTfVES. � '
<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 fMPERVIOUS MOISTURE BARRIER. �
<br /> EXCAVATION FOR FOUNDATIONS SNALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER � ,
<br /> THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXGAVATED AREAS SHALL BE 2. IF IN AN ENCLOSED CRAWL SPACE QR AN UNEXCAVATED AREA WITHIN THE BUILDfNG 06104: SHRINKAGE OF WOOD FRAMING
<br /> BACKFfLLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S PERIPHERY AND SUPPORTED BY A CONCRETE PIER Qft PEDESTA� MORE THAN 8 INCHES FROM SHRINKAGE IN WOOQ FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO COMPRESSION OF � �
<br /> EXPENSE. EXPOSED GROUND ANQ SEPARATED THEREFROM 8Y AN IMPERVIOUS MOfSTURE BARRIER. ASSEMBLIES OF WOOD COMPONENTS. PLUMBING, ELECTRIGAL, AND MEGHANICAL SYSTEMS AS WELL �
<br /> AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMOQATE 1 f 4 INCH PER FLOOR �
<br /> EXCAVATION SLOPES SHALL BE SAFE AND SHAI L NOT BE GREATER THAN THE LIMfTS SPECIFIED BY 3. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN IMPERVIOUS WOOD SMRINKAGE. THE USE OF KILN DRIED LUMBER AND PROVIDWG A DRYING PROCESS TO THE
<br /> LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. MOISTURE BARRIER SEPARATION WITH EXPQSED EARTH. FRAMWG MEMBERS PRIOR TO APPLlCATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE ►�
<br /> SHRINKAGE.
<br /> INSTALLATION OF CONSTRUCTfON SHORING, IF REQUIRED, SHALL BE PER THE SHORING DRAWINGS, 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR �F EXTERIOR CONCRETE OR o
<br /> NOTES, AND SPECIFICATIONS. MASONRY WALLS BEL04V GRADE. �
<br /> + 02300: BACKFILL AND COMPACTION PRESERVATIVE TREATMENT SNALL 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. STRUCTURA� WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK QF THE AMERICAN �
<br /> BEHIND ALL WALLS SHALL NQT BE PLACED UN11L THE WALLS ARE PROPERLY SUPPQRTED. ALL PLYWOOD ASSOC€ATION. WOOD SHEATHWG PANELS SHALL BE C-D INT APA WITH EXTERIOR GLUE
<br /> BACKFILL MATERIAL AND PLAGEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL ALL FASTENERS NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT �NITH TREATED (�DX). ORIENTED STRANQ BORRD (OSB) PANELS SNALL BE EXPOSURE 1. PANELS SHALL HAVE TNE � ►�
<br /> ENGINEERfNG RECOMMENDATIONS. � FOLLOWING THICKNESS, SPAN RAl1NG, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN:
<br /> LUMBER SHRLL BE CORROSION RESISTANT G-185 H0� DIPPED GALVANIZED PER ASTM A153 OR EDGE FIELD � �
<br /> STAlNLESS STEEL. NAILS NAILS ��
<br /> RO�F: 7/16" 40/20 APA RATED OSB Sd AT 6" 8d AT 12" � � �+'
<br /> FLOOR: 3/4" APA RATED STURD-I-FLOOR OSB 40/20 T&G 1Od AT 6" 10d AT 12" �� C?
<br /> • SHEARWALL: 7/16" APA RATED 24/16 �XPQSURE 1 OSB SEE SCHEDULE SNEET 51.1 �j �
<br /> r�
<br /> ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO � � �
<br /> SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE PER PLAN. BLOCKING AT �
<br /> INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHA!L NOT BE REQUIRED UN�ESS NQT�D � � �
<br /> OTHERWIS� PER PLAN. SHEARWAI.L SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X �
<br /> FRAMING PER SHEARWALL SCHEDULE � � �
<br /> � �
<br /> � �
<br /> �
<br /> -�F-� � �
<br /> V 1 hi-�l W
<br /> . �
<br />
|