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S T R U C T U R A I� �1 0 T E S STRU �T� �A� QRAUUIN � SHEET I �JDEX �
<br /> 01000: GENERAL REQUIREMENTS o�
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND 03000: CONCRETE 06100: ROUGH FRAMING 06176: METAL PLATE CONNECTED WOOD TRUSSES SHEET DESCRIP110N DATE o
<br /> 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 CONDITIONS, ANp ARCHITECTURAL P�ANS 318-11 "BUILQWG CODE REQUIREMENTS FOR STRUCTURAL CONCRETE", DRESSING RULES" N0. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S AND SURFACED DRIEO, 19 WITH THE TRUSS PLATE INSTITUTE (ANSI/TPI 1-2002, NATIONAL DESIGN STANDARD FOR METAL PLATE S1.0 STRUCTURA� NOTES 01/21/16 0�
<br /> SHALL BE REPORTED TO THE ARCHITECT WHO SHALL CORRECT THE DISCREPANCY IN WRITING. ANY PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LU�IBER FROM WEATHER AND PROVIDE FURTHER CONNECTED WOOD TRUSS CONSTRUCTION) AND OSSC SECTION 2303.4. SHOP QRAWINGS AND Sl.l STRUCTURAL NOTES AND SCHEDULES Ol/21/16 �
<br /> WORK COMPLETED A�TER DISCOVERY OF THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED DRYING OF ASSEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ALL LUMBER EXPOSED CALGULATIQNS SHALL BE SUBMITTED PER THE REQUIREMENTS QF SECTION 01330. DESIGN FOR THE S1.2 SHEARWALL SCHEDULE AND DETAILS 01/21/16 � r
<br /> RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND BY THE ENGINEER OF RECORD AND SHAL� COMPLY WITH ACI 318-11 SECTION 3.6. CONCRETE TO WEATHER OR IN CONTACT WITH CONGRETE OR MASONRY SNALL BE PRESERVATIVE TREATED U.N.O. SPANS AND CONDITIONS SHOWN ON THE PLANS, LOADS PER SECTIQN 01200, AND THE FOLLOWING: S1.3 HOLDOWN SCHEDULE AND DETAILS 01 21 16
<br /> DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. EXPOSED TO FREEZING AND THAWING SHAL.L 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 DETAILS 01/21/16 U �
<br /> lBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. FOLLOWS U.N.O. PER PLAN/SCHEDULE: TOP CHORD LIVE LOAD SEE SECTION 01200 SEE SECTION 01200
<br /> THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTlON TOP CNORD DEAD LOAD 10 PSF 10 PSF z � �
<br /> LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS Fb Fv Fcp Fc E S6.0 TYPICAL CONCRETE DETAILS 01/21/16 � �
<br /> THE CONTRACTOR 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 WALLS ARE PROPERLY SUPPORTED. USE/LOCATION SPECIES GRADE (PSf) (PSI) (PSI) (PSI) (PSI)
<br /> PRIQR TO PLACING CONCRETE. MIX DESIGNS SHAL.L BE REVIEWED FOR CONFORMANCE TO IBC TOP CHORD NET WIND UPLfFT 7 PSF (NET) N/A � co
<br /> WALL STUDS/BLOCKING S9.0 TYPICAL FLOOR FRAMING DETAILS 01/21/16 ,�
<br /> SECTIONS 1904 ANQ 19�5. BOTT0�4 CHORD DEAD LQAD 5 PSF 5 PSF S9.1 TYPICAL ROOE FRAMING DETAILS Ol f21/16 CO �
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR 2X, 3X HEM-FIR STUD 675 150 405 800 1.2E6 � o
<br /> SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK 4" W�pE HVAC SEE MECHANICAL SEE MECHANICAL I.
<br /> CONCRETE MIX DESIGNS SHALL MEET THE FOLLQWING REQUIREMENTS: LIVE LOAD DEFLECTiON L/360 �/360 S9.2 FRAMING DETAILS Ol/21 f16 � a; �
<br /> WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERV4CE PRIOR TO ANY S9.3 FRAMING D�TAILS - UNIT E1C & E1D Ol f21/l6 � � �
<br /> WORK AT 1-80Q-332-2344. 28 DAY MAX. MAX. AIR SPECIAL LOCATION 2X, 3X HEM-FIR N0. 2 850 150 405 1300 1.3E6 S9.4 FRAMING DETAILS - UNIT E1B D, F & E3 01 j21/16 � � �
<br /> STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND 6" & WIDEft S9.5 FRAMWG DETAILS - UNIT E & E3 01/21/16 � � �
<br /> f'c (PSI) RATIO (INCHES) (PERCENT) REQUIRED APPLfCATION 06185: STRUCTURAL GLUED LAMINATED TIMBER S9.6 FRAMING DETAILS - UNIT G & F 01/21 j16 '- �
<br /> WALL PLATES � a� ,
<br /> 2X4, 3X4 HEM-FfR S TU D 6 7 5 1 5 0 4 0 5 800 L2E6 GLUED-LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) � �
<br /> 0 1 1 0 0: C O D E R E Q U I R E M E N T S 2 5 0 0 0.4 5 4 f 1 O f 1 N O F O O T I N G S 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 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. 3000 0.45 4f1 5t1 NO EXTERIOR SLAB ON GRADE, THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SNALL BE AS �OLLOWS: � ° c�t
<br /> 2X6, 3X6 HEM-FIR N0. 2 850 150 4�5 1300 1.3E6 v� ,�,
<br /> DRIVEWAYS, CURBS, WALKWAYS, PATIOS, PORCHES, STEPS EXPOSED TO �- �,
<br /> 01200: DESIGN LOADS WEATHER, AND GARAGE FLOORS. JOISTS USE COMBINATION SYMBO� SPECIES CAMBER � � �
<br /> LIVE LOADS 2500 0.50 5f1 Of1 NO ALL OTHER CONCRETE 2X, 3X HEM-FIR NQ. 2 850 150 405 1300 1.3E6 SIMPLE SPAN BEAM 24F-V4 DF/DF STANDARD U ��' co
<br /> ROOF (SNOW) 25 PSF CONTINUOUS 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 s- o c�
<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 OF TWO CYLINDERS MADE FROM THE SAME SAMPLE AND TESTED AT THE LEDGERS
<br /> SNOW LOAD DESIGN DATA: SPECfF1ED AGE. ADDITIONAL CY�INQERS MAY BE MA F I 2X, 3X DOUGLAS FIR-LARCH N0. 2 900 18Q 625 1350 1.6E6 UNEXPOSED GLUED-LAMINATED TIMBER SHALL BE INDUSTRIAL GRADE. TYPICA�, UNLESS NOTED �:< ; r ;
<br /> P 20 PSF, Pf = 14 PSF, Ce = 1.0, Is = 1.0, Ct = 1.0, QE OR NFORMATION REGARDING P05T ;
<br /> 9 = 4X DOUGLAS FIR-LARCN N0. 1 1000 180 625 1500 1.7E6 QTHERWISE. EXPOSED GLUED LAMINATED TIMBER SHALL BE APPEARANCE CLASS PER ARCHITECT. : , <
<br /> TENSIONING, FORM REMOVAL, STRENGTN DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE ; �;s � ;
<br /> ACCEPTAB�E IF: ` �
<br /> WIND DESIGN DATA: � ( 1 4 f
<br /> BASIC WIND SPEED: 110 MPH (ULT.) 85 MPH (ASD) 1. NO TEST FALLS 500 PSI BE�OW THE SPEClFIED STRENGTH BEAMS AND POSTS $ k �-� � ; `
<br /> WIND IMPORTANCE FACTOR: Iw = 1.0 2 THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DQES NOT FALL 4X DOUGLAS FIR-LARCH N4. 2 900 180 625 1350 1.6E6 �' � �� �=Xl� '
<br /> BELOW THE SPECIFIED STRENGTH. ��f��"
<br /> WIND EXPOSURE; EXPOSURE B 6X DOUGLAS FIR-LARCH NQ. 1 1200 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 FURTNER TESTING AT NO �'.,.. �� ,�` y � f: ��..�` � � ' �'
<br /> ADDITIONAL EXPENSE TO THE OWNER. MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS
<br /> INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, ERECTION, AND INSTALLATION
<br /> CQMPONENT/CLADDWG 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 /> RESHORWG PLANS Td THE ENGINEER OF RECORD FOR REVIEW. 06101: STRUCTURAL FINGER JOINTED LUMBER HAVE NOTCNES OR DRfLLED HOLES WITHOUT PRIOR ENGINEER OF RECORD APPROVAL SHOP DRAWINGS � ��� \
<br /> EARTHQUAKE DESIGN DATA: STRUCTURAL FINGER JOINTEQ LUMBER SHAL� BE PERb11TTED TO BE USED INTERCttANGEABLY WfTH SHALI. BE SUBMITTED PER THE REQUIREMENTS OF SECTION Q1330. DESIGN MATERIAL PROPERTIES �
<br /> SEISMIC IMPORTANCE FACTOR: le = 1.0 SAWN LUMBER MEMBERS OF THE SAME SPECIES AND GRADE. STRUCTURAL FINGER JOINTED LUMBER SHALL BE AS FOLLOWS: f��, o
<br /> SPECTRAL RESPONSE ACCELERATIONS: Ss - 1.302 S1 = 0.495 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT SPECIFIED ,� ti � w
<br /> BY THE ARCHITECT. SHALL BE GRADED UNDER AMERICRN LUM�ER STANDARQ COMk�ITTEE "PRODUCT STANDARD PS
<br /> SlTE CLASS: SITE CLASS E 2Q-99". LUMB ER C L A S S I F I E D A S S T U D U S E O N L Y S H A L L B E L I M I T E D T O V E R T I C A L A PPLI C AT I O N S MEMBER E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) � � a
<br /> SPECTRAL RESPONSE GOEFFICIENTS: SDS = 0.781 SDl = 0.792 ONLY. LUMBER WITH CERTfFIED EXTERIOR JOINTS IS NOT RESTR(CTED TO ANY TYPE OF LOADING. LVL = MICROLAM 1.9 E6 2600 750 285 � � ' - :� '� ,�
<br /> SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D P S L = PARA LLAM 2.0 E6 2900 650 290 � � o
<br /> 0 3 1 0 0: R E I N F O R C I N G S T E E L LSL = 1.75" TIMBERSTANQ 1.55 E6 2250 750 4Q0 `�� `�'�y ��
<br /> BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM REINFORCING STEEL DETAILING, FABRICATIQN, AND PLACEMENT SHALL BE PER ACI 318-11.
<br /> DESIGN BASE SHEAR: Cs = 0.120 W REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: LSL RIM = 1.5" TIMBERSTAND RIM BOARD ��
<br /> RESPONSE MQDIFICATIQN FACTOR: R = 6.5 (LIGHTFRAME WALLS) Ofi102: FRAMiNG NOTES �I�
<br /> ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE �RAMING CQNNECTORS, 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 QNLY $E AS MANUFACTURED BY SIMPSON STRONG-TfE. 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 ENGINEER OF RECORD. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS.
<br /> 01300: GEOTECHNICALINFORMATIQN ASTM A-7U6 DEFQRMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS WHERE STRAPS CONNECT TWQ MEMBERS TOGETHER PLACE HALF OF THE REQUIRED FASTENERS INTO �
<br /> EARTHWORK AND FOUNDATIONS AR� TO BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING ' W � �
<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 SQLlQ BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR
<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 � � .
<br /> REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR FIBER MESH SCHEDULE SHALL CONFORM TO FASTEN[NG SCHEDULE PER IBC TABLE 2304.9.1 OR TO THE FASTENING Q � � �
<br /> CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS: UNLESS NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCNEDU�E ON SHEET S6.0. SCNEDULE ON SHEET S1.0. �' � �
<br /> - REINFORCING STEEL AT ALL WALLS, SLABS, AND FOOTINGS SHALL BE CONTINUQUS AROUND CORNERS
<br /> ALLOWABLE BEARING PRESSURE 2500PSF r� �
<br /> ELSE CORNER BARS SHALL BE PROVIDED. NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS FOLLOWS: � aa
<br /> ACTIVE EARTH PRESSURE (YIELDING) 35 PCF � O
<br /> ACTIVE EARTH PRESSURE (AT-REST) 55 PCF COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NQTEQ OTHERWISE: NAIL SIZE DIAMETER LENGTN
<br /> PASSIVE EARTH PRESSURE 350 PCF 8d 0.131" 2.5" co .
<br /> COEFFICIENT OF FRICTION 0.35 CONCRETE CAST AGAINST EARTH �
<br /> 10d 0.148" 3.0" �
<br /> SOIL PROFILE SITE CLASS E ALL BAR $IZES . . . . . . . . . . . . . . 3" 12d 0.148" 3,25" �,
<br /> FORMED SURFACE EXPOSED TO EARTH OR WEATNER 16d 0.162" 3.5" o
<br /> ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAI. BUII�DING INSP�CTOR QR #6 AND LARGER . . . . . . . . . . . . . . 2" z �;
<br /> A LICENSED GEOTECHNICAL ENGINEER. #5 AND SMALLER . . . . . . . . . . . . . 1 1/2" UNLESS NOTED QTHERWISE PER SHEARWA�L SCHEDULE OR PLANS, ANCHOR BOL.TS AT $ILL P�ATES � O
<br /> CONCRETE NOT EXPOSED TO EARTH OR WEATHER SHALL BE 5j8" DIAMETER WITH 7" MINIMUM EMBEDMENTINTO CONCRETE AND SHALL BE SPACED NOT � R"
<br /> WALLS AND JOISTS MORE THAN 4 FEET APART. TFfERE SHALL BE A MINIMUM OF TWO BQLTS PER SILL PIECE WITH ONE �
<br /> 01330: SHOP DRAWING SUBMITTAL PROCESS 11 BARS AND SMALLER . . . . . . . . . 3 4" �� �� �
<br /> SHOP DRAWINGS ARE TO BE SUBMITTED TQ TNE ARCHITECT AN ENGINEER OF RECQRD FOR APPRQVAL # f BOI.T LOCATED NOT MORE THAN 12 NOR LESS THAN 4.5 FRQM EACH END OF THE PIECE. A � va
<br /> SLABS AND JOISTS 3"X3"X0.229" P�ATE WASHER SHALL BE PROVIDED FOR ALL ANCHOR BOLTS (DO NOT COUNTER-SINK a ~
<br /> PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE APPROVED DESIGN DRAWINGS, NEW �11 BARS AND SMALLER . . . . . . . . 1" > » ~ Q
<br /> DESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON PLATE WASHERS). A 13/36n X 1 3/4' DIAGONAL SLOTTED HOLE IN THE 3" X 3 PLATE WASHER IS � V
<br /> BEAMS, COLUMNS m
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS T� TNE BUILDING ALLOWED WITN A STANDARD CUT WASHER. �
<br /> OFFICIAL FOR APFROVAL PRIOR TO FABRICATION. P R I M A R Y R E I N F O R C E M E N T . . . . . . . 1 1/2" �
<br /> TIES, STIRRUPS, AND SPIRALS . . . . 1 1/2" � �
<br /> SHOP DRAWINGS ARE REQUIRED FOR FOR PREFABRICATED WOOD TRUSSES. w � i
<br /> REINFORCING STEEL SHALL BE ACCURATELY PLACEQ AND ADEQUATELY SECURED IN PLAGE PRIOR TO �
<br /> CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIE�D BENT EXCEPT AS NOTED IN THE 06103; JOIST AND BEAM HANGERS �
<br /> CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A LICENSED STATE OF WASHINGTON JOIST AND BEAM HANGERS AS NQTED IN THE PLANS SHALL BE AS MANUFACTURED BY SIMPSON
<br /> DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTED WITHOUT PRIOR o � z
<br /> STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR PREFABRICATED STRONG-TIE. EQt11VA�ENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD. 2 w
<br /> PLATEQ WOOD TRUSSES. APPROVAL OF THE ENGINEER OF REGORD EXCEPT AS NOTED ON THE DESIGN DRAWINGS. JOIST AND BEAM HANGERS SHALL BE INSTALLED PER MANUFACTURERS' SPECIF{CATIONS AND SHALL
<br /> BE AS FOLLOWS UNLESS NOTED OTHERWISE PER PLANS OR QETAILS:
<br /> 01400: INSPEC110NS AND SPECIAL INSPECTIONS MEMBER SIZE HANGER '
<br /> THE GONTRACTOR SHALL BE RESPONSIBLE TO COORDWATE ALLINSPECTIONS REQUIRED BY THE 06071: PRESERVATIVE TREATED WOOD PRODUCTS SAWN LUMBER "U" SERiES TO MATCH LUMBER SIZE
<br /> LOCAL BUILDING DEPARTMENT. PRESERVATIUE TREATED WOOD SHA�L BE REQUIRED FOR ALL WOOD THAT FORMS THE STRUCTURAL 3.125" WIQE GLULAM BEAM HGUS3.25/10 �
<br /> SUPPQRT OF THE BUILDING, BALCONIES PORCHES, OR SIMILAR PERMANENT BUILDING APPURTUNENCES 5.125" WIDE GLULAM BEAM NGUS5.25/10
<br /> SPECIAL INSPECTIONS ARE NOT REQUIRED UNLESS OTHERWISE REQUIRED BY THE BUILDING OFFICIAL THAT ARE fXPOSED TQ THE WEATHER WITHOUT ADEQUATE PROTECTIdN FROM A ROOF, EAVE, 6.75" WIDE GLULAM BEAM HGUS6.88/10 �
<br /> OVERHANG OR OTHER COVERING TO PREVENT MOISTURE QR WATER ACCUMULATION AT THE SURFACE 8J5" IMDE GLU�AM BEAM HGU9.00-SDS �
<br /> 01401: STRUCTURAL OBSERVATION OR AT JOINTS BETWEEN MEMBERS. �
<br /> STRUCTURAL OBSERVATION IS NOT REQUIRED. MANUFAGTURED WOQD "I" JOIST "IUS" SERIES TO MATCH "I" JOf$T SIZE �
<br /> ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON 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 r--i
<br /> 02000: S�TE CONSTRUCTfON 3.5' WIDE PSL OR LVL BEAM "GLTV" SERIES TO MATCH DEPTH �
<br /> ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A CONCRETE SLAB 5.25" WIDE PSL OR LUL BEAM "GLTV° SERIES TO MATCH DEPTH ►�
<br /> RECOMMENDATIONS AS NOTED IN THE GEOTECHNICA� ENGINEERING REPORT (SEE SECTION 01304) AND OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH. EXCEPT; 7" WIDE PSL BEAM "HGLTV" SERIES TO MATCH DEPTH v
<br /> IN SUBSEQUENT DIRECTIVES. �
<br /> - 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 INCN ABOVE THE
<br /> 02260: EXCAVATION SUPPORT AND PROTECTION SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE BARRIER.
<br /> EXCAVATION FOR FOUNQATIONS SHALL BE PER PLAN DQWN TO UNDISTURBED NATIVE MATERIAL PER �
<br /> , TNE GEOTECHNICAL ENGWEERING RECOMMENDATIONS. OVER-EXCAVATED AREAS SHALL BE 2. IF IN AN ENC�OSED CRAWL SPACE OR AN 11NEXCAVATED AREA WITHIN THE BUILDING 06104: SHRINKAGE OF WOOD FRAh�ING �
<br /> BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE CONTRACTOR'S PERIPHERY AND SUPPORTED BY A CONCRETE PIER OR PEDESTAL MORE TNRN 8 INCHES FROM SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO COMPRESSION OF
<br /> EXPENSE. EXPOSED GROUND AND SEPARATED THEREFROM BY AN IMPERVIOUS 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 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 QF KILN DRIED LUMBER AND PROVIDING A DRYING PROCE$S TO THE
<br /> LOCAL, STATE, AND NATIONAL SAFETY REGULATIONS. MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. FRAMING MEMBERS PRIOR TO APP�ICATION OF FINISHES WI�L HE�P CONTROL BUT WILL NOT ELIMlNATE �
<br /> SHRINKAGE. O
<br /> ' INSTALLATION OF CONSTRUCTION SHORING, IF REQl1fREQ, SHALL BE PER THE SHORING DRAWINGS, 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR CONCRETE OR
<br /> NOTES, AND SPECIFICATIONS. MASONRY WALLS BELOW GRADE. �
<br /> 02300: BACKFILL AND GOMPACTION PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' ASSOCIATION {AWPA) 06160: WOOQ SHEATHING �
<br /> BACKFIL� SHALL 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 GRAQE TRADEMARK OF THE AMERICAN ' .
<br /> BEHIND ALL WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. ALL PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHA�L BE C-D €NT APA WITH EXTERIOR GLUE -�-�
<br /> BACKFILL MATERIAL AND PLACEMENT PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL (CDX}, ORIENTEO STRAND BOARD (OSB) PANELS SHALL BE EXPOSURE 1. PANELS SHAL� HAVE THE
<br /> ENGINEERING RECOMMENDATIONS. ALL FASTENERS (NAILS, BOLTS, ANCHOR BOLTS, PLATES, HANGERS, ETC.) IN CONTACT WITH TREATED FOLLOWING THICKNESS, SPAN RATING, AND FASTENING UNLESS NOTED OTHERWISE PER PLAN: � �
<br /> LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPRED 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" Q � �
<br /> FLOOR: 3/4" APA RATED STURD-I-FLOOR OSB 40 f 20 T&G 10d AT 6" 10d AT 12" � p '
<br /> SHEARWALL: 7/16" APA RATED 24/16 EXPOSURE 1 OSB SEE SCHEDULE SHEET S1.1 � �
<br /> ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO ,��.�, I �
<br /> SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE PER PLAN. BLOCKING AT ��v
<br /> INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT BE REQUIRED UNLESS NOTED �""� W �
<br /> OTHERWISE PER P�AN. SHEARWALL SHEATHING SHALL BE BLOCKED AT ALL EDGES WITH 2X QR 3X � � �
<br /> FRAMWG PER SHEARWALL SCHEDULE U �
<br /> � �
<br /> � � 4�
<br /> �- l �
<br /> -1--� V �
<br /> � W w
<br /> •
<br />
|