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S T R lJ C T �J R A � �1 a T E S STRUCTURA� DRA�U �JG SHEET I �1DEX
<br /> 01000: GENERAL REQUIREMENTS 030Q0: CONCRETE 06100: ROUGN FRAMING 06176: METAL PLATE CONNECTED WOOD 1RUSSES SHEET DESCRIP110N DATE o �
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE 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 PREMANUFACTURED PLATED WOOD TRUSSES SHALL BE MANUFACTURER DESIGNED AND SHALL COMPLY �
<br /> BETWEEN THE DRAWINGS, NOTES, SPECfFICATIONS, SITE CONDITI�NS, AND ARCHITECTURAL PLANS 318-11 "BUILQING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". DRESSING RULES" N0. 17 LATEST EDfTION. SAWN LUMBER SHALL BE S4S AND SURFACED DRIED, 19 WITN THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2Q02, NATIONAL DESIGN STANDARD FOR METAL PLATE S1.0 STRUCTURAL NOTES 01/21/16 �
<br /> SHALL BE REPORTED TO THE ARCHITECT WHO SHALL CORREGT THE QISCREPANCY IN WRITING. ANY PERCENT MAXIMUM MOISTURE 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 Q1/21/16 �
<br /> WORK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALL BE OONE AT THE CONTRACTOR'S CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED DRYING OF ASSEMBLED FRAMWG TO MINI�IZE WOQD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED CALCULATIONS SNALL BE SUBMITTED PER THE REQUIREMENTS QF SECTION 01330. DESIGN FOR THE S1.2 SHEARWALL SCHEDULE AND DETAILS 01/21/16 �
<br /> RISK. REFER TQ 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 C�NTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATfVE 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 f21/16 �
<br /> DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NQT SHOWN. EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING ADMIXTURE CQNFQRMING TO PER PLAN. LUMBER SRECIES, GRAQE, AND PROPERTIES 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 SOLUBLE CHLORIDE ION SHALL NOT BE USED. FOLLOWS U.N.O. RER PLAN jSCHEDULE: TOP CHORD LIVE LOAD SEE SECTION 01200 SEE SECTION 01200 Z �
<br /> THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTlON TOP CNORD DEAD LOAQ 1� PSF 10 PSF -
<br /> Fb Fv Fcp Fc E S6.0 TYPICAL CONCRETE DETAILS 01/21/16 � �
<br /> LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIREQ DURING ERECTION. BACKFILL BEHIND WALLS THE CONTRACTQR SHALL SUBMiT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL FOUR WEEKS TOP CHORD DRAG LOAD SEE PLAN SEE PLAN
<br /> SHALL NOT BE PLACED UNTIL THE WA�LS ARE PROPERLY SUPPORTED. USE/LOCATION SPECIES GRADE (PSI) (PSI) (PSI) (PSI} (PSI) ( ) S9.0 TYPICAL FLOOR FRAMING DETAILS Ol/Zl/16
<br /> PRIOR TO PLACING CQNCRETE. MIX DESIGNS SHALL BE REVIEWED FOR CONFORMANCE TO IBC TOP CHORD NET WIND UPLIFT 7 PSF NET N/A c� �
<br /> WALL STUDS/BLOCKWG a
<br /> SECTIONS 1904 AND 19Q5. BOTTQM CHORD DEAD LOAD 5 PSF 5 PSF , � o
<br /> 2X, 3X HEM-FIR STUD 675 150 405 SOQ 1.2E6 S9.1 TYPICAL ROOF FRAMING DETAILS Ot/21/16
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDWATION OF ALL WORK. THE CONTRACTOR HVAC SEE MECHANICAL SEE MECHANICAL
<br /> 4" WIDE S9.2 FRAMING DETAfLS Ol/21/16 � �n
<br /> SHALL BE RESPQNSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK CONCRETE MIX DESIGNS SHALL MEET THE FOILOWING REQUIREMENTS: L,IVE LOAD DEFLECTION L/360 L/360 tn � ca
<br /> WITN ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY S9.3 FRAMING DETAILS - UNIT E1C & E1D Q1/21/16 � � c� �
<br /> 2X, 3X HEM-FIR N0. 2 850 150 4Q5 1300 1.3E6 S9.4 FRAMING DETAILS - UNIT E1B, D, F & E3 01/21/16 � � �
<br /> WORK AT 1-800-332-2344, 28 DAY MAX. MAX. AIR SPECIAL LOCATION '
<br /> STRENGTH WfC SLUMP ENTRAINMENT INSPECTION AND 6" & WIDER S9.5 FRAMING DETAILS - UNIT E & E3 01/21/16 � T, Q
<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 /> WALL PLATES GLUED-LAMINATED MEM�ERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) � -�
<br /> 01100: CODE REQUIREMENTS 25Q0 0.45 4f1 Of1 NO FQOTINGS 2X4, 3X4 HEM-FIR STUD 675 150 405 800 1.2E6
<br /> IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE CQAT OF END SEALER APPLIED W � �
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS 3000 0.45 4f1 5f1 NO FOUNDATION AND STEM WALLS IMMEDIATE�Y 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 5fl NO EXTERIOR SLAB ON GRADE, 2X6, 3X6 HEM-FIR N0. 2 850 150 405 1300 1.3E6 THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: � ° �
<br /> DRIVEWAYS, CURBS, WALKWAYS, PATIQS, PORCNES, STEPS EXPOSED TO � � �
<br /> 01200: DESIGN LOADS WEATHER, AND GARAGE FLOORS. JOISTS USE COMBINATION SYMBOL SPECIES CAMBER +�
<br /> LIVE LOADS 2500 0.50 5f1 Ot1 NO ALL OTHER CONCRETE 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD � � �
<br /> ROOF (SNOW) 25 PSF CQNTINUOUS BEAM 24F-V8 DF/DF ZERO �
<br /> FLOORS (RESIDENTIAL) 40 PSF ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS OR 5000 CANTILEVER BEAM 24F-V8 DF/DF ZERO � � �
<br /> SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A TEST SHALL BE THE LEDGERS � � �
<br /> SNOW LOAD DESIGN DATA: AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME SAMPLE AND TESTED AT TNE 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 /> Pg = 20 PSF, Pf = 14 PSF, Ce = 1.0, Is = 1.0, Ct = 1.0, SPECIFIED AGE. ADDITIONAL CYLfNDERS MAY BE MADE FOR INFORMATION REGARDWG POST 4X DOUGLAS FIR-LARCN N0. 1 1000 180 625 1500 1.7E6 OTHERWfSE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT.
<br /> TENSIONING, FORM REMOVAL, STRENGTH DEVELOPMENT, OR 4THER PURPOSES. GONCRETE SNALL BE �-- ' ;
<br /> WIND DESIGN DATA: ACCEPTABLE IF: ' �
<br /> 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH �
<br /> BASIC WINQ SPEED: 110 MPH (ULT.} 85 MPH (ASD} BEAMS AND POSTS
<br /> 2. TNE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL
<br /> WIND IMPORTANCE FACTOR: Iw = 1.0 4X DOUGLAS FIR-LARCH N0. 2 900 180 625 1350 1.6E6
<br /> WIND EXPOSURE: EXPOSURE B BELOW THE SRECIFIED STRENGTH. 6X DOUGLAS FIR-LARCH N0. 1 12Q0 170 625 1000 1.6E6 06190: MANUFACTURED WOOD BEAMS
<br /> TOPOGRAPHICAL FACTOR: Kzt = 1.0 CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING AT NO MANUFACTURED/ENGINEERED WOOD BEAMS SNALI� BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS
<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 /> COMPONENT/CLADdING WIND PRESSURE: P(C) - 25 PSF RESHORIRG, WHERE REQUIRED, SHALL CONFORM TO ACI 301 SECTION 4.6. SUBMIT PROPOSED SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM AND PARALLAM MEMBERS SNALL NOT �
<br /> RESHORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW. 06101: STRUCTURAL FINGER JOINTED LUMBER HAVE NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER OF RECpRD APPROVAL. SHOP DRAWINGS � ,
<br /> EARTHQUAKE DESIGN DATA: STRUCTURAL FWGER JOINTED LUMBER SHALL BE PERMITTED TO BE USED INTERCHANGEABLY WfTH SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES , S �`��'j N.
<br /> SEISMIC IMPQRTANCE FACTOR: le = 1.0 SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOfNTED LUMBER SHALL BE AS FOLLOWS: � `�
<br /> CNAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS QR 3/4 INCH IF NOT SPECIFIED �� l��
<br /> SPECTRAL RESPONSE ACGELERATIONS: Ss = 1.3Q2 S1 = 0.495 SHRLL BE GRADED UNDER AMERICAN LUMBER STANDARD COMMITTEE "PRODUCT STANDARD PS `~ '�
<br /> SITE C�ASS: SfTE CLASS E BY THE ARCHITECT. 20-99". LUMBER CLASSIFIED AS STUD USE ONLY SHAL� BE LIMITED TO VERTICAL APPLICATIONS MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) � � ; � � � �
<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: SEISMIC DESIGN CATEGORY D PSL = PARALLAM 2.0 E6 2900 650 290 �� �
<br /> 03100; REINFORCING STEEL � � �
<br /> BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM REINFORCING STEEL. DETAILING, FABRICATION, AND PLACEMENT SHALL BE P�R ACI 318-11. LSL = 1J5" TIMBERSTANQ L55 E6 2250 750 400 ���� � �a
<br /> DESIGN BASE SHEAR: Cs = 0.120 W REINFORCING STEEL SHALL MEET THE FOLLOWWG REQUIREMENTS: LSL RIM = 1.5 TIMBERSTAND RIM BOARD ���
<br /> RESPONSE MODIFICATION FACTOR: R = 6.5 (LIGHTFRAME WALLSj 06102: FRAMING NOTES
<br /> ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE FRAMING CONNEGTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS SNALL
<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 WITN PRIOR
<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: 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 REQUIREQ FASTENERS INTO � �
<br /> EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING ASTM A-185 SMOOTN BAR (fy=60 KSI) FOR WELDED WIRE FABRIC EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR
<br /> RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON COMPETENT NATIVE MATERIAL OR � � �
<br /> BY QTHER MEANS AS DEFINED BY A LICENSED GEOTECHNICAL ENGINEER. FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR q N � �
<br /> REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELQED WIRE FABRIC OR FIBER MESH SCNEDULE SHALL CONFORM TO FASTENING SCHEDU�E PER IBC TABLE 2304.9.1 OR TO THE FASTENING � � �
<br /> UNLESS NOTED OTHERWISE. PROUIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6.0. SCHEDULE ON SHEET S1.Q. � � �
<br /> CONVENTIONA� FOUNDATIONS NAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUOUS AROUND CORNERS � -
<br /> ALLOWABLE BEARING PRESSURE 25QOPSF � �
<br /> ELSE CORNER BARS SHALL BE PROVIDED. NAILS SHALL BE COMMQN UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS:
<br /> ACTIVE EARTN PRESSURE (YIELDING) 35 PCF w �
<br /> ACTIVE EARTH PRESSURE (AT-REST) 55 PCF COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: NAI� SIZE DIAMETER LENGTH -
<br /> PASSIVE EARTH PRESSURE 350 PCF
<br /> 8d 0.131" 2.5" `D
<br /> COEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH 10d Q.148" 3.0° o
<br /> SOIL PROFILE SITE CLASS E ALL �AR SIZES . . . . . . . . . . . . . . 3" " " �
<br /> FORMED SURFACE EXPOSED TO EARTH OR WEATHER 12d 0.148 3.25
<br /> 16d 0.162" 3.5" � ,,
<br /> ALL FOUNQATION INSTALLATIONS ARE SUBJEGT TO APPROVAL OF TNE LOCAL BUILDWG INSPECTOR OR #6 AND �ARGER . . . . . . . . . . . . . . 2" o �' '
<br /> A LICENSED GEOTECHNICAL ENGINEER. #5 AND SMALLER . . . . . . . . . . . . . 1 1/2" UNLESS NOTED QTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES � �
<br /> CONCRETE NOT EXPOSED TO EARTH OR WEATHER SHALL BE 5/8'+ DIAMETER WITM 7" MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NOT W �
<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 f 4" BOLT LOCATED NOT MORE TNAN 12" NOR LESS THAN 4.5" FROM EACH END OF THE PIECE. A Q �
<br /> SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AN �NGINEER OF R�CORD FpR APPROVAL SLABS AND JOISTS 3"X3"X0.229" PLATE WASHER SHAL� BE PROVIDED FOR ALL ANCHOR BOLTS (DO NOT COUNTER-SINK � q �
<br /> ` PRIOR TO FABRICATION. IF SNOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW #11 BARS AND SMALLER . . . . . . . . 1" PLATE WASHERS). A 13/16" X 1 3/4" QIAGONAL SLOTTED HOLE W THE 3" X 3" PLATE WASHER IS � Q '
<br /> DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LfCENSED STATE OF WASNINGTON C° � ��
<br /> BEAMS, COLUMNS ALLOWED WITH A STANQARD CUT WASHER. �
<br /> STRUCTURAL ENGINEER SNALL BE SUBMfTTED ALONG WITH THE SHOP DRAWINGS TO THE BUILDING PRIMAftY REINFORCEMENT . . . . . . . 1 1/2"
<br /> OFFICIAL FOR APPROVAL PRIOR TO F�ABRICATION. ~ � �
<br /> TIES, STIRRUPS, AND SPIRALS . . . . 1 1/2" � �
<br /> SHOP DftAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. � �
<br /> REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO c�
<br /> CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE 061Q3: JdIST AND BEAM NANGERS
<br /> CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASNINGTON JQIST AND BEAM HANGERS AS NQTED W THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON �
<br /> DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTED WITHOUT PRIOR z � w
<br /> STRUCTURAL ENGINEER SHALL BE SUBMfTTED ALONG WITH THE SHOP DRAWINGS FOR PREFABRICATED APPROVAL QF THE ENGINEER OF RECORD EXCEPT AS NOTED ON TNE DESIGN DRAWINGS. STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD.
<br /> PLATED WOOD TRUSSES. JOIST AND BEAM HANGERS SNALL BE INSTALLED PER MANUFACTUR�RS' SPECIFICATIONS AND SHALL �
<br /> BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR DETAILS: ' .
<br /> 014Q0: INSPECTiONS AND SPECIAL INSPECTIONS MEMBER SIZE HANGER
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE TO GOORDINATE ALL INSPECTIONS REQUIRED BY THE 06071: PRESERVA7IVE TREATED WOOD PRQDUCTS SAWN LUMBER "U" SERIES TQ MATCN LUMBER SIZE
<br /> LOCAL BUILDING DEPARTMENT. 3.125" WIDE GLULAM BEAM HGUS3.25/10 � .
<br /> PRESERVATIVE TREATED WOOD SHALL BE REQUIRED FOR ALL WO�D THAT FORMS THE STRUCTURAL 5.125" WIDE GLULAM BEAM HGUS5.25/10
<br /> SPFCIAL INSPECTfONS ARE NOT REQUIRED UNLESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL. SUPPORT OF THE BUI�DING, BALCONIES PORCHES, OR SIMI�AR PERMANENT BUILDING APPURTUNENCES 6J5" WIDE GLU�AM BEAM HGUS6.88 10 �
<br /> THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A ROOF, EAVE, � �
<br /> OVERHANG OR OTHER COVERING TO PREVENT MOISTURE OR WATER ACCUMULATION AT THE SURFACE 8•75" WIDE GI.ULAM B�AM HGU9.00-SDS � �
<br /> 01401: STRUCTURAL OBSERVATION OR AT JOINTS BETWEEN MEMBERS.
<br /> MANUFACTURED WOOD "I" JOIST "IUS" SERIES TO MATCH "I" JOIST SIZE �
<br /> STRUCTURAL OBSERVATION IS NOT REQUIRED. ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR MASONRY 1.75" WIDE PSL OR LVL BEAM "LBV" SERIES T0 MATCH DEPTH O
<br /> FOUNDATION WALL LESS THAN 8 INCHES FROM EXPOSED EARTH. 2.69" WIDE PSL BEAM "LBV" SERIES TO MATCN DEPTH `�
<br /> 02�00: SITE CONSTRUCTION 3.5" WIDE PSL 4R LVL BEAM "GLTV° SERIES TO MATCH DEPTN �
<br /> ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH TNE GEOT�GHNICAL ENGINEERING POSTS OR COLUMNS SUPPORTWG PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB > » » �
<br /> RECQMMENDATIONS AS NOTED W THE GEOTECNNICAL ENGINEERING REPORT (SEE SECTION Q1300) AND OR FOQTING 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 PSL BEAM "HGLTV SERIES TQ MATCH DEPTH Q
<br /> 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCH ABQVE THE
<br /> 02260: EXCAVATION SUPPORT AND PROTECTION �LAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER, �
<br /> EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTIJRBED NATIVE MATERIAL PER �
<br /> TNE 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 WOOD FRAMING ,
<br /> BACKFILLED WITN LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE TNAN 8 INCHES FROM SNRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO GOMPRESSION OF �
<br /> EXPENSE. EXPOSED GROUND AND SEPARATED THEREFROM BY AN IMPERVIQUS MOISTURE BARRIER. ASSEMBLIES OF WQOD COMPONENTS. PLUMBING, ELECTRICAL, AND MECHANICAL SYSTEMS AS WELL � .
<br /> AS EXTERIOR FIN(SNES SHALL BE DESIGNED AND BUILT TO ACCOMMODATE 1/4 fNCH PER FLOOR
<br /> EXCAVATION SLOPES SHALL BE SAFE AND SNALL NOT BE GREATER THAN TH� LIMiTS SPECIFIED BY 3. SLEEPERS AND SILLS dN A CONCRETE SLAB ON GRADE THAT DOES NOT HAVE AN IMPERVIOUS WOOD SHRINKAGE. THE USE OF KII N DRIED LUMBER AND PROVIDING A DRYING PROCESS TO THE �
<br /> LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. MOISTURE BARRIER SEPARATION WfTH EXPOSED EARTH. FRAMING MEMBERS PRIOR TO APP�ICATIQN OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE r�
<br /> SHRINKAGE. o
<br /> INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHA�L BE PER THE SHORING DRAWINGS, 4. LEDGERS AND FURRING ATTACHED DIRECTLY TQ THE INTERIOR OF EXTERIOR CONCRETE OR �
<br /> NOTES, AND SPECIFICATIONS. MASONRY WALLS BELOW GRADE.
<br /> 02300: BACKFILL AND COMPACTION PRESERVATIVE TREATMENT SHALL 8E PER AMERICAN WOOD PRESERVERS' ASSOCIATION (AWPA) 06160: WOOD SNEATHING
<br /> BACKFI�L SNALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND OF ANY DEBRIS. BACKFILL SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS. STRUCTURAL WOOD 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 EXTERIdR GLUE �
<br /> BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL ALL FASTtidERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, NANGERS, ETC.) IN CONTACT WITH TREATED (CDX). ORIENTED STRANQ BOARD (OSB) PANELS SHALL BE EXPOSURE 1. PANELS SHALL HAVE THE � �
<br /> ENGINEERING RECOMMENDATIONS. LUMBER SNA�L BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A153 OR FOLLOWING THICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN:
<br /> �
<br /> STAINLESS STEEL. NAILS NAILS � �
<br /> ROOF: 7/16" 40/20 APA RATED OSB 8d AT 6" 8d AT 12" o r--i �' �
<br /> FLOOR: 3/4" APA RATED STURD-1-FLOOR OSB 4Q/20 T&G 10d AT 6" 10d AT 12" � � o
<br /> SNEARWALL: 7/16" APA RATED 24/16 EXPOSURE 1 OSB SEE SCHEDULE SHEET S1.1 �p
<br /> ALL ROOF AND F�OOR SHEATHING PANELS SHALL BE fNSTALLED FACE GRAIN PERPENDICULAR TO � � �
<br /> SUPPORTS AND IN 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 SMEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X OR 3X �
<br /> FRAMING PER SHEARWALL SCHEDULE �"�
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