20080040 Permit Pkg 022808'~~pF THFA~~ City of Yelm Permit No: BLD-08-0040-YL
a~/~ Community Development Department Issue Date: 02/28/2008
~~/ ~ Building Division (Work must be started within 180 days)
Phone: (360) 458-8407 Receipt No: 53212
YELM Fax: (360) 458-3144
Applicant:
Name: McKinnon, Mike Phone: (360)352-2004
Address: 1419 Marvin Rd NE City: Lacey State: WA Zip 98516
Property Information:
Site Address: 106 Plaza Drive, Building C
Assessor Parcel No. 22730110900 Subdivision: Lot:
Contractor Information:
Name: Bailey General Contractor Contact: Rhodes, Wes Phone: (360)915-4673
Address: 8270 28th Court NE /Suite 201 City: Lacey State: WA Zip: 98516
Contractor License No: PBJCOI'160KU Expires: 05/06/08127 Business License: BAILEGC968KE
Project Information:
Project: Yelm Plaza
Description of Work: 4680 s.f. retail shell 2 Story
Sq. Ft. perfloor: (1st) 3400 (2nd) 0 (3rd) 0 Garage 0 Basement 0
Heat Type (Electric, Gas, Other): OTHER
Fees
Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc
Building Permit 100-500k 3,177.75 993.75 2,184.00 5.6000 390.0000 $1,000-
Building Plan Review 2,065.53 0.00 0.00 0.0000 0.0000
State Building Fee 4.50 4.50 0.00 0.0000 0.0000
Fire District Impact Fee 1,497.60 0.00 1,497.60 0.3200 4,680.0000 square foot
Water Meter (Commercial) 400.00 300.00 0.00 0.0000 0.0000
TOTAL FEES: 57,145.38
Applicant's Affadavit:
I certify that I have read and examined the information contained within the application and know the same
to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of
Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants,
easements and restrictions of record. If applying as a contractor, I futher certify that I am currently
registered in the $t~te-of Washington.
J /f~ ~ ~ ~
Signature /`~/j ~ ~t ~~"T r'/ ~ ' _ \ Date /7~- '~~^ ~~
# Sets of Prints:
Final Inspection:
Firm
~~~~~
City of Yelm ~~~ ~ Permit Fees Schedule
Community Development Department permit No: BLD-08-0040-YL
Building Division FEB 2 S 200$
Phone: (360) 458-8407
Fax: (360)4583144
--..
Applicant: ..
Name: McKinnon, Mike Phone: (360)352-2004
Address: 1419 Marvin Rd NE City: Lacey State: WA Zip 98516
Project Information:
Project: Yelm Plaza
Description of Work: 4680 s.f. retail shell 2 Story
Site Address: 106 Plaza Drive, Build ng Assessor Parcel No. 22730110900
Fees:
Item Acct Code Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc
Building Permit 100-500k 032 001-322-10-00 3,177.75 993.75 2,184.00 5.6000 390.0000 $1,000Y
Building Plan Review 100 001-345-83-00 2,065.53 0.00 0.00 0.0000 0.0000
State Building Fee 160 001-386-00-00 4.50 4.50 0.00 0.0000 0.0000
Fire District Impact Fee 105 001-345-85-00 1,497.60 0.00 1,497.60 0.3200 4 ,680.0000 square foot
Water Meter 712 401-843-80-01 400.00 300.00 0.00 0.0000 0.0000
(Commercial)
TOTAL FEES: 57,145.38
~~ P.O. Box 479
RECEIPT No. 5
3 2
Yelm, WA 98597
~ 360-458-3244
;EIVE,~**SEVEN THOUSAND ONE HUNDRED FORTY FIVE DOLLARS & 38 CENTS
RECEIVED FROM DATE REC. NO. AMOUNT REF. NO.
FORBEST PARTNERS, LLC 02/2x/08 53212 7,145.38 CHECK 5553
PO BOX 12540
OLYMPIA, WA 98508-2540 BUDGETARY
106 PLAZA DRIVE BUILDING C
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.,,..d o~c nr.i tannf-1 fiF
Truss designed for unbalanced snow load using U.3UJ1.50
windward(leeward factors, based on Pf-25.00 psf.
SPEC1Al LOAOS (Calif. ~l Hipl
- ~(LIIMBER OUR.FAL -1.15 J PLATE DUR.FAC.°1.15)
TL -From 69 PLF at ~3.OD to 69 PLF at 0.00
TC -From 65 PLF at 0.00 to 65 PLF at 9,09
TC -From 0 PLf at. 9.09 [0 32 PLF at 11.09
TC -from 37 PLF at 11.09 [0 32 PLF at 20.91
TC -from 32 PlF at 28.91 to 0 PLF at 70.91
iC From 65 PLF at 30.91 to 65 PIF aL 4D.00
TC -From 69 PLF at -00.00 l0 69 PLF at A5.00
Bf from 20 PLF at 0.00 to 20 Plt at 9.09
BC -From 149 PIF at 9.09 to lA9 PLF at 30.91
BC -from 20 PLF at 30.91 to 20 PIF at 40.00
TC 19 LB Conc. Load al 9.09, 30.91
BC - 1000 LB Conc. load a[ 8,00
8C 605 LB Conc. Load at 9.09
BC - b03 LB Conc. Load at 30.91
BC - 1000 LB Conc. load at 32.00
2 COMPLETE TRUSSES REQUIRED ~
Nailing Schedule: (lOd_Ruxor_fur; rU.178"x3",_min.l_nails)
Ic,p Chord: I Row 012.00" o.c.
Bol Chord: I Row Ca 1.75' o.r,.
41ebs 1 Rua @ A" o.[.
Osc equal spacing between rows and skagger nails
1n each row to avoid splitting.
85 mph wind, 15.OU f[ mean hgt. ASCE 1 05, CLOSED bldg, not
located within 6.50 ft from roof edge, CAT I L FXP C. wind TC
DL~3.5 psf, wind BC DL-5.0 psf.
Wind reactions based on MWfRS pressures.
IW L[CU OF STRIIC1lIRAL PANELS OR RIGID CEILING USE PURLIHS:
CHORD SPACIHG(1H OC) START (F T] ENO (F T)
T! 31 8.00 32.00
Deflection meets LJ24U live and LJ180 total load.
Calculated vertlr.al deflection 1s 0.68' due to live load and
0.56' due to dead load at N - 20 -(I 0.
#1 htp supports 9-1 Z Jacks. Jacks are DC supported. Corner sets
SPLCIAL LOAUS (Calif. gl IIipIJ are conventlnnally fram9d.
--(LIIMBER OUA.FAC.-1.15 j PLATE DUR.FAC.°1.15) Building designer is responsible for conventional framing.
Tf. -from fig PLF a[ -3.OD to 69 PLF at D.OU
ir, -From 65 PLF at 0.00 to 65 PLF at 24.06 Fxtend sloping tup chord of truss and Jacks to htp rafter.
iC ~ From 32 PLF al 24.05 [0 32 PLF at 28.91 Support extensions every 2.00 ft to flat TC. Spacing of supports
TC -From 32 PlF at 28.91 to 0 PLF at 30.91 originates frum °I hip. Attach 2x4 lateral bracing to flat TC (4
TC -from 65 PIF at 30.91 to 65 PLF a[ 40.00 31" OC with 2-164 Box or Gun nalls(0.135"x3.5',m)n.) and
TC -From 69 PLF at 40.00 t.o 69 PLf at x5.00 diagonally brace per OWG. BRI:ALHIPHl103, Support hip rafter with
BL -From 20 PLF aC 0.00 to 20 PIF at 24.06 cri Les at 2-9 l5 OC.
8C -from 149 PLF at '14.06 to 149 PLf at 30.91 PV
B( From 20 PLF at 70.91 to 2U PLF at 40.00
if. - 19 LB Conc. lead at 9.09, 30.91
BC 205D LB Canc. Load at 24.06
BC - 603 LB Coo[. load at 30.91 5X8
BC 1000 LB Canc. Load at 32.00 8X10°_ 8X10°-
4X8= 5X5= 2X4111 5X5= 4X8=
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X5-0 0~
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( 8 0 0 I 29-0-0 I 8-0-0 ~
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R-5D10 U=49.i W=5.5"
R-4537 U-44b W-5.5"
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City of Yelm
Community Development Department
105 Yelm Avenue West
P.O. Box -179
Yelm, WA 98597
September 2, 2008
Mike McKinnon
Forbest Partners
PO Box 12540
Olympia, WA 98508
Dear Mike:
On February 28, 2008, you paid $7,145.38. for permit number BLD-08-0040-YL. Due to
the need to change the size of the building please find enclosed a refund check in the
amount of $7,145.38. Enclosed please find the new permit fee schedule for the new
permit application. Please stop by at your convenience and we will issue your new
permit.
If you have any questions, please do not hesitate to call me at (360)458-3835.
Warm Regards,
Karen T. Bennett
City of Yelm, CDD
Enclosure
(360) 458-3835
(360) 458-3/44 FAX
u~mw.ci.yelm.wa. ua
City of Yelm
Community Development Department
P.O. Box 479
Yelm, WA 98597
(360) 458-3835
(360) 458-3144 FAX
Memorandum
To: Jennifer Hough
From: Karen Bennett, CDD
Date: August 15, 2008
Re: Refund on permit BLD-08-0040-YL
Jennifer:
On Permit No. BLD-08-0040-YL we received payment (receipt no. 53212) on February 28, 2008
for a building permit. This permit will to be refunded so that they can reapply for a permit for a
different sized builign.
Please prepare a check payable to Mike McKinnon, 1419 Marvin Road NE, Lacey, WA 98516,
in the amount of $7,145.38, and return the check to me.
Thank you.
cc: Gary Carlson
Attachments
II:ICDU Data`,Building Folder',Engnrg & Review & Permits\Projects & Permits\Commercial\Mike McKinnon\08-
0040 Permit Refund 081508.doc
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Top Chord 2x6 DF I. 1800f1.6F :17, 13 7x4 Ol 11800f 1.6E:
Bot chord 2x4 DF C 1800f 1.6C
Nebs 2x4 IIF Slud :W5 2x4 IiF Standard:
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16DTW.
buss design per IRC sect. P,BD2.lD.2. 10.00 psf non-concurrent
boRom chord live load applied per AN51(TPI 1.
Ueflecllon meets L/240 live and LJ180 total load.
f.alculated overhang deflection meek L/120 live and LJ80 total
load (0.56"). Lumber variabilty and creep logy r.ause higher
long term deflection to occur.
D 6-1
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85 mph wind, 15.OU ft mean hgL, ASCE 7 05, CLOSED bldg, not
local.ed wllhin 6.50 ft from roof edge, CAT II, ERP C, wind TC
Ill-3.5 psf, wind BC DL=5.0 psf.
Wind reactions Dased on MWFRS pressures.
]N L1EU OF STRUCTURAL PANfIS OP RIGID CEILING USE PUREINS:
CHORD SPACINO(1N OC) S1ART(FT) ENO(FT)
TC 29 1D.OD 30.00
truss designed for unbalanced snow load using 0.30J1.50
Iwlndward(leeward factors, based on Pf=25.00 psf.
4%4°
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THIS UNG PREPARCD FROM COMPUTER INPUT (L OA05 6 OIMENSI ONSI SUBMITTED BY TRUSS MFG
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(301. rhord 2x4 DF l 1800f 1.61
Webs 2z4 NF Slud
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Truss design per IRC sect. k802 .10.2. 10.00 psf non conr.urrent
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Deflect(on meets LJ240 live and LJ18U total load.
Calculated overhang deflection meets L/120 11ve and IJ80 total
load (O.b6"). lumber variabilty and creep m ay cause higher
lorry-lean deflection to occur.
I
85 mph wind, 15.00 (t mean hgt, ASCE 1 05, CLOSED bldg, not
located within 6,50 ft from roof edge, CAT Il, EXP C, wind iC
OL=3.5 psf, wind BC DI=5.0 psf.
Wind reactions based on 14WFR$ pressures.
IN III:U Uf S1Rl1CillRAl PANELS OR RIGID CEILING USE PURLINS:
CHUItD SPACING (]N OC) STARi(FT) ENO(f1)
TC 3! 12.00 28.00
Truss desiyned for unbalanced snow load using 0.30J1.50
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Bnl r.hord 2x4 OF L 1800f 1.6E
Webs 2x4 HF Slud :W6 2x4 HF Standard:
(x'') Connection died for Turbo-Web rounded end. See drawing
16UTW.
Truss design per lRC sect. R802.10.2. 10.00 psf non concurrent
bottom Ehord live load applied per ANS[JTPI 1.
Deflection meets L/240 live and LJ180 total load.
(1) 2xGXil 6 15 DF-t 1800f 1.6E Top chord scab cent?red 39 6 7
from left end. Attach to one face of chord with (3) rows Df
IUd Bnx_or_Gun_(0.128"x3",-min.) nails C 6" U.C., stagyered 3".
Caleulated overhang deflertion meets L~120 live and L/8D total
load (0.36"J. lumber variabilty and creep may cause higher
long Cerm deflection to occur.
061
4X4(**)
4
6X12(**) =T2 2%4111 6X12=
W6
1
H5 mph wino, 15.DD fl mean hgt, ASGE 1 0§, CtOSE6 bldg, not
located wIIJIin 6.50 fl Irom roof edge, CA1 Il. E%P C, wind TC
111=3.5 psf, wind 8C Dl_-5.0 psf.
Wind reactions based on MWFRS pressures.
IN LIEU DF SIRUCIURAI PANELS OR RIGID CEILING USE PURLINS:
CIIORO SPACIWG(IN Of.) START(FT) fND(FT)
TC 38 14.00 26.00
TFIISS designed for unbalanced snow load using D.30~1.50
wlr~dward/leeward fal:lors, based on Pf 25.00 psf.
5X8
,n
v I I QX4 (;+~ - 5X1'1 (:><) = 4X4 ("") __ n '`~
4X8(A2) = 2X4(R)(**) III k.k 4X8(A2)
2X4 !R) (~ ) III
3~~ ~5D0~
7 2 7 6- 9 9 5• I 5 5 9 6 1 6 6 9 9 1 2 7
1400 575 ,,t 676 1400
R-2209 U-194 W°5.5"
0 0.0 Over 2 Supports
R=2364 U=226 W=5.5"
D61 5 1
~ 1100
Design Crit: IRC 2006
PLT TYP. Wave Cq/RT=1.00(1.25)/5 0) 7 .35.t;315.1~~ r]TY:2 WA -(1 -/E R - Scale =.125"/Ft.
TmTmss,lnc. I-)611-N91-dU2~! "'NaxntNO•• ruusses eeaula_t t„avll uAI nr IAanlr,ulllN. Ilnnolln~ sllrrrlxr,, lezrAluxr, Iwo ua.cls, ?C LL 25 0 PSf R
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~~°
~ ~'~~ ~
~ TC OL 7 .0 PSF DATE 11~02~07
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.
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270
RrLo ~
TOT. L0.
42
.0
PSF
SEAN ~ 308060
'lA-FS rl f '1 /ll'-F OF loll AAII IN k)S UIIICA NI SI LOC Irll VII IIIIS OI SIW 1'ASI if N rrP UA"41 N45 I A. + 15Tr
Il'14'BuildingComponemsGruup,ln<
Ir x rCC TAI )r AI rr5 f I. 4611 i I , i l f Ir0 Ilxil J Ar IDII ]rJ7 SLL3 ~ Sf cl X ~
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An,t_ .°xt^fl I ~, _r;
Ecpirrs 42
3-OB SPACING 24 .0 " JREF 1TC37173Z02
rH15 DWG GREPAREO FA OM COMPUTER INPUT (LOADS 6 CfMEH510N51 SUBMITiEO BY TA1155 MF0.
fop chord 2x6 DF L 1800( 1,tiE :T3 2x4 DF l T800f 1.6E:
Aul chord 2x4 DF l 18001 1.6F
Webs 2x4 HF Stud :412, W1 2x4 Hf Standard:
(*') Connection sited for Jurbo-Web rounded end. See drawing
16DIW.
IN LIEU OF STRUCTURAL PANCLS UR RIGID CEll-ING USE PURLINS:
CIIOND SPACING (1N OC) SIART(fT) CIJU(FT)
TC 42 16.00 24.00
Truss design per IRC sett. R8U2.10.2. 10.00 psf non concurrent
bottom chord live load applied per ANS[/TPI 1.
Calculated overhang deflection meets LJ120 live and L~BD total
load (0.38"). Lumber variabilty and creep may cause higher
long term deflection to occur.
** _
6X6= l3 6X6=
5X6
4X5(**)
011 //// W~~~ W7'
~ 2X4 (R) ( ) III ~ qXg) III ~ qXg
4X8(A2) _ *# 4X8 (* ) = ("*)
H0308
85 mph wind, 15.00 ft mean hgt, ASCE 7 05, CLOSED bldg, nn[
located within b.SU ft from roof edg?, CAT II, EXP C, wind TC
DL 3.5 psf, wind BC D1-5.U psf.
Wind reactions based on MWERS pressures.
(A) lx4 H3 or better "T" brace. 80Y length of web member. Attach
with 8d Boz or C,nn nails (0.113"22.5",min.) @ 6" OC.
Truss passed check for 20 psf additional bottom chord live load
in areas with 42" high x 24" wide clearance.
Deflection meets L/240 live and L/180 total load.
Truss designed for unbalanced snow load using 0.30/1.50
windward leeward factors, based nn Pf=25.00 psf.
(]) 226X11 6 15 DE L 1800f 1.GE Tap chord scab centered 39 6 2
Prom left end. Attach to one face of chord with (3) rows of
lOd 8nz_or_Gun_10.128"x3",_min.)_na11s @ 6` D.C., staggered 3".
8X10(**)
~ S i 1
n RS1 0 6 1
~ 11 0 0
2X4 (R) (**) III ~
4X8;A2)
3~~ ~5 0-0~
~ 760 0 4 5 ~l _13'6"12 16 D D ~
~ 1v D D ~ 8 0 0 ~ 16 0 0
R=2209 U=193 W=5.5"
0-0 Over 2 Supports
R=2304 IJ-225 W 5.5"
Design Crit: IRC 2006
PLT iYP. 20 Gauge HS ,Wave Cq/RT=1.00 1.25; 5(0) 7 .35.r,,~~_-~~ ~ OTY:2 4!A /1/- E/ R/ - Scale =.125"/Ft.
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~
~ nuac. ~
~ ~
+~l TC LL 25 0 PSF
REF R7
173- 12558
27i0Ho ImBa~Rd
A7E
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6)n
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7
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DATE
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loos;
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11
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0
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PSF
CA-ENG
JMB/CWC
ALPINE ~" Cuaroa Ne NfL 4!111 iPl; OA non lc~tl NG, n"OVI iNL, stn fl'1"4. I"il nil lM4 a 30 eft x6 of iP n('f" ,
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su""eaex "en ~[s ."e ruua or toneuee. w,u~ssrGl "sm "asi "a"ee wieu 1". >•~n~.~""i alv_ Bleu-
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ton" ;. ,~BTE~ '~ ~ TOT. LD. 42 . Q P$F SEON' 308092
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TC31173Z02
THIS C'A6 PNEPhfttU fRDM iOMPnfFR IXPUT GOADS 8 tlIMEN5I0N5) SUBMITTED BY TRU55 HFR
DF L 1800( 1.6E:
WeNS Zx4 Hh 5[utl
("*) Connection shed for Turbo-Web rounded end. See drawing
1601W.
IN LIEU OF STRUCTURAL PANCLS OR RIGID CCILfNG USE PURLINS:
f,IlOR6 SPACING (IN OC} START(FT) END (f T)
TC 48 18.00 22.00
Ocflection meets L1240 live and LJ180 total load.
(1) 2x6%11-6 15 DF L 1800( 1.bE Top chord sr.ab centered 39 h 2
from left end. Altach to one face of chord with (3) rows of
10d Boz or Gun (0.128"x3", min.) nails @ 6" O.C., staggered 3".
85 mph wind, 15.00 ft mean hgl, ASCE 7 05, CLOSED bldg, not
located within 6.50 ft from roof edye, CAI II, EXP C, wind TC
OL 3.5 psT, wind BC UL 5.0 psf.
Wind reactions based on MWFNS pressures.
(A) 1x4 ~3 or better "T" brace. HD~ length of web member. Allach
with 8d ox or Gun nails (0.113"x2.5",min.) @ 6" OC.
truss design per IR(. secl. R802.10.2. 10.00 psf nonconcurrent
bollom chard live load applied per ANSI/TPI 1.
truss designed for unbalanced snow load using 0.30/1.50
windward leeward factors, based on Pf=25.00 psf.
6X6° 6X8=
5X8 ~ 4X5 (**) . 13 4X4 (Rj (**) lil
2X4 (R) (**) 1a 5X8 2X4(R) ("*) NI
4 ~ A) (A q RS1
0 6 1 UM1
t
~ 4X4(**) . 4X8(**1 = 4X4(**j = 4X4(**)
4X8(A2) = 4X8(A2)
Ii0308
~~ ~5-0-0~
~ 6 8 1 _1"18 0 0 ~ 5 9 lU ~ ~' ~ 5 9 lU _~ 1860 0~
.„ 4 U-0 .„ „
R 2209 U=192 W 5.5"
0 0 Over 2 Supports
Design Crit: IRC 2006
I'ml'mss,lnt I-360-191-802 °xenntne•• IAIS~E~xrul~lxl IAI"~xl ~"II >, U.xl~M1lllx, IL"I~IIxM1 ,xl~ Ax. I".IM1It ~~."x"I~"t"x
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x
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rI M1IiS E4 l.sul fnCf JF tAx S; AND, 11x1 tSS ulxFAtl ISL Inl,ntfD x4 IIIIS U1535x, t•;sll l~Ix I'E It IIxANIXn IenA-1-
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ITWRuildingCampontm9Group,Inc. o(siexASnxunurrsrrz~s Er.eunr xu usr ur rni~cnxr~melArve ~mtlauuolnr~~lu milinwunsia~i~ r~M~~~l~rxr
SacEamenlo,CA9S926 nxumx4 a(slcxEA r(A M1xsulrl t six z
6 1
Uhl
~ 11-0 0
WA/- 1J JEJR Scale -.125" Ft.
TC LL 25.0 PSF REF R7113- 12559
TC OL 7.0 PSF DATE 11/02/01
BC DL 10.0 PSF DRW cnusRn~a o~aoboi9
DC LL 0.0 PSF CA ENG JMBJCWC
TOT.LD. 42.0 PSF SEAN- 308105
DUR.FAC. 1.15 FRGM JOS
SPACING 24.0" JREF- 1TC37113Z02
R=2364 U 224 41 5.5"
THIS DWG PREYAAED FROM COMPUTER INPUT (LOADS 6 OIMENSI ON 51 SUBMITTED BY TRII55 MFA
i
C
Webs 2z4 RF Stud :W4, W5 2x4 HF Standard:
(~"J Connection sited for Turbo-Web rounded end. See drawing
160TW.
Deflection meets Lf240 live and 1J1B0 total load.
Truss designed for unbalanced snow load using 0.3U/].50
windward/'leeward factors, based on Pf=25,00 psf.
IoCdT.ed wltm n b.hU it tram rooT edge, CAI Il, tNP G, wind fC
OL=3.5 psf, wind BC DL=5.0 psf.
Wind reactions based on hIWFRS pressures.
buss design per IRC sect. I?802.10.2. 10.00 psf non~coneurrent
bottom chord live load applied per ANS[/TPI 1,
(1} ?x61;11 6 15 OF 11>30Uf-1.6t lop chord scab centered 39 62
from left end. Attach to one face of chord w Rh (3) rows of
lOd_Oo>;_nr_Gun_(0.128"x3",_min.)_nails @ 6" O.C., staggered 3".
4X5(**)
5M8~ ~~N4(R) (**) l/!
2X4(R)(*~} 111
2X4 (R) (*4 )111 W5 5X8a
W4 '~ OMl
061 RS1 061
~ ~ ~11 0 0
4%8(A2) = 41(4(**) . 5X5("*} = 4%5 (R) (~*) III 4$4(**) = 4%SIA2)
H0308
o~-~ ~5-0 0~
7 7 13 5 2 12 7 1 1 1 1 1 2 12 7 7 15
852 3H 22612 ;~e 852
~ 20 0 D _I_ 20-0 0 _I
4U-0~0 Over 2 Supports --~
R 2180 U-142 W=5.5" R=2394 11=274 4l=5.5"
1 1
Design Crit; IRC 2006
PlT TYP
e H5
2D Gau 41ave C RT-1
UU(1
25
5
0
1 0:;5
"
~TY:2
35 WA - 1 - E R - Scale =
125" Ft
.
g
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.
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27SOIIuyvmBayRd,NF.,Lu~Y~'~
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PSF
DATE 11/02/01
f 1-C (N61U ~fe iVC U1~411 )1N11 Yf M IeIY It -I h0 I ni li PA ~FrlS 110 p I !I -I rtll ]lie
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Sacramamo,GA95928 ~
-
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~
"i~ixc note°r"',^ „~~„"; . `~~ : erPle~sazs-os SPA CING 24 .0 " JREF 1TC37113ZD2
TNI$ DNG VREPAREO FNUM CDMPUTER INPUT fL0A05 8 DIME NSI DN51 SUANITTFO AY 181155 MFR
"* The maximum concentrated load is 7400# **
f*I Tfi1S MEMBER f0 BL BRACtO P,I 24" O.C.
AOO[iIONAI LOADS
IC -From 210 PLF at 29.05 to 210 PlF at 29.35
tC -from 210 PLF at 29.35 to 290 PIF at 40.00
PLB- From 210 PIF at 19.84 t0 210 PLF at 20.95
PLB From 210 PLF at 10.95 to 210 PLF at 29.04
PL - 1400 LB Canc. Load at (19.88,11.04)
10X12
4~
6%8 (R) NI
0 6 1 3- d C,
~ G
5X8%
3 COMPLETE TRUSSES REQUIRED ~
Naflin9 Schedule: (10d_Box_or_Gun_10.128"x3", min.~_nails)
Top Chord: 1 Ruw @ 5.50" n.c.
But chord: I Raw @ 8.25" D.r,.
Webs l Ruw @ 4" o.c.
Repeat nailing as each layer Is applied. Use equal spacing
between rows anal stagger nails in each row to avoid splitting.
85 mph wind, 15.00 Ft mean hgt, ASCE 1 05, CLOSEO bldg, not
located within 4,50 ft from roof edge, Chi Il, EXP C, wind TC
DL 3.5 psf, wind BC DL=5.0 psf.
Wind reactions based on MWFRS pressures.
Deflection meets t.~240 live and L~180 total load
~ 5X8
(*) (" ~ 10X12 s
__ - ~~~
~4
1 1
06]
~ ~.11-0-0
5X12(A1) = 2X401 H0610= 5X12111 6X6= H0610= 2%4111 5X12(A1) _~
8X10=
3(c~ ~5-0-0~
~-6-3-5- ~~ 33 S ll J
20-0-0 20 0-0
10-11 5 s oil a ii 5 a i~ D 11 lOlI~S
40 U 0 Over 2 Supports
R=6106 D=783 W=5.5" R 9293 U 912 W 5.5"
Note: All Plates Are 4X4 Except As Shown.
Design Crit: IRC 2006 __
TmTmss.hle. IJ60-491-8024
2750 Hu mRa Rd. NE, Lace~14'A
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~ TOT . LD. 42. 0 PSF SEON - 348243
ri~IES ICI eA[II LACE dt tAU 55 .1I1P, ~NI[SS Oill(e'n l5f Ial:#t(4 uX IIIIS D(SIf,M, rail it OM rFA OAAMI e45 Iti9.1:. ~
'
<„, ,wfrcnlun ar r1.11s llll~a.le a, hI ;nAll a~ tee "coil "~ ~ IPII >uas sa-,. a feel 1rn IIIIS ~'arnt.'e~ DUR FAC 1 15 FROM JDS
IT«~I;UIf l11f16 COMIpUR811($ E)FOUp, IIIL. LNanl A4 Ie01Uif5 eiCCr IAXC( aC FRi1Ff SSI IIXAL CX4I X([N ING eF ~VI1N11 BII lit Sal[!1 fIM IIIE IVII SS I:(Rlnilnl 111
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An q UlbL Oetu IEA iCR eRSV 1rI I tCC_:. E.PIF~4-z3-Da SPA CING 24 .0 " OREF - 1TC37113Z02
iN (5 DWG PAEDAAEO FROH C~}MPUiEA INPUT (LOADS A OIMENSI ON S) SIIBMITTEfi BY ip I1SS MFA
Webs 2x4 }IF Stud :W4 2x4 NF Standard:
(*") Connection sited far Turbo Web rounded end. See drawing
16UTW.
(A) Continuous lateral bracing equally spaced on member.
Deflection meets l/240 live and t(180 total load.
truss designed for unbalanced snow load using 0.30/1.40
windward(leeward lactors, based on Pf=24.00 psf.
001
~3D0~
R=1398 U°9G W 5.5"
R5 mhli wind, 15.ii0 it mean hgt, ASCE 7 D5, CtOSED bldg, not
located within 4.50 ft from roof edge, CAI 11, EXP C, wind TC
DL=3.5 psf, wind BC UI=S.D psf.
Wfnd reactions based on MWFRS pressures.
Right end verl.lcal nnl. exposed to wind pressure.
Truss design per IRC sect. R8U2.10.2. 10.00 psf non concurrent
bottom chord live load applied per ANSIJTPI 1.
9-9-0 Uver 2 Support:
Design Crit: IRC 2D06
TmTmss,inc. 1-)fin-X91-RO?~ PLr~o~elsl leuaoucl~nnvl~urn'o{tir~hnrl~exnl~~olnl~~lv~nhl~n~r~er~i~n
?7501togum6ayR$NL,LactyWA nannl Irr srorrr. salts nz eurenlmu, vn, rPn.ll eon uun txnnn gauss
uucaaalsc iAUL, xnmso.. Vl snug, nm s,rrx PPAUUr, rPl~ul ro rrnnan
ill xf aul SF INpIUrkU iPP CINIPn SU a ll N.1 VL faiiti PlP •IlnGlllD tlll ui lllil Al PnMEL
~, tROP[RLY AReCliFO PI5I0 CF1L (N4.
^IMPORTANi'•i n0.ol<n n cvr ar nos Dtst 4N m INL iosrm toll uN ago lnnL
A~P1NE hXOUP, Ills. SMALL XUI 8f NESYUIISItlLk IUP AXI nLVIn11nM rala+ 11115 Ilf~lna: eM
I IN Il~MV9NH~XrE YIIN II'I: UP {FDP If e11XF, Ileanl ln4. }III MY IMh, IX5IALL IPn 1 H
-J Dr51 L9 fl~Ar~~I~M~ YI III M1nrl t(ABLF 1'r~~v 151~1tl5 i'r xD5 Illnt l~ip~l nL 51l.M tr[l, Or
C':4 XL C7 CP Pl effi aAE INOP PF :OJ 18/16nA IN.lli 55 JI'I AS ItI •ti51 G0.ML Ju/64 IN
rl ors ro L.o~ r.ct ar loos; +no, um r~ nurzoxl el inrnrre eo uns moan,
eMr IPSPF[I~IP al PL el LS fUIL n~LU 3i I'i Nell et l'L9 AXMEX el nl !I'II ~GMI(
ITWDuildingCumnnnenlsCrtuup.hc. °Aewlenlxoan¢s uLrvrex(PMronlissl~lPnl rnr:nrtnlxr,nesrnntloutrr s
5~731nenlo, (:4959?B m~ICr• SxcxP n~L wneulLl lr Aen a•.. r n.. nnn•nn~xr InF •nr sn unlsr.
Ouft DI MG PE SI LAfN I'i+ nx1:/141 5(~'
/5 0) 7.35.03
.1 ltll; eno nnnCtPG
All IN9IIII Il. lln
{ NPPI I.A. flni',
InNla loll t. IINI rSS
iw ninon sn+u, neat
BIII LIII Nn rl»IVIlAf 4it
rll B111L0 ill[ IPU~S
2X4 III
7- l
11 0 0
)=
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R=1052 U=97
8 4IA1-/1/-/E/R(- Scale =
Tc LL zS.D PSF REF R7113~ 12562
TC DL 7.0 PSF DATE 11/02/07
0C DL 10.0 PSF DRW LAUSR7173 0130fi021
BC LL 0.0 PSF CA-ENG JMB/CWC
TOT.LD, 42.0 PSF SEON- 308131
DUR.FAC. 1.15 FROM JDS
SPACING 24.0" JREF- 1TC37173Z02
THJS DN6 PREPARED (ROM CpNPVTEA INPUT lLOA~S d OIMFNSIOHSI SIiAMl 1'Irn AY iRUtS MtR
~uhiiu~iu irn ~n iri onion urn[nr~ wvn. o~u~ r o~uu n -rniurtu r~i~tn uy ra y ~n~ i•iu ri ~~~
Top etlard 1zo Vt L ]800f 1.6E 85 mph wind, 15.00 ft. mean hgt, ASf,E 7 05, CLOSED bl dg, Lor.ated
Bot chcrd "1x4 UI L 1800f l.fiF anywhere in roof, CAT If, E'~P C, wind TC DL=3.5 psf, wind BC
Webs 2x4 NF Stud :W4 2x4 OF L 18001 1.hE: DI=5.0 pst.
('*) Connection sized for Turbo Web rounded end. See drawiny Wind reactions based o n MWPRS pressures.
1bOTW.
Right end vertical not expos?d to wind pressure.
(A) ~3 or better scab brat?. Same siz? & 8Un length of web
member. Allach w ith lOd Box or Gun nails (0.128"x3", min.) @ 6" OC. See DWGS A08515t50207, GBILCTIN0201, 8 GBI_BRSTD02D7 For more
requ i r?menu .
Deflection meets Lj240 live and L/180 total load.
Truss design per 1RC s ect. R802.10.2. ]O.OU psf non concurrent
Truss designed f or unbalanced snow load using 0.30(1 .50 bottom ehord live load appli~:~d per ANSI(TP] 1.
windward leeward factors, based on Pf=25.00 psf.
Iruss spaced at 24.0" OC deslyned to support 1 6 0 top chord
autiookers. Cladding load shall nu[ exceed 3.00 PSF. Top chard
may be notched 1.5" deep ;; 3.5" AT 48" o/c along top edge.
00 N01 OUERCtIT. No knots or other lumber defects allowed
within 12" of notches. Do not notch in overhang or heel panel,
(S) 2%4 M 10'0" OF t 1800f 1.6F or beller sr-ab..Attach stab to 4X4
one face with lOd box Halls (0.128"X3.0") at 6" OJC staggered to ~
prevent splits. 4X4
4X4%
4 i- .. .Fli~~
0~1
4X4=
4X4 (AZ}
(S)
111
~11 0 0
4X4°
X3-0- 0
~
-
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L 7 3 5 _I_ 5 10 5
~ _I_ n 5 1 ~ L
~ 6 1 1 fi 5113
~ 8-512
~ 19-9-0 O
2 S t
uppor
ver s
R=1503 U-175 w t~.0" R =1188 a =175
Note: All Plates Are 2X4 Except As Shown.
Design 0ri:: ii~r ~Ca6
FLT TYP. Wave Cq/RT=1.00(1.25)J5(0) 7. 35. 03`:6 i ~ ~;-TY:1 W A/ 1 -/E/ R( - Scale =.3125°(Ft.
TruTmu, Inc I-361W91-80:4
,.-
u0 tiugum [la ~ R Mi, Lace WA
> u, r "wAR~~~~" GAUSSES ~ruuu~~ inu~n~ uar rr v~apr~n~~n, uti~eun~.. mirrinr,, insnur~c ~~n oaener.
,.r~a~,~e~si ~d~niai"~~n~va~a~s.,<«,~~a,~~U~~"~~. "ua~ivnu~~,~"~ ~~.~~>,~•~n~a~~;~~~~„~.:~„
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4~
15 op WASk~ti 4A TC LL 25 .0 P$F
REF R 1
7.73- 12563
.
rnrzavxur inxe, wo n~.,x, n svwi ran c+i or Pa,cn¢s mina ro rrm enni ne muse nmaiaws- uai ~ tiF+ C TC C)L ~ 0 P$P GATE 11~02~0)
~; ii}N"I )I I"i)1 (.A ~Ln ~11~ GIi1NU $IIAII Itn YC fp yl'F XI ~ nlln~lif L~ YII~U,:I YII e~ t•,tXll~ Alni Ili~l iiNi 1I1~~AU ~iWll iii i~ .
"~_~~~~" ~~,.oao aicio ~`"~"~~ ~ `~ x
BC OL 10 .0 PSF DRW cnusanri o~soeaz2
^IMPORTA NT"'o,ia~uu ~ mo. ~,f um u«i~d~ m iee Irsiauni ron a~niu.u: ma i~u ennuma cwirnnnn~
ALPINE cnr,~,r. ~~~.: ~.~~,~~ ",~r as ~,e,~~,x~~e~e .an ~"r n~r~n~~u~ ~wna r,~~; nr;~,a: „~ r,~~~~xr r„ e..„a r~~r ra~~~.-
~a,na na ra w~~~~ rP~ a reuviannnr ~, «~,~- s,~~"~,~~ ~s~A~ ~, ~ n~ :~"~ "~ ~~as>~s ~7
~, BC LL 0 .0 PSF CA-ENG JMB/CWC
:k 111N N{ll4 M1 MI II M1 fIIL alE VA JYI fI1X5 1{ 110 IA II h l )F i~" I NY f4 A~ la IVI A I'.1.~ ~~
,,,"t<< " P~~~~s aa~ war a ,a Tana ~a ,s „, . ~a ~ ~ ~ ~ , , ~ ~ ,~E~~ ~ , ~. '~stea~° ~ TO T. LD. 42 .0 PSf SEAN 308139
P1 AI{S 4 -~I GAft ah IA SS AD VXL C) III PLI f i7f1 I 1 ~ IF SIfI f S1~I )N ~fA nP WI NfiS I ~ _
~
~a~~asr~~~~~~n~a~af[3F~~,~fa~~, ~ ~~~~~ ~ ~,~ «~ ~,~,~ ,~~
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c oaicerp ara Hasa iai i,r~ EMpires 4-23-08 SP ACING 24 .0 PREP- 1TC37173Z02
HIS DNG PREPARFD FROM COMPUTER INPUT (LQAOS d OIMEXSIOXSi SUBMI iTED BY TRU55 MFR
Hat rtiord 2x6 DF L 180011.6E
Webs 2x6 DF L 1800f 1.6E :W2, WB 2z4 DF L 1800f 1.6E:
:W5 2x4 HF Standard:
W1nd reactions based on MWFRS pressures.
(A) ~3 or better scab brace. Same site & 80k lenyth of web
member. Attach with lUd Dox or Gun nails (0.128"x3",min.) ~ 6" OC.
The TC of this truss shall be braced with attached spans at 74"
OC in lieu of strur.tural sheathing.
AODITIUNAL LOADS
*k***x*******k***************x********k*x**********
TC From 112 PLF at 0.00 to 1 PLF at 9.63
TC From 1 PLF at 9.63 to 172 Ptf at 19.25
DC From 362 PLF at 0.00 to 362 PLF at 19.25
PlT- 2168 l8 Conc. load at (6.10,18.05), (13.15,18.05)
7~ -1
6Xi2(R) III 4X12=
2 COMPLETE TRUSSES REQUIRED ~~
hailim! S~_6edul?: ;iUd_H~,x_ur_Gun_(u.128"z3",_min.)_nails)
iop I:}iord: 1 Ruw @ 3.75" i~.c.
Dot Chord: 1 Row @ 6.15" o,l.
4lebs 1 Ruw C 4" n.c,
llse equal spacing between rows and stagger nails
in each row to avoid splltting.
85 mph wind, 18.09 it mean hyt, ASCF 7-05, ClOSEO bldg, not
totaled within 4.50 ft from roof edge, CAT ii, E%P C, wind IC
DL-3.5 psf, wind BC DL=5.0 psf.
End verticals nut expased to wind pressure.
Deflection meets 1.240 live and l/18D total load.
Iruss must be installed as shown with top chord up
10%12
~11 0 0
~ !z 5 J 12 7 O 8 ti 1 4 ~z~lt
p 5712 /U8 fi-40
19 3 0 CvFr 2 Support;
X11
P-1392 0=984 k 7397 U-984
Design Crit: IRC 2006
FLT TYP. 4lave Cq RT-1.00(1.25j5(U) 7. 37.Q?16.~~" ~.TY:I WA/ ~1/ /E/ R( ~ Scal e =.3125"~Ft.
TmTruss,lnc 1-3M1-d91-RO?d '*wARxrRO*•iauHSCSxCemx~~zi","ic"atwvxnaiunux, ~u~miwe, sWOn"9.instenixr"uoue"unr,
nc
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ti tic
.a TC DL 7 0 PSF DATE 11(0207
nt+ iYt i"uuacu i i 'n BOO snnu nnu vanrretr n r nirn ., miiu au rnnos "xo eon un i wn >nui un ~ .
n oe.:"ni r nrYUUrD e141n rFM IMr~ ~
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Y 8C DL 10 .0 P$F DRW C All SR 1117 01306039
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ALPINE ~" ~""~.~"","~E w~~~, ~e~. "",M"~,,~~".. ~~"""~~"~. ~"~""~"~. ~":,~,~~"; " "~~"~~", "~ ~"~,YS«
DCSI G" cnXrGaHS Lllil nC. II[aptf A"nYl SIi1115 of xns ixnlluY ~I UI ~I~~M s"Ff. "v of Frn7 A"II SYI nl 1'IHI 'j~D9Q
~o""«m" P~.~FS ,"~ ""„Y „~ z",i"n~~;~ ~"."„~tr, a:~~,E~, ~~>,nin ~~,~;ti" ~". ,,~~.r>~ ,."~" ,~~~~ ,~~~,~,
I'AiE) IU LA I rAll l~ IA U SS AYp, "" f55 1f liNdi SC I0i Alf II M Ii115 1(SI LM f -SItI ~N PLA IY ,IIflGS I )^ :- ~, '~ts3eat° ,~
~
~ TOT. LD. 42 .0 PSF SEAN- 308248
' Hi tr En " , v~ i i iu~n e ~ ~ sx i e~ r[e "xrr ~ ,~ nu z~n ec-H ~"~. ~" ~~•
"~ 'a ~ r n~ r ~~~r ~ v "
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3REF
1TC371732D2
2X4111
4X4111 10X12= 5X12= 6%8=
IH15 UNG PAEPAfl EO FROH COMFUfEA IMPU7 (10AD5 b DI MENSIONSI SUBXITTED BY TRUSS MFR,
Bul chard 7zb Dh I. 18UOt-1.6t
Webs 2z4 III Stud
Wind reactions based on h1WFRS pressures.
Deflection meets L/240 live and LJ180 total load.
truss designed for unbalanced snow load using 0.30J1.5D
windwardJleeward factors, based on Pf 25.00 psf.
ADOIiIUNAI LUAUS
+r~#Fkkxk#kikrAAi***k#*#f:kkAi k'.F xiyA**#k'k ~!*1*i*'k *R~kA
Ti. 184 LB Conc. Load at 4.24
Nipjack supports 8 0 0 setback jacks with no webs,
1.d3 r-
2X4 III
4X4%
0511
4 2 15 ~l
2 COMPLETE TRUSSES REQUIRED ~
Nalliny khed~ue: ;lOd_13r;x_~!~~_G~~r~_(O.i78"z3",_min.)_na115)
lop Chard: 1 Rnw talU.75" u.c.
Sot Chord: ]Raw @12.00" o.c.
Webs 1 Row @ 4' o.e.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
85 mph wind, 15.00 fl mean hgt, ASCE 105, CLOSED bldg, not
1ocaled within 4.50 ft from roof edye, GAT [I, tXP C, wind TC
DL=3.5 psf, wind 8C Ul-5.U psf.
Hight end vertical not ezpnsed to wind pressure
2X4111
4X4=
4X4(A1)
5 7-
R=1181 U=138 W=1.778"
1-2 4 Over 2 Supports
H=619 U=61
~l I 0 0
3~5
Design Crit: IRC 2006
PLT TYP. Wave C /RT°1.00(1.25)/5(0) 7 .35.0_'.!G.~~' OTY:3 WA /-/1/ -JE/ RJ - Scale =.5" /Ft.
TruTruu, lna I-)60.491-RD?4 ^w•~aniec^ xauss[s x[mm~r rrrarxr ux[ ix nnxiunnx nenouxr.. ,mr+rxr~. ixarmuxr. ono anon+~ ~ (x TC LL 25 0 PSf REF 8) 113 12568
~7sn tt0'IIRI n3 Rd
T`IE
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rxtf ArAi SF iAx{, NxxI SOX, xl 51)191 GUM CFI[IV YRAI IItt1 I'N I ON li, rFlll ~iAMl Nri ilxSr [xxC rfllx5 n10 [;5 j p
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ruxx uu a wrr nr nns oaten m rue ixstnu.uox wxrxnanx. nx au uou, cxnrmnxis
cx.ur. ~>,~:- suxii xnr x[ arsvon~ix,r nrx exno-vi.mix ~n.« i,us n[sEa: exr rxnnxr o~ nuue nn tx^ss
i~~ ~ ~
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dM8/
CWC
ALPiHE ix ~oxr uun.x~[ uuu rr[. ua nextanne, wnert xe. smut xe, ixsun axe a axnc ine or ixxss[s .
_ aGSifx [oxr!Ixxs Wllx 4f PL ICaIIIE .'A,I'Ii SI0x1 !if x01 Ixnl lOxxl OE SI4X Wlt,. NY A4 AY0.) nxil [rl. nl rlxl
,nx of ci oN YI +Ixs ant Nuu m enl lx(F<p~ lx, q~SSixl •slx nnsl ,x nG[ 1a f50 lM. x/x.t~l Gal v, xiHL. nr rlr j'r(1j
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n+n 5 1U [+i ~I rAfC Of tx x s5 eXO. I,xl CS; ntllf AYI SE IOi jiff i~N IIII~ (Ir tI RN, ri)(trlxx P[A OA nkl xfiS Ibrn 6` T E
I
1~1 QLLlldl[lg (~f1lfl~lOfIC fILS'(l[OUP. 1eC. mr usre:uux u. runs ronoxm es ni sngi or rrx exnrx .~ ur rvn euoa .uc.a. x stn ux nn'
a~P1xl Y6 iN[~lixl(5 xr CE OI~XiF C{ rNUrf SSIUN/[ LA4lxtto lXG RE SPi~M S[xl[I I1 H~Ik LI rxl 111[ IYIi ~$ ~~,~H~'r~xl Nl
-.rtl G
r
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I I
0
i
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- 15 F`~OM J D$
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M1
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lu t! Cxnl
flxl xl rPN ANY a01l0iMG
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;,~,i,,;~xa:,,,;,,x[~o,,.~x,i„rits[r x eapirrs~- ~s-oe SPP, CIPIG 24 .0 " JREF 1 TC31 173L02
IH15 PHG PR[PAREO fRUM CUMPIIIER IHRpi {LOADS 6 OIRENS10N5! SU9MITTEO BY TRtI55 MfN
inp r,hgrd 2x6 DE l 1800E 1.6E
Dol. chord 2x4 DE~I. 1800E 1.6E
Webs 2x4 Hf Stud
buss design per [RC sect. R802.10.2. 10.D0 psf non noncurrent
bottom chord live load applied per AN5[~iPl ].
Deflection meets l(~40 live and t/180 tul.a] load.
85 mph wind, 15.[ID ft, mean hgt, ASCC 7 U5, CLOSED bldg,
located within 4.50 fl [rum roof edge, CAT Il, ERP C, w
DL 3.5 psf, wind DC UI-=5.0 psf.
Wind rear,tiens based on 14WfRS pressures.
kight end vertical not exposed to wind pressure.
Truss designed for unbalanced chow load using 0.30/1.50
wlr~dward(leeward factors, based on Pf=25.00 psf.
3X51II
U61
a~
11 D-0
ZN41u
4%4(AZ)
794
-0 0 Over Z Supports -~
4=1d4 a=h9 W=5.5" R=31n U-J3
3~1
Design Crit: IRC 2006
PLT TYP. Wave Cq RT-1.00(1.25)/5(0) 1.35.~3!r..~ ~;!T'f:11 WA/-J1~-(EAR/- Scale =.5" Ft.
~ WARNING qns rs Rr uIBF vxrgvnr n[ ie r m n~ I n x ni a RU rin ie>i a in ni yin iro.
~rnfmss,lm. [-Utz-wi-ao-4 ,~r,~ds,r ~ „~~Inn ~rr~n.'~~...~,~'nni~n~~r.,~~ ~C TC LL 25.0 PSF
nR sm~u ac xa~nnit s r ~ m nn~, 1 fl REF R7173- 12570
0 Hu gum Bu ~ Rd, NE, Lace W 4 ~5~ pf kI ` A
6 7 Y n an r ~ aetr ~n~F ne a exogi v~ nn rno ur I o r us ~~ WAj . r
k: [F GqI t t r n Ul SJN MI S ;191 ~ I ~AI'IY Pn[I I[f5 IRI R 7 i'rnr Nl11 Nf 111E 5l tllYiltUl~- f= ~ ~(~ WC A T C D L ~. D P S F DATE 1 1/ 0 Z/ D 7
ixU~111S I - tC0 t~i fHVGG 511 11 liA t eP~fre r ellnr i~l~ )Ilt ii] Nel. eXt t1 nNL' ~~~I N x11 )1 nl ~ iy lve ~ ~ 1 1
n iyuP{ei, ~I'~a,', Illn MI .I II Ct lL lnf. NN1~
~ ~ Y z r BC DL 1D.D PSF DRW CAl1SR11!3 U13U6D26
'`IMPORTANT^ruen [sn n core ur nos m~u,n io ixt ibNnLLAUnA r.npieec nw, nu uni unnc cnHVOm+r.
~e.,n~.:e, ,~~A« n~; ar eCSlon5l~l[ r„q ~nr rnr:enun r,,,e, ~~~~, n~siw: se, ~.~~~,~~ ~,~ e~~~~~~ .... ~e~-.~ ~ BC LL 0.0 PSF CA-ENG JMB/CWC
ALPINE .n ~n„r„aNnn~r w~~,~ .n.: „q ~,ee~~,~~n~., q,nn~ ~e~. 5n~nplnG. ~nsr~,~ SwF, ~ aq~,rler. qr renssgs
~F-,I.~~n pns~~rn,•gFl~,e.r~q,~r_I~ns rno~,~,~q~~~~~~,w,~ ~r r~n.~a~~ ~ql. A~~~,: qq :nsea ~ TUT.LD. 42.0 PSF SEAN- 307458
toex[ctoq r rrs .qr nr.ue ~r quF,n~i ~ io, , a~ r -e tn. uF ~ii nr ii ~ ca unu. sn u, n nr Ky, ~y,.5T~0.~
Tares c Fair r Taus ni mu s r¢eu .r r rr~ x nos mme r sl n.u ere im ui ors i r~, : ~i` wt
~~~,nrgrr~~, rq, ~ r ~ „,, ~ r~,~ nrx ,~r,. ~ rr,- s~~ .n~~~~ F~:'gwA~Ee>Vx DDR.FAC. 1.15 FROM JDS
IT14'DuilJmgCompunenu(inrup Inc. ` a n. In ~ ~r i ~ r ~q~r n iirrui ~ .nn i i^r r.x i i i m
SacfWmcnln. CA 9S9?S ;r t=r i i F , i ~u i, .i ~. r - _ i~ in r ~o rn ~ n i. inr - v~ ^ i r ~ ~,
°"" r '~"""`~ "~'~' '~ a:Rleua-za-os SPACING 24.0" JREF- 1TC37113ZOZ
TNIS VNO PREPARED FROM COMPVTER INPVT (LOADS 6 DIMENSIONSI SDBMITTFO AY 10.1155 MFR
15.OU it medn
rl>of, ChT I1, L
Truss desiyn per IRC seat. 8802.10.2. 10.00 ps( non concurrent
bottom chord live load applied per hNS[/TPI 1.
Deflection meets Lf240 live and L/180 total load.
[1] TOF NA]L WITN lOd BON(0.128"z3.0") NAfLS USIN6 OU.4NITY
SPECIFIED IN URCLES. SUPPORTING hIEhIBiR TO BF $AhIF 1PFCIES AS
CHURD.SFf ,4NS1/AfBPA N0~~2005 SECTION 11.1.5.4 FOR MURE
RCGUIpCMCNlS.
0 6-1
wind TC D1=3.5 p
UL-5.U psi,
Wind reactluns based un MWFRS pressures.
Truss dr.siyned For uohalanCed snow load using 0.30J1.S0
windwardJl?eward facturs, eased on Pf=25.00 psf.
~1J
{~11 In 1
R 150 U 61 1 9
___~11 0 0
R=1a u=4
~-3-0-0 -~
1 10 0 Over 3 Sup is
R 661 a ]2a w 5,~°
Design Crit: IRC 2D06
PLT GYP. Wave Cq RT-'1.00 1.25)/5(0) 7.35.G~316.'~ ~~T'+:16 WA/ /1/-/E/R/- Scale =.5" Ft.
TmTrws.lnc 136U491~eU?4
Z7JaII0~1101~2yR~
NI'.,I:1Ll`4 ti,r~ •'uAaRlNC•~rxusv;AE,~~~~ela~renl„wE~~ra~u~r.n~.e. nwu~tnr.. ,niPrlb6 in~,,,lLini.nYpAa+""`'
note m n~ii tnun of xc ~,au~unlei ,ar nr in; ~~nn>mnu. unni emu ur iri i;r~~~.~ r~~u ix~r,ia r[, n"
y
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7
f~f TC LL 25 ,0 P~F REF 81173- 12513
, ,
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, SuIII 117.
~~XiWlala, VA, 7Z~1
AiU INi~~O iPU.S CGUNCIi ~I A~ilAlia. Fl~lr
lF
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:n nrtna~s~ r~x1, nno~sou, wi s~nv rna terra 7~xnrrs ra uN n Prrtn,arnnr, *u~a ruwn inNS- nNU SS
of nreui sr ixor u.rto rot r.mino stun uwi nr„rryu .n naive siun~nina rnnu> nnu eniuw ruoxn >nai nnvi A
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PSF
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Id i~X[nnNeNt; FIIII IFI: nu Ve9111t A I1 i14, UnM01. IN;, SI!I I'f IMG, III51 nll lnG d BRni I XG of tNU55[5.
~ -
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D
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P$F
CA-E
WD JMB/
CWD
_ - urvcn ~:urouan, xIrn ~rru ~:neu rumis h:ns ur xns UU nanni nt sl6n ;r7 t. or nr trM neU iri elr i nt
'. p lia PL ES fE fVGC F 7A'19 1 fM X55 A(rM -5) Lu OL A /GI IN .5ii f. LV .fllL f'l ~'
I tE in 4 -I L f i~ IF SS Mt unlL 55 I)Ill M1 [ Loin lC~ F IIIIS DC 51 LN I' IIIUN fIA II uIN73 IfJ L. 'e~_y~ 211'098
~ ~JTEPS•Q
~~~SSS
~
~ TOT . LD. 42 .0 PSF SCUM " 3D7 /'~7
ITN'tiuddingC'amponentsGroup,lnc i rr i n ai vnies n o a ~ ~ si i r lie nnorM i r rni ~o E r n ~ i=
" '"~'n i e~,rr n r.a ~. , , ~x~rnm a o_ni ~ .~ n ~~~r ~
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rr ~ ns~~nrs n .,o
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SacmmenigGA95928 ,
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' e.Pl~2~a-zs-DS 5P~4 s:i;JG 24 .0 " WREF - 1TC37 173?02
THIS UWG PREPARfU FR OH i:0HP11 ffA INPUT 110ADG A f11 MFMSinNCI cnaptrrrn av roucc uco
Top Chord ?x6 Df 118(IOf 7.6C
Sot chtird 2x4 OF l 18011f ].hE
truss design per IRC sect. k802.10.2. 10.00 psf non concurrent
bollom chord live load applied per ANSIJTP] 1.
Deflection meets LJ240 lice and LJ180 local load.
~l] TOE NAII WIIH lOd BO%(0.128"x3.0") NAIlS USING OUAViITY
SPECIFIED IN 1';IRCLlS. SUPPORTING 14EMBER 10 BE SAME tiPECIFS AS
CNORD.SEE AfiSIJAF&PA NDS 20D5 SECTION 11.1.5.4 FUR MORE
RCOUIRfMENTS.
__~__
061
[lJ
~l9 3 13
R G4 U-11
1 9
[1]
_1800
R=55
x-3-0 Q ~~E 3-10-10 ~
~l 10 ]0 Over ! iuppor±s
O~siur !;fil: IRS °1106
PLT T'~P. blave ~ Cq/kT-1 U0~1 °51i5~; 7.3~ ~~i31r_.' ~~~~Y•15 41A/ J1/~/E/R/ Scale =.5"/Ft.
PNTtvat,lnc 1 36(F491-8024 '•WaA.AIW IN~~srs ~ nor rw~vrr>r rar iw vnr~. n inn~ulr soon x ~n~~..I I in nor i ~ ~' y TO LL 25.~ RSF REF 87113' 12514
rrrlw el (XUUne rw xr nr srt rr Inr ur. u M i nu lino nr Ir u s u ~ in: ui nr
27)UHo~nunBayRd,NE,L,ICCyRA n,:ehl c rAl r, slnle tz rrveunvln v nna xnxrr uou i i ,,Inn r n~in., ~ ~~ p4~rH ~A
re.ra aF i cf I I neon lx til rinvi me ser nr rn~-n r. rvlmr n. rrul eniwe roar roeu yes im~~,r R' tiW A TC ~L 7.0 P$F ATE ]). ~2 Q7
lair tiX INVI CAI iD ter CIIOAO Sllnll li Y I'X 11'4MIV nilA[iro SIA UC IIIAAI PTMf 1.5 nM0 flnr10N CIU0.0 Silnil 1 ~':I tie ~ / I
F.tJO ~IIAtN CV XIL III ltll lNf~.
r 8C DL 10.0 PSF ORW cnosan~a aaoaoze
"IMPOATANT`.r uxul ell w can al pns o[5 ren to mr le~inu~nnx amixu-uu. ne nuu ninx nwnnurn ~,
In vnu xo er xrs nelxn a x nr Len rarr I Is orvx e I ~xr r nnuo ixl I ~, ~ ~ ~0 lL Q,Q p$f ~A. ENS JM6JCWC
ALPINE _~ x CuM[at ~t irl nl emrenne i omuu, snuule iu leu~n a ew Ix ~~ oar rv- TNiB ~ '
I J4tl 1Xh al r. rr ( a r fP YI n. n, IM ^ M l o[ I(M SPfC nr Arl i' IIJ IPI. A ~
,~ Kr~roa r rs ar i cr v vu,lx,i. lu l _s~ I ~ n ea nc a ~ iv r,i sz, r i~ ,kel i ~, ~sTEaF•° ~' TOT. L0. 42.0 PSF SEAN- 301192
r res r r i r .r n. IF s xn m[ s r rae Inr I i IS nr I n r Innx nr on xl acs I ~
e iXIY[ II ~ o, ~„ire r~~ ,Wro ~, , )I err .I , , t%I ~o ,_, r.. ~I - ~'~aaat,'r~ DUR. FAC. 1.15 FROM JDS
17WBuilding(0nl~uncnlsCiroup InC ^, ea.eo0.~¢s our a ~.I ~~~ iv i ru inurty ra ~ i ~ in I
Saefamelllo,CA9S9?N ~,I r";~It~l r:. Ix,in ~ ; nn s -r r, ~~e r ~~,~ i ~ii-ir: _ ~.r~.i~r,,s n r ~~
E,Wir~sa-za-os SPACING 24.0" /REF- 1TC37173102
r~HCN - ~c .~ iu >.u [ui
85 mph arinrl, 18.65 II mean hgt, AS~F 7 05, CLOSCD bldg, Iota
anywhere in ronl, f,Al II, F%P C, wind TL UL=3.5 psf, wind UC
Dl 5.U psf.
Wind reactions based on MWFRS pressures.
Truss designed for unbalanr.ed snow load using 0.30/1.50
windwardJleeward factors, based on Pf=25.00 psf.
THIS ONG PNEPAAEL' FROM COMPUTER INPUT (LOADS b DIMENSIONS) SUBNIIIED BY TRUSS MFR
Wind reaetiuns based Dn MWFRS pressures.
(1~ TUE NAIL WfIH lOd BOM(0.128"z3.0") N,41LS US]NG gUANITY
PCCIFIFU IN C[Rf,LES. SUPPORTING MEMBER TG BE ShI4E SPECKS AS
CIiURD.SEE ABS1/AFBPA NOS 2005 SECTION 11,1.5.4 FUR MORE
REDUIREMENTS.
06]
~--3.0.0
5-10-10 Uver 3 Supports -~
R=ti94 U=17 V1=5.5"
[1)
13 2-1
R 164 U 30
2 9
~I~ __11 0 0
K 5D
Design Crit: IRC 2006
PLT TYP, Wave Cq/RT=1.00(1.25}/5 (0) 7.35.~~~i%.'` '1T'f:14 WA/- 1 - E/R/- Scale =.5"/Ft.
TtuTmu, hit I-3(>n~491-8024 '"NARNING~• raussFS atuuieE nuum o~nr i" rnnFrnnon, nnrnurc. sniroix . irnnuixc nn0 ertat(nr, ~
~a,~~~~~"~ ~,~~~ "~"~ s~~ ~r ~~ w,~~ nri ,~"~,~~~~" ~~, ~~ ~~r~s<R ,<<" nw~p ~~" "{~~' ~ TC LL 25.0 PSF RFF R1173- 12515
270 flogum Day RD.NE, Lllucy WA " ~» ~~crvx~t~.:mrt Sia niizanuvi". v, iii " ~"u vi ~e .o i s nx~ u i u i n, ~5 ptiWAfAfI A --
m%~~~. i arr, anmstx, m svio nu uv~rr rnnrn.u lion ni r[ninernuo unx iu" i "z ~i ~~ ~~~~~ ~C~ ~ T~ Dt 1.D PSF DATE 11/D2/D7
.i icnwGC ino i~ni[n wv xwan "a. .nut ~" inn , .n [ n sr rrnen~ i ~ u .no a~,n n no se,u i,
~~"~~r~"v nn~cx[a aiaia uuirs- y ~
BC OL 1U.0 PSF DRW causa7tT3 oiaDSO3o
"INPOR iANI•h u"rim a tour ar nns n; Hr,n w nn Imi+u~i Per um~e.un" nH yn ¢nl ee ~,mvnuvn~
.>:,r,..:r~ ;~„~~ ,~~~ "~ ~~s.,,~~,~"....," ,". ~~~~„~.,r ~r„~~ ~~,~t ~~«~~,,: nN~ ~.~~~~R< <,~ n~~~~~~ ~~~~ ~".~:, ~~ BC LL 0.0 PSF CA ENG JMB/CWC
ALPINE i" can~,~rn+x,t air" mi, ae r.oaunnnc. iinuw ix~,, .mvrin~,, i"~~ei.unr." xxai"~~ ..r inm~is ~ -
ois~cn tour ~pns wnn nova i nme viii n i roe. inns ~rni o[sicn ~ rc or a n .i rco it _ ni. n,i 27098
:~"r«~~" ~ ~E~ nF w~~~ n ~",r ~ ~ss~~, "s~" n"s, ~Fnn~ " n ~w ~~.~s~ ~ ~"_ :«< n~ , '~ISTER~~ ~ TOT. LD. 42.0 PSF SEON 307803
Il hiiS ~~ frt'" In[t Of HISS nX0 IlNl tst III~RN is~ I I!0 ~A IIIN VI n 15111UN IU1 IY.ANitl'f ~ '. ~~
.r" ~"s ~r~" F ~ n.. ~, ,~~~,„ , 5~,~~ r~ ~~r ~,t n~ r-~~ ~ ~_, rgta~E DUR. FAf,. 1.15 FROM JDS
,,,, ,
IfW'Buildu]gCanyIDnentsGroup Inc r~A1"' ~ ~ ,'.~r~ u~ ~ n re _nnni rn~~inauin ",~ i ~ ~ i,~ ~ ~~
Sactwncnw,C.49s9?R ~ `:" ~ ' "' `...~ ~„ ' ~ ' "~ ~"'s °'"'""'"' ~ :~ ", ' ~ ~ - ~` ~°' ~°~.:~~ ~ ~~~~ erYt~rsa-23-DS SPACING 24.0" JREF- 1TC37173102
85 mph wind, 15.00 ft Wean hill., ASf,L 1 05, CLOSED bldg, not
lor.ated wlEhln 4.50 ft from roof edye, CAS II, EXP C, wind IC
Ut-3.5 psf, wind OC Dl=S.D psf.
Truss design per IRC sect. R8D2.10.2. 10.00 psf non-concurrent
Uottam r.hord live load applied per ANSI/IPi 1.
Ueflectlon meets t/240 live and t/18D total load.
ir~uss designed for unhalanced snow load using 0.30(1.50
windward/leeward factors, based on Pf=25.00 psf.
LIIS UW6 FpEPARED FROM COHPUIER INPUT {L9W5 6 OIMENSIONS~ SUBMI iTED BY TRUSS MFR
Webs 2x4 HF Standard :M1, M2, M3 7x4 HF Stud:
004
2%4(U1)
000
1~h5
1P
]2~5
~ll 8 ] 0 ~'
ll 10 6 Over Continuous Suppult
Note: All Plates Are 2X4 Except As Shown.
Design Crit: IRr 2006
PLT TYP. 41ave Gq/RT=1.OU(1.25) 5(0) 7. 35 .031c. UTV:4 WA -/1~ -/E/RJ - Scale =.1875"/F t.
?nif'ma~
lnc 1-3G0-391-802a '~NeahIMO tui<_sNtauiuEtrin«eutini~HCi~iih mur iiinr ie.uiw ~pnnwnriuc 1 'C TC L~ 25
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Oi1~CA NI SC MOIU ~fO iln (IION~ SIIAII IIA Yf 1~ f(P •.T1A(IfG ~I11.1 ).I~f of -JIU 6f~l ~Yl fIWO >IIrLL 1 ~'~t ~
~
A' ~ti Q d
P TC DL 7.0 PSF DATE 11/0201
eMUy{Hi~ e11.G x11 xI L1U [1~, 11L. ~ h r
ac of
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~~ ~~ 1l w ~>,~~~~ ;,,1 ~.,~~~ ~ ~ 11-~,. ~ ~,t ~ ~ ~ ~ ~l ,~,,, ~~
~ ~ BC LL 0
0 PSF CA ENG JMB/CWC
___ ALPINE 14 C.X 'OH~XC Vl fl iPl: OA f. 61IC I h6 II Alll lll. SII DP ING 1151 ItIXf t fIA fIN6 4 II 1)SL ~ .
I h ll 1! 1X) NIIN ~Il ll: tlLk IA V1 )~4 ll hl) 1A I M I.IfN )Y !. N IAI j A111 IN All I11(
x1¢*os r nIr na[ w.oi a ao i1n 1e. ~ i i c ~ nsm s~ r1 nr ~n; oe Iw w ~n -sl enu iu. w1~ ,p,,~ ~~
'~T~gb9 ~
TOT. L~.
42. ~
PSF
SE~~N
30~~68
fI AI ES lil E~~ F CS ~f ~11t5 1111 UNI~)S Ilf Rri 7 I~~l f( M II. I1f 51 M IIIfrM P0. P1 NI1f5 If~)~
i1,o~ rilx or u„IVS ~ i rn o l 1 , In.1nr nn r.-s c i ne n~i`
~
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FAC 1
15 FROM JDS
1110' Hudding Cul11(IOI1BIi15GmuQ, Ir 1 X^ ixui , Es u~f v1 x,e c n.r[su 1 n u m x x
Imu a v~~e i r n rmnNl el
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ud~: in i nE ar.r I,.mntr nr urt
"
- ~~,aolnaocsire[aoc111st11viis¢ a 6pires4-23-oe SPACING 24.U JREF- 1TC31173~02
CLB ~j~B 13f~ACL ~LIB~TITU'I'lUN
~BRAC[NG -'--
1'H!S DETAIL IS TO BF. USED WHh;N L'UN'CINUUUS LATN;RAI, BRACING (CLD) OR T-DRACE
IS SPECIFIED UN AN AI,FINE TRUSS llRSIGN BUT AN ALTERNATIVE WEB [,-BRACiNC; OR
BRACING hCETHUD IS DESIRED. L-BRACE
APPLY TO EITHER SIDE OF WEB NARROW FACE.
A'f1'ACH W"ITH IUd BOX OR GUN
(0.124"x 3.",MIN) NAILS,
NQT~~: AT 6" O.C. DRACE ]S A
MINIMUM d0 UP IDEA
TllIS DETAIL IS ONLY APPWCADLE FUR CHANGING 'fIIE SPECIFIED ~ MEhIDER WSNC'I'll
CL8 SHUWN ON SINGLE; PLY SEALEU UESIUNS 'I'0 T-BRAC'lNC OR SCAN
BRACING.
AI;I'h'RNATIVE flRACING SPECIFIED IN CHART DELOW MAY BE L'UNSERVATIVC
E'Uk M(NIMl1M ALTERNATIVE DRACINC,, RE-RUN DESIGN W'PCH APPROPRIATE - -
BRACING.
'C-DRACE L-DRACE
WEB 6lEMBER SPECIFIED CLB AL'I'ERNA'CIVE DRACING
SIZE BRA('ING 'C OR L-DRACE SCAD DRACE
2X7 OR 2X4 I Row 2X4 I-2X4 --
2X3 OR 2X4 2 ROWS 2X6 2-2X4
2X6 I ROW 2X4 1-2X6
2X6 2 ROWS 2X6 2-'2X4(*)
2XB l ROW 2X6 I-2X6
2X8 2 HUN'S 2X6 2 2A6(~)
SCAB BRACING:
APPLY SCADS) '1'0 WIUE PACE OE' WEB.
NO hIORE TI IAN (lJ SCAB PER E'Ai~L
ATTACH WITH lOd BUX OR GUN
(D.128"x 3 ~~.611N) NAlIS.
AT 6" D.C DRACE IS A MINIMGM
80% OF iYEB MEhIBGK LENG'I'ki
T-BRACE, G-BRACE AND SCAR BRACE TO HN. 5!1h9P; PLCIliS ANll GRADE
OR BETTER THAN WED MEh1BER UNLESS SPECIFIP,U 01'HE:RW'ISE UN
ENGINEE,R'S SEALPD DESKS
(~j CENTER SCAB ON WIDE FACE OF WEB. APPLY (l) SCAB TO EACH
PACE DF WEN
IYSII111%i. iIN N~]Y fll LLL $ra
AMi R!CA, 63Cf E!I?CRPAISf ilV,
~ VJNtifWl+S. VIJLESS 01 HEFV!SE
Pa»LLS am sorr¢~ amR~ s!u
KMFORSANf ~• ~URH(SN CIN'T
ALPINE ~I ~~ RLSNJPISI ~LL.~k pMl
_.. ra_et~arrrxE wfra tPi; DR Fn!
e:s!cn ca~~ens vrn nPPt!o
!IV, BCG CN~NE[rOR PLATES
~iALb' StCEL APPL1 PLA~LS "
L`$IGN, Pp51(1W PCR ~kh'+Itl.
IIWWII1lYJG CO61PCfk'NfSGftOUP.WC. hw~Fk n311F 1PI I-7o0t ;i c.
POAFAIb SE.1CH hL(kULN EMG!NEfAiNG RESPOt1SI91LItY S!
SCAB BRACE
THIS DRAWING REPLACES DRAWING 579,69D
,~ • Cy 'I'C LL PSF REF CLI3 SU13ST.
iHL'.<~ ~~g~°p wnry~ti~dp~ 'fC DL PSF DATE 2/23/07~~
2pL
P
h Cr" BC llL PSF' DRWC BRCLBSU802D7
KL f
'~~ BC LL PSF -ENG Mldl/KAR
Iiss, 1Ea~o ~'~ TOT. LD. PSF
~... nuR FAG.
ASCF; ~T-05: n5 MI-'ll tiNfRID SPL;I,ll, 15' ~4EAN H~1GH'1', ~NCLOSrD, i - 1.00, EXPOSUKE C
DRAC[NC GROUP SPECIES AND GRADES:
GROUP A.
SPRUCE-PINE-FIR IIF,N-FIR
1 2 ,STANDARD 2 STUD
3 51'UD 3 STANDARD
DOUGLAS FIR-LARCH SOUTHERN PINE
~3 _ __ 3
STUD _ 51'UD
57'ANOARD SI'ANDARll
CROUP A:
neu-FIR
I k BTR
~I- --
SOUTHERN PINE DOUGLAS FIR-LARCH
2 2
ONCON'AI. BRACE OPTION
VERTICAL LENCTII 9AY DD
DOUBLED 1YHEN DIACONAL
BR4CE IS USED. CONVECT
DIACORAI, DRACE FOR BOOq
AT EACH END. 41.A% NEB
TOTAL LENG'T'H IS 14'.
TRUBS
2X8 /3
OR BETTEH
VERTICAL IF.NCTH SH01YN I DUGUNAL
IN TABIE AOOVE. BRACE; S!NGLE
I OR UoUHLE CI.IT
~, (AS SHUIYN) A'I'
UPPEN ENO.
CONNECT DIAGONAL AT I
HIllP01NT nY VERTICAL REB.
ALPINE
Po1mANO BEACH, FLORIDA
RISIALLInG ONO
IFf (iRNY VLAIE
GABLE TRUSS DETAIL NOTES".
I]YE LOAD -EFLECTIDN CRITERIA IS L/240.
PAOYHIE UPLHT CONNECTIONS FDR SD PEN' OVEH
CONTINUOUS BEARING (5 PSF 1'C UEAll LOAD).
CABLE END SUPPORTS LOAD FROM 4' 0"
OUTLOOKERS WITII ff 0' OVEftINNC, OR 12'
PLYtIb00 OVERHANG.
ATTACH EACH 'L` BRACE PITH 10d NAIIS.
# FOR Qj "L' BRACE. SPACE NAIIS AT 2" O.C.
LV IB' END ZONES AND 4" 0-G. BETWEEN ZONES.
~~ FOR (2) "L' BRACES SPACE NAILS AT 3' O.C.
IN 1B' END ZON'F,S AND 0" QG. BETIIEEN ZONES.
"L' BRACING MUST BE A Y[NDfUY OF BOS OF 1fEB
NEYBER LENGTH.
CADLE VERTICAL PLATE SIZES
VEATTGI. LCNCTII NO_SPLICE
LESS TNAN 4' 0" 1X4 OA 2X3
GREATER THAN d' 0', OUT 2X4
LE55 TIIA.N II' S'
CREATER_ TITAN 1! 8"_ 2 5X4
i~ REFER TO COYNON TRI15S DRSIGN FOR
PEAK, SPLICE, AND HEEL PLATES.
RF;F 9SCE7-05-C:l~NF15
Lvc
~IAX T0'I', LU, 60 P.
OUR, FAG. ANY
'rIAX- SPACING 2~~ L
REFER TO ('HART ABOVE POR MAX GAf31.E VERT'IGIL I~NGTII.
G~~13LT D~Talll
l''01~ Llr,l'-IN VI?R'l'ICAIrS
4 TOENAILS
f"
1HGINC
DER
IHIF TOENAIV
iCrgS~ SPACED AT
4" O.L'.
~\
i
- ALPINE
2xs "r
REINFORCIND
4EMDER
2x4 'T"
REINFORCING
MEMBER
TOENAIL
i
~ TOENAD,
TO CONVERT PROM °C' TO "f" REINFORCING MEMBERS,
MULTIPLY "T" FACTOR DY IENGTH (BASED ON GABLE
VERTICAL SPECIES, GRADE A.ND SPhCINC) E'OR (i)
2x4 "L" GRACE, CROUP A, OBTAINED FROM THR
APPROPRIATR AIPINF CARLF. DEMO. FOR ASCE OR
SDC(7 WWU LOAD.
MAXIMUM AILOWADLE "f" REINFORCNU GABLE VER'HCAL
LENGTH IS 14' FROM TOP TO BOTTOM CHORD.
WGB LENGTH INCREASE W~ "T" BRACE
fl1ND SPEED "T" REINF,
SBCCI ASCE
AND MR11 MDR. SITE
110 MPII I 2x4 10 ~ 10 %
I5 hT 2x6 40 7. 50 7.
l10 MPH 2x4 10 9. 10 % _
30 FT ~ 2x6 50 % 50 7.
l00 MPII ~ 2x4 10 % IU %
15 FT 2x8 30 % 50 7.
100 MPH 2x4 10 9. 10 %
30 FT 2a6 40 R 40 9.
BO MPH 2x4 20 % ID R
15 F1' 2x6 2U 7, 40 7.
90 MPII 2x4 ID 9. 10 R _
30 FT 2x6 3U 7. 50 %
00 MPH 2x4 ID 7. 20 7.
_1_5 FT 2x8 ID 9. 30 %
DU MPH 2z4
~ 20 % __ _ ID %
30 FT 2z6 2D 7. 40 7,
7D NPH 2a4 0 7, LO 7.
l5 FT 2x6 0 % 20 7.
70 MPH 2x•f 10 % 20 % _
30 F"C 2x6 10 R 30 7,
- --
EXAS(PLE
45CE WIND SPBEU - 100 MPH
MEAN ROOF HEFGHT = 30 F"I'
GABLE VERTICAL = 24" O C SP S3
"T" REINFORCING MENDER 511.F. = 2%4
"'f° HRACE INCREASE (FRD6( A90VE) =FOX = 1.10
(1) 2X4 "I.' BRACE LENCTFI = 6' 7"
MAXIMUM fi" REINFORCED CABLE VERTICAL LENGTH
1.10x6'7"=T3°
IILPLJICN;S URAriINGS GAB9HI17 A7fi,719 & HC26294035
REF LET-IR VL'RT
DATE 2/23/07
DRWG CBLIE'I'IN0207
I CNG DLJ/KAR
~fAk ~!'OT. LD. 60 P6F
cnAl~: vF.eTicai, i~l~'r~ srr.Fs
(J P.ErN:H 'I'O ENCINNERt;U TRU55 UNSICN FUR I'EAN,
SPLICE NEB AND HEEL PLATES
• IF' GAHIk; VY.HfICAI. PLATES UVF.HIAP, U5E A
SINGLE PLATE TO SPhN TI U; WNN.
EXAMPLE: zxa ~/ ~
S`ER'TICAL LENGTH PLATE IF PLATES
DETWEEN cunars slit: ovERLAP+
LESS TIIA.N A' 0" 1X4 OR 2X3 2X8
GREATER 'fItAN 4' O', OIIT
'
" 2xa 2X6
LOSS THAN 11
6
Gi2EA'FBN 'PHAN ll' A" 2-5X4 2 5Xd
PROVIDR CONNEC"fI0N5 PON UPLfF"F SPECIPIEU ON THE ENGINEGREIF TRUSS UESICN.
A'FFACII EACH "f" REINFORCING MEMBER WITH
HAND DRIVEN NAILS
IOd COMMON (0.144"X 3.",MIN) TOENAILS hT 4" O,C. PLUS
(4) l6d COMMON (0.162" x 3S",AIIN) TOENAOS IN TOP AND DOTTOM flIORD
CUN DRIVEN NAILS:
dd COMMON (O l31"X 2.5",MIN) TOENAILS AT 4" 0.0 PLUS
(4) TOENAILS IN TOP ANU DD1'TOFI CHORD
THIS llE'l'AIL TO RE USED WITH THE APPROPRIATE ALPINE GABLE DETAIL F'OH ASCE
OR SDCC( WIND WAU
AS(E 7-93 GABLE DETAIL DILAWINGS
AIlUI5ENI1207, AIUOIaEN02l17, A119015HN02U7, AOOUl5EN0207. AD7015EN0267,
AIlU30RN02U7, Ai0030EN0207, A0903DEN0207. AOD030EN0'207, ,10703DEND2W
ASCE 7 BB GAUZE UE'I'AIL UNAWINGS
A13015LC0207, AILOI6EC0207, AIlU15EC0207, AIU015EC0207, A00515EC0207,
AI303ARC02W, AI2030000207, A11030EC0207, AID030EC0207. AOB530ECU2W
ASCE. 7-D2 CARiR DF.TAII, DRANINCS
A13UI5FF.0?.07, AI2U15EEU2U7, A11015ER02U7, AIUOl5EED2U7, AOd5I5EEU207.
A13030EE02.07, AI203UEE0207. AI1030EE0207. A10030EEDZ07. AOd530EE0207
ASCE 7-06 CADIF DETAIL DRAWING"
AI3015E5D207, AI2015F50207, AfI015E50207. A10015E50'L07. AUd515E50207.
AI303f46502D7, AI'203UE502117. A110311E50207, ,fIUIIaUF.5D2U'7, AOD530E50207
SEE APPROPRIATE ALPINE, GARIF DRTAII, (ASCE UR SBCCI
WIND WAD) FOR AIAXIMU61 UNREINFORCED CABLE
VEI?TICAL LENCTII.