HomeMy WebLinkAboutTruss Details V
Y � ,
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE:Job 57236R A-1 Roof Trusses
4451 St Lucie Blvd
Site Information: Fort Pierce,FL 34946
Customer Info: MASTERPIECE BUILDERS Project Name: DOYLE RES
Lot/Block: Model:
Address:4900 WATERSONG WAY Subdivision:
City: Port St. Lucie County:St. Lucie State: FL
Name Address and License#of Structural Engineer of Record, If there is one,for the building.
Name:James Bushouse License#:20311
Address: 1176 SW 4th Court
City: Boca Raton, FL 33432
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5
Wind Code:ASCE 7-10 Wind Speed: 180 MPH
Roof Load:46.0 psf Floor Load:0.0 psf
This package includes 35 individual,dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date No. Seal# Truss Name Date No. Seal# Truss Name Date
1 A0272860 A01G 1/14/14 13 A0272872 D03 1/14/14 25 A0272884 E08 1/14/14
2 A0272861 A02 1/14/14 14 A0272873 DT1 1/14/14 26 A0272885 FTG1 1/14/14
3 A0272862 A03 1/14/14 15 A0272874 DT2 1/14/14 27 A0272886 HJ5 1/14/14
4 A0272863 B01 G 1/14/14 16 1 A0272875 E01 G 1/14/14 28 A0272887 HJ5A 1/14/14
5 A0272864 B02 1/14/14 17 A0272876 E02 1/14/14 29 A0272888 HJ6 1/14/14
6 A0272865 B03 1/14/14 18 A0272877 E03 1/14/14 30 A0272889 HJ7 1/14/14
7 A0272866 CA 1/14/14 19 A0272878 E04 1/14/14 31 A0272890 J5 1/14/14
8 A0272867 CJ3 1/14/14 20 A0272879 E04A 1/14/14 32 A0272891 J513 1/14/14
9 A0272868 CJ3B 1/14/14 21 A0272880 E05 1/14/14 33 A0272892 J6 1/14/14
10 A0272869 CJ5 1/14/14 22 A0272881 E06 1/14/14 34 A0272893 J7 1/14/14
11 A0272870 D01G 1/14/14 23 A0272882 E06A 1/14/14 35 A0272894 NP 1/14/14
12 A0272871 D02 1/14/14 24 A0272883 E07 1/14114
Julius Lee,PE I Florida Certification Number 34869
The truss drawing(s) referenced have been prepared by MiTek 1109 Coastal Bay,Boynton Beach,FL 33435
Industries, Inc. under my direct supervision based on the parameters 1/14/14
provided by A-1 Roof Trusses, Ltd. \�\+++
0S
Truss Design Engineer's Name:Julius Lee
My license renewal date for the state of Florida is February 28 2015.
34869:
NOTE: The seal on these drawings indicate acceptance of =-p : f/
professional engineering responsibility solely for the truss _�0 : -� 5" - W_
1 1 /2014
components shown. The suitability and use of this component �0 STATE OF
for any particular building is the responsibility of the building % FCORIDP.
designer, per ANSI/TPI-1 Sec.2. '/�
0NIA�+����.
1109 COASTAL BAY
Page 1 of 1 BOYNTON BC,FL 33435
o russ russ ype y
57236R A01 G Roof Special Girder 1 1
Job Reference(optional) A0272860
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:16 2014 Page 1
ID:sf8?Y395JXmOwKJyJLviMGyspll-13QmnLH?ava53ZV WGNQdl ffUtUCUG6di1 oXvMpzvW9D
0 0 0 2-4-0 4-0 0 5-0 0 9 7-710 2-1 12 4 0 15-"15-8-0
2-4-0 1-&0 1-0-0 4-7-7 0-6 10 2.1-15 3-2-6 0-1-10
Scale=127.8
1.5x4=
1.5x4 II
7.00 12 4x8 1.5x4 II 1.5x4 II
=
tt
10
4.00 12 4x4
Un T3
13 3 T2
2x4 11
2
7
T1 N4 W7 cQ
1 W 1 3 F LA
0.7-8
Bi
s• s.
e s• 9 8 7
3x4= 10 5x6= 3x4= 3x8= 3x6 II
i 2-0.0 13-7-12
i
0-0-0 2-4-0 2-4-0 2-8-0 5-" 4-7-7 9-p&1 q21 5A-5 15-71015-8-0
Plate Offsets(X,Y): [4:0-5-8,0-2-01,[5:0-2-3,0-0-121,[6:0-2-3,0-0-121,[6:0-2-4,0-2-01,[10:0-2-4,0-2-81 0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.07 8-9 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.09 7-8 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(TL) 0.01 7 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:90 lb FT=0
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 Except:
WEBS 2x4 SP No.3*Except* 2-8-0 oc bracing:5-6
W1,W7:2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
JOINTS 1 Brace at Jt(s):6
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 7=758/Mechanical,10=680/0-8-0 (min.0-1-8)
Max Horz 10=177(LC 8)
Max Uplift7—699(LC 5),10=911(LC 4)
Max Grav7=758(LC 1),10=903(LC 43)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-285/211,3-4=-906/775,4-15=1141/1080,5-15=1141/1080,5-6=-1141/1080
BOT CHORD 1-10—167/294,9-10=607/688,9-16=-714/802,8-16=-714/802
WEBS 2-10=-209/295,3-10=-1011/786,3-9=-247/270,4-9=-361/487,6-7=-712/718,
5-8=-630/643,4-8=-860/840,6-8=-1168/1234
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 699 lb uplift at joint 7 and 911 lb uplift
at joint 10.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
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)122 lb down and 64 lb up at
5-0-0,and 122 lb down and 64 lb up at 7-1-1 on top chord,and 396 lb down and 319 lb up at 5-0-0,and 81 lb down and 63 lb up
at 7-1-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3—72,3-4=-72,4-5=72,5-6=-132(F=-60),7-12=20
Julius Lee,P.E. #34869
Continued on page 2 1109 Coastal Bay
Boynton Beach,FL 33435
Job I cuss russ ype ty ��Job
A0272860
57236R A01G Roof Special Girder 1 eference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:17 2014 Page 2
ID:sf8?Y395JXmOwKJyJLvjMGyspll-mF_8_hleLCiygj4ip4xsatBfduYj?ZsrGSGSuFzvW9C
LOAD CASE(S) Standard
Concentrated Loads(Ib)
Vert:4=38(B)9=187(B)15=38(B)16=22(B)
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ I russ I Ype Y
57236R A02 Half Hip 1 1
Job Reference(optional) A0272861
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:17 2014 Page 1
ID sf8?Y395JXmOwKJyJLvjMGyspll-mF_8_hleLCiygj4ip4xsatBnLuSP?cirGSGSuFzvW9C
0 0 0 2-4-0 4-0.0 7-0-0 11-2-6 15-4-12 15-6.6
2-4-0 1-8-0 3-0-0 4-2-6 4-2-6 '10
Scale=127.5
4x4= 3x4= 1.5x4 11
7.00 Fl2 4 5 6 7
3 Fl
4.00 Fl2 4x4 T2 ,
3
1.5x4 11
2
T1 0 10
1 W1
81
6• �
s 6• 10 9
3x4= 11 3x6= 3x8= 8
2-0-0 13-6-6 5x6=
0-0-0 2-4-0 2 4 0 48 0 7 0 0 8 4 12 10t'j 015-6 s
Plate Offsets(X,Y): [9:0-3-0,0-3-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.15 9-10 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.38 9-10 >413 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.02 9 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:81 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-3 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross
W1:2x6 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 11=828/0-8-0 (min.0-1-8),9=590/Mechanical
Max Horz 11=284(LC 12)
Max Upliftl 1=-584(LC 8),9=473(LC 9)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-659/236,2-3=-500/195,3-4=913/650,4-5—823/668
BOT CHORD 1-11=-209/651,10-11=-579/813,9-10=-730/686
WEBS 2-11=-259/484,3-11=1130/1099,5-10=-39/259,5-9=-884/940
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MW FRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 584 lb uplift at joint 11 and 473 lb uplift
at joint 9.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
o cuss runs Type City �Ply
A0272862
57236R A03 Halt Hip 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:18 2014 Pagge 1
I D:sf8?Y395JXmOwKJyJLvjMGyspll-FSYWCOJG6WgpltfvNoS564kvflsGkxi?U60?QhzvW9B
0-0-0 2-4-0 4-0-0 9-0.0 ll -t12 15-6-6
2.4-0 1.8-0 5-0.0 6-4-12 0 .110
Scale=1:30.1
5xl0 MT20H=
1.5x4 II
4 5 6
7.00 F12 T3ri
4.00 12 46
3
1.5x4 II
2
T1
1 W1 0- 10
Bt
s
c s 9 8
3x4= 10 3x6= 3x4= 5x6=7
2-0-0 i 13-6-6 5 q p
0-0-0 2-4-0 2 4 0 6-8-0 9-0-0 6-4-12 10 1'J 015-6-6
Plate Offsets(X Y): (4:0-7-8 0-2-0] f8:0-3-0,0-3-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.04 8-9 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.10 8-9 >999 240 MT20H 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.02 8 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:83 Ito FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins.
T3:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross
WEBS 2x4 SP No.3*Except* bracing be installed during truss erection,in accordance with
W1:2x6 SP No.2 Stabilizer Installation guide.
REACTIONS (lb/size) 10=828/0-8-0 (min.0-1-8),8=590/Mechanical
Max Horz 10=391(LC 12)
Max Upliftl0=-525(LC 12),8=-472(LC 9)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=719/209,2-3=-581/196,3-4=808/523
BOT CHORD 1-10—191/707,9-10=-729/1044,8-9=-637/759
WEBS 2-10=144/417,3-1 0=-1 235/1178,3-9=334/271,4-9=0/281,4-8=-933/783,
5-8=-264/397
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.Il;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)Plates checked for a plus or minus 0 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 525 lb uplift at joint 10 and 472 lb uplift
at joint 8.
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. 934869
1109 Coastal Bay
Boynton Beach,FL 33435
• Job I russ I russ Type y
A0272863
57236R B01 G Roof Special Girder 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:19 2014 Page 1
ID:sfB?Y395JXmOwKJyJLvjMGysplpl-je6vPMJutgyfwl E5xVzKflG9wi3M8jmIZy8zvW9A
0-0-0 2 40 2tO 1-8-0 4-0-0.5.0-0 4-2-0
0 4-2-01�1 0 04t0 1 8 0 16-0-0 2� 18-4-0
Scale=1:33.2
7.0D 12
4x4
4.00 F12 44% 6
7 4x4
2x4 11 3 pp L 2x4 11
2 8
5 {n
3 04
1 9
R4 81
& e e
Io
6' a 13 12 11
14 4x4= 10 3x4=
3x4=2-0-0 5x6= 3x8= 14-3.4 3x8= 5x6=, 2-0-12
0_ -0 2-4-0 2-4-0 2-8-0 5-0-0 4-2-0 9-2 4-2-0 13_4o 2-8-0 16-0-0 2. 1841-0
Plate Offsets(X,Y): f10:0-2-4,0-2-121,f14:0-2-4,0-2-121
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.32 11-13 >516 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.36 11-13 >452 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(TL) 0.03 10 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:90 Ib FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-1 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing.
WEBS 2x4 SP No.3`Except* MiTek recommends that Stabilizers and required cross
WI:2x8 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 14=499/0-8-0 (min.0-1-8),10=499/0-3-0 (min.0-1-8)
Max Horz 14=65(LC 8)
Max Upliftl4=-947(LC 4),10—947(LC 5)
Max Grav 14=950(LC 43),10=950(LC 42)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=294/215,3-4=-1307/840,4-21_1183/786,5-2111831786,5-22—1183/786,
6-22=1183/786,6-7=1307/840,8-9=-294/215
BOT CHORD 1-14—172/296,13-14=555/1036,13-23—883/1311,12-23=-883/1311,12-24=-883/1311,
11-24=-883/131 1,10-11=-517/1027,9-1 0=-1 72/296
WEBS 2-14=203/309,3-14—1296/894,3-13=282/388,4-13=-262/551,6-11=261/551,
7-11=-282/389,7-1 0=-1 297/894,8-10—203/309,5-11=311/372,5-13=311/372
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plate(s)at joint(s)1,3,4,6,7,9,2,14,13,11,10,8 and 5 checked for a plus or minus 0 degree rotation about its center.
5)Plate(s)at joint(s)12 checked for a plus or minus 4 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 947 lb uplift at joint 14 and 947 Ib uplift
at joint 10.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)122 Ib down and 64 Ib up at
5-0-0,122 Ib down and 64 Ib up at 7-0-12,122 Ib down and 64 Ib up at 9-0-12,122 Ib down and 64 Ib up at 9-3-4,and 122 Ib
down and 64 Ib up at 11-3-4,and 122 Ib down and 64 Ib up at 13-4-0 on top chord,and 396 Ib down and 319 Ib up at 5-0-0,81
Ib down and 63 Ib up at 7-0-12,81 Ib down and 63 Ib up at 9-0-12,81 Ib down and 63 Ib up at 9-3-4,and 81 Ib down and 63 Ib
up at 11-3-4,and 396 lb down and 319 Ib up at 13-3-4 on bottom chord. The design/selection of such connection device(s)is
the responsibility of others.
11)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+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Julius Lee,P.E. #34869
Continued on page 2 1109 Coastal Bay
Boynton Beach,FL 33435
• Job I russ I russ I ype uty Ply
A0272863
57236R B01 G Roof Special Girder 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MTek Industries,Inc.Tue Jan 14 08:12:19 2014 Page 2
ID:sf8?Y395JXmOwKJyJLvjMGyspll-je6vPMJutgyfwlE5xVzKflG9wi3fTZJ8jmlZy8zv 9A
LOAD CASE(S) Standard
Uniform Loads(plf)
Vert:1-3=-72,3-4=-72,4-6=72,6-7=-72,7-9=72,15-18=-20
Concentrated Loads(Ib)
Vert:4=38(F)6=38(F)12=43(F)13=187(F)11=187(F)5=77(F)21=38(F)22=38(F)23=22(F)24=22(F)
Julius Lee,P.E.#34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ I cuss I ype Uty Ply
A0272864
57236R B02 Roof Special 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:20 2014 Page 1
ID:sf8?Y395JXmOwKJyJLvjMGyspll-BggHdiKWe74WYApH VCUZBVpJ96ZwC?YIyQV6VazvW99
0-0-0 2-4-0 2-4-0 1-8-0 4-0.0 3.0.0 7-0-0 4A-0 11-4-0 3-0-0 14-4-0 1-10-7 16-2-7 2-1-9 18- -0
Scale=1.33.2
4x4= 4x4=
7.00 12 4
5
4.00 12 44
6 4x4
1.5x4 II 3 1.5x4 II 7
2 7 c%
2
1 1 1 8
B ill to
tr
6' c 12 11 10 9
13
3x4= 3x4— 3x4= 3x6= 3x4=
3x4=2-0-0 3x6= 14-3-4 i 2-0-12
2-4-0 7-0-0 11-4-0 16-2-7 18A-0
2-4-0 443-0 4A-0 4-10-7 1 2-1-9
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.10 12-13 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.11 12-13 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a
BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:85 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-13 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross
W1:2x6 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 13=843/0-8-0 (min.0-1-8),9=844/0-3-2 (min.0-1-8)
Max Horz 13=104(LC 12)
Max Upliftl3=-600(LC 8),9=-601(LC 9)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2—649/203,2-3=493/170,3-4_1019/684,4-5=917/700,5-6—1019/684,6-7=-495/171,7-8=-651/205
BOT CHORD 1-13=-180/639,12-13=-307/702,11-12=-287/730,10-11=-287/730,9-10=-203/699,8-9=-181/642
WEBS 2-13=-246/475,3-13=-1199/1115,6-9=-1199/1115,7-9=-246/475
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 600 lb uplift at joint 13 and 601 lb uplift
at joint 9.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E.#34869
1109 Coastal Bay
Boynton Beach,FL 33435
ocusscuss A027286
YPe tY y
5
57236R �B4O3 1,100FSPECIAL 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print 7.500 s Nov 26 2013 MTek Industries,Inc.Tue Jan 14 08:12:212014 Page 1
ID:sf6?Y395JXmOwKJyJLvjMGyspll-f1Efg2L8PRCN9KOT2w?okjMP1 VtHxS8RB4Ef10zvW98
2-4-0 1-8 0 4-0-0 5 0 0 O 2�0 0�2 0�0 5-0-0 14-0-0 1 8-0 16-0-0 2-4-0 18-4-0
0 0 0 2-0 0
Scale=1,33.2
4x4=
4
7.00 12
T 2
4.00 F12 4x6
5 4x6
1.5x4 II 3 1.5x4 II
2 6
1 T1
1 W1 W1 7
rj 81 B1
e �
0
B e s s
10 3x6= 5x8= 3x6= 3x4=
3x4=
2-0-0 14-3-4 2-0.12
0 0-0 2 4-0 2-4-0 -10-0 9-2 6-10-0 16-0-0 2� 18-4-0
Plate Offsets(X,Y): [4:0-2-0,0-2-81,[9:0-4-0,0-3-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.04 9-10 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.09 9-10 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:89 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross
Wl:2x6 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 10=843/0-8-0 (min.0-1-8),8=843/0-3-2 (min.0-1-8)
Max Horz 10=168(LC 11)
Max Upliftl0=-582(LC 12),8—582(LC 13)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-691/201,2-3=566/192,3-4—1082/594,4-5=1082/594,5-6=-566/192,6-7=-691/201
BOT CHORD 1-10—183/681,9-10—442/898,8-9=299/898,7-8_183/681
WEBS 2-10—133/378,3-10—1471/1254,3-9=247/262,4-9=23/274,5-9=-249/263,5-8=-1471/1254,6-8=-133/378
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 582 lb uplift at joint 10 and 582 lb uplift
at joint 8.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ I russ I ype Uty Ply
A0272866
57236R GA Jack-Open 16 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:
ID s vf8?Y395JXmOwKJyJL MGyspll-fl Efg2L8PRCN9KOT 1 2w?okjMa nc.Tue n xVxXzRB4Ef10zvW98
0-0-0 1-0-0
1-0-0
4.00 12 Scale=1:6.7
i
1 �
T1
B1
2x4=
0-0-0 1-0-0
1-0-0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 4 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.13 Vert(TL) 0.00 4 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight:3 lb FT=0
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 2=61/Mechanical,4=32/Mechanical
Max Horz 2=-94(LC 8),4=125(LC 8)
Max Uplift2—80(LC 8),4—47(LC 8)
Max Grav2=61(LC 1),4=35(LC 3)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-313/105
BOT CHORD 1-4=-103/325
NOTES
1)Wind:ASIDE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation about its center.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 80 lb uplift at joint 2 and 47 lb uplift at
joint 4.
7)Non Standard bearing condition. Review required.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
o russ russ ype y
A0272867
57236R CJ3 Jack-Open 167 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print 7.500 s Nov 26 2013 MTek Industries,Inc.Tue Jan 14 08:12:22 2014 Page 1
ID:sf8?Y395JXmOwKJyJLvjMGyspll-7Dol20MrnAIKEn UzgcdW 1 HwucXv8wgyxbPk_DZTzvW97
0-0-0 3-0 0 3-0-0
Scale=1:9.8
3x4 II
4.00 F12 2
T1
1
W1
F]
B1
2x4
�e
5
3x6 II
no 2.0.12 3-0-0
Plate Offsets(X,Y): f2:0-3-7,0-0-121
LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/dell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.00 5 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.76 Vert(TL) 0.00 5 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.08 3 n/a n/a
BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight:11 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 3=-188/Mechanical,4=-198/Mechanical,5=657/0-3-2 (min.0-1-8)
Max Horz5=90(LC 8)
Max Uplift3=-188(LC 1),4—198(LC 1),5=-857(LC 8)
Max Grav3=223(LC 8),4=239(LC 8),5=657(LC 1)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
WEBS 2-5=464/1157
NOTES
1)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MW FRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;porch left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation about its center.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 188 lb uplift at joint 3,198 lb uplift at
joint 4 and 857 lb uplift at joint 5.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. 934869
1109 Coastal Bay
Boynton Beach,FL 33435
o cuss russ ype ty y
57236R CJ3B Jack-Open 2 1
Job Reference(optional) A0272866
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MTek Industries,Inc.Tue Jan 14 08:12:23 2014 Page 1
ID:sf8?Y395JXmOwKJyJLviMGyspll-bPLPFkNOx2S5PeXsAL2Gp8RwhJfJPRSke0jm5vzvW96
0-0-0 1-0-0
1-0-0
4.00 F12 Scale=1:10.0
2x4 11 3
1
T1
W1
B1
5
2x4 11
0-0-0 1.0-0
1-0-0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.04 Vert(LL) -0.00 5 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 5 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:5 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 4=8/Mechanical,2=29/Mechanical,5=3110-3-2 (min.0-1-8)
Max Horz5=25(LC 8)
Max Uplift4=-14(LC 8),2=-59(LC 8)
Max Grav4=14(LC 3),2=29(LC 1),5=34(LC 21)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES
1)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Extedor(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation about its center.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 lb uplift at joint 4 and 59 lb uplift at
joint 2.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I runs r A0272 9
uss ype y
86
57236R CJS Jack-Open 8 1
Job Reference o tional
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 Welk Industries,Inc.Tue Jan 14 08:1224 2014 Page 1
ID:sf8?Y395JXmOwKJyJLvjMGyspll-3cvoS4N1 iMby0o62k2ZVML_zyjm8tCtt2TKeLzvW95
0-0-0 40 0 4-0-0 1� 5 0 0
7.00 12 Scale=1:14.7
4x4
3 T2
4.00 F12
1.5x4 II
2 v
T1 `� a
W2
1
W1
B1
ll 4
p• 6
2x4= 1.5x4 11
7
1.5x4 II
2-0-0 3-0-0
2-4-0 2-4-0 1-8-0 4 1 1-0.0 0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.01 6-7 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.67 Vert(TL) 0.02 6 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.08 4 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:19 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x6 SP No.2*Except* MiTek recommends that Stabilizers and required cross
W2:2x4 SP No.3 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 4=34/Mechanical,5=-10/Mechanical,7=431/0-8-0 (min.0-1-8)
Max Horz 7=171(LC 12)
Max Uplift4=-52(LC 12),5=-110(LC 9),7=-574(LC 8)
Max Grav4=48(LC 21),5=7(LC 10),7=431(LC 1)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-331/165
BOT CHORD 1-7—168/346
WEBS 2-7=342/762
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vu1t=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MW FRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;porch left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on,the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 4,110 lb uplift at
joint 5 and 574 lb uplift at joint 7.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job russ I russ I ype y
57236R D01G Half Hip Girder 1 1
Job Reference(Optional) A0272870
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:25 2014 Pa 1
ID:sf8?Y395JXmOwKJyJLvjMGyspll-XoTAgOOfrgjpeyhFHm4kuZW6Q7CItCx1 NCtAnzvW94
0 0 0 2-4-0 1" 7-0-0 11-3-10 775 7...1q15.8-0
2-4-0 1-8 0 3-0-0 4-3-10 4-3-10 o-0 12
Scale=127.9
4x4 �&4= 1.5x4 II
7.00 12 6
3
Li
4.00 F12 44% T2
3
2x4 11
m
2
T1
1 W
18
1
m
B, Ic?
6 s 9 8
3x4= 10 5x6= 3x8= 46 11 7
2-0.0 13-8-12
0 0 0 2-4-0 7-0-0 l 7-4 15-8-12
2-4-0 4-8.0 8-7-4 0 1r8
Plate Offsets(X,Y): f8:0-3-0,0-1-81,fl0:0-2-4,0-2-121
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.32 8-9 >492 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.61 8-9 >257 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.58 Horz(TL) -0.02 8 n/a n/a
BCDL 10.0 Code FBC2010(TP12007 (Matrix-M) Weight:82 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3'Except* MiTek recommends that Stabilizers and required cross
W1:2x8 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 10=918/0-8-0 (min.0-1-8),8=791/Mechanical
Max Horz 10=284(LC 8)
Max Upliftl 0=-1 072(LC 8),8=-1103(LC 5)
Max Grav 10=1004(LC 43),8=1082(LC 40)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=329/246,3-4=-1338/1288,4-14=-1171/1195,5-14=-1171/1195
BOT CHORD 1-10—197/326,9-10=1056/983,9-17—964/833,17-18=964/833,18-19=964/833,
19-20—964/833,8-20=-964/833
WEBS 2-10=-214/324,3-10—1341/1317,3-9=408/452,4-9=157/374,5-9=337/543,
5-8=-1064/1230
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1072 lb uplift at joint 10 and 1103 lb
uplift at joint 8.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)321 lb down and 397 lb up at
7-0-0,209 lb down and 177 lb up at 9-1-1,209 lb down and 177 lb up at 11-1-1,and 209 lb down and 177 lb up at 13-1-1,and
209 lb down and 177 lb up at 15-1-1 on top chord,and 319 lb down and 301 lb up at 7-0-0,109 lb down and 82 lb up at 9-1-1,
109 lb down and 82 lb up at 11-1-1,and 109 lb down and 82 lb up at 13-1-1,and.109 lb down and 82 lb up at 15-1-1 on bottom
chord. The design/selection of such connection device(s)is the responsibility of others.
11)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+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-72,3-4=72,4-6=-72,7-11=-20
Julius Lee,P.E. #34869
Continued on page 2 1109 Coastal Bay
Boynton Beach,FL 33435
o russ russ ype ry y
57236R D01 G Half Hip Girder 1 1
Job Reference(optional) A0272870
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.50D s Nov 26 2013 Print 7.500 s Nov 26 2013 MTek Industries,Inc.Tue Jan 14 08:12:26 2014 Page 2
I D:sf8?Y395JXmOwKJyJLvjMGyspl l-0_1 YtmPHEzrgG5GRrTbzRm3HAWXXcfBAKMyoiEzvW93
LOAD CASE(S) Standard
Concentrated Loads(Ib)
Vert:4=-97(B)9=77(B)5=-34(B)14=-34(B)15=34(B)16=34(B)17=32(B)18=-32(B)19=32(B)20=-32(B)
Julius Lee,P.E.#34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job Iruss
russ ype ty y
A0272871
57236R ID02 Half Hip 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:26 2014 Pa�gge� 1
ID:sf8?Y395JXmOwKJyJLvjMGyspl1-0_1 YtmPHEzrgG5GRrTbzRm3Gh WarcjgAKMyQiEzvW93
0-0-0 2-4-0 4-0o 9-0-0 15-7-4 15-&0
2-4-0 1-8-0 5-0-0 6.7-4 0-0r12
Scale=130.5
5x10 MT20H
1.5x4 II
4 5
7.00 12 T3
4.00 F12 4x6
or
3
1.5x4 II &48
2
T1
1 W1
rfjm
LJIcy
e e o
e e 8 7
3x4= 9 3x6= 3x4= 46 11 6
2-0-0 1 13-8-12
0-0-0 2-4-0 2-4-0 6 S-0 9-0-0 6-7-4 1`71 15-8-12
Plate Offsets(X,Y): r4:0-6-0,Edgel,f7:0-3-0,0-1-81 8
LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/dell L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.05 7-8 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.12 7-8 >999 240 MT20H 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 7 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:84 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 4-4-15 oc purlins.
T3:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-7
WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross
WI:2x6 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation quide.
REACTIONS (lb/size) 9=837/0-8-0 (min.0-1-8),7=590/Mechanical
Max Horz9=391(LC 12)
Max Uplift9=-530(LC 12),7=-461(LC 9)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=716/209,2-3=-578/196,3-4=-833/544
BOT CHORD 1-9=-191/705,8-9=-740/1056,7-8=-656/782
WEBS 2-9—146/418,3-9=-1254/1191,3-8=325/267,4-8=0/285,4-7—951/797,5-7=-259/377
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MW FRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)Plates checked for a plus or minus 0 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 530 lb uplift at joint 9 and 461 lb uplift
at joint 7.
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Jou I runs I
toss YPe tY Y
A0 772872
57236R D03 Half Hip 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print 7.500 s Nov 26 2013 MTek Industries,Inc.Tue Jan 14 08:12:27 2014 Page 1
I D:sf8?Y395JXmOwKJyJLvj MGyspl l-U Bbw550v?HzXtFrdPA6C_cU46wweL2jKZOh_Fgzv W92
0 0-0 2 4-0 2-4-0 1-8-0 4-0-0 2-1010 6.10-10 41 5 11-0-0 4-7-4 15-7r1215-8-0
48= 1.5x4 II Scale=1:34.2
5 6
T3
7.00 F12
3x4\\
4
4.00 12 4x4 5
3x6% 3
2 4
1
1 W1
B1 1
F O
0 10 9 8
11 7
3x4= 1.5x4 II 3x8= 3x4= 4x6 II
0- 0 2-0-0 13-8-12 8 15-8-12
Plate Offsets MY): [4:0-2-0,0-1-01,[5:0-5-8,0-2-01,[8:0-3-0,0-1-81
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.06 9-10 >999 360 MT20 2441190
TCDL 16.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.16 9-10 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.02 8 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:94 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-7 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross
Wl:2x6 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 11=837/0-8-0 (min.0-1-8),8=590/Mechanical
Max Horz 11=498(LC 12)
Max Upliftl 1=-517(LC 12),8—458(LC 9)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2—611/224,2-3=-742/204,3-4—902/329,4-5=-629/383
BOT CHORD 1-11=-199/612,10-11=-348/334,9-10=-878/1120,8-9=-479/585
WEBS 2-11=-1 092/964,2-10=-612/994,3-10=-387/251,5-9=-227/535,5-8=-942/771,4-9—686/500,4-10_93/347,
6-8=-176/257
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plates checked for a plus or minus 0 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 517 lb uplift at joint 11 and 458 lb uplift
at joint 8.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E.#34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job russ I russ I ype uty Fly
57236R DT1 Common Supported Gable 1 1 A0272873
Job Reference o tional
At ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:28 2014 Page 1
I D:sf8?Y395JXmOwKJyJLvj MGysp 11-yN 911 RQXmb5OVPQgzudR W B8kBKLN4h5Tog RXn6zvW 91
0.0-0 40 0 4-0-0 4-0-08-0-0
44= Scale=124.3
3
7.00 F12
1.5x4 II
1.5x4 II
4
2T1 1
1.5 x4 II
1.5x4 II 5
T
T1 T1
W1 W1 ab
B1
10 9 8 7 6 2x4 I I
2x4 11 1.5x4 11 1.5x4 11 1.5x4 [I
0-0-0 &� 6-0-0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.12 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stresslncr YES WB 0.10 Horz(TL) 0.00 6 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:42 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS All bearings 8-0-0.
(lb)- Max Horz 10=-152(LC 8)
Max Uplift All uplift 100 lb or less at joint(s)except 10=116(LC 13),6=-113(LC 12),9=-256(LC 12),
7=254(LC 13)
Max Grav All reactions 250 lb or less at joint(s)10,6,8 except 9=324(LC 21),7=319(LC 22)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-253/288,3-4=253/288
WEBS 2-9=357/348,4-7=-357/348
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=5.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
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)Plates checked for a plus or minus 0 degree rotation about its center.
5)Gable requires continuous bottom chord bearing.
6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
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.
9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 lb uplift at joint 10,113 lb uplift at
joint 6,256 Ito uplift at joint 9 and 254 lb uplift at joint 7.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job russ I russ I ype Qty y
A0272874
57236R DT2 Common 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MTek Industries,Inc.Tue Jan 14 08:12:28 2014 Page 1
I D:sf8?Y395JXmOwKJyJLvj MGyspl l-yN911 RQXmb5OVPQgzudR WBBcNKES4h uTog RXn6zvW 91
G-0-0 4-0-0 4-0-0 4 0-0 8-0-0
44= Scale=124.6
2
7.00 12
T1 T1
3x8 MT20H I I 3x8 MT20H I I
3
1 W2
cp
B1
e 6. 5 6 s.
6 1.5x4 II 4
5x10 MT20H I I 5x10 MT20H I I
0-0.0 40 0 4-0-0 40 0 8-0-0
Plate Offsets(X,Y): rl:0-4-12,Edge],[3:0-4-12,Edge],f4:0-3-8,Edge)
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) 0.24 5 >393 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.56 Vert(TL) 0.21 5 >443 240 MT20H 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.01 4 n/a n/a
BCDL 10.0 Code FBC201 O/TP12007 (Mat(x-M) Weight:35 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.2`Except* BOT CHORD Rigid ceiling directly applied or 7-6-14 oc bracing.
W2:2x4 SP No.3 MTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 6=35510-8-0 (min.0-1-8),4=355/0-8-0 (min.0-1-8)
Max Horz 6—152(LC 8)
Max Uplift6=-297(LC 9),4=297(LC 8)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-436/789,2-3=-436/789,1-6—489/706,3-4—489/706
BOT CHORD 5-6=481/219,4-5=481/219
WEBS 2-5=421/84
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;porch left and right exposed;C-C for
members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)All plates are MT20 plates unless otherwise indicated.
4)Plates checked for a plus or minus 0 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 297 lb uplift at joint 6 and 297 lb uplift
at joint 4.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
ocuss cuss ype y
��72875
57236R �'101G Roof Special Girder 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MIT&Industries,Inc.Tue Jan 14 013:12:30 2014 Page 1
IDsf8?Y395JXmOwKJyJLvjMGysp11-umH3j7SnHCL61qaC4JgvbcEuG8g8YOgmFzwer?zvW9?
0-0 o 2-4-0 -0 4 0.0 7-0-0 12-4-0 16-0-0 19-8-0 25-0-0 28-0 0 29-8-0 32.0-0
2-4-0 1-8 3-0-0 5.4-0 3-8-0 3-6-0 5-4-0 3-0-0 1-8-0 2-4-0
Scale=1:58.4
2x4 11
7.00 P2 48=
2x4 I 3x6- 3x8 OH=
4x- 8=
4.00 12 5 6 8
4x4 4x4
2x4 II 3 10 2x4 11
2 11Ch
n
1 12
LLJ to
19 18 17 16 15 14 13
�1_ 2-0-0 i 4xa= 1ds4ff= RY12- FY12 A8-0-0 RY4= 4YFi 2-0-0
4 4-=� f 3xEs M!20Fr- 3X4=
i 28-0-0
0-0 0 2-4-0 7-0 0 12 4 0 19-8-0 25-0-0 29 8 0 32-0-0
2-4-0 4-8-0 5-4-0 7-4-0 5-4-0 4-8-0 2-4-0
Plate Offsets(X,Y): [4:0'5-8,0-2-01,[9:0-5-8,0'2-01,[13:0-2-4,0-2-01,[15:0-6-0,0-3-01,[17:0-6-0,0-3-01,[19:0-2-4,0-2-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.46 15-17 >454 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.93 Vert(TL) 0.39 15-17 >537 240 MT20H 187/143
BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(TL) -0.03 13 n/a n/a
BCDL 10.0 Code FBC201 OrFP12007 (Matrix-M) Weight:175 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-8-5 oc bracing.
WEBS 2x4 SP No.3'Except* MTek recommends that Stabilizers and required cross
W1,W6:2x8 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 19=477/0-8-0 (min.0-1-8),17=1925/0-8-0 (min.0-2-10),13=998/0-8-0 (min.0-1-8)
Max Horz 19=104(LC 8)
Max Upliftl9=394(LC 8),17-3467(LC 5),13=1691(LC 5)
Max Grav19=498(LC 41),17=2226(LC 43),13=1002(LC 42)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-284/204,3-4=-581/135,4-26=-1043/675,26-27=-1043/675,5-27=-1043/675,
5-28=1043/675,28-29-1043/675,6-29_1043/675,6-30=1032/2156,7-30=-1032/2156,
7-8=103212156,8-31=-1 032/2156,31-32=-1032/2156,9-32=-1032/2156,
9-10=-1122/2084
BOT CHORD 1-19=-163/293,18-19=130/623,18-33-89/652,33-34=89/652,17-34=89/652,
17-35=-553/411,35-36=-553/411,16-36=-553/411,16-37=-553/411,37-38=553/411,
15-38=553/411,15-39=1681/987,39-40=-1681/987,14-40=1681/987,
13-14-1333/750
WEBS 2-19=180/278,3-19=-537/259,3-18=-136/258,4-18=265/526,4-17=-1117/1286,
5-17=-507/673,6-17=-1315/2393,6-15=-1909/947,8-15=-493/647,9-15=-452/325,
9-14=-426/201,10-14=-534/325,10-13=-1116/1846,11-13=-203/308
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope);cantilever left and right exposed;porch right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)Plate(s)at joint(s)1,3,4,7,9,10,12,2,19,18,17,5,6,8,15,14,13 and 11 checked for a plus or minus 0 degree rotation about
its center.
6)Plate(s)at joint(s)16 checked for a plus or minus 5 degree rotation about its center.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 394 lb uplift at joint 19,3467 lb uplift at
joint 17 and 1691 lb uplift at joint 13.
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
Julius Lee,P.E. #34869
Continued on page 2 1109 Coastal Bay
Boynton Beach,FL 33435
Job Iruss
russ Type ty y
57236R �EWG Roof Special Girder 1 1
Job Reference(optional) A0272875
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:30 2014 Pa�9g��e 2
ID:sf8?Y395JXmGwKJyJLvjMGyspl l-umH3j7SnHCL6kjaC4JgvbcEuG8g8YOgmFzwer?zvW9?
NOTES
11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)209 lb down and 177 lb up at 7-0-0,209 lb down and 177 lb up at
9-0-12,209 lb down and 177 lb up at 11-0-12,209 lb down and 177 lb up at 13-0-12,209 lb down and 177 lb up at 15-0-12,209 lb down and 177 lb up at 16-11-4,
209 lb down and 177 lb up at 18-11-4,209 lb down and 177 lb up at 20-11-4,and 209 lb down and 177 lb up at 22-11-4,and 209 lb down and 177 lb up at 25-0-0 on
top chord,and 319 lb down and 301 lb up at 7-0-0,109 lb down and 82 lb up at 9-0-12,109 lb down and 82 lb up at 11-0-12,88 lb down and 199 lb up at 13-0-12,88
lb down and 199 lb up at 15-0-12,88 lb down and 199 lb up at 16-11-4,88 lb down and 199 lb up at 18-11-4,88 lb down and 199 lb up at 20-11-4,and 88 lb down
and 199 lb up at 22-11-4,and 361 lb down and 418 lb up at 24-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-72,3-4=72,4-9=72,9-10=72,10-12=72,20-23=-20
Concentrated Loads(lb)
Vert:4=-34(F)7=-34(F)9=-34(F)18=77(F)14=75(F)26=34(F)27=34(F)28=34(F)29—34(F)30=34(F)31=34(F)32=-34(F)33=-32(F)34=-32(F)35—34(F)
36=34(F)37=34(F)38=34(F)39=34(F)40=-34(F)
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,PL 33435
Job I russ I russ I ype Qty Ply
A0272876
57236R E02 Roof Special 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MTek Industries,Inc.Tue Jan 14 08:12:31 2014 Page 1
IDsf8?Y395JXmOwKJyJLvjMGyspl1-MygRxTTQ2WTzMt9OeOB88gm2EXATHsGvUdfBORzvW9_
0 0 0 2-4-0 2t4 -8 0 0-0 5 0 0 9-0-0 3-0 0 12A-0 7-4-0 19-8-0 3.4-0 23 0 O 540 28-" 2 �2-4-0
3240
Scale=1:58.4
48=
7.00 F12 1.5x4 II 3x6= 4813 =
4 5 6 7
4.00 F12
46
6 46
1.5x411 3 8 1.5x411
2 9 v
1
10 I CP
o
17 16 15 14 13 12 11
2-0 0 S_6_ 10-0-0 = 4 _ 3x8 NMOH= 18-0-0 = 2-0-O;x4
3x4 =
= ` — —
i 28-0-0 i
0-0-0 2-4-0 9-" 12-4-0 7-4-0 23-0-0 29�6-0 3240
2.4-0 6-8.0 3-4-0 7-4-0 3-4-0 6.8.0 2-4-0
Plate Offsets(X,Y): [4:0-5-8,0-2-0),[7:0-5-8,0-2-01,fl5:0-4-0,0-3-0]
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.47 13-15 >441 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.92 Vert(TL) 0.42 13-15 >500 240 MT20H 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) -0.04 11 n/a n/a
BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight:176 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-15
Wl:2x6 SP No.2 MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 17=544/0-8-0 (min.0-1-8),15=1464/0-8-0 (min.0-2-3),11=937/0-8-0 (min.0-1-8)
Max Horz 17=-166(LC 10)
Max Upliftl7—399(LC 12),15=1602(LC 9),11—1057(LC 9)
Max Grav17=558(LC 25),15=1464(LC 1),11=944(LC 26)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-596/207,2-3=489/208,3-4=-275/100,4-5=332/269,5-6=332/269,
6-7=-798/1906,7-8=-949/1967,9-1 0=-1 87/251
BOT CHORD 1-1 7=-1 92/600,16-17=-244/617,15-16=-98/612,14-15=-1348/618,13-14=-1348/618,
12-13=1326/600,11-12=1357/810
WEBS 2-17—110/318,3-17=745/527,3-16=497/412,4-16=45/262,4-15=-774/465,
5-15=-554/776,6-15=-1243/2620,6-13=-613/215,7-13=-251/102,7-12=-557/168,
8-12=-307/242,8-11=-1 404/2175
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;porch right exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)Plate(s)at joint(s)1,3,4,7,8,10,2,17,16,15,5,6,13,12,11 and 9 checked for a plus or minus 0 degree rotation about its
center.
6)Plate(s)at joint(s)14 checked for a plus or minus 5 degree rotation about its center.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 399 lb uplift at joint 17,1602 lb uplift at
joint 15 and 1057 lb uplift at joint 11.
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. 934869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I cuss I russ I ype city ly
57236R E03 Roof Special 1 a0272877
1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:32 2014 Page 1
ID:sfB?Y395JXm0wKJyJLvjMGyspl l-g8Op8pU2ppbp_OjbCkiNh i JG WxU20lc3iHPlvtzvW8z
0 0 0 2 4 0 4 0 0 11-0-0 12-4-0 19-8-0 21-0-0 28-10 2910 32-0l
2-4-0 1.8-0 7-0-0 .1-4-0. 7-4-0 1 4 0 7-0.0 1-8 0 2-4-0
Scale=1:58.4
5xl0 MT20H= 3x4=
5x10 MT20H=
3x6 11
7.00 F12 4 5 6 7
4.00 12 VW7
5x6\\
3x6 3 8 5x6//3x6 7
2 9
1
10 Io
19 18 17 16 15 14 13 12 11
42*0 1.5x4 11 10-0.0 4x4=5x8= 3x8 MT20H= 3x4= 3x4=3x6 I I 3x4=
3x4= 2-0 0
{ 28-0-0
0 0-0 2-4-0 4 0 0 11-0- -:" 1&8-0 21-0-0 28-0-0 �gS-0 32-0-0
2-4-0 1-8-0 , 7-0-0 1 4 0, 7-4-0 1-4-0, 7-0-0 1-8-0 , 2-4-
Plate Offsets(X,Y): f3:0-2-4,0-2-81,f4:0-8-0,0-2-41,f6:0-1-12,0-1-81,f7:0-8-0,0-2-41,f8:0-2-0,0-2-01,116:0-4-0,0-3-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.43 12-13 >488 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.97 Vert(TL) 0.38 12-13 >551 240 MT20H 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) -0.03 11 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:208 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins.
T2:2x6 SP No.2,T3:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 6-16
WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross
WI:2x6 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 19=546/0-8-0 (min.0-1-8),16=1460/0-8-0 (min.0-2-6),11=93810-8-0 (min.0-1-8)
Max Horz 19=245(LC 10)
Max Upliftl9=-418(LC 12),16=-1491(LC 9),11=-1009(LC 8)
Max Grav 1 9=560(LC 25),16=1460(LC 1),11=946(LC 26)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-543/259,2-3=514/161,3-4=-378/277,6-7=846/1687,7-8=938/1678,
8-9=915/1840,9-10=-558/234
BOT CHORD 1-1 9=-240/559,18-19=-300/559,17-18=-292/786,16-17—277/770,15-16=-952/496,
15-26—952/496,26-27=952/496,14-27=952/496,13-14=-1005/511,12-13—1669/926,
11-12=217/564,10-11=-217/564
WEBS 2-19=-725/539,4-17=51/441,4-16—884/420,5-16—500/703,6-16=-1173/2192,
6-14=-638/297,7-14=377/175,7-13=-618/184,9-11—1118/2442,3-18=344/353,
3-17=-808/561,2-18=376/807,8-12=734/669,8-13=-492/695,9-12=2584/1278
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;porch right exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)Plates checked for a plus or minus 0 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 418 lb uplift at joint 19,1491 lb uplift at
joint 16 and 1009 lb uplift at joint 11.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. 934869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I cuss I
russ I ype ty y
�2:87]8
57236R E04 Roof Special 1 1
Job Reference(optional)
At ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:33 2014 Pag9e� 1
p p ID:sf8?Y395JXmOwKJyJLvjMGyspl1-IKyBL9Uga7jgbAlnIRDcDFsTELvKlkoCxx8lR;Olw8y
0-0 0 40 0 4-0-0 �� 10.0-0 2-40120 Op 3 3-0-0 16-0-0 3_" 19�19-82-0- 22 0 O 4-0 6-0-0 28-0-0 40 0 32-0-0
Scale=1:59.5
3x8 MT20H% 3x8 MT20H
1.5x4 11 3x4= 8 1.5x4 11
5 6 7 9
7.00 F12
3x10\\ 3x10
4 10
4.00 F12
4x6% 4x6
3x6 7::- 3 4 5 11 3x6
2 W�2
cc[ 1
cJ 13 Io
20 19 18 17 16 15 14
3x6 11 3x8= 5x8= 3x8 MT20H= 5x8— 3x8=3x6 I I 3x4=
10-0-0 —18-0-0 2-0-0 i
28-0-0 1
0 0-0 2-4-
0 2-41 8 041 8-0-0 14412-4-0 7-4-01442040 6 ao 28.0•?9 0 ,-02-0 032-0.0
Plate Offsets(X,Y): [3:0-3-0,0-2-4),[4:0-3-8,Edgel,[6:0-3-1,Edgel,f8:0-3-1,Edge],[10:0-3-8,Edgel,[11:00--3-0,0-2-41,[16:0-4-0,0-3-Of,[18:0-4-0.0-3-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.56 15-16 >373 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.64 Vert(TL) 0.49 15-16 >427 240 MT20H 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.01 14 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:190 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc purlins.
T2:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
BOT CHORD 2x4 SP M 30 10-0-0 oc bracing:16-18
WEBS 2x4 SP No.3'Except* 5-10-7 oc bracing:15-16.
WI:2x6 SP No.2 WEBS 1 Row at midpt 7-16,7-18
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 18=1378/0-8-0 (min.0-2-9),20=598/0-8-0 (min.0-1-8),14=968/0-8-0 (min.0-1-8)
Max Horz20=324(LC 8)
Max Upliftl8=-1202(LC 9),20=404(LC 12),14=-999(LC 8)
Max Grav 18=1378(LC 1),20=630(LC 25),14=975(LC 26)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-507/246,2-3=-468/114,3-4=865/411,8-9—762/1405,9-10=-985/1769,
10-11=-1354/2467,11-12=-919/1889,12-13=-558/218,7-8=-793/1524
BOT CHORD 1-20=228/527,19-20=370/588,18-19=169/551,18-27—192/319,17-27—192/319,
17-28=192/319,16-28=192/319,1 5-1 6=11331739,14-15=-201/563,13-14=201/563
WEBS 7-16=-1420/690,10-16=-945/1025,10-15=-786/345,11-15—891/1057,7-18=-1075/1876,
4-18=948/759,4-19=-399/846,3-19=-796/616,2-19=-228l749,2-20=-723/406,
12-15=-2624/1249,12-14=-1136/2516,5-18=-272/337,9-16=-703/278
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;porch right exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)Plates checked for a plus or minus 0 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1202 lb uplift at joint 18,404 lb uplift at
joint 20 and 999 lb uplift at joint 14.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I
russ russ Ype tY Y
A0272879
57236R �IE04A Roof Special 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:33 2014 Pa�gge 1
I D sf8?Y395JXmOwKJyJLvj MGyspl l-I KyBL9Uga7jgbA1 n I RDcDFsRPLv?In KCxx8l R;Olw8y
0-0-0 4-0-0 4-0-0 6-0-0 10-0-0 3-a0 13 0 0 3-0-0 16 0-0 3-0_0 19-0-0 3_G_o 22 0 O 6-0-0 28-0-0 4-0-0 32-0-0
Scale=1:59.5
5x10 MT20H i 5x10 MT20H�
3x4=
5 6 7
7.00 F12
3x6\\ 3x6
4 8
IVr IV,
4.00 12
46
6 46� n
3x6% 3 4 19 0 20 5 9 3x6
2 1.5x4 11 1.5x4 11 yyi 0
1
11 Io
18 17 16 15 14 13 12
2-0-00 3x6 3xR- 3x4= 3xa} �1H= 3x4= 3xR=3x6,I 12-0 03x�_
sx4—
0 0 0 2tO 4-0-0 12-0-0 20-0-0 28-0- 8 2-4-0
-0 32-0-0
2-4-0 1-8-0 8-0-0 8-0-0 8-0-0
Plate Offsets(X,Y): [3:0-2-8,0-2-4],[4:0-1-12,0-1-4],[5:0-7-0,0-2-4],[7:0-7-0,0-2-4],[8:0-1-12,0-1-4],[9:0-2-8,0-2-4],[13:0-2-0,0-1-8],[17:0-2-8,0-1-8],[19:0-1-12,0-0-12],
[20:0-1-12,0-0-12]
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.34 14-16 >956 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.51 14-16 >639 240 MT20H 1871143
BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.08 12 .n/a n/a
BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight:186 lb FT=0
LUMBER BRACING
TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins.
T2:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing.
BOT CHORD 2x4 SP No.2 JOINTS 1 Brace at Jt(s):19,20
WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross
W6:2x4 SP M 30,W1:2x6 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 18=1472/0-8-0 (min.0-2-11),12=147210-8-0 (min.0-2-11)
Max Horz 18=-324(LC 8)
Max Upliftl8=-952(LC 12),12—952(LC 13)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-497/210,2-3=-2031/1145,3-4=-2642/1689,4-5=-2652/2027,7-8=-2652/2027,
8-9=2642/1689,9-10—2031/1145,10-11—497/210,5-6—2341/1862,6-7=2341/1862
BOT CHORD 1-1 8=-1 90/514,17-18=-355/588,16-17=-1240/2115,16-27=936/1692,15-27—936/1692,
15-28=-936/1692,14-28=-936/1692,13-14=-1240/2115,12-13—190/514,
11-12=-190/514
WEBS 6-20=157/393,14-20=451/793,8-14=-701/613,8-13=-285/372,9-13=1239/992,
16-19=-451l793,6-19=-157/393,4-16=-701/613,4-17=-286/373,3-17—1239/992,
2-17=-1747/2499,2-18=2149/1706,10-13=1747/2499,10-12=2149/1706,
5-19=507/704,7-20=-507/704
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)All plates are MT20 plates unless otherwise indicated.
5)Plates checked for a plus or minus 0 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 952 lb uplift at joint 18 and 952 lb uplift
at joint 12.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
o russ cuss ype y y
' A0272880
57236R E05 Roof Special 2 1
Job Reference(optional) �
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MTek Industries,Inc.Tue Jan 14 08:12:34 2014 Page 1
ID:sf8?Y395JXmOwKJyJLvjMGyspll-nXWZZWILRrXDKtzJ9krmSOekIF1 UEGMAbuszmzvW8x
0 0 0 40-0 40-0 6-0-0 10• -0 5.0-0 15( �gE o-q 17-0-0 5 a0 22-0-0 �� 28 0 0 0 32-0-0
Scale=1:59.5
46=
3xe 11
74x6=
5 6
T
7.00 F12
3x8\\ 3x8//
4 8
W 6
4.00 F12 .0
46
4x6
3x6% 3 4 5 9 3x6
2 W>10 .-
1
11 Io
18 17 16 15 14 13 12
3x6 11 3x8— 3x4= 3x6= 3x4= 3x8—_3x6 11 3x4=
4 Z_:0-o r — 28-0-0 i 2-0-0 1
0-0-0 2 0 2-4-0�40-° 8-0-012°° 8-0-0 20-0-0 8-" 28- 1-8 B-02 4 032 i0-0
Plate Offsets(X,Y): (3:0-2-12,0-2-01,(4:0-3-8,Edgel,(5:0-4-4,0-1-01,I6:0-4-12,0-1-81,i7:0-4-4,0-1-01,f8:0-3-8,Edgel,f9:0-2-12,0-2-01,(13:0-1-12,0-1-81,(17:0 2-12,0 1-81
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.18 14-16 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.33 14-16 >980 240
BCLL 0.0 ' Rep Stress Incr YES WE 0.76 Horz(TL) 0.09 12 n/a n/a
BCDL 10.0 Code FBC20I OfTP12007 (Matrix-M) Weight:178 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins.
T2:2x4 SP M 30,T3:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing.
BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 6-14,6-16
WEBS 2x4 SP No.3'Except' MTek recommends that Stabilizers and required cross
WI:2x6 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 18=1472/0-8-0 (min.0-2-13),12=1472/0-8-0 (min.0-2-13)
Max Horz 18=-401(LC 10)
Max Upliftl8=980(LC 12),12—980(LC 13)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-492/208,2-3=-2118/1103,3-4=-2684/1600,4-5=-2915/2058,7-8=-2915/2058,
8-9=2684/1600,9-10=-2118/1103,10-11=492/208,5-6=-2470/1876,6-7=2470/1876
BOT CHORD 1-18—178/507,17-18=-427/668,16-17=-1252/2329,16-25—602/1472,15-25—602/1472,
15-26=-602/1472,14-26=-602/1472,13-14=1252/2329,12-13=-178/507,
11-12—178/507
WEBS 6-14=-738/1147,8-14=-906/800,8-13=-370/341,9-13=-1158/900,6-16=-738/1147,
4-16=-906/800,4-17=-371/341,3-17=-1158/900,2-17=-1681/2565,2-18=-2248/1688,
10-13=1681/2565,10-12—2248/1688
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MW FRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Plate(s)at joint(s)1,3,5,7,9,11,14,6,8,16,4,2,17,18,10,13 and 12 checked for a plus or minus 0 degree rotation about its
center.
5)Plate(s)at joint(s)15 checked for a plus or minus 5 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 980 lb uplift at joint 18 and 980 lb uplift
at joint 12.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ I
russ I ype y
A0272881
57236R E06 Roof Special 3 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:35 2014 Page 1
1 D:sf8?Y395JXmOwKJyJL,4MGyspll-F14ymrWw6kzOrUSAtsF4lgxpb9bBDgKVPFdPWCzvW8w
0 0 0 ¢� 4-" 6-0-0 10-0-0 6-0-0 16-0-0 6-0-0 6-0-0
6-0-028-0-0 4-0-032-0-0
Scale=1:58.4
4x6=
5
7.00 12
3x8\\ 3x8
4 6
W 6
4.00 12
4x6
4x6
3x6 5-� 3 4 5 7 3x6
2N1 W?
1 IV 9
I,6
16 15 14 13 12 Li 11 10
3x4=
3x6 II 3x8— 3x4= 3x6= 3x4= 3x8=3x6 II 3x4=
— —
2-0-0 i 211-0-0 i 2-0-0
0-ao 2 4 0 2-4-0 0 0 &� 12-0-0 8-0-0 2o-0-0 &ao 26.0-(�$?09 8 0 2_"32-0-0
Plate Offsets(X,Y): i4:0-3-8,Edgel,i5:0-3-0,0-1-121,[6:0-3-8,Edge],if 1:0-1-12,0-1-81,i15:0-2-12,0-1-81
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TIC 0.68 Vert(LL) -0.19 12-14 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.34 12-14 >972 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) 0.09 10 n/a n/a
BCDL 10.0 Code FBC2010(rP12007 (Matrix-M) Weight:178 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-5-14 oc purlins.
T2:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing.
BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-12,5-14
WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross
Wl:2x6 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 16=1472/0-8-0 (min.0-2-14),1 0=1 472/0-8-0 (min.0-2-14)
Max Horz 16=441(LC 8)
Max Uplifts 6=-992(LC 12),10=992(LC 13)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-490/207,2-3=-2164/1085,3-4=2714/1560,4-5=-3039/2070,5-6=-3039/2070,
6-7=2714/1560,7-8=2164/1085,8-9=-490/207
BOT CHORD 1-1 6=-1 73/505,15-16=-463/708,14-15=-1256/2431,14-23=-570/1549,13-23=570/1549,
13-24=-570/1549,12-24=-570/1549,11-12=-1256/2431,10-11=-173/505,
9-10=173/505
WEBS 5-12=-800/1212,6-12=-981/873,6-11=-423/379,7-11=-1127/858,5-14=-800/1212,
4-14=-981/873,4-15=-424/379,3-15=-1127/858,2-15=-1651/2605,2-16=-2301/1681,
8-11=1651/2605,8-10=-2301/1681
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MW FRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Plate(s)at joint(s)1,3,5,7,9,12,6,14,4,2,15,16,8,11 and 10 checked for a plus or minus 0 degree rotation about its center.
4)Plate(s)at joint(s)13 checked for a plus or minus 5 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=1 O.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 992 lb uplift at joint 16 and 992 lb uplift
at joint 10.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
o russ russ ype
57236H E06A ROOF TRUSS �1271
Job Reference(optional) A0272882
At ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print 7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:36 2014 Page 1
ID sf8?Y395JXmOwKJyJLvjMGyspl l-jveK_AXYt25FSel MRZnJrtUxl Yyey6aedvNy2fzvWBv
00-0 4-0-0 8-1-5 11-11-8 16-0-0 20-0-8 23-10-10 28-0-0 32-0-0
4-0-0 416 3-10-3 4-0-8 4-0-8 3.10-2 41-5 4-0-0
Scale=1:58.4
4x4=
7
46 4x6
7.00 12 6 8
5 22 9
1.5x4 II
4 10
0
4.00 12 v
4x4: O 4x4
3x6% 3 11 3x6
2N1 4 5 W12
1 8-1-0
B2 Io
21 20 19 18 17 16 15 14
3x6 II 3x10= 5x10 MT20H WB= 5x10 MT20H WB= 3x10=3x6 11
i 240 28-0-0 2-0-0 i
0 0-0 2-4-
0 2�-8 0 7-11-8 1�W 1240 8 0 0 e 21348 7-11 8 28�-? 0 0 2 4 0 32.0.0
Plate Offsets(X,Y): (4:0-2-0,0-1-01,i5:0-1-8,0-1-81,i6:0-0-4,0-2-01,18:0-0-4,0-2-01,f9:0-1-8,0-1-81,11 0:0-2-0,0-1-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.63 18-20 >523 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.76 18-20 >433 240 MT20H 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 14 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Attic -0.47 17-18 212 240 Weight:188 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc purlins.
T2:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD 2x4 SP M 30'Except' JOINTS 1 Brace at Jt(s):22
B2:2x6 SP 2400F 2.0E MiTek recommends that Stabilizers and required cross
WEBS 2x4 SP No.3'Except* bracing be installed during truss erection,in accordance with
W1:2x6 SP No.2 Stabilizer Installation guide.
REACTIONS (lb/size) 21=1 63410-8-0 (min.0-3-4),14=1634/0-8-0 (min.0-3-4)
Max Horz 21=441(LC 8)
Max Uplift2l=-847(LC 12),14—847(LC 13)
Max Grav21=1 725(LC 2),14=1725(LC 2)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-476/199,2-3=-2430/889,3-4—2852/1211,4-5=3565/1600,5-6=2942/1466,
8-9=2942/1466,9-10=-3565/1600,10-11=2852/1211,11-12—2430/889,
12-13=-476/199
BOT CHORD 1-21—157/490,20-21=421/687,19-20—1129/3076,18-19=1127/3079,
17-18=-696/2602,16-17=-1127/3079,15-16=-1129/3076,14-15=-157/490,
13-14=157/490
WEBS 10-17=716/609,10-15=-1024/545,11-15=-907/582,4-18=-716/609,4-20=-1024/545,
3-20=907/582,2-20=1388/2819,2-21=2570/1535,12-15=1388/2819,
12-14=2570/1535,5-18=-350/940,9-17=-350/940,6-22—3282/1675,8-22=-3282/1675
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MW FRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)120.01b AC unit load placed on the top chord,16-0-0 from left end,supported at two points,5-0-0 apart.
4)All plates are MT20 plates unless otherwise indicated.
5)All plates are 3x4 MT20 unless otherwise indicated.
6)Plates checked for a plus or minus 0 degree rotation about its center.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9)Ceiling dead load(5.0 psf)on member(s).5-6,8-9,6-22,8-22; Wall dead load(S.Opsf)on member(s).5-18,9-17
10)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.17-18
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 847 lb uplift at joint 21 and 847 lb
uplift at joint 14.
12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
13)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
LOAD CASE(S) Standard Julius Lee,P.E. 934869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ I russ I Ype tY Y
57236R E07 Roof Special 6 1
Job Reference(optional) A0272883
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:37 2014 Page 1
I D sf8?Y395JXmOwKJyJLvjMGyspl l-B6Ci B WXAeMD 64ocY_HH IIpY�p0506SyH4hZ8osZ6 Wa5zvW8u
0-0-0 40 0 8-11-13 14- f. 10 0-0 5.10-7 21-10-7 ��9 2 Q 8-021 8 0 8-0 32-0-0
4-0-0 4-11-13 5-4-3 1- 2-4-0
46= Scale=1:62.9
1.5x4 II 6
7.00 12 6
ILA 11
3x4 i VV8 7
4
4.00 12
4x6
1Ox14
1.5x4 11 3 *11 410
XV1 0 9
,7 1 16 1
2 5X10= 15 1.5x4 110 jo Io
19 18 17 48= 13 12 11 1
3x4
5x6= 5x8= 1.5x4 II 1.5x4 II 3x6 II 3x4=
=
i 13-0-0 L �
ii2-G-0 28-0-0 2-0-0 ,
0-0-0 40 0 40 0 411-13 8-11-13 5-4-3 1 1-&0-0 5-10.7 21-10.7 �5 9 2741 0 1-S-S�2 E 32-0-0
Plate Offsets(X,Y): [4:0-1-12,0-1-81,[6:0-3-0,0-1-81,[7:0-3-8,0-0-121,[8:0-6-0,0-3-01,[9:0-4-12,0-2-01,[16:0-3-4,0-2-01,[18:0-4-0,0-2-41,[19:0-3-0,0-3-01,[20:0-2-0,0-0-01
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.28 13 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.50 15-16 >651 240
BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.28 11 n/a n/a
BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight:194 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
T2:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing.
BOT CHORD 2x4 SP No.2`Except* WEBS 1 Row at midpt 8-15,6-16,6-15
B2,134:2x4 SP No.3,83:2x4 SP M 30 MiTek recommends that Stabilizers and required cross
WEBS 2x4 SP No.3`Except` bracing be installed during truss erection,in accordance with
W1:2x6 SP No.2,W12:2x4 SP No.2 Stabilizer Installation guide.
REACTIONS (lb/size) 11=1 487/0-8-0 (min.0-2-14),19=1473/0-8-0 (min.0-2-13)
Max Horz 19=-441(LC 8)
Max Upliftl1=984(LC 13),19=-991(LC 12)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=571/168,2-3=-430/151,3-4=-3079/1879,4-5=-2964/1901,5-6=3061/2148,
6-7=-4114/2761,7-8=-3721/2205,8-9=-5420/3107
BOT CHORD 1-19=-141/568,18-19—1028/2080,5-16=532/492,16-27=632/1730,27-28=-632/1730,
15-28—632/1730,14-15=-2513/5234
WEBS 3-18=252/403,4-18=466/396,16-18—1264/2514,4-16=-579/506,7-15=-1199/1088,
8-15=-2243/1003,8-14=-326/292,9-11=-2180/1590,2-19=228/429,9-14=-2993/5002,
6-16=978/1473,6-15=1408/2053,3-19=-3023/2173
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 984 lb uplift at joint 11 and 991 lb uplift
at joint 19.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
o cuss russ ypeIW' --72
A0272884
57236R E08 GABLE Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:40 2014 Page 1
ID:sf8?Y395JXmOwKJyJLvjMGyspl l-bhtrpYa3xHchxFL7gPrF?jebiAHLuvREYXLABQzvW8r
0 0 0 2-4-0 40-0 8-1-7 12-2-2 15-7-4 22-2-0 29-11-4
2-4-0� 1 8-0 , 4-1-7 4.0-11 3-5-2 6-6-12 7-9.4
Scale=1:54.6
5x6
13-74 5 6 14-4-0
7.0011213
3x4\\
4
2x4 11
4.00 F12 4x4 10x1J=ST2 2x4 II y�1 19
1 2x4 II 2x4 II 12x18 2 H=
6xl2\\ 3 T rs ST7
T4 ST9 W13
z 4CF 0
N
B1 U U B
16 15 14 13 12 3x6 II 3x6 II 11 3x6 II 3x6 II 10
4x8=
4x8= 8x10= 3x8 11 5x10 MT20H= 10x14=
7x10 MT20H=
2-0-0 27-114
0-0-0 2t0 4" 2-2-pp 12-2 14 15-74 22-2-0 29-114
24-0 1-8-0 8-2-2 �12 3-4-6 6-6-12 7-9.4
Plate Offsets(X,Y): [2:0-2-4,0-1-8],14:0-2-0,0-1-0],[5:0-1-8,0-1-4],[7:0-3-8,0-4-8],[9:0-7-0,Edge],[10:0-4-11,0-7-11,[11:0-2-0,0-2-4],[12:0-5-12,0-1-8],[14:0-1'8,0-6-0],
[17:0-3-4,0-1-01,[21:0-1-9,0-0-121,[23:0-3-9,0-1-81,[29:0-1-9,0-0-121
LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.76 11-12 >430 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.91 11-12 >361 240 MT20H 187/143
BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.07 10 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:478 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins,
T4:2x6 SP No.2 except end verticals.
BOT CHORD 2x8 SP No.1'Except* BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing.
132:2x8 SP 2400F 1.8E
WEBS 2x4 SP No.3*Except*
W13,W1:2x8 SP No.2,W6,W7:2x4 SP No.2,W12:2x4 SP M 30
OTHERS 2x4 SP No.3
REACTIONS (lb/size) 10=3720/0-7-4 (min.0-1-9),16=2385/0-8-0 (min.0-1-8)
Max Horz 16=522(LC 8)
Max Upliftl 0=-4401(LC 5),16=-1926(LC 8)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=1157/1020,2-3_2217/1760,3-4=2517/2053,4-5—3758/3182,7-12=-2151/2238,
7-38=-9720/8522,38-39=-9720/8522,39-40=-9720/8522,40-41=9720/8522,
8-41=-9720/8522,8-42=9720/8522,42-43=9720/8522,43-44=9720/8522,
44-45=9720/8522,9-45=-9720/8522,9-10=-3468/4235
BOT CHORD 1-16=1382/1568,15-16_536/388,14-15=2992/3123,13-14—12029/13445,
1 2-1 3=-1 2029/1 3 445,1 2-46=-1 21 95/1 3 634,1 1-46=-1 2 1 9 5/1 3 634,10-11=-961/1003
WEBS 2-16=-1846/1471,2-15=-1808/2294,3-15=634/580,4-15—1297/1142,4-14=404/286,
5-14=-5343/6107,5-7=-5432/4818,7-1 4=-1 1 643/1 0 332,7-11=-4056/3860,
8-11—1038/907,9-11=-7778/8967
NOTES
1)2-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,2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows:2x8-2 rows staggered at 0-4-0 oc.
Webs connected as follows:2x8-2 rows staggered at 0-9-0 oc,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)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-10;VuIt=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
5) 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/fPI 1.
6)Provide adequate drainage to prevent water ponding.
7)All plates are MT20 plates unless otherwise indicated.
8)All plates are 1.5x4 MT20 unless otherwise indicated.
9)Plates checked for a plus or minus 0 degree rotation about its center.
10)Gable studs spaced at 2-0-0 oc.
11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
12)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Julius Lee,P.E. 934869
Continued will d on page bbgettw2een the bottom chord and any other members. 1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ cuss ype ty y
�f 57236R E08 GABLE 1 2 Job Reference o tional aov2asa
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:40 2014 Page 2
1 D:sf8?Y395JXmOwKJyJLvjMGyspll-bhtrpYa3xHchxFL7gPrF?jebiAHLuvREYXLABQzvW8r
NOTES
13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4401 lb uplift at joint 10 and 1926 lb uplift at joint 16.
14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)107 lb down and 121 lb up at 15-10-7,46 lb down and 1 lb up at
16-9-1,120 lb down and 61 lb up at 18-8-12,120 lb down and 61 lb up at 20-8-12,120 lb down and 61 lb up at 22-8-12,120 lb down and 61 lb up at 22-11-4,383 lb
down and 447 lb up at 24-11-4,383 lb down and 447 lb up at 26-11-4,and 641 lb down and 844 lb up at 28-10-15,and 210 lb down and 1070 lb up at 29-7-10 on top
chord,and 2632 lb down and 2497 lb up at 15-10-5 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pit)
Vert:1-3=-36,3-5=-36,5-6=36,7-9=-36,10-35=-10
Concentrated Loads(lb)
Vert:9=-210 38=-97 39=13 40=-110 41=-110 42=221 43=-363 44=363 45=621 46=-2632(B)
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ russ I ype ply
57236R FTG1 I"LATGIRDER 1
2 Job Reference(optional) A0272885
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:40 2014 Page 1
ID:sfB?Y395JXmOwKJyJLvjMGyspil-bhtrpYa3xHchxFL7gPrF?jeeeALNuvPEYXLABQzvW8r
0-0-0 5-0-11 5-0-11 5-0-11 10 1-6
Scale=1:16.7
4x16 3x6 II 4x16
1 2 3
1
T
T
ST3 ST2
W1 W1
W1 2 W3 W1
ST2 ST3
B1 Li
4'
2x4 11 5 2x4 I I 8x14=4
4 4x12=
6
7x8=
0-0-0 5 0 11 5-0-11 5-011 10-1-6
Plate Offsets(X,Y): [1:0-5-0,0-2-01,[3:0-5-0,0-2-01,[4:0-4-14,0-5-61,[6:0-4-0,0-4-81,[7:0-1-13,0-0-121,[7:0-2-0,0-0-121,[14:0-2-0,0-0-81,[16:0-1-13,0-0-121
LOADING(psf) SPACING 1-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.11 4-5 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.14 4-5 >829 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight:160 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x8 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W2,W3:2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS (lb/size) 6=2832/0-7-4 (min.0-1-11),4=2637/Mechanical
Max Uplift6=2296(LC 6),4=2492(LC 6)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-6=2809/2306,1-17=4435/3934,17-18=-4435/3934,2-18=-4435/3934,2-19=4435/3934,19-20=-4435/3934,
20-21=-4435/3934,3-21=-4435/3934,3-4—1909/1908
WEBS 1-5=4255/4796,2-5=-2388/2116,3-5=-4255/4796
NOTES
1)2-ply truss to be connected together with 1 Od(0.131"x3••)nails as follows:
Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x8-2 rows staggered at 0-9-0 oc,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=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MW FRS(envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
4) 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.
5)Provide adequate drainage to prevent water ponding.
6)All plates are 1.5x4 MT20 unless otherwise indicated.
7)Plates checked for a plus or minus 0 degree rotation about its center.
8)Gable studs spaced at 2-0-0 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0
wide will fit between the bottom chord and any other members.
11)Refer to girder(s)for truss to truss connections.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2296 lb uplift at joint 6 and 2492 lb
uplift at joint 4.
13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)687 lb down and 535 lb up at
1-2-0,687 lb down and 530 lb up at 3-2-0,687 lb down and 530 lb up at 3-4-8,687 lb down and 535 lb up at 5-4-8,and 400 lb
down and 830 lb up at 7-4-8,and 37 lb up at 9-4-3 on top chord,and 780 lb down and 834 lb up at 5-0-0,and 570 lb down and
481 lb up at 7-0-0,and 570 lb down and 478 lb up at 9-0-0 on bottom chord. The design/selection of such connection device(s)
is the responsibility of others.
LOAD CASE(S) Standard Julius Lee,P.E.#34869
Continued on page 2 1109 Coastal Bay
Boynton Beach,FL 33435
Job I fuss I mss I ype Y
A
n 0272885
57236R FTG1 FLATGIRDER 1 2 Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MTek Industries,Inc.Tue Jan 14 08:12:41 2014 Page 2
IDsf8?Y395JXmOwKJyJLvjMGyspl1-3tRD1 uahiakYZPvJD7MUYxBoOZhodMfOnB4BszvW8q
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=36,4-6—10
Concentrated Loads(lb)
Vert:5=-780(F)17=-687 18=-1374 19=-687 20=400 21=37 22=-570(F)23=-570(F)
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I
toss I ype Qfy I Ply
A0272886
57236R HJ5 Roof Special Girder 4 1
o tional Job Reference
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Toe Jan 14 08:12:42 2014 Page 1
IDsf8?Y395JXmOwKJyJLvjMGyspi 1-Y3?bEEbJSusPAZU Wngtj58jzyzORM_1 XOrgHFIzvW8p
0-0-0 3 O 2 3-0-2 2 7 12 5-7-14 1 7-0-2
4.95 12 Scale=1:14.5
4x4
3 T2
2.83 12 NAIL
NAIL D
2x4 11
2
NAIL
NAIL D Tt
W2 W3 OH2
1
W1
I I t _ff
LJ B1
111 NAILED 7 6
2x4 NAILED 1.5x4 11
8 2x4 11 5
3x4=
0-0-0 3 0 13 3-0-13 2-7-1 5-7-14 1 7-0-2
Plate Offsets(X,Y): [6:Edge,0-1-81
LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.03 7-8 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.04 7-8 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) -0.05 4 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:28 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-10-11 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 or bracing, Except:
WEBS 2x4 SP No.3'Except* 10-0-0 oc bracing:5-6.
W 1:2x8 SP No.2 MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 4=46/Mechanical,6=133/Mechanical,8=165/0-4-1 (min.0-1-8)
Max Horz8=170(LC 8)
Max Uplift4=62(LC 8),6=269(LC 23),8=825(LC 4)
Max Grav4=46(LC 1),6=325(LC 32),8=843(LC 39)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-12=-475/377,2-12—421/404,2-13=470/440,3-13=328/340
BOT CHORD 1-8=-369/467,8-14=-369/309,7-14=-369/309,6-7=-332/281
WEBS 2-8=-411/390,3-7—392/325,3-6—444/525
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASIDE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 lb uplift at joint 4,269 lb uplift at
joint 6 and 825 lb uplift at joint 8.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTeWs ST-TOENAIL Detail.
10)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+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=72,3-4=-72,5-9=-20
Concentrated Loads(lb)
Vert:12=22(F=11,B=11)13=274(F=137,B=137)14=267(F=133,E=133)
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job toss I fuss I ype QtyFly
A0272887
57236R HJSA Roof Special Girder 1 1
Job Reference o tionai
At ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:42 2014 Page t
IDsf8?Y395JXmOwKJyJLvjMGyspll-Y3?bEEbJSusPAZUWngtj58j7Gz5QM1 MXOrgHFIzvWBp
0-0-0 2-9 15 2-9-15 1-4-4 4-2-3
4.95 F12 Scale=1:14A
44=
2.83 F12
2 T2
3x4 II
1 T1
4 W W3 p 1 2
W1 I I
B7
5
3x6=
6 4
3x4=
4-2-30 0 2.9-15 2 9 15 1-4-4 4-1-3
Plate Offsets(X,Y): [5:Edge,0-1-81,(6:0-2-4,0-1-81
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.01 5-6 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.03 5-6 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) -0.00 5 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:22 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-0-2 oc puffins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3`Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W 1:2x8 SP No.2 MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 3=46/Mechanical,5=133/Mechanical,6=249/0-4-1 (min.0-1-8)
Max Horz 6=103(LC 8)
Max Uplift3=-62(LC 8),5=115(LC 8),6=241(LC 4)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope);cantilever left and right exposed Lumber DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 lb uplift at joint 3,115 lb uplift at
joint 5 and 241 lb uplift at joint 6.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)29 lb down and 59 lb up at
1-5-0,and 29 lb down and 59 lb up at 1-4-15 on top chord,and 14 lb down and 14 lb up at 1-5-0,and 14 lb down and 14 lb up at
1-4-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
10)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+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=-72,2-3=-72,4-6=-20
Concentrated Loads(lb)
Vert:1=-58(F=29,B=29)6=-17(F=-8,B=8)
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ I russ 1 ype Qry y
57236R HJ6 Roof Special Girder 1 1
Job Reference(optional) A0272888
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:43 2014 Page 1
I D:sf8?Y395JXmOwKJyJLvjMGyspl l-OGZzSacxDC_Goj3iLYPydMG9NNKy5OrgEVZgolzvWBo
0-0-0 3-0-2 5-7-14 8-11-5 9-1-5
3.0-2 2-7-12 3.3-7 Q 2 p
Scale=1:18.9
4.95 12 2x4 II 5
4
NAILE
NAILE
4x4 T2
2.83 12 3
NAIL
NAIL D
2x4 11
2 W4
N IL
IL D T1
1
W1 W2
B1
111 Q o NAILED 8 NAILED 7
3x6= Q o NAILED 1.5x4 11 NAILED 3x8_
9 6
2x4 I I
0-0-0 3-3-4 3.3.4 2-411 5 7-14 3-3-7 a-1125-9-1-5
Plate Offsets(X Y): f7:013-4 0-1-81 4
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.12 7-8 >548 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.12 7-8 >528 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(TL) -0.01 7 n/a n/a
BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight:45 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
BOT CHORD 2x4 SP M 30 10-0-0 oc bracing:6-7.
WEBS 2x8 SP No.2*Except* MiTek recommends that Stabilizers and required cross
W2,W3:2x4 SP No.3 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 9=974/0-11-5 (min.0-2-1),7=-199/Mechanical
Max Horz 9=249(LC 34)
Max Uplift9=-1595(LC 4),7—504(LC 17)
Max Grav9=1740(LC 43),7=305(LC 30)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-13=989/977,2-13=1047/1150,2-14—1027/1096,3-14=885/996
BOT CHORD 1-9=-1034/1026,9-16=1034/810,8-16=-1034/810,8-17=-981/770,7-17=981/770
WEBS 2-9—864/748,3-8=-565/416,3-7=867/1104
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1595 lb uplift at joint 9 and 504 lb uplift
at joint 7.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
9)"NAILED"indicates 3-1 Od(0.148"xY)or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail.
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)316 lb down and 236 lb up at
1-2-0,and 316 lb down and 236 lb up at 1-2-0 on top chord. The design/selection of such connection device(s)is the
responsibility of others.
11)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+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=72,3-5=-72,6-10=20
Concentrated Loads(lb)
Vert:13=582(F=-291,B=-291)14=274(F=137,B=137)15=64(F=32,B=32)16=267(F=133,B=133)17=40(F=20,B=20)
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ russ I ype Qty y
A0272889
57236R HJ7 Jack-Open Girder 3 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MTek Industries,Inc.Tue Jan 14 08:12:44 2014 Pa gge 1
ID:sf8?Y395JXmOwKJyJLvjMGyspl l-US7Lfvda_V66QteuvFwBAZpHMndnqungT9JNKBzvWBn
0-0-0 3-0-2 5-7-14 9-10-1
3-0-2 2-7-12 4-2-3
Scale=120.2
4.95 12
NAILE
NAILE T2
4x4
2.83 F12 NAI 3 o a
NAIL D C? 19
2x4 11 0 a fo
NAIL 2
N IL D T1
1 W
W2 3 P
1t �F1
B1 LJ
d o• NAILED 7 NAILED 6
3x4= B B NAILED 1.5x4 11 NAILED
8 3x4=5
2x4 11
0-0-0 3-3-4 3-g4 2-4-11 `5-7,14 42 3 9-10-1
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.15 6-7 >521 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.84 Vert(TL) 0.15 6-7 >504 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(TL) -0.09 4 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:41 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-10 oc bracing.
WEBS 2x4 SP No.3'Except* MiTek recommends that Stabilizers and required cross
Wi:2x8 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 4=126/Mechanical,8=410/0-11-5 (min.0-1-8),6=-103/Mechanical
Max Horz 8=278(LC 34)
Max Uplift4=-208(LC 8),8_1188(LC 4),6=236(LC 17)
Max Grav4=136(LC 23),8=1233(LC 39),6=220(LC 30)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-12=812/659,2-12=-759/699,2-13=-802/715,3-13=-660/615
BOT CHORD 1-15=-641/788,8-15=-641/788,8-16=-641/549,7-16=641/549,7-17=-609/524,6-17=-609/524
WEBS 3-7=-336/264,2-8=559/531,3-6=-562/653
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
4)Plates checked for a plus or minus 0 degree rotation about its center.
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.
7)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 208 lb uplift at joint 4,1188 lb uplift at
joint 8 and 236 lb uplift at joint 6.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
10)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTews ST-TOENAIL Detail.
11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)105 lb down and 78 lb up at
1-2-0,and 105 lb down and 78 lb up at 1-2-0 on bottom chord. The design/selection of such connection device(s)is the
responsibility of others.
12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-372,3-4—72,5-9=20
Concentrated Loads(lb)
Vert:12=22(F=11,B=11)13=274(F=137,B=137)14=64(F=32,B=32)15=-200(F—100,B=-100)16=267(F=133,B=133)
17=40(F=20,B=20)
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
O russ SS ype y
57236R J5 JacR1k-Open 10 1
Job Reference(optional) A0272690
At ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MITek Industries,Inc.Tue Jan 14 08:12A5 2014 Page 1
1 Dsf8?Y395JXmOwKJyJLvjMGyspl1-yeh ktFe CIpEz10D5SyRQinLYyBO UZNLzip2xsdzv W8m
0-0-0 4 0-0 4-" 1-0-0
5.0 0
7.00 F12 Scale=1:14.2
4x4
3 T2
4.00 F12
1.5x4 II
2
N N
T1 0
N
W2
1
W1
B1
6
2x4= �. Q 1.5x4 11
7
1.5x4 II
0-0-0 2-4-0 2-4-0 1-8-0 4-" 1" 5-0-0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl, Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.03 6-7 >904 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.03 6-7 >978 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.10 4 n/a n/a
BCDL 10.0 Code FBC201 OTrP12007 (Matrix-M) Weight:19 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x6 SP No.2*Except* MiTek recommends that Stabilizers and required cross
W2:2x4 SP No.3 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 4=34/Mechanical,5=-10/Mechanical,7=431/0-3-2 (min.0-1-8)
Max Horz 7=171(LC 12)
Max Uplift4=-52(LC 12),5=-41(LC 12),7=-492(LC 8)
Max Grav4=48(LC 21),5=89(LC 10),7=431(LC 1)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=336/164
BOTCHORD 1-7=-169/345
WEBS 2-7=-337/800
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MW FRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.0psf 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.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 4,41 lb uplift at joint
5 and 492 lb uplift at joint 7.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E.#34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ russ I ype ty y
57236R J5B Jack-Open 4 1
Job Reference(optional) A0272891
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:46 2014 Page 1
I D:sf8?Y395JXmOwKJyJLvj MGyspl l-OrE64beq W 7MgfAo HOgyf F_unNaR71 ri7wToUO3zv W81
0-0-0 2-0-0 2-0-03-0-0
p 1-0-0
7.00 F12 Scale=1:14.3
4.00 12 4x4
2 T2
2x4 II
1 T1
T
N N
O
N
W2
W1
Ll 1311
5
1.5x4 II
6 3x4 11
G40 2-0-0 2-0-0 1 0 0 340
Plate Offsets(X,Y): f2:0-2-0,0-2-41
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.02 5-6 >999 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.27 Vert(TL) 0.02 5-6 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) -0.03 3 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:13 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x6 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
W2:2x4 SP No.3 MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 3=76/Mechanical,4=49/Mechanical,6=125/0-3-2 (min.0-1-8)
Max Horz 6=103(LC 12)
Max Uplift3=109(LC 12),4=45(LC 12),6=-58(LC 8)
Max Grav3=77(LC 21),4=49(LC 1),6=125(LC 1)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=O.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 109 lb uplift at joint 3,45 lb uplift at
joint 4 and 58 lb uplift at joint 6.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job cuss I
russ I ype ty y
o tional Job Reference
A0272692
57236R J6 Roof Special 1 1
At ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Pdnt:7.500 s Nov 26 2013 MTek Industries,Inc.Tue Jan 14 0&12:46 2014 Page 1
IDsf8?Y395JXmOwKJyJLvjMGyspl t-OrE64begW7MgfAoHOgyfF_ulXaOblot7wToUO3zvW81
0-0.0 40 0 4-0-0 6-"
6-6-6
Scale=1:19.5
1
7.00 12 .5x4 II 5
4
T2
4x4
4.00 F12 3
1.5x4 II W3
2
T1
1 W1 W2 0148
B1
6 7
2x4_ U 1.5x4 I I
9 6
1.5x4 II 1.5x4 II
2-0-0 4-6-6
0-" 2-4-0 2-4-0 1-6-0 4-0-0 2-6-6 6-6-6
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.08 7-8 >574 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.09 7-8 >537 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) -0.00 7 n/a n/a
BCDL 10.0 Code FBC2010[TPI2007 (Matrix-M) Weight:28 lb FT=0
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 7=1 31/Mechanical,9=459/0-8-0 (min.0-1-8)
Max Horz9=254(LC 12)
Max Uplift7=-208(LC 12),9=-465(LC 8)
Max Grav7=232(LC 21),9=459(LC 1)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=465/268,4-7=250/248
BOT CHORD 1-9=-278/474
WEBS 3-8=273/189,2-9=274/708
NOTES
1)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MW FRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation about its center.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 208 lb uplift at joint 7 and 465 lb uplift
at joint 9.
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ I russ I ype ly
A0272893
57236R J7 Jack-Open 187 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MiTek Industries,Inc.Tue Jan 14 08:12:47 2014 Pa gge 1
ID:sf8?Y395JXmOwKJyJLvjMGyspll-ul oUHxfSHOUhHKNTaNTuoCRxUyT1 G6G97X2xWz 118k
0-0-0 40 0 4-0-0 3 0 0 7-0.0
Scale=1:20A
7.00 F,2
T2
44
4.00 12 3
Ncl n
1.5x4 II c8
2
T1
1 W1 W2
B1
6
2x4= 6
7 1.5x4 II
1.5x4 II
z-o-0 5-0-00 0
2-4-0 2 4 0 1-8-0 3-0-0
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.15 5-6 >377 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.17 5-6 >318 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.10 4 n/a n/a
BCDL 10.0 Code FBC2010(rP12007 (Mat(x-M) Weight:26 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x6 SP No.2*Except* MiTek recommends that Stabilizers and required cross
W2:2x4 SP No.3 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 4=106/Mechanical,5=52/Mechanical,7=48110-8-0 (min.0-1-8)
Max Horz7=278(LC 12)
Max Uplift4—165(LC 12),5=62(LC 12),7=-449(LC 8)
Max Grav4=152(LC 21),5=119(LC 10),7=481(LC 1)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=502/300,2-3=286/269
SOT CHORD 1-7=312/511
WEBS 2-7=-250/663,3-6—346/236
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=180mph(3-second gust)Vasd=139mph;TCDL=S.Opsf;BCDL=S.Opsf;h=45ft;Cat.II;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree rotation about its center.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 165 lb uplift at joint 4,62 lb uplift at
joint 5 and 449 lb uplift at joint 7.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
f
Job cuss I russ I ype Uty y
Job Reference(optional) A0272894
57236R �J71? Jack-Open 7 1
Al ROOF TRUSSES,FORT PIERCE,FL 34946,Ryan Spencer Run:7.500 s Nov 26 2013 Print:7.500 s Nov 26 2013 MTek Industries,Inc.Tue Jan 14 08:12:48 2014 Page 1
ID:sf8?Y395JXmOwKJyJLvjMGyspll-MDMsVHg42kcYuUyg85_7KPz3eOOmmjCQOnHbTyzvW8j
0-0-0 40 0 4-0-0 3-0-0 7-0-0
Scale=120.4
7.00 12
T2
4x4
4.00 12 3
r;
N
1-5x4 II N "
2 w
Tt 0,1,8
1 W1
W2 3 —I
Ll 131 LJ
d 6 7 6
2x4= °
8 1.5x4 II 5
1.5x4 II 3x4=
2-0-0 5-0 0
2-4-0 2�0 i 8-0 4°° 3-0-0 °
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.09 6-7 >593 360 MT20 244/190
TCDL 16.0 Lumber Increase 1.25 BC 0.71 Vert(TL) 0.08 6-7 >664 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.06 4 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:30 lb FT=0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3'Except' MiTek recommends that Stabilizers and required cross
W1:2x6 SP No.2 bracing be installed during truss erection,in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 4=106/Mechanical,8=480/0-8-0 (min.0-1-8),6=54/Mechanical
Max Horz8=278(LC 12)
Max Uplift4—165(LC 12),8=-593(LC 8),6=-179(LC 9)
Max Grav4=152(LC 21),8=480(LC 1),6=82(LC 3)
FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
BOT CHORD 1-8=116/259
WEBS 2-8=-341/743,3-6_197/257
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=180mph(3-second gust)Vasd=139mph;TCDL=5.Opsf;BCDL=5.Opsf;h=45ft;Cat.11;Exp D;Encl.,
GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;porch left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
4)Plates checked for a plus or minus 0 degree rotation about its center.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 165 lb uplift at joint 4,593 lb uplift at
joint 8 and 179 lb uplift at joint 6.
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435