HomeMy WebLinkAboutB12-0386 REV5 Truss APPROVEDDepartment of Community Development
75 South Frontage Road
TOWN OF VAIl. vai, CO 81657
Tel: 970.479.2128
www.vailgov.com
Development Review Coordinator
TRANSMITTAL FORM
Use this form when submitting additional information for planning applications or building permits.
This form is also used for requesting a revision to building permits. A two hour minimum building review
fee of$110 will be charged upon reissuance of the permit.
Application/Permit#(s)information applies
to: Attention: isions
Response to Correction Letter
attached copy of correction letter
Deferred Submittal
J Other
Project Street Address:
p 1 So-+Q
Number) (Street) Suite#)
Building/Complex Name: Description of Transmittal/List of Changes, Items Attached:
C U
Applicant_Information
architect, contractor, owner/owner's rep)
Contact Name: Q' o` ` V f-1--S
Address: f" O —
City-C. State: l- Zip: G
iContaCt Name: Gk.v ia lJerti S' use additional sheet if necessary)
i 7ContactPhone: 'Y`' 6 f l t Building Permits:
Revised ADDITIONAL Valuations (Labor 8 Materials)
Contact E-Mail: G/o.da- - DO NOT include original valuation)
i
1 I hereby acknowledge that I have read this application,filled out Building:
in full the information required,completed an accurate plot plan,
and state that all the information as required is correct. I agree to ;Plumbing:
comply with the information and plot plan,to comply with all Town ;
ordinances and state laws, and to build this structure according !!Electrical:
to the town's zoning and subdivision codes, design review ap-
proved, Intemational Buitding an esidential Codes and other Mechanical:
i' ordinance he Town G e r.
X Gj(z—' Total:
Owner Ow er's Repres ' ative Signature(Required)
Date Received:
p For Office Use Only:
Fee Paid: c 7
Received From:G ` "013
Cash Check#
CC: Visa/MC Last 4 CC# exp.date: TOWN OF VAILAuthorization #
R
iTek
MiTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights,CA,95610
Telephone 916/676-1900
Re: BV09015-13 Fax 9161676-1909
The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Alpine Truss-Montrose, CO.
Pages or sheets covered by this seal: R40578129 thru R40578148
My license renewal date for the state of Colorado is October 31,2013.
Lumber design values are in accordance with ANSUTPI 1 section 6.3
These truss designs rely on lumber values established by others.
o Pp Q t I cL
VO: ,.....,p.. HF,4 FO
92-:
a. PE 46766°:
v:
9 '•.
rF``••.......•:s ONAI.E
October 1,2013
Hernandez,Marcos
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer,per ANSI/TPI 1.
Job Truss Truss Type Qty Ply
R40578129
BV09015-13 A ROOF SPECIAL 4 1
Job Reference(oplional)
AlpineTruss, Monirose,CO-87401 7.430 s Jul 25 2013 MiTak Indus ries,Inc.Mon Sep 30 12:51:14 2013 Page 1
ID:XStxg88f91tkRRxaAPqE2gyXnFN-Tn15H2DsJNReDoUkKd68wEhqMNqBkbfjl kELhIyYPZB
F 4-6-0 I 2-5-8 + 6-0-6 11-3-14 14-6-11 I 17-1-8 22-1-12 27-5-8
2-6-0 2-5-8 3-6-14 5-3-8 3-2-13 2-6-13 5-0-4 53-12
Scale=1.54.2
6x10 II
8.00 12 5
6 6x8= 3.00 I IL
2x4 I I
6x8%7 184.00
4 4x4
2x4 II B
10x10 % 3 Bx8
9
2d, i6
ci 3 N o
Bx10 =
p o
15 14 12 11 10
4x4 I 7x12 MiB5H5= 3.00 12 7x12 M18SHS — fix8 4x4 II
i 2-5-8 9-9-8 14-6-11 17-1-8 22-1-12 27-5-8
2 5 8 I 7 4 0 ..-------- 4-9-3 2-&13 504 --------5 3 12
Plate Offsets IX,Y): f2:0-4-2.0-5-0,4:0-5-0 0-4-01 f11:0-3-8 0-3-01 f12:0-9-0 0-2-121.[14:0-8-0 0-2-8]
LOADING(ps SPACING 2-P0 CSI DEFL in (loc) Ildefl L/d PLATES GRIPTCLL80.0 plates Increase 1.00 TC 0.69 Vert(LL) -0.31 12-13 >999 360 MT20 118/123RoofSnow=80.0) Lumber Increase 1.00 BC 0.79 Vert(TL) -0.45 12-13 >727 180 M18SHS 169/123TCDL10.0 Rep Stress Incr YES NB 0.76 Horz(TL) 0.20 10 n/a n!aBCLL0.0 "Code IRC2006lTPI2002 Matrix) Wind(LL) 0.04 12-13 >999 240 Weight:154 Ib FT=0%BCDL 10.0
LUMBER BRACING
TOP CHORD 2x6 SPF 1650F 1.5E'Except` TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins, except
1-4:1.5X5.5 Microllam LVl 2.OE TG end verticals.
BOT CHORD 2x6 SPF 1650F 1.5E'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
14-15,10-12:2x4 SPF 1650F 1.5E 6-40 oc bracing:14-15.
WEBS 2x4 VWV Stud'Except' WEBS 1 Row at midpt 4-14,6-13
4-14,5-13,2-14,9-11:2x4 SPF 1650F 1.5E
2-15,9-10:2x6 SPF 1650F 1.5E
REACTIONS (Ib/size) 15=3230/0-5-8 (min.0-51),10=2674/0-5-8 (min.0-4-6)
Max Hoa 15=74(LC 7)
Max Grav 15=3230(LC 1),10=2781(LC 15)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/301,2-3=-2464/0,3-4=-2466/97,4-5=-5086/0,5-6=-3585/0,6-7=-4491/0,
7-8=-4486I0,5-9=-4230/0,2-15=-3195/0,9-10=-2697/0
BOT CHORD 14-15=-503/93,13-14=0/5045,12-13=0/4538,11-12=013982,10-11=-3/474
WEBS 3-14=-512/288,4-14=355310,4-13=-1249/95,5-13=0/3766,6-13=-1991/39,
6-12=-569/349,7-12=-1032/60,8-12=-130/489,8-1 1=-1046141,2-14=012822,
9-11=0/3725
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non-concurrent with other live loads. Q P,.••..F/s5)All plates are MT20 plates unless othenvise indicated. P' I-CR•'•(O6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5
7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0 y2fitbetweenihebottomchordandanyothermembers.
66°:
LOAD CASE(S) Standard V;
O • C
o,•.
F ••.....•• GSSQNAI..EN
October 1,2013
AWdRN1NG Ya ifg lesiya par•crmete s arad REdU N07..5 ON ITfIS 8Af1Y INCLGT7EflA41TF:1{REf`/>t2 NCGN6CE hYTI 7473 EEFE7RE iTSE.
Design valid foruse onN with M1ek connec}ors.7his design isbased only upon parame ersshown.and is foron individual building componeM.
Applicabilify o(design porome ers and proper incaporai'ion of componenf is responsibilify of building designer-noi iruss designer.Bracing shown
isforloferol suppor}of individual web members only. Addifional tempororybracing fo insure sfability dunngconsiruction isfhe responsibillity of ihe MiT k'eredw. Additional permaneni brocing oF fhe overollsiruct re is ihe responsibility of ihe building designec Fageneral guidance regarding
fabncotion,quolifyconirol.storoge,delivery,erecfion and brocing,conwlt AN51/TPII QualNy CrNerla,D58•89 and BCSI 6uildfnp Component 7777 Greenhack Lane,Suite 109SafetyIntormaflonavailoblefromTlussPlateInstitute,781 N.Lee Street.Suite 312.Alexondria,VA 22314. Citrus Heights,CA,95610IiSuuthernPine(Si!}lumiser isspeci}ied,the design vaYuesare ihuse eifett3re 8fiJA1f2ikI3 b)'H45C
Job Truss Truss Type QtY P Y R40578130
BV09015-13 A1 ROOF SPECIAL 4
Job Reference o tional
Alpine 7russ, Montrose,CO-87401 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Sep 30 12:51:14 2013 PaBe 1
ID:XStxgB8f91tkRRxaAPqE2gyXn FN-Tn15H2DsJN ReDOUkKd68wEhnBNpbkb2j 1kELh1yYPZB
2-6-0 4-9-11 93-14 12-6-11 15-7-8 20-1-12 25-5-8
2-6-0 4-9-11 4-&3 3-2-13 2-6-13 5-0-4 5-3-2
Scale=1:48.9 .
6x8
5
6 6x8 2x4 3.00 12
15
B.00 2x4 7
4 3x4 =
8
5x12 10x10
14 163 9N
13 N o
Z d o
Bx8—
10x12 12 11 10
3.00 12 5x10-- 6x8 = 3x6 II
7-9-8 15-1-8 20-1-12 --- 25-5-8
r 7 9 8 7-4-p 5-0-4 5-3-72 _
Plate Oftsets(X Y): f2:0-0-14 Edqel f9:0-2-8 0-4-4J,[11:03-8 03-01 f12:0-6-0 0-2-81 f13 0-4_0 0-3-10
LOADING(ps SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 80.0
plates Increase 1.00 TC 0.89 Vert(LL) -0.26 12-13 >999 360 MT20 169/123
Roof Snow=80.0) Lumber Increase 1.00 BC 0.89 Vert(TL) -0.43 12-13 >706 180
TCDL 10.0 Rep Siress Incr YES WB 0.73 Ho2(TL) 0.20 10 n/a n/a
BCDL 10.0 'Code IRC2006lTPI2002 Matrix) Wind(LL) 0.03 12 >999 240 Weight:131 Ib FT=0°/
LUMBER BRACING
TOP CHORD 2x6 SPF 1650F 1.5E'Except' TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins, except
1-5:2x6 SPF 2100F 1.BE end verticals.
BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
WEBS 2x4 VWV Stud`Except' WEBS 1 Row at midpt 6-13
5-13,9-10,9-11:2x4 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x8 SPF 1950F 1.7E 2-11-14 be installed during truss erection,in accordance with Stabilizer
Installation uide.
REACTIONS (Ib/size) 2=3036/0-5-5 (min.0-4-9),10=2498/0-5-8 (min.0-4-1)
Max Horz 2=-112(LC 5)
Max Grav 2=3036(LC 1),10=2584(LC 13)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/324,2-4=-4473/0,4-5=-3972/0,5-6=-2932/0,6-7=-4074/0,7-8=-4080/0,
5-9=3995/0,9-10=-2498/5
BOT CHORD 2-13=0/3265,12-13=0/3988,11-12=0/3750,10-11=0/340
WEBS 4-13=-333/427,5-13=0/2728,6-13=-1908/39,6-12=-350/551,7-12=-997/58,
8-12=-264/321,B-11=-983/45,9-11=0/3587
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater oi min roof live load of 20.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non-concurrent wilh other live loads. RD Q CrG,5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.F 1'
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0wide will Ys
fit between the bottom chord and any other members. P. HFy '•FQ
7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verrfy capacity O5 i
of bearing surFace. 2.;
LOAD CASE(S) Standard 6°
yL n!:
d • tr
ro,,
FSSfaNA G\
October 1,2013
A GVdftNING Vcrn,F elr.siyn ycxrumeter anc!RBAD NpT'L'S ON THtS dH INtiLUf)L'IJ M17EK h'EF°I"f2G>Nt'E".PdCiSMPI 74?J B F'URE USE.
Design valid Fo use only with M1ek connecfors.This design is based onN upon parameters shown,and is foran individ al building component
Applicabilify of design paramefers and proper incorporation of componenf is responsibiliiy of building designer-nof huss designer.B acing shownisforlateralsupportofindividualwebmembersonly. Additional}empomry bracing fo insu e sfability during constr ction is the responsibillity of ihe MiTekerecfor. Addifionol permanent bracing of the overallsirucfure is fhe responsibility of ihe building designer.for general guidance regarding
fabncafion,quality confrol.sforage.delivery,erecfion and brocing,consul ANSI/TPII QualHy CrHerla,DSB-89 aad BCSI Buildiny Componenf 7777 Greenback Lene,Suite 109
Safety Inbrmafion available from Truss Pla e Institu e.781 N.Lee Sfreet,Suite 312,Alexandrio,VA 22314. Citms Heigh s,CA,95810
t!Southern Pirse{SP}lumhet isspackfted,[heqesign valu¢:are those eife:ctiue 4b/OSJZ013byAl3C
Job Truss Truss Type Qty Ply R4D578131
BV09015-13 AE ROOF SPECIAL
Job Refarence o tional
AlpineTruss, Montrose,CO-81401 7.430 s Jul25 2013 MiTek Industries,Ina Mon Sep 30 72:51:15 2073 Page 1
I D XSbcg88f91tkRRxaAPqE2gyXnFN-x_bTUOEU4hZVry3wtKdNTSE1 ZnBKT_XsFO_vDIyYPZA
2-6-0 2-5-8 6-0-6_ 11-3-14 14-6-11 17_1-8 22-1-12 27-5-8_____
2-6-0 2-5-8 3-6-14— 5-3-8 3-2-13 2-6-13 5-0-4 5-3-12
Scale=1:53.1
6x10 II
8.00 12 4
g 8x8 3.00 12
7x17.5 MT16/ 2x4 I I
16 6
4.00 12
g 4x4
7
2x4 II 18 8x8 B
8x8 % 2
1 12 o
o d
13 8x12 =
2x4 I I
15 4 11 10 9
4x4 II 7x12 M18SHS= sxg =4z4 II
3.00 12 7x12 M185HS=
2-5-8 6-0-6 _ 9-9-8_ . 17-1-8 ____ 22-1-12 I_ 27-5-8_
2-5-8 3-6-14 3-9-2 7-4-0 ____ 5-0-4 5-3-12
Plate Offsets(X Y): f3'0-8-12 0-2-1 f10 a3-8 0-3-OJ j11:0-30 0-2-12] f14:0-8-0 0-2-81
LOADING(ps SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 50.0 plates Increase 1.00 TC 0.53 Vert(LL) -0.32 12 >999 360 MT20 1691123
Rooi Snow=80.0) Lumber Increase 1.00 BC 0.92 Vert(TL) -0.47 11-12 >694 180 MT16 99/109
TCDL 10.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.22 9 n!a n/a M18SHS 169/123
BCLL 0.0 'Code IRC2006/TPI2002 Matrix) Wind(LL) 0.04 12 >999 240 Weight:152 Ib FT=0%
BCDL 10.0
LUMBER BRACING
TOP CHORD 2x8 SPF 1950F 1.7E'Except' TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc purlins, except
5-5,1-3:2x6 SPF 1650F 1.5E end verticals.
BOT CHORD 2x6 SPF 1650F 1.5E'ExcepY BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
14-15,9-11:2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 5-12
WEBS 2x4 VWVStud'Except' 2 Rows at 1/3 pts 3-14
4-12,1-14,8-10:2x4 SPF 1650F 1.5E,1-15,8-9:2x6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance wilh Stabilizer
Installation guide.
REACTIONS (Ib/size) 15=2700I0-5-8 (min.0-4-4),9=2700/0-5-5 (min.0-4-4)
Max Horz 15=-78(LC 5)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 3-4=-5501/0,4-5=-3786/0,5-6=-4485/0,6-7=-4500/0,7-8=-4235/0,1-15=-2678/0,
5-9=-2618/0,1-2=-3628/0,2-3=-3822/0
BOT CHORD 14-15=-41/290,13-14=0/5786,12-13=0l5814,11-12=0/4618,10-11=0/3986,9-10=3/449
WEBS 2-14=-928/26,3-14=-2860/0,3-12-1501/56,4-12=0/4032,5-12=-1772/39,
5-11=-609/285,6-11=-997/56,7-11=-96/493,7-10=-1045/40,1-14=0/3418,5-10=0/3728
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp 8;enclosed;MWFRS(low-rise);cantilever left and right
exposed;end vertical lefl and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL ASCE 7-05;Pf=80.0 psi(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)All plates are MT20 plates unless otherwise indicated.
5)This truss has been designed for a 10.0 psf boriom chord live load nonconcurrent with any other live loads. D a CI6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will P C'
fit between the bottom chord and any other members.iS
VO. p.. Hfi,g .`O
LOAD CASE S) Standard
9Z:
66°:
n:
o ;
U ' C
SS QNAt-E G
October 1,2013
A WdkMINL+" Vr.rify d siyax y xrametna axd k&dU NU?'ES O1V77lIS81+IUIN£:L[JL)FD M(TEX `hEFEl2BNC'EP9GE tf77 7473 BEFUR6 fTSfi.
Design valid toruse only with M1ek connectors.This design is based onN upon parameters shown,and is foran individual building componenL
Appliwbility of design paramefers and proper incorporafion of component is responsibility ot building designer-not iruss designer.Bracing shownisforloferalsupportofindividualwebmembersonly. Addifional temporary bracing fo insuresfability during consfruction is fhe responsibillity of ihe A'{eerectocAdditionalpermanenfbracingoffheoverollsiructureisfheresponsibilityofihebuildingdesigner.for 0enerol guidance regarding IYI !
labncafion.quolity control,sforoge,delivery,erecfion ond b ocing,cons lf ANSI/TPI7 QualHy CrMeda,DSB-89and BCSI lulldiny Component 7777 Greenback lane,SuAe 109
Safaty Informalion available 6om Truss Plate Institute,781 N.Lee Sireet,Sui e 312.Alexandria.VA 22314. Ci rus Heights,CA,95610liSvthernPin,e iSP}fumker is.specrfie<f,thedesign ualuez re thase e'He ctive Ob/6YJ2013 Gy ALSL
Job Truss Truss Type Qly Ply
R40578132
BV09015-13 AG ROOF SPECIAL 2 Job Reference(optionall
Alpine Truss, Monirose,CO-81401 7.430 s Jul 25 2073 MTek Indusries,Inc. Mon Sep30 12:51 16 2013 Page 1
ID:XStxgB8f91lkRRxaAPqE2gyXnFN-PA9sikF6r'?hMS6e7R1Bc?fm8UBVQCRj?U2jSmByYPZ9
2- 2-5-8 I 6-0.6 11-3-14 14-6-11 I 17-1-8 22-1-12 27-5-8 __
2-6-0 2-5-8 3-6-14 5-3-8 3-2-13 2-6-13 5-0-4 5-3-12
Scale=1:53.1
6x10 II
8 00 12 4
8x85 3.00 12
7x17.5 MTt6/ 2x4 II
16 6
4.00 12 17
3 4x4
7
2x4 18 Bx8
8x8 % Z 8
1 12 o
13 8x12=
2x4 II
15 14 11 10 g
4x4 II 7xt2 M185HS=3.00 12 6x8 =4x4 II
7z12 MiBSHS=
2-5-8 6-0.6 9-9-8 77-1-8 _____ 22-1-12 27-5-8
2-5-8 3-6-14 3-9-2 7-4-0 5-0-4 53-12
Plate Offsets(X Y): f3:0-B-12 0-2-1 f10:0-3-8 0-3-0] f11:0-&0 0-2-12] [14:0-8-0 0-2-81
LOADING(ps SPACING 4-P0 CSI DEFL in (loc) I/defl L/d PLATES GRIPTCLL80.0 p ates Increase 1.00 TC 0.58 Vert(LL) -0.31 12 >999 360 MT20 169/123
Roof Snow=80.0) Lumber Increase 1.00 BC 0.87 Vert(TL) -0.44 11-12 >731 180 MT16 99/109TCDL10.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.20 9 n/a n/a M18SHS 169/123
BCLL 0.0 'Code IRC2006/TPI2002 Matrix) Wind(LL) 0.04 12 >999 240 Weight:303 Ib FT=0%
BCDL 10.0
LUMBER BRACING
TOP CHORD 2x8 SPF 1950F 1.7E"ExcepY TOP CHORD 2-40 oc purlins(5-10-6 max.), except end verticals
5-8,1-3:2x6 SPF 1650F 1.5E Switched from sheeted:Spacing>3-6-0).
BOT CHORD 2x4 SPF 1650F 1.5E'Except' BOT CHORD Rigid ceiling direclly applied or 10-0-0 oc bracing.
12-14,11-12:2x6 SPF 2100F 1.8E WEBS 1 Row at midpt 3-14
WEBS 2x4 WW Stud'Except`
4-12,1-14,8-10:2x4 SPF 1650F 1.5E,1-15,8-9:2x6 SPF 1650F 1.5E
REACTIONS (Ib/size) 15=5400/45-8 (min.0-4-4),9=5400/0-5-8 (min.0-4-4)
Max Horz 15=156(LC 5)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown.
TOP CHORD 3-4=-11007/0,45=-7569/0,5-6=-8964/0,6-7=-8999/0,7-8=-8471/0,1-15=-5352/0,
8-9=-5237/0,1-2=-7243/0,2-3=-7618/0
BOT CHORD 14-15=-82/587,13-14=0/11567,12-13=0/11629,11-12=0/9244,10-11=0/7973,
9-10=6/897
WEBS 2-14=-1834/55,3-14=-5740/0,3-12=-3000l112,4-12=0/8092,5-12=-3566/77,
5-11=-1234/554,6-11=-1980/112,7-11=-194/984,7-10=2090/80,1-14=0/6812,
8-10=0/7456
NOTES
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x6-2 rows staggered at 0-&0 oc.
Bottom chords conneded as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 49-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)sedion.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. P,(Q (,'F3)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right sexposed;end veAical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 0• p,. H cR:C
4)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 5
5)Unbalanced snow loads have been considered for this design. 9Z;6)All plates are MT20 plates unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 66°:rn
8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will y IV;
fit between the bottom chord and any other members. Q :
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE S) Standard FSStONAI.G
October 1,2013
i'dI2NINf;Ve+tify<irsiyn yaramztc s u ed XfiAf>NC77'ES ON 77ifS8N1)INCLUDfi1y Af17 i/i'2EfERENC'EP6G£Rfll74?J EEFC712B U'E:.
Design volid foruse onN+'ith MTek connedors.This design is based only upon parameters shown,and is foron individual building component.
Applicability o(design paramefers and properincwporation of componenf is responsibilityof building designer-nof iruss designec Bwcing shown
is for laferal support of individual web members only. Addifional temporary bracing fo insure sfability dunng consfrucfion is the responsibillity of the MiTekerector. Additional permanent brocing of ihe overoll sirucfure is fhe responsibility oi ihe b ilding designer.for generalguidance regarding
fabncatlon,quality confrol,storage,delivery,erection and bracing.consufl ANSI/TPII QualHy CrHeda,DSB-89 and BCSI Bulldiny Componenf 7777 Greenback Lene,Suite 109
Safefy Informalion available from Truss Plate Instltute.781 N.lee Sfreef,Suife 312.Alexondrio,VA 22314. Ci ms Heighls,CA,95610ffSouth.ern Pi e(SPf lumder i>specitierl.[he tlesign waluasara Cha>e efFecti e 3b/OIlI0Y3 Dy h45C
Job Truss Truss Type Qty Ply R40578133
BV09015-13 B COMMON 4 1
Job Reference(oolionall
Alpine Truss, Montrose,CO-81401 7.430 s Jul25 2013 MiTek Indus ries,Inc.Mon Sep 30 12:51:17 2013 Page t
I D:XSUcgB8191tkR RxaAPqE2gyXnFN-tMiEv3FIcIpD4GDJ?IfrYtJHHbucxxj9jiT?IdyYPZB
2-6-0 6-4-12 I 12-6-0 i_18-7-4 24-10-0 27-6 0
2-6-0 6-4-12 6-1-4 6-1-4 6-2-12 2-8-0
6x10 Scale=1:58,9
8.00 12 5
Bx8 i
8x8
4 6 14
5x5 i 13
5x5 i 3
7x14
7
oI
Z
8
8x10 II 12 it 10 9
2x4 5x8- 4x8 = 4x4 (
6-4-12 . 12-6-0 18-7-4 24-10-0 —_.
6-4-12 6-1-4 6-1-4 6-2-12
Piate orrse s x v>: z:oa-s Eaae.a o-a-o aa-si s o-a-oaa-a io:o-s-a o-z-oi i t:o-a-o as-o
LOADING(ps SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 80.0
plates Increase 1.00 TC 0.90 Vert(LL) -0.10 11-12 >999 360 MT20 118/123
Roof Snow=80.0) Lumber Increase 1.00 BC 0.68 Vert(TL) -0.16 11-12 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.07 9 n/a n/a
BCLL 0.0`Code IRC2006/TPI2002 Matrix) Wind(LL) 0.01 12 >999 240 Weight:152 Ib FT=0%
BCDL 10.0__
LUMBER BRACING
TOP CHORD 2x6 SPF 2100F 1.SE`Except' TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except
1-4,6-8:1.5X5.5 Microllam LVL 2.OE TG end verticals.
BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 WW Stud"Except' 6-0-0 oc bracing:9-10.
7-9:2x10 DF No.2,7-10:2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 6-11,4-11
SLIDER Left 2x8 SPF 1950F 1.7E 3-11-4 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation uide.
REACTIONS (Ib/size) 2=2906/0-5-8 (min.0-4-10),9=3029/0-5-8 (min.0-4-13)
Max Horz 2=-180(LC 5)
Max Uplift9=-5(LC 8)
Max Grav 2=2957(LC 2),9=3054(LC 3)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/319,2-4=-3329/0,4-5=-2245/11,5-6=-2251/13,6-7=-2889/0,7-8=0/600,
7-9=-2980/39
BOT CHORD 2-12=0/2314,11-12=0/2314,10-11=0/2154,9-10=-1121/147
WEBS 5-11=0/953,6-11=-880/97,6-10=-333/133,4-11=-1036/50,7-10=0/2287
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right
exposed;end veAical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.t
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
o
Pp non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf boriom chord live load nonconcurrent with any other live loads. s
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will V;' P H 9'•Q
fit between the bottom chord and any other members. 5
7)Provide mechanical connection(by others)oftruss to bearing plate capable ofwithstanding 100 Ib uplift at joint(s)9. U 2,;
LOAD CASE(S) Standard 6
O • Gr9;
SS QNA1-E 1
October 1,2013
A W612NING Vertfy clrsiyrs xxranarters ure READ tVtl9YsS ON IT3IS 81+fD INC'LUT7F,"U M7T&X 'K't`fid2E;Nr"E P9C"iE M71 7473 BEF R1-;t/S6.
Design valid for use only with M7ek connecfors.This design is based only upon pa ameters shown,and is for an individual building componenL
Applicabiiity of design paamefers and proper incorporofion of component isresponsibility of huilding designer-not iruss designec 8rocing shown
is for lote al support of individual web members only. Addifional temporary brocing fo insure sfability dunng consfruction is the responsibillity of ihe MiTekerector. Additionol permanent bracing of the overall strucfure is ihe responsibility ot the bvilding designer.For generol guidonce regarding
fobncation,qualify control.storage,delivery.erecfion ond bracing,ronsult ANSI/TPII QualHy CrHeda,DS8-89 ond BCSI Buildlny ComponeM 7777 Greenback Lane,Suile 109
Safety Informalion available fromTruss Plafe Instifute,781 N.Lee S}reet Suife 312,Alexontlrio,VA 22314. Citrus Heighls,CA,95670
tfSauthern Pirte{5P}lumkar is pacitiad,che tlezignvaivasarethof.e eltecti e4b/Q1/I 1#byAl.SL
Job Truss TrussType Qty Ply R40578134
BV09015-13 Bt COMMON 6
Job Reference o tional
AlpineTruss, Montmse,CO-87401 Z430 5 Jul 25 2013 MiTek Intlusiries,Inc. Mon Sep 30 12:51:17 2013 Page 1
ID XSUCgB6191tkRRxaAPqE2gyXnFN-tMiEv3FIcIpD4GDJ?IfrYtJJwbuwxwR9jiT?IdyYPZB
2-6-0 6-4-12 12-6-0 18-7-4 _ 24-10-0
2-6-0 6-4-12 6-t-4 6-1-4 6-2-12
6x10 Scale=1:58.6
8AO r2 5
Bx8 i
8x8
4 Z 6 13
5x5 i
Sx5 3 9x10 M18SHS
7
z
IM
8x10 11 70 9 8
2x4 II Sx8= 5z5= 4xq II
6=4-12 12-6-0_, 18-7-4 24-10-0
i i
6-4-12 6:14 6-4 --- 6-2-12
Plate Offsets(X Y1; [2:0-7-6 Edgej,[4:0-4-0 0-481 f6:0-4-0 0-4-B1 f7:Edge 03-81 [10:0_4-0 03-0)
LOADING(ps SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 80.0
Plates Increase 1.00 TC 0.79 Vert(LL) -0.10 10-11 >999 360 MT20 169/123
Roof Snow=80.0) Lumber Increase 1.00 BC 0.66 Vert(TL) -0.16 10-11 >999 180 M18SHS 197l144
TCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.08 8 n/a n/a
BCLL 0.0 'Code IRC2006lTPI2002 Matrix) Wind(LL) 0.01 11 >999 240 Weight:138 Ib FT=0%
BCDL 10_0__
LUMBER BRACING
TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except
BOT CHORD 2x4 SPF 1650F 1.SE end verticals.
WEBS 2x4 WWStud"Except` BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
7-8:2x6 SPF 1650F 1.5E,7-9:2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 6-10,4-10
SLIDER Left 2x8 SPF 1950F 1.7E 3-11-4 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation uide.____
REACTIONS (Ib/size) 2=2959/0-5-8 (min.0-4-10),8=2435/0-5-8 (min.0-3-14)
Max Horz 2=192(LC 6)
Max Grav 2=2959(LC 1),8=2461(LC 3)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/319,2-4=-3304/0,4-5=-2322/18,5-6=-2344/11,6-7=3124/0,7-8=-2387/0
BOT CHORD 2-11=0/2275,10-11=0/2274,9-10=0/2360,5-9=0/686
WEBS 5-10=0/1061,6-10=-1055/63,4-10=-957/50,7-9=0/1773
NOTES
1)Wind:ASCE 7-05;90mph;TCDl.=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flffi roof load of 80.0 psf on overhangs
non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. D 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will O P C
fit between the bottom chord and any other members. 0,••P'•Hfi!R Sf,Q
LOAD CASE(S) Standard y •
66 °:N:
o •
4'`o
sS QNAL E G
October 1,2013
AWdRMING Verify dc iyre para netrrx asidREdD N07.S G`NTHISBNLINCLUI)ED AII7'EKf2Et'fiCtEN(:EP.9GE R177 7473 BEF(7f2E USE.
Design valid foruse only with MiTek connecfors.This design is based onN upon parameters shown,and is foran individual building component
Applicability of design parameters and proper incorporafion of component is responsibility of building designer-not iruss designec Bracing shownisforlaeralsupportofindividualwebmembersonly. Addifiona temporary bracing b insure sfability during construcfion is ihe responsibillity of ihe MiTeKerectocAdditionalpermanen}b acing of the overall s}rudure is ihe responsibility of ihe building designec For general guidance regarding
fobncation,qualify conirol,storage,delivery.eredion and bracing,consufl ANSI/TPII Qualily Crfleda,DS6-89and BCSI Bulldiny Componen 7777 Greenback Lene,Suile 109
Safety Inbrmation available from Truss Plote Insfifufe.781 N.Lee Sireet.Sui e 312,Alenandria,VA 22314. CiWS Heights,CA,95870
MSoutM1arn Pine SRb lumher i;.zpeciTee t,tAe d2s'tgn valuez are ihose eifertive tHi/01/2D13 by'A4 SC:
Job Truss Truss Type aty Ply
R40578135
BV09015-13 BG COMMON 2 JOb RefBfeflCO O tiOf181)
Alpine Truss, Montrose,CO-81401 7.430 s Jul 25 2013 MiTek IntlusMes.Inc. Mon Sep 30 12.51.18 2017 Page 1
I D:XSlxgB8f91tkRRxaAPqE2gyXnFN-LZGc7 PGNNcy4iQoVZSA454sSV?Cng N41yMCZq3yYPZ7
2-6-0 6-4-12 12 6 0 ____T 18 7 4 24-10-0 27-6-0
2-6-0 6-4-12 6-1-4 6-1-4 6-2-12 2-8-0
6x10 Scale=1:58.9
8.00 12 5
Bx8 i
Bx8
4 6 14
5x5 i 13
Sx5 i 3
7x14
7
o
2
N
8
8%0 2 0 9
2x4 5x8- 4x8 - qx4 II
6-4-12 12-6-0 f 1&7-4 24-10-0
6-4-12 6-1-4 6-1-4 6-2-12
Plate Offsets(X Y)' f2'0-7-6 Edc,e] f4'0-40 0-48] f6'0-4-0 0-4-81 f10'0-3-8 0-2-0] f11'0-4-0 0-3-01
LOADING(ps SPACING 4-40 CSI DEFL in (loc) I/defl Ud PLATES GRIPTCLL80.0
plates Increase 1.00 TC 0.93 Vert(LL) -0.10 11-12 >999 360 MT20 118/123
Roof Snow=80.0) Lumber Increase 1.00 BC 0.75 Vert(TL) -0.16 11-12 >999 180TCDL10.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.07 9 n/a n/a
BCDL 10.0 Code IRC20061TPI2002 Matrix) Wind(LL) 0.01 12 >999 240 Weight:305 Ib FT=0%
LUMBER BRACING
TOP CHORD 2x6 SPF 2100F 1.SE'Except' TOP CHORD 2-0-0 oc purlins(6-0-0 max.), except end verticals
1-4,6-8:1.5X5.5 Microllam LVL 2.OE TG Switched from sheeted:Spacing>3-6-0).
BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 WW Stud'Except` 6-0-0 oc bracing:9-10.
7-9:2x10 DF No.2,7-10:2x4 SPF 1650F 1.5E
SLIDER Left 2x8 SPF 1950F 1.7E 3-11-4
REACTIONS pb/size) 2=5812/0-5-8 (min.0-4-10),9=6058/0-5-8 (min.0-4-13)
Max Ho2 2=-359(LC 5)
Max Uplifl9=-10(LC 8)
Mau Grav 2=5914(LC 2),9=6109(LC 3)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/639,2-4=-6659/0,4-5=-4490/22,5-6=-4501/26,6-7=-5779/0,7-8=0/1199,
7-9=-5960/79
BOT CHORD 2-12=0/4628,11-12=0/4627,10-11=0/4308,9-10=-2242/295
WEBS 5-11=0/1907,6-11=-1761/194,6-10=-665/265,4-11=-2073I100,4-12=0/487,
7-10=0/4573
NOTES
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:1.5x5.5-2 rows staggered at 0-9-0 oc,2x10-2 rows staggered at 0-9-0 oc.
Bottom chords conneded as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)seclion.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. G'E3)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed,MWFRS Qow-rise);cantilever left and right sexposed;end vertical left and right exposed;Lumber DO1=1.33 plate grip DOL=1.33 P• H 9•• CO4)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partiatly Exp.;Ct=1.1 O5
5)Unbalanced snow loads have been considered for this design. l,Z;6)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non-concurrent wdh other live loads. FjEj m•
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. y
B)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will c ;
fit between the boriom chord and any other members.
9)Provide mechanical connection(by others)oftruss to bearing plate capable ofwithstanding 100 Ib uplift at joint(s)9. iC`,••. ..•
10)Graphical purlin representation does not depict ihe size orthe orientation of the purlin along the top and/or bottom chord. S'S QNA-N
LOAD CASE S) Standard
October 1,2013
A 4Vd72N7NG Verify de.siyn pnrametccs•r3 wtd XE6I>NU7ES ON 7TfIS6NDlNCL(II)EU A91?'EX Ftb't`F:RBNC'E!'dG5 MTJ 7473 B FOF2E USE.
Design valld foruse onlywi}h Mlek connedors.This design is based only upon porometers shown,and is foron individual building component.
Applicabili}y of design paramefers and proper incorporation o(component is responsibility of building designer-nof iruss designer.Bracing shown
is for loterol support of individual web members only.Additional femporory bracing to insure stabilify during consiruction Is ihe respansibillity of ihe MiTek-eredor. Addifional permonent bracing of ihe overall sfructure is ihe responsibilify of ihe building designer.For generol guidance regarding
fobncotion.quality confrol,storoge,delivery.eredion and brocing,consWf AN51/TPII QualHy CrNaria.D58-89and BC51 Bulldiny Component 7777 Greenback Lane,Suile 109
Salety Inbrmotion available from Truss Plote Institute 781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heigh s,GA,95810KSaUYhernVine(SQ}lu:mber isspetified..the tle>ign values are thase eifecti e Obf01/2013 dyKLSC
Job Truss Truss Type Qty Ply
R40578136
BV09015-13 C ROOF SPECIAL 4 1
Job Reference(op i n I
Alpine Truss,Montrose,CO-81401 7 410 s Feb 122013 MiTek Indusines,Inc. Mon Sep 30 14:04:36 2D13 Page 7
ID:XStxgB8f91lkRRxaAPqE2gyXnFN-4A9hCXkFbYw08MPfJr15vX?3BsFwBPneGbZHB9yY0UP
zso -s-o o s-i-2 o-o n.2-a is-a-s zi-e-z
2-80 1-60 7-6-0 3-11-2 4-0-14 8-2-0 2-2-6 2-2-6
6x8 II Scale=1 59.4
8
800 12
4x4 i
5
19 Bx8
6x6 i
5x5
6u6 i q B
8x8=
Bx8 - 3 9
2
5 13 A o
Bx12 =14 Bx12 =
3x8=
18 17 '18 12 11 10
3x4 I 4x8=2x4 I I 3x4 I I 5x10= 3x4 I I
zta-iz
tE-0 I 3-0-0 ti-0-0 I 17-2-0 19-0b 21-6-8
1-6-0 t-6-0 8-0-0 6-2-0 _._2-Z-6 2-2-2 0--0
Plate Offsets(XYL,_j2:0-3-8 0-4-0] f4:0-2-12,o-s-a
LOADING (ps SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 80.0 Plates Increase 1.00 TC 0.90 Vert(LL) -0.11 13-14 >999 360 MT20 169/123RoofSnow=80.0) Lumber Increase 1.00 BC 0.67 Vert(TL) -0.25 14-15 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.19 10 n/a n/a
BCDL 10.0 *Code IRC2006/TPI2002 Matrix) Wind(LL) 0.02 14-15 >999 240 Weight:133 Ib FT=0%
LUMBER BRACING
TOP CHORD 2x6 SPF 1650F 1.5E'Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
1-4:2x6 SPF 2100F 1.SE except end verticals.
BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling diredly applied or 6-0-0 oc bracing.
WEBS 2x4 VWV Stud'Except' WEBS 1 Row at midpt 7-14
2-18,9-10,9-11,3-15,8-13:2x4 SPF 1650F 1.5E MiTek recommends ihat Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide
REACTIONS (Ib/size) 18=2659/0-5-5 (min.0-43),10=2095/Mechanical
Max Horz 18=209(LC 6)
Max Uplift 18=-1(LC 7)
Max Grav 18=2659(LC 1),10=2151(LC 3)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/523,2-3=-1241/19,34=-2618/85,4-19=3027/0,519=-2719/0,5-6=-2047/0,
6-7=-2206/1,7-8=-2774/0,8-9=-1500/0,2-18=-2568/22,310=-2086/0
BOT CHORD 4-15=-864/57,14-15=-10/2026,13-14=0/2477,7-13=-251/120
WEBS 5-14=-945/90,G14=0/1049,7-14=-1148/56,2-17=-208/902,9-11=0/1412,
3-17=-1485/571,15-17=-369/834,3-15=0/2129,8-11=-1844/0,11-13=0/1255,
8-13=0/1743,5-15=-287/496
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3) Unbalanced snow loads have been considered forthis design.Pp a G,4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs Qr
non-concurrent with other live loads. ir
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. V.• P H q•.Q
6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ti•
will fit between the bottom chord and any other members. U 2
7) Refer to girder(s)fortruss to truss connections. 6766°8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1 Ib uplift at joint 18. R'1
LOAD CASE S) Standard
ssfONAi.E G
October 1,2013
AWd(2NINCi Vertify airsiyn parKwirtrrx u>edf7F,dD iYC17 S ON 77115 6N!)INGGfJUFilJ A4IT73IS'ftLt'°Efi'L'NCF`f'dG:hU1 7473&f"f'(Jf2E[TSE.
Design valid for use only with MRek connedors.This design is based onN upon paramefers shown,and is for anindividual building componeM.
Applicabilify of design paramefers and p oper incorporation of componenf is responsibiliiy of building designer-nof fruss designec Bracing shownisforlaferalsupportofindividualwebmembersonly.Additional temporary brocing to insure stabili}y during construcfion is ihe responsibilllfy of ihe MiTekerecfor. Additional permanent bracing of ihe overall siructureis ihe responsibility of fhe building designer.For general guidance regarding
fobncation.qualiry contiol,storage.delivery.eredion ond brocing,consufl ANSI/TPII Quality CrReda,DSB-89and BCSI Buildinp Componenf 7777 GreenDack Lane,Sufle 108
Safely Informalion available from Truss Plate Insti ute,781 N.Lee$ireef,Suiie 312.Alexandria,VA 22314. Ci rus Heighis,CA,95810ttSuthernGineSRfIu:mAer is.p¢citied,tMe desi*n value>are thaza e'tAective 66/93/2U13 ky#LSC
Job Truss Truss Type Qry Ply
R40578137
BV09075-13 CG ROOF SPECIAL 1
ob efere ce o i al
Alpine Truss,Monirose,CO-87407 7.410 5 Feb 12 2013 MiTek Intlus ries,Inc. Mon Sep 30 14:05.08 2013 Page 1
ID:XSUcgB8f91tkRRxaAPqE2gyXnFN-BK5nwU6K30yT_HroBZKcCHK7 c19MdutMdaJzl IyYOTv
2-e- -s- 3-0-0 s--Z —I "0"0 I —17-2-0 l---is-a-e z-s-iz
2-8-0 1-6-0 1-6-0 3-1b2 4-0-14 6-2-0 2-2-6 2-2-6
6x8 I I Scale=1.59A
6
8.00 12
4x4 i
5
18 8x8 Q
6x6 i
5x5
6xG i q 8
6x8=
Bx8 - 3 9
2
5 13
Bx12 =14 Bx 2 = b
3x8=
IB 17 16 12 '11 10
3x4 qx8=2x4 I I 3x4 II 5x10 = 3x4 I I
zt6-12
1 6-0 3-0-0 11-0-0 17-2-0 19-0 216
1{-0 1-6-0 8-0-0 6-2-0 2-2E 2-2-2 0-
Plate Offsets(X Y) f2'0-3-8 0-4-Oj,4 0-2-12 0-4-01
LOADING (ps SPACING 4-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 80.0 plates Increase 1.00 TC 0.71 Vert(LL) -0.11 13-14 >999 360 MT20 118/123RoofSnow=80.0) Lumber Increase 1.00 BC 0.74 Vert(TL) -0.25 14-15 >999 180TCDL10.0 Rep Stress Incr NO NB 0.97 Horz(TL) 0.19 10 n/a n/aBCLL0.0 "Code IRC2006lTPI2002 Matrix) Wind(LL) 0.02 14-15 >999 240 Weight:270 Ib FT=0%BCDL ----10A
UMBER BRACING
TOP CHORD 2x6 SPF 1650F 1.5E'Except" TOP CHORD 2-40 oc purlins(60-0 max.), except end verticals
1-4:1.5X5.5 Microllam LVL 2.OE TG Switched from sheeted:Spacing>2-8-0).
BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing.
WEBS 2x4 WW Stud'Except`
2-18,9-10,9-11,3-15,8-13:2x4 SPF 1650F 1.SE
REACTIONS (Ib/size) 18=5317/0-5-8 (min.0-43),10=4189/Mechanical
Max Horz 18=419(LC 6)
Max Uplift 18=-1(LC 7)
Max Grav 18=5317(LC 1),10=4302(LC 3)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/1046,2-3=-2488/39,3-4=-5221/163,4-19=-6052/0,5-19=-5435/0,5-6=-4095/0,
6-7=-4412/2,7-8=-5548/0,8-9-3000/0,2-18=-5133/44,9-10=-4172/0
BOT CHORD 17-18=-365/341,4-15=-1753/110,14-15=-21/4052,13-14=0/4954,7-13=-502/240
WEBS 5-14=-1891/179,6-14=0/2099,7-14=-2297/112,2-17=-443/1760,9-11=0/2824,
3-17=-2921/1145,1517=-728/1650,3-15=0/4276,8-11=3689/0,11-13=0/2511,
8-13=0/3487,5-15=-576/989
NOTES
1j 2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:1.5x5.5-2 rows staggered at 0-9-0 oc,2x4-1 row at a9-0 oc.
Bottom chords conneded as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted asfront(F)or back(B)face in the LOAD CASE(S)seclion.Ply to
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.O P a )G'23)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right s
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 p,. NF,••FQ4)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 1 O5 i;
5) Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min rooi live load of 16.0 psi or 2.00 times flat roof load of 80.0 psf on overhangs Dnon-concurrent with other live loads. 16 m:
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L. I;
8) 'This truss has been designed for a live load of 20.Opsf on lhe bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Refer to girder(s)for truss ta truss connections. F••.,.•'10) Provide mechanical connection(by others)of truss to bearing plate capable oi withstanding 1 Ib uplift at joiM 18. S'SJ 11) Graphical purlin representation does not depict the size or the orientation of the purlin along thetop and/or bottom chord.QNA-
LOADCASE S) Standard October 1,2013
A[i'AI21V1'NG Yni/y itrsigrz par•<tntrterr.urzct ftP,Bll tVCi 7Y;S pN Y7fIS dNU IIIC:'LUDf:'17 N117;fC 2L'i`ERENC"E/'6GE RU7 T473 Cf&FC7RE C7SE.
Design valid for use only with MiTek connectors.This design is based onN upon parameters shown,and is for an individual building component.
Applicabilify of design parameters ond proper incorporation of componenf is responsibilify of building designer-not truss designer.Bracing shown
is for lateral suppo t of individual web members only.Additional femporary bracing to insure stability during consiruction is ihe responsibilli}yof ihe MiTek'erector.Additional permanent b acing ot ihe overall sfructure is ihe responsibility of fhe building designer.For 9eneral guidance regarding
fobricotion,quali}y con}rol,staage,delivery,erection ond bracing,consuB ANSI/TPII QualHy CrNerla,DS6-89 and BCSI Bulldlnfl Component 7777 Greenbeck Lane.Suile 109
SafetyInformation avai able FromTruss Plate Institute,7B1 N.Lee Sireet,S i e 312.Alexandrio,VA 22314. Citrus Heigh s,CA,95610
IfS,vuthern pine{SP}tum6er is;peci#ied,the design valuesarethoxe etiectivsUfi{Oi(lO3;by'YlSC
Job Truss Truss Type Qly Ply
R40578138
BV08015-73 D ROOFSPECIAL 7 1
Job Reference o lional
Alpine Truss, Monirose.CO-81401 7.430 s Ju125 2013 MiTek Intlustries,Inc. Mon Sep 30 12:5121 2013 Page 1
ID:XStxgB8f91tkRRxaAPqE2gyXnFN-17ykIRJFgXKeZtX4EbkniiU hCBBth2keJRDROyYPZ4
i -3-6-0 3-5-10 I 9-10-5 { 163-0 I 19-7-12 22-0-14 I 27-1-7 I 32-i-15 37-6-0
3-6-0 3-5-10 6-4-11 6-4-11 3-4-12 2-5-2 5-0-9 5-0-9 5-4-7
Scale=1:79.7
9x10 M18SH5
8x8
5 6 9x10 M18SMS
7
8.W 12 24 z5 8x8
8 264x6z3
6x649
7xt4=
4.00 12 7xt2 M18SHS% 22
21 14
tOx10 % ZQ 3
2
15 12x14 M18SHS = 13
y Sx8% 5x12 121g iJ N
8x8 lIo
17
8x8% 3.00 12 4x4 II `
7x70 % 4x8=
18
3x8 II
3-5-10 9-10-5 -----_— 763-0 21-9-0 27-1-7-- F 32-1-15 37-6-0 i
3-5-10 6-4-11 6-4-11 5-6-0 5-4-7 5-0-9 5-4-1
Plate Offsets(X Y): [2:0-4-4 0-4-41 5:0-4-003-151 [6:0-6-8 0-2-12] (8:0-40 0-4-81,f10:45-8,0-2-12L[11:0-4-0 0-0-9] 14:0-7-0 0-5-111 f16:0-4-00-4-8]
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L!d PLATES GRIPTCLL80.0
plates Increase 1.00 TC 0.87 Vert(LL) -0.54 14 >826 360 MT20 118/123RoofSnow=80.0) Lumber Increase 1.00 BC 0.96 Vert(TL) -0.74 13-14 >599 180 M18SHS 113/123TCDL10.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.53 19 n/a n/a
BCLL 0.0 'Code IRC2006/TPI2002 Matrix) Wind(LL) 0.07 14 >999 240 Weight:258 Ib FT=0%
BCDL 10.0
LUMBER BRACING
TOP CHORD 2x6 SPF 1650F 1.5E'Except' TOP CHORD Structural wood sheathing diredly applied or 2-2-0 oc pur ins, except
1-3:1.5X5.5 Microllam LVL 2.OE TG,3-5:2x6 SPF 2100F 1.SE end verticals,and 2-0-0 oc purlins(3-5-10 max.):5-6.
BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling diredly applied or 2-2-0 oc bracing.
WEBS 2x4 VWVStud'Except' WEBS 1 Row at midpt 3-17,4-15,7-14,7-13,9-12,6-15
5-15,9-13,2-17,10-12,615,10-11:2x4 SPF 1650F 1.5E
6-14:2x4 SPF 2100F 1.8E,2-18:2x6 SPF 1650F 1.5E
OTHERS 1.5X5.5 Microllam LVL 2.OE TG"Except'
10-11:2x6 SPF 1650F 1.5E
LBR SCAB 1-3 1.5x5.5 MLLVL MicrollamTG one side
REACTIONS (Ib/size) 18=4423/0-5-8 (req.0-6-10),19=3594/0-5-8 (min.0-1-8)
Max Horz 18=191(LC 7)
Max Grav 18=4423(LC 1),19=3676(LC 3)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/409,2-3=-5094/0,3-4=-7224/0,45=5659/0,5-6=-4467/0,6-7=-8341/0,
7-8=-7229/0,8-9=-7150/0,&10=-4765/0,2-18=-4322/21
BOT CHORD 17-18=-579/144,16-17=-25/5153,15-16=0/5896,14-15=0/5172,13-14=0/7292,
12-13=0/4524,11-12=-5/582
WEBS 3-17=-3033/0,3-16=0/910,4-15=-1642/71,5-15=0/2075,6-14=0/5968,7-14=2628/72,
7-13=-1479/265,8-13=-1309/80,9-13=0/2564,9-12=-2696/25,2-17=0/4982,
10-12=0/4230,6-15=2099/20
NOTES
1)Attached 7-6-0 scab 1 to 3,front face(s)1.SX5.5 Microilam LVL 2.OE TG with 2 row(s)of 10d(0.131"x3")nails spaced 9"o.c.except:
staRing at 3-0-1 from end at joint 1,nail 3 row(s)at 3"o.c.for 2-0-0;starting at 5-5-0 from end atjoint 1,nail 2 row(s)at 7"o.c.for z-o-o. RQ Q LI'F2)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right sexposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 P. Fi'R•• FO3)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=25-0-0 S
4)Unbalanced snow loads have been considered for this design. Z;5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non-concurreM wAh other live loads. 66°'
6)Provide adequate drainage to prevent water ponding.L
7)All plates are MT20 plates unless otherwise indicated.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O'. 9)'This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. S' G
10)WARNING:Required bearing size atjoint(s)18 greaterthan input bearing size. s a(A.\y
11)Bearing at joint(s)18,19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing suriace.OCtOb2f 1,2013
9 t Nrprepresentation does not depict the size or the orientation ofthe purlin along the top and/or bottom chord.
AWeSFlJJITJfr Vcr4f'y iie»iyn yurcrmzkrvz ared fd"'.clll>NC)TES ON TIfJS 8AlU INt'LUL5S1)M77Y:FL REFSkE"NCF3H6G A777 74T.i Bf:,fiE7/tE tlSS.
Design valid for use onN+'ith MTek connectors.This design is based onry upon parameters shown,and is foran individual building component.
Applicability of design poromefers and proper incorporation of componenf is responsibilify of building designer-nof fruss designer.Bracing shown
is forIaterol support of individual web members only. Additional temporory bracing to insure stability during construcfion is ihe rasponsibilliiy of ihe MiTekerector. Additional permonentbrocing of ihe overallsiructu e is ihe responsibility of fhe building designec For gene alguidonce regarding
fobricoiion,quolifyconirol,storage,delivery,erection ond brocing.consufl ANSI/TPII Ouali y CrReda,DSB-89 and BCSI Bullding Componenf 7777 Greenback Lane,Suile 109
Salety Inbrmallon availablefrom Truss Plote Insfitute.781 N.Lee Sireet.Suite 312.Alezandria.VA 22314. Citrus Heighis,GA,85610ifSouzherPineiftumperis.zpa-tifietl,the tl.e.ign value;are ti5osa eflective 05J3Y(LOY3 DyA4SC
Job Truss Truss Type Qty Ply R40578738
BV09015-13 D ROOF SPECIAL 7 1
Job Reference(optional)
Alpine Truss, Monirose,CO-81407 7.430 s Jul 25 2013 MiTek Indus nes,Inc, Mon Sep 30 12.5121 2013 age
ID:XSbcg88f91tkRRxaAPqE2gyXn FN-17yk1RJFgXKeZiX4 EbkniiU_hCBBth2keJR DROyYPZ4
LOAD CASE(S) Standard
AW972NIIJC: Yer%fy et iyn Eanrumtte y artd Rf3d.D MO1'2S UN 1'HtS 8XUINC°LfJLEt)M17"R'l2El`E:l2 NC"P6G A97I 747J BEFUh'P i!`i.
Design volid for use only with M1ek connecfws.This design is based only upon pammeters shown.and is foron individual building componenf.
Applicability of design poramefers and proper incorporafion of component is responsibili}y oi building designer-not russ desi9ner.Brocing shownisforlaterolsupportofindividualwebmembersonly. Addifional tempororybracing o Insure stability dunng consirudion is ihe responsibilliN of ihe MiTekerector. Addi}ional permanent bwcing of fhe overall structure is ihe responsibility of ihe building designec For general guidance regarding
fabncation,quality conirol,storage,delivery,erecfion and bracing,consult AN51/TPII ualHy Crfleda,D58-89ond BCSI Bulldiny Component 7777 Greenback Lane,Sui e 108
Salety Inlormaflon available from Truss Plafe Institute.781 N.Lee Sfreet.Suite 312 Alexandria,VA 22314. Citrus Heighis,CA,95610ItSU+'Ehxrn PirreySRf lumber iasP ciYred,the b xigrv vaiuesare Khose e9'lertiv4 t78{t71J2 13 hy'FtlSL
Job Truss Truss Type ty Ply
R40578138
BV09015-13 DE ROOF SPECIAL GIRDER 1
ob Reference(optionall
Alpine Truss, Montrose,CO-81401 7.430 s Jul25 2013 Mi7ek Intlustnes,Ina Mon Sep 30 12:5722 2013 Page 1
ID:XStxg88f91tkRRxaAPqE2gyXnFN-EKW7ynJlRrSVA16Go IFOFwOFncemcDvuszAmzryYPZ3
2-6-0 _ 9-1-7 13-6-7 13- 14 17-11-6 22-0.14 26-3-7 30-5-15 35-0-0
2-6-0 4-8-8 4-5-0 4-5-0 0--7 4-1-8 4-1-8 4-2-9 4-2-9 4-6-1
Scale=t:75.2
8x8- 6x6 =5x6 4.00
5 6 7 Zq
8.00 12 4x4
8
4x4
3x4 i 9
4 8x8
10
Bx9 i
23 yq3
m
22
7x10 i z
2
4 —
1 27 t3 28 2B 12 30 31 b
10x12 — Ox10 = 12x12= 5x5 II
20 19 25 26 18 i6 15
3x4 II 4x10= 3x4= 4x6 5x10 = 3x4 II
4-8-8 13-6-7 13- 1 17-Li_+_ 22-0.0 263-7 30-5-15 35-0-0 i
4-8-8 8-9-15 _D-7 4-1-8 4-0-10 43-7 , 4-2-9 4-6-7
Plate Offsets(X YL(2'0-4-4 0-3-5],3 0-40 0=48] [5:0-4-0 0-3-151 (12:03-8 0-6=01 f13:0-3-8 0-6-8] _
LOADING(ps SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 80.0
Plates Increase 1.00 TC 0.47 Ver1(LL) -0.16 13-14 >999 360 MT20 197/144
Roof Snow=80.0) Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 13-14 >999 180
TCDL 10.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.09 11 n/a n/a
BCLL 0.0 `Code IRC2006/TPI2002 Matrix) Wind(LL) 0.01 15 >999 240 Weight:848 Ib FT=0%
BCDL 10.0
LUMBER BRACING
TOP CHORD 2x6 SPF 1650F 1.SE TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 SPF 1650F 1.5E*Except' end verlicals,and 2-0-0 oc purlins(6-0-0 max.):5-7.
7-15:2x4 SPF 1650F 1.5E,11-14:2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SPF 1650F 1.5E'Except' 6-0 0 oc bracing:19-20.
2-20,10-11:2x6 SPF 1650F 1.5E ICC APPROVED FACE MOUNT HANGER(BY OTHERS)REQUIRED AT CONCENTRATED
REACTIONS (Ib/size) 20=5975/0.5-8 (min.0-36),11=11685/0-&8 (req.0-6-5) LOADS SHOWN IN NOTES BELOW.ALL NAILS HOLES MUST BE FILLED AS
Max Horz 20=164(LC 7)PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A
Max Grav 20=6445(LC 15),11=12044(LC 15) MINIMUM OF tOd(.146"X 3")NAILS OR AS REQUIRED BY THE HANGER
MANUFACTURER.FAILURE TO COMPLY MAY REQUIRE ADDITIONAL
CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES.
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/539,2-3=-6339/0,3-4=-6294/0,45=-6497/0,7-8=-8595l0,8-9=-10160/0,
9-10=-8778/0,2-20=-6369/0,10-11=-11023/0,5-6=-5783/0,6-7=-8058/0
BOT CHORD 19-20=-576/180,18-19=0/5441,16-18=0l5096,7-14=0/1891,13-14=0/9535,
12-13=0/8126,11-12=0/426
WEBS 3-19=-973/73,419=-1307/18,4-18=-693/370,5-16=0/2554,6-16=-5805/0,
14-16=0/6608,6-14=0/5470,8-14=-3262/0,8-13=-6/2293,9-13=0I2475,9-12=-3159/0,
2-19=0/5268,10-12=0/10847,5-18=-20/935
NOTES
1)Special connection required to dislribute bottom chord loads equally between all plies.
2)3-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc,2x8-4 rows staggered at 0-4-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 8-13 2x4-1 row at 0-5-0 oc.
3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply Q,,p,D 0 CI FA'connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.Ys
4)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B,enclosed;MWFRS Qow-rise);cantilever left and right P. HF•.CC
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1 33 O5
5)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=25-0-0 U 9,
6)Unbalanced snow loads have been considered for this design
7)This iruss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load oi 50.0 psf on overhangs C6 m;
non-concurrent with other live loads. i l:
S)Provide adequate drainage to prevent water ponding. Q :
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p'r 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,with BCDL=10.Opsf. G`
11)WARNING:Required bearing size atjoint(s)11 greater than input bearing size.
s`SJQNAI.'N
12)Graphical purlin representation does not depid the size or the orientation of the purlin along the top and/or bottom chord.
October 1,2013
Continued on a e 2
AWdRN7NG Verify desi parcrrrirtcrs arx i I7P,A.D NqTES ON I'HIS dWll INCLUDCiD LI77'P.Tf'REt'ET`'Nt'8 P96EhUl'74%3&Ei`f2E USE.
Design valid for use only wiih MTek connectors.This design is based onN upon parameters shown,and is For an individual building companenLApplicabiiifyo(design parameters and proper incorporation of componenf is responsibilityof building designer-not iruss designer.Bracing shownisforlaterolsupportofindividualwebmembersonly.Additional temporary bracing to insure siability during consfrucfion is the responsibillity of ihe MiTekerecior. Addifional permanenf bracing of ihe overall sfructure is ihe responsibility of fhe building designec Por generol guidance regarding
fabncation.qualify coMrol,storoge.delivery.erection ond brocing,consult ANSI/TPII Qualily Crfteda.DSB-89 and BCSIBvildin9 Componant 7777 Greenback Lane,Suile 109
Safefy Information available from Truss Plate Institute.I81 N.Lee Sireet.Suite 312.Alexandrio,VA 22314. Citrus Heights,CA,95610ITSouYhernPirvaSR}lumder is specified,tha deaign vaiues are thase eflective Jbj 1J2013 tr+'AISC
Job Truss Tnass Type Qty Ply
R40578139
BV09015-13 DE ROOF SPECIAL GIRDER 7
ob Reference o lional
AlpineTruss, Montrose.CO-81401 7.430 s Jul25 2013 MiTek Intlustries,Inc. Mon Sep 30 12:5122 2013 Page 2
ID:XStxg88f91tkRRxaAPqE2gyXnFN-EKW7ynJtRrSVA t6GoIFOFwOFncemcDvuszAmzryYPZ3
NOTES
13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1702 Ib down at 23-11-4,1702 Ib down at 25-11-4,1702 Ib down at
27-11-4,and 1702 Ib down at 29-11-4,and 3173 Ib down at 31-10-8 on bodom chord. The desi9n/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S) Standard
1)Dead+Snow(balanced)+Uninhab.Attic Storage:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:1-2=-180,2-5=-180,7-10=-180,20-25=-20,25-26=-60,18-26=-20,17-18=-60,15-17=-20,11-14=-20,5-7=-180
Concentrated Loads(Ib)
Ver1:27=-1702(F)28=-1702(F)29=-1702(F)30=-1702(F)31=-3173(F)
i
A 4Ydh'NINC"r Vertjy<tc iya parcrnert as aud Xf"A.0 NU7'LyS r.iN 1"HtS dNl)I1J'CLUU&'U Mf7'E:K/2E£F:T2b°Nt:.E PAGE;RUI 74IJ BBt`U/2E ti:;E.
Design volld tor use only with MiTek connecfors.This design is based only upon porometersshown,ond is foron indivdual building componeN.
AppfcabililY of des gn porometers and proper incorpwafion of component is responsibilityof building desgner-not fruss designec 8racing shown
isfa loterol support of individual web members only. Additionol femporory bracing to insure stabiliry dunng consiruction is ihe responsibillity of fhe MiTek°erector. Additional permanent bracing of ihe overall sfructure is ihe esponsibilify of ihe building designec Fo generol g idonce regarding
fabncotion.quolityconirol,storoge,delivery,erection ond brocing,consult ANSI/TPII Qualily CrHeda,DS6-89 and BCSI BWIdIny Component 7777 GreenGeck Lane,Suite 109
Safety Inlormation available from Truss Plate Insfitufe.781 N.Lee Sireet.Suite 312,Alexandrio.VA 22314. Cilms Heights,CA,95610MSou2hernPina{SF}Ivm er ia pecifieC,the Aa.tan values ar.e%hoze eMectiva Ob/01/2Q1 byALSL
Job Truss Truss Type Q Y P y
R4o578 ao
BV09015-13 DEPB PIGGVBACK 3 Job Reference lootional)
Alpine Tmss, Montrose.CO-81401 7.430 s Jul252013 MiTek Intlustries,Inc. Mon Sep 30 12:5122 2013 Page 1
ID:XSlxgB8f91tkRRxaAPqE2gyXnFN-EKW7ynJtRrSVA16GoIFOFwOKOclncNyuszAmzryYPZ3
i 4 1-1 8 2 2
4-1-1 4-1-1
Scale=1.182
4x4=
3
8.00 12
B
7
4
z 5
gl
6
2x4
2x4= 2x4 =
0-8-13 4-1-1 7-5-7 8-2-2
0-8-13 3-4-4 3-4-6 0-8-11
LOADING(ps SPACING 2-40 CSI DEFL in (loc) I/defl L/d PLATES GRIPTCLL50.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.00 6 >999 360 MT20 169/123RoofSnow=80.0) Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 6 >999 180TCDL10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n!a n/aBCLL0.0 'Code IRC2006/TPI2002BCDL10.0 Matrix) Wind(LL) 0.00 2 >999 240 Weight:62 Ib FT=0%
LUMBER BRACING
TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 WW Stud
REACTIONS (Ib/size) 2=753/03-8 (min.0-1-8),4=753/0-38 (min.0-1-8)
Max Horz 2=-42(LC 5)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-679/0,3-4=-679/0
BOT CHORD 2-6=0/439,4-6=0/439
NOTES
1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)sedion.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cal.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
4)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non-concurrent with other live loads.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. L/
9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building o'P••'•••CF/
sdesigner. VO• P. F LC'9 F
LOAD CASE(S) Standard 0 9Z:
66°:
ti:
o •
c.
4.
p
FSS QNAI.EN
October 1,2013
A(i'dliNlNG Ycrify dr.yiyn F+ar crrrr.etc ared kF.dD NUTES ON THIS 6NC1INt'LUUEU MlTEXF2EFE.12EN(.'E PdC'rfi AY77"7473 B1;FOI2E USE.
Design volid For use only wifh MRek connectors.This design is based only upon paramefers shown.and is for an individualbuilding componen}.
Applicability of design parometers and proper incorporotion of componenf is responsibilify of building designer-not iruss designer.Bracing shown
is fo lateral s pport of individualweb members only. Additional temporary brocing to insure sfobilify dunng consiruction is fhe responsibillity of ihe MiTek'e eciw. Addifional permanent bracing of ihe overall s}ructure is ihe responsibility of fhe building designec For general guidance regording
fobncotion.quolityconirol,storage,delivery.erection ond brocing,consuB ANSI/TPII QualHy CrHeda,DS8-89 and BCSI Building Component 7777 Greenback Lane,Suite 109SaetyInformalionavailablefromTrussPlateInsfifufe,781 N,Lee Sireet.Suite 312.Alexandria.VA 22314. CiWS Heigh s,CA,95610NSuuthernP+ne{SR{lumber is specrTtad,the designualuesare thase eRectire4b/OS/IG33 Cy.1l.5C
Job Truss Truss Type Qty Ply
R40578141
BV09015-13 DG ROOF SPECIAL 1 1
Job Reference(optionall
Alpine Truss, Montrose,CO-81401 7.490 s Jul 25 2013 MiTek Indust ies,Inc. Mon Sep90 12.51 24 2013 Page 1
ID.XStxg88f91tkR RxaAPqE2gyXnFN-AieWTLBzSiD LFfvjHUKL6VWPEN43zBKHft2jyYPZ1
i 3-5-10 9-10-5 16-3-0 19-7-72 22-0-14 27-1-7 32-1-15 37-6-0II
3-5-10 6-4-11 6-4-11 3-4-12 2-5-2 5-0-9 5-0-9 5-4-1
Scale=1:78.6
8x8= Zx14 M18SH5=
4.00
q 5 8x10 M18SHS
6
8.00 12 ZZ Bx82324
4x6 i 7
5x6
3
8
9x10 M18SHS=Z x 4
20 9
19
Z 13
v a
Bx12% q 10x12 M18SHS II 12 m m
4x8= Sx12
11
g
15
3.00
8x8 10
18 I0Bx8 % I
3x4 I I
Bx12%4x8 =
17
4x6%
3-5-10 9-70-5 163-0 27-9-0 27-1-7 32-1-75 37-6-0F3-5-10 I 6-4-11 6-4-11 5-6-0 5-4-7 5-0-9 I 5-4-1
Plate Offsets(X Y): f4:0-5-12 0-4-0],f5:0-10-12 03-4] [7'0-40 0-481 19:0-8-8 Edqe] 10:0-4-0,0-0-9] [13:0-5-11 0-5-0] [15:0-40 0-4-f17:0-0-8 0-2-0]
LOADING(ps SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIPTCLL80.0
plates Increase 1.00 TC 0.83 Vert(LL) -0.53 13 >836 360 MT20 169/123RoofSnow=80.0) Lumber Increase 1.00 BC 0.86 Vert(TL) -0.73 13 >608 180 M18SHS 169/123TCDL10.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.52 18 n/a n/aBCLL0.0 'Code IRC2006/TPI2002BCDL10.0 Matrix) Wind(LL) 0.07 13 >999 240 Weight:241 Ib FT=0%
LUMBER BRACING
TOP CHORD 2x6 SPF 1650F 1.5E"Except' TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc purlins, except
2-4:2x8 SPF 1950F 1.7E end verticals,and 2-0-0 oc purlins(3-7-10 max.):4-5.
BOT CHORD 2x6 SPF 1650F 1.5E'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.10-13:2x6 SPF 2100F 1.SE WEBS 1 Row at midpt 3-14,6-13,6-12,8-11,5-14
WEBS 2x4 WW Stud`Except"
4-14,8-12,1-16,9-11,5-14,9-10:2x4 SPF 1650F 1.SE
5-13:2x4 SPF 2100F 1.8E,1-17:2x6 SPF 1650F 1.5E
OTHERS 2x6 SPF 1650F 1.SE
REACTIONS (Ib/size) 17=3704/a5-S (req.0-5-9),18=3630/0-5-8 (min.0-1-8)
Max Horz 17=150(LC 7)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-7335/0,3-4=-5818/0,4-5=-4593/0,5-6=-8339/0,6-7=-7041/0,7-8=7016/0,
8-9=-4704/0,1-17=-3659/0,1-2=-6155/0
BOT CHORD 16-17=-133/509,15-16=-13/5483,14-15=0/6063,13-14=0/5267,12-13=0/7299,
11-12=0/4467,10-11=-4/575
WEBS 2-15=-80/655,314=-1765/82,4-14=0/2062,5-13=0/5755,6-13=-2510/71,
6-12=-1496/219,7-12=-1281/80,5-12=0/2475,8-11=-2660/25,1-16=0/5135,
9-11=0/4178,5-14=-1919/19,2-16=-2066/10
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp 8;Partially Exp.;Ct=1.1,Lu=25-0-0
3)Unbalanced snow loads have been considered for this design. P[ 4)Provide adequate drainage to prevent water ponding. Q,••'•.•'••./s5)All plates are MT20 plates unless otherwise indicated. Q ` P' H'9• C`Q6)This truss has been designed for a 10.0 psf botlom chord live load nonconcurrent with any other live loads. j 2'•7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will y
fit between the bottom chord and any other members.
8)WARNING:Required bearing size at joint(s)17 greater than input bearing size. 766°:
9)Bearing atjoint(s)17,18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface. p •
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or boriom chord. 0 "• 4
LOAD CASE(S) Standard F "" Ssf NAL E
October 1,2013
AWdRNING Vrr y<Ir.y:yrs par<rmertrrx and It1;AI)MC)7YS f)IY Y7it56NIJ IN{'LVDf;U LII7F:IC/2F:t'fiRE1V"EH.AG£h171 747J BfiFC)/2E tIS'E.
Design voidfor use only with M1ek connectors.This design is based only upon parameters shown.and is for an individual building component.
Applicabilify of design poramefers and prope incorporation of componenf is responsibility of buildingdesigner-not truss designec Brocing shown
is for toteral support of individual web membeis only. Additionol temporary brocing to insure stability during construction is ihe responsibillity of ihe MiTekeredor. Additionol permanent bracing of ihe overoll sfructuie is ihe responsibility of he building designer.For general guidance regardingfabncation.quality confrol,sforage,delivery,erection and bracing.consult AN51/TPI7 QualHy CrBeda.DSB-89 ond BCSI Buildiny Componenf 7777 Greenback Lane,Suile 109SafetyInbrmallonavoiloblefromTrussPlafeInstitute,781 N.Lee Sfreet.Suite312,Alexondria.VA 22314. CilrusHeigh s,CA,95610tfSauthernPine{SP}IumAsr isipatified,the decignvalue:.are xhpse eNectire f}b(41(Zt}i3 by.ti15C
Job Truss Truss Type pty Ply
R40578142
BV09015-13 DPB PIGGYBACK 8 1
Job Refarence o tional
Alpine Truss, Monirose,CO-81401 7.430 s Jul252013 MiTek Indus nes,Inc.Mon Sep 30 12:5124 2013 Page 1
I D:XSUcgB6f91tkR RxaAPqE2gyXnFN-AietNTLBzSiDQ LFfvjHUKL6hvPRM4HxBKHft2jyYPZ1
1-8-6 3-4-12
1-8-6 1-8-6
3x4- Scale=19.9
3
8.00 12
4
y 5
1
la
X4..- X4 =
i 0_8-73 2-7-15 3-4-12
0-8-13 .- i-11-3 .-.-.-,--- 0-8-13
Plate Offsets(X Y): [3:0-2-0 Edqel
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIPTCLL80.0
Roof Snow=80.0) Plates Increase 1.00 TC 0.11 Vert(LL) -0.00 2 >999 360 MT20 197/144
TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 2-4 >999 180
BCLL 0.0 •Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code IRC2006lfP12002 Matrix) Wind(LL) 0.00 2 "" 240 Weight:7 Ib FT=0%
LUMBER BRACING
TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins.
BOT CHORD 2x4 SPF 1650F 1.SE BOT CHORD Rigid ceiling diredly applied or EO-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
auide ----....-- --
REACTIONS (Ib/size) 2=277/0-38 (min.0-1-8),4=277/0-3-8 (min.0-1-8)
Max Horz 2=-12(LC 3)
Mau Uplift2=-8(LC 5),4=-8(LC 6)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25fl;Cat.II;Exp B;enclosed;MWFRS Qow-rise);cantilever left and right
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
non-concurrent with other live loads.
4)This iruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4.
7)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building
designer.
LOAD CASE S) Standard
p,DO CI F2s
VO. P. H,9 9•
F'
o
6766°S
o 4,`r'
cssl......•Norva
October 1,2013
A tR'Alt.lYfNG Ver-ify eteaiyn yurcxmetr s andItF,6f)NUT^E'S N ITitSAA(D fNCLG'pED MITEXREfF.`RENCE P6"v'£hU7 74T3 B`GR'E ifSF..
Design valid for vse only wifh MTek connectors.This designis based only upon porameters shown,and is for an individual building component.
Applicabilify of design paramefers and proper incorporation of componenf is responsibility of building designer-notiruss designer.Bracing shown
is for lateral support of individual web members only. Additional femporary brocing toinsure stability during consfrucfion is}he responsibilliiy of ihe MiTek'erecfor. Addifionol permanenf bracing of fhe overoll siruciure is ihe responsibility ot ihe building designec For general guidance regarding
fabncotion,quality control.sbroge,delivery,erecfion ond bracing,consufl ANSI/TPII QuolHy CrReda,DSB-89 and BCSI Bvlldiny Component 7777 Greenback Lane,Sui e 109SaferyInformationavailoblefromTrussPlofeInstitute.781 N.Lee Sfreet Suife 312,Alexandrio,VA 22314. Citrus Heigh s,CA,95610IfSouYhernPine(SP IUmher:s pecified,the des.ign value:s.are[ho->e etFectiva x1bJ01J201a`hy h4SC
Job Truss TrussType aty Ply
R40578143
BV08015-13 E ROOF SPECIAL 4 1
Job Reference o tional
AlpineTruss, MoMmse,CO-81401 7.430s Jul 25 2013 MiTek Indusiries,Inc. Mon Sep 30 12:5125 2013 Pege 1
ID:XStxgB8f91tkRRxaAPqE2gyXnFN-evBFboMmkmq4l UqrTQojtYejWpbwpXmKZxPQaAyYPZO
i 3-6-0 F 5-7-2 10-10-12 13-1-e
3-6-0 5-7-2 53-10 2-2-12
2x4 I I Scale=1:36.0
4.00 12 5
4x6%
4
r'
Bx8%
6
3
70
11
3x8 =
10x12 %
3x4 %
2 N
8
4x10%
1
3.00 12
9
3x6=
5-7-2 10-10-12 13-1-8 i5-7-2 5-3-10 2-2-12
PIffie Offsets(X Yl: f2:0-5-12 0-312] [3:0-4-0 0-4-81 f6'0-4-12 0-1-5]
LOADING(ps SPACING 2-QO CSI DEFL in (loc) I/defl Ud PLATES GRIPTCLL80.0
plates Increase 1.00 TC 0.69 Vert(LL) -0.14 7-8 >999 360 MT20 118/123RoofSnow=80.0) Lumber Increase 1.00 BC 0.71 Ver1(TL) -0.18 7-8 >834 180TCDL10.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.03 6 n/a n/aBCLL0.0"Code IRC2006/TPI2002 Matrix) Wind(LL) 0.01 8 >999 240 Weight:931b FT=O%BCDL 10.0
LUMBER BRACING
TOP CHORD 1.5X5.5 Microllam LVL 2.OE TG TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SPF 1650F 1.5E end verticals.
WEBS 2x4 WW Stud`Except' BOT CHORD Rigid ceiling diredly applied or 5-5-3 oc bracing.
2-9:1.SX7.25 Microllam LVL 2.OE TG,2-8:2x4 SPF 1650F 1.5E
OTHERS 1.5X5.5 Microllam LVL 2.OE TG
LBR SCAB 1-3 1.5x5.5 MLLVL MicrollamTG one side
REACTIONS (Ib/size) 9=2096/0-5-5 (min.03-8),6=1286/Mechanical
Max Horz 9=118(LC 7)
Max Uplift9=-67(LC 7)
Max Grav 9=2337(LC 2),6=1681(LC 2)
FORCES (Ib)-Max.Comp./Mvc.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/417,23=-3194/434,3-4=-2006/0,2-9=-2259/89
BOT CHORD 8-9=-1512/164,7-8=-471/2934,6-7=0/1838
WEBS 3-8=-523/85,3-7=-1052/515,4-7=-66/408,4-6=-2148/0,2-8=-1/2779
NOTES
1)Attached 9-8-14 scab 1 to 3,front face(s)1.SX5.5 Microllam LVL 2.OE TG with 2 row(s)of 10d(0.131"x3")nails spaced 9"o.c.except:
starting at 3-1-0 from end at joint 1,nail 3 row(s)at 2"o.c.for 2-0-0;starting at 63-14 from end at joint 1,nail 2 row(s)at 7"o.c.for
3-50.
2)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
3)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
Anon-concurrent with other live loads. P,•••••F,
1/s,6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P. HE-R•• a7)"This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 5
fit between the bottom chord and any other members. 0 9;
8)Refer to girder(s)for truss to truss connections. Z•
9)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity Q 6766°:
of bearing surtace.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplifl at joint(s)9. O ; C
11)Hanger(s)or other connection device(s)shall be provided su cient to support concentrated load(s)150 ib down at 11-0-0 on top
chord. The design/selection of such connection device(s)is the responsibility of others.
12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). FS'S,fO A.?
LOAD CASE(S) Standard
October 1,2013
Continued on a e 2
A WdItN7NG Yerti(y<tc:siyn NaF•wirtc s andRf'.dI)NCaTES!JN THIS BNf)INCGUZJEU MJ1'F,fCN.EfEf2ENC'E PAGEM77 74?:1 BL'FORE U.'E.
Design valid Fo useonly wi}h MTek connedors.This design is bosed onH upon porometers shown.and is for an individual building component.
Applicabilifyof design parometers and proper incorporation of componenf is responsibility of building designer-not fruss designer.Bracing shown
is for lateral support of individual web memben only. Additionol tempoiary bracing to insure stability dunng consfrucfion is ihe responsibillify of ihe iTek"erector. Additional permanent bracing of iheoveroll structure is iheresponsibili}y of Ihe building designer.For general guidance regarding
fo6ncation,quality confrol.storoge,delivery,erecfion ond bracing.consuH AN51/TPI7 Qua1Xy CrXerlo,DSB-89 and BCSI Buildiny Component 7777 Greenback Lane.Su2e 109SafefyInformattonavoilablefromTrussPlafeInstitute,781 N.Lee Sfreet.Sui}e 312.Alexondrio,VA 22314. Ci rus HeigMs,CA,95610tt5outhernPin:e ti PJ Iurnber is.specifted.[he de.ign values.are thoza a#fective 9£rf0'1/2313 by.lSC
Job Truss Truss Type Qty Ply
R40578143
BV09015-13 E ROOF SPECIAL 4 1
Job Reference(o tionaD
AlpineTruss. Montrose,CO-81401 7.430 s Jul25 2013 MiTek Indus nes,Inc.Mon Sap 30 72:5125 2073 Page 2
ID:XStxgB8f91tkRRxaAPqE2gyXnFN-evBFboMmkmq4l UqrT ojtYejWpbwpXmKZxPQaAyYPZO
IOAD CASE(S) Standard
1)Dead+Snow(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(pl
Vert:1-2=-180,2-5=-180,6-9=20
Concentrated Loads(Ib)
Vert:4=-150(F)
A ltdR.Ni'NCr' Vcrify<traiyn F+ar•szmrters usadRL'dD NG7'fi3 ON 77ilS87J!)INC'Ltlt)fiFl M77'fil{'I2L>f'ERENY'PdG`k177 4T.3 BFFqC2E tltt3.
Design valid for use only wi}h MTek connectors.This designis based only upon parameters shown.and is for an individual building component.
Applicability ofdesign parameters and proper incorpaation of componenf is responsibility of building designer-notiruss designec Bracing shown
is for laferal suppaiof individual webmembers only.Addifional temporary bracing toinsure stability dunng consirucfion is ihe responsibillity of ihe A e•erector. Addifionol permonent bracing of the overall structuie is}he responsibility of fhe building designer.For general guidance regarding IYI
Fobricotion,quolify conirol,st«oge.delivery.erection ond bracing,consuB ANSI/IPII Quality CrRerla.DSB-89 and lCSI Buildinp Component 7777 Greenback Lane,Suile 109SatetyIntormalionavailablefromTrussPlateInstitute,781 N.Lee Sfreet Suite 312.Alexandria,VA 22314. Citnis HeigMS,CA,95610KSuuthernPine(SP}tumber isspecl rad,Fhedesign valuasare thase effacti e/41f2{}i3 byAlSC
Job Truss Truss Type tY P y
R4o5 e74a
BV08015-13 EG ROOF SPECIAL 2 JOb RefBfeflCC(oDGOneI)
AlpineTruss, Montrose,CO-81407 7.430 s Jul25 2013 MiTek Intlustries,Inc. Mon Sep 30 12:5125 2013 Page 1
ID:XStxg88f91tkR RxaAPqE2gyXnFN-evBFboMmkmq4lUqrTQojlYef3pc9pazK7 cPQaAyYPZO
3 6 0 I 5 7 2 ._____ I 10-10-12 73-1-8
3-6-0 5-7-2 53-10 2-2-12
ICC APPROVED FACE MOUNT HANGER(BY OTHERS)REQUIRED AT CONCENTRATED Scale=1:34.4LOADSSHOWNINNOTESBELOW.ALL NAILS HOLES MUST BE FILLED AS 2xa II
PER HANGER MANUFACTURERS WSTALLATION PROCEDURE WITH A a.00 Itz s
MINIMUM OF 10d(.148"X 3")NAILS OR AS REQUIRED BY THE HANGER
MANUFACTURER.FAILURE TO COMPLY MAY REQUIRE ADDITIONAL 4"4 '
CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. 4
mr
8x8%
3
10
m 6
3x8 %
z
3x4
N N
B
i
4x10 %
1 j/
3.00 12
9
12x14M18SHS II
5-7-2 10-10-12 ---- I 13-1-B i5-7-2 5-3-10 2-2-12
Plate Offsets(X Y): [3:0-4-0 0-4-81 f6:0-4-1241-8
LOADING(psf) SPACING 4-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIPTCLL80.0 plates Increase 1.00 TC 0.91 Vert(LL) -0.13 7-8 >999 360 MT20 118/123RoofSnow=80.0) Lumber Increase 1.00 BC 0.70 Vert(TL) -0.18 7-8 >845 180 M18SHS 113/123
TCDL 10.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.03 6 n/a n/aBCLL0.0 "Code IRC2006/TPI2002 Matrix) Wind(LL) 0.01 8 >999 240 Weight:187 Ib FT=0%BCDL 10A
LUMBER BRACING
TOP CHORD 1.5X5.5 Microllam LVL 2.OE TG TOP CHORD 2-0-0 oc purlins(6-0-0 max.), except end verlicals
BOT CHORD 2x4 SPF 1650F 1.5E Switched from sheeted:Spacing>3-6-0).
WEBS 2x4 VWU Stud`Except' BOT CHORD Rigid ceiling diredly applied or 6-0-0 oc bracing.
2-9:1.5X7.25 Microllam LVL 2.OE TG,2-8:2x4 SPF 1650F 1.SE
OTHERS 1.5X5.5 Microllam LVL 2.OE TG
LBR SCAB 1-3 1.5x5.5 MLLVL MicrollamTG one side With 10d nails(0.131"x3")3 rows spaced at 6"O.C.
REACTIONS (b/size) 9=4143/0-5-8 (min.0-3-7),6=2322/Mechanical
Max Horz 9=236(LC 7)
Max Uplift9=-135(LC 7)
Max Grav9=4624(LC 2),6=3111(LC 2)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/833,23=-6223/930,3-4=3747/0,4-5=-365/35,2-9=-4418/177
BOT CHORD 8-9=-3278/292,7-8=-985/5725,67=0/3411
WEBS 3-8=-1062/172,3-7=-2219/1026,4-7=-128/859,4-6=3992/0,2-8=-13/5617
NOTES
1)Special connection required to distribute top chord loads equally between all plies.
2)2-ply truss to be connected together with 10d(0.131"x3")nails as follows
Top chords connected as follows:1.5x5.5-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc,1.5x725-2 rows staggered at 0-9-0
oc.
Bottom chords connecled as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)sedion.Ply to ply
connections have been provided to distribute only loads noted as(F)or(8),unless otherwise indicated. P .L'
4)Special connection required between scab 1 to 3 back face(s)and truss. s5)Wind:ASCE 7-05;90mph;TCDL=6.Opsf,BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise);cantilever left and right P. HFR•.f
exposed;end veriical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 GJ
6)TCLL:ASCE 7-05;Pf=80.0 psi(flat roof snow);Category II;Exp B;Partialty Exp.;Ct=1.1 9Z;7)Unbalanced snow loads have been considered for this design.
8)This truss has been designed for greater of min roof live load of 16.0 psi or 2.00 times flat roof load of 80.0 psf on overhangs 7 j6 •m
non-concurrent with other live loads. d n/
9)All plates are MT20 plates unless otherwise indicated.
10)This lruss has been designed for a 10.0 psf botlom chord live load nonconcurrent with any other live loads. p' 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. FS'SlONAL?12)Refer to girder(s)fortruss to truss connections.
13)Bearing at joint(s)9 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity
ofbearingsurface.OCtobe 1,2 13
9 tR{,v pical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)9=135.
AWdkNINCi VerYf,y dexiiy puiKrxtete s u>ed itE:AD NOT;S ON%7i1S AM11NC'GUI}1J AIIt'E;If' `I't`E;C2C:Nr'E P6GE A71I 7+iJ:3 BEFFJJ2E U'.,'E.
iDesign valid(or use only wifhM7ek connectors.This design is based only upon parameters shown,and is for an individual b ilding componenL
applicabiliry o(design porometers and proper incorporotion of companenf is responsibility ofbuilding designer-not tr ssdesigner.Bracing shown
is for laterol supporf of individualweb memben only. Additional temporary bracing to insure stability during consh ction is fhe responsibillity of ihe MiTek'erectoc Additional permanentbracing of theoveroll siructu e is fheresponsibility of fhe building designer.for general guidanceregarding
fobncation,quolity conirol,storoge.delivery.eredion ond bracing,consufl ANSI/TPII QualBy CrReda,DSB$9 and BCSI Buildiny Component 7777 Graenback Lane,SuAe 109
Salety In ormaflon available from Truss Plate Insfifufe,781 N.lee Streei.Suite 312.Alexandrio,VA 22314. Cilus Heigh s,CA,95810MSou2hernPivse{SF}lumket is specifia.d,the design valuecare chase ettartika j01J201#try,4lSC
Job Truss Truss Type ty Ply
R40578144
BV09015-13 EG ROOF SPECIAL 2 Job RefBfeflCR o UOf181
Alpine Truss, Montrose,CO-81401 7.430 sJul 252013 MiTek Industries,Inc. Mon Sep30 12:51:25 2013 PaBe 2
ID:XSbcgB8f91tkRRxaAPqE2gyXnFN-evBFboMmkmq4l UqrTQojtYef3pc9pazKZxPQaAyYPZO
NOTES
15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
A G{'d!#NINCi Vcrtfy ttesiyrz yaranartrr ustd itEAD 14C)T S C1N 1NIS BNI:)tNC'LUDL'l'1M17 JfItEfERBNCE F'6Gli A9lI 747:3 Bf:F(7/2E tl:"E.
Design valid foruse onlywith MiTek connectors.This design isbased only upon parameters shown,and is foran individual building component.
Applicability of design parameters and proper incorporotion of componenf is responsibilify of building designer-no iruss designer.B acing shownistorlateralsupportofindividualwebmembersonly. Additional temporary bracing to insurestabillfy duringconsiruction is the responsibillity of ihe MiTek°erecfoc Additionol permaneM bracing of ihe overall sfructure is ihe responsibility of fhe building designer.For general guidance regarding
fabncation.qualify coNrol.sto oge.delivery.eredionand brocing,consuB ANSI/TPII QualHy CrNerfa,DSB-89and BCSI Bulldin9 Component 7777 Greenback Lane,Suile 109
Sa ety Inbrmallon avoilable from Truss Plate Ins}i}ufe,781 N.Lee Sireet.Suite 312.Ale*andria.VA 22314. Ci rus Heighls,CA,85810
i#S uthernPine(SF}lumder is z{tesified,tkr.e dxsign vaiues.xre thoz.e eliectiut Ofif01/t01#i yR45t.
Job Truss Truss Type ty Ply
R40578145
BV09015-13 F7 ROOF SPECIAL 1 1
Job Reference(oetiona)
Alpine Truss, Montrose.CO-81401 7.430 s Jul25 2013 MiTek Intlustnes,Inc. Mon Sep 30 72:51:26 2013 Page 7
ID:XSUcgB8f91tkRRxaAPqE2gyXnFN-651do8MOV3yxfeP218KyPmBqSDv?YzPUnbB_6cyYPZ7
i_ -2-6-0 7-0-11 I 13-9-14 17-
r 11 8 22-
r
0 14 29-7-11 F 37-6-0
2-&0 7-0.11 6-93 4-1-8 4-1-8 7-6-13 7-10-5
Scale=1:75.2
Bx10 i 6x6 = 8x8=
4.W iit
8.00 12 5 6 7 20
19 Bx8
8
Bx8
12x14 MiBSHS
4 g
w m
v
5x8 i
5x8 318
17
d 2 2 N
cJ BX,2 — 23 „ d
1 5x10= 3x8 II
10x18 =z 6 15 22 14 73
2x4 II 5x8= 8x12 = 3x4 II
13-9-14 —_ _.__17-71_6..__-+.____17-8__.._ 29-7-11 I ___ 37-6-0— _.
7-0-11 6-9-3 4-1-8 4-0-2 7-83 7-10-5
Plate Offsets(X Y): [2:0-0-0 0-7-6] 4:0-40 0-48] [5:0-5-12 0-3-121 f8:0-4-0 0-6-01 f11:43-8 0-2-8) [12:0-5-0 03-0] [15:0-3-12 03-4]
LOADING(ps SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIPTCLL50.0 plates Increase 1.00 TC 0.93 Vert(LL) -0.32 11-12 >999 360 MT20 169/123RoofSnow=80.0) umber Increase 1.00 BC 0.85 Vert(TL) -0.49 11-12 >910 180 M18SHS 197/144TCDL10.0 Rep Stress incr YES WB 0.90 Horz(TL) 022 10 n/a n/a
BCDL 10.0 *Code IRC2006/TPI2002 Matrix) Wind(LL) 0.04 11-12 >999 240 Weight:250 Ib FT=0%
LUMBER BRACING
TOP CHORD 2x6 SPF 2100F 1.8E'Except" TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins, except
5-7:2x6 SPF 1650F 1.SE,7-8,8-9:2x8 SPF 1950F 1.7E end verticals,and 2-0-0 oc purlins(3-2-6 max.):5-7.
BOT CHORD 2x4 SPF 2100F 1.8E`Except' BOT CHORD Rigid ceiling direclly applied or 10-0-0 oc bracin9, Except:
7-13,13-15:2x4 SPF 1650F 1.SE 6-0-0 oc bracing:13-14.
WEBS 2x4 SPF 1650F 1.5E'Except" WEBS 1 Row at midpt 4-15,5-14,6-14,8-12,8-11
4-16,4-15,8-12,8-11:2x4 WW Stud,9-10:2x6 SPF 1650F 1.5E iTek recommends that Stabilizers and required cross bracing--SLIDER Leit 2x12 DF No.2 4-4-0 be installed during truss erection,in accordancewith Stabilizer
Installation guide.
REACTIONS (Ib/size) 2=4372/0-5-8 (req.0-6-3),10=3836/0-5-8 (min.0-5-8)
Max Horz 2=-139(LC 5)
Max Grav 2=4871(LC 15),10=4320(LC 15)
FORCES (Ib)-Max.Comp./Ma c.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=0/319,2-4=-6235/0,4-5=-4700/0,5-6=-3582/0,6-7=-4421/0,7-8=-4994/0,
8-9=-5377/0,9-10=-4233/0
BOT CHORD 2-16=0/4528,15-16=0/4528,14-15=0/3541,7-12=0/470,11-12=0/4849,10-11=0/350
WEBS 4-16=0/281,4-15=-1353/60,5-15=0/1022,5-14=-533/966,6-14=-2530/12,12-14=0/3943,
6-12=0/2060,8-12=-816/616,8-11=-1510/73,9-11=0/4811
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and rigM
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=80.0 psi(flat roof snow);Category II;Exp B;Partialry Exp.;Ct=1.1,Lu=25-0-0
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psf on overhangs
O P O CIC n'non-concurrent wRh other live loads.
5)Provide adequate draina9e to prevent water ponding. s
6)All plates are MT20 plates unless otherwise indicated V% P H 9+••7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5 2;
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 2,fit between the bottom chord and any other members,with BCDL=10.Opsf. p•
9)WARNING:Required bearing size at joint(s)2 greaterthan input bearing size. 66 m:
10)Graphical purlin representation does not depict the size or the orientation ofthe purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
s, 'O....•• \Sf NAi-
ENG
October 1,2013
A WAIWtNG Yeri,t'y<irsiga y«unxrtess u>ad kF.dD Nl 7 S UNTfI1S dN1J INt:'LUT1L'17 A#17YitC F2.F'BFkLJVC"E P6<'.F;Mlt 74?3 BEFUF2E U`uE.
Design valid for use only with MTek connec ors.This design is based only upon paramefers shown,ond is for an indivd al b ilding component.
ApplicabiliN ot design parameters and p ope incaporo}ion of wmponenf is responsibility of building designer-not iruss designer.Bracing shown
is for late al support of individual web members only. Addifional temporary bracing to insure sfability dunng consiruction is the responsibillity of ihe PJIiTekerecbr. Additional permonent bracing of the overall sirucfure is fhe responsibility of the building designec For generai guidance regarding
fobncation,quality confrol.sforage,delivery,erection and bracing.consuH ANSI/TPII Qualily Crfleria,DSB-89 ond BC51 Buildiny Component 7777 Greenbeck Lane,SuAe 109
Safety Inbrmalion availoble from Truss Plate Instltute.781 N.Lee Sfreet.Suite 312.Alexondria.VA 22314. Ci rus Heigh s,CA,95810tfSuukhernPina{SP)lumtrer is zpecified,the de>ignralue:.aik[ha>e effett.ivzil6j03fZP1#hy,44SC
Job Truss Truss Type Qty Ply
R40578148
BV08015-13 FiPB PIGGVBACK 1 1
Job Reference o tional
Alpine Truss, Montrose,CO-81401 7.430 s Jul252013 MiTek Indusiries,Inc. Mon Sep 30 12'S127 2013 Pege 1
ID,XStxgB8f91tkRRxaAPqE2gyXnFN-aHJO?UNOGN4oHo_EarrByzk5sdRlHdCdOFuXe2yYPZ_
F 4-0-73 8'"
4-0-13 4-0-13
Scale=1:18.1
4x4=
3
B.00 12
8
7
4
Z 5
rl
0 6 0
2x4 I I
3x4 3x4
F--0 8=2-+-- 4-0-3 ------- -+--------- 7 5 6 8
0-8-2 3-4-11 3-4 9 ---- a8-4 ----
Pia e otrsets x v:Laz-o ai-a a:o-2-o a-___
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 80.0
Roof Snow=80.0) Plates Increase 1.00 TC 0.51 Vert(LL) -0.01 6 >999 360 MT20 169/123
TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.01 6 >999 180
Rep Stress Incr YES NB 0.10 Hoa(TL) 0.00 4 n/a n/a
BCDL 10.0 «Code IRC2006lTPI2002 Matrix) Wind(LL) 0.00__6 >999 240 _ Weight:21 Ib FT=0%
LUMBER BRACING
TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
80T CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
i
REACTIONS (Ib/size) 2=748/0-3-8 (min.0-1-8),4=748/0-3-5 (min.0-1-8)
Max Ho2 2=-42(LC 5)
FORCES Qb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 23=-674/0,3-4=-674/0
BOT CHORD 2-6=0/436,4-6=0/436
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psfon overhangs
non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf boriom chord live load nonconcurrent with any other live loads.
6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building
designer.
LOAD CASE(S) Standard p.P a F
cS
VO. P. H-,9'O
9.Z•
66°:
nrni:
o :
aF••. .'``'SS NAI.E G\
October 1,2013
AWARNINti Yerify cYesryn parYUrirte s arefl R'r.AU FK1T`'ON 1'HISANf1lNC'LUi7Ef7 M17x:fCItF:F6RFJVC'EPdG A17t 7473 BEFOXI:UuE.
Design valid foruse only wi}h M1ek connectors.This design is based only pon parameters shown,and is for an individual building component.
t'
Applicabili}y of design parometers and proper incorpora}ion o(componenf is esponsibility of buildin9 designer-not iruss designer.Bwcing shown
is for laferal suppat of individual web members only. Additional femporary bracing to ins re stabilify dunng consiruction is ihe responsibilli}y of ihe R e cerector. Additional permonent brocing of ihe overall sfructure is the responsibili}y of the building designer.Fo general guidance regarding IYI
fobncotion,quoli}y conirol,storoge,delivery.erectlon ond bracing,consult ANSI/TPII QualNy CrNeria.DS6-89 and BCSI Bulldiny Component 7777 Greenback Lane,SuAe 109
Satety In oimalion available from Truss Plate Institute,78)N.Lee Sireet.$uite 312.Alexandria,VA 22314. Ci rus Heighls,CA,85610IfSanhernPinefSPflumberi=spe<lfie¢f,the destgn valuesare thaxe etAecxire 9J3fU1J2fFI..3 byhlSL
Job Truss Truss Type ty P Y R40578147
BV09015-13 FG GABLE 2 Job Reference(oolional)
Alpine Truss, Monimse,CO-81401 7.430s Jul 25 2013 MiTek Intlustries,Inc. Mon Sep 30 12:57:30 2013 Page t
ID:XSUcgB8f91tkRRxaAPqE2gyXnFN-?s?BeWQuYISNBGjpG_OuacMcXqPMUsb3iD6BENyYPYx
t9b-13
q-g-g I g-1 7__' 13-6-7___ 16-3-15 17-1 22-0-14 _._27-1_7 ._32-1-15 .__ 37£-0 _
4-9-8 45-0 4-5-0 2-9-9 1--7 1-7-7 2E-1 5-0-9 5-0-9 5-0-1
Scale=1:92A
6x8=10x10= 4.00 liL
8.00 12 5 6 tOx18 —
4x6 i
7 8 Bx8
q 63
g 64
8x8 i x4 I 4x4
x4 I gx 10
3 3x I Bx8
71
4x6 i 62
2 61 NIq
60 q I ro
1 x I I 5
r] tOx18 =
14 13 12
a 4x4 =5x6= 4x4 II
6x6— pp p1 20 1918 17 16
4x4 = 4x4=4x8 = 6z8= 3x4 I I
4x6= 4x6=
4x6—
4x6=
19£-13
4-&8 _-B-BL 9-i-7 I 13-6-7 763-15 7 11EI 27-1-7 I 32-1.75 } 37_e-0__
4-8-8 0-0' 3-4-15 4-5-0 2-9-9 1-7-7 7-7-7 2-0-11 5-1-15 5-0-9 5-4-1
PIffie Offsets(X,Y): [1:0-3-O,EdgeJ,[3:0-4-0,0-48],[5:0-5-4,03-8],[6:0-7-12,0-40],[7:0-6-8,0-6-8],[9:0-4-0,0-4-8],[15:0-11-8,03-12],[30:0-2-15,40-4],[57:0-3-11,0-1-12],
f59:0-1-5 0-1-01
LOADING(psn SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP
TCLL 80.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.18 15 >999 360 MT20 118/123
Roof Snow=80.0) Lumber Increase 1.00 BC 0.38 Vert(TL) -0.25 15 >999 180TCDL10.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.11 12 n/a n/a
BCLL 0.0 'Code IRC2006/TPI2002 Matrix) Wind(LL) 0.02 15 >999 240 Weight:795 Ib FT=0%
BCDL 10A
LUMBER BRACING
TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 SPF 1650F 1.5E"Except` end verticals,and 2-0-0 oc purlins(6-0-0 max.):8-16,5-6. Except:
7-16 2x4 SPF 1650F 1.5E 10-0-0 oc bracing:15-16,7-8
WEBS 2x4 SPF 1650F 1.5E'ExcepY BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing.
2-22,3-20,4-20,9-15,9-14,10-14,10-13,2-21:2x4 WWStud
11-12:2x6 SPF 1650F 1.5E,5-15:1.5X9.5 Microllam LVL 2.OE TG
OTHERS 2x4 WW Stud
REACTIONS (Ib/size) 1=3701/0-5-8 (min.0-3-2),12=3700/0-5-6 (min.0-2-14)
Max Horz 1=141(LC 7)
Max Grav 1=4003(LC 16),12=3700(LC 1)
FORCES (b)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-6339/0,23=-5533/0,3-4=-4593/0,4-5=-3810/7,6-7=-5087/6,8-9=-4547/0,
9-10=-4729/0,10-11=-3911/0,7-15=-1782/39,7-8=0/991,11-12=-3595I0,5-6=3162/10
BOT CHORD 1-22=0/4949,21-22=0/4949,20-21=0l4392,18-20=0/3538,17-18=0/3077,16-17=-15/307,
1415=0/4347,13-14=0/3570
WEBS 21-40=0/453,3-40=-960/72,20-40=-1433/46,4-20=0/1296,4-18=-1939/57,
15-17=0/3486,6-15=0/4082,9-15=-805/357,9-14=-600/34,10-14=0/1128,
10-13=-1903/40,11-13=0/3870,2-21=-737/42,5-18=-23/1773,6-17=-2075/0,
5-17=-453/687
NOTES
1)2-ply truss to be connected together with 10d(0.t 3t"x3")nails as follows:
Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,1.5x9.5-2 rows staggered at 0-9-0 oc. P <<'n'Bottom chords connecled as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Q•••"'••.'tsWebsconnectedasfollows:2x4-1 row at 0-9-0 oc. P. HF,9'•CQ2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)sedion.Ply to ply 5 2
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.9 ;
3)Wnd:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right Z';
exposed;end vertical left and right exposed;Lumber DOL=1.33 plale grip DOL=1.33 p6'
4)Truss designed for wind loads in ihe plane of the iruss only. For studs exposed to wind(normal to the face),see Standard Industry y 1V;
Gable End Details as applicable,or consult qualified building designer as perANSIITPI 1.1 : Q
5)TCLL:ASCE 7-05;Pf=80.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=25-0-0 O+ t4
6)Unbalanced snow loads have been considered forthis design.
7)Provide adequate drainage to prevent water ponding. t5'
8)All plates are 2x4 MT20 unless otherwise indicated. s NA`-'\V
9)Gable studs spaced at 1-4-0 oc.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OCtOb@f 1,2013
Continued on a e 2
WAddNINC'r Vrrhfy icaiyn yarumrtcrx u>edldF.A[)TNJTES ON 3TiISBNL INt.'L(Ji)Et1 M77.lS ftE:fEFd.ENt"EP9Ci P111?4T3 BBFU/tE U'E.
Design volid foruse only wifh MiTek connectors.This design is based onN upon parameters shown.and Is foran individual building componeN.
Applicability of design paramefers and proper incorpaafion of component is responsibiliN of building designer-nof iruss designec Bracing shownislorlaferalsupportofindividualwebmembersonly. Additional femporarybracing to insure stabilify dunng consiruction is fhe responsibillity of fhe MiTekerecbr, Additionat permanent bracing of the overoll s}ructure is ihe esponsibility of fhe building designer.For general guidance regarding
fabncation.quolity con}rol.storage,delivery,erecflon and brocing,consulf ANSI/TPII QualHy CrHeria.DSB-89 and BC51 8ulldiny Component 7777 Greenback Lane,Sufle 109
Safefy Informafion available from Truss Plafe Institute,781 N.Lee Sfreet.Suite 312.Alexandria.VA 22314. Citrus Heighls,CA,95610
f1 Sauthern Pine i5P}VwnAer 1 spaxFfiad,the de=(gn values are thase ef#eTt4r:e 06,t71f2'J13 dyr LSC
Job Truss Truss Type ty Ply R40578147
BV09015-13 FG GABLE 1
ob Reference o tional
AlpineTruss, Montrose,CO-81401 7.430 s Jul 252013 MiTek Indus nes,Inc. Mon Sep30 12:5L90 2013 Page 2
ID.XSUcgB8f91tkR RxaAPqE2gyXnFN-?s?BeWQuYISNBGjpG_OuacMcXqPM Usb3iD6BENyYPYx
NOTES
11)"This truss has been designed for a live load oi 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the boriom chord and any
other members.
12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or boriom chord.
LOAD CASE(S) Standard
AWdRIJING 8rrtify<tesiyn pcxr°Ernaekers a>:d fdEAf)NC)TfiS C7N YNfSANl:I INC'L[IL)Ei11 M7l"E:ti'ftEf6RENCE P9Gt;R1T1 7473 I3 FGl2E iISE.
Design validfor use only with M1ek connectws.This design is based only upon parameters shown,and isforan individual building component.
Applicabilify ofdesign paromefers and proper incorpaafion o(componen}is responsibility of b ilding designe-not iruss designer.Brocing shownisforlatewlsupportofindividualwebmembersonly. Additional temporary brocing 10 insure sfability dunng consirudion is fhe responsibillity of the MiTek'erector. Addifional permanent bwcing of fhe overall siructure isihe responsibility of ihe building designer.Forgeneral guidance regardingfobricaion,quolity conirol.storoge,delivery,erection ond brocing,consulf AN51/TPII ualHy CrHeria.DSB-89 and BC51 Bvildlny Component 7777 Gfeenback Lane,Suile 109
Safety Inbrmalion availoble from Truss Plafe Institute,781 N.Lee Sireet,Suite 312.Alezondria,VA 22314. Cilrus Heigh s,CA,95610
HSuuthern Pine SF}lumher ;peci{ied,tS e de;ign raluesar 4hosee#ertire/01 2@13by ALSC
Job Truss Truss Type Q y P Y R40578148
BV09015-13 FGPB PIGGVBACK
ob Reference o tional
Alpine Truss, Monirose,CO-81401 7.430 s Jul 25 2013 Mi7ek Indusines,Inc. MonSep 30 72:51:30 2013 Pepe 1
ID:XStxgB8f91tkR RxaAPqE2gyXnFN-?s?BeW uYlSNBGjpG_OuacMj DqUrU?Q3i D6BENyYPYx
7.7 3-2-14
1-7-7
3x4= Scale=19.6
3
8.00
4
2 5
d
r
1 Y0
1
2x4= 2x4-
0 8 15 i 2-6-0 3-2-14
8-5 g_ 0-8-14
Plate Offsets(X Y) f3 0-2-0 Edqel
LOADING(ps SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL $• plates Increase 1.00 TC 0.05 Vert(LL) -0.00 2 >999 360 MT20 197/144
Roof Snow=80.0) Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 2 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 nla n/a
BCLL 0.0 'Code IRC2006/TPI2002 Matrix) Wind(LL) 0.00 2 "" 240 Weight:13 Ib FT=0%
BCDL ---10.0 ---
LUMBER BRACING
TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or3-2-14 oc purlins.
BOT CHORD 2x4 SPF 1650F 1.SE BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing.
REACTIONS (Ib/size) 2=261/0-38 (min.0-1-8),4=261/0-38 (min.0-1-8)
Max Horz 2=-12(LC 6)
Max Uplift2=-9(LC 5),4=-9(LC 6)
FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES
1)Ply to ply nailing inadequate
2)2-ply truss to be connected together as follows:
Top chords connected with 10d(0.131"x3")nails as follows:2x4-t row at 0-9-0 oc.
Bottom chords conneded with 10d(0.131"x3")nails as follows:2x4-1 row al 0-9-0 oc.
3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)sedion.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
4)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsi;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right
exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
5)TCLL:ASCE 7-05;Pf=80.0 pst(flat roof snow);Category II;Exp B;Partialty Exp.;Ct=1.1
6)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 80.0 psfon overhangs
non-concurrent with other live loads.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4.
10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building PaQ L GF,
desi ner. S9
VO.•' p.. H,9.'O
LOAD CASE(S) Standard
2
a 6766°:
ti:
o • cr4,
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4'
SS ONAt-E
October 1,2013
A t'AI2NINC" Vcry-efy<3rx3iyn parYar etrr asid IdF',A!)tJU7P5 ON Tfi1S 6Af!)INC'LtJT7EU MJT'F.1f f2EFF.'R NC'BPdG Rll!Y473 BEFUff2E CIaL. IDesignvalidforuseonlywifhM1ekconnectors.This design is based only upon parameters shown.and s foran indlvidual building component. Applicabilify ofdesign pommefers and proper incorporafion of component is responsibiliN of building designer-not fruss designer.Brocing shownisforlateralsupportofindividuolwebmembersonly. Additional tempowry bracing to insure stabiliiy dunng consir c ion is ihe responsibilliN af fhe MiTek`e ector. Additional permanenf bracing of ihe overall siructure is the responsibiiity of fhe building designer.For general guidance regarding
fobncotion,quoli}y coniwl,storage,delivery.erection ond bwcing.consult ANSI/TPII Qualtty CrH¢ria.DSB-89 and 8C51 BuIldlny ComponeM 7777 Greenback Lane,SuRe 108
Salety Inlormalion available from Truss Plate Imfifufe.7B1 N.Lee Siree.Suite 312.Alexandria.VA 22314. Citfus Heigh s,GA,95610
tfSouthern Pine iSP}kvmder is peci#ied,the 9e>ign vakue=are tha,e e'Hecxive 6fif0312CP33 by AlSC
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