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<br /> S T R U G T � R A � f� 0 T E S STRUCT� RA� DRA�IIf� G SNEET I �IDEX
<br /> 01000: GENERAL REQUIREMENTS 03000: CONCRETE 06100; ROUGH FRAMING 06176: METAL PLATE CONNECTED WOOD TRUSSES SHEET DESCRIPTION DATE o
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPEC�FICATIONS. ANY DISCREPANCY FOUND CONCRETE CONSTRUCTION SHRLL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI SAWN LUMBER SHALI. CONFORM TO WEST COAST LUMBER INSPECfiION BUREAU (WCLIB) "GRADING AND PREMANUFACTUREQ PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY �
<br /> BETWEFN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND ARCHITECTURAL PLANS 318-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". DRESSING RULES" N0. 17 LATEST EDfTION. SAWN LUMBER SHALL BE S4S AND SURFACEp DRIED, 19 WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN STANDARD FOR METAL PLATE S1.0 STRUCTURAL NOTES 01/21/16 �
<br /> SHALL BE REPORTED TO THE ARCHITECT WNQ SHALL CQRRECT THE DISCREPANGY IN WRITING. ANY PERCENT MAXIMl1M MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTNER CONNECTED WOOD TRUSS CONSTRUCTION) AND OSSC SECTION 2303.4. SHOP DRAWINGS AND S1.1 STRUCTURAL. NOTES AND SCHEDULES 01/21/16 �
<br /> WORK CQMPLETED AFTER DISCOVERY OF THF DISCREPANCY SHALL BE DONE AT THE CONTftACTOR'S CEMENT AND CONCRETE SHALI. CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED pRYING OF ASSEMBLED FRAMING TQ MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMSER EXPOSED CALCULATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE S1.2 SHEARWALL SCHEDULE AND DETAILS 01/21/16 �
<br /> RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND BY TNE ENGINEER OF RECORD ANQ SHALL COMPLY WITH ACI 318-11 SECTION 3.6. CONCRETE TO WEATHER OR IN CONTAGT WITH CONCRETE OR MASONRY SNALL BE PRESERVATIV� TREATED U.N.O. SPANS AND CONDITIONS SHOWN ON THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWING: S1.3 HOLDOWN SCHEDULE AND DETAILS 01 21 16 �
<br /> PIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING ADMIXTURE CONFORMING TO PER PLAN. LUMBER SPECIES, GRADE AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS ROOF FLOOR S1.4 SWSB QETAILS 01/21/16 U ;
<br /> IBC SECTION 1904.2. THE U5E OF WATER SOLUBLE CHLORfDE fON SHA�L NOT BE USED. F4LLOWS U.N.Q. PER PLAN/SGHEDULE: TOP CHORD LIVE LOAD SEE SECTION 01200 SEE SECTION 01200
<br /> z �
<br /> TNE CQNTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION TOP GHORD DEAD LOAD t0 PSF 10 PSF - � �
<br /> LOADS AND FQR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHINQ WALLS Fb Fv Fcp Fc E 56.0 TYPICAL CONCRETE DETAILS 01 j21/16 � �
<br /> THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF ftECORD FOR APPROVAL FOUR WEEKS USE/LOCATION SPECIES GRADE PSI TOP CHORD DRAG LOAD SEE PLAN SEE PLAN
<br /> SHALL NOT BE PLAGED UNTIL THE WALLS ARE PROPERLY SUPPORTED. PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC O (PSI) (PSI) (PSI) (PSI) TOP CHORD NET WINQ UPLIFT 7 PSF (NET) N/A � co
<br /> WALL STUDS/BLOCKING S9.0 TYPICAL FLOOR FRAMING DETAILS Ol/21/16 ,�
<br /> SECTIONS 1904 AND 1905. BOTTOM CHORD DEAD LOAD 5 PSF 5 PSF Q �
<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 MECHANICAL S9.1 TYPICAL ROOF FRAMING DETAILS 01/21/16 � � Q
<br /> SHALL BE RESPONSIBLE FOR THE COORQINATION QF THE EXCAVATION, SHORING, AND OTHER WQRK CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS; 4 w��� S9.2 FRAMING DETAILS 01/21/16 a� �
<br /> LIUE LOAD DEFLECTION L/360 I/360 U� � �
<br /> WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALI THE UTILITY LOCATE SERVICE PRIOR TO ANY S9.3 FRAMING DETRILS - 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 1340 1.3E6 S9.4 FRAMING DETAILS - UNIT E1B, D> F & E3 Ol j21/16 � � cfl
<br /> STRENGTH W C SLUMP ENTRAINMENT INSPECTION AND 6" & WIDER S9.5 FRAMING DETAfLS - UNIT E & E3 dl 21 16 � �
<br /> f'c (PSI� R TIO (INCHES) (PERCENT) REQUIRED APPLICATION WALL PLATES 06185: STRUCTURAL GLUED LAMINATED TIMBER S9.6 FRAMING DETAILS - UNIT G & F 01/21/16 ��� �
<br /> 2X4 3X4 HEM-FfR STUD 675 150 405 800 1.2E6 GtUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) � �
<br /> 01100: EODE REQUIREMENTS 2500 0.45 4±1 0±1 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 GODE AS 3000 0.45 4f1 5f1 Np FOUNDATION AND STEM WA�LS IMMEDIATELY AFTER TRIMMING W EITNER SHOP OR FIELD. SHOP DRAWINGS SHALL BE SUBMITTEQ PER � "
<br /> ADOPTED BY THE CITY OF EVERETT WASHINGTON. 3000 0.45 4f1 5t1 NO EXTERIOR SLAB ON GRADE, 2X6, 3X6 HEM-FIR NQ. 2 850 150 405 1300 1.3E6 THE REQUIR�MENTS OF SECTION 01330. D�SIGN MATERIAL PROPERTIES SHAL� BE AS FOI.�OWS: � � �
<br /> DRIVEWAYS, CURBS, WALKWAYS, PATIQS, PQRCNES, STEPS EXPOSED TO �
<br /> 01200: DESIGN LOADS WEATHER, AND GARAGE FLOORS. JOISTS USE COMBINATION SYMBOL SPECIES CAMBER � G �
<br /> �IVE LOADS 2500 0.50 5f1 Of1 NO ALL OTHER CONCRETE 2 X, 3 X H E M-F I R N 0. 2 8 5 0 1 5 0 4 0 5 1 3 Q 0 1.3 E 6 S I M P L E S P A N B E A M 2 4 F-V 4 DF/DF STANDARD U •� �
<br /> ROOF (SNOW) 25 PSF � � �
<br /> CONTINUOUS BEAM 24F-VS DF/DF ZERO
<br /> FLOORS (RESIDENTIAL) 40 PSF ONE COMPRESSION TEST MfNIMUM SHALL BE COMPfLED FOR EVERY 150 CUBIC YARDS OR 5000 � o �o
<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 QF TWO CYLINDERS MADE FROM THE SAME SAMP�E AND TESTED AT THE 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, UNLESS NOTED
<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 4X DOUGLAS FIR-LARCN N0. 1 1000 180 625 150Q 1.7E6 OTHERWISE. EXPQSED GLUEQ �AMINATED TfMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. � � �
<br /> TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE , � �,,t � '�
<br /> WIND DESIGN DATA: ACCEPTABLE IF: �
<br /> 1. NO TEST FALLS 500 PSI BE�OW THE SPECIFIED STRENGTH � x ; �t
<br /> BASIC WIND SPEED: 110 MPH (ULT.) 85 MPH (ASD) BEAMS AND POSTS �; ��
<br /> Z TNE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL y ,
<br />. WIND IMPORTANCE FACTQR: Iw = 1.0 4X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6
<br /> BELOW THE SPECIFIED STRENGTH. � h zz�}�£����f,��
<br /> WIND EXPOSURE: EXPOSURE B 6X DOUG�AS FIR--LAftCH N0. 1 1200 170 625 1000 1.6E6 06190; MANUFACTURED WOOD BEAMS � , M,,���,�
<br /> TOPQGRAPNICAL FACTOR: Kzt = 1.0 CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TQ FURTHER TESTING AT N0 MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS
<br /> INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 ADDlTIQNAL EXPE�lSE TO THE OWNER. AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL STORAGE, ERECTION, AND INSTA�LATION
<br /> COMPONENT/CLADDING WIND PRESSURE: P(C) = 25 PSF RESNORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT PROPOSED SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM AND PARALLAM MEMBERS SHALL NOT �
<br /> RESNORING PLANS TO THE ENGINEER OF RECQRQ FQR REVIEW. 06101: STRUCTURAL FINGER JOINTED LUMBER HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECORD APPROVAL. SHOP DRAWINGS 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 41330. DESIGN MATERIAL PROPERTIES
<br /> SEISMIC IMPORTANCE FACTOR: le = 1.0 SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER SNALL BE AS FOLLQWS: f��, a
<br /> CHAMFER ALL EXPOSED CORNERS PER THE ARGHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIEQ ,y ��
<br /> SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.302 S1 = 0.495 - SHALL BE GRADED IJNDER AMERIGAN LUMBER STANDARD COMMITTEE "PRODUCT STANDARD PS �` `�
<br /> SITE CLASS: SIT� CLASS E BY THE ARCHITECT. � �,
<br /> 20-99". LUMBER CLASSIFIED AS STUD USE ONLY SHALL BE LIMITED TO VERTICAL APPLICATIONS P�IEMBER E (PSI) Fb (PSI) Fcp (PSl) Fv (PSI) � .� : ' �
<br /> SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.781 Spl = 0.792 ONLY. LUMBER WITH CERTIFIED EXTERIOR JOINTS IS NOT RESTRIGTED TO ANY TYPE QF LOADING. LV� = MICROL.AM 1.9 E6 2600 750 285 �, � ' ' �� �o
<br /> SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D PSL = PARALLAM 2.0 E6 2900 650 290 �
<br /> 03100: REINFORCING STEEL
<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 LSL = 1.75" TIMBERSTAND 1.55 E6 2250 750 400 �� `��C ��
<br /> DESIGN BASE SHEAR: Cs = 0.120 W REINFORCING STEEL �SHALLIMEET�HE'CFO o0W1NG�REQ IREMENTS;HALL BE PER ACI 318-11. LSL RIM = 1.5" TIMBERSTAND RIM BOARD a� � � �
<br /> RESPONSE MQDIFICATION FACTOR: R = 6.5 (LIGHTFRAME WAL�S) 061Q2: FRAMING NOTES �I,�
<br /> ANALYSIS PROCEDURE: EQUIVALENT LATERAI� FQRCE FRAMING CONNECTQRS, ACCESSORIES, AND 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 /> ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER APPROVAL BY ENGWEER OF RECORD. INSTALL ALL HARDWARE P�R MANUFACTURERS' SPECIFICATIONS.
<br /> 01300: GEOTECNNICAL 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 WTO �
<br /> EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEQTECHNICAL ENGINEERING co
<br /> RECOMMENDATIONS. 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. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR � � �
<br /> FASTENER REQUIREMENTS AT TR�ATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAfL, OR ¢ � � �
<br /> BY OTHER MEANS AS DEFINED BY A LICENSED GEOTECHNICAL ENGINEER. q N �, cv
<br /> REINFORCWG FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR FIBER MESH SCHEDULE SHALL CQNFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING � � ,n
<br /> UNLESS NOTED OTHERWISE. PROVIDE LAP SPL.ICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. SCHEDULE ON SHEET S1.0. � � �
<br /> CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: REINFORCING $TEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS �
<br /> ALLOWABLE BEARING PRESSURE 2500PSF �i �
<br /> ELSE CORNER BARS SHALL BE PROVIDED. NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMM4N NAIL DIMENSIONS ARE AS FOLLOWS: ,� aa
<br /> ACTIVE EARTH PRESSURE (YIELDING) 35 PCF � O
<br /> AGTIVE EARTH PRESSURE (AT�REST) 55 PCF COV�R R�QUIREM�NTS SNALL BE AS F�L�QWS UNLES5 NOTEQ OTHERWISE: NAIL SIZE DIAMETER LENGTH
<br /> PASSIVE EARTH PRESSURE 350 PCF 8d Q.131" 2.5" �
<br /> �
<br /> COEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH 10d 0.148° 3.0" �
<br /> SOIL PROFILE SITE CLASS E \
<br /> ALL BAR SIZES . . . . . . . . . . . . . . 3" 12d 0.148" 3.25"
<br /> FORMED SURFACE EXPOSED TO EARTH OR WEATHER 16d 0.162" 3.5" o
<br /> ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING INSPECTOR OR #6 AND LARGER . . . . . . . . . . . . . . 2" z �•
<br /> A LICENSED GEOTECHNICAL ENGINEER. �" �
<br /> #5 AND SMALLER . . . . . . . . . . . . . 1 1/2" UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES � O
<br /> CONCRETE NOT EXPOSED TO EARTH OR WEATHER SHALL BE 5/8" DIAMETER WITH 7" MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NOT � a" '
<br /> WAL�S AND JOISTS MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITN ONE i�
<br /> 01330: SHOP DRAWING SUBMITTAL PROCESS �11 BARS AND SMALLER . . . . . . . . . 3/4" BOI.T LOCATED NOT MORE THAN 12" NOR I.ESS THAN 4.5" FROM EACH END OF THE PIECE. A J �
<br /> SHOP QRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN ENGINEER OF RECORD FOR APPROVAL SLABS AND JQlSTS 3"X3"X0.229" PLATE WASHER SHALL BE PROVIpED FOR ALL ANCHOR BOLTS (DO NOT COUNTER-SINK � ~
<br /> PRIOR TO FABRICATlON. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW �11 BARS AND SMALLER . . . . . . . . 1" Q
<br /> QESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASNINGTON PLATE WASHERS). A 13/16" X 1 3 j4" QIAGONAL SLOTTED HOLE IN THE 3" X 3" PLATE WASHER IS �
<br /> BEAMS, COLUMNS ALLOWED WITH A STANDARD CUT WASHER. m v
<br /> � STftUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TQ TH� BUILDING PRIMARY REINFORCEMENT . . . . , . . 1 1/2" �
<br /> OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. TIES, STIRRUPS, AND SPIRALS . . . . 1 1/2" � �
<br /> SHOP DRAWINGS ARE REQIJIRED FOR FOR PREFABRICATED WOOD TRUSSES. w F-
<br /> REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRkOR TO 061Q3: JOIST AND BEAM HANGERS � �
<br /> CONCRETE PLACEMENT. REWFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE
<br /> CALCULATIONS BEARING THE SEAL AND SIGNATURE QF A LICENSED STATE OF WASHINGTON JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON
<br /> c;7
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR PREFABRICATED DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMfTTED WfTHOUT PRIOR STRONG-TIE. EQUIVALENT HARDWARE MAY BE USEQ WITH PRIOR APPROVAL BY ENGINEER OF RECORD. z � �
<br />� PLATED WOOD TRUSSES. APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTEQ ON THE DESIGN DRAWINGS. JOIST AND BEAM HANGERS SNALL BE INSTALLED PER MANUFACTURERS' SPECIFICATIONS AND SHALL
<br /> BE AS FOLLOWS UNLESS NOTED OTHERWIS� PER PLANS OR DETAILS: �_ .
<br /> 01400: INSPECTIONS AND SPECIAL INSPECTIONS MEMBER SIZE HANGER
<br /> THE CONTRACTOR SHAL� BE RESPONSIBI.E TO COORDINATE ALL (NSPECTIONS REQUIRED BY THE 06071: PRESERVATIVE TREATED WOOD PRODUCTS SAWN LUMB�R "U" SERIES TO MATCN LUMBER SIZE
<br /> LOCAL BUILDING DEPARTMENT. PRESERVATIVE TREATED WOOD $HALL BE ftEQUIRED FOR ALI� WOOD THAT FORMS THE STRUCTURAL 3.125" WIQE GLULAM BEAM NGl1S3.25/10 �
<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 UN�ESS QTHERWISE REQUIRED BY THE BUILDVNG OFFICIAL. 6.75" WIDE GLULAM BEAM HGUS6.88/10 �
<br /> THAT ARE EXPOSED TO THE WEATHER WITHOUT AQEQUATE PROTECTION FRQM A RQOF, EAVE, �
<br /> OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE 8.75" WIDE GLULAM BEAM NGU9.Q0-SDS �
<br /> 01401: STRUCTURAL OBSERVATIQN OR AT JOINTS BETWEEN MEMBERS,
<br /> MANUFACT�RED WOOD "I" JOIST "IUS" SERIES TO MATCN "I" JOIST SIZE
<br /> STRUCTURAL OBSERVATION IS NOT REQUIRED. ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERkOR CONCRETE OR MASQNRY 1.75" WIDE PS� 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 CONSIRUCTIQN 3.5" WIDE PSL QR LVL BEAM "GLTV" SERIES TO MATCH DEPTH N
<br /> ALL SITE GONSTRUCTI0�1 SHALL BE CONSISTENT WITH THE GEOTECHNICAL 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 /> RECOMMENQATIONS AS NOTED IN THE G�OTECHNICAL 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 fMPERVIOUS MOISTURE BARRIER. �
<br /> EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAL PER
<br /> THE GEOTEGHNfCAL ENGINEERING RECOMMENDATIONS. OVER-EXGAVATED AREAS SHALL BE 2. IF IN AN ENCLQSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE BUILDING 06104: SHRINKAGE OF WOOD FRAMING �
<br /> BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 INCNES FROM SNRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTUR� CONTENT RND TO COMPRESSION OF
<br /> EXPENSE. EXPOSED GROUND AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER. ASSEMBLIES QF WOOD COMPONENTS. PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMS AS WEL� O
<br /> AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT TO ACCOMMOQATE 1/4 INCN PER FLOOR �
<br /> EXCAVATION SLOPES SNALL BE SAFE AND SNALL 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 t1SE OF KILN DRIED LUMBER AND PROVIDING A DRYING PROCESS TO THE
<br /> LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS, MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. FRAMING MEMBERS PRIOR TQ APPLfCATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE �
<br /> SHRINKAGE.
<br /> INSTAL�ATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING DRAWINGS, 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR CONCRETE OR O
<br /> NOTES, AND SPECIFICATIONS. MASONRY WALLS BELOW GRADE. �{
<br /> 02300; BACKFILL AND COMPACTION PRESERVATIVE TREATMENT SNALL BE PER AMERICAN WOOD PRESERVERS' ASSQCIATION (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 APPLICAB�E STANDARDS. STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TftADEMARK OF TNE AMERlCAN • �
<br /> BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ALL PLYWOOQ ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C-D INT APA WITH EXTERIOR GLUE �
<br /> BACKFILL MATEftIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL (CDX). OR(ENTED STRAND BQARD (OSB) PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE
<br /> ENGINEERING RECOMMENDATIONS. ALL FASTENERS (NAILS, BOLTS, ANCH�R BOLTS, PLATES, HANGERS, ETC.) IN CONTACT N11TH TREATED FOL.LQWING THICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN: � �
<br /> LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A153 OR
<br /> STAINLESS STEEL. EDGE FIELD � o
<br /> 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 1Od AT 6" 10d AT 12" � Q
<br /> SHEARWRLL: 7f16" APA RATED 24/16 �XP05URE 1 05B SEE SCHEDULE SHEET S1.1 � � �-'
<br /> b1J
<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. BLOCKWG AT � r_, �
<br /> INTERMEDIATE FLOOR AND RQOF SHEATHING JOINTS SHAL� NOT BE REQUIRED UNLESS NOTED � �.l.�I �
<br /> OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X � � '
<br /> FRAMING PER SHEARWALL SCHEDULE �a
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<br /> � V �
<br />�� � W W
<br /> .
<br />
|