HomeMy WebLinkAboutB14-0042 REV6 truss approvedRe:
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.
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by
Hernandez, Marcos
Lion’s Ridge / Bldg 1/ Roof
Pages or sheets covered by this seal: R43466472 thru R43466488
My license renewal date for the state of Colorado is
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
October 31, 2015.
Alpine Truss-Montrose, CO.
03042-14B
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676-1900
Fax 916/676-1909
MiTek USA, Inc.
December 19,2014
Job
03042-14B
Truss
A1
Truss Type
COMMON
Qty
5
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466472
7.600 s Sep 19 2014 MiTek Industries, Inc. Fri Dec 19 15:03:12 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-S33YO0lkRm65m1A0CZNF8Fi25H6Y08wdrl?h7xy7L3D
Scale = 1:77.0
A
B
N
C O D
E
F
G
P
H
I
M L K J
Q
R
S T U
8x10
10x10
7x10
4x4
4x6
2x4 8x10
8x8
3x8
12x12
3x6
7-6-6
7-6-6
15-0-14
7-6-8
18-3-5
3-2-7
21-11-4
3-7-15
-3-0-0
3-0-0
7-6-6
7-6-6
15-0-14
7-6-8
18-3-5
3-2-7
21-11-4
3-7-15
25-11-4
4-0-0
1-
1
-
0
12
-
4
-
1
1
7-
2
-
1
4
3-
1
0
-
1
0
9.00 12
Plate Offsets (X,Y)-- [B:0-2-0,0-2-10], [E:0-5-0,0-5-4], [F:0-4-0,Edge], [G:0-6-0,0-7-8], [H:0-2-12,0-3-4], [L:0-4-0,0-4-8]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.92
0.31
0.57
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
-0.06
-0.09
0.03
0.01
(loc)
L-M
L-M
J
M
l/defl
>999
>999
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 328 lb FT = 0%
GRIP
118/123
LUMBER-
TOP CHORD 2x6 SPF 2100F 1.8E *Except*
F-I: 1.5X9.5 Microllam LVL 2.0E TG, B-E: 2x6 SPF 1650F 1.5E
BOT CHORD 2x6 SPF 1650F 1.5E
WEBS 2x4 SPF 2100F 1.8E *Except*
E-M: 2x4 WW Stud, F-L,G-K: 2x6 SPF 1650F 1.5E
H-J: 1.5X5.5 Microllam LVL 2.0E TG
OTHERS 2x10 DF No.1&Btr
LBR SCAB A-D 2x10 DF No.1&Btr one side
G-I 2x10 DF No.2 both sides
SLIDER Left 2x6 SPF 1650F 1.5E 4-11-2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt E-L, F-L, H-J, G-K
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)B=3096/0-5-8 (min. 0-4-14), J=3958/0-5-8 (min. 0-1-8)
Max Horz B=300(LC 27)
Max Uplift B=-304(LC 28)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD A-B=-0/637, B-N=-3017/372, C-N=-2538/367, C-O=-2358/346, D-O=-2357/338,
D-E=-2026/327, E-F=-1508/405, F-G=-960/466, G-P=-1245/0, P-Q=-1503/0, H-Q=-1561/0,
H-R=0/1150, I-R=0/1043, H-J=-3929/0
BOT CHORD B-S=-334/1886, M-S=-214/1886, M-T=-214/1886, L-T=-214/1886, K-L=-598/268
WEBS E-M=0/313, E-L=-1395/46, F-L=-771/0, H-K=-1113/650, G-K=-517/1078, G-L=0/1643
NOTES-
1) Attached 10-6-15 scab A to D, front face(s) 2x10 DF No.1&Btr with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at
3-6-5 from end at joint A, nail 3 row(s) at 2" o.c. for 2-0-0; starting at 7-7-2 from end at joint A, nail 2 row(s) at 4" o.c. for 2-4-4.
2) Attached 10-0-0 scab G to I, both face(s) 2x10 DF No.2 with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at
0-1-10 from end at joint G, nail 3 row(s) at 4" o.c. for 2-0-0; starting at 2-5-10 from end at joint G, nail 3 row(s) at 4" o.c. for 3-5-12.
3) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed;
MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
5) This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf 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 = 10.0psf.
8) Bearing at joint(s) J considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 304 lb uplift at joint B.
10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI
1.
11) This truss has been designed for a total drag load of 240 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist
drag loads along bottom chord from 20-11-4 to 21-11-4, 0-0-0 to 1-0-0 for 120.0 plf.Continued on page 2
ENGINEERING OF RECORD TO REVIEW
AND APPROVE LOADING.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
A1
Truss Type
COMMON
Qty
5
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466472
7.600 s Sep 19 2014 MiTek Industries, Inc. Fri Dec 19 15:03:12 2014 Page 2 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-S33YO0lkRm65m1A0CZNF8Fi25H6Y08wdrl?h7xy7L3D
NOTES-
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the
responsibility of others.
13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: A-B=-200, B-F=-230, F-H=-230, H-I=-230, B-J=-20
Concentrated Loads (lb)
Vert: Q=1800(B) R=-1800(F)
Horz: Q=1350(B), R=-1350(F)
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
03042-14B
Truss
A1G
Truss Type
GABLE
Qty
2
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466473
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:26 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-ipKAEeM7QYaF3YuizzWli1VMn3cT422LjPSYmNy7Q9F
Scale = 1:68.2
1
2
3
4
5
6
7
8
9
10
11
12
13
14
1516
31 30 29 28 27 26 25 24 23 22 21 20 19 18 173233
5x5
3x4 5x5
8x8
3x4
3x8
3x8
3x6
21-11-4
21-11-4
15-0-14
15-0-14
21-7-12
6-6-14
21-11-4
0-3-8
0-
1
-
7
11
-
5
-
2
6-
3
-
5
9.00 12
Plate Offsets (X,Y)-- [4:0-4-0,0-4-8], [16:0-2-12,0-0-8], [18:0-3-8,0-1-8], [22:0-2-8,0-3-0]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.29
0.08
0.71
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
-0.01
(loc)
-
-
17
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 184 lb FT = 0%
GRIP
169/123
LUMBER-
TOP CHORD 2x6 SPF 1650F 1.5E
BOT CHORD 2x4 SPF 1650F 1.5E
WEBS 2x4 SPF 1650F 1.5E
OTHERS 2x4 WW Stud *Except*
ST10: 2x4 SPF 1650F 1.5E
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 11-22, 10-23, 9-24, 12-21, 13-20, 14-19,
15-18
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.All bearings 21-11-4.
(lb) - Max Horz 1=279(LC 26)
Max Uplift All uplift 100 lb or less at joint(s) 22, 23, 24, 25, 26, 27, 28, 29, 30,
31, 20, 19 except 17=-109(LC 22), 1=-212(LC 19), 18=-110(LC 19)
Max Grav All reactions 250 lb or less at joint(s) 30 except 17=901(LC 1), 1=381(LC
42), 22=418(LC 1), 23=312(LC 1), 24=336(LC 1), 25=336(LC 1), 26=333(LC 1),
27=335(LC 1), 28=343(LC 1), 29=332(LC 1), 31=632(LC 1), 21=320(LC 1),
20=638(LC 1), 19=1378(LC 1), 18=2005(LC 1)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-479/514, 2-3=-411/379, 3-4=-376/374, 4-5=-341/371, 5-6=-310/343, 6-7=-284/320,
7-8=-259/298, 8-9=-235/275, 13-14=-202/331, 14-15=-232/631, 15-16=-791/560,
16-17=-860/108
WEBS 11-22=-392/68, 10-23=-288/33, 9-24=-309/28, 8-25=-309/33, 7-26=-307/29,
6-27=-308/28, 5-28=-318/29, 4-29=-298/31, 2-31=-547/45, 12-21=-291/14,
13-20=-614/25, 14-19=-1341/31, 15-18=-1564/22, 16-18=-512/151
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 1-4-0 oc.
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 20.0psf 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 lb uplift at joint(s) 22, 23, 24, 25, 26, 27,
28, 29, 30, 31, 20, 19 except (jt=lb) 17=109, 1=212, 18=110.
10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
A1G
Truss Type
GABLE
Qty
2
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466473
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:27 2014 Page 2 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-A0uYS_NlBsi6hiTuXh1_FE2XXTyipVIUx3C5Ipy7Q9E
NOTES-
11) This truss has been designed for a total drag load of 240 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 20-11-4 to
21-11-4, 0-0-0 to 1-0-0 for 120.0 plf.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-11=-230, 11-13=-230, 1-17=-20
Trapezoidal Loads (plf)
Vert: 13=-345-to-16=-2030
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
03042-14B
Truss
B1
Truss Type
ROOF SPECIAL
Qty
25
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466474
7.600 s Sep 19 2014 MiTek Industries, Inc. Fri Dec 19 14:36:36 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-B0dCQHRcIP1ZIm9HiNl_ShcMEwJm3DIjrROD6Sy7LS9
Scale = 1:77.0
A
B
M
C
N D
E
F
G
H I
L K J
O
P
Q R S T
8x12
10x10
10x10
2x4 8x8 5x10 M18SHS
4x4
6x10
4x4
4x8
7-6-6
7-6-6
15-0-14
7-6-8
21-11-4
6-10-6
-3-0-0
3-0-0
7-6-6
7-6-6
15-0-14
7-6-8
18-10-6
3-9-8
21-11-4
3-0-14
22-3-12
0-4-8
1-
1
-
0
9-
6
-
9
12
-
4
-
1
1
8-
6
-
4
9.00 12 4.00 12
Plate Offsets (X,Y)-- [E:0-6-0,0-5-0], [F:0-4-0,Edge], [H:0-2-0,0-1-12], [K:0-3-0,Edge]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.77
0.59
0.92
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
-0.09
-0.17
0.06
-0.03
(loc)
K-L
K-L
J
J-K
l/defl
>999
>999
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
M18SHS
Weight: 180 lb FT = 0%
GRIP
169/123
197/144
LUMBER-
TOP CHORD 2x6 SPF 1650F 1.5E *Except*
E-F: 2x6 SPF 2100F 1.8E
BOT CHORD 2x4 SPF 1650F 1.5E
WEBS 2x4 SPF 1650F 1.5E *Except*
E-L,G-K: 2x4 WW Stud
OTHERS 2x10 DF No.1&Btr
LBR SCAB A-D 2x10 DF No.1&Btr one side
SLIDER Left 2x6 SPF 1650F 1.5E 4-9-0
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt E-K, H-J, G-J
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)J=2804/0-5-8 (min. 0-4-6), B=3364/0-5-8 (min. 0-5-4)
Max Horz B=251(LC 34)
Max Uplift J=-16(LC 37), B=-147(LC 36)
Max Grav J=2804(LC 1), B=3365(LC 15)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD A-B=-0/616, B-M=-3438/130, C-M=-3323/125, C-N=-2771/101, D-N=-2751/100,
D-O=-2439/85, E-O=-2320/80, E-P=-1923/124, F-P=-1407/100, F-G=-1471/96,
H-J=-610/47
BOT CHORD B-Q=-206/2200, L-Q=-74/2200, L-R=-75/2200, K-R=-75/2200, K-S=-44/737, S-T=-44/737,
J-T=-44/737
WEBS E-L=0/298, E-K=-1529/75, F-K=-25/278, G-K=-34/1194, G-J=-2365/59
NOTES-
1) Attached 10-6-15 scab A to D, front face(s) 2x10 DF No.1&Btr with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at
3-5-11 from end at joint A, nail 3 row(s) at 2" o.c. for 2-0-0; starting at 7-3-12 from end at joint A, nail 2 row(s) at 3" o.c. for 2-11-12.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed;
MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) TCLL: ASCE 7-10; Pf=100.0 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 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.
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.
8) * This truss has been designed for a live load of 20.0psf 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 = 10.0psf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) J except (jt=lb)
B=147.
10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI
1.
11) This truss has been designed for a total drag load of 240 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist
drag loads along bottom chord from 0-0-0 to 1-0-0 for 240.0 plf.
LOAD CASE(S) StandardDesign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
B1AG
Truss Type
GABLE
Qty
1
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466475
7.600 s Sep 19 2014 MiTek Industries, Inc. Fri Dec 19 14:34:08 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-WYhFMhfn9wNYX0rr1I5GSTT3bGoQOGPwpPXOw1y7LUT
Scale = 1:85.5
A
B AA
C
AB
D
E
F
G
H
I
J
K
L M
N
Y X W V U T S R Q P O
Z
6x6
6x6
10x10
3x8 M18SHS
8x8
5x8
5x10
3x6 5x5
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
8x8
2x4
6x6
2x4
2x4
2x4
5x12
6x6
18-10-6
18-10-6
21-11-4
3-0-14
-3-0-0
3-0-0
15-0-14
15-0-14
18-10-6
3-9-8
21-11-4
3-0-14
22-3-12
0-4-8
1-
1
-
0
9-
6
-
9
12
-
4
-
1
1
8-
6
-
4
9.00 12
4.00 12
Plate Offsets (X,Y)-- [B:0-5-14,0-0-1], [B:2-5-3,0-2-8], [C:0-1-4,0-2-8], [D:0-4-0,0-4-8], [K:0-3-0,0-3-8], [M:0-2-4,0-4-4], [T:0-2-8,0-3-0]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.77
0.63
1.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.00
0.00
-0.07
-0.00
(loc)
N
N
O
M-N
l/defl
n/r
n/r
n/a
n/r
L/d
180
80
n/a
120
PLATES
MT20
M18SHS
Weight: 229 lb FT = 0%
GRIP
197/144
197/144
LUMBER-
TOP CHORD 2x6 SPF 1650F 1.5E
BOT CHORD 2x4 SPF 1650F 1.5E
WEBS 2x4 SPF 1650F 1.5E
OTHERS 2x4 SPF 1650F 1.5E
LBR SCAB A-D 2x10 DF No.1 one side
SLIDER Left 2x8 SPF 1950F 1.7E 3-9-8
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 3-3-7 oc bracing.
WEBS 1 Row at midpt M-O, I-S, H-T, G-U, J-R, K-Q
JOINTS 1 Brace at Jt(s): Z
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.All bearings 21-11-4.
(lb) - Max Horz B=250(LC 9)
Max Uplift All uplift 100 lb or less at joint(s) U, V, W except O=-2035(LC 35),
B=-4462(LC 28), S=-1073(LC 31), T=-243(LC 31), X=-158(LC 37), Y=-667(LC 37),
R=-216(LC 39), P=-293(LC 29), Q=-2093(LC 28)
Max Grav All reactions 250 lb or less at joint(s) except O=2044(LC 28), B=4487(LC
35), S=1233(LC 48), T=647(LC 61), U=583(LC 15), V=572(LC 15), W=561(LC 15),
X=535(LC 48), Y=850(LC 32), R=711(LC 62), P=532(LC 26), Q=2175(LC 35)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD A-B=-0/619, B-AA=-6532/6457, C-AA=-5588/5601, C-AB=-5038/4984, D-AB=-4714/4686,
D-E=-4387/4343, E-F=-3752/3661, F-G=-3139/3073, G-H=-2565/2495, H-I=-1797/1792,
I-J=-1153/1199, J-K=-674/715, K-L=-605/592, L-M=-592/567, M-O=-1937/1899
BOT CHORD B-Y=-4601/4663, X-Y=-3937/3926, W-X=-3463/3450, V-W=-2983/2970, U-V=-2503/2490,
T-U=-2023/2010, S-T=-1543/1530, R-S=-1063/1050, Q-R=-583/570, P-Q=-736/718
WEBS I-S=-1194/1102, H-T=-607/268, G-U=-543/106, F-V=-532/45, E-W=-521/77, D-X=-498/184,
C-Y=-784/688, J-R=-673/242, P-Z=-545/340, K-Q=-656/274, Q-Z=-1977/1992,
M-Z=-2323/2338, L-Z=-806/694
NOTES-
1) Attached 10-7-2 scab A to D, front face(s) 2x10 DF No.1&Btr with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at
3-5-13 from end at joint A, nail 3 row(s) at 2" o.c. for 2-0-0.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed;
MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) TCLL: ASCE 7-10; Pf=100.0 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 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.
7) All plates are MT20 plates unless otherwise indicated.
8) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at 2-0-0 oc.Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
B1AG
Truss Type
GABLE
Qty
1
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466475
7.600 s Sep 19 2014 MiTek Industries, Inc. Fri Dec 19 14:34:08 2014 Page 2 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-WYhFMhfn9wNYX0rr1I5GSTT3bGoQOGPwpPXOw1y7LUT
NOTES-
10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11) * This truss has been designed for a live load of 20.0psf 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.
12) A plate rating reduction of 20% has been applied for the green lumber members.
13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) U, V, W except (jt=lb) O=2035, B=4462, S=1073,
T=243, X=158, Y=667, R=216, P=293, Q=2093.
14) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
15) This truss has been designed for a total drag load of 240 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0
to 21-11-4 for 240.0 plf.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
03042-14B
Truss
B1D
Truss Type
ROOF SPECIAL
Qty
4
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466476
7.600 s Sep 19 2014 MiTek Industries, Inc. Fri Dec 19 14:36:02 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-AUaLHf1IIylNDYZljE8?4WBYpDhh6tki199QvQy7LSh
Scale = 1:79.2
A
B
M
C N
D
E
F
G
H I
L K J
O
P
Q
R S T U
10x12 M18SHS
12x12
8x8
2x4
7x12 M18SHS 7x12 M18SHS
4x6
8x8
4x6
4x8
7-6-6
7-6-6
15-0-14
7-6-8
21-11-4
6-10-6
-3-0-0
3-0-0
7-6-6
7-6-6
15-0-14
7-6-8
18-10-6
3-9-8
21-11-4
3-0-14
22-3-12
0-4-8
1-
1
-
0
9-
6
-
9
12
-
4
-
1
1
8-
6
-
4
9.00 12 4.00 12
Plate Offsets (X,Y)-- [E:0-6-0,0-5-4], [F:Edge,0-5-8], [H:0-3-0,0-1-12]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.77
0.66
0.80
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
-0.09
-0.14
0.08
0.06
(loc)
K-L
J-K
J
K-L
l/defl
>999
>592
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
M18SHS
Weight: 182 lb FT = 0%
GRIP
169/123
169/123
LUMBER-
TOP CHORD 2x6 SPF 1650F 1.5E *Except*
E-F: 2x6 SPF 2100F 1.8E
BOT CHORD 2x4 SPF 1650F 1.5E
WEBS 2x4 SPF 1650F 1.5E *Except*
E-L: 2x4 WW Stud
OTHERS 2x10 DF No.1&Btr
LBR SCAB A-D 2x10 DF No.1&Btr one side
SLIDER Left 2x6 SPF 1650F 1.5E 4-9-0
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 3-10-14 oc bracing.
WEBS 1 Row at midpt E-K, F-K, G-K, H-J, G-J
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)K=2791/12-11-12 (min. 0-6-3), J=888/12-11-12 (min. 0-6-3), B=2489/0-5-8 (req. 0-6-11)
Max Horz B=269(LC 35)
Max Uplift K=-1541(LC 36), J=-2651(LC 31), B=-3010(LC 36)
Max Grav K=3656(LC 49), J=2962(LC 26), B=4280(LC 25)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD A-B=-0/616, B-M=-5195/4244, C-M=-4841/3336, C-N=-3881/3332, D-N=-3621/3104,
D-O=-3259/2869, E-O=-2548/2167, E-P=-2334/2333, F-P=-1359/1353, F-G=-1106/1125,
G-H=-735/806, H-J=-584/73
BOT CHORD B-Q=-3322/3778, L-Q=-3096/3402, L-R=-3096/3402, R-S=-3096/2999, K-S=-2043/2594,
K-T=-1792/1788, T-U=-495/382, J-U=-825/912
WEBS E-L=0/298, E-K=-1629/325, F-K=-1443/61, G-K=-1960/1939, G-J=-2799/2793
NOTES-
1) Attached 10-6-15 scab A to D, front face(s) 2x10 DF No.1&Btr with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at
3-5-11 from end at joint A, nail 3 row(s) at 2" o.c. for 2-0-0; starting at 7-3-12 from end at joint A, nail 2 row(s) at 3" o.c. for 2-11-12.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed;
MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) TCLL: ASCE 7-10; Pf=100.0 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 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.
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.
8) * This truss has been designed for a live load of 20.0psf 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 = 10.0psf.
9) WARNING: Required bearing size at joint(s) B greater than input bearing size.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
K=1541, J=2651, B=3010.
11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI
1.
12) This truss has been designed for a total drag load of 240 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist
drag loads along bottom chord from 8-11-8 to 21-11-4, 0-0-0 to 1-0-0 for 376.6 plf.Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
B1D
Truss Type
ROOF SPECIAL
Qty
4
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466476
7.600 s Sep 19 2014 MiTek Industries, Inc. Fri Dec 19 14:36:02 2014 Page 2 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-AUaLHf1IIylNDYZljE8?4WBYpDhh6tki199QvQy7LSh
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
03042-14B
Truss
B1G
Truss Type
GABLE
Qty
1
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466477
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:39 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-pJc5z5WHMYDP7YNBECFokmXPUJv0dtwFix6kk6y7Q92
Scale = 1:74.9
1 2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20
6x6
6x6
6x10
4x6
8x8
5x5
8x8
6x6
21-11-4
21-11-4
15-0-14
15-0-14
18-10-6
3-9-8
21-11-4
3-0-14
22-3-12
0-4-8
0-
1
-
7
8-
7
-
0
11
-
5
-
2
7-
6
-
1
1
9.00 12
4.00 12
Plate Offsets (X,Y)-- [1:0-3-5,Edge], [5:0-4-0,0-4-8], [12:0-3-0,0-2-0], [15:0-2-13,0-4-4], [18:0-2-6,0-4-0], [20:Edge,0-3-8], [25:0-2-8,0-3-0]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.99
0.68
0.93
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
0.00
0.00
-0.08
-0.00
(loc)
18-19
18-19
20
18-19
l/defl
n/r
n/r
n/a
n/r
L/d
180
80
n/a
120
PLATES
MT20
Weight: 183 lb FT = 0%
GRIP
169/123
LUMBER-
TOP CHORD 2x6 SPF 2100F 1.8E *Except*
T3,T4: 2x6 SPF 1650F 1.5E
BOT CHORD 2x4 SPF 1650F 1.5E
WEBS 2x4 WW Stud
OTHERS 2x4 WW Stud *Except*
ST11: 2x4 SPF 1650F 1.5E
WEDGE
Left: 2x4 SP No.3
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 3-1-6 oc bracing.
WEBS 1 Row at midpt 18-20, 12-25, 11-26, 10-27, 13-24, 14-23,
18-21
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.All bearings 21-11-4.
(lb) - Max Horz 1=207(LC 35)
Max Uplift All uplift 100 lb or less at joint(s) 27, 28, 29, 30, 31, 32, 33, 34, 35,
23 except 1=-3783(LC 32), 20=-1037(LC 31), 25=-1309(LC 31), 26=-435(LC 31),
24=-412(LC 39), 22=-212(LC 38), 21=-992(LC 28)
Max Grav All reactions 250 lb or less at joint(s) except 1=3838(LC 31), 20=1063(LC
32), 25=1437(LC 32), 26=623(LC 24), 27=431(LC 15), 28=392(LC 15), 29=341(LC
15), 30=335(LC 1), 31=343(LC 1), 32=333(LC 48), 33=318(LC 15), 34=326(LC 15),
35=373(LC 1), 24=655(LC 26), 23=494(LC 16), 22=538(LC 27), 21=1158(LC 27)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-6370/6327, 2-3=-5957/5897, 3-4=-5543/5479, 4-5=-5164/5137, 5-6=-4751/4728,
6-7=-4329/4276, 7-8=-3920/3873, 8-9=-3521/3520, 9-10=-3098/3108, 10-11=-2667/2683,
11-12=-2028/2044, 12-13=-1583/1632, 13-14=-1401/1484, 14-15=-953/986,
15-16=-644/656, 16-17=-482/497, 17-18=-264/223, 18-20=-1014/990
BOT CHORD 1-35=-5019/5003, 34-35=-4701/4685, 33-34=-4349/4365, 32-33=-4061/4045,
31-32=-3744/3727, 30-31=-3424/3407, 29-30=-3104/3087, 28-29=-2784/2767,
27-28=-2464/2447, 26-27=-2144/2127, 25-26=-1824/1807, 24-25=-1518/1501,
23-24=-1170/1154, 22-23=-850/834, 21-22=-530/514, 20-21=-385/362
WEBS 12-25=-1416/1333, 11-26=-598/449, 10-27=-404/62, 9-28=-365/74, 8-29=-314/43,
7-30=-308/31, 6-31=-316/62, 5-32=-307/98, 4-33=-290/75, 3-34=-304/39, 2-35=-329/60,
13-24=-626/427, 14-23=-468/98, 16-22=-522/235, 17-21=-424/123, 18-21=-1026/1024
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) TCLL: ASCE 7-10; Pf=100.0 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 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
B1G
Truss Type
GABLE
Qty
1
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466477
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:40 2014 Page 2 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-HWATARXv7sLFkiyOovm1G_4aEjFFMKAOxarHGZy7Q91
NOTES-
6) All plates are 2x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 1-4-0 oc.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) * This truss has been designed for a live load of 20.0psf 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.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 28, 29, 30, 31, 32, 33, 34, 35, 23 except (jt=lb) 1=3783,
20=1037, 25=1309, 26=435, 24=412, 22=212, 21=992.
12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
13) This truss has been designed for a total drag load of 240 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to
21-11-4 for 240.0 plf.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
03042-14B
Truss
B2
Truss Type
ROOF SPECIAL
Qty
8
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466478
7.600 s Sep 19 2014 MiTek Industries, Inc. Fri Dec 19 14:35:29 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-e74tMNdb4pa3lTYPHp2GEYKvlwS9twwrRWfAGqy7LTC
Scale = 1:76.8
A
B
L
C M
D
E
F
G
H
K J I
N
O P Q R
8x12
10x10
8x8
4x6
2x4 8x8 5x10 M18SHS6x10
4x4
4x4
7-6-6
7-6-6
15-0-14
7-6-8
21-11-4
6-10-6
-3-0-0
3-0-0
7-6-6
7-6-6
15-0-14
7-6-8
18-10-6
3-9-8
21-11-4
3-0-14
1-
1
-
0
9-
6
-
9
12
-
4
-
1
1
8-
6
-
4
9.00 12 4.00 12
Plate Offsets (X,Y)-- [E:0-6-0,0-4-12], [F:0-4-0,Edge], [G:0-5-4,0-3-8], [J:0-3-0,Edge]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.73
0.58
0.91
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
-0.09
-0.17
0.06
-0.03
(loc)
J-K
J-K
I
I-J
l/defl
>999
>999
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
M18SHS
Weight: 177 lb FT = 0%
GRIP
169/123
197/144
LUMBER-
TOP CHORD 2x6 SPF 1650F 1.5E *Except*
E-F: 2x6 SPF 2100F 1.8E
BOT CHORD 2x4 SPF 1650F 1.5E
WEBS 2x4 SPF 1650F 1.5E *Except*
E-K,G-J: 2x4 WW Stud
OTHERS 2x10 DF No.1&Btr
LBR SCAB A-D 2x10 DF No.1&Btr one side
SLIDER Left 2x6 SPF 1650F 1.5E 4-9-0
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt E-J, H-I, G-I
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)I=2681/0-5-8 (min. 0-4-3), B=3375/0-5-8 (min. 0-5-5)
Max Horz B=254(LC 29)
Max Uplift I=-18(LC 36), B=-147(LC 35)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD A-B=-0/313, B-L=-3427/129, C-L=-3311/124, C-M=-2796/101, D-M=-2727/100,
D-E=-2426/84, E-N=-1925/123, F-N=-1408/99, F-G=-1473/95, H-I=-440/48
BOT CHORD B-O=-209/2181, K-O=-78/2181, K-P=-78/2181, J-P=-78/2181, J-Q=-45/740, Q-R=-45/740,
I-R=-45/740
WEBS E-K=0/298, E-J=-1509/76, F-J=-24/281, G-J=-37/1175, G-I=-2372/62
NOTES-
1) Attached 10-0-0 scab A to D, front face(s) 2x10 DF No.1&Btr with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at
3-6-6 from end at joint A, nail 2 row(s) at 4" o.c. for 2-0-0; starting at 7-4-6 from end at joint A, nail 2 row(s) at 7" o.c. for 2-7-10.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed;
MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) 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.
7) * This truss has been designed for a live load of 20.0psf 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 = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I except (jt=lb)
B=147.
9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10) This truss has been designed for a total drag load of 240 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist
drag loads along bottom chord from 0-0-0 to 1-0-0 for 240.0 plf.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
BXGD
Truss Type
FLAT GIRDER
Qty
2
Ply
3
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466479
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:43 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-i5sbpSZoQnjqbAhzT2JkuciCSwKDZnSrdY4xtuy7Q9_
Scale = 1:51.5
1 2 3 4 5
10 9 8 7 6
3x6
8x8
3x6 7x14
2x4 5x8
4x10
2x4
12x12
8x8
1-6-12
1-6-12
3-6-12
2-0-0
5-6-12
2-0-0
8-0-8
2-5-12
1-6-12
1-6-12
3-6-12
2-0-0
5-6-12
2-0-0
8-0-8
2-5-12
8-
5
-
0
Plate Offsets (X,Y)-- [1:Edge,0-2-12], [5:0-3-8,Edge], [7:0-6-0,0-6-4], [8:0-6-4,0-2-0]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.55
0.47
0.57
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
-0.10
-0.12
0.00
0.00
(loc)
8
8
6
9
l/defl
>978
>749
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 319 lb FT = 0%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SPF 1650F 1.5E
BOT CHORD 2x8 SPF 1950F 1.7E
WEBS 2x4 SPF 1650F 1.5E
BRACING-
TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 1-10, 5-6
REACTIONS.(lb/size)10=11530/0-3-8 (req. 0-6-0), 6=15591/0-3-8 (req. 0-8-2)
Max Horz 10=-179(LC 4)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-10=-9320/0, 1-2=-1611/0, 2-3=-1611/0, 3-4=-2493/0, 4-5=-2493/0, 5-6=-8793/0
BOT CHORD 8-9=0/2829, 7-8=0/2829
WEBS 1-9=0/9205, 2-9=-275/49, 3-9=-5004/0, 3-8=0/5632, 3-7=-1381/9, 4-7=-465/28,
5-7=0/8872
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: 2x8 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-5-0 oc, Except member 2-9 2x4 - 1 row at 0-6-0 oc, member 9-3 2x4 - 1 row at 0-9-0 oc,
member 3-8 2x4 - 2 rows staggered at 0-7-0 oc, member 7-3 2x4 - 1 row at 0-9-0 oc, member 4-7 2x4 - 2 rows staggered at 0-7-0 oc,
member 7-5 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) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf 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.
8) WARNING: Required bearing size at joint(s) 10, 6 greater than input bearing size.
9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3584 lb down at 1-6-12, 2712 lb
down at 1-6-12, 3584 lb down at 3-6-12, 2712 lb down at 3-6-12, 3584 lb down at 5-6-12, 2712 lb down at 5-6-12, and 3584 lb down
at 7-10-12, and 2712 lb down at 7-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
LOAD CASE(S) Standard
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
BXGD
Truss Type
FLAT GIRDER
Qty
2
Ply
3
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466479
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:43 2014 Page 2 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-i5sbpSZoQnjqbAhzT2JkuciCSwKDZnSrdY4xtuy7Q9_
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-5=-230, 6-10=-20
Concentrated Loads (lb)
Vert: 6=-6296(F=-3584, B=-2712) 9=-6296(F=-3584, B=-2712) 8=-6296(F=-3584, B=-2712) 7=-6296(F=-3584, B=-2712)
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
03042-14B
Truss
C1
Truss Type
ROOF SPECIAL
Qty
36
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466480
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:46 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-6gXkRUcgji6PSdQY8AtRWFKff7Gum6dHJWIbSCy7Q8x
Scale = 1:83.7
1 2
3
4
5
6
7
8
9
10
15 14 13 12 11
16
17
18 19 20 21
9x10 M18SHS
6x8
6x8
6x10
5x12
6x8
5x10
4x4
5x8 5x5
3x8 M18SHS
8x8
6x10
8-8-4
8-8-4
16-11-4
8-3-0
26-4-6
9-5-2
30-1-14
3-9-8
33-2-12
3-0-14
-2-0-0
2-0-0
8-8-4
8-8-4
12-10-10
4-2-6
16-11-4
4-0-10
21-7-13
4-8-9
26-4-6
4-8-9
30-1-14
3-9-8
33-2-12
3-0-14
33-7-4
0-4-8
1-
1
-
0
5-
3
-
1
3
9-
6
-
9
12
-
4
-
1
1
8-
6
-
4
3.00 12
9.00 12
4.00 12
Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-2-8,Edge], [5:0-4-0,0-1-0], [6:0-1-0,0-1-8], [7:0-4-4,0-2-12], [8:0-8-0,0-3-0], [9:0-2-6,0-4-0], [11:0-3-8,Edge], [12:0-2-4,0-1-8], [14:0-3-12
,0-3-4], [15:0-3-8,0-3-0]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.80
0.80
0.67
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
-0.31
-0.54
0.04
0.02
(loc)
13-14
13-14
11
13-14
l/defl
>933
>538
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
M18SHS
Weight: 226 lb FT = 0%
GRIP
169/123
197/144
LUMBER-
TOP CHORD 2x6 SPF 2100F 1.8E *Except*
T4,T5: 2x6 SPF 1650F 1.5E, T1: 2x10 DF No.2
BOT CHORD 2x4 SPF 1650F 1.5E
WEBS 2x4 SPF 1650F 1.5E
WEDGE
Left: 2x4 WW Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
5-8-3 oc bracing: 2-15.
WEBS 1 Row at midpt 6-13, 8-12, 9-11, 4-15
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)2=1008/0-5-8 (min. 0-1-15), 15=4916/0-5-8 (req. 0-7-11), 11=2943/0-5-8 (min. 0-4-15)
Max Horz 2=234(LC 34)
Max Uplift2=-112(LC 28), 15=-13(LC 36)
Max Grav 2=1224(LC 14), 15=4916(LC 1), 11=3129(LC 16)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=-175/1542, 3-16=-107/1865, 3-4=-71/1684, 4-5=-2920/38, 5-6=-3618/51,
6-17=-1894/80, 7-17=-1728/75, 7-8=-1657/82, 8-9=-1003/55, 9-11=-3062/21
BOT CHORD 2-18=-1464/48, 15-18=-1464/13, 15-19=-57/1565, 14-19=-92/1565, 14-20=-24/1992,
20-21=-24/1992, 13-21=-24/1992, 12-13=-23/787
WEBS 3-15=-2141/69, 4-14=0/1875, 5-14=-2301/79, 6-13=-1779/74, 7-13=-44/758,
8-13=-9/1131, 8-12=-2142/26, 9-12=0/2284, 6-14=0/1542, 4-15=-4250/66
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; Pf=100.0 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 100.0 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.
7) * This truss has been designed for a live load of 20.0psf 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 = 10.0psf.
8) WARNING: Required bearing size at joint(s) 15 greater than input bearing size.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb)
2=112.
10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
11) This truss has been designed for a total drag load of 240 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag
loads along bottom chord from 8-2-4 to 9-2-4 for 240.0 plf.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
C1G
Truss Type
GABLE
Qty
8
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466481
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:49 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-WFDs3WeZ?dU_K586qIQ88ty9kLJkzSSj?UXG3Xy7Q8u
Scale = 1:84.4
1
2
3
4
5
6
7
8
9
10
16 15 14 13 12 11
36
37
38 39 404x6
6x10
7x12 M18SHS
6x10
4x4
6x8 7x12 M18SHS
5x12
8x12
4x8
5x8 5x5
3x8 M18SHS
8x8
4x6
8x12
8-8-4
8-8-4
16-11-4
8-3-0
21-8-13
4-9-9
26-4-6
4-7-9
30-1-14
3-9-8
33-2-12
3-0-14
8-8-4
8-8-4
12-10-10
4-2-6
16-11-4
4-0-10
21-8-13
4-9-9
26-4-6
4-7-9
30-1-14
3-9-8
33-2-12
3-0-14
33-7-4
0-4-8
0-
3
-
8
9-
6
-
9
12
-
4
-
1
1
8-
6
-
4
3.00 12
9.00 12
4.00 12
Plate Offsets (X,Y)-- [1:0-5-0,Edge], [3:0-6-0,0-1-15], [4:0-10-4,0-4-4], [6:0-2-13,0-1-8], [8:0-7-12,0-3-0], [9:0-2-6,0-4-0], [11:0-3-8,Edge], [12:0-2-4,0-1-8], [16:0-3-8,0-3-0]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.81
0.72
0.73
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
-0.21
-0.30
0.05
0.02
(loc)
14-15
14-15
11
14-15
l/defl
>999
>981
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
M18SHS
Weight: 235 lb FT = 0%
GRIP
118/123
113/123
LUMBER-
TOP CHORD 2x6 SPF 1650F 1.5E *Except*
T1: 1.5X5.5 Microllam LVL 2.0E TG, T2: 2x6 SPF 2100F 1.8E
BOT CHORD 2x4 SPF 1650F 1.5E
WEBS 2x4 SPF 1650F 1.5E *Except*
W4: 1.5X5.5 Microllam LVL 2.0E TG, W6,W5: 2x4 WW Stud
OTHERS 2x4 WW Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
5-0-15 oc bracing: 1-16.
WEBS 1 Row at midpt 6-13, 8-12, 9-11, 3-16, 4-6, 4-14
REACTIONS.(lb/size)1=466/0-5-8 (min. 0-1-8), 16=4902/0-5-8 (req. 0-7-11), 11=2966/0-5-8 (min. 0-4-14)
Max Horz 1=232(LC 34)
Max Uplift1=-45(LC 28), 16=-8(LC 36)
Max Grav 1=597(LC 64), 16=4902(LC 1), 11=3107(LC 16)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-36=-153/1528, 2-36=-88/1804, 2-3=-80/1529, 3-4=-3681/35, 5-6=-1883/50,
6-37=-1843/86, 7-37=-1764/85, 7-8=-1609/88, 8-9=-1000/54, 4-15=-1042/75,
4-5=-1591/59, 9-11=-3050/18
BOT CHORD 1-38=-1483/37, 16-38=-1483/28, 16-39=-45/2048, 15-39=-60/2048, 14-15=0/3358,
14-40=-22/1971, 13-40=-22/1971, 12-13=-22/797
WEBS 2-16=-2411/72, 3-15=0/1963, 6-13=-1785/54, 7-13=-51/715, 8-13=-24/1125,
8-12=-2129/44, 9-12=0/2311, 6-14=0/1293, 3-16=-4405/69, 4-6=-1295/57,
4-14=-1842/21
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) TCLL: ASCE 7-10; Pf=100.0 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 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) All plates are 2x4 MT20 unless otherwise indicated.
8) Gable studs spaced at 1-4-0 oc.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) * This truss has been designed for a live load of 20.0psf 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 = 10.0psf.
11) WARNING: Required bearing size at joint(s) 16 greater than input bearing size.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 16.
13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
C1G
Truss Type
GABLE
Qty
8
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466481
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:49 2014 Page 2 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-WFDs3WeZ?dU_K586qIQ88ty9kLJkzSSj?UXG3Xy7Q8u
NOTES-
14) This truss has been designed for a total drag load of 240 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 8-2-4 to
9-2-4 for 240.0 plf.
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
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
03042-14B
Truss
D1
Truss Type
Monopitch
Qty
35
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466482
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:50 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-?RnFHrfBmwcrxEjJN0xNg5UIZlcYitatE8Hpc_y7Q8t
Scale = 1:49.5
1
2
3
4
5
6
7
8
13 12 11 10 9
14
15
8x8
4x4
5x10 M18SHS7x10
7x14
5x5
2x4 5x10 M18SHS 4x6
4x6
4x6
5x5
4-3-9
4-3-9
8-3-7
3-11-14
13-8-2
5-4-11
17-4-8
3-8-6
21-11-4
4-6-12
-3-0-0
3-0-0
4-3-9
4-3-9
8-3-7
3-11-14
13-8-2
5-4-11
17-4-8
3-8-6
21-11-4
4-6-12
1-
1
-
0
8-
4
-
1
2
4.00 12
Plate Offsets (X,Y)-- [2:0-1-4,Edge], [5:0-2-0,0-3-0], [7:0-2-0,0-1-12], [10:0-2-8,0-1-8], [12:0-5-0,0-3-0]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.94
0.94
0.87
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
-0.21
-0.29
0.12
0.02
(loc)
11-12
11-12
9
12
l/defl
>999
>878
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
M18SHS
Weight: 147 lb FT = 0%
GRIP
169/123
169/123
LUMBER-
TOP CHORD 2x6 SPF 2100F 1.8E *Except*
T1: 2x10 DF No.2
BOT CHORD 2x4 SPF 1650F 1.5E *Except*
B1: 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF 1650F 1.5E *Except*
W1,W2,W3,W5: 2x4 WW Stud
SLIDER Left 2x4 WW Stud 2-1-14
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 8-9, 6-10, 7-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)9=2635/0-5-8 (min. 0-5-8), 2=3526/0-5-8 (min. 0-4-15)
Max Horz 2=255(LC 31)
Max Uplift2=-120(LC 28)
Max Grav 9=3523(LC 15), 2=3910(LC 15)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5122/100, 3-4=-4745/129, 4-5=-5236/101, 5-14=-3860/102, 6-14=-3572/80,
6-7=-2257/88, 7-8=-281/131, 8-9=-620/23
BOT CHORD 2-15=-285/4119, 13-15=-285/4119, 12-13=-285/4119, 11-12=0/4943, 10-11=0/3374,
9-10=-6/1957
WEBS 4-12=-49/934, 5-12=-302/156, 5-11=-1831/20, 6-11=0/1042, 6-10=-2462/11,
7-10=0/2073, 7-9=-3440/0
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; Pf=100.0 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 100.0 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.
7) * This truss has been designed for a live load of 20.0psf 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.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=120.
9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10) This truss has been designed for a total drag load of 240 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag
loads along bottom chord from 0-0-0 to 1-0-0 for 240.0 plf.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
D1D
Truss Type
GABLE
Qty
5
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466483
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:53 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-P0SNvth33r_PoiSu38V4Ij6riyhQvD2Jw6VTCIy7Q8q
Scale: 1/4"=1’
1
2
3
4
5
6
7
8
9
10
11
12
13
24 23 22 21 20 19 18 17 16 15 14
25
8x8
4x4
6x6
12x12
3x6
5x5
2x4
2x4
2x4
2x4
5x5
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4 3x6
3x10
21-11-4
21-11-4
-3-0-0
3-0-0
21-11-4
21-11-4
1-
1
-
0
8-
4
-
1
2
4.00 12
Plate Offsets (X,Y)-- [2:Edge,0-3-8], [3:0-7-9,0-0-12], [4:0-4-0,0-3-8], [18:0-2-8,0-3-0]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.82
0.68
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.02
-0.08
(loc)
1
1
15
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 149 lb FT = 0%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SPF 1650F 1.5E *Except*
T1: 2x10 DF No.2
BOT CHORD 2x4 SPF 1650F 1.5E
WEBS 2x4 SPF 1650F 1.5E
OTHERS 2x4 SPF 1650F 1.5E
WEDGE
Left: 2x4 SPF 1650F 1.5E
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 3-2-0 oc bracing.
WEBS 1 Row at midpt 13-14
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.All bearings 21-11-4.
(lb) - Max Horz 2=204(LC 30)
Max Uplift All uplift 100 lb or less at joint(s) 17, 18, 19, 21, 22 except 14=-1325(LC
31), 2=-2888(LC 28), 15=-1257(LC 28), 16=-187(LC 30), 23=-285(LC 29),
24=-1354(LC 14)
Max Grav All reactions 250 lb or less at joint(s) except 14=1395(LC 24), 2=3429(LC
25), 15=1363(LC 35), 16=671(LC 25), 17=705(LC 15), 18=693(LC 15), 19=700(LC
15), 20=681(LC 15), 21=529(LC 15), 22=519(LC 1), 23=674(LC 22), 24=751(LC
28)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5784/5569, 3-4=-4906/4750, 4-5=-4340/4197, 5-6=-3771/3638, 6-25=-3239/3122,
7-25=-3031/2887, 7-8=-2740/2617, 8-9=-2233/2117, 9-10=-1688/1604, 10-11=-1139/1076,
11-12=-746/688, 12-13=-504/467, 13-14=-253/125
BOT CHORD 2-24=-4901/4902, 23-24=-4458/4389, 22-23=-4003/3982, 21-22=-3523/3502,
20-21=-3043/3022, 19-20=-2563/2542, 18-19=-2083/2062, 17-18=-1594/1572,
16-17=-1124/1102, 15-16=-644/622, 14-15=-422/400
WEBS 12-15=-1277/1255, 11-16=-636/227, 10-17=-666/71, 9-18=-653/40, 8-19=-659/36,
7-20=-642/25, 6-21=-488/56, 5-22=-483/58, 4-23=-629/314, 3-24=-701/1283,
12-14=-1433/1435
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) TCLL: ASCE 7-10; Pf=100.0 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 20.0 psf or 2.00 times flat roof load of 100.0 psf on overhangs
non-concurrent with other live loads.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
D1D
Truss Type
GABLE
Qty
5
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466483
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:53 2014 Page 2 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-P0SNvth33r_PoiSu38V4Ij6riyhQvD2Jw6VTCIy7Q8q
NOTES-
9) * This truss has been designed for a live load of 20.0psf 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.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 18, 19, 21, 22 except (jt=lb) 14=1325, 2=2888, 15=1257,
16=187, 23=285, 24=1354.
11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
12) This truss has been designed for a total drag load of 240 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to
21-11-4 for 240.0 plf.
13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must
provide for uplift reactions indicated.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
03042-14B
Truss
D1G
Truss Type
GABLE
Qty
2
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466484
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:56 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-pb8WXvjyMmM_f9BTkH2nwMkS29jH6cblc4k7pdy7Q8n
Scale = 1:45.3
1
2
3
4
5
6
7
8
9
10
11
12
13
14 15
29 28 27 26 25 24 23 22 21 20 19 18 17 165x10
4x4
5x5 3x6
6x6
8x8
5x5
21-11-4
21-11-4
21-11-4
21-11-4
0-
3
-
4
7-
7
-
0
4.00 12
Plate Offsets (X,Y)-- [1:0-3-15,Edge], [10:0-4-0,0-4-8], [14:0-3-0,0-4-0], [16:0-2-4,0-3-0], [22:0-2-8,0-3-0]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.43
0.66
0.71
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
-0.08
(loc)
-
-
17
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 137 lb FT = 0%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SPF 1650F 1.5E
BOT CHORD 2x4 SPF 1650F 1.5E
WEBS 2x4 SPF 1650F 1.5E
OTHERS 2x4 SPF 1650F 1.5E
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-10-13 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 3-1-11 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.All bearings 21-11-4.
(lb) - Max Horz 1=178(LC 30)
Max Uplift All uplift 100 lb or less at joint(s) 19, 20, 21, 22, 23, 24, 25, 26, 28
except 1=-1602(LC 27), 16=-1178(LC 30), 17=-993(LC 27), 18=-298(LC 29)
Max Grav All reactions 250 lb or less at joint(s) except 1=1747(LC 34), 16=1184(LC
43), 17=1075(LC 34), 18=553(LC 24), 19=463(LC 14), 20=453(LC 14), 21=453(LC
14), 22=457(LC 14), 23=457(LC 14), 24=453(LC 14), 25=396(LC 14), 26=334(LC
1), 27=369(LC 1), 29=1128(LC 14)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-5319/5078, 2-3=-4225/4086, 3-4=-3845/3724, 4-5=-3532/3419, 5-6=-3192/3082,
6-7=-2851/2744, 7-8=-2509/2401, 8-9=-2179/2079, 9-10=-1820/1726, 10-11=-1490/1409,
11-12=-1142/1075, 12-13=-757/704, 13-14=-548/506, 14-15=-291/265
BOT CHORD 1-29=-4975/4956, 28-29=-3954/3935, 27-28=-3602/3583, 26-27=-3314/3295,
25-26=-2994/2975, 24-25=-2674/2655, 23-24=-2354/2335, 22-23=-2034/2015,
21-22=-1705/1686, 20-21=-1395/1376, 19-20=-1075/1056, 18-19=-755/736,
17-18=-435/416, 16-17=-299/280
WEBS 14-17=-939/925, 13-18=-538/319, 12-19=-436/50, 11-20=-426/59, 10-21=-427/66,
9-22=-430/75, 8-23=-429/48, 7-24=-427/20, 6-25=-367/17, 5-26=-313/16, 4-27=-324/16,
2-29=-989/42, 14-16=-1300/1307
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-4-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.0psf 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.
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
D1G
Truss Type
GABLE
Qty
2
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466484
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:56 2014 Page 2 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-pb8WXvjyMmM_f9BTkH2nwMkS29jH6cblc4k7pdy7Q8n
NOTES-
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 20, 21, 22, 23, 24, 25, 26, 28 except (jt=lb) 1=1602,
16=1178, 17=993, 18=298.
11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
12) This truss has been designed for a total drag load of 240 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to
21-11-4 for 240.0 plf.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
03042-14B
Truss
E1
Truss Type
Roof Special
Qty
25
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466485
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:58 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-mzGGyalCuOcivTKrrh5F?nqmfzLLaUl24ODEuWy7Q8l
Scale = 1:49.2
1
2
3
4
5
6
10 9 8 7111213
4x4
5x10 M18SHS7x12 M18SHS
8x12
2x4
4x8
5x5
8x10
7x12 M18SHS
5x10 M18SHS
4-10-13
4-10-13
10-0-15
5-2-3
14-8-9
4-7-10
19-10-7
5-1-14
24-9-4
4-10-13
4-10-13
4-10-13
10-0-15
5-2-3
14-8-9
4-7-10
19-10-7
5-1-14
24-9-4
4-10-13
1-
9
-
8
6-
9
-
2
8-
4
-
1
2
3.00 12
4.00 12
Plate Offsets (X,Y)-- [2:0-6-0,0-4-8], [5:0-8-0,0-4-12], [8:0-2-0,0-1-12]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.55
0.88
0.85
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
-0.33
-0.60
0.15
0.02
(loc)
8-9
8-9
7
9
l/defl
>888
>489
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
M18SHS
Weight: 131 lb FT = 0%
GRIP
169/123
169/123
LUMBER-
TOP CHORD 2x6 SPF 2100F 1.8E *Except*
T3: 2x6 SPF 1650F 1.5E
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF 1650F 1.5E *Except*
W3,W4: 2x4 WW Stud, W1: 2x6 SPF 1650F 1.5E
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-7, 4-8, 5-7, 2-10
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)7=3049/0-5-8 (min. 0-4-11), 10=3049/0-5-8 (min. 0-4-11)
Max Horz 10=242(LC 31)
Max Uplift10=-29(LC 28)
Max Grav 7=3673(LC 14), 10=3678(LC 14)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-802/0, 2-3=-6380/55, 3-4=-6415/31, 4-5=-2630/75, 5-6=-264/90, 6-7=-438/22,
1-10=-790/9
BOT CHORD 10-11=-73/5555, 9-11=-98/5555, 9-12=0/4603, 12-13=0/4603, 8-13=0/4603, 7-8=0/2420
WEBS 2-9=0/514, 3-9=-1605/52, 4-9=0/2127, 4-8=-3100/52, 5-8=0/2310, 5-7=-4022/0,
2-10=-5657/156
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf 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 = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10.
8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) This truss has been designed for a total drag load of 240 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag
loads along bottom chord from 0-0-0 to 1-0-0 for 240.0 plf.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
E2
Truss Type
Roof Special
Qty
8
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466486
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:15:59 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-EApeAwmqfhkZWdv1PPcUY_MxENj1JwrBI2ynQyy7Q8k
Scale: 1/4"=1’
1
2
3
4
5
9 8 7 61011
7x12 M18SHS
7x10
4x6
5x10 M18SHS3x4
3x10
5x10 M18SHS
4x8
5x10 M18SHS
8-6-7
8-6-7
15-1-13
6-7-6
21-11-4
6-9-7
5-0-1
5-0-1
8-6-7
3-6-6
15-1-13
6-7-6
21-11-4
6-9-7
1-
9
-
8
3-
1
1
-
2
8-
4
-
1
2
3.00 12
4.00 12
Plate Offsets (X,Y)-- [3:0-8-4,0-4-0], [7:0-5-0,0-3-0]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.56
0.73
0.93
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
-0.21
-0.28
0.11
-0.02
(loc)
7-8
7-8
6
6-7
l/defl
>999
>920
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
M18SHS
Weight: 113 lb FT = 0%
GRIP
169/123
169/123
LUMBER-
TOP CHORD 2x6 SPF 2100F 1.8E
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF 1650F 1.5E *Except*
W3,W4,W6: 2x4 WW Stud, W1: 2x6 SPF 1650F 1.5E
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-6, 3-7, 4-6, 2-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)6=2695/0-5-8 (min. 0-3-9), 9=2695/0-5-8 (min. 0-4-1)
Max Horz 9=244(LC 34)
Max Uplift9=-41(LC 27)
Max Grav 6=2821(LC 14), 9=3222(LC 14)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-901/7, 2-3=-4757/84, 3-4=-2844/106, 4-5=-370/116, 5-6=-618/26, 1-9=-1019/14
BOT CHORD 9-10=-95/4328, 8-10=-96/4328, 7-8=0/4503, 7-11=0/2497, 6-11=0/2497
WEBS 2-8=-12/411, 3-7=-2276/27, 4-7=0/1204, 4-6=-3258/15, 2-9=-4214/159
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf 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 = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9.
8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) This truss has been designed for a total drag load of 240 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag
loads along bottom chord from 0-0-0 to 1-0-0 for 240.0 plf.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
E2G
Truss Type
Roof Special
Qty
1
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466487
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:16:01 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-AYxPbcn4BJ?Hmx3QXqeydPSHxAQ6nrFUmMRuUry7Q8i
Scale = 1:47.4
1
2
3
4
5
6
7
11 10 9 81213
10x10
5x5
5x6
5x10 M18SHS3x4
5x6
8x8
6x8
4x6
4x10
8-6-7
8-6-7
15-1-13
6-7-6
21-11-4
6-9-7
5-1-3
5-1-3
8-6-7
3-5-4
15-1-13
6-7-6
21-11-4
6-9-7
1-
3
-
7
3-
1
1
-
2
1-
5
-
1
1
7-
1
0
-
1
5
3.00 12 4.00 12
Plate Offsets (X,Y)-- [1:Edge,0-5-2], [5:0-4-0,0-4-12], [9:0-4-0,0-3-4]
LOADING (psf)
TCLL
(Roof Snow=100.0)
TCDL
BCLL
BCDL
100.0
15.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
(Matrix)
0.54
0.69
0.87
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
-0.19
-0.26
0.11
-0.02
(loc)
9-10
10-11
8
8-9
l/defl
>999
>999
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
M18SHS
Weight: 120 lb FT = 0%
GRIP
118/123
197/144
LUMBER-
TOP CHORD 2x6 SPF 2100F 1.8E *Except*
T1: 2x6 SPF 1650F 1.5E
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF 1650F 1.5E *Except*
W3,W4,W6: 2x4 WW Stud, W1: 1.5X7.25 Microllam LVL 2.0E TG
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-8, 5-9, 6-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.(lb/size)8=2686/0-5-8 (min. 0-3-7), 11=2686/0-5-8 (min. 0-3-11)
Max Horz 11=262(LC 30)
Max Uplift11=-39(LC 27)
Max Grav 8=2706(LC 14), 11=2923(LC 14)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-88/502, 2-3=-2489/50, 2-4=-1963/0, 4-5=-4314/80, 5-6=-2694/107, 6-7=-369/117,
7-8=-621/26, 3-11=-1628/32, 1-3=-607/19
BOT CHORD 11-12=-82/4252, 10-12=-59/4252, 9-10=0/4037, 9-13=0/2360, 8-13=0/2360
WEBS 4-10=-257/94, 5-10=0/274, 5-9=-1918/24, 6-9=0/1058, 6-8=-3077/12, 4-11=-2672/133
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf 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 = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11.
8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9) This truss has been designed for a total drag load of 240 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag
loads along bottom chord from 0-0-0 to 1-0-0 for 240.0 plf.
10) 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
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
E3G
Truss Type
GABLE
Qty
1
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466488
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:16:03 2014 Page 1 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-6x39?IpLiwF??EDpeFgQiqXf?_6UFv3nDfw?Zjy7Q8g
Scale = 1:42.6
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
29 28 27 26 25 24 23 22 21 20 19 18 17 165x10
4x4
4x4
5x5
8x8
21-11-4
21-11-4
21-11-4
21-11-4
0-
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4.00 12
Plate Offsets (X,Y)-- [1:0-3-15,Edge], [8:0-4-0,0-4-8], [16:Edge,0-3-8], [22:0-2-8,0-3-0]
LOADING (psf)
TCLL
(Roof Snow=100.0)
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100.0
15.0
0.0 *
10.0
SPACING-
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Rep Stress Incr
Code
2-0-0
1.00
1.00
YES
IBC2012/TPI2007
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0.44
0.69
0.21
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in
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16
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n/a
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999
999
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PLATES
MT20
Weight: 130 lb FT = 0%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SPF 1650F 1.5E
BOT CHORD 2x4 SPF 1650F 1.5E
WEBS 2x4 SPF 1650F 1.5E
OTHERS 2x4 SPF 1650F 1.5E
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 3-0-12 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.All bearings 21-11-4.
(lb) - Max Horz 1=178(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 18, 19, 20, 21, 23, 24, 25, 26, 28
except 1=-1674(LC 27), 16=-129(LC 30), 17=-149(LC 27)
Max Grav All reactions 250 lb or less at joint(s) 16 except 1=1820(LC 34), 17=424(LC
24), 18=471(LC 14), 19=458(LC 14), 20=453(LC 14), 21=453(LC 14), 22=463(LC
14), 23=456(LC 14), 24=441(LC 14), 25=396(LC 14), 26=335(LC 1), 27=369(LC 1),
29=1128(LC 14)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-5552/5305, 2-3=-4456/4316, 3-4=-4078/3954, 4-5=-3763/3649, 5-6=-3422/3311,
6-7=-3054/2937, 7-8=-2753/2648, 8-9=-2401/2312, 9-10=-2044/1959, 10-11=-1723/1639,
11-12=-1380/1309, 12-13=-1039/981, 13-14=-699/654, 14-15=-355/299
BOT CHORD 1-29=-5189/5173, 28-29=-4168/4152, 27-28=-3816/3800, 26-27=-3528/3512,
25-26=-3208/3192, 24-25=-2888/2872, 23-24=-2568/2552, 22-23=-2249/2233,
21-22=-1919/1903, 20-21=-1609/1593, 19-20=-1289/1273, 18-19=-969/953,
17-18=-649/633, 16-17=-329/313
WEBS 14-17=-393/76, 13-18=-444/25, 12-19=-431/21, 11-20=-426/24, 10-21=-427/37,
9-22=-437/16, 8-23=-428/65, 7-24=-415/64, 6-25=-368/28, 5-26=-313/17, 4-27=-324/16,
2-29=-989/42
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS
(envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-4-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.0psf 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.
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
December 19,2014
Job
03042-14B
Truss
E3G
Truss Type
GABLE
Qty
1
Ply
1
Lion’s Ridge / Bldg 1/ Roof
Job Reference (optional)
R43466488
7.600 s Sep 23 2014 MiTek Industries, Inc. Fri Dec 19 09:16:04 2014 Page 2 Alpine Truss, Montrose, CO - 81401
ID:6H?QcMI6c4e8LHnD43dQbjzXm0O-a7dXDepzTENsdOo?CyBfF24qlORj_MJxSJgY5Ay7Q8f
NOTES-
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 19, 20, 21, 23, 24, 25, 26, 28 except (jt=lb) 1=1674,
16=129, 17=149.
11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
12) This truss has been designed for a total drag load of 240 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to
21-11-4 for 240.0 plf.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane, Suite 109
Citrus Heights, CA, 95610
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
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Building#-1 RoofTrussLayout Lion'sRidgeApartmentHomes 1280NorthFrontageRdWestVail,CO RoofArea:10823.63|HipLines:0|RidgeLines:163.08 FasciaLines:346.17|RakedFascia:860.95|Valley:061408JayJayRoadMontrose,CO81401 Office:970.249.0801Fax:970.249.1296 Date:11/12/2014