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1 ABBREVIATIONS 2 STRUCTURAL NOT
A AND IN. INCHE(S) ILII GENERAL REMOUNTS 03001 CONCRETE 06102 FRAMING NOTES 4 ROUGH FRAMING NAILING SCHEDULE o
O AT INFO. INFORMATION THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS.ANY CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE TUE FRAMING CONNECTORS,ACCESSORIES.AND FASTENERS AS NOTED IN THE PLANS AND
' FEET(FOOT) INT. INTERIOR DISCREPANCY FOD BETWEEN THE ORANNGS,NOTES.SPECIFICATION$SUE CONDITIONS, STANDARD AC 318-05"BUILDING CODE REQUIREMENTS FOR STRUCTURAL TE'. DETAILS SHALL BE AS MANUFACTURED BY 9MPSON STRONG-TIE.EQUIVALENT HARDWARE � ,SCHEDULE(I1 TOLE 230LA1 - m
• UN
INCH(INCHES) AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT 11110 SHALL MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD.INSTALL ALL HARDWARE )
/ POUND(S),NUMBER JST. JOIST CORRECT THE DISCREPANCY IN WRITING.ANY WORK COMPLETED AFTER DISCOVERY OF CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903.ADMIXTU PER MANUFACTURERS'SPECIFICATIONS.WHERE STRAPS CONNECT TWO MEMBERS COINECTIOIM FASTENING
EQUAL(S) JT. JOINT THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLY'NTH AC 3 SECTION TOGETHER PLACE HALF OF THE REWIRED FASTENERS NM EACH MEMBER.PRUDE
1.JOIST TO 511 OR CIDER (3)0.13I'%25"TDENAIS
/ PER NOT SHOWN.CONSULT PLANS FOR OPENINGS,NSCF FOR TREATMENTS,AND DIMENSIONS 3.6.CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN Al RING SOLID BLOCKING AT ALL BEARING POINTS SEE SECTION 06071 FOR FASTENERU
K KIPS(7000) NOT SHOWN. MECHANICAL PLANS DUCTS AND PIPES ETC.NOT SHOWN. ADMIXTURE CONFORMMC TO IBC SECTOR 1904.2 THE USE OF WATER LORIDE REQUIREMENTS AT TREATED LUMBER.TYPICAL NAILING NOT SHOWN PER PLAN DETAIL,OR 2.BROOM TO JOIST (3)0.131'X 7.5'E NNS EA END z
ON SHALL NOT BE USED. SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER NC TABLE 2304.9.1 OR TO 3.1X6 OR LESS SOUR.TO.6T. (2)0.131'X 25'FACE NAIL
B ANCHOR
EE BCT LAT. LATERAL THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY THE FASTENING SCHEDULE ON SHEET S1.1. 4.WOER THAN IX6 SEEM TO JSL(3)0.131'%2.5'FACE NAL m
ADD ADDITIONAL LB. POUNO(5) CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL 5 Y 9166.001 TO.61/IROER (7)0.148'X 3.25'BUND&FACE Ra m m
ADJ. ADJACENT LB. LAG BOT(S) ERECTION.BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE FOUR WEEKS PRIOR TO PLACING CONCRETE.MIX DESIGNS SHALL BE REVELLED FOR NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS IZRM JOST TO TO'PLATE (I)0.148 X 325'Al 12'G.E.MELALUM. ALUMINUM LG LONG(ITUONAI PROPERLY SUPPORTED. CONFORMANCE TO INC SECTIONS 1904 AND 1905 FOLLOWS 24.BN.T-UP OAND O BEAMS (1)0.148"%125'AT 1Y EA NM STAGGERED O1 0
ALT. ALTERNATE LGTH. LENGTH VI i m
APPRX. APPROXIMATELY) LOAF UGIT GAUGE METAL FRAMING THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL MORK.THE CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: NAL SIZE DIAMETER LENGTH ry
LLB LONG LEG HORIZONTAL -CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, 8d 0.131" 2.5' g1 W m
A ASSEBCT(URAI) UV LONG LEG VERTICAL SHORING,AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES CALL THE 28 DAY MAX MAX AIR SPECIAL LOCATION 10d 0.148• 10' H
ASSYUTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-332-2344. STRENGTH W/C SUMP ENTRAINMENT NSPECTWN AND
CR u
BEL BELOW LT.WI, LIGHT HEIGHT
B. BOTTOM LSH LONG SLOTTED HOLE(S) fc(PSI) RATIO (INCHES)(PERCENT) REQUIRED APPLICATION 16d 0.162' 3.5'12d 0.148"
C.`
BEN BOUNDARY EDGE NAILING LW. UGIT WEIGHT 01100:CODE CONSTRUCTION
2500 0.45 411 011 NO FOOTINGS .4' W 0
B.F, BRACED FRAME ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2014 ORSC(2014 OREGON UNLESS NOTED OTHERNSE PER SHEARWALL SCFHEDULE OR PLANS ANCHOR BOTS AT C
3000 0.45 411 531 NO EXTERIOR SLAB m
BLDG BUILDING MAS MASONRY STRUCTURAL SPECIALTY CODE)AS ADOPTED BY WASHINGTON COUNTY,OREGON. 911 PLATES SHALL BE 5/8'DIAMETER NTH Y MINIMUM EMBEDMENT INTO CONCRETE N
DRIVEWAYS,CURBS,WALKWAYS,PATIOS,PORCHES,SILYN E
BILK BLOCK MASH. MASONRY AND SHALL BE SPACED NOT MORE THAN 4 FEET APART, THERE SHALL BE A MINIMUM s_ E.1 n
BLXG BLOCKING MAT. MATERIAL WEATHER AND GARAGE FLOORS 7 d.
0201 DESIGN LOADS OF TWO BRITS PER SILL PIECE WITH ONE BRIT LOCATED NOT MORE THAN 12'NOR HESS x
BCW. BELOW MAX MAXIMUM 2500 150 511 011 NO ALL OTHER CONCRE Tri
BM. BEAM M.B. MACHINE BOLT LIVE LOADS THAN 4.5'FROM EACH END OF THE PIECE. A 3'%3"X1229'PLATE WASHER SHALL BE U m
MU BEAMRICK MASONRY UNIT MBM METAL BUILDING MANUFACTURER DECK(SNOW) 25 PSE ONE COMPRESSION LEST MINIMUM SHALL BE COMPILED FOR ESERY 150 YARDS OR PROVIDED FOR ALL ANCHOR BOLTS(00 NOT COUNTER-SINK PLATE WASHERS), A 17/16' m m
BN BOUNDARY RARING MEC. MECHANICAL DEN(USE) PSE ` 0 SQUARE FEET CF SURFACE AREA FOR EACH MIX DESIGN PLACD EACH DAY.A X 1 3/4'DIAGONAL.SLOTTED HOE N THE 3'X 3'PLATE WASHER IS ALLOWED NTH A N N
BNDRY. BOUNDARY M.E.J.MASONRY EXPANSION JOINT SNOW LOAD DESIGN DATA: TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLNDERS MADE FROM THE SAME STANDARD CUT WASHER.
B.O. BOTTOM OF LEZL. MEZZANINE Pg
AND TESTED AT THE SPECIFIED AGE.ADDITIONAL CYLINDERS MAY BE MADE FI
Pg=20 PSN,P1=14 Pg,Ce=1.0,Ls=1.0.Ct=1.0, NFORYATION REGARDNG POST TENSIONING FORM REMOVAL,STRENGTH DE MENT.',
8.0.E BOTTOM OF EXCAVATIONGMFR MANUFACTURER JOST josB AND AAE HNXWRS
B.QF. BOTTOM OF FOOTING WN. MINIMUM OTHER1.N PURPOSES CONCRETE SHALLELOT ACCEPTABLE E: t JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY
BROG BRIDGE(ING) MISC. MISCELLANEOUS RIND DESIGN DATA(UPI.IF7} 1.NO HEST FALLS 500 PSI BELOW THE SPEpFlED STRENGTH , SMPSON STRONG-TIE EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY U
MEL KETAL BASIC WORD SPEED: 120 MPH(UCL)93 MPH(ASI)) 2.THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FAIL' '' "'
BRG BEARING RIND IMPORTANCE FACTOR Ir=1.0 BELOW THE SPECIFIED STRENGTH. ENGINEER OF RECORD.JOIST AND BEAM HANGERS SHALL RE PER PIANS OR DETAILS ? '
BTM' BOTTOM WIND EXPOSURE: EXPOSURE B CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING
B1WI1. BETWEEN (N) NEW TOPOGRAPHICAL FACTOR Mt=1.0 AT NO ADDITIONAL EXPENSE TO THE OMNER
KCB. NON-LOAD BEARING INTERNAL PRESSURE COEFFICIENT: GCpi-+/-0.18 06104:SIMIKA E OF WOO)'RA1WNC
C CAMBER NO. NUMBER - SHRINKAGE IN WOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO
CAME. CAMBERED) PCS NEAR SDE COMPONENT/CLADDING WIND PRESSURE: KC)=25 PSI" RESHORHNG WHERE REWIRED,SHALL CONFORM TO ACI 301 SECTION 4.6 SUBMI COMPRESSION OF ASSEMBLIES OF WOOD COMPONENTS PLUMBING ELECTRICAL AND
N.T.S. NOT TO SCALE PROPOSED RESHOING PLANS TO THE ENGINEER OF RECORD FOR REVIEW r7 9]-1 (3)2X8 A(I) � S.
CANT. CUBIC
VER(ED) N.W.GNOHMAL HEIGHT CONCRETE EARTHQUAKE DESIGN DATA: MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT y®TRIM 4.1... WM DID •040,,,,,..M i sol 1
CF CUBIC FOOTSEISMIC IMPORTANCE FACTOR le=1.0 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 I l IF NOT TO ACCOMMODATE 1/4 1101 PER FLOOR WOOD SHRINKAGE THE USE OF KILN DRIED P> q (77P) + T3
GI.P, CAST IN PLACE SPECTRAL RESPONSE ACCELERATIONS Ss=1.004 51=0.442 9PEpFIEO BY THE ARCHITECT. LUMBER AND PRONGING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO - 0 4 o
G3 CONSTRUCTION DONT O.G ON CENTER ,r•> _ _ •
Q CENTER UNE O.D. OUTSIDE DIAMETER SITE CLASS: 91E CLASS 0 a_
APPLJCATIW OF FINISHES RILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE. COL BELOW ] Z m w
O.F. OUTSIDE FACE SPECTRAL RESPONSE COEFFICIENTS SOS=0.735 STI=0.46 ••
III 1■��1CLR. CLEAR u
CLG CEILING O.H. OPPOSITE HAND SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY 0 oma,y�
COL COLUMN OPNG. OPENING BASIC FORCE RESISTING SYSTEMA BEARING WALL SYSTEM 06150 WOOD SWATTING ��� II' 4x8 II
5 11111
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CONC. CONCRETE DPP. OPPOSITE DESIGN BASE SHEAR: Cs=0.120 W STRUCTURAL WL102 SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE 'S 1 `S/ ,ORNT. ORIENTAIE(IW) 03101 RENFORCNG STEEL 7 SD- 9
CONN. CONNECTION RESPONSE MLXXFICATION FACTOR R=6.5(LIGHT-FRAME WALLS) REINFORCING STEEL DETAILING FABRICATION,ANO PLACEMENT SHALL BE PE: • AMERICAN PLYWOOD ASSOCIATION.5000 SHEATHING PANELS SHALL BE C-D NT APA
CONST. CONSTRUCTION 093 ORIENTED STRAND BOARD ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE 31B-05.REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS _, NTH EXTERIOR GLUE(CDX).ORIENTED STRAND BOARD(OSB)PANELS SHALL BE 3 Timm 3
CONT. CONTINUOS O.W.J. OPEN WEB MOST • - EXPOSURE 1.PANELS SHALL HAVE THE FOLLOWING THICKNESS,SPAN RATING AND 97-1 .HITT 50-1
CTSK COUNTERSINK 5130Q CEOTECf1MCAL NFYONIAIKN ASTM A-615 DEFORMED BARS GRADE 40 f 40 KSI FOR 3 BARS ONLY FASTENING UNLESS NOTED OTHERWISE PER PLAN: n < o
CTR. CENTER EO PAR. PARALLEL EARTHWORK MID FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL (P ) EDGE FIELD w v
( ) ENGINEERING RECOMMENDATIONS. ALL FOUNDATIONS ARE TO BE FOUNDED ON ASTM A-615 DEFORMED BARS GRADE 60(1p60 KR)FOR 14 BARS AND LARGER
CY CUBIC YARD P/C PRECASTNAILS NAILS n n j ry
PEN PANEL EDGE NAIL COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSED ASTM A-706 DEFORMED BARS GRADE 60(4=60 KSI)FOR ALL WELDABLE BARS .. •0O: 7/16'40/20 C-D APA COX TAC 8d AT 6' M AT 12' 2re 0 16'00 0
d PENNY(NAILS) PERP. PERPENDICULAR GEOTECHNICAL ENGINEER ASTM A-185 SMOOTH BAR(460 KSI)FOR WELDED WIRE FABRIC DOR;3/4'APA RATED SRURD-I-FLOOR OSB 40/20 TAG 10d AT 6' 10d AT 12' DEM FRAWNC o 0 0
DB DROPPED BEAM PLATE
UNE CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED NTH THE FOLLOWING PARAMETERS REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 811.4%WI.4 WELDED WIRE .'�C OR ,,_' Wim'7/I6'C-0 W/EXIERIOR GLUE SEE SCHEDULE SHEET 51.1 I u�O u u N' w
DBA DEFORMED BAR ANCHORS ALLOWABLE BEARING PRESSURE 2000 PSP FIBER MESH UNLESS NOTED OTHERWISE.PROVIDE LAP SPLICES PER THE LIP SPLICE "^
DBL DOUBLE ALL ROOF AND FLOOR SHEATHING PANELS SH/LLL BE INSTALLED FACE GRAIN v.�^
DCN DEMAND CRITICAL NEW PIJABG PLUMBINGPLACME EARTH PRESSURE(TOWING) 35 PCF SCHEDULE ON SHEET 56,0.REINFORCING STEEL AT ALL WALLS,SLABS,ANO FOOTINGS PERPENDICULAR TO SUPPORTS AND N A STAGGERED PATTERN UNLESS NOTED OTHERWISE
DEPT, DEPARTMENT PLYWD. PLYWOOD ACTIVE EARTH PRESSURE AT- 50 PCF .HALL BE CONTINUOUS AROUND CORNERS ELSE COINER BARS SHALL BE PROVIDED. m
( RES'i) PER PLAN.D BLOCKING AT INTERMEDIATE RIL AND ROH SHEATHINGHE THING SHALL NOT
D ET. DETAIL PSF POUNDS PER SQUARE FOOT PASSIVE EARTH PRESSURE 150 PH BE REWIRED UNLESS NOTED OTHERWISE PER PLAN. BIIEAALL SHEATHING SHALL BE n
H DOUGLAS FIR PSI POUNCE PER SQUARE INCH COEFFICIENT OF FRICTION 0.35 COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BLOCKED AT ALL EDGES WITH 2X CR 3X FRAMING PER SHEARWALL SCHEDULE
DIA DIAMETER P.T. PRESERVATIVE TREATED SOIL PROFILE SITE CLASS D CONCRETE CAST AGAINST EARTH SCALE:1/4'=1'-0' z 3
DIAD DIAGONAL PT POST TENSION(ED) - ..
!MPH. DIAPHRAGM ALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BURRING ALL BAR SIZES S @ 0
OM, DIMENSION QTY. QUANTITY INSPECTOR OR A UCENSED GEOTECHNICAL ENGINEER FORMED SURFACE EXPOSED TO EARTH OR WEATHER 1 DECK FRAMING PLAN s
DN. DOWN /5 AND STAMEN 1 1/2
cc
D.O. DITTO(REPEAT) R. RADIUS 01401 INSPECTIONS AND SPECIAL NSPEC71W5 REINFORCING STEEL SHALL RE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE 4
RAD. RADIUS THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED5 KX
OP. DEEP DIE; REFERENCE PRIOR TO CONCRETE PLACEMENT.REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT SEE ARLNECTINAL MANUFACTURED DRIERS RAE Snail AND CCNNECDON SEE AREIIECTIAUL MANUFACTURED RAL SYSTEM AND METER ,-
D.S DRAG STRUT BY THE LOCAL BUILDING DEPARTMENT. FOR ALL FUMING DESIGN BY -DEFERRED SUBMITTAL FOR ALL FLASHING DESIGN BY OTHERS-DEFERRED SUBMITTAL '- a
RFP, REFERENCE AS NOTED IN THE DESIGN DRAWINGS.MELDING OF REINFORCING STEEL SHALL NOT BE ,
DWG DRANK S DETAILS ENONEER OF RECORD TO REVIEW RAIL DEEMS NEMER OF RECORD M REYES RAL Y" < g v
�) PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NO LI-
PERMITTED REINFORCEMENT(ING) SPECIAL INSPECTIONS ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS
DW_ DMUS) ON THE DESIGN DRAWINGS CONNECTION FCR R01 CONSTRUCTION r r COWMEN FOIL RM CONSIPo1CeCN
R.F. RODRED FRAME OTHERWISE REQUIRED BY THE BUILDING OFFICIAL -COMPATABUTY. .ice - COPATABUTY
(E) EXISTING RO. RCVS OPENING 014011 STRUCTURAL OBSERVATION Iv PER PUNEA. EACH
,,
E L EACH ENO R.S. ROUGH SAWN STRUCTURAL OBSERVATION IS NOT REWIRED. 06071:PRESERVATIVE TREATED WOOD PROQUCTS y p T IX6 CARINAE BRAKE I (�� V
PRESERVATIVE TREATED WOOD SHALL BE REWIRED FOR ALL W000 THAT FORMS J[A 0.131x3'NMS NOTE IF 01127 HARDWARE o I r Dr
E.F. EACH FACE W/(3)fid Ell bT, r arc TO JOIST
E.J. EXPANSION JOINT SOH. SCHEDULE 0402 QUALITY ASSURANCE REQUIEIIEN75 STRUCTURAL SUPPORT OF THE BUILDING BALCONIES PORCHES,OR SIMILAR PENMAN -•. LOCATED IN 05IID BAY z
SGL STRUCTURAL CCMP09TE WOOD THE QUALITY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTIONS BALDING APPURTUNENCES THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE BICC TO BEAU NATO BOOING BOTH
EL ELEVATION SCORED. SCHEDULE NOTED IN SECTION 01400 AND THE STRUCTURAL OBSERVATION NOTED IN SECTION 01401 PROTECTION FROM A ROOF,(AVE.OVERHANG OR OTHER COVERING TO PREVENTf g v • 1'r/ •.�` BAYS
ELEV. ELEVATOR $HT, SHEET HAZE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTAION NOTED N SUCH SECTIONS MOISTURE OR WATER ACCUMULATION AT THE SURFACE OR AT JOINTS BETWEEN MEM:-' 11 `�
EMBD. EMBEDMENT) SIN SIMILAR1li _---_•-
HAS BEEN PROVIDED. °1^u W.Wn )'41>as►[WIrW'I � � MWS► rrr
EN EDGE NAIL S.J. SHRINIEAGE CONTROL,DINT ALL W000 INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE s :.-, " '/�Q A)1111111 �� 'I s AIYI'1F1
ENG ENGINEER Wns:! j
SKW. SOWED) QUALITY ASSURANCE PLAN IS NOT REWIRED FOR STRUCTURES OF LIGHT MOOD FRAMING MASONRY FOUNDATION WALL LESS THAN B INCHES TRW EXPOSED EARTH. 'Y i ` ENR-1111 I I a_1111
EOPT. EQUIPMENT EG. EQUAL SQG SLAB ON GRADE NTH DESIGN SPECTRAL RESPONSE AT SHORT PERIODS,Sds,NOT EXCEEDING 0.50g. r, -" ''DIE
SPG SPAH(5)(NG) POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A""
E.W. EACH WAY QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR NIDD EXPOSURE B WHERE BASO NND CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT NTH THE EARTH. X' A,
SPEC. SQUARE W(s) .JOIST BLOOM TfII PER RAN OTI2Z PER RAN
EXST, DOTINCip
G SO, SWARF SPEED IS LESS THAN 120 MPH. I �� A - N
EXT. EXTERIOR SID. STANDARD L IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 NCH 2)0.228'IXA Led TM TRW REARCH.
STGR STAGGER SUMMARY:A QUALITY ASSURANCE PLAN IS NOT REQUIRED BY CODE FOR THIS ABOVE THE SAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE ASIFNERS W Y INK
FAB. FABRICATION STIFF. STIFFFNER(S) STRUCTURE. BARRIER PERORATION N MM AT JOISTS PER PIAN 9DEGEA/E11 ND EA 4..7FB FLUSH BEAM STIR.HL STIRRUPS) 2. IF IN AN ENCLOSED CRAW.SPACE OR AN UNEXCAVATED AREA WITHIN THE - 2X PER PLAN W
FON. FOUNDATION SSTEEL •T LEDGER SQUARE POST TO MATCH /H•�
01701 EXTREMOUNTS BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PER OR PEDESTAL
FF. FINISH FLOOR SHRUG STRUCTURAL 0170O SEAM NOIR
FIN. FNISH(ED) STRUCT, STRUCTURAL INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL THAN 8 VICES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY NDE DTIII ASSY.AT NOTE BEN TO if POST WI PC
CODES &PERVIOUS MOISTURE BARRIER 6 FEET YM 0.G Ledge:LS Fmieses Mil
RG FLANGE SJSP. SUSPENDED(TW) :DATE ASSY WTHN 4 be per ICC ESR-1078
FIR FLOOR SYMM. SYMMETRICAL 3. SLEEPERS AND SILLS ON A CONCRETE SAB ON GRADE THAT DOES NOT HAVE FEET OF EACH END OF
FN FIELD(FACE)NAIL ALL S SIRE &PERVIOUS MOISTURE BARRIER SEPARATION NTH EXPOSED EARTH. DEIX r'4
F.O. FINISHED OPENING T. TOP ALL SITE CONSTRUCTION SHALL BE CONSISTENT NTH THE GEOTECHNICAL ENGINEERING ;3/4*=1'-0' SCAM:7/4'=I'-0' �`•1
F,QG FACE OF CONCRETE T.M. TOP AND BOTTOM RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT(SEE SECTION 4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF / (�
F.QM. FACE OF MASONRY TEMP. TEMPORARY O3C0)AND IN SUBSEQUENT DIRECTIVESCONCRETE OR MASONRY WALLS BELOW GRADE. TYPICAL DECK DETAILS 3 TYPICAL DECK DETAILS
FOS FACE OF STUD TAG TORQUE AND GROOVE
F.O.W. FACE OF WALL MK THICK(NESS) 02261 ETICAVAIIOI SUPPORT ANO PROTECTION _ _ _ rn
FRY. FRAME(ING) TNRD. THREADED EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS'ASSOCIATION AAL1�)
FS FAR SIDE TN TOE NAIL MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS OVER-EXCAVATE
D (AWPA)SPECIFICATION C2 MID C9 OR APPLICABLE STANDARDS VI
FT. FEET(FOOT) T.O W TOP OF SHEATHING(SLAB)
AREAS SHALL BE BACKNEED WITH LEAN CONCRETE OR PER CEOIECNICAL POST BRACINGN OR NOIE: ONE O
FR1W FRE RETARDANT MATED W1C0 LO.W. TOP OF WALL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE ALL FASTENERS(NAILS.BOLT5,ANCHOR BOLTS,PLATES,HANGERS ETC.)N . Y FRIT TML 5/e'DIA%6 1/Y UC BOLT AT ENO N
FIG. FOOTING NTH TREATED LUMBER SHALL RE CORROSION RESISTANT G-185 HOT DIPPED .D )-( ) L� (J
T7RANSV. TRANSVERSE
.0.5_ MP Cf STEE1EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE UNITS PER ASTM A153 OR STAINLESS STEEL . ( CONDITIONI,,,)
GA. GAUGE TTP. TYPICAL SPECIFIED BY LOCAL.STATE,AND NATIONAL SAFETY REGULATIONS456 GRACE VW)-ONLY I-1
GAMGALVAMZE(0) U.N,O, UNLESS NOTED OTHERWISE INSTALLATION OF CONSTRUCTION SHORING,IF REWIRED,SHALL BE PER THE SHORING CIE BGE AT END POSTS
W. (RADE BEAM ORAWNGS,NOTES,AND SPECIFICATIONS HOLING PER
GLB GLUE LAMINATED REAM U/S UNDERSIDE
ARCL + O
CRO. GRADE 06100:ROUGHALL tC
GMB GYPSUM WALLBOARD V. VERTICAL SAWN LUMBER SHALL CONFORM TO NEST COAST LUMBER INSPECTION BUREAU4h3 L MG ,L/ g/� z
GYP. GYPCETE VERT. VERTICAL 'GRADING AND ORESSNG RULES'NO 17 LATEST EDITION. SANS LUMBER SHALL. 5 __ ^ H N
VIE LEAFY N FIELD AND SURFACED DRIED.19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LOB r , N
H. HORIZONTAL FROM WEATHER AND PROVIDE FURTHER DRYING H ASSURED FRAMING TO MINIM - II ,- b
HD HOLDOIN W. WITH DEL) WOOD SHRINKAGE POTENTIAL ALL LUMBER EXPOSED TO HEATHER OR IN CONTACT i1�,1I'I� III III' I _ . . U
H.QG HOT DIPPED GALVANIZED W/ WITH CONCRETE OR MASONRY SMALL BE PRESERVATIVE TREATED UNA PER RAN. LUMBER --� ��,,�...AA
HDR. HEADER W/O WITHOUT SPECIES,GRADE AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS ® ,,v I `v A 00
MR HANGER WO. WOOD U.N.O.PER PLAN/SCHEDULE:
NOM HORIZONTAL W.H.S. WELDED HEADED STUDS Pb Fr Fes Fe E lip,.HORIZ. HOIZONTAL W.P, NORM POINT USE/LOCATION SPECES GRADE (PSI)(PSI) (PS) (PS)(PS) •t- O
HR HEADER WS. WELDED STUD JOISTS rr-IH.SB. HIGH STRENGTH BELT WT. WEIGHT 2X,3% HEM-FIR NO.2 850 150 405 1300 1.3E6 AT 2X'2 ~ xHT. HEIGHT W.W.F WELDED VIRE FABRIC
AT 18'QC.MAX OOO r�
D. INSIDE DIAMETER X-510 EXTRA STRONG LEDGERS r LSC STRINGER TO NI
I. N
LE INVERT ELEVATION XX-STG DOUBLE EXTRA STRONG - 5/B'OA LAG MT OR - 0
2X,3X DOUGLAS FIR-LARCH NO 2 900 180 625 1350 1.7E6
LF. INSIDE FACE YO YARD 4X DOUGLAS FIR-LARCH NO.I 1000 180 625 1500 1.7E6 ,�, P,.POST PER PIAN )
BEAM4S AND P DOUGLAS FIR-LARCH NO.2 900 180 625 1350 1.6E6 - TALL POST BRACING HEIGHT=10.-0") STRINGER TO DEC(
6X DOUGLAS FIR-LARCH NO.I 1200 170 625 1000 1.6E6 KTS 3/A-1-0' S D 1
4 NOT USED 5 TYPICAL DECK DETAILS