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<br /> STRUCT � RA � �10TES STRUCTURA DR
<br /> AV�1 �1G SNEET INDEX
<br /> 01000; GENERAL REQUIREMENTS 03000: CONCRETE 061q0: ROUGH FRAMING 06176: METAL PLATE CONNECTED WOOD TRUSSES SHEET DESCRIPTION �
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND pA� o
<br /> BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIQNS, AND ARCHITECTURAL PLANS CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI SAWN LUMBER SHAL� CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) "GRADING AND PREMANUFACTUREQ PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY �
<br /> 318-11 "BUILOING CODE REQUIREMENTS FOR STRUCTURAL 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 DESIGN STANDARD FOR METAL PLATE S1.0 STRUCTURAL NOTES 01 21 6 CO
<br /> SHALL SE REPORTED TO THE ARCHITECT WNO SHALL CORRECT THE QISCREPANCY IN WRITING. ANY ( f � �� �
<br /> WORK COMPLETED AFTER QISCOVERY OF THE DISCREPANCY SHALL BE DON� AT THE CONTRACTOR'S PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER ANQ PROVIDE FURTHER CONNECTED WOOD TRUSS CONSTRUCTiON) AND OSSC SECTION 2303.4. SHOP DRAWINGS AND S1.1 STRUCTURAL NOTES
<br /> AND SCHEDULES 01/21/16 �
<br /> RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND CEMENT AND CONCRETE SHALL CQNFORM 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 TNE .
<br /> S1.2 SHEARWALL SCHEDULE AND DETAILS 01/21/16 �
<br /> BY THE ENGINEER OF RECORD ANQ SHALL COMPLY WITH ACI 318-11 SECTION 3.6. CONCRETE TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONftY SHALL BE PRESERVATIVE TREATED U.N.O. SPANS AND CONDITIONS SHOWN ON THE PLANS, LOADS PER SECTION Q12Qd, AND THE FOLLOWING:
<br /> QIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SNOWN. EXPOSED TO FREEZING AND THANIING SHALL NAVE AN AIR ENTRAINING ADMIXTURE CONFORMING TO PER PLAN. L.UMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS ROOF FLOOR S1.3 HOLDOWN SCHEDULE AND DETAILS Ol/21/16 �;
<br /> THE CONTRACTOR SHALL PRQVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION �BC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. /SCHEDULE: TOP CHORD LIVE LORD SEE SECTION 01200 SEE SECTION 01200 S1.4 SWSB DETAILS 01/21/16 z �
<br /> FOLLOWS U.N.O. PER PLAN � ^
<br /> . LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTfON. BACKFILL BEHIND WALLS Fb Fv Fc Fc E TOP CHORD DEAQ LOAD 10 PSF 10 PSF �
<br /> SNALL NOT BE PLACEQ UNTIL THE WALLS ARE PROPERLY SUPPORTED. THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER QF RECORD FOR APPROVAL FOUR WEEKS USEfLOCATION SPECIES GRADE (PSI) (PSI) (PSI) {PSI) (PSI) TQP CHORD DRAG LOAD SEE PLAN SEE PLAN S6.0 TYPICAL CONCRETE DETAILS 01/21/16 � �
<br /> PRIOR TQ PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC WALL STUDS TOP CHORD NET WIND UPLIFT 7 PSF ) / S9.0 TYPICAL FLOOR FRAMfNG DETAILS Ol 21 16 � CO
<br /> SECTIONS 1304 AND 1905. /BLOCKING BOTTOM CHORD DEAD LOAD 5 PSF (N�T 5 PSF � �
<br /> TNE CONTRACTOR SHALL BE RESPONSfBI�E FOR COORDINATION OF AL� WORK. TNE CONTRACTOR 2X, 3X HEM-FIR STUD 675 150 405 800 1.2E6 �
<br /> HVAC SEE MECHANICAL SEE MECHANICAL S9.1 TYPICAL ROOF FRAMING DETAILS Ol/21/16 , c� Q
<br /> C''�
<br /> BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: 4n ��dE �IVE LOAD DEFLEGTION L/360 L/360 S9.2 FRAMING DETAILS Ol/21/16 v �
<br /> NIITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERVIGE PRIOR TO ANY rn � �
<br /> AT 1-800-332-2344. 28 DAY MAX. MAX. AIR SPECIAL LOCATION
<br /> 2X, 3X HEM-FIR N0. 2 850 150 4d5 1300 1.3E6 S9.3 FRAMING DETAILS - UNIT E1C & E1D 01/21/16
<br /> � � �
<br /> STRENGTN W/C SLUMP ENTRAINMENT INSPECTION AND 6" & WIDER S9,4 FRAMING DETAILS - UNIT E1B, D, F & E3 Ol/21/16 � � cfl
<br /> f'c (PSI) RATIO {INCHES) (PERCENT) REQIJIRED APPLICATION S9.5 FRAMING DETAILS - UNIT E & E3 01/21/16 � � �
<br /> �
<br /> WALL PLATES 06185: STRUCTURAL GLUED LAMINATED TIMBER S9.6 FRAMING DETAILS - UNIT G & F Ol/21/16 •� �
<br /> Q1100: CODE REQUIREMENTS 2500 0.45 4±1 Of1 NO FOOTINGS 2X4, 3X4 HEM-FIR STUD 675 150 405 800 1.2E6 GLUED-LAMINATED M�MB�RS SHALI. HAVE AMERICAN INSTITUTE QF TIMBER CONSTRUCTION (AITC) � � .
<br /> IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT QF END SEALER APPLIED W � �
<br /> ALL DESIGN AND CONSTRUCTION SNALL CONFO�M TO THE 2012 INTERNATIONAL BUILDING CODE AS 3000 0.45 4f1 5t1 NO FOUNDATION AND STEM WALLS IMMEDIATELY AFTER TRIMMING W EITHER SHOP OR FIELD. SHOP DRAWINGS SHALL BE SUBMITTED PER ._,
<br /> ADOPTED BY THE CITY OF EVERETT WASHINGTON. 3000 0.45 4�1 5f1 NO EXTERIOR SLAB ON GRADE,
<br /> DRIVEWAYS, CURBS, WALKWAYS, PATIOS, PORCHES, STEPS EXPOSED TO 2X6, 3X6 HEM-FIR N0. 2 850 150 405 13�0 1.3E6 THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: � o �
<br /> � �
<br /> JOISTS USE COMBINATION SYMBOL SPECIES CAMBER � � �
<br /> � �
<br /> � : DESIGN LOADS WEATHER, AND GARAGE FLOORS. � �
<br /> LIVE I OADS 2500 0.50 5t1 Of1 NO ALL OTHER CONCRETE T, � �
<br /> ROQF (SNQW) 25 PSF 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 S{MPLE SPAN BEAM 24F-V4 DF/DF STANDARD U
<br /> FLOORS (RESIDENTIAL) 40 PSF ONE COMPRESSION TEST MINIMUM SHALL SE COMPILED FOR EVERY 15Q CUBIC YARDS OR 5000 CONTINUOUS BEAM 24F-V8 DF/DF ZERO � � �
<br /> SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE CANTI�EVER BEAM 24F-V8 DF/DF ZERO � o �
<br /> SNOW LOAD DESIGN DATA: AVERAGE STRENGTN OF TWO CYLINDERS MADE FROM THE SAME SAMPLE RND TESTED AT TNE LEQGERS � o� o
<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-LARCN N0. 2 9Q0 180 625 1350 1.6E6 UNEXPOSED GLUED-LAMINATED TIMBER SHALI. BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED
<br /> �; ;
<br /> 4X DOUGLAS FIR-LARCN N0. 1 1000 180 625 150d 1.7E6 ;; s .
<br /> TENSIONING, FQRM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPQSES. CONCRETE SHALL BE OTHERWISE. EXPOSED GLUED LAMINATED TMMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. �
<br /> WIND QESIGN DATA: ACCEPTABLE IF:
<br /> BASIC WIND SPEED: 110 MPH (U�T.) 85 MPH (ASD) 1. NO TEST FALLS 500 PSI BELOW TNE $PECIFIED STRENGTH BEAMS AND POSTS , � ;; �: <
<br /> WIND IMPORTANCE FACTOR: Iw - 1.0 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL i ;
<br /> B E L O W T H E S P E C I F I E D S T R E N G T H. 4 X D O U G L A S F I R-L A R C H N 0. 2 9 0 0 1 8 0 6 2 5 1 3 5 0 1.6 E 6 r
<br /> W I N D E X P O S U R E: EXPOSURE B 6 X D O U G L A S F I R-L A R C H N 0. 1 1 2 0 0 1 7 0 6 2 5 1 0 Q 0 1.6 E 6 06190: MANUFACTURED 4VOOD BEAMS � � .
<br /> TOPOGRAPHICAL FACTOR: Kzt = 1.0 C O N C R E T E N O T M E E TI NG THE ABOVE CRITERIA SHALL 8E SUBJECT TO FURTNER TESTING AT NO MANUFACTURED/ENGINEERED WOOD BEAMS SNALL BE THE SIZE AND TYPE SNOWN ON THE DRAWINGS v'; � `
<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 /> < ,r. ..,. _: . .r�._._.._,..
<br /> " COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT PRQPOSED SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM AND PARALLAM MEMBERS SHALL NOT
<br /> � � EARTHQUAKE DESIGN DATA: RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. 06101: STRUCTURAL FINGER J4INTED �UMBER NAVE NOTCHES OR DR[LLED HOLES WITHOl1T PR(OR ENGINEER OF RECORD APPROVAL. SHOP DRAWINGS �
<br /> SEISMIC IMPORTANCE FACTOR: le - 1.0 STRUCTURAL FINGER JOINTED LUMBER SHALI� BE PERMITTED TO BE USED INTERCHANGEABLY WITH SHALL BE SUBMITTED PER THE R�QUIREMENTS QF SECTION 01330. QESIGN MATERIAL PROPERTIES , S ���� �
<br /> � � CNAMFER ALL EXPOSED CORNERS PER TNE ARCHITECTURAL PLANS OR 3/4 WGH IF NOT SPECIFIED SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRAQE. STRUCTURAL FINGER JOINTED LUMBER SNALL BE AS FOLLOWS:
<br /> � SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.302 S1 = 0.495 BY THE ARCHITECT. SHALL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE "PRODUCT STANDARD PS ,� � �`�� `_
<br /> � SITE CLASS: SITE �LASS E 20-99". LUMBER CLASSIFIED AS STUQ USE ONLY SHAL� BE LIMITED TO VERTICAL APPLICATIONS MEMBER E PSI Fb PSI Fc PSI Fv PSI �' �;, . � ���
<br /> SPECTRAL RESPONSE COEFFICIENTS: SDS = OJ81 SDl = 0.792 � � � ) P � ) � )
<br /> LVL = MICROLAM 1.9 E6 2600 750 285 � � � • :�� a �
<br /> ONLY. LUMBER WITH CERTIFIED EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. � o . o
<br /> SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D 03100: REINFORCWG STEEL PSL = PARALLAM 2.0 E6 2900 650 290 �
<br /> BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM R�INFORCING STE�L DETAILING, FABRICATION, AND P L A C E M E N T S H A L L B E P E R A C I 3 1 8-1 1. LSL = 1J5 TIMBERSTAND 1.55 E6 2250 750 400 ��, �� �,,�
<br /> DESIGN BASE SNEAR: Cs = 0.120 W REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS; �� 6�
<br /> RESPONSE MODIFICATIQN FACTOR: R = 6.5 (LIGHTFRAME WALLS) 06102: FRAMING NOTES
<br /> LSL RIM = 1.5" TIMBERSTAND RIM BOARD ��
<br /> ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS ANQ DETAILS SNALL '
<br /> ASTM A-615 DEFORMED BARS GRADE 40 (fy=4Q KSI) FOR #3 BARS ONLY BE AS MANUFAGTUREQ BY SIMPSON STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR
<br /> ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSO FOR #4 BARS AND LARGER APPROVAL BY ENGINE�R OF RECORD. WSTALL ALL HARDWARE PER MANU�ACTURERS' SPECIFIGATIONS.
<br /> �1300: GEOTECHNICAL INFORMATION ASTM A-706 DE�ORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS WHERE STRAPS CONNECT TWQ MEMBERS TOGETHER, PLACE HALF OF TNE REQUIRED FASTENERS INTO
<br /> EARTHWORK AND FOUNDATIONS ARE TO SE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING � � �
<br /> RECOMMENDATIONS. ALL FOUNDATIONS ARE TQ BE FOUNDED QN COMPETENT NATIVE MATERlAL OR ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WE�DED WIRE FABRIC EACH MEMBER. PROVIDE SOLID B�OCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR � \ � �
<br /> BY OTHER MEANS AS DEFINED BY A LICENSED GEQTECHNICAL ENGINEER. FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILfNG NOT SHQWN PER PLAN, DETAIL, OR � N � �
<br /> REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRlC OR FIBER MESH SCHEDU�E SHALL CONFORM TQ FASTENING SCHEPULE PER fBC TABLE 2304.9.1 OR TO THE FASTENING Q � � �
<br /> CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH TNE FOLLOWING PARAMETERS: UNLESS NQTED OTHERWISE. PROVIQE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SNEET S6.0. SCHEDULE ON SNEET S1.Q.
<br /> ALLOWABLE BEARING PRESSURE 2500PSF RE�NFORCING STEEL AT ALL WALLS, SLABS, AND FQQTINGS SHALL BE CONTINUOUS AROUNQ CORNERS
<br /> o � _-
<br /> ELSE CORNER BARS SHALL BE PROVIDED. NAILS SHALL BE COMMON UNLESS NQTEQ OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS; ;� �
<br /> ACTIVE EARTH PRESSURE (YIELDING) 35 PCF � o
<br /> ACTIVE EARTN PRESSURE (AT-REST) 55 PCF � �
<br /> COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: NAI� SIZE DIAMETER LENGTH
<br /> PASSIVE EARTH PRESSURE 350 PCF
<br /> COEFFICIENT OF FRICTION 0.35 8d Q.131" 2,5" �
<br /> CONCRETE CAST AGAINST EARTH 10d 0.148" 3.0"
<br /> �
<br /> PROFI�E SITE CLASS E ALL BAR SIZES . . . . . . . . . . . . . . 3" �
<br /> FORMED SURFACE EXPOSED TO EARTH OR WEATHER 12d 0.148" 3.25" o
<br /> �
<br /> 0 NDATION fNSTALLATIONS ARE SUBJECT TO APPROVA� OF TNE LOCAL BUfLDING INSPECTOR OR 16d 0.162° 3.5" o
<br /> A LICENSED GEOTECHNICAL ENGINEER. #6 AND �ARGER . . . . . . . . . . . . . . 2"
<br /> ' #5 AND SMALLER . . . . . . . . . . . . . 1 1 f2" UNLESS NOTED QTHERWISE PER SHEARWAL� SCHEDULE OR PLANS, ANCHOR BOLTS AT SILI. PLATES o �`
<br /> � O
<br /> CONCRETE NOT EXPOSED TO EARTH OR WEATHER SHALL BE 5/8" DIAMETER WITN 7" MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NOT 7 �
<br /> WALLS AND JOISTS MORE TNAN 4 FEET APART. THERE SHA�.L BE A MINIMUM OF TWO BOLTS PER SIL� PIECE WITH QNE T _
<br /> 01330: SHOP DRAWING SUBMITTAL PROCESS #11 BARS AND SMA�LER . . . . . . . . . 3/4° � �
<br /> SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCMiTEGT AN ENGINEER OF REGORD FOR APPROVAL BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 4.5" FROM EACH END OF THE PIECE. A
<br /> SLABS AND JOISTS 3°X3"X0.229" PLATE WASHER SNA�L BE PROVIDED FOR ALL ANCHOR BOLTS (DQ NOT COUNTER-SINK Q �
<br /> PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW #11 BARS AND SMALLER . . . . . . . . 1"
<br /> DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON BEAMS, COLUMNS PLATE WASHERS). A 13/16" X 1 3/4" DIAGONAL SLOTTED HOLE IN TNE 3" X 3" PLATE WASHER IS �-`�- q
<br /> m �
<br /> C RAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE BUILDING ,> ALLOWED WITH A STANDARD CUT WASHER. � v
<br /> OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. PRIMARY REINFORGEMENT . . . . . . . 1 1/2
<br /> TIES, STIRRUPS, AND SPIRALS . . . . 1 1 j2" �
<br /> SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. � �
<br /> REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRkOR TO 06103: JOIST AND BEAM HANGERS �' ~
<br /> CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE �- � �
<br /> JQIST AND BEAM HANGERS AS NOTED IN TNE PLANS SNALL BE AS MANUFACTURED BY SiMPSON �
<br /> STRUCTURAL ENGINEER SNALL BE SUBMITTED ALONG WITH TNE SHOP DRAWINGS FOR PREFABRICATED DESIGN DRAWfNGS. WELDING OF REINFORCING STEEL SHALI. NOT BE PERMCTTED WITHOUT PR(OR STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. O i W
<br /> PLATED WOOQ TRUSSES. APPROVAL OF THE ENGWEER OF RECORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIFICATIONS AND SHALL
<br /> BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR DETAILS: �
<br /> 01400: INSPECTIONS AND SPECIAL 1NSPECTIONS MEMBER SIZE HANGER
<br /> THE CONTRAGTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE 06071: PRESERVATIVE 1REATED WOOD PRODUCTS SAWN LUMBER "U" SERIES TO MATCH LUMBER SIZE
<br /> LOCAL BUILDING DEPARTMENT. 3.125" WIQE GLULAM BEAM HGUS3.25 10
<br /> PRESERVATIVE TREATED WOOD SNALL BE REQUIRED FOR ALL WOOD THAT FORMS TNE STRUCTURAL � �
<br /> SUPPQRT OF THE BUII.QING, BALCONIES PORCHES, OR SIMILAR PEftMANENT BUILDING APPURTUNENCES 5.125" WIDE GLULAM BEAM HGUS5.25/10 �
<br /> SPECIAL INSPECTIONS ARE NOT R�QUIRED UNI.ESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL THA-f ARE EXPOSED TO THE WEATHER WITNOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, 6.75" WIDE GLULAM BEAM HGUS6.8$/10
<br /> OVERHANG OR OTHER COVERING TO PREVENT MOfSTURE OR WATER ACCUMULATION AT THE SURFACE 8J5" WfDE GLU�AM BEAM HGU9.00�SDS Q,
<br /> 01401: STRUCTURAL OBSERVATION OR AT JOINTS BETNIEEN MEMBERS. �
<br /> STRUCTURAL OBSERVATION IS NOT REQUIRED. MANUFACTURED WO�D "I" JOIST °IUS" SERIES TQ MATCH "I" JOIST SIZE �
<br /> � ALL WOOD INSTALLED ABQVE GROIJND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY 1.75" WIDE PSL OR LVL BEAM "LBV" SERIES TO MATCH DEPTH '
<br /> 02000: SITE CONSTRUCTION
<br /> FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. 2.69" WIDE PSL BEAM "LBV" SERIES TO MATCH DEPTH O
<br /> �
<br /> , ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITN THE GEOTECNNICAL ENGINEERING POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB 3.5" 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; 5.25° WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH � �
<br /> IN SUBSEQUENT DIRECTIVES. 7" WIDE PS� SEAM °NGLTV" SERIES TO MATCH DEPTH �
<br /> 1. fF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 fNCH ABOVE TNE �
<br /> 02260: EXCAVATION SUPPORT AND PROTECTION SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER.
<br /> EXCAVATION FOR FOUNDATIONS SHALL BE PER F�AN DOWN TO UNDISTURBED NATIVE MATERIAL PER
<br /> TNE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. QVER--EXCAVATED AREAS SHALL BE Q,
<br /> 2. IF IN AN ENCLOSEQ CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE BUILDING 06104: SHRINKAGE OF WOOD FRAMING
<br /> BACKFILLEQ WITH LEAN CONCRETE OR PER GEOTECHNICAL RECQMMENQATIONS AT THE CONTRACTOR'S PERIPHERY AND SUPPORTED BY A CONCRETE PIER QR PEDESTAL MORE THAN 8 fNCHES FROM SHRfNKAGE IN WOOD FRAMING IS DUE TO LQSS OF MOISTURE CONTENT AND TO COMPRESSION OF �
<br /> EXPENSE. EXPOSED GROUND AND SEPARATED TNEftEFROM BY AN IMPERVIOUS MOISTURE BARRIER. ASSEMBLIES OF WOOQ COMPONENTS. PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMS AS WELL �
<br /> AS EXTERIOR FINISHES SHA�L BE DESIGNED RND BUILT TO ACCOMMODATE 1/4 INCH PER FLOOR �
<br /> EXCAVATION SLOPES SNALL BE SAFE ANQ 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 AND PROVIDING A DRYING PROCESS TO THE �
<br /> LOCAL, STATE, AND NATlONAL SAFETY REGULATIONS. MOISTURE BARRIER SEPARATION WITH EXPQSED EARTH. FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILI� HELP CONTROf� BUT WILL NOT ELIMINATE
<br /> SHRINKAGE. �
<br /> fNSTALLATION OF CQNSTRUCTION SNORING, IF REQUIRED, SNALL BE PER THE SHORING QRAWINGS, 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR CONCRETE OR o
<br /> NOTES, AND SPECIFICATIONS. MASONRY WALLS BELOW GRAQE.
<br /> 02300: BACKFILL AND COMPACTION �
<br /> PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' ASSOCIATION (AWPA) 06160; WOOD SHEATHING �
<br /> BACKFILI. SHALL NOT BE PLACED UNTIL THE REMOVAL OF FQRMWORK AND OF ANY DEBRIS. BACKFILL SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. STRUCTURAL WOQD SHEATHING PANELS SHALL NAVE 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 SHRLL BE C-D INT APA WITH EXTERIOR GLUE �
<br /> BACKFILL MATERIAL AND PLACEMENT PROCEQURES SHALL BE CQNSISTENT WITH THE GEOTECHNICAL ALL FASTENERS (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 RECOMMENDATIONS. FOLLOWING TNICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN: � �
<br /> LUMBER SNALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A153 OR EDGE FIELD
<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-I-FLOOR OSB 40 f 20 T&G 10d AT 6" 10d AT 12"
<br /> � � �
<br /> SNEARWALL; 7/16" APA RATED 24/16 EXPOSURE 1 OSB SEE SCHEDULE SHEET S1.1 � � � ,
<br /> �
<br /> A�L ROOF AND FLOOR SHEATNING PANELS SHALL BE INSTALI�ED FACE GRAIN PERPENDICUI.AR TO � � �
<br /> SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE PER PLAN. BLOCKING AT
<br /> INTERMEDIATE FLOOR AND RQOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED � �T1 vs �
<br /> � � �
<br /> OTHER'NISE PER PLAN. SHEARWALL SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X `
<br /> -1-J r
<br /> FRAMING PER SHEARWALL SCHEDU�E ^
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