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<br /> S T R U C T �J R A �. �1 0 T E S STRU �TURA� DRA�I �1G SNEET I �1DEX
<br /> 01000: GENERAL REQUIREMENTS 03000: CONCRETE 061Q0; ROUGH FRAMING 06176: METAL PLATE CONNECTED WOOD TRUSSES SHEET DESCRIPTION DATE o
<br /> THE STRUCTURAL NOTES SUPPLEMENT TNE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) "GRADING AND PREMANUFACTUREQ PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY �
<br /> BETWEEN TNE DRAWINGS, NOTES, SPECIFICATIUNS, SITE CONDITIONS, AND ARCHITECTURAL PLANS 3�8-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". DRESSING RULES" N0. 17 LATEST EDITION. SAWN LUMBER SNALL BE S4S AND SURFACED DRIED, 19 WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN STANDARQ FOR METAL PLATE S1.0 STRUCTURAL NOTES Ol/21/16 �rn
<br /> SHALL BE REPORTED TO THE ARCHITECT WHO SHALL CQRRECT THE DISCREPANCY IN WRITING. ANY PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER CONNECTED WOOD TRUSS CONSTRUCTION) AND OSSC SECTION 2303.4. SNOP DRAWINGS AND S1.1 STRUCTURAL NOTES AND SCHEQULES Ol/21/16 �
<br /> WORK COMPLETED AFTER DISCOVERY OF THF DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SNAL.L BE ARPROVED DRYING OF ASSEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED CALCULATIONS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN FOR THE S1.2 SHEARWALL SGHEDULE AND DETAILS 01/21/16 �
<br /> � RISK. REFER TO ARCHITECTURAL P�ANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND BY TNE ENGINEER OF REGORD AND SHALL COMPLY WITH ACI 318-11 SECTION 3.6. CONCRETE TO WEATHER OR !N CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIV� TREATFD U.N.O. SPANS AND CONpITlONS SHOWN ON THE PLANS, LOADS PER SECTION 01200, AND THE FOLLOWING: S1.3 HOLDOWN SCHEDULE AND DETAILS 01/21 j16 �
<br /> DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NQT SHOWN. EXPOSED TO FREEZING AND THAWING SHALL HAVE AN RIR ENTRAINING ADMIXTURE CONFORMING TO PER P�AN. LUMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS ROOF FLOOR 51.4 SWSB DETAILS 01�21/16 U +
<br /> IBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE fON SNALL NOT BE USED. FOLLOWS U.N.O. PER PLAN f SGHEDI�LE: TOP CHORD LIVE LOAD SEE SECTION 01200 SEE SECTION 01200 T'
<br /> THE CQNTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUlRED FOR TEMPORARY CONSTRUCTION TOP CHORD DEAD LOAD 10 PSF 10 PSF z �' �
<br /> LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGWEER 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 � �,
<br /> SHALL NOT BE PLACED UNTIL THE WALLS ARE PROP�RLY SUPPORTED. USE/LOCATION SPECIES GRADE (PSI) (PSI} (PSI) (PSI) (PSI)
<br /> PRIOR TO PLACiNG CONCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONEORMANCE TO IBC TOP CHORD NET WIND UPLIFT 7 PSF (NET) N/A � co
<br /> WALL STUDSfBLOCKING S9.0 TYPICAL FLOOR FRAMING DETAILS Ol/21/16 Q T,
<br /> SECTIONS 1904 RND 1905. BOTTOM CHORD DEAD LOAD 5 PSF 5 PSF �,.� cfl
<br /> TNE CONTRACTQR SHALL BE RESPONSfBLE FOR COORDINATION OF ALL WORK. THE CONTftACTOR 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 , o
<br /> SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK 4�� ���E S9.2 FRAMfNG DETAILS 01/21/16 a� � •
<br /> CONCRETE MIX DESIGNS SHALL ME�T THE FOLLOWING REQUIREMENTS; LIVE LOAD DEFLECTION L/360 L/360 U� � �
<br /> WITH ALL UTILfTIES AND ADJACENT PROPERTIES. CALL. THE UTILITY LOCATE SERVICE PRIOR TO ANY S9.3 FRAMING DETAI�S - UNIT E1C & E1Q Ol/21/16 �, � r�
<br /> WORK AT 1-800-332-2344. 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6
<br /> 28 DAY MAX. MAX. AIR SPECIAL LOCATION S9.4 FRAMfNG DETAfLS - UNIT E18, D, F & E3 01/21/16 � U' c4
<br /> STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND 6" & WIDER S9.5 FRAMING DETAILS - UNIT E & E3 01/21/16 � � �
<br /> fc (PSI) RAT10 (INCHES) (PERCENT) REQUIRED APPLICATION 06185: STRUCTURAL GLUED LAMINATED 11MBER S9.6 FRAMING DETAILS - UNIT G & F Ol/21/16 •- �
<br /> WALL PLATES �' �
<br /> 2X4, 3X4 HEM-FIR STUD 675 150 405 800 1.2E6 GLUED-LAMINATED MEMBERS SHALL HRVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) � �
<br /> _i . 01100: CODE 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 TNE 2012 INTERNATIONAL BUILDING CODE AS 30Q0 0.45 4f1 5f1 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. 3000 0.45 4f1 5f1 NO EXTERIOR SLAB ON GRADE, 2X6, 3X6 HEM-FIR NQ. 2 850 150 405 1300 1.3E6 THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHA�L BE AS FOL�OWS: � ° �
<br /> DRIVEWAYS, CURBS, WALKWAYS, PA710S, PORCHES, STEPS EXPOSED TQ � v �
<br /> 01200: DESIGN LOADS WEATHER, AND GARAGE FLOQRS. JOISTS USE COMBINATION SYMBOL SPECIES CAMBER � �
<br /> L I V E L O A D S 2 5 0 0 0.5 0 5 f 1 O f 1 N 0 A L L O T H E R G O N C R E T E 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3Efi SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD �� �� �
<br /> ROOF (SNOW) 25 PSF CONTlNUOUS BEAM 24F-V8 DF/DF ZERO � � � '
<br /> FLOORS RESIDENTIAL 40 PSF ONE COMPRESSION TEST MfNIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR 5000 T, o �
<br /> � ) CANTILEVER BEAM 24F-V8 DF/DF ZERO m o
<br /> SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH QAY. A TEST SHALL BE THE LEDGERS � �' �
<br /> SNOW LOAD DESIGN DATA; AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME SAMPLE AND T�STED AT THE 2X, 3X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 UNEXPOSED GLUED-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICAL, UNLFSS NOTED
<br /> P 20 PSF, Pf - 14 PSF, Ce = 1.0, Is - 1.0, Ct - 1.0, SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR INFORMATION REGARDWG POST
<br /> g TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE 4X DQUGLAS FIR-LARCH N4. 1 100Q 180 625 1500 1.7E6 OTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. �
<br /> �
<br /> ACCEPTABLE 1F:
<br /> WIND DESIGN DATA: �
<br /> BASIC WIND SPEED: 110 MPH (ULT.) 85 MPH (ASD) 1. N0 TEST FALLS 500 PSI BE�OW THE SPECIFIED STRENGTH BEAMS AND POSTS �' �
<br /> � 2. THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL
<br /> WIND IMPORTANGE FACTOR: Iw = 1.0 4X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6 � ,
<br /> BELOW THE SPECIFIED STRENGTH. , •
<br /> WIND EXPOSURE; EXPOSURE B 6X DOUGLAS FIR-LARCH N�. 1 1200 170 625 1000 t.6E6 06190: MANUFACTURED WOOQ BEAMS
<br /> TOPOGRAPHICAL FACTOR: Kzt = 1.0 CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TQ FURTHER TESTING AT NO MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS ` �'���
<br /> INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 ADDITIONAL EXPENSE TO THE OWNER. AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, ER�CTION, AND INSTALLATION
<br /> COMPONENT/CLADDING WWD PRESSURE: P(C} = 25 PSF SHALL BE PER MANUFACTURER SPECIFfCATIONS. MICROLAM AND PARALLAM MEMBERS SHALL NOT �
<br /> RESHORING, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT PROPOSED 06101: STRUCTURAL FWGER JOINTED LUMBER HAVE NOTCHES OR DRI�LED HOLES WITHOUT PRfOR ENGINEER OF RECORD APPROVAL. SHOP DRAWINGS �
<br /> FARTHQUAKE DESIGN DATA: RESNORING PLANS TO THE ENGINEER OF RECQRD FOR REVIEW. � STRUCTURAL FINGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED WTERCHANGEABLY WITH SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES S 3��� \
<br /> SEISMIC IMPORTANCE FACTOR: le = 1.0 SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURA� FINGER JOINTED LUMBER SHA�L BE AS FOLLOWS: � �
<br /> CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURA� PLANS OR 3/4 INCH !F NOT SPECIFIED ,� ti ����a
<br /> SPECTRAL RESPONSE ACCELERATIONS: Ss = 1.302 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 CLASSIFIED AS STUD USE ONLY SHALL BE LIMITED TO VERTICAL APPLICATIONS MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) � � : ' � a
<br /> SPECTRAL RESPONSE COEFFICIENTS: SDS = OJ81 SDl = 0.792 O N L Y. L U M B E R W I T H C E R T I F I E D E X T E R I O R J O I N 7 S I S N O T R E S T R I C T E D T O A N Y T Y P E O F L O A D I N G. LVL = MICROI�AM 1.9 E6 2600 750 285 �, �, � • � �� � �
<br /> SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D PSL = PARALLAM 2.0 E6 2900 650 290 a Q
<br /> 03100: REfNFORCING STEEL �
<br /> BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM R E I N F O R C I N G S T E E L D E T A I L I N G, F A B R I C A T I O N, A N D 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 �?�Cy , � �
<br /> DESIGN BASE SHEAR: Cs = 0.120 W REINFQRCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: LSL RIM = 1.5" TIMBERSTAND RIM BOARD �b�F�
<br /> RESPONSE MOD1FfCATION FACTQR: R = 6.5 (LIGHTFRAME WALLS) 06102: FRAMING NOTES ��
<br /> � ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE FRAMWG CQNNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SHALL
<br /> ASTM A-615 DEFORMED BARS GRADE 40 (fy=4Q KSI) FOR #3 BARS ONLY BE AS MANUFACTURED BY SIMPSON STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR
<br /> AST�N 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 /> EARTHWORK AND FOUNDATIONS AR� TO BE CONSISTENT W1TH THE GEOTECHNICAL ENGINEERING ASTM A-185 SMOOTH BAR (fy-60 KSI) FOR WELDED WIRE FABRIC EACH MEMBER. PROVIQE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR CO
<br /> RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL OR FASTENER REQUIREMENTS AT TREATED LUMBER. TYPIGAL NAILING NOT SHOWN PER P�AN, DETAIL> OR ¢ � � �
<br /> BY OTH€R MEANS AS DEFINED BY A LICENSED GEOTECHNICAL ENGINEER. REiNFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR FIBER MESH SCHEDULE SHALL CONFORM TQ FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING Q � � `V
<br /> � �.
<br /> CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: UNLESS NOTED OTNERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.Q. SCHEDULE ON SHEET S1.0. �' � `- ,
<br /> REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUQUS AROUND CORNERS T �
<br /> ALLOWABLE BEARING PRESSURE 2500PSF W
<br /> ELSE CORNER BAftS SHALL BE PROVIQED. NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAII� DIMENSIONS ARE AS FOLLOWS: ,.� �
<br /> ACTIVE EARTH PRESSURE (YIELDING) 35 PCF �:; �
<br /> ACTIVE EARTH PRESSURE (AT-REST} 55 PCF COVER REQUIREMENTS SHA�I. BE AS FOLLOWS UNLESS NOTED OTHERWISE: NAIL SIZE DIAMETER LENGTH
<br /> PASSIVE EARTH PRESSURE 350 PCF 8d 0.131° 2.5" �
<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 /> 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 LIC�NSED GEOTECNNICAL ENGINEER. �� o O
<br /> #5 AND SMALLER . . . . . . . . . . . . . 1 1 j2 UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES v� a
<br /> CONGRETE NOT EXPOSED TO EARTH aR 4VEATHER SHALL BE 5/8" DIAMETER WITH 7" MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NOT � �'
<br /> WALLS AND JOISTS MORE THAN 4 FEET APART. THERE SHALL BE A MWIMUM OF TWO BOLTS PER SILL PIECE WITH ONE �
<br /> 01330: SHOP DRAWING SUBMITTAL PROCESS �11 BARS AND SMALLER . , . . . . . . . 3 f 4" BOLT LOGATED NOT MORE THAN 12" NOR �ESS THAN 4.5" FROM EACH END OF THE PIECE. A � u�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 PRO�IDED FOR AL� ANCHOR BOLTS (DO NOT COUNTER-SINK � ~ '
<br /> PRIOR TO FABRICATION. IF SHOP DRAWINGS DiFFER FRONS THE APPROVED DESIGN DRAWINGS, NEW 11 BARS AND SMALLER . . . . . . . 1" '= Q
<br /> DESfGN DRAWINGS BEARING TNE SEAL AND SIGNATURE QF A LfCENSED STATE OF WASHINGTON # PLATE WASHERS). A 13/16" X 1 3/4" DIAGONAL SLOTTED HOLE IN THE 3" X 3" PLATE WASHER IS � ¢
<br /> BEAMS, COLUMNS ALLOWED WITH A STANDARD CUT WASHER. m �
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED A�ONG WITH THE SHOP DRAWINGS TO THE BUILDING v,
<br /> OFFfCIAL FQR APPROVAL PRiOR TO FABRICATION. PRIMARY REINFORCEMENT . . . . . . . 1 1/2"
<br /> TIES, STIRRUPS, AND SPIRALS . . . . 1 1/2" � �
<br /> SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. REINFQRCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATEL.Y SECURED IN PLACE PRIOR TO � ~
<br /> Q6103: JOIST AND BEAM HANGERS
<br /> � CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN TNE �c�7
<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 MANUFACTURED BY SIMPSON
<br /> DESIGN DRAWINGS. WELDING OF REINFORCI�lG STEEL SHALL NOT BE PERMITTED WITHOUT PRIQR � � z
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WfTH THE SHQP DRAWINGS FOR PREFABRICATED APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NQTED ON THE DESIGN DRAWINGS. STR�NG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. 2 �
<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 DETAILS:
<br /> 01400: INSPECTIONS AND SPECIAL INSPECTIONS MEMBER SIZE HANGER
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE 06071: PRESERVATIVE TREA7ED W�OD PRODUCTS SAWN LUMBER "U" SERIES TO MATCH I�UMBER S{ZE ,
<br /> LOCAL BUILDING DEPARTMENT. PRES�RVATIVE TREATED WOOD SHALL BE REQUIRED FQR ALL WOOD THAT FORMS THE STRUCTURAL 3.125�� WIDE GLULAM BEAM HGUS3.25/10 �
<br /> SUPPORT OF THE BUILDING, BALCQNIES PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES 5.125 WIDE GLULAM BEAM HGUS5.25/10 �
<br /> SPECIAL INSPECTIONS ARE NOT REQUIRED UNLES� OTHERWISE REQUIRED BY THE BUILDING OFFICIAL THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, 6.75" WIDE GLULAM BEAM HGUS6.88/10 �
<br /> OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER RCCUMULATION AT THE SURFACE 8.75" WIDE GLULAM BEAM HGU9.00-SDS �
<br /> 01401: STRUCTURAL OSSERVATION OR AT JOINTS BETWEEN MEMBERS.
<br /> MANUFACTUREQ WOOD "I" JOIST "IUS" SERIES TO MATCH "I�� JOIST SIZE �
<br /> � STRUCTURAL OBSERVATION IS NOT REQUIRED. ALL WQOD INSTALLED ABQVE GROUND AND RESTING QN AN EXTERIOR CONCRETE OR MASONRY 1.75" WIDE PSL OR LVL BEAM "LBV" SERIES TO MATCH DEPTH �
<br /> FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. 2.69" WIDE PSL BEAM "LBV" SERIES TO MATCH DEPTH �
<br /> 02000: SITE CONSTRUC110N 3.5" WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH �
<br /> ALL 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 QR LVL BEAM "GLTV" SERIES TO MATCH DEPTH �
<br /> RECOMMENDATIONS AS NOTED IN THE GEOTECHNfCAL 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. lF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTA� 1 INCN ABOVE TNE
<br /> 02260: EXCAVATIQN SUPPORT AND PROTECTION SLAB AND SEPARATED THEftEFROM BY AN IMPERVIOUS MOISTURE BARRIER. � .
<br /> EXCAVATION FOR FOUNDATIONS SHALL BE PER FLAN 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 THE BUILDING 06104: SHRINKAGE OF WOQD FRAMING �
<br /> BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S PERIPNERY ANQ SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE THAN 8 lNCNES FROM SHRINKAGE IN WOOQ FRAMING IS DUE TO LOSS OF MOISTURE CQNTENT AND TO COMPRESSION OF
<br /> EXPENSE. EXPOSED GROUND AND SEPARATEa THEREFROM BY AN IMPERVIQUS MOISTURE BARRIER. ASSEMBLIES OF 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 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 USE OF KILN DRIED LUMBER AND PROVIDING A DRYING PROCESS TO THE
<br /> LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. MOISTURE BARRIER SEPARATION WfTH EXPOSED EAR7H. FRAMWG MEMBERS PRIOR TO APPLfCATION 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 TQ THE INTERIOR OF EXTERIOR CONCRETE OR O
<br /> NOTES, AND SPECIFICATIONS. MASONRY WALLS BELOW GRADE. ��
<br /> 02300: BACKFILL AND COMPACTION PRESERVATIVE TREATMENT SHALL B� PER AMERICAN WOOD PRESERVERS' ASSOCIATION (AWPA) �6160: WOOD SHEATHING �
<br /> BACKFILL SHALL NOT BE PLACED UNTIL TNE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFILL SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE SRADEMARK OF TNE 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 PROCEQURES SHA�L BE CONSISTENT WITH THE GEOTECHNICAL � (CDX}. ORIENTED STRAND BQARD (OSB) PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE � •
<br /> ENGINEERING RECOMMENDATlONS. ALL FASTENERS NAILS, BOLTS, ANCHOR BO�TS, PLATES, HANGERS, ETC.) IN CONTACT WITH TREATED FOL�QWfNG 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 EDGE FIELD Q,� �
<br /> STAINLESS STEEL. NAILS NAILS ��
<br /> ROOF: 7f16" 40/20 APA RATE6 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" � O
<br /> SHEARWALL 7j16" APA RATED 24/16 EXPOSURE 1 OSB SEE SCHEDULE SHEET S1.1 � �
<br /> ALL ROOF AND FLOOR SHEATNING PANELS SHALL BE INSTALLED FACE GRAIN PERPEND{CULAR TO � I �
<br /> SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE PER PLAN. BLOCKING AT �
<br /> WTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NQTED � � �
<br /> OTHERWISE PER PLAN. SHEARWALL SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X �
<br /> FRAMING PER SHERRWALL SCHEDULE U �
<br /> F� �
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