HomeMy WebLinkAbout024-140-01924-14-19 - /'1 /1 140 o
ALBERT W; SHIRLEY
2%-7-444.& ' as2s lAvenue l -Gridley
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O LOOMIS OFFICE
3243 Rippey Road
Loomis, CA 95650
�MARYSVILLE PLANT
5033 Feather River Blvd.
Marysville, CA 95901
TRUSS AI
(916) 65274655 Phone: (530) 743-8855
F 916 652 3860 F
Truss Design Submittal
`��'"'���N
Designed By: Date: Technical Representative:
Troy Moss October 15 2009 Troy Moss
Office Fax:
* All enclosed drawinqs are in alpha -numerical order
Client
Mike & Marci Shadd
REFER TO APPROVED
PLANS FOR ADDITIONAL
NOTES AND INFORMATION
FOR THIS PROJECT
Plan: Floor Components: O
Roof Components:
Work Order # 0790809
Pro' ect
New 0^C -.;A0%"^^
Owner:1 IM- 6
247 HigghREVISION: BP# 0-f--;, //I'D
Site Phone: APN: o i q - yo. 6/5
Site Contact. Date . 2 •o
FILE COP
C Original Submittal 'I I • ° � a
-c
O Complete RevisionS o �r0. Iz
O Partial Revision: Replaces individual racm
Sving�C C4 &
0 Addition: Add to Original Submittal
k.4 o
0 _.0
STANDARD BOTTOM CHORD FALSE FRAME DETAILS
4' 0" OC MAX.
Man= Fulm
NO
SPL' Mt TRUE;$
�,'0ZS.Ir.N- IS SEPARATEFROgTillsDW
VAIL:
utt,:#2..Of- KTITE V061 FOR UtRYM&CJAL.F It
FALSE
_..FRAKc CHORDIS.4...
'USE; #3 OR :BET'PER
:FALSE VIRWE WEBS;..
wboa V.midAL.S. Al. 4.,—o O;C.-
SEE VEXT.OPTION,
FRAUt
*(E,SAn THE
STRUCTURALRAL Z14606CHORD , iRg[S'Tj N 1MRWcAL-S M&t BE. LOC-ATED,-4m,"
+ OR — 12' OF THE PANEL Pditm ALONG
"gi, LtNGT-H
APPLY REQUIRED ,'BRACNd ($U 'Bt W*) TO
BE USED 44 UP 24' WAX;.
SjJfftA9LY..:: .APPLIED TO 1W BOTTOM
C�,Afloslts TRqSES (Olt JUT 1BOtrW t-ItOliV SEdaONS.,,dF. A TRUs§). I
CONNECTIONS ARE THE SOLE
PER THE LATEST VERSION 0
--tin
W9
IIII"utw-
0�4"
-wo
Yw,ft
8,dlding C—p-.0 Group Incl
.W"W
=A
ft!tnl
Emh My. MO 63045
OF THE
THIS DETAIL APPLI55 TO ANY PITCH, ANY SPAN, ANY TOP CHORD
LOADING -AND. ANY TRUSS WEB CONFIGURATION FOR 24" O.C. Ma.
SPACING- )M' IOPSF&�. CEILING LOAD., WITH THE EXCEPTIONS
NOTED ON -THTS`-`SRE .'
JDONOT USE THIS DETAIL FOR:
1. -STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PAR-ttTIO]
'9.' INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS.
0, WADS IN EXCESS OF IOPSF CONNECTED TO THE FALSE In".
4:*.DRAG '. LOADS -CONNECTED TO THE FALSE FRAME.
5, T.Qp -dio9b.,:4 'ED'.' FAJ�SE FRAMES.
SPECIFIED ON THIS DETAIL.
I... VERTICALS SPACED APART MORE THAN PANEL POINTS (IF>4':0-)-
& FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS.
I -SROP. App[m. p
USE. AN ALPINE WAVE 20. GAUGE : 3%4 KW. PLM, Al HEEL CONNECTION:
USi AIFINt `WAVE- -20' GAUGE ZX44 MIN. PLATES lir'FACH -END bk,- WK
VERTiGitL --" PLATES ARE REQUIRED .0,11 )BOTH FACES Or aCH, JOINT.
nr.,WP.Fnvn ., a - A 2vA::F'.kr_'lk `kR�kk'_AdTTOk`Cft -M
Tcicr F?4kMB.GffOKU.. TO =- VLAUZU.-K]
JOIN VERTICALS. TO 'ALTtR#AVNG
END—
O;C.
-DESIRED.:
-VERTICALS. MAY BE,JOINMB�
!f CEioS2D :(64.20l -xl'.'37.5" NAILS INT I SACH
S OF
":lUN'.'Y8RTT.CAL!.]3LO0
�TO EACH. FkCB-I�b.V
i;PKL JOINT .IF ,
WITH, (4 U CAULS*
bfi-
sput*lj�
t,.'Art,%tHr.b *wa
#UdK TOM'. (OJNE�
. - w
81 """
,; - - i
ee
Bt
�LIAR. 83- 200.9
CALIFORNIA HIP PERMANENT BRACING DETAIL FOR HIPS WITH STANDARD LOAD
SECTION A—A
OR' FI BUI
REPRIE L`fIiv::CR[PPLE9 CK. :PLANE''
REOF'TRU8SES
CRiI?'PLI; � COJtbfO.N
SPACTNG
ATHING. PITCHED AND SHEATHED
o — CRIPPLE (C) SUPPORT LOCATIONS. CHORD AREA.
SUPPORTS EXTENDED MEMBERS TO FLAT TOP CHORD (2' O.C. CRIPPLE SPACING SHOWN.)
CONNECT CRIPPLE TO FIAT TOP CHORD AND EXTENDED TOP CHORD. USING:
TO (2) 8d COMMON (0.1317 2.5 -.MIN) TOE NAILS WHEN BUTTED. OR
(3) 10d COMMON (0.148•X 3. -.MIN) NAILS THROUGH FACE AEON LAPPED.
Refer to detall BRCALHIPCRP for maximum allowable job loading and cripple length.
SECTION B—B
FiIP' 'Giit>yE TB GK" SEE CA TaP `I?UCU ERii'1C.
1 � FO$ Ji1CK "fYF?E vac;D.
E
CI 7,11VPiAL tKAMIr cr.:CglPp.rlivs sFcsA as'' o::c....(D) BUILT—IN FILL CRIPPLES S5 _S•P'OR2 Id7A[11NCI-#1f0 CONSTRUCTION,
(HORIZONTAL MEMBER OPTIONAL)
tr ouu.xa;s�arw u>saap:xiiii`.rant jCn LL., :PSF REF CALIF, .BRAC:1
4oc.,.go4s sStNa. was ka.fprl.attny; auCdeJ.+�iupdsa.�se'f:taa'w+a•re••"s.�m ut.r
F .DA'1I; 1 . ,p,!�.a+«�w .tn ..an.. ctrPo�m..t ��. ,'.e.ata+..r:.. .n.n b.. n..nar ea+wra esu DRY�G BRiF 4CTi4J �/� .': pa . er 7N.lAl. !.�'..aa.rri ndw Y!t• l.r wsr. tzls.wtwe: Di PSE'-arroer�si,- ev>dema mv' o. wra sv e� rut�iwpu axmue+».: $atidlxi r/dfaL OruY(tm1C9}'ni:u.nl a .:.und. tor: d..t.wctmn ult '6++U++ 'L 1nr wA at L Bolding Carp-.—G—p lac up �1Q111s IO tW tftm td �A' htb LPL ar It .tN.}• .>•-11pi%.:.a.t.0J1. !1
l.p:!4 ..f l%A: N! 4+.(►b.11 t sw
a-il.[.Oa;tkL 4r.x1q d1•.o�.s• �p..�..YY tsdhslr.:s7.1 lmas.td:.]u+Ca.�(dal. i�i3.`ia�{vca'Ghtlilj .
Mr IA. trdr s.sapacal ..J.s s7ir.M tL. h td `pry .4C tin. sal. s.t ONQd1� b
Ua
.j ?0 3E?, ?.OQl� � FAQ:
ttt-yR7f..n.,N.ece:ut'lc �•..<'....w,sxw..lgtt.dsdq;.aa�d.9CQ�'v..rlaw.,tev�. yEanh Chy. MO 63045
M A.R.' 1.8 2009
•s•
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NONE
Simon
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PFIA,1
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01
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ANSI
SECTION A—A
OR' FI BUI
REPRIE L`fIiv::CR[PPLE9 CK. :PLANE''
REOF'TRU8SES
CRiI?'PLI; � COJtbfO.N
SPACTNG
ATHING. PITCHED AND SHEATHED
o — CRIPPLE (C) SUPPORT LOCATIONS. CHORD AREA.
SUPPORTS EXTENDED MEMBERS TO FLAT TOP CHORD (2' O.C. CRIPPLE SPACING SHOWN.)
CONNECT CRIPPLE TO FIAT TOP CHORD AND EXTENDED TOP CHORD. USING:
TO (2) 8d COMMON (0.1317 2.5 -.MIN) TOE NAILS WHEN BUTTED. OR
(3) 10d COMMON (0.148•X 3. -.MIN) NAILS THROUGH FACE AEON LAPPED.
Refer to detall BRCALHIPCRP for maximum allowable job loading and cripple length.
SECTION B—B
FiIP' 'Giit>yE TB GK" SEE CA TaP `I?UCU ERii'1C.
1 � FO$ Ji1CK "fYF?E vac;D.
E
CI 7,11VPiAL tKAMIr cr.:CglPp.rlivs sFcsA as'' o::c....(D) BUILT—IN FILL CRIPPLES S5 _S•P'OR2 Id7A[11NCI-#1f0 CONSTRUCTION,
(HORIZONTAL MEMBER OPTIONAL)
tr ouu.xa;s�arw u>saap:xiiii`.rant jCn LL., :PSF REF CALIF, .BRAC:1
4oc.,.go4s sStNa. was ka.fprl.attny; auCdeJ.+�iupdsa.�se'f:taa'w+a•re••"s.�m ut.r
F .DA'1I; 1 . ,p,!�.a+«�w .tn ..an.. ctrPo�m..t ��. ,'.e.ata+..r:.. .n.n b.. n..nar ea+wra esu DRY�G BRiF 4CTi4J �/� .': pa . er 7N.lAl. !.�'..aa.rri ndw Y!t• l.r wsr. tzls.wtwe: Di PSE'-arroer�si,- ev>dema mv' o. wra sv e� rut�iwpu axmue+».: $atidlxi r/dfaL OruY(tm1C9}'ni:u.nl a .:.und. tor: d..t.wctmn ult '6++U++ 'L 1nr wA at L Bolding Carp-.—G—p lac up �1Q111s IO tW tftm td �A' htb LPL ar It .tN.}• .>•-11pi%.:.a.t.0J1. !1
l.p:!4 ..f l%A: N! 4+.(►b.11 t sw
a-il.[.Oa;tkL 4r.x1q d1•.o�.s• �p..�..YY tsdhslr.:s7.1 lmas.td:.]u+Ca.�(dal. i�i3.`ia�{vca'Ghtlilj .
Mr IA. trdr s.sapacal ..J.s s7ir.M tL. h td `pry .4C tin. sal. s.t ONQd1� b
Ua
.j ?0 3E?, ?.OQl� � FAQ:
ttt-yR7f..n.,N.ece:ut'lc �•..<'....w,sxw..lgtt.dsdq;.aa�d.9CQ�'v..rlaw.,tev�. yEanh Chy. MO 63045
M A.R.' 1.8 2009
ANCHORAGE AND RESTRAINT OF LATERAL BRACING
TRPS:. IS.
A DANGEROUS COND;ITLON
FIG:.
COW?R�SION;'!lfiD$ .•,.j'—TO
i'REVEC(T TFIIS
tl} Ot27'AND 4Mti -M
FiFII.CJftta, cid
L,
1..
t7GCF[CDNG:':
RESTRAIN:' TFNE.
r>A�:I�ar. ai2AGItZC1.
i'F;
: !.1
f�l� � C0I{f2NUt)US Ii1'F;N3/(L BltAC¢NG
USE ;:MEIiIOD HONK .Ttt
(=) 6Wl7rAIN0 SI ACMGI BUT'
! PSRK[Ts 1AnMAL DucKrlNG'
GI! ALS ;!IEB-i &HBms AT,
AINDTINGII'STRl1CTORALLY
TIM, SAO1Ii(D:
SQUND• umOU. SPP,ClM-.0
BY PRGPF:85IGIQAL .
BBXIFDNG roB;.'iRli59�4-
ENGIfIi�ER.;Oil.:litlC[i1TECt;
FIG. 2
ANCHORAGE BY BN_m, MIN . DEI .R
(OTHER ANCHORAGE PROVISIONS
FOR OTHER TYPES OF WALLS).
IIII
autlai^0 Canpwmm Croup 1—
Eanh Cly, M000045
ANCHORAGE (BY BUILDING -
DESIGNER) ONTO SOLID END
vALL - REnvAIINS LAMAL
BRACING, THEREBY
PREVBNLING REB BUCFIJ}NG,
CLD
COMPRESSION WEB
FIG. 3A
DIAGONAL BRACE RESTRAINT (DBR)
WITHIN THE UNIT (3A & SRI
DBR MAY TRAVE RS9 lwfm. THAN Toro
TRUSSES, DEPENDING ON TRUSS HEIGHT.
tat
'awa..at.
..� 3tICATIi[SiG;
` .9LQPS!?G GR V�RY7I
�O:R; RF.r7 "NERi}CE3U
:DltACNNNC.
THE DRAWING BELOW (FIG. 3B) SHOWS HOW TO RESTRAIN THE
CONTINUOUS LATERAL BRACING (CLB - f M). WHEN ANCHORAGE
IS NOT AVAILABLE AS SHORN IN FIG. 2 THE DIAGONAL
BRACE RESTRAINT (DBR - ) MEMBERS ARE 2X4'5,
THE ENDS OF WHICH ARE ATTACHED TO TOP & BOTTOM
CHORDS. THE DIAGONAL BRACE MAY BE ATTACKED DIRECTLY TO
THE CLB OR TO THE REB OPPOSITE TETE CLB. USE THE SAME
NAMING SHORN IN FIG. 3A.
FIG. 3B
:0(4 -J3 OR SM GRADE DBR NABBED
tO:NSP SWE OF TO AND
40 AT APPROXIMP.—SLY M `
RPi'FiRVAL9:19 RCSW LATSi3A1i
AITAGH ".. i.mss *�m . .
(aj i.sa co►f�NiiR (G:fNai.x S- .RtlIC) Fi
snn'.iMw�d'an.
i- iayipi)r(y:rgyie:
ia¢ou¢i.4. bi
NOM.4raali:er},
b'k92.Z
MAR 19 200.9
CLB WEB BRACE SUBSTITUTION
T—BRACING
THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) OR T -BRACE
IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB L—BRACING: OR
BRACING METHOD IS DESIRED. L -BRACE
APPLY TO EITHER SIDE OF WEB NARROW FACE.
ATTACH WITH 10d BOX OR GUN
(0.128z 3.',MIN) NAILS.
NOTES: AT 8' O.C.
BRACE IS A
THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED MEMBEMEMBER LEENNGTHH M REB
CLB SHORN ON SINGLE PLY SEALED DESIGNS TO T -BRACING OR SCAB
BRACING.
ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE.
FOR MDin= ALTERNATIVE BRACING, RE -RUN DESIGN WITH APPROPRIATE
BRACING.
T -BRACE L -BRACE
WEB MEMBER
SPECO?IED CLB;
ALTERNATIVE BR1iClTffi
•
SIZE
BRACING
T OR- J BRAG
SCAB : kkft"
2n -OR 2U
1 ROSY
:m..
1_eu
2X3 OIt m.Q
-RO,,"
27I8
2' 8X4
2fi8
........
1 hOpf
2X?k
_..
L=SA'8•
2X8
2 ROWS,
ZX8%
2 2X4{r)
2fi[I
1 ROW
ea e
8 :ROWS
T -BRACE, L-8'RAGE, AND, BW BRACO;J,0.. BE,. S.iME SPECIES AND GRADE
OR BETTER 7EL�[ SLB Bm UNIIISS SP== OTHERWISE ON
ENGINEER'S 6[iALBD 11ESIAN,,
(�) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH
FAC£ .OF Tizu.
////T10
e�uaw�b. C?n+o�n+wmo Cdr.
F.walmm: mo alms
SCAB BRACING:
APPLY SCAB(S) TO HIDE FACE OF REB.
NO MORE THAN (1) SCAB PER FACE.
ATTACH WITH LOd BOX OR GUN
(0.128'z 3.',MIN) NAILS.
AT 8' O.C.
BRACE IS A M9MMM
8OX OF REB MEMBER LENGTH
nu.
0
G7.W
to 30,2m
SCAB
LL
PSF dZEF
PLE APPST.
D%
'vSp- ;tinTE
1%1/04
bt
'PSP DAWC
TiRcLT sus, OX09
LL
PSP
.
rAC.....
CIMG
2x4 WEB WITH WEB -BLOCK®
REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWING
FOR LUMBER, PLATES AND OTHER INFORMATION NOT
SHOWN BELOW.
PLATES FASTENING WEB—BLOCK TO WEB SHALL BE W3X3
OR LARGER. PLATE POSITIONING TOLERANCES ON i - B—
BLOCKS SHALL BE PERMITTED TO BE VARIED UP TO
6 INCHES FROM GIVEN POSITIONS, EXCEPT THAT PLATES
AT THE END OF THE WEB—BLOCK MUST BE WITHIN 6
INCHES OF THE END OF THE WEB—BLOCK.
2X4 WEB—BLOCK 2X4 WEB
SECTION A—A:
W3X3 PLATE;.�:-=--
6" MAX. 0. C. (TYP.)
2X4 WEB—BL'OGK
ft 0. C. MAX:
BETWEEN W3X3s'
(ADD 13:X36 .
W3X3 PIATE: .. _ ..... ...._ NE EDED ,
A — — A
W3X3 PLATE _a
MAR 18 2009
J'(j/%' �(�. j . •_ m . mw.m".�..s d'wo.ia; , ..rm+�tw -r � wi... e.w:"i"a'.::i... ws �.. ' DtYTT' lj� �09
( 1 �f e.*,. ■ltaq+nr �fcogrr.t rmd.°'.
*n.
a + ,fall Cui. c oTevF,ip ff+ .t rd ' � l -_'J` �7'i4.;+D 1W Turtt L14'�1 tl YL �.b dtW R�f� VM.•io� UNLJIa6 ASC .,"
..kuoar o5 w of ua:td. yens..�� ow.. wx!h/ mmr.11ua.c ux,: G1R7lCr I3I B iK010
"1YPQRfit1� RiWI«Qi QQP'f p 7{Wt d�CR t0 rl�ElltdYlOK'�.'4�-�'
........ IIi Dctldk�y �+ CeaaO �*.+, aeil A.tl' cot b � tur .n aar.twnfrom uu, �,.iya.�
a�a�arna�ms�»aye .gyp f.qv,., b Lw1e 16:,lean b wry! rR, nr Kr aL +xdaw:m.+:�w Jr: '
vBUTTtVNq cst+a uw d.a •alluiP+o +_
tWjldFJ ss�s.4 NaL �JOb' tai b �+e4 J�or �t tt®r. Dwf.Im�dae aLirtn s'Jw+ u�:m JttGf E�ii�.
d 3 en .Wd 4sNkiE @-� •�' �d�c.L.e .Em�(.so. wl, pda�tonH ,uy!(c Alii !*���ki�bsb
. t►+ .1kL:y�'1g� Qr/N�+ IR 4PHC/414 l fM.l�
• Bir!n ;� MO S rt+i'-acosa.vll.eq[�aait Sfll's...lpRnd:mtn; Vitra, r!pa��w1,�a�'SR,.. �+�+.r�e�h,;kr0 ..� ' ^ 4
COUNTY
81 111 rlr I
anti_. I/ WFC ' 7 ! y�" L
d`dq:.�t1� _'
END . fAWRAFT'ER 3TA.MDARD D:EJVA ('CA:LIFORNIA :S'T'YLE
0P Tf0NAL • EXlTENSIQ'N
TRi1S5 . PI�'�ES' -ANA LUMHEI2:
AS SHAWN OR...PEIt` 3X:
INAIVIDI7AL TRUSS D�7$ICN�. �'
4
3}C4
• = • � 7 : al'- —7►_ : • IIN:(•):irilll•)l:u=Hrbl
GIRDER:CHOW
JACK TOP. .CFIIRD...
R�JNS 61
`R: QIlRD1;R.
'TOR' 0 D
(91 Yd1- (0 i:4(t x5 ar
f4w 771d (0 t46'�Gtt 1 or 14d (Q't s� 6
Stld (0:188 SciL 6 BAILS. TIYIi0t34H JACKC WYO
"HOUGH: 7:Id�ue�w .C; mm. q tlR par glolml TOTS^
r.=%R lop OWIM. To& tAL's OR'.AItE'attASi';
'.tLAI_ OB':AmtriTIS usdkuhctL� 0311.
u7cl cu pww"ra`-ILlxur: cA�ALoa:..
pun ILA1m 'O Au= .
p15SIGN gga�R 10 PSP NON CQ r BOTT014 (iiORD LIV2 LOAD.
Zi7RY[k:IOACTAB AOR 90...1dPEfGAT:" IvpgGRSPRixFtt�t3 OT! oT
NO I70INT LQAbff�.�.X•;clr��AANAILL uN3
RM
MI`AWiHDOTE;OAL..D>GNO,� i STAI(DARD JAC(C8 RS
+a`4Y7Gi0'a' PatD 4714 74AtCflf Mkt 11pfC1 QA 41i:•'!IJ(7,BSr
(
now. a . ': Irk a¢ f•k1�..kKa ia,l+�s7a�ilc• n•a l au
1111T�ana
I/)/'lll—'►///(// eE37+f• •Lara fa Taniwinl latm7. �wltiaf o1 gab• i
watlacr ba'Y N 71MiN7o 7di r.•vdra{ cat. pya p. mar. (nt�
-�m°o9�r�xf`� ryNNazt wRY pr isffio 0catts Y8 timta<futmK 1N
W -0-
a. -O.
I UMBER. REQUIRE)t9tfM
JACK :Top.. C)iOAD: Wii pB OR BETTER DF -L GREEN, /1//2 OR BETTER CAN S -P -F.
i2 OR- -BR; M HEiSpM. OR 165OF MSR ANY SPECIES
JACK. BOTTOM cRoRo.; 2i4: f2 OR BETTER ANY SPECIES, OR 105OF MSR ANY SPECIES
-TOP. CHORD _LENGTIC-MAY'-VARY FROli'.8' .MINIMUM TO 8'-0' MAXIMUM. WITH
EXrf.NSPONS SUPPbRTED AT 48 O.C. M XDIUiM BEYOND. HIP GIRDER.
TOP; CFLd)tp `MAY BF. SPtdGEp A3 SHOWN; ADOVPJ THE HIP GMDER ONLY.
-DOTTIOM C11GRD LENG13V MAY VARYl.-Odw 4"' 1 mniu M TO 8'-0a MAXIMUM.
00 . of spiuCg'.,THF BOft6W, CHORD
TOP CHORD PTICtI MAY••VARY FR QM 41$ lilN[S(`tM TO 8:12 MAXIMUM.
8(YMW CHORQ PITCH MUST.BE. FLAT (O.lZ).:
SPECIAL USIGr%" RFQUIRED `FOR TKISSE9.41TIt . OVERHANG LONGER THAN SPAN
LE?('TIL
T its pFTA2L, ?Ai?PGdEB 'lO :4S DFCRBF� HIPSEC:'OKLY.
f
CK TOP CHORD
UST BE SINGLE
EVELED OR
OUBLE BEVELED
L+K p^�y�..uLt+ONp Ma.([�ap2p71.na1 b ivgaed6q M a•a.u•. 7faa. 7L7a awp.
tklfk!'Xp Gwm... Afl Om,0 MIQ. tS7 'r cif ii iWa<'aM irks• iR. a� f{Ir i4. �i,krbally. WfLLa{, �ypr•• YwYr( r
►h�R.d`.axuwv 7rfnCa eoek.ulal! 01.0 kiti .ei•4• N �(Itln4q (7rJ1/•/A •frll rrp QUa n/p/
p(/11111..n.p�L,.�l•. ij* old" 7.,�aa� t a• tf't.w., pirlmk7an.0 d— — w — hW ow•E'+
A •*.J io:YW Yiv ;M eb'+ar,Tt�"lo�dlgi4N2�a p lire VZ%.k d -gt ti{ f�q•a/l Y a•N
for tL.+rl+c wrmb�4.14 iet.w 1'b• Ysita.aQ s me mi.'wt iu..•1ws•1 hr rf �ouur r W
n+�eerfdilQp tl th akllair• D.rnie.pa air t af•c. 'q:
e k i atr' a e a1os� to a0a'awaraay aw I t , .. y .w.c ,...srxdss.0— W. —A. ,•ra+.•
HIP GIRDER
C�RNER JACKS
/
TIDE
vl END JACKS
END CORNER JACKS
MAX. 8'Or MAX.
--�{
PSF
REF END JACK
H� TC LL 20.00
9 TC DL 14.00
ID i DL 0.00
PSF
PSF
DATE 1/1/09
DRWG EJRAFTER0109
LL 10.00
PSF
W. 44.00
67927 cn
PSF
IV,FAC. 1.25
Ane 30, 2009 CING 2-0-0
cm\ \
. • ,
`OFCg,\ °
�_ MIlR
1 Q ?M01
e
TRUSS PLATES AND: LUMBER
AS SHoww. .I TER'
INI' I DUXL 'TRUSS .DESIGNS.
END JACK/CORNER STANDARD DETAIL
fMONAL ` XTENSION, :.
3x4
.A.
c r�D
3X4
• :HLP" T E �CFIORDS
°(T0 R) . (90�fTtD
LACK TOP CHORD
RUNS OVER GIRDER
TOP CHORD.
(g) 10P 0 [4H oY
1:i iye'Ia,14a"��} az 't6$ os+is`is b�! �S;
[T1Yi0(Utif1 CAGY tiffi ID(7Q.
1aa (a)�Yoa�
XMW�:crRa� Iaq�".ciaaRDl rad=
sto�aan)t:.JAcg . �n: txlu 2tAIIdip . nR At10�UAti4
aeauEs:1LECIaANtCAI. xANapt
NAn14a, att 4aa¢uaa
i/SsgidtRLeL }tti'iQFR PSR 1[Ah'UF.'CA7JlgC.
p£R.iUilUt '.CAtAJAGL, -
uiartGrr �x co ps>a •;toy aD r �rn��aDTrol{ aR:GRD Ltv� coAD.
iPli;p tAAD&D .VOR. d0. 6iPHf �i49�EIXROSORP G :.x:�-x:oo 1(A)O]IVY.
C(P` i7 i.QriA8. ]LRC>3ANI�. . U HVAC, SPRiH)tLti;RSr 0;';; OTHER
TTEHdB CAU5[IV ..ADn�1'[0_ Aj„D�iHSTbN'•THR STAH'U11E{D lA?JKS ARE
• Aid,OIFEA,, i�OUi''
iUMBHtR RTiQT11REMmm., .
IACF%1. P i'J.TORD R'x4 '(!2 OR 8.£TIER J3F=G CRCFIi... i%SII OR BUM-3i�C�l1i#
J2 OR BETTER HFA 178, QR; t850P .)ISR ABY; S1PECIES '
H4K,HOMPMY:GHORp 2i4, 1-Z'OR berm ANY`fiP CIE5 OR•.,t;850>' 1t9R; ,1NY :SP! C[R;
rOP dMORM-31"Ram HAY VARY'`FRO ti W m1(U1t TO.?8 0 E
SOP.-OHORD {XYEN9(Ott'SUPPORT6D AT 48 ..,00 UAl0MAk DEIOND HTP:';GTRDERS.ldd
0-,148'x37 OR'T6d (OAWi3.52,.NAW iiQTTObi GHORD:'LY1`GTR"IIAY VARY .FROWV
11NOiUM TO,B',-D 11AMICUI . 4. NOT S(?1JCE 7iiE:BOFtOSt.dHORD:
OP GETORD PffCli HAY• -VARY PRO1( 4+t2 kR1G(UY1 1,0 :812 1U1X11(Uit,
�oI't01t OHORD :PLTCHt ',MVST tat ' FLf (0 1,2)f
iPZCLLL.DES(GN"REQUIRES'. FOR SRV9SE9 KITH .bVF1tt1ANG :CdNCRR IHA1V_ SPiui
LQNCTH:
WS-1)1xfAE ;AP.PLIES TO"43 'T)f10REEV 1i1P3t'F: 41iCY;_..._.. --• - -_
a o T K
-- - JACK TOP CHORD
IUM BE SINGLE
BEVELED OR
DOUBLE BEVELED
61-0' JACK (ONR
RAfT10t ONLY)
_... -
«vlu o» ma lm roves ALL a710 mr t® as++ 1
hp.A .ttr+m. sir. r hkYVLF a.aalr. lay.h[. 1..1.11!•a .M �• aft M d'I
STiCJ(. Qh�dL,i.:iM9"iml... ” , hSnrtiR b �1 u . TRS) M .idf ifs Rb 1" Mfv�Y
. ,..tee.. a�..a".. Wa ...,we.�� �..w
s�..t bM— � Aa r...:=. .II -Ml IA
.rum .i lda:a /. r•r.�+ 1.1..1 L.w hr a rra�.11a..
ratrcrtriA i� ro>ticsat or" or Tw =aa= va wnuwfmr cwn m
7'I►.auemN't.p.�.y ..I..d;.� a.d OTV§W) d.a .4 r��11y�
n,ev.+ im.ay+. antq lic: paw. t. OWid�uw. +..r.a... " Tr L • arlwtaa mal a f.p.y. m.l.nw
'.nrnaa rr1L..n --w 01100m rr
�urnn tarn_ 'Kob pr—'. ...k ft- of w. Mruk.... a....b— a SW t
wAl (Ie ;4h4,ftMlmad�P ry. df7MaY.
iMrt: fhb 1ic.s'equ t:, f w� wtW01V .. aw .f YL e.y.Mt M .y W1NIy 1.
ww>�mat{T w. a..la�
w
1 rr .lur . a
Ei+n,'Cn. NiO,�SMS' rflt�, •r.,:�ik:� �°'�c ....Ip.no..; fl�ri• ...wowo.4rov.: mc:....loow..q
HIP GIRDER
SI E CORN r? jACKS
N' N'D .JACKS
END CORNER JACKS
aa• rAz 8L0" MAX.
N9 TC LL 20.00 PSF REF END JACKS
0"v 4
TC DL
14.00
PSF
DATE 1/1/09
C
HC DL
0.00
PSF
DRWG EJCORNER0109
hhh `
r
m
C LL
10.00
PSF
X927
OT. LD.
44.00
PSF.Xr.e
30, 2009
•
DUR. FAC.
1.25
lull r€
1
SPACING
2-0-0
ov
MAR 18
GABLE DETAIL
FOR LET -IN VERTICALS
GABLE THUSS PLATE SIZES
RISiL12,t0 dPi)IOPOfTE,:tl: OAIfB: RP1itl ti1lt'
-ynN11jU1N PLAS'E�:&F.L.L3 ►0.fi::VERTNCAk Jl'L1O
01"L6tt"Tr7 r:(q PItKG.;Tt2tt8 ,JS7571Qtt'.Ifl�i Y'I'Ai{
D�tJM WED 'A" IYEGL ErATIZ
' • Q CADLr VC311ICA4'-P.tATy`4. OV6iN1kr,:USC .A
Q8L1t&kP6AXE' TBATR9.
COV2.T10i 'TOTAL ARLA'•0K:
'TI(A-' OVrRLAPPEDPi;=, '.TO SPAN TIM TO.
Ta61i0?PJi
_
(%.X.-
PROVIDE CONNECTIONS POR UPUFr 1PECUTED ON THE ENGUMM TRU33 DESIGN,
ATTACH EACH Y REDNTORCING MlMB= WITH
END DRIVEN NABS:
10d COMMON (0.146'1 3, J00 NAIS AT 4' O.C. PWS
(4) NAILS IN TOP AND BOTTOM CHORD.
TOENADM NAIIA:
Lod COMMON (0,148'x3',1@0 TOENAILS AT 4' O.C. PWS
(4) TOMWW IN TOP AND BOTTOM CHORD.
THIS DETAIL TO BE USED WITH THE APPROPRIATE TIW GABLE DETAIL T'OR ASCE:
WIND LOAD.
ASCE 7-98 GABIE DETAIL, DRAWINGS
A13015980109. A12015980109. A1t0161149109, A10016980109• ,
A13090980109, A12090980109. A1103098010% Al 109
ASCE 7-02 GABLE DETAIL DRAWINGS
115016020109, A12016020109, A11016020109.:.i�1Tm Q201 �Ot„': 1b9,
A1303002O109L A12030020109. A11030020109.,AL1., 26t: 0 A1440R , tl1D9
ASCE 7-06 GANE DETAIL DRAWINGS
A13015050109, A12015060109, A110t606010f1 A1__ .Q60 ;\1N�i :109.
A13030050109. A12030050109. AII050060169 Al t ,ALA 50179
SEE APPROPRIATE TTW GABLE DETAIL FOR MAImN1E• ..
UNRXWMRCED GABLE VERTICAL LENGTH. rrrr{{
0
'T' REMRCEWENT ATTACHMENT DETAIL
'T' R�Oli;7!@• T 1tLRR9HC[p6
'TGE2fAll:, �'Qik=
'VOW''
To CONVERT Mid V TO Y REDR'ORCING MEMBEPA
MULTIPLY Y INCREASE BY LENOTH (BA= ON
APPROPRIATE ITV GABLE DETAIL).
HAImorm ALLOwmx Y REMRCED GABLE VERs=
UXGIM 13 14' FROM TOP TO BOTTOM CHORD.
IEB LENGTH INCREASE W/ "T” BRACT
WI(D,=BPGED' ,.7t.:P.�W'
AlM'.11Zti
'1LDt�::tT},'
.,iNClitA
149:"Ul!1T
"2n1.....
-•10.5'..
10: !';
_
60. x'
t20,1a33i
•2aci'
a J
130 MPH.
.: 2iti...........
10'. x
"40-x
ib ipr
9'
.30'.11
100ll &
90
90; 45
R;;dt_..
E@ S
<10IIT'
24':
i9O'X
EXAMPLE:
ASCE WIND SPEED - 100 MPH
MEAN ROOF MGM - 30 FT, Rat - 1.00
GABIE VERTICAL - PA' O.C. 3P 03
T RlaMRWG MEMBER SIZE -2X4
?' BRACE INCREASE (MM ABOVE) - LOX - 1.10
(1) 2X4 V BR10E 1ENCMJ
MAXIMLYM Y REINTORCEiI Y±AFit.Pr:.V TFfCAY,' LL✓t:G'T}1-.
1.10 :-9'
-WARM*- RM AM MUM NL aom OF T a ri r-�. aLr- V rl .. � i +ti.,u1::.. 1. , u .-- •" � Wa
am 6�++b. cm= hd nb - a •R r WVW .� .Lav:p.A'1')✓ 1 .L Ofl
u.. n..u.— .a.o..'r. a...tA. a..ma .= W_ w nays. �.. m / /
a.0 r..w� ...a a.6 r... ...v.b rw.A 67927 m
1111TY .?.0 1.. . Lt.... ft rel re�.l .."f-ftw - .r. r.n >.... r.rba rw.u.a rr 1
n..ew. as � s+. �.. or 1.�'. �.+.w� rr � �... � .,.. � U.�iPG C.k3.L%�T•�.V�:1:()$'.�
-004mmRf- �a� ow or = 6mw p aswlanat CWTUCM lune 30, 2009
a+u.a a...� fie. p�pp) yY ..t M GY M q ..olds- 6a W.
Binding Cana WtZ GMP Inc -W /0.. b x.61 uM b� r .rt��rs. vY 7R a< O�.M4La. �W. F ��Oa •
r.r:,a .f t-- MMW ..-Lehr p,t- .n .d. w 80^6AOU TWA 11M Am uea oW ar/iN. MAX TOT. LD. 60 PSF°
L obi AM* wl. to ON& ft- d h... p. -M - r........ W � ,a0d 6Lt�h..: J�.' CIVI � �`
�FWM %.�Ie.--v .vas.. aP'air «�. °rte lr wl'k' • '9 QQ`� DUR. FAC. ANY
..r-mH� .t u. 6.rP , o. Alcor til I I— a � �F (. r ,
E.M City. MO O.101s In-atoa: ...n.�a• •••.ror.�.�iru ....s.rrLw.s.••a slc ...�I.L..a MAX SPACING 24.0��..... R.(.._,jl. .,...
mop i A 9nno
.# AD !
v e
ASCE 7-05: EXPOSURE C T
COMMON RESIDENTIAL GABLE END WIND BRACING. REQUIREMENTS - 'S , ZFFENERS-
100 MPH, 30FT *MEAN_ EGIT; ASCE ?---.O&l. CLOSED
BLDG, LOCATED ANYWI-EEIZE IN ROOD', EXP C.
Kzt = 1.00, WIND Q'PSF,*ATIlBC DL=5.0 PSF-
1ATERM CHORDBRACING -8R&,ayME; 'CN:
T14 ?
TOP. COMNUOVS ROOF- S 4TMd'
-00. DtAP
BPT; CONnVV 9:1 CEOANO" HRA04
SEE,E.NGINEl,0XS ' SEALED. I)ES1GY. REFERENCING THIS DETAIL
TOR , LUMBER RATES,, WO"MAER INFORMATION NOT SHOWN
ON TIUS" D -ET
NAILS: 10d COMMON (0.148"x3") OR BOX (0.128"x3",MIN) NAILS
OR GUN (0.125"X 3.".min) NAILS.
1)
H
H LESS THAN 4'6" - NO STUD BRACING 9BOOIRM
H GREATER TF.IAN'4'V' TO -776'!jK LENGTH
I ov - ib ., t -!A, md 8tir-PJ�Adk AT, MID-HEIdt t- AND;
TO TiO_ OF',` D'IAPHRAG'M I PHRA'04" EVEky'713 0" (SEE ;D
REFER TO..DRikWl 0:*'& 99300).
H
TO STIFFHACK WITH 101) ,BOX OR. GUN f
ATTACHED TO EACH
STUD W/ (4). 10 D BOX OR GUN (0.123" X 3", MIN.)'NAILS.
I"= (two cm. -P -MR Z =Rr"
.. & =.Zjr,
TC LL Fir
TC DL P50
REP on! -,mu=
DAIS: .�IlIDD
OF=
Wmu
P97;
DItWTG Wtp-ropolpq
:f
I11T[o-
ito"
BC DL
BC LL
to :c#YAg, h:wiw.R eat
111N,
MI Of uk= tarxzpow t -w 6-
TOT. M. Psl*.
Blt
1DUR. FAC.
I MAX SPACING 24-
u1i
j;
Vi
Job Name: Shadd / New Residence Truss ID: D1 Qty: 4
BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Web bracing required at each iocation shown. UPLIFT REACTION(S) :
1 3- 1-12 1250 3.50" 1.s0" BC 2x4 DFL #1 ® See ITWBCG's standard details. Support C&C Wind Non -Wind
2 33-10- 4 2586 3.50" 2.38" WEB 2x4 DFL STANDARD Designed per ANSI/TPI 1-2002 1 -209 lb
3 51-10- 4 614 3.50" 1.50" Refer to Joint QC Detail Sheets for This design does not account for long term 2 -244 lb
BRG REQUIREMENTS shown are based ONLY Cq factors and Rotational Tolerances. time dependent loading (creep). Building 3 -160 lb
on the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF Designer must account for this. This truss is designed using the
MAX DEFLECTION (span) : MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on CBC -07 / ASCE7-05 Specification
L/972 MEM 14-15 (LIVE) LC 24 IF THIS TRUSS IS CARRIED IN A HANGER, THAT testing and approval as required by IBC 1703 Bldg Enclosed - Yes, Importance Factor - 1.00
L- -0.38" D- -0.28" T- -0.66" HANGER BASED ON 1.5" HANGER FOR and AN and are reported in available Truss Location - Not End Zone
EX.WB DEF CRI 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY document ESR -1118. Hurricane/Ocean Line No Exp Category -'C
IN MEM 11- 1. OR S: CARRYING MEMBERS. IF 2.5" GUN NAILS ARE Loaded for 10 PSF non -concurrent BCLL. Bldg Length - 72.00 ft, Bldg Width - 73.00 ft
CRITICAL MEMBEII FORCES: 9 9
7c COMP. OuB. / 7EN5. Duz. Csi USED, THE HANGERS MUST BE RE-EVALUATED Loaded for 200 16 non -concurrent moving BCLL Mean roof height - 14.49 ft, mph - 85
1-2 -1844 1.25 / 165 1.66 a.41 (BY OTHERS). Mark all interior bearing locations. ASCE7 II Standard Occupancy, Dead Load - 10.2 psf
2-3 -1689 1.25 / 168 1.60 0.48 Permanent bracing is required to Install interior support s) before erection. Designed as Main Wind Force Resisting System
3-4 -1197 1.25 / '42(l.60 1.47 revent rotation/toppling. Refer to PLATING BASED ON GREEN LUMBER VALUES. - Low-rise and Components and Cladding
4-S -1176 1.25 / 204 1.60 0.38 P 9
5-6 -84 1.25 / 281 1.25 0.32 CSI and ANSI/TPI 1. 20 psf Live Load applied to bottom chord in Tributary Area - 111 sqft
6-7 -54 1.25 / 246 1.25 0.61 accordance with IBC/IRC requirements for Vertical In exposed to wind: 11- 1 •.
7-8 -72 1.60 / 964 1.2s 0.74 attics with limited Stora a having a clear ----------LOAD CASE #1 DESIGN LOADS ---------------- -
8-9 -434 1.25 / 116 1.25 0.49 height >- 42" and clear width of >- 24". Dir L.Plf L.Loc R.Pif R.Loc LL/TL
9-l0 -731 1.25 / 142 1.60 1.53 9 TC Vert 74,00 1- 0- 0 74.00 - 37 0- 0 0.54
BC Co!' 11, / TENS. WR. CSI TC Vert 58.00 3- 0- 0 58.00 52- 0- 0 0.69
11-12 -23 1.60 / 59 1.60 0.42 TC Vert 74.00 52- 0- 0 74.00 54- 0- 0 0.54
12-13 -142 1.60 / 1727 1.25 0.67 BC Vert 16.00 3- 0- 0 16.00 52- 0- 0 0.00
13-14 -78 1.60 / 1536 1.25 0.97 Type... lbs X.Loc LL/TL Fastener
14-15 / 499 1.25 0.95
15-16 -817(1.25)/ 166 1.60 0.89 TC Vert 0.0 3- 1-12 1.00
16-17 -119(1.253/ 365 1.25 0.66 TC Vert 0.0 51-10- 4 1.00
17-18 -106(1.60 / 651 1.2S 0.83 BC Vert 40.0 24- 0- 0 0.54'
WB COMP. WR. / TENS. DUR. CSI BC Vert 40.0 28- 0- 0 0.00
1-11 -1213 1.25 / 226 1.60 0.14
1-12 -135 1.60 / 1758 1.25 0.71
2-12 -2S7 1.25 / 79 1.25 0.04
2-13 -276 1.25 / 117 1.60 0.26
3-13 01,60 / 296 1.25 0.12
3-14 -616 1.25 / 130 1.60 0.66
4-14 -295 3.25 / 141 1.60 0.25
5-14 -10760 / 1185 1.25 0.48 ,
5-15 -1138 1. 1.25 / 130 1.60 0.53 23-0-0 2183-0-0
6-15 -255 1.25 / 98 1.60 0.22 '1 2 3 4 r5 6 7 8 . 9 10 ,
7-15 -S2 1.60 / 1726 1.25 0.70
7-16 -2210 1.25 / 171 1.60 0.82
8-16 -1079 1.25 / 139 1.60 0.39 4.00
8-17 / 460 1.2S 0.19
9-17 -341(1.25)/ 140 1.60 0.09
6X6 6X6 1�..
1.5X4 1.5X4 �! 4 _
5X6 - 1.5X4
8-1 -13 3.5X4 5X6 9- -11 a ri.a ,
3X8 I SHIP
1-K1 3 2.5X6 11
2X3 6X63X4 6X8 7XP3% 3X4 B3 0-7
13 aofESS I
W:308 3D-10-4 W:308 W:308 Q Q
R:1250 R:2586 R:614
U:-209 40#1 40#j U:-244 U:-160
3-0-0"-49 0-0 T
fn
STUB '11 12 13 14 15 16 17 16 .6 927 N a
All connector plates are Trus"I 20 ga. unless preceded by "W" for Wave 20 ga., "NS" for NS 20 ga., "S' for SS 18 - .
ga. es a Alpine;
or preceded by epo for nrXpositioned
20 ga. or "N" /or 16 ga. rtew stud
positioned per Joint'Detail structural
p Circled plates and false 10/16/2009
free plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural pLtes (or staple).
268 - Homewood u5s
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
CUSt: Mike and MarciShadd
(TCr4
b
This design for an individual building component not truss system. It has been based on spedficadons provided by the component manufacturer
DIR: Dri ve_T_0790809_L00005_J00001
0000
®
and done in accordance with the anent versions of TPI and AFPA design standards. No responsibility Dimensions
g po M rs assumed for dimensional
W0: Dr i ve_T_0790809_L000
are to be verified by the component manufacNrer and/or building designer prior to fabrication. The bolding designer must ascertain that the bads
that the l
DS n r • TM #LC = 81 WT • 348#
9
T R U S WA L
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
$nowDu r L=1.15 P=1.1 S
® SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
environment that will cause the mo'sturecontent ofthe wood toexceed 19%and/or cause connector plate corrosion. Fabricate, handle. Install
TC Dead 9.00 psf
Rep Mbr Bnd / Comp / Tens
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reporb' available as output from Truswal software,
BC Live 0.00 psf
1.00 / 1.00 / 1.00
"W Building Components Group, Inc.
'ANSlrrPI 1'. WTCA V - Wood Truss Council of America Standard Ossil;;n Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION'-
BC Dead 8.00 psf
O.C.Spacing 2- 0- 0
4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) o located at 583 D'Onof io Drive, Madison.
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I 19th Street NW. Ste 800, Washington. DC 20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1
1 3- 1-12 1325 3.50 1.50 BC 2x4 DFL #1
2 35- 1-12 2568 3.50" 2.36" 2x4 DFL #1 & Btr. 11-14
3 51-10- 4 574 3.50" 1.50" WEB 2x4 DFL STANDARD
BRG REQUIREMENTS shown are based ONLY Refer to Joint QC Detail Sheets for
on the truss material at each bearing Cq factors and Rotational Tolerances.
MAX DEFLECTION (span) : IRC/IBC truss plate values are based on
L/973 MEM 14-15 (LIVE) LC 24 testingg and approval as required by IBC 1703
L= -0.39" D- -0.29" T= -0.68" and AN and are reported in available
EX.WB DEF CRITERIA:L/120 document ESR -1118.
IN MEM 11- 1; T= 0.00" Loaded for 10 PSF non -concurrent BCLL.
CRITICAL MEMBER FORCES: Loaded for 200 lb non -concurrent moving BCLL
TC COMP. DUR. / TENS. DUR. CSI 9
1-2 -1985 1.25 / 171 1.6o o.a1 Mark all interior bearing9 locations.
2-3 -1973 1.25 / 181 1.60 0.48 Install interior supports) before erection.
3-4 -1399 1.25 / 156 1.68 0.aa PLATING BASED ON GREEN LUMBER VALUES.
4-s 1380 1.25 / 217 1.60 0.36 20 psf
Live Load applied 5-6 -323 1.25 / 109 1.25 0.28 P pp ed to bottom chord in
6-7 -303 1.25 / 9s 1.2s 1.42 accordance with IBC/IRC requirements for
7-8 -73 1.60 / 994 1.25 0.57 attics with limited storage having a clear
8-9 -295 1.25 / 226 1.25 0.43 height >= 42" and clear width of >= 24".
9-10 -612 1 25 / 126 1 25 0 53
BC
COMP. DUR. / TENS. DUR. CSI
ll -12
-21 1.60 /
59 1.60 0.35
12-13
-152 1.60 /
1862 1.25 0.57
13-14
-92 1.60 /
1712 1.25 0.85
14-15
/
672 1.25 0.93
15-16
-854(1.25)/
160 1.60 0.84
16-17
-227((1.253/
223 1.25 0.65
17-18
95 1.25 /
539 1.25 0.82
WB
COMP. DUR. /
TENS. DUR. CSI
1 -ll
-1288 1.25 /
231 1.60 0.15
1-12
-144 1.60 /
1896 1.25 0.77
2-12
-280 1.25 /
98 1.60 0.04
2-13
-257 1.25 /
116 1.60 0.24
3-13
0 1.60 /
288 1.25 0.12
3-14
-598 1.25 /
131 1.60 0.64
4-14
-297 1.25 /
142 1.60 0.26
5-14
-106 1.60 /
1180 1.25 0.48
5-15
-939 1.25 /
112 1.60 0.43
6-15
-299 1.25 /
123 1.60 0.26
7-15
-74 1.60 /
1798 1.25 0.73
7-16
-2164 1.25 /
178 1.60 0.90
8-16
-943 1.25 /
119 1.60 0.95
8-17
-8 1.60 /
454 1.25 0.18
9-17'
-380 1.25 /
149 1.60 0.10
Truss ID: D2
®Web bracing required at each location shown.
See ITWBCG's standard details.
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS;CARRIED IN A HANGER, THAT
HANGER IS BASED ON 1.5" HANGER NAILS FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS IF 2.5" GUN NAILS ARE
USED THE HANGERS MUST BE RE-EVALUATED
(BY ETHERS). j
Permanent bracing is required to
prevent rotation/toppling. Refer to
SCSI and ANSI/TPI 1.
23-0-0 26-0-0
1 2 3 4 5 6 7 8 9 10
4.00 -4.00
6X6
1.5X4 1.5X4
5X6 6X6
1.5X4
3.5X4 5X6
UPLIFT REACTION(S) :
3X8
Support C&C Wind Non -Wind
Cust: Mike and Marci Shadd
1 -214 lb
This designIs fm an Individual building w specifications provided by the Component manufacturer
B msions not truss tem. It hes been based on
2 -243 lb
®
3 -156 lb
WO • Dri ve_T_0790809-L000
'
This truss is designed using the
2.5X6
CBC -07 / ASCE7-05 Specification
6X6
Bldg Enclosed Yes, Importance Factor = 1.00
_
O_ 3-13
Truss Location = Not End Zone
1
Hurricane/Ocean Line = No Exp Category = C
Bldg Length 72.00 ft,
B3
= Bidg Width = 73.00 ft
Mean roof height = 14.49 ft, mph = 85
W:308
R:1325
ASCE7 II Standard Occupancy, Dead Load = 10.2
psf
Designed as Main Wind Force Resisting System
#7W Building Components Group, Inc.
- Low-rise and Components and Cladding
R:574
Tributary Area = 111 sqft
U-214
Vertical members exposed to wind: 11- 1
U:-156
--LOAD CASE #1 DESIGN LOADS ----------------
H
Dir L.Plf L.Loc R.Plf R.Loc
LL/TL
TC Vert 74.00 1- 0- 0 74.00 3- 0- 0
0.54
TC Vert 58.00 3- 0- 0 58.00 S2- 0- 0
0.69
TC Vert 74.00 52- 0- 0 74.00 54- 0- 0
0.54
BC Vert 16.00 3- 0- 0 16.00 52- 0- 0
0.00
.Type... lbs X.Loc LL/TL Fastener
TC Vert 0.0 3- 1-12 1.00
TC Vert 0.0 51-10- 4 1.00
BC Vert 40.0 24- 0- 0 0.54
BC Vert 40.0 28- 0- 0 0.00
A71 connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. frow Alpine;
or preceded by "HX" for TWWX 20 ga. or "H" for 16 ga. frow Trusrral, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frawe plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
3X8
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
This designIs fm an Individual building w specifications provided by the Component manufacturer
B msions not truss tem. It hes been based on
1-�13
®
and done m accordance with the anent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
WO • Dri ve_T_0790809-L000
'
2.5X6
DS n r' TM 346#
9 #LC = 81 WT:
6X6
3X4 6X8 7X8 3X4
_
O_ 3-13
Li veDu r L=1.25 P=1.25
1
3 W
B3
SnOWDU r L=1.15 P=1.1$
W:308
R:1325
32-1-12 W:308
W:308
Rep Mb r Bnd / Comp / Tens
#7W Building Components Group, Inc.
R:2568
R:574
1.00 / 1.00 / 1.00
U-214
40#1 40#1 U:-243
U:-156
3-0-0
H
(BCSI 1-03) and'BCSI SUMMARY SHEETS' by WfCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison,
49-0-0
Bldg Code' CBC
STUB
11 12
13 14 15 16 17
18
A71 connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. frow Alpine;
or preceded by "HX" for TWWX 20 ga. or "H" for 16 ga. frow Trusrral, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frawe plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Trufs
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
This designIs fm an Individual building w specifications provided by the Component manufacturer
B msions not truss tem. It hes been based on
DIR : D ri Ve_T-0790809_L00005_700001
®
and done m accordance with the anent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
WO • Dri ve_T_0790809-L000
'
ere to be verified b the co
y component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
DS n r' TM 346#
9 #LC = 81 WT:
T R U SWA L
uti iced on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached,
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
® SYSTEMS
unless otherwise
noted. Bracing shown is far lateral support of oompenenis members only to reduce budding length. This component shall not be placed in any
environment that will cause the moisture content of the wood to exceed 19%
TC Snow(Pf) 0.00 psf
TC Dead 9.00
SnOWDU r L=1.15 P=1.1$
and/or cause connector plate corrosion. Fabricate, handle. install
psf
Rep Mb r Bnd / Comp / Tens
#7W Building Components Group, Inc.
and brace this buss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software,
'ANSIfrPI
BC Live 0.00 psf
1.00 / 1.00 / 1.00
4445 Nordrpark Dr. Ste. 102, Colo. Spgs., CO 80907
1', -CA V -Wood Truss Council ofAmerica Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -
BC Dead 8.00 psf
O.C.Spaeing 2- 0- 0
TRUSPLUS 6.0 VER: T6.5.9P
(BCSI 1-03) and'BCSI SUMMARY SHEETS' by WfCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison,
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I 19th Street. INK Ste 800. Washington. DC 20036.
Bldg Code' CBC
-07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd / New Residence
BRG
X -LOC REACT
SIZEREQ'D
®Web bracing required at each location shown.
See ITWBCG's standard details.
TC 2x4 DFL #1
1
3- 7- 4 1165
3.50"
1.50"
BC 2x4 DFL #1
2
35- 1-12 2525
3.50"
2.32"
WEB 2x4 DFL STANDARD
3
51-10- 4 581
3.50"
1.50"
GBL BLK 2x4 DFL STANDARD
BRG REQUIREMENTS
shown
are
based ONLY
Refer to )oint QC Detail Sheets for
on the
truss material
at each
bearing
Cq factors and Rotational Tolerances.
MAX DEFLECTION (span)
:
8-17 -71.60
IRC/IBC truss plate values are based on
L/960
MEM 14-15 (LIVE)
LC 24
ASCE7 II Standard Occupancy, Dead Load = 10.2
testingg and approval as required by IBC 1703
L= -0.39"
D= -0.29"
T= -0.68"
Permanent bracing is relyred to
and ANSI/TPI and are reported in available
EX.WB
DEF CRITERIA:L/120
Tributary Area = 110 sgft
document ESR -1118.
IN MEM 11- 1; T= 0.00"
Loaded for 10 PSF non -concurrent BCLL.
CRITICAL MEMBER FORCES:
TC COMP. OUR. TENS.
DUR.
CSI
Loaded for 200 lb non -concurrent moving BCLL
91-2
LL/TL
-1760 1.251/1175
1.fi
0.69
Mark all interior bearin@Q locations.
2-3
-1821 1.25/ 1911.60.49Install
height >= 42" and clear width of >= 24".
BC Vert 16.00 3- 5- 8 16.00 52- 0- 0
interior supports) before erection.
3-4
4-5
-1386 1.IS157
-1367 1.25/ 219
1.60
1.60
0.48May
0.36
use adequate staples for gable blocks.
S-6
-348 1.25/ 97
1.25
0.287-8
BUILDING DESIGNER MUST VERIFY GABLE LOADS
6-7
-375
ATO, IF TRUSS
8-1
1.60 93o
1:250.56
r
ISDDESIGNEDVE
SUPPORTLTEBLOADSHIS
SPECIFIED
8-9
-316 1.25/ 177
1.25
0.43
BASED ON THE O.C. SPACING AND ANY
9-30
-632 1.25/ 137
1.60
0.53
ADDITIONAL LOADS SHOWN.
BC
11-12
COMP OUR. / TENS.
DUR.
CSI
[+l gable bracing required @ 61" intervals,
if
12-13
-25(1.603/ 59
-181i(1.6033/ 1698
1.60
1.25
0.38
0.68
expposed to wind load applied to face.
See ]'TWBCC s Gable Bracing Details.
13-14
14-15
-106 1.60 / 1666
/ 677
1.25
1.25
1.00
0.94
15-16
-803 1.25 / 159
1.60
0.85
2.5X6 _ 1
16-17
-180 1.25 / 243
1.25
0.66
3X4 0-3-13
�5 63
17-18
-101 1.60 / 559
1.25
0.83
W:308 W:308
R:2525 R:581
WB COMP. WR. / TENS. ID
I! CSI
1-11 -13. 1.25 / 147 1.60 0.13
1-12 -161 1.60 / 1714 3.25 0.70
2-12 -365 1.25 / 113 1.60 0.06
2-13 -178 1.25 / 85 1.25 0.17
3-13 / 267 1.25 0.11
3-14 -559 1.25 / 154 1.60 0.60
4-14 -297 1.25 / 141 1.60 0.26
^ I"russ IO: 02X
Qty: 1
1.25
®Web bracing required at each location shown.
See ITWBCG's standard details.
UPLIFT REACTION(S)
Support C&C Wind Non -Wind
Designed per ANSI/TPI 1-2002
1 -135 lb
5-15 -8981.25
6-15 -2981.25
This design does not account for long term
2 -252 lb
0.42
0.26
time dependent loading (creep). Building
3 -158 lb
Designer must account for this.
This truss is designed using the
/ 1756
THIS DESIGN IS THE COMPOSITE RESULT OF
CBC -07 / ASCE7-05 Specification
MULTIPLE LOAD CASES.
Bldg Enclosed - Yes, Importance Factor = 1.00
IF THIS TRUSS IS CARRIED IN A HANGER, THAT
Truss Location = Not End Zone
1.60
1.60
HANGER IS BASED ON 1.5" HANGER NAILS FOR
Hurricane/Ocean Line = No Exp Category = C
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
Bldg Length = 72.00 ft, Bidg Width 73.00 ft
8-17 -71.60
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
Mean roof height = 14.49 ft, mph = 85
0.18
USED THE HANGERS MUST BE RE-EVALUATED
ETHERS).Designed
ASCE7 II Standard Occupancy, Dead Load = 10.2
psf
(BY
as Main Wind Force Resisting System
/ 148
Permanent bracing is relyred to
- Low-rise and Components and Cladding
prevent rotation/toppling. Refer to
Tributary Area = 110 sgft
SCSI and ANSI/TPI 1.
Vertical members exposed to wind: 11- 1
PLATING BASED ON GREEN LUMBER VALUES.
----------LOAD CASE #1 DESIGN LOADS ----------------
20 psf Live Load applied to bottom chord in
Dir L.Plf L.Loc R.Plf R.Loc
LL/TL
accordance with IBC/IRC requirements for
TC Vert 58.00 3- 5- 8 58.00 52- 0- 0
0.69
attics with limited storage having a clear
TC Vert 74.00 52- 0- 0 74.00 54- 0- 0
0.54
height >= 42" and clear width of >= 24".
BC Vert 16.00 3- 5- 8 16.00 52- 0- 0
0.00
.LocL1 Fastener
TC Verrt 0.0 51X10 00
BC Vert 40.0 24- 0- 0 0.54
BC Vert 40.0 28- 0- 0 0.00
5-14 -10411.60
/ 1144
1.25
0.47
t 22-6-8 r 26-0-0 ,
�'.1 i • •.. A
5-15 -8981.25
6-15 -2981.25
/ 109
/ 123
1.60
1.60
0.42
0.26
1 2 3 4 5 6 7 8 9 10
7-15 -771.60
/ 1756
1.25
0.71
l
7-16 -21221.25
8-16 -9421.25
/ 181
/ 119
1.60
1.60
0.88
0.94
4.00 -4.00-20
+� - ' - -• �. r ,
;
8-17 -71.60
/ 454
1.25
0.18
52
9-17 -3791.25
/ 148
1.60
0.10
6X6
# I
1.5X4
1.5X4
6X6
5 X6
1.5X4
8-1
-13 3
.5X4
r
r
r r
5X6
9-
-11
3.5X6
I SHIP
1-5_T10
2.5X6 _ 1
�(g 3X8 3X4 6X8 7X8
Bi
3X4 0-3-13
�5 63
FESSI
Q �
W:308 312:
R:1165
W:308 W:308
R:2525 R:581
U:-135 40#1 40#1 U:-252
aoU:-158
3-5-8 8-6-8
f-0-1
�'
�" m
STUB 11 12 13 14 15 16 17 18
. Q 927 N
x . June 30, 2011
TYPICAL PLATE: 1X3
C i V II L �Q
OF CAL��
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. frac Alpine;
or preceded by "NX" for TWNX 20 ga. or "Al" for 16 ga. froom Truswal, positioned per Joint Detail Reports. Circled plates and false
frare plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
10115/2009
268 - Homewood Tru s
R Read all notes on this sheet and give a copy of it to the Erecting Contractor.
CUst: Mike and Marci Shedd
�CrAj
DIR: Drive_T_0790809_L00005_]00001
This designIs for an Individual component
g cop system. It hes been based o specifications provided by the component manufacturer
WO • Dri ve_T_0790809_L000
®
and done m accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
r Dim
are to be verified by the component manufacturer and/or Wilding designer prior to fabrication. The building designer must ascertain that the loads
Ds n r • TM
9
#LC = 81 WT' 444#
T R U S WA L
wined on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live
20.00 psf
Li veDu r L=1.25 P=1.25
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf)
0.00 psf
$nOWDU r L=1.15 P=1.15
® SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shell not be placed in any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
TC Dead
9.00 psf
Rep Mb r Bnd / Comp / Tens
and brace this buss in accordance with the following standards:'Join1 and Cutting Detail Repons' available as output from Truswal software,
BC Live
0.00 psf
1.00 / 1.00 / 1.00
J7W Building Components Group, Inc.
'ANSI/TPII%WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDINGCOMPONENTSAFETYINFORMATION -
BC Dead
8.00 psf-
O.C.Spacing 2- 0- 0
4145 Northport, Or. Ste. 102, Colo. Slogs., CO 80907
(SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington. OC 20036.
Bldg Code:
CBC -07
DEFL RATIO: L/240 TC! L/240
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1
1 0- 1-12 487 3.50 1.50 BC 2x4 DFL #1
2 10- 1-12 1334 3.50" 1.50" 2x4 DFL STANDARD 16-7
3 32- 1-12 1844 3.50" 1.97" WEB 2x4 DFL STANDARD
4 48-10- 4 658 3.50" 1.50" Refer to Joint QC Detail Sheets for
BRG REQUIREMENTS shown are based ONLY Cq factors and Rotational Tolerances.
on the truss material at each bearing IRC/IBC truss plate values are based on
MAX DEFLECTION (span) : testing and approval as required by IBC 1703
L/352 MEM 11-12 (LIVE) LC 29 and AN and are reported in available
L= -0.34" D= -0.17" T= -0.51" document ESR -1118.
CRITICAL MEMBER FORCES: Loaded for 10 PSF non -concurrent BCLL.
TC COMP. DUR. / TENS. DUR. CSI
1-2 -310 1.25 / 79 1.60 0.49 Loaded for 200 lb non -concurrent moving BCLL
2-3 -31 1.25 / 216 1.25 0.46 Mark all interior bearingg locations.
3-4 12 1.25 / 266 1.25 o. so Install interior sup ort(s) before erection.
4-5 -708 1.25 / 150 1.60 0.48 PLATING BASED ON GREEN LUMBER VALUES.
5-6 -366 1.25 / 119 1.25 0.54
6-7 13 1.60 / 545 1.25 0.61 20 psf Live Load applied to bottom chord in
7-8 -47 1.60 / saz 1.25 0.49 accordance with IBC/IRC requirements for
8-9 -SO1 1.25 / 79 1.60 0.36 attics with limited storage havinga clear
9-10 -836 1.25 / 156 1.60 0.47 height >- 42" and clear width of >- 24".
BC COMP .(DUR.)/ TENS. DUR. CSI
11-12 -30(1.603/ 256 1.25 0.73
12-13 -4(1.60 / 548 1.25 0.57
13-14 / 473 1.25 0.73
14-15 -321 1.25)/ 132 1.60 0.61
15-16 -1802 1.25)/202 1.60 0.18
16-17 / 3 1.25 0.54
17-18 -125(1.60)/ 751 1.25 0.76
WB COMP. DUR. / TENS. WR. CSI
15-7 -319 1.253/ 89 1.25 0.04
2-12 -465 1.25 / 167 1.60 0.13
3-12 -125 1.25 / 46 1.60 0.03
4-12 -1073 1.25 / 138 1.60 0.91
4-13 0 1.25 / 148 1.25 0.06
5-13 / 256 1.25 0.10
5-14 -480 1.25 / 109 1.60 0.19
6-14 -8 1.60 / 824 1.25 0.33
6-15 -1307 1.25 / 166 1.60 0.58
8-1S -949 1.25 / 127 1.60 0.84
Truss ID: D3 --
®Web bracing required at each location shown.
See ITWBCG's standard details.
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER, THAT
HANGER IS BASED ON 1.5" HANGER NAILS FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED THE HANGERS MUST BE RE-EVALUATED
(BY ETHERS).
Shim bearings (if needed) for req. support.
15-17 -6 1.60 / 418 1.25 0.17 23-0-0 26-0-0
8-17 -9 1.60 / 413 1.25 0.17 1
9-17 -396 1.25 / 1S3 1.60 0.11 1 2 3 4 5 6 7 6 9 10
4.00 a.00
Qtv: 2
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -146 lb
2 -134 lb
3 -177 lb
4 -163 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg EnclosedYes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line No Exp Category C
Bldg Length - 72.00 ft, Bidg Width 73.00 ft
Mean roof height = 13.99 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 98 sqft
OVER 4 SUPPORTS
N, U,
9-j-1 1
1 SHIP
A71 connector plates are Trmwal 20 ga. unless preceded by "W" for Wave 20 ga., "NS" for HS 20 ga., "S" for SS 18 ga. froom Alpine;
6X6
or preceded by "NX" for TWXned 20 ga. or "ve for 16 ga. feat positioned per Joint Detail Reports. Circled plates and false
stud
fraee plates are positioned as shown above. Shift gable stud plates to avoid overlap with strvetueal plates (or staple).
10/15/2009
268 - Homewood Trup
1.5X4
Cust: Mike and Marci Shadd
This design is far an individual ao
gn' g m not Was system. It has been based on provided by the
DIR: Drive-T_0790809_L00005_100001
5X6
tions
and done m accordancewith the anent versions of TPI entl AFPA design standards. No responsibility is assumed for dimensional eaumry. Dimensions
responsibility dimensional accuracy.
5X8
are to be vedfied by the component monulacturer endlor buildingdesi ner
9 prior to fabrication. The building designer moat eacertem that the loads
DS n r : TM
9 #LC = 79 WT: 322#
1.5X4
-13
calked on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00
1.5X4
8-1
-137"1
1.5X4
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
3.5X4
Sf10WDU r L=1.15 P=1.15
® SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
2.5X6
Rep Mb r Bnd / Comp / Tens
IM Building Components Group, Inc.
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Trusval software,
'ANSI/TPI
BC Live 0.00 psf
1.15 / 1.10 / 1.10
4445 Northpark Dr. Ste. 102, Colo. Spgs., Co
=
BC Dead 8.00 psf
O. C. Spaei ng 2- 0- 0
80907
2.5X6
13
5X6
3X4
Bldg
=
1
B1 4X8
B2
1-0-0 5X12
4X8
tl
D-3-13
W:308
W:308
3)(M
B4
R:487 10-1-12R:1334
32-1-12
W:308
W:308
U:-146
U:-134
R:1844
R:658
1
32-0-0
1 U-177
I U:-163
17-0-0
49-0-0
11
12 13
14
156 17
18 1
OVER 4 SUPPORTS
N, U,
9-j-1 1
1 SHIP
A71 connector plates are Trmwal 20 ga. unless preceded by "W" for Wave 20 ga., "NS" for HS 20 ga., "S" for SS 18 ga. froom Alpine;
or preceded by "NX" for TWXned 20 ga. or "ve for 16 ga. feat positioned per Joint Detail Reports. Circled plates and false
stud
fraee plates are positioned as shown above. Shift gable stud plates to avoid overlap with strvetueal plates (or staple).
10/15/2009
268 - Homewood Trup
R Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
This design is far an individual ao
gn' g m not Was system. It has been based on provided by the
DIR: Drive-T_0790809_L00005_100001
®
tions
and done m accordancewith the anent versions of TPI entl AFPA design standards. No responsibility is assumed for dimensional eaumry. Dimensions
responsibility dimensional accuracy.
WO: Drive -T -0790809-L000
are to be vedfied by the component monulacturer endlor buildingdesi ner
9 prior to fabrication. The building designer moat eacertem that the loads
DS n r : TM
9 #LC = 79 WT: 322#
TRU S WA L
calked on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00
Li L=1.25 P=1.25
Is laterally braced by the factor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
psf
veDu r
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
TC Snow(Pf) 0.00 psf
Sf10WDU r L=1.15 P=1.15
® SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
TC Dead 9.00 psf
Rep Mb r Bnd / Comp / Tens
IM Building Components Group, Inc.
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Trusval software,
'ANSI/TPI
BC Live 0.00 psf
1.15 / 1.10 / 1.10
4445 Northpark Dr. Ste. 102, Colo. Spgs., Co
1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
O. C. Spaei ng 2- 0- 0
80907
(BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
Bldg
Code: CBC -07
DEFL RATIO' L/240 TC: L/240
VA
Job Name: Shadd / New Residence
BRG
1
2
3
4
BRG
on
BC
10-11
11-12
12-13
13-14
14-15
15-16
16-17 WB -7
2-11
3-11
4-11
4-12
5-12
5-13
6-13
6-14
8-14
14-16
8-16
9-16
9-17
%-L
0- 1-
10- 1-
32- 1-
42- 8-
COMP. DUR. /
55 1.60 /
73 1.60 /
-39 1.60 /
33 1.25 /
-1462 1.25 /
-1 1.25 /
-33 1.60 /
COMP. WR. /
109 1.60 /
-464 1.25 /
-125 1.25 /
-1163 1.25 /
-321131
.255.60 /-133 -49 -21.60 /
2011.2.60)
-294(5)/
4CT SIZE REQ'0
488 3.50" 1.50"
398 3.50" 1.SO"
476 3.50" 1.57"
342 3.50" 1.50"
shown are based ONLY
rial at each bearing
pan) :
LIVE) LC 32
17" T- -0.51"
4:L/120
0.00"
TENS. DUR. CSI
79 1.60 0.49
205 1.25 0.46
255 1.25 o.So
165 1.60 0.48
156 1.60 0.53
304 1.25 0.56
228 1.25 0.48
77 1.60 0.47
TENS. DUR. CSI
261 1.25 0.74
621 1.25 0.58
591 1.25 0.73
123 1.25 0.61
187 1.60 0.15
1 1.60 0.42
58 1.60 0.56
TENS. WR. CSI
195 1.25 0.08
167 1.60 0.13
46 1.60 0.03
163 1.60 0.99
164 1.25 0.07
239 1.25 0.10
1061.60 0.13
666 1.25 0.27
204 1.60 0.59
132 1.60 0.21
196 1.25 0.08
226 1.25 0.09
198 1.25 0.08
91 1.60 0.10
TC 2x4 DFL 41
BC 2x4 DFL #1
2x4 DFL STANDARD 15-7
WEB 2x4 DFL STANDARD
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Mark all interior bearin@@ locations.
Install interior supports) before erection.
PLATING BASED ON GREEN LUMBER VALUES.
20psf Live Load applied to bottom chord in
accordance with IBC/IRC requirements for
attics with limited storage having a clear
height >= 42" and clear width of >= 24".
Truss ID: D4
®Web bracing requiredat each location shown
See ITWBCG's standard details.
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
RIED IN A HANGER, THAT
1.5" HANGER NAILS FOR
NAILS FOR MULTI -PLY
Shim bearings (if needed) for req. support.
End verticals are designed for axial loads
only unless noted otherwise.
Extensions above or below the truss profile
(if any) have been designed for loads
indicated only. Horizontal loads applied at
the end of the extensions have not been
considered unless shown. A drop -leg to an
otherwiseunsupported wall ing,create a
hinge effect that requires additional design
consideration (by others).
23-0-0 i 19-10-8
1 2 3 4 5 6 7 8 9
4.00
-4.00
atv: 3
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -149 lb
2 -144 lb
3 -180 lb
4 -62 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location Not End Zone
Hurricane/Ocean Line No Exp Category C
Bldg Length = 72.00 ft Bidg Width = 73.00 ft
Mean roof height - 13.49 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 86 sgft
Vertical members exposed to wind: 17- 9
OVER 4 SUPPORTS
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "s" for SS 16 ga. frost Alpine;
or preceded by "MMC" for 7WM 20 ga. or "H" for 26 ga. frost Truswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frawe plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Tru s
6X6
CUSt: Mike and Marci Shadd
CCA.
DIR : Dri ve_T_0790809_00005_J 00001
L0000
1.5X4
W0: Drive -T -0790809-L000
®
and done in accordance with the anent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
DSgn r: TM #LC = 83 WT: 297#
T R U S WA L
5X6
5X8
Li veDu r L=1.25 P=1.25
is laterally braced by the roof a floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
-13
1.5X4
noted. Brading shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any
3X4
Rep Mbr Bnd / Comp / Tens
®SYSTEMS
8-1
-11-1
1.15 / 1.10 / 1.10
1.5X3
•ANSIfrPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
8-1
-13
(SCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I 191h Street, NW, Ste 800, Washington, DC 20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L1240
3X4
SHIP
2.5X6
T
=
2t5
3313
3X10 5X6
2.5X4
1- -D 81
B2
1-0-0 7X8 3X8
2X3
W:308
W:308
2.564
B4
R:488
10-1-12 R:1398
32-1-12 W:308
W:308
U:-149
U:-14432-0-0
R:1476
R:342
U:-62
1
42-10-8
3-1-8
10 11 12
13 145 16
17 STUB
OVER 4 SUPPORTS
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "s" for SS 16 ga. frost Alpine;
or preceded by "MMC" for 7WM 20 ga. or "H" for 26 ga. frost Truswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frawe plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Tru s
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
CUSt: Mike and Marci Shadd
CCA.
DIR : Dri ve_T_0790809_00005_J 00001
L0000
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
W0: Drive -T -0790809-L000
®
and done in accordance with the anent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
DSgn r: TM #LC = 83 WT: 297#
T R U S WA L
Wilted on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
is laterally braced by the roof a floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1. 1$ P=1.1$
noted. Brading shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any
TC Dead 9.00 psf
Rep Mbr Bnd / Comp / Tens
®SYSTEMS
environment that will cause the moisture content ofthe "ad to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truawat software,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
I>rD9P Building Components Group, Inc.
•ANSIfrPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
0. C. Spaei ng 2- 0- 0
4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(SCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I 191h Street, NW, Ste 800, Washington, DC 20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L1240
• f'
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZEREQ'D TC 2x4 DFL #1
1 0- 1-12 424 3.50" 1.50" BC 2x4 DFL #1
2 10- 1-12 2087 3.50" 1.85" WEB 2x4 DFL STANDARD
3 42- 8-12 1282 3.50" 1.50" Refer to )oint QC Detail Sheets for
BRG REQUIREMENTS shown are based ONLY Cq factors and Rotational Tolerances.
on the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF
MAX DEFLECTION (span) : MULTIPLE LOAD CASES.
L/930 MEM 11-12 (LIVE) LC 24 IF THIS TRUSS IS CARRIED IN A HANGER, THAT
L- -0.42" D= -0.23" T= -0.65" HANGER IS BASED ON 1.5" HANGER NAILS FOR
EX.WB DEF CRITERIA:L/120 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
IN MEM 14- 8; T= 0.00" CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
CRITICAL MEMBER FORCES: USED, THE HANGERS MUST BE RE-EVALUATED
TC COMP.IOUR. / TENS. DUR. CSI1-2 -1231.zs/423 1.xo.sl (BY OTHERS).
2-3 -1061.60 / 693 1.25 0.54 PLATING BASED ON GREEN LUMBER VALUES.
3-4 -841.60 / 744 1.25 0.60 20 psf Live Load applied to bottom chord in
4-5 -12601.25 / 203 1.600.54accordance with IBC/IRC requirements for
5-6 -18921.25264 1.60 0.586-7 -22531.25 / 321 1.60 a.47 attics with limited storage having a clear
7-8 -22751.25 / 260 1.60 0.85 height >= 42" and clear width of >= 24".
BC
COMP. DUR. / TENS. DUR, CSI
9-10
-375 1.25 /
79 1.25 0.71
10-11
-74 1.60 /
816 1.25 0.61
11-12
-94 1.60 /
1266 1.25 0.79
12-13
-176 1.60 /
1961 1.25 0.82
13-14
-25 1.60 /
52 1.60 0.60
WB
COMP. WR. /
TENS. DUR. CSI
2-10
-473 1.25 /
168 1.60 0.13
3-10
-121 1.25 /
46 1.60 0.03
4-10
-2115 1.25 /
26111.60 0.89
4-11
/
589 1.25 0.24
5-11
-295 1.25 /
87 1.60 0.12
5-12
-52 1.60 /
834 1.25 0.34
6-12
-476 1.25 /
1S4 1.60 0.29
6-13
-104 1.60 /
336 1.25 0.14
7-13
-362 1.25 /
176 1.60 0.08
8-13
-217 1.60 /
2133 1.25 0.87
8-14
-1216 1.25 /
191 1.60 0.14
Truss ID: D5
®Web bracing required at each location shown.
See ITWBCG's standard details.
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and AN and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Mark all interiorbearingg locations.
Install interior supports) before erection.
23-0-0 I 19-10-8
1 2 3 4 5 6 7 8
4.00 -4.00
_ Qtv: 5
UPLIFT REACTION(S) :
Support C&C3Wind Non -Wind
lb
2 -215 lb
3 -162 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Category = C
Bldg Length = 72.00 ft, Bldg Width = 73.00 ft
Mean roof height = 13.99 ft, mph = 8S
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 86 sqft
Vertical members exposed to wind: 14- 8
6X6 5X6
7-1 -13 1.5X4 1.5X4
1.5X3 8-J1 1
3X8I SHIP
= 2.5X6 1-4-5 1
0-3-13 6X8 5X8 5X8 7X8 In
2X3
B1 B2 B3
W:308 101-12 W:308 W:308
R:424 R:2087 R:1282
U:-130 U:-215 U:-162
42-10-8 l 3-1-8
9 10 11 12 13 14 STUB
'%ION
All- I A _. J
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "NS" for US 20 ga., "S" for SS 18 ga. fro Alpine;
or preceded by "WX" for 1WNX 20 ga. or "N" for 16 ga, fro Truswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frawe plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Tru ys
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
CUSt: Mike and Marco Shadd
This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacNrer
DIR: Drive_T_0790809_L00005_]00001
®(CA
and done In accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
W0: Dr i ve_T_0790809_L000
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
Dsg n r : TM #LC = 75 WT: 273#
T R U S WA L
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
is laterally braced by the roof or floor sheathing and the bottom chord is laterely braced by a rigid sheathing material directly attached, unless otherwise
TC SnOw(Pf) 0.00 psf
SnOwDU r L=1.15 P=1.15
® SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any
environmentmetwillrauseNemoisturecontentofthewoodtoexceed19%and/or cause connector plate corrosion. Fabricate, handle, install
TC Dead 9.00 psf
Rep Mbr Bnd / Comp / Tens
and brace this truss in accordance with the following slandards:'Joint and Cutting Detail Repona available as output from Truswal software,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
IM Building Components Group, Inc.
'ANSI/TPI 1', VJ1CA 1'. Wood Truss Council of America Standard Design Responsibilides,'BUILDING COMPONENT SAFETY INFORMATION'.
BC Dead 8.00 psf
0. C. Spaci ng 2- 0- 0
4115 Northpark Dr. Ste. 102, Colo. Spit"' CO 80907
(BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate InsBMe (TPI) Is located at 583 D'Onofrio Drive, Madison,
TRU SPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800, Washington, DC 20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZEREQ'D
1 7- 1-12 2047 3.50" 1.81"
2 42-10- 4 1958 3.50" 1.71"
BRC REQUIREMENTS shown are based ONLY
on the truss material at each bearing
MAX DEFLECTION (span) :
L/997 MEM 13-14 (LIVE) LC 53
L- -0.43" D- -0.22" T= -0.65"
MAX DEFLECTION (cant) :
L/516 MEM 10-11 (LIVE) LC 29
L= -0.17" D= -0.06" T= -0.22"
TC COMP. DUR. / TENS. OUR*) CSI
OL- 1 0 1.60 / 37 1.25 0.22
1-2 -655 1.60 / 1162 1.25 0.76
2-3 -1606 1.25 / 150 1.60 0.62
3-4 -1578 1.25 / 183 1.60 0.61
4-5 -1576 1.25 / 194 1.60 0,51
5-6 -2053 1.25 / 185 1.60 0.51
6-7 -2117 1.25 / 176 1.60 0.42
7-8 -1219 1.25 / 69 1.60 0.27
8-9 -638 1.60 / 1074 1.25 0.39
9 -OR 0 1.60 / 37 1.25 0.18
BC COMP. DUR. / TENS. DUR. CSI
10-11 -1039 1.25 / 645 1.60 0.54
11-12 -994 1.25 / 711 1.60 0.53
12-13 -30 1.60 / 1478 1.25 0.69
13-14 -103 1.60 / 1922 1.25 0.96
14-15 / 204125 01.22
15-16 -2(1.60)/ 4311:25 0.56
16-17 -916 1.25 / 6401.60 0.40
17-18 -965 1.25 / 6341.60 0.42
WS Cg4P.DUR./ TENS. DUR. CSI
14-6 -1621.25/ 58 1.60 0.24
2-11 -18621.25/ 405 1.60 0.26
2-12 -5321.60/ 2207 1.2S 0.90
3-12 -5581.25/ 247 1.60 0.25
3-13 -21711.601/ 205 1.25 0.33
4-13 / 516 1.25 0.21
5-13 -602 1.25 / 146 1.60 0.27
5-14 -33 , 60 / 239 1.25 0.10
7-14 -201 1.60 / 969 1.25 0.39
14-16 -46 1.60 / 1166 1.25 0.47
7-16 -964 1.25 / 253 1.60 0.21
B-16 -403 1.60 / 1882 1.25 0.76
8-17 -1809 1.25 / 352 1.60 0.23
TC 2x4 DFL #1
2x4 DFL #1 & Btr. 7-9
BC 2x4 DFL #1
2x4 DFL STANDARD 15-6
WEB 2x4 DFL STANDARD
Refer to )oint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
PLATING BASED ON GREEN LUMBER VALUES.
+ + + + + + + + + + + + + + + + + + + + + +
OVERHANG(S) MAY BE SHORTENED UP TO 4" MAX.
Soffit loading = 0.0 psf, U.N.O.
+ + + + + + + + + + + + + + + + + + + + + +
2.5X6
- - - � -- --- � - Truss ID: D6 --- - -_ --
®Web bracing required at each location shown
See ITWBCG's standard details.
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT Oy=
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER „ THAT
HANGER IS BASED ON 1.5" HANGER NAILS'FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED THE HANGERS MUST BE RE-EVALUATED
(BY ETHERS).
20 pf bottom chord live load NOT required
on this truss per IBC/IRC requirements for
attics with limited storage. .
23-0-0 26-0-0
1 2 3 4 5 6 7 8 9 r
4.00 -4.00
3.5X4
6X8
1.5X4
3.5X4
06
(qty: �3
UPLIFT REACI'ION(S) :
Support C&C Wind Non -Wind
1 -412 lb
2 -394 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line No Exp Category - C
Bldg Length = 72.00 ft, Bidg Width = 73.00 ft
Mean roof height = 13.99 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load - 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 98 sqft
2.5X6
1-D-0 2.5:M 6X12 4X8 1 -D-0 SX82.5X4 4X10 2X4 0-3-13
W:308 B2
7-0-0 R:2047 W:308 6-0-0
UA12 R:1958
32-0-0 U:-394 I
17-0-0
49-0-0
10 11 12 13 145 16 17 18
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "NS" for HS 20 ga., "S" for SS 18 ga. frost Alpine;
or preceded by "W" for TWMX 20 ga. or "N" for 16 ga. frost Tmswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
fraste plates are positioned as shown above. Shift gable stud plates to amid overlap with structural plates (or staple).
268 - Homewood Trus
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
(CA
DIR: Drive_T_0790809_L00005_100001
This design is for an Individual building component not ss system. It has been based on apedfleetions provided by the component manufacturer
ve
WO • Dri ve_T_0790809_L000
®
end done In accordance with the anent vemlons of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer moat ascertain that the loads
Ds n r ' • #LC = 86 WT' 323#
9
T R U S WA L
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
L i veDu r L=1.25 P=1.25
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
® SYSTEMS
noted. Brading shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
environment thal will muse the moisture content of the "ad to exceed 19% and/or muse connector plate corrosion. Fabricate, handle, install
TC Dead 9.00 psf
Rep Mbr Bnd / Comp / Tens
and brace thistruss in accordance with the (allowing standards: 'Joint and Cutting Detail Reports' available as output from Truswal software,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
RM Building Components Group, Inc.
'ANSI?PI 1',';ZA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
0. C. Spaei ng 2- 0- 0
4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(SCSI 1.03) and'BCSI SUMMARY SHEETS' by W1CA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association(AFPA)islocated at1111191hStreet. NW. Ste 800.Washington, OC20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZE REQ'DTC 2x4 DFL #1
1 7- 1112 2152 3.50" 1.92" 2x4 DFL #1 & Btr. 7-9
2 45-10- 4 1677 3.50" 1.50" BC 2x4 DFL #1
BRG REQUIREMENTS shown are based ONLY 2x4 DFL #1 & Btr. 12-14
on the truss material at each bearing 2x4 DFL STANDARD 15-6
MAX DEFLECTION (span) : WEB 2x4 DFL STANDARD
L/999 MEM 13-14 (LIVE) LC 53 THIS DESIGN IS THE COMPOSITE RESULT OF
L= -0.42" D= -0.27" T- -0.68" MULTIPLE LOAD CASES.
MAX DEFLECTION (cant) : IF THIS TRUSS IS CARRIED IN A HANGER, THAT
L/S11 MEM 10-11 (LIVE) LC 29 HANGER IS BASED ON 1.5" HANGER NAILS FOR
L= -0.17" D= -0.05" T= -0.21" 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CRITICAL MEMBER FORCES: CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
TC COMP. WR. / TENS. DUR. "Si
0L- 1 0 l.zs / 37 1125 o.22 USED THE HANGERS MUST BE RE-EVALUATED
1-2 -655 1.60 / 1161 1.25 o.76 (BY ETHERS).
2-3 -18181.25 / 2101.60 0.63 ++++++++++++++++++++++
3-4 -1859 1.25 / 262,f
1.60 0.61 OVERHANG(S) MAY BE SHORTENED UP TO 4" MAX.
4-5 -1858 1.25 / 27z 1.60 o.ss Soffit loading 5-6 -2774 1.25 / 339 1.60 0.53 g - 0.0 psf, U.N.O.
6-7 -28441.25 / 3201.60 0.46 + +++++++++++++++ ++++++
7-8 -2579 1.25 / 257 1.60 0.38
8-9 -290 1.60 / 526 1.25 0.34
BC COMP. DUR. / TENS. DUR. CSI
10-11 -1038 1.25 / 645 1.60 0.54
11-12 -989 1.25 / 694 1.60 0.52
12-13 -103 1.60 / 1682 1.25 0.59
13-14 -176 1.60 / 2526 1.25 0.85
14-15 / 201 1.25 0.35
15-16 -5(1.60)/ 70 1.25 0.56
16-17 -355((1.25))/ 489 1.60 0.45
17-18 -477 1.25 / 284 1.60 0.41
WB COMP. DUR. / TENS. DURCSI
14-6 -123 1.25 / 43 1.,6 0.39
2-11 -1987 1.25 / 420 1.60 0.28
2-12 -554 1.60 / 2406 1.25 0.98
3-12 -618 1.25 / 254 1.60 0.28
3-13 -122 1.60 / 243 1.25 0.19
4-13 -4 1.60 / 694 1.25 0.28
-truss ID: D7 Qtv: 1
®Web bracing required at each location shown.
See ITWBCG's standard details.
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testingg and approval as required by IBC 1703
and AN and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
PLATING BASED ON GREEN LUMBER VALUES.
20 psf bottom chord live load NOT required
on this truss, per IBC/IRC requirements for
attics with limited storage.
5-13 -993 1.25 / 189 1.60 0.41 23-0-0 26-0-0
5-14 -10 1.60 / 504 1.25 0.20
7-14 -45 1125 / 271 1.25 0.11 1 2 3 4 5 6 7 8 9
14-16 -175 1.60 / 2361 1.25 0.96
7-16 -590 1.25 / 145 1.60 0.13
8-16 -242 1.60 / 2214 1.25 0.90 4.00 -4.00
8-17 -1543 1.25 / 258 1.60 0.17
UPLIFT' REACI'ION(S) :
Support C&C-42S Wind
Non-Wind
lb
2 -274 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean LineNo Exp Category = C
Bldg Length = 72.00 ft Bldg Width = 73.00 ft
Mean roof height = 13.49 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 98 sqft
6X6
1.5X4
3.5X4 3.5X4
7-1 -13 8-1 -13 6X8 5X6 8-1 -13
2.5X6I SHIP
:c.5X6 4X8 1
13 2.5X4 7X16 4X8 5X12 =
1- -� B1 1-0-0 2.5X4 7X8 2X4 0-3-13
W:308 B2
7-0-0 R:2152 W:308 3-0-0
U:425 32-0-0 R:1677
--- 170
10 11 12 13 145 16 1718
M
All connector plates are lrusaal 20 Be. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. frog Alpine; _11--m-aa-0-
11--m-aa-0or preceded by "WX" for TWMK 20 Be. or "H" for 16 ga. from Trusrtal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
or
fraae plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood �Tr�up
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Mike and Marco Shedd
This design Is for an Individual building ro provided by the component manufacturer
9 9 rasions not truss system. It hes been based on
DIR:Cust:
DIR: Dri ve_T_0790809_L00005_J00001
WO • Drive -T -0790809-L000
'
®
spolGaaBorre
end done th accordance with the anent versions of TPI end AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgn r : TM #LC 86 WT: 324#
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
=
utilized on this design meet or exceed mmm
e loading imposed by the local building code end the particular application. The design assues at the top chord
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
T R U S WA L
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
® SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
environment that will cause the moisture content of the wood to exceed 19% end/or cause connector plate corrosion. Fabricate, handle, install
TC Dead 9.00 psf
p
Re p Mbr Bnd / Comp / Tens
and brace this truss in accordance with the following standards: 'Joint and Cueing Detail Reports' available as output from TmswM sonware,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
NFW Building Components Group, Inc.
'ANSI/TPI1%WTCAV. Wood Truss Council of America Standard Design Responsibilities,EUILDINGCOMPONENTSAFETYINFORMATION -
BC Dead 8.00 psf
O.C.Spacing 2- 0- 0
445 Normparlt Dr. Ste. 102, Colo. Spgs., CO 80907
(SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Tmas Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I I 9th Street. NW, Ste 600, Washington, OC 20036.
Bldg Code' CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd / New Residence -truss ID: D78; Qty: 1
ERG X -LOC REACT SIZE REQ'D
1 7- 1-12 2150 3.50" 1.92"
245-10- 4 1594 3.50" 1.70"
BRC REQUIREMENTS shown are based ONLY
on the truss material at each bearing
MAX DEFLECTION (span) :
L/999 MEM 12-13 (LIVE) LC 53
L- -0.42" D= -0.27" T= -0.69"
MAX DEFLECTION (cant) :
L/511 MEM 9-10 (LIVE) LC 29
L= -0.17" D- -0.05" T= -0.21"
EX.WB DEF CRITERIA:L/120
IN MEM 16- 8; T= 0.00"
TC COMP. DUR. / TENS. OUR. CSI
OL- 1 0 1.25 / 37 1.25 0.22
1-2 -655 1.60 / 1161 1.25 0.77
2-3 -1826 1.25 / 11611:60 0.63
3-4 -1869 1.25 / 269 160 0.61
4-5 -1867 1.25 / 280 1.60 0.55
5-6 -2788 1.25 / 353 1.60 0.53
6-7 -2867 1.25 / 339 1.60 0.58
7-8 -2636 1.25 / 279 1.60 0.73
BC COMP.(DUR. / TENS. DUR. c5I
9-10 -1038(1.25 / 645 1.60 0.53
10-11 -988 1.25 / 703 1.60 0.52
11-12 -139 1.60 / 1689 1.25 0.59
12-13 -232 1.60 / 2547 1.25 0.85
13-14 / 199 1.25 0.35
14-15 -7 1.60 / 71 1.25 0.55
15-16 -56 1.60 / 51 1.60 0.59
W8 COMP. DUR. / TENS. DURCSI
13-6 -89 1.25 / 26 1.66 0.40
2-10 -1992 1.25 / 421 1.60 0.28
2-11 -555 1.60 / 2413 1.25 0.98
3-11 -620 1.25 / 254 1.60 0.28
3-12 -117 1.60 / 246 1.25 0.18
4-12 -9 1.60 / 700 1.25 0.28
5-12 -1006 1.25 / 192 1.60 0.41
5-13 -11 1.60 / 496 1.25 0.20
7-13 -80 1.25 / 198 1.25 0.08
13-15 -244 1.61 / 2424 1.25 0.98
-6
7-15 01 1.25 / 153 1.60 13
8-15 -233 1.60 / 2479 1.25 0.0.37
8-16 -1512 1.25 / 288 1.60 0.17
TC 2x4 DFL #1
2x4 DFL #1 & Btr. 7-8
BC 2x4 DFL #1
2x4 DFL #1 & Btr. 11-13
2x4 DFL STANDARD 14-6
WEB 2x4 DFL STANDARD
2x4 DFL #1 15-8
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.S" HANGER NAIL FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
Left Overhangs) are not to be removed.
OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.!
Left Overhang Soffit loading = 0.0 psf
Web bracing required at each location shown.
®See ITWBCG's standard details.
aa[PM]=PLATE MONITOR USED -See Joint Report -
Designed per ANSI/TPI 1-2002
This design does not accountfor long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testingy and approval as required by IBC 1703
and AN and are reported in available
document ESR -1118. .
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
PLATING BASED ON GREEN LUMBER VALUES.
20 psf bottom chord live load NOT required
on this truss/ per IBC/IRC requirements for
attics with 1Tmited storage.
r 23-0-0 23-0-0
1 2 3 4 5 6 7 8
-4.00
6X6
UPLIFI' REACfION(S) :
Support C&C Wind Non -Wind
1 -426 lb
2 -260 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor - 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Category = C
Bldg Length = 72.00 ft, .No
Width = 73.00 ft
Mean roof height = 13.99 ft, mph = 8S
ASCE7 II Standard Occupancy, Dead Load - 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area.. 92 sqft
Vertical members exposed to wind: 16- 8
2.5X6
1-0-02.5X4 1-0-0 2.5X4 8X8 2X4
W:
W:308 62
7-0-0 R:2150 W:308
U:-426 32-0-0 R:1594
U:-260
14-0-0a
46-0-0 0
9 10 11 12 134 15 16 STUB
All connector plates are Truswal 20 ga. unless preceded by "h" for have 20 ga., "HS" for HS 20 ga., "S" for SS 16 ga. fres Alpine;
All
or preceded by "MX" for TMMX 20 ga. or "N" for 16 ga. fros Trusral, positioned per Joint Detail Reports. circled plates and false 10/15/2009
frase plates are positioned as shorn above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Tru
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
CUst: Mike and Marci Shedd
p
This design Is for an Individual building component not trues system. It hes been based on specifications provided by the component manufacturer
DIR: Drive_T_0790809_L0000$_100001
WO • Dri ve_T_0790809_L000
®
and done in accordance with me anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgn r: TM #LC = 79 WT: 316#
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
T R U S WA L
is laterally braced by the roof or goof sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
noted. Bracing shown is for lateral support or components members only to reduce buckling length. This component shell not be placed in any
TC Dead 9.00 psf
Rep Mb r Brill / Comp / Tens
® SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00
1.1$ 1.10 1.10
and brace this truss in accordance with the following standards:'Jom1 and Cutting Detail Reports' available as output from Truswal software,
psf
P
/ /
17WBuilding Components Group, Inc.
*ANSIfTPI V, W17CA V- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION -
BC Dead 8.00 psf
O.C.Spacing 2- 0- 0
1145 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet, NW. Ste $00,Washington, DC20036.
Bldg Code: CBC -07
DEFL RATIO' L/240 TC' L/240
Job Name: Shadd / New Residence
BRG
X -LOC REACT
SIZEREQ'D
Cust: Mike and Marci Shadd
'rC 2x4 DFL #1
1
7- 1-12 2148
3.50"
1.92"
2x4 DFL #1 & Btr. 7-9
2 45-10- 4 1806
3.50"
1.55"
BC 2x4 DFL #1
BRG REQUIREMENTS shown
are
based ONLY
2x4 DFL #1 & Btr. 12-14
on the truss material
at each
bearing
2x4 DFL STANDARD 1S-6
MAX DEFLECTION (span)
:
® SYSTEMS
WEB 2x4 DFL STANDARD
L/999
MEM 13-14 (LIVE)
LC 53
and Mace this truss in accordance with the following standards: *Joint and Cutting Detail Repons' available as output from Truswat software,
2x4 DFL #1 16-8
L= -0.42"
D= -0.26"
T= -0.68"
BC Dead 8.00 psf
THIS DESIGN IS THE COMPOSITE RESULT OF
MAX DEFLECTION (cant)
:
MULTIPLE LOAD CASES.
L/511
MEM 10-11 (LIVE)
LC 29
DEFL RATIO: L/240 TC: L/240
IF THIS TRUSS IS CARRIED IN A HANGER THAT
L= -0.17"
D= -0.05"
T= -0.22"
HANGER IS BASED ON 1.5" HANGER NAILf FOR
CR111CAL MEMBER FORCES:
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
TC
DL- 1
COMP. OUR. / TENS.
0 1.60 / 37
OUR.
1.25
CSI
0.22
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
1-2
-655 1.60 / 1161
1.25
0.76
USED, THE HANGERS MUST BE RE-EVALUATED
2-3
-1812 1.25 / 191
1.60
0.63
(BY OTHERS).
3-4
5-6
-18501.25 / 2361.60
-2752 1 % 173
i.60
0.61
0.53
++ ++++++++++++++ + ++ +++
OVERHANGS) MAY BE SHORTENED UP TO 4" MAX.
6-7
-2822 1.25 / 254
1.60
0.47
Soffit loading = 0.0 psf, U.N.O.
7-8
-25421.25 / 1931.60
0.38
++++++++++++++++++++++
8-9
-531 1.60 / 699
1.25
0.40
9 -OR
0 1.25 / 37
1.25
0.18
BC
COMP. DUR. / TENS.
DUR.
CSI
10-11
-1038 1.25 / 645
1.60
0.54
11-12
-989 1.25 / 711
1.60
0.52
12-13
-64 1.60 / 1676
1.25
0.59
13-14
-156 1.60 / 2508
1.25
0.84
14-15
/ 201
1.IS
0.34
15-16
-5 1.60 / 69
1.25
0.56
16-17
-510 1.25 / 484
1.60
0.43
17-18
-637 1.25 / 535
1.60
0.40
W8
COMP. DUR. / TENS.
DUR.
CSI
14-6
-122 1.25 / 46
1.60
0.39
2 -ll
-1983 1.25 / 418
1.60
0.28
2-12
-550 1.60 / 2400
1.25
0.98
3-12
-616 1.25 / 253
1.60
0.28
3-13
4-13
-130 1.60 / 241
/ 688
1.25
1 25
0.20
0 28
T Fruss ID: D7T
®Web bracing required at each location shown.
See ITWBCG's standard details.
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
PLATING BASED ON GREEN LUMBER VALUES.
20 psf bottom chord live load NOT required
on this truss,per IBC/IRC requirements for
attics with limited storage.
S-13 -981(1.25)/ 182 1.600.40 23-0-0 l 26-0-0
5-14 / 492 1.25 0.20 r
7-14 -59 1.60 / 322 1.zS 0.13 1 2 3 4 5 6 7 8 9
14-16 -153 1.60 / 2327 1.25 0.95
7-16 -625 1.25 / 171 1.60 0.13
8-16 -508 1.60 / 2526 1.25 0.38 r4 _00
8-17 -1680 1.25 / 349 1.60 0.19
Qty: 1
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -423 lb
2 -361 lb
This truss is designed using the
CBC -07 / ASCE7-OS Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Category C
Bldg Length = 72.00 ft Bidg Width 73.00 ft
Mean roof height = 13.49 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 98 sgft
2.5X6
v:-vc.5
32-0-0 U:-361
17-0-0
49-0-0
r 10 11 12 13 145 16 1718
1 31 �
All connector plates arc Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "NS" for HS 20 ga., "S" for SS 18 ga. frw Alpine; `ter
or preceded by "NX" for TI/MX 20 ga. or "H" for 16 ga. frw Truswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
fraae plates Pre positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Trup
WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer
DIR : D rT ve_T_0790809_L00005_100001.
W0: Drive -T -0790809-L000
®
and done in accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimenslonal accuracy. Dimensions
Dsgn r: TM #LC = 86 yr : 328#
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
T R U S WA L
Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
TC Dead 9.00 psf
Rep Mbr BrillBrill/ Comp / Tens
® SYSTEMS
environment that will cause the moisture content of the "ad to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00
1.10
and Mace this truss in accordance with the following standards: *Joint and Cutting Detail Repons' available as output from Truswat software,
psf
1.15 / / 1.10
IM Building Components Group, Inc.
•ANSI/1PI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
O. C. Spaei ng 2- 0- 0
4445 Northpark Or. Ste. 102, Coto. Spits., CO 80907
(SCSI 1-03) snd'8CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin53719. The American Forest and Paper Association (AFPA)islocated at111119IhStreet. NW. Ste 800.Washington. DC20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd I New Residence
BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL :1
1 0- 1-12 1469 3.50" 1.57" 2x4 DFL #1 & Btr. 1-2
2 36-10- 4 2914 3.50" 2.73 BC 2x4 DFL #1
3 48-10- 4 160 HGR 1.50" 2x4 DFL #1 & Btr. 10-13
BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD
on the truss material at each bearing Refer to Joint QC Detail Sheets for
BRG HANGER/CLIP NOTE Cq factors and Rotational Tolerances.
(s) are ds.
truss plate values are based on
loads. testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
NOTES document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
80" Mark all interior bearing locations.
Permanent bracing is required to
prevent rotation/toppling. Refer to
SCSI and ANSI/TPI 1.
CSI
1.85
1.60
46
39
37
.48
72
56
BC COMP.(DUR. / TENS. DUR. CII
10 -ll -234(1.603/ 3073 1.25 0.71
11-12 -236((1.603/ 30661.25 0.67
32-13 -137 1.60 / 218411 .25 0.94
13-14 / 8511.25 0.95
14-15 -1371(1.25)/ 1861.60 0.83
15-16 -676((1.253/ 791.60 0.54
16-17 27 1.60 / 581.60 0.41
Wit COMP.(WR.)/ TENS. DUR. CSI
2 -ll / 326 1.25 0.13
2-12 -926 1.25 / 175 1.60 0.93
3-12 -20 1.60 / 428 1.25 0.17
3-13 -840 1.25 / 130 1.60 0.87
4-13 -283 1.25 / 139 1.60 0.24
5-13 -119 1.60 / 1393 1.25 0.57
5-14 -969 1.25 / 1]9 1.60 0.45
6-14 -359 1.25 / 142 1.60 0.31
7-14 -110 1.60 / 2309 1.25 0.94
7-15 -2507 1.25 / 221 1.60 0.98
8-15 -966 1.25 / 159 1.60 0.97
8-16 / 320 1.25 0.13
9-16 -683(1.25)/ 66 1.60 0.29
9-17 -131(1.25)/ 334 1.25 0.14
Truss ID: D8
®Web bracing required at each location shown.
See ITWBCG's standard details.
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER, THAT
HANGER IS BASED ON 1.5" HANGER NAILS FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED THE HANGERS MUST BE RE-EVALUATED
(BY ETHERS).
Install interior support(s) before erection.
PLATING BASED ON GREEN LUMBER VALUES.
20 psf Live Load applied to bottom chord in
accordance with IBC/IRC requirements for
attics with limited storage having a clear
height >= 42" and clear width of >= 24".
Qtv: 5
Required bearing widths and bearing areas
apply when truss not supported in a hanger.
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -228 lb
2 -292 lb
3 -S7 lb -306 lb
This truss is designed using the
CBC -07 / ASCE7-OS Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Category - C
Bldg Length = 72.00 ft, Bidg Width = 73.00 ft
Mean roof height - 14.49 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 111 sqft
Vertical members exposed to wind: 17- 9
----------LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TL
TC Vert 74.00 - 2- 0- 0 74.00 0- 0- 0 0.54
TC Vert 58.00 0- 0- 0 58.00 49- 0- 0 0.69
BC Vert 16.00 0- 0- 0 16.00 49- 0- 0 0.00
Type... lbs X.Loc LL/TL Fastener
TC Vert 0.0 0- 1-12 1.00
BC Vert 40.0 24- 0- 0 0.54
8C Vert 40.0 28- 0- 0 0.00
1
26-0-0
r
23-0-0
r
r 1
2 3
4 5
6 7 8
9
T R U S WA L
4.D
TC Live 20.00 psf
--4.00
is laterally braced by the reef or goon sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow Pf 0. OO psf
6X6
® SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any
environmentthalwillcauaethemoisturecontentolthewood1.exceedI.%endforcauseconnectorplatecorrosion. Fabricate,handle,install
TC Dead 9.00 psf
1.5X4
1.5X4
BC Live 0.00 psf
1.00 / 1.00 / 1.00
3.5X4
'ANSIrrPI 1•, WTCA 1•- Wood Truss Council of America Standard Design Responsibilifles,'BUILDING COMPONENT SAFETY INFORMATION'-
6X6
O. C. Spaei ng 2- 0- 0
8-1 -13
5X8
25X6
9- -11
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I I 9th Street, NW, Ste 800, Washington. DC 20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/240
3.5X4T
3X10
tSHIP
u 1-xLi3
0-3-13
1.5X4 3X4
7X8
6X10 3.5X4
B1
A121
2X3 B3
W:308
4 R:1469
36 10 4 O8
R:2914
LLUS26
W:308
U:-228
40#1 40#1
U:-292
R:160
U:-306
T=j
49-0-0
, 3-0-0
10
11 12
13
14 15 16
17 STUB
All connector plates are Truswal 20 ga. unless preceded by "M' for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. fret Alpine;
or preceded by "HX" for Ti 20 ga. or "H" for 16 ga. froom Truswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frawe plates aro positioned as drown above. Shift gable stud plates to amid overlap with structural plates (or staple).
268 - Homewood Trr�uss
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
This designIs for an Individual co
g component not was system. It hes been based on specifications provided by the component manufacturer
DIR: Drive_T_0790809_L00005_100001
ve
Ve
WO' Dri_T_0790809_L000
®
end done m accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
ere to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer moat ascertain that the loads
DS n r • #LC = 81 WT • 33 5#
9
T R U S WA L
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
is laterally braced by the reef or goon sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow Pf 0. OO psf
Sr10WDU r L=1.15 P=1. 1$
® SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any
environmentthalwillcauaethemoisturecontentolthewood1.exceedI.%endforcauseconnectorplatecorrosion. Fabricate,handle,install
TC Dead 9.00 psf
Rep Mbr Bnd / Comp / Tens
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
BC Live 0.00 psf
1.00 / 1.00 / 1.00
RM Building Components Group, Inc.
'ANSIrrPI 1•, WTCA 1•- Wood Truss Council of America Standard Design Responsibilifles,'BUILDING COMPONENT SAFETY INFORMATION'-
BC Dead 8.00 psf
O. C. Spaei ng 2- 0- 0
4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institue (TPI) is located at 583 D'Onofrio Drive, Madison.
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I I 9th Street, NW, Ste 800, Washington. DC 20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd I New Residence Truss ID: D8A Qtv: 3
BRG X -LOC REACT SIZE REQ'0
1 0- 1-12 1469 3.50" 1.57"
2 36-10- 4 2914 3.50" 2.73"
3 48-10- 4 160 3.50" 1.50"
BRG REQUIREMENTS shown are based ONLY
on the truss material at each bearing
MAX DEFLECTION (span) :
L/958 MEM 13-14 (LIVE) LC 24
L= -0.46" D= -0.34" T- -0.80"
EX.WB DEF CRITERIA:L/120
IN MEM 17- 9; T= 0.00"
CRITICAL MEMBER FORCES:
TC COMP. DUR. / TENS. DUR. C5I
1-2 -3299 1.25 / 277 1.60 0.85
2-3 -2394 1.25 / 227 1.60 0.60
3-4 -1699 1.25 / 180 1.60 0.46
4-5 -1681 1.25 / 235 1.60 0.39
5-6 -436 1.IS / 151 1.60 0.37
6-7 -437 1.25 / 89 1.60 0.48
7-8 -115 1.60 / 1553 1.25 0.72
8-9 -80 1.25 / 721 1.25 0.56
BC COMP. DUR. / TENS. DUR. CSI
10-11 -234 1.60 / 3073 1.25 0.71
11-12 -236 1.60 / 3066 1.25 0.67
12-13 -137 1.60 / 2184 1.25 0.94
13-14 / 851 1.25 0.95
14-15 -1371(1.25)/ 186 1.60 0.83
15-16 -676 1.25 / 79 1.60 0.54
16-17 27 1.60 / 58 1.60 0.41
WB COMP.(DUR.)/ TENS. WR. CSI
2-11 / 326 1.25 0.13
2-12 -926 1.25 / 175 1.60 0.93
3-12 -20 1.60 / 428 1.25 0.17
3-13 -840 1.25 / 130 1.60 0.87
4-13 -283 1.25 / 139 1.60 0.24
5-13 -ll9 1.60 / 1393 1.25 0.57
5-14 -969 1.25 / 119 1.60 0.45
6-14 -359 1.25 / 142 1.60 0.31
7-14 -ll0 1.60 / 2309 1.25 0.94
1-15 -2507 1.25 / 221 1.60 0.98
8-15 -966 1.25 / 159 1.60 0.97
8-16 / 320 1.25 0.13
9-16 -683(1.25)/ 66 1.60 0.29
9-17 -131(1.25)/ 334 1.25 0.14
TC 2x4 DFL #1
2x4 DFL #1 & Btr. 1-2
BC 2x4 DFL #1
2x4 DFL #1 & Btr. 10-13
WEB 2x4 DFL STANDARD
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testinand approval as required by IBC 1703
and AN?I/TPI and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Mark all interior bearing locations.
Permanent bracing is required to
grevent rotation/toppling. Refer to
SCSI and ANSI/TPI 1.
Web bracing required at each location shown.
®See ITWBCG's standard details.
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER, THAT
HANGER IS BASED ON 1.5" HANGER NAILS FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED THE HANGERS MUST BE RE-EVALUATED
(BY ETHERS).
Install interior support(s) before erection.
PLATING BASED ON GREEN LUMBER VALUES.
20psf Live Load applied to bottom chord in
accordance with IBC/IRC requirements for
attics with limited storage having a clear
height >= 42" and clear width of >= 24".
26-0-0 r 23-0-0
1 2 3 4 5 6 7 8 9
4.00
-4.00
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -228 lb
2 -292 lb
3 -57 lb -306 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor - 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Category = C
Bldg Length = 72.00 ft, Bidg Width = 73.00 ft
Mean roof height = 14.49 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load - 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 111 sgft
Vertical members exposed to wind: 17- 9
----------LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TL
TC Vert 74.00 - 2- 0- 0 74.00 0- 0- 0 0.54
TC Vert 58.00 0- 0- 0 58.00 49- 0- 0 0.69
BC Vert 16.00 0- 0- 0 16.00 49- 0- 0 0.00
.Type... lbs X.Loc LL/TL Fastener
TC Vert 0.0 0- 1-12 1.00
BC Vert 40.0 24- 0- 0 0.54
BC Vert 40.0 28- 0- 0 0.00
6X6
1.5X4 1.5X4 T
3.5X4 6X6
8-1 -13 5X8 5X6 9-7-11
3.5X4 I SHIP
x 3X10 1-3-13 1
0-3-13 1.5X4 3X4 7X8 6X10 3.5X4
B1 3.U6 2X3 B3
W:308 36-104 W:308 W:308
R:1469 R:2914 R:160
U:-228 40#1 40#1 U:-292 U:-306
49-0-0 .3-0-0
10 11 12 13 14 15 16 17 STUB
f'i1 J
All connector plates are Truswal 20 Be. unless preceded by "W" for Wave 20 ga., "NS" for HS 20 ga., "S" for SS 16 Be. frow Alpine;
or preceded by "NX" for TWWX 20 ga. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
framere plates apositioned as shove. own abShift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Tru s
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
CUst: Mike and Marci Shadd
(C ,
This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
DIR: Drive_T_0790809_L00005_100001
WO ' � Dri ve_T_0790809_L000
®
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgn r : TM #LC = 81 WT: 335#
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
utilized on this design meet or exceed the loading Imposed by the low[ building code and the particular application. The design assumes that the top chord
T R U S WA L
is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
® SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
environment that wifl cease the moisture content of the wood to exceed 19% and/or muse connector plate corrosion. Fabricate, handle, install
TC Dead 9.00 psf
Rep Mb r Bnd / Comp / Tens
and brace this buss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software,
BC Live 0.00 psf
1.00 / 1.00 / 1.00
IM Building Components Group, Inc.
'ANSI/TPl1%VVTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
O.C.Spacing 2- 0- 0
4445 Northpark D, Ste. 102, Colo. Spgs., CO 60907
(BCSI 1.03) and'BCSI SUMMARY SHEETS' by WfCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin53719. The American Forest and Paper Association (AFPA) is located at I I I I 19th Street. NW, Ste 800, Washington, DO 20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd I New Residence
CRITICAL MEMBER FORCES: TC 2x4 DFL #1
BC 2x4 DFL #1
GBL BLK 2x4 DFL STANDARD
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
May use adequate staples for gable blocks.
BUILDING DESIGNER MUST VERIFY CABLE LOADS
AND EAVE LOADS, IF APPLICABLE. THIS TRUSS
IS DESIGNED TO SUPPORT THE LOADS SPECIFIED
BASED ON THE O.C. SPACING AND ANY
ADDITIONAL LOADS SHOWN.
[+3 gable bracing required @ 61" intervals,
if exposed to wind load applied to face.
See ITWBCG's Gable Bracing Details.
Truss ID: D8G
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
TRUSS IS CARRIED IN A HANGER THAT
IS BASED ON 1.5" HANGER NAIL FOR
NO 3" HANGER NAILS FOR MULTI -PLY
G MEMBERS. IF 2.5" GUN NAILS ARE
HE HANGERS MUST BE RE-EVALUATED
ERS).
BASED ON GREEN LUMBER VALUES.
Live Load applied to bottom chord in
nce with IBC/IRC requirements for
with limited storage having a clear
>= 42" and clear width of >= 24".
—vOvIyI�I V4 -O O
ao�hi-1-h
O O O O O O
� O OO OOO'1,1, 4,NOOv04
26-0-0 3-0-0
1 2 3 4 5 6 7 8 9 10111213141516171 20212223242526272829303132333438
1
8-113
_ 2.5X
0-3-13
4.00 -4.00
3.5X4
1
This truss is designed using the
CBC -07 / ASCE7-OS Specification
Bldg Enclosed = Yes, Importance Factor - 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line No,Exp Category = C
Bldg Length = 72.00 ft, Bdg Width 73.00 ft
Mean roof height = 14.49 ft, mph 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area - 98 sgft
J=J.0Atj J=:i.bAb
OVER CONTINUOUS SUPPORT
38 39404142434445464748495051593545556 57585966626364
4-0-0 �J>'1�1�1>rJ>'1>rJ�J�J�1>'Jr1lrll`1�1�11�1��
TYPICAL PLATE: 1.5X4 OVER
l
All connector plates are Trusrrai 20 Be. unless preceded by "W" for Wave 20 ga., "16" for HS 20 ga., "S" for SS 18 Be. frow Alpine;
or preceded by "WX" for TWXX 20 Be. or "H" for 16 Be. from Trustral, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frme plates are positioned as shown above. Shift gable stud plates to amid overlap with structural plates (or staple).
268 - Homewood Truss
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
This design Is for an individual building component not trues tem. It has been based on ecificotions provided b the co
9 9 mp sys p p y nsionalaccuracy.
DIR: Dri ve_T_0790809_L00005_300001
W0: Drive
®
and done in accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional ecwrery. Dimensions
im
-7_0790809—L000
DS n r • TM #LC ]2 WT' 4]4#
are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads
9 =
R S WA L
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
T U
is laterelty braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
Sf10WDU r L=1.15 P=1.1$
noted, gracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any
TC Dead 9.00 psf
Rep Mbr Bnd / Comp / Tens
® SYSTEMS
environment that will cause the moisture content of the wood to exceed is%end/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards:' Joint and Cutting Detail Reports' available as output from Truswal software,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
IM Building Components Group, Inc.
'ANSI/TPI 1', VJICA V. Wood Truss Council of America Standard Design Responsibilities, 13UILDING COMPONENT SAFETY INFORMATION -
BC Dead 8.00 psf
0. C. Spaci ng 2- 0- 0
IIIc Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(SCSI 1-03) and'BCSI SUMMARY SHEETS' by WICA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated atIII119thStreet. NW, Ste 800,Washington, OC20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZE REQ'0
1 3- 7- 4 1268 3.50" 1.50"
2 36-10- 4 2434 3.50" 2.22"
3 48-10- 4 267 3.50" 1.50"
BRG REQUIREMENTS shown are based ONLY
on the truss material at each bearing
MAX DEFLECTION (span) :
L/954 MEM 13-14 (LIVE) LC 24
L. -0.42" D= -0.31" T= -0.72"
EX.WB DEF CRITERIA:L/120
IN MEM 17- 9' T= 0.00"
CRITICAL MEMBER FORCES:
TC COMP. DUR. / TENS. WR. CSI
1-2 -1940 1.25 / 192 1.60 0.43
2-3 -2055 1.25 / 212 1.60 0.50
3-4 -1655 1.25 / 18111.60 0.50
4-5 -1637 1.25 / 2331.60 0.33
5-6 -715 1.2S / 1661.60 0.36
6-7 -718 1.25 / 1051.60 0.48
7-8 -72 1.60 / 8991.25 0.61
8-9 -283 1.25 / 2671.25 0.49
BC COMP.j11)u6R.j/ TENS. DUR. CSI
10-11 -50.059 1.600.34
11-12 -1981.60/ 1876 1.250.6012-13 -1251.60/ 1885 1.25 0.89
13-14-61.60/ 941 1.25 0.96
14-15 -7581.25/ 154 1.60 0.79
15-16 -2431.25/ 237 1.25 0.55
16-17 -601.60/ 54 1.60 0.41
W8 COMP. DUR. / TENS. DUR. CSI
1-10 -1244 1.25 / 155 1.60 0.14
1-11 -177 1.60 / 1893 1.25 0.77
2-11 -409 1.25 / 120 1.60 0.06
2-12 -164 1.25 / 102 1.25 0.16
3-12 / 261 1.25 0.11
3-13 -531 1.25 / 152 1.60 0.55
4-13 -285 1.25 / 137 1.60 0.25
5-13 -102 1.60 / 1130 1.25 0.46
5-14 -622 1.25 / 95 1.60 0.29
6-14 -351 1.25 / 142 1.60 0.30
7-14 -88 1.60 / 1846 1.25 0.75
7-15 -2084 1.25 / 201 1.60 0.94
8-15 -810 1.25 / 157 1.600.82
8-16 / 274 1.25 0.11
9-16 -242(1.25)/ 245 1.25 0.10
9-17 -238 1.25 / 95 1.25 0.04
TC 2x4 DFL #1
BC 2x4 DFL #1
2x4 DFL #1 & Btr. 10-13
WEB 2x4 DFL STANDARD
GBL BLK 2x4 DFL STANDARD
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Mark all interior bearing locations.
Permanent bracing is required to
prevent rotation/toppling. Refer to
SCSI and ANSI/TPI 1.
PLATING BASED ON GREEN LUMBER VALUES.
20 psf Live Load applied to bottom chord in
accordance with IBC/IRC requirements for
attics with limited storage having a clear
height >= 42" and clear width of >= 24".
Truss ID: D8X
®Web bracing required at each location shown
See ITWBCG's standard details.
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER, THAT
HANGER IS BASED ON 1.5" HANGER NAILS FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED THE HANGERS MUST BE RE-EVALUATED
(BY ETHERS).
Install interior support(s) before erection
May use adequate staples for gable blocks.
BUILDING DESIGNER MUST VERIFY GABLE LOADS
AND EAVE LOADS, IF APPLICABLE. THIS TRUSS
IS DESIGNED TO SUPPORT THE LOADS SPECIFIED
BASED ON THE O.C. SPACING AND ANY
ADDITIONAL LOADS SHOWN.
[+] gable bracing required @ 61" intervals,
if exposed to wind load applied to face.
See ITWBCG's Gable Bracing Details.
1 22-6-8 1 23-0-0 1
1 2 3 4 5 6 7 8 9
4.00
-4.00
Qtv:
UPLIFT REACIION(S) :
Support C&C Wind Non -Wind
1 -144 lb
2 -247 lb
3 -53 lb -67 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed Yes, Importance Factor - 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Category - C
Bldg Length = 72.00 ft, Bldg Width = 73.00 ft
Mean roof height = 14.49 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 103 sgft
Vertical members exposed to wind: 10- 1, 17- 9
--LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TL
TC Vert 58.00 3- 5- 8 58.00 49- 0- 0 0.69
BC Vert 16.00 3- 5- 8 16.00 49- 0- 0 0.00
Type... lbs X.Loc LL/TL Fastener
BC Vert 40.0 24- 0- 0 0.54
BC Vert 40.0 28- 0- 0 0.00
TYPICAL PLATE: 1X3
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. frow Alpine;
or preceded by "WX" for TNHX 20 ga. or "H" for 16 ga. frow Truswal, positioned per Joint Detail Reports. Circled plates and false
fraae plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
10/15/2009
268 - Homewood Try s
WARNING Read a0 notes on this sheet and give a copy of it to the Erecting Contractor.
6X6
This design N for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer
DIR:
DIR: Drive_T_0790809_L00005_100001
WO • Dri ve_T_0790809_L000
veTIM
WO:Dsg
®
1.5X4 1.5X4
r • #LC = 78 WT • 433#
ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer moat ascertain that Ore loads
TC Live 20.00 psf
3X4
5X6
T R U S WA L
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
8-1
-13
5X6
noted. Bracing shown is for lateral support W components members only to reduce budding length. This component shall not be placed in any
TC Dead 9.00 psf
Rep Mb r Bnd / Comp / Tens
® SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
F
5X6 8-1
-13
BC Live 0.00 psf
1.00 / 1.00 / 1.00
/l911• Bullding Components Group, Inc.
'ANSI/TPI 1', WICA 1'. Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
0. C. Spaei ng 2- 0- 0
4448 Northpark Dr. Ste. IOZ Colo. Spgs., CO 80907
(SCSI 1413) and'BCSI SUMMARY SHEETS' by WICA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located of 1111 191h Street, NW, Ste 800, Washington, DC 20036.
SHIP
DEFL RATIO: L/240 TC: L/240
3X8
3X4
1-55--101-3
13
2X1
3X4 6X8 7X8
3855
3X4 III
2X3 B3
BgX10
W:308
33-4-12 W:308
W:308
R:1268
R:2434
R:267
U:-144
40#1 40#1 U:-247
U:-67
3-5-8
1
45-6-8
3-0-0
STUB
10 11
12 13 14 15
16 17 STUB
TYPICAL PLATE: 1X3
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. frow Alpine;
or preceded by "WX" for TNHX 20 ga. or "H" for 16 ga. frow Truswal, positioned per Joint Detail Reports. Circled plates and false
fraae plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
10/15/2009
268 - Homewood Try s
WARNING Read a0 notes on this sheet and give a copy of it to the Erecting Contractor.
Mike and Marci Shadd
This design N for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer
DIR:
DIR: Drive_T_0790809_L00005_100001
WO • Dri ve_T_0790809_L000
veTIM
WO:Dsg
®
end done In accordance with the anent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
r • #LC = 78 WT • 433#
ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer moat ascertain that Ore loads
TC Live 20.00 psf
Li veDu r L=1.2 5 P=1.2 5
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
T R U S WA L
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
$noWDU r L=1.15 P=1.15
noted. Bracing shown is for lateral support W components members only to reduce budding length. This component shall not be placed in any
TC Dead 9.00 psf
Rep Mb r Bnd / Comp / Tens
® SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Twswal software,
BC Live 0.00 psf
1.00 / 1.00 / 1.00
/l911• Bullding Components Group, Inc.
'ANSI/TPI 1', WICA 1'. Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
0. C. Spaei ng 2- 0- 0
4448 Northpark Dr. Ste. IOZ Colo. Spgs., CO 80907
(SCSI 1413) and'BCSI SUMMARY SHEETS' by WICA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located of 1111 191h Street, NW, Ste 800, Washington, DC 20036.
Bldg Code' CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1
1 3- 1-12 425 3.50 1.SO" 2x4 DFL #1 & Btr. 6-10
2 8- 0-0 2816 3.50" 2.63" BC 2x4 DFL #1
3 37- 0- 0 382 3.50" 1.50 WEB 2x4 DFL STANDARD
4 38- 8- 0 122 3.50" 1.50" 2x4 DFL #1 2-15
5 40- 4- 0 225 3.50" 1.50 GBL BLK 2x4 DFL STANDARD
6 42- 0- 0 2567 3.50" 1.50" IRC/IBCtruss plate values are based on
7 43-10- 0 207 3.50" 1.50" testingg and approval as required by IBC 1703
8 45- 7-15 221 3.50" 1.50" and AN and are reported in available
9 47- 5-15 195 3.50" 1.50" document ESR -1118.
10 49- 3-14 320 3.50" 1.50" Loaded for 10 PSF non -concurrent BCLL.
11 51- 6-15 453 10.12" 1.50" Loaded for 200 lb non -concurrent moving BCLL
BRG REQUIREMENTS shown are based ONLY Mark all interior bearingQ locations.
on the truss material at each bearing Install interior supports) before erection.
MAX DEFLECTION (span) May use adequate staples for gable blocks.
L/999 MEM 9-10 (LIVE) LC . BUILDING DESIGNER MUST VERIFY GABLE LOADS
L= -0.18" D= -0.27" T= -00.45" AND EAVE LOADS, IF APPLICABLE. THIS TRUSS
MAX DEFLECTION (cant) IS DESIGNED TO SUPPORT THE LOADS SPECIFIED
L/266 MEM OL -1 (LIVE) LC BASED ON THE O.C. SPACING AND ANY
L= -0.10" D= -0.04" T= -00.. 14" ADDITIONAL LOADS SHOWN.
EX.WB DEF C1' T= CRITERIA:L/120 (+] gable bracing required @ 61" intervals,
IN MEM 13- 1; TR 0.00" 9
CRITICAL MEMBER FORCES: if eXPPOSed t0 wind load applied to face.
TC COMP.RItj / TENS.(OUR.) CSI See IiWBCG's Gable Bracing Details.
OL -1 0(1.25)/ 62(1.253 (IT
1-2 / 887(1.25 0.66 Left Overhang(s) are not to be removed.
2-3 -2054 1.25 / 0.8
3 - 4 -OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.!
.25 /
4-5 -2344 1 2330 1.25 0.811 / 0.56 Left Overhang Soffit loading - 0.0 psf
5-6 -2167 1.25 / 0.39
6-7 -1947 1.25 / 0.26
7-8 -2080 1.25 / 0.41
8-9 -2088 1.25 / 0.80
9-10 -1932 1.25 / 0.93
10-11 / 579(1.25) 0.99
11-12 -199(1.25)/ 327(1.25) 0.50
BC COMP.(DUR. / TENS. DUR. CSI
13-14 -57(1.25 / 18 1.60 0.40
14-15 -65S 1.25 / 0.49
15-16 / 190'(1
9071.25 0.67
16-17 / 1834 1.25 0.51
17-18 / 1834 1.25 0.37
18-19 / 1834 1.25 0.47
19-2020-2 1 / 1759 1.25 0.53
41
21-22 -413(1.25) 0.34
WB COMP. DUR./ TENS. WR. CSI
1-13 -4021.25/ 113 1.60 0.05
1-14 -7421.25/ 0.31
2-14 -252811.251/ 0.39
2-15 / 2714(1.25) 0.41
3-15 -930(1.25)/ 0.40
3-16 / 289(1.25) 0.12
4-16 -550(1.25)/ 0.47
6-16 / 591(1.25) 0.48
6-19 -3(1.60)/ 286(1.25) 0.43
8-19 -280(1.25)/ 0.24
9-19 / 346(1.25) 0.14
9-20 -1035(1.25)/ 0.67
10-20 / 2317(1.25) 0.94
10-21 -2278 1.25 / 0.46
11-21 -453 1.25 / 0.12
5-23 -6 1.25 / 153 1.25 0.06
17-25 7-24 81 1.25)% 295 1.25 0.04
18-26 -2(1.60)/ 180 1.25 0.07
truss ID: DF
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER, THAT
HANGER IS BASED ON 1.5" HANGER NAILS FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED THE HANGERS MUST BE RE-EVALUATED
(BY 15THERS).
Permanent bracing is required to
prevent rotation/toppling. Refer to
SCSI and ANSI/TPI 1.
PLATING BASED ON GREEN LUMBER VALUES.
20 psf Live Load applied to bottom chord in
accordance with IBC/IRC requirements for
attics with limited storage having a clear
height >= 42" and clear width of >= 24".
Qty: 1
UPLIFT REACTION(S)
Support C&C Wind Non -Wind
1 -93 lb
2 -276 lb
3 -27 lb
4 -74 lb -119 lb
6 -257 lb
7 -3 lb
8 -3 lb
9 -14 lb -17 lb
10 -22 lb
11 -103 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Category = C
Bldg Length = 72.00 ft, Bidg Width - 73.00 ft
Mean roof height = 14.49 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 166 sqft
Vertical members exposed to wind: 13- 1
--LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TL
TC Vert 98.00 1- 0- 0 98.00 3- 0- 0 0.41
TC Vert 98.00 3- 0- 0 98.00 51- 0- 0 0.41
TC Vert 58.00 51- 0- 0 58.00 52- 0- 0 0.69
TC Vert 74.00 52- 0- 0 74.00 54- 0- 0 0.54
BC Vert 16.00 3- 0- 0 16.00 52- 0- 0 0.00
23-0-0 26-0-0
1 2 3 4 j67 8 9 10 11 12
4.00 6X6 -4.00
1.5X4 1.5X4q
1.5X4 115X4 3.5X4
T 1.5X4 1.5X4
5X8 1.5X4
8-1j-13 6X6 H0610
11 SHIP
1-13 3X6 2.5X6 ---------------
m
2X3 4X8 5X8 1.5X4 5X8 4X5 0-3-13
81 1.5X4 4X8
3.W6
5-0-0 34-
3
3-aoHO as-ao
1�
STUB 13 14 15 16 1718 19 20 21 22
TYPICAL PLATE: 1X3
OVER SUPPORT AS SHOWN
tr
All connector plates are Trusrral 20 ga. unless preceded by "Il" for Nave 20 ga., "NS" for NS 20 ga., "S" for SS 18 ga. frac Alpine; V
or preceded by "RX" for Tl 20 ga. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frase plates arc positioned as sham above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Trur
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Drive_T_0790809_L00005_]00001
• Dri ve_T_0790809_L000
®DIR:
and e in accordance with the anent versions of TPI and AFPA design standards. No responsibilityis assumed for dimensional accuracy.WO
don . Dimensions
Dsgn r • TM #LC = 105 WT '
' SD$#
are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
utiiited on this design meet or exceed the loading imposed by the local building code and the particular applica0on. The design assumes that the top Mord
T R U S WA L
Is laterally braced by the roof or floor sheathing and the bottom Mord is laterally braced by a rigid sheathing materiel directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
noted. Bracing Mown is for lateral support of components members only to reduce buckling length. This component ..It not be placed in any
TC Dead 9.00 psf
Rep Mb r Bind / Comp / Tens
® SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% end/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: *Joint and Cutting Detail Repons' evailable as output from Truswal software,
BC Live 0.00 psf
1.00 / 1.00 / 1.00
IM Building Components Group, Inc.
'ANSI/TPI 1', VVTCA F- Wood Truss Council ofAmerice Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
0. C. Spaei ng 2- 0- 0
4445 Northpark Dr. Ste. 102, Colo. Spits., CO 80907
(BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I 19th Street. NVV. Ste 800, Washington, DC 20036.
Bldg Code: CBC -07
DEFL RATIO' L/240 TC: L/240
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZE REQ'D
1 0- 3- 4 1218 3.50" 1.50"
2 23-10- 4 1497 3.50" 1.60"
BRG REQUIREMENTS shown are based ONLY
on the truss material at each bearing
MAX DEFLECTION (span) :
L/999 MEM 3-4 (LIVE) LC 1
L= -0.12" D= -0.20" T= -0.32"
CRITICAL MEMBER FORCES:
TC COMP. WR. / TENS.(DUR.) CSI
1-2 -3169 1.25 / 0.38
2-3 -2505 1.25 / 0.39
3-4 -2504 1.25 / 0.39
4-5 -3678 1.25 / 0.50
8C COMP.(DUR.)/ TENS. WR, CSI
6-7 / 2971 1.25 0.57
7-8 / 2965 1.25 0.80
8-9 / 3430 1.25 0.88
9-10 / 3455 1.25 0.66
WB COMP.(DUR.)/ TENS. WR. CSI
2-7 / 281 1.25 0.11
2-8 -675(1.25)/ 177 1.60 0.46
3-8 / 949 0.90 0.54
4-8 -1165(1.25)/ 0.79
4-9 / 586(1.25) 0.24
TC 2x4 DFL #1
BC 2x6 DFL #2
WEB 2x4 DFL STANDARD
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testingg and approval as required by IBC 1703
and AN and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Permanent bracing is required to
prevent rotation/toppling. Refer to
gr
and ANSI/TPI 1.
Truss ID: E1
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.5" HANGER NAILf FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.S" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
PLATING BASED ON GREEN LUMBER VALUES.
20 psf bottom chord live load NOT required
on this trusst per IBC/IRC requirements for
attics with limited storage.
11-10-8 12-0-0
1 2 3 4 5
4.00
6x6
a.0o
B1 B2
W:308 W:308
R:1218 R:1497
U:-166 U:-204
0-1-8 i 23-10-8 Pl_�
STUB 6 7 8 9 10
__.--'-- ----(qty: -_1_
UPLIFT REACTION(S) :
Support CB{ Wind Non -Wind
1 -166 lb
2 -204 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line - No Exp Category - C
Bldg Length = 72.00 ft, Bidg Width = 73.00 ft
Mean roof height = 12.16 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 69 sqft
--LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TL
TC Vert 58.00 0- 1- 8 58.00 24- 0- 0 0.69
TC Vert 74.00 24- 0- 0 74.00 26- 0- 0 0.54
BC Vert 16.00 0- 1- 8 16.00 9- 0- 0 0.00
BC Vert 96.00 9- 0- 0 96.00 19- 0- 0 0.00
BC Vert 16.00 19- 0- 0 16.00 24- 0- 0 0.00
S
0-3-13
t
.V'. r..1. 101\1
API -
4.1 .11
SHIP
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "NS" for HS 20 ga., "S" for SS 18 ga. from Alpine;
or preceded by "MX" for TWU 20 ga. or "M" for 16 Be. from Truswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Tru p
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
DIR : D r i ve_T_0790809_L00005_100001
This des is fru an individual building w orient not truss tem. 11 has been based on specifications provided the component
design g mp sys p p by mponentmuracy.lDim
W0: Drive_T_0790809-L000
®
and done In accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
Dsgn r : TM #LC - 46 WT: 149#
T R U S WA L
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
noted. Smcing shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any
TC Dead 9.00 psf
Rep Mbr Bnd / Comp / Tens
® SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software,
BC Live 0.00 psf
1.00 / 1.00 / 1.00
IM Building Components Group, Inc.
'ANSI7TPI 1', W1CA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' -
BC Dead 8.00 psf
0. C. Spaci ng 2- 0- 0
4445 Northpark D, Sm. 107, Colo. Spgs., CO 80907
(SCSI 1.03) and 'SCSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin53719. The American Forest and paper Association (AFPA)islocated at111119thStreet. NW, Ste 800.Washington, DO20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd / New Residence Truss ID: E2 Qtv: 1
BRG X -LOC REACT SIZE REQ'D
1 0- 3- 4 1024 3.50" 1.50"
2 23-10- 4 1171 3.50" 1.50"
BRG REQUIREMENTS shown are based ONLY
on the truss material at each bearing
MAX DEFLECTION (span) :
L/999 MEM 7-8 (LIVE) LC 33
L= -0.24" D- -0.34" T= -0.57"
CRITICAL MEMBER FORCES:
TC COMP. OUR. / TENS.(OUR.) CSI
1-2 -2545 1.25 / 0.30
2-3 -2287 1.25 / 0.44
3-4 -2313 1.25 / 0.41
4-5 -2581 1.25 / 0.33
BC COMP.(DUR.)/ TENS. OUR. CSI
6-7 / 2376 1.25 0.76
7-8 / 1579 1.25 0.95
8-9 / 2408 1.25 0.92
NB COMP. DUR .)/ TENS. OUR. CSI
2-7 -345 1.25)/ 19111:601
1.60 0.06
3-7 / 7691.25 0.31
3-B125 0.32
4-8 -363(1.25)/ 174 0.06
TC 2x4 DFL #1
BC 2x4 DFL #1
2x4 DFL #1 & Btr. 6-8
WEB 2x4 DFL STANDARD
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER, THAT
HANGER IS BASED ON 1.5" HANGER NAILS FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
PLATING BASED ON GREEN LUMBER VALUES.
20 psf bottom chord live load NOT required
on this truss, per IBC/IRC requirements for
attics with limited storage.
4-32-13
1
3X8
=
0-4-5
268 - Homewood Trus
TRUSWAL
® SYSTEMS
/lr81V Building Components Group, Inc.
Odds Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
TRUSPLUS 6.0 VER: T6.5.9P
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testinand approval as required by IBC 1703
and AN?I/TPI and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Permanent bracing is regwired to
prevent rotation/toppling. Refer to
BCSI and ANSI/TPI 1.
11-10-8 12-0-0
1 2 3 4 5
4.00
6X6
UPLIFT REACTION(S) :
Support C&C3Wind Non -Wind
lb
2 -159 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line No Exp Category C
Bldg Length = 72.00 ft, Bidg Width = 73.00 ft
Mean roof height = 12.16 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 55 sgft
--LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TL
TC Vert 58.00 0- 1- 8 58.00 24- 0- 0 0.69
TC Vert 74.00 24- 0- 0 74.00 26- 0- 0 0.54
BC Vert 16.00 0- 1- 8 16.00 8- 0- 0 0.00
BCVert 51.00 8- 0- 0 51.00 16- 0- 0 0.00
BC Vert 16.00 16- 0- 0 16.00 24- 0- 0 0.00
B1 B2
W:308 W:308
R:1024 R:1171
U: 139 U:-159
0-1-8 23-10-8
STUB 6 7 8 9
All connector plates are Trusual 20 ga. unless preceded by "W" for Wave 20 ga., "NS" for NS 20 ga., "5" for SS 18 Be. frow Alpine;
or preceded by "NX" for TWNX 20 ga. or "N" for 16 ga. froom Troswal, positioned per Joint Detail Reports. Circled plates and false
frawe plates are positioned as shown above. Shift gable stud plates to amid overlap with structural plates (or staple).
VVH KIVIN V Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design is for an individual building component not truss system. II has been based on specifications provided by the component manufacturer
and done in accordance with the anent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buclding length. This component shall not be placed in any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
'ANSI/TPI 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities, 13UILDING COMPONENT SAFETY INFORMATION -
(BCSI 1.03) 8nd'SCSI SUMMARY SHEETS' by W1CA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Gnofrio Drive, Madison,
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 900, Washington, DC 20036.
r
June 30, 201
CIV1It.
10/15/2009
Cust: Mike and Marci Shadd
DIR: Drive_T_0790809_L00005_100001
W0: Drive -T_0790809 -L000
Dsgnr: TM #LC = 46 wr: 123#
TC Live 20.00 psf LiveOur L=1.25 P=1.25
TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15
TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens
BC Live 0.00 psf 1.00 / 1.00 / 1.00
BC Dead 8.00 psf O.C.Spacing 2- 0- 0
Bldg Code: CBC -07 IDEFL RATIO: L/240
Job Name: Shadd / New Residence Truss ID: E3 Qtv: 7
BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1
1 0- 1-12 1176 3.50" 1.50" BC 2x4 DFL #1
2 23-10- 4 1176 3.50" 1.50" 2x4 DFL #1 & Btr. 6-8
BRG REQUIREMENTS shown arebased ONLY WEB 2x4 DFL STANDARD
on the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF
MAX DEFLECTION (span) : MULTIPLE LOAD CASES.
L/999 MEM 7-8 (LIVE) LC 34 IF THIS TRUSS IS CARRIED IN A HANGER, THAT
L= -0.23" D= -0.33" T= -0.57" HANGER IS BASED ON 1.5" HANGER NAILS FOR
CRITICAL MEMBER FORCES: 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
Tc COMP. OUR. / TENS.(DUR.) CSI
1-2 -2596 1.25 / 0.34 CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
2-3 -2330 1.25 / 0.41 USED, THE HANGERS MUST BE RE-EVALUATED
3-4 -2328 1.25 / 0.41 (BY OTHERS).
4-5 -2596 1.25 / 0.34 PLATING BASED ON GREEN LUMBER VALUES.
BC COMP.(DUR.)/ TENS. (DUR. CSI 20 psf bottom chord live load NOT required
6-7 / 2424(1.253 0.78 on this truss, per IBC/IRC requirements for
7-8 / 1595((1.253 0.94 attics with limited storage.
8-9 / 2423 1.25 0.92
HB COMP. DUR. / TENS. DUR. CSI
2-7 -364 1.25 / 174 1.60 0.06
3-7 / 792 1.25 3-8 0.32
/ 790 1.25 0.32
4-8 -365(1.25)/ 174 1.60 0.06
Designed per ANSI/TPI1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and AN and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Permanent bracing is regwired to
prevent rotation/toppling. Refer to
BCSI and ANSI/TPI 1.
12-0-0 12-0-0
1 2 3 4 5
6x6
-4.00
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -146 lb
2 -146 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor - 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Categoryy = C
Bldg Length = 72.00 ft, Bidg Width = 73.00'ft
Mean roof height = 12.16 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 56 sqft
----------LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TL
TC Vert 74.00 - 2- 0- 0 74.00 0- 0- 0 0.54
TC Vert 58.00 0- 0- 0 58.00 24- 0- 0 0.69
TC Vert 74.00 24- 0- 0 74.00 26- 0- 0 0.54
BC Vert 16.00 0- 0- 0 16.00 8- 0- 0 0.00
BC Vert 51.00 8- 0- 0 51.00 16- 0- 0 0.00
BC Vert 16.00 16- 0- 0 16.00 24- 0- 0 0.00
B1 B2
W:308 W:308
R:1176 R:1176
U:-146 U:-146
F_a0 i Fg_�
24-0-0
6 7 8 9
All connector plates are Twswal 20 ga. unless preceded by "M" for Nave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine;
or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. froom Truswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
framere plates apositioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Tr�ufs
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
DIR : D r i ve_T_0790809-L00005-700001
This designis for an individual building w onent not truss tem. It has been based on s cificetims provided the co
g cop sys pe p by component
W0: Drive
®
and done in accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional ecwreq. Dimensions
accuracy. Dim
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
-T -0790809_L000
Dsg n r : TM #LC = 46 WT: 127#
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
T R U S WA L
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 9.00 pSf
Rep Mbr Bnd / Comp / Tens
® SYSTEMS
environment that will cause the motsturecontent ofthe mod toexceed 19%and/or cause connector plate conosion. Fabricate, handle, Install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software,
BC Live 0.00 psf
1.00 / 1.00 / 1.00
/lI19/ Building Components Group, Inc.
•ANSUTPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
O. C. Spaci ng 2- 0- 0
Id45 NorthpaM Dr. Ste. 102, Colo. Spgs., CO 80907
(BCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated a1111119thStreet. NW, Ste 800,Washington, DC20036.
Bldg Code' CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZE REQ'D TC 2x4 UFL #1
1 0- 1-12 1176 3.SO" 1.50" BC 2x4 DFL #1
2 23-10- 4 1176 3.50" 1.50" 2x4 DFL #1 & Btr. 7-9
BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD
on the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF
MAX DEFLECTION (span) : MULTIPLE LOAD CASES.
L/999 MEM 9-10 (LIVE) LC 40 IF THIS TRUSS IS CARRIED IN A HANGER T
L= -0.24" D= -0.12" T= -0.36" HANGER IS BASED ON 1.5" HANGER NAIB F
CRITICAL MEMBER FORCES: 1 -PLY AND 3" HANGER NAILS FOR MULTI -PL
TC COMP. (DUR. / TENS.(DUR.) CSI
1-2 -2559(1.253/ 0.40 CARRYING MEMBERS. IF 2.5" GUN NAILS AR
2-3 -2355(1.25)/ 0.36 USED, THE HANGERS MUST BE RE-EVALUATED
3-4 -2030(((1.253)/ 0.52 (BY OTHERS).
4-5
5-6
1.25
-2357 1 . 25
-2557 /
/
10/15/2009
0.4o36
0.
Permanent bracing is regwired to
Cust: Mike and Marci Shadd
g mpions not truss system. It has been based on specifications provided by the
This designIs for an Individual co
DIR: Drive_T_0790809_L00005-700001
WO • Dri ve_T_0790809_L000
prevent rotation/toppling. Refer to
BC
COMP.(DUR.)/
TENS.(
OUR .
CSI
BCSI and ANSI/TPI 1.
7-8
/
238z(1.z53
0.78
PLATING BASED ON GREEN LUMBER VALUES.
B-9
/
2030
1.zs
0:"
20 psf bottom chord live load NOT required
9-10
/
2380
1.xs
0.92
on this truss, per IBC/IRC requirements for
I
conP.(DUR.)/
DUR.
TENS.11:601
Csi
attics with limited storage.
2-8
3-8
-233(1.25)/
/
1671.60
5601.25
BC Dead
0.05
0.23
O.C.Spaeing 2- 0- 0
4-9
/
559125
0.23
TRUSPLUS 6.0 VER: T6.5.9P
5-9
-236(1.25)/
168
DEFL RATIO• L/240 TC: L/240
0.05
`J Truss ID: E4
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Drainage must be provided to avoid ponding.
Continuous lateral bracing attached to flat
TC as indicated. Lumber must be structural
grade. Brace @ 24" o.c. unless noted.
9-10-15 9-10-15
1 2 3 4 5 6
a.00 4-0-0 -a.00
Qty: 1
Thisdesign based on chord bracing applied
per the following schedule:
max o.c. from to
TC 24.00" 9-10-15 14- 0- 0
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -173 lb
2 -173 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No,Exp Category = C
Bldg Length = 72.00 ft, Bdg Width = 73.00 ft
Mean roof height = 11.81 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load - 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 56 sqft
--LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TL
TC Vert 74.00 - 2- 0- 0 74.00 0- 0- 0 0.54
TC Vert 58.00 0- 0- 0 58.00 24- 0- 0 0.69
TC Vert 74.00 24- 0- 0 74.00 26- 0- 0 0.54
BC Vert 16.00 0- 0- 0 16.00 8- 0- 0 0.00
BC Vert 51.00 8- 0- 0 51.00 16- 0- 0 0.00
BC Vert 16.00 16- 0- 0 16.00 24- 0- 0 0.00
B1 B2
W:308 W:308
R:1176 R:1176
U:-173 U:-173
X2-0-0 i F2:2_�
24-0-0
7 8 9 10
4- 5 ,
SHIP
2
0-3-13
Si
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "NS" for HS 20 ga., "S" for SS 18 ga. from Alpine;
or preceded by "MX" for TWWX 20 ga. or "N" for 16 ga. frac Trvswal, positioned per Joint Detail Reports. circled plates and false
frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
10/15/2009
268 - Homewood Troup
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
g mpions not truss system. It has been based on specifications provided by the
This designIs for an Individual co
DIR: Drive_T_0790809_L00005-700001
WO • Dri ve_T_0790809_L000
®
accuracy. Dim
dimensional
end done b accordance with Me anent versions of TPI end AFPA design standards. No responsibility is assumed for dimensional eccurary. Dimensions
Dsgn r • TM
#LC
= 46 WT • 120#
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live
20.00 psf
Li veDu r L=1.25 P=1.25
utilized on this design meet or exceed the loading imposed by the local building code end the particular application. The design assumes that the lop chord
T R U S WA L
is laterally braced by the roof or fear sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC SnDW (Pf)
0.00 psf
SnOWDU r L=1.15 P=1.1$
noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any
TC Dead
9.00 psf
Rep Mb r Bnd / Comp / Tens
® SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software,
BC Live
0.00 psf
1.00 / 1.00 / 1.00
AM Building Components Group, Inc.
'ANSVrPI 1% WICA V- Wood Truss Council of America Standard Design Responsibilities, 13UILDING COMPONENT SAFETY INFORMATION -
BC Dead
8.00 psf
O.C.Spaeing 2- 0- 0
4115 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(BCSI 1-03) ond'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located of 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet. NW, Ste 800,Washington, DC20036.
Bldg Code:
CBC -07
DEFL RATIO• L/240 TC: L/240
Job Name: Shadd / New Residence ^�
BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL ;;I1 0- 1-12 1036 3.50" 1.50" BC 2x4 DFL #1
2 23-10- 4 1036 3.50" 1.50" WEB 2x4 DFL STANDARD
BRC REQUIREMENTS shown are based ONLY Refer to Joint QC Detail Sheets for
on the truss material at each bearing Cq factors and Rotational Tolerances.
MAX DEFLECTION (span) : IRC/IBC truss plate values are based on
L/911 MEM 7-8 (LIVE) LC 34 testing and approval as required by IBC 1703
L= -0.31" D- -0.15" T= -0.47" and AN and are reported in available
CRITICAL MEMBER FORCES: document ESR -1118.
TC COMP. DUR. / TENS. DUR. CSI Loaded for 10 PSF non -concurrent BOLL.
1-2 -2044 1.25 / 31111.601
1.60 0.56
2-3 -1946 1.25 / 3141.60 0.29 Loaded for 200 lb non -concurrent moving BCLL
3-4 -194a 1.25 / 3141.60 0.29 Drainage must be provided to avoid ponding.
4-5 -2045 1.25 / 310 0.56 PLATING BASED ON GREEN LUMBER VALUES.
ac cOMP.((DUR.>>)/ TEN.1,1(1UR. csi 20 pf bottom chord live load NOT required
6-7 -253(1.60)/ 1887(1.253 0.67 on this truss, per IBC/IRC requirements for
7-8 -329 1(1.603/ 2190(11.253 0.81 attics with limited storage.
8-9 -253 1.60 / 1888 1.25 0.67
NB COMP.(DUR.)/ TENS. DUR. CSI -
2-7 / 355 1.25 0.14
3-7 -278(1.25)/ 118 1.60 0.13
3-8 -28001.25)/ 118 1.60 0.13
4-8 / 355 1.25 0.14
7-10-15
1
-Truss ID: E5
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.5" HANGER NAIB FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
Continuous lateral bracing attached to flat
TC as indicated. Lumber must be structural
grade. Brace @ 24" o.c. unless noted.
l 7-10-15 1
3 4 5
4.00 i 8-0-0 -4.00
Qty: 1
This design based on chord bracing applied
per the following schedule:
max o.c. from to
TC 24.00" 7-10-15 16- 0- 0
UPLIFT REACTION(S)
Support C&C Wind Non -Wind
1 -229 lb
2 -229 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor - 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Category C
Bldg Length - 72.00 ft, Bldg Width = 73.00 ft
Mean roof height = 11.48 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load - 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 48 sqft
B1 B2
W:308 W.308
R:1036 R:1036
U:-229 U:-229
P_�
24-0-0
6 7 8 9
3-7-5
= I SHIP
0-313 --
�1
r
June 30,201
CMI.
A71 connector plates are Truswal 20 ga. unless preceded by "N" for Nave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. fres Alpine;
or preceded by "NX" for TNNX 20 ga. or "H" for 16 ga. frac Trusnal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frasre e plates apositioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
768 - Homewood Trur
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
design is for an individual building component not ss system. It hes been based on specifications provided by me component manufacturer
DIR: Drive_T_0790809_L00005_100001
WO � Dr i ve_T_0790809_L000
®trussThis
and done In accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgn r : TM #LC = 46 Vr: 123#
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
T R U S WA L
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
TC Dead 9.00 psf
Rep Mb r Bnd / Comp / Tens
®SYSTEMSenvironment
that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00
1.10 1.10 1.10
and brace this friss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output born Truswal software.
psf
/ /
AM Building Components Group, Inc.
'ANSIrrPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibil'nies, BUILDING COMPONENT SAFETY INFORMATION -
BC Dead 8.00 psf
0. C. Spaei ng 2- 0- O
4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(SCSI 1-03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association AFPA) is located at I I I I 19th Street, NW, Ste 800. Washington, DC 20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC' L/240
Job Name: Shadd / New Residence Y Truss ID: E6
BRG X -LOC REAL! SIZE REQ -0
1 0- 1-12 1690 3.50" 1.50"
2 23-10- 4 1690 3.50" 1.50"
BRIG REQUIREMENTS shown are based ONLY
on the truss material at each bearing
MAX DEFLECTION (span) :
L/999 MEM 3-4 (LIVE) LC 1
L= -0.24" D= -0.18" T= -0.42"
CRITICAL MEMBER FORCES:
TC COMP. DUR. / TENS. DUR. CSI
1-2 -4071 1.25 / 311 1.66 0.13
2-3 -6073 1.25 / 444 1.60 0.67
3-4 -6073 1.25 / 444 1.60 0.67
4-5 -4071 1.25 / 311 1.60 0.13
BC COMP. OUR. / TENS. DUR. CSI
6-7 -260 1.60 / 3821 1.25 0.37
7-8 -2S0 1.60 / 3856 1.25 0.48
8-9 -250 1.60 / 3856 1.25 0.48
9-10 -260 1.60 / 3821 1.25 0.37
WB COMP.(DUR.)/ TENS. DUR. CSI
2-7 / 365 1.25 0.08
2-8 -148(1.60)/ 2273 1.25 0.46
3-8 -818((1.253/ 136 1.60 0.05
4-8 -148 1.60 / 2274 1.25 0.46
4-9 / 365 1.25 0.08
TC 2x4 DFL #1
BC 2x4 DFL #1
WEB 2x4 DFL STANDARD
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and AN and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
+ + + + + + + + + + + + + + + + + + + + + +
Nail pattern shown is for PLF loads and
point loads converted to PLF loads only.
Concentrated loads MUST be distributed to
each ply equally. Multi -ply with hangers are
based on hanger nails using 3.0" nails min.
into the carrying member.
If shown, use additional fasteners for point
loads from the back plys, distributed symm.
in the chords, within 12' of hanger flange.
Use any other approved detail (by others).
IF 2.5' GUN NAILS ARE USED, ANY NAIL CLUSTER
AMOUNTS SHOWN MUST BE INSTALLED FROM THE
FRONT AND BACK FACE EQUALLY (TOTAL NAILS =
DOUBLE THE AMOUNT SHOWN).
10d = 10d NAILS, SDS = Simpson SDS screws
or equivalent substitute.
(•) = Special Connection Req. (by others)
++++++++++++++++++++++
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.5" HANGER NAIB FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
Drainage must be provided to avoid ponding.
Permanent bracing is required to
prevent rotation/toppling. Refer to
SCSI and ANSI/TPI 1.
Continuous lateral bracing attached to flat
TC as indicated. Lumber must be structural
P?
Brace @ 24" o.c. unless noted.
PLATING BASED ON GREEN LUMBER VALUES.
2 -PLY! Nail w/lOd COMMON, sta22ered(pper NDS)
in: TC- 2 BC- 2 WEBS- 2 PER FOOT!
Cluster screws, if shown are 3" long:
20 Dsf bottom chord live load NOT required
on this truss, per IBC/IRC requirements for
attics with limited storage.
2
This design based on chord bracing applied
per the following schedule:
max o.c. from to
TC 24.00" 5-10-15 18- 0- 0
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -247 lb
2 -247 lb
This truss is designed using the
CBC -07 / ASCE7-OS Specification
Bldg Enclosed = Yes, Importance Factor - 1.00
Truss Location Not End Zone
Hurricane/Ocean Line = No Exp Category = C
Bldg Length - 72.00 ft, Bidg Width = 73.00 ft
Mean roof height = 11.14 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
TributaryArea = 83 sqft
--LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TL
TC Vert 74.00 - 2- 0- 0 74.00 0- 0- 0 0.54
TC Vert 58.00 0- 0- 0 58.00 6- 0- 0 0.69
TC Vert 111.77 6- 0- 0 111.77 18- 0- 0 0.69
TC Vert 58.00 18- 0- 0 58.00 24- 0- 0 0.69
TC Vert 74.00 24- 0- 0 74.00 26- 0- 0 0.54
BC Vert 30.83 0- 0- 0 30.83 24- 0- 0 0.00
...Type... lbs X.Loc LL/TL Fastener
TC Vert 0.0 0- 1-12 1.00
TC Vert 105.8 6- 0- 0 1.00
TC Vert 47.6 6- 0- 0 0.00
TC Vert 105.8 18- 0- 0 1.00
TC Vert 47.6 18- 0- 0 0.00
TC Vert 0.0 23-10- 4 1.00
5-10-15 5-10-15
2-PLYS 11 3 4 5
REQUIRED 4.00 I 12-0-0-153# 1153# 4.00
1
.t
5X8 1.5X3 5X8 T • , �� ' i�
2" 7 3.5X5 3za�.5X5 2-11-5
_ = 1I SHIP
0-3-13 1.5X3 6X8 1.5X3 0-3-13
B1 B2
W:308 W:308
RAND RAND
U:-247 U:-247
24-0-0
6 7 8 9 10
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "RS" for HS 20 ga., "S" for SS 18 ga. from Alpine;
or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. frost Trussral, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
framere plates apositioned as shown above. Shift gable stud plates to amid overlap with structural plates (or staple).
268 - Homewood
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
(CA)
This g mponenf not truss system. It hes been based on specifications provided by the component manufacturer
This designla for an Individual building cc
DIR: Drive -T -0790809-L00005100001
W0: Dri Ve_T_0790809_L000
®
and done in accordance with the anent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
Dsg n r : TM #LC = 46 WT: 129#
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain Ilial the loads
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
Wlized an this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
T R U S WA L
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
noted. Bracing shown is for lateral supPori of components members only to reduce buckling length. This component ..It not be placed in any
TC Dead 9.00 psf
Rep Mb r Bnd / Comp / Tens
® SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports'available as output from Tmswal software,
BC Live 0.00 psf
1.00 / 1.00 / 1.00
IM Building Components Group, Inc.
'ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilhies,'BUILDING COMPONENT SAFETY INFORMATION' -
BC Dead 8.00 psf
0. C. Spaci ng 2- 0- 0
4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(BCSI 1-03) and'BCSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.91D
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 1 9th Street. NW, Ste 800. Washington. DC 20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd / New Residence
BRG
X -LOC REACT SIZE
REQ'D
TC 2x4 DFL #1
1
0- 1-12 1476 3.50"
1.57"
BC 2x4 DFL #1
2
23-10- 4 1476 3.50"
1.57"
WEB 2x4 DFL STANDARD
BRGREQUIREMENTS
shown are
based ONLY
GBL BLK 2x4 DFL STANDARD
on the truss material at each
bearing
THIS DESIGN IS THE COMPOSITE RESULT OF
MAX DEFLECTION (span) :
MULTIPLE LOAD CASES.
L/999
MEM 7-8 (LIVE) LC 33
IF THIS TRUSS IS CARRIED IN A HANGER THAT
L= -0.24"
D= -0.22" T= -0.46"
HANGER IS BASED ON 1.5" HANGER NAILf FOR
CRI11CAL MEMBER FORCES:
TC COMP. OUR. / TENS.(DUR.)
CSI
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
1-2
-33oa I.2s /
0.64
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
2-3
-2844 1.zs /
0.67
USED, THE HANGERS MUST BE RE-EVALUATED
3-4
-2843 1.25 /
0.67
(BY OTHERS).
4-5
-3308 1.25 /
0.64
May use adequate staples for gable blocks.
BC
6-7
COMP.(DUR.)/ TENS.(WR.
/ 3078(1.253
CSI
0.95
BUILDING DESIGNER MUST VERIFY CABLE LOADS
AND EAVE LOADS, IF APPLICABLE. THIS TRUSS
7-B
/ 2007 1.x5
O.B5
IS DESIGNED TO SUPPORT THE LOADS SPECIFIED
e-9
/ 3078 1.25
0.95
BASED ON THE O.C. SPACING AND ANY
WB
COMP.(DUR.)/ TENS.(DUR.)
CSI
ADDITIONAL LOADS SHOWN.
z-7
-645 1.28 /
0.11
[+] gable bracing required @ 61" intervals,
3-7
/ 841(1.zs)
0.34
if expposed to wind load applied to face.
3-B
4-8
/ B41 1.25
-646(1.25)/
.34
0.34
0.11
See ,P Cable Bracing Details.
Truss ID: EG
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Permanent bracing is regwired to
prevent rotation/toppling. Refer to
BCSI and ANSI/TPI 1.
PLATING BASED ON GREEN LUMBER VALUES.
20 psf bottom chord live load NOT required
on this truss, per IBC/IRC requirements for
attics with limited storage.
12-0-0 12-0-0
1 2 3 4 5
4.00 -4.00
6x6
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -183 lb
2 -183 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location Not End Zone
Hurricane/Ocean Line No Exp Category - C
Bldg Length - 72.00 ft, Bidg Width 73.00 ft
Mean roof height = 12.16 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 72 sqft
----------LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.Loc R.Plf R.Loc LL/TL
TC Vert 74.00 - 2- 0- 0 74.00 0- 0- 0 0.54
TC Vert 58.00 0- 0- 0 58.00 1- 0- 0 0.69
TC Vert 98.00 1- 0- 0 98.00 23- 0- 0 0.41
TC Vert 58.00 23- 0- 0 58.00 24- 0- 0 0.69
TC Vert 74.00 24- 0- 0 74.00 26- 0- 0 O.S4
BC Vert 16.00 0- 0- 0 16.00 24- 0- 0 0.00
131
W:308
R:1476
U:-183
24-ao
6 7 8 9
All connector plates are Trusral 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. frost Alpine;
or preceded by "KK" for TMIX 20 ga. or "H" for 16 ga. fres Trusrral, positioned per Joint Detail Reports. Circled plates and false
frase plates are positioned as shorn above. Shift gable stud plates to avoid overlap with structural plates (or staple).
TYPICAL PLATE: 1X3
62
W:308
R:1476
U:-183
baORA,�
•• ,
�l
r
June 30:12011
CIVIs.
10/15/2009
268 - Homewood T�r�u�s
®
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual co
tin g component not truss system. It has been based on specifications provided by the component manufacturer
end done in accordance with me anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
Dust: MikeShadd
ve and Marc9080 LOOOO
OIR: Drive_T_0790809_L000OS_]00001
WO • Dri ve_T_0790809_L000
Dsgn r : TM #LC = 46 WT: 180#
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
utilized on this design meet or exceed the loading imposed by me local building code and the particular application. The design assumes that the top chord
T R U S WA L
® SYSTEMS
IM Building Components Group, Inc.
Is laterally braced by the roof or Bear sheathing and the bottom tlrord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of component members only to reduce budding length. This component shall not be placed in any
environment that will cause the moisturecontent ofthe wood toexceed 19%and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal software,
•ANSITPI 1', WICA V- Wood Truss Council of America Standard Design Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION'-
TC SnOw(Pf) 0.00 psf
TC Dead 9.00 psf
BC Live 0.00 psf
BC Dead 8.00 psf
SnOWDU r L=1.15 P=1.15
Rep Mbr Bnd / Comp / Tens
1.00 / 1.00 / 1.00
0. C. Spaei ng 2- 0- 0
4445 Nordrpark Dr. Ste. 102, Colo. Spgs., 0080907
TRUSPLUS 6.0 VER: T6.5.9P
(SCSI 1-03) and'BCSI SUMMARY SHEETS' by WfCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
Wisconsin 53719. The American Forest and Paper Association (AFPA)tlocated at111119thStreet. NW. Ste 800,Washington. OC20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd I New Residence Truss ID: G1 _ Qtv: 2
BRC X -LOC REACT SIZE REQ'D
1 0- 1-12 751 3.50" 1.50"
2 16- 1-12 751 3.50" 1.50"
BRC REQUIREMENTS shown are based ONLY
on the truss material at each bearing
MAX DEFLECTION (span) :
L/999 MEM 6-7 (LIVE) LC 26
L= -0.19" D= -0.07" T- -0.26"
CRITICAL MEMBER FORCES:
TC COMP.
OUR / TENS. OUR. CSI
1-2 -1252 1.25 / 226 1.60 0.33
2-3 -996 1.25 / 163 1.60 0.23
3-4 -996 1.25 / 163 1.60 0.23
4-5 -1252 1.25 / 220 1.60 0.33
BC COMP.(DUR. / TENS. DUR. CSI
6-7 -180(1.60 / 1151 1.25 0.62
7-8 -180(1.60 / 1151 1.25 0.61
WB COMP. Th
/ TENS. OUR CSI
2.7 -3201.25 / 135 1.60 0.06
3-7 1.60 / 580 1.25 0.24
4-7 --3280111.25 / 135 1.60 0.06
TC 2x4 DFL #1
BC 2x4 DFL #1
WEB 2x4 DFL STANDARD
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
PLATING BASED ON GREEN LUMBER VALUES.
20 psf bottom chord live load NOT required
on this truss, per IBC/IRC requirements for
attics with limited storage.
316
2
0-3-13
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.S" HANGER NAIB FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
8-1-12 1 8-1-12
1 2 3 4 5
4.00
6X6
4.00
61 62
W:308 W:308
R:751 R:751
U:-191 U: 191
2_0-0 200
' l 16-3-8
6 7 8
All connector plates are Trvswal 20 ga. unless preceded by "H" for Have 20 ga., "HS" for US 20 ga., "S" for SS 18 ga. fres Alpine;
or preceded by "HX" for THHX 20 ga. or "H" for 16 ga. fros Truswal, positioned per Joint Detail Reports. Circled plates and false
frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
UPLIFI' REACTION(S) :
Support C&C Wind Non -Wind
1 -191 lb
2 -191 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location Not End Zone
Hurricane/Ocean Line No Exp Category C
Bldg Length = 72.00 ft, Bidg Width 73.00 ft
Mean roof height = 11.52 ft, mph 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 33 sqft
3 -4
SHIP
2
0-3-13
r a
Tip y `F 1jo/V
268 - Homewood MrA fs
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Gust: Mike and Marci Shadd
This design is for an individual building component not truss system. It hes been based on specifications provided by the component manufacturerWO
DIR: Drive_T_0790809_L00005_J00001
• Dr i ve_T_0790809_L000
'
®
and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
Dsgn r : TM #LC 39 WT: 83#
are to be verified by the componem manufacturer andfor building designer prior to labricabon. The building designer mist ascertain that the loads
=
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
Li veDu r L=1.2 5 P=1.2 5
T R U S WA L
is laterally braced by the roof or Door sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
® SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
environment that will cause the moisture contenl of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
TC Dead 9.00 psf
Rep Mbr Bind / Comp / Tens
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Traswal software,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
IM Building Components Group, Inc.
'ANSI/TPI I% WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
0. C. Spaci ng 2- 0- 0
4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association(AFPA) is located at 111119th Street, NW, Ste 800, Washington, DC 20036.
Bldg Code: CBC -07
nFFI RATTl3• I /7dn Tr- i /'2dn
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZEREQ'D TC 2 x 4 DFL #1
1 0- 1-12 603 3.S0" 1.50" BC 2x4 DFL #1
2 16- 1-12 603 3.50" 1.50" WEB 2x4 DFL STANDARD
BRG REQUIREMENTS shown are based ONLY Refer to Joint QC Detail Sheets for
on the truss material at each bearing Cq factors and Rotational Tolerances.
MAX DEFLECTION (span) IRC/IBC truss plate values are based on
L/999 MEM 6-7 (LIVE) LC 26 testing and approval as required by IBC 1703
L= -0.19" D= -0.07" T= -0.26" and ANSI/TPI and are reported in available
CRITICAL MEMBER FORCES: document ESR -1118.
7C COMP. DUR. / TENS. DUR. C33 Loaded for 10 PSF non -concurrent BCLL.
Si
1-2 -1252 1.25 / 23711.6001
1.60 0.33
2-3 -996 1.25 / 1821.60 0.23 Loaded for 200 lb non -concurrent moving BCLL
3-a -996 1.25 / 16z1.6 0.23 PLATING BASED ON GREEN LUMBER VALUES.
4-5 -1252 1.x5 / 237 0.33 20 pf bottom chord live load NOT required
BC COMP.(011t / TENS. (DUR.) CSI on this truss, per IBC/IRC requirements for
6-7 -189(1.603/ 1151(1.253 0.62 attics with limited storage.
7-8 -18901.60 / 1151(1.25 0.61
WB COMP. DUR. / TENS. DUR. CSI
2-7 -326 1.25 / 134 1.60 0.06
3-7 -98 1.60 / 580 1.2S 0.24
4-7 -320 1.25 / 134 1.60 0.06
T
2.5X6
0-3-13
B1
W.308
R:603
UA 12
Truss ID: G1A
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.5" HANGER NAIB FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
8-1-12 i 8-1-12
1 2 3 4 5
4.00
6X6
4.00
16-3-8
6 7 8
-Qtv:� 2
UPLIFT' REACI'ION(S) :
Support C&C Wind Non -Wind
1 -112 lb
2 -112 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line No Exp Category = C
Bldg Length - 72.00 ft, Bidg Width = 73.00 ft
Mean roof height = 11.52 ft, mph 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 33 sqft
3
SHIP
iX6
0-3-13
B2
W.308
R:603
LIA 12
I-
CA N
June 30, 2011
CIVIL
All connector plates are Truswal 20 ga, unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine;
or preceded by "MX" for TW9X 20 ga. or "N" for 16 ga. fret Truswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Tru s
R Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Mike and Marci shads
(CA.
gn g component not truss system. It has been based on specifications provided by the component manufacturer
This design is for an Individual rA
DIR:Cust
DIR: Drive_T_0790809_L00005_J00001
WO:
WO • Dr i ve_T_0790809_L000
veTIM
®
current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
and done In accordance with the an
r • #LC = 39 ' 7 5#
are to be vedfied by the component manufacturer and/or building designer prior to fabrication. The building designer moat ascertain that the loads
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
T R U S WA L
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
noted. Bradng shown Is for lateral support of components members only to reduce budding length. This component shall not be placed in any
Dead 9.00 psf
Rep Mb r Brill / Comp / Tens
®TC
SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate conosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truawal software,
BC Live 0.00 Sf
P
1.15 1.10 1.10
/ /
07W Building Components Group, Inc.
'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'-
BC Dead 8.00 psf
0. C. Spaci ng 2- O- 0
4445 Northpark Dr. Ste. 102, Colo. Spgs., Co 80907
(SCSI 1-03) and •BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet. NW, Ste 800,Washington.DO20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/240
Job Name: Shadd I New Residence
CRITICAL MEMBER FORCES: TC 2x4 DFL #1
BC 2x4 DFL #1
GBL BLK 2x4 DFL STANDARD
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
May use adequate staples for gable blocks.
BUILDING DESIGNER MUST VERIFY GABLE LOADS
AND EAVE LOADS, IF APPLICABLE. THIS TRUSS
IS DESIGNED TO SUPPORT THE LOADS SPECIFIED
BASED ON THE O.C. SPACING AND ANY
ADDITIONAL LOADS SHOWN.
[+] gable bracing required 0 61" intervals,
if exposed to wind load applied to face.
See IiWBCG's Gable Bracing Details.
3
2
0-3-13
44-0-0
4-0-0
Truss ID: GG
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Desigger must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.5" HANGER NAIL FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
PLATING BASED ON GREEN LUMBER VALUES.
20 psf bottom chord live load NOT required
on this truss, per IBC/IRC requirements for
attics with limited storage.
4-0�
16-3-8
8-1-12 1 8-1-12 1
1 2 3 4 5 6 7 8 9 10 11
4.00
3.5X4
4.00
OVER CONTINUOUS SUPPORT
--- - Qtv: .. 1.—
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No,Exp Category = C
Bldg Length = 72.00 ft, Bdg Width 73.00 ft
Mean roof height = 11.52 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 33 sgft
3-114
SHIP
0-3-13
1 2-0-01l I
16-3-8 �D� . 627 N M
79
12 13 14 15 16 17 18 1� 20 21
4-0-0 1 N2 C4 O 40-0 x June 30,201
Q D 9
4-0-0 163-8lOlCD_ 1
Q
TYPICAL PLATE: 1.5X3 OVER CONTINUOUS SUPPORT 'q C l C
of CALIF
A77 connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. her Alpine;
or preceded by "AIX" for TWWX 20 ga. or "N" for 16 ga. fres Truswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frasre e plates apositioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Tru s Read all notes on this sheet and give a co of it to the Erecting Contractor. Cust: Mike and Marci Shedd
(CAT 9 PY 9 DIR: Drive_T_0790809_L00005_]00001
® This design Is for an ce with t building component not baso system. It hes been based on spotimstions Provided by the component manufacturer WO r: ve_T_0790809_L000
end done N accordance with the anent versions of TPI and AFPA design standards. No responstDiliry is assumed for dimensional ecarery. Dimensions
ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgn r : TM #LC = 39 WT : 94#
T R U S WA L utilized an this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 20.00 psf Li veDu r L=1.2 5 P=1.2 5
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othervrise TC Snow(Pf) 0.00 psf SnowDu r L=1. 15 P=1. 15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
®SYSTEMSenvironment that will cause the moisture content of the mod to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens
and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.10 / 1.10
IM Building Components Group, Inc. 'ANSIrrPI 1', W1CA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION - BC Dean 8.00 psf 0. C. Spaei ng 2— 0— 0
4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onotrfo Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P Wisconsin 53719. The Amedcan Forest and Paper Association (AFPAI is located at 1111 19th Street, NW. Ste 800. Washington. OC 20036. Bldg Code: CBC -07 DEFL RATIO: L/240 TC: L/240
Job Name: Shadd I New Residence
BRG x -LOC REACT SIZE REQ'D
1 0- 1-12 344 3.50" 1.50"
2 1-11- 0 47 1.50" 1.50"
3 1-11- 4 147 1.50" 1.50"
BRG REQUIREMENTS shown are based ONLY
on the truss material at each bearing
MAX DEFLECTION (span) :
L/999 MEM 3-4 (LIVE) LC 27
L= 0.00" D= 0.00" T- 0.00"
CRITICAL MEMBER FORCES: (((( 33
2720 COMP OUR TENS1(1. 2i) 0004
DUR
1-2 13 ((2(1.6033/ 14 1.25 0.04
BC COMP. DUR.)/ TENS. DUR. CSI
3-4 -9(1.603/ 26 1.60 0.07
4-0 021.25 / 0 1.60 0.000
TC 2x4 DFL #1
BC 2x4 DFL #1
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Mark all interior bearin@ locations.
Install interior support (s) before erection.
PLATING BASED ON GREEN LUMBER VALUES.
20 sf bottom chord live load NOT required
on this truss, per IBC/IRC requirements for
attics with limited storage.
Truss ID: 12y (qty: 2
Designed per ANSI/'r PI 1-20112
This design does not account for long term
time dependent loading (creep). Butding
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER, THAT
HANGER IS BASED ON 1.5" HANGER NAILS FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED THE HANGERS MUST BE RE-EVALUATED
(BY ETHERS).
Shim bearings (if needed) for req. support
4.00
3 4
UPLIFT REACrION(S) :
Support C&C Wind Non -Wind
1 -118 lb
2 -30 lb
3 -1 lb
This truss is designed using the
CBC -07 /A CE7-OS Specification
Bldg Enclosed Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Category = C
Bldg Length = 72.00 ft Bldg Width 73.00 ft
Mean roof height 10.'34 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 4 sgft
June 30, 2011
CIVik
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. frost Alpine;
or preceded by "MX" for TM 20 ga. or "H" for 16 ga. frost Truswal, positioned per Joint Detail Reports. Circled plates and false
frawe plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1 n/1 Rams
268 - Homewood Trup
WARNING Read this it to the Erecting Contractor.
11.�J e
ail notes on sheet and give a co of
g PY 9
B2
W:108
ve
WO: Dri ve_T_0790809_L000
WO'
1 -12 R:47
current versions of TPI end AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
and done In accordance with the an
U:-30
1-7-10
TC Live 20.00 psf
SHIP
ublaed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
T R U S WA L
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directty attached, unless otherwise
FESS/
SnoWDU r L=1.15 P=1.15
noted. Bracing shorn is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
TC Dead 9.00 psf
R 147
U:-1
stoat
June 30, 2011
CIVik
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. frost Alpine;
or preceded by "MX" for TM 20 ga. or "H" for 16 ga. frost Truswal, positioned per Joint Detail Reports. Circled plates and false
frawe plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1 n/1 Rams
268 - Homewood Trup
WARNING Read this it to the Erecting Contractor.
Cust: Mike and Marci Shadd
ail notes on sheet and give a co of
g PY 9
DIR: Drive_T_0790809_L00005_]00001
This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer
ve
WO: Dri ve_T_0790809_L000
WO'
®
current versions of TPI end AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
and done In accordance with the an
#LC = 28 Wi' 11#
Dsgn r •
are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
ublaed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
T R U S WA L
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directty attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnoWDU r L=1.15 P=1.15
noted. Bracing shorn is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
TC Dead 9.00 psf
Rep Mb r Bird / Comp / Tens
® SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
1.15 / 1.10 / 1.10
IM Building Components Group, Inc.
and brace this cuss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software,
'ANSlrrPI 1','WrCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
0. C. Spaei ng 2- 0- 0
4445 Northpark Dr. Ste. 102, Coto. Spgs., CO 80907
(SCSI 1-03) snd'BCSI SUMMARY SHEETS' by W1CA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.91P
Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thStreel, NW, Ste 800, Washington, DC 20036.
Bldq Code: CBC -07
DFFL RATIO- L/240 TC: L/180
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1
1 0- 1-12 359 3.50" 1.50" BC 2x4 DFL #1
2 3-11- 0 87 1.50" 1.50" Refer to Joint QC Detail Sheets for
3 1-11- 4 173 1.50" 1.50" Cq factors and Rotational Tolerances.
BRG REQUIREMENTS shown are based ONLY IRC/IBC truss plate values are based on
on the truss material at each bearing testing and approval as required by IBC 1703
MAX DEFLECTION (span) : and ANSI/TPI and are reported in available
L/999 MEM 1-2 (LIVE) LC 1 document ESR -1118.
L= -0.01" D= 0.00" T= -0.01" Loaded for 10 PSF non -concurrent BCLL.
CRITICAL MEMBER FORCES: Loaded for 200 lb non -concurrent moving BCLL
TC COMP. DUR. / TENS. WR. CSI
1-2 -31 1.zs / z6 1.2s o.11 Mark all interior bearin44 locations.
2-0 -1 1.25 / 1 1.60 0.00 Install interior supports) before erection.
Bc COMP. (DUR.)/ 7ENS. DUR. cSi 20 psf bottom chord live load NOT required
3-4 19(1.60)/ 58 1.60 0.11 on this truss, per IBC/IRC requirements for
4-0 0(1.60)/ 0(1.25 0.00 attics with limited storage.
-truss ID:
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.5" HANGER NAIIf FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED THE HANGERS MUST BE RE-EVALUATED
(BY GTHERS).
PLATING BASED ON GREEN LUMBER VALUES.
2
14 _._..Qty: 2
UPLIFT REACTION(S)
Support C&C Wind Non -Wind
1 -126 lb
2 -62 lb
3 -36 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed Yes, Importance Factor = 1.00
Truss Location Not End Zone
Hurricane/Ocean Line = No,Exp Category = C
Bldg Length = 72.00 ft Bdg Width = 73.00 ft
Mean roof height = 10.A4 ft, mph 85
ASCE7 II Standard Occupancy, Dead Load - 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area - 4 sqft
W:308 W:108
R:359 R:173
U:-126 U:-36 3-11-12
2-0-01-11-12 2-0-01-11-12
2-0-0 0
3 41
B2
W:108
R:87
U:-62
)-1 -18-3-10
SHIP
r ,1 J , a.r 1r f -s.
I-
June 30, 2011
C1V1".
All connector plates are Truswal 20 Be. unless preceded by "W" for Wave 20 ga., "NS" for HS 20 ga., "S" for SS 18 Be. frog Alpine;
or preceded by "MX" for TWXK 20 Be. or "Al" for 16 ga. frac Truswal, positioned per Joint Detail Reports. Circled plates and false
fraae plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 10/15/2009
268 - Homewood ��A�s
ARN/NG Read all notes on this sheet and give a co of it to the Erectin Contractor.
g PY 9
Cust: Mike and Marci Shadd
This design N for an Individual building component not Was system. It hes been based an specifications provided by the component manufacturer
DIR: Drive_T_0790809_L00005_100001
W0: Dri ve_T_0790809_L000
®
and done m accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed lar dimensional accuracy. Dimensions
Dsgn r : TM #LC = 30 WT : 15#
are to be verified by the component manufacturer sidle, building designer prior to fabrication. The Wilding designer must ascertain that Ne loads
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
T R U S WA L
is laterally braced by the roofer floor sheathing and the bottom dtord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 9.00 psf
Rep Mb r Bnd / Comp / Tens
®SYSTEMS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
1.10
and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software,
8C Live 0.00 psf
1.15 / / 1.10
IM Building Components Group, Inc.
'ANSI/TPI 1', WrCA 1' • Wood Truss Council ofAmerica Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'-
BC Dead 8.00 psf
O. C. Spaci ng 2- 0- 0
4445 Northpark Dr. Stu. 102, Colo. Spgs., CO 80907
(SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I 19th Street, NW, Ste 800, Washington. DC 20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/180
Job Name: Shadd I New Residence
BRG X -LOC REACI' SIZE REQ'D
1 0- 1-12 355 3.50" 1.50"
2 1-11- 0 177 1.50" 1.50"
3 5-11- 4 214 1.50" 1.50"
BRG REQUIREMENTS shown are based ONLY
on the truss material at each bearing
MAX DEFLECTION (span) :.
L/971 MEM 3-4 (LIVE) LC 29
L= -0.07" D= -0.02" T= -0.09"
CRITICAL MEMBER FORCES: (((( 33
1-20 COMP
i(DU1.ZS)� TENS1(1U2i) 0.00
1-2 8 1.60 / 56 1.253 0.27
4840 COM -8(1.66) TENSO(lu2 S) O.39
CII
3-4 8((((1.6033/ 26 1.60 0.39
TC 2x4 DFL #1
BC 2x4 DFL #1
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and AN and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Mark all interior bearing locations.
Install interior supports
before erection.
PLATING BASED ON GREEN LUMBER VALUES.
20 psf bottom chord live load NOT required
on this truss, per IBC/IRC requirements for
attics with limited storage.
0-1 -12
T
03-13
j-
Truss 10: J2
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.5" HANGER NAILf FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
Shim bearings (if needed) for req. support
4.00
Qty: 2
UPLIFT REACfION(S)
Support C&C Wind Non -Wind
1 -115 lb
2 -15 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed - Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Category C
Bldg Length = 72.00 ft Bidg Width = 73.00 ft
Mean roof height = 10.'34 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 12 sqft
2-0-0
6-0-0
3 4
2
B3
W:108
R:214
U:
1-7-10
THIP
1'
N
June 30, 2011
CIVIL
All connector plates aro Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "IIS" for HS 20 ga., "S" for SS 18 ga. from Alpine;
or preceded by "NX" for TWMX 20 Be. or "N" for 16 Be. frac Truswal, positioned per Joint Detail Reports. Circled plates and false
frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 10/15/2009
268 - Homewood Trru
WARNING Read this it to the Erecting Contractor.
Cust: Mike and Marci Shadd
A p
all notes on sheet and give a copy of
DIR: D ri ve_T_0790809_L00005_300001
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
WO: Dri ve_T_0790809_L000
®
and done in accordancewith the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsg n r : TM #LC = 34 WT: 18#
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
Li VeDu r L=1.25 P=1.25
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the toP chord
T R U S WA L
Is laterally braced by the roof or floor sheathing and me bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
® SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce b -Ir ing length. This component shall not be placed in any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
TC Dead 9.00 psf
P
Re Mbr Bnd Com T
P � P � Tens
and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports available as output from Truswal sofMare,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
IM Building Components Group, Inc.
'ANSlrTPI 1', W1CA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
0. C. Spaei ng 2- 0- 0
4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(SCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onohlo Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet, NW, Ste 800,Washington. DC20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/180
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZE REQ'D
1 0- 1-12 414 3.50" 1.50"
2 3-11- 0 112 1.50" 1.50"
3 5-11- 4 221 1.50" 1.50"
BRG REQUIREMENTS shown are based ONLY
on the truss material at each bearing
MAX DEFLECTION (span) :
L/778 MEM 3-4 (LIVE) LC 29
L= -0.09" D= -0.03" T= -0.12"
CRITICAL MEMBER FORCES: 33
2?0 CP1(1U25)� TENSi(DU60) 0000
SI
1-2 30 1.603i)/ 34 1.25 0.29
4--0 BC COMPO(DU251/ TENS ffO.2S) OCO5
3-4 19 1.603/ S7 1.60 0.45
TC 2x4 DFL #1
BC 2x4 DFL #1
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and AN and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Mark all interior bearing locations.
Install interior support(s) before erection.
PLATING BASED ON GREEN LUMBER VALUES.
20 psf bottom chord live load NOT required
on this truss,per IBC/IRC requirements for
attics with limited storage.
-truss ID: A
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.5" HANGER NAIL FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
Shim bearings (if needed) for req. support
4.00
0-o
s -o -o
3 4
63
W:108
R:221
U:
_Qty: 2.
UPLIFI' REACTION(S) :
Support C&C Wind Non -Wind
1 -133 lb
2 -63 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Category = C
Bldg Length = 72.00 ft, Bldg Width 73.00 ft
Mean roof height = 10.67 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 12 sqft
110W
2-3-10
SHIP
QROFESS/
.6 927 y m
June 30, 2011
v? CIV1�
CF CAL�F��
An connector rates are Trvswal :o
p ga. unless preceded by "M" for Nave 20 ga., "NS" for INS 20 ga., "s" for SS 18 ga. frau Alpine;
or preceded by "MX" for TMMX 20 ga. or "N" for 16 ga. froze Trusnal, positioned per Joint Detail Reports. Circled plates and false
frawe plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
10/15/2009
268 - Homewood Tru p
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
i
This designis
DIR: Drive_T_0790809_L00005_100001
component ea not truss system. It hes been Dosed an specifications provided by the component manufacturer
WO � Dri ve_T_0790809_L000
®(CA
and done in accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and1w building designer prior to fabrication. The building designer must ascertain that the loads
Ds n r • TM #LC = 34 22#
9
T R U S WA L
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
® SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
environment that will cause the moisture content of the wood to exceed 19%end/or cause connector plate corrosion. Fabricate, handle, install
TC Dead 9.00 psf
Rep Mbr Bnd / Comp / Tens
and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
IM Building Components Group, Inc.
'ANSI7TPI 1', WTCA V- Wood Truss Council ofAmerica Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'-
BC Dead 8.00 psf
O C. Spaci n9 2- 0- 0
1045 Northpark Dr. Ste. 702, Colo. Spgs., CO 80907
(SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I 19th Street, NW, Ste 800, Washington. DC 20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/180
Job Name: Shadd / New Residence Truss ID: J6 Qtv: 2
ERG X -LOC REACT SIZ[ REQ'D
1 0- 1-12 439 3.50" 1.50"
2 5-11- 0 152 1.50" 1.SO"
3 S-11- 4 229 1.50" 1.S0"
BRG REQUIREMENTS shown are based ONLY
on the truss material at each bearing
MAX DEFLECTION (span) :
L/686 MEM 3-4 (LIVE) LC 29
L= -0.10" D= -0.05" T= -0.15"
CRITICAL MEMBER FORCES:
TC (((( 33
2-0
0C COMP
1(1u25)/ TENS1(1U60) 0000
1-2 47((R II
1.253/ 47 1.2533 0.35
4800 COMPO (DR 11
.65)/ TENSQ(1u25) 0000
3-4 29 1.603/ 88 1.60 0.50
TC 2x4 DFL #1
BC 2x4 DFL #1
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and AN and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Mark all interior bearing locations.
Install interior supports) before erection.
PLATING BASED ON GREEN LUMBER VALUES.
20 psf bottom chord live load NOT required
on this truss, per IBC/IRC requirements for
attics with limited storage.
2-3-12
T
a313
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.5" HANGER NAIB FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
Shim bearings (if needed) for req. support.
4.00
6-0-0
3 4
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -153 lb
2 -99 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Category C
Bldg Length = 72.00 ft, Bidg Width = 73.00 ft
Mean roof height = 11.01 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 12 sqft
B2
W:108
R:152
U:-99
2-3-12
2-1 -10
SHIP
W:108
R:229
U:
A71 connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "NS" for HS 20 ga., "S" for SS 18 ga. from Alpine;
or preceded by "NX" for TWNX 20 ga. or "N" for 16 Be. from Trusmal, positioned per Joint Detail Reports. Circled plates and false
frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1 0/15/2009
268 - Homewood Trus
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci $hadd
(CA
This des Is for an Individual ca
design g component not truss system. It has been based an specifications provided by the component manufacturer
DIR: Drive_T_0790809_L000OS-100001
®
and done In accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
W0: Drive -T -0790809-L000
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
Dsgn r : TM #LC = 32 WT: 26#
T R U S WA L
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes Nat the top chord
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
is laterally braced by the roof or goof sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
$nOWDU r L=1.15 P=1. 1$
® SYSTEMS
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
environmenl at will cause the moisture content of the wood to exceed 19% and/or cause connector plate cerroWon. Fabricate, handle, install
TC Dead 9.00 psf
Rep Mb r Bnd / Comp / Tens
and brace mix truss in accordance with the following standards:' Joint and Cutting Detail Reports available as output from Tmswal software,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
J7W Building Components Group, Inc.
'ANSI/TPI 1', WTCA V. Wood Truss Council ofAmerica Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
0. C. Spaci ng 2- 0- 0
4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohlo Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I 19th Street, NW. Ste 800, Washington, DC 20036.
Bldg Code' CBC-07C:DEFL
RATIO' L/240 TL/180
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1
1 0- 1-12 428 3.50" 1.50" BC 2x4 DFL #1
2 6- 0-12 333 1.50" 1.50" Refer to Joint QC Detail Sheets for
3 7-11- 0 21 1.50" 1.50" Cq factors and Rotational Tolerances.
4 5-11- 4 226 1.SO" 1.50" IRC/IBC truss plate values are based on
BRG REQUIREMENTS shown are based ONLY testing and approval as required by IBC 1703
on the truss material at each bearing and AN and are reported in available
MAX DEFLECTION (span) : document ESR -1118.
L/720 MEM 3-4 (LIVE) LC 29 Loaded for 10 PSF non -concurrent BCLL.
L= -0.10" D= -0.04" T- -0.14" Loaded for 200 lb non -concurrent moving BCLL
CRITICAL MEMBER FoacET Mark all interior bearing locations.
TC COMP. DUR. / TENS. DUR. CSI 9
1-2 671.60 / 60 1.25 0.31 Install interior support(s) before erection.
2-0 -46125 / 6 1.25 0.31 20 psf bottom chord live load NOT required
0-0 -111:253/ 1 1.6033 O.oO on this truss, per IBC/IRC requirements for
4B0 COMPO(DI160)/ TEII,(DU1.25) OC
00 attics With limited storage.
3-4 39 1.603/ 119i(((1.60 0.48
Truss ID: J8
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.S" HANGER NAIB FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
PLATING BASED ON GREEN LUMBER VALUES.
4.00
2
1-11-12
D-0
3 4
OVER 4 SUPPORTS
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -132 lb
2 -215 lb
3 -17 lb -70 lb
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed Yes, Importance Factor - 1.00
Truss Location Not End Zone
Hurricane/Ocean Line = No Exp Category = C
Bldg Length = 72.00 ft, Bldg Width = 73.00 ft
Mean roof height 11.01 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load - 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area - 12 sqft
B3
WAOB
R:21
T U:-70
24-1133- -10
1 SHIP
. . I I
SLI, i
r
r
co
June 30, 2011
CIV1V.
All connector plates are Truswal 10 ga. unless preceded by "H" for Have 20 ga., "HS" for AS 20 ga., "S" for SS 16 ga. frac Alpine;
or preceded by "KK" for TM1LC 20 ga. or "H" for 16 Be. frow Truswal, positioned per Joint Detail Reports. Circled plates and false
framere plates apositioned as shown above. Shift gable stud plates to amid overlap with structural plates (or staple). 10/15/2009
268 - Homewood Truss
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
CUs:: Mike and Marci Shadd
This design for individual
DIR: Dri ve_T_0790809_L00005_J 00001
LOOOO
b an building component not mss system. It has been based an specifications provided by the component manufacturer
W0: Drive -T -0790809-L000
®
end done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
ere to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads
Dsgn r : TM #LC = 34 WT: 30#
T R U S WA L
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
is laterally braced by the roof or floor sheathing and the bottom Mord Is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
SYSTEMS
noted. BracingMown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 9.00 psf
Rep Mb r Bnd / Comp / Tens
®
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
IM Building Components Group, Inc.
'ANSIrrPI 1*,WTCA V- Wood Truss Council of America Standard Design Responsibilities. 13UILDING COMPONENT SAFETY INFORMATION -
BC Dead 8.00 psf
O.C.Spaeing 2- 0- 0
1445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Nsconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I I gth Street, NW, Ste 800, Washington, DC 20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/180
J r
Job Name: Shadd I New Residence
BRG X -LOC REACT SIZEREQ'O TC 2x4 DFL #1
1 0- 1-12 428 3.50" 1.50" BC 2x4 DFL #1
2 6- 0-12 347 1.50" 1.50" Refer to )oint QC Detail Sheets for
3 9-11- 0 91 1.50" 1.SO" Cq factors and Rotational Tolerances.
4 5-11- 4 226 1.50" 1.50" IRC/IBC truss plate values are based on
ERG REQUIREMENTS shown are based ONLY testing and approval as required by IBC 1703
on the truss material at each bearing and AN and are reported in available
MAX DEFLECTION (span) : document ESR -1118.
L/712 MEM 3-4 (LIVE) LC 29 Loaded for 10 PSF non -concurrent BCLL.
L= -0.10" D= -0.04" T- -0.14" Loaded for 200 lb non -concurrent moving BCLL
CRITICAL MEMBER FORCES: Mark all interior bearing locations.
TC COMP. DUR. / TENS. DUR. CSI
1-z -121 1.60 / 66 1.25 o.3z Install interior support(s) before erection.
2-0 -50 1.25 / z8 1.25 0.32 20 psf bottom chord live load NOT required
0-0 -1 1.25 / 1 1.60 0.00 on this truss, per IBC/IRC requirements for
ec COMP. DUR. / TlllljfDit CSI attics with limited storage.
a -o 4o 1.25 jr 140 1.25 0.00
4.00
Truss ID: J10
Designed per- ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.5" HANGER NAIB FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
PLATING BASED ON GREEN LUMBER VALUES.
2
3-7-12 W:108
R:347
U:-231
2.5X6
0-K13
131 134
W:308 W:108
R:428 R:226
U:-122 6-0-12 U: 9-11-12
3 4
OVER 4 SUPPORTS
QtV: 2Y
UPLIFT- REACTION(S) :
Support C&C Wind Non -Wind
1 -122 lb
2 -231 lb
3 -53 lb -1 lb
This truss is designed using the
CBC -07 / ASCE7-OS Specification
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line = No Exp Category = C
Bldg Length = 72.00 ft, Bidg Width = 73.00 ft
Mean roof height = 11.01 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
-Low-rise and Components and Cladding
Tributary Area - 12 sqft
B3
WA OB
R:91
U:-53
43 10
2-3-13 SHIP
1
1 .J to
J ` X U) VED
All connector plates are Truswal 20 ga. unless preceded by "Y" for Nave 20 ga., "HS" for AS 70 ga., "S" for SS IS ga. frow Alpine;
or preceded by "HX" for TWKX 20 ga. or "H" for 16 Be. from Trusmal. positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Trup
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
This designis lar an individual building component not truss tem. It has been based on specifications provided D the co
a mp s7a p y mponerdmuracy.tDim
DIR : D r l Ve_T_0790809_L00005_J 00001
W0: Drive_T_0790809_L000
®
and done H accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgn r : TM #LC = 34 WT: 33#
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
T R U S WA L
is laterally braced by the rosier floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 9.00 psf
Rep Mbr Bnd / Comp / Tens
® SYSTEMS
environment ..twillcause lhamoisture content at ha -ad toexceed I..and/orceuseconnectorplatecorrosion. Fabricate, handle, Install
and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports available as output from Truswal software,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
IM Building Components Group, Inc.
'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION-
BC Dead 8.00 psf
0. C. Spaci ng 2- 0- 0
4445 Northpark Dr. Ste. 102, Colo. Slogs., CO 80907
(BCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss plate Institute (TPI) is located at 583 D'Onokio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated atIIII I 9th Street, NW, Ste 800. Washington, DC 20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC- L/180
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZE REQ'D
1 0- 1-12 425 3.50" 1.50"
2 6- 0-12 414 1.50" 1.50"
3 11-11- 0 144 1.50" 1.50"
4 5-11- 4 225 1.50" 1.50"
BRG REQUIREMENTS shown are based ONLY
on the truss material at each bearing
MAX DEFLECTION (span) :
L/706 MEM 3-4 (LIVE) LC 29
L- -0.10" D- -0.04" T= -0.14"
CRITICAL MEMBER FORCES:
Tc COMPDUR. / TENS. DUR. CSI
1-2 Si -15 1.60 / 641.25 0.44
2-0 -66 1.25 / 441.25 0.43
0-0 -1 1.25 / 111.601 ))) 0.00
Bc 3:4 COMPO(DU1.Z S)� TEN50(1U25) 0.00
3-4 59(((((ISI
1.6033/ 174 1.60 0.48
TC 2x4 DFL #1
BC 2x4 DFL #1
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Mark all interior bearing locations.
Install interior support(s) before erection.
20 psf bottom chord live load NOT required
on this truss,per IBC/IRC requirements for
attics with limited storage.
4.00
12
2.5X6
z
0-3-13
61
W:308
R:425
U:-107
Truss 10: J12
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF THIS TRUSS IS CARRIED IN A HANGER THAT
HANGER IS BASED ON 1.5" HANGER NAILf FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
CARRYING MEMBERS. IF 2.5" GUN NAILS ARE
USED, THE HANGERS MUST BE RE-EVALUATED
(BY OTHERS).
PLATING BASED ON GREEN LUMBER VALUES.
UPLIFT REACTION(S) :
Support C&C Wind Non -Wind
1 -107 lb
2 -276 lb
3 -96 lb
This truss is designed using the
CBC -07/ ASCE7-05 Specification
Bldg Enclosed - Yes, Importance Factor = 1.00
Truss Location - Not End Zone
Hurricane/Ocean Line = No Exp Category = C
Bldg Length = 72.00 ft, Bidg Width = 73.00 ft
Mean roof height = 11.01 ft, mph 85
ASCE7 II Standard Occupancy, Dead Load - 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area - 12 sqft
83
W:108
R:144
U:-96
WAN 4-1 -10
R:414 SHIP
U:-276 2-3-13
1
B4
W:108
R:225
U: 11-11-12
2.0-0 s -o -o 5-11-12
3 4
OVER 4 SUPPORTS
All connector plates are Truswal 20 ga. unless preceded by "Ir for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 16 Be. free Alpine;
or preceded by "HX" for TWWX 20 Be. or "H" for 16 ga. froe Truswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frase plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Trrur
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marti Shadd
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
DIR: D ri ve_T_0790809_L00005_300001
W0: Drive -T -0790809-L000
®
and done in accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgn r : TM #LC = 34 WT: 37#
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
L i ve Du r L=1.25 P=1.25
ubRted on this design meet or exceed the loading imposed by the local building code and the panimlar application. The design assumes Nat the top chord
T R U S WA L
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 9.00 psf
Rep Mb r Bnd / Comp / Tens
®SYSTEMSenvironment
that will cause the moisture content of the mod to exceed 19% andfor cause connector plate corrosion. Fabricate, handle, install
BC
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Report available as output from Truswal software,
Live 0.00 psf
1.15 / 1.10 / 1.10
IM Building Components Group, Inc.
,ANSI/TPI 1'. WTCA V. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION -
BC Dead 8.00 psf
O. C. Spaci ng 2- 0- 0
4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet. NW. Ste 800.Washington, OC20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/180
w
Job Name: Shadd / New Residence
BRG X -LOC REACT SIZEREQ'D
1 0- 1-12 436 3.50" 1.50"
2 3- 8-12 309 HGR 1.50"
BRGREQUIREMENTS shown are based ONLY
on the truss material at each bearing
BRG HANGER/CLIP NOTE
2 U24 16d
SupportConnection(s)/Hanger(s) are
not designed for horizontal loads.
SEE SIMPSON CATALOG
FOR ADDITIONAL INSTALLATION NOTES
MAX DEFLECTION (span) :
L/999 MEM 3-4 (LIVE) LC 30
L= -0.02" D- -0.01" T= -0.03"
EX.WB DEF CRITERIA:L/120
IN MEM 4- 2; T- 0.00"
CRITICAL MEMB(ER RfiFO)RCES: ( )
1-2 C -66((1U60))/ TEN47((/U25)) 0.23
T8CCB
SS.
3-4 COMP.fflt TEN74 ((/U60)) 0.31
2W4 C -17
(D.2 S)� TEN16(1U60) 0.03
TC 2x4 DFL #1
BC 2x4 DFL #1
WEB 2x4 DFL STANDARD
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and AN and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
Permanent bracing .s required to
prevent rotation
/toppling. Refer to
BCSI and ANSI/TPI 1.
20 psf bottom chord live load NOT required
on this truss, per IBC/IRC requirements for
attics with limited storage.
Truss ID: M4 _ Qty: 6
Designed per ANSI/TPI 1-2002 Required bearing widths and bearing areas
This design does not account for long term apply when truss not supported in a hanger.
timeggdependent loading (creep). Building UPLIFT REACTIONS)
THIt
ISS0 SIGNner mIStTHECCOMPOSITEtRESULT OF ount orSupp1 ort C8121i�dh Non -Wind
RRIED IN A HANGER THAT
1.5" HANGER NAIB FOR
R NAILS FOR MULTI -PLY
IF 2.5" GUN NAILS ARE
MUST BE RE-EVALUATED
PLATING BASED ON GREEN LUMBER VALUES.
End verticals are designed for axial loads
only unless noted otherwise.
Extensions above or below the truss profile
(if any) have been designed for loads
indicated only. Horizontal loads applied at
the end of the extensions have not been
considered unless shown. A drop -leg to an
otherwise unsupported wall may create a
hinge effect that requires additional design
consideration (by others).
4.00
This truss is designed using the
CBC -07 / ASCE7-OS Specification
Bldg Enclosed = Yes, Importance Factor - 1.00
Truss Location Not End Zone
Hurricane/Ocean Line = No Exp Category = C
Bldg Length = 72.00 ft, Bldg Width = 73.00 ft
Mean roof height 10.65 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 12 sgft
Vertical members exposed to wind: 4- 2
----------LOAD CASE #1 DESIGN LOADS ----------------
Dir L.Plf L.LOc R.Plf R.Loc LL/TL
TC Vert 74.00 - 2- 0- 0 74.00 0- 0- 0 0.54
TC Vert 58.00 0- 0- 0 58.00 1- 0- 0 0.69
TC Vert 98.00 1- 0- 0 98.00 3-10- 8 0.41
TC Vert 74.00 3-10- 8 74.00 4- 0- 0 0.54
BC Vert 16.00 0- 0- 0 16.00 3-10- 8 0.00
B1
B2
W:308
U24
R:436
W:308
U:-121
R:309
and done in accordance with the anent versions of TPI and AFPA design standards. No respona3iGty is assumed Iw dimensional accuracy. Dimension
responsibility
U:-82
0-0
3-10-8
0 8
3
4
11L.w -
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "Hs" for HS 20 ga., "S" for SS 18 ga. froar Alpine;
or preceded by "HX" for TM11X 20 ga. or "Al" for 16 ga. frog Truswa7, positioned per Joint Detail Reports. Circled plates and false
frase plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 10/15/2009
268 - Homewood Trus
WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor.
Dust: Mike and Marci shads
(CA
This design Is for an co
gn g component not buss system. It has been based on provided by the component manufacturer
DIR: Drive_T_0790809_L00005_J00001
®
and done in accordance with the anent versions of TPI and AFPA design standards. No respona3iGty is assumed Iw dimensional accuracy. Dimension
responsibility
WO' Dri ve_T_0790809_L000
'
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
Dsgn r : TM #LC = 33 WT: 21#
T R U S WA L
uol¢ed on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
Live
TC Live 20.00 psf
L i ve Du r L=1.2 S P=1.2 5
Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material direc9y attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
® SYSTEMS
noted. Bradng shovm is for lateral support or components members only to reduce budding length. This component shall not be placed in any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
TC Dead 9.00 psf
Rep Mb r Brill / Comp / Tens
and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports available as output from Ttuswal software,
BC Live 0.00 psf
1.00 / 1.00 / 1.00
/i611P Building Components Group, Inc.
'ANSI/TPI 1', W1CA V. Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION -
BC Dead 8.00 psf
0. C. Spaci ng 2- 0- 0
4645 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onokio Drive, Madison,
TRUSPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association AFPA) is located at I I I I I 9th Street, NW, Ste 800, Washington. OC 20036.
Bldg Code' CBC -07
DEFL RATIO• L/240 TC L1240
Job Name: Shadd / New Residence
CRITICAL MEMBER FORCES: TC 2X4 DFL "1
BC 2x4 DFL #1
GBL BILK 2x4 DFL STANDARD
Refer to Joint QC Detail Sheets for
Cq factors and Rotational Tolerances.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and AN and are reported in available
document ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving BCLL
May use adequate staples for gable blocks.
BUILDING DESIGNER MUST VERIFY CABLE LOADS
AND EAVE LOADS, IF APPLICABLE. THIS TRUSS
IS DESIGNED TO SUPPORT THE LOADS SPECIFIED
BASED ON THE O.C. SPACING AND ANY
ADDITIONAL LOADS SHOWN.
[. gable bracing required @ 61" intervals,
if expPosed to wind load applied to face.
See ITWBCG's Cable Bracing Details.
truss ID: MG
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
PLATING BASED ON GREEN LUMBER VALUES.
20 ppsf bottom chord live load NOT required
on tFtis truss, per IBC/IRC requirements for
attics with limited storage.
j 44 00
1-r10 1-3-13
z.5X I 2- -B
10-913
1 j SHIP
OVER CONTINUOUS SUPPORT
3
TYPICAL PLATE: 1.5X3 OVER CONTINUOUS SUPPORT
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed Yes, Importance Factor = 1.00
Truss Location Not End Zone
Hurricane/Ocean Line = No,Exp Category = C
Bldg Length = 72.00 ft, Bdg Width = 73.00 ft
Mean roof height = 10.51 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 10.2 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 6 sqft
'L
J1
Ir
N
June 30, 2011
civic
All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "16" for HS 20 ga., "S" for SS 18 ga. froom Alpine;
or preceded by "WX" for TWWX 20 ga. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false 10/15/2009
frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
268 - Homewood Tr,�uys
Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Mike and Marci Shadd
This is for individual
DIR: Dri ve_T_0790809_00005_] 00001
LO000
design an building component not buss system. It has been based on specifications provided by the component manufacturer
W0: Drive -T -0790809-L000
®
and done In accordance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
Dsgn r : TM #LC = 29 WT: 17#
T R U S WA L
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
Li veDu r L=1.25 P=1.25
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Snow(Pf) 0.00 psf
SnowDu r L=1.15 P=1.15
SYSTEMS
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shag not be placed in any
TC Dead 9.00 psf
Rep Mbr End / Comp / Tens
®
environment the, will cause the moisture content of the vwoodtoexceed 19%and/or cause connector plateconosion. Fabricate, handle, Install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
BC Live 0.00 psf
1.15 / 1.10 / 1.10
IM Building Components Group, Inc.
•ANSUTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION -
BC Dead 8.00 psf
0. C. Spaci ng 2— 0— 0
4405 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907
(BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRU SPLUS 6.0 VER: T6.5.9P
Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet. NW, Ste 800,Washington, DC20036.
Bldg Code: CBC -07
DEFL RATIO: L/240 TC: L/240
AA -P
�� ,sti;�leY
COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS
y� 7 County Center Drive - Oroville, California 95965 - Telephone 916/534-4541
APPLICATION AND PERMIT
PERMIT NO.
ASSESSOR PARCEL NUMBER
ZONING
ZONING
BUILDING PERMIT
OWNERj //'ij' I �I
TELEPHONE
SQ. FT. OCC. BUILDING VALUATION
OWNER'S MAILING ADDRESS
w
_ y y.
/ � % f� I f 1 C �
CONTRACTOR'S NAME \!yp',
y ( i,
TELEPHONE �
1
CONTRACTOR'S MAILING ADDRESS
I Fireplace
CONSTRUCTION LENDER UNKNOWN
LENDER'S MAILING ADDRESS
i Total Valuation Is
Filing Fee
Permit Fee
$ 10.00
$
ARCHITECT OR ENGINEER LICENSE No.
ARCHITECT OR ENGINEER'S MAILING ADDRESS
Plan Checking Fee
Penalty
Permit fee
$
$
$
BUILDING ADDRESS
PLUMBING PERMIT
Filing Fee 10.00
Each Trap
2.00
Repair drainage or vent piping
5.00
01 r 1'4" /
Water piping
LOT NO. SUBDIVISION NAME
PARCEL• MAP
Each qas water heater or vent
5.00
Gas piping system 1 - 5 outlets
USE OF STRUCTURE
SF D."'Duplex❑ Mobilehome❑ Other
SPECIFY
Building sewer
Lawn sprinkler system
5.00
TYPE OF WORK
New❑ Addition❑ Remodel❑ Utilities❑ Installation❑ Other Er",
Describe work:
Permit Fee
$
Contractor
ELECTRICAL PERMIT
FilingFee 10.00
Main service 001 OR LE
100 AMP ORSLESS
/400 /0-0o
Main service EA. ADD'L 100 AMP
1 2.50 �
NEW CONST. (DWELLING OCC UP.py)
OR ADDNS. \ ACC. BLDGS.
22 sq ft
CONTRACTORS LICENSE LAW
I declare under penalty of perjury (check One):
❑NON-RESID.
I am licensed under provisions of Chapt. 9, Div. 3 of the Business
and Professions Code and m license is in full force and effect.
Y
License No. Classification
I, as the owner, or my employees with wages as their sole compen-
sation, will do the work,and the structure is not intended or offered
for sale. (Sec. 7044)
❑ I, as the owner, am exclusively contracting with licensed contract-
ors. (Sec. 7044)
❑ I am exempt under Sec. , Business and Professions Code
for this reason
NEW CONSTIR MULTI -OUTLET 2,50 ea
NON-RESID BRANCH CIRC ITS
NEW CONSTR. POWER APPARATUS 6\
%SINGLE OUTLET CIR. 1
@254
Ex. Occup OUTLETS OR FIXTURES BAL@1
EX. Occup. (OUT LETS IXED P(RESID )REA. 2.00
Temporary service 10.00
Mobile Home Facilities 15.00
Misc. Wiring /0
-.O�
Permit Fee $
Contractor
MECHANICAL PERMIT
FiIirig Fee 10.00
WORKMEN'S COMPENSATION INSURANCE
I declare under penalty of perjury (check one):
❑ The permit is for $100.00 (valuation) or less.
❑ I have placed on file with the County of Butte Building Department
a Certificate of Workmen's Compensation Insurance or a Certificate
of Consent to Self -Insure.
I shall not employ any person in any manner so as to become subject
% to the W. C. laws of California.
Notice to Applicant: If after making this statement, should you become subject
to the W. C. provisions of the Labor Code, you must forthwith comply with such
provisions or this permit shall be deemed revoked.
Heating
Cooling
Hood
3.00
Ventilation
permit Fee
S
Contractor
I certify that I have read this application and state that the above information
is correct. I agree to comply to all County Ordinances and State Laws relating
to building construction, and hereby authorize representatives of the County of
Butte to enter upon the above-mentioned property for inspection purposes.
1 also agree to save, indemnify and keep harmless the County of Butte against
all liabilities, judgments, costs, and expenses which may in any way accrue
•the granting of this permit.
against said County in consequenceyl�
(% �_'„,� J„�
X ! hP-4 W. ��� i�S-..N Date
Signature of Applicant — Owner Contractor ❑ Agent ❑
An OSHA permit is required for excavations over 5'0" deep and demolition or construct-
ion of structures over 3 stories in height.
Mobile Home Installation Fee
$
TOTAL PERMIT FEE $
OCCUP. GROUP
I TYPE OF CONST,
PARCEL
PD
HD
I ISSUE
{,�/
This permit is hereby issued under
sions of the Butte County Code and/or
work indicated above for which
w
r DIRECTOR OF PUBLIC
BY � � �"-
PERMIT EXPfRES Date
the applicable provi-
resolutions to do
fees have been paid.
WORKS
�1
Date,l�'
Receipt No. �/ 9X �
WHITE-D.P.W., YELLOW -ASSESSOR, PINK -INSPECTOR, GOLDENROD -APPLICANT
COUNTY OF BUTTE
O' DEPARTMENT OF PUBLIC WORKS
196 Memorial Way, Chico — Phone: 891-2751
7 County Center Drive, Orovi Ile — Phone: 534-4541
Skyway and Elliott Road, Paradise— Phone: 872-2961, Ext. 57
CORRECTION NOTICE
4
BUILDINGC/O/R PROPERTY ADDRESS
A routine inspection indicates that the following violations of County Ordinance
exist at the above address and should be corrected. Please notify this office
when correction of work is completed. If you have any question pertaining to this
moffnr — n—A nAAifi—I a-1—finn Man— rnnfnrf fhic nffira immaAinfalu
r
� r~
j z F-4 _
Inspector ; fA ` =' Date S
1
COUNTY OF BUT ITMENT OF PUBLIC WORKS
Orov
7 County Center Drive - ;Califo"rnia 95965 - Telephone 916/534-4541
APPLICATION AND PERMIT
PERMIT NO.
.ifA;)l
ASSESSOR PARJEL NUM ZONING
.— ,.
BUILDING PERMIT
OWNERA_J , TEL EP
QX t W IRA 2(�
SO. FT. OCC. BUILDING VALUATION
OWNER'S MAILING DRESS
1
CONTRACT R•S NAMIEG
�+
0
TELEPHO E
CONTRACTOR'S MAILING ADDRESS -
Fireplace
CONSTRUCTION LENDER
UNKNOWN
Total Valuation $
Filing Fee
$ 10.00
LENDER'S MAILING ADDRESS
Permit Fee
$
ARCHITECT OR ENGINEER
LICENSE NO.
Plan Checking Fee
,$
Penalty
$
ARCHITECT OR ENGINEER'S MAILING ADDRESS
Permit fee
$
BUILDING ADD R SS
rS a
PLUMBING PERMIT
Filing Fee 10.00
—
Each Trap
2.00
Repair drainage or vent piping
5.00
Water piping.
LOT NO.
SUBDIVISION NAME
PARCE MAP
Each qas water heater or vent
5.00
Gas piping system 1 - 5 outlets
USE OF STRUCTURE
SF L!J Duplex❑ Mobilehome❑ Other
SPECIFY
Building sewer
Lawn sprinkler system
5.00
TYPE OF WORK
New ❑ Addition ❑ Remodel ❑ Uti lities ❑ Installation❑ Other
Describe work:
Permit Fee
$
Contractor
ELECTRICAL PERMIT
Filing Fee 10.00
Main service V OR LE
10000 AMP ORSLESS
/000
Main service EA_ ADD -L 100 AMP
2.50
NEW CONST.( DWELLING OCCUP.0j)
OR ACDNS. ACC. BLDGS.
., 20 Sq it
//
CONTRACTORS LICENSE LAWNEW
I declare under penalty of perjury (check one):
ElI am licensed under provisions of Chapt. 9, Div. 3 of the Business
and Professions Code and m license is in full force and effect.
Y
License No. Classification
I, as the owner, or my employees with wages as their sole compen-
sation, will do the work,and the structure is not intended or offered
for sale. (Sec. 7044)
❑ I, as the owner, am exclusively contracting with licensed contract-
ors. (Sec. 7044)
❑ I am exempt under Sec. , Business and Professions Code
for this reason
CONSTR U 1 -OUTLET 2.SOea
NON-RESID BRANCH CIRC ITS
NEW CONSTR POWER APPARATUS S
NON.RESID. (SINGLE OUTLET CIR.'
s0025Q
Ex. Occup OUTLETS OR FIXTURES BAL@1
Ex. Occup.(our ETSP(RESID.)R EAJ 2.00
Temporary service 10.00
Mobile Home Facilities 15.00
Misc. Wiring
0 j
•• 0 a
Permit Fee
$
Contractor
MECHANICAL PERMIT
FiIingFee 10.00
WORKMEN'S COMPENSATION INSURANCE
I declare under penalty of perjury (check one):
❑ The permit is for $100.00 (valuation) or less.
❑ I have placed on file with the County of Butte Building Department
a Certificate of Workmen's Compensation Insurance or a Certificate
of Consent to Self -Insure.
1 shall not employ any person in any manner so as to become subject
to the W. C. laws of California.
Notice to Applicant: If after making this statement, should you become subject
to the W. C. provisions of the Labor Code, you must forthwith comply with such
provisions or this permit shall be deemed revoked.
Heating
Cooling
Hood
3.00
Ventilation
permit Fee
$
Contractor
I certify that 1 have read this application and state that the above information
is correct. I agree to comply to all County Ordinances and State Laws relating
to building construction, and hereby authorize representatives of the County of
Butte to enter upon the above-mentioned property for inspection purposes.
1 also agree to save, indemnify and keep harmless the County of Butte against
all liabilities, judgments, costs, and expenses which may in any way accrue
agains id unty in con q ce o the granting of this permit.
%�N7 - n Date -�
Signature of Applicant — Owner C tractor ❑ Agent ❑
An OSHA permit is required for ex ovations over 5'0" deep and demolition or construct-
ion -of structures over 3 stories in height.
Mobile Home Installation Fee $
TOTAL PERMIT FEE $
OccuP. GROUP
I TYPE OF CONST.
[-IPARCELI
PO
ND
5su�
1
This permit is hereby issued under
sions of the Butte County Code and/or
work indicated above for which
DIR OR, BLIC
BY
PERMIT EXPIRES Date
the applicable provi-
resolutions to do
fees have been paid.
WORKS
Date ®�
Receipt No.
WHITE-D.P.W., YELLOW -ASSESSOR, PINK -INSPECTOR, GOLDENROD -APPLICANT
WBUTTE
'� ` COUNTY
September 9, 2009
SEP 10 2009
IDEW L01)MENT
SERVICES
Chris Thomas'
#7 County Center Drive
Oroville, CA 95965
Dear Chris,
As per our conversation this letter is to clarify
our intentions regarding our residence at 247
Higgins Ave, Gridley, CA 95948. Once we have
completed construction of the new 4 bedroom
home we will be removing the older 2 bedroom home leaving only one, single family dwelling
on the property. ;
Thank you,
Mike Shadd
Owner
z ?0
6)dC,_ ��C9`Dm
.o.T.
Roof 1 irl@ 3D Layo
MM
p
T
L
�00000 system
gi-lacdd . / New Res z dans a
MiI--e and Marci S1-1adcl
2 4 7 Hiirns Ave
Grii c11 ay , Ca
SALES REP: TM
DUE DATE: 08/26/09
D S GN R/ C H KR : 'EM / CM
i
TC Live 20.00 psf
TC ,Dead 9.00 psf
BLive 0.00 psf
Sc Dead 8.00 psf
Total 37-00 psf
WO#: 0790809
SCALE: 1"=10' 0"
Date: 10/14/2009 11:2.
DurFac-Lbr 1-25
DurFac-Plt _ 1.25
O -C- Spacing: 2
Design Spec:
#Tr/#Cfg.: 78 / 36