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S T R U C T U R A � f� 0 T E S STRUCT� RA� DRAU�I �1G SHEET I �1DEX _
<br /> 01000: GENERAL REQUIREMENTS 03000: CONCRETE 06100: ROUGH FRAMING 06176: METAL PLATE CONNECTED WOOD 1RUSSES SHEET DESCRIPTION DATE o
<br /> THE STRUCTURAL NOTES SUPPL�MENT THE PLANS ANQ SPECIFICATIONS. ANY DISCREPANCY FOUND C01�lCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE fNSTiTUTE STANDARD ACI SAWN LUMBER SHALL CQNFQRM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) "GRADING AND PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DE5IGNED AND SHALL COMP�Y �
<br /> BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND ARCHITECTURAL PLANS 318-'�1 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". DRESSING RULES" N0. 17 LATEST EDITlON. SAWN LUMBER SHALL BE S4S AND SURFACED DRIED, �9 WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN STANDARD FOR METAL PLATE S1.0 STRUCTURAL NOTES 01/21 j16 �
<br /> SHALL BE REPORTED TQ THE ARCHITEGT WHO SHALL CORRECT TNE QISCREPANCY IN WRITING. ANY PERCENT MAXIMUM MQISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER CONNECTED WOOD TRUSS CONSTRUCTION) AND OSSC SECTION 2303.4. SHOP DRAWINGS AND S1.1 STRUCTURAL NOTES AND SCHEDULES 01/21/16 �
<br /> N10RK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALL BE DONE AT Ti-IE CONTRACTOR'S CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED DRYING OF ASSEMBLED FRAMING TO MINIMIZE WQOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED CALCUI�ATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR TH� 51.2 SHEARWA�L SCHEDULE AND DETAILS 01/21/16 �
<br /> RISK, REFER TO ARCHfTECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND BY THE ENGINEER OF REGORD AND SHALL COMPLY WITH ACI 318-11 SECTION 3.6. CONCRETE TO WEATHER OR IN GONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. SPANS AND CONDITIONS SHOWN ON THE PLANS, LOADS PER SECTION 01200, AND THE FQLLOWING; S1.3 HOLDOWN SCNEDULE AND DETAILS 01 j21/16 v�
<br /> �IMENSfONS NOT SHOWN. CONSULT MECNANICAL PLANS FOR QUCTS AND PIPES ETC. NOT SHOWN. EXPOSEQ TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING RDMIXTURE CONFORMING TO PER PLAN. LUMBER SPECIES, GRADE, AND PROPERTfES FOR EACH USE/LOCATION SHALL BE AS ROOF FLOOR S1.4 SWSB DETAILS 01/21/16 U �
<br />� IBC SECTION 1904.2. THE USE OF WATER SOI.UBLE CHLORIDE ION SHALL NOT BE USEQ. FOLLOWS U.N.O. PER PLAN/SCHEQULE: TOP CHORD L(VE LQAD SEE SECTION 01200 SEE SECTION 01200 Z �
<br /> THE CONTRACTOR SNALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION TOP CHORD DEAD LOAD 10 PSF 10 PSF -
<br /> LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFI�L BEHIND WALLS Fb Fv Fcp Fc E S6.0 TYPICAL CONCRETE DETAILS 01�21/16 � � .
<br /> THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGWEER OF RECORQ FOR APPROVAL FOUR WEEKS USE/LOCATION SPECIES GRADE (PSI PSI PSI PSI TOP CHORD DRAG LOAD SEE PLAN SEE PLAN
<br /> SNAL.L NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ) ( ) OO (PSI)
<br /> PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED F4R CONFORMANCE TO IBC TOP CHORD NET WIND UPLIFT 7 PSF (NET) N/A c� o�
<br /> WALL STUDS/BLOCKING 59.0 TYPICAL FLOOR FRAMING DETAILS 01/21/16
<br /> SECTIONS 1904 AND 1905. 2X, 3X HEM-FIR STUD 675 150 405 800 L2E6 BOTTOM CHORD DEAD LOAD 5 PSF 5 PSF � o
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR HVAC SEE MECHANICAL SEE MECHANICAL S9.1 TYPICAL ROOF FRAMING DETAILS 01/21/16 '
<br /> SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK 4" WIDE S9.2 FRA�IING DETAILS Ol f21/16 a� �
<br /> CONCRETE MIX DESIGNS SHALL MEET THE FOL�OWING REQUIREMENTS; LIVE LOAD DEFLECTION L/360 L/360 � �
<br /> WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL TNE 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 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 S9.4 FRAMING DETAILS - UNIT E1B, D, F & E3 01/21/16 � � �
<br /> STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND 6" & WIDER S9.5 FR�MING DETAILS - UNIT E & E3 01/21/16 � +, �
<br /> f'c (PSI) RATIO (INCHES) (PERCENT) REQUIRED APPLICATION 06185: STRUCTURAL GLUED LAMINATED TIMBER S9.6 FRAMING DETAILS - UNIT G & F 01/21/16 '
<br /> WAL� 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 0.45 4±1 Ot1 NO FOOTINGS IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END�SEALER APPLIED W � ^
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS 3000 0,45 4t1 5f1 NO FOUNDATION AND STEM WALLS IMMEDIATE�Y AFTER TRIMMING IN EITHER SHOP OR FfELD. SHOP DRAWINGS SHALL BE SUBMITTED PER � ?
<br />� ADOPTED BY THE CITY OF EVERETT WASHINGTON. 300Q 0.45 4f1 5f1 NO EXTERIOR SLAB ON GRADE, THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIA� PROPERTIES SHALL BE AS FOLLOWS: � ° �
<br /> 2X6 3X6 HEM-FIR N0. 2 850 150 405 13Q0 1.3E6 �
<br /> QRIVEWAYS, CURBS, WALKWAYS, PATIOS, PORCNES, STEPS EXPOSED TO � USE COMBINATION SYMBOL SPECIES CAMBER � � �
<br /> 01200: DESIGN LOADS WEATHER, AND GARAGE FLOORS. -� ,� '
<br /> LIVE LOADS 2500 0.50 5f1 Of1 NO ALL OTHER CONCRETE JOISTS
<br /> ROOF (SNOW) 25 PSF 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 SIMPLE SPAN BEAM 24F-V4 OF/DF STANDARD � � �
<br /> 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 5Q00 � o � -
<br /> � } SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SNALL BE THE CANTILEVER BEAM 24F-V8 DFjDF ZERO � o� �o
<br /> LEDGERS �,�
<br /> SNOW LOAD DESfGN DATA: AVERAGE STRENGTH OF TWO CYL.INDERS MADE FROM THE SAME SAMPL.E ANQ TESTED AT THE 2X, 3X DO�GLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 UNEXPOSED GLUED-LAMINATED TIMBER SHALL BE INDUSTRiAL GRADE. TYPICAL, UNLESS NOTED ,;
<br /> Pg = 20 PSF, Pf = 14 PSF, Ce = 1.0, Is = 1.0, Gt = 1.0, SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR INF4RMATION REGARDING POST 4X DOUGLAS FIR-LARCH N0. 1 1000 180 625 1500 1JE6 OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. ''
<br /> TENSIQNING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE ; � ` y
<br /> WIND DESIGN DATA: ACCEPTABLE IF: t
<br /> 1. NO TEST FALLS 500 PSI BELOW TNE SPECIFIED STRENGTH ; C,� �<
<br /> BASIC W1ND SPEED: 110 MPH (ULT.} 85 MPH (ASD) 2, THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL BEAMS AND PQSTS
<br /> WIND IMPORTANCE FACTQR: Iw = 1.0 4X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 f ' '.
<br /> BELOW THE SPECIFIED STRENGTH. ' �
<br /> WIND EXPOSURE: EXPOSURE 8 6X DOUGLAS FIR-LARCH N0. 1 1200 170 625 1000 1.6E6 0619Q: MANUFACTURED 4VOOD BEAMS F ,
<br />� TOPOGRAPHICAL FACTOR: Kzt = 1.0 CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTWG AT NO MANUFACTURED/ENGINEERED WOOQ BEAMS SHALL BE TNE SIZE AND TYPE SHOWN ON THE DRAWINGS �. F ��a�= '
<br /> ..; � ...
<br /> INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 ADDITIONAL EXPENSE TO TH� OWNER. AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL STORAGE, ERECTION, AND INSTALLATIQN
<br /> COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACl 301 SECTION 4.6. SUBMIT PROPOSED SHALL BE PER MANUFACTURER SPECIFICATIONS. MICRQLAM ANQ PARALLAM MEMBERS SHALL NOT � '
<br /> RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. 06101; STRUCTURAL FWGER JOINTED LUMBER HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECaRQ APPROVAL. SHOP DRAW(NGS 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: �r� � -
<br /> GHAMFER ALL EXPOSED CpRNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED ,� l �a
<br /> SPECTRAL RESPONSE ACCE�ERATIONS: Ss = 1.302 S1 = 0.495 SHALL BE GRADED UNDER AMERICAN LUMBER STANQARD COMMITTEE "PRODUCT STANDARD PS � `�
<br /> BY THE ARCH(TECT. r.� �
<br /> SITE CLASS: SITE CLASS E 20-99". LUMBER CLASSIFIED AS STUD USE ONLY SHALL BE LIMITED TQ VERTICAL APPLICATIONS MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PS1) � � . � a �
<br /> SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.781 SD1 = OJ92 ONLY. LUMBER WITH CERTIFfED EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. LVL = MICROLAM 1.9 E6 2600 750 285 �,, �� � �, 2
<br /> SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D PSL = PARALLAM 2.0 E6 2900 650 290 � �
<br /> 03100: REINFORCING STEE� ct� �, �
<br /> BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM LSL = 1.75" TIMBERSTAND 1.55 E6 2250 750 400 � Jy �
<br /> REINFORCWG STEEL DETAILWG, FABRICATION, AND PLACEMENT SHALL BE PER ACI 318-11. „ ��� �'
<br /> DESIGN BASE SHEAR: Cs = 0.120 W LSL RIM = 1.5 TfMBERSTAND RIM BOARD
<br /> REINFORGWG STEEL SHALL MEET TNE FOLLOWWG REQUIREMENTS: ��
<br /> RESPONSE MODIFICATION FACTOR: R = 6.5 (�IGHTFRAME WALLS) 0 6 1 0 2: F R A M I N G N O T E S
<br /> ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL
<br />� ASTM A-615 DEFORMED BARS GRADE 40 (f y=40 KSI) FOR #3 BARS ONLY B E A S M A N U F A C T l 1 R E D B Y S I M P S O N S T R O N G-T I E. E Q U I V A L E N T H A R Q W A R E M A Y B E U S E D W I T H P R I O R
<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: GEQTECHNICAL INFORMATION ASTM A-706 DEFQRMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS WHERE STRAPS CONNECT TWO MEMBERS TaGETFfER PLACE HALF OF THE REQUIRED FASTENERS INTO ,� �
<br /> EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING ASTM A-185 SMOOTN BAR f -60 KSI FOR WELDED W1RE FABRIC EAGH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR `�
<br /> RECOMMENQATIONS. ALL FOUNDATIONS ARE TO BE FOUNQED ON GOMPETENT NATIVE MATERIAL OR � � � FASTENER REQUIREMENTS AT TREATED LUMBER. TYPIGAL NAILING NOT SHOWN PER PLAN DETAIL OR ¢ � � �
<br /> BY OTHER MEANS AS DEFINEQ BY A LICENSED GEOTECHNICAL ENGINEER. ' ' �1 `�
<br /> REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1,4XW1.4 WELDED WIRE FABRIC OR FIBER MESH SCHEDULE SHALL CONFORM TO FASTENING SENEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING � � � _
<br /> CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLQWING 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 CONTINUOUS AROUND CORNERS � �
<br /> ALLOWABLE BEARING PRESSURE 2500PSF ' W
<br /> ELSE CORNER BARS SHALL BE PRQVIDED. NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS: ;a m
<br /> ACTIVE EARTH PRESSURE (YIELDING) 35 PCF � �
<br /> ACTIVE EARTH PRESSURE (AT-REST) 55 PCF COVER REQIJIREMENTS SHALL BE AS FOLLOWS UNLESS NOTEp OTHERWISE: NAIL SIZE DIAMETER LENGTN
<br /> PASSIVE EARTH PRESSURE 350 PCF 8d �.131" 2.5" �
<br /> COEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH 10d Q.148" 3.0" o
<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" �
<br /> ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR #6 AND LARGER . . . . . . . . . . . . . . 2' 2 �
<br /> A LICENSED GEOTECHNiCAL ENGINEER. » o �
<br /> #5 AND SMALLER . . . . . . . . . . . . . 1 1/2 UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR P�ANS, ANCHOR BOLTS AT SILL PLATES v� ,� •
<br /> CONCRETE NOT EXPOSED TO EARTH OR WEATNER SHALL BE 5/8" DIAMETER WITH 7" MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NOT � ¢'
<br /> WALLS AND JQISTS MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE �
<br /> 01330: SHQP DRAWING SUBMITTAL PROCESS #11 BARS AND SMAL�ER . . . . . . . . . 3/4" BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 4.5" FROM EACH END OF THE PIECE. A � v�i
<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 SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (DO N4T COUNTER-SINK Q ~ >
<br /> PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPRQVED QESIGN DRAWINGS, NEW 11 BARS AND SMALLER . . . . . . . . 1" �� �� �� � `= Q
<br /> DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASNINGTON # PLATE WASHERS). A 13/16 X 1 3/4 DIAGONAL SLOTTED HOLE IN TNE 3 X 3' PLATE WASHER IS � ¢
<br /> BEAMS, COLUMNS � c�
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED AI.ONG WITH THE SHOP QRAWINGS TO THE BUILDING >, ALLOWED WITH A STANDARp CUT WASHER. �
<br /> PRIMARY REWFORCEMENT . . . . . . . 1 1 j2
<br /> OFFICIAL FOR APPROVAL PRIOR TO FASR4CATION. TIES, STIRRUPS, AND SPIRALS . . . . 1 1/2" � �
<br /> SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. � �"
<br /> REINFORCING STEEL SHAL� BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO 061Q3: JOIST AND BEAM HANGERS �
<br /> CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE
<br /> CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFAGTURED BY SIMPSON �
<br />� DESIGN DRAWINGS. WELDING OF REINFORCENG STEEL SHALL NQT BE PERMITTED WITHOUT PRIOR O i z
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH TNE SHOP DRAWINGS FQR PREFABRICATED APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS. STRONG-TIE. EQUIVALENT HARD4VARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. � `�
<br /> PLATED WOOD TRUSSES. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFICATIONS AND SNALL
<br /> BE AS FOLLOVYS UNLESS NOTED OTHERWISE PER PLANS OR DETAILS, �
<br /> 01400: INSPECTIONS AND SPECIAL INSPEGTIONS MEMBER SIZE HANGER
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE 06071: PRESERVATIVE TREATED WOOD PRODUCTS SAtNN LUMBER "U° SERIES TO MATCH �UMBER SIZE �
<br /> LOCAL BUILDING DEPARTMENT. PRESERVATIVE TREATED WOOD SNAL� BF REQUIRED FOR ALL WOOD THAT FORMS TNE 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. THAT ARE EXPOSED TO TNE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, 6.75" WIDE GLULAM BEAM HGUS6.88/10 �
<br /> OVERHANG OR OTHER COVERING TO PREVENT MOISTURE QR WATER ACCUMULATION AT THE SURFACE 8.75" N�IDE GLULAM BEAM HGU9.00-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 �
<br /> ALL WQQD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY 1,75" WIDE PSL OR LVL BEAM "LBV" SERIES TO MATCH DEPTH Q
<br />� FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. 2.69" WIDE PSL BEAM "I�BV" SERIES TO MATCH QEPTH �
<br /> 02000: S1TE CONSTRUCTION 3.5" WIDE PSL QR LVL BEAM "GLTV" SERIES TO MATCH DEPTH �
<br /> AL� SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECNNICAL ENGINEERING POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB 5.25" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH � '
<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" NiIDE PSL BEAM "HGLTV" SERIES TQ MATCN DEPTH �
<br /> W SUBSEQUENT DIRECTIVES. ^
<br /> 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH ABOVE THE H
<br /> 02260: EXCAVATION SUPPORT AND PROTECTION SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. �
<br /> EXCAVATION FOR FOUNDATIONS SHALI BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER � '
<br /> THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED AREAS SHALL BE 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN TNE BUILQING 06104: SNRINKAGE OF WOOD FRAMING
<br /> BACKFILLED WITH LEAN GONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 iNCHES FROM SHRINKAGE IN WOOD FRAMING IS DUE TO LQSS QF MOISTURE CONTENT AND TO COMPRESSION OF *"i
<br /> EXPENSE. EXPOSED GROUND AND SEPARATED TNEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. ASSEMBLIES QF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMS AS WELL �
<br /> AS EXTERIOR FINISHES SHALL BE DESIGNED 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. SLEEPERS AND SILLS ON A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN IMPERVIOUS WOOD SHRINKAGE. THE USE OF KILN DRIED LUMBER ANQ PROVIDING A DRYING PROCESS TO THE �
<br /> LOCAL, STATE, AND NATIONAL SAFETY REGU�ATIONS. MOISTURE BARRIER SEPARATION WITH EXPQSED EARTH. FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTROL SUT WILL NOT ELIMINATE �
<br />� SHRINKAGE.
<br /> WSTALLATION OF CONSTRUCTIQN SHORWG, IF REQUIRED, SHALL BE PER THE SHORING DRAWINGS, 4. LEDGERS AND FURRING ATTACHED DIREGTLY TO THE INTERIOR OF EXTERIOR CONCRETE OR Q
<br /> NOTES, AND SPECIFICATIONS. MASONRY WALLS BELOW GRADE. �-�
<br /> 02300: BACKFIL� AND COMPACTION PRESERVATIVE TREATMENT SHA�L BE PER AMERICAN WQOD PRESERVERS' ASSOCIATI4N (AWPA) 0616Q: WOOD SHEATHING �
<br /> BACKFILL SHALL NOT BE PLACED UNTIL THE REMOUAL OF FORMWORK AND OF ANY DEBRIS. BACKFfLL SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN
<br /> BEHIND ALL WALLS SNALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ALL PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SNALL BE C-D INT APA WITH EXTERIOR GLUE � .
<br /> BACKFILL MATERIAL AND P�ACEMENT PROCEDURES SHALL BE CONSISTENT WITN THE GEOTECHNICAL (CDX). OftIENTED STRAND BOARD (OSB) PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE � �
<br /> ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) !N CONTACT WITH TREATED
<br /> ENGINEERING RECOMMENDATIONS. LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A153 OR FOLLOWWG TNICKNESS, SPAN RATING, AND �ASTENING UNLESS NdTED OTHERWISE PER PLAN:
<br /> EDGE FIELD Q,3 O
<br /> STAINLESS STEEL. NAILS NAILS '� �
<br /> ROOF: 7/16" 40/20 AFA RA7ED OSB 8d AT 6" 8d AT 12" o r..� �
<br /> FLOOR: 3/4" APA RATED STURD-1-FLOOR OSB 4Q/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 />� ALL ROOF AND F�OOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO � 1 �
<br /> SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED QTHERWISE PER PLAN. BLOCKING AT � rT� �
<br /> INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED � F� �3 �
<br /> OTHERWISE P�R PLAN. SHEARWALL SHEATHING SHALL BE BLQCKED AT A�.L EDGES WITH 2X OR 3X �
<br /> FRAMING PER SHEARWALL SCHEDULE � �
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