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<br /> S T R U C T U R A � �1 0 T E S STRUCTURA� DRAW �l � SHEET INDEX
<br /> 01000: GENERAL REQUIREMENTS �
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND 03000: CONCRETE 06100: ROUGH FRAMING 06176; METAL FLATE CONNECTED WOOD TRUSSES SHEET DESCRIPTION DATE
<br /> CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE W STITUTE STANDARD ACI SAWN LUMBER SHAL� CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) "GRADING AND PREMANUFACTURED PLATED 4�OOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY �
<br /> BETWEEN THE DRAWINGS, NOTES, SPECIFICATIQNS, SITE CONDITIONS, RND ARCHITECTURAL PLANS 318-11 "BUILpING COD� REQUIREMENTS FOR STRUCTURAL CONCRETE". DRESSING RULES" N0. 17 LATEST EDITION. SAWN LUMBER SHAL� 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 �
<br /> SHALL BE REPORTED TO THE ARCHITECT WHO SHALL COftRECT THE DISCREPANCY IN WRITING. ANY PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER GONNECTED WOOD TRUSS CONSTRUCTION) AND OSSC SECTION 2303.4. SHOP DRAWINGS AND S1.1 STRUCTURAL NOTES AND SCHEDULES 01/21/16 �
<br /> WORK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALI. BE DONE AT THE CONTRACTOR'S CEMENT AND CONCRETE SHALL CONFORM TO fBC SECTION 1903. ADMIXTURES SHALL BE APPROVED DRYING OF ASSEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED CALCUI.ATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS QF SECTION 01330. DESIGN FOR THE S1.2 SHEARWALL SCHEDULE ANQ DETAILS 01 21 16 �
<br /> RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-11 SECTION 3.6. CONCRETE TO WEATHER OR IN CONTACT WITH CONGRETE �R MASONRY SHALL BE PRESERVATfVE TREATED U.N.O. SPANS AND CONDITIONS SHOWN ON THE PLANS, �OADS PER SECTION 01200, AND THE FOLLOWING: J �
<br /> DlMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHO�NN. S1.3 HOLDOWN SCHEDULE ANQ DETAILS Q1/21/16 . �
<br /> EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING ADMIXTURE CQNFORMfNG TO PER PLAN. LUMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS ROOF FLOOR (� ;
<br /> IBC SECIIQN 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. TOP CHORD LIVE LOAD SEE SECTION 01200 SEE SECTION 01200 $1.4 SWSB DETAILS Q1/21/16 z �
<br /> THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION ( FOLLOWS U.N.O. PER PLANjSCNEQULE: TOP CHORD DEAD LOAD 10 PSF 10 PSF -
<br /> LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS Fb Fv Fcp Fc E S6.0 TYPICAL CONCRETE DETAILS Ol f21/16 � w
<br /> THE CONTRACTQR SHALL SUBMIT MIX pESIGNS TO ENGINEER OF RECQRD FOR APPROVAL FOUR WEEKS TOF CHORD DRAG LOAD SEE PLAN SEE PLAN
<br /> SHALL NOT BE PLACED UNTIL THE WALLS RRE PROPERLY SUPPORTED. USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI) (PSI)
<br /> PRIOR TO P L A C I N G C O N C R E T E. M I X D E S I G N S S H A L L B E R E V I E W E D F O R C O N F O R M A N C E T O I B C WALL STUDS BLOCKING TOP CHORD NET NtWD UPLIFT 7 PSF (NET) N/A � �
<br /> SECTIONS 1904 AND 1905. � BOTTOM CNORD DEAD LQAD 5 PSF 5 PSF S9.0 TYPICAL FLOOR FRAMIN.G DETAILS Ol/21/16
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR GOORDWATION OF ALL WORK. THE CONTRACTOR 2X, 3X HEM-FIR STUD 675 150 4a5 800 1.2E6 S9.1 TYRICAL ROOF FRAMING DETAILS 01/21/16 � o
<br /> SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK C O N C R E T E M I X D E S I G N S S H A L L M E E T T H E F O L L O W I N G R E Q U I R E M E N T S: 4" WIDE HVAC SEE MECHANICAL SEE MECHANICAL S 9.2 F R A M I N G D E T A IL S 0 1/2 1/1 6 , � �
<br /> WITH ALL UTlLITIES AND ADJACENT PROPERTIES. CALL THE IJTiLITY LOCATE SERVICE PRIOR TO ANY I�IVE LO A D D E F L E C TI O N L/3 6 0 L/3 6 0 S9.3 F R A M I N G D E T AI LS - 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 13Q0 1.3E6 S9.4 FRAMING DETAILS - UNIT E1B, D, F & E3 01/21/16 � � co
<br /> STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND 6" & WIDER S9.5 FRAMING DETAILS - UNIT E & E3 01/21 f16 � � �
<br /> f'c (PSI) RATIO (INCHES) (PERCENT) REQUIRED APPLfCATION 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 8Q0 1.2E6 GIUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) � �
<br /> 01100: CODE REQUIREMENTS 250Q 0.45 4t1 Qt1 NO FOOTINGS ID�NTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIEQ W � �
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS 3000 0.45 4f1 5t1 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. 300Q 0.45 4f1 5t1 NO EXTERIOR SLAB ON GRADE, THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: � ° c�t
<br /> DRfVEWAYS, CURBS, WALKWAYS, PATIdS, PORCHES, STEPS EXPOSED TO 2X6, 3X6 HEM-FIR N0. 2 850 150 405 1300 1.3E6 � � �
<br /> 01200: DESIGN LOADS WEATHER, AND GARAGE FLOORS. � °? �'r
<br /> LIVE LOADS 2500 0.50 5f1 Of1 NO ALL OTHER CONCRETE JOISTS USE COMBINATION SYMBOL SPECIES CAMBER +, � �
<br /> ROOF (SNOW) 25 PSF 2X, 3X HEM-FIR N0. 2 850 l50 405 1300 1.3E6 SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD � � co
<br /> FLOORS (RESIDENTIAL) 40 PSF CONTINUOUS BEAM 24F-V8 DF/DF ZERO
<br /> ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR 5000 � o cQ
<br /> SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE CANTILEVER BEAM 24F-VS DF/DF ZERO � co c�
<br /> AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME SAMPLE AND TESTED AT THE LEQGERS
<br /> SNOW LOAD DESIGN DATA: 2X, 3X DOUGLAS FIR-LARCH N0. 2 900 18Q 625 1350 1.6E6 UNEXPOSED GLUED-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLESS NOTED ; ,; ;�; -;,
<br /> P 20 PSF, Pf - 14 PSF, Ce = 1.0, Is = 1.0, Gt - 1.0, SPECIFfED AGE. ADDITIONAL CYLfNDERS MAY BE MADE FOR INFORMATION REGARDING POST > ; ;
<br /> 9 T TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHAL� BE 4X DOUGLAS FIR-LARCH N0. 1 1000 18Q 625 1500 1JE6 OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. �
<br /> � s
<br /> WIND DESIGN DATA: ACCEPTABLE IF: . # k ;
<br /> 1. NO TEST FALLS 500 PSI BELOW TNE SPECIFIED STRENGTH �
<br /> . � '
<br /> BASIC WIND SPEED: 110 MPH (ULT.) 85 MPH (ASQ) BEAMS AND POSTS , �1 , , ;
<br /> 2, THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL
<br /> WIND IMPORTANGE FACTOR: Iw = 1.0 4X DOUGLAS FIR-LARCN N0. 2 900 180 625 1350 1.6E6 :
<br /> WIND EXPOSURE` EXPOSURE B BELOW THE SPECIFIED STRENGTH. 6X DOUGLAS FIR-LARCH NQ. 1 t2Q0 170 625 1000 1.6E6 06190: MANUFACTURED WOOD BEAMS �k � _ � `
<br /> TOPOGRAPHICAL FACTOR: Kzt = 1.Q CONCRETE NOT MEEIING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING AT NO �' �, r �:
<br /> ADDITIONAL EXPENSE TO THE OWNER. MANUFACTURED/ENGINEERED WOOD BEAMS SHALI BE THE SIZE AND TYPE SHOWN ON T}-!E DRAWINGS �-��� k, ,•�� � ••,
<br /> INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 AS MANUFACTURED BY TRUS-JOIST OR APPRQVED EQUAL STORAGE, ERECTION, AND INSTALLATIQN
<br /> CQMPONENT/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 SHAI.� NOT �
<br /> RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. 061Q1: 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 �UMBER SHALL BE PERMfTTED TO BE USED INTERCHANGEAB�Y WITH SHALL BE SUBMITTED PER THE REQUIREM�NTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES r ��(r �
<br /> SEISMIC IMPORTANCE FACTOR: le = 1.0 SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FWGER JOINTED LUMBER SHALL BE AS FOLLOWS:
<br /> ��� o
<br /> CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECfFIED
<br /> SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.3Q2 S1 = 0.495 SHALL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE "PRODUCT STANDARD PS � � `�
<br /> BY THE ARCHITECT.
<br /> SITE CLASS: SITE CLASS E 20-99". LUMBER CLASSfFIED AS STUD USE ONLY SHALL BE LIMITED TO VERTICAL APPL,ICATIONS MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) � � : ' a
<br /> SPECTRAL RESPONSE COEFFICIENTS: SDS = 0:781 SD1 = 0.792 ONLY. LUMBER WITH CERTIFIED EXTERIOR JOINTS IS NOT RESTRICTED TO ANY TYPE OF LOADING. LVL = MICROLAM 1.9 E6 2600 750 285 � ' '� '� �
<br /> SEISMIC DESIGN CATEGORY: SEISMIG DESIGN CATEGORY D PSL = PARALLAM 2.0 E6 2900 650 290 � o
<br /> 031 Q0; REINFORCING STEEL �
<br /> BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM LSL = 1.75" TIMBERSTAND 1.55 E6 2250 750 400 �� �<C �
<br /> DESIGN BASE SHEAR: Cs - 0.120 W REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER ACI 318-11. � •
<br /> REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: 06102: FRAMING NOTES �SL RIM = 1.5° TIMBERSTAND RIM BOARD ���� �
<br /> RESPONSE MQDIFICATION FACTOR: R = 6.5 (LIGHTFRAME WALLS) FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SNALL
<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 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 APPRQVAL BY ENGINfER OF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS.
<br /> 01300: GEOTECHNICA� INFORMATION ASTM A-706 DEFORMED BARS GRApE 60 (fy=60 KSI) FOR ALL WELDABLE BARS WHERE STRAPS CONNECT TWO MEMBERS TOGETHER PLACE HALF OF THE REQUIRED FASTENERS INTO
<br /> EARTHNIORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING ' � �--
<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 w �
<br /> BY OTHER MEANS AS DEFINED BY A LICENSED GEOTECHNICAL ENGINEER. FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR ¢ N � a�o
<br /> REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR FIBER MESH SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING Q � � �
<br /> UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. SCHEDULE ON SHEET S1.0. � � �
<br /> CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: REINFORCWG STEEL AT ALL WALLS, SLABS, AND F�OTINGS SHALL BE CONTINUOUS AROUND CORNERS � �
<br /> ALLOWABLE BEARING PRESSURE 25QOPSF ELSE CORNER BARS SNALL BE PROVIDED. NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOL�OWS: W w
<br /> ACTIVE EARTN 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" �o '
<br /> COEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH lOd 0.148" 3.0" �
<br /> SOIL PROFILE SITE CLASS E ALL BAR SIZES . . . . . . . . . . . . . . 3" 12d 0.148" 3.25" �
<br /> �
<br /> FORMED SURFACE EXPOSED TO EARTH OR WEATHER 16d 0.162" 3.5" o
<br /> ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE I.00AL BUILDING INSPECTOR OR #6 AND LARGER . . . . . . . . . . . . . . 2" 2 �;
<br /> A LICENSED GEOTECHNICAL ENGINEER. 5 AND SMALLER . . . . . . . . . . . . 1 1 2' �
<br /> # . / } UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SIL� PLATES U, �
<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 /> WALLS AND JOISTS MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILI, PIECE WITH ONE �
<br /> 01330: SHOP DRAWING SUBMITTAL PROCESS 11 BARS AND SMALLER . . . . . . . . . 3 4° �
<br /> SNOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN �NGINEER OF RECORD 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 SHALL BE PROVIDED FOR ALI. ANCHOR BOLTS (D4 NOT COUNTER-SINK ¢ ~
<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 LfCENSED STATE OF WASHINGTON PLATE WASHERS). A 13/16" X 1 3/4° DIAGONAL SLQTTED HOLE IN THE 3" X 3" PLATE WASNER IS � U
<br /> BEAMS, COLUMNS ALLQWED WITH A STANDARD CUT WASNER. m
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE BUILDING P R I M A R Y R E I N F O R C E M E N T . . . . . . . 1 1/2" v�
<br /> OFFICIAL FOR APPROVAL PRIOR TO FABRICATION. T1ES, STIRRUPS, AND SPIRALS . . . . 1 1 f 2" '- �
<br /> � � •
<br /> SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. REINFORGING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO ``' ~
<br /> GONCRETE PLACEMENT. REINFORCWG STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED W THE 06103: JOIST AND BEAM HANGERS °- c�
<br /> CA�CULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON
<br /> DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTED WlTHOUT PRIOR O i 2
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP dRAWINGS FOR PREFABRICATED STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. 2 w
<br />� PLATED WOOD TRUSSES. APPROVAL OF THE ENGINEER OF RECQRD EXCEPT AS NOTED ON THE DESIGN DRAWINGS. ,101ST AND BEAM HANGERS SHALL BE 1NSTALLED PER MANUFACTURERS' SPECIFICATIONS AND SHALL
<br /> BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR DETAII.S:
<br /> 014QOc INSPEC110NS AND SPECIAL INSPECTIONS MEMBER SIZE HANGER
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE SAWN LUMSER "U" SERIES TO MATCH LUMBER SIZE
<br /> 06�71: PRESERVAl1VE 1REAiED WOOD PRODUCTS
<br /> LOCAL BUILDING DEPARTMENT. PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WOOD THAT FORMS THE 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 INSPECTIQNS ARE NOT REQUIRED UNLESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL THAT ARE EXPOSED TO THE WEATHER W�THOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, 6J5" WID� GI.UtAM BEAM HGUS6.88/10 �
<br /> OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE 8J5" WIQE GLULAM BEAM HGU9.00-SDS �
<br /> 01401: STRUCTURAL OBSERVATION OR AT JOINTS BETWEEN MEMBERS. � '.
<br /> STRUCTURAL OBSERVATION IS NOT REQUIRED. MANUFACTURED WOOD "1" JOIST "IUS" SERIES TO MATCH "I" JOIST SIZE �
<br /> ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR GONCRETE OR MASONRY 1.75° WIDE PSL OR LVL BEAM °LBV" SERIES TO MATCH DEPTH O
<br /> FOUNDATION WA�L LESS THAN 8 INCHES FROM EXPOSED EARTH. 2.69" WIDE PSL BEAM "LBV" SERIES TO MATCH DEPTH r---a
<br /> 02000: SITE CONSTRUCTION 3.5° WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH N
<br /> ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNIGAL ENGINEERING POSTS OR COLUMNS SUPPORTWG PERMANENT STRllCTURES AND SUPPORTED BY A CONCRETE SLAB 5.25" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH i�
<br /> RECOMMENDATIONS AS NOTED IN THE GEOTECHNICRL ENGINEERING REPORT (SEE SECTION 01300} AND OR FQOTING TNAT IS 1N DIRECT GONTACT WITH THE EARTH. EXCEPT; 7° WIpE PSL BEAM "HG�TV" SERIES TQ MATCH DEPTH N
<br /> IN SUBSEQUENT DIRECTIVES. �
<br /> 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH ABOVE THE
<br /> 02260: EXCAVAl10N SUPPORT AND PROTECTION SLAB AND SEPARATED THEREFROM BY AN IMPERVIQUS MOISTURE BARRIER. �
<br /> EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE MATERIAI. PER
<br /> THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED AREAS SHALL BE 2. IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE BUILQING 061Q4: SHRINKAGE OF WOOD FRAMING �
<br /> BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNIGAL RECOMMENDATIONS AT THE CONTRACTOR'S PERIPHERY AND SUPPORTED BY A CONGRETE PIER OR PEDESTA� MORE THAN 8 INCHES FROM SHRINKAGE IN NIOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO GOMPRESSION OF
<br /> EXPENSE. EXPO$ED GROUND AND S�PARATED THEREFROM BY AN IMPERVIOUS M015TURE BARRIER. ASSEMBLIES OF WOQD COMPONENTS. PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMS AS 4VELL O
<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 LIM(TS SPECIFIED BY 3. SLEEPERS AND SILLS ON A CQNCRETE 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 NATIONAL SAFETY REGULATIONS. MOISTURE BARRIER SEPARATION WfTH EXFOSED EARTH. FRAMING MEMBERS PRIOR TO APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE �
<br /> SHRINKAGE.
<br /> INSTALLATION 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. E...�
<br /> 02300: BACKFILL AND COMPACTION PRESERVATfVE TREATMENT SHAL� BE PER AMERICAN WOQD PRESERVERS' ASSOCIATION (AWPA) 06160: WOOD SHEATHING �
<br /> BACKFILI. SHALL NOT B� PLACED UNTIL THE REMOVA� OF FORMWORK AND OF ANY DEBRIS. BACKFILL SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. STRUCTURAL WOOQ SHEATHING PANELS SHALL HAVE 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 SHALL BE C-D INT APA WITH EXTERIOR GLUE �i
<br /> BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL (CDX). ORfENTED STRANQ BOARD (QSB) PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE
<br /> ENGINEERING RECOMMENDATIONS. ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT WITH TREATED FOLLOWING THICKNESS, SPAN RATING, AND FASTENING llNLESS NOTED OTHERWtSE PER PLAN: � �
<br /> LUMBER SHALL BE CORROSiON RESISTANT G-185 HOT DIPPED GAI.VANIZED PER ASTM A153 OR
<br /> STAINLESS STEEL EDGE FIELD Q� �
<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-I-FLOOR OSB 40/20 T&G 10d AT 6" 10d AT 12" � �
<br /> SHEARWALL: 7/16" APA RATED 24/16 EXPOSURE 1 OSB SEE SCHEDULE SHEET S1.1 --�-�{ � '�"'
<br /> bQ
<br /> AL� ROOF AND FLOOR SHEATHING PANE�S SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO �� 1 �
<br />� SUPPORTS AND W A STAGGERED PATTERN UNLESS NOTED OTHERWISE PER PLAN. BLOCKING AT � �
<br /> INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED � � �
<br /> OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X �
<br /> FRAMING PER SHEARWALL SCHEDULE �
<br /> � �
<br /> � � �
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