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S T R U C T � R A � �1 0 T E S STRUCTURA� DRAV�I NG SHEET I �1DEX
<br /> 01000: GENERAL REQUIREMENfS 03000: CONCRETE 06100: ROUGH FRAMING 06176: METAL PLATE CONNECTED WOOD 1RUSSES 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 LUMBER SNALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) "GRADING AND PREMANUFACTURED PLATED WOOD TRUSSES SNALL BE MANUFACTURER DESIGNED AND SHALL COMPLY �
<br /> BETWEEN THE DRAWINGS, NO��ES, SPECIFICATIONS, SITE CONDITIONS, AND ARCH(TECTURAL PLANS 318-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". DRESSING RULES" N0. 17 LATEST EDITIQN. SAWN LUMBER SHALL BE S4S AND SURFACED DRIED, 19 WITH THE TRUSS PLATE WSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN STANDARD FOR METAL PLATE S1.0 STRUCTURA� NOTES Ol/21/16 � �
<br /> SHALL BE RcPORTED TO THE ARCHITECT WHO SHALL CORRECT THE DISCREPANCY IN WRITWG. ANY PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER CONNECTED WQOD TRUSS CONSTRUCTION) AND OSSC SECTION 2303.4. SHOP DRAWINGS AND S1.1 STRUCTURAL NOTES AND SCHEDULES Q1/21/16 � ' . ,
<br /> WORrC COMPLET_D AFTER DISCOVERY OF TNE DISCREPANCY SHALL BE DONE AT TNE CONTRACTOR S CEMENT AND CONCRFTE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED DRYING OF ASSEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTFNTIAL. ALL LUMBER EXPOSED CALCULATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THF r
<br /> RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND S1.2 SHEARWALL SCNEDULE AND DETAILS 01/21/16
<br /> BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-11 SECTION 3.6. CONCRETE TO WEATHER QR IN CONTAGT WITH CONCRETE OR MASONRY SHALL �E PRESERVATIUE TREATED U.N.O. SPANS AND CONDITIONS SHOWN ON THE PLANS, LQADS PER SECTION 01200, AND THE FOLLOWING: S1.3 HOLDOWN SCHEDULE AND DETAILS Ol/21/16 . �
<br /> DIM�NSIONS NOT SNOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. EXPOSED TO FREEZING AND THAWING SNALL HAVE AN AIR �NTRAWING 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 /> THE CONTRACTOR SNALL PROVIDE BRACING ANQ SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION �BC 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 /> TUP CHORD DEAD LOAD 10 PSF 10 PSF
<br /> LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS THE CONTRACTQR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEKS Fb Fv Fcp Fc E TOP CHORD DRAG LOAD SEE PLAN SEE PLAN S6.0 TYPICAL CONCRETE DETAILS 01/21/16 � v� �
<br /> SHALL NOT BE PI ACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI} (PSI) (PSI)
<br /> PRIOR TO PLACING CQNCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC TOP CNORD NET WIND UPLIFT 7 PSF NET N/A � o�
<br /> SECTIONS 1904 AND 1905. WALL STUDS/BLOCKING � � S9.0 TYPICAL FLOOft FRAMING DETAILS 01/21/16 � o
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR 2X, 3X HEM-FIR STUD 675 150 4Q5 800 1.2E6 BOTTQM CHORD DEAD LOAD 5 PSF 5 PSF S9.1 TYPICAL ROOF FRAMING DETAILS Ot/21/16
<br /> S H A L L B E RE 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 I N G, A N D O T H E R W O R K , 4" W I D E 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 S9.2 FRAMING DETAILS Ol ' �
<br /> CONCRETE MIX DESIGNS SHAL� MEET THE FOLLONING REQUIREMENTS: LIVE LOAD DEFLECTION L/360 L/360 /21/16 � a� �
<br /> 'MTN ALL UTILITI�S AND ADJACENT PROPERTIES. CALL THE UTILITY 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 6X & WIDER HEM-FIR N0. 2 850 150 405 1300 1.3E6 S9.4 FRAMING DETAILS - UNIT E1B, Q, F & E3 Ol/21/16 � � o _
<br /> STRENGTN W�C SLUMP ENTRAINMENT INSPECTION AND S9.5 FRAMING DETAfLS - UNIT E & E3 01/21/16 � � � � '
<br /> f'c (PSI) RATIO (INCHES) (PERCENT) REQUIRED APPLfCATION WALL PLATES 06185: STRUCTURAL GLUED LAMINATED TIMBER S9.6 FRAMING DETAILS - UNIT G & F Ol/21/16 '� � � ,
<br /> 2X4, 3X4 HEM-FIR STUD 675 150 405 800 1.2E6 GLUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITG) � �
<br /> 01100: CODE REQUIREMENTS 2500 0.45 4±1 Qt1 NO FOOTINGS IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED W � ^ �
<br /> ALL DFSIGN ANQ CONSTRUCTION SHA�L CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS 3000 0.45 4f1 5f1 NO FOUNDATION AND STEM WALLS IMMEDIATELY AFTER TRIMMING IN EITNER SHOP OR FIELD. SHOP DRAWINGS SHALL BE SUBMITTED PER � '
<br /> ADOPTED BY TNE CITY OF EVERETT WASHINGTON. 3000 0.45 4t1 5fl 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 SHALL BE AS FOLLOWS: � ° c�
<br /> D R I V E W A Y S, C U R B S, W A L K W A Y S, P A T I O S, P O R C H E S, S T E P S E X P O S E D T O � �, �
<br /> 01200: DESIGN LOADS WEATHER, AND GARAGE FLOORS. � �
<br /> JOISTS USE COMBINATION SYMBOL SPECIES CAMBER _,_, ,�
<br /> L I V c L O A D S 2 5 0 0 0.5 0 5 f 1 O f 1 N O A L L O T H E R C O N C R E T Ec� �i
<br /> 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 /> � �
<br /> FLQORS (RESIDENTIAL) 40 PSF ONE COMRRESSION 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 MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE LEDGERS (n � �' �
<br /> S N O W L O A D D E S I G N D A T A: AVERAGE ST RE N G T H O F T W O C Y L I N D E R S M A D E F R O M T H E S A M E S A M P L E A N D T E S T E D A T T N E
<br /> Pg = 20 PSF, Pf = 14 PSF, Ce - 1.0, Is = 1.0, Ct = 1.0, SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR INFORMATION REGARDING POST 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 /> - 4X DOUGLAS FIR-LARCH N0. 1 1000 180 625 1500 1.7E6 OTH E R 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 H I T E C T. � '' 'i �-`
<br /> TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE ;. � � �, • •
<br /> WIND DFSIGN DATA: ACCEPTABLE IF: y;; `` �
<br /> � ry � � '
<br /> 1. NO TEST FALLS 500 PSI BELOW THE SPEGIFIED STRENGTH � s
<br /> BASIC WIND SPEED: 110 MPH (ULT.) 85 MPH (ASD) BEAMS AND POSTS �
<br /> WIND IMPORTANCE FACTOR: Iw = 1.0 2. TNE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL 4X QOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 , �' .
<br /> 4VIND EXPOSURE: EXPOSURE B BELOW THE SPECIFIED STRENGTH. 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 SUBJECT TO FURTHER TESTING AT NO ' •
<br /> MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS " '
<br /> ADDITIONAL EXPENSE TO THE OWNER. ` �"''"" ' -
<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, SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT PROPOSED SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM AND PARALLAM MEMBERS SHALL NOT
<br /> RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. 06101: STRUCTURAL FWGER JOINTED LUMBER HAVE NOTCNES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECQRD APPROVAL. SHOP DRAWINGS �
<br /> EARTHQUAKE DESIGN DATA: STRUCTURAL FINGER JOINTEp LUMBER SHALL BE PERMITTED TO BE USED INTERCHANGEABLY WITH SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES S � ``���r� �
<br /> SEISMIC IMPORTANCE FACTOR: le = 1.0 SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER SHALL BE AS FOLLOWS: � r� o
<br /> SPECTRAL RFSPONSE ACCELERATIONS: Ss - 1.302 S1 = 0.495 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED SHALL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE "PROpUCT STANDARD PS � r�` ���� �
<br /> SITE CLASS: SITE CLASS E BY THE ARCNITECT. 20-99°, LUMBER CLASSIFIED AS STUQ USE ONLY SHALL BE LIMITED TO VERTICAL APPLICATIONS MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) � � : ' a
<br /> SPECTRALrRESPONSE COEFFICIENTS: SDS = 0.781 SD1 = 0.792 ONLY. (�UMBER WITH CERTIFIED EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF �OADING. LVL = MICROLAM 1.9 E6 2600 750 285 � � ' ' 1� '� �
<br /> SEISMIC DcSIGN CATEGORY: SEISMIC DESIGN CATEGORY D Q3100; REINFORCING STEEL PSL - PARALLAM 2.0 E6 2900 650 290 � � -
<br /> B A S I C F O R C E R E S I S T I N G S Y S T E M: B E A R I N G W A L L S Y S T E M » � �? �,.� .
<br /> REINFORCWG 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 MEET THE FOLLOWING RE QUIREMENTS: LSL RIM = 1.5" TIMBERSTAND RIM BOARD �� �� �
<br /> R E S P O N S E M O D I F I C A T I O N F A C T O R: R = 6.5 (L I G H T F R A M E W A L LS) 0 6 1 0 2: F R A M I N G N O T E S �I,�
<br /> ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SNALL '
<br /> A S T M A-6 1 5 D E F O R P v 1 E D B A R S G R A D E 4 0 (fy=4 0 K S I) F O R #3 B A R S O N L Y 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: GEOTECHNICAL INFORMATION ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS WHERE STRAPS CONNECT TWO MEMBERS TOGETHER, PLACE HALF OF THE REQUIRED FASTENERS INTO �
<br /> EARTNWOftK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECNNICAL ENGINEERING ASTM A�1&5 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR �r-� C°
<br /> RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL OR �
<br /> BY OTHER MEANS AS DEFINED BY A LICENSFD GEOTECHNICAL ENGINEER. FASTENER REQUIREMENTS AT TRFATED LU�,13ER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR , Q N � �
<br /> REWFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WE�DED 'NIRE FABRIC OR FIBER MESH SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING � � � �
<br /> UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. SCHEDULE ON SHEET S1.0. a � �
<br /> CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: REINFORCING STEE� AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS � �
<br /> ALLOWABLE BEARING PRESSURE 2500PSF ELSE CORNER BARS SHALL BE PROVIDED. NAILS SHALL BE COMMON UNLESS NOTED OTNERWISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS: � q
<br /> ACTIVE EARTH PRESSURE (YIELDING) 35 PCF � p
<br /> ACTIVE 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" co � •
<br /> COEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH 10d Q.148" 3.0" �
<br /> 0
<br /> SOIL PROFILE SITE CLASS E ALL BAR SIZES . . . . . . . . . . . . . . 3" 12d 0.148" 3.25" �
<br /> FORMED SURFACF EXPOSED TO EARTH OR WFATHER 16d 0.162" 3.5" o
<br /> ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR #6 APJD LARGER . . . . . . . . . . . . . . 2" o �; �
<br /> A LICENSED GEOTECHNICAL ENGWEER. 5 AND SMALLER . . . . . . . . . . . . . 1 1 2'
<br /> # / � UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE QR PLANS, ANCHOR BOLTS AT SILL PLATES U; �
<br /> CONCRETE NOT EXPOSED TO EARTH OR WEATHER SHALL BE 5/8" DIAMETER WITH 7" MINIMUM EMBEDMENTINTO CONCftETE AND SHALL BE SPACED NOT > �'
<br /> WALLS AND JOISTS MORE TNAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIEC� WITH ONE �
<br /> 01330: SHOP ORAWING SUBMITTAL PRQCESS #11 BARS AND SMALLER . . . . . . . . . 3/4" BOLT LOCATED NOT MORE THAN 12" NOR LESS TNAN 4.5" FROM EACH END OF THE PIECE. A �
<br /> SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD FOR APPROVAL SLABS AND JOISTS
<br /> PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW 3"X3"X0.229° PLATE WASHER�SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (DO NOT COUNTER-SINK ¢ ~ �
<br /> DESIGN DRAWINGS BFARING THE SEAL AND SIGNATURE OF A LfCENSED STATE OF WASNINGTON #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 � Q
<br /> BEAMS> COLUMNS ALLOWED WITH A STANDARD CUT WASHER. CO v
<br /> STRUCTURAL ENGINEER SHALL BE SUBMlTTED ALONG WITH THE SHOP DRAWINGS TO THE BUILDING PRIMARY REINFORCEMENT . . . . . . . 1 1/2" v '
<br /> OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. � �
<br /> TIES, STIRRUPS, AND SPIRALS . . . . 1 1/2" � � . - ,
<br /> � �
<br /> SHOP DRAWINGS ARE �EQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO � �
<br /> CONCRETE PLACEMENT. REWFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE 06103: JOIST AND BEAM HANGERS �
<br /> CALCULATIONS BEARWG THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON JQIST AND BEAM HANGERS AS NOTED W THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON
<br /> DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTED WITHOUT PRIOR O i z '
<br /> STRUCTURAL ENGINEER SHA�L BE SUBMfTTED 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 PRIOR APPROVAL BY ENGINEER OF RECORD. z w .
<br /> PLATED WOOD TRUSSES. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFICATIONS AND SHALL
<br /> BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR DETAII S:
<br /> 01400: INSPECTIONS AND SPECIAL INSPECTIONS MEMBER SIZE HANGER
<br /> THE CONTRACTOR SNALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE SAWN LUMBER "U" SERIES TO MATCH LUMBER SIZE
<br /> LOCAL BUILDING DEPARTMENT. 06071: PRESERVATIVE TREATED WOOD PftODUCTS 3.125° WIDE GLULAM BEAM HGUS3.25/10
<br /> PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOD TNAT FORMS THE STRUCTURAL 5.125" WIDE GLULAM BEAM HGUS5.25 10 �
<br /> SPECIAL I�lSPECTIONS ARE NOT REQUIRED UNLESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL. SUPPORT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES � �
<br /> THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, 6J5" WIDE GI.ULAM BEAM HGUS6.88/10 �
<br /> OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE 8.75" WIDE G�ULAM BEAM HGU9.00-SDS � . ,'�{.' '
<br /> 01401: STRUCTURAL OBSERVATION OR AT JOINTS BETWEEN MEMBERS. ` �
<br /> STRUCTURAL OBSERVATION IS NOT REQUIRED. MANUFACTUR�D WOOD "I" JOIST "IUS" SERI�S TO MATCH "I" JOIST SIZE �
<br /> ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY 1.75" WIDE PSL OR LVL BEAM "LBV" SERIES TO MATCH DEPTH 0
<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 QR LVL BEAM "GLTV" SERIES TO MATCH DEPTH �
<br /> ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING POSTS OR COLUMNS SUPPQRTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB 5.25" WIDE PSL OR �VL BEAM "GLTV° SERIES TO MATCH DEPTH �
<br /> RECOMMENDATIONS AS NOTED W THE GEOTECHNICAL ENGINEERING REPORT (SEE SECTION Q1300} AND OR FOQTING TNAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; 7" WIpE PSL BFAM "HGLTV" SERIES TO MATCH DEPTH N
<br /> IN SUBS�QU�NT 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 Q�
<br /> THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATEO AREAS SHALL BE 2. IF W AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN TNE BUILDING 06104: SHRINKAGE OF WOOD FRAMING �
<br /> BACKFILLED WITH I EAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S PERIPNERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 INCHES FROM SNRINKAGE 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, ELECTRICAL, AND MECHANICAL SYSTEMS AS WELL O
<br /> AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 INCH PER FLOOR � � • .
<br /> EXCAVATION SI OPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN TNE LIMITS SPECIFIED BY 3. SLEFPERS 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, STAT�, AND NATIONAL SAFETY REGULATIONS. MOISTURE BARRIER SEPARATION WfTH EXPOSED EARTN, FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CQNTROL BUT WILL NOT EL{MINATE �
<br /> SHRINKAGE. .
<br /> INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING DRAWWGS, 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR CONCRETE OR Q -
<br /> NOTES, AND SPECIFICATIONS. MASONRY WALLS BELOW GRADE. �
<br /> 02300: BACKFILL AND COMPACTION > 06160: WOOD SHEATHING
<br /> PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS ASSOCIATION (AWPA)
<br /> BACKFILL SNALL NOT BE P�ACED UNTI� THE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFIL� SPECIFICATION C2 AND C9 OR APP�ICABLE STANDARDS. STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN • �
<br /> BEHIND ALL WAI LS SHALI NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ALL PLYWOOD ASSOCIATION. WOOD SHEATHING PANE�S SHALL BE C-D INT APA WITH EXTERIOR GLUE �i
<br /> BACKFILL MATERIAI AI�JD PLACEMENT PROGEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL ALL FASTENcRS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT WITH TREATED (CDX). ORIENTED STRAND BOARD (OSB} PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE
<br /> ENGINEERING RcCOMPAENDATIONS. FOLLOWING TNICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN: � �
<br /> LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A153 OR EDGE FIELD Q,� �
<br /> STAINLESS STEEL. NAILS NAILS �� � � '
<br /> ROOF: 7/16" 40/20 APA RATED OSB 8d AT 6" 8d AT 12" � -
<br /> FLOOR: 3/4" APA RATED STURD-1-FLOOR OSB 40/20 T&G 10d AT 6" 10d AT 12" � � '
<br /> SNEARWALL: 7/16" APA RATED 24/16 EXPOSURE 1 OSB SEE SCHEDULE SHEET S1.1 � � �''
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<br /> ALL ROOF AND FLOOR SHEATHING PANE�S SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO �� I � ,
<br /> SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISF PER PLAN. BLOCKING AT � �
<br /> INTERMEDIATE FLOOR AND ROOF SHEATNING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED �'"'� �
<br /> OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X �
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