Plans (76) •
r /G., —14 16-) 9,
/ 1.5 2, 5/L,:` sY`/Gr c
11111 „,, 1
,,,,,.,
MI l b'[ Q R t{t
Archi t e c t s
.�` ZiCeuirelWay, Seiten8
Y RNkteed,Wasldegtoa 98633
/' f J - 1 i�mwommimminommom
n _................r_. Web:4www l6reeksR cam
%.00
or
immimiiiimoimmommumboion
b 0 AUG
fja KIRKLAND,WA.
imi—MINEMMIbim =Mr „.•
12,
ssse
MillIMMIlmo��� _ _ l OF QRS
—
1I_IriI
—MI MIIIIMMIIMINIMMIll MI
-I■I NM INIMIIMII = MI DECK - DECK
11Mm1iMi1m1I1m
iOINI_IiIE iNI
Ni
wIll
or
` IIIII�IIIIIII IIIIIII��IIII�II�'�I 11
- -__—_- —, \ .� DECK ,��in _ 1_ 1I
I�I�IIIIIIIIII�I IIIIIII____. 4,,,,,,,',T
IIIIII�I�I
... . —I.I ISI- _.i,
_,,.limiiir ', .' _1 ...
,., ,, , . ..... i., ,. 1)D , „,DROP DISTANCE FOR DROP DISTANCE FOR FOOTINGS = s` .j
FOOTINGS AND VERTICAL SINGLE FAMILY DECK REAR ELEVATION AND VERTICAL LENGTH OF DECK SINGLE FAMILY DECK SIDE ELEVATION ;�
SINGLE FAMILY DECK SIDE ELEVATION LENG H OF DECK POSTS POSTS VARIES.
VARIES. 1/4"=1'-O”
COd
V.I
06
Q 'ICE cn
COPY03
w
Lc 3
LL 6 0
C
R
a
16'-0" 16'-0" IL
8-0- 6'_0. 0 - it
/ MANUF.RAILING SYSTEM (3)2x8 P.T.& Q Q -
r -SURFACE OR FACE-ATTACHED (1)2x8 TRIM -wa OTT2Z RAIL POST LLEt
18"x18"x10"FTG. — 4x4 PT POST
® ® F SUPPORT POST BELOW W/(2)#4E.
2)4 EW 1 111111 I.1=2..I..111i11I,1 A AC44PDSTTCAP E ``
Deck - 0772Z 111111111111117
DECK A80VE
SPACEDDe DECKING
DTT2Z
(3)2x8P.T.& II(1)2x8TRIM (3)2x8 P.T.& C Q.i)2x8TRIMQEo
0
P.T1x6 ,_ w
glEbh
P.T.2x LEDGER BRACE,DIAGONAL
TYP. C� 0
SINGLE FAMILY DECK FLOOR PLAN SINGLE FAMILY DECK FRAMING PLAN .�
LL o
z
CD c
C) aa)
C
0
Cl) a
g
i
ex Jeb No_ 12-11
9 SI
Sheet Na.:
Al
Sheet Order. A S D
e
1 ABBREVIATIONS 2 STRUCTURAL NOT --
& AND N. INCHE(S) WOOD GENERAL MOMENT:NTS 030OD CONCRETE 06102 FRAMING NOTES 4 ROUGH FRAMING NAILING SCHEDULE c
O AT INFO. INFORMATION THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS ANY CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN MORE "TUTS FRAMING CONNECTORS,ACCESSORIES,AND FASTENERS AS NOTED IN THE PLANS AND
FEET(FOOT) INT. INTERIOR DISCREPANCY FOUND BETWEEN THE DRAWINGS NOTES SPEOFICATICNS,STE CONDITIONS STANDARD AO 318-05 BUILDING COTE REQUIREMENTS FOR STRUCTUR:'w-.CRETE'. DETAAS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE.EQUIVALENT HARDWARE pOKil FRAM MAIM SNEOAE(N to O 6C WEE 21d.A1
• INCH(INCHES) ANO ARCHITECTURAL PLANS SHALL RECORD.REPORTED TO THE ARCHITECT WHO SHALL MAY BE USED WITH PRIOR APPROVAL BY ENGINEER OF RECO .INSTALL AU.HARDWARE )
1 POUND(S),NUMBER JST. JOIST CORRECT THE DISCREPANCY IN WWTNG ANY WORK COMPLETED AFTER DISCOVERY OF CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTOR 1903.ADMIXN.«" I. PER MANUFACTURERS SPECIFICATIONS WHERE STRAPS CONNECT TWO MEMBERS 0
e. EQUAL(S) JT. JOINT THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISE. REFER TO APPROVED BY THE ENGINEER Cf RECORD AND SHALL COMPLY WITH AO 318-. TOGETHER PLACE HALF OF THE REWIRED FASTENERS INTO EACH MEMBER. CONNEC710.V fASEMNG
PROVIDE 1. NET TO SILL OR GIROFR (3) SENI X 25 METALS
ES
2.BRIDGING TO.0150 (3)5J31'X 2.5 TOENAILS EA END
/ PER
K OPS(1000) ARCHITECTURAL PLANS FOR OPENINGS ARCHITECTURAL TREATMENTS AND DIMENSONS
NOT SHOWN.CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC.NOT SHOWN. 3.6.CONCRETE EUPOSEO TO FREEZING AND THAWING SHALL HAVE AN AIR E
ADMIXTURE CONFORMING TO RBC SECTOR 1904.2.THE USE OF WATER S0.0 •'.LOPoDE 501.10 BLOCKING AT AU.BEARING POINTS SEE SECTION 06071 FOR FASTENER (j
REQUIREMENTS AT TREATED LUMBER.TYPICAL HALING NOT SHOWN PER PLAN,DETAIL ORZ 7.1
A& ANCHOR BOLT IW SHALL NOT BE USED. SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER EC TABLE 2304.9.1 OR TO 1 1X6 OR LESS SEM.TO JST. (2)1135 X 2.5 FACE NAA - h
ABV. ABOVE LAT. LATERAL THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REWIRED FOR TEMPORARY THE FASTENING SCHEDULE ON SHEET 51.1. 4.WOR THAN I08 SIMO'LR TO 57.(3)0.177'%2.5 FACE NIS
ADD. ADDITIONAL LB. POUND(S) CONSTRUCTOR LOADS AND FOR STRUCTURAL COMPONENTS AS REWIRED DURING THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD •PROVAL 5 2.9JORLOOR TO JSL/CROER (2)0.145 X 125 BUND&FACE NM
AOL ADJACENT L& LAG BOLT(S) ERECTION.BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE FOUR NEEDS PRIOR TO PLACING CONCRETE.MIX DESIGNS SHALL BE REN '. NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL DIMENSIONS ARE AS I2IM JOIST TO TOP FLUE (1)0.148 X 325 Al IY D.C.VENOM H'
PROPERLY SUPPORTED. CONFORMANCE TO IBC SECTIONS 1904 AND 1905. °P o
ALUM. ALUYNUM LG LEONAL) 24BULT-UP ORDERS AND BEAMS (1)0.145 X 125'AT 1Y EA EDGE STAGGERED ALT. ALTERNATE LGN, LENGTHNGTH THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WWRK.THE CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS NAIL SIZE DIAMETER LENGTH 4-9"
Ers
APPRK APPROXIMAIE(LY) LGMF UGIHT GAUGE METAL FRAMING SI a LV
ARCH. ARCHITECT(URAL) LLH LONG LEG HORIZONTAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION.CALL 8d 0.131' 25' SI ur m
LLV LONG LEG VERTICAL SHORING ANO OTHER WORK WITHH ALL UTIUTES AND ADJACENT PROPERTIES CALL THE 28 DAY MAX MAX AIR SPECIAL LOCATION 10d 0.745 10' N H
ASSY ASSEMBLYUTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-332-2344. STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND m
B. ROTTEN LSH LONG S.OTTED HOE(S) 120 0.145 3.25 u
BEL BELOW LT.WT. LIGHT WEIGHT Fc(PS) RATIO (INCHES)(PERCENT) REWIRED APPUCATION: 16d 0.162" 15
BEN BOUNDARY EDGE NAILING LW. UCHT WEIGHT C'P
0100:CODE REQUIREMENTS 2500 0.45 431 031 NO FOOTINGSW w
B.F. BRACED FRAME AU.DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2014 ORSC(2014 OREGON - UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS ANCHOR BOLTS AT p
BLDG. BUILDING MAS MASONRY 3000 0.45 431 5±1 NO EXTERIOR SLAB ADE,.; SILL PLATES SHALL BE 5 5 DIAMETER WITH T MINIMUM EMBEDMENT INTO CONCRETE 1i $N
BEL BLOCK STRUCTURAL SPECIALTY COTE)AS ADOPTED 8Y WASHINGTON CWN1Y,OREGON. DRIVEWAYS,CURBS WALKWAYS PATIOS PORCHES STEPS E TO /
MASH. MASONRY WEATHER AND GARAGE FLOORS. AND STALL BE SPACED NOT MORE THAN 4 FEET APART. THERE STALL BE A MINIMUM
8.60. BLOCKING MAT. MATERIAL 02001 DESIGN LOADSOF TWO BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12'NOR LESS x
&W. BELOW MAX MAXIMUM 2500 0.50 5±1 0±1 NO ALL OTTER CONV AX
LAVE LOADS '"Y;" THAN 4.5 FROM EACH END OF THE PIECE. A 3'%3'X0.229'PLATE WASHER SHALL BE U m
BM. BEAM M,& MACHINE BOLT DECK(SNOW) 25 PSF PROVIDED FOR ALL ANCHOR BOLTS(DO NOT COUNTER-SINK PLATE WASHERS). A 13/15 x N
NU BRICK MASONRY UNIT MSM METAL BUILDING MANUFACTURER ONE COMPRESSION TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 -SBC YARDS OR ) m
BN BOUNDARY NAILING AIECH, MECHANICAL DECK(LAVE) 40 PSF 5000 SQUARE FEET SURFACE AREA FOR EACH MIX DESCH PLACED DAY.A X 13/4'DIAGONAL SLOTTED HOLE IN THE 3'X 3"PLATE WASHER IS ALLOWED WITH A N?w
BNDRY. BOUNDARY M.E.J.MASONRY EXPANSION JOINT SNOW LOAD DESIGN DATA: TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MAD STANDARD CUT WASHER.
B.O. BOTTOM OF MEZZ. MEZZANINE SAMPLE AND TESTED AT THE SPECIFIED AGE.ADDITIONAL Cri1NDE
Pg=20 PSE, , .0.Is=1.0,Ct=1.0, INFORMATION REGARDING POST TENSIONING FORM REMOVAL.STRENGTH- LOPMENT,OR
B.O.E. BOTTOM OF EXCAVATION MFR MANUFACTURER PI=14 PSECe=1OTTER PURPOSES.CONCRETE SHALL BE ACCEPTABLE IF: 06102 XIV AO FEAR HANGERS
B.O.F. BOTTOM OF FOOTING MIN. MINIMUM WIND DESIGN DATA(UPLIFT): 1.NO TEST FALLS 500 PSI BELOW THE SPECIFIED SIREHGTi JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTURED BY
,
BRDG BRIDGE(ING) MISCELLANEOUSBASIC WINO SPEED 120 MPH(ULT.)97 NPH(ASD) 2,THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL SMPSON STRONG-TIE.EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY U
BRG BEARING WIND IMPORTANCE FACTOR Iw=1.0 BELOW THE SPECIFIED STRENGTH ENGINEER OF RECORD.JOIST AND BEAM HANGERS SHALL BE PER PLANS OR DETALS
BTM' BETTOR WIND EXPOSURE: E1WOSURE B
CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESD
BIM. BETWEEN (N) NEW TOPOGRAPHICAL FACTOR KXt=1.0 AT NO ADDITIONAL EXPENSE TO THE OWNER
N.LB. NON-LOAD BEARING C CAMBER NO. NUMBER /ETERNAL PRESSURE COEFFICIENT: GCpi=+/-0.18 06101:SFR/IMAGE OF 1100 FRAYING
COMB. CAMBERED N.S. NEAR SDE COMPONENT/CLADDING WIND PRESSURE: P(C)=25 PT RESHORING,WHERE REWIRED,SHALL CONFORM TO AC 301 SECTION SUBMIT •
SHRINKAGE IN WOW FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO
PROPOSED RESHORING PLANS TO THE ENGINEER OF RECORD FOR REN COMPRESSON OF ASSEMBLIES OF WOOD COMPONENTS. PLUMBING.ELECTRICAL.AND 2
CANT. CANTILEVER(ED) N.T.S. NOT TO SCALEMECHANICAL SYSTEMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT M:' SD-I (3)TMT&(1) q4�' �'yyi S e
N.W.GNORMAL WEIGHT CONCRETE EARTHQUAKE DESON DATA 2X8 TRIM RAA.POST .>'
O CUBIC FOOT SEISMIC IMPORTANCE FACTOR le=1.0 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 TO ACCOMMODATE 1/4 NCH PER FLOOR WOOD SHRINKAGE.THE USE OF KILN DRIED 1. (TIC.) ;�A�t 'C';',.'1:.:1'
•� -
C.I.P. CAST IN PLACE UMBER AND PROVIDING A DRYING PROCESS TO THE FRAYING MEMBERS PRIOR TO - .
C.J. CONSTRUCTION JOINT 0.0. ON CENTER SPECTRAL RESPONSE ACCELERATORS Ss=1.004 S=0.442 SPECIFIED BY THE ARCHITECT. COL BROW - _ - C z,
CI. CENTER UNE O.D. OUTSIDE DIAMETER STE CLASS SITE CLASS 0 APPLICATION OF FINISHES WILL HELP CONTROL BUT WILL NOT ELIMINATE SHRINKAGE. a z m 0 w
0.G CEIUNG O.F. QUTSDE FACE SPECTRAL RESPONSE COEFFICIENTS 515=0.735 SDI=0.46
OUR. CLEAR O.H. OPPOSITE HAND SEISMIC DESCN CATEGORY: SEISMIC DESIGN CATEGORY D II ����� 2
COL COLUMN OPNG OPENING BASIC FORCE RESISTING SYSTEM: BEARING WALL SYSTEM O616D WOOD SEATING r2� II' 4.8 ~ �d•+'S �
GONG CONCRETE DPP. OPPOSITE DESIGN BASE SHEAR: Co=0.120 W 8310D��CRCIIC STEEL
,. STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF 114E lj in ti /03 i ',
CONN. CONNECTION CNNT. ORIENTATE(ION) RESPONSE MODIFICATION FACTO& R=6.5(UGHT-FRAME WALLS) REINFORCING STEEL DETAILING,FABRICATION,AND PLACEMENT SHALL BE Pt,fi• AMERICAN PLYWOOD ASSOCIATION.WOOD SHEATHING PANELS SHALL BE C-D INT APA II
(,
CONST. CONSTRUCTION OSB ORIENTED STRAND BOARD ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORD: 318-0S REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS WITH EXTERIOR GLUE(COX).ORIENTED STRAND BOARD(OSI)PANELS SHALL BE 3 mem __ 3
CONT. CONTINUOS O.W.J. OPEN WEB JOIST EXPOSURE 1,PANELS SHALL HAVE THE FOLLOWING THICKNESS SPAN RATING,AND SD-1 laIIII' SD"'
CTSK CWNIERSNK 01302 GEOTECHNICAL Y OMI/ ION ASTM A-615 DEFORMED BARS ERRE 40 1 40 KSI FOR FASTENING UNLESS NOTED OTHERWISE PER PLAN: n rn
CTR. CENTER(ED) PAR. PARALLEL EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE GEOTECHNICAL (p ) /3 BARS ONLY \
CY CUBIC YARD P/C PRECAST ENGINEERING RECOMMENDATIONS ALL FOUNDATIONS ARE TO BE FOUNDED ON ASTM A-615 DEFORMED BARS GRADE 60(fy=60 KS)FOR�4 BARS AND UR NDACLlS NAILSF� II� ¢ ,� w•'-''PEN PANEL EDGE NAIL COMPETENT NATIVE MATERIAL CR BY OTHER MEANS AS DEFINED BY A LICENSED ASTM A-706 DEFORMED BARS GRADE 60(1p60 KSI)FOR ALL WELDABLE BARS ROOF: 7/15 40/20 C-0 APA COX TAG Bd AT 6' Bd AT 12' 2.8 0 16'0C o m
PERP. PERPENDICULAR GEOTECHNICAL ENGINEER. ASTM A-185 9100TH BAR(Ir60 KS)FOR WELDED WIRE FABRIC DECK FRANNC
d PENNY(NAILS) FLOOR:3/4'APA RATED ST1RD-I-FLOOR 058 40/20 TAG 10d AT 6' 10d Al 12' � � o
DB DROPPED BEAM RI- PLATE CONVENTIONAL FOUNDATIONS HAVE BEEN DEBONED'WITH THE FOLLOWING PARAMETERS REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC OR SHEARWALL;7/16'C-D 0/EXTERIOR GIDE SEE SCHEDULE SHEET 51.1 w HE
DBL DEFORMED BAR ANCHORS PE PROPERTY UNE ALLOWABLE BEARING PRESSURE 2000 p5F FIBER MESH UNLESS NOTED OTHERWISE.PROVIDE LAP SAUCES PER THE LAP _ _ u LEDGER u u u u o
DBL DOUBLERANALL ROOF AND FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN
FEN -
DCW DEMAND CRITICAL MAD LMBG PLUMBING ACTIVE EARTH PRESSURE(SEEDING) 35 PCF SCHEDULE ON SHEET 56.0.REINFORCING STEEL AT ALL WALLS SLABS, PERPENOCUUR TO SUPPORTS AND IN A STAGGERED PATTERN UNLESS NOTED OTHERWISE
DEPT. DEPARTMENT PLYWO. PLYWOOD ACTIVE EARTH PRESSURE(AT-REST) 50 PCF SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL ED.
PER PLAN.BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT '^
SET. DETAJL P7 POUNDS PER SQUARE FOOT PASSIVE EARTH PRESSURE 350 PCF BE REWIRED UNLESS NOTED OTHERWISE PER PLAN.SEARWALL SHEATHING SHALL BE n
OF DOUGLAS FIR PSI POUNDS PER SQUARE INCH COEFFICIENT OF FRICTION 0.35 COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE BLOCKED AT ALL EDGES WIN 2%OR 3%FRAMING PER SHEARWALL SCHEDULE
DIA DIAMETER P.T. PRESERVATIVE TREATED SOIL PROFILE SITE CLASS DDS
DAG DIAGONAL PT POST TEENSON(TD) CONCRETE CAST AGAINST EARTH SCALE:1/4"=1'-5 z
DAPI. DIAPHRAGM ALL FWNDATKN RRSfAILATIONS ARE SUBJECT TO APPROVAL OF THE LOCAL BUILDING ALL BAR SIZES 3' o
DIM. DIMENSION QTY. QUANTITY INSPECTOR OR A UCENSED GEOTECHNICAL ENGINEER FORMED SURFACE EXPOSED TO EARTH OR WEATHER 1 DECK FRAMING PLAN s
ON. DOWN 15 AND SMALLER 11/2'
cd
5.0. DITTO(REPEAT) R. RADIUS 01402 INSPECTIONS AND SPEOAL INSPECTIONS 4
DP. DEEP RAD. RADIUS THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REWIRED REINFORCING STEEL SHALL BE ACCURATELY PLACED AND AOEWATELY SE DIN < cX
!� REFERENCE PRIOR TO CONCRETE PLACEMENT.RUNFORCING STEEL SIAL NOT BE FIELD BENT IXC SEE ARCHITECTURAL MANUFACTURED RAA.SYSTEM ABS CONNECTION SEE ARCHITECTURAL MANUFACTURED KALE SYSTEM AND CD WECDON
D.S. DRAG STRUT BY THE LOCAL BUILDING DEPARTMENT. t. C L1
REF. REFERENCE AS NOTED IN THE DESIGN DRAWINGS.WELDING OF REINFORCING STEEL SHALL NOT BE FOR ALL FLASHING OE94N BY OTHERS-DEFERRED SUBMITTAL- FOR AL BASING 05171 BY DINERS-DEFERRED SNHTTAL
DWG. DRANN 5DETARS ENGINEER O RECORD TO REVIEW RAE Y DETAILS ENGINEER O RECORD TO REVIEW RAE Y" o U
�) PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER O"RECORD EXCEPT AS NOTED
DOLL DOWIl(S RUNE. REWIREDEMEN7(ING) SPECIAL INSPECTIONS ARE NOT REWIRED FOR GROUP R-3 OCCUPANCIES UNLESS CONNECTION FIR RIM NbIMICTIW 1 I i COATCD011 FW ROA CONSTRUCTOR a
REQ REWIRED OTHERWISE REQUIRED BY THE BALDING OFFICIAL ON THE DESIGN DRAWINGS COffAABW1T, 1\ COIPAUB4ITC
(E) DOSING R.F. RIGID FRAME „ -
EA EACH R.O. ROUGH OPENING 01401;STRUCTURAL 0B5ERVATION PER PLN S c.
RS ROUGH SAWN STRUCTURAL OBSERVATION IS NOT REWIRED. 06071:PRESERVATIVE TREATED 1000 PRODUCTS ' Ci
EE EACH END PRESERVATIVE TREATED MOOD SHALL BE REWIRED FOR ALL 0000 THAT FORMS P.T.1X6 DIACONAL BRACE I !31 0.131X5 NMS NOTE:F DTT2Z HARDWARE o I E.F. I
EACH FACE W/(3)Be EA JST. ST TO BEAM
SCH. SCHEDULE 01402 WAUTY ASSURANCE REQUIREMENTS STRUCTURAL SUPPORT OF THE BUILDING,BALCONIES PORCHES,OR SIMILAR PERMLOCATED IN SECOND BAY z
E.J. EXPANSION JOINT SKS TO JaSI
EL ELEVATION SCL STRUCTURAL COMPOSITE WOOD THE WAUTY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE SPECIAL INSPECTIONS BUILDING APPURMUNENO THAT ARE EXPOSED TO THE WEATHER WITHOUT MEW _ �/ BUM TO BEAM PROVIDE&000MG BOTH
SCE. SCHEDULE NOTED IN SECTION 01400 ANO THE STRUCTURAL OBSERVATION NOTED N SECTION 01401 PROTECTION FROM A ROOF,EAYF,OVERHANG OR OTHER COVERING TO PREVENT BAYS
ELEV. ELEVATOR SHL SHEET HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTAON NOTED IN SUCH SECTORS MOISTURE OR WATER ACCUMULATION AT THE SURFACE OR AT JOINTS BETWEEN M "II .III= �' I'
EMBD. EMBED(MENT) SM. SIMILAR - a^��ni:. 4.>r Ti• ) Ii9e►,. WWW
EN EDGE NAILAS BEEN PROVIDED. .UTIs.{�61 � �'/ at�i 1111'lll I' �� ami IIIINI J
S.J. SHRINKAGE CONTROL DONT AU.N000 INSTALLED ABOVE GROUND AND RESTING ON AN EXTERIOR CONCRETE OR Ww ��A�
ENG ENGINEERWil�11i� iA`II A .M_111f
ED. EQUAL SKI. SKEWED) QUALITY ASSURANCE PLAN IS NOT REWIRED FOR Sds,STRUCTURES OF LIGHT CEED WOOD FRAMING MASONRY FOUNDATION WALL LESS THAN B INCHES FROM EXPOSED EARTH. _ �'
EQPT. EQUIPMENT S.O.S. SAB ON GRADE WITH DESIGN SPECTRAL RESPONSE AT SHORT PERIODS.SOA NOT EXCEEDING 0.508 yw>;;
E.W. EACH WAY SPC, SPACE(S)(NG) POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A
cID
EXP. EXPANSION SPEC SPECIFlCATON(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; JOIST BO%ING �, IT2Z PER PLAN DTT2Z PER PLAN
T. EXISTING 50. SQUARE SPEED IS LESS THAN 120 MPH. �E �I
•E%XT. EXTERIOR STD. STANDARD 1. IF LOCATED IN BASEMENTS ON A CONCRETE PIER OR METAL PEDESTAL 1 2)0.225 DIA Ledyyerlde .� TRH RLARCK. ���...AA
STGR STAGGER SUMMARY:A QUALITY ASSURANCE PLAN IS NOT REWIRED BY CODE FOR THIS ABOVE THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MO /STEERS W 2'YIR lV
FAB. FABRICATION STIFF. STIFFENERS) STRUCTURE. BARRIER PENETRATION 40 RW Al JOISTS PER PLAN R1CG W/A34 EA ,4„J
FB FLUSH BEAM STIR. STRR UP(S) 15 0.G STAGGERED 90E EA END �L
2 IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN PER PLN �✓
FON. FOUND/MON sit STEEL ZX LEDGER
017001 EXECUTOR REQ/RE14NT5 BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PER OR PEDEST SAARE PGST TO MATCH
FIN. FINISH(ED) SIRUCT. STH\
FIN. FINISH FLOOR STRUC. STRUCTURAL U READ WIDTH
RUCTURAL INSTAIUTON OF ALL STRUCTURAL COMPONENTS SHALL BE AS REWIRED PER All LOCAL THAN 8 INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY "NDE DTIII ASSY.AT NOTE: POST
W/PC
FLG FLANGE SUSP. SUSPENDED(TION) CODES IMPERVIOUS MOISTURE BARRIER 16 FEET MAX D.C. LedgWtol Fasteners MDACAP
LOCATE ASSY.STN 4 be 1N+ICC ESR-1078
FIR FLOOR SIMM. SYMMETRICAL FEET OF EACH END O
FN FIELD(FACE)NAIL MOOD SITE CONSTRUCTION
9l]:PERS ANO GLLS ON A CONCRETE SAB ON GRADE THAT ODES NOT HAVE AN DECK
F.O. FINISHED OPENING T. TOP ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING IMPERVIOUS MOISTURE BARRIER SEPARATION WITH EXPOSED EARTH. 5
SCALE INI
F.0.G FACE OF CONCRETE ChB, TCP AND BOTTOM RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT(SEE SECTION 4. LEDGERS AND FURRING ATTACHED DIRECTLY UTERIY TO THE INTERIOR IERI 3/4"=1'-5 SCALL 3/4'=1'-5 CV
F.O.M. FACE OF MASONRY TEMP. TEMPORARY 01300)AND IN SUBSEQUENT DIRECTIVES CONCRETE OR MASONRY WALLS BELOW GRADE.
FOS FACE OF STUD T,AG TONGUE AND GROOVE 2 TYPICAL DECK DETAILS 3 TOPICAL DECK DETAILS
F.O.W. FACE OF WALL TOLL THINNESS) 022801 EXCAVAMIY SUPPORT AND PROTECTION CA
FHM. FRAMEONG) THREE. THREADED EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOWN TO UNDISTURBED NATIVE PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' /H
FS FAR SIDE TN TOE NAIL MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER-EXCAVATED (AMA)SPECIFICATION CO AND CO OR APPLICABLE STANDARDS. T CING V/
FT. FEET(FOOT) T.O.S. TOP OF SHEA7HNG(SLAB) LLGEOTECHNICAL
BE BAGOTLLED WITH LEAN CONCRETE OR PER POSTS EXCEFq'=7 BRACE W OHNE SDE
O
AREAS SHA
MEW FTE RETARDANT TREATED 0000 TAR. TOP O WALL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE ALL FASTENERS(NABS,BOLTS
AN BOTS.PLATES HANGERS ETC)N CONTACT FEET TALL 5/8'DIA X 6 1/5 LAC BOLT AT ERE POST
FTG FOOTING TRANSIT! TRANSV RSE WITH TREATED LUMBER SHALL BE CORROSION RESISTANT C-185 HOT DIPPED GALVANIZED U
( )- ) CONDITION.
TOP OF STEEL EXCAVATION SLOPESSHALL BE SAFE AND SHALL NOT BE GREATER THAN THE OMITS PER ASTM A153 OR STAINLESS STEEL.
I„
GA GAUGE TIP TYPICAL SPECIFIED BY LOCAL.STATE,AND NATIONAL SAFETY REGULATIONS 4X6 BRACE(TSP)-DIET Z E-
GALY. GALVANZE(D)
GL GRADE BEAM U.N.O. UNLESS NOTED OTHERWISE INSTALLATION OF CONSTRUCTION SHORING F REWIRED.SHALL BE PER THE SHORING ONE BRACE AT END POSTS
GAB GLUE LAMINATED BEAM U/S UNDERSIDE DRAWINGS NOTES AND SPECEKATONS
OOONG PER -
GD. GRADE 061OD ROUGH MAIM ��
U '' z
MY GYPSUM WALLBOARD V. VERTICAL SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU16111:t
2.BUM //�'��
GYP. WORM VERT. VERTICAL 'GRADING AND DRESSING RULES'NO.17 LATEST EDITOR. SAWN LUMBER SHALL 1.--4 >Ni
VE VERIFY IN FIELD AND SURFACED DRIED,19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER ��� (^' y
H. HORIZONTAL FROM WEATHER AND"PROVIDE FURTHER DRYING OF ASSEYLED FRAYING TO MINIMIZE 7 I� .moi -0
HD HOEDOWN W WBE(W1DTH) WOOD SHRINKAGE POTENTIAL ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH F'AI'T' 1A ii I U
H.D.G HOT DPPED GALVANIZED WI WITH CONCRETE 0R MASONRY SHALL BE PRESERVATIVE TREATED U.N.0.PER PLAN. LUMBER .-,,,,,....����
HDR HEADER W/O WITHOUT SPECIES GRADE.MO PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS . WAIF ® �� I y Q 0
FM HANGER TO. V000 U.N.O.PER PLAN/SCHEDULE: illrilliMI V E
HORI HORIZONTAL W.H.S. WELDED HEADED STUDS tb Fr Fcp Fc E lir.
- •it mi U 0AR HORIZONTAL WP. WORK PONT USE/LOCAnON SPECIES GRADE (PSI)(PSI) (PS) (TPS)(PS)HR HEADIER W.S MELDED SND JDISTS 'P4;'H.S& HIGH STRENGTH BOLT WT. WIGHT AT 75 0.G MPT DCI2 � •.--I HL HEIGHT WORE WELDED WIRE FABRIC 2X 3% HEY-FIR N0.2 850 150 405 1300 1.3ELD. INSIDE DIAMETER X-STC EXTRA STRONG LEDGERS k 0
`"I.E. INVERT ELEVATION XX-SEG DOUBLE EXTRA S HONG USC STRNIXB D NI iJ-I
ZX 3X D O GLA FlR-LARCH NO 2 900 180 625 1350 1.6E6 BOLT CR
LF. INSIDE FACE BOLT(CIRSAD
YD YARD 4X DOUGLAS FIR-LARCH NO.1 1000 HMD 625 1500 1 ,llr PT.POST P09 PLAN
BEAMS AND POSTS (MAX HEIGHT=10-5) STRINGER TO DECK
4X DOUGLAS FIR-LARCH NO.2 900 180 625 1350 1DOUGLAS .
.< - 3/4'=5-5 TALL POST BRACING SD 1
6% DOUGLAS FIR-CABG,NO.1 1200 170 625 1000 ,. 4 NOT USED 5 TYPICAL DECK DETAILS