Plans 1 ABBREVIATIONS 2 STRUCTURAL NO
& AND IN, INCHES) 010:41 GENERAL REQUREYENTS 03009)CONCRETE 06102 FRAIWNG NOTES 4 ROUGH FRAMING NAILING SCHEDULE
0 AT NFO. INFORMATION THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPEOFlCATIONS ANY CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE FRAMING CONNECTORS,ACCESSORIES,AND FASTENERS AS NOTED IN THE PLANS AND m
FEET(FOOT) INT. INTERIOR DISCREPANCY FOUND BETWEEN THE DRAWINGS NOTES,SPECIFICATIONS SITE CONDITIONS STANDARD AC 318-05'BUILDING CODE REQUIREMENTS FOR STRUCTURAL DETAILS SHALL BE AS MANUFACTURED BY SIMPSOM STRONG-TIE.EQUIVALENT HARDWARE -
• INCH(INCHES) AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECORD,INSTALL ALL HARDWARE MUM FRAMIG MUM SCHEDULE ON DED OF E C TAIL 23019.1) m
/ POUND(S),NUMBER ,ST JOST CORRECT THE DISCREPANCY IN WRITING ANY MORK COMPLETED AFTER DISCOVERY OF CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903.ADM SHALL BE PER MANUFACTURERS'SPECFTCADONS WHERE STRAPS CONNECT TWO MEMBERS CONxECDW FASEMNG H
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 WITH AO. SECTION TOGETHER,PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER.PROVIDE _
/ PER ARCHITECTURAL PLANS FOR OPENINGS,ARCHITECTURAL TREATMENTS,AND DIMENSIONS 36.CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AI SOUP BLOCKING AT AU.BEARING PONTIS SEE SECTION 06071 FOR FASTENER 1.J06T TO SILL OR ORDER (3)0131 %2.5'TOENAILS U
K KIPS(1000) NOT SHOWN.CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC.NOT SHOWN. ADMIXTURE CONFORMING TO IBC SECTION 19042.THE USE OF WATER SOLI REQUIREMENTS AT TREATED LUMBER TYPICAL NANNC NOT SHOWN PER PLAN,DETAIL,OR 2 BRIDGING TO,OST (3)0.131"X2.5"TOENAILS EA END Z
AR ANCHOR BOLT ION SHALL NOT BE USED. SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 CR TO 3. SOUL OR LESS STO T. (2)0131'X 25'FACE NAL - m
ABV ABOVE LAT. LATERAL THE CONTRACTOR SHALL PROVIDE RACING AND SUPPORT REQUIRED FOR TEMPORARY THE FASTENING SCHEDULE OR SHEET S1.1. 4.HIDER THAN TX6 SUBLR TO J61.(3)0.131'X 2.5'FACE NAL
ADD. ADDITIONAL LB. POUND(S) CONSTRUCTION LOADS ANO FOR STRUCTURAL COMPONENTS AS REWIRED DURING THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL 5 2'SUALOOR TO ET./GIRDER (2)0.148'X 3.25'BOND A FACE NAL N m
ADJ. ADJACENT LR LAG BOLT(S). ERECTION.BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE FOUR WEEKS PRIOR TO PLACING CONCRETE.MIX DESIGNS SHALL BE REN NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS 12RIM JOST TO TOP PEAT (1)0148 X 3.25"AT 12'S.C.TOENAIL
PROPERLY SUPPORTED. CONFORMANCE TO IBC SECTIONS 1904 AND 1905• FOLLOWS v1' `O
ALUM. ALUMINUM LO LENGTH AL) 24.BILT-UP GIRDERS AND BEAMS (1)0.148"X 325"AT 1r FA.EDGE STAGGERED c
ALT. ALTERNATE LORE LENGTH THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK THE CONCRETE TAX DESIGNS SHALL MEET THE FOIOWING REQUIREMENTS NAIL SIZE DIAMETER LENGTH rn"m
APPRX APPROXIMADE(LY) LOMF LIGHT GAUGE METAL FRAMING CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION,
ARCH. ASSEMBL TONAL) LLJI LONG LEG HORIZONTAL Bd 0.131' 2.5' UI 61 m
SHORING AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERDES CALL THE .28 DAY MAX MAIL AIR SPECIAL LOCATION
N
ASSY ASSEMBLY LLV LONG LEC VERTICAL UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-332-2344, STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND 10d 0148" 30" C w
B. BOTTOM LSH LONG SLOTTED HOLE(5) 12d 0.148' 325" II
BEL BELOW LT.WT. LIGHT WEIGHT Fa(PSI) RATIO (INCHES)(PERCENT) REWIRED APPUCATIONA-. 16d 0.162' 35' C °1
BEN BOUNDARY EDGE NAILING LW. LIGHT WEIGHT 01100 CODE REOWIEIEN1S C 11
B.F. BRACED FRAME 2500 0.45 411 011 NO FOOTINGSW of>,
ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2014 ORSC(2014 OREGON UNLESS NOTED OTHERWISEBE 'ED MET R WI Sr MINIMUMNMR PLANS,BEDMANCHOR BOLTS AT
BLDG BUILDING MAS MASONRY 3000 0.45 411 5±1 NO EXTERIOR SILL PLATES SHALL BE 5/8' 0
BLS BLOCK MASH. MASONRY STRUCTURAL SEECIALTY CODE)AS ADOPTED BY WASHINGTON COUNTY,OREGON. DRIVEWAYS,ORBS WALKWAYS PATIOS,PORCHES,STEPS E DIAMETER WITH EMBEDMENT INTO CONCRETE p n TTI
AND SHALL BE SPACED NOT MORE THAN 4 FEET APART, THERE SHALL BE A MINIMUM
BUM. BLOOONG MAT, MATERIAL 0209)DESIGN LOADS WEATHER AND GARAGE FLOORS OF TAO BOLTS PER TILL VASE WITH ONE BOLT LOCATED NOT MORE THAN 12'NOR LESS 7 X 1.
81W. BELOW MAX MAXIMUM ME LOADS 2500 0.50 511 011 NO ALL OTHER CON N vi
8TH. BEM O M.B. MACHINE BOLT DECK(SNOW) 25 PSF IRAN 4.5'FROM EACH ENO OF THE PIECE. A 3"%2'X0.229"PLATE WASHER SHALL BE U z m
BMU BRICK MASONRY UNIT MEN METAL BUILDING MANUFACTURER ONE COMPRESSOR TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 OBC YARDS OR PROVIDED FOR ALL ANCHOR BOLTS(DO NOT COUNTER-SINK PLATE WASHERS). A 17/ifi' �!
BN BOUNDARY BALING MECH, MECHANICAL DEO((LIVE) 40 PSF 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESCH RA.'ED EACH DAY. X 1 3/4'DIAGONAL SLOTTED HOLE IN THE 3'X 3'PLATE WASHER IS ALLOWED MIM A m a
BRINY. BOUNDARY M.E.J.MASONRY EXPANSION JOINT
SNOW LOAD DESIGN DATA: TEST SHALL BE THE AVERAGE STRENGTH OF MOO CYLINDERS MADE FR E STANDARD WT WASHER to N
B.O. BOTTOM OF 1EZZ. MEZZANINE SAMPLE AND TESTED AT THE SPECIFIED AGE ADDITIONAL CYLINDERS Y
Pg=20 PSE,PI=I4 PSE,Ce=1.G Is=1.0,Ct=1.0.
8.0.1. BOTTOM OF EXCAVATION MFR MANUFACTURER INFORMATION REGARDING POST TENSIONING,FORM REMOVAL,STRENGTH OPAL 06102 JOIST AMD��TANAGERS
B.O.F. BOTTOM OF FOOTING MIN. MINIMUM OTHER PURPOSES CONCRETE SHALL BE ACCEPTABLE IF: - (--
MISG MISCELLANEOUS WIND DESIGN DATA(UPLIFT): 1.NO TEST FALLS 500 PSI BELOW THE SPEOFlED STRENGTH LIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY
BRRDG BBEAIGED(ING) MTL METAL BASIC GOND SPEED. 120 MPH(ULT.)93 MPH(ASD) 2 THE AVERAGE OF ALL SETS OF 3 COMSEOnVE TESTS DOES NOT FALL 9YPSOM STRONG-SE.EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY U
WIND IMPORTANCE FACTOR Iw=1.0 BELOW THE SPECIFIED STRENGTH. ENGINEER OF RECORD.JOSE AND BEAM HANGERS SHALL BE PER PLANS OR DETAILS
BTM' BOnOM WIND EXPOSURE: EXPOSURE B CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTI
BRAN. BETWEEN (N) NEW
N.LB. NON-LOAD BEARING TOPOGRAPHICAL FACTOR Kzt=1.0 AT NO AOg710NAL EXPENSE TO THE OWNER
C CAMBER NO. NUMBER INTERNAL PRESSURE COEFFICIENT: GCpi=+/-0.18 O6fOk SNNAME OF WOOD FRAMING
CAME. CAMBER(ED) N.S. NEAR SIDE COMPONENT/CLADDING WIND PRESSURE: P(C)=25 PS' RES ORING WHERE REQUIRED.SHALL CONFORM TO AD 301 SECTION 4.6. SHRINKAGE IN MOOD FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO
N.T.S. NOT TO Sf•AIF PROPOSED RESTORING PLANS 70 THE ENGINEER OF RECORD FOR REVIEW. COMPRESSOR OF ASTUMBUES OF WOOD COMPONENTS PLUMBING ELECTRICAL,AND 1 'n
CANT. CANTILEVER(ED) MECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT 4c' SO-1 (3)1X8 A(I) S, i! a
OF CUBIC FOOT N.WGNRMAL WRIGHT CONCRETE EARTHQUAKE DESIGN OATH 2 8 TRIM RK POST LE.)..e2,.........."
SEISMIC IMPORTANCE FACTOR: le=1.0 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/ TO ACCOMODATE 1/4 NCIH PER FLOOR WOOD SHRINKAGE.THE USE OF KILN DRIED q, ++ E
C.I.P. CAST IN PLACE (111'.) A-7/ _
D.C. ON CENTER SPECTRAL RESPONSE ACCELERATIONS: Ss=1.004 SI=0.442 SPECIFIED BY THE ARCHITECT. LUMBER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO
GS CONSTRUCTION CENTER
JOINTAPPUCATW OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE. WI.BLOW -
O. CENTER UNE O.D. OUTSIDE DIAMETER SITE CLASS: SITE CLASS 0 d z m /w
CLC. CEILING O.F. WISOE FACE SPECTRAL RESPONSE COEFFICIENTS SETS=0.735 571=0.46 o,-
cc
DR PEAR O.H, OPPOSITE HAND SEISMIC DESIGN CATEGORY: SEISMIC DESIGN CATEGORY D III �����
COL COLUMN OPNG OPENING BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM 06169)WOOD SEATING 43,,%II' 4x8 ,Ay"'SI
GONG CONCRETE DPP. OPPOSITE DESIGN BASE SMEAR Ca=0.120 W 00101 RENFORCrIC STEEL
STRUCTURAL 6000 SHEATHING PANELS SHALL HAVE`A GRADE TRADEMARK OF THE 3 �� '!III 1..4..3 fS/ ,
CONN. CONNECTION ORNT. ORENTAIE(IOM) RESPONSE 4GOIFICAnOM FACTOR R=6.5(LIGHT-FRAME WALLS) REINFORCING STEEL DETAILING FABRICATOR AND PLACEMENT SHALL BE PER ACT AMERICAN PLYWO00 ASSOCIATION.WOOD SHEATHING PANELS SHALL BE C-0 INT APA 3• 17�
CONST. CONSTRUCTION 0058 ORIENTED STRAND BOARD ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE 318-05 REINFORCING STEEL SHALL MEET ME FOLOVANG REQUIREMENTS WITH EXTERIOR GLUE(WX).ORIENTED STRAND BOARD 091 PANELS SHALL BE '��� _
CONT. CONTINUOS 0(7. OPEN WEB JOIST EXPOSURE 1.PANELS SHALL HAVE THE FOLLOWING THICKNESS,SPAN RATING,AND
C7SK COUNER9NK 01300 GEOTEC/1CAL NFOMIAION SD-1 III SI-I
PAR. PARALLEL EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT 111TH THE GEOTECHNICAL ASTM A-615 DEFORMED BARS GRADE 40(1040 KS)FOR/3 BARS FASTENING UNLESS NOTED OTHERWISE PER PLAN:
CHR. CENTER(ED) ENGINEERING RECOMMENDATIONS ALL FOUNDATIONS ARE TO BE FOUNDED ON ASTM A-615 DEFORMED BARS GRADE 60(1060 KS)FOR 14 BARS GER. EDGE FIELD a v!
LY WBO YARD P/C PRECAST NAILS NAILS
E'EN PANEL EDGE NAL COMPETENT NATIVE MATERIAL(X9)BY OTHER MEANS AS DEFINED BY A LICNSEO • ASTM A-706 DEFORMED BARS GRADE 60(fy=60 NSI)FEB ALL WEND ARS I a N..
GEOTECHNICAL TARROOF: 7/16'40/20 C-D APA COX TAG 8d Al 6' 8d Al 12' Zd0 0 16-CC D I\
PERP. PERPENDICULAR ASTM A-185 SMOOTH BAR(160 KS)FOR WELDED OGRE FABRIC OIX FRAMING
U r
d PENNY(NAILS) BOOR:3/4'APA RATED SURD-I-FLOOR OSB 40/20 INC 10d AT 6' lOd AT 1T'
DB DROPPED BEAM PL PROPERTY UNE CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING PARAMETERS REINFORCING FOR SLABS ON(RADE SHALL BE 6X6 WI.4XWI.4 WELDED WIRE FABRIC OR SEEARWALL•7/16'C-D 0/EXTERIOR GLUE SEE SCHEDULE SHEET 2'.1
BBA DEFORMED BAR ANCHORS RN PLAN I� LEDGER u 0
ALLOWABLE BEARING PRESSURE 260 PSE FIBER MESH UNLESS NOTED OTERWISE,PROVIDE LAP SPLICES PER THE LAP SPU u u m
DBL DOUBLE ALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN _
DEW DEMAND CIRCAL WELD PUBS PLUMBING ACTIVE EARTH PRESSURE(YIELDING) 35 PCF - SCHEDULE ON SHEET 56.0.REINFORONG STEEL AT ALL WALLS,SLABS,Alm FOO
PERPENDICULAR TO SUPPORTS AND W A STAGGERED PATTERN UNLESS NOTED OTHRWSE o SII
DEPT. DEPARTMENT PLYWO. PLYWOOD ACTIVE EARTH PRESSURE(AT-REST) 50 PCF SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PRO PER PLAN.BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT =1
DEL DETAIL PST POUNDS PER SQUARE FOOT PASSIVE EARTH PRESSURE 350 PCF BE REWIRED UNLESS NOTED OTHERWISE PER PLAN.SHEARWALL SHEATHING SHALL BE n
OF DOLLS FIR PS POUNDS PER SQUARE INCH COEFFICIENT OF FRICTION 0.35 COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BLOCKED AT ALL EDGES WITH 2%CR 3X FRAMING PER SHEARWALL SCHEDULE
DIA DIAMETER P.T. PRESERVATIVE TREATED SOIL PROFILE SITE CAA D
DIAG DIAGONAL PT POST TRSIOM(ED) CONCRETE CAST AGAINST EARTH SCALE:1/4'=1'-0' - c
DIAPH. DIAPHRAGMALL FOUNDATION INSTALLATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING ALL BAR TIRES 2' p 0
DIM. DIMSION ENQTY. QUANTITY INSPECTOR ORA UCENSED GEOTECHNICAL ENONEER FORMED SURFACE EXPOSED TO EARTH OR WEATHER
DN. DOWN 15 AND SMALLER 1 1/2' 1 DECK FRAMING PLAN s
D.O. DITTO(REPEAT) R RADIUS 01401 INSPECTIONS AND SPECIAL NSPECTIOMS rc
OP. DEEP RAD. RADIUS THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REWIRED REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SE ° SF ARCIIECTIIRAL YANUFACTII6➢RAI.SYSTEM AND CONNECTION SEE ARCHITECTURAL MANUFACTURED RA0.STSIBH AND CONNECTION < 6-
ELS DRAG STRUT REF. REFERENCE BY THE LOCAL BUILDING DEPARTMENT. PRIOR TE CONCRETE PLACEMENT.REINFORCING STEEL SHALL NOT BE P •. FOR AL FLASHING DE501 BY OTHERS-DEFERRED SUBMITTAL FOR ALL ELATIING DESIGN BY 0T16R5-DEFERRED SUBMITTAL = ii
DING. DRAWINGS) REFERENCE AS NOTED IN THE DESIGN DRAWINGS.WELDING OF REINFORCING STEEL SHALL
OF1NF, REINFORCEMENT NGPERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT /. DETAILS ENOQ.ER OF IECCD TO REVIEW RAL l'iI DETAES DOWER OF IQCOD TO REMO/RAL Y^ a � cai
OWL, DOWEL(S) (I ) SPECIAL INSPECT=S ARE NOT REWIRED FOR GROUP 0-3 OCCUPANCIES UNLESS 11
- v,
REG REWIRED OTHERWISE REQUIRED BY THE BUILDING OFFICIAL ON THE DESON DRAWINGS CONNECTION FM fall CONSTRUCTER CONNECTER FOR BY CONSTRUCT/ON
RF. Popp FRAME CLNPATABUTO COIPATABNT7
(E) EXISTING R.O. ROUGH OPENING 01401:STRUCTURAL OBSERRVAD0NPER P
EA EACH RS. ROUGH SAM '� RAN 0 W
E.E. EACH ENDSTRUCTURAL OBSERVATION IS NOT REWIRED. 060711 PRESERVATIVE TREATED 6000 PRODUCTS I W 0.13103' ° CI
PRESERVATIVE TREATED WOOD SHALL BE REWIRED FOR ALL WOO THAT FORM P.T.1X6 DIAGONAL BAC
E.F. EACH FACE SCR SCHEDULE g:.; W/(3)Bd EA.6I. 1 S<TO BWALS NOTE:F OTTZI HARDWARE d I I Z
E.A EXPANSION MINT SGL STRUCTURAL COMPOSITE 14000 0103:QUALITY ASSURANCE REQIIEYENT STRUCTURAL SUPPORT OF THE BUILDING BALCONIES PORCHES,OR SIMILAR P EN B 1'G O.MOIST LOCATED IN SECOND BAY z
E. ELEVATION SCHED. SCHEDULE THE QUALITY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTIONS BULGING APPURSJNENCES THAT ARE EXPOSED TO THE WEATHER WITHOUT AD TE �/ BLED TO BAY PROMOE BL000NG BOTH
NOTED IN SECTION 01400 AND THE STRUCTURAL OBSERVATION NOTED N SECTION 01401 PROTECTION FROM A ROOF.EAVE.OVERHANG OR OTHER COVERING TO PRE I :;' . BAYS
ELEV. ELEVATOR SHL SHEET HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENT/NON NOTED IN SUCH SECTIONS MOISTURE OR WATER ACCUMULATION AT DHE SURFACE OR AT JOINTS BETWEEN r � (" r
EMRD. EMBEDMENT) SM. SIMILAR HAS BEEN PROVIDED. ,$� � R.T> ► rrli•i IW�r=r rrr
EN EDGE NAIL Sl SHRINKAGE CONTROL JOINT ALL WOOD INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR 'yam I 4 '/ ev""5rlHlll I r ' aM�',IIIIFI
ENG ENGINEER SEW. 41E*Ep) QUALITY ASSURANCE PLAN IS NOT REQUIRED FCR STRUCTURES OF LIGHT WOW FRAMING MASONRY FOUNDATION WALL LESS THAN B INCHES FROM EXPOSED EARTH. 1 �I I II (� 30M0 jIT
EG EQUAL �Ij�iasn�jjjj / j asi.a
ED. EQUIPMENT
S.O.G. SLAB ON GRADE WITH DESNCH 9'ECTRAL RESPONSE AT SHORT PERIODS Sds,NOT EXCEEDING OSOg. 1.. ,p!,
EW EACH WAY SPC- SPACE(S)(NG) POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A
EXP. EXPANSION SPEC. SPEOFCATION(S) QUALITY ASSURANCE PLAN IS NOT REWIRED FOR WIND EXPOSURE B WHERE BASIC WIND CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT WITH THE EARTH.EXCEPT; LIST BLOD@1G I, ITD2Z CER OLA„ 07121 PER PLAN
EXST. DOSING S0. SQUARE SPEED IS LESS THAN 120 MPH.
��
EXT. EXTERIOR SID. STANDARD
I. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL.PEDESTAL CH 2)0.228'CIA LVA9V6 k TRIM RLAR(N
SW/ STAGGER SUMMARY:A QUALITY ASSURANCE PLAN IS NOT REQUIRED BY CODE FOR THIS ABOVE THE SAB AND SEPARATED THEREFROM BY AN IMPERVIOUS TA MENDS W 2'MNL `V
FAB. FABRICATION SIFT. STIFFRR(S) STRUCTURE. BARRIER IP6ENE0.LION V/4 2-
AT WIT
Fl JOSS PER RAN ` EA A3
FB FLUSH BEAM STIR STIRRUP(5) {��' .�
EDN. FOUNDATION SHL SLED. 2 IF IN AN ENCLOSED CRAWL SPACE CR AN UNEXCAVATED AREA WITHIN TH PER PLAN (1.)
TMAR
FF. FINISH FLOOR STRUC. STRUCTURAL ODDOM EXECUTION REQUIREMENTS BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PER OR PEDESTAL MORE • 'T 25 LEDGER AREBEAMSPOSTTO MATCH CI
FIN. FINISHED) SIRUCT. STRUCTURAL INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN ••VOE 01122 ASS'S AT NOTE FONT POSTTO W/PC
FLG FLANGE SUSP. SUSPENDED(RCN)(TSUSPENDED(RCN) CO ES IMPERVIOUS MOISTURE BARRIER. �, 16 FEET MA%S.C.0.G Ledge:Mak Fasteners
1 be P
FLO FLOOR MM. SYMMETRICAL 1001E ASSY.NDN„ N XE ESR-1078
I SLEEPERS AND SILLS ON A CONCRETE SLAB W GRADE THAT DOES NOT HAVE AN FEET OF EACH END OFli
FN FIELD(FACE)NAIL 02009)9TE CONSTRUCTER DEM
F.D. FINISHED OPENING T. TOP ALL 91E CONSTRUCTION SHALL BE CCNSSIENT NTH THE GEOTECHNICAL ENGINEERINGII
IMPERVIOUS MOISTURE BARRIER SEPARATOR WITH EXPOSED EARTH,
F.O.C. E(7
FACE OF CONCRETE LAB. TOP AND BOTTOM RECOMMENDATIONS AS NOTED IN TFL lEONICAL ENGINEERING REPORT(SEE SECTION4. LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIOR OF EXTERIOR SCALE;3/4'=1'-0' SCALE 3/4'=1'-0"
F.0.M. FACE OF MASONRY TEMP. TEMPORARY 01300)AND IN SUBSEQUENT DIRECTIVES. Crl
F.O.S. FACE OF STUD LAG TONGUE AND GROOVE CONCRETE OR MASONRY WALLS BELOW GRADE TYPICAL DECK DETAILS 3 TYPICAL DECK DETAILS
F.O.W. FACE OF WALL DHK. THINNESS) 02260 EXCAVATION SUPPORT NO PROTECTION COO
FRM. FRAME(ING) THRD. THREADED EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE
PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOO PRESERVERS'
F.S. FAR DDE TN TOE NAIL MATERIAL PR THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED (AWPA)SPECIFICATION C2 AND C9 OR APPLICABLE STANDARDS.
FT. FEET(FOOT) I.S.O. TOP OF SHEATHING(SLAB) AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER(EOTECI04CAL POST BRACING FOR MIL PROSEO
RTW FOE RETARDANT 19)6IEB WOW T.O.W. TOP OF WALL
RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE ALL FASTENERS(NAILS,BOLTS,ANCHOR BOLTS RATES HANGRS ETC)N ACT
POST EXCIDWG 7 BAC ON ONE SDE
FTG FOOTING TRANSV. TRANSVERSE NTH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPEDI AlliED FEET TALL 5/8'CIA%6 1/2-LAG BOLT AT ETD POST U
1.0.5. TOP OF STEP. EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE UNIT PER ASTM A153 OR STAINLESS STEEL (COSMO-(EYP) CONDOM a
GA GAUGE TSP. TYPICAL SPECIFIED BY LOCAL STATE AND NATIONAL SAFETY REGULATIONS 400 BRACE THP -OILY
GALV. GALVAN2E(0) CIE BRAC AT QD POSTS C/) I-a
GB. GRADE BEAM U.N.O. UNLESS NOTED OTHERWISE NSTAL1AnOM OF CONSTRUCTION SHORING,IF REWIRED,SHALL BE PER THE SHORING .~--I
4.
QB GLUE LAMINATED BEAN U/S UNDERSIDE DRAWINGS,NOTES,AND SPECIFICATIONS DEMING PER
CRO GRADE 06109)ROUGH FRAWO ARCH. V -� O
OWE GYPSUM WALLBOARD V. VERTICAL SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECT=BUREAUCD Z 44P4'" 26
GYP. GYPCRETE VERT. VERTICAL 'GRADING AND DRE5SNG RULES'NO.17 LATEST EDITION. SANTE LUMBER SH -4. - BI1(G __ /� A CO
NF VERIFY N FIELD AND SURFACED DRIED,19 PERCENT MAXIMUM OF ASE CONTENT. PROTECT R �j�,j'j� Ij�j, I / T O
H. HORIZONTAL FROM NEATER AND PROVIDE FURTHER DRYING OF ASSEYLED FRAMING TO MI �( "b
HD HOEDOWN W W!DE(WSTH) WOOD SHRINKAGE POTENTIAL ALL LUMBER EXPOSED TO WEATHER OR IN CWT 1 II / / III V
„.D.0. HOT DOTED GALVANIZED W/ WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O.PER PLAN r1 aj O
HOZ HEADER W/0 WITHOUT SPECIES GRADE,AND PROPRTES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS-. Cd /'1 an
HCL HANGER NO. WOOD UN.0.PER PLAN/SCHEDULE: ilrillW ®11.111111 I F--I
HORO. HORIZONTAL W.H.S. WELDED HEADED SUDS
HORI1 HORIZONTAL W.P. WORK PONTF6 Fe Fcp Fc E \ •. LC$ O
HR HEADER WS WELDED STUD JOISTS SPECIES GRADE (1'9)(1'9) (1'9) (1'9)(1'9) ^^
H.S.B. HIGH STRENGTH BOLT WT. MIGHT PT 2X12 STRINGERS ?'�4"GV-I 0 x
2X 3% HEY-FIR N0.2 850 150 405 1300 1.3E60
HL HEIGHT W.W.F. MELDED IMRE FABRIC v AT 18'S.C.YA% . l
CD. INSIDE DIAMETER X-STC EXTRA STRONG LEDGERS ... LSC SON(ER TO NY [-. AA
O
I.E. INVERT ELEVATION XX-SIC DOUBLE EXTRA SNUG 2X 3% DOUGLAS FIR-LARCH NO.2 900 180 625 1350 1.6E6 5/8"DIA LAG BCD OR �P
LF. INSIDE FACE 4X DOUGLAS FIR-LARCH NO.1 1000 180 625 1500 1.7E6 5/e"THRU BOLT(C0t9B)
YD YARD ,llir P.O.POST PER RAN
BEAMS AND POSTS (MAX 1NQ11=10'-0') STRINGER TO DEC(
40 DOUGLAS FIR-LARCH No.2 900 TOO 1350 1.6E6 RTS 3/4"=l•-D' TALL POST BRACING � 1
6X DOUGLAS FIR-LARCH NO. W 1 ,I 170 625 ,W7 1.6E6 4 NOT USED 5 TYPICAL DECK DETAILS S -