1691 ATLANTIC BEACH DR - TRUSS (2) Building Component Supply, Inc.
B C S 4627 J.P. Hall Blvd. Suite 208
Green Cove Springs, FL 32043
BULU.NG COMPONENT]GPPLr,INC. Tel: (904) 297-9390
Re : 8167 Date: 10/06/15
Site Information: Project Customer:Toll Brothers Model Name :The Terrano
Lot/Block: 16 Subdivision :Atlantic Beach
Elevation :Caribbean
Name Address and License # of Structural Engineer of Record, If there is one, for this building.
Name: Lou Pontigo &Assoc. - Lou Pontigo P.E. License#: 53311
Address: 420 Osceola Avenue , Jacksonville Beach, FL 32250
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show
Special Loading Conditions):
Design Code: FBC2014/TPI2007 Design Program: 7.62 Apr 30 2015 Roof Load: 40.0 psf Floor Load: 55.0 psf
Wind Code: MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Wind Speed: 130 mph
This package includes 65 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Date Truss ID# SeaI# No. Date Truss ID# Seal# No. Date Truss ID# Seal#
1 09/23/15 EJ01 A0059287 23 09/23/15 F16 A0059309 45 09/23/15 T12 A0059331
2 09/23/15 EJ02 A0059288 24 09/23/15 F17 A0059310 46 09/23/15 T13 A0059332
3 09/23/15 EJ04 A0059289 25 09/23/15 F18 A0059311 47 09/23/15 T14 A0059333
4 09/23/15 EJ06 A0059290 26 09/23/15 FG01 A0059312 48 09/23/15 T15 A0059334
5 09/23/15 EJ07 A0059291 27 09/23/15 FG02 A0059313 49 09/23/15 T16 A0059335
6 09/23/15 EJ08 A0059292 28 10/05/15 FT01 A0059314 50 09/23/15 T17 A0059336
7 09/23/15 EJ09 A0059293 29 10/05/15 FT02 A0059315 51 09/23/15 T18 A0059337
8 09/23/15 F01 A0059294 30 10/05/15 FT03 A0059316 52 09/23/15 T19 A0059338
9 09/23/15 F02 A0059295 31 09/23/15 HJO1 A0059317 53 10/05/15 T20 A0059339
10 09/23/15 F03 A0059296 32 09/23/15 HJ02 A0059318 54 10/05/15 T22 A0059340
11 09/23/15 F04 A0059297 33 09/23/15 HJ04 A0059319 55 10/05/15 T23 A0059341
12 09/23/15 F05 A0059298 34 09/23/15 TO1 A0059320 56 10/05/15 T24 A0059342
13 09/23/15 F06 A0059299 35 09/23/15 T02 A0059321 57 09/23/15 T25 A0059343
14 09/23/15 F07 A0059300 36 09/23/15 T03 A0059322 58 09/23/15 T26 A0059344
15 09/23/15 F08 A0059301 37 09/23/15 T04 A0059323 59 09/23/15 T27 A0059345
16 09/23/15 F09 A0059302 38 09/23/15 T05 A0059324 60 09/23/15 T28 A0059346
17 09/23/15 F10 A0059303 39 09/23/15 TO6 A0059325 61 09/23/15 T29 A0059347
18 09/23/15 F11 A0059304 40 09/23/15 T07 A0059326 62 09/23/15 T30 A0059348
19 09/23/15 F12 A0059305 41 10/05/15 T08 A0059327 63 09/23/15 T31 A0059349
20 09/23/15 F13 A0059306 42 10/05/15 T09 A0059328 64 09/23/15 T32 A0059350
21 09/23/15 F14 A0059307 43 10/05/15 T10 A0059329 65 09/23/15 T33 A0059351
22 09/23/15 F15 A0059308 44 10/05/15 T11 A0059330
-
The truss drawing(s)referenced above have been prepared by MiTek Truss Design Engineer's Name:Julius Lee, PE
Industries, Inc.under my direct supervision based on the parameters My license renewal date for the state of Florida is February 28,2017.
provided by Building Component Suppy, Inc.in Green Cove Springs,FL.
Note:The seal on these drawings indicate acceptance of Digitally signed by Julius
professional engineering responsibility solely for the truss
.\‘',`\\)S S K`''4;//
components shown.The suitability and use of this component .•J.�.• ••• •• •. • Lee
. �,�CENSF C�N%:
for any particular building is the responsiblity of the building .*.' * - D N: c=U S, st=F I o ri d a,
desinger,per ANSI/TPI-1 Section 2. _ Nfl s4a6s n
_7 : / I/Hht��� n. �= 1=Boynton Beach, o=Julius
'O STATE OF • �; Lee, cn=Julius Lee,
•..SZREI0P..' c\�
'// /oNAl- \\\ email=leeengr @aol.com
1109 COASTAL BAY Date: 2015.10.06 10:09:37
BOYNTON BEACH,FL 33435
04'00'
Page 1 of 1
--Truss - --Truss Type--------- Qty.- 1Ply
8167 1E101 Jack- 4
ti
—__ 1 iJob Reference(optional)
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries.Inc.Tue Od 06 09:19:09 2015�P�a�e1
ID:k31 quvwg_7MakOgvXikF6UyaoV7-MIX 1 Ksj9CxL1 EBxb3o3QBtrgjsJtyF8J05s5aDyWBem
i--_ ---__
2-0-0
3.00(12 Scale=1:16.7
2x4 II 2 M
1 T1
r"' #
�_- 58#-54#
L-
0- :(0- -8)
W1 N
N
44#/-26#
4 3
3x4 II
2-�
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.00 3-4 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.00 3-4 >999 180
BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:9 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 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=74/0-5-8 (min.0-1-8),2=54/Mechanical,3=20/Mechanical
Max Horz 4=86(LC 12)
Max Uplift4=-21(LC 8),2=-54(LC 12),3=-26(LC 12)
Max Grav4=80(LC 19),2=58(LC 17),3=44(LC 10)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-4=-57/57,1-2=-30/17
BOT CHORD 3-4=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)•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.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 21 lb uplift at joint 4,54 lb uplift at joint 2 and
26 lb uplift at joint 3.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
—Truss - TrussT YP a -- - O tY -Ply 8167 EJ02 Jack-Open 3
1
t L !Job
Reference(optional)_ 1
Building Component Supply,Green Cove Springs.FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc.Tue Oct 06 09:19:10 2015 Pa 1
ID:k31 quvwg_7 Mak0gvXikF6UyaoV7-qx4PYBknzFTusLWncWafk5NwMGhChiOSElcf6fyWBeI
I 2-0-0
2-0-0
3.00'12 Scale:1.5• 1'
2
1 eoo.IIIIIIIIA
liN1111111
. ,.., ilpi
iiii....„ 4,„„1", i -.1.
Pi 4x6— 4 3
3x4=
■2. 37#/-29#
2-0-0 ---
I 200
Plate Offsets(X,Y)— (1:0-3-3,0-1.8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 180
BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:8 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x4 SP No.3 1-6-0 I MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=80/0-3-8 (min.0-1-8),2=43/Mechanical,3=37/Mechanical
Max Horz 1=22(LC 8)
Max Upliftl=-47(LC 8),2=-30(LC 8),3=-29(LC 8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-45/57
BOT CHORD 1-4=-107/59,3-4=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)•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.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 47 lb uplift at joint 1,30 lb uplift at joint 2 and
29 lb uplift at joint 3.
6)"Semi-rigid pitch breaks including heels'Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job i — - - — -
Truss Truss Type Qty Ply
Building T I a
8167 16104 Jack-Open 12 1
Job Reference(optional)
Buib Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Od 06 09:19:10 2015 Page 1
ID:k31 quvwg_?MakOgvXikF6UyaoV7-qx4PYBknzFTusLWncWafk5NwdGhChiOSElcf6fywBel
2-0-0 I
2-0.0
Scale=1:9.7
5.00 112 2
T1�1 1 y
42#/-25# .-
_ co
7;.. MIN HVV1 9
0- .(0- ,
4
3x4=
39tH-8#
244 II 3
I
2-0-0 _--,
2-0-0
Plate Offsets(X,Y1-0:0-1-8,0-1-14]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(TL) -0.00 7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 180
BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:91b FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x4 SP No.3 1-5-14 f MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
j Installation guide.
REACTIONS. (lb/size) 1=78/0-5-8 (min.0-1-8),2=42/Mechanical,3=35/Mechanical
Max Horz 1=33(LC 12)
Max Upliftl=-8(LC 12),2=-25(LC 12),3=-8(LC 12)
Max Grav1=78(LC 1),2=42(LC 1),3=39(LC 3)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-56/19
BOT CHORD 1-4=-103/79,3-4=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)*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.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 8 lb uplift at joint 1,25 lb uplift at joint 2 and
8 lb uplift at joint 3.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
I
rns
u Trues-1We -- — If Qty I Ply I
8167 EJ06 Jack-Open 22 1
i 1 IJob Reference(optional)
Building Component Supply,Green Cove Springs,FL _---- _ -Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Oct 06 09:19:10 2015 Page 1
ID:k31 quvwg_?MakOgvXikF6UyaoV7-gx4PYBknzFTusLWncWafk5NpmGbmhiOSElcf6tyWBel
I 6-0-0
6-0.0
2 Scale=1:18.5
5.00112 /a
228#/-33# 152#/-90#
Y
10
0-5-8(0-1-8)
Ti
9 '-
°P
N
1 1
'I ....in,
— ■
B1
a
] M. 4
3x4= 10700#
3
3x4 II
I 8�0 — —I
Plate Offsets(X,Y)- [1:0-1-8,0-0-14]
•
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.08 3-7 >837 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.15 3-7 >466 180
BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 1 n/a n/a
BCDL 10.0 L Code FBC2014/TPI2007 (Matrix-M) Weight:21 lb FT=20%
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 8-3-6 oc bracing.
SLIDER Left 2x4 SP No.3 1-2-4 c-m that a- s- - re- ..i cross bracing MiTek recommends that Stabilizers and required cross bracing I
be installed during truss erection,in accordance with Stabilizer
Installation guide. i
REACTIONS. (lb/size) 1=228/0-5-8 (min.0-1-8),2=152/Mechanical,3=77/Mechanical
Max Horz 1=98(LC 12)
Max Upliftl=-33(LC 12),2=-90(LC 12)
Max Grav1=228(LC 1),2=152(LC 1),3=107(LC 3)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-9=-244/76,9-10=-83/31,2-10=-82/48
BOT CHORD 1-4=-518/298,3-4=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 5-11-4 zone;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)•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.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 33 lb uplift at joint 1 and 90 lb uplift at joint 2.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
— I _ �
o Truss -- Truce !Ply
8167 Fu107 'Roof Special 1 1 �
1 Job Reference(optional)_
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 Milk Industries,Inc.Tue Oct 06 0919:10 2015 Pa 1
ID:k31quvwg 7 Mak0gvXikF6UyaoV7-gx4PYBknzFTusLWncWafk5NldGbhhiOSEIcf6fywBel
I-- 2 0-0 6-0-0
2-0-0 4-0-0
Scale=1:17.6
/----
5.00112
195#/-109#
2x4 II 4x5— 7 T2
1 2
I
■ 'I
3 111=11P
rim.-
v
'' 61 —A .
6x6,-- 5
452N-106# 107#/0#
6
USP JUS242.00 I —4-0-0 6-0-0
Plate Offsets(X,Y)-j6:0-2-12,0-3-6] —-
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.06 5-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.16 5-6 >428 180
BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:23 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 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) 6=452/Mechanical,4=195/Mechanical,5=80/Mechanical
Max Horz 6=105(LC 12)
Max Uplift6=-106(LC 12),4=-109(LC 12)
Max Grav6=452(LC 1),4=195(LC 1),5=107(LC 3)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 3-6=-416/232,1-3=-211/136,1-2=-127/24,2-3=-107/131,2-7=-91/38,4-7=-87/66
BOT CHORD 5-6=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-0-6,Interior(1)0-1-12 to 5-11-4 zone;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)Provide adequate drainage to prevent water ponding.
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 20.0psf 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.
5)Refer to girder(s)for truss to truss connections.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 lb uplift at joint 6 and 109 lb uplift at joint
4.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
,Job— — iTruss Truss Type — -- — Qty Ply — — —
,8167 IEJ08 Roof Special 1 1 ,
L ---. --_. I Job Reference(optional)
Building Component Supply,Green Cove Springs,FL — — Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 Kaiak Industries.Inc.Tue Oct 06 09:19:10 2015 Page 1
ID:k31quvwg_7MakOgvXikF6UyaoV7-gx4PYBknzFTusLWncWafk5NjiGcihioSElcf6fyVi BeI
3 5
I— 8 6-0-0
3-5.8 2-6.8
4 , , Scale=1:18.5
5.00;12 i 1
14X5= 4x5--;-• 294#/-144#
7 2
1 EI
•
rn
4
3. ,' N
B7— (� 9
565#/-144# 102#/0#
6 5
3 x 4 I I
USP JUS24
I 35-8 I 6-0-0
.
3-5-8 2-6-8 -Plate Offsets(X,V)- L3:0-2-12,0+101[6:0-2-0,0-0-8j
LOADING(psf) i SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.06 5-6 >999 240 MT20 244/190
TCDL 10.0 1 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.14 5-6 >503 180
BCLL 0.0 • 1 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 4 n/a n/a
BCDL 10.0 1 Code FBC2014/TPI2007 (Matrix-M) Weight:26 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, except
T2:2x4 SP No.1 end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing j
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 6=565/Mechanical,4=294/Mechanical,5=73/Mechanical
Max Horz 6=109(LC 12)
Max Uplift6=-144(LC 9),4=-144(LC 12)
Max Grav6=565(LC 1),4=294(LC 1),5=102(LC 3)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 3-6=-522/290,1-3=-302/207,1-7=-260/144,2-7=-260/144,3-8=-240/263,2-8=-228/282,2-4=-104/107
BOT CHORD 5-6=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-11-4 zone;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)Provide adequate drainage to prevent water ponding.
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 20.0psf 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.
5)Refer to girder(s)for truss to truss connections.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 144 lb uplift at joint 6 and 144 lb uplift at joint
4.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Truss TiussType-- -- —-- Qfy ply
8167 EJ09 Roof Special 1 1 1 ,
j ;Job__ Job Reference(optional)
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MTek Industries,Inc.-rue Oct 06 09:19:11-2015 Page 1
ID:k3lquvwg_TMakOgvXikF6UyaoV7-18enIXIPlabITUS AD5uHIwuZgwuQ9dbTOLCf6yWBek
I 2-4.0 ♦ 6-0-0
2.4-0 3-8-0
Scale=1:17.6
4 r r
l'
5.00 12 i
i 211#/-115#
1 3 x 4 1 1 4x5= 7 i
1 2 T2
- ''
3 ill ' v>
0
: IL - ,„i
;
B1 , 4
6x6= 5
483#/-116# 106#/0#
6
USPJ US24 2 4'0 I— --- 6-0-0
2-4-0 3-8-0
Plate Offsets(X,Y)— [6:0-2-4,0-3-6j
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.07 5-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.16 5-6 >429 180
BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:23 lb FT=20%
----------- -LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 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) 6=483/Mechanical,4=211/Mechanical,5=80/Mechanical
Max Horz6=106(LC 12)
Max Uplift6=-116(LC 12),4=-115(LC 12)
Max Grav6=483(LC 1),4=211(LC 1),5=106(LC 3)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 3-6=-447/251,1-3=-238/158,1-2=-149/58,2-3=-146/159,2-7=-93/40,4-7=-90/73
BOT CHORD 5-6=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=S.Opsf;BCDL=5.0psf;h=25ft;8=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-4-6,Interior(1)0-1-12 to 5-11-4 zone;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)Provide adequate drainage to prevent water ponding.
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)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 lb uplift at joint 6 and 115 lb uplift at joint
4.
8)"Semi-rigid pitchbreaks including heels”Member end fixity model was used in the analysis and design of this truss.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job TNT -- Truss Type Q yt- !MY .
8167 IF01 GABLE 1 1 ,
J Springs,FL Run:7.820 n7 S r 30 2 15 rii(Job 0 s Apr Reference 015 SATek I
-- - 9
Building Component��'��^Cove Print:7.820 s Apr 30 2015 A�STek Industries,Inc.Tue Oct 06 09:19:11 2015 P 1
8aoT81 Tz2i8Z-18enIXIPkZbITU5_AD5uHlw41 04Q94bTOLCf6yWBek
0.1-8 0-1-8
Scale=1:43.8
3x4= 3x6 FP= 3x4= 3x4 -
1 2 3 iiiji S1 Sf1 S 46Sift �� 1 1 1 , 1 .,�3 - 1 1. Y
44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23
3x4 -- 3x4 3x4 -- 3x6 FP - 3x4- 3x4
1-6-12 1_2-10.14 4-2-121 5-6-1216-10-121 8-2-12 96-12110,10-17,12-2-12 13-6-1214.10-1216-2-12,17-61218-10-1220-2-12+21-6-12.22-10-12 24-2-12?5-2-1, 26-9-8 i
1-6-12 1.4.0 1-4.0 1-0.0 1-4-0 1 4 O 1.4-0 1-4-0 1-4.0 1-4-0 1-4-0 1-010 ' 1-4-0 1-4-0 1-4-0 1-4.0 -4-0 1.4-0 1-0-0 1-6-12
Plate Offsets(X,Y)-- [11:0-1.8,Edge],[22:0-1-8,Edge1,[24:0-1-8,Edg,_(34:0-1-8,Edge],143:0-1-8,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 I Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 34 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:123 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 44=61/26-9-8 (min.0-1-8),23=56/26-9-8 (min.0-1-8),43=169/26-9-8 (min.0-1-8),24=158/26-9-8 (min.0-1-8),42=141/26-9-8 (min.0-1-8),
41=148/26-9-8 (min.0-1-8),40=146/26-9-8 (min.0-1-8),39=147/26-9-8 (min.0-1-8),38=147/26-9-8 (min.0-1-8),37=147/26-9-8 (min.0-1-8),
36=147/26-9-8 (min.0-1-8),35=139/26-9-8 (min.0-1-8),34=154/26-9-8 (min.0-1-8),33=147/26-9-8 (min.0-1-8),31=147/26-9-8 (min.0-1-8),
30=147/26-9-8 (min.0-1-8),29=147/26-9-8 (min.0-1-8),28=147/26-9-8 (min.0-1-8),27=145/26-9-8 (min.0-1-8),26=153/26-9-8 (min.0-1-8),
25=116/26-9-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 44-45=-55/0,1-45=-55/0,23-46=-50/0,22-46=-50/0,1-2=-3/0,2-3=-3/0,3-4=-3/0,4-5=-3/0,5-6=-3/0,6-7=-3/0,7-8=-3/0,
8-9=-3/0,9-10=-3/0,10-11=-3/0,11-12=0/5,12-13=0/5,13-14=0/5,14-15=0/5,15-16=0/5,16-17=0/5,17-18=0/5,
18-19=0/5,19-20=0/5,20-21=0/5,21-22=0/5
BOT CHORD 43-44=0/3,42-43=0/3,41-42=0/3,40-41=0/3,39-40=0/3,38-39=0/3,37-38=0/3,36-37=0/3,35-36=0/3,34-35=0/3,
33-34=-5/0,32-33=-5/0,31-32=-5/0,30-31=-5/0,29-30=-5/0,28-29=-5/0,27-28=-5/0,26-27=-5/0,25-26=-5/0,24-25=-5/0,
23-24=0/3
WEBS 2-43=-154/0,21-24=-137/0,3-42=-128/0,4-41=-135/0,5-40=-133/0,6-39=-133/0,7-38=-133/0,8-37=-133/0,10-36=-133/0,
11-35=-126/0,12-34=-133/0,13-33=-133/0,14-31=-133/0,15-30=-133/0,16-29=-133/0,17-28=-134/0,18-27=-132/0,
19-26=-139/0,20-25=-106/0,1-43=0/1,22-24=-10/0,11-34=-11/0
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
Job Russ rruss Type -Qty I ply
8167 F02 Floor 6 1 ' ■
Job Reference(optional)
Mang Component Supply,Green Cove SprIngs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 Wee Industries,Inc.Tue Od 06 09:19:12 2015 Page 1
ID:n745_Be9gdr7AfK8aoT81Tz2i8Z-mKC9ytm1Vsjc5egAlocd7pwT9B4929RCIi251BYyv j
0-1-8
HI- 1-0-8 0
F - i
Scale=1:45.4
1.5x3= 3x6 FP= 3x6 FP= 1.5x3
6x8= 8 x 8= 5x6= 4 x 6 I I 4x6 I I 5x6= 6x8-- 6x8
1 2 3 4 5 8 7 8 9 10 11 12 13 14
N.,...... ,,.....- . -....•andbirM .11 V F.-
MI 11:1 ci
30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15
5 x 6= 8 x 8= 5x6 I I 4 x 6 I I 4 x 6 I I 3x12 M18SHS FP= 4x6 I I 5x6= 6x8 5x6=
0-5-8(0-1-8) 3x12 M18SHS FP-- 4x6 I i 0-5-8(0-1-8)
1460#/0# 1460#/0#
13-11-0
I 12-10-8 13-4-12 26-9-8
•
12-10-8 - - - ---1- -- ----- -----12-10,8-- - - ----.
0-6-4
Plate Offsets(X,Y)- [1:0-1-8,0-0-8],[3:0-3-0,Edge],(12:0-3-0,Edge),[14:0-1-8,Edge],[14:0-1-8,0-0-8J,(15:Edge,0-3-0],[16:0-3-12,Edge],(17:0-2-0,Edge),(18:0-3-0,Edge],
_ [22:0-3-0,0-0-0],[27:0-3-0,Edge],[28:0-3-0,Eds1,L9_0-3-12,Edge],[30:Edge,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.71 22-23 >450 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -1,11 22-23 >288 240 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.13 15 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) 1 Weight:211 lb FT=20%F,11%E
LUMBER- -- -------
BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins, except
BOT CHORD 2x4 SP No.1(flat) end verticals.
WEBS 2x4 SP No.3(flat)'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W2:2x4 SP No.2(flat)
REACTIONS. (lb/size) 30=1460/0-5-8 (min.0-1-8),15=1460/0-5-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-30=-1444/0,14-15=-1444/0,1-2=-1706/0,2-3=4395/0,3-4=-6432/0,4-5=-7855/0,5-6=-8632/0,6-7=-8632/0,
7-8=-8859/0,8-9=-8632/0,9-10=-8632/0,10-11=-7855/0,11-12=-6432/0,12-13=-4395/0,13-14=-1706/0
BOT CHORD 29-30=-0/0,28-29=0/3209,27-28=0/5551,26-27=0/7286,25-26=0/8395,24-25=0/8395,23-24=0/8859,22-23=0/8859,
21-22=0/8859,20-21=0/8395,19-20=0/8395,18-19=0/7286,17-18=0/5551,16-17=0/3209,15-16=0/0
WEBS 1-29=0/2155,2-29=-1990/0,2-28=0/1569,3-28=-1530/0,3-27=0/1165,4-27=-1131/0,4-26=0/753,5-26=-715/0,
5-24=-81/568,7-24=-699/259,7-23=-242/262,14-16=0/2155,13-16=-1990/0,13-17=0/1569,12-17=-1530/0,12-18=0/1165
,11-18=-1131/0,11-19=0/753,10-19=-715/0,10-21=-81/568,8-21=-699/259,8-22=-242/262
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)All plates are 3x6 MT20 unless otherwise indicated.
4)"Semi-rigid pitch breaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
'lob 17n.iss - Truss Type -qty Ply
8167 F03 GABLE 1 1
Job Reference(optional)
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 Afek Industries,Inc.Tue Od 06 09:19:13 2015 Page 1
ID:n745_Be9gdr7AfK8aoT81 Tz2i8Z-EWmYADmfGArTjoFMIe8MMj?QolJivu3auwigJjyMei
0-1A-8
0-1-8
Scale=1:41.0
3x4= 3x6 FP= 3x4= 3x4=
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21•4 -O!TSWl1a_:I_ 11 ,1 1 $ i jl \Sj1 ... ..,� , , ' h, 44
42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22
3x4= 3x4= 3x4 3x6 FP-- 3x4 - 3x4=
1-6-12 2-10-12 4-2-12 5-6-12 6-10-12 8-2-12 9-8-12 10.10-12 12-2-12 13-6-12 ,14-10.12 16-2-12 17&12 18-10-12 20-2-12 21-6-12 ,2.2-10.1223-61 25.1-0 ,
I- i f i -1 I I I I +
1-6-12 1-4-0 1.4-0 1-4-0 1-4-0 1-4-0 1.4-0 1-4-0 1-4-0 1-4-0 ' 1-4-0 1�-0 1.4-0 14-0 ' 1.4-0 t 14-0. 1-4-0 6-7.8 1.6-12
Plate Offsets(M)-- [11:0-1-8,Edge],[21:0-1-8,Edge],[23:0-1-8,Egej,-[32:0-1-8 Edge],[41:0-1-8,Edge]
LOADING(psf) SPACING- 2-0-0 i CSI. DEFL in (loc) I/defl Ud 1 PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 I MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 32 n/a n/a ,
BCDL 5.0 Code FBC2014/TPI2007 I (Matrix) Weight:116 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 42=61/25-1-0 (min.0-1-8),22=56/25-1-0 (min.0-1-8),41=169/25-1-0 (min.0-1-8),23=144/25-1-0 (min.0-1-8),40=141/25-1-0 (min.0-1-8),
39=148/25-1-0 (min.0-1-8),38=146/25-1-0 (min.0-1-8),37=147/25-1-0 (min.0-1-8),36=147/25-1-0 (min.0-1-8),35=147/25-1-0 (min.0-1-8),
34=147/25-1-0 (min.0-1-8),33=139/25-1-0 (min.0-1-8),32=155/25-1-0 (min.0-1-8),31=147/25-1-0 (min.0-1-8),29=147/25-1-0 (min.0-1-8),
28=147/25-1-0 (min.0-1-8),27=147/25-1-0 (min.0-1-8),26=145/25-1-0 (min.0-1-8),25=154/25-1-0 (min.0-1-8),24=88/25-1-0 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 42-43=-55/0,1-43=-55/0,22-44=-50/0,21-44=-50/0,1-2=-3/0,2-3=-3/0,3-4=-3/0,4-5=-3/0,5-6=-3/0,6-7=-3/0,7-8=-3/0,
8-9=-3/0,9-10=-3/0,10-11=-3/0,11-12=0/5,12-13=0/5,13-14=0/5,14-15=0/5,15-16=0/5,16-17=0/5,17-18=0/5,
18-19=0/5,19-20=0/5,20-21=0/5
BOT CHORD 41-42=0/3,40-41=0/3,39-40=0/3,38-39=0/3,37-38=0/3,36-37=0/3,35-36=0/3,34-35=0/3,33-34=0/3,32-33=0/3,
31-32=-5/0,30-31=-5/0,29-30=-5/0,28-29=-5/0,27-28=-5/0,26-27=-5/0,25-26=-5/0,24-25=-5/0,23-24=-5/0,22-23=0/3
WEBS 2-41=-154/0,20-23=-123/0,3-40=-128/0,4-39=-135/0,5-38=-133/0,6-37=-133/0,7-36=-133/0,9-35=-133/0,10-34=-133/0,
11-33=125/0,12-32=-133/0,13-31=-133/0,14-29=-133/0,15-28=-133/0,16-27=-134/0,17-26=-132/0,18-25=-140/0,
19-24=-81/0,1-41=0/1,21-23=-11/0,11-32=-12/0
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
Job Truss — Floor Type -.City Ply fJob Reference(optional)
i i 8187 F04 Floor 6 1
Bulling Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.820 s Apr 30 2015 Welt Industries,Inc.Tue Oct 06 09:19:13 2015 Page 1
ID:n745 Be9gdr7AfK8aoT81Tz2i8Z-EWmYADmfGArTjoFMIe8MMj 7FQUT2uypuwigJj_yMei
03-0
t-1I 1-3-0 I 1-10-12_
-
Scale=1:22.6
4x6=
3x6= 4x6=
1 2 3 4 5 6 7
T1 rial
q All
ii F.
■.tom sew �� ► r am 11.
o 14 13 12 11 10 9
71#/0#
3x6= 4 x 6= 3x6= 1.5x3 I I 4x6=
0-3-8(0-1-8)
748#/0#
USP THD46
I 6-9-0 6.)11.8 7-9-2 7- 14 8-9-4 } 14-1-12 I
6-9-0 011.8 0-10-10 0-11-6 5-4-8
00.12
Plate Offsets(X,Y)- V:Edge,0-1-8],[5:00-1-8,Edgej
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft Ltd PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.16 12-13 >999 360 MT20 244/190
TCDL 10.0 i Lumber DOL 1.00 BC 1.00 Vert(TL) -0.24 12-13 >692 240
BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.04 8 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:76 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing.
REACTIONS. (lb/size) 15=748/0-3-8 (min.0-1-8),8=761/Mechanical
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 15-16=-740/0,1-16=-658/0,7-8=-757/0,1-2=-770/0,2-3=-1758/0,3-4=-2129/0,4-5=-2129/0,5-6=-1737/0,6-7=-739/0
BOT CHORD 14-15=0/77,13-14=0/1415,12-13=0/2054,11-12=0/2129,10-11=0/2129,9-10=0/1383,8-9=0/0
WEBS 7-9=0/983,6-9=-895/0,6-10=0/503.5-10=-619/0,5-11=-48/174,1-14=0/942,2-14=-898/0,2-13=0/477,3-13=-411/0,3-12=-109/369,4-12=-176/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)Refer to girder(s)for truss to truss connections.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job Truss Truss Type Qty My
8167 F05 Floor 3 1 ■
Job Reference(optional)
Bolding Component Supply,Green Cove Springs.FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 AATek Industries,Inc. 'rue Oct 06 09:19:13 2015 Page 1
ID:n745_Be9gdr7AfK8aoT81 Tz2i8Z-EWmYADmfGArTjoFMIe8MMj?JRUUDuyyuwJjywB
igei
I
1-3-0 1-10-4
Scale=1:22.2
1.5x3 II 4x6
_
14 2 3 4 5 6 7
-1
1 i wren
7431/0# 14 13 12 11 10 9 7436l0#
4x6= 1.5x3 II 4x6 -
USP THD46 USP THD46
6-7-8 7-6-10 8-5-12 13-10-4
6-7-8 I 0-11-2 I 0-11-2 I 5-4-8
Plate Offsets(X,Y)- [1:Edge,0-1-81,[5:0-1-8,EdgeL 112:0-1-8,Edge1[15_Edge,O-1-8j_
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 1 Vert(LL) -0.1512-13 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.93 I Vert(TL) -0.21 12-13 >765 240
BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.03 8 n/a n/a
BCDL 5.0 I Code FBC2014/TPI2007 (Matrix) Weight:73 lb FT=20%F,11%E
LUMBER- BRACING-
_ —
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 oc bracing:11-12.
REACTIONS. (lb/size) 15=748/Mechanical,8=748/Mechanical
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-15=-741/0,7-8=-744/0,1-2=-724/0,2-3=-1701/0,3-4=-2063/0,4-5=-2063/0,5-6=-1696/0,6-7=-725/0
BOT CHORD 14-15=-0/0,13-14=0/1366,12-13=0/1991,11-12=0/2063,10-11=0/2063,9-10=0/1357,8-9=0/0
WEBS 7-9=0/965,6-9=-879/0,6-10=0/482,5-10=-585/0,5-11=-52/162,1-14=0/963,2-14=-893/0,2-13=0/465,3-13=-404/0,3-12=-107/358,4-12=-172/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)Refer to girder(s)for truss to truss connections.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
-- —?Truss Truss Type— — 1Ply
8187 IFOB
Truss
rGirder 1
Buildi Component f Job 0 s Apr 302 15 MiTek I_
rp ponent Supply,Green Cove Springs,FL Run:7.620 a Apr 30 2015 Print 7.620 5 Apr 90 2015 MiTek Industries,Inc.Tue Oct 06 09:19:14 2015 Page 1
ID:n745 Be9gdr7AfK8aoT81Tz2i8Z-ijKwNZnI1UzKKypYrLfbuxYVNtt8dOC29MasFRyWBeh
F 1-3-0 -1 I 1-0-0 i 1`5.4 I
Scale=1:17.5
MSH422
3x4= 3x4 I I 3x4= 4x6=
1 4x8 2 3 4 3x4— 14 5 6
__`` T
1111111. A/r. NI R Y I :lei `�tt• 1 g \.4"&" il 11"IlL J '-rte I. _ ■� ��
13 12 11 10 9 8 W
836##0# 4x6= 3x6= 1.5x3 II 3x4= 4x6=
3 x 4 I I 3x4 I I
0-3-8(0-1-8)
721#/0#
— _ 3-10-8 4-8-10 5-5-4 10-9-12 I
3 10-8 � 0-8-10 ' 0-8.10 i -- 5-4-8
PlateOffset�X,Y)-- [1 Edge,O 1-81 i4:0-1-8,Edge] [13:Edge,0-1-8]- _
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert LL -0.0611-12 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.10 11-12 >999 240
BCLL 0.0 I Rep Stress Incr NO WB 0.52 Horz(TL) 0.02 7 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:60 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 13=836/Mechanical,7=721/0-3-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-13=-833/0,6-7=-717/0,1-2=-827/0,2-3=-1923/0,3-4=-1923/0,4-14=-1608/0,5-14=-1608/0,5-6=-695/0
BOT CHORD 12-13=0/0,11-12=0/1545,10-11=0/1923,9-10=0/1923,8-9=0/1303,7-8=0/0
WEBS 3-11=-435/0,1-12=0/1100,2-12=-1000/0,2-11=0/601,6-8=0/926,5-8=-845/0,5-9=0/510,4-9=-554/0,4-10=0/97
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
3)"Semi-rigid pitch breaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)CAUTION,Do not erect truss backwards.
6)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent at 3-10-8 from the left end to connect truss(es)F10(1
ply 2x4 SP)to front face of top chord.
7)Fill all nail holes where hanger is in contact with lumber.
8)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+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:7-13=-10,1-6=-100
Concentrated Loads(lb)
Vert:3=-396(F)
(Job — Truss !Truss Type — TY — — — I
18187 I F07 GABLE 11 1
`Building Component.. Green Cove FL I _ :Job Referenceioptional)
Supply, Springs, Run:7.620 a Apr 30 2015 Print:7.620 s Apr 30 2015 AMTek Industries,Inc.Tue Oct 06 09:19:14 2015 Page 1
ID:n745_Be9gdr7Af K8aoT81Tz2i8Z-ijKwNZnl1 UzKKypYrLfbuxYbAt2mdWm29MasFRyWBeh
1 3x6= 2 1.5x3 i 3 3x4 I
Scale=1:9.1
1.
IIMMIIIIII. II
n /I Ni4(N I 1
Y
mi II
•••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••
•i•'•000'±00.O� ::OAO�•O:.*: :i•'•'•'0000±•+•.000•+:00.:+:+O•.000•+•.i
6 5 4
3x4 ! 3x4 3x4 'i
(0-1-8) (0-1-8) (0.1-8)
1-6-12 3-0.8 - .
1-6-12 1-5-12 10# 55#/0#
Plate Offsets(X,Y)— [5:0.1-8,Edge],[6:Edge,(��-s�
LOADING(psf) SPACING- 2-0-0 I CSI. DEFL in (loc) 1/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 i TC 0.12 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:20 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-0.8 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 6=61/3-0-8 (min.0-1-8),4=55/3-0-8 (min.0-1-8),5=192/3-0-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-6=-55/0,3-4=-50/0,1-2=0/0,2-3=0/0
BOT CHORD 5-6=0/0,4-5=0/0
WEBS 2-5=-174/0,1-5=-0/0
NOTES-
1)Gable requires continuous bottom chord bearing.
2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
3)Gable studs spaced at 1-4-0 oc.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
—Truss Truss Type -- --- iQty -TPIy
- -- - --
18187 7 FOB Floor 11 t
I _1_ 'Job Reference(optional)
8uiding Component Supply.Green Cove Springs,FL Run:7.620 s Apr 302015 Print:7.620 s Apr 30 2015 AiTek Industries,Inc. Tue Oct 06 09:19:14 2015 Pa�g�ee 1
ID:n745_Be9gdr7AfK8aoT81Tz2i8Z-ijKwNZnl1 UzKKypYrLfbuxYb6tlodVy29MasFRyWBeh
1-2-12 0-6-0 1-3-0 3x6
1 3x6= 2 1.5x3 I I 3 1.5x3 4
Scale=1:9.1
Ti
W7 W1 w1 w1
V N —
--li 7
en
3x4= 3x4=
8 7 6 5
191#/0# 191#/Olt
3x4 11 3x4 11
T g
1-7-4 ,1-10-4 2-1-4 3-8-12
-LJ P DHD4 1-7-4 03-0 I 17 6 USP MSH422
Plate Offsets(X,Y)– [5:Edge,0- - ,[6 -1 l,[ -0-1-
9eL,L7:0-1 .,Edge],L8:Edge,0-1 81 --------
LOADING(psf) SPACING- 2-0-0 1 CSI. DEFL in (loc) 1/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.00 6 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.00 6 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a
BCDL 5.0 Code FBC2014ITPI2007 (Matrix) Weight:26 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purtins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=191/Mechanical,5=191/Mechanical
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-8=-185/0,4-5=-184/0,1-2=-146/0,2-3=-146/0,3-4=-146/0
BOT CHORD 7-8=-0/0,6-7=0/146,5-6=0/0
WEBS 4-6=0/191,1-7=0/192,2-7=-113/0,3-6=-114/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
i
Job Truss Truss Type ---- y T —_ --
8167 F09 FLOOR ,
2 PI 1
Job Reference(optional)
8uiang Component Supply Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Oct 06 09:19:14 2015 Page 1
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0-1-8 3x6
H x4= 1-3-0 2 1. I I 0-11-0 3 1.5x3 :1 4
Scale=1:9.1
_--• • __
ME • • I/.■■
9
II ■m 41 .11 t:
3x4= 3x4=
7 6 5
3x4= 215#/0#
3x4
0-7-4(0-1-8)
1-7-8 + 2-1.0 I 2.6-8 + 4-2-0 USP MSH422
Plate Offsets X,Y 1-7-8 0-5-8 0-5-8 1-7-8
Plate ffsets� r[6:0-1-fg@ �,[7:0-1-8,Edgej
•
r
LOADING(psf) 1 SPACING- 2-0-0 CSI. DEFL in floc) 1/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.00 6 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(TL) -0.01 6 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 n/a n/a
BCDL 5.0 ! Code FBC2014/TPI2007 (Matrix) Weight:27 lb FT=20%F,11%E
LUMBER- BRACING-
-- - -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purtins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=209/0-7-4 (min.0-1-8),5=215/Mechanical
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 8-9=-203/0,1-9=-203/0,4-5=-208/0,1-2=-175/0,2-3=-175/0,3-4=-175/0
BOT CHORD 7-8=0/10,6-7=0/175,5-6=0/0
WEBS 4-6=0/229,1-7=0/219,2-7=-131/0,3-6=-136/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
- -
8167 F 0� Floor Girder — 1 1
Job Reference(optional) J
YPe Y
Building Component Supply,Green Cove Springs,Ft. Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MTek Industries,Inc.Tue Oct 06 09:19:14 2015 Page 1
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I
1-3-0 I 1-1-0
Scale=1:12.5
MSH422 3x4= MSH422 3x6=
1 3x6= 11 I 2 MS 4 3 �= 12 4
^'�' Ti Y rams
liiitill/ I1VAII
$.1111■M■MIMMIM MilliM1111
.f.:: 7
3x4= 3x4=
10 9 8 7 6 5
555#/0# 1.5x3 I' 1.5x3 I I 491#/0#
3x4 II 3x4 1
USP MSH422 USP MSH422
2-10-8 , 3-5-0 1 3-11-8 { 6-10-0
I 2-10-8 0-6-8 0-6-8 2-10-8
Plate Offsets KY)-- [2 0-1-8,Edge],[3:0-1-8,Edge] [5:Edge 0-1-8],[10:Edge,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.02 8 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 i BC 0.41 Vert(TL) -0.03 8 >999 240
BCLL 0.0 Rep Stress Incr NO 1 WB 0.26 Horz(TL) 0.01 5 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 i (Matrix) Weight:40 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=555/Mechanical,5=491/Mechanical
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-10=-551/0,4-5=-483/0,1-11=-416/0,2-11=-416/0,2-3=-778/0,3-12=-399/0,4-12=-399/0
BOT CHORD 9-10=-0/0,8-9=0/778,7-8=0/778,6-7=0/778,5-6=0/0
WEBS 4-6=0/531,1-9=0/553,3-6=-515/0,2-9=-492/0,2-8=-68/34,3-7=-13/88
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 0-11-12 from the
left end to 4-11-12 to connect truss(es)F09(1 ply 2x4 SP),F08(1 ply 2x4 SP)to back face of top chord.
6)Fill all nail holes where hanger is in contact with lumber.
7)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+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert 5-10=-10,1-4=-100
Concentrated Loads(lb)
Vert:2=-115(B)11=-115(B)12=-91(B)
lob Truss Truss Type (Uty Ply
8167 iF11 Floor Girder 11 1 i , --1
t_- 1- - -- .Job Reference(optional) — )
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Oct 06 09:19:14 2015 Page 1
ID:n745_Be9gdr7AfK8aoT81Tz2i8Z-ijKwNZnl1 UzKKypYrLfbuxWotzQdQ229MasFRyWBeh
0-1-8
t—i
1-3-0 I I 0-11-8 0-7-8 , 0-10-12
Scale=1:12.7
MSH422 3x6=
1 2 33x6= 4
1 Fl_UI
11 :1k� OV A �� ■
//
mi. 9 8 7 6 '
038(0-1-8) 4-5-8 6-11-12 03.8(0-1-8)
I 4-54 I 2-6-4 +
Plate Offsets LXy1 0-:0-1-12,Edge) 671#
LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.01 8 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(TL) -0.02 8 >999 240
BCLL 0.0 Rep Stress Ina NO WB 0.41 Horz(TL) 0.01 5 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:43 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=530/0-3-8 (min.0-1-8),5=671/0-3-8 (min.0-1-8)
FORCES. (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 10-11=-525/0,1-11=-524/0,4-5=-664/0,1-2=-479/0,2-3=-1014/0,3-4=-639/0
BOT CHORD 9-10=0/27,8-9=0/890,7-8=0/1095,6-7=0/1095,5-6=0/0
WEBS 3-7=-9/0,1-9=0/615,2-9=571/0,2-8=0/199,3-8=-154/0,4-6=0/851,3-6=-708/0
NOTES-
1)All plates are 3x4 MT20 unless otherwise indicated.
2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
5)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent at 4-5-8 from the left end to connect truss(es)F10(1
ply 2x4 SP)to back face of top chord.
6)Fill all nail holes where hanger is in contact with lumber.
7)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+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:5-10=-10,1-4=-100
Concentrated Loads(Ib)
Vert:3=-466(B)
Truss Truss Type — Tr-, --- — ----
8167 F12 GABLE 1 "
Job Reference(optional)
Building Component Supply,Green Cove FL Run:7.620 s Apr 30 2015 Print:7.620 s r 30 2015 Industries,Inc.Tue Oct 06 09:19:15 2015 P 1
Bu' Springs, Page
ID:n745_Be9gdr7AtK8aoT81Tz2i8 -Avulbvowon5By601P3AgR85mHHO?My4BOOJOotyWBeg
0018 0,1-8
Scale=1:13.8
1 3x4= 2 3 4 5 6 7
T1
15 — i — 16
L1 • $T $T1 ST1 ST1 $T1 ''
- NINE
• i
_I
.•. .....••...............................................................•...... .•..................
14 13 12 11 10 9 8
3x4 3x4 3x4=
1-6-12 2-10-12 4-2-12 5-6-12 6-10-12 7-7-8
1.6-12 1-4-0 1-4-0 1-4-0 1-4-0 0-8-12
Plate Offsets(X,Y)– [13:0_1-8�Edge)-
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10
Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 8 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:39 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 14=58/7-7-8 (min.0-1-8),8=8/7-7-8 (min.0-1-8),13=172/7-7-8 (min.0-1-8),12=141/7-7-8 (min.0-1-8),11=147/7-7-8 (min.0-1-8),10=151/7-7-8 (min.
0-1-8),9=121/7-7-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 14-15=-53/0,1-15=-53/0,8-16=-7/0,7-16=-7/0,1-2=-0/0,2-3=-0/0,3-4=-0/0,4-5=-0/0,5-6=-0/0,6-7=-0/0
BOT CHORD 13-14=0/3,12-13=0/0,11-12=0/0,10-11=0/0,9-10=0/0,8-9=0/0
WEBS 2-13=-154/0,3-12=-128/0,4-11=-134/0,5-10=-138/0,6-9=-110/0,1-13=-3/0
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
Job - — 'Truss - iTruss T ..Qy --.,Ply. .
8167 F13 (Floor 6 1
Building Component Supply,Green Cove ( Run:7.62 s r d 2015 Print: s Apr Reference 015tional)_
n9 Springs,FL — - - Run:7.820 s :7.620 s Apr 30 2015 totiTek Industries,Inc.Tue Oct 06 09:19:15 2015 P 1
g T81Tz2i8Z-Avulbvowon5By601P3AgR85hLHDPMsvB00JQotyWeg
0-1-8
H I— H i_- 1 10 8 + 9'
Scale=1:21.7
1.5x3= 44 I I
1 2 3 4 5 6 7
T1 �ai__
■w dm . ils ■tttttttttttttttttttt■Ir�tttovow
16 II Ilir
r -4 Pin
11 • i A R g
1.. 14 13 12 11 10 9 8
1.5x3 II 1.5 1 1 4 3 x 6= 1.54 I I
I
5-4-8 1 6-3-126.4.0 7-3-0 7-3-8 12-7-8 12-11r0
5-4-8 0-11.4 00-4 0-11-0 o-843 5-4-0 b-3-ti
Plate Offsets(X,Y)- [3:0-1-8,Edge],[4:0-1-8,Edge],[7:0-3-0,Edge],[9:0-2-0,Edge],[14:0-1-12,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.09 10-11 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.13 10-11 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 7 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) , Weight:69 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 15=678/0-5-8 (min.0-1-8),7=684/0-3-0 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 15-16=-674/0,1-16=-673/0,7-8=0/7,1-2=-655/0,2-3=-1486/0,3-4=-1744/0,4-5=-1491/0,5-6=-695/0,6-7=-698/0
BOT CHORD 14-15=0/35,13-14=0/1223,12-13=0/1744,11-12=0/1744,10-11=0/1744,9-10=0/1224,8-9=0/0
WEBS 6-9=-70/0,7-9=0/904,1-14=0/844,2-14=-790/0,2-13=0/384,3-13=-457/0,3-12=-94/135,5-9=-719/0,5-10=0/384,4-10=-447/0,4-11=-106/123
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Job Truss 1 truss T—YPe — Qty ;Ply — —--
•
8167 F14 FLOOR 3 1
1 Job R_eferencejoptional)
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ID:n745_Be9gdr7AfK8aoT81 Tz2i8Z-Avulbvowon5By601P3AgR85h9HDeMs8BOOJQotyWBeg
0-1-8
H
1-3-0 _, I___-- 1-11-8 Scale=1:20.6
1.5x3= 34=
1 2 3 4 5 6
T1
■
5 1
•
ii
I X X r 1.1_ — N / Ali !
II= MIN MP 81 WM eiri K
S13 12 11 10 9 8 6859/09
1.5x3 II 1.54 II
0-4-12(0-1-8)
679#/0#
USP MSH422
5-4-8 6-3.14 6-44 7-3-4 7-40 12-8-8
5-4-8 0-11-6 0-0-6 0-11- 0.012 5-4-8
Plate Offsets(X,Y)— [3:0-1-8,Edge],[4:0-1.8,Edge],[8:0-1-8,_Edge],[13:0-1-12,Edge]_
-
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.09 11-12 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.13 11-12 >999 240
BCLL 0.0 Rep Stress lncr YES WB 0.42 Horz(TL) 0.03 7 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:67 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 14=679/0-4-12 (min.0-1-8),7=685/Mechanical
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 14-15=-675/0,1-15=-674/0,6-7=-680/0,1-2=-656/0,2-3=-1490/0,3-4=-1745/0,4-5=-1491/0,5-6=-655/0
BOT CHORD 13-14=0/35,12-13=0/1226,11-12=0/1745,10-11=0/1745,9-10=0/1745,8-9=0/1228,7-8=0/0
WEBS 1-13=0/845,2-13=-792/0,2-12=0/387,3-12=-456/0,3-11=-98/128,6-8=0/872,5-8=-797/0,5-9=0/386,4-9=-456/0,4-10=-98/129
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)Refer to girder(s)for truss to truss connections.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
oTi `—Truss —lTrussType—-- -.-- Qty._ Ply I
—1
8167 F15 (FLOOR 4 1
Job Reference(optional)___
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0-1-8
H I 13-0 I I-- 071;8
Sc21e=1:21.0
1.5x3= 1.5x3=
1 2 3 4 5 6
is d 1 IL,,Alik.41. 16
Z` 13 12 11 10 9 8 r
1.5x3 II 1.5x3 II
0-5-1(0-1-8) 0-3-0(0-1-8)
681#/0#
681#/a#
5-4-8 6-4-4 6-4-8 7-4-0 7-4-8 12-9-0 y
5.4.8 } 0-11-12 0-11-8 0-6-8 5—
Plate Offsets_(X,Y)[3A-1-8,Edge],[4:0-1-8,Edge],[6:0-1-8,Edg et[8 0 1_12,EdgeL[13:O-1-12,Edgej
T _
LOADING(psf) SPACING- 2-0-0 i CSI. DEFL in (loc) 1/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.1011-12 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 j BC 0.75 Vert(TL) -0.1311-12 >999 240
BCLL 0.0 Rep Stress Incr YES i WB 0.40 Horz(TL) 0.03 7 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 I (Matrix) I Weight:66 lb FT=20%F,11%E
- ------- --------
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 14=681/0-5-1 (min.0-1-8),7=681/0-3-0 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 14-15=-677/0,1-15=-676/0,7-16=-677/0,6-16=-676/0,1-2=-659/0,2-3=-1498/0,3-4=-1756/0,4-5=-1498/0,5-6=-659/0
BOT CHORD 13-14=0/35,12-13=0/1231,11-12=0/1756,10-11=0/1756,9-10=0/1756,8-9=0/1231,7-8=0/35
WEBS 1-13=0/848,2-13=-795/0,2-12=0/390,3-12=-462/0,3-11=-98/129,6-8=0/848,5-8=-795/0,5-9=0/390,4-9=-462/0,4-10=-98/129
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
lob 'Truss — ITruss Type -- JO1y Ply ,
8167 F16 rFloor 7 I 1 .
---- -- i ;Job Reference(optional)
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0-3-0
1-3-0 0-7-8 1-8-8 , 0.1.8
HI I I i.
Scale:3/8"=1'
1.5x3 II 3x4-- 4x6
4x6= 3x4= 4x6- 1.5x3 I 3x6 FP- 3x4= 1.54=
1 2 3 4 5 6 7 8 9 10 - 11
■
0 IN IMINI V IMMINI
VAN OM Ka
i:1l11 7
Ill �� � N �_ ir 24
21 20 19 18 17 16 15 14 13
4x6= 3x6 FP--- 3x4= 4x6= 3x4= 3x4= 4x6-= 3x4--
0-3-8(0-1-8) 0-5-8(0-1-8)
1041#/0#/0# 1047#/0#
8-7.8 9-5-12 10-4-0 _ 19-5-8
8-7-8 —F0-10.4'0-10-4 _ - 9.1.8
Plate Offsets(X,Y)- [1:Edge,0-1-81.111 0 1-8,Edge] [16:0-1-8,Edge],117:0-1-8,Edgej _-___
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.32 16 >716 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.50 16 >458 240
BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.09 12 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:102 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat)'Except' end verticals.
B2:2x4 SP No.1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3(flat)"Except"
W1:2x4 SP No.2(flat)
REACTIONS. (lb/size) 22=1041/0-3-8 (min.0-1-8),12=1047/0-5-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 22-23=-1033/0,1-23=-919/0,12-24=-1042/0,11-24=-1040/0,1-2=-1117/0,2-3=-2704/0,3-4=-3683/0,4-5=-4133/0,
5-6=-4133/0,6-7=-4133/0,7-8=-3672/0,8-9=-3672/0,9-10=-2671/0,10-11=-1071/0
BOT CHORD 21-22=0/107,20-21=0/2058,19-20=0/2058,18-19=0/3322,17-18=0/4031,16-17=0/4133,15-16=0/4011,14-15=0/3299,
13-14=0/2018,12-13=0/54
WEBS 11-13=0/1383,10-13=-1317/0,10-14=0/907,9-14=-874/0,9-15=0/519,7-15=-472/0,7-16=-183/524,6-16=-251/39,
1-21=0/1372,2-21=-1309/0,2-19=0/900,3-19=-859/0,3-18=0/501,4-18=-522/0,4-17=-207/600,5-17=-385/104
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x6 MT20 unless otherwise indicated.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
8167 F17 Tres - - - - 'I I .
Tth
-Truss rust ypa Oty ;MY 1Floor
_--- Job Reference(optional)
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0-1-8
H I
1-3-0 1 I 1-10.12 1 10,7 1-3-12 0730
Scale=1:34.7
1.5x3 II
1.5x3= 4x6= 3x8- 3x6 FP= 1.5x3 I, 1.5x3 I I 34 II
1 2 3 4 5 8 7 8 9 10 11 12 13
��∎��.�∎ =■ Frew
•■ ii NrAib.. 1 1 A.. 1 ' -'1' ,.7 -2
3 21 11111, 1\114V opt Oa
25 24 23 22 21 �p 19 18 17 16 15
1-8) 0-3-a-1.8) 0-3-4-1-8)
5668/08 1.5x3 II 4x8= 1149#/0# 3x8 FP= 3x6 50E#S#'
15-11-8
15-3-14
5-4-8 6-3-14 7-3-4 10.7-12 14-7-12 1531 _1•,r 1 20-1-0
I-
5-4-8 {0-11-6 1 0-11-6 i 3-4-8 4-0-0 0.7-14 $ i 4-1-0 03.8
0-0-4
0-7-10
Plate Offsets(X,Y)- [3:0-1-8,Edgej,[16:0-1-8,Edgel,[17:0-1-8,Edge],[22:0-1-8,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.09 23-24 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.14 23-24 >906 240
BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 20 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) • Weight:109 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing:20-21,19-20.
REACTIONS. (lb/size) 26=547/0-5-8 (min.0-1-8),13=487/0-3-0 (min.0-1-8),20=1149/0-3-8 (min.0-1-8)
Max Grav26=566(LC 10),13=508(LC 7),20=1149(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 26-27=558/0,1-27=-558/0,13-14=-1/5,1-2=-530/0,2-3=-1123/0,3-4=-1167/0,4-5=-1167/0,5-6=-469/38,6-7=-418/0,
7-8=-418/0,8-9=-958/0,9-10=-958/0,10-11=-958/0,11-12=-507/0,12-13=-510/0
BOT CHORD 25-26=0/29,24-25=0/994,23-24=0/1167,22-23=0/1167,21-22=0/955,20-21=-361/0,19-20=-361/0,18-19=0/798,
17-18=0/798,16-17=0/958,15-16=0/807,14-15=0/0
WEBS 12-15=-120/0,13-15=0/660,6-20=-1098/0,1-25=0/681,2-25=-645/0,2-24=0/180,3-24=-93/45,3-23=-141/0,6-21=0/654,
5-21=-701/0,5-22=0/603,4-22=-372/0,6-19=0/617,8-19=-588/0,8-17=0/349,9-17=-172/0,11-15=-407/0,11-16=0/234,
10-16=130/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
truss Type Qty Ply
1
8167 F18 GABLE 1 1 '
;Job Reference(optional
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Scale=1:16.7
3x4 II
1 3x6— 2 3 4 5 6 7 8
--T1
W }
STI------LL-411 STI ST1 ST1
._J
11 7
16 15 14 13 12 11 10 9
3x4 11 3x4— 3x4 I I
1-6-12 2-10-12 4-2-12 5-6-12 6-10-12 8-2-12 9-3-8 ____,
1-6-12 1.4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-0-12
Plate Offsets(X,Y)- 115:0-1-8,Edgej,j16 Edge,0-1-8] -
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) l/deft Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 13 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:46 lb FT=20%F,11%E
•
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 9-3-8 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 16=63/9-3-8 (min.0-1-8),9=36/9-3-8 (min.0-1-8),15=174/9-3-8 (min.0-1-8),14=139/9-3-8 (min.0-1-8),13=149/9-3-8 (min.0-1-8),12=146/9-3-8
(min.0-1-8),11=149/9-3-8 (min.0-1-8),10=138/9-3-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-16=-57/0,8-9=-33/0,1-2=0/0,2-3=0/0,3-4=0/0,4-5=0/0,5-6=0/0,6-7=0/0,7-8=0/0
BOT CHORD 15-16=0/0,14-15=0/0,13-14=0/0,12-13=0/0,11-12=-0/0,10-11=-0/0,9-10=0/0
WEBS 2-15=-158/0,3-14=-126/0,4-13=-135/0,5-12=-132/0,6-11=-136/0,7-10=-125/0,1-15=-0/0
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
Job Truss Truss type ty �PIy---
-------- --- -----------
8187 FG01 FLOOR 1
_ _ 2'Job Reference(optional)
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ID:n745_Be9gdr7AfK8aoT81 Tz2i8Z-e5SgoFpYZSD2aGz xzmh3_MduPhbO5DOKdg3zKJyWBef
I 33--0 0• -- -� 3 000
4x10= Scale:1"=1'
1 4x10= 2 2x4 I 3
W1 W2 W1 W2 W1
1
B1
i
THD46 THD46
7 5 8
Special 10x14 r
pecial
2x4 II 2x4 II
THD46
0112) 0-3-8(0-1-8)
3-0-0 -- 33.0.0
1929#10#
0-0
LOADING(psf) SPACING- 2-0-0 ! CSI. DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 I TC 0.27 Vert(LL) -0.04 5 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.06 4-5 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.00 4 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Weight:67 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 6=2928/0-4-0 (min.0-1-12),4=1929/0-3-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-6=-1233/0,1-2=-3185/0,2-3=-3185/0,3-4=-1233/0
BOT CHORD 6-7=0/0,5-7=0/0,5-8=0/0,4-8=0/0
WEBS 1-5=0/3359,2-5=-244/0,3-5=0/3359
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.
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)Use USP THD46(With 16d nails into Girder&10d nails into Truss)or equivalent spaced at 2-3-4 oc max.starting at 0-1-12 from the left
end to 4-5-0 to connect truss(es)F05(1 ply 2x4 SP)to front face of bottom chord.
6)Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:1-3=-100,4-6=-10
Concentrated Loads(lb)
Vert:6=-1410(F=-738,B=-672)7=-1410(F=-738,B=-672)8=-1410(F=-738,B=-672)
Job I rasa Truss Type------ --Qt); Ply • 1
8187 FG02 FLAT GIRDER 1
Building Component Supply,Green Cove Springs,FL Run:7.6220 s Apr 30 2015 Print 7.620 0 8 APr 302 15tional
2
t 7.820 s Apr 30 2015 MiTek Industries,Inc.Tue Oct 06 09:19:16 2015 Page 1
-0- ID:n745 Be9gdr7AfK8aoT81Tz2i8Z-e5SgoFpYZ5D2aGzxzmh3_MdgNhXJ5FsKdg3zKJyWBef
I 2-9-4 I 512 --------- _- 8-0-4 10-9.8
2-9-4 2-7-8 2-7-8 2-9-4
Scale=1:18.2
Special Special Special Special
3x8= 2 3x4= 2x4 I 3x4= 3x8=
Special 3 Special 4 Special 5
tt
W1 W2 W1 W2 W1 w----2----- W1 wz W1
_ B1 0
1` 8 4x6=
J�J
0
4x8= 3x8=
8
as 11 2x4 II
0-5-8(0-1-8) 0-3-8(0-1-8)
2335#/0# 2335#/0#
2-9-4 5-4-12 8-0.4 10-9-8
2-9-4 H 2-7-8 I 2-7-8 I 2-9-4
_Plate Offsets AX,Y)_7. p-2-0,0-2-4J,[9:0-2-0,0-2-4J
11 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 I Plate Grip DOL 1.00 TC 0.52 I Vert(LL) -0.08 8 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.19 8 >662 240
BCLL 0.0 • Rep Stress Incr NO WB 0.64 Horz(TL) 0.02 6 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.04 8 >999 240 Weight:104 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc puffins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
■ W2:2x4 SP No.2
REACTIONS. (lb/size) 10=2335/0-5-8 (min.0-1-8),6=2335/0-3-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-10=-2245/0,1-2=-4468/0,2-3=-5912/0,3-4=-5912/0,4-5=4469/0,5-6=-2245/0
BOT CHORD 9-10=0/241,8-9=0/4468,7-8=0/4469,6-7=0/241
WEBS 1-9=0/4548,2-9=-1735/0,2-8=0/1553,3-8=-1105/0,4-8=0/1553,4-7=-1735/0,5-7=0/4548
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.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)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=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp B;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
4)Provide adequate drainage to prevent water ponding.
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)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)Special hanger(s)or other connection device(s)shall be provided starting at 0-1-12 from the left end to 10-7-12 sufficient to connect
truss(es) (1 ply 2x4 SP)to front face of top chord. The design/selection of such special connection device(s)is the responsibility of
others.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:1-5=435,6-10=-10
-k-------- fuss Truss T ---- f Ply 2 ,
8187 FT01 FLOOR 1
Beading Component Supply.Green Cove Springs,FL Run:7.820 s t 7.6 O s Apr 30 (optional) Page J
ID:k31quvwg MakOgvXikF6UyaoV7-e5SgoFpYZ5D2 G�mmh3TMdy7h M5PPKdg3zKJyyweef
7-11-8
7-11-8
Scale=1:14.4
0.25 112
1 2
3 4 5 6 7
__ 1.
1
ST1 ST2 $T4 ST5 .
14 13 12 11 10 9 8
3x8 ! 3x8 ! 3x8 i
I
Plate Offsets(X,Y)- [14:0-5-4,0-0-0]_
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Lid % PLATES GRIP
TCLL 80.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) n/a - n/a 999 i MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.00 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 8 n/a n/a
BCDL 5.0 I Code FBC2014/TPI2007 (Matrix) Weight:54 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 14=103/7-11-8 (min.0-1-8),8=101/7-11-8 (min.0-1-8),9=279/7-11-8 (min.0-1-8),10=281/7-11-8 (min.0-1-8),11=280/7-11-8 (min.0-1-8),
12=279/7-11-8 (min.0-1-8),13=287/7-11-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-14=-99/0,1-2=-13/0,2-3=-14/0,3-4=-14/0,4-5=-14/0,5-6=-14/0,6-7=-14/0,7-8=-95/0
BOT CHORD 13-14=0/11,12-13=0/11,11-12=0/11,10-11=0/11,9-10=0/11,8-9=0/11
WEBS 6-9=-266/0,5-10=-268/0,4-11=-266/0,3-12=-266/0,2-13=-272/0
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.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)All plates are 2x4 MT20 unless otherwise indicated.
4)Gable requires continuous bottom chord bearing.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
Job Truss ------Truss Type r PIy
6Building Component Supply,Green Cove Springs,FL -- — Run:7.620 s Apr 30 2015 Pmt 7.20 s Apr 30 20151MiTek)Industries,Inc.Tue Oct 06 09:19:16 2015 Page 1
■ ;Job Reference ID:k31 quwvg_7 Mak0gvXikF6UyaoV7-e5SgoFpYZ5D2aGzxzmh3_Mdg8hV_5BAKdg3zKJyWBef
2-5-8 4-7-8 66 8.4-8
H - 25.6 I —2-2-0 1 — — 111-0 1 10-0 -I
Scale=1:15.6
0.25 ITI
8x10= 2x4 II 2x4 II 5x6=
1 2 3 4 5
T1 _ —
W1 W2 W3 W4 Ye W6 4 4
i B1 _ i
to
1 1 8x10= 9 8 7 6
V�l 2x4 I 3x5=
0-3-8(0-1-8) 0-4-8(0-1-8)
824#/0# 824#0#
2-5-8 4-6-8 4-7-8_ 6-6-8 8-4-8 – 1
2-5-8 2-1.0 --- 0-1-0 1-11-0 1-10-0
Plate Offsets(X,Y)- 12:0-5-0,0-1-12],[5:0-3-0 0-1-8] [6:0-2.4,0-0_-0.],_[7..:0_-3-0__,0_-2-8,[10:0..,__5-_0__,0-2_-s4_]_
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP
TCLL 80.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.10 8-9 >907 360 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.15 8-9 >617 240
BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.01 6 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:33 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
W1:2x8 SP No.2,W7:2x6 SP No.2
MiTek recommends that Stabilizers and required cross bracing I
be installed during truss erection,in accordance with Stabilizer ■
Installation guide.
REACTIONS. (lb/size) 10=824/0-3-8 (min.0-1-8),6=824/0-4-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-10=-750/0,1-2=-1817/0,2-3=-1817/0,3-4=-1812/0,4-5=-1817/0,5-6=-895/0
BOT CHORD 9-10=0/244,8-9=0/1811,7-8=0/1811,6-7=0/38
WEBS 2-9=-448/0,4-7=-610/0,3-8=-194/0,1-9=0/1632,5-7=0/1977
NOTES-
1)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
I ruse I Truss Type -- TOty 'Pfy -_--- -- -----_-...
8167 F103 i FLOOR 11 ,
I I 1 2 Job Reference{optional_
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print.7.620 s Apr 30 2015 IhTek Industries,Inc. Tue Oct 06 09:19:17 2015 Page 1
ID:k31 quvwg_?MakOgvXikF6UyaoV7-71?20bpAKPLvBPY7XUCIWZA2S5wvgj5UrKoWslyWBee
2-5-8 4-7-8 6.6.8-__-- 8-4-8 I 2-5-8 - i -- 2 2-0 —i__ i-i1-0 -- i - 1 10-0 -i
Scale=1:15.6
0.25[T2
SPecial
SPedal Special Special2x4 II 4x5=
Speds♦ 2x4 II 2x4 I. 4 5
1 4x6= 2 Spedal 3
T1
MI
WINN w2 El W4 . _.---- ,A m ----.- 9 9
III B1
— IQ
a o
---K.
'L 9 8 7 4x5=
4x5= 2x4 II 3x5=
2x4 I I
0-3-8(0-1-8) 0-4-8(0-1-8)
1039#I0# 1039#/0#
I 2-5-8 I 4-6-8 417F8 6-6-8 -t 8-4-8 ,
2-5-8 2-1-0 0-1-0 1-11-0 1-10-0
Plate Offsets(X,Y)- [1:0-2-4,0-2-0],[5:0-2-4,0-1-12],16:0-2-4,0-0-0),[7:0-2-8,0-1-12]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft lid PLATES GRIP
TCLL 80.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.05 8-9 >999 360 MT20 244/190
TCDL 20.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0.10 8-9 >913 240
BCLL 0.0 I Rep Stress Incr NO WB 0.59 Horz(TL) 0.01 6 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight:66 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W1:2x8 SP No.2,W7:2x6 SP No.2
REACTIONS. (lb/size) 10=1039/0-3-8 (min.0-1-8),6=1039/0-4-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-10=-949/0,1-2=-2293/0,2-3=-2292/0,3-4=-2286/0,4-5=-2293/0,5-6=-1131/0
BOT CHORD 9-10=0/308,8-9=0/2286,7-8=0/2286,6-7=0/48
WEBS 2-9=-571/0,4-7=-775/0,3-8=-250/0,1-9=0/2060,5-7=0/2495
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6)Special hanger(s)or other connection device(s)shall be provided starting at 0-0-0 from the left end to 8-2-12 sufficient to connect
truss(es) (1 ply 2x4 SP)to front face of top chord. The design/selection of such special connection device(s)is the responsibility of
others.
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:1-5=-255,6-10=-10
Truss Truss Type 1Oty ply I l
8187
Building Component Supply,Green Cove Springs,FL Jack-Open - Run:7.620 s Apr 30 2015 Print Job
7.620 sfApr 30 2015 MiTek Industries,Inc.Tue Od 06 09:19:17 2015 Pao 1
ID:k31quwvg_?Mak0gvXikF6U aoV7-71?20b AKPLvBPY7XUCIWZA2_5? r7UrKoW
1-2-4 2-9-3
1-24 1515 1
2.12 12 Scale=1:16.5
Sped: 2x4 ,■ 3
2x4 I 2
1
597W-208
12#/-72#
0-7 2(1 1-8)
N_
• j u4
W1 W2 N
n
■
NI um
6 4
2x4 II 50#/-89#
5
2x4 11
0-10-6 2-9-3
0.106 I 1-10-13
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.00 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(TL) 0.01 4-5 >999 180
BCLL 0.0 • Rep Stress Ina NO WB 0.06 Horz(TL) -0.10 3 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:14 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 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) 3=-55/Mechanical,4=-86/Mechanical,5=595/0-7-12 (min.0-1-8)
Max Horz 5=85(LC 8)
Max Uplift3=-72(LC 14),4=-89(LC 16),5=-282(LC 4)
Max Grav3=12(LC 4),4=50(LC 4),5=597(LC 13)
FORCES. (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-34/32,2-3=-26/2,1-6=-176/49
BOT CHORD 5-6=-74/85,4-5=0/0
WEBS 2-5=-320/1 79
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left exposed;end vertical left exposed;Lumber DOL=1.60 plate grip
DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)Gable studs spaced at 1-4-0 oc.
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 72 lb uplift at joint 3,89 lb uplift at joint 4 and
282 lb uplift at joint 5.
8)"Semi-rigid pitchbreaks including 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)303 lb down and 105 lb up at 0-1-12
on top 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:1-3=-60,4-6=-20
Concentrated Loads(Ib)
Vert:1=-250(F)
Jack-Open Girder — — ry
1 truss ype — - i Ply �
8167 HJ02 Jack _,Job Reference(optional)
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 tviTek Industries,Inc.Tue Oct 06 09:19:17 2015 P 1
ID:k31 quvwg_?MakOgvXikF6UyaoV7-71?20bpAKPLvBPY7XUCI WZA5Z52?gs7UrKoWsyWBee
I 2-9-3
------------- -
2-9-3
2.12[12 Scale:1.5-=1'
2
1
T1
(14 N
HW1
61— �+
)
4x10= 4 3
3x4=
01° 47#1-40#
2-9-3
2-8.13 —I
Plate Offsets(X,Y)- [1:0-4-6 0-1-11] -
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 i BC 0.17 Vert(TL) 0.01 7 >999 180
BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 1 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight:11 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x4 SP No.3 1-10-3 ( MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=107/0-4-3 (min.0-1-8),2=62/Mechanical,3=47/Mechanical
Max Horz 1=26(LC 8)
Max Upliftl=-78(LC 8),2=-50(LC 8),3=-40(LC 8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-85/198
BOT CHORD 1-4=-245/87,3-4=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;porch left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)•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.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 78 lb uplift at joint 1,50 lb uplift at joint 2 and
40 lb uplift at joint 3.
6)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
- -_–
8167 --- ,Trues Truss 00 Jack-Open Girder -- -- 7 PI 1 j
Job Reference optional)
HJ YPe Qt Y
Buildup Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 36 2015 Wilk Industries.Inc.Tue Oct 06 09:19:17 2015 Page 1
ID:k31 quvwg_?MakOgvXikF6UyaoV7-71?20bpAKPLvBPY7XUCIWZA6y534gs7UrKoWslyWBee
I — 2-9.3
2-9-3
Scale=1:9.6
3.54[12 2
\l(
T1
1
57#/-30# v>
,23#1 Hwi
1-8)
B14 3
44#/-4#
3x5 II
I 2-9-3
2-8-13
Plate Offsets(X,Y)– [1:0-1-10,0-4-4]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) l/defl Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 I Vert(LL) -0.00 9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.10 i Vert(TL) -0.00 3-9 >999 180
BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:11 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x4 SP No.3 1-6-0 MiTek recommends that Stabilizers and required cross bracing 1
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=123/0-7-0 (min.0-1-8),2=57/Mechanical,3=37/Mechanical
Max Horz 1=33(LC 12)
Max Uplift 1=-23(LC 12),2=-30(LC 12),3=-4(LC 12)
Max Grav1=123(LC 1),2=57(LC 1),3=44(LC 3)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-8=-1/4,1-1=-69/13,1-2=-34/13
BOT CHORD 1-9=-0/0,1-5=-136/60,1-4=-136/60,3-4=0/0
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)"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.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 23 lb uplift at joint 1,30 lb uplift at joint 2 and
4 lb uplift at joint 3.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job 101(Truss Truss Type- Qty - tPly - - -I
8187 Common Supported Gable 11 I. 1 i ■'
_ f Job Reference(optional)_
Building Component Supply.Green Cove Sprigs.FL Run:7.820 s Apr 30 2015 Print 7.820 s Apr 30 2015 MiTek Industries,Inc.Tue Oct O8 09:19:18 2015'
015 Page 1
ID:k3lquvwg_7 Mak0gvXikF6UyaoV7•bUZQDxgoSiTmpZ7K4BjX3njIGVPOZJUd4 Y4PCyWBed
10-2-8 20-5-0
10-2-8 10-2-8
Scale=1:33.2
8
re- 9
me
5.00 1z
316 • \. 10 32
5 i I \1
4 IT i T1 12 r 303 1111 + 1333
1
T4 S-1- Ill AIM 14
0 1_� 'fil�fbl ■ • ■ ■ ■ ■
• • ` 5 0
•d •.•.•••...••••••••••••••••••••••••••••.•.••••••.....•••..•.••..••••..••••••••••...••••••Wee*•.•.•.•.•.•.•.•.•.❖e 0.••.•..•.•....••••••❖.•.••.•..•.•.•..•...•••••.❖.•••••••••.•.•....6.••••••••••........'
3x4 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4
3x6
I 20-5-0
20-5-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a - n/a 999
BCLL 0.0 • Rep Stress Inca YES WB 0.06 Horz(TL) 0.00 15 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:104 lb FT=20%
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 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 j
Installation guide.
REACTIONS. (lb/size) 1=68/20-5-0 (min.0-1-14),15=68/20-5-0 (min.0-1-14),23=95/20-5-0 (min.0-1-14),24=110/20-5-0 (min.0-1-14),25=106/20-5-0 (min.0-1-14),
26=106/20-5-0 (min.0-1-14),27=111/20-5-0 (min.0-1-14),28=87/20-5-0 (min.0-1-14),29=164/20-5-0 (min.0-1-14),22=110/20-5-0 (min.0-1-14),
20=106/20-5-0 (min.0-1-14),19=106/20-5-0 (min.0-1-14),18=111/20-5-0 (min.0-1-14),17=87/20-5-0 (min.0-1-14),16=164/20-5-0 (min.0-1-14)
Max Horz 1=76(LC 11)
Max Uplift 1=-2(LC 12),15=-2(LC 12),24=-33(LC 12),25=-40(LC 12),26=-37(LC 12),27=-39(LC 12),28=-31(LC 12),29=-57(LC 12),22=-33(LC 12),20=-40(LC
12),19=-37(LC 12),18=-39(LC 12),17=-31(LC 12),16=-57(LC 12)
Max Grav1=68(LC 18),15=68(LC 1),23=96(LC 17),24=111(LC 21),25=107(LC 21),26=106(LC 1),27=111(LC 21),28=87(LC 1),29=164(LC 21),22=111(LC 22),
20=107(LC 22),19=106(LC 1),18=111(LC 22),17=87(LC 1),16=164(LC 22)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-70/57,2-30=-56/39,3-30=-46/48,3-4=-47/61,4-5=-41/96,5-31=-41/128,6-31=-32/131,6-7=-53/167,7-8=-65/198,
8-9=-65/198,9-10=-53/167,10-32=-32/131,11-32=-41/128,11-12=-29/96,12-13=-21/61,13-33=-15/28,14-33=-31/24,
14-15=-70/29
BOT CHORD 1-29=-23/83,28-29=-23/83,27-28=-23/83,26-27=-23/83,25-26=-23/83,24-25=-23/83,23-24=-23/83,22-23=-23/83,
21-22=-23/83,20-21=-23/83,19-20=-23/83,18-19=-23/83,17-18=-23/83,16-17=-23/83,15-16=-23/83
WEBS 8-23=-69/0,7-24=-85/126,6-25=-80/119,5-26=40/76,4-27=-83/79,3-28=-67/71,2-29=-119/188,9-22=-85/126,
10-20=-80/119,11-19=40/76,12-18=-83/79,13-17=-67/71,14-16=-119/188
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-2-7 to 3-2-7,Exterior(2)3-2-7 to 10-2-8,Comer(3)10-2-8 to 13-2-8
zone;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)All plates are 2x4 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 1-4-0 oc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2 lb uplift at joint 1,2 lb uplift at joint 15,33
lb uplift at joint 24,40 lb uplift at joint 25,37 lb uplift at joint 26,39 lb uplift at joint 27,31 lb uplift at joint 28,57 lb uplift at joint 29,33 lb
uplift at joint 22,40 lb uplift at joint 20,37 lb uplift at joint 19,39 lb uplift at joint 18,31 lb uplift at joint 17 and 57 lb uplift at joint 16.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Truss Truss Type iQty Ply
6167 T02 Common 110 1
iJob Reference(optional)
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MMTek Industries,Inc.Tue Od 06 09:19:18 2015 Page 1
ID:k31 quvwg_?MakOgvXikF6UyaoV7-bUZQDxgo5iTmpZ7K4BjX3njCQVEnZGxd4_Y4PCyWBed
5-8-0 10-2-8 14-9-0 20.5-0.__
5-8-0 I 4-6-8 4-6-8 _ _ 5.8.0
4x5= Scale=1:34.1
3
5.00 12
21 20 III
2x411
2
4
2x4
i i
19 _� 22
W1 W1
1 5
0 E 1 3 1 11 I ! 132 a 1 to
10 9 8 7
3x5 11 3x4 3x4= 3163 3x4= 3x5 11
3x4—
0-5-8(0.1-8) 0-5-8(0-1-8)
798$/-210# 5.8-0 1 14-9-0 i 20-5-0 798#/-1110#
5-8-0 9-1-0 5-8-0
Plate Offsets(?_<,Y__)7_11:0-2-0,0-0-1_4],[5:9-2-0,0-0-141
LOADING(psf) SPACING- 2-0-0 CSI. i DEFL in (loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.20 7-9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.56 7-9 >430 180
BCLL 0.0 • Rep Stress Incr YES WB 0.22 Horz(TL) 0.05 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:93 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-11-10 oc bracing.
WEBS 2x4 SP No.3 ' MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-64 be installed during truss erection,in accordance with Stabilizer
Installation guide. _
REACTIONS. (lb/size) 1=798/0-54 (min.0-1-8),5=798/0-5-8 (min.0-1-8)
Max Horz 1=76(LC 11)
Max Uplift 1=-210(LC 12),5=-210(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-19=-1414/437,2-19=-1345/448,2-20=-1397/526,3-20=-1345/542,3-21=-1345/542,4-21=-1397/526,4-22=-1345/448,
5-22=-1414/437
BOT CHORD 1-10=-292/563,9-10=-338/1242,8-9=-215/863,7-8=-215/863,6-7=-338/1242,5-6=-292/563
WEBS 3-7=-174/575,4-7=-272/212,3-9=-174/575,2-9=-272/212
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 10-2-8,Exterior(2)10-2-8 to
13-2-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 210 lb uplift at joint 1 and 210 lb uplift at joint
5.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
-Job truss Truss Type Qty Ply
8187 703 Half Hip Girder 1 1
(
Job Reference(optional)
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 39-2015 Print:7.620 s Apr 30 2015 Kaiak Industries,Inc.Tue Oct 06 09:19:18 2015 Page 1
ID:k31 quvwg_?MakOgvXikF6UyaoV7-bUZQDxgo5TmpZ7K4BjX3nj8_VKLZI3d4_Y4PCyWBed
2-0.0 8-11.0
2-0-0 6-11-0
300 M- Special Scale=1:19.4
4x1 = 0 D ED 3x4 I
Spedal 2x4 II 3 °I�7 'M 11n 4
3x4 I1 2
fl T2 fl [1 fl II 17
.1
W3
W1 W2 W3
fl 1131 fl
8 8 12 13 14
3x4— 72x4 2x4 II NAILED NAILED NAIL 3281# /-238#
Special
0.5-8(0-1-8)
o-10-0 670#/441
8110
0 10-0 ' 1-2-0 I 6=11-0 USP JUS24
Plate Offsets(X,Y)— [1:0-2-0,0-1-4]_
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.11 5-6 >816 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.16 5-6 >563 180
BCLL 0.0 * Rep Stress Ina NO WB 0.08 Horz(TL) -0.00 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:49 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except
BOT CHORD 2x4 SP No.2 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 I
be installed during truss erection,in accordance with Stabilizer
i Installation guide. J
REACTIONS. (lb/size) 5=244/Mechanical,7=544/0-5-8 (min.0-1-8)
Max Horz 7=86(LC 8)
Max Uplift5=-238(LC 5),7=-447(LC 4)
Max Grav5=281(LC 36),7=670(LC 36)
FORCES. (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-125/147,2-3=-146/155,3-9=-72/56,9-10=-72/56,10-11=-72/56,4-11=-72/56,4-5=-200/174,1-8=-176/86
BOT CHORD 7-8=-178/136,6-7=-127/98,6-12=-126/106,12-13=-126/106,13-14=-126/106,5-14=-126/106
WEBS 3-6=-119/146,3-5=-88/126,2-7=-362/204
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left exposed;end vertical left exposed;Lumber DOL=1.60 plate grip
DOL=1.60
3)Provide adequate drainage to prevent water ponding.
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 238 lb uplift at joint 5 and 447 lb uplift at joint
7.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(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)303 lb down and 105 lb up at
0-1-12,and 154 lb down and 205 lb up at 2-0-0 on top chord,and 69 lb down and 145 lb up at 2-2-2 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=-60,3-4=-60,5-8=-20
Concentrated Loads(Ib)
Vert:1=-250(F)3=68(B)6=65(B)9=6(B)10=6(B)11=6(B)12=-0(B)13=-0(B)14=-0(B)
Job flues Truss Type QtY 'Ply
8187
Component Supply,Green Cove Swings,FL Het Hip - Run:7.6 1 1
Job Reference(optional)
Building 20 s Apr 30 2015 Print 7.820 s Apr 30 2015 Wok Industries,Inc.Tue Oct 08 09:19:19 2015 Page 1
ID:k31 quvwg_?MakOgvXikF6UyaoV7-3g7pQGrQsObdRji WevFmb_FL?ufYIIJnJeHdxeyWBec
4-0-0 8-11-0
I 4-0-0 ,— 4-11 0
Scale=1:21.1
3.00 12 5x6 2x4
9 3 10 11 4
2x4 II
3x4 II 2 T1
•
•
W3
W3
W1 W2
0 B1 I II
►t
3x4 II S 2x411 304#/-132#
7 2x4 II 3x4
0-5-8(0-1-8)
0-100386#/-152# 4-0-0 8-11-0 USP JUS24
0100 3z-0 l 4-11-0
Plate Offsets(X,Y)– [1:Edge,0-1-12],j30-1-4,0.2-8),[8:0-2-0,0-0-8)
------- -------
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.07 5-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.17 5-6 >549 180
BCLL 0.0 • Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:48lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 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) 5=304/Mechanical,7=386/0-5-8 (min.0-1-8)
Max Horz 7=106(LC 12)
Max Uplift5=-132(LC 9),7=-152(LC 8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-142174,2-9=-178/117,3-9=-150/123,3-10=-37/23,10-11=-37/23,4-11=-37/23,4-5=-162/139,1-8=-34/19
BOT CHORD 7-8=-93/148,6-7=-139/149,5-6=-135/149
WEBS 3-6=-51/120,3-5=-148/139,2-7=-219/194
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 4-0-0,Exterior(2)4-0-0 to
8-2-15 zone;cantilever left exposed;end vertical left 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)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 132 lb uplift at joint 5 and 152 lb uplift at joint
7.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
8167 T05 I� �Type --- a1
y— 1 Job Reference(optional) , ,
---Truss I
Bending Component Supply.Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 a Apr 30 2015 MiTek Industries,Inc.Tue Oct 06 09:19:19 2015 Page 1
ID:k31 quvwg_7MakOgvXikF6UyaoV7-3g7pQGrOsObdRjiWevFmb_FOPuevIlDnJeHdxeyWBec
1
6-0-0 -1 8-11-0 i
6-0-0 2-11-0
4x5- Scale=1:23.4
2x4
3.00 12 4
3
T2 r:
9
:: L
2x4 II 8 T1
2x4 II 2
1
•
• W5
S 4
W1 W2
Q CD B1 I 11
7 RI 3045/-131#
kill
2x4 II 6 3x4_ 3x4
0-5-8(0-1-8)
~ai° 134# 5-2-0 I 211USP JUS2�4
LOADING(psf) SPACING- 2-0-0 1 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.10 5-6 >973 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.24 5-6 >380 180
BCLL 0.0 • Rep Stress Ind YES WB 0.09 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 j (Matrix-M) Weight:52 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 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) 5=304/Mechanical,6=386/0-5-8 (min.0-1-8)
Max Horz 6=127(LC 12)
Max Uplift5=-131(LC 8),6=-134(LC 8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-103/34,2-8=-132/108,8-9=-122/112,3-9=-120/119,3-4=-26/0,4-5=-78171,1-7=-123/0
BOT CHORD 6-7=-33/90,5-6=-156/146
WEBS 3-5=-211/257,2-6=-204/301,3-6=-111/63
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-0-0,Exterior(2)6-0-0 to 8-9-4
zone;cantilever left exposed;end vertical left 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)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 131 lb uplift at joint 5 and 134 lb uplift at joint
6.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
111
Truss Truss Type — ray Ply •
[_
816 T06 Half Hip 1 1
i
l_ Job Reference(optional)
BBuilding Component Supply,Green Cove Springs,FL — Run:7.620 s Apr 30 2015 Print 7.820 s Apr 30 2015 MiTek Industries,Inc. Tue Od 06 09:19:19 2015 Page 1
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1.0-72 f — 8-0-0 8-11-0
1-0-12 6.114 0-11-0
3x6- Scale=1:27.7
4x5
3.00 12 3 4
8 9
5x6= T1
3x4 11 2
— W4
W1
• B1
7 / 304A'-129#
3x4 I Il(a14) 3x4
386#/-119#
ro to-0l o tz 6-11-0 USP JUS24
0-10-00- 12 7-104
Plate Offsets(X,Y)-- [2:0-3-0,0-2-12],[3 03-0,0-2-12],[4:Edge,0-3-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.10 5-6 >957 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.25 5-6 >364 180
BCLL 0.0 * Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:50 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 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) 6=386/0-5-8 (min.0-1-8),5=304/Mechanical
Max Horz 6=147(LC 12)
Max Uplift6=-119(LC 8),5=-129(LC 8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-122/52,2-8=-117/0,8-9=-77/0,3-9=-58/0,3-4=-56/39,4-5=-206/207,1-7=-192/102
BOT CHORD 6-7=-68/134,5-6=-213/187
WEBS 2-6=-396/397,2-5=-147/181
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-0-0,Exterior(2)8-0-0 to 8-9-4
zone;cantilever left exposed;end vertical left 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)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 119 lb uplift at joint 6 and 129 lb uplift at joint
5.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
pob N Truss Type *Qty Ply-
18167 TO7 Monopitch 1 I 1
Job Reference(optional)
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1-0.12 — 8-11-0
I 1-0-12 I 7-10-4
3 x 4 I I Scale=1:27.8
3.00112 3
8
_ 7 T1
3x4 l l 41
2
-
r —
W1 K
ii_ - a B1 r, '
6 R9 3044/-127#
3x4 1! 8(01-8) 3x4
386#/-115#
0-10-0i-p_2 8-11-0 USP JUS24
0-10-00-2-12 7-10-4 _ -Plate Offsets[X,Y)- [2:0-2-8,0-2-8]
LOADING(psf) 1 SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.10 4-5 >953 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.26 4-5 >357 180
BCLL 0.0 • Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight 50 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 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
In stallatio_nguide.
REACTIONS. (lb/size) 5=386/0-5-8 (min.0-1-8),4=304/Mechanical
Max Horz 5=155(LC 12)
Max Uplift5=-115(LC 8),4=-127(LC 8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-126/48,2-7=-104/0,7-8=-43/0,3-8=-36/8,3-4=-200/183.1-6=-184/113
BOT CHORD 5.6=-72/140,4-5=-202/198
WEBS 2-5=-407/396,2-4=-170/190
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-9-4 zone;cantilever left
exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)*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.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint 5 and 127 lb uplift at joint
4.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Tth Truss Truss Tjrye ty—PY -`
8187 TO8 Half Hip Gilder 1 1
Job Reference(option)
Bulling Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 20151yeTek Industries,Inc.Tue Od 06 09:19:20 2015 Page 1
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2-0.0 7-10.0
2-0-0 5-10-0
Scale=1:14.9
3.00 FIT
S 5x8 NA D NA ED 7x4 I I
2 11 12 3
n iQ
4x8' 8 5 13 14 4
• 2x4 I I NAILED NAILED
306#1-234#
Sped 4x5
USP JUS24
0-3.8(0-1-8)
303#/-219#
2.0.0 7-10-0
2-0-0 5-10-0 ---
Plate Offsets(X,Y)— [1:0.3-3,0-1-81,[2:0-1-4,0-2-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defi Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.08 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.11 4-5 >869 180
BCLL 0.0 • Rep Stress Incr NO WB 0.38 i Horz(TL) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) I Weight:35 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing.
SLIDER Left 2x4 SP No.3 1-6-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=303/0-3-8 (min.0-1-8),4=306/Mechanical
Max Horz 1=23(LC 4)
Max Uplift 1=-219(LC 4),4=-234(LC 4)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-640/492,2-11=0/0,11-12=0/0,3-12=0/0,3-4=-151/109
BOT CHORD 1-6=-314/402,5-6=-473/604,5-13=-494/629,13-14=-494/629,4-14=-494/629
WEBS 2-5=-119/176,2-4=-636/499
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)Provide adequate drainage to prevent water ponding.
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 20.0psf 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.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 219 lb uplift at joint 1 and 234 lb uplift at joint
4.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail.
9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)138 lb down and 132 lb up at 2-0-0
on top chord,and 63 lb down and 49 lb up at 2-2-2 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=-60,2-3=-60,4-7=-20
Concentrated Loads(lb)
Vert:2=40(B)5=-35(B)11=17(B)12=17(B)13=-17(B)14=-17(B)
Jobo — — Truss Truss Type — ray :Ply ,
8167 T09 Half Hip 1 1
Job Reference(optional)
Building Component Supply,Green Cove Springs.FL — Run:7.8
-- —
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4-0-0 — — 7-10-0
I 4-0-0 i 3-10-0
10-0
Scale=1:14.9
4x5=
2x4 II
3.00 FIT 3
2 11
10 T2 —
•T1 7-
1 41 W2
`f
d - 81 IR
d
1 4x8 5 4
307#/-234#
3x4-
0-3.8(0.1.8) USP JUS24
307#1r2 4-0-0 I 7-10-0
4-0-0 3-10-0
_Plate Offsets(X,Y)— 1:0-3-3,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. I DEFL in (loc) Weft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.22 4-8 >412 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.22 4-8 >427 180
BCLL 0.0 • Rep Stress Incr YES WB 0.16 Horz(TL) -0.02 1 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:33 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
SLIDER Left 2x4 SP No.3 1 6-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=307/0-3-8 (min.0-1-8),4=307/Mechanical
Max Horz 1=45(LC 8)
Max Upliftl=-208(LC 8),4=-234(LC 8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-10=-448/764,2-10=-382/476,2-11=0/0,3-11=0/0,3-4=-111/117
BOT CHORD 1-5=-141/270,4-5=-512/385
WEBS 2-4=-409/543
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-0-0,Exterior(2)4-0-0 to 7-8-4
zone;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)Provide adequate drainage to prevent water ponding.
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 208 lb uplift at joint 1 and 234 lb uplift at joint
4.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job Truss Truss Type lay ,Ply
MHO '
1 '
8167 T10 HMUH
Job Reference(optional)
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6-0-0 7-10-0 1
{ 6-0-0 1-10-0
Scale=1:14.9
4x5=
2x4
2 3
3.00112 T2 pj \\,,
11
10 T1 \ 4 v
1 \ W2 N N
1 \\
Y 1
B1 9
Id
U
U 4x8 5 4
" 3x4
307#/-227#
3x4 =
0-3-8(0-1-8) 6-0-0 7-10-0 USP JU$24
I - 600 + 1-10-0
Plate Offse'iQ7(7(ic#[1:0-3-3,0-1-8] —
LOADING(psf) T SPACING- 2-0-0 � CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0
TCDL 10.0 Plate Grip DOL 1.25
Lumber DOL 1.25 TC 0.71
BC 0.71 Vert(LL) 0.37 4-8 >252 240
Vert(TL) 0.33 4-8 >278 180 MT20 244/190
BCLL 0.0 • Rep Stress lncr YES WB 0.09 Horz(TL) -0.04 1 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:31 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-2 oc bracing.
SLIDER Left 2x4 SP No.3 1-6-0 ' MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=307/0-3-8 (min.0-1-8),4=307/Mechanical
Max Horz 1=68(LC 8)
Max Uplift1=-197(LC 8),4=-227(LC 8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-10=-359/578,10-11=-173/152,2-11=-170/159,2-3=0/0,3-4=-51/54
BOT CHORD 1-5=-283/345,4-5=-207/165
WEBS 2-4=-242/304
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 6-0-0,Exterior(2)6-0-0 to 7-8-4
zone;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)Provide adequate drainage to prevent water ponding.
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 197 lb uplift at joint 1 and 227 lb uplift at joint
4.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
- --
Tob 'truss -Truss Type rty �rT ,8187 Ttt Mo^°p'tch 1 IJob Reference(optional-,_
Buikfirp Component Supply.Green Cove Spines,FL Run:7.620 s Apr? akO Print 6Uy a Apr 30 2015 thNd Industries,Inc Tue Oct 060919:2i eo 2015?age
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10-0
5-10-0 •-- 7-- y
I -- 5-10-0 2-0-0
Scale:3/4"=1'
2x4 II
3
3.0012 2x4 il
2 �� .
11
10 I��j
N N
1
I.,iI
1;
„ 4x6 5 4
,/ 3x4=
307#/-220#
3x4=
0-3-8(10-1-8) 7-ice USP JUS24
Plate Offsets(X,397#/(190i8-3,0-1-81 —.--
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.27 4-8 >341 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.25 4-8 >362 180
BCLL 0.0 • Rep Stress Incr YES WB 0.15 Horz(TL) -0.02 1 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:32 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
SLIDER Left 2x4 SP No.3 1-6-0 recommends_—- r-
MiTek that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=307/0-3-8 (min.0-1-8),4=307/Mechanical
Max Harz 1=87(LC 8)
Max Uplift1=-191(LC 8),4=-220(LC 8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-10=-412/667,10-11=-315/289,2-11=-283/295,2-3=-37/24,3-4=-101/54
BOT CHORD 1-5=-178/292,4-5=-377/315
WEBS 2-4=-418/499
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-8-4 zone;porch left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)*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.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 191 lb uplift at joint 1 and 220 lb uplift at joint
4.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job ¶Truss "Truss-Type i Qty y
8167 T12 ROOF SPECIAL GIRDER 2 1
'Job Referenceloptional)
Building Component Supply,Green Cove Springs,FL
Run:7.620 s Apr 90 2015 Print:7.620 s Apr 30 2015 tifTek Industries,Inc.Tue Oct 08 09:19:21 2015 Pegs 1
ID:k31 quvwg_7MakOgvXikF6UyaoV7-?3FZrythNdsKg 1 svmKHEhPLgwi05mgJ4mymk?XyWBea
200 6-9-0 7-3-0 -:-. - 8-9-0
F 2.0.0 I 4-9-0 0-6-0 1-6.0
Scale=1:18.3
Special
5.00 12 SPedal _ NAMED '{ _
4x6~
2 15 3• 4 4x5= 2x4 I I
8
T3 5x8 T4
II
1
1 W1 W2 ---�W7 ;� �j
N
�HW1
a t
10 9 16 g 7
3 x 4= 2x4 I I NAND 4x5= 312#/-113#
Special Special
2x4il
0-5-8(0-1-8)
USP JUS24
312#/-109#
2-0-0 i 8.9.0 7-3-0 8-9-0_ .
2-0-0 4-9-0 0.6.0 1-6-0
Plate Offsets(X,Y)— [1:0-1-8,0-1-14],,[2:0-1-4,0-1-8],[5:0-3-0,0-1-8]_
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.02 8-9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.05 8-9 >999 180
BCLL 0.0 • Rep Stress Incr NO WB 0.05 Horz(TL) 0.01 7 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight 41 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x4 SP No.3 1-6-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide. I
REACTIONS. (lb/size) 1=312/0-5-8 (min.0-1-8),7=312/Mechanical
Max Horz 1=22(LC 8)
Max Uplift 1=-109(LC 8),7=-113(LC 4)
FORCES. (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-452/161,2-15=-410/149,3-15=-410/149,3-4=451/158,4-5=-695/245,4-6=-87/249,5-7=-301/117,5-6=42/30
BOT CHORD 1-10=-71/142,9-10=-147/394,9-16=-146/402,8-16=-146/402,7-8=-139/397
WEBS 2-9=0/97,2-8=-22/38,3-8=-7/136
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
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 109 lb uplift at joint 1 and 113 lb uplift at joint
7.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail.
11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)150 lb down and 106 lb up at 2-0-0
,and 150 lb down and 106 lb up at 6-9-0 on top chord,and 27 lb down and 60 lb up at 2-2-2,and 27 lb down and 60 lb up at 6-6-2 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:1-2=-60,2-3=-60,3.4=-60,4.6=-60,7-11=-20
Concentrated Loads(Ib)
Vert:2=46(F)3=46(F)9=-24(F)8=-24(F)15=18(F)16=-15(F)
Job Ti- ss Truss-We- ----- QTY rPly
18167 T13 ROOF SPECIAL 2 I 1
— — __-- 1_--— Job Reference(optional)
Buldrp Component Suppy,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Oct 06 09:19:21 2015 Page 1
ID:k31 quvwg_7MakOgvXikF6UyaoV7-73FZrythNdsKg 1 svmKHEhPLINioJrnf34mymk7XyWBea
I 4-0-0 - -- 4-4 814-gp+ 5-3 , 8-9-0 -
4-0.0 .0.4-8 0-4-8 0-6-0 3-6-0
Scale=1:17.4
4x5-
2 3 4x5= 2x4 11
5.00 12 � T3\ 5—
14 \
13 T \T2
W1 5x5 W2
N
1
II.
° HW>� —B1
8
►, 3x4= 2x4 I I 335#/-109#
3x4 1
0-5-8(0-1-8)
USP JUS24
335#/-81#
4 -- — I 8104-81 0-6-0 I 3.6-0
Plate Offsets(X.Y)- j1:0-1-12,0-0-14][4:0-3-0,0-1-8]--
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Lid T PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.01 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.04 6-7 >999 180
BCLL 0.0 • Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 6 n/a n/a
BCDL 10.0 I Code FBC2014/TPI2007 (Matrix-M) Weight:39 lb FT=20%
1
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x4 SP No.3 1-6-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=335/0-5-8 (min.0-1-8),6=335/Mechanical
Max Horz 1=56(LC 12)
Max Uplift1=-81(LC 12),6=-109(LC 9)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-13=-431/165,13-14=-384/170,2-14=-376/175,2-3=-370/188,3-4=-491/251,3-5=-47/92,4-6=-300/168,4-5=-102/74
BOT CHORD 1-8=-330/292,7-8=-182/357,6-7=-1821357
WEBS 2-7=0/178
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 4-4-8,Exterior(2)4-4-8 to
5-2-10 zone;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)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 81 lb uplift at joint 1 and 109 lb uplift at joint
6.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type 11F—Ply
8167 T14 Common Girder 1 1 Job Reference(optional)
Bukding Component supply,Green Cove Springs,FL Run:7420 s Apr 30 2015 Print:7.820 s 30 2015 MTek Industries.Inc.Tue Oct 08 09:19:22 2015 Pegs 1
ID:k31quvwg_?MekOgvXIkFBUyaoV7-TFpx3IU8x BIBR5J1oTDdtw 6g_V3AD?cWHYzyweec
3-11-8 7-11-0
3-11-8 I 3-11-8
4x5= Scale:3/4"=1'
2
5.00 Fif
T1 T1
cr
W7
1
NW_ I _HNV1 \ Y
—1 - 11f 131
6 NAILED 15 5 16 4 3x4 =
, 3x4= NAILED 2x4 h NAILED
NAILED
3x4 I I 3x4
0-5-8(0-1-8) 0-5-8(0-1-8)
3-11-8 7-11-0
905#!-321# 3-11-8 3-11-8 905#/-321$
Plate Offsets(X,Y)-[1:0-1-12-0-0-14],[3:0-1-12,0-0-141
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.02 5-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.04 5-13 >999 180
BCLL 0.0 * Rep Stress Ina NO WB 0.27 Horz(TL) 0.01 3 n/a n/a
BCDL 10.0 Code FBC2014ITPI2007 (Matrix-M) Weight:32 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-11-3 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing l
SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0 I be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=905/0-5-8 (min.0-1-8),3=905/0-5-8 (min.0-1-8)
Max Horz 1=28(LC 7)
Max Uplift1=-321(LC 8),3=-321(LC 8)
FORCES. (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1185/423,2-3=-1185/423
BOT CHORD 1-6=-211/458,6-15=-347/1055,5-15=-347/1055,5-16=-347/1055,4-16=-347/1055,3-4=-211/458
WEBS 2-5=-233/705
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
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 20.0psf 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.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 321 lb uplift at joint 1 and 321 lb uplift at joint
3.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail.
8)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=-60,2-3=-60,7-11=-20
Concentrated Loads(Ib)
Vert:6=-292(B)4=-292(B)15=-315(B)16=-315(B)
(Job —Truss 1 NSSType -Qty .Ply ,
18167 T15 Common 3 1 1 I Job Reference(optional)_ J
Building Component Supply,Green Cove songs,FL Run:7.620 s Apr 30 2015 Print':7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Oct 06 09:19:22 2015 Paggee 1
ID:k31quvwg_7MakOgvXikF6UyaoV7-TFpx31U8x_BIBR5J1oTDdtxa6mv 7ZMWHYzyWBeZ
—
3-11-8 -- — - _7-11-0 -i
3.11-8 3-11.8
4x5 Scale:3/4"=1
2
5.00 12 16
15 PR
Ash
`
T1 T1
W1 3
1
el HWt— -1 ____HW1 - Y
a — , 0
6 5 4 3x4=
3 x 4= 2x4 1 I
3x4 �1�11 3x4 III
0-5-8(0-1-8) 0-5-8(0-1-8)
3-11-8 7-11-0
98#/-78#- 3-11-8 I 3-11-8 298W78
Plate Offsets(X,Y)– [1:0-1-12,0-0-141,[3:0-1-12,0-0-141____
LOADING(psf) SPACING- 2-0-0 ! CSI. I DEFL in (loc) Vdeft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 5-9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 5-9 >999 180
BCLL 0.0 • Rep Stress Incr YES i WB 0.05 Horz(TL) 0.00 1 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 1 (Matrix-M) Weight:32 lb FT=20%
■
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 10-0-0 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0 be installed during truss erection,in accordance with Stabilizer •
Installation guide.
REACTIONS. (Ib/size) 1=298/0-5-8 (min.0-1-8),3=298/0-5-8 (min.0-1-8)
Max Horz 1=28(LC 11)
Max Uplift 1=-78(LC 12),3=-78(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-15=-367/221,2-15=-309/225,2-16=-309/225,3-16=-367/221
BOT CHORD 1-6=-251/250,5-6=-135/299,4-5=-135/299,3-4=-249/250
WEBS 2-5=-14/135
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 3-11-8,Exterior(2)3-11-8 to
7-2-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
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 20.0psf 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.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 78 lb uplift at joint 1 and 78 lb uplift at joint 3.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job Truss -Trues Type - - I City - - Ply ,
8187 718 Common Girder 1
1
;Job Reference(optional) __
Building Component Supply,Green Cove Springs,FL 1-
— ----- Run:7.820 s Apr 30 2015 Print 7.820 s Apr 30 2015 MiTek Industries,Inc.Tue Oct 06 09:19?2 2015 Page 7
ID:k31quvwg_7MakOgvXikF6UyaoV7-TFpx31U8x_BIBRSJ1oTDdtw46b_V2sD7cWHYzy Z
3-11-8 7-11-0
3-11-8 3-11-8
4x5 Scale:3/4•=1'
2
5.00 riT
PHI
�_ T1 ---,
3
1
a II Il [1IC,
MIMS 6 15 16 5 17 4 3x4-
3x4 JUS24 JUS24 3x5 I JUS24
3x4 I 3 x 4 I I
0-5-8(0-1-8) 0.5.8(0-1-8)
/288# 3-11-8 3-11-8 1()63#A288# r 7-11-0 a/3#1 Zd4#
Plate OffsetskX,Yj-[1:0-1-8,0-1-21[3:O-1-8,0.1-2],[5:0-3-0,0-1-8J
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.04 5-9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.07 5-9 >999 180
BCLL 0.0 • Rep Stress Incr NO WB 0.35 Horz(TL) 0.01 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:32 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purtins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-11-9 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0 be installed during truss erection,in accordance with Stabilizer
l Installation guide.
REACTIONS. (lb/size) 1=1063/0-5-8 (min.0-1-8),3=973/0-5-8 (min.0-1-8)
Max Horz 1=28(LC 7)
Max Uplift1=-288(LC 8),3=-264(LC 8)
FORCES. (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1462/408,2-3=-1477/411
BOT CHORD 1-6=-156/359,6-15=-334/1322,15-16=-334/1322,5-16=-334/1322,5-17=-334/1322,4-17=-334/1322,3-4=-164/387
WEBS 2-5=-225/926
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
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 20.0psf 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.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 288 lb uplift at joint 1 and 264 lb uplift at joint
3.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left
end to 5-6-4 to connect truss(es)EJ07(1 ply 2x4 SP),EJ08(1 ply 2x4 SP),EJ09(1 ply 2x4 SP)to front face of bottom chord.
8)Fill all nail holes where hanger is in contact with lumber.
9)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=-60,2-3=-60,7-11=-20
Concentrated Loads(Ib)
Vert:15=-432(F)16=-545(F)17=-463(F)
-- ---- �
Job Truss Truss Type Qty Ply
8167 T17 Half Hip Girder 3 1 Job
Reference(optional)
n8 Component�Supply, 1q XkaA� xv -
t t FL IDk3uvwg 9Ma OgvF6U oV7-xSN GeuF62vL HkJimgQ4cW3tEZQM G PyWBeY
2-0-0 6.0-0
I
2-0-0 I 4-0-0
Scale:1".1'
Special
4x5 1 NALED
5.00 I 12 2 11 3
11 I n
T2 I I
T1
W1 106#1-75#
HW1
4
d n n
B1 I I I I
6 12 '73I I I 5
3x4= Special NAILED 3x4
126#/-21#
3x5 II
0-5-8(0-1-8)
2-0-0 600� -
a
2-0-0 1 --
Plate Offsets(X,Y)— (a1 -0-14) ---_-_•
LOADING(psf) I SPACING- 2-0-0 CSI. I DEFL in (loc) l/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.02 5-9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.06 5-9 >999 180
BCLL 0.0 • Rep Stress Ind NO WB 0.08 Horz(TL) 0.01 1 n/a n/a
BCDL 10.0 ' Code FBC2014/TPI2007 (Matrix-M) Weight:26 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x4 SP No.3 1-6-0 be installed during truss erection,in accordance with Stabilizer
Installation guide.__
REACTIONS. (lb/size) 1=212/0-5-8 (min.0-1-8),3=108/Mechanical,4=113/Mechanical
Max Horz 1=31(LC 25)
Max Upliftl=-69(LC 8),3=-75(LC 4),4=-21(LC 8)
Max Grav1=212(LC 1),3=108(LC 1),4=126(LC 3)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-281/108,2-11=0/0,3-11=0/0
BOT CHORD 1-6=-150/40,6-12=-96/208,12-13=-96/208,5-13=-96/208,4-5=0/0
WEBS 2-5=-218/100
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
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 69 lb uplift at joint 1,75 lb uplift at joint 3 and
21 lb uplift at joint 4.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(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)150 lb down and 106 lb up at 2-0-0
on top chord,and 27 lb down and 60 lb up at 2-2-2 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:1-2=-60,2-3=-60,4-7=-20
Concentrated Loads(lb)
Vert:2=46(F)11=18(F)12=-24(F)13=-15(F)
Job truss— -Truss-Type— —- -Qty ;Ply I ■
8167 T18 'Hell Hip — -_
3 1 '
Job Reference(optionall_
Building Component Supply.Green Cove GOMA F Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 tATek Industries.Inc.Tue Oct 06 09:19:23 2015 Page 1
ID:k31 quvwg_7 MakOgvXikF6UyaoV7-xSNJGeuxvF62vLOHtkJimgQ5DW3HEalMEGFr4PyVVBeY
400 1 2-0-0 I
4-0-0
Scale=1:15.0
4x5=
2 3
5.00 Fir 11 T2 I
58#I-42#
T1
\\, ,
1(V1
FIYY1
�° B1
6 5 4
4- 3x4=
170#/-43#
3x4 '1
0-5-8(0-1-8) 4-0-0 I _ 6-0-0
11 Plate Offsets(X,Y)- [1:0-1-12,0-0- #t
LOADING(psf) SPACING- 2-0-0 CSI. I DEFL in (loc) l/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.04 5-9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.10 5-9 >653 180
BCLL 0.0 • Rep Stress Ind YES WB 0.06 Horz(TL) 0.02 1 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:24 lb FT=20%
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 eq s-ra ng
SLIDER Left 2x4 SP No.3 1-6-0 ' MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=228/0-5-8 (min.0-1-8),3=58/Mechanical,4=170/Mechanical
Max Horz 1=65(LC 12)
Max Uplift1=-46(LC 12),3=-42(LC 8),4=-43(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-11=-150/78,2-11=-91/83,2-3=0/0
BOT CHORD 1-6=-309/100,5-6=-123/107,4-5=0/0
WEBS 2-5=-163/188
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 4-0-0,Exterior(2)4-0-0 to
5-11.4 zone;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)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 46 lb uplift at joint 1,42 lb uplift at joint 3 and
43 lb uplift at joint 4.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
T. ruse N88 I.' .Y- -- --- "
8187 719 Common Supported Gelds 1 1
Job Reference{optional)
Building Component Supply,Green Cove Springs,FL Run.7.820 a Apr 30 2015 Print 7.820 s Apr 30 2015 M Tek Industries,Inc.Tue Oct 08 09:19:23 2015 Paget
ID:k31 quvwg_9MakOgvXikF6UyaoV7-xSNJGewwF62vLOHtldimgQ87W7iEapMEGFr4PyWBeY
7-2-6 14-5-0 ------;
I 7-2-8 I 7-2-8
4x5= Scale=1:22.7
6
Pig 5.00 12 5
111P ill
7
4 II I 8 22
21
9
3 • ST5
ST4 ST4 I • 10
2 5T: -8T1-
e ..•.......•.....•......•..•.•.•....•..•...•...•.•.•...•.•...•:•.❖..•.•..•...•.•.•......•..•.•....•.•.•...•...•..•.•.•...•.....•.•.•...•...•.. .•.•.•.•......•.•....•.•...•..•...•:•.. �0
3x4 20 19 18 17 16 15 14 13 12 3x4
I 14-5-0
14-5-0
LOADING(psf) SPACING- 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a - n/a 999
BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:63 lb FT=20%
------- -- -- ----------- - ---- - -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 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
LInstallation guide.
REACTIONS. (lb/size) 1=57/14-5-0 (min.0-1-8),11=57/14-5-0 (min.0-1-8),16=95/14-5-0 (min.0-1-8),17=110/14-5-0 (min.0-1-8),18=108/14-5-0 (min.0-1-8),19=96/14-5-0
(min.0-1-8),20=141/14-5-0 (min.0-1-8),15=110/14-5-0 (min.0-1-8),14=108/14-5-0 (min.0-1-8),13=96/14-5-0 (min.0-1-8).12=141/14-5-0 (min.
0-1-8)
Max Horz 1=-53(LC 10)
Max Uplift1=-5(LC 12),11=-5(LC 12),17=-36(LC 12),18=-39(LC 12),19=-34(LC 12),20=-50(LC 12),15=-36(LC 12),14=-39(LC 12),13=-34(LC 12),12=-50(LC
Max Grav1=57(LC 1),11=57(LC 1),16=95(LC 1),17=111(LC 21),18=109(LC 21),19=96(LC 1),20=141(LC 21),15=111(LC 22),14=109(LC 22),13=96(LC 1),
12=141(LC 22)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-51/41,2-3=42/38,3-21=-34/76,4-21=-20/81,4-5=-36/118,5-6=-50/153,6-7=-50/153,7-8=-36/118,8-22=-14/81,
9-22=-23/76,9-10=-24/38,10-11=-51/22
BOT CHORD 1-20=-16/63,19-20=-16/63,18-19=-16/63,17-18=-16/63,16-17=-16/63,15-16=-16/63,14-15=-16/63,13-14=-16/63,
12-13=-16/63,11-12=-16/63
WEBS 6-16=-68/0,5-17=-85/138,4-18=-81/124,3-19=-73/98,2-20=-103/173,7-15=-85/138,8-14=-81/124,9-13=-73/98,
10-12=-103/173
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-2-7 to 3-2-8,Exterior(2)3-2-8 to 7-2-8,Comer(3)7-2-8 to 10-2-8
zone;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)All plates are 2x4 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 1-4-0 oc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
1 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 lb uplift at joint 1,5 lb uplift at joint 11,36
lb uplift at joint 17,39 lb uplift at joint 18,34 lb uplift at joint 19,50 lb uplift at joint 20,36 lb uplift at joint 15,39 lb uplift at joint 14,34 lb
uplift at joint 13 and 50 lb uplift at joint 12.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job ;1 russ - 1 it-sType (Pty
1
8187 IT20 i
4 1
Common �___
,Job Referencelptional)_
Building Corriponent Supply,Green Cove Springs,fL Run:7.820 s Apr 30 2015 Print 7.820 s Apr 30 2015 Wok Industries,Inc.Tue Oct 0809:1924 2015 Page 1
ID:k3lquvwg_?MakOgvXikF6UyaoV7-Pexill vZgYEvXUaTRSgx12zBtvL?z05WSWTOcsyWeeX
7-2-8 I -145-0
I 7-2-8 — 7-2-8
•
4x5-=:
Scale=1:23.3
2
PRI
•. 5.00 12 / \
18
Tom. ---- 18
u 15 Tt ` Ti r
W1 �.,_ �._
3
Y /—irimi Q �� ii,
c — III UB1 — — o
43x4=
6 5 ∎,1
3x4= 2x4 11
m016(a1-a)
3013.8(0-1-8)
565#/-349# 565#/-349#
7-2-8 14-5-0 {
7-24 4 7-24 -
_Plate Offsets(X,Y)-[1:0-1-8,0-0-14],[3:0-1-8,0-0-14] -
LOADING(psf) SPACING- 2-0-0 CSI. I DEFL in (loc) lldefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.11 5-9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.14 5-9 >999 180
BCLL 0.0 • Rep Stress Incr YES WB 0.11 Horz(TL) 0.03 1 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 1 (Matrix-M) Weight:54 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6.0 be installed during truss erection,in accordance with Stabilizer
Installation guide. -
REACTIONS. (lb/size) 1=565/0-3-8 (min.0-1-8),3=565/0-3-8 (min.0-1-8)
Max Horz 1=54(LC 11)
Max Uplift 1=-349(LC 12),3=-349(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-15=-820/948,15-16=-744/949,2-16=-739/964,2-17=-739/964,17-18=-744/949,3-18=-820/948
BOT CHORD 1-6=-557/669,5-6=-796/687,4-5=-796/687,3-4=-557/669
WEBS 2-5=-449/294
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-2-8,Exterior(2)7-2-8 to
10-2-8 zone;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)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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 349 lb uplift at joint 1 and 349 lb uplift at joint
3.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
lob Truss Truss T
— — City Ply
Type ' ,
8167 722 Roof Spode!
1
IJob Reference(optional)
Building OEM Suppy,Green Cove Springs,FL - Run:7.620 s Apr 30 2015 Pmt 7.620 s Apr 30 2015 MTek Industries,Inc. Tue Od 06 09:19:24 2015 Paget
ID:k31 quvwg_?MakOgvXikF6UyaoV7-PexiU_vZgYEvXUaTRSgx12z6MvLiz02WSw?OcsyW BeX
7-2-8 12-5-0 _ 14-5.0 I
I 7-2-8 5-2-8 2-0.0
4x5= Scale=1:24.7
2
5.00 ff �'
14 -�. 15
2x4 II
13 \�-.Ti---,. 5x8
4x5
1 5
`\\\� T3 •
4�w1
1 •
El J B7■ _. °
=;I
8 7 5621-149#
3x4= 2x4 11
330-810-1-8) USP JUS24
562#1-146#
I 7-2-8 I 14-5-0
_ 7-2-8 7-2-8
Plate Offsets(X,Y)— [1:0-2-0,0-0-14],[4:0-5-12,0-3-101
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (toc) l/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(TL) -0.06 7-11 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.15 6-7 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.02 1 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:55 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing.
SLIDER Left 2x4 SP No.3 1-6-0 s
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=562/0-5-8 (min.0-1-8),6=562/Mechanical
Max Horz 1=50(LC 11)
Max Uplift 1=-146(LC 12),6=-149(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-13=-811/298,13-14=-735/299,2-14=-730/313,2-15=-728/294,3-15=-766/283,3-4=-984/401,3-16=-128/203,
5-16=-128/203,4-6=-508/244,4-5=-76/52
BOT CHORD 1-8=-471/604,7-8=-226/678,6-7=-226/678
WEBS 2-7=0/303
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 7-2-8,Exterior(2)7-2-8 to
10-2-8,Interior(1)12-4-10 to 14-3-4 zone;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)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 146 lb uplift at joint 1 and 149 lb uplift at joint
6.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
8167 T23 Roof Special •
"rob Truss Truss Type I OF/ Ply
11 1
Job Reference(optional)
!I Supply.Green Cove gds Run:7.620 s Apr 30 2015 Pnnt:77.620 s Apr 30 2015 MiTek Industries,Inc.Tue Od 06 09:19:24 2015 Page 1
ID:k31 quvwg_9 MakOgvXikF6UyaoV7-PexiU_vZgYEvXUaTRSgx12z89vLgz03WSw R0ayVVBeX
i -7-2-8 10-5-0 74-5-0
7-2-8 i 3-2-8 4-0-0
4x5- Scale=1:24.7
2
5.00 ff II\______ 2x4 11
5x
4xT5i
14 \ 3
3
v
N
1 III ... Bi• 4 ..,
1
IIM 8 7 562*/-153#
3x4– 2x4 I
31$-11(0.1-8) USP JUS24
5621f/-1421$
7-2.8 14-5.0
I -
7-2-8 7-2-8 .
Plate Offsets(X,Y)– [l:0-2-0,0-0--14J,14:0-5-12,0-3-1p1
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.06 7-11 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.14 6-7 >999 180
BCLL 0.0 • Rep Stress Incr YES WB 0.11 Horz(TL) 0.02 1 n/a n/a ,
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:60 lb FT=20%
— — i— —
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc puffins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-0-4 oc bracing.
SLIDER Left 2x4 SP No.3 1-6-0 _MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=562/0-5-8 (min.0-1-8),6=562/Mechanical
Max Horz 1=65(LC 12)
Max Uplift 1=-142(LC 12),6=-153(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-13=-808/293,13-14=-733/294,2-14=-727/308,2-3=-728/289,3-4=-813/324,3-15=-30/52,5-15=-30/52,4-6=-502/251,
4-5=-140/98
BOT CHORD 1-8=-490/596,7-8=-254/677,6-7=-254/677
WEBS 2-7=0/300
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 7-2-8,Exterior(2)7-2-8 to
10-4-10 zone;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)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 142 lb uplift at joint 1 and 153 lb uplift at joint
6.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
- 1Qty Ply
8187 T24� Jack-Open Girder 1 2015(optional)Industries,Inc. Tue Oct 08 09:19:24 2015 Pa 1
Job Reference o tronal
Building Component Suppy.Green Cove Springs,FL Run.7.620. Apr 36-2015 Print 7.620 s Apr exi
ID:k3lquvwg_7MakOgvXikF6UyaoV7-PexiU_vZgYEvXUaTRSgx12zDEvG9zwBWSv.ROcs eX
6-0-0---- - -— i
6.0.0
Scale=1:19.3
3x4
2
5.00 fiT
Aw112:
,d • r1 I I
5 JUS24 4 3x4'� 10 3
3x4= JUS24 751#1-243#
3x5 I I 2x4
0-5-8(0-1-8)
782#/-197# USP JUS24
2-10-5 6.0-0
2-10-5 _ 3-1-11
Plate Offsets(X,Y)- [1:0-2-4,0-0-141,[2:0-1-8,0-1-8),[4:0-2-0,0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.03 3-4 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.08 3-4 >833 180
BCLL 0.0 • Rep Stress Incr NO WB 0.49 Horz(TL) 0.01 1 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 I (Matrix-M) Weight:31 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-5 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x4 SP No.3 2-0-0 be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=782/0-5-8 (min.0-1-8),3=751/Mechanical
Max Horz 1=96(LC 21)
Max Uplift1=-197(LC 8),3=-243(LC 8)
FORCES. (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1125/288
BOT CHORD 1-5=-420/675,4-5=-296/974,4-10=0/0,3-10=0/0
WEBS 2-4=-391/1287,2-3=-563/213
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)•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.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 197 lb uplift at joint 1 and 243 lb uplift at joint
3.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left
end to 4-0-12 to connect truss(es)722(1 ply 2x4 SP),T23(1 ply 2x4 SP)to front face of bottom chord.
8)Fill all nail holes where hanger is in contact with lumber.
9)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=-60,3-6=-20
Concentrated Loads(Ib)
Vert:5=-542(F)10=-542(F)
Job Truss Type — Qty - I Ply
5167 125 'Truss
Roof specie(O rder ,1
2 1 Job Reference(optional)
Wiling Component&Wy Green Cove Run:7.620 s Apr 80 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Oct 06 09:19:26 2015 Page 1
ID:k31 quvwg_?MakOgvXikF6UyeoV7-M02SugwpCAUdmoksYttPOT2RCjvFRkjpwEUVhkyWBeV
33.5-4
6.0.0 14-5-12 19.7-12 25-1-4 -_ 31-2-0 ?2.4-8 __ i 39-7-0
I 8,0,0 I 8-5-12 I 5-2-0 I 5-5-8 6-0-12 — 1-2-8 6-1-12
1-0-12 Scale=1:68.1
NAILED
NAILED NAILED NAILED NAILED 2x4 : NAILED 3x8=
5.001-1-2- 5x6 - 4x(0= 8x12
4x5= 5x6
NAI D NAI ED NAILED '4x5 NAI ED 8
I 31 3 32 c 5 ; 6 37 T'-:: 9
• 1 II
1938 39 18 40 41 17 16 Al 43 44 75 45 46 47 14 13 12 11
2977j00.1325 NAILED 2x4 II NAILED 3x8 MT20HS= NAILED NAILED 3x8= NAILED 4x6— 3x4= 0-5-M-1-9)
297 3x5 NAILED NAILED NAILED 3x8 MT2OHS- 261W-730#
4
1 3x5= NAILED NAILED 3x6_ 3x4
NAILED NAILED JUS24
11
6-0-0 14-5-12 19-7-12 25-1-4 __- 33-5.4 39-7-0
F 6-0-0 8-5-12 I 5-2-0 l 5-5.8 8-4-0 + 6-1-12
Plate Offsets(X,Y)-- [1:0-0-14,0-1-12],[2:0-3-8,0-1-81x]7:0-8-4,0-4-8] [8:03-O Edge],[10:0-0-12,0-1-11],[12:0-1-8,0-1-81[14:0-2-4,0-2-01[16_0-1-12,0-1-8]
1 — _
LOADING(psf) 1 SPACING- 2-0-0 l CSI. I DEFL in (loc) 1/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.53 15 >882 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -1.27 14-15 >369 180 MT2OHS 187/143
BCLL 0.0 • Rep Stress Incr NO WB 0.87 Horz(TL) 0.23 10 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:425 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied.
T2:2x6 SP No.1,T5:2x4 SP No.1,T3:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-5 oc bracing.
BOT CHORD 2x4 SP SS*Except*
B2:2x4 SP No.1
WEBS 2x4 SP No.3"Except*
W2:2x4 SP No.2
SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0
REACTIONS. (lb/size) 1=2977/0-5-8 (min.0-1-12),10=2611/0-5-8 (min.0-1-9)
Max Horz 1=69(LC 24)
Max Uplift1=-832(LC 8),10=-730(LC 8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-5975/1629,2-28=-10576/3001,28-29=-10578/3002,29-30=-10579/3002,30-31=-10581/3002,31-32=-10582/3002,
3-32=-10583/3003,3-33=-11321/3225,4-33=-11321/3225,4-5=-11321/3225,5-34=-11321/3225,34-35=-11321/3225,
35-36=-11321/3225,6-36=-11321/3225,6-37=-10699/3089,7-37=-10699/3089,7-9=-4361/1322,7-8=-445/89,
8-9=-373/85,9-10=-5288/1489
BOT CHORD 1-19=-514/1745,19-38=-1434/5415,38-39=-1434/5415,18-39=-1434/5415,18-40=-1442/5408,40-41=-1442/5408,
17-41=-1442/5408,17-42=-1442/5408,16-42=-1442/5408,16-43=-2904/10578,43-44=-2904/10578.15-44=-2904/10578,
15-45=-2993/10699,45-46=-2993/10699,46-47=-2993/10699,14-47=-2993/10699,13-14=-1821/6535,12-13=-1821/6535,
11-12=-1296/4759,10-11=-585/1852
WEBS 2-18=0/378,2-16=-1540/5445,3-16=-1306/626,3-15=-267/841,5-15=-513/277,6-15=-219/752,6-14=-784/335,
7-14=-1273/4582,7-12=-3178/923,9-12=-629/2524
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.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)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;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
5)Provide adequate drainage to prevent water ponding.
6)All plates are MT20 plates unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 832 lb uplift at joint 1 and 730 lb uplift at joint
10.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
IrUSS JTtiss-Type -- ---- --- - -- Qty... --'Ply J - --- Page '
8167 125 Roof Special Girder 1
1 A'Job Reference(optional)__
Building Component supply.Green Cove Springs,FL
Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Oct 06 09:19:26 2015 2
ID:k3lquvwg_?MakOgvXikF6UyaoV7-M02SugwpCAUdmoksYdP0T2RCjvFRkjpwEWhkyW V
NOTES-
12)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent at 25-1-4 from the left end to connect truss(es)T24(1 ply 2x4 SP)to front face of bottom
chord.
13)Fill all nail holes where hanger is in contact with lumber.
14)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=-60,2-7=-60,7-8=-60,8-9=-60,9-10=-60,20-24=-20
Concentrated Loads(lb)
Vert:2=-92(F)4=-92(F)17=-57(F)18=-57(F)14=-731(F)28=-92(F)29=-92(F)30=-92(F)32=-92(F)33=-92(F)34=-92(F)35=-92(F)36=-92(F)38=-93(F)39=-150(F)
40=-57(F)41=-57(F)42=-57(F)43=-57(F)44=-57(F)45=-57(F)46=-57(F)47=-57(F)
Truss —— TrussT � Ply '
,
Hi
8167 T26 'Truss
P Girder
i 2:Job Reference(optional)
i
Run.7.620 s Apr 30 2015 Print 7.620 s 30 2015 MiTek Industries,Inc.Tue Oct 06 09.19:29 2015 Page 1
Building Component Suppy,Green Cove Springs,FL 7Mak0 vXikF6 aoV7r-mbkbXhiN5sCeGTRE?Q6? e5SFcCi9H3 BeS
ID:k3lquwvg_ g Uy v ���"' �
6-0-0
_12-11-10 19-9-8 26-7-6 _' 33 7A__ 39 39-7-0
6.0.0 + 6-11-10 i— 6-9-14 6-9.14 6-11-10 6-0-0
Scale=1:65.8
NAILED NAILED NAILED NAILED NAILED NAILED LED
5.00 12 6x6 NAILED NAILED I 4x5 NAILED 4x10— 2x II 4x5-- NAI D NAI ED NAILED• yq -T 3 5$ 31 3 6
n n Z _211 _ I I. __iG IIIl Al ii
, - -- Wink
� =� � -
� d� ,u •ur_nr •m _■ m_rm ;, n. _ a '6;, rn _ -L .._ m--- Ai .o.
ie 17 35 36 16 37 38 15 14 39 40 41 13 42 43 44 12 11 45 46 10 47 48 99
28�09#J 1/ NAILED 2x4 II NAILED NAILED 3x6= NAILED NAILED NAILED 3x8— NAILED 3x8-- NAILED NAILED NAILED'NAILED NAIL"5694#
3x5— NAILED 4x6-= NAILED NAILED NAILED 3x6 3x5 =
NAILED NAILED NAILED
1
6-0-0 12-11-10 19-9-8 26-7-6 �_ -- ._ 33-7-0 39-7-0
. — —
6-0-0 I 6-11-10 6-9-14 6-9-14 6-11-10 6-0-
Plate Offsets(X,Y)- [1:0-0-6,0-2-0],f2:0-4-4,0-2-4] j7.0-3-12,0-1-4],[a Edg_e,o 2-4],[12:0 3-0,0-1-8] [14:0-2-0 0-2-01_
1+
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.46 13 >999 240 , MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.1913-14 >394 180 1
BCLL 0.0 • Rep Stress Incr NO WB 0.87 Horz(TL) 0.21 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:415 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2*Except' TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins.
T2,T3:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing.
BOT CHORD 2x4 SP SS'Except"
B2:2x4 SP No.1
WEBS 2x4 SP No.3
SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0
REACTIONS. (lb/size) 1=2809/0-5-8 (min.0-1-11),8=2759/0-5-8 (min.0-1-10)
Max Horz 1=-56(LC 23)
Max Uplift 1=-728(LC 8),8=-694(LC 8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-5557/1409,2-26=-9215/2352,26-27=-9216/2352,27-28=-9218/2353,3-28=-9220/2353,3-29=-10186/2486,
29-30=-10186/2486,4-30=-10186/2486,4-5=-10186/2486,5-31=-10186/2486,6-31=-10186/2486,6-32=-8942/2166,
32-33=-8939/2166,33-34=-8938/2165,7-34=-8936/2165,7-8=-5447/1336
BOT CHORD 1-17=-482/1637,17-35=-1229/5031,35-36=-1229/5031,16-36=-1229/5031,16-37=-1235/5026,37-38=-1235/5026,
15-38=-1235/5026,14-15=-1235/5026,14-39=-2255/9216,39-40=-2255/9216,40-41=-2255/9216,13-41=-2255/9216,
13-42=-2068/8937,42-43=-2068/8937,43-44=-2068/8937,12-44=-2068/8937,11-12=-1169/4927,11-45=-1169/4927,
45-46=-1169/4927,10-46=-1169/4927,10-47=-1163/4933,47-48=-1163/4933,9-48=-1163/4933,8-9=-460/1602
WEBS 2-16=0/288,2-14=-1099/4584,3-14=-1320/547,3-13=-147/1083,5-13=-573/316,6-13=-367/1383,6-12=-1239/498,
7-12=-969/4391,7-10=0/290
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.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)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;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
5)Provide adequate drainage to prevent water ponding.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'This truss has been designed for a live load of 20.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 728 lb uplift at joint 1 and 694 lb uplift at joint
8.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail.
LOAD CASE(S) Standard
Continued on page 2
r..loti — Truss �TrussType -I Qty 'Ply
•
'
8167 T26 Hip Girder •
Run:7.620 Apr M 15 Pri Job Reference(optional)
1
' t 7.620 s A 30 20151u5Tek Industries,Inc.Tue Oct 06 0919:29 2015 Page 2
Building Component Supply.Green Cove Springs,FL kF6UyeoV7-mbkbXhziVSsCeGTRE?Q6?5gynvzwe5SFcCi9H3yWBeS
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=-60,2-7=-60,7-8=-60,18-22=-20
Concentrated Loads(lb)
Vert:2=-92(B)4=-92(B)7=-92(B)15=-57(B)16=-57(B)13=-57(B)5=-92(B)10=-57(B)11=-57(B)26=-92(B)27=-92(B)28=-92(B)29=-92(B)30=-92(B)32=-92(B)
33=-92(B)34=-92(B)35=-93(B)36=150(B)37=-57(B)38=-57(B)39=-57(B)40=-57(B)41=-57(B)42=-60(B)43=-53(B)44=-60(B)45=-57(B)46=-57(B)47=-150(B)
48=-93(B)
IL
- - — Ply - -
Job Truss Truss Type _ lay ,
8167 727 tip 2 1 I
Job Reference(optional__
Cove FL Run 7.620 s Apr 30 2015 Print.7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Od 06 09:19:30 2015 Paggee 1
Building �pPN. ID:k3lquvwg_9MakOgvXtkF6UyaoV7-Eolzi l_KGO_3FP2dnjxLYJC9SKKDNXWOrsSigVytN9eR
7-11-11 1310-12 I 19-9-8 25-8-4 31-7-5 39-7-0- -- .
1 7-11-11 I 5-11-1 5-10-12 5-10-12 - 5-11-1 7-11-11
Scale=1:68.3
5.00 12 5x8 5x6
3x6==
3 27 4 28 29 5 6 7 • 31 32 8
r \ 3x5
/ 28 ,....\ /is�� d SfV2 T13 g n
B1 � n
16 15 14 13 12 11
01-la)
0-5-x(0 4116 3x12 M18SHS- 3x12 M18SHS- -411#
1565#n411#
7-11-11 15-10-5 234-11 31-7-5 I 39-7-0
7-11-11 - - 7-10-10 I 7-10-5 I 7-10-10 7-11-11
Plate Offsets(X,Y)- [1:Edge,0-1-121,[10:Edge,0-1-12[
1
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.42 13-14 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -1.0913-14 >429 180 M18SHS 244/190
BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.27 10 n/a n/a Weight:200 lb FT=20%
BCDL 10.0 Code FBC2014ITPI2007 (Matrix-M)
LUMBER- BRACING-
TOP CHORD 2x4 SP SS'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
T2,T3:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing.
BOT CHORD 2x4 SP No.1 WEBS Web Brace:Length(member)4-10-15(4-16);4-10-15(7-11);
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer j
SLIDER Left 2x4 SP No.3 2-11-4,Right 2x4 SP No.3 2-11-4 Installation guide.
REACTIONS. (lb/size) 1=1565/0-5-8 (min.0-1-14),10=1565/0-5-8 (min.0-1-14)
Max Horz1=71(LC 11)
Max Uplift1=-411(LC 12),10=-411(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-25=-864/229,2-25=-838/233,2-26=-3030/1062,3-26=-2958/1075,3-27=-2731/1047,27-28=-2734/1046,
4-28=-2735/1046,4-29=-4441/1570,5-29=-4441/1570,5-6=-4441/1570,6-30=-4441/1570,7-30=-4441/1570,
7-31=-2735/1046,31-32=-2735/1046,8-32=-2731/1047,8-33=-2958/1075,9-33=-3030/1062,9-34=-838/233,
10-34=-864/229
BOT CHORD 1-16=-898/2731,15-16=-1408/4244,14-15=-1408/4244,13-14=-1532/4636,12-13=-1420/4244,11-12=-1420/4244,
10-11=-885/2731
WEBS 3-16=-208/923,4-16=-1786/610,4-14=-23/447,5-14=-290/158,5-13=-290/158,7-13=-23/447,7-11=-1786/610,
8-11=-208/923
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 4-2-4,Interior(1)4-2-4 to 7-6-7,Exterior(2)7-6-7 to 37-7-12,
Interior(1)37-7-12 to 39-4-4 zone;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)All plates are 3x4 MT20 unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 411 lb uplift at joint 1 and 411 lb uplift at joint
10.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
■
Job muss Qty 'PI)/ - , i ,
truss Type
8167 T� Hip j2 1 ,Job Reference(optional)
1-
Qreen Cove Sp FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 302015 AiTek Industries,Inc.Tue Oct 06 09:19:32 201�5 P��aa�gss 1
Building Component ID:k31 quvwg_7MakOgvXikF6UyaoV 7-AAPj9j7ao0EmVjCOv7_pdklUDBzXrTBhlAxpu0yWE3eP
7-10-0 19-11-11 1 16-6-5 __23-0-11- .---- - ----- 29.7-5 . 31-9-0 I 39-70 .
7-10.0 2-1-11 6-6-10 6-6-5 6-6-10 2-1-11 7-10-0
Scale=1:68.3
5x6-:----- _ 5x6
5.001-1-2-
244\\ 4 28 27 -,:�, 5 6 7 K 30 31 _ 8 2x4,,
2 �, '' 10 v,
2 i
.,
l� - .a
16 15 14 13 12
056.114) 3x8 MT2OHS 15650/2411#
1 7 I# 3x8 MT20HS=
3x8=
9-11-11 19-9-8 29-75 1 39.7-0
9-11-11 I 9-9-13 I 9.9.13 9.11-11
Plate Offsets(X,Y)- [1:Edge,0-1-121,[11:Edge,0-1-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.30 14 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.91 12-14 >514 180 MT2OHS 187/143
BCLL 0.0 ' Rep Stress Ina YES WB 0.81 Horz(TL) 0.22 11 n/a n/a
li BCDL 10.0
LUMBER- Code FBC2014lTPI2007 (Matrix-M) Weight:210 lb FT=20%a
BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3 WEBS Web Brace:Length(member)5-10-5(5-16);5-10-5(7-12);
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing 1
SLIDER Left 2x4 SP No.3 3-6-0,Right 2x4 SP No.3 3-6-0 be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=1565/0-5-8 (min.0-1-14),11=1565/0-5-8 (min.0-1-14)
Max Horz 1=90(LC 11)
Max Uplift 1=-411(LC 12),11=-411(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-912/196,2-25=-2985/1087,3-25=-2919/1101,3-4=-2865/1093,4-26=-2653/1017,26-27=-2653/1017,
27-28=-2655/1016,5-28=-2657/1016,5-6=-3711/1337,6-7=-3711/1337,7-29=-2657/1021,29-30=-2655/1021,
30-31=-2653/1021,8-31=-2653/1022,8-9=-2865/1099,9-32=-2919/1107,10-32=-2985/1092,10-11=-912/190
BOT CHORD 1-16=-929/2695,15-16=-1193/3626,14-15=-1193/3626,13-14=-1200/3626,12-13=-1200/3626,11-12=-921/2695
WEBS 3-16=-126/209,4-16=-303/842,5-16=-1209/454,5-14=0/271,7-14=0/271,7-12=-1209/454,8-12=-308/842,9-12=-126/213
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 4-2-4,Interior(1)4-2-4 to 9-6-7,Exterior(2)9-6-7 to 35-7-12,
Interior(1)35-7-12 to 39-4-4 zone;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)All plates are 3x4 MT20 unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 411 lb uplift at joint 1 and 411 lb uplift at joint
11.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
i,Truss !Truss Type TQty Ply
_--- - - - -- -
18187 T29 I Hip __ _ 12 30 2015 Print Job Reference er nc (optional)tonek Industries,Inc Tue Oct 08 09:19:32 2015 Pa 1
Building Component Supply,Green Cove Sponge.FL Run.7.620 s Apr
ID:20 s Aix s Apr 30 2015 A6Te oOEmV{COnc.Tue Wb8 20 eP
6-0.1 11-11-11 19.9 __ 27-7-5 33-6-15 39.7-0
I { -i 7-9-13 5-11-10 6-0-1
8-0.1 5-11-10 7-9-13
Scale=1:67.9
5x8 3x8 MT2OHS= 2x4 1 5x8
5.00 ff 3 27 28 4 29 5 T3 30 31 632
3x4 3x4
cll 3
u5 > W2 W iliklibbh... I
17
16 15 14 13 12 11 10 9 .:.
0-5.80 -14) 2x4 11 3x8 MT20HS= 3x8 - 3x4 2x4 II 114)
56S3f$ 3Bi5#/-411#
1 �# 3x4= 3x8 MT2OHS
3x5-
6-0-1 11-11-11 19-9-8 27-7-5 33-6-15 I 39-7_-0
6-0-1 I 5-11-10 -� 7-9-13 I 7-9-13 I 5-11-10 6-0-1
Plate Offsets(X,Y)- [1:0-1-2,0-1-121,[8_0-1-2,0-1_12j
LOADING(psf) SPACING- 2-0-0 l CSI. 1 DEFL in (loc) Udeft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 1 TC 0.76 Vert(LL) -0.26 13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 1 BC 0.86 Vert(TL) -0.6911-13 >681 180 MT2OHS 187/143
BCLL 0.0 * Rep Stress Incr YES WB 0.46 Horz(TL) 0.19 8 n/a n/a
p
BCDL 10.0 Code FBC2014/TPI2007 • (Matrix-M) Weight:200 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2"Except" TOP CHORD Structural wood sheathing directly applied.
T2,T3:2x4 SP SS BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing.
BOT CHORD 2x4 SP SS"Except" MiTek recommends that Stabilizers and required cross bracing
B2:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer
WEBS 2x4 SP No.3 1 Installationguide.
SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0
REACTIONS. (lb/size) 1=1565/0-5-8 (min.0-1-14),8=1565/0-5-8 (min.0-1-14)
Max Horz 1=-106(LC 10)
Max Uplift 1=-411(LC 12),8=-411(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-26=-3022/1066,2-26=-2939/1085,2-3=-2836/1055,3-27=-3172/1225,27-28=-3172/1225,4-28=-3172/1225,
4-29=-3172/1225,5-29=-3172/1225,5-30=-3172/1225,30-31=-3172/1225,31-32=-3172/1225,6-32=-3172/1225,
6-7=-2836/1055,7-33=-2939/1085,8-33=-3022/1066
BOT CHORD 1-17=-443/791,16-17=-944/2713,15-16=-944/2713,14-15=-821/2587,13-14=-821/2587,12-13=-812/2587,
11-12=-812/2587,10-11=-935/2713,9-10=-935/2713,8-9=450/785
WEBS 2-16=-71/111,2-15=-175/137,3-15=-8/360,3-13=-264/823,5-13=-562/344,6-13=-264/823,6-11=-9/360,7-11=-175/137,
7-10=-71/111
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 4-2-4,Interior(1)4-2-4 to 11-7-7,Exterior(2)11-7-7 to
33-6-15,Interior(1)33-6-15 to 39-4-4 zone;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)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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 411 lb uplift at joint 1 and 411 lb uplift at joint
8.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job truss iTussType 1Qt9 IPIY , r
8167 T30 _ I Hip Run:7.620 s Apr 30I 2015 Print 7.20 Reference
30 2015t6WWek trdustries,Inc.'rue Oct 06 09:19:33 2015 Page Bufldkq Component Supply.Green Cove Sprxga, ID:k31 quvwg_9 MakOgvXikF6UyaoV7-fNz5N30CZJMd6tmCT6/2Axge7YLta9urXggNQgy
32-6-15 39-7-0_
1
7-0-1 I 13-11-11 I 19-9-8 2575 i 7-0-1
I
7-0-1 6-11-10 5-9-13 5-9-13 6-11-10
Scale=1:67.0
5x8= 2x4 1 5x8
5.00 W 4 27 :iv 2g
-�.
3x4 �\�. 31 3;4
‹- ,� IN
c
3x5 S / 32 3x5 iii
�2 25 �a % 2 8
-E .o.
' 16 15 14 13 12 11 10
5-�0�-1_1 4) 2x4 H 3x8 MT20HS= 3x8= 3x4= 2x4 I I 0 � #)
0156 P4T1# 3x4= 3x8 MT2OHS--
74-1 13-11-11 19-9-8 25-7-5 32-6-15 I 39-7-0
7-0-1 I 6.11-10 I 55.13 I 5.9.13 6.11-10 7-0.1
Plate Offsets(X,Y)— [1:Edge,0-2-12],14:0-4-0,0-1-2],[6:0-4-0,0-1-21,[9:Edge,0-2-12]
LOADING(psf) SPACING- 2-0-0 CSI. I DEFL in (loc) 1/deft Ud 1 PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.23 13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.5812-13 >814 180 MT2OHS 187/143
BCLL 0.0 • Rep Stress Incr YES WB 0.40 Horz(TL) 0.20 9 n/a n/a Weight:207 lb FT=20%
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M)
LUMBER- BRACING-
TOP CHORD 2x4 SP No.1'Except' TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purtins.
T2:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-2 oc bracing.
BOT CHORD 2x4 SP SS"Except' MiTek recommends that Stabilizers and required cross bracing
B2:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer
WEBS 2x4 SP No.3 Installation guide.
SLIDER Left 2x4 SP No.3 2-0-0,Right 2x4 SP No.3 2-0-0
REACTIONS. (lb/size) 1=1565/0-5-8 (min.0-1-14),9=1565/0-5-8 (min.0-1-14)
Max Horz 1=126(LC 11)
Max Uplift 1=-411(LC 12),9=-411(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1080/268,2-25=-3044/1059,3-25=-2935/1080,3-26=-2661/982,4-26=-2590/1004,4-27=-2674/1074,
27-28=-2674/1074,5-28=-2674/1074,5-29=-2674/1074,29-30=-2674/1074,6-30=-2674/1074,6-31=-2590/1004,
7-31=-2661/982,7-32=-2935/1080,8-32=-3044/1059,8-9=-1080/268
BOT CHORD 1-16=-928/2737,15-16=-928/2737,14-15=-928/2737,13-14=-745/2406,12-13=-736/2406,11-12=-919/2737,
10-11=-919/2737,9-10=-919/2737
WEBS 3-16=0/196,3-14=-394/204,4-14=-38/393,4-13=-163/516,5.13=-407/254,6-13=-163/516,6-12=-38/393,7-12=-394/204,
7-10=0/196
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 4-2-4,Interior(1)4-2-4 to 13-7-7,Exterior(2)13-7-7 to
31-6-12,Interior(1)31-6-12 to 39-4-4 zone;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)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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 411 lb uplift at joint 1 and 411 lb uplift at joint
9.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
f fnres ype Ply I '
I___ russT---- -- _ IptY 1 •
8187 T31 Hip 2
Job Reference(optional)
Run:7.620$Apr 30 2015 Pant:7.620 s Apr 30 2015 MTek industries,Inc.The Oct 06 09:19:33 2015 Page 1
auildirq Component Supply,Green Cove Springs,FL ID:k31 quvw g_?MekOgvXikF6UyaoV7-fNz5N30CZJMd6tmCTrV2Axgd8YKaa?WrXggNOgyWBeO
8-0-1 15.11-11 I 23-7-5 31.6-15 - 39-7-0 ,
7-11-10 7-7-10 ! 7-1 1-10 8 0+
8-0-1
Scale=1:68.3
5.00 Fif 5x8\\
5x6
5 27 28 6
, 3x6 1� K ♦ .� . 3x6
.%•N . :28 •�� ••7 29
• 8
N
N i \� 3p
3x5 2 25 3x5 I 17
W1 i W1 \. g
1 10 lv
ice' R+ a '� _ o
15 31 12
76 14 13 11
3x8 MT20HS— 3x8 MT20HS= 2x4 ii 0-5-11=14)
15�6-64-1# 2x4 I I — 3 = 1565#1-411#
1565#r"�11#
8-0-1_ 15-11-11 I 23-7-5 I 31$15 I 39-7-0
_---
8-0-1 7-11-10 7-7-10 7-11-10
_Plate Offsets(X,YL[ 1 Edge,0 1-121,[5 0_3-8,Edgel j10:Edge,0-2-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.2313-14 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.6213-14 >752 180 MT2OHS 187/143
BCLL 0.0 • Rep Stress Incr YES WB 0.42 Horz(TL) 0.20 10 n/a n/a Weight:228 lb FT=20%
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M)
--i
LUMBER- BRACING-
TOP CHORD 2x4 SP SS*Except' TOP CHORD Structural wood sheathing directly applied.
T2:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing.
BOT CHORD 2x4 SP SS'Except* WEBS Web Brace:Length(member)5-11-15(3-14);8-4-11(5-13);5-11-15
B2:2x4 SP No.2 (8-13);
WEBS 2x4 SP No.3 I MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer
SLIDER Left 2x4 SP No.3 2-0-0,Right 2x4 SP No.3 2-0-0 1 Installation guide.
REACTIONS. (lb/size) 1=1565/0-5-8 (min.0-1-14),10=1565/0-5-8 (min.0-1-14)
Max Horz 1=-147(LC 10)
Max Uplift 1=-411(LC 12),10=-411(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1010/182,2-25=-3030/1030,3-25=-2943/1055,3-26=-2502/931,4-26=-2436/934,4-5=-2407/949,5-27=-2207/937,
27-28=-2203/937,6-28=-2202/938,6-7=-2387/939,7-29=-2403/922,8-29=-2472/918,8-30=-2909/1060,9-30=-3039/1035,
9-10=-1039/197
BOT CHORD 1-16=497/2717,15-16=-897/2717,14-15=-897/2717,14-31=-669/2243,13-31=-669/2243,12-13=-893/2728,
11-12=-893/2728,10-11=-893/2728
WEBS 3-16=0/251,3-14=-554/252,5-14=-34/499,5-13=-246/161,6-13=-76/545,8-13=-609/279,8-11=0/247
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 4-2-4,Interior(1)4-2-4 to 15-7-7,Exterior(2)15-7-7 to
29-7-12,Interior(1)29-7-12 to 39-4-4 zone;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)All plates are 3x4 MT20 unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)•This truss has been designed for a live load of 20.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=10.0psf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 411 lb uplift at joint 1 and 411 lb uplift at joint
10.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
■
f7ob inns TrusaType------------ ----1�, –lPfy " -- -- -- • ,i
18187 T32 2 1
l i-——__ Reference(optional _-_
Building Component Supply.Green Cove Springs.FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MTek Industries,Inc.Tue Oct 06 09:19:34 2015 Page 1
ID:k31 quvwg_7MakOgvXikF6UyaoV7-7ZXUaP1 gKdUUk1 LO0Y0Hi9NoSxe7JLg_ITQwzGyW6eN
6-0-1 12-0-1 I 18-0-0 —._-- 21-7-0_ 276-15_--- 33615__ _----- 397-0
6-0.1 { 5-11-15 5-11-15 3-7-0 F 5-11-15 5-11-15 6-0-1
Scale=1:66.5
5.00 12 5x8 5x8 -
6 7 29
3x4% \ 3x4
3x8 / \\" 3x6'.
52 \' 8 9
4 –
2x4\\ N.--%:,----------- ` 2x4�2
3x8 3 W4 W4 , 10 •°°
° ` 30 3x6,,
2 11
•��� _/ \_ 1 �IA 1121
18 31 17 32 16 15 33 14 34 13
0-5M-1-14) 3x4= 3x8 MT2OHS= 3x8= 3x4= 3x8 MT2OHS= 3x4= 0-516-1-14)
1 d11# 1565#/-411#
9-0-1 18-0-0 I 21-7-0 I 30 4
8-15 I 39-7
9-0-1 8-11-15 3-7-0 -_
Plate Offsets(X,Y)– [1:Edge,O-1_121,[6:0-3-0,0-2-4],[7:0-5-12,0-2-8k[12:Edge,0-1-12] -
LOADING(psf) SPACING- 2-0-0 1 CSI. DEFL in (loc) Udell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(TL) -0.31 13-15 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.83 13-15 >564 180 MT2OHS 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.19 12 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:217 lb FT=20%
—
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP SS'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
B2:2x4 SP No.2 WEBS T-Brace: 2x4 SP No.3-7-16
WEBS 2x4 SP No.3 Fasten(2X) T and I braces to narrow edge of web with 10d(0.131"x3")
OTHERS 2x4 SP No.3 nails,bin o.c.,with 3in minimum end distance.
SLIDER Left 2x4 SP No.3 2-6-0,Right 2x4 SP No.3 2-6-0 Brace must cover 90%of web length.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide. --
REACTIONS. (lb/size) 1=1565/0-5-8 (min.0-1-14),12=1565/0-5-8 (min.0-1-14)
Max Horz1=172(LC 11)
Max Uplift 1=-411(LC 12),12=-411(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-888/165,2-27=-3045/1024,3-27=-2998/1038,3-4=-2866/966,4-5=-2753/979,5-28=-22021832,6-28=-2193/855,
6-7=-1967/846,7-29=-2192/855,8-29=-2201/832,8-9=-2753/979,9-10=-2866/966,10-30=-2998/1038,11-30=-3046/1024,
11-12=-886/165
BOT CHORD 1-18=-867/2743,18-31=-763/2458,17-31=-763/2458,17-32=-763/2458,16-32=-763/2458,15-16=-504/1966,
15-33=-751/2458,14-33=-751/2458,14-34=-751/2458,13-34=-751/2458,12-13=-863/2743
WEBS 3-18=-206/189,5-18=-25/409,5-16=-691/330,6-16=-176/562,7-16=-187/192,7-15=-161/602,8-15=-693/330,
8-13=-25/410,10-13=-206/189
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 4-2-4,Interior(1)4-2.4 to 18-0-0,Exterior(2)18-0-0 to
21-7-0,Interior(1)27-2-3 to 39-4-4 zone;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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.0psf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 411 lb uplift at joint 1 and 411 lb uplift at joint
12.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
IIJob Truss Truss Type TQty 'Ply -1 — -- —_ �
�
18167 733 Common 2 1
(___ Job Reference(optional) -- — __--__ _�
Budding Component Supply.Green Cove Springs.FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Tue Oct 06 09:19:34 2015 Page 1
ID:k31 quvwg_?MakOgvXikF6UyaoV 7-72XUaP1 gKdUUk1 LOOYOHi9NpjxhIJPI_ITQwzGyWBeN
6-7-4 13.2-6 I 19.9-8 I 26-4-10--- 4 32-11-12__ 39-7-0
6-74 I 6-7-2 6-7-2 6-7-2 6-7-2 6-7-4
Scale:3/16-=1'
5x8=
5.00 12
6
3x8� : 7 3x8 4 � •f8
'' 2x4
3
3x8%2 25 f �. ,'r. 71 28 3x6
/ ..
y .\ 10
1 11,E
m r l l W V 1-1-1 R7 ,
18 15 29 14 30 13 12
3x8 MT2OHS= 3x8= 3x8 MT2OHS= 0.5 -1-14)
1r r{1
11#14) 1565N-411#
9-10-13 19-9.8 I 29-8-3 __ 39-7-0
I 9-10-13 9-10.11 9-10.11 I 9.10.13
Plate Offsets(X,Y)— [1:Edge,O_2-12],[11:Edge,0-2-12]
LOADING(psf) SPACING- 2-0-0 CSI. j DEFL in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.35 12-14 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.84 12-14 >559 180 MT2OHS 187/143
BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.19 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:218 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2*Except TOP CHORD Structural wood sheathing directly applied or 1-11-10 oc purlins.
T1:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing.
BOT CHORD 2x4 SP SS*Except* WEBS Web Brace:Length(member)6-5-11(7-14);6-5-11(5-14);
B2:2x4 SP No.1 ' MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer
OTHERS 2x4 SP No.3 Installation guide.
SLIDER Left 2x4 SP No.3 2-0-0,Right 2x4 SP No.3 2-0-0
REACTIONS. (lb/size) 1=1565/0-5-8 (min.0-1-14),11=1565/0-5-8 (min.0-1-14)
Max Horz 1=189(LC 11)
Max Uplift1=-411(LC 12),11=-411(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1072/88,2-25=-3050/956,3-25=-2992/974,3-4=-2813/887,4-5=-2689/901,5-26=-2065/728,6-26=-1980/751,
6-27=-1980/751,7-27=-2065/728,7-8=-2689/901,8-9=-2813/887,9-28=-2992/974,10-28=-3050/956,10-11=-1072/88
BOT CHORD 1-16=-801/2782,15-16=-623/2387,15-29=-623/2387,14-29=-623/2387,14-30=-623/2370,13-30=-623/2370,
12-13=-623/2370,11-12=-801/2741
WEBS 6-14=-333/1205,7-14=-763/333,7-12=49/459,9-12=-278/225,5-14=-763/333,5-16=-49/459,3-16=-278/225
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 4-2-4,Interior(1)4-2-4 to 19-9-8,Exterior(2)19-9-8 to
23-9-0 zone;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)All plates are 3x4 MT20 unless otherwise indicated.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.0psf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 411 lb uplift at joint 1 and 411 lb uplift at joint
11.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
DO NOT WRITE BELOW- OFFICE USE ONLY
Applicable Codes: 2010 FLORIDA BUILDING CODE
Review Result (circle one):
Approved Disapproved Approved w/ Conditions
Review Initials/Date. 11-3-i S"
Development Size
Habitable Space 3 06,1 s-F: Non-Habitable // 5-0 3.F-
Impervious area
Miscellaneous Information
Occupancy Group R- 3
Type of Construction 6
Number of Stories Z
Zoning District Co�K iv/ C l0 6
Max. Occupancy Load
Fire Sprinklers Required
Flood Zone
Conditions/Comments: