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<br /> STRU � TURAL� N OTES . � �
<br /> (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAlLED OTHERWISE ON DRAWINGS) ' �NGINEER��
<br /> CODE LUMBER TYPICAI FRAMING NOTES TYPICAL ROOF FRAMING PLAN NOTES: DMONDS, WASHINGTON 98020 -
<br /> ALL MATERIALS,WORKMANSHIP, DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, ALL GRADES SPECI�IED ARE MtNIMUM GRADES RECZUIRED,ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA 1. SEARING WALL FRAMING 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WAI.LS BELOW ROC}F FRAMING. PHONE (425) 778-8500
<br /> SPECIFICAT{ONS,AND THE INTERNATIONAL BUILDING CODE(IBC�, 2015 EDITION.SPECfFICATIONS AND STANDARDS GRADING RULES, KILN-DRIED Tp MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: FAX {425) 778-5536
<br /> WHERE REFERENCED ON THE DRAW{NGS ARE TO BE THE I.ATEST EDITION. 2x STUDS @ 16" OC FOR ALL SMEAR ANDjOR BEARING WALLS UNO. 2. BEAMS SHQWN QN ROOF FRAMING PLAN SHALI.BE AB4VE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR
<br /> SIZE CLA55{FICA7IQN SPECIE5 GRADE Fb(PSIj Fc(PSI) WINDOW HEADER.TRUSS MFR SNALL DESIGN TRUSSES TO ACCOMMODATE BEAMS A�OVE D�UBLE TOP PLATE.
<br /> DESIGN LOADS REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR&WINDOW HEADERS NOT CALLED OUT ON THE PLANS.
<br /> SLEEPERS DOUG-f}R STUD 700 - HEADERS SHALL BE SUPPORTED BY A MINIMUM OF{1j CRIPPLE AND(1) FULL HEIGHT STUD UN�. 3. ROOF SHEATHING SHALL BE 5J8" Pi 40/20 WITH$d COMMON NAILS SPACED AT 6" OC AT ALL QIAPHRAGM
<br /> DEAD LOADS: LIGHT FRAMING{STUDS) HEM-FIR STUD 675 $00 BOUNDARIES, PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING�R 7RUSS BLOCKING PANELS •
<br /> ROOF 15 PSF COLUMNS BELOW FLUSH MULT4PLE 1015T BEAMS SHALL BE EQUAL{N WIDTH TO THE BEAM.ALL COLUMNS Nf�T tNDICATEa ON PLANS. NAILING AT tNTERMEDIATE FRAMINC�SHALL BE 8d COMMON NAILS @ 12"OC. REFER TO
<br /> FLOOR 13 PSF 2x JOISTS ANd PLANKS HEM-FIR #2 850 - CALLED OUT OTHERWISE SHALL BE TWO STUDS. DETAIL 2/55.1 FOR SHEATHING LAYDUT AND NAILING.
<br /> PIATES AND BLOCKING HEM-FIR #2 85Q ''���'
<br /> LfVE LOADS: 2.WALL BASE PLATE ON CONCRETE 4�UNLESS NOT OTNERWISE, NEADERS ATALL EXTERIQR WALLS SHALL BE 4x8 HF#2 WHERE MAXIMUM
<br /> ROOF(SNUW LOAD) 25 PSF 6x AND LARGER BEAMS AND DOUG-fiR #2 875 SPAN =5'-5".
<br /> RESIDENTIAL 40 PSF STRINGERS WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS, �
<br /> 4x AND SMALLEft BEAM$AND HEM-FIR #2 g�n _ BOLT PLATES OR SILLS TO CONCRETE WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH M(NIMUM 5. UNLESS NOTEQ OTHERWISE, DOOR HEADERS AT INTERI(3R BEARING WALLS SHALL BE 4x8 HF#2 WHERE -
<br /> (LIVE LOAOS ARE REDUCED WHERE PERM{SSIBLE PER IBC SECTION 1607.1pj. STRINGERS EMBEDMENT, PLACE AT 5`-Q" OC MA?CIMUM FOR SHEAR WALLS,AND AT 6`-Q" OC FOR BEARING WALLS AND OTHER MAXIMUM SPAN=4'-6",AND 6x8 HF#2 WHfRf MAXIMUM SPAN=5'-0".
<br /> PARTITIONS. USE MINIMUM OF TW(7 ANCHOR BOLTS PER SILLAND PLACE ONE WITHIN 12 1NCHES OF EITHER END
<br /> EARTHQUAKE LOADS: ALL pOSTS AND TIMBERS DOUG-FIR #1 1200 1Q00 TYpICAL UNLESS NOTED OR DETAILED OTHERWlSE. REFER TO SHEAR WALL SCHEpULE.AT ALL SILL PLATE ANCHOR 6. STUD WAk.L FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN.
<br /> REFER T�PLAN NOTES,SCHEDULES,AND DETAfLS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. BOLTS,CONTRACTOR SHALL fNSTALL 1/4"x 3"x 3" FLAT PLATE WASHERS. `L� M' J
<br /> EQUtVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTtON 12.8. 7. REFER TO DETAIL 5/55.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 01' pF ��S�r��
<br /> UNLESS N�TED OTHERWISE IN THE PLANS,ALL WOOD AND WOC�D-BASED MEMBERS EXPOSED T4 WEATHER OR IN 3. ROqF AND FLOOR fRAMING '���' ''> �G'��'
<br /> SITE CLASS {ASSUMED� D 8. ALL DIAPHRAGMS UNBLOCKED UNO. � � �' `' `'� •
<br /> SHORT PERtOD SPECTRAL RESPONSE ACCEL(SS) 1.422 CC3NTACT WfTH CONCRETE, MASONRY,OR WITHIN 8" OF SOIL SHALL BE PRESERVATiVE-TREATED BY pROVIDE 1 1/2" BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXiMUM UNO.{NSTALL ���
<br /> ONE SECOND SPECTRAL RESPONSE ACCEL(S�) Q.545 VACUUM-PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. DOUBLE 101STS UNDER PARTITIONS EXTENDING ONE HALF OR MORf OF THE JOIST SPAN.PRCIVIRE TRUSS BLOCKING 9. HOLDOWNS SHQWN ON ROOF FRAMING PLAN SHALL BE PLACED ON LEVEL 1.
<br /> SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(SDSj C1.948 PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDiCATED ON PLANS AND DETAILS. � '�
<br /> NAtLS, BOLTS,AND METAL CONNECTORS FQR WQOD 10. ROOF TRUSSES SHALI BE RRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. � L �'
<br /> ONE SECOND DESIGN SPECTRAL RESPOIVSE ACCEL(Sp�) 0.545 --- �I(J�TAL �
<br /> RISK CATEGORY II 4. DIAPHRAGM NAIUNG
<br /> SEISMIC IMPORTANCE FACTOR(IE} 1,p ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NA7IQNAL DESIGN STANDARDS(NDS) FQR 11.ATTACH ALL ROOF TRUSSES TO WALLS BELOW WITH SIMPSON H2.5 HURRICANE TIES. �J�/'�/'1
<br /> SEISMIC DESIGN CATEGORY p WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAtLINGS SHALL B�AS CALLED OUT ON SCHEDULES OR ON THE '
<br /> BASIC SEtSMIC FORCE-RESISTING-SYSTEM Lt�HT FRAMED W�OD SHEAR WALl5 SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHAl.L BE COMMON NAfLS UNLESS NOTED OTHERWISE AND SHALL p�q�S. EXTERIOR WALLS NOT 1NDICATED AS SHEAR WALLS SHALL BE SHEATHED ANp NAILED TD SUPPORTING
<br /> RESPCiNSE MODIFICATfON FACTOR, (R) 6.5 MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES; FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS.
<br /> REQUNDANCY FACTOR(p) 1.0 NAIL SHANK(b M1N lENGTH
<br /> SEtSMIC RESPONSE GOEFFICIENT(CS) 0.326 8d COMMON 0.131QJ 2 1/2"SHANK THE USE OF NAIL GUNS WILL BE APPROVEQ IF NAiLING INTO THE DIAPHRAGMS CAN BE INSTALIED FlUSH WtTH
<br /> FACE OF SHERTHIIVG. NAfL PEN�TRATIC?NS GREATER THAN 1/16"ARE NOT ACCEPTABLE.
<br /> TYPICAL FL0C3R FRAMING PLAN NOTES:
<br /> W=TOTAL SEISMIC DEAb LOAD AS DEFINED PER ASCE 7-10 SECTION 12J.2. 10d COMMON 0.148�'6 3" SHANK ,
<br /> 5.ALLOWABLE STUD AND PLATE PENETRATIONS 1. FLO�R SHEATHING SHALL BE 3/4° PI 48j24 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM �
<br /> BASE SHEAR(V}, V=CSW= -�-W 12d COMMON (}.148Qt 3 1/4"SHANK
<br /> CUTTING AND/OR NOTCHfNG OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%UF THE STUD/PLATE WIDTH IN BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING
<br /> WIND LOADS: 16d COMMON 0.162� 3 1/2"SMANK EXTERIC3R AND BEARING WALLS AND SHALL NUT EXCEED 40%C3F THE STUD/PLATE W1DTH tN ANY N�N-BEARING LAYOUT AND NAILING REFER TO DETAIL 3/S4.1
<br /> 10d BOX NAILS MAY 8E SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING PARTITIONS. BORED HOLf DIAMETER IS LIMITED TO 40%OF$TUD/PLATE WIQTH iN ANY STUD AND MAY BE 60%IN
<br /> BAS1C WtND SPEED(3 SECOND GUST) 110 MPH MEMBERS MAY BE NAItED WITH 16d SINKEFiS(�.148"�6 x 3 1/4"), BUT ONLY 16d COMMdN NAILS SHAtL BE USED NONBEARING PARTITIONS OR iF STUD IS pOUBLED. MAINTAIN 5/8" MWIMUM EDGE DlSTANCE FROM HC1LE EDGE. Q
<br /> EXPOSURE B WHERE 16d NAIL5 ARE INDICATED iN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS ,
<br /> Kzr �-�� ARE SUBMITTED TO ENGINEER PRtOR TO START OF CONSTRUCTION. 6.GYPSUM WALLBOARD NAILING �
<br /> SEE PLANS FOR ADDtTIONAL D�SIGN LOADS. ALt BOLTS IN WOOD MEMBERS SHALL CC?NFORM 70 ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS AlL GYPSUM WALLBOARD SHALL BE NAILED TO ALt STUDS AND TOP AND BOTTOM PLATES WITH 6d COOtER NAILS O m
<br /> SHOP DRAWING5 OF ALL BOLTS AND LAG SCREWS BEARING ON WOQD. LEAD HOLES FOR LAG BOLTS SHAkL BE BORED FOR THE O R N O. 1 3 G A U G E x 1 5/8" @ 7" O C j S d C O O L E R N A I L S F O R 1/2 W C H G Y P S U M S H E A T H I N G j.T Y P I C A L U N L E S S N�T E D F= �
<br /> SHANK AND THREADED PORTIONS PER ND511.1.3. OTHERWISE. INSTALLATION OF GWB SHALI BE SUCH THAT 10tNT5 AR�STAGGERED ON EACH SIDE O�A SINGLE a-
<br /> WALL. � ~
<br /> SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMlTTED T�THE ARCHlTECT AND STRUCTURAL „ „ U �
<br /> CONNECTORS CALLED OUT BY LETTERS AND NUM�ERS SHALL BE STRONG-TIE BY SIMPSON COMPANY,CATALOG
<br /> EN6INEER FOR REVIEW PRtOR 70 FABRICATION: EXISTING BUILDING Wn 4 �
<br /> TO 8E THE LATEST Ek71TfON,OR ENGINEER APPROVEL7 EQUAL. CONNECTORS SHALL BE INSTALLED iN ACCORt3ANCf
<br /> 1. PREMANUFACTURED WOOD TRUSSES WITH THE MANUFACTURER'5 RECQMMENDATfONS AND WITH THE NUMBER AND SIZE�F FASTENERS AS SPECIFIED CONTRACTQR SHALL VERIFY ALI,DIMENSIONS, MEMBER SIZES AND CONDlTIONS OF THE EXISTING BUILDfNG
<br /> SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPEp BY THf 8Y THE MANUFACTURER. WNERE CONNECTOR STRAPS C�NNECT TWO MEMBERS, PLAC�ONE-HALF OF THE NA1LS, DEPICTED IN THE DRAWINGS,ANQ NOTIFY THE STRUCTURAL ENGlNEER OF ANY DISCREPANCIES FOR POSSIBLE
<br /> CONTRACTOR PRIOR T4 REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROViDE(3y SETS�F SHOP DRAWINGS FOR SCREWS, OR BOLTS IN EACH MEMBER. REQESIGN. W ,�
<br /> ENGINEER`5 RfVIEW.ALLOW TWO WEEKS F(3R SHOP DRAWING APPRpVAL BY ENGINEER. INSTALL SOUp BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,€7RIED,AND THE SAME GRA�E
<br /> ' WING R CENE L CONF�RMANCE ITH THE DESiGN CONCEPT AND CQNTRACT {MINIMUlVI�AS MEM8ER5 CONNECTED. CONTRACTOR RESPONSIBLE FOR C4MPLETELY SEALWG ALL AREAS WHERE EXISTING ROOF MATERIAL IS -
<br /> ENGINEER S SHOP DRA EVIEW IS FOR RA W PENETRATED 4R REMOVED. PROVIDE WATER PROOFING AS REQUfREp BY THE ARCH. � d�'
<br /> DOCUMENTS.MARK(NGS OR COMMENTS SHALL NOT BE CONSTRUEQ AS REUEVING THE CONTRACTOR FFtOM �
<br /> GALVAN1ZA71QN
<br /> CQMPUANCE WITH THE PROIECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS RESPONSIBLE FOR GENERAE � Y -
<br /> DETAILS AND ACCURACY, FOR CONFORMING AND CQRRELATING ALLqUANTITIES AND DIMENSiONS, �OR �- �
<br /> SELECTiN6 FABRICAT(ON PROCESSES, F�R TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING THE WORK IN A SAFE UNLESS NOTED OTHERWISE,STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED $�'{�UCTURAL DRAWIN6S SHALL BE USED IN CONJUNCTION WITH ARCHITECCURAL,CIVIL, ELECTRICAL,AND �
<br /> MANNER. ACCORDING TO THE FOLLOWING TABLE: MECMANICAL DRAWtNGS FOR BIDDWG AND CQNSTRUCTIdN.CONTRACTC3R SHALL VERIFY ALL QIMENSiONS AND
<br /> CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHTTO THE
<br /> ENGtNEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DE51GNEd BY OTHERS IS FOR LOADS IMPOSED UNTREATED ACQ-C CBA-A OTHER OTHER PT DESIGN: BTJ
<br /> GALVANIZATION CCA-C SBX ACZA ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
<br /> ON THE BASfC STRUCTURE.THE COMPONENT DESIGNER IS RESPON5IBLE FC?R CODE CONFORMANCE AND ALL W�OD ACQ-D CA-B BORAT� WOOD •
<br /> CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHAlL WDICATE MAGNITUDE AND DIRECTION pF THE �9a X X X CONTRACTOR TO SEE ARCHITECTURAL,CIVIL, ELECTR(CAL AND MECHANICAL DRAW{NC�S FOR SIZE AND LC?CATION "�' DRAWN: ZOS
<br /> LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A PRpFESSIONAL ENGINEER G1$$ X X X X X X OF PIPE,VENT, DUCT AND OTH�R OPENINGS AND DETAILS N�T SHOWN ON THESE �RAWINGS. 1;��� CHECK: CMJ
<br /> REGISTERED 1N THE SAME STATE AS TNE PROJECT.
<br /> CONTRACTQR SHALL BE RESPONSIBLE FOR ERECTf(JN STABILITY AND TEMPORARY SHORlNG AS NECESSARY WNTIt •SOB NO: 17129.1 C�
<br /> FABRICATIDN SHALL BEGIN f7NLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROIECT HDG X X X X � X PERMANENT SUPPORT AND STI�FENING ARE INSTALLED. DATE: 04 1 8 1 7
<br /> ARCHITECT, ENGINEER OF RECORD,AND CONTRACT(3R HAVE BEEN R�CEIVED. STT300 X X X X X X X X � �
<br /> 690-0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA CONTRACTOR-INITtATED CHANGES SHAIL BE SUBMITTED 1N WRITING TO THE ARCHITfCT AND STRUCTURAL '
<br /> DEFERRED APPROVAL ITEMS G185 = 1.$5 pZ. O�ZINC PER SQUARE FOC7T OF AREA ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTfON.CHANGES SHOWN ON SHOP QRAWlNGS
<br /> HDG= HOT DIP GALVANIZED ONLY WILL NOT SATISFY THIS R�QUIREMENT.
<br /> SUBMITfAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMiTTED TO THE ARCHITECT OR SST300=TYpE 316L STAINLE55 STEEL
<br /> ENGINEER OF REC�RD WHO SHALL REVIEW THEM AND INDICATE THAT THE DEFERRED SUBMiTTAL DOCUMENTS DRRWINGS INDICATE G�NERAI AND TYPICAL DETAILS QF CONSTRUCTION.WHERE CONDITIONS ARE NOT
<br /> HAVE BEEN REVIEWEQ AND THAT THEY HAVE BEEN FOUND TO BE lN GENERAL CONFORMANCE WITH THE DESIGN RATED SHEATHING SPECIFKAlLY INQICATED BUT ARE UF A SlMiIAR CHARACTER TO DETAILS SHOWN,SIMILAR QETAILS OF
<br /> (JF THE BUILDIN6,THE DEFERRED SUBMITTAL ITEMS SNALL NOT BE INSTALLED UNTIL THE1R DESIGN AND CONSTRUC7IC)N SHALL BE USED,SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
<br /> SUBMITTAL DOCUMENTS NAV� BEEN APPROVED BY THE BU{IDING OFFICIAL. RATEQ SNEATHfNG SHALI BE GRADE C-D INT-APA WITH EXTfR10R GtUE�R OSB SHEATHING WITH EXTERIOR GLUE ENGINEER. '
<br /> 1.PREMANl1FACTURED WOOD TRUSSES IN CONFORMANCE WITH IBC STANDARD 2303.1,4.
<br /> FOUNDATIONS:5PREAQ FOOTINGS RRE-MANUFACTURED WOt?D TRUSSES
<br /> SOILS REPORT: NOT PROVI�El7 AT T�ME�F DESIGN WOOD TRUSSES SHAtL BE SIZED AND DETAILED TO FIT DfMENS10NS AND LOADS INDICATED ON THE PLRhIS.ALL
<br /> DESIGN SHALL BE iN ACCORDANCE WITH THE AILOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE
<br /> ALLOWABLE SOIL PRFSSURE: 1500 PSF(ASSUMED;TO BE FIEI,D VERIFfED DURING CC?NSTRUCTtON) BUILDlNG COdE. SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR Ta FABRICATIqN.CALCULATIONS AND '
<br /> SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSfONAL ENGINEER REGISTERED 1N THE SAME STATE AS THE
<br /> FOOTfNGS SHALL BEAR ON FIRM UNDISTURBE� EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND PROJECT.TRUSS DESIGN AND SHOP DRAWiNGS SHALL BE IN CONFORMANCE WITH IBC 2303.4
<br /> AT LEAST 18° BELOW ADJACENT EXTERIOR GRADE ANY FC�OT►NG EL�VATIONS SHOWN lN THE DRAWINGS pROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANEN�BRACING t5 tNSTALLEp. MANUFACTURER SHEAR W ALL S CHEDULE
<br /> REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY.ACTUAL FOOTING ELEVATIONS ARE SUBIECT 70 SITE SHRLL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF 10tSTS. INSTALL PER
<br /> CONDITIONS AND MUST THER�FORE BE �STABLISHED BY THE CONTRACTC?R. FOOTINGS SHALL BE CENTERED BELOW MANUFACTURER'5 RECOMMENDATIONS. 51LL PLATE
<br /> COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWiSE. MIN FRAMING AT SHEAR WALL RIM 1015T OR SILL pIATE ANCHOR SHEAR
<br /> APA-RATED NAILING TO FOUNDATION � ^
<br /> 7'ypE ADJOINING PRNEL NAILING BLOCK CUNN Tp BOLT TO SLAB OR CAPACITY
<br /> IMPOR7ED STRUCTURAL FILL AND BACKFILL MATERfAL SHOULD CONSlST OF CLEAN, WELL 6RADED GRANULAR FOR TOP CNORD DES}GN LIVE LOADS, REFER TQ THE DESIGN LOAD SECTION. IN ADDITION TO ROOF LOADING L4STED SHEATHING EDGES{SEE NOTE 5) AT PANEL ED6ES TOP PlATE RIM/BLKG FOUNDATlON SILL PLATE SIZE �P�F� � � .
<br /> MATERIAL FREE OF DEBRIS OR dRGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO M(7RE ���HE DESIGN LOAD SECTION, ROOF TRUSSES SHAL�BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF 10 PSF. BELOW W
<br /> THAN 10% FINES(PASSING TH�#20Q S1EVE). TOP ANQ BdTi'OM CHORD LIVE LOAD d� NOT NE�D TO BE DESIGNED F�R S�MULTANEOUSLY. 15�32" Zx STUD Q.131"�x 2 1/2" LTP4 OR A35 p,131"�x 3" @ 5/$"(6 AB
<br /> IN ADD[TION THEIR SELF WEIGHT ROOF TRUSSES SHALL BE QESIGNEp FOR A TOP CNC�RD DEAD LOAD OF 5 PSF SW6 ONE SIDE AND BLKG @ 6" OC @ 24" OC 6"OC @ 5'-0"OC 2x 24Z �
<br /> FILL AND BACKFIIL MATERIAL SHOULD BE PLACED IN IEVEL LfFTS N07 EXCEEDING TWELVE(12") INCHES IN L�OSE T� ' M O
<br /> AND A B�TTOM CHORD DEAD LOAQ OF 10 PSF ACTING SIMULTANEOUSLY.SEE ARCHlTE�TURAL AND MECHANICAL NOTES:
<br /> THICKNESS AND COMPACTED 70 A MINfMUM OF 9S%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM DRAWINGS FOR LOADS AND QPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. DEFLECTIONS SNALL NOT 1. REFER TO THE TYPICAL SHEAR WALL DETA�L. � �
<br /> TEST METHOD D1557-00. EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR HF GRADE STUDS AND HF GRADE PLATES& RIM/BLOCKING, � ► O .
<br /> BACKFILL BEHIND AlL RETAWING WALLS WITH WELL-DRAfNING,GRANULAR FILL ANQ PROVIpE FOR SUBSURFACE 3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE QF THE COMMON JOINT. � � J
<br /> DRAI�JAGE. PROVIDE QAMPPRt�OFING AT EXTERIOR FACE OF ALL FOUNpATION WALLS EXPOSED TO EAR7H PER 4. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FAl1 CiN DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL �, �
<br /> ARCHITECTURAt SPECIFICATIONS. BE 3x AT AD101NING PANEL EDGES AND NAILS SHALL BE STAGGERED. �- Q
<br /> 5.WHERE TABLE SPECIFIES(2}2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS�OLLOWS:SW3 =(2)q.131"Q� @ 3.5" OC, 2SW4=0.131"S6 @ 2.5"OC, Q � Q �y
<br /> EXCAVATtONS AND DRAINAGE fNSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNfR. 2SW3 =(2)0.131"� @ 15" dC. Q J � '.L
<br /> lF ExCAVATION SHOWS SOIL CpNDITIONS TO BE OTHER THAN TNOSE ASSUMED ABOVE N�TiFY THE STRUC7URAL 6. NOTE THAT 3x FRAMING MAY BE USED iN LIEU OF(2) 2x FRAMING SPECIFIED IN TABLE, �
<br /> ENGINEER FOR POSSIBLf FOUNDATIQN REDES(GN. 7, INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12"OC MAXIMUM. Q LL � •
<br /> $.AT ALL 5/8"QS SILL PLATE ANCHOR BOLTS, INSTALI 1/4"x 3"X 3" PLATE WASHERS. EDGE QF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE. FOR �
<br /> DOUBLE SIDED SHEAR WALLS, USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. }- = (.,~_. C,.�
<br /> 9. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB tNTO FOUNDATION OR STEM WALL. �
<br /> 10. 7/16" SHEATHING MAY BE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACEQ 16" OC OR PANELS ARE APPLIED WITH LONG a � � �y
<br /> DIMENSION ACROSS STUDS. � � W I..i..
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<br /> <t r�. w tn �
<br /> SHEET:
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