Plans (66) MILBRANDT ARCHITECTS Bulletin
25 Central Way, Suite 210 • Kirkland, WA 98033
Tel: (425) 454-7130 • Fax: (425) 646-0945
Bulletin#: MA-12 Date: 8-17-2016 ATTACHMENTS: MA-12
Job Name: RIVER TERRACE Job No: 15-03
This bulletin is in response to a request from the City of Tigard regarding a%"P.T.plywood
spacer strip being installed behind the deck ledger as shown on the attached MA-12 detail.
The attached MA-12 detail is approved by Milbrandt Architects to be used for the deck ledger
installation on the River Terrace project.
OFFICE COPY
CITY OP TIGARD
REVIEWED FOR CODE COMPLIANCE
Approved: 'N!
OTC:
Pcrmit #: I m fr 40-L6 - 0�7 a J,3
Address: 1,s---,1_,_c- s w --- GVf-.,s
Suite#:
By: }\' Date: -a, -j.
REVISION
Distribution: From: David Burnett
Polygon Northwest
Attn: Chris Walther
Phone: (360)695-7700
OFFICE COPY
REVISION
BUILDING PAPER
4 PRE-FLASHING, EXTEND 6"
ABOVE LEDGER, MIN.
METAL Z-FLASHING TYPE B
> SEE DETAIL /
SPACED DECKING
J
P.T. 2x
2 JOISTS
]- SEE STRUC. FOR
CONNECTION DETAILS
P.T. 2x LEDGER
' II\
P.T. PLYWOOD FUR STRIPS
Y" x 1Y"-2" AT EVERY LAG.
1\
TYPE A FLASHING
SEE DETAIL 19/15
PRE-FLASHING, EXTEND 2" BELOW LEDGER, MIN.
I
SIDING
BUILDING PAPER OR PRE-FLASHING;
EXTEND TO ABOVE DECK-TO-WALL FLASHING
DECK TO WALL FLASHING
0 SPACED DECKING
1-1/2" = 1'-O" SECTION
R317.1.1.1 Field treatment/ Field-cut ends, notches and drilled
holes of preservative-treated wood shall be treated in the
field in accordance with AWPA M4
PROJECT NAME RIVER TERRACE ARCH. JOB NO.: 1503 BULLETIN
DATE: 08-16-16 SCALE 1 1/2" = 1'-0" PAGE
PREPARED BY: DAVID BURNETT R . SHEETS: DETAILS MA-12
This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically.
C T ENGINEERING
INC 180 Nickerson St.
Suite 302
Seattle,WA 98109
(206)2854512(V)
(206)285-0618(F)
asolomon@ctengineering.com
BULLETIN
Date: August 17,2016 Number:CT-11 Project#: 15238
Project Name: River Terrace Attached: None
Subject: Deck Connection Detail(Spaced Decking)
Drawings Affected:
Description/Action:
This bulletin provides response to RFI, design clarifications and/or variation requests for the 'River
Terrace' project located in Tigard, Oregon.
Based on our review of Bulletin MA-12 (Deck to Wall Flashing—Spaced Decking), this is an
acceptable deck connection detail provided the fasteners attaching the ledger to the structure have
the required penetration to the rim/blocking per the structural deck details.
$GIN
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08/17/2016
CALL WITH ANY QUESTIONS
Issued by: Arnold R. Solomon Date: Aug. 17,2016
Distribution:
Contact Information:
Chris Walther Polygon Northwest Company
Angela Graiewski Polygon Northwest Company
David Burnett Milbrandt Architects
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1 ABBREVIATIONS 2. STRUCTURAL NOTES
8 AND N. INCHES) 01001 GENERAL REOINEIEN75 CONCRETE 0.300106101 FRAMING NOTES
0 AT INFO. INFORMATION THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS ANY CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE FRAMING CONNECTORS ACCESSORIES,AND FASTENERS AS NOTED IN THE PLANS AND 4 ROUGH FRAMING NAILING SCHEDULE m
FEET(FOOT) NT. INTERIOR DISCREPANCY FOUND BETWEEN THE DRYINGS NOTES,SPEOFlGTINS,STE CONDITIONS STANDARD AO 318-05"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE'. DETAILS SHALL BE AS MANUFACTURED BY STEPSON STRONG-TIE.EQUIVALENT HARDWARE o
• INCH(INCHES) AND ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL
i PWND(5),NUMBER UST. MUTT CORRECT THE DISCREPANCY IN WRITING.ANY WORK COMPLETED AFTER DISCOVERY OF MAY BE USED 111TH PRIOR APPROVAL BY ENGINEER OF RECORD.INSTALL AU.HARDWARE ROIXAH FRYING MMIC SCHEDULE(N la O 6C TARE 2301.9.1)
CEMENT ANO CONCRETE SHALL CONFORM TO IBC SECTION 1903.ADMIXTURES BE PER THANUFAC SPECIFICATIONS WHERE STRAPS CONNECT TWO MEMBERS
EQUAL(S) JT. JOINT THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S ALSO. REFER TO APPROVED BY THE ENGINEER OF RECORD ANO SHALL COMPLY NTH AO 318-055 SECTION TOGETHER PLACECE HALF OF THE REWIRED FASTENERS INTO EACH MEMBER.PROVIDE CONNECTER FASIEM S
/ PER ARCHITECTURAL PLANS FCR OPENINGS,ARCHITECTURAL TREATMENTS,AND DIMENSIONS 16.CONCRETE EXPOSE()TO FREEZING AND THAWING SHALL HAVE AN YR ENTRAINING SOLID BLOCKING AT ALL BEARING POINTS SEE SECTION 06071 FOR FASTENER 1.OW TO SU.CR=BOER (3)0131'X 2S TOENAILS U
K KPS(1000) NOT SHOWN.CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC.NOT SHORN. ADMIXTURE CONFORMING TO IBC SECTION 1904.2.THE USE OF WATER SOLUBLE CHLORIDE REQUIREMENTS AT TREATED LUMBER.TYPICAL NYWN UNG NOT SHOPER RAN,DETAIL.OR 2.BRIDGING TO MIST (3)0131"X2.5'TOENA5S EA END
AB. ANCHOR PER IBC TABLE 2304.9.1 OR TO 1 1X6 OR LESSAMOR TO ST. (2)0131"%25'FACE NAILZ BOLT ION SHALL NOT BE USED. SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE
ABV. ABOVE LAT. LATERAL THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY THE FASTENING SCHEDULE R SHEET 51.1. 4.DIXIE THAN 110;SUBILR.10 JSL(3)0131"X 25'FACE NAE
ADD. ADDITIONAL LB. POUND(S) CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REWIRED DURING THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR APPROVAL
ADJ. ADJACENT LB. LAG BOLT(S) ERECTOR.BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE FOUR WEEKS PRIOR TO PLACING CONCRETE.MIX DESIGNS SHALL BE REVIEWED FOR NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE COMMON NAIL OMENDONS ARE AS 5.Y SUBIT TO TO'PT-/EROER (2) 140 X 225'BUND . T NAIL m
ALUM. ALUMINUM LG LNG(ITUDINAL) PROPERLY SUPPORTED. CONFORMANCE TO IBC SECTIONS 1904 AND 1905. FOLLOW:
12JRW JOIST TO TIP RATE (1)0148X125'AT It 0.0 TOOES m
ALT. ALTERNATE LGTH, LENGTH 249U0T-UP p MO BEAMS (1)0148"X325'AT 12'EA WI STAGGERED
I o
APPRX APPROXIMAIE(LY) LOAF DONT GAUGE METAL FRAMING THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK THE CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS NAIL WE DIAMETER LENGTH
LC?=m
ARCH. ARDITECT(URAL) LLH LONG LEG HORIZONTAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, Bd 0.131' 2.5' a ry
ASSY ASSEMBLY LLV LONG LEG VERTICAL SHORING AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES CALL THE 28 DAY MAX MAX AIR SPECIAL LOGTIN `y w m
B. BOTTQI LSH LONG SLOTTED HOE(5)
12d 0.148'UTILITY LOCATE SERVICE PRIOR TO ANY MARK AT 1-800-332-2344. STRENGTH W/C SLUMP ENTRAINMENT INSPECTOR AND 10d 0.148' 10' ID a
BEN BOUBEL NDARY EDGE NAILING LW. LIGHT WIGHT 01101 OCOE REQIWEIENIS LT.wr. UCHT WIGHT fc(PS) RATIO (INCHES)(PERCENT) REWIRED APPUGTIN 16d 0.162' 155• w w
C.6
OF. BRACED FRAME ALL DESIGN MID CONSTRUCTION SHALL CONFORM TO THE 2014()RSC(2014 OREGON 2500 0.45 431 031 NO FOOTINGS UNLESS NOTED OTHERWISE PER MET R 011 SCHEDULE OR PLANS ANCHOR BOLTS AT W PN
BLDG BUILDING MAS MASONRY3000 045 431 531 NO EXTERIOR 9A8 ON GRACE, SILL PLATES SHALL BE 5/8"DIAMETER NTH Y MINIMUM EMBEDMENT 1170 CONCRETE C
&IC BLOCK MAST. MASONRY STRUCTURAL SPECIALTY CODE)AS ADOPTED BY WASHINGTON COUNTY.OREGON. DRIVEWAYS,CURBS,WALKWAYS,PATIOS,PORCHES,SIGPS EXPOSED TO m
BUM BLOCJONG MAT. MATERIAL 01201 OESGI LOADS LEATHER AND GARAGE FLOORS AND SHALL BE PER D NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM
BLW. BELOW MAX. MAXIMUM LIVE LOADS 2500 050 541 041 NO ALL OTHER CONCIETE OF TWO BOLTS PER SILL PECE NTH ONE BOLT LOCATED NOT MORE THAN lY NOR LESS
j a•
BN. BEAM M.B. MACHINE BOLT DECK(SNOW) 25 PSE THAN 4.5"FROM EACH ENO OF THE REGI. A 3'%3'X0.229'PLATE WASHER SHALL BE u n
BMD BRICK MASONRY UNIT MOM METAL BUILDING MANUFACTURERONE COMPRESSOR TEST MINIMUM SHALL BE COMPILED FOR EVERY 150 CUBIC YARDS N PROVIDED FOR ALL ANCHOR BOLTSU w
BN BOUNDARY NAILING NECH, MECHANICAL DECO(UNE) 40 PSF 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DEDON PLACED EACH DAY.A X 1 3/4"DIAGONAL SLOTTED HOLE(DOM THE 03'C0 3'PLATE WASHER IS ALLOWED OATH A6" o m
ENTRY. BOUNDARY M.E1 MASONRY EXPANSION JOINT SNOW LOAD DESIGN DATA: TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME STANDARD CUT WASTER m N
B.O. BOTTOM OF MEZZ MEZZANINE
P ZO PSE,PI=14 PSE,Ce=I.0.b=1.0.CL=1.0, SAMPLE AND TESTED AT THE SPECIFIED AGE.ADDITIONAL-CYUNOERS MAY BE MADE FOR
8.0.E BOTTOM OF EXGVATIN MFR MANUFACTURER 9= INFORMATION REGARDING POST TENRONING FORM REMOVAL STRENGTH DEVELOPMENT,N
B.O.F. BOTTOM OF FOOTING MIN. MINIMUM OTHER PURPOSES CONCRETE SHALL BE ACCEPTABLE IF: JOSE AID BEAM HANGERS
BRDG BRIOGE(ING) MSC MISCELLANEOUS WINO CERIN DATA(UPLIFT) 1.NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH JOIST AND BEAM HANGERS AS NOTED IN THE PLANS SHALL BE AS MANUFACTUREDRMOR BY f--
BRG BEARING MTI_ METAL BASIC WIND SPEED: 120 MPH(ULL)93 NPN(ASD) 2.THE AVERAGE 00 ALL SETS OF 3 CONSECUTIVE TESTS GOES NOT FALL SMPSN STRONG-TIE.EQUIVALENT HARDWARE MAY BE USED WITH PRIOR APPROVAL BY
ENGINEER
BTM. BOTTOM HIND IMPORTANCE FACTOR: Ir=1.0 BELOW THE SPECIFIED STRENGTH. OF RECORD.JOSH AND BEAM HANGERS SHALL 6E PER BANS N DETAILS
WN. BETWEEN (N) NEW WAND EXPOSURE EXPOSURE B CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING
N.LB. NON-LOM BEARING TOPOGRAPHICAL FACTOR CA=1.0 AT NO ADDITIONAL EXPENSE TO THE MINER
C CAMBER NO NUMBER INTERNAL PRESSURE COEFFICIENT: COpi=+/-0.18
06104:SFMECAGE OF WOOD FRMIIIG -
CAMS. CAMBER(ED) N.E NEAR SIDE COMPONENT/WA00WG AND PRESSURE: P(C)=25 PD' RESHORING,WERE REQUIRED,SHALL CONFORM TO AO 301 SECTOR 4.6. SUBMIT SHRINKAGE IN 11000 FRAMING IS DUE TO LOSS OF MOISTURE CONTENT AND TO ry
BT
CANT. CANTILEYER(ED) N.T.S. NOT TO SCALE PROPOSED RESRORING PLANS TO THE ENGINEER OF RECORD FOR REVIEW.
COMPRESSOR OF ASSEMSUES N 11000 COMPONENTS PLUMBING ELECTRICAL,AND 2
CF CUBIC FOOT N.W.GNORAIAL WEIGHT CONCRETE EARTHQUAKE DESIGN DATA: MECHANICAL SYSILMS AS WELL AS EXTERIOR FINISHES SHALL BE DESIGNED AND BUILT /7. 5p-1 (3)2X8 11(T) 'V ,�
CEP. CAST IN PLACE
SEISMIC NPORTANCE FACTOR le=1.0 CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 WON IF NOT TO AClXN1Y00ATE 1/4 NOH PER FLOOR WOOD SHRINKAGE THE USE W PIN DRIED 1ILIII'LL POSE �'�� s�
G1 CONSTRUCTION JOINT O.C. ON CENTER SPECTRAL RESPONSE ACCELERATIONS Ss=1.004 51=0.442 SPECIFIED BY THE ARCHITECT. 111118ER AND PROVIDING A DRYING PROCESS TO THE FRAMING MEMBERS PRIOR TO 1,.‘ (TMP•) Ir GL CENTER UNE O.O. OUTSIDE DIAMETER SITE()ASS SITE O.A55APPIJCAnN W flNlSlES RILL HELP CONTROL BUT WILL NOT ELIMINATE 41RINNAGE. C0.B LOWO4To
CLG CENNG OF. OUTSOE FACE SPECTRAL RE9'NSE COEFFlOEN73 505=0.735 501=0.46 �CLR CLEAR O.H, OPPOSITE HAND gISAIC()ESN CATEGORY: SEISMIC DESIGN G7EGNYCOL COLUMN CPN0. OPENING BASIC FORCE RESISTING SYSTEM BEARING WALL SYSTEM
CNG CONCRETE IPP. OPPOSITE DESIGN BASE SHEAR Cs=0.120 WSTRU06161 WOOD SHEATF TURAL ROOD EA /? 4.8 r' •V- �d"T
CONI CONNECTION ORNL ORIENTATE(ION) RESPONSE MROCFlGRON FACTO, R=6.5(UGITT-FRAME WALLS) 03101 REWORDING STEEL ANERICCAN PLYWOOD ASSOCIATION.ROOD SHEAHAVE TH NG PANAEGRADE LS SHALL BBEEEC BIT APA 3 ��III' ��
I
~ 3 ��SRJ3 s FICONST. COMSIRUCTIN OSB OPoENIEO SIRANO BOARD ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCEREINFORCING STEEL DETAILING FABRICATION,AND PLACEMENT SHALL BE PER ACCONT. CNSTRUC O,W,1 OPEN WEB RAN318-05 REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS MTH EXTERIOR GLUE(COX).ORIENTED STRAND BOARD(O58)PANELS SHALL BE m�C75K. COUNTERSINK 01701 GEOIELIHIMCN.NFOI&AIgNEDSTENIN 1,PANELS SHALL HAVE THE FR PLAN: TIRICKNESS SPAN RATING AND SE_1 - VIII._ 50-1
CTR. CENTER(ED) PAR. PARALLEL EARTHWORK MID FOUNDATIONS ARE TO BE CONSISTENT MTH THE GEOTECHNICAL ASTM A-615 DEFORMED BARS GRADE 40((p40 KS)FOR/3 BARS ONLY FASTENING UNLESS NOTED ODERWSE PER PLAN: I
CT CUBIC YARD P/C PRECAST ENGINEERING RECOMMENDATIONS ALL FOUNDATIONS ARE TO BE FOUNDED ON ASTM A-615 DEFORMED BARS GRADE 60(f)=60 KS)FOR 04 BARS AND LARGER EDGE FIELD a CO
PEN PANEL EDGE NAIL COMPETENT NATIVE MATERIAL OR BY OTHER MEANS AS DEFINED BY A LICENSED ASTM A-706 DEFORMED BARS GRADE 60((p60 NSI)FOR ALL WELDABLE BARS NAILS NAILS E. N v
d PENNY(NAILS) PERP. PERPENDICULAR GEOTECHNICAL ENGINEER ASTM A-185 SMOOTH BAR(fp60 KS)FOR WELDED WIRE FABRIC ROOK: 7/16"40/20 C-D WA COX T8C JW AT 6" 8d AT 12' 2sB 0 1AMIN o Iry
FLOOR:3/4'APA RATIN STURO-I-BOER OSB 40/20 TAG 10d AT 6' 10d AT 12' DECK FRAMING a o n
OB DROPPED BEAR SIEMWALL:7/16-C-D W wo
DBA DEFORMED BAR ANCHORS PL PROPERTY UNE CONVENTIONAL FOUNDATIONS HAVE BEEN DESIGNED 111TH THE FOLLOWING PARAMETERS REINFORCING FOR SLABS ON(RADE SHALL BE 6X6 111.40111.4 MELDED WIRE FABRIC OR / /EXtEPoN GLUE SEE SCHEDULE SHEET 51.1
0131.. DOUBLE RIR PLAN ALLOWABLE BEARING PRESSURE 2000 PSE FIBER MESH UNLESS NOTED OTHERWISE.PROVIDE LAP SPLICES PER THE LAP SPUCE (EDGER u w
DCW DEMAND CRITICAL WELD PLMBG PLUMBING ACTIVE EARTH PRESSURE OWING) 35 PCF - SCHEDULE ON SHEET 56.0.REINFORCING STEEL AT ALL WALLS, B,SAAND FOOTINGS ALL ROOF MED FLOOR SHEATHING PANELS SHALL BE INSTALLED FACE GRAIN U - - a o
DEPT. DEPARTMENT PLIANT. PLYWOOD ACTIVE EARTH PRESSURE(AT-REST) 50 PLT SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN IIJNO J NOTED OTIHLNOT
DET. DETAIL PSF PONDS PER SQUARE FOOT PASSIVE EARTH PRESSURE 350 PCF PER PLATA UNLESS
BLOCKING AT INTERMEDIATE FLOOR AND ROOF SHEATHING JOINTS SHALL NOT
OF DOUGLAS FIR PS POUNDS PER SQUARE INCH COEFFICIENT OF FRICTION 0.35 COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BE REQUIRED UNLESS NOTED OTHERWISE PER PLAN.PER SHEARWALLLL 3EA7FHDU SHALL BE
DIA DIAMETER P.T. PRESERVATIVE TREATED SOIL PRINCE STE CLASS 0 BLOCKED AT ALL EDGES WITH 2X CR 3X FRAMING SCHEDULE
RAG DIAGONAL PT POST TENSON(ED) CONCRETE CAST AGAINST EARTH
o
0MPH. DIAPHRAGM ALL FOUNDATION INSTALLATIONS ARE SUB.ECT TO APPROVAL OF THE LOCAL BUILDING ALL BAR RIES 3' SCALE 1/4'=1'-0'
DIN DIMENSION QTY. QUANTITY INSPECTOR OR A UCENSED GEOTECHNICAL ENGINEER FORMED SURFACE EXPOSED TO EARTH OR WEATHER zo a
0.0 DOWN
AND05 �^� 1 vY 1 DECK FRAMING PLAN s ST
DITTO(REPEAT) 01401 NRACTORN9 AND SPECIAL INSPECTIONDP. DEEP RAD. S
-
D.S DRAG STRUT RE RADIUS(Z THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN RACE 4
REF. REFERENCE BY THE LOCAL BUILDING DEPARTMENT. PRIOR TO CONCRETE PLACEMENT.REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT SEE AROfl1ECRIRAI. MANUFACTURED RM 5151FM AND DGWECTCN SEE ARONECNRAL MANUFACTURED RAIL SYSTEM AND C0.WNECIION < v
DWG NAYRIG(5) AS NOTED IN THE DESK DRAWINGS.WELDING OF REINFORCING STEEL SHALL NOT BE FOR ALL FLASHING OESOI BY OTHERS-DEFERRED BJRRTTAL FOR ALI FLASHING DESIGN BY 011ER5-DEFERRED SYMTTAL C jj
NI. DOWELS TEINF. REINFORCEMENT(INC) PERMITTED XITIHWT PRIM APPROVAL OF WE ENGINEER(K RECORD EXCEPT AS NOTED DETAILSDECREER a RECORD TO REVIEW RAIL PETALS ENO? IT REQ 70 RENEW BALL L="1-
DWG.
j cQi
() OPECIAL EQTIN5 ARE NOT REQUIRED FOR GROUP R-3 OCCUPANCIES UNLESS ON THE DESIGN DRAWINGS. CONNECTION OR ROM COIbTRUCTION LOIAECfYN FCR RIM CONSTRUCTION
REO. REQUIRED OTHERWISE REQUIRED BY THE BLINDING OFFICIAL
(E) EXISTING R.F. Popp FRAMECWPATABIUtt. I COIPATABUTL -
R0. ROUGH OPENING
EA EACH 014011 RAL TURAL()BSER NON IS NOT
PER LAN 8 W U
RS ROUGH SAWN 06071:PRESERVATIVE TREATED 1000 PRODUCTS
EL EACH END
STRUCTURAL OBSERVATION IS NOT REOUIREO. P.T. X6 DIAGONAL BRA) , n d
E.F. EACH FAC: SEH SCHEDULE PRESERVATIVE TREATED WOOD SHALL BE REWIRED FOR ALL 11000 THAT FORMS THEI f31 0.131%3"NAILS
E.1 EXPANSION 3501 01402 QUALITY ASSURANCE REQUIREMENTS STRUCTURAL SUPPORT OF THE BUNLDING BALCONIES PORCHES OR SIMILAR PERMANENT W/(3)Be EA JSi. I Si TO BEAM NOTE:IF DT12Z HARDWARE z I i
SD. STRUCTURAL COMPOSITE 11000 M 0.110 i0 JOLST LOCATED IN SECOND BAY
EL ELEVATION THE QUALITY ASSURANCE PLAN SHALL BE TO VERIFY THAT THE NOTEDEQAL INSPECTI 01401 BIALRNG APPURTUNENCES THAT ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE &ICG TO BIW PRINCE BN SEGO BOTH
SIGHED. SCHEDULEBAYS
ELEV. ELEVATORNOTED IN SECTION 01400 AND THE STRUCTURAL OBSERVATION IN SECTION PROTECTION FROM A ROOF,EAVE,OVERHANG CR OTHER COVERING TO PREVENT �`
SHL SHEET 'i-11,5 "'/
EMBD. EMBED(MENT) HAVE BEEN COMPLETED AND THAT SUPPORTING DOCUMENTAIN NOTED IN SUCH SECTIONS MOISTURE OR WATER ACCUMULATION AT THE SURFACE N AT JOINTS BETWEEN MEMBERS ^�I�nr ��
SLC. SMEAR.
EN EDGE NAIL HAS BEEN PROVIDED. r
S1 31HNKAGE CONTROL JOINT
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ENG ENGINEER �g rrr•(
SKIN. 90. ED ALL W000 INSTALLED ABOVE GROUND AND RESILING ON AN ALIENOR CONCRETE OR ' •��"�'«�sa!I a1.6�' j Her TATA
$^ a ii:w� �'' �_')ILIUM i as.'.k l
E0. EQUAL WT ) QUALITY ASSURANCE PLAN IS NOT REQUIRED FOR STRUCTURES SAc,ES OF LIGHT LOOD INC MASONRY FOUNDATION WALL LESS THAN 8 INCHES FRN EXPOSED EARTH. iJi Ai" n _- I/ 7I ; I j!",
SO.G SAB N(IME �( �_��`�
EQPT. EQUIPMENT WITH DESIGN SPECTRAL RESPONSE AT SHORT PERIOD,Sds.NOT IXCEEOING 0. .DIY
E.W. EACH WAY SPG SPACE(S)KING) POSTS OR COLUMNS SUPPORTING PERMANENT STRUCTURES AND SUPPORTED BY A `.L�`
EXP. EXPANSN SPEC SPEFIGTN(S) QUALITY ASSURANCE PLAN IS NOT REWIRED FOR WIND EXPOSURE B WERE BASIC WIND CONCRETE SLAB OR FOOTING THAT IS IN DIRECT CONTACT INTI THE FARM EXCEPT; DOST BLOCKING '�, \ rTT2Z PM PLAN DREZ PER RAN
EXST. EXISTING SO. SQUARE SPEED IS LESS THAN 120 MPH. !! \
EXT. EXTERIOR STD. STANDARD L IF LOCATED IN BASEMENTS ON A CONCRETE FIER OR METAL PEDESTAL 1 INCH �4 �A
STGR STAGGER SUMMARY:A QUALITY ASSURANCE PLAN IS NOT REWIRED BY CODE FOR THIS 2)0228'GIA Led Lok 11011 RE:AIRCI. .11`"'1
ABOVE THE SLAB AND SEPARATED THEREFROM BY AN IMPERVIOUS MOISTURE W/Y ,�,....?A
FAB. FABRICATION BEAM STIFF. TI (S) STRUCTURE. BARRIER PENETRATYN TO RIY AT JG575 PER PLAN BUCCA W/A31 EA +;
FFOR B FLUSH BEAM STIR. STIRRUP(S) (1)
1G O.C.STAGGERED SCK EW ENO
IF IN AN ENCLOSED CRAWL SPACE OR AN UNEXCAVATED AREA WITHIN THE
F.F. FINISH2.FLOOR STRUC. S7RUCRIRAL 01700:mama REQIAIEWIEN75 BUILDING PERIPHERY AND SUPPORTED BY A CONCRETE PER OR PEDESTAL MORE •T 2X LEWD? SW
PER PIAN
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FIR FINISH(ED) SMOLT. STRUCTURAL INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REWIRED PER ALL LOCAL THAN B INCHES FROM EXPOSED GROUND AND SEPARATED THEREFROM BY AN u 9'AI TOWIP
TCCA FLANGE S15P. 915PENOFD(TIN) COOS &PERVIOUS MOISTURE BARRIER �6'�DMZ AT NOTE;
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F.D. F00SHED OPENING T. TOP ALL STE CONSTRUCTION SHALL BE CONSISTENT WITH THE 1;E07EGINICAL ENGINEERING &PERVIOUS MOISTURE BARRIER SEPARATION YTH EXPOSED EARTH.
F.0.G FACE OF CONCRETE T./13. TOP AND BOTTOM RECOMMENDATIONS AS NOTED IN THE GEOIEOIRICAL ENGINEERING REPORT NIDE SECTION LEDGERS AND FURRING ATTACHED DIRECTLY TO THE INTERIM OF EXTERIOR SCALE.3/4'=1'-0' IlEll
SCALE:3/4'=1'-0'
F.O.M. ASONRY. FACE OF MASONRY TEMP. TEMPORARY 01711)AND IN SUBSEQUENT DIRECTIVES
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F.O.S. FACE OF STUD TAG. )NINE AND GROOVE CONCRETE N MASONRY WALLS BELOW GRADE. 2 TYPICAL DECK DETAILS 3 TYPICAL DECK DETAILS
F.R.W. FACE OF WALL THK, THICKNESS) 02261 EXCAVATOR SUPPORT AND PROTECTION
FRN. FRAME(ING) THRD. THREADED EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN DOW TO UNDISTURBED NATIVE PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS'ASSOCIATION
FS FAR SDE TN TOE NAIL MATERIAL PER THE GEOTECHNICAL ENGINEERING RECOMMENDATNS. OVER-EXCAVATED (AWA)SPECIFICATIONC2 AND C9 OR APPLICABLE STANDARDS A,
FT. FEET(FOOT) T.O.S. TOP OF SHEATHING(SLAB) AREAS SHALL BE BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL - POST BRACING FOR BRA P I LINE -4..4FRTW FSE RETARDANT TREATED LOCO TAW. TOP OF WALL RECOMMENDATIONS AT THE CONTRACTOR'S EXPENSE. ALL FASTENERS(NAILS BOLTS ANCHOR BOLTS PLATES HANGERS ETC.)N CONTACT POSTS EXCEEDING 7 BRACE CN ONE SDE
FIG FOOTING TRANSV. TRANSVERSEWITH TREATED LUMBER SHALL BE CORROSION RESSTANT C-185 HOT DIPPED GALVANIZED FEET TALL 5/8'GIA%6 1/2'LAG BOLT AT FIND POST
T.O.S. TOP CO STEEL EXCAVATION AWES SHALL BE SAFE ANO SHALL NOT BE GREATER THAN THE OMITS PER ASTM A153 N STAINLESS STEEL.
GA GAUGE TIP. TYPICAL SPECIFIED BY LOCAL,STATE,AND NATIONAL SAFETY REGULATIONS 406 BRACE
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GYP. GYPCRETE VERT. VERTICAL SAWN LUMBER SHALL CONF(IRN TO WEST COAST LUMBER INSPECTION BUREAU(1111.113)
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AND SURFACED DRIED,19 PERCENT MAXIMUM MOISTURE CN7ENT. PROTECT LUMBER _ /� Q
H. HORIZONTAL FRN WEATHER ANDPROVIDEFURTHER OFRYNG OS ASSURED FRAMING TO MINIMIZE ►' i r , x
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WIOE(WDTH) WOOD SHRINKAGE D PRO ID ALL LUMBER EXPOSED TO WEATHER IN W CONTACT WITH
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H.D.G. HOT DIPPED GALVANIZES W/ WITH CONCRETE N MASONRY SHALL B PRESERVATIVE TREATED U.N.O.PER PLAN. LUMBER �� ���', �� C:)
HDR HEADER 11/0 WITHOUT SPECIES,GIME AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS ® "
HCL HANGERW11000
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NORZ. HORIZONTAL W.H.S.W.HWENDED HEADED STUDS '1
HNIS, HORIZONTAL YAP. YORK POINT USE/LOCATION SPECIES GRADE (PSI)(PS) (PSI) (Ps)(PSI) VE
RR HEADER WS WELDED STUD I .p.{� 71 O
RLH.SHIGH STRENGTH BOLT W.W.F. ELDED JOISTS � PT 2%12 WINGERS �..0-I
WE HEIGHT W, MELDED WIRE FABRIC 2X,3X HEM-FIR NO.2 850 150 405 1300 1.3E6 AT ttf 0.G MAX pp
L0. INSIDE DIAMETER X-STC EXTRA STRING , l2:STRINGER TO INN Frey' ei
LE. INSERT ELEVATION 10C-STC DOUBLE EXTRA STRONG LEDGERS DOUGLAS FIR-LARCH NO.2 900 180 625 1350 1.6E6 5/e'DIA MAG BOUT N ` a
LF. INSIDE FACE
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YD YARD 4% DOUGLAS FIR-LARCH N0.1 1000 180 625 1500 1.7E6 !� 5/8'7HRN BOLT(CTRS71()
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BEAMS AND POSTSDOUGLAS H OG HT=l0'-0� STRINGER TO DEC(
4% DOUGLAS FIR-LARCH N.2 900 180 625 1350 1.6E6 NTS 3/4'=1.-0' TALL POST BRACING 1
6X DOUGLAS ETR-LARCH NO.1 1211 170 625 1000 1.6E6 4 NOT USED 5 TYPICAL DECK DETAILS SD-1