HomeMy WebLinkAboutB12-0499 Plans ApprovedGENERAL NOTES: WE�LS DECK ADDITION JOB# 0207-12
DESIGN CRlTERIA:
DECK LNE L{�AD; 100 PSF
DEGK DEAD �OAD: 15 PSF
BASIG WIND SPEED (3 SEC GUST}: 90 MPH
WIND EXPQSURE: B
SEISMIC DESIGN CATEGORY: C
IBC EDITIQN: 2009
FOUNC�ATION DESIGN:
1. THiS FC?UNDATIQN HAS BEEN DESlGNED BASED ON THE �ECQMMENDATIQNS
SET FOR7H IN GEOTECHNICAL QPEN H4LE 4BSERVATION REPORT #10032 BY
LKP ENGINEERING, INC. CUNSTRUCTI{�N (�� THIS FOUNQATIdN SHAL� FOL�OW
THE REQUIREMENTS FROM THIS REPQRT.
2. DESIGN OF Ft�QT(NGS IS BASED 4N A MAX{MUM ALLQWABLE �EARING
PFiESSURE UF 2040 PSF.
3. FOQTINGS SHALL BE PiAGED BELOW FRC?ST QEPTH ON UNDISTURBED SOIL
OR t?N STRUCTURA� FIL� GOMPACTED AS REQUIRED BY THE GEQTEGHNICAL
ENGiNEER.
4. SQ1L. VALUES AND CONQITIC3NS SHA�L BE VERIFIED BY A REPRESENTATIVE OF
THE G��-`t�TECN�IICAL ENGWEEFi AND ANY REG2UIRED SPECIRL lNSPECTiON FOR
SOILS AS INDIGATED IN SECTIQN 1704.7 4fi THE 20Q9 IBC. REPORT ANY
DISCREPANCIES FROM THE (aRIGINAL FINDINGS AND DESIGN ASSUfV1PiIQNS TO
THE STRUCTURAL ENGINEER.
5. BACKFILL AROUNQ RETAINING WA�LS AND STRUCTURAL BUTTRESSES
INCLUQIRlG BOULDER RETAfNiNG WALI.S SHAI.L BE CQMPACTION TESTED PER
THE RECOMMENDATIC�NS t}F TNE GE(?TECHNICAL ENGINEER INCLUDING ANY
REQUlREO SPECIAL INSPECTIC7N FOR SUILS AS INDIGATED IN SE�TIQN i 704.7 QF
THE 2009 IBC. RETAINING WALLS INCLUDING BQULDER RETAINING WALLS HAVE
BEEN DESlGNED FfJR A MINIMUM SAFETY FAGTOR t�F 1.5 FC1R 5LIDING AND
�VEFiTURNING BASED (?N DE�IGN PARAMETERS SET BYA80VE MENTIC7N SOiLS
REP(7RT AS REQUIRED BY THE 20Q9 IBC SECTIflN 1807.2.
6. PR4V1�E PEFiIMETER FC�UNDATION DRAlNS PER THE GEC7TECHMCAL
ENGINEER REC(�MMENDATI(aNS.
ftEINF(�RGED CQNCRETE:
1. Ct?NCFiETE DESIGN IS BASED dN THE MOST CURRENT PUBLICATI4N t�F
°BUILDING Ct�DE REQUIREMENTS FC}R REINFCiRCED CONCRETE" (ACI 318).
2. STRUCTURAL CQNCRETE SHA�L HAVE A MINIMUM 28 DAY CUMPRESSIVE
STRENGTH �F 3Q00 PSI.
3. C4NCRETE SNA(�� BE PROPORTIUNED USENG TYPE i-II SULFATE RESISTANT
GEMENT. DO NOT USE ADMIXTURES Ct�NTAINlNG CHLC)RIDE SALTS.
4. F�R CQLD WEATHER C4NCRETING PRQCEDURES REFER T4 THE "ACI MANUAL
OF CQNGRETE PRACTlCE."
5. EXPANSIC7N ANCH(3RS SHAL� BE LOCATED NC) �ESS THAN 6 BOLT DIAMETERS
FROM C(�NCRETE EDGES ANI� SPACED AT Nf� LESS THAN 12 B(JLT DIAMETERS
UIVI.E�S NOTEQ OTHERWISE.
6. CONCRETE FLC}OR SIABS UN GRADE SHALL NAVE SAWN C1R 700LED
CONTRQL JtJINTS AT A MAXIMUM SPAGING t�F 12 FEET fN EACH QIFiECTI�JN. IF
POSSIBLE, LaCATE C4NTRt�L JQINTS ALONG Cf�LUMN GRIDLINES.
7. C�NGRETE COVERAGE FQR REINFQRCING SfiEEL (ACI 318-95):
. CUNCRETE GAST AGAINST AND PERMANENTLY EXPOSED TQ EARTH: 3"
. CCiNCRETE EXPC?SED TC? EARTH QR WEATHER:
. #6 BAR THRC?UGH #18 BAR: 2"'
. #5 BAFi, W31 rJR D31 WIRE, AND SNIA�LER: 1 1/2"
. CONCRETE NOT EXPdSED TO WEATHER N4R IN CONTACT WITH GRQUND:
. a. SLABS, WAL�S AND JCJISTS (#1 � BAR AND SMALLER):
. #14 AND NO i8 BARS: 1 1/2"
. #11 BAR AND SMAL�ER: 3!4'°
. b. BEAMS AND CC?LUMNB:
. PRIMARY REINFORCEMENT, TIES, Si1RRUPS, SPIRALS: 1 1!2"
REINFQRCCNG STEE�:
1. EXCEPT WHERE QTHERWISE NC?TED, REINFQRCING BARS SNALL BE GRADE 60
EXCEPT TIES, FIELD BENT BARS AN[3 BARS T� BE WE�DED WHICH MAY BE �RAQE
40. ALL REINFORCING BARS SHALL GQNFORM TO ASTM SPEC.
2. FOR BAF�S #$ AND SMALLER, LAP BARS 36 DIAMETERS AT SPLICES IN
CC}NGRETE. DQ NOT WELD (�R USE MECFiAN1GAL SPLIGING DEVICES UNLESS
APPROVED BY ENGfNEER.
3. Ht�RIZONTA� BARS SHALL BE CQNTINUOUS f�R LAPPED WITH C4RNER BARS
AT GQf�NERS. PRQVIDE {2}-#5 BARS EXTENQING A MINIMUM OF 2 FEE7 BEYOND
EDGE OF ALL C3PENINGS OR STEPS.
4. EXTENd REINFOR�ING STEEL A MIMMUM OF 2 FEET THROUGH CC7LD JUINTS.
GOC?RDINATE AL� �t7LD JaINT LC?GATlONS WITH Ef�GiNEER.
5. WELDED WIRE FABRIC SHALL. GONFQRM TQ ASTM SPEC. A-185. LAP WE�DED
WIRE FABRIC A MINIMUM QF TWO �ULL MESH GRIDS.
STRUCTURAL W{JQg FRAMING:
1. EXGEPT WHEftE N(JTED QTHERWISE, AL� 2° NQMfNAL LUMBER EXCEPT STUQS
SNA�� BE DC�UGLAS FIR-fARCH #2 AND BETfER. ALL SOLIQ TIMBER PC?STS AND
BEAMS 3" NOMINAL ANQ WIDER SHA�L BE DC7UGLAS FIR-IARCH #2 UN�ESS
NOTED OTHERWISE ON PLAN,
2. STUDS SHAL� BE STUD GRADE At�D BEfTER HEM FIR C?R DOUGLAS FIR-LARCH.
3. FOUNDATION PIATES OR SILLS SHAL� BE B�LTEd QR ANCHC7RED 7{) THE
FQUNDATIQN WlTH NC?T LESS THAN iI2" DIAMETER STEEL BC��TS OR APPRC?VED
ANCHORS. Bt)LTS SNALL BE EMBEDDED AT LEAST 7°` INTQ CQNCRETE OR
MASC7NRY, AND SPRCED N4T MORE THAN 4 FT APART. THERE SHALL BE A
MINIMUM OF TWO BC)LTS C?R ANCHC}R STRAPS PER PIEGE WITH ONE BOLT t?Fi
ANCHOR STRAP I.00A7ED NC7T MORE THAN 12" C7R LES� THAN 4" FRQM EACN
END OF EACH PIECE. A PRC?PER�Y SlZEQ NUT AND WASHER SHALL BE
TIGHTENED t�N EACH B�7LT Tt� THE PLATE.
4. BQTTQM P(ATES IN CONTACT WITH CC7NCRETE SHAL� BE PRESSURE TFiEATED
LUMBER OR A LUMBER QF NATURALLY DURABLE MATERIAL.
5. WOOD SEt�MS BEARIh1G 1N BEAM PdGKETS IN CC7NCRETE {aR MA50NRY
WALLS SHALL BEAR ON A TREATED 2x BEARING BLQCK. PRC}VIDE 1J2"
GLEARANCE ARQUND END C?F Wt�QD SEAM, PRQV@E 2�t TREATED BL4CKING
EACf-{ SlDE QF BEAM AT BEARING.
6. BLCJCKlNG WCTNiN FLQC7R JOIST SPACES BENEATH POSTS NOTED C?N PLAN
SHALL BE OF EQUIVALENT AREA OF THE COLUMN ABQVE. SWGLE STUD
TRIMMERS DO NOT REQIlIRE ADDITIONAL BLC?CKING IN THE 1=LC70R.
7. BOLTS USED IN FRAMING CONf�ECT{C�NS SHALL BE INSTALLED WITH
STANDARD WASHERS AND NUTS.
8. REFER Tt? THE 2009 IRC TA��E R602.3{1} OR 20091BG TABLE 2304.9.1 FQR
MfNIMUM FASTENING SCHEDULE. A CQPY t�F THIS TABLE CAN BE PROVIDEQ
UPaN REQUEST. AS STATED IN SECTIQN 2304.9.6 QF THE 2009 IBC SEGTIQN
2304.9.5: FASTENERS IN GONTACT WITH PRESERVATIVE-TREATED AND
FIRE-ftETARDANT-TREATED WOQb SHALL BE OF HC7T-DIPPED ZINC-COATEQ
GALVANIZED STEEL, STAWLESS STEEL, SILICC?N BRONZE OR CC?PPER.
FASTENINGS FC?R WC}OD FOUNDATI(�NS SHALL BE A5 REQUiRED IN AF&PA PWF.
9. UNLESS Nt)TEQ t?THERWI5E, STEEL CC?NNECTORS SNALL BE USED TO JC71N
RAFTERS, JOISTS AND BEAMS SUCH AS SIMPS(JN STRONG-TIE GONNECT{JRS C?R
EQUIVALENT. CdNNETORS THAT ARE USED fN EXTERIC)R APRLICATIt�NS AND fN
C(JNTAGT WITH PRESEFiVATIVE-TREATEQ WC?�D SHALL NAVE CtJATING TYPES
AND WEIGNTS IN ACCC7RDANCE WITf-i THE TREATED WOOD QF CQNNECTQFt
MANUFAGTURERS' RECQMMENDATIONS 4R IN ACC(JFiDANCE TO IBC SECTION
2304.9.5.1.
10. AT BEAM BEARING LOCATION� IN STUD WALLS, PROVIDE MU�TIP�E-STUD
POSTS EQUA� T� WIQTH dF BEAM UNLESS N(3TED OTHERWISE.
STRUCTURAL STEE�:
1. FABRIGATION AND ERECTI(JN (3F STRUCTURAL STEE� SNALL BE IN
ACCORC7ANCE WITN THE MOST CURRENT PUBLICATIONS OF ElTNER AISC-LRFQ,
AISC 335 C7R AISC-HSS. SPECIFICA?IQNS AND COQE OF STANDARD PRACTlCE.
2. STRUCTURAL STEE(._ ROLLED SHAPES SHALL BE ASTM A50. TUBE SHAPES
SHALL BE ASTM A500 GRADE B. PIPES SHALL BE ASTM A53 GRADE B OR ASTM
A501.
3. AL� B(?LTS USED IN STEEL FRAMfNG SHALL CONFORM TO ASTM
SPECIFICATIQN A325. ANCHOR BOLTS ANQ BC�LTS (INCLUDING LAGSj USED IN
TIMBER CONNEGTICINS MAY BE ASTM A307.
4. i'CIRQUE INSPECTit?N SHALL BE t'R4VIDED AS REQIlIREQ BY THE BUILDIN�
INSPECTQR.
5. EXPANSION B��TS SHALL BE WEDGE TYPE °SIMPSON STRC?NG-BQLT' OR
APPROVED EQUIVALEIVT. MWIMUM EMBEDMENT SHALL BE 8 DIAMETERS UNLESS
NQTED 4THERWISE. PLACEMENT MAY REQUIRE SPECIAL lNSPECTION IN
ACCORDANCE 7Q SEG710N 1704.3.3 OF THE 2009 IBC AND �OCA� BUILDING
OFFICIALS.
6. EPC?XY ANCHORS SHA�L BE "S[MPSQN SET-XP" OR APPRQVED EQUIVAi.ENT.
MINiMUM EMBEDMENT SHA�L BE IN ACCORDANCE T(? MANUFACTURES
RECOMMENDATIONS UNLESS NC�TED (}TERWISE. PLACEMENT MAY REQUIRE
SPECIAL [NSPECTION IN ACCORDANCE TO SECTION 1704.3.3 OF THE 2009 IBC
AND LC)CA� BUILbING OFFICIALS.
7. ALL WELDWG SHA�L BE D(�NE BY AN AWS CERTIFIED WELDER. FIELD WE�DS
MAY REQUIRE SPECIA� INSPECTIdN IN ACCQRDANCE TO IBC SECTlON 1704.3
AND LOCAL BUILDING QFFICIA�S.
$. DELAY PAfNTING WITHIN 3" OF FIE�D WE�DS UNTIL WELDS ARE COMPLETED.
9. STEE� ANGLES THAT ARE I�SED TCi SUPPORT STQNE VENEER AND ARE IN
CaNTAGT WITN CC?RRQSIVE SOILS SHALL BE GALVANIZED AND SHALL BE
ATTACHED 7tJ THE FpUNDATION WITH GA�VANIZED OR STAIN�ESS STEEL
ANCHORS.
10. STEEL BEAMS SEARING IN CQNCRETE OR MASONRY �EAM POCKEiS SHAL�
BEAR (JN 1" MfNlMUM CiF SNIM A�lD ALL VO1DS SHALL BE FIL�ED WITH
N{�N-SHRINK GRC}UT.
BACKFI�LWG PROCEDURES:
1. VERIFY 1YPE OF FILL WITH GE07ECHNICAL ENGINEER.
2. CONCURRENT BACKFI�LING QF EACH SIQE QF RET'AINING WALLS T4 FINAL
GRAQES IS REQUfRED UNLESS TEMPC3RARY SHORING IS lNSTA�LED. DO NOT
BACKFILL AGAiNST RETAINING FOUNDATI�N WALLS UNTIL SUPPORTlNG FRAMING
ELEMENTS ARE IN PIACE, QR ADEQUATE TEMPORARY SHQRING IS WSTALLED.
GRC�UT:
1. GROUT BENFATH C(�LUMN BASE PLATES AND STEE� BEAM BEARING PLATES
SHALL �E NON-SHRfNK, NON-METALLIC GROUT WITH A MINIMUM COMPRESSIVE
STRENGI"H OF 2500 PSI.
GENERAL. REQUIREMENTS:
1. CHECKALL DIMENSIONS ACaAiNSTAFiCHITECTURRL DRAWINGS PRIQR TC}
CONSTRUCTION, DQ Nt�T SCALE QRAWINGS. CONTACT ENGWEER IF
DISCREPANCIES IN DIMENSlQNS ARE DISCOVERED.
2. THE STRUCTURAL DRAWINGS DESCRIBE THE CUMPLETED STRUCTURE.
THESE DRAWINGS HAVE BEEN PREPARED FOR THE USE OF A QUAL(F1ED
CONTRACTQR WiTH EXPEFiIENCE IN THE CONSTRUCTION SYSTEMS AND
TECHNIQUES DESCRIBED. THE CQNTRACTQR SHALL PROVIDE ADEQUATE
SHQRING AND BFtACING IN THE PRQPER SEQUENGE, AS MAY BE REQU[RED TQ
ACHIEVE THE FINAL GQMPLETEQ STRUCTURE. THE SEQUENCE OF
CONS7RUCTIC}N IS THE RESPCJNSIBILITY OF TNE CQNTRACTUR. GONSULT W1TH
THE ENGINEER FOR �HORING DESIGN AND RECOMMENDATIdNS (N07 {N
CONTF�ACTj.
3. THE Ct�NTRACTC}R fS RESPQNSfB�E F4Fi THE MEANS, METHODS SEQUENCES
AND PRC?GEDURES F(�R CONSTRUCTlON QF THIS PROJECT. NQTIFY
S1'RUCTUFiAL ENGINEER QF ERRC?RS UR OMISSI(�NS IN THE CONSTRUCTIC?N
D(7CUMENTS IMME�lATELY. QU NOT PROCEED UNTIL ERR�RS OR OMISSIONS
ARE RESOLVED. CO(�RDINATE REQUIREMENTS FOR ALL PENETRATIONS
THR4UGH STRUCTURAL MEMSERS Wl7H STRUCTURAL ENGINEEFi. JOBSITE
SAFETI' IS THE SOLE FiESPONSIBILITY OF THE CONTRACTOR.
4. OBSERVATIQN VISITS BY THE STRUCTURA� ENGINEER RRE F4R
DETEFiMINATIQN (�F GENERAL COMPLIANCE WITH THE CONSTRUCTION
DQ�UMENTS. THIS QBSERVA710N VISiT IS t�OT AN INSPECTION. THE
CONTRACTQR SHALL GONTACT THE ENGINEER AT THE APPRC�PRIATE TIME 70
SCHEDULE fiHIS VISIT.
5. WHI�E EVERY EFFQRT IS MADE TQ PRQVIDE A CQMPLETE AND AC�URA7E SET
OF C�NSTRUeiIQN D�CUMENTB, ERRQRS OR C}MISSIONS MAY a�GUFi.
RELEASE C3F THESE DRAWINGS ANTICIPATES CONTiNUED CO�PERATION AND
COMMUNICATION BETWEEN THE CONTRACTOR, ARCHITECT AND ENGINEER TO
PRC3VIDE TNE BEST Pf)SSIBLE STRU�TURE.
ABSREVIATIONS LIST
A.B. At�CHQR Bt�LT
ABV. ABOVE
AQJ. ADJACENT
ALT, ALTERNATE
ARGH. ARCHITECT
BLKG, B�QCKING
BM. BEAM
BM. PKT. BEAM PQGKET
BRG. BEARING
CANT. CAN7lLEVER
CLR. CLEAR
CMU CONGRETE MASONRY UNlT
COL. COLUMN
CONC. GONCREfE
Ct�NT. CONTINUOUS
C.P. CRIPPLE POST
DWL. DQWEL
{E} EKISTING
EA. EACH
EQ. EQURL
EXP. EXPANSION
EXSTG. EXISTING
F.D. FLOQR DRAIN
Fi'G. FOOTING
G.L. GLUED LAMINATED
HDR. HEADER
�Q�1z. HORIZ�NTAL
INFO, INFQRMATION
JSTS. JOISTS
K.S. KWG STUD
LLV LQNG LEG VERTICAL
�ONGIT. LONGITUDINA�
�N�• LIGHTWE{GHT
LVL LAMIt�ATED VENEER LUMBER
MANF. MANUFACTURER
tM NEW
�•�• ON GENTER
�. PIATE
��F• REFERENCE
REiNF. REINFORCING
SCHED. SGHEDULE
$•�•�'� STRUCTURAL INSULATED PANE�
STL. STEEL
T TRIMMER
T•�• TNROUGH BOLT
T&G TONGUE & GR�UVE
TO TOP OF
TfJF TOP (?F FOOTING
T�� TOP OF WALL
TRANSV. TRANSVERSE
TRTD. TREATED
TS TUBE STEE�
�`P. TYPIGAL
VERT. VERTICAL
VIF VERIFY IN FIELD
��P• WATERPROOF
�� WITH
i ! *
Q ' � ' : :: ' � i. 1!
: � �
� " ! :
Q ' � ! • : � ' � '
� ' � 'i
� ' � : � �'
0 � � . s- - � .
� ' � 1
8 x 8 NEWEL PQST
� .. . .
NOTCH BOT �F S x
NEWEL POST ARC?l
Wt (2j-112" Ql T.B.'s
���
��
�
8 x 14 STRINGER
(E)-C�NCRETE SLAB
(VERIFY THICKNESS T(� ENG.
PRIOft TO CONSTRUCTION)
8 x 8 POST
Q CONN:
BASE f�5/8"x6"x1'-4
W/ (3)-1/2" Q) SIMPS�N
TITEN HD x 5"
KNIFE F�; 1/4" x 10" x i'-0
WI (4)- 3!4"QS T.B.'s
{COUNTERSINK AL�
T.B.'s MAX. t7F 1 1!4"}
1�"
�
T-
;C�MP(7SITE DECKING PER ARGH.
0 EA. SIDE OF NEWEL PQST
� BLKG.
UT. (2)-2x10 RIM-BQARD
��,.VT. 1x �ASCIA BOARD PER ARCH.
SC'.AI �• �ld° - 'i'_fl
�JOTCH STRINGER
AROUND LAG HEAD
8 x 14 PER PIAN
'�� �,--
�•7�
�V � �� I
�U CONN:
BACKING R� 1/4"x6"x0'-9
W/ (4)-112" Q3 x 5" tAGS
WI Kf�IFE I�: 1l4"x4"x0'-6
W/ (2}- 3/4"f� T.B.'s
{COUNTERSIN{� ALL
T.B.'s MAX. 4F 1 1!4"�
4x12 TREADS NOT SHOWN
FOR CtARiT`( W/ SIMPSON TA10
SCALE: 3/4" = 1'-0
�
(E)-CC}NCRETE SLAB �
(VERIFY THICKNESS TO ENG. �
PRIOR TO CONSTRUCTION} cn
i
(N)-COMPOSITE DEGKWG
PEFi PLAN
(N)-TO DECKING
(Nj-DECK JOIST
PER PLAN
2x BLKG.BTWN.
JOISTS @ BRG.
�� ���
��
�
yl������t��� �
$�� ���������� � �
������������� � ����
����° N.c'����x�
��e �.� _ .
����4 _ ��� �� � ��_
DECK RAILING PER
ARCN. N(7T SHOWN
FQR CLARITY
8 x 14 STRINGER
4x12 TREADS NOT SNC?WN
r FOR CLARITY W/ SIMPSON TA10
{N}-DRQPPEE? BM.
PER PLAN
(N)-314" f7� x 12" IAt
(CQUNTERSiNK}
(N}-COLUMN PER I
�y
SCALE: 3/4" = 1'-0
�
(N)-(3j-2x10
�
PROVIDE WEDGE BLQCK
,. „ J
(N)-(5)-3/16 x 8 TIMBERLC}K
SCREWS WJ 2 3/8" PENTRATIQN
•• •� �.
• • • y
fJ�:T1�:��'
rt�c6t.r.r�a��nr�
(N)-(3}-2x� 0
(N)-(5j-3116" x 8" TIMBERLC?K�
SCREWS W/ 2 3/8" PENTRATION
{N)-COMPOSITE DECKING
PER PLAN
PER PLAN
(N}-TO DECKING
�C, TYP.
{N)-DECK JOISTS ,
PER PLAN
{N)-CONT. 2�c10 LE�GER �
W/ {4j-12d NAILS & {2}-
3/16" fti x 4" TIMBERLCIK SCFiEW
@ 16" 4.G. INT(� SOLID RIM
{VERIFY SOLID RIM W/ ENG,
PRIOR TO CONSTRUCTION)
: : � ��'�77:
(2)-5/8° x 5° Sil
T1TEN HD (fN'
(4)-#5 [3WLS.
12'" x 1 �" SGtUE
CQNC. PIER
SEE SCMED.1
I
I .._
I
II� I (E)-EXTERIC?R WAL�
m
II
�� I iE)°3/4" PLYWD.
( � PER Pf.AN
� - - � � - (E}-TC? PLYWd. �
IMI�
� ��I
�I
!
II
�
I{E)-FL{�C7R JJISTS
(E)-SOLID 2�c RIM
goa�� NE�i�r w/ �rvG.
PRIC7R TO C4NSTFiUGTION
I(E�-EXTERICJJR WAL�
�+7
�
I(E}-EXTERIt�R WALL
( iE}-3/4" PLYWD.
PER P(AN
� � � �. � ��>-zo ��.�rw�.
�
� (E)-FLOC3R J01ST�
{�-SC7LID 2x RIM
BUAFiD (VERIFY W/ ENG,
� PRI(3R TG GONSTRUCTIC3N
� (E)-EXTERIC}R WALL
SCALE: 3!4" = 1'-0
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(E)-CONCRETE LANDING TO REMAIN
r�
:....... L J........!
� (E)-CQNCRETE FOUNDA710N WALL
' (E)-CONCRETE FUOTING
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�. . . . . . .. _ . _. .... .__ .. .. _._. .. _....
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--____ .__�.._ _.__._ ---_ L, �. �_ .__�..
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����� • i'lail� ' . � . .
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I���� � � � �� � i �
(E}-GONCRETE PIER
(E}-CC?NCRETE FC?OTWG
VER6FY ALL DIM. W/ EXSTG.
CC)NDiT1CJNS � ARCH. PLANS
� � U N DAT I {� � P L,A � ����E: � �4�� - � �_�
PIAN NC?TES�
1. CONTACT Eh1GWEER IF OVER-EXCAVATIC?N IS REQUIRED TO FIND ADEQUATE S01� BEARING.
2. (E)- EXISTING FQUNQATION 1NDICATED AS THUS (----} {N}-NEW FQUNDATION INDIGATED AS THUS: (
3. �} INi�1CATES CONNECTI4N TYPE. REFERENCE SCHEDULE SHEET S1.
4. CONTFiAGTOR SHALL Ft)L�QW ALL RECOMMENDATIONS AND REQUIREMENTS PER SOILS F3EP�RT,
5. DO NQT SCALE DRAWINGS. VERIFY ALL DIMENSIQNS PRIOR TO CUNSTRUGTION.
PRC}VIDE (3)-3/16"x 8"
T(MBERLOK SCREW FR(�M
CiUTSIDE OF (2}-2x10's INTO
(3)-2X1 O'S
PROVIDE (3)-3/16"x 8"
TIMBER��K SCREW FROM
OUTSIDE t�F {2)-2�t10's INTC?
(3)-2x10's
CANT. BEAM TO SUPPORT
(3)-2x10 BEAM
INQICATES (N)- CONT.
(2)-2x10 RIM-BdARD
WDICATES (N)- 2x10 —
BLOCKING W/ (4}-10d
NAIL.S INTO END GRAW
EA. SIDE
PRaVI�E ONE 2x10
JOIST EA. SI€3E QF NEWEL
�as-r, nP.
INDiCATES {N)- 8x8 —
NEWEL POST REF. TO
7/Si
�
BRWG BEAM INTC7 CORNER
OF BUILDING (VfF (2)-
.2x6 TRIMMERS MIN.)
� ..... ......� .. .. ... ...... ....... ..... ...�!`'�
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1. NEW DECK BEAMS AFiE FLUSH FRAMED UNLESS N4TED °DROPPED".
2. NEW DEGK JOISTS ARE 2x10 @ 16" Q.C. UNLESS NOTED OTNERWISE.
3. NEW P{7STS CONTINUOUS BELQW ARE INDICATED: � NEW PO�TS FROM ABOVE NOT CONTl�lUOUS BELOW ARE WDICATED: D
4. EXSTG. PQSTS CONTINUQUS BE�OW ARE WDICATED. � EXSTG. POSTS FROM ABQVE NOi CONTINUOUS BEl.C7W ARE INDI�ATED: ��
5. (E)-EXISTING FRAM{NG INDICATED AS THUS: (— ---) (N)-NEW FRAMING INd1CATEQ AS THUS: ( ).
6. �} INDICATES GONNECTlON TYPE. REFERENCE SCHEDULE SHEET S1.
7. NUMBER C?F STUQS INDICATED UN PLAN FQR BUI�T UP P(�STS ARE TRIMMERS QNLY AND DO NOT INGLUDE KINCaSTUDS.
8. DO NOT SCALE DRAWINGS
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