1679 ATLANTIC BEACH DR - TRUSS Building Component Supply, Inc.
4627 J.P. Hall Blvd. Suite 208
BCS z co S M�AG E reen Cove Springs, FL 32043
-T PPPL
GUILOING COMPONENT SUPPLY,IN', [)Est is PROJEC, el: (904) 297-9390
Re : 7843 (P Date: 11/04/15
Site Information: Project Customer: Coastal Oaks Constructio RAWN Model Name :Brennan Residence
Site Name: Brennan Residence
Site Address: 1679 Atlantic Beach Dr OFFICE COPY
Atlantic Beach St.- FL Zip:
Name Address and License # of Structural Engineer of Record, If there is one, for this building.
Name: Murray Engineering -Bryan A. Murray P.E. License#: 64010
Address:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show
Special Loading Conditions):
Design Code: FBC2014/TP12007 DesignProgram: 7.62Apr302015 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 76 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# Seal# No. Date Truss ID# Seal# No. Date Truss ID# Seal#
1 10/29/15 F01 A0067508 22 10/29/15 PB04 A0067529 43 10/29/15 T19 A0067550
2 10/29/15 F02 A0067509 23 10/29/15 RG01 A0067530 44 10/29/15 T20 A0067551
3 10/29/15 F03 A0067510 24 10/29/15 T01 A0067531 45 10/29/15 T21 A0067552
4 10/29/15 F04 A0067511 25 10/29/15 T02 A0067532 46 10/29/15 T22 A0067553
5 10/29/15 F05 A0067512 26 10/30/15 T03 A0067533 47 10/29/15 T23 A0067554
6 10/29/15 F06 A0067513 27 10/30/15 T03A A0067534 48 10/29/15 T24 A0067555
7 10/29/15 F07 A0067514 28 10/29/15 T04 A0067535 49 10/29/15 T25 A0067556
8 1022LL_ F07A A0067515 29 10/29/15 T05 A0067536 50 10/29/15 T26 A0067557
9 10/29/15 F07B A0067516 30 10/29/15 T06 A0067537 51 10/29/15 T27 A0067558
10 10/29/15 F08 A0067517 31 10/29/15 T07 A0067538 52 10/29/15 T28 A0067559
11 10/29115 FG01 A0067518 32 10/29/15 T08 A0067539 53 10/29/15 T29 A0067560
12 10/29/15 FG02 A0067519 33 10/29/15 T09 A0067540 54 10/29/15 T30 A0067561
13 11/04/15 FT01 A0067520 34 10/29/15 T10 A0067541 55 10/29/15 T31 A0067562
14 10/29/15 HA A0067521 35 10/29/15 T11 A0067542 56 10/29/15 T32 A0067563
15 10/29/15 HJ2 A0067522 36 10/29/15 T12 A0067543 57 10/29/15 T33 A0067564
16 10/29/15 A A0067523 37 10/29/15 3 A0067544 58 10/29/15 T34 A0067565
17 10/29/15 J2 A0067524 38 10/29/15 T14 A0067545 59 10/29/15 T35 A0067566
18 10 9/15 J3 A0067525 39 10/29/15 T15 A006 7546 10/29/15 T36 A0067567
19 10/29/15 PB01 A0067526 40 10/29/15 T16 A0067547 61 10/29/15 T 37 A0067568
20 10/29/15 PB02 A0067527 41 10/29/15 T17 A0067548 62 10/29/15 T39 A0067569_
21 10/29/15 PB03_ A0067528 _J 42 10/29/15 T18 A0067549 63 10/29/15 T40 A0067570
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.
\)S
Note:The seal on these drawings indicate acceptance of
professional engineering responsibility solely for the truss
or-
components shown.The suitability and use of this component
for any particular building is the responsiblity of the building o/$4869
0 4869
desinger,per ANSI/TPI-1 Section 2.
LJJ z:
0' 0 141 z�
11/6/2015 STATE OF
//////ONA\-
1109 COASTAL BAY
Page 1 of 2 BOYNTON BEACH, FL 33435
Building Component Supply, Inc.
4627 J.P. Hall Blvd. Suite 208
BCS Green Cove Springs, FL 32043
BUILDING COMPONENT SUPPLY,INC. Tel: (904) 297-9390
Re : 7843 Date: 11/04/15
Site Information: Project Customer: Coastal Oaks Construction Model Name :Brennan Residence
Site Name: Brennan Residence
Site Address: 1679 Atlantic Beach Dr
Atlantic Beach St.- FL Zip:
Name Address and License # of Structural Engineer of Record, If there is one, for this building.
Name: Murray Engineering - Bryan A. Murray P.E. License#: 64010
Address:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show
Special Loading Conditions):
Design Code: FBC2014/TP12007 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 76 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. I Date Truss ID# Seal#
64 10/29/15 T41 A0067571
65 10/29/15 T42 A0067572
66 10/29/15 T43 A0067573
67 10/29/15 T44 A0067574
68 10/29/15 T45 A0067575
69 11/04/15 T46 A0067576
70 11/04/15 T47 A0067577
71 11/04/15 T48 A0067578
72 10/29/15 T49 A0067579
73 10/29/15 T51 A0067580
74 10/29/15 T52 A0067581
75 10/29/15 T53 A0067582
76 10/29/15 T54 A0067583
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
components shown.The suitability and use of this component Lee
for any particular building is the responsiblity of the building
DN: c=US, st=Florida,
desinger,per ANSI/TP1-1 Section 2.
IN 34869 I=Boynton Beach, o=Julius
�0 4u Lee, cn=Julius Lee,
STATE OF email=leeengr@aol.com
I �WRIOPI
Date: 2015.11.06 14:42:41
-05'00'
Page 2 of 2
0 russ russ ype- y
'01
]FLOOR�SUI y
7643 F01 FLOOR SUPPORTED GABL I I is A0la50q2
Building COmPOnent Supply,Gree ove Spnng.,�IL Job Reference 10 tionalli)
n C =7
Run:7.620 s Apr 30 2015 Print 7.620 s A r 30 2015 MiTek Industries,Inc. Vved NOV 04 13 03:43 2015 P 1
0-1-8 ID:xKrYlpsk?UzydpeNUPPgzTy�Qkj-KoKtld8?xdh-y6qMMQWpVqMa74Etffir?NHw4CymL
H 1-3-0
1-2-5
1-6-11
Scale 1:37.8
Special
Special Special Special Special
1.5x3 Special Special 3x6 FP= Special 3x6 - 1.5x3 11 4x6=
1 2 Special 3 �I>SCial 4 5 Special 6 7Special 8 9 10 11 Special 12
28
19
27 26 25 2,4 23 - 22, 21 20 19 18 17 16 15 14 1
1.5x3 I� 1.5x3 I 3x6 FP- 1l.5x3 11 4x6 I.W 11
(0-2-4) (0-2-4) (0-2-4) (0-2-4) (0-2-4) (0-2-4) (0-2-4) (0-2-4) (0-2-4) (0-24) 0-5-0(0-1-8)
154#/0# 395#/0# 662#/0# 424#/0# 307#/0# 315#/0# 456#/0# 756#/0# 608#/0# 484#/0# 823#10#
4-0-0 6-" 7-10-8 E:� 9-0-13 19-10-8
_i:jq , 10�" , 12M1-5 W 13 18-3-13 19-12 21-3-0
-0 i 1%
2-" 1-" 0-7-20-1-z 1-" 1-6-0 lagi 6-g- 2278
a;
Plate Offsets(X,n- L4:0-11-8,Edge],[6:0-1-8,Edge],111:0-1-8,Edqel,112:0-1-8,Edgel,[16:0-1-8,Edgel
LOADING(pso SPACING- 2-0- CSI. DEFL. in (loc) I/defi L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.01 15 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL .0 BC 0.52 Vert(TL) -0.05 15 >999 240
1 (
BCLL 0.01 Rep Stress Incr N WB 0.36 Horz(TL) 0.01 13 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:128 lb FT=20%F,I I%E
LUMIBER- BRACING-
TOPCHORD 2x4 SP No.2(flat)*Except* TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
T2:2x4 SP No.1(flat) end verticals.
BOTCHORD 2x4 SP No.2(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 27=154/16-10-8 (min.0-2-4),13=822/0-5-0 (min.0-1-8), 17=360/16-10-8 (min.0-2-4),26=394/16-10-8 (min.0-2-4),18=607/16-10-8 (min.0-2-4),
25=662/16-10-8 (min.0-2-4),19=741/16-10-8 (min.0-2-4),24=424/16-10-8 (min.0-2-4),21=453/16-10-8 (min.0-2-4),23=306/16-10-8 (min.0-2-4),
22=313/16-10-8 (min.0-2-4)
Max Grav27=154(LC 10),13=823(LC 10),17=484(LC 9),26=395(LC 10), 18=608(LC 10),25=662(LC 10),19=756(LC 10),24=424(LC 10),21=456(LC 10),
23=307(LC 9),22=315(LC 10)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 27-28=-150/0,1-28=-150/0, 12-13=-823/0,1-2=0/61,2-3=0/101,3-4=0/89,4-5=-21/0,5-6=0/83,6-7=-1/61,7-8=-1/61,
8-9=-261/0,9-1 0=-934/0,10-11=-934/0,11-12=-490/0
BOTCHORD 26-27=0/6,25-26=0/1 77,24-25=0/1 38,23-24=0/21,22-23=0/21,21-22=0/21,20-21=0/1 87,19-20=0/1 87,18-19=0/358,
17-18=0/669, 16-17=0/669, 15-16=0/934,14-15=0/934,13-14=0/0
WEBS 9-17=-496/0,1-26=-1 04/0,9-18=-613/0,2-26=-378/0,8-18=-245/0,2-25=-441/0,8-19=-606/0,3-25=-378/0,6-19=-358/0,
3-24=-358/0,6-21=-415/0,4-24=-1 66/0,5-21=-1 54/0,4-23=-296/0,5-22=-304/0,12-14=01755,9-16=0/500,11-14=-686/0,
10-16=-285/0,11-15=-61/0
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 3-1 Od(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)Special hanger(s)or other connection device(s)shall be provided starting at 0-2-4 from the left end to 22-6-12 sufficient to connect
truss(es)WALL(1 ply 2x4 SP)to front face of top chord. The design/selection of such special connection device(s)is the responsibility
of others.
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(plo
Vert:13-27=-10,1-12=-224(F=-124)
770 russ russ ype
843 F02 Floor 10 1 qP A006509
t Supply,Gree Job Reference 0 t�ional
Building C.rnpor.r,�Su..,,, "�e
lun:7.620 a Apr 30 211 Pdnt:7.620 S Apr 30 2015 MiTek Indusirfe—s,lnc._Vvjd_N K 13 03:43 2015 Page
0-1-8 ID:xKrYipSk?UzYdpeNUPPgzTyZQkj-KoKtld8?xdh-y6qMMQWpVqMef4gqaYr?NHw4CyMZm_
H�1-3-0� 1-2-8
Scale 1:29.7
46—
1.5x3 1.5x3 11 3x6 FP= 46
T1 4 5 6 7 8 —9 10
22 -
20 19 18 17 16 15 14 13 12
4x6 3xl2 M18SHS FP— 4x6—
0-"(0-1-8) 1.5x3
981#/0# 0-3-8(0-1-8)
988#/0#
7-10-8 05-12 9-1-01 18-2-8
7-10-8 V-1-CO-14 9-1-8
Plate Offsets(X.Y)— r1:Edge,0-1-8I,[2:0-1-12,Edg!fl,[4:0-1-8,Edge],[9:0-1-12,Edoel,r13:0-1-12,Edgej,N 5:0-1-8,Edge],[19:0-1-12,Edgel
LOADING(psQ SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.33 15 >662 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.52 14-15 >414 240 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 11 n/a n/a
BCDL 5.0 Code FBC2014rrPI2007 (Matrix) Weight:92 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, except
BOT CHORD 2x4 SP No.1(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 21=981/0-5-8 (min.0-1-8),11=988/0-3-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 21-22=-976/0,1-22=-974/0, 10-11=-981/0,1-2=-1 155/0,2-3=-2854/0,3-4=-3851/0,4-5=-4215/0,5-6=-4215/0,6-7=-3858/0,7-8=-3858/0,8-9=-2853/0,
9-1 0=-1 153/0
BOTCHORD 20-21=0/58,19-20=0/2176,18-19=0/3499,17-18=0/4215, 16-17=0/4215,15-16=0/4215,14-15=0/4175,13-14=013501,12-13=0/2177,11-12=0/0
WEBS 10-12=0/1447,1-20=0/1400,9-12=-1333/0,2-20=-1329/0,9-13=0/880,2-19=0/883,8-13=-844/0,3-19=-839/0,8-14=0/464,3-18=0/536,6-14=-413/0,
4-18=-646/0,6-15=-269/426,4-16=-118/184,5-15=-148/53
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 3x4 MT20 unless otherwise indicated.
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 3-1 Od(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
0 russ russ ype
Job fe�ren,
,.�e
.nr
�slp,30�2011 Print'�7..20 s Apr n 2015 Walk Industries,
Roo
7 A0065064
7843 F03 Floor 5 1 Job Reference Rt I)
Building Component Supply.Green Cove Springs,FL - — _Co tiona
Run: In"ad—Nov A 13:03 43 2015 Page 1
0-1-8 ID:xKrYlpSk?UzYdpeNUPPgzTyZQkj-KoKtld8?xdh—y6qMMQWpVqMdg47Jjatr?NHw4CyMZm—
H 1 1-3-0 2-0-0
Scale 1:29.0
4x6
11.54 3x6 FP 4x6
2 3 4- 5 6 7 8 9
21 -
19 18 17 16 15 14 13 12 11 96*W
4x6 3x8 MT20HS FP= 1.54 11 11.54 11 4x6
0-5-8(0-1-8) 1.5x3 SP-
956#/0#
8-748-10-8
1 7-10-8 8-3-0 9-10-8 1 11-M 13-9-0 16-" 17-9-0
2411. 1 1-4-8 U-4-U U4-15 1-M IIA-B----------�_V----------—11 1 1
044D-" Z-0-V Z-5-u 1-6-0
Plate Offsets(X.)D— [1:Edne.0-1-81,L2:0-11-112,Edciel,r4:0-1-8,Edgel,r5:0-1-8,Edg [8:0-1-12,Edgel,112:0-1-12,Edgel,r18:0-1-12,Edge]
__�2-%O
PACING-
LOADING(pso SPACING- 2-0- CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
1
TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.30 14-15 >706 360 MT20 244/190
1 0
TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.47 14-15 >450 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES W13 0.67 Horz(TL) 0.08 10 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:88 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, except
BOT CHORD 2x4 SID No.2(flat)*Except* end verticals.
B2:2x4 SP No.1(flat) BOTCHORD Rigid ceiling directly applied or 1-4-12 oc bracing.
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 20=956/0-5-8 (min.0-1-8),10=962/Mechanical
FORCES. (lb)-Maximum CompressiontMaximum Tension
TOP CHORD 20-21=-951/0,1-21=-949/0,9-1 0=-955/0,1-2=-1 122/0,2-3=-2761/0,3-4=-3697/0,4-5=-4009/0,5-6=-3697/0,6-7=-3697/0,7-8=-2762/0,8-9=-1 120/0
BOT CHORD 19-20=0/57,18-19=0/2112, 17-1 8=0/3378,16-17=0/3378,15-16=0/4009,14-15=0/4009,13-14=0/4009,12-13=0/3378,11-12=0/2114,10-1 1=0/0
WEBS 9-11=0/1 405,1-19=0/1 359,B-1 1=-1 294/0,2-19=-1 289/0,8-12=0/843,2-18=0/845,7-12=-802/0,3-18=-803/0,7-13=0/509,3-16=0/510,5-13=-652/3,4-1 6=-651/2,
4-15=-165/197,5-14=-165/198
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 3x4 MT20 unless otherwise indicated.
4)The Fabrication Tolerance at joint 17=11%
5)Refer to girder(s)for truss to truss connections.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks;to
be attached to walls at their outer ends or restrained by other means.
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
o 0
b�
7&43
BuIldIng Co ence(optional)
a pr rint:7.620 s Apr 30 2015 Mi7ek Industries,Inc. Wed Nov 04 13:03:44 2015 Page 1
ID:xKrYlpSk?UzYdpeNUPPgzTyZQkj-o?tFWz9diwpraGOYw7l222votUVrSzN?ElOTcfyMZlz
0-1-8
H�-1-3-0 --2-0-8
Scale 1:30.0
Special Special Special 5x6-
1.5x3 3x6 FP- Spedal Special 3x6 FP- Special
y
Job Refer...(.pti�..a
Run:7.620 A 30 2015 P
6x8 8x10 11 5x6 4x6 I 5x6- 8X110 11 6x8-
Special 2 Special 3 4 5 6 7 8 Special T9 Special 10
R!
21 20 19 18 17 16 15 14 13 12
6x8- 6x8 3x12 M18SHS FP= 3x6 11 3x6 11 5x6- 6X8 8x14 M18SHS- 3x6 11
0-5-8(0-1-8)8X14 M18SHS- 5x6 3xl2 M18SHS FP= 0-3-8(0-1-8)
2067#/0# 2067#/0#
9-11-0
8-99�1 1-8
7-10-8 8-4-0 8 1"-8 17-11-0
7-10-8 0-5-8 0-140-11-80-1-8 7-fb-8
0-5(BO-12
Ed[4625�3-0,Edge],[6:0-3-0,Edg_efj6b-M,Edge],_[9-.0-3��[10:0-3-0,Edge],[15:0-3-0,Edge],[18:0-3-0
Edge]
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.19 16-17 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0 88 Vert(TL) -0.75 16-17 >283 240 M18SHS 244/190
BCLL 0.0 Rep Stress Incr NO WB Mi Horz(TL) 0.10 11 n/a n/a
BCDL 5.0 Code FBC2014/TP]2007 (Matrix) Weight:11431b FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 4-8-15 oc purlins, except
BOT CHORD 2x4 SP No.1(flat)*Except* end verticals.
132:2x4 SP SS(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 22=2067/0-5-8 (min.0-1-8),11=2067/0-3-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-22=-2056/0,10-11=-2057/0,1-2=-2614/0,2-3=-6663/0,3-4=-8963/0,4-5=-8963/0,5-6=-9761/0,6-7=-8958/0,
7-8=-8958/0,8-9=-6665/0,9-10=-2582/0
BOTCHORD 21-22=0/0,20-21=0/5128,19-20=0/81 84, 18-19=0/8184,17-18=0/9761, 16-17=0/9761,15-16=0/9761,14-15=0/8192,
13-14=0/8192,12-13=0/5126,11-12=0/0
WEBS 10-1 2=0/3152,1-21=0/3165,9-12=-3100/0,2-21=-3066/0,9-13=0/1 908,2-20=0/1 904,8-13=-1 894/0,3-20=-1 886/0,
8-15=0/1 047,3-18=0/1 063,6-15=-1 240/0,5-18=-1 246/0,5-17=-1 64/208.6-16=-1 80/183
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates 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 3-1 Od(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)Special hanger(s)or other connection device(s)shall be provided starting at 0-2-4 from the left end to 17-9-8 sufficient to connect
truss(es)WALL(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 lncrease=1.00
Uniform Loads(plo
Vert:11-22=-10,1-10=-224
Truss Type y
A0065066
ov_S�pnngs,FIL t: Job Reference o tional
'y
S �3
USS
ru
r
------ F705S Floor �rnce
�J.b Refe�icm.l
a Run:7 p 0 2015 Pnnt:7.620 s Apr 30 2015 MiTek Industries,Inr,Wed Nov 04 13 03 44 2015 Page I
Building Component Supply,Green C 662� 0
:xKrYipSk?UzYdpeNUPPgzTyZQkj-o'?tFVVz9dWpraG Yw7l222vxPUgeS9R?ElOTcfyMZ[z
0-7-0 0-6-0 I-M 3x6 11 6x8—
1 4x6 21.5x3 11 31.5x3 11 4 5 6 Scale 1:10.7
W1 W1 3x6 3L I 3L1 9
Job
r3
c?
13
xj I X
3x4 3x4 1.5x3 11
10 9 8 7
4x6
3x4 11
0-3-8(0-1-8) 0-3-8(0-1-8)
1-211161 1�1 1�1 2 ��Ul 4-8-8
�39#/O# 6--fil. 0 _4 1-10-8 217#/0#
—nate-offsets(X,Y)-- [1:Edge,0-1-8],[6:0-2-0,Edgel,[8:0-1-8,Edge],[9:0-1-8,Edgel,[10:0-1-8,Edge],[11:Edge,0-1-81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.01 8-9 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.01 B-9 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 13 n/a n/a
BCDL 5.0 Code FBC2014rTP[2007 (Matrix) Weight:40 lb FT 20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 4-8-8 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 11=239/0-3-8 (min.0-1-8),13=217/0-3-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-11=-263/0,7-12=0/5,6-12=0/5,1-2=-1 28/0,2-3=-1 28/0,3-4=-1 28/0,4-5=-1 54/0,5-6=-1 83/0
BOTCHORD 10-11=-O/O,9-1 0=0/1 28,8-9=0/1 83,7-8=0/28
WEBS 5-8=-1 32/0,6-8=0/228,5-9=-91/1,1-1 0=0/287,2-1 0=-1 58/0,3-9=-1 4/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Bearing at joint(s)13 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacksto
be attached to walls at their outer ends or restrained by other means.
5)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
0 russ russ ype y
Roor A0065067
7843 F06 Roor 3 1
Job R,
;Build:ing�Com�ponent Supply,�Green Cove�Sp6ngs,�FL Job Referen optional)
Iq - _qe_C _
Run:7.620 s Apr 30 2015 Print:7.620 s Apr 2015 MiTek Industries-.—Inc.-Wed Nov 04 13 03:44 2015 Page 1
1 1-3-0 1-3-0 ID:xKrYlpSk?UzYdpeNUPPgzTyZQkj-o?tFWz9diwpraGOYw7l222vt1 UbjS7U?E1 0TcfyMZIz
Scale:3/4"=V
1 3x4 3x4 3x4 3x6 11 6x8
2 3 4 5 6
V 3x6DIL
'AA
15
31
I W12 11 10 9 8 3x4
7
1.5x3 11 3X4 1.5x3 11 1.5x3 11 3x4 1.5x3
0-3-8(0-1-8) 0-3-8(0-1-8)
451#/0#
1-4-8 2-9-0 3-4-8 4-0-0 8-" 429#/0#
1 0-7-8 0-7-8
1-4-8 1-4-8 3-1-8
Plate Offsets LX,Y)- [2:0-1-8,Edge],[3:0-1-8,Edgel,[6:0-2-0,Ednel,[8:0-1-8,Edgel
LOADING(psf) SPACING- 2-0-0 (!19 11, DEFL. n (loc) I/clefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.04 9-10 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.48 Vert(TL) -0.05 9-10 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.01 15 n/a n/a
BCDL 5.0 Code FBC2014fTP12007 (Matrix) Weight:56 lb
FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOPCHORD 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) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 13=451/0-3-8 (min.0-1-8),15=429/0-3-8 (min.0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-13=-440/0,7-14=0/9,6-14=0/9, 1-2=-287/0,2-3=-588/0,3-4=-528/0,4-5=-546/0,5-6=-426/0
BOTCHORD 12-13=-O/O,11-12=0/588,10-11=0/588,9-1 0=0/588,8-9=0/426,7-8=0/52
WEBS 5-8=-395/0,6-8=0/548,5-9=0/155,1-12=0/443,3-9=-165/0,2-12=-464/0,2-11=-32/153,3-1 0=-1 28/58
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Bearing at joint(s)15 considers parallel to grain value using ANSIrTPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
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 3-1 Od(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
Truss T-rUSS Type Qty ply A00WW
F07 I Roor 3 1 � nce(optional) 4
Building Component Supply,Green Cove Springs,FL Run:7 620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industies,Inc. Wed Nov 04 13:03:44 2015 Page 1
ID:xKrYlpSk?UzYdpeNUPPgzTyZQkj-o','tF\Atz9diwpraGOYw7l222vtAUbuS6D?E1 OTcfyMZIz
0-1-8
H�_1-3-0 44� i 1-0-12 Scale 1:33.9
3x8 3x6-
1.5x3-- 3x6 FP= 3x6 i 6x8-
1 2 3 T1 4 5 6 7 8 9 T9 10 11 12
28 tTfl
E
A? 29 309
19
Z
26 25 24 23 22 21 20 18 17 16 15 14 13
1.5x3 11 1.5x3 I 3x6 FP- 1.5x3 11 1.5x3 11 1.5X3 11
0-5-8(0-1-8) 0-5-8(0-1-8) 0-3-8(0-1-8)
622#/0# 1150#/0# 420#/0#
6-5-4
5-" 10-14 11-5-4 20-M
54-8 VEI-6 5-0-0 W- 'two 4-6-0
0-6-6 0-6-6
Plate Offsets(X,Y)- [3:0-1-8,Edge],[4:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1-8,Edgel,[112:0-2-0,Edge],[14:0-1-8,Edge]
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.03 24-25 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(TL) -0.05 24-25 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 30 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:1221b FT=20%F,11%E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOTCHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 27=601/0-5-8 (min.0-1-8), 19=1150/0-5-8 (min.0-1-8),30=381/0-3-8 (min.0-1-8)
Max Horz 27=754(LC 10),19=-754(LC 10)
Max Grav27=622(LC 10),19=1 150(LC 1),30=420(LC 7)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 27-28=-618/0,1-28=-618/0,13-29=0/9,12-29=0/9,1-2=-466/0,2-3=-1026/0,3-4=-1171/0,4-5=-1007/0,5-6=-427/0,
6-7=-293171,7-8=-293f7l,8-9=-568/0,9-1 0=-513/0,10-11=-531/0,11-12=-416/0
BOTCHORD 26-27=-729/0,25-26=0/1 97,24-25=0/417,23-24=0/417,22-23=0/417,21-22=0/417,20-21=-83/90,19-20=-915/0,
18-19=-311/23,17-18=0/568,16-17=0/568, 15-16=0/568,14-15=0/416,13-14=0/51
WEBS 11-1 4=-385/0,12-14=0/536,6-19=-1 112/0,1-26=0/681,6-20=0/720,2-26=-639/0,5-20=-673/0,2-25=0/250,5-21=0/338,
3-25=-233/0,4-21=-333/0,3-24=-98/85,4-23=-66/116,11-15=-3/145,6-1 8=0/467,9-15=-86/57,B-18=-527/0,8-17=0/1 70,
9-16=-144/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)Bearing at joint(s)30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
4)Non Standard bearing condition. Review required.
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 3-1 Od(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
7)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Fruss Truss ype Qty Ply- I -
F07A Roor 1 1 ; e(optional)
Building Component Supply,Green Cove Springs,FL Run:7.620 a Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Wed Nov G4 13M.45 2015 Page 1
ID:xKrYlpSk?UzYdpeNUPPgzTyZQkj-HBRdjJAFTExiBPzkUqYHaFS2wuxsBZD8Thm1 85yMZly
0-1-8
H 1 1-3-0 0-11-8 1-2-4 Scale 1:24.9
1.5x3 11
1.5x3 3x8 1.5x3 11
1 2 3 4 5 6 7 8 9
T1
21 7
E
it \B
19 18 17 16 15 14
1.5x3 11 1.5x3 11 1.5x3 1
0-5-8(0-1-8) (0-1-8) (0-1-8)(0-1-8) (0-1-8)
553#/0# 1118#/0# 3#/-282#06#/0# 0#/-189#
13-64
6-"! 1:2-8 1171 1= 13_3A 15-04
!M-6-0 IZ:438 UAIJ LIZ 12�.6.0 �4 O.M 1-&0
0-5-12 0-3-0
Plate Offsets(X,Y)— [3:0-1-8,Edge],[4:0-1-8,Edge],[9:0-1-8,Edgel,[11:0-1-8,Edge],[112:0-1-8,Edge],[14:0-1-12,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GPJP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Veri(LL) -0.04 17-18 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.0517-18 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.01 13 n/a n/a
BCDL 5.0 Code FBC2014fTP12007 (Matrix) Weight:91 lb FT=20%F,11%E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOTCHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 13-14,12-13,11-12.
REACTIONS. (lb/size) 20=553/0-5-8 (min.0-1-8), 10=-186/3-6-12 (min.0-1-8),13=1118/3-6-12 (min.0-1-8),11=403/3-6-12 (min.0-1-8),12=-263/3-6-12 (min.0-1-8)
Max Uplifil 0=-1 89(LC 4),12=-282(LC 4)
Max Grav20=553(LC 1),13=1118(LC 1),11=406(LC 4),12=3(LC 3)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 20-21=-548/0,1-21=-548/0,9-1 0=0/1 95,1-2=-405/0,2-3=-852/0,3-4=-917/0,4-5=-682/0,5-6=-101/89,6-7=0/224,
7-8=0/224,8-9=0/224
BOTCHORD 19-20=0/22,18-19=0/754,17-18=0/917,16-17=0/9 17,15-16=0/917,14-15=0/456,13-14=-510/0,12-13=-51 0/0,
11-12=-224/0,10-11=0/0
WEBS 6-13=-1092/0,1-19=0/590,6-14=0/753,2-19=-554/0,5-14=-702/0,2-18=0/168,5-15=0/358,3-18=-165/0,4-15=-363/0,
3-17=-122/56,4-16=-40/139,9-11=-337/0,6-12=0/430,7-12=-84/0,8-11=-138/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 189 lb uplift at joint 10 and 282 lb uplift at
joint 12.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacksto
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards,
LOAD CASE(S) Standard
�78;40 rLiss russ yp�e ����y
3 �:F0:7B Floor A0065071
lob Reference
Building Component Supply,Green Cove Springs,FL _(option@ 11
Run:715Z s Apr 30 zul t)vnnt:7.620 s Apr 30 2015 Mirek Industries,Inc.Wed N 4IM03-45�2015 Page 1
ID7xKrYipSk?UzYdpeNUPPgZTVZQkj-HBRdjJAFTExiBPzkUqYHaFS4gu28Bew8ThmI 85yMZly
1-2-4 1-3-0
3
6)(8
1 3x4 2 3 4
Scale 1:10.7
TI
C 3x6— L L
9
10
9
8
11.5X3 11 U4 3x4 11.5x3 11
4-5-4
3-1-8
N
Plate Offsets(X,Y)— [4:0-2-0,Edgel,L670-1-8,Ed
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) 0.00 6 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) -0.00 6 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 10 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Mabix) Weight 34 Ib FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 4-5-4 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 8=91/4-0-12 (min.0-1-8),5=1 1/4-0-12 (min.0-1-8),6=228/4-0-12 (min.0-1-8),7=70/4-0-12 (min.0-1-8), 1 0=34/0-3-8 (min,0-1-8)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-8=-86/0,5-9=-5/0,4-9=-5/0,1-2=0/7.2-3=45/0,3-4=-36/0
BOT CHORD 7-8=-O/O,6-7=0/36,5-6=0/1
WEBS 3-6=-250/0,4-6=0/51,3-7=-64/0,1-7=-10/0
NOTES-
1)Bearing at joint(s)10 considers parallel to grain value using ANSIfTPI 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. Strongbacksto
be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
russ russ �ype � Qty Ply
T
7843 F018 Zoor 5 1 A0065071'
Building Corriponent Supply,-Green Cove Spnngs,FL Job Reference(opl
Run:7.62q*__ .ptional)
AIxW�015 Print 7 620 S Apr 30 2015 MiTek IndusInes Inc.Wed Nov 04 13:03:46 2015 Page 1
0-1-8 ID:xKrYlpSk?UzYdpeN[IPPgZTYZQkj-IN?OwfBtEX3Z�i��lY3W7T-BFIFkwODHhLVagXyMZLx
H 1 1-3-0 1-11-12 i 1-5-4 Scale=1:33.8
4x6
1.5x3 3x6 FP= 1.5x3 11 1.5x3 11 3x6
I 6x8
2 3 4 5 6 7 8 10 11 12
26 -
28 9 a?
27 9
a?
P24 23 22 2120 19 184 16 15 14 13 MISH112
1.5x3 11 3x6 FP= 4x6=
0-5-8(0-1-8) 1.5x3 11 0-5-8(0-")
679#/0# 1091#/0#
6-11-14 16-0-14
6-7-8 14-1-10 15-M
6-11-4 6-6-0 7-7-6 8-8-12 12-8-12 14-1-4 15-2-ISM
5-3-0 5A,8 12 1 -7 4-9-ii 15-" 19-11-0 19-11-3
5�u 5: " i Ir
M it4-M'ij�Lg 012 _ 1113-0 U-4-14 U-4-1�4 3-1-8 0-0-3
0-6-12 0-1-10 0-" D-11-14 0-1-8 0-M 0-" D-8-10
0-1-8 0-8-4 0-2-4
Plate Offsets(X,Y)- [3:0-1-8.Edoel.r4:0-1-8.Edgel,[12:0-2-0.Edge],[115:0-1-8,Edge],[16:0-1-8,Ednel,[24:0-1-8,Edge] 0-1-8
LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.07 22-23 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(TL) -0.09 14-15 >900 240
BCLL 0.0 Rep Stress Incr YES WB; 0.37 Horz(TL) 0.02 17 n/a n/a
BCDL 5.0 Code FBC2014frPI2007 (Matrix) Weight:118lb FT=20%F,11%E
LUMBER- BRACING-
TOPCHORD 2x4 SP N0.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOTCHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
OTHERS 2x4 SP No.3(flat) 6-0-0 oc bracing:17-18,16-17,15-16.
REACTIONS. (lb/size) 25=675/0-5-8 (min.0-1-8),17=1091/0-5-8 (min.0-1-8),28=364/Mechanical
Max Grav25=679(LC 10),17=1091(LC 1),28=427(LC 7)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 25-26=-675/0,1-26=-675/0,13-27=-1 0/0,12-27=-1 0/0,1-2=-516/0,2-3=-1 171/0,3-4=-1 372/0,4-5=-1 167/0,5-6=-517/0,
6-7=-517/0,7-8=-546/28,8-9=-546/28,9-1 0=-546/28,10-11=-348/0,11-12=-355/0
BOTCHORD 24-25=0/27,23-24=0/963,22-23=0/1372,21-22=0/1372,20-21=0/1372,19-20=0/1372,18-19=0/957,17-18=-185/250,
16-17=-185/250,15-16=-28/546,14-15=0/542,13-14=0/84
WEBS 7-17=-1 134/0,1-24=0[753,7-18=0[786,2-24=-710/0,5-18=-721/0,2-23=0/330,5-19=0/371,3-23=-353/0,4-21=-70/94,
12-14=0/388,7-16=0/627,10-14=-308f7,9-15=-37/53,3-22=-62/102,4-19=-371/0,10-15=-1 95/5,8-16=-300/0
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 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacksto
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
Y
ype —7=J.b
ruSS r
____rrLIss————————————IT or
Piss russ ype Y
L
ru
r
7843 �FG 10 1 Rloor Girder A0065072
2 Reference
tjuilaing Uornponent Supply,Green Cove Springs,FL s - ......Aoptional)
Run 7.620 Apr 30 2015 Print:7.620 s Apr 30 2015 Mi-rek Industries,Inc.Wed Nov 04 13 03:47 2015 Page 1
ID:xKrYipSk?UzYdpeNUPPgzTyZQkj-DaZO8_CV—rBQRj77bFaiggXGghZSfMRRW?F7C—YMZlw
1-6-8
Scale 1:16.9
Special Special
Special MSH422 MSH422
Special MSH422 MSH422 2x4 11 MSH422 3x4— 3x6— 4x6—
4x6—
1 3x6
1 Special 2 1�Special 3 4 11_� 5 17 T
F-1 TI I I r+�
Ll
C, W2 V3 VV3 V\Qr2 9
_7
F_ 1 r
L
10 9 3x6 8 3x8
3x8 6x8
3x4 11 3x4
0-5-8(0-2-1) 0-5-8(0-2-3)
3459#/0# 3714#/0#
1 0-0 142 7-7-8 9-5-8
1 0-0 0_0 0-9.4 1-10-0 1-10-0
Plate Offsets(X,Y)— [1:0-2-8,0-1-12],[5:0-2-4,0-1-81,[6:0-2-8,0-1-12],[7:Edge,0-1-81,[8:0-2-8,0-1-81,[9:0-2-4,0-1-81,[11:0-2-4,0-1-81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.13 9-10 >853 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.20 9-10 >541 240
BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.03 7 n/a n/a
BCDL 5.0 Code FBC20141TPI2007 (Matrix) Weight:91 lb FT=11%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-6-7 oc purlins, except
BOT CHORD 2x4 SP SS end verticals.
WEBS 2x4 SP No.3*Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W2:2x4 SP No.2
REACTIONS. (lb/size) 12=3459/0-5-8 (min.0-2-1),7=3714/0-5-8 (min.0-2-3)
FORCES. (11b)-Maximum Compression/Maximum Tension
TOPCHORD 1-12=-3274/0,6-7=-3529/0,1-13=-5672/0,2-13=-5672/0,2-14=-8341/0,3-14=-8341/0,3-15=-8341/0,4-15=-8341/0,4-16=-8410/0,5-16=-8410/0,5-1 7=-5578/0,
6-17=-5578/0
BOTCHORD 11-12=0/401,10-11=0/5672,9-1 0=0/8410,8-9=0/5578,7-8=0/373
WEBS 6-8=0/5768,1-11=0/5841,5-8=-2637/0,2-11=-2644/0,5-9=013138,2-1 0=0/2957,4-9=-1 316/0,3-10=-1275/0,4-1 0=-76/0
NOTES-
1)2-ply truss to be connected together with 1 Old(0.1 31"xY)nails as follows:
Top chords connected as follows:2x4-1 row at 0-3-0 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)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails- Strongbacksto
be attached to walls at their outer ends or restrained by other means.
5)Use USP MSH422(With 1 Od nails into Girder&1 Od nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-0-0 from the left
end to 9-0-0 to connect truss(es)F03(1 ply 2x4 SP)to front face of top chord.
6)Fill all nail holes where hanger is in contact with lumber.
7)Special hanger(s)or other connection device(s)shall be provided starting at 0-1-12 from the left end to 9-3-12 sufficient to connect
truss(es)f08(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 lncrease=1.00,Plate lncrease=1.00
Uniform Loads(plo
Vert:7-12=-10,1-6=-302
Concentrated Loads(lb)
Vert:13=-862(F)14=-862(F)15=-862(F)16=-862(F)17=-862(F)
0 russ russ Type Y
as
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7843 FG02 �Rat Girder IA0065073
Building Component Suppil�y, Job Reference(optionap
Green Cove Sponge,FL 1�
7.620 s Apr 30 2015 Print 7.620Q-_fp dustries,Inc.Wed Nov 04 13:03:48 2015 Pagel
&3u 2 15 Mi I ek in
ID:xKrYlpSk?UzYdpeNUPP Qk�hm7mLKC719JH3tijgz5-Cu3RMrVOmXa9f-hlQymzjv
5,3r5 64-8 75-11 777 15-0.4 1,,1-2-0 16-2-12
0
-3
2. 2�Tl; �2 —4-10-14 0-1-121-0-12 11:76_-_128M0V2_ Y20&_1_2
Scale 1:33.6
Special
Special Special Special l0x14 Special
4x6 - 3x4- 2x4 H 3x4 3x8 3x6- Special 2x4 11 3x4 3x4
1 Special 2 3 Special 4 Special 5 Special 6 7 8 9 10
T2
F-1 —
Ni
V1 INI
F-1
22 20 19 18 17 13 12
21 23 16 15 14
3x5 11 5x6 JUS24 5XB 5x8 5X6 3x5 11 4x10 3x4 11
JUS24 Special 2x4 I!
0-5-8(0-2-2) 0-5-8(0-5-9) 0-3-8(0-1-8)
3652#t-20820 9423#/-3465# 565#/-363#
16-2-12
jr
Ttll 7 7 7 110-11,13 121- �_2_0 17-3-81.
-0 -0
'0
1.69-4 M- 1 1-_1 1 -3 Z�4 2-2 U-1-121-0-12 11-0-12AA142 ?2.--12
Plate Offsets(X,Y)- [1:0-2-4,0-1-12],[2:0-1-12,0-1-8],[5:0-2-12,0-1-8],[6:0-1-12,0- -4-0,0-2-12],
[20:0-2-8,0-2-81,[21:0-3-0,0-1-81
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi L/d PLATES GRIP
T
P�
TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) 0.13 19 >999 240 F�MMT20' 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(TL) -0.20 18-19 >735 180 0
BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 15 n/a n/a
W., t
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:213 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-0-3 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3*Except* BOTCHORD Rigid ceiling directly applied or 4-5-7 oc bracing.
W2:2x4 SP No.1,W3:2x6 SP No.2,W4:2x4 SP No.2
REACTIONS. (lb/size) 21=3494/0-5-8 (min.0-2-2),11=359/0-3-8 (min.0-1-8),15=9423/(0-5-8+bearing block) (req.0-5-9)
Max Uplift2l=-2082(LC 4),11=-363(LC 21),15=-3465(LC 5)
Max Grav 21=3652(LC 28),11=565(LC 13),15=9423(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-21=-3520/2000,1-2=-5445/3295,2-3=-7438/4496,3-4=-7438/4496,4-5=-4745/2426,5-6=-975/369,6-7=-975/369,
7-8=4 073/948,8-9=4 073/948,9-1 0=-832/576,10-11=-547/370
BOTCHORD 21-22=-96/183,20-22=-96/183,20-23=-3295/5445,19-23=-3295/5445,18-19=-2854/5478,17-18=-369/975,
16-17=-5768/2715,15-16=-5768/2715,14-15=-5768/2715,13-14=-5768/2715,12-13=-576/832,11-12=-14/24
WEBS 7-17=-3496/7645,1-20=-3654/6011,5-17=-3774/1739,2-20=-2618/1117,5-18=-2469/4579,2-19=-1371/2276,
4-18=-2562/1464,3-19=-1400/457,4-19=-1875/2277,7-15=-8980/3350,10-12=-647/930,7-13=-2263/6818,
9-12=-336/330,8-13=-3517/1039,9-13=-574/563
NOTES-
1)2-ply truss to be connected togetherwith 10d(0.131"xY)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 0-8-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered 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)2x4 SP No.2 bearing block 12"long at jt.15 attached to each face with 2 rows of 1 Od(0.131"x3")nails spaced 3"o.c.8 Total fasteners
per block.Bearing is assumed to be SP No.2.
4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directorial);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 2082 lb uplift at joint 21,363 lb uplift at joint
11 and 3465 lb uplift at joint 15.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)Use USP JUS24(With I Od nails into Girder&1 Od 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)T31 (1 ply 2x4 SP)to back face of bottom chord.
11)Fill all nail holes where hanger is in contact with lumber.
12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)3038 lb down and 851 lb up at
15-3-10 on top chord,and 816 lb down and 954 lb up at 4-11-7 on bottom chord. The design/selection of such connection device(s)is
the responsibility of others.
Continued on page 2
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7843 EFG02 A0065073
Flat�Girder
2 j,Db Reference o tonal
Building Component Supply,Green Cove Springs-,rc-- Run:7.621)s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries Inc. Wed-i4ovabil-11 3 48 2-015—Pa -
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NOTES- ID:xKrYlpSk?UzYdpeNUPPgzTyZQkj-hm7mLKC719JH3�iJ9z5—COR Xa9f—hlQyMZlv
13)Special hanger(s)or other connection device(s)shall be provided starting at 0-1-12 from the left end to 15-0-0 sufficient to connect truss(es)T23-24(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 lncrease=1.00,Plate Increase=1.00
Uniform Loads(plo
Vert:1-8=-588,8-1 0=-1 00,11-21=-20
Concentrated Loads(lb)
Vert:19=-479(B)8=-3038 22=-68(B)23=-68(B)
-r.USS -
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17843 FrO
TFLO�OR
Job Reference 0 tional
Building Component Supply,(3reen Gove Springs,_FL _ Run I
Run:7.62 s r 0 2015 Print:7.620 s Apr 30 2015 Mi-rek Industries,Inc. Wed Nov 04 13:03:48 2015 Page 1
3-3-12 ID:J6HUp_Qn5nC 5hAqK?UzJxzoVcY-hm7mLKC719JH3tiJ9z5-cu3ZL5uFOnPa9f-hlQyMZ[v
64-0 — 9A-,f- 12-7-8
3-3-12 3-OA 3-OA 3-3A
Scale 1:20.3
0.16 FI-2
2x4 11 U5- 5x6
1 2 4x5 3 4 5
C� F::1
6 W1 W2 WM8���
X idi
10 12
6,,#/,#x 9 8 7 5x6
USP JUS24 5x6 4x10 2X4 11
04"(0-11-8)
67&WW
3-X1 2 9-4A 12-7-8
34-112 3-04 3-OA 3-34
Plate Offsets(X,Y)- [5:0-3-0,0-1-121,—[7:0-3-0,0-1-1?j,L9:0-3-0,0-11-112],[10:0-3A,0-3-01
LOADING(pso SPACING- 2�-%0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.17 8 >853 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.27 8 >546 240
BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.02 6 n/a n/a
BCDL 5.0 Code FBC2014rFP12007 (Matrix-M) Weight:58 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-2-12 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTekrecOmmends th�-t-Stab—ilize�s-and—req6-jr-ed—crois brac-ln-g
3tabilizer
REACTIONS. (ib/size) 10=678/Mechanical,6=678/0-5-8 (min.0-1-8) j
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-10=-623/0,1-2=-2053/0,2-3=-2597/0,3-4=-2597/0,4-5=-1881/0,5-6=-632/0
BOTCHORD 9-10=0/195,8-9=0/2048,7-8=0/1881,6-7=0/131
WEBS 1-9=0/1902,2-9=-432/0,2-8=0/563,3-8=-294/0,4-8=0/740,4-7=A89/0,5-7=0/1815
NOTES-
1)Refer to girder(s)for truss to truss connections.
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 3-1 Old(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 russ ype
7843 ial A0065074
Hil Roof Spec 2 Job,Reference(optional)
Building Component Supply,Green Cove Springs,FIL :7T- , J.b
Run:7.620s Apr 30 2015 Print:7.620 s Apr 30 2015 Welk Industries,Inc. WedR6v_Mi3:03482 15 Pagel
ID:sieURo5PYhne8lHJQu98XOyXjm-hm7mLKC719JH3tiJ9z5—Cu3en5210?Ya9f—h(QyMZlv
1-10-11 2-0-11
O�-2
Scale=1:6.9
3.54�_l 2 2
�00650]74
Tl
—80#/. V
2x4 3
70#/-12#
1-10-10 12-0-11
1-10-10
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 6 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.02 6 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:6 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-0-11 oc purlins.
BOT CHORD 2x4 SP No.2 BOTCHORD 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
REACTIONS. (lb/size) 3=70/Mechanical,2=80/Mechanical Installation guide.
Max Horz 3=23(LC 12)
Max Uplift3=-12(LC 12),2=-27(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-340/325
BOT CHORD 1-3=-361/391
NOTES-
1)Wind:ASCE 7-10;Vult=l 30mph(3-second gust)Vasd=l 01 mph;TCDL=5.Opsf;BCDL=5.Opsf h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Comer(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.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 12 lb uplift at joint 3 and 27 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
'u- ru- __�,�A50]75
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0 russ russ ype
71�43 H12 A0065075
r7843 HJ2 Diagonal Hip�Girder
Building Component Supply,Gr n ov Springs,—FL Job Reference(optional)
ee C a
Run:7.620 s Apr 30 2015 Print,7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Nov 04 13 03:48 2015 age I
ID:sieURo5PYhne8lHJQu98XOyXjm-hm7mLKC719JH3tiJ9z5-Cu3YR50JO-Ma9f-hlQyMZIv
_--2-2-3 2-9-3
2-2-3 2-9-3
3.54-12 NAILE 3 4 Scale 1:18.9
NAIL D 2x4
225#/-218# 8
3x4 11
TI -178#
W2
W1 -'&-189#
2x4 11 9
9
NAILED
NAI LEA)49 2-
2x4-
7
0:6�j4
Plate Offsets(X,Y)-- [7:0-2-2,0-1-0]
-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.01 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) 0.02 6-7 >999 180
BCLL 0.0 *
LOADING(psf) SPACING- 2
Rep Stress Incir NO WB 0.08 Horz(TL) -0.09 4 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight:18 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
F-Mi—Tek-r—ecommends-thal:—Stabilizers and required cross bracing
jbe installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 7=225/0-6-4 (min.0-1-8),4=32/Mechanical,5=-68/Mechanical I nsItallationguide.
Max Horz 7=73(LC 8)
Max Uplift7=-218(LC 8),4=-1 78(LC 8),5=-1 89(LC 17)
Max Grav7=225(LC 1),4=43(LC 17),5=58(LC 8)
FORCES. (1b)-Maximum Compression/Maximum Tension
TOP CHORD 2-7=-226/202,1-2=0/40,2-8=-24/24,3-8=-67/0,3-4=-51/12
BOTCHORD 7-9=-17/56,6-9=-78/2,5-6=-113/33
WEBS 3-6=-1 80/200
NOTES-
1)Wind:ASCE 7-10;Vult=l 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft,Cat.11;
Exp C;Encl.,GCpi=O.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.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)Bearing at joint(s)7 considers parallel to grain value using ANSITrPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 218 lb uplift atjoint 7,178 lb uplift at joint 4
and 189 lb uplift at joint 5.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)"NAILED"indicates 3-1 Od(0.148"xY)or 2-12d(0.1 48"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail.
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 lncrease=1.25
Uniform Loads(plf)
Vert:1-2=-60,2-4=-60,5-7=-20
Concentrated Loads(lb)
Vert:8=106(F=53,B=53)9=49(F=25,B=25)
russ ype y
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Job Rei
Building Component Supply,Green Cove Springs,FL Run,7 m 620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,1667Wed Nov 04 13- isage 1
ID.sieURo5PYhneBIHJQu98XOyXim-9yh8ZgDmWSR8g1 HWjgcD[5cqLVPi7RokOJkEHsyMZlu
1-4-7 1-6-0
1-4-7
Scale 1:7.0
5.00 F-12 2 3
T1
69W#/-2
2x4 4
40#1.r%#
1-4-8
1-4-8
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 006 Vert(LL) -0.00 7 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 n/r 120
13CLL 0.0 Rep Stress Incr YES WB 0 1 00 Horz(TL) -0.01 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:4 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 1-6-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOTCHORD 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 virith Stabilizer
REACTIONS. (lb/size) 4=40/Mechanical,2=69/Mechanical Installation guide.
Max Horz4=25(LC 12)
Max Uplift4=-5(LC 12),2=-25(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=-84/154,2-3=-1/0
BOTCHORD 1-4=-187/109
NOTES-
1)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;13=45ft;L=24ft;eave=4ft,Cat.11;
Exp C;Encl.,GCpi=O.l 8;MWIFIRS(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.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 5 lb uplift at joint 4 and 25 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
_JoV —Truss __[T_W_Ss Ty—pe
17843 J2 Comer Jack A006507-4
_L__ 2 'Job Reference(optional)
Building component Supply,GreWCove_SpN6gj�tC_
Run.T620 s__A_pr30 2015 Pnnt-f.bZU S Apr 30 2015 NiTek Inclushies,Inc. Wed Nov 04 13:03:49 2015 Page 1
-1-6-0 ID:sieURo5PYhne8lHJQU98XOYXjm-9yh8ZgDmWSR8g 1 HqgcD]5ckGVN47RokOJkEHsyMZlu
1-6-0 0-10-15
5.00�1� Scale 1:17.0
3
3x4 11
2
4
:2
---- 23T#�Q
T1
8(0- -8)
cq
7
W1
W11
C4
V1 I#WI-75#
I I
2.00F12
3x4 11
5
0-5-8
-Pi��ff-set—sAX,Y)----[5'.O--0-4,q--OA
—— —-----------
LOADING(psf) SPACING- 2-0-0 CSI. F DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.00 5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(TL) 0.00 5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 3 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:9 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 0-10-15 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
wei�c—ommends that_sta_uiliz�ersand re�aoss bracing--]
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 5=237/0-5-8 (min.0-1-8),3=-74/Mechanical,4=-3/Mechanical _Installation_guide.
Max Horz 5=55(LC 12)
Max Uplift5=-20(LC 12),3=-74(LC 1),4=-75(LC 12)
Max Grav 5=237(LC 1),4=1 1(LC 3)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 2-5=-218/167, 1-2=0/38,2-3=-46/6
BOT CHORD 4-5=-91/25
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.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members an�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)Bearing at joint(s)5 considers parallel to grain value using ANSlrrPl 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint 5,74 lb uplift at joint 3 and
75 lb uplift at joint 4.
7)"Semi-rigid pitchbrealks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
0 Truss russ ype y
7843 J3 Jackk-Open A0065078,
Building Component Supply,,Green Cove Springs,FL Job Reference 0 tional
Run:7.620 s Apr 30 2015 .7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Nov 04 13:03:49 201-5 P—a -
0 ge 1
-1-6-0 ID:s!eURo5PYhne8lHJQu98XOyXim-9yh8ZgDmMR8glHWjgcD[5ci?VNj7Rok JkEHsyMZlu
2 0
1-6-0 4— 2:0p-:0-
- Scale 1:19.1
5.00 12 30
7
31�71/-54#
T1 21#/-41#
0-58
I I —
7=Job Refe'
Print,
W1
33#/-28#
B2
Go
1 12.00[1-2
6 5
4x6
24)-0
Plate Offsets(X.)O— [2:0-2-0.0-1-41,L6:0-1-2,0-1-91 145-8
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.01 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.00 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.04 3 n/a n/a
BCDL 10.0 Code FBC2014rTP12007 (Matrix-M) Weight:13 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
-M—,Tk—recom me—nds that—Stabilizers an d-—required—cross bracing—
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 6=217/0-5-8 (min.0-1-8).3=18/Mechanical,4=12/Mechanical LInstallation quicle.
Max Horz6=74(LC 12)
Max Uplift6=-54(LC 12),3=-41(LC 12),4=-28(LC 12)
Max Grav 6=217(LC 1).3=21(LC 17),4=33(LC 3)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 2-6=-192/176,1-2=0/38,2-7=-43/13,3-7=-39/20
BOT CHORD 5-6=-O/O,4-5=-47/23
NOTES-
1)Wind:ASCE 7-10'Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft eave=4ft Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(l)1-6-0 to 1-11-14 zone;8-C for me'mbers
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 54 lb uplift at joint 6,41 lb uplift at joint 3 and
28 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
;0 russ russ ype 72 - y
7843 PBol Piggyback 2 A0065079
Build:ingComponent ppy,Green Cove Springs,FL 7' Job R.f.,en optional)
�S. ly 1.�-..n�.- . _ce_C
Run:7.620 a Apr 30 2015 Print 7-620 s 7y1j6,1U1.1 MI I eK,ndustries,Inc. WedNov(3413:03:512015 Pagel
12-3-13 ID:xKrYipSk?UzYdpeNUPPgZ 1+5LOv-MFO24hrwKRuq5fhqVWIASJ5GbLjOrdDLLtyMZJs
13 24-7-10
12-3-13
Scale 1:40.6
4x5-
9
8 10
3 33 7 11 32 12 5.00[12
3 7
6
T 5 13
4 T 14
3 16
2 � T
n 16 17
9
3X4 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4
5x6=
24-7-10
24-7-10
Plate Offsets(X,Y)- [26:0-3-0,0-0-4]
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 17 n/a n/a
BCDL 10.0 Code FBC2014rrPI2007 (Matrix) Weight:113lb FT=20%
LUMBIER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide
REACTIONS. (lb/size) 2=164/24-7-10 (min.0-11-3),24=96/24-7-10 (min.0-11-3),25=110/24-7-10 (min.0-11-3),27=107/24-7-10 (min.
0-11-3),28=1 05/24-7-10 (min.0-11-3),29=1 12/24-7-10 (min.0-11-3),30=82/24-7-1 0 (min.0-11-3),
31=173/24-7-10 (min.0-11-3),23=110/24-7-10 (min.0-11-3),22=107/24-7-10 (min.0-11-3),21=105/24-7-10
(min.0-11-3).20=1 12/24-7-10 (min.0-11-3),1 9=82/24-7-1 0 (min.0-11-3),18=1 73/24-7-10 (min.0-11-3),
16=1 64/24-7-10 (min.0-11-3).17=-6/24-7-1 0 (min.0-11-3).1=-6/24-7-1 0 (min.0-11-3)
Max Horz 1=60(LC 11)
Max Uplift2=-1 4(LC 12),25=4 4(LC 12),27=-20(LC 12),28=4 8(LC 12),29=4 9(LC 12),30=4 5(LC 12),31=-28(LC 12),
23=4 4(LC 12),22=-20(LC 12),21=-1 8(LC 12),20=4 9(LC 12).119=4 5(LC 12),18=-28(LC 12),116=4 4(LC 12).
17=-6(LC 22),1=-23(LC 10)
Max Grav2=1 64(LC 1),24=96(LC 1),25=1 11(LC 21).27=1 07(LC 21),28=1 05(LC 1),29=1 12(LC 21),30=82(LC 21),
31=1 73(LC 21),23=1 11(LC 22),22=1 07(LC 22),21=1 05(LC 1).20=1 12(LC 22),19=82(LC 22),18=1 73(LC 22),
16=1 64(LC 1),17=5(LC 12),1=24(LC 11)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 9-10=-54/159,10-11=-45/136,11-32=-27/109,12-32=-36/106,12-13=-27/84,13-14=-20/56,14-15=-27/39,15-16=-46/27,
16-17=4/23,1-2=-64f75,2-3=-61/47,3-4=47/38,4-5=-38/56,5-6=-35/83,6-33=-36/106,7-33=-27/108,7-8=-45/135,
8-9=-54/158
BOTCHORD 2-31=-2Of74,30-31=-20/74,29-30=-2Of74,28-29=-2Of74,27-28=-20174,26-27=-2Of74,25-26=-20174,24-25=-20/74,
23-24=-20174,22-23=-2Of74,21-22=-20/74,20-21=-20f74,19-20=-20/74,18-19=-2Of74,16-18=-20/74
WEBS 9-24=-69/0,8-25=-84/89,7-27=-80/85,6-28=-79/52,5-29=-83/58,4-30=-64/43,3-31=-1 25/125,10-23=-84/89,
11-22=-80/85,12-21=-79/52,13-20=-83/58,14-19=-64/43,15-18=4 25/125
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=S.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.11;
Exp B;Encl.,GCpi=O.18;MWIFIRS(directional)and C-C Comer(3)1-1-10 to 4-3-13,Exterlor(2)4-3-13 to 12-3-13,Comer(3)12-3-13 to
15-3-13 zone;C-C for members and forces&MWIFIRS for reactions shown;Lumber DOL=1.60 plate grip DOL=11.60
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.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.
Continued on page 2
0 Riss Truss ype y
7 78743
843 PBOI Piggyback 2 A0065079
Building Component Supply,-Green Cove Springs,FL Job Referen
7.620 a Apr 30 2015 Print 7.620 a ct 1110-=du stries,�2.cV�d qqv�041 3 03 51�201 5 pa�ge2
NOTIES- ID,xKrYlpSk?UzYdpeNUPPgzlyr�duQk�5Lov-MF024hrwKRuq5fhqVMsJ5GbLiOrdDLLIyMZJs
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 lb uplift at joint 2,14 lb uplift at joint 25,20 lb uplift at joint 27,18 lb uplift at joint
28,19 lb uplift at joint 29,15 lb uplift at joint 30,28 lb uplift at joint 31,14 lb uplift at joint 23,20 lb uplift at joint 22,18 lb uplift at joint 21,19 lb uplift at joint 20,15 lb uplift at joint
19,28 lb uplift at joint 18,14 lb uplift at joint 16,6 lb uplift at joint 17 and 23 Ib uplift at joint 1.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer.
LOAD CASE(S) Standard
ruSS russ :e
russ
;I=PrUSS ----fP�iggybl��� V
0
7843 B02 A0065080
Job R�
b Reference(optiona"
0 � r
Ply,Green Cove Spnngs,FL 0.
Run,7 6�jr 30 201Y5 Print 42 30 2015 Mi-rek Industries Inc. Wed Nov 04 13:03:53 2015 Page I
iD:xKrY PSk?UzYdpeNUPPgz:;,2ZQkj-2W2GGahxZ9�aHyVVh9vxnQl6YL3CuJlxiSQdyMZjq
12-3-13 19-3-5 38-6-10
12-3-13 6-11-8 1 19-3-5
Scale:3/16"=l'
5x6
5x6 11 14 15 17
5x6 472 20
1 0 21
5.00 F1-2 5 6 V%S 7 2 E 22 23 24
4 25 3x6--
26
27
3 17 9 S 0S 1 S 2 2829 30
12 S 3 31
2SZ&8z9S2U52S?Q1; 32
3x5 46 45 4443 42 41 40 3938 37 36 35 34 33 3x5
3x6 5x8-- 3x6
38-6-10
Plate 0 38-6-10
LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.02 32 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:224 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 2-2-0 oc bracing:42-44.
OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):16,11
FMiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=248/38-6-10 (min.0-11-14),1=-14/38-6-10 (min.0-11-14),31=369/38-6-10 (min.0-11-14),41=-276/38-6-10
(min.0-11-14),39=178/38-6-10 (min.0-11-14),38=90/38-6-10 (min.0-11-14),37=111/38-6-10 (min.0-11-14),
36=104/38-6-10 (min.0-11-14),35=115/38-6-10 (min.0-11-14),34=70/38-6-10 (min.0-11-14),33=195/38-6-10
(min.0-11-14),42=478/38-6-10 (min.0-11-14),44=758/38-6-10 (min.0-11-14),45=231/38-6-10 (min.0-11-14),
46=328/38-6-10 (min.0-11-14),32=-22/38-6-10 (min.0-11-14)
Max Horz 1=-1 19(LC 10)
Max Uplift2=-31(LC 12),1=49(LC 10),31=-22(LC 12),41=-490(LC 3),38=-25(LC 12),37=-1 7(LC 12),36=-1 9(LC 12),
35=-1 9(LC 12),34=-1 4(LC 12),33=-31(LC 12),44=-1 9(LC 12),45=-74(LC 12),46=-46(LC 12),32=-23(LC 22)
Max Grav2=248(LC 1),1=45(LC 11),31=369(LC 1),39=1 90(LC 3).38=91(LC 22).37=1 11(LC 22),36=1 04(LC 22),
35=1 15(LC 1),34=70(LC 22),33=1 96(LC 22),42=728(LC 3),44=758(LC 1),45=235(LC 21),46=328(LC 1),
32=9(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=-126/139,2-3=-225/25,3-4=-232/80,4-5=-219/128,5-6=-27/73,6-7=-24/320,7-9=-18/307,9-1 1=-1 1/291,
11-13=-1/276,13-16=0/254,16-18=-25/322,18-19=-16/295,19-42=-5/300,6-8=-518/183,8-10=-502/194,10-47=-487/203,
12-47=-480/207,12-14=475/222,14-15=-465/242,15-17=482/256,17-20=-484/242,20-21=-523/227,21-22=456/204,
22-23=486/188,23-24=-482/170,24-25=-482/151,25-26=-482/133,26-27=-455/115,27-28=-483/110,28-29=-481/96,
29-30=-490/84,30-31=-500/46,31-32=-5/30
BOTCHORD 2-46=0/1 84,45-46=0/1 84,44-45=0/1 84,4344=0/1 84,4243=0/1 84,41-42=0/431,4041=0/431,39-40=0/431,
38-39=0/431,37-38=0/431,36-37=0/431,35-36=0/431,34-35=0/431,33-34=0/431,31-33=0/431
WEBS 15-16=-1 00/175,13-14=-56/37,11-12=-39/26,9-1 0=-41/20,7-8=-37/17,17-18=-69/23,19-20=0/55,21-42=-224/42,
22-41=-13/28,23-39=-90/35,24-38=-80/34,25-37=-80/34,26-36=-79/34,28-35=-85/37,29-34=-56/25,30-33=-140/84,
5-44=-666/161,4-45=-210/90,3-46=-233/121
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=36ft;eave=5ft;Cat.11;
Exp B;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)0-4-14 to 4-3-13,Interion(l)4-3-13 to 19-3-5,Exterior(2)12-3-13 to
12-8-6 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=11.60 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.
Continued on page 2
0 russ russ ype y y
ck 1�
;7843 P1302 Piggyback 2 A00650801,
r
Job Referen,
Building Cc ponent supply,Green Cove Springs,FL Job Reference(optional)
Run 7.620 s Apr 30 2015 Print:7.620 s Apr 30 2 1 5 MiTek Industries,Inc7W&Nov�04 1��__._0_3_-,54_015 Page 2
NOTIES- ID:xKrYlpSk?UzYdpeNUPPgzTYZQkj-WwUoI cOHuL?3Qno9TVDCOS9JaVVVuaof7TXbR?y4yMZjp
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 31 lb uplift atjoint 2,49 lb uplift at joint 1,22 lb uplift atjoint 31,490 lb uplift at joint
41,25 lb uplift at joint 38,17 lb uplift at joint 37,19 lb uplift at joint 36,19 lb uplift at joint 35,14 lb uplift at joint 34,31 lb uplift at joint 33,19 lb uplift at joint 44,74 lb uplift at joint
45,46 lb uplift at joint 46 and 23 lb uplift at joint 32.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer.
12)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
---�Trnss y
--777TJ.b Refer
7843
PB03 Piggyback 1., 11
-o n-en -6--ee
Building C rnp t Supply, r n Cova� rindi ence(op nal I
qona�i
Run 7.620 s Apr 30�2015 Print:7.620 S A r 30 2015 MiTek Industries,-Inc. Wed Nov 04_13.03:54 2015 Page 1
ID:xKrYipSk?UzYdpeNUPPgzTyZQkjpWwUlcOHuL?3Qno9TVDCOS9JeEW400fWTXbR?y4yMZip
19-3-5 38-6-10
19-3-5
19:3-5
Scale:3/16"=l'
5x6-
5.00 8 29
728 9
3x6 6 10 3x6
5 ST5 11
4 12
�T 27 2 3 3013
12 14
H
3x5- 7--
26 25 24 23 22 21 20 19 18 17 16 3x5-
3x6 3x6-
38-6-10
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0 18 Vert(LL) -0.01 18-20 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC O'l 8 Vert(TL) -0.02 18-20 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 15 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:165 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD 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
lnsta#ation�_
REACTIONS. (lb/size) 2=94/38-6-10 (min.0-3-12),21=282/38-6-10 (min.0-3-12),22=335/38-6-10 (min.0-3-12),24=314/38��mm 0--3---1-2),2�-�331m-6-1 b (mir�
0-3-12),26=274/38-6-10 (min.0-3-12),20=335/38-6-10 (min.0-3-12),18=314/38-6-10 (min.0-3-12),17=331/38-6-10 (min.0-3-12),16=273/38-6-10
(min.0-3-12),1=22/38-6-10 (min.0-3-12), 14=103/38-6-10 (min.0-3-12),15=31/0-3-8 (min.0-1-8),15=31/0-3-8 (min.0-1-8)
Max Horz I=-1 25(LC 10)
Max Uplift22=-60(LC 12),24=-54(LC 12),25=-57(LC 12),26=-48(LC 12),20=-60(LC 12),18=-54(LC 12),17=-57(LC 12),16=-48(LC 12),1=-32(LC 10),1 5=-4(LC
12)
Max Grav2=94(LC 1),21=381(LC 17),22=446(LC 17),24=355(LC 17),25=331(LC 21),26=274(LC 1),20=446(LC 18), 18=355(LC 18),17=331(LC 22),
16=273(LC 1),1=55(LC 11),14=103(LC 1),15=31(LC 1),15=31(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=-135/139,2-3=-106/93,3-27=-111/60,4-27=-85/88,4-5=-100/54,5-6=-67175,6-7=-86/122,7-28=-101/162,
8-28=-98/178,8-29=-98/178,9-29=-1 01/162,9-1 0=-71/122, 10-11=-29/68,11-12=-66/54,12-30=-33/41, 13-30=-69/4,
13-14=-67/38,14-15=-8/16
BOTCHORD 2-26=-29/78,25-26=-29[78,24-25=-29/78,23-24=-29/78,22-23=-29/78,21-22=-29/78,20-21=-29178,19-20=-29/78,
18-19=-29f78,17-18=-29/78,16-17=-29/78,14-16=-29/78
WEBS 8-21=-202/0,7-22=-261/137,6-24=-234/101,4-25=-249/107.3-26=-205/114,9-20=-261/137,10-18=-234/1 01,
12-17=-249/107,13-16=-204/1 11
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10'Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf BCDL=5.Opsf;h=25ft;B=45ft;L=36ft;eave=5ft;Cat.11;
Exp B'Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)0-4-14 to 4'0-6,Interior(l)4-0-6 to 19-3-5,Exterior(2)19-3-5 to
22-10-14 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)All plates are 2x4 MT20 unless otherwise indicated.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=1 O.Opsf.
6)Bearing at joint(s)15 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift at joint 22,54 lb uplift at joint 24,
57 lb uplift at joint 25,48 lb uplift at joint 26,60 lb uplift atjoint 20,54 lb uplift at joint 18,57 lb uplift at joint 17,48 lb uplift at joint 16,32 lb
uplift at joint 1 and 4 lb uplift atjoint 15.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building
designer.
LOAD CASE(S) Standard
I russ I ype
7843 =P rBUOS4S Piggyback 3 A006
Fly 3ob Rference(optional)
au-ildinag mponent Supply,Green Cove Springs,FIL Run,7.620 s Apr 30 2015 Print:7.620 a Apr 30 2015 MiTek Industries,Inc. Wed Nov 04 13:03:55 2015 Page 1
ID:xKrY[pSk?UzYdpeNUPPgzTyZQkj-_62PpkIX61BHOykf3xjd_MspqwQ3X6XCMFBYUVVYMZlo
13-7-8 32-10-13
13-7-8 19-3-5
Scale 1:54.3
44
5
5.00 F1 2
4 24 25_6
3 7
CS 3X6--
23
ri 8
cc 2 E13 ET3 9
E 10
12 c,
6
3x4-
22 21 20 19 18 17 16 15 14 13
3x6-
32-10-13
32-10-13
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.01 15-16 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 15-16 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 12 n/a n/a
BCDL 10.0 Code FBC2014rTP12007 (Matrix) Weight:151 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek r-e-co m- mends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 22=6/32-10-13 (min.0-3-5),1 8=296/32-10-13 (min.0-3-5),1 9=332/32-10-13 (min.0-3-5),20=327/K-11�(min.0-3-5),21=265/32-1 0-13�min.
0-3-5),16=335/32-10-13 (min.0-3-5),15=314/32-10-13 (min.0-3-5),14=331/32-10-13 (min.0-3-5),13=273/32-10-13 (min.0-3-5),11=96/32-10-1 3
(min.0-3-5),12=31/0-3-8 (min.0-1-8), 12=31/0-3-8 (min.0-1-8)
Max Horz 22=-1 51(LC 10)
Max Uplift22=-24(LC 10),19=-1 20(LC 12),20=-1 14(LC 12),21=-97(LC 12),16=-1 21(LC 12),15=-1 1 O(LC 12),14=-1 16(LC 12),13=-97(LC 12),12=-9(LC 12)
Max Grav22=31(LC 18),18=405(LC 18),19=448(LC 17),20=371(LC 17),21=267(LC 21),16=452(LC 18),15=359(LC 18),14=331(LC 22),13=273(LC 1),
11=1 12(LC 17),12=31(LC 1),12=31(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-22=-1 7/15,1-2=-1 9/40,2-23=-45/81,3-23=-29/90,3-4=-81/1 67,4-24=-1 21/228,5-24=-1 04/242,5-25=-1 04/242,
6-25=-1 21/228,6-7=-89/166,7-8=-80/117,8-9=-1 09/89,9-1 0=-1 32/132,10-11=-1 45/139,11-12=-8/16
BOTCHORD 21-22=-122/137,20-21=-122/137,19-20=-122/137,18-19=-122/137,17-18=-122/137,16-17=-122/137,15-16=-122/137,
14-15=-122/137,13-14=-122/137,11-13=-122/137
WEBS 5-18=-216/0,4-1 9=-258/190,3-20=-244/162,2-21=-201/180,6-16=-261/192,7-15=-234/150,9-14=-249/159,
10-13=-204/150
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=32ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-3-14,Interion(l)3-3-14 to 13-7-8,Exterior(2)13-7-8 to
16-9-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DCL=11.60 plate grip DOL=1.60
3)All plates are 2x4 MT20 unless otherwise indicated.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=1 O.Opsf.
6)Bearing at joint(s)12 considers parallel to grain value using ANSIrTPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 24 lb uplift at joint 22,120 lb uplift at joint 19,
114 lb uplift at joint 20,97 lb uplift at joint 21,121 lb uplift at joint 16,110 lb uplift at joint 15,116 lb uplift at joint 14,97 lb uplift at joint 13
and 9 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)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building
designer.
LOAD CASE(S) Standard
0 russ russ ype 'Y
7843 RG01
Rat Girlder A0065083�,
Building Component Supply,Green Cove Springs,FL 2i Job Referen�o tional)
n:7.620 s Apr 30 2 15—Pri—ft 7.62-0 s—Apr 30 2015 MNk Industries-Inc.Wed-Wo-v-04 13.63-. 20
5&-15 page-,
5-1-4 ID:xKr IpSk?UzYdpeNUPPgzTyZQkj--62PPkIX61BHOyi�jxj�_MsdAwIPXw?cmFBYUWyMZio
5-1-4 ------------- 10-0-12 15-2-0
4-1 5_1—�
Scale=1:26.5
NAILED
4x10 NA4ED NAILED 2x4 11 NAI I LED NAI�ED 4 1 - NAILED D 3x4 11
10 2 It NA� 4
11 15 11
r
B1 THD28-2
17 18 7 19 20 6 21 22 496QP/-619#
5x10 8 MT20HS I I NAILED NAILED 7x10- NAILED NAILED 3x6 NAILED 5xl 0 MT20HS-
THD26 THD26 THD26 THD26 NAILED THD26 NAILED
0-5-8(0-2-10) THD26 THD26
4461#/-532#
5-1-4 10-0-12 15-2-0
5-1-4 —4-11-8
Plate Offsets(X,Y)- r3:0-2-12,0-2-01,[6:0-4-8.0-1-8],E:0-4-12.0-4-4] 5-1-4
PACING- 2-0-0 S1. DEFL. in (loc) I/defi
I L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.17 6-7 >999 240 MT20
Lumber DOL T—c-cs-I-
LOADING(pso S
TCDL 10.0 F T 244/190
1.25 BC 0.66 Vert(TL) -0.43 6-7 >415 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.05 5 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:176 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-2-15 oc purlins, except
BOTCHORD 2x6 SP SS end verticals.
WEBS 2x4 SP No.3*Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W2:2x4 SP No.1
REACTIONS. (lb/size) 8=4461/0-5-8 (min.0-2-10),5=4960/Mechanical
Max Uplift8=-532(LC 4),5=-619(LC 5)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-8=-3520/479,1-9=-9684/1203,9-10=-9684/1203,10-1 1=-9684/1203,2-1 1=-9684/1203,2-12=-9684/1203,
12-13=-9684/1203,3-13=-9684/1203,3-14=-348/58,14-15=-348/58,15-16=-348/58,4-16=-348/58,4-5=-288/127
BOTCHORD 8-17=-58/350,17-18=-58/350,7-18=-58/350,7-19=-1246/10003,19-20=-1246/10003,6-20=-1246/10003,
6-21=-1246/10003,21-22=-1246/10003,5-22=-1246/10003
WEBS 1-7=-1215/9892,2-7=-529/286,3-7=-338/48,3-6=-141/3113,3-5=-10232/1260
NOTES-
1)2-ply truss to be connected togetherwith 10d(0.1 311"xY)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)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.11,
Exp B Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
4)Provi�e adequate drainage to prevent water poncling.
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)*This truss has been designed for a live load of 20.Qpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
8)Refer to girder(s)for truss to truss connections.
9)Provide metal plate or equivalent at bearing(s)5 to support reaction shown.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 532 lb uplift at joint 8 and 619 lb uplift at
joint 5.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the
left end to 14-0-12 to connect truss(es)T23(1 ply 2x4 SP),T24(1 ply 2x4 SP)to back face of bottom chord.
13)Fill all nail holes where hanger is in contact with lumber.
14)"NAILED"indicates 3-1 Od(0.1 48"x3")or 3-12d(0.1 48"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail.
15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)49 lb down and 1 lb up at 0-1-12
on top chord. The design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
0 7russ - s Y
rusS
r
RG01 71.UISG r.
7843 A��3
jo�
Building Component Supply, n Cove Springs,FL t R 'eence OptV11nd stri I Wed Nov 04 13:03:55 20154Ae 2
ob
Run,7 620 S Apr 30 2015 P3 VNCO,. r w 2016 M u es, nc�
7 0 YU Z
lb.-XKrYipSk?UzYdpeNUOPgzTy Qkj-_�2PpklX61BH Ykf3xjcL-MsdAYAPXW?CMFB J.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate lncrease=1.25
Uniform Loads(plo
Vert:1-4=-60,5-8=-20
Concentrated Loads(lb)
Vert:1=-30 6=-1 135(F=-180,B=-955)3=-37(F)9=-37(F)1 1=-37(F)12=-37(F)13=-37(F)14=-37(F)16=-37(F)17=-1 135(F=-1 80,B=-955)18=-1 135(F=-1 80,B=-955)
19=-1 135(F=-180,B=-955)20=-1 135(F=-180,B=-955)21=-1 135(F=-180,B=-955)22=-1 1 35(F=-180.B=-955)
r niss russ ype y
Uss as b Refere
y
784
3 Tol Piggyback Base Supported Gable 2 AOOSSO84
Building Component Supply,Green Cove Sphngs,FL b Refere�n.(opbor�
Os r302 15 �- � 0=
Run:7.62 '0�u a NY 204 dus Inc.Wed Nov 04 13:03-56 2015 P 1
ID:xKr IpSk?UzYdpeNUPP9z '1uQ**Slcoo13199tcJ 06J eEsXaPz8KnBGaam' ?vw6lan
-1-6-0 3-8-3 28-3-13
'11� -3-8:3 324)-0 33-6-0
24-7-10 3-" 1-"
4x5- 5x6- Scale 1:62.0
7 8 9 10 11 5612 1357 14 15 16 1718 19 20 21 W 23 524 25 4x5
26
27
30.00 Ff2 5
T2 1 2 2 02 92 02 92 y2 2 2 92 02 02 9 2 2 2 28 9
T3 14 T4 14 14 JT4 �T4 �T4 14 T4 T4 T4 �T4 14 4 1
C6
5.00[-lf2- 4 2 29
1 2 1 BL- 3L I'l 31 32
U10// 4x10 cs
55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33
4x5 5X6 U5
32-M
Plate Offs 324)-0
3-0,0-3-4],L26:0-2-6.0-2-41,[31:0-2-15,Edge],(33:0-0-0,0-2-01,[44:0-3-0,0-3-0].[55:0-1-8,0-2-0]
FV
LOADING(psf]) SPACING- 2-0-0 CS1. DEFL,. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 32 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.02 32 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 31 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:410lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 WEBS T-Brace: 2x4 SP No.3-17-44,15-45,14-46,13-47,
SLIDER Left 2x4 SP No.3 1-2-4,Right 2x4 SP No.3 1-2-4 12-48,11-49,10-50,9-51,8-52,6-53,18-43,
19-42,20-41,21-40,22-39,23-38,24-37,
25-36,27-35
Fasten(2X) T and I braces to narrow edge of web with I Od(0.131"x3")
nails,6in o.c.,with 3in minimum end distance.
Brace must cover 90%of web length.
MiTek recommends that Stabilizers and required cross bmadn-g
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=276/32-0-0 (min.0-3-3),44=107/32-0-0 (min.0-3-3),45=107/32-0-0 (min.0-3-3),46=107/32-0-0 (min.-0-3-3),
47=1 07/32-0-0 (min.0-3-3),48=1 07/32-0-0 (min.0-3-3),49=1 07/32-0-0 (min.0-3-3),50=1 07/32-0-0 (min.0-3-3)
51=1 08/32-0-0 (min.0-3-3),52=1 03/32-0-0 (min.0-3-3),53=76/32-0-0 (min.0-3-3),54=1 16/32-0-0 (min.0-3-3)
55=-9/32-0-0 (min.0-3-3),43=1 07/32-0-0 (min.0-3-3),42=1 07/32-0-0 (min.0-3-3),41=1 07/32-0-0 (min.0-3-3)
40=107/32-0-0 (min.0-3-3),39=107/32-0-0 (min.0-3-3),38=107/32-0-0 (min.0-3-3),37=108/32-0-0 (min.
0-3-3),36=103/32-0-0 (min.0-3-3),35=76/32-0-0 (min.0-3-3),34=116/32-0-0 (min.0-3-3),31=276/32-0-0 (min.
0-3-3),33=-9/32-0-0 (min.0-3-3)
Max Horz 2=302(LC 11)
Max Uplift2=-236(LC 10),44=-12(LC 12),45=-12(LC 12),46=-12(LC 12),47=-12(LC 12),48=-14(LC 8),49=-18(LC 8),
50=-19(LC 8),51=-23(LC 8),53=-86(LC 11),54=-258(LC 12),55=-201(LC 12),43=-12(LC 12),42=-12(LC 12),
41=-12(LC 12),40=-14(LC 9),39=-18(LC 9),38=-18(LC 9),37=-22(LC 9),35=-21(LC 10),34=-258(LC 12),
31=-289(LC 11),33=-201(LC 12)
Max Grav2=322(LC 18),44=107(LC 1),45=107(LC 21),46=107(LC 1),47=107(LC 22),48=107(LC 22),49=107(LC 21),
50=107(LC 1),51=109(LC 22),52=104(LC 21),53=148(LC 10),54=282(LC 10),55=108(LC 10),43=107(LC 21),
42=107(LC 1),41=107(LC 21),40=107(LC 21),39=107(LC 22),38=107(LC 1),37=109(LC 21),36=104(LC 22),
35=97(LC 18),34=279(LC 11),31=362(LC 17),33=240(LC 11)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 7-8=-107/124,8-9=-1 07/124,9-1 0=-1 07/124,10-56=-1 07/124,11-56=-107/124,11-12=-107/124,12-57=-107/124,
13-57=-1 07/124,13-14=-1 07/124,14-15=-1 07/124,15-16=-1 07/124,16-17=-1 07/124,17-18=-1 07/124,18-19=-1 07/124,
19-20=-1 07/124,20-58=-1 07/124,21-58=-1 07/124,21-22=-1 07/124,22-59=-1 07/124,23-59=-1 07/124,23-24=-1 07/124,
24-25=-1 07/124,25-26=-1 07/124,1-2=0/42,2-3=-1 5/21,30-31=-1 5/18,31-32=0/42,2-4=-321/400,4-5=-264/300,
5-6=-1 69/177,6-7=-95/104,26-27=-95/104,27-28=-1 61/178,28-29=-1 79/215,29-31=-326/330
BOTCHORD 2-55=-1 87/250,54-55=-1 61/226,53-54=-1 61/226,52-53=-1 61/226,51-52=-1 61/226,50-51=-1 61/226,49-50=-1 61/226,
48-49=-161/226,4748=-161/226,46-47=-161/226,45-46=-161/226,44-45=-161/226,43-44=-161/226,42-43=-161/226,
41-42=-161/226,40-41=-161/226,39-40=-161/226,38-39=-161/226,37-38=-161/226,36-37=-161/226,35-36=-161/226,
34-35=-161/226,33-34=-161/226,31-33=-186/226
WEBS 1744=-80/40,15-45=-80/40,1446=-80/39,13-47=-80/39,12-48=-80/39,11-49=-80/39,10-50=-80/41,9-51=-82/47,
8-52=-77f7,6-53=-1 21/113,5-54=-3011299,3-55=-220/199,3-4=-216/205,18-43=-80/39,1942=-80/39,2041=-80/39,
2140=-80/39,22-39=-80/39,23-38=-80/41,24-37=-82/47,25-36=-77/13,27-35=-81/47,28-34=-301/298,30-33=-220/198,
Continued on paes-20=-216/204
-Jou-_ ___—T`ru_ss Typ_e PF_
Y
7843 TOI Piggyback Base Supported Gable 2 A0065084
Building�iffomponent Supply, re —OV springi,FC Job Reference-coptional)
Run 7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industriesinc. WedNo�1-3—.03.571615-Page 2-
NOTES- ID:xKrYlpSk?UzYdpeNUPPgzTYZQkj-wVAAEPJnewS?eFu2BMm53nx8uj7Q?1 qvDZgfZOyMZlm
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VUIt=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft;13=45ft;L=32ft;eave=2ft;Cat.11;Exp B Encl.,GCpi=0.18;MWFRS
(directional)and C-C Comer(3)-1-6-0 to 0-3-14,Exterior(2)0-3-14 to 4-1-2,Comer(3)4-1-2 to 31-1-4,Exterior(2)31-1-4 to 31-8-2 zone;C-C f�r membersand 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 ANSI1TPI 1.
4)Provide adequate drainage to prevent water ponding.
5)All plates are 2x4 MT20 unless otherwise indicated.
6)Gable requires continuous bottom chord bearing.
7)Gable studs spaced at 1-4-0 oc.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any
other members.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 236 lb uplift at joint 2, 12 lb uplift at joint 44,12 lb uplift atjoint 45,12 lb uplift at
joint 46,12 lb uplift at joint 47,14 lb uplift at joint 48,18 lb uplift at joint 49, 19 lb uplift at joint 50,23 lb uplift at joint 51,86 lb uplift at joint 53,258 lb uplift at joint 54,201 lb
uplift at joint 55,12 lb uplift at joint 43,12 lb uplift at joint 42, 12 lb uplift at joint 41,14 lb uplift at joint 40,18 lb uplift at joint 39,18 lb uplift at joint 38,22 lb uplift at joint 37,21
lb uplift at joint 35,258 lb uplift at joint 34,289 lb uplift at joint 31 and 201 lb uplift at joint 33.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
y y y
Job russ russ I I pe 7=� 1 , A0055085
7843 7T02 :7��G:ABLIE I�1 I I Job Reference(optional)
Building Component Supply,Green Cove Springs,FIL Run-7.620 s Apr 30 2015 Print 7.620 s,;pr 30 2015 Mi-rek Industries,Inc,Wed Nov 04 13:03:58 2015 Pa 1
_V a53 �1: "4 19r 7 ID:xKrYIpSk?U fi�N'*PPnzTv7OLr'-OhkYSIKPPDasFPTEk3HKc?UBw7K8kO92SDPD!Vyl;�I
_L1 2 18-8-4 -4 �21 2 34-6-4 42-2-13 45-11-01 47-5-0
7-M I I_I I
U45�u 8
Scale 1�85.5
3x5 3x6 3x5 3x6 3x5- 5x6
BX6 3 47 548 6 7 49 50 8 910 11 12 13 14 51 15
30-00 F1_2
5.00 r�1_2 W4 9
ST1 ST1 S 1 Sri 5!
3X5 2 W1 W1 ST2 C6
4 16
8x10 ST
C? 17
H 18
34 33 52 32 31 30 53 28
0-5-8(0-1-8) 29 27 2625 24 23 22 21 20 5x12
777#/-116# 3x6�&"Q&2,�J 3x6 Q-I 1;9/9 _V 14 - -
3x5 3x5 _160M.2=14% /7232 /-_5 39&/A
11-4-12 18-8-4 2 -2-12 42-2-13 45-11-0
7-841 7-3-8 845-8 7-" -4-�M�'
Plate Offsets(X,Y)- [2:0-10-7,13-0-3],[3:0-3-0,0-1-01,[11 5:U-3-4.0-2-8],[17:1-0-2,Edgel
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC O�71 Vert(LL) -0.1529-30 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.3029-30 >539 180
BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.03 17 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:438 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at micipt 5-30,7-30,8-30,8-29,14-25,26-43
OTHERS 2x4 SP No.3 JOINTS I Brace at Jt(s):16,44,45,46
SLIDER Left 2x4 SP No.3 1-6-0,Right 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) 2=738/0-5-8 (min.0-1-8),30=1596/0-3-8 (min.0-2-0),25=692/14-4-8 (min.0-1-15),20=261/14-4-8 (min.0-1-15),17=381/14-4-8-(min0-1-15),
24=32/14-4-8 (min.0-1-15),23=24/14-4-8 (min.0-1-15),22=31/14-4-8 (min.0-1-15),21=10/14-4-8 (min.0-1-15),26=-84/144-8 (min.0-1-15),
27=160/14-4-8 (min.0-1-15)
Max Horz 2=-304(LC 10)
Max Uplift2=-116(LC 12),30=-227(LC 12),25=-142(LC 9),20=-56(LC 12),17=-156(LC 12),22=-3(LC 12),21=-75(LC 11),26=-87(LC 21),27=-11(LC 12)
Max Grav2=777(LC 17),30=1698(LC 17),25=703(LC 21),20=326(LC 18),17=382(LC 22),24=102(LC 16),23=71(LC 16),22=87(LC 16),21=76(LC 12),
26=59(LC 16),27=160(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 2-3=-711/163,347=-319/172,47-48=-319/172,5-48=-319/172,5-6=-33/168,6-7=-33/168,749=-33/168,49-50=-33/168,
8-50=-33/168,8-9=-298/186,9-1 0=-298/186,10-11=-298/186,11-12=-298/186,12-13=-298/186,13-14=-298/186,
14-51=-189/192,15-51=-189/192,1-2=0/40,24=-11/0,16-17=-2/3,17-18=0/42,15-17=-257/192
BOTCHORD 2-34=-1 06/333,33-34=-1 20/359,33-52=-1 21/358,32-52=-1 21/358,31-32=-37/394,30-31=-37/394,30-53=0/270,
29-53=0/270,28-29=-67/135,27-28=-67/135,26-27=-67/135,25-26=-67/135,24-25=-67/135,23-24=-67/135,
22-23=-67/135,21-22=-67/135,20-21=-67/135,19-20=-63/132,17-19=-73/151
WEBS 4-33=-9/268,34=-29/253,3-32=-49/181,5-32=0/253,5-30=-798/152,7-30=-479/189,B-30=-605/154,8-29=-62/124,
2946=-14/335,4546=-8/311,44-45=-19/347,43-44=-21/356,14-43=-2/286,14-25=-665/192,16-20=-202/9,
15-16=-202/10,26-43=46f78,13-43=-76/173,12-44=-99/42,2744=-88/43,1145=-54/22,946=-16/37
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=46ft;eave=6ft;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 0-3-1,Interion(l)0-3-1 to 3-8-3,Exterior(2)3-8-3 to 45-7-2,
Interior(l)45-7-2 to 47-5-0 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[TPl 1.
4)Provide adequate drainage to prevent water poncling.
5)All plates are 2x4 MT20 unless otherwise indicated.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=1 O.Opsf.
9)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 116 lb uplift at joint 2,227 lb uplift at joint 30,
142 lb uplift atjoint 25,56 lb uplift at joint 20,156 lb uplift at joint 17,3 lb uplift atjoint 22,75 lb uplift atjoint 21,87 lb uplift at joint 26 and
111 lb uplift at joint 27.
dg�R, 80-8,RiQ�Preaks including heels"Member end fixity model was used in the analysis and design of this truss.
russ Ype Y
U� A0065085
'U
778143 [TI2 GABLE I I
J
Building Component Supply,Green Cove Springs,FL ---- ---- =ob Reference(0 tiona
Run:7.620s Apr30 1 7.620 s Apr 2015 Mi-rek tndustries,Inc.Wed NOV-041 3.03,58 20-15 p..2
NOTES- ID:xKrYipSk?UzY NUPPgZTYZQkj-OhkYSIKPPDasFPTEk3HKc?UBw7K8kO92SDPD5ryAoI
11)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
Was russ ype y
A0065086
T03 Piggyback Base 5
n.
Building Component Supply, 5
Green GOve bprings,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 201 MiTek Industries In Wed Nov 04 13:03:58 2015 Pau,1
1 YIN2 1 16-" ID:xKrYlpSk?UzYdpeNUPPgzTyZQkj-OhkYSIKPPDasFP'TEck.3HKc?UCJ7J7klW2SDPD5ry Z11
I_2A ft�-!I 2�7:N2 34-6-4 4%3 4 W11 7.
5-1-12 _,2 74" 7 14-9
3x6 2x4 11 3x6 Scale 1:87.7
6x6 30 6 31 7 8 32 33 10 3435 2 6x6
30 00 F1_2 3x6//3 W5 Wa
C 5.00 FI-2 V P
V 0 V 14
2
-3
7x10 T 8XIO
1 15
27 26 VV�32j 04 199
29 28 38 25 39 2 36 20 19 18 37 17 16
0-5- �0-14� US 3-8f2g -5-
3x6 0 8
860 -20 5X 098 8 2x4 11 1297t212
2x4
2x4
2Z 1 1 fl 2 1 12, 1 27-2-12 42;2-13 45-11-0
:N 8
Plate Offsets(X,Y)– [2:0-10-7,0-0-31,[3:0-1-0,0-1-81,[4:0-3-0,0-2- ],[5:0-3-0,0-1-01.[12:0-3-0.0-1-01,[14:0-10-7,0-0-31
LOADING(pso SPACING- 2-0-0 CS11. DEFL. in floc) I/defi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.14 20-21 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(TQ -0.29 20-21 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.03 14 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:359 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-9-14 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-26,6-22,8-21,9-21,11-20,11-18
SLIDER Left 2x4 SP No.3 1-6-0,Right 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) 2=806/0-5-8 (min.0-1-8),21=1878/0-3-8 (min.0-2-8),14=1159/0-5-8 (min.0-1-8)
Max Horz 2=-304(LC 10)
Max Uplift2=-208(LC 12),21=-86(LC 12),14=-224(LC 12)
Max Grav 2=860(LC 18).21=2098(LC 17),14=1 297(LC 18)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 2-3=-823/202,3-5=-827/387,5-30=-467/290,30-31=-467/290,6-31=-467/290,6-7=-212/291,7-8=-212/291,8-32=-216/294
,32-33=-216/294,9-33=-216/294,9-1 0=-850/365,10-11=-850/365,11-34=-937/345,34-35=-937/345,12-35=-937/345,
12-14=-1 242/316,1-2=0/40,2-4=-1 61/408,13-14=-1 2/0,14-15=0/40
BOTCHORD 2-29=0/57,28-29=-5/53,21-24=0/0,21-36=-45/738,20-36=-45f738,19-20=-35/852,18-19=-35/852,18-37=0/409,
17-37=0/409,16-17=0/409,14-16=0/397,4-27=-149/433,27-38=-95/411,26-38=-95/411,25-26=0/472,25-39=0/472,
23-39=0/472,22-23=0/472
WEBS 5-27=-151/449,5-26=-148/314,6-26=41/207,6-22=-776/36,21-22=-980/209,8-22=479/187,9-21=-1 150/111,
9-20=0/460,11-20=-187/0,11-18=-359/222,12-18=-1 84f726,13-17=-0/256,12-13=-1 9/238,4-28=-12/43,34=-148/99,
23-24=-102/0,3-27=-243/227
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult--1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=46ft;eave=6ft;Cat.11;
Exp B;Encl.,GCpi=O.18;MWIFIRS(directional)and C-C Exterior(2)-1-6-0 to 0-3-1,Interion(l)0-3-1 to 3-8-3,Exterior(2)3-8-3 to 45-7-15,
Interion(l)45-7-15 to 47-5-0 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 3x5 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=1 O.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 208 lb uplift at joint 2,86 lb uplift at joint 21
and 224 lb uplift at joint 14.
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
--Tuss y e A0065086
P,rggyb,T,clpBase
Truss russ ype
7843 T031A =1 Lb Reference(optional)
Building Component Supply,Green Cove-Spnngs FL----
Run:7.620 a Apr 30 2015 Print 7.620 a Apr 30 2015 Miffek Industries,Inc.Wed Nov 04 13:03:59 2015 Page 1
ID:xKrYipSk?UzYdpeNUPPgzTyZQ*stHwf5L1 AXijtZ2RInoZgCl MPXfgTnACht9ffWHyMZ]k
11-4-12 18-8 27�2�12 34-6-4 42 2�13
6 5 7� 17
7-" 7-3-8 7-3-8
Scale 1:86.0
3x6 2x4 11 3x6
6X6 3 25 5 26 6 7 27 28 8 9 10 2930
6x6
30.00 FIT
C W4
5 00 \W3 XW4
.W FI-2 k
2 VJI Vill Vil V10 I V Vil 13 C6
4
8xio// 8x10
1 1 T 1, 14
24 31
0-5-8 1-V 23 22 19 18 17 33 16 15
706#R 1 1 2.4 11 3x6-0-3-842-11) 3x6 MjJ8�/�-1-8�
2282YA249# 2x4 11 158
171:4-Z12 18-84 267-2-12 42-2-13 45-11-0
�3�-3
7-3-8 7-:3-8 7-M
Plate Offsets(X,Y)- [2:0-10-7,0-0-31,[3:0-3-0,0-1-01,[11:0-3-0,0-1-01,[13:0-10-7.0-0-31
LOADING(pso SPACING- 2-0-0 CSI* DEFL. in (loc) I/defi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 FC 0.73 Vert(LL) -0.14 19-20 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 1 Vert(TL) -0.29 19-20 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0 78 Horz(TL) 0.04 13 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:347 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-1-10 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-20,7-20,10-19,10-17
SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0 2 Rows at 1/3 pts 8-20
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=677/0-5-8 (min.0-1-8),20=2096/0-3-8 (min.0-2-11),13=1071/0-5-8 (min.0-1 8)
Max Horz 2=-304(LC 10)
Max Uplift2=-111(LC 12),20=-249(LC 12),13=-158(LC 12)
Max Grav 2=706(LC 17),20=2289(LC 17),13=1 171(LC 18)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 2-3=-6351154,3-25=-250/162,25-26=-250/162,5-26=-250/162,5-6=0/302,6-7=0/302,7-27=0/302,27-28=0/302,
8-28=01302,8-9=-606/213,9-1 0=-606/213,10-29=-790/253,29-30=-790/253,11-30=-790/253,11-13=-1 113/236,1-2=0/40
,2-4=-10/0,12-13=-12/0,13-14=0/40
BOTCHORD 2-24=-1 20/309,23-24=-1 33/334,23-31=-1 34/333,22-31=-1 34/333,21-22=-80/312,20-21=-80/312,20-32=-2/604,
19-32=-2/604,18-19=-141770,17-18=-141770,17-33=0/384,16-33=0/384,15-16=0/384,13-15=0/372
WEBS 4-23=-9/270,3-4=-30/255,3-22=-73/86,5-22=0/310,5-20=-887/163,7-20=-477/189,B-20=-1283/210,8-19=0/554,
10-1 9=-302/66,10-17=-272/143,11-17=-83/614,12-16=-3/259,11-12=-22/242
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf,,h=25ft;B=45ft;L=46ft;eave=6ft;Cat.11;
Exp B;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 0-3-1,Interior(l)0-3-1 to 3-8-3,Exterior(2)3-8-3 to 45-7-15,
Interion(l)45-7-15 to 47-5-0 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 3x5 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=1 O.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 111 lb uplift at joint 2,249 lb uplift at joint 20
and 158 lb uplift at joint 13.
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
0 russ russ ype JQty ply
7843 T04 Common 3 A0065 7
Elufldmg C.-ponent Supply.—Gr-n Cove Springs,FIL Job Reference(optional)
Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Nov 04 1�1—5Pagel
I D:sieURo5PYhne8iHJQu98XOyXjm-stHwf5L 1 AXiJtZ2R 1noZ9C1 P7XfDTokCht9mdHyMZlk
6-11-8 13-7-8 17-11-0 22-6-0
6-11-8 6-8-0 4-3-8 4-7-0-
4x5— Scale 1:40.8
3
5.00 r1_2 12 13 3x4
4
3x4 14
2x I
5
T04
3x5
Bi L_J _92-
10 9 8 7 88&*-24THD26
3x4 11 45— 3x6 6
3x8— 3x4
0-",(0-1-8) 6-11-8 13-7-8 22-"
6-1 6-" 8-10-8
Plate Offsets T"— :0-2-0,0-1-81,[6:0-1-12,10-11-81
LOADING(psf) SPACING- 2-0-0 C 1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.16 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.41 6-7 >653 180
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.03 6 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 (matrix-M) Weight:130 lb FT=20%
_—, ___ ____ _1 -____ - ____ — _______ - __
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-5-3 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 9-4-10 oc bracing.
MiTek recommends that Stabilizers and ne—quired crms—bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 10=888/0-5-8 (min.0-1-8),6=888/Mechanical LInslaflation guide.
Max Horz 1 0=94(LC 11)
Max Upliftl 0=-225(LC 12),6=-241(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-11=-1 309/394,2-11=-1 239/409,2-12=-879/317,3-12=-791/339,3-13=-791/356,4-13=-843/341,4-14=-41/60,
5-14=-79/50,1-10=-820/321,5-6=-129/109
BOTCHORD 9-10=-146/193.8-9=-384/1144,7-8=-384/1144,6-7=-218/632
WEBS 2-9=-39/139,2-7=-508/229,3-7=-70/368,4-7=0/221,1-9=-266/1007,4-6=-906/330
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.11;
Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 13-7-8,Exterior(2)13,7-8 to
16-7-8 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)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 225 lb uplift at joint 10 and 241 lb uplift at
joint 6.
7)"Semi-rigid pitchbrealks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
russ russ lype Qty �Ply
78713: T05 'USS Yp I A0065088
���Raof�Spe-dal Job Reference(optional)
Building Component Supply,Green Cove Springs,FL Run:7.620 a�pr 30 2015 Print 7.620 a Apr 30 2015 MiTek Industries,Inc.Wed Nov 04 13:03:59 2015 Page I
ID:sieURo5PYhne8lHJQU98XOyXim-stHwf5LI AX!ftZ2RInoZ9CI KD(fDTokCht9mdHyMZlk
-7-6 7-1-4 '11 13-7-8 17-11-0 22-6-0
2_ 4-&14 1-0-31 5-8-1 4-3-8 4-7-0
4x5 Scale 1:43.3
6
5.00 F1_2 13 14 3x4
6
3x4 15
4
2x4 11
3x4 7
2A 11 4x5
1
VC?
V A P7
C� W?
N
C,
B1 L_J —A
10 888#/-2THD26
12 11 9 8
3A 11 4x5 3x6 3x8 3x4
0-5-8(0-1-8)
888#�221:L& 7-1-4 13-7-8 22-6-0
7_6 4-5-14 6-64 8-10-8
Plate Offsets(X,Y)– [3:0-24,0-1-81,[8:0-1-12,0-1-8]
LOADING(pso SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.83
Vert(LL) -0.16 8-9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC O�67 Vert(TL) -0.41 8-9 >654 180
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.03 8 n/a n1a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:136 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purl ins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 9-6-11 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 12=888/0-5-8 (min.0-1-8),8=888/Mechanical
Max Horz 12=79(LC 11)
Max Upliftl2=-229(LC 12),8=-238(LC 12)
FORCES. (1b)-Maximum Compression/Maximum Tension
TOPCHORD 3-12=-820/308,1-3=-88/63,1-2=-73/116,2-3=-1382/451,24=-1241/386,4-13=-878/318,5-13=-791/329,5-14=-791/353,
6-14=-843/338,6-15=41/60,7-15=-79/51,7-8=-1 30/109
BOTCHORD 11-12=-128/271,10-11=-370/1137,9-10=-370/1137,8-9=-216/632
WEBS 4-9=499/215,5-9=-59/366,6-9=0/222,6-8=-906/324,4-11=-22/145,3-11=-249/902
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.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-7-12,Interion(l)2-7-12 to 13-7-8,Exterior(2)13-7-8 to
16-7-8 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.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 ofwithstanding 229 lb uplift at joint 12 and 238 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.
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
–——----------------------
S russ ype y
Building Component Supply,Green Cov�& Job Reference o tional
r781 T06 Roof Special
ngs,FL
Run:7.621 )15 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Nov 04 13:04*00 2015 Page 1
4-7-6 5PYhne8lHJOu98X(')YXjm-K4r]sRMfxrqaVjddsUJohQZcCxzlCFqLvXuJAjyMZlj
22-6-0
4-7-6 4-7-0
45 Scale 1:43.3
5.00 F1_2 4
3x4 13 14 3x4
3 5
15
3x4 4x5– 2x4 11
1 6
F10rUoS_,SS_T`
�Job Reference�o Annall _
12
I V
V C� P�
IV '?
co
F-1 LT-1 I
9 888#/-2T44D26
10 8
2x4 I' 3X8 3x6 3x8– 3x4 -
0-5-8(0-1-8)
888k-_233# 4-7-6 13-7-8 22-6-0
1 —4-7-6 9-0-2 8_10-8
Plate Offsets(X,Y)– rl:0-1-12,0-1-8],[7:0-1-12,0-1-81,[10:0-2�8]
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.13 7-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.34 8-10 >783 180
BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.03 7 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:136 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-1-3 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Mlfel�rnencls that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 11=888/0-5-8 (min.0-1-8),7=888/Mechanical Install
Max Horz 11=68(LC 11)
Max Upliftl 1=-233(LC 12),7=-234(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-11=-862/300,1-12=-1071/311,2-12=-1071/311,2-3=-1242/399,3-13=-849/317,4-13=-791/332,4-14=-791/345,
5-14=-847/329,5-15=-29/60,6-15=-75/51,6-7=-125/108
BOTCHORD 10-11=-60/74,9-1 0=-320/985,8-9=-320/985,7-8=-213/637
WEBS 1-10=-363/1278,2-10=-712/301,3-10=-51/221,3-8=-395/214,4-8=-101/398,5-8=0/213,5-7=-919/319
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=l 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf'BCDL=5.Opsf'h=25ft;B=45ft L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 13-i-8,Exterior(2)13-7-8 to
16-7-8 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 poncling.
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 233 lb uplift at joint 11 and 234 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
=7 0 russ russ ype ly-7
::JRolaf�Spe:cial 1 , A0055090
7843 T707: 1 Jo
b Reference
_(optiona
Building Component Supply,Green Cove Springs,FL k�
Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,�IncWed-No—v04 13:04:00-2015 Pa—gel
ID:sieURo5PYhne8lHJQu98XOyXim-K4risRMfxrqaVjddsUJohQZYjx?2CIbLvXuJAjyMZlj
6-7-6 13-7-8 20-7-10__ 22-6-0
6-7-6 7-0-2
7-0-2 1-10-6
4x5 Scale 1:43.7
5.00 F,_2 3
12 13
3x5 4x5 4x5 2x4 I i
1 4 5
U
IV 4
3-- U F EJ
8
10 9 7 "'6-f%26
2x4 11 3x4 3x6 3x8— 3x4
0-5-8(0-1-8)
88811Q�34# ��6-�7��6 ���I�,
13-7-8 20-7-10 22-"
&7_6 T-4--2 7-0-2
Plate Offsets(X,)Q— L6:0-1-8,0-11-811
T
LOADING(psl]l SPACING- 2;-0-0 C 1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.16 6-7 >999 240 MT20 244/190
�L
TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.40 6-7 >659 180
C, n
,[I
BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.02 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (M atrix-M) Weight:133 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-1-14 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 9-7-15 oc bracing.
F_MiTii�rn�_hat_S_tab,l,zers and req—wre—d ar—os—sbric—mg—
� be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 10=888/0-5-8 (min.0-1-8).6=888/Mechanical Linstallation guide.
Max Horz 1 0=-53(LC 10)
Max UpliftlO=-234(LC 8),6=-233(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-10=-828/326,1-1 1=-1096/343,2-1 1=-1096/343,2-12=-884/297,3-12=-792/311,3-13=-791/307,4-13=-883/293,
4-5=-31/0,5-6=-32/28
BOTCHORD 9-1 0=-35/69,8-9=-363/1116,7-8=-363/1116,6-7=-1 46/388
WEBS 1-9=-385/1241,2-9=-516/270,2-7=-461/169,3-7=0/330,4-7=-79/405,4-6=-909/377
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft�B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.181 MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 13-7-8,Exterior(2)13-7-8 to
16-7-8,Interior(l)20-7-10 to 22-4-4 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)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 234 lb uplift at joint 10 and 233 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
0 1 niss russ Type
---]rr
7843 T08 Roof Special ceLoptional) A0065091
Building Component—Supply,Green cove—Springs FL ::T17 Job Referen
Run:7.620 s Apr 30 2015 Print:1.626 sA"2015 Mi-rek Industries,Inc. Wed Nov 04 13:04:00 2015 Page I
ID:sieURo5PYhne8lHJQu98XOyXjm-K4r[sRMfxrqaVjddsUJohQZCAxO9CFwLvXuJAjyMZIj
4-5-7 B-7-6 13-7-8 -7-10
4-5-7 18 22-M
4-1-15 5-� 5-0-2
4x5 - Scale 1:43.7
5.00[_12
4
2x4 11 4x5 14 15
1 3x4 4x5 3X4
5 6
13 16
7 IV
IV 4
10 888#/-2p
12 11 9 8 RD26
3x4— 7
3x4 3x6 3x8— 3x4 2x4 1
0-5-8(0-1-8)
88 _268# B-7-6 13-7-8 18-7-1 22-6-0
8-7-6 5-0-2 3-10-6
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.1411-12 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.37 11-12 >726 180
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.03 7 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:149 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-8-4 oc purlins, except
BOTCHORD 2x4l SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
I-MiTek recommends—that Stabilizers—andrequi—redcross braciq
be installed during truss erection,in accordance with Stabilizer
"ilalion_quide.
REACTIONS. (lb/size) 12=888/0-5-8 (min.0-1-8),7=888/Mechanical Ll�nsta
Max Horz 12=38(LC 11)
Max Upliftl2=-268(LC 8),7=-233(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-12=-1 12/78,1-13=-24/0,2-13=-24/0,2-3=-1023/318,3-14=-830/296,4-14=-775/307,4-15=-775/307,5-15=-830/296,
5-16=-588/192,6-16=-588/192,6-7=-858/319
BOTCHORD 11-12=-254/664,10-1 1=-337/1031,9-1 0=-337/1031,8-9=-202/609,7-8=-4/8
WEBS 2-12=-953/361,2-11=-1 19/550,3-11=-260/172,3-9=-456/140,4-9=-32/339,5-9=-44/191,5-8=-664/300,6-8=-310/955
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf-h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,lnterior(l')3-1-12 to 13-7-8,Exterior(2)13-7-8 to
16-7-8,Interior(l)18-7-10 to 22-4-4 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)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 268 lb uplift at joint 12 and 233 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
__JTru rus Y�pe ��
T09ss���RoofsSpe-., _____[Q171y 1 �Job Reference �0065M]2
russ russ ype
T09 Roof Special _Loptional)
Building Component Supply,Green Cove Springs,FL — Run:7.620 s Apr 30 2015 PrInt:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Nov 04 13:04:012015 Page I
ID:sieURo5PYhne8lHJQu98XOyXjm-pGPh4nMHh8yR6tCpQBq1 Ed6ksLP2xoxV8BetiAyMZli
10-7-6 16-7-10 22-6-0
it I 3_0-2 5-10-6
5.0 0 F1_2 4x5 Scale 1:44.0
4
3x4 3x4 4x5 4x5- 3x4
1 2 5 6
13 14 _J I
4
5
IV IV
W IV IV,I IV,
B1 F— LLJ
10 9 16 17 8 88ev-21"D26
12 3x6— 7
2x4 11 3x4 3x8 3x8 2x4 11
0-5-8(0-1-8)
888#/-299# 5-3-11 10-7-6 16-7-10 22-6-0
i 5-3-11 5-3-11 6-0-3 5-10-6
Plate Offsets(X,Y)— [5:0-2-4,0-2-01
LOADING(I SPACINI 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC O�60 Vert(LL) -0.07 8-10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.16 8-10 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 7 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:160 111 FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-9-1 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FM_,Tekrecormn_endsthat Stabilizers—and requir_ed_cross�rig
be installed during truss erection,in accordance with Stabilizer
Installa
REACTIONS. (lb/size) 12=888/0-5-8 (min.0-1-8),7=888/Mechanical
Max Horz 12=23(LC 11)
Max Upliftl2=-299(LC 8),7=-237(LC 9)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-12=-841/334,1-13=-681/233,2-13=-681/233,2-14=-907/304.3-14=-907/304,3-4=-1035/374,4-5=-811/301,
5-15=-696/234,6-15=-696/234,6-7=-839/339
BOTCHORD 11-12=-24/28,10-11=-244/681,9-10=-248/696,9-16=-248/696,16-17=-248/696,8-17=-248/696,7-8=-8/16
WEBS 1-11=-334/980,2-11=-608/301,2-10=-106/345,3-10=-611/295,4-10=-184/553,4-8=-75/145,5-8=-576/297,6-8=-318/955
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=l 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf,BCDL=5.Opsf,h=25ft;B=45ft;L=24ft;eave=4ft:Cat.11;
Exp C'Encl.,GCpi=O.18 MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 13-7-8,Exterior(2)13-7-8 to
16-7-10 zone;C-C for rn�mbers 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,with BCDIL=1 O.Opsf.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 299 lb uplift at joint 12 and 237 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
---7Rruss Type--
.,Special A0065093
oof Special
ru
—7SS
Job fuss russ ype
7843 T10
Building Component Supply,Green Cove Springs,FL — Job Reference(optional)
Run:7.620 a Apr 30 2015 Print:7.62�O sX
.tr 30 2015 MiTek Industries,Inc.Wed Nov 04 13:04:012015 Page 1
ID:s!eURo5PYhne8lHJQu yXjm-pGPh4nMHh8yR6tCpQBq 1 Ed6jCLKvxnzV8BetiAyMZII
5-11-11 11-11-6 22-"
5-11-11 7-2-6
5-11-11 1 W-2 1 1*2
5.00 F1—2 4X5 Scale 1:43.7
3x4 2X4 11 4x5 4 4x5 3x4 11
1 2 5 6
13
12 13 14
wa W6
IV IV
IV
LLI —
E—
11 10 15 9 16 8 17 18 892N-2t"
7 D26
2x4 11 3x8 3XIS= 3x8— 3x4
0-5-8(0-1-8)
888AK-317# 5-11-11 11-11-6 7 1 1 '0 22-"
Plate Offsets(X,Y)— V:0-1-12 5 5-11-11 1-82 14l-2 7-2-6
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.16 7-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.40 7-8 >664 180
BCLL 0.0 Rep Stress Incr YES WB 044 Horz(TL) 0.03 7 n/a n/a
BCDL 1 0.0 Code FBC2014/TPI2007 (Matrix-M) Weight:158 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-10,5-7
ids that Stabilizers and required cross bracing
ig truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 11=888/0-5-8 (min.0-1-8),7=888/Mechanical
Max Horz 11=-I 3(LC 10)
Max Upliftl 1=-317(LC 8),7=-277(LC 9)
Max Grav 11=888(LC 1),7=892(LC 19)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-11=-838/339,1-12=-680/231,2-12=-680/231,2-13=-6801231,3-13=-680/231,3-4=-843/269,4-5=-858/281,5-14=-26/9,
6-14=-26/9,6-7=-206/148
BOTCHORD 10-11=-1 5/19,10-15=-279/846,9-15=-279/846,9-16=-279/846,B-16=-279/846,8-17=-253f751,17-18=-253f751,
7-18=-253f751
WEBS 1-1 0=-327/965,2-1 0=-414/302,3-1 0=-255f79,3-8=-408/233,4-8=-205/626,5-7=-955/323,5-8=-1 24/153
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 13-7-8,Exterior(2)13-7-8 to
15-3-10 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=10.Opsf.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 317 lb uplift at joint 11 and 277 lb uplift at
joint 7.
8)"Semi-Ogid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
russ russ y�pe Qty y
T11 oof Spa
7843 �R- cial A0065094
7J, ice(optional)
Bu�ildingcomponent Supply,Green Cove Springs,FL Run:7.62?3 r 30 2015 Print 7.620 a Apr 30 2015 Walk industries,lnr_ Wed Nov 04 13:04:012015 Page 1
ID.SiZ
R05PYhne8lHJQu98XOyXjm-pGPh4nMHh8yR6tCpQBq I Ed6jkLKxxmJV8BetiAyMZJi
6-0-11 22-"
6-0-11 74-6
5.00 F1_2 4,5 Scale 1 43.7
3x4 2x4 11 4x5 4 54x5 3x4 11
1 2 6
12 13 T3 14
W3 W7
IV
BP:
15 16 9 17 18 19 894#1-
10 8 7'MD26
2x4 11 3)(8 3x6 3x8— 3x4
0-5-8(0-1-8)
912"19# 6-0-11 12-1-6 -8 1 1§11-10 22-"
JL7
_r
6-0-11 6-0-11 3_2 1-6-2 74-6
Plate Offsets(X,Y)— [5:0-24,0-2-01,[7:0-1-12.0-1-81
LOADING(psD SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.16 7-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.40 7-8 >659 180
BCLL 0.0 Rep Stress Incr YES W13 0.45 Horz(TL) 0.03 7 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Maitrix-M) Weight 159 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-11-11 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at micipt 3-10.5-7
MiTek recommends that Stabilizers and required cross bracing i
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 11=888/0-5-8 (min.0-1-8),7=888/Mechanical [installation guide.
Max Horz 11=-I 1(LC 10)
Max Upliftl 1=-319(LC 8),7=-282(LC 9)
Max Grav 11=912(LC 19),7=894(LC 19)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-1 1=-837/341,1-12=-679/233,2-12=-679/233,2-13=-679/233,3-13=-679/233,3-4=-845/267,4-5=-863/282,5-14=-26/9,
6-14=-26/9,6-7=-210/151
BOTCHORD 11-15=-14/20,10-15=-14/20,10-16=-273/842,9-16=-273/842,9-17=-273/842,8-17=-273/842,8-18=-2521757,
18-19=-252/757,7-19=-252/757
WEBS 1-1 0=-329/961,2-1 0=-420/306,3-1 0=-237f7g,3-8=-414/240,4-8=-224/648,5-7=-959/320,5-8=-1 43/166
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult--11 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 13-7-8,Extedor(2)13-7-8 to
15-1-10 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=1 O.Opsf.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 319 lb uplift at joint 11 and 282 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
e Qty 1ply i
voe
S y
USS
ru
TTlruss
17843 R;oo Sf S pe cp4a I i Refere ce tiona A0065095
-Building Component Supply,Green tovsS�fL__ iJob -_ i
Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Nov 04 13 04:02 2015 Page 1
ID:sieURo5PYhneBIHJQu98XOyXjrn-HSz3H7NwSS41k1 n?zvLHmrfxl kjlgFAeNrNQECYMZlh
5-0-11 10-1-6 1 3-7-8 17-1-10 22-6-0
5-0-11 5-0-11 +_3-�2��_ 3� 5-4-6
5.00 FI-2 4x5 Scale 1:43.7
4 15
3x4 3x4 4x5 4x5 3X4
1 2 14 5 6
T3
13 16
NO
IV,
I V
B1 E EF] 8
9 17 888#/
12 11 10 8 '7iftM
2x4 11 3x4 3x8 3x6— 3x8 2X4 11
0-5-8(0-1-8)
888#/-291# 5-0-11 10-1-6 17-1-10
5-0-11 5-0-11 7-0-3 22-6-0
— —5-4-6
DEFL
LOADING(psD SPACING- 2-0-0 CS1. in (loc) I/defl L/d PLATES GRIP
2
TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.11 8-10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0-24 8-10 >999 180
BCLL 0.0 Rep Stress Incr YES VVB 0.37 Horz(TL) 0.02 7 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:158 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-7-13 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
Fmwe� dst�iizers and required cross bracing
I be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 12=888/0-5-8 (min.0-1-8),7=888/Mechanical L Installationguide.
Max Horz 12=26(LC 11)
Max Upliftl 2=-291(LC 8),7=-233(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-1 2=-842/332, 1-13=-679/232,2-13=-679/232,2-3=-938/308,3-14=-1 074/370,4-14=-1 033/382,4-15=-753/292,
5-15=-796/280,5-16=-680/223,6-16=-680/223,6-7=-849/332
BOTCHORD 11-1 2=-24/32,10-11=-242/679,9-1 0=-247/695,9-17=-247/695,8-17=-247/695,7-8=-7/13
WEBS 1-11=-335/983,2-11=-627/296,2-1 0=-1 14/409,3-1 0=-629/297,4-1 0=-1 74/566,4-8=-96/118,5-8=-560/284,6-8=-313/963
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=l 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.18;MWIFIRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 13-7-8,Exterior(2)13-7-8 to
16-7-8,Interior(l)17-1-10 to 22-4-4 zone,C-C for members and forces&MWIFIRS 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,with BCDL=I O.Opsf.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 291 lb uplift at joint 12 and 233 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
russ russ Type ply AOIX�
T13 Roof Special
Job Reference(optional)
Building Cormp—onent Sup0y�iSreen Cove Springs,FIL Run:7.620 a Apr 30 2015 Print 7.620 a Apr 30 2015 MiTek Industries,Inc.Wed Nov 04 13:04:02 2015 Page 1
B-1-6 13-7-8 ID:s!eURo5PYhneBIHJQu98XOyXjm-HSz3H7NwSS41kI n?zvLHmrfyXkjfgASeNrNQEcyMZJh
-- i 19-1-10 22-6-0
4-2-7 3-1u-15 5-6-2
4x5 Scale 1:43.7
5.00[1-2
4
14 15
2x4 11 4x5 3x4
1 3x4 4x5
13 T3
1 V
Bi LIJ
888#/-2TMD26
10 9 8
12 11
3x4— 3x4 3x6 3x8— 3x4— 2x4 11
0-5-8(0-1-8)
8 -260# 8-1-6 13-7-8 19-11-10 22-6-0
8-1-6 5-6-2 5-6-2 3-4-6
LOADING(psf) SPACING- )L 2j0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.T25 TC 0.41 Vert(LL) -0.11 11-12 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.29 11-12 >915 180
BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.03 7 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:147 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-6-15 oc purlins. except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 9-11-7 oc bracing.
Mit-ek—recommends that—Stabilizers—and required—cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 12=888/0-5-8 (min.0-1-8),7=888/Mechanical Installation guide.__
Max Horz 12=42(LC 11)
Max Upliftl2=-260(LC 8),7=-233(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-12=-107175,1-13=-22/0,2-13=-22/0,2-3=-1 043/324,3-14=-841/297,4-14=-781/309,4-15=-781/309,5-15=-841/298,
5-6=-549/179,6-7=-866/313
BOTCHORD 11-12=-2501663,10-11=-343/1053,9-10=-343/1053,8-9=-189/571,7-8=-3/6
WEBS 2-12=-960/358,2-11=-136/589,3-11=-300/182,3-9=-455/144,4-9=-16/333,5-9=-54/226,5-8=-693/310,6-8=-310/956
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.11;
Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 13-7-8,Exterior(2)13-7-8 to
16-7-8,Interior(l)19-1-10 to 22-4-4 zone;C-C for members and forces&MWIFIRS for reactions shown;Lumber DOL=11.60 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 260 lb uplift at joint 12 and 233 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
russ russ ype
�110 Tl 4__Roof Special -AO065097
Spmnp,—FL A�Rerllemwloptional)
Building Component Supply,Green Cove Run:f.tjzu a Psor 30 2U15 Print 7.620 a Apr 30 20V —
MI-Tek Industries,Inc. Wed N 04 13:04:02 2015 Pagel
ID:SieURo5PYhne8lHJQu98XOyXjm-HSz3H7NwSS41k1 n ov
?zvLHmrft,ukg2gDTeNrNQEcyMZlh
6-1-6 13-7-8 21-1-10 22
6-1-6 7-6-2 7-6-2 1
4x5— Scale 1:43.7
5.00 F,_2 3
12 13
2x4 11
3x5 4x5 4x5
4 5
I V
I V
Hi
92---
8 888#/-2TMD26
10 9 7 6
2x4 11 3x4 3x6— 3x8 3x5
0-5-8(0-1-8)
888A��233# �6-1-6i_�����
13-7-8 21-1-10 22
�t
7-6-2 7-6-2
Plate Offsets(X,Y)— [2:0-2-8.0-241,[4:0-24,0-2-01,[6:0-2-0,0-1-81,—[9:01-12,0-1-81
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) Ildefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.15 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(TQ -0.39 6-7 >689 180
BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 6 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:132 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 9-7-12 oc bracing.
OTHERS 2x4 SP No.3 WEBS T-Brace: 2x4 SP No.3-2-7
Fasten(2X) T and I braces to narrow edge of web with 1 Od(0.131"x3")
nails,6in o.c.,with 3in minimum end distance.
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) 10=888/0-5-8 (min.0-1-8),6=888/Mechanical
Max Horz 1 0=-57(LC 10)
Max UpliftlO=-233(LC 12),6=-233(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-10=-835/320,1-11=-1106/344,2-1 1=-1106/344,2-12=-894/298,3-12=-791/313,3-13=-791/309,4-13=-894/294,
4-5=-34/0,5-6=-81/100
BOTCHORD 9-10=-41170,8-9=-364/1127,7-8=-364/1127,6-7=-122/318
WEBS 1-9=-390/1268,2-9=-541/278,2-7=-462/170,3-7=0/322,4-7=-101/477,4-6=-944/411
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.11;
Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 13-7-8,Exterior(2)13-7-8 to
16-7-8,Interior(l)21-1-10 to 22-4-4 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)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 233 lb uplift at joint 10 and 233 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)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
1 A0065098
7843 T15 Roof Special 1 1 Job Reference(optionajl
Building Component Supply,Green Gove Springs,IFIL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Wed Nov 04 13:04:03 2015 Page 1
ID:sieURo5PYhne8lHJQu98XOyXjm-IfXRVrOYDmC8MALCXcsWJ2B7h8—FPcWocU7 n2yMZg
13-7-8 17-11-0 22-6-0
44" 4-3-8 4-7-0
4x5 Scale 1:43.3
4
5.00 F1 I
3x4 13 14 3x4
3 5
15
2)(4 11
3x4 4x5 8
TI
12 '1
cli
IV
I V, c,
----BT_
10 9 8 888#/-2 D26
3x6=
2x4 11 3x8 3x8 3x4
0-5-8(0-1-8)
888#/-231# 4:4�8 13-7-8 22-"
4_1 9-6-2 8-1"
-Plate Offsets(X,Y)-- [1:0-1-1 0-1-81,[7:0-1-12,0-1-81,[10:0-2-12,0-1-
LOADING(ps� SPACING- 2-0-0 CS1. DEFL. in (loc) Ildefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25
TC 0.39 Vert(LL) -0.16 8-10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.42 8-10 >631 180
BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.03 7 n/a n/a
BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:135 lb FT=20%
LUMIBEIR- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-11-0 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD 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) 1 1=888/0-5-8 (min.0-1-8),7=888/Mechanical
Max Horz 11=71(LC 11)
Max Upliftl 1=-231(LC 12),7=-235(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-11=-874/291,1-12=-1 058/300,2-12=-1 058/300,2-3=-1 240/396,3-13=-850/320,4-13=-791/335,4-14=-791/345,
5-14=-848/329,5-15=-28/60,6-15=-74/51,6-7=-1 24/107
BOTCHORD 10-11=-66/72,9-1 0=-321/977,8-9=-321/977,7-8=-214/638
WEBS 1-1 0=-357/1291,2-1 0=-719/305,3-1 0=42/219,3-8=-397/224,4-8=-1 12/405,5-8=0/212,5-7=-922/319
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.11;
Exp C;Encl.,GCpi=O.l 8;MWIFIRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 13-7-8,Exterior(2)13-7-8 to
16-7-8 zone;C-C for members and forces&MWIFIRS 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 231 lb uplift at joint 11 and 235 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
Job Truss russ I ype �A0065099 I
7843 T16 Roof Special 1 1
7 � Job Reference( ptional)
Building Component Supply,Green Cove Springs,FIL Run:7.620 a Apr 30 2015 Print:7.620 s Apr3O 2015 MiTek Industries,Inc.Wed Nov 04 13:04:03 2015 Page 1
ID:sieURo5PYhne8lHJQu98XOyXjm-ffXRVrOYDmC8MALCXcsWJ2BiB8lAPcjocLJLn2yMZIg
2-1-6 6_11" 13-7-8 17-11-0 22-"
4-10-2
6-8-0 4-3-8 4-7-0
4x5 Scale 1:43.3
5
5.00 F1_2 13 14 3X4
6
3x4 15
4
2X4 11
3x5 7
2x4 I I 4x5 IV
IVI
E_ B2
10 888#/-23M D26
12 11 9 8
3x4 I I 4x5 3x6 3x8— 3x4
0-5-8(0-1-8)
888�-2201-66 6-11-8 13-7-8 I:r2 22-641
2_, 4-10-2 B-8-0 0_10 6-11-14
Plate Offsets(X,Y)— [8:0-1-12,0-1-81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 T Vert(LL) -0.16 8-9 >999 240 MT20 244/190
Lumber DOL I C 0�6
TCDL 10.0 1.25 BC 0 7 Vert(TL) -0.41 8-9 >654 180
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.03 8 n/a n/a
BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Weight:134 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-7-8 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 9-6-8 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 12=888/0-5-8 (min.0-1-8),8=888/Mechanical
Max Horz 12=82(LC 11)
Max Upliftl 2=-228(LC 12),8=-238(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 3-12=-820/302,1-3=-68/48,1-2=-108/168,2-3=-1437/480,2-4=-1252/388,4-13=-878/318,5-13=-792/329,5-14=-792/354,
6-14=-843/339,6-15=-41/60,7-15=-79/51,7-8=-130/109
BOTCHORD 11-12=-147/284,10-11=-372/1137,9-10=-372/1137,8-9=-216/632
WEBS 3-11=-232/889,4-11=-20/146,4-9=-499/217,5-9=-59/366,6-9=0/222,6-8=-906/324
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasc1=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-1-12,Interior(l)2-1-12 to 13-7-8,Exterior(2)13-7-8 to
16-7-8 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.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 228 lb uplift at joint 12 and 238 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.
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 Truss Type
T17 Roof Special
�Qty 7:J b Reference(optional)
Building Component Supply,Green Cove Springs,FIL
Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTelk Indu s Inc.Wed Nov G4 13:04:03 2015 Page 1
ID:sieURo5PYhneBIHJQu98XOyXjrn-ffXRVrOYDmC8MALCXcsWJ2B56819PcjocU7–n2yMZIg
0-1-6 6-11-8 13-7-8 17-11-0 22-6-0
6-10-2 6-8-0 4-3-8 4-7-0
4x5 Scale 1:42.8
3
5.00F12 12 13 3x4
4
3x4 14
2x4 11
5
I V
3x5
Bi — B2
8 7 8�"TMD26
10 9 6
3x4 1: 4x5 3x6 3x8 3x4
0-5-8(0-1-8)
888#L225# 6-11-8 13-7-8 22-6-0
6-11-8 6-8-0 8-10-8
Plate Offsets(X,Y)-- [1:0-2-0,0-1-81,[6:0-1-12,0-1-81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.16 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.41 6-7 >653 180
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.03 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 130 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-5-4 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 9-4-10 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 10=888/0-5-8 (min.0-1-8),6=888/Mechanical
Max Horz 1 0=94(LC 11)
Max Upliftl 0=-225(LC 12),6=-241(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-1 0=-820/321,1-11=-1 309/394,2-11=-1 239/409,2-12=-879/317,3-12=-791/339,3-13=-791/356,4-13=-843/341,
4-14=-41/60,5-14=-79/50,5-6=-129/109
BOTCHORD 9-1 0=-1 46/193,8-9=-384/1144,7-8=-384/1144,6-7=-218/632
WEBS 1-9=-266/1007,2-9=-39/139,2-7=-508/229,3-7=-70/368,4-7=0/221,4-6=-906/330
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasc1=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf-I h=25ft,B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 13-7-8,Exterior(2)13-7-8 to
16-7-8 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)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 225 lb uplift at joint 10 and 241 lb uplift at
joint 6.
7)"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
T18 Piggyback Base ob Reference(op
—7:17�L tional)
Building Component Supply,Green Cove Springs,FL Run:7.620 a V30 2015 Print:7.620 s Apr 30 2015 Mi7ek Industries,Inc.Wed Nov 04 13:04:03 2015 Page 1
ID:xKrYIP UzYdpeNUPPgzTyZQ*ffXRVrOYDmC8MALCXcsWJ2B3g8yiPhlocU7—n2yMZlg
6-3-3 12-2-13 18-2-8 25*15 32-10-13
6-3-3 5-11-11 5-11-11 7-2-7 7-5-15
1 5 8
3 - �cale 1:56.5
7
16 7 8 4 19
3x6 3x6
C W2 W2 W4 W7
iI NV3
19 ZW4
HI FTJ H2
9
14 21 13 22 23 VV5 FL11 FIA 24 —A
16 -2 n 301#/-140#
U4 3)(6 U4 11 10 9 JUS24
0-5-8(0-1-8) 0-54*148) 0-k§PA-8) 3x4
727#/-218# 1 Z44W357# 500#/-70#
91`3_0 17-11-12 18-2-8 25-3-12 32-10-13
9-3-0 B-8-12 0-2-12 7-1-4 7-7-1
Plate Offsets(X,Y)— [112:0-4-12,Edge]
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.2313-15 >971 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(TQ -0.4713-15 >467 180
BCLL 0.0 Rep Stress Incr YES WB 0 1 42 Horz(TL) 0.01 9 n/a n/a
BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Weight:255 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOTCHORD 2x4 SP No.2*Except* end verticals.
B3:2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
WEBS 2x4 SP No.3 1 Row at midpt 5-12
WEBS 1 Row at midpt 1-15,8-9,2-15,3-12,6-12,6-10,6-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 15=671/0-5-8 (min.0-1-8),9=301[Mechanical,10=419/0-5-8 (min.0-1-8),12=1217/0-5-8 (min.0-1-8)
Max Upliftl5=-218(LC 8),9=-140(LC 9),10=-70(LC 9),12=-357(LC 12)
Max Gravl6=727(LC 17),9=301(LC 1),10=500(LC 17),12=1244(LC 17)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-15=-155/108,1-16=-1311,2-16=-13/1,2-17=-381/83,3-17=-381/83,3-18=-30/99,4-18=-30/99,4-5=-30/99,5-19=-29/101,
6-19=-29/101,6-20=-1 1/4,7-20=-1 1/4,7-8=-1 1/4,8-9=-1 85/128
BOTCHORD 14-15=-111/335,14-21=-111/335,13-21=-111/335,13-22=-90/289,22-23=-90/289,12-23=-90/289,11-12=0/116,
5-1 2=-385/225,10-11=-211/0,10-24=47/50,9-24=47/50
WEBS 2-15=-576/195,2-13=0/209,3-13=0/307,3-12=-692/214,10-12=-23/199,6-12=-218/113,6-1 0=-259/158,6-9=-67/72
NOTES-
1)Wind:ASC E 7-10;Vult=130 mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCD L=5.Opsf,h=25ft;B=45ft;L=33ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-1-12 to 3-5-4,Interior(l)3-5-4 to 32-9-1 zone;C-C for members and
forces&MWFRS for reactions shown;Lumber DOL=11.60 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,with BCDL=1 O.Opsf.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 218 lb uplift at joint 15,140 lb uplift at joint 9,
70 lb uplift at joint 10 and 357 lb uplift at joint 12.
7)"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 russ Type ply
7843 T19 Piggyback Base 1 �Job Reference(optional)
Building Component Supply,Green Cove Springs,FIL Run:7
,670 ApSr30 2015 Print:7.620 s Apr 30 2015 Mi-rek Industries,Inc. Wed Nov 04 13:04:04 2015 Page 1
xy,p k?UzYdpeNUPPgzTyZQkkDr5pioPA-3K?zKwO5KOIsGkFbYM888exq8sXJUyMzff
12-2-13 18-2-8 25-6-10 3
5-11-11 5-11-11 7-4-2
1 21 2 3422 23 5 6 724 25 8 5x6 Scale 1:64.8
i i H
VV5 30.00 L12
IX 3 1
Vor 60 0-oo L C6
5.60 L1 2
1__
U5
8x12
Fil HY rt- H
�3' 9
26 27 19 28 18 29 -9
�10 3x4 3x6 9'7F:16 14 13
0-5-�01_-8) 0-5-V41TI13) 0-53W-1-8) 0-3-8(0-1-8)
770#/-259# 1152g�U# 3x6 663#/-88# 303#/-196#
4x5
18-"
9-3-0 17-11-12 yjj-8 25-6-10 32-7-0 32�1113 �-_O
9-3-0 B-8-12 0-2M2 7-3-10 7-" t13
0-0-8
Plate Offsets(X,Y)- [3:0-2-12,0-3-01,[10:1-0-4,0-0-11,[17:04-12,EdgeJ_
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (Ioc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.20 19-20 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.41 19-20 >530 180
BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.02 10 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:288 Ib FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOTCHORD 2x4 SP No.2*Except* end verticals.
131:2x4 SP No.1,133:2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
WEBS 2x4 SP No.3 1 Row at midpt 5-17
SLIDER Right 2x6 SP No.2 1-8-2 WEBS 1 Row at midpt 1-20,2-20,4-17,7-17,7-13,8-13
[-MiTek�recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation ouide.
REACTIONS. (lb/size) 20=66810-5-8 (min.0-1-8).17=1 449/0-5-8 (min.0-1-13),13=57610-5-8 (min.0-1-8),1 0=303/0-3-8 (min.0-1-8)
Max Horz 20=-420(LC 12)
Max Uplift2O=-259(LC 12),17=-312(LC 12),13=-88(LC 12),10=-196(LC 12)
Max Grav 20=770(LC 18),17=1 527(LC 17),13=663(LC 18),1 0=303(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-20=-155/110,1-21=-12/2,2-21=-12/2,2-3=-423/169,3-4=-423/169,4-22=-78/157,22-23=-78/157,5-23=-78/157,
5-6=-78/159,6-24=-78/159,7-24=-78/159,7-25=-202/227,8-25=-202/227,8-10=-199/195,9-10=-3/5,10-1 1=0/44
BOTCHORD 20-26=-97/425,26-27=-97/425,19-27=-97/425,19-28=-79/360,18-28=-79/360,18-29=-79/360,17-29=-79/360,
16-17=0/126,5-17=-393/235,15-16=-174/9,14-15=-174/9,14-30=-49/251,13-30=49/251,12-13=-142/221,
10-12=-167/236
WEBS 2-20=-626/296,2-19=-9/204,4-19=0/326,4-17=-730/119,14-17=-10/377,7-17=-515/187,7-14=0/301,7-13=-324/90,
9-13=-233/63,8-9=-244/63
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft;B=45ft;L=37ft;eave=5ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-9-11,Interior(l)3-9-11 to 32-10-13,Exterior(2)32-10-13
to 36-1-14 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,with BCDL=1 O.Opsf.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 259 lb uplift at joint 20,312 lb uplift at joint
17,88 lb uplift at joint 13 and 196 lb uplift at joint 10.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)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 I russ russ Type Qty Ply
7843 T20 ggyback Base 1 5 1 JJob Reference(optional) A0065103
Building Component Supply,Green Cove Springs,FL Run:7.620 a Apr 30 2015 Print:7.620 a Apr 30 2015 Mi-relk Industries,Inc.Wed Nov 04 13:04:04 2015 Pa
ID:xKrYipSk?UzYdpeNUPPgzTyZQkj-Dr5pioPA 3K?zKwO5KOIsGkAPYNR8?Oxq8sXJUM
42-013 %�l f7
.1
1Z
�10 8-84
2x4 11 Scale 1:87.6
3x5 3x6= 3x5 3x6 3x5—
6X6 3 5 25 6 7 26 27 8 9 10 2829 11 6x6
30.00[-12
VV5 50 Ll 2
V[/
4x5
8X1,
W4 W5
k E 5w LL2-
2 Vill W1 V V VA Vil
4X5 4 2 4x5
8x:1 2 8x12
2
00 1 214 J H 14
24 23 30 22 31 21 0 32 33 18 17 34 15
0-5-%0-1- 4j)�2- 19
WJ 0 5-8(T1-8D,3-8(o-1-
1 3)(6 1T
601#-20a 2x4 I I 3x5 20 3x5 3x5 104J*-fI7#437#1-291
3x8—
42-3-6
3,� 10-1-12 IS117-4 3a-6-9 41-11-0 42-2-13 45-11-0
0-�:13 3-7-9
3 8-
0-0-9
Plate Offsets(X,Y)— [2:1-0-4,0-0-1],[3:0-3-4,0-1-0],[11:0-34,0-1-0],[13:1-0-4,0-0-11,[16:0-2-0,0-0-81
LOADING (psf) SPACING- 2-0-0 CS1. DEFIL. in (loc) I/defi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.13 19-20 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.27 19-20 >999 180
BCLL 0.0 Rep Stress Iner YES WB 0.99 Horz(TL) 0.04 13 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight:350 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 6-0-0 oc bracing:13-16.
SLIDER Left 2x6 SP No.2 1-6-3,Right 2x6 SP No.2 1-8-2 WEBS 1 Row at midpt 3-22,5-20,7-20,8-20,10-19,10-17,11-16
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=579/0-5-8 (min.0-1-8),20=1991/0-3-8 (min.0-2-9),13=436/0-3-8 (min.0-1-8),16=830/0-5-8 (min.0-1-8)
Max Horz 2=4311(LC 10)
Max Uplift2=-206(LC 12),20=-561(LC 12),13=-291(LC 12),16=-87(LC 12)
Max Grav 2=601(LC 17),20=2163(LC 17),13=437(LC 22),16=1 048(LC 17)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 2-3=-522/222,3-5=-247/205,5-25=-6/287,6-25=-6/287,6-7=-6/287,7-26=-6/287,26-27=-6/287,8-27=-6/287,
8-9=-594/337,9-10=-594/337,10-28=-738/409,28-29=-738/409,11-29=-738/409,11-13=-338/293,12-13=-5/16,
13-14=0/44,1-2=0/44,2-4=-8/0
BOTCHORD 2-24=-212/297,23-24=-246/336,23-30=-247/335,22-30=-247/335,22-31=-200/266,21-31=-200/266,20-21=-200/266,
20-32=-53/603,19-32=-53/603,19-33=-99/717,18-33=-99f717,17-18=-991717,17-34=-1 07/185,16-34=-1 07/185,
15-16=-1 04/181,13-15=-1 34/192
WEBS 4-23=-56/217,3-4=-82/234,3-22=-137/100,5-22=-14/335,5-20=-797/256,7-20=454/270,8-20=-1235/388,8-19=0/491,
10-19=-217/109,10-17=-410/257,11-17=-224/917,12-16=-796/148,11-12=-810/147
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=46ft;eave=6ft;Cat.11;
Exp C;Encl.,GCpi=O.l 8;MWIFIRS(directional)and C-C Exterior(2)-1-6-0 to 0-5-1,Interior(l)0-5-1 to 3-8-3,Exterior(2)3-8-3 to 45-5-15,
Interior(l)45-5-15 to 47-6-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=11.60
3)Provide adequate drainage to prevent water poncling.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=1 O.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 206 lb uplift at joint 2,561 lb uplift at joint 20,
291 lb uplift at joint 13 and 87 lb uplift at joint 16.
7)"Semi-rigid pitchbrealks including heels"Member end fixity model was used in the analysis and design of this truss.
8)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
-7 russ
-- --Tv- Ivy A:�M104
russ iss P
T21 �"-g!g:.'y1P'.-.'.ctural Gable COMMON I I Gable 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 MiTeK industries,Inc.Wed Nov 04 13:04:05 2015 Page i
ID:xKrYipSk?UzYdpeNUPPgzTyZQkj-h1 fBw8PoINSsbUVafl v-OTHNgyjptZF43oo4rxyMZle
10-1-12 1677-4 -4 26-9-12 34-6-5 42-2-13 45-11-0 7-�
7�i ��7&8 ��3-83 �16-0
6-5-8 2%'
Scale 1:85.5
3x5 3x6 3x5 5x6= 3 5- 5x6
6,B 3 5 48 6 7 49 50 8 9 10 51 52 11
30-00 F1-2 W4 81( C'
CS
1 -T6 ;).W[IL c6
2 S 4 1,
4::x5 4
8x1 2/1 13
HVV2- 15 Go
I
T7
C3
56 7
33 53 54 30 29 55 28 26 25 24 23 22 21 20 19 18 17
32 31 2 2 2 -1-2
0J&/8&j=V jW%
0 5 0-1 2ja 3x62t�=&-# / #/ 1 2 /-2 a
9-8-20V OM10
6 3x5 - 1 --4 3x5
3x8-
W 16-7-4 26-9-12 42-2-1
-10-2-8
Plate Offsets (,Y)- [2:1-0-4,0-0-11.1`3:0-3:�V,-0-1-0],[9:0-3-0,0-3-4],113:1-0-9,Lagel
DEFIL
LOADING (pso SPACING- 2-0,-0 CSI. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 ert( 15 28-29 >999 240 MT20 244/190
V LL) -0.
TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.30 28-29 >605 180
BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.04 13 n/a n/a Weight:444 lb FT=20%
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M)
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-29,7-29,8-29,8-28,10-24,12-18
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x6 SP No.2 1-6-3,Right 2x6 SP No.2 1-8-2 be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=661/0-5-8 (min.0-1-8),29=1 568/0-3-8 (min.0-2-0),24=784/14-4-8 (min.0-2-7),19=22/14-4-8 (min.0-2-7),
20=28/14-4-8 (min.0-2-7),21=27/14-4-8 (min.0-2-7),22=24/14-4-8 (min.0-2-7),23=34/14-4-8 (min.0-2-7),
25=-70/14-4-8 (min.0-2-7),26=1 23/14-4-8 (min.0-2-7),17=-4/14-4-8 (min.0-2-7),1 8=62114-4-8 (min.0-2-7),
13=681/14-4-8 (min.0-2-7)
Max Horz 2=-446(LC 10)
Max Uplift2=-203(LC 12),29=-420(LC 12),24=-324(LC 12), 19=4 6(LC 12),25=-1 19(LC 3),17=-354(LC 12),18=-276(LC
12),13=-283(LC 11)
Max Grav2=697(LC 17),29=1684(LC 17),24=824(LC 17),19=81(LC 18),20=80(LC 16),21=82(LC 16),22=71(LC 16),
23=106(LC 16),26=254(LC 16),17=339(LC 11),18=364(LC 11),13=684(LC 17)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 2-3=-593/251,3-5=-273/221,5-48=-28/141,6-48=-28/141,6-7=-28/141,7-49=-28/141,49-50=-28/141,8-60=-28/141,
8-9=-325/216,9-1 0=-325/216,10-51=-1 45/138,51-52=-145/138,11-52=-1 45/138,13-14=-40/0,13-15=0/45,1-2=0/44,
2-4=-9/0,11-12=-263/209,12-13=-470/282
BOTCHORD 2-33=-209/344,32-33=-242/380,32-53=-244/379,31-53=-244/379,31-54=-187/376,30-54=-187/376,29-30=-187/376,
29-55=-1 29/435,28-55=-1 29/435,28-56=-267/440,27-56=-267/440,26-27=-267/440,25-26=-267/440,24-25=-267/440,
23-24=-267/440,22-23=-267/440,21-22=-267/440,20-21=-267/440,19-20=-267/440,18-19=-267/440,17-18=-267/440,
16-17=-267/440,13-16=-352/574
WEBS 4-32=-72/215,3-4=-101/234,3-31=-77/129,5-31=0/237,5-29=-680/263,7-29=452/269,8-29=-670/180,8-28=-45/171,
10-28=-119/330,10-24=-720/413,12-18=-441/390
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft,B=45ft;L=46ft;eave=6ft;Cat.11;
Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 0-5-1,Interior(l)0-5-1 to 3-8-3,Exterior(2)3-8-3 to 45-5-9,
Interior(l)43-8-9 to 47-5-0 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 ANSI1TPI 1.
4)Provide adequate drainage to prevent water ponding.
5)All plates are 2x4 MT20 unless otherwise indicated.
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members,with BCDL=1 O.Opsf.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 203 lb uplift at joint 2,420 lb uplift at joint 29,
324 lb uplift at joint 24,16 lb uplift at joint 19,119 lb uplift at joint 25,354 lb uplift at joint 17,276 lb uplift at joint 18 and 283 lb uplift at
COMIRUR-on page 2
Qty �Pl
e y
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j S yp
'uss ru
A0065104
jpirgQS:y1 LBaseStructural Gable COMMON I I Gable I Gable 1 :
2� JoblReference(o ional)
Building Component Supply,Green Cove Springs,FL ____ —-__ --- I en _(_Rt__
Run:7.620 s Apr 30 2�nt:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Nov-04 13-04 05 2015 Page 2
NOTES- lD:xKrYlpSk?UzYc1peNUIPPgzTyZQk�h 1 fBw8POINSsbUVafl v—OTHNgyjptZF43oo4rxyMZle
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.
LOAD CASE(S) Standard
Job Truss
A0065105
7843 T22 pported Gable 1 Job Rafe...(optional)
TI,.U.Is S,1 7-Y-P.,5 S Qty Ply
Building Component Supply,Green Cove Springs,FIL Run:7.620 a Apr 30 2015 Print 7.620 a Apr 30 2015 MiTelk Industries,Inc.Wed Nov 04 13:04:06 2015 Page 1
ID:xKrYipSk?UzYdpeNUPPgzTyZQk�9DCa7UQQWhajDe4nC[QDxhpkgMClc87EISLeNNyMZld
O-N 1 144)-0 24-6-5
0- 13-9-5 10-&5
4x5 Scale 1 40.4
11
12
13
5.00 F1-2 14 40 14
7 15
6 16 41
5 17
S ST10 IT) 18
3 4 T T F ST IT3 STF cT3 IT5 19
2ST
H -9L-HI GL-0 1 H' 01
4x5 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20
3x6=
=15 24-6-5
00�5 24-6-5
Plate Offsets(X,Y)- [1:Edg%0-1_-6j
LOADING(psf) PACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 late Grip DOL 1.25 TC 0.05 Vert(LL) n1a n/a 999 MT20 244/190
)OT- T-sp
9
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 0.06 Horz(TL) 0.00 20 n/a n/a
de
BCDL 10.0 Co FBC2014fTP12007 (Matrix) Weight:163 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
WEDGE be installed during truss erection,in accordance with Stabilizer
Left:2x4 SP No.3 Installation guide.
REACTIONS. (lb/size) 1=55/24-6-5 (min.0-2-4),20=37/24-6-5 (min.0-2-4),28=99124-6-5 (min.0-24),29=110/24-6-5 (min.0-24),
31=106/24-6-5 (min.0-2-4),32=107/24-6-5 (min.0-24),33=107/24-6-5 (min.0-2-4),34=107/24-6-5 (min.0-2-4)
,35=106/24-6-5 (min.0-24),36=109/24-6-5 (min.0-24),37=96/24-6-5 (min.0-2-4),38=140/24-6-5 (mirl
,27=110/24-6-5 (min.0-2-4),26=106/24-6-5 (min.0-24),25=107/24-6-5 (min.0-24),24=107/24-6-5 (min.
0-24),23=106/24-6-5 (min.0-24),22=109/24-6-5 (min.0-2-4),21=99/24-6-5 (min.0-24)
Max Horz 1=72(LC 11)
Max Upliftl=-3(LC 10),29=-1 1(LC 12),31=-22(LC 12),32=-1 8(LC 12).33=-1 8(LC 12),34=-1 8(LC 12),35=-1 8(LC 12),
36=-1 9(LC 12),37=-1 6(LC 12),38=-34(LC 12),27=-1 1(LC 12),26=-22(LC 12),25=-1 8(LC 12),24=-1 8(LC 12),
23=-19(LC 12),22=-17(LC 12),21=-30(LC 12)
Max Gravl=72(LC 18),20=37(LC 1),28=104(LC 17),29=111(LC 21),31=107(LC 21),32=107(LC 1),33=107(LC 21),
34=107(LC 21),35=106(LC 21),36=109(LC 1),37=96(LC 21),38=140(LC 21),27=111(LC 22),26=107(LC 22),
25=107(LC 1),24=107(LC 1),23=106(LC 22),22=109(LC 1),21=100(LC 22)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=-81173,2-3=-68/61,3-4=-61/60,4-5=-56/59,5-6=-50/84,6-7=44/110,7-8=42/136,8-39=-50/157,9-39=-41/16 1,
9-10=-60/188,10-11=-68/209,19-20=-28/17,11-12=-68/210,12-13=-60/189,13-40=41/162,14-40=-50/157,
14-15=-42/137,15-16=-33/111,16-41=-1 9/84,17-41=-24/80,17-18=-1 7/46,18-1 9=-1 3/12
BOTCHORD 1-38=-2/10,37-38=-2/10,36-37=-2/10,35-36=-2/10,34-35=-2/10,33-34=-2/10,32-33=-2/10,31-32=-2/10,30-31=-2/1 0,
29-30=-2/10,28-29=-2/10,27-28=-2/10,26-27=-2/10,25-26=-2/10,24-25=-2/10,23-24=-2/10,22-23=-2/10,21-22=-2/1 0,
20-21=-2/1 0
WEBS 11-28=-84/0,1 0-29=-84/82,9-31=-80187,8-32=-80/53,7-33=-80/53,6-34=-80/54,5-35=-80/53,4-36=-81/54,3-37=-74/64,
2-38=-1 02/133,12-27=-84/82,13-26=-80/87,14-25=-80/53,15-24=-80/53,16-23=-80/57,17-22=-81/87,18-21=-75/99
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vul"- 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=25ft;eave=2ft;Cat.11;
Exp B;Encl.,GCpi=O.18;MWFRS(directional)and C-C Comer(3)0-4-1 to 3-4-0,Exterior(2)3-4-0 to 14-0-0,Comer(3)14-0-0 to 17-0-0
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 ANSIITPI 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.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.
Continued on page 2
Job __[Truss lype
7843 Roof Special Supported Gable A0065105�
— -_I JobReference,(optional) ___1
—guiding-component Supply,Green Cove Springs.FIL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Nov 04 13:04:06 2015 Page 2
ID:xKrYipSk?UzYdpeNUPPgzTyZQk�9DCa7UQQWhajDe4nCIQDxhpk9MC1 c87EISLeNNYMZld
NOTES-
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3 lb uplift at joint 1,11 lb uplift at joint 29,22 lb uplift at joint 31,18 lb uplift at joint
32,18 lb uplift at joint 33,18 lb uplift at joint 34,18 lb uplift at joint 35,19 lb uplift at joint 36,16 lb uplift at joint 37,34 lb uplift at joint 38,11 lb uplift at joint 27,22 lb uplift at joint
26,18 lb uplift at joint 25,18 lb uplift at joint 24,19 lb uplift at joint 23,17 lb uplift at joint 22 and 30 lb uplift at joint 21.
10)"Semi-rigid pitchbrealks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
y18
A0065
—1 4
Truss I 7r.u.Is S,IT Qty ply Job Reference(optional)
T23
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Pnnt:7.620 s Apr 30 2015 Milrek Industries,Inc,Wed Nov 04 13 04 06 2015 Page 1
ID:xKrYipSk?UzYdpeNUPPgzTyZQkj-9DCa7UQQVVnajDe4nCIQDxhpbTMOhcOlEISLeNNyMZld
D-2,11 7-1-6 14-0-0 19-1-7 20-10-4
0-2-11 6-10-10 6-10-10 5-1-6 1-8-14
4x5 Scale=1:42.0
4
5.00 F12 16 17
2x4 3x4
3 5 18
2X4 11
CC
4x5
2
1
I I B1 — _TTT_ B2
1!��J 10 9 19 8 975#/-1
4x10 11 3x4 3x6 3x4— 7
3x4—
0-5-8(0-1-8)
97*VkIQB# 8-3-7 10- 16-3-2 1 L7-1-102 24-&5
0-01-14 8-2-9 t 1%13 5-11-14 6-9-9
Plate Offsets(X,Y)-- [1:0-3-8,Edgel,[7:0-1-12,0-1-81
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.16 10-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.41 10-13 >707 180
BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.06 7 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M Weight:123 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
SLIDER Left 2x6 SP No.2 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=975/0-5-8 (min.0-1-8),7=975/Mechanical
Max Horz 1=70(LC 11)
Max Upliftl=-1 06(LC 12),7=-1 1 O(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=-996/0,2-15=-1 669/294,3-15=-1 548/315,3-16=-1 389/266,4-16=-1 297/279,4-17=-1 047/250,5-17=-1 139/237,
5-18=-24147,6-18=-48/37,6-7=-51/39
BOTCHORD 1-1 0=-267/1481,9-1 0=-1 21/939,9-19=-1 21/939,8-19=-1 21/939,7-8=-1 69/890
WEBS 3-1 0=-421/179,4-1 0=-44/546,4-8=-1 1/167,5-8=0/222,5-7=-1 227/248
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft L=25ft;eave=4ft;Cat.11
Exp B;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(l)3-0-0 to 14-0-0,�xterior(2)14-0-0 to 17-6-0
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,with BCDL=1 O.Opsf.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 lb uplift at joint I and 110 lb uplift at joint
7.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
russ russ ype A0065107
77843 T24 Common 3 renm"o tional) 0
_Wsjj46��U_J�iN.07 2015 Page I
n Cove Springs,FL R,,n*7 0 s Apr pr 30 2015 MiTek Industries Inc
ID:xKrYipSk?UzYdpeNUHFgZ I YzQkj-dQmyKqR2H-iaqofz�iSiStuMmTlMxLSXNV\ro5BWpyMZIC
7-1-12 14-0-0 20-10-4 24�
7-1-12 6-10-4 6:104 3-8-1
Scale=1:42.0
4x5
4
17
5.00 F-12 16
3x4
2x4 5 18
3
20 11
6
4x5 15
2
i
I 1 19 6 975#/-YD#-
10 9 7 HD26
410 1: 30 3x6 30 30-
0-5-8(0-1-8) 7t 2 24-&5
97 10-3-4 14-" 13_8 1-2 6-9-9
10-3-4 3-8-12
PI e Offsets(X,)D— [170-3-8,F-agel,1t:u-i-12,0- -81
------- DEFL. in (loc) I/defl L/d PLATES GRIP
LOADING(ps� SPACING- 2-0-0 CS1. 3 >999 240 MT20 244/190
TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.16 10-1
TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.41 10-13 >706 180
7 n/a n/a
BCLL 0.0 Rep Stress Incr YES WB 0.56 1 Horz(TL) 0.06 Weight:123 Ib FT 20%
BCDL 10.0 Code FBC2014fTPI2007 (Matrix-M)
BRACING-
LUMBER- TOPCHORD Structural wood sheathing directly applied or 3-8-13 oc purlins, except
TOPCHORD 2x4 SP No.2 end verticals.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 F-mi-T—ek reco-m—memi-s that—Stabilizers and required cross bracing
SLIDER Left 2x6 SP No.2 1-6-0 be installed during truss erection,in accordance with Stabilizer
L Instakatio
Aguide.
REACTIONS. (lb/size) 1=975/0-5-8 (min.0-1-8),7=975/Mechanical
Max Horz 1=70(LC 11)
Max Upliftl=-1 06(LC 12),7=-1 1 O(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=-995/0,2-15=-1668/293,3-15=-1 546/315,3-16=-1 389/266,4-16=-1298/279,4-17=-1 047/250,5-17=-1 138/237,
5-18=-24/47,6-1 8=-48/37,6-7=-50/39
BOTCHORD 1-1 0=-266/1479,9-1 0=-1 21/938,9-19=-1 21/938,8-19=-1 21/938,7-8=-1 70/890
WEBS 3-1 0=-420/178,4-1 0=-45/548,4-8=-1 1/167,5-8=0/222,5-7=-1 227/248
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.opsf;BCDL=5.Opsf;h=25ft,B=45ft;L=25ft;eave=4ft,Cat.11,
Exp B;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(l)3-0-0 to 14-0-0,Exterior(2)14-0-0 to 17-0-0
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,with BCDL=1 O.Opsf.
5)Refer to girder(s)for truss to truss connections. late capable of withstanding 106 lb uplift at joint 1 and 110 lb uplift at joint
6)Provide mechanical connection(by others)of truss to bearing p
7.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
ruSs ype
]TROOFTSPECIAL GIRDER
Job I russ russ ype Ply A00651
T25 ROOF SPECIAL GIRDER 1
7843 �Qty y 2 Job�Referenc.e�(ooptio.nal)
Building Component Supply,Gr en Cove Springs,FIL Kun:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 M Inc.Wed Nov 04 13:04:08 201�Paae 1
a ffeK Industries,
ID:xKrYipSk?UzYdpeNUPPgzTyZQN-5cKKYASg2lqRSyE9KASho6vud9mr4oMmqkSGyM23b
110-0 717 22-1714 26-9-3 31-&8
3 ",3 6:7 4-8-5 4-8-5
Scale 1:53.7
4x5
4
5.00 F1_2 6x6
3x5 5
7x10 3x4 45
3x4 5�� 6 7 8
2 —1-a —
cc Wi - 21
IV) 1-2 C4
24 25 15 26 27 28 29 30 31 32 11 33 35
17 16 14 13 12 10 9
THD26 THD26 3x6 THD26 8X10 6x8 10x12= THD26 8x10 THD26 3x6 11 10x12 6x6 THD26 45 11
-1-80-5-7) 0-5-8(0-2-6)
3) THD26 THD26 THD26 THD26 0 5 5- THD26 THD28-2 THD26
3038#/-843# THD26 1143TINK)a THD26 THD26 4042#/-813#
i !�:11_11 I L113 MO IT7 224114 217-,153 2 13
4 1
.3 3 -0-7
0 , 2. 21 6
Plate Offsets(X,Y)- [1:0-0-0,0-1-14],[2:0-1-12,0-1-8],[3:0-1-8,0-1-8],[5:0-2-12.0-2-12].[6:0-5-12,Edge],[8:0-1-12,0-1-12],[9:Edge,0-3-81,[10:0-2-0,0-4-41,[111:0-6-0,0-6-4],
[12:0-3-12,0-1-81,[13:0-4-0,0-5-121,[14:0-6-0,0-5-121,[16:0-3-8,0-5-121,[17:04-4,0-1-81
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC O�82 Vert(LL) -0.07 16-17 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.16 16-17 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.03 9 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weighti 458 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, except
BOTCHORD 2x8 SP No.2 end verticals.
WEBS 2x4 SP No.3*Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
W8,W12,WlO,W6:2x4 SP No.2 6-0-0 oc bracing:13-14.
WEDGE
Left:2x4 SP No.3
REACTIONS. (lb/size) 1=3018/0-5-8 (min.0-1-13),9=4006/0-5-8 (min.0-2-6),13=14314/0-5-8 (min.0-5-7)
Max Horz 1=74(LC 24)
Max Upliftl=-843(LC 8),9=-813(LC 5),13=-3310(LC 8)
Max Gravl=3038(LC 17),9=4042(LC 18),13=14314(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=-4761/1370,2-3=-2324/789,3-4=-29/816,4-5=-23/822,5-6=-1 171/5599,6-21=-5667/913,7-21=-5667/913,
7-8=-5125/946,8-9=-3238/618
BOTCHORD 1-22=-1294/4337,22-23=-1294/4337,17-23=-1294/4337,17-24=-1294/4337,24-25=-1294/4337,16-25=-1294/4337,
16-26=-70712106,15-26=-707/2106,15-27=-707/2106,14-27=-707/2106,14-28=-5117/1098,28-29=-5117/1098,
13-29=-5117/1098,13-30=-187/1664,30-31=-187/1664,12-31=-187/1664,12-32=-209/1761,11-32=-209/1761,
11-33=-94615125,10-33=-946/5125,10-34=-21/88,34-35=-21/88,9-35=-21/88
WEBS 4-14=-743/12,5-13=-7700/1919,6-13=-7913/1496,6-12=-416/1857,7-1 1=-99/918,7-10=-985f74,8-10=-1086/591 1,
6-11=-1039/5812,5-14=-173517110,2-17=-463/1910,2-16=-2529/663,3-16=-860/3407,3-14=-3763/992
NOTES-
1)2-ply truss to be connected togetherwith 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-I row at 0-9-0 oc.
Bottom chords connected as follows:2x8-2 rows staggered at 0-2-0 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--1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=31 ft;eave=4ft;Cat.11;
Exp B;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=11.60 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)Bearing at joint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
9)Provide metal plate or equivalent at bearing(s)13 to support reaction shown.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 843 lb uplift at joint 1,813 lb uplift at joint 9
and 3310 lb uplift at joint 13.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
Continued on page 2
—Tob----- �Truss Qty Ply A0065108�
7843 T25 GIR- R i
-1 2�Job eference(optional)
Building Component Supply,Green Cove Springs,FL Run 7.620 s A 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Wed Nov G4 13:04:08 2015 Page 2
ID:.KrYip�kr?U,YdpeNUPPgzTyZQkj-5cKKYASg2lqRSyE9KAShO6vud9mr4oRXlmqkSGyMZlb
NOTES-
12)Use USP TH D28-2(With 16d nails into Girder&1 Od nails into Truss)or equivalent at 24-7-13 from the left end to connect truss(es)RG01 (2 ply 2x6 SP)to front face of
bottom chord,skewed 0.0 deg.to the right,sloping 0.0 deg.down.
13)Use USP THD26(With 16d nails into Girder&NASID nails into Truss)or equivalent spaced at 2-2-8 oc max.starting at 1-7-4 from the left end to 29-10-12 to connecttruss(es)
T1 7(1 ply 2x4 SP),T1 6(1 ply 2x4 SP),T1 5(1 ply 2x4 SP),T1 4(1 ply 2x4 SP),T1 3(1 ply 2x4 SP),T1 2(1 ply 2x4 SP),T1 1 (1 ply 2x4 SP),TI 0(1 ply 2x4 SP),T09(1 ply 2x4
SP),T08(1 ply 2x4 SP),T07(1 ply 2x4 SP),T06(1 ply 2x4 SP),T05(1 ply 2x4 SP),T04(1 ply 2x4 SP)to back face of bottom chord.
14)Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber lncrease=1.25,Plate lncrease=1.25
Uniform Loads(plf)
Vert:1-4=-60,4-6=-60,6-8=-60,9-18=-20
Concentrated Loads(lb)
Vert:13=-868(B)11=-4940(F)16=-868(B)22=-868(B)23=-868(B)24=-868(B)25=-868(B)26=-868(B)27=-868(B)28=-868(B)29=-868(B)30=-868(B)31=-868(B)
32=-868(B)33=-868(B)34=-868(B)35=-868(B)
Truss Type Qty —
GABLE 1 1 A00651
Building Component Supply,Green Cove Springs,FIL 1 7�Job Reference(opfional) 09�
Run:7.620!A 300 2015 Print 7.620 a Apr 30 2015 MiTek Industries,Inc.Wed Nov 04 13:04:09 2015 Page 1
ID.a,V 5PYhne8 IHJQu98XOyXjm-aoui[WTJpcyl45pMutzwZJR3WZ 1 ipOwg_QaL.!yMZla
013 7-1-4 13-10-2 20-7-0 27-7-7
0-113 7-0-7 6-8-14 6-8-14 7-0-6
Scale 1:44.9
5x8
3
S
5.00 F1_2 56 57
5X6 5x6
2
7 sr 3
55 ST 3 ST,2 Sr 2 ST3 58
STI 4 S 0 ST,0 STI
3 5
n
u U U U r-F,n 11 11
u U U U — 0 _U
7 54 B�
3x6 11 3x6 6 3x8 11
3x4 3x4
0-5-8(0-1-8) 4x5 11 0-5AYM114)
653#/-156# 159M-418#
8-6-14 19-1-6 27-7-7
8-6-14 10-6-8 032*12? 8-3-5
Plate Offsets(X,Y�-_-J1:0-2-12,0-1-1J,[2:0-3-0,0-2-41,[4:0-3-0,0-2-41,[5:0-3-8,Edge],(6:0-0-15,0-1-8],[8:0-1-8,0-2-0]
LOADING(pso SPACING- 2-0�-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.39 6-8 >588 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.66 6-8 >344 180
BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.02 6 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:205 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-4-6 oc purlins.
BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-6
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
WEDGE
Left:2x4 SP No.3,Right:2x4 SP No.3 [be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=605/0-5-8 (min.0-1-8),6=1593/0-5-8 (min.0-1-14)
Max Horz 1=-1 15(LC 10)
Max Uplifil=-1 56(LC 12),6=-418(LC 12)
Max Grav 1=653(LC 21),6=1 593(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-55=-1 037/304,2-55=-907/319,2-56=-885/316,3-56=-796/340,3-57=-1 87/808,4-57=-202/669,4-58=-212/645,
6-58=-332/553
BOTCHORD 1-51=0/0,1-1=-1 19/483,1-8=-1 94/914,7-8=-57/239,7-54=-57/239,6-54=-57/239,5-6=-503/280
WEBS 2-8=-410/272,3-8=-200/799,3-6=-1240/452,4-6=468/285
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=28ft;eave=4ft;Cat.11
Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(l)3-2-12 to 13-10-2,Exterior(2)13-10-2 to
16-10-2 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/TP]1.
4)All plates are 2x4 MT20 unless otherwise indicated.
5)Gable studs spaced at 1-4-0 oc.
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=1 O.Opsf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 156 lb uplift at joint 1 and 418 lb uplift at joint
6.
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 I I russ I russ I ype
A00611 11
7843 T27 Roar Special 6
(�ty ply 1 �Job Reference(optional)
Building Component Supply,Green Cove Springs,FIL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Wed Nov 04 13:04:09 2015 Page 1
ID:sieURo5PYhne8lHJQu98XOyXjm-aouilWrJpcyl45pMutzwZJR2rZ1 RpNSg_Qal_iyMZla
all 3 6-11�1-8 13-10-2 20-7-0 27-7-7
__6�1 4 7-0-6
_1 10 6-10-10
Scale=1:46.5
4x5—
3
5.00 F1_2 21 22
2x4 2x4
2 W2 4
20 23
5
---------- B2
10 9 24 7 6
8
4x10 3x4 3x6 3x4— 7x10 11
0-5-8(0-1-8)5x6 0-5-8(0-1-15) 5x6
654#/-158# 1636#/429#
8-6-14 13-10-2 27-7-7
5-3-4 8-3-5
8-6-14 1?2
Plate Offsets(X,Y)— [1:04-13,0-3-71,[5:13-2-112,0-1-81
CS1.
LOADING(pso SPACING- 2-0-0 DEFL. in (loc) I/defi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.41 8-10 >564 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.67 8-10 >343 180
BCLL 0.0 Rep Stress Incr YES WEI 0 1 47 Horz(TL) 0.02 8 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:130 Ib FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-3-2 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-8
SLIDER Left 2x8 SP No.2 1-6-1,Right 2x8 SP No.2 1-5-4 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide
REACTIONS. (lb/size) 1=601/0-5-8 (min.0-1-8),8=1636/0-5-8 (min.0-1-15)
Max Horz 1=-1 14(LC 10)
Max Upliftl=-1 58(LC 12),8=-429(LC 12)
Max Grav 1=654(LC 21),8=1636(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-20=-979/293,2-20=-854/308,2-21=-815/306,3-21=-723/318,3-22=-175/803,4-22=-190/662,4-23=-200/636,
5-23=-2591533
BOTCHORD 1-11=-298/640,10-11=-191/855,9-10=-67/217,9-24=-67/217,8-24=-67/217,7-8=492/259,5-7=-127/108,5-6=0/0
WEBS 2-10=-404/272,3-10=-183/747,3-8=-1231/445,4-8=-481/288
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft,B=45ft;L=28ft;eave=4ft;Cat.11,
Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interion(l)3-0-0 to 13-10-2,Exterior(2)13-10-2 to
16-10-2 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,with BCDL=1 O.Opsf.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 lb uplift at joint 1 and 429 lb uplift at joint
8.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
russ yp
--7�ty
y
7843 T28 Jack-Open Supported Gable A00651 11
:17 1-LJobReference(option 1)
Building Component supply,Green Cove Spnngs,FL Run:T�20 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Nov 04 13:04:10 2015-Pa-ge 1 J
ID:xKrYlpSk?UzYdpeNUPPgzTyZQkj-2?S4zsTxav49hFOYRaV95X-10zayYxFpD4JrwByMZIZ
-3-8-3 3-0-0
3-M
5.00 12 Scale 1:56.2
3 4
2x4
2 ST-1
5x6- ,
2 4--P
X-1i
W1
6 5
.00 F-12
C)
T1//
----3-8-3 3-0-0
[2:0-4-0,0-2-8_1, 3-8-3
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.00 2 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 2 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.01 1 n/a n/a
BCDL 10.0 Code FBC2014rTP12007 (Matrix) Weight:38 lb FT=20%
LIUMBER- BRACING-
TOP CHORD 2x4 SP No.2*Except* TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except
T1:2x6 SP No.2 end verticals.
BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 Fffffek�cornmends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer
WEDGE
Left:2x4 SP No.3 LInstallation guide.
REACTIONS. (lb/size) 5=30/3-0-0 (min.0-1-8),2=252/3-0-0 (min.0-1-8),6=144/3-0-0 (min.0-1-8),1=198/0-5-8 (min.0-1-8)
Max Horz 2=287(LC 12)
Max Uplift5=-5(LC 12),2=-53(LC 10),6=-25(LC 12),1=-307(LC 12)
Max Grav 5=30(LC 1),2=341(LC 12),6=1 44(LC 1),1=416(LC 10)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 4-5=-23/34,1-2=-533/633,2-3=-86/28,3-4=-19/6
BOTCHORD 2-6=-6/3,5-6=0/0
WEBS 3-6=-108/163
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.11;
Exp B Encl.,GCpi=O.18;MWFRS(directional)and C-C Comer(3)-3-5-7 to-0-5-7,Exterior(2)-0-5-7 to 0-0-2,Comer(3)0-0-2 to 2-10-4
zone 6-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2) Tru�s 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/TPl 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)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPl 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 lb uplift at joint 5,53 lb uplift at joint 2,25
lb uplift at joint 6 and 307 lb uplift at joint 1.
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 I russ Truss Type Qty ply
7843 T29 Jack-Open 7 A0065112
__J �Job Reference(optional)
Buildng�npvonent Supply,Grew Cove Springs,FL Run 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Nov 04 13:64.1-0 2015 Page 1
ID:xKrYlpSk?UzYdpeNUPPgzTyZQkj-2?S4zsTxav49hFOYRaV95X—EwzUTYx8pD4JrW8yMZIZ
-3-8-3 ��0-0
3-8-3 2-M 1- 0
5.00 12 Scale 1:57.7
4x5 2x4 i 1 4 5
3
6x6— I I�,
2 ,
B1
/0#
7 6
2x4 I I
/6
1
1 12
7 6
2X4
3 00F1_2
T
.1-8)
-3-8-3 2-0-0 �-0-0
�3��_ -_�-_O--01-0-d
-Plate Offsets(X,Y)--_13:0-3-1 1.Edgel__ 498#/-223#
LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.11 8 >713 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.44 i Vert(TL) -0.35 8 >220 180
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.71 1 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:38 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2*Except* TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
T1:2x6 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOTCHORD 2x6 SP No.2 _91�iTekrecommends that Stabilizers and required cross bracing
WEBS 2x4 SP No.3
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 5=97/Mechanical,6=200/Mechanical,1=348/0-5-8 (min.0-1-8) Linstallation guide____
Max Horz 5=294(LC 12)
Max Uplift6=-58(LC 10),1=-223(LC 12)
Max Grav 5=1 61(LC 12),6=200(LC 1),1=498(LC 17)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 3-4=-371/490,4-5=-381/564,1-11=-556/475,2-11=-375/549,2-9=-8/311,2-3=-288/346
BOTCHORD 2-7=0/528,6-7=0/0
WEBS 4-7=-58/187
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.Opsf;BCDL=5.Opsf;h=25ft;B=45ft,L=24ft;eave=4ft;Cat.11;
Exp B;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)-3-5-7 to-0-5-7,Interior(l)-0-5-7 to 0-4-0,Exterior(2)0-2-12 to
2-11-4 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)Refer to girder(s)for truss to truss connections.
6)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 lb uplift at joint 5 and 223 lb uplift at joint
1.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
--7ru_Ss Type ---Tpvy--- -I
7843 al Supported Gable A0065113
Job Reference(optional)
BukinigCornponent Supply,Green Cove Springs,IFIL _L
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-1-6-0 3-5-8
1-6-0 3-5-8
Scale 1:53.9
6
2x4 11
30.()0 12
2x4 11 5
5.00FI-2 Pvt.
6x12
2 3
3x8
5044"-WA�-V&
3x5 I� 5x6- 2x4 11
1 3-5-8-
Plate Offsets���12,0-2--PL18-.O--3---OO---------- -2x4 I�-5-8
370LJ1 0:0-3-0.0-1-81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.00 1 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 1 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) -0.00 7 n/a n/a
BCDL 10.0 Code FBC2014rTP12007 (Matrix) Weight:56 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 7-9-2 oc bracing.
OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 6-7
JOINTS 1 Brace at Jt(s):4
MiTek recommends that Stabilizers and required cross bra�cing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 10=237/3-5-8 (min.0-1-8),7=35/3-5-8 (min.0-1-8),8=118/3-5-8 (min.0-1-8),9=38/3-5-8 (min.0-1-8)-
Max Horz 1 0=338(LC 12)
Max UpliftlO=-423(LC 10),7=-119(LC 12),8=-837(LC 12),9=-147(LC 10)
Max Grav 1 0=501(LC 12),7=1 16(LC 10),8=695(LC 10),9=303(LC 12)
FORCES. (b)-Maximum Compression/Maximum Tension
TOP CHORD 2-10=-862f751,6-7=-162/202, 1-2=0/38,2-3=-582/468,3-4=-7/6,3-5=-9871751,5-6=-198/148
BOTCHORD 9-10=-590/365,8-9=-590/365,7-8=0/0
WEBS 4-8=-663/824,4-5=-669/834,9-11=-561/292,2-11=-765/1288,8-11=-527/846,3-11=-1020/539
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft,eave=2ft;Cat.11;
Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Comer(3)-1-6-0 to 0-7-7,Exterior(2)0-7-7 to 3-3-12 zone;C-C for members and
forces&MWFRS for reactions shown;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 ANSI1TPI 1.
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
5)Gable studs spaced at 1-4-0 oc.
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 423 lb uplift at joint 10,119 lb uplift at joint 7,
837 lb uplift at joint 8 and 147 lb uplift at joint 9.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Jou-- Tr—ussType— --(Yt—y Ply—
7843 Monopftch A0065114
Job Reference(op
_B�Cornponent Supply,Green Cove Spnngs,FL
Run:1.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 Mi7ek Industries,Inc�. Wed Nov-04-13�_041 0 201-5-P age 1
1-8-12 3-5-8 ID:xKrYlpSk?UzYdpeNUPPgzTyZQkj-2?S4zsTxav49hFOYRaV95X_LuzZUYtOpD4JrWByMZV-
1-8-12 1-8-12
609#/-383#
Scale 1:57.8
3
3x6 11
15 1183#
0-5-8(0-1-8)
30.00 F12-
2x4
2
JV1
3x6
15
(�l-8)
2
1
3x6
414U'S�4
5 4
3x5 11 4x10 11
i �_5_8
--Plate Offsets(X,Y)-- f :0-1-0,0-1-81,[3.0-1_-2,0-0-0],[5 0-2��-1-81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.02 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) -0.03 3 n/a n/a
BCDL 10.0 Code FBC2014frPI2007 (Matrix-M) Weight:52 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 8-2-5 oc bracing-
WEBS 1 Row at midpt 3-4
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 3=39/Mechanical,5=127/0-5-8 (min.0-1-8),4=88/Mechanical Installation guide.
Max Horz5=325(LC 12)
Max Uplift3=-183(LC 12),5=-383(LC 10),4=-492(LC 12)
Max Grav3=159(LC 10),5=609(LC 12),4=450(LC 10)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=-761/560,2-3=-292/220,3-4=0/0,1-5=-944/661
BOT CHORD 4-5=-522/390
WEBS 1-4=-334/462,2-4=-459/570
NOTES-
1)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,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.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 metal plate or equivalent at bearing(s)3 to support reaction shown.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 183 lb uplift at joint 3,383 lb uplift at joint 5
and 492 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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
Job Truss Truss Type
A0065115
7843 T32 Jack-Closed Girder 1
Qty ply 1 �Job Refe.ce(,pb,.I)
Building Component Supply,Green Cove Springs,FL Run:7.620 a Apr 30 2015 Print:7.620 a Apr 30 2015 MiTek Industries,Inc.Wed Nov 04 13:04:112015 Page 1
ID:xKrYipSk?UzYdpeNUPPgzTyZQ*VvBOSACUZLDCOJPzk?100ekWMallogHNJzRk3P3ayMZ[Y
3-5-8
3-"
Scale 1:57.8
3
2x4 11 2
30-00 F1_2
3x6
85241-934TH0126
54
3x5 11 5X6—
JUS24 JUS24
3-5-8
Plate Offsets(X,Y)-- [i:6-1-0,0:1-81�-[5:0-3-0,0-3-OLL6-.0-2-1_2,0-1_-8 3-5-8
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.02 5-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.04 5-6 >829 180
BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) -0.00 5 n/a n/a
BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Weight:43 lb FT=20%
LUMBER- IBRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 9-7-14 oc bracing.
WEBS 1 Row at midpt 2-5
MiTek recommend sthat-Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 6=317/0-5-8 (min.0-1-8),5=499/Mechanical
Max Horz 6=334(LC 8)
Max Uplift6=-543(LC 6),5=-934(LC 8)
Max Grav6=763(LC 20),5=852(LC 24)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-6=-655/461, 1-2=-495/393,2-3=-5/0,2-5=-435/503
BOTCHORD 6-7=-334/257,5-7=-334/257,4-5=0/0
WEBS 1-5=-323/420
NOTES-
1)Wind:ASCE 7-10,Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.l 8;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.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 543 lb uplift at joint 6 and 934 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.
7)Use USP JUS24(With 1 Od nails into Girder&1 Od nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-0-12 from the left
end to 3-0-12 to connect truss(es)T1 8(1 ply 2x4 SP)to back 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=-20,4-6=-20
Concentrated Loads(lb)
Vert:5=-281(B)7=-281(B)
ruS
USS
r
17"'U, 7ROoSfSpE��Gi a r 1 ty
�7843 A0065116'
Job Reference op
—Bu GO nn�polllml S upply,Gr,��Cwe___ — — — 7
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Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 Mi7elk Indushies,Inc. Wed Nov 04 13:04:11 2015 Page 1
ID:sieURo5PYhne8lHJQu98XOyXjm-VVBOSACUZLDCOJPzk?100ekVVOwNowHEvzRk3P3ayMZFY
1-M, 2-0-0 �110-P 5-9-_7 12-9-8 14-11-0
1-6-0' 2-0-0 U-10-0 2-11-7 7-0-1 2-1-8
Scale 1:65.2
3x4— 3x4—
4x5 5 14 6 7
30.00 12
9
5x8 Cb
5.00F12 x
Special
3x4 7�--
2 2
W2 NAILED 13 3X4
11 10 9
15 16
5x8 4xlO— 5x6--
U41- 64 NAILED
12.00 F12
12 3x6
2x4— 14-11-0
07"2-1-8 5-9-7 12 14-5-8 1
&5_8 1-8-0 3.7-15 t-:18 1-8-0 OL5-8
—Plate Offsets(X,Y)=L4 0-2-0.04-10L�12:0+0,�0-0-4
LOADING(psf]i SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.09 9-10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.21 9-10 >836 180
BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.09 8 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight:143 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3*Except* BOTCHORD Rigid ceiling directly applied or 5-9-8 oc bracing.
W1 0:2x6 SP No.2 WEBS T-Brace: 2x6 SP No.2-7-8
OTHERS 2x6 SP No.2 2x4 SP No.3-6-9
Fasten(2X) T and I braces to narrow edge of web with 1 Od(0.131"xY)
nails,6in o.c.,with 3in minimum end distance.
Brace must cover 90%of web length.
,MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 12=604/0-5-8 (min.0-1-8),8=525/0-5-8 (min.0-1-8) Installabon�uide.
Max Horz 12=377(LC 8)
Max Upliftl 2=-291(LC 4),8=-328(LC 6)
Max Grav 12=614(LC 30),8=658(LC 28)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/38,2-3=-844/687,3-4=-781/663,4-5=-724/291,5-14=-339/244,6-14=-339/244,6-7=-159/82,8-13=-756/364,
7-13=-765/369,2-12=-695/581
BOTCHORD 11-12=-617/333,11-15=-1039/1186,10-15=-1039/1186,10-16=-90/168,9-16=-90/168,8-9=-43/129
WEBS 2-11=-5871781,3-11=-399/358,4-11=-489/146,4-1 0=-938/873,5-1 0=-89/341,6-1 0=-271/283,6-9=-543/448,7-9=-442/837
NOTES-
1)Wind:ASCE 7-10;Vult=I 30mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.111
Exp C;Encl.,GCpi=0.18;MWFRS(directional);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,with BCDL=1 O.Opsf.
5)Bearing at joint(s)12,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 291 lb uplift at joint 12 and 328 lb uplift at
joint 8.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(0.1 48"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)124 lb down and 211 lb up at 2-11-4
on top chord. The design/selection of such connection device(s)is the responsibility of others.
10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
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
Continued on page 2
Job Truss Truss I ype
7843 T33 Roof Special Girder A0065116
I C'Y P� Job Refewce I -
Building component Supply,Green Cove Springs,FL Run:7.620 a Apr 30 2015 Print:7.620 s Apr 30 2015 MiTelk Industries,Inc.Wed Nov 04 13:04:112015 Page 2
ID:sieURo5PYhne8lHJQu98XOyXjm-WBOSACUZLDCOJPzk?100ekWOwNowHEvzRk3P3ayMZFY
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber lncrease=1.25,Plate lncrease=1.25
Uniform Loads(plf)
Vert:1-2=-60,2-3=-60,34=-60,4-5=-60,5-7=-60,11-12=-20,9-11=-20,8-9=-20
Concentrated Loads(1b)
Vert:4=-8(B)11=95(B)15=7(B)
iob� russ russ, ype 0—by
as
Py A0065117
7843 T34 Half Hip
Job Reference(optionall
Buddingbornponent Supply,Green Cove Springs,FL R-un 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTelk Industries,Inc. Wed Nov 04 13:04:112015 Page 1
ID:sieURo5PYhneBIHJQu98XOyXim-WBOSACUZLDCOJPzk?100ekWLZNiFHGhzRk3P3ayMZFY
14-5-8 14-11-0
IN—A51 5-6-1 __ —3-8-0 0-5-8
3x4:- 3x4— Scale 1:62.4
4X5// 4 145 15 16 6
30.00[1-2
3x6
9
3 WS
5.00 F1_2
4x5 5�
5.()o
3
0
1 00
2 4-
1 2
x5
3x6
3
T
3X4
110
0 9 8
C� 5x6
W2 5x6 lz��
3x88 13 3x4 c-)
10 12.00 12Y
0
12 3x6
2x4 1
0-5-8 3-0-0 4-1-8 5-9-7 10-9-8 14-5-8 14-11-0
0'5�8 2-6-8 14-13— 0-5-8
Plate Offsets(X,Y)-- L3 0-1-0,0-1-8LI1 1 0-�2�401
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.2410-11 >735 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.31 10-11 >559 180
BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.45 7 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 133 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2*Except* TOPCHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except
T2:2x4 SP No.1 end verticals.
BOTCHORD 2x4 SP No.2*Except* BOTCHORD Rigid ceiling directly applied or 4-3-5 oc bracing.
Bl:2x4 SP No.1 WEBS 1 Row at midpt 6-7
WEBS 2x4 SID No.3*Except*
W9:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 12=581/0-5-8 (min.0-1-8),7=559/0-5-8 (min.0-1-8) _Inst
Max Horz 12=335(LC 12)
Max Upliftl2=-55(LC 8),7=-307(LC 9)
Max Grav 1 2=581(LC 1),7=598(LC 17)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=-1 275/928,2-11=-970/687,2-3=-1 794/1304,3-4=-1 110/803,4-14=-445/356,5-14=-445/356,5-15=-292/209,
15-16=-292/209,6-16=-292/209.7-13=-590/439,6-13=-600/446,1-12=-597/457
BOTCHORD 11-1 2=-591/466,10-11=-1 508/1849,9-1 0=-886/1073,8-9=-217/301,7-8=-41/86
WEBS 1-11=-790/1119,3-1 0=-1 194/1480,3-9=-1 235/1037,4-9=-629/915,5-9=-244/263,5-8=-395/392,6-8=-425/690
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.11;
Exp C;Encl.,GCpi=O.18;MWIFIRS(directional)and C-C Exterior(2)0-1-12 to 3-1-6,Interior(l)3-1-6 to 5-9-7,Exterior(2)5-9-7 to 10-0-6
zone;C-C for members and forces&MWIFIRS 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)Bearing at joint(s)12,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 lb uplift at joint 12 and 307 lb uplift at joint
7.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)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
JoV- russ russ ype
ty A0065118
7843 T35T Half Hip 7 _�_J.LR.f __— - I
- eren�. op
Building Component Supply,Green Cove Springs,FIL
Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industnes,Inc. Wed Nov 04 13:04:12 2015 Page 1
ID:sieURo5PYhne8lHJQu98XOyXjm-_NarOYVB6XKtxZXwZ?XdAy3W mOYOiX6gOoyblyMZIX
t610 11 117 10-5-8 14-5-8 14-11-0
4-8-1
4-0-4 0-5-8
3x4— 3x4— Scale 1:62.4
4X5 4 5 14 15 6
30.000-2 3x6 3 10
%V5 '6
11 5.00[1-2
5 4x5
3x4
1 10 9 8
5x6_�_ 5x6
WM2 U8— 9
13 3x4— -t
12.00 F1_2
mlhljo
12 3x6
2x4 I
02: 320 4-5-8 5-9-7 10-5-8 14-5-8 14-11-0
—hate Offsets(X, 0- 2-6_8 1-5-8 1-3 j� 4-8-1 j-0-0 0-5-8
.0-3-0,0-1-8],
p
LOADING( sf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/def! L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.30 10-11 >575 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.39 10-11 >445 180
BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.55 7 n/a n/a
BCDL 10.0 Code FBC20141TPl2007 (Matrix-M) Weight:133 lb FT 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2*Except* TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
T2:2x4 SP No.1 end verticals.
BOTCHORD 2x4 SP No.2*Except* BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BI:2x4 SP No.1 WEBS 1 Row at midpt 6-7
WEBS 2x4i SP No.3*Except*
MiTek recommends that Stabilizers and requ���ng
W9:2x6 SP No.2 be installed during truss erection,in accordance with Stabilizer
Installa
REACTIONS. (lb/size) 12=581/0-5-8 (min.0-1-8),7=559/0-5-8 (min.0-1-8)
Max Horz 12=335(LC 12)
Max Upliftl2=-55(LC 8),7=-307(LC 9)
Max Grav 12=581(LC 1),7=598(LC 17)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=-1 255/910,2-11=-851/592,2-3=-1 656/1197,3-4=-1 287/964,4-5=-466/373,5-14=-324/236,14-15=-324/236,
6-15=-324/236,7-13=-585/440,6-13=-594/447,1-12=-588/449
BOTCHORD 11-1 2=-585/459,10-11=-1 384/1696,9-1 0=-800/968,8-9=-244/332,7-8=-42/90
WEBS 1-11=-773/1097,3-1 0=-1 132/1402,3-9=-1 375/1162,4-9=-81 1/1113,5-9=-233/245,5-8=-378/387,6-8=-433/590
NOTES-
1)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-6,Interior(l)3-1-6 to 5-9-7,Exterior(2)5-9-7 to 10-3-12
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)Bearing at joint(s)12,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 lb uplift at joint 12 and 307 lb uplift at joint
7.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)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 Type y
I A0065119
7843 Half Hip I
Job Reference(optional)
Building Component Supply,Green Cove Springs,IFIL Run:7,620 s Apr 30 2015 Print:7.620 s Apr 30 2015 Mi-rek Industries,Inc. Wed Nov 04 13:04:12 2015 Page 1
ID:sieURo5PYhne8lHJQu98XOyXjm-_NarOYVB6XKtxzxwZ?XdAy3XZm490ko6gOoyb1 yMZD(
5-9-7 11-5-8 14-5-8 14,11-0
OW5-8 1 5 5-8-1 3-0-0 O�
3x4— 3x4 Scale 1:62.4
4x5 4 14 5 15 6
13 —1
30-00 F1_2
@ 3 00 112
x - , 1
c? 4x5-.�
3
007
31
4 1 2
0
x5
3
,3x4
10 5x6 a� '9 16 8 9
il 13 3x4
cc U8 5x6
1 007
0/ 1
/ 12.00 F1_2 MARA
12 3x6
2X4 1:
058 3-5-8 5-9-7 11-5-8 14-5-8 14-11-0
01�5�1- 3-0-0 1 2-3-15 5-8-1 3-0-0 0-5-8
Plate Offsets_(XYL-_- L3,.0-1-0,0-1-_8L 8.0-3-0,0-2-41,[11:0-4- -,0-2-01
_L_
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.14 10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.19 10 >913 180
BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.30 7 n/a n/a
BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:134 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3*Except* BOTCHORD Rigid ceiling directly applied or 4-1-0 oc bracing.
W9:2x6 SP No.2 WEBS 1 Row at midpt 6-7
FMiTekrecommeriids—that—Stabilizers—andreqWne—d—cross bracirig
be installed during truss erection,in accordance with Stabilizer
_InstalWio�.
REACTIONS. (lb/size) 12=581/0-5-8 (min.0-1-8),7=559/0-5-8 (min.0-1-8)
Max Horz 12=335(LC 12)
Max Upliftl2=-55(LC 8),7=-307(LC 9)
Max Grav 1 2=581(LC 1),7=653(LC 17)
FORCES. (lb)-Maximum CompressionfMaximurn Tension
TOP CHORD 1-2=-1402/989,2-11=-1255/884,2-3=-2168/1538,3-4=-984/578,4-14=-412/329,5-14=-412/329,5-15=-261/164,
6-15=-261/164,7-13=-667/438,6-13=-678/445,1-12=-652/483
BOTCHORD 11-12=-606/482,10-1 1=-1834/2238,9-10=-1 164/1416,9-16=-172/269,8-16=-172/269,7-8=-40/82
WEBS 4-9=-373/667,5-9=-269/303,5-8=-428/410,6-8=-423/672,1-1 1=-849/1234,3-10=-1298/1602,3-9=-1259/1045
NOTES-
1)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft,B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-6,Interion(l)3-1-6 to 5-9-7,Exterior(2)5-9-7 to 10-0-6
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,with BCDL=1 O.Opsf.
5)Bearing at joint(s)12,7 considers parallel to grain value using ANSI/TPl 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 lb uplift at joint 12 and 307 lb uplift at joint
7.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)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
russ pe
ob ru$S 7y_ A0065120
�7.3 T37 =H,11,p
=Job Referen.
_(op
Building Component Supply,Green Cow Spdngs,FL Run:7.629 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Indus_tries,Inc. led__N_ov04 13.0412 2015-Pagel
ID:sieURo5PYhne8lHJQU98XOyXjrn-_NarOYVB6XKtxZXwZ?XdAy3WLm6fOld6gOoyblyMZIX
14-11-0
�_!-�8 . 13-5-8
Mo
1.8 _..7 7-8-1 11-0-0
0-5-8
3x4— Scale 1:62.4
6x6// 4 13 14 15 5
30.00 r1_2
15 5.00 F1_2
9 %YT
8x10 F1 0
3X4�� 3
3
1 0 00
2
8 F1_
X10
2
3X4_ 3
3x4 2
12 3x4
1 0 9
10 9 N8 :
16 7
5x6 3x4— 16 5x6
3x42-oo Fl-2
3x6
�%1 5-8 14-11-0
! 3-,00 1 &9-7 13-5.8 5-8
U-5-U J_ �_9-7 f-6.1 l_"
—Plate-offsets(X—,Y)----[3:P-5--0,0-2--8],-[4:0-2--B,Edg--e] 1-0-0 0-5-8
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.97 Vert(LL) -0.12 7-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.28 7-8 >620 180
BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.06 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:136 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied, except end verticals.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 7-2-7 oc bracing.
WEBS 2x4 SP No.3*Except* WEBS T-Brace: 2x6 SP No.2-5-6
W1 1:2x6 SP No.2,Wit 0:2x4 SP No.2 2x4 SP No.3-4-7
OTHERS 2x6 SP No.2 Fasten(2X) T and I braces to narrow edge ofweb with 1 Od(0.1 31"x3")
nails,6in o.c.,with 3in minimum end distance.
Brace must cover 90%of web length.
F Te__
_ ��rc
m, k re_orrnme that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 11=581/0-5-8 (min.0-1-8),6=543/0-5-8 (min.0-1-8) I-In ide.
Max Horz 11=335(LC 12)
Max Upliftl 1=-53(LC 8),6=-295(LC 9)
Max Grav 11=581(LC 1),6=659(LC 17)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=-534/340,2-3=-639/300,3-4=-754/259,4-13=-91/47,13-14=-91/47,14-15=-91/47,5-15=-91/47,6-12=-798/41 8,
5-12=-806/42 1,1-11=-691/450
BOTCHORD 10-11=-580/454,9-1 0=-681/740,8-9=-652f796,8-16=-271/362,7-16=-271/362,6-7=-42/157
WEBS 1-1 0=-390/648,2-1 0=-322/27,2-9=0/1 91,3-9=-239/0,3-8=-598/505,4-8=-252/650,4-7=-429/354,5-7=-256/602
NOTES-
1)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=101 mph;TC DL=5.Opsf,BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-0-0,Interion(l)3-0-0 to 5-9-7,Exterior(2)5-9-7 to 10-0-6
zone;6-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,with BCDL=1 O.Opsf.
5)Bearing at joint(s)11,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 53 lb uplift at joint 11 and 295 lb uplift at joint
6.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
ruSS ype y y
A006512]1
rUSS -------------�BLE
-7
0 russ
T39
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,1�ln"ekd ov 13:04:13 2015 Page I
ID:sieURo5PYhne8lHJQu98XOyXjm-Sa8DbtWptqTkYj677j2sj9co7Aa-15AGv2YV7TyMZIW
-1-6-0 3-7-6
1--"1--3-7-6
Scale 1:55.7
6
2x4 11
nooFu 4x10
4
5.00 F1-2 5V)
5XIS// 4
2x4 11 SE-12
2 3
1
1
2x4 11 3x5 I 5x6—
3-7-6
Plate 0ffse_______ ZX4 1 3[-7-6
te�� [3:0-3-0,0-0-01,[7:0-3-0,0-3-0,[8:0-3-0,0-1-81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/def] L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.00 1 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 1 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) -0.00 7 n/a n/a
BCDL 10.0 Code FBC2014rrPI2007 (Matrix) Weight:66 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-7-6 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals. Except:
WEBS 2x4 SP No.3 6-0-0 oc bracing:2-3
OTHERS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 7-7-1 oc bracing.
WEBS 1 Row at midpt 6-7,5-8,4-5,4-7
JOINTS 1 Brace at Jt(s):5
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1 0=256/3-7-6 (min.0-1-8),7=67/3-7-6 (min.0-1-8),8=79/3-7-6 (min.0-1-8),9=-38/3-7-6 (min.0-1-8)
Max Horz 1 0=354(LC 12)
Max Upliftl 0=-1 20(LC 8),7=-1 602(LC 12),8=-917(LC 10),9=-1 55(LC 12)
Max Grav 1 0=256(LC 1),7=1 096(LC 10),8=1 614(LC 12),9=1 44(LC 10)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 2-1 0=-251/273,6-7=-1 54/182,1-2=0/38,2-3=-59/114,3-5=-1 78/312,3-4=-1 75/225,4-6=-1 81/140
BOTCHORD 9-10=-619/383,8-9=-597/367,7-8=-533/329
WEBS 5-8=-2877/1622,4-5=-2618/1473,3-9=-229/295.4-7=-1657/2678
NOTES-
1)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft'B=45ft;L=24ft;eave=2ft;Cat.11;
Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Comer(3)-1-6-0 to 0-8-14,Exterior(2)0-8-14 to 3-5-10 zone;C-C for members
and forces&MWFRS for reactions shown,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 requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
5)Gable studs spaced at 1-4-0 oc.
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 120 lb uplift at joint 10,1602 lb uplift at joint
7.917 lb uplift at joint 8 and 155 lb uplift at joint 9.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty I AO 1]22
7843 T40 Roof Special I PI -(optional) -------
Building Component Supply,Green Cove Springs,FIL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Wed Nov 04 13:04:13 2015 Page I
ID:sieURo5PYhneBIHJQu98XOyXim-Sa8DbtWptqTkYj677j2sj9csvAZ—lGtGv2YV7TyMZIW
1-1-6-0,1-7-13 3-7-6
1-6-0 1-7-13 1-11-9_�
Scale 1:59.6
5
2x4 11
30.00[1-2
2x4
3
5.00 F1_2
4 3X4
2x4
1 2
2x
3
5 1 2
.00
2
4xlO
C6
624WS�/7023 US24
6
3x5 11 5x6
3-7-6
3-7-6
—Plate X,Y—12�0-7-0,0-2-13L[6:0-3-0,0-3-0],[7:0-2-12,0-1-81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 028 Vert(LL) -0.01 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BE 0:13 'ert(TL) -0.02 6-7 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.18 L�Horz(TL) -0.00 6 n/a n/a
BCDL 10.0 Code FBC2014/-rP[2007 (Matrix-M) Weight:56 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-7-6 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 8-3-6 oc bracing.
WEBS 1 Row at midpt 5-6
FmiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 7=256/0-3-8 (min.0-1-8),6=108/Mechanical
Max Horz7=386(LC 12)
Max Uplift7=-358(LC 10),6=-702(LC 12)
Max Grav 7=547(LC 12),6=624(LC 10)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 2-3=-450/384,3-5=-284/263,4-6=-636/621,4-5=-287/287,2-7=-751/676,1-2=0/38,2-4=-239/244
BOT CHORD 6-7=-510/427
WEBS 2-6=-515/616,3-4=-338/339
NOTES-
1)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 0-�-12,Interior(l)0-1-12 to 3-5-10 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.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 358 lb uplift at joint 7 and 702 lb uplift at joint
6.
6)"Semi-rigid pitchbrealks including heels"Member end fixity model was used in the analysis and design of this truss.
7)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
y
russ ype y
0 russ s ype y y
7843 T41 A0065123
1
Mo�nopftch 1
Building Component Supply,Green Cove Springs,FL Job Reference(optional)
Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc. Wed Nov 04 13:04:13 2015 Page I
ID:sieURo5PYhneBIHJQu98XOyXjm-Sa8DbtWptqTkYj677j2sj9cmSASFIA7Gv2YV7TyMZIW
1-9-11 3-7-6
Scale 1:59,15
3
2x4 11
30.00 F1_2
2x4
C, 2
Do
1
6
3x8 11
4US24
631#/-69
4
8x14 M18SHS I I 5x6—
3-7-6
1 3-7-6
Plate Offsets(X,Y)— [4:0-3-0,0-3-01
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.03 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.03 4-5 >999 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:49 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-7-6 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3*Except* BOTCHORD Rigid ceiling directly applied or 9-0-8 oc bracing.
Wl:2x4 SP No.2 WEBS 1 Row at midpt 3-4
MiTek recommends that Stabilizers and req—uired—cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 5=133/0-5-0 (min.0-1-8),4=133/Mechanical [installation guide.
Max Horz 5=341(LC 12)
Max Uplift5=-393(LC 10),4=-697(LC 12)
Max Grav 5=627(LC 12),4=631(LC 10)
FORCES. (11b)-Maximum Compression/Maximum Tension
TOP CHORD 1-6=-900/635,2-6=-897/662,2-7=-177/106,3-7=-164/132,3-4=-148/176,1-5=-850/593
BOT CHORD 4-5=-239/189
WEBS 2-4=-700/887
NOTES-
1)Wind:ASCE 7-10;Vult=l 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf,BCDL=5.Opsf,h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 3-5-10 zone;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)All plates are MT20 plates unless otherwise indicated.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 393 lb uplift at joint 5 and 697 lb uplift at joint
4.
7)"Semi-rigid pitchbrealks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job I russ
A00651 4
7843 T42 4
Q'y �P"_ Job Reference(.pti.n.I]I
Buldiing Component Supply,Green Cove Springs,IFIL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 Mi-rek Industries,Inc. Wed Nov 04 13 04*13 2015 Page I
ID:sieURo5PYhne8lHJQu98XOyXjm-Sa8DbtWptqTkYj677j2sj9cmSASFLA7Gv2YV7TyMZIW
1-:11 3-7-6
1-9-11
Scale 1:59.6
3
2x4 11
7
30-00 F1_2
2x4
C1. 2
NVI
6
3x8 11
JUS24
631#/-697#
4
8x14 M18SHS I I 5x6
3-7-6
Plate Offsets -r-3-
_(X,Y)-- 4:0- -0�,0-3-6]
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.03 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.03 4-5 >999 180 M18SHS 244/190
BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:49 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-7-6 oc purlins, except
BOTCHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3*Except* BOTCHORD Rigid ceiling directly applied or 9-0-8 oc bracing.
Wl:2x4 SP No.2 WEBS I Row at midpt 3-4
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 5=133/0-5-0 (min.0-1-8),4=133/Mechanical
Max Horz 5=341(LC 12)
Max Uplift5=-393(LC 10),4=-697(LC 12)
Max Grav 5=627(LC 12),4=631(LC 10)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-6=-900/635,2-6=-897/662,2-7=-177/106,3-7=-164/132,3-4=-148/176,1-5=-8601593
BOT CHORD 4-5=-239/189
WEBS 2-4=-700/887
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.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 3-5-10 zone;C-C for members
and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=11.60
2)All plates are MT20 plates unless otherwise indicated.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 393 lb uplift at joint 5 and 697 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.
LOAD CASE(S) Standard
ss russ yp e
SU�
Tru
russ russ ype Oty y
7843 T43 COMMON SUPPORTED GAB 1 1 A0065125
1� ce F 1)
Building Component Supply,Green—cove Spnngs,FL — Jo b Referen Xiona
Run:7.621)s Apr 3u zol Print,7.620 s Apr 30 2015 MITek Industries,Ina Wed N_v 13:04:14 2015 Page I
ID:xK'YlpSk?U dpeNUPPgZTYZQ*WnlhboDV#Re8bbAthJgQZSGN83Maw'?UIIP7iH3tvyMZIV
9-0-0 10-"
4-"
Scale 1:22.3
4x5
5
2x4 11 6 2x4 11
4
3x4 a� 3x4
C4 7.00 r_12 3 T 7
TI TI
2 T F-1 8
LJB1 TI
9
4x5 2x4 1 1 1 2 2x4 1 1 1 1 2x4 I I 1 0 4x5—
9-M
94)-0
Plate Offsets(X.Y)— [2:0-2-0,0-1-111,r8:0-2-0,0-1-111
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 9 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 9 n/r 120
BCLL 0.0 Rep Stress Incir YES WB 0.04 Horz(TL) -0.00 8 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 (Matrix) Weight:44 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 9-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3
MiTek recommends that Stabilizers and r—equired cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.—
REACTIONS. (lb/size) 2=207/9-0-0 (min.0-1-8),8=207/9-0-0 (min.0-1-8),1 1=61/9-0-0 (min.0-1-8),12=213/9-0-0 (min.0-1-8),10=211/940_-O (min._O���
Max Horz 2=-90(LC 10)
Max Uplift2=-139(LC 12),8=-1 39(LC 12), 12=-53(LC 12),10=-53(LC 12)
Max Grav2=212(LC 21),8=212(LC 22),1 1=67(LC 17),12=223(LC 17),10=226(LC 18)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/44,2-3=-30/89,3-4=-21/111,4-5=-12/80,5-6=-7f76,6-7=-18/131,7-8=-28/109,8-9=0/44
BOT CHORD 2-12=-130/114,11-12=-130/114,10-1 1=-130/114,8-10=-130/114
WEBS 5-11=-78/0,4-12=-241/150,6-1 0=-238/149
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft;B=45ft;L=24ft;eave=2ft;Cat.11;
Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Comer(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 4-6-0,Comer(3)4-6-0 to 7-6-0
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)Gable requires continuous bottom chord bearing.
5)Gable studs spaced at 1-4-0 oc.
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 139 lb uplift at joint 2,139 lb uplift at joint 8,
53 lb uplift at joint 12 and 53 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
0 �russ ��Zruss�ype
.C:e
7843 T44 COMMON �2 A0065126
J.4 Rfren.Co fiona�
_p nal
Building Component Supply,Green Cove Springs,FIL
Run 7*620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Indusbies,Inc. Wed Nov 04 13:04:14 2015 Page I
ID:xKrYipSk?UzYdpeNUPPgzTyZQk�wmhboDWRe8bbAthJgQZ5GN82javVUkwP7iH3fvyMZFV
4-" 9-0-0 10-6-0
4-" 1-6-0
Scale 11:21.6
4x5
3
7.00 F1_2
14
C, W1
T1 T11
2 HB1 4 19
6 5
3x4 2x4 11
0-3-8(0-1-8) 3ft4l:0-1-8)
450#/-172# 450#1-172#
4-6-0 9-0-0
4-6-0 44-0
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 6-9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 6-9 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:38 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No-3 �__MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 2=450/0-3-8 (min.0-1-8),4=450/0-3-8 (min.0-1-8) LInstallation guide.
Max Horz 2=-99(LC 10)
Max Uplift2=-1 72(LC 12),4=-1 72(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/45,2-13=-603/133,3-13=-333/116,3-14=-333/116,4-14=-611/137,4-5=0/45
BOT CHORD 2-6=-227/849,4-6=-249/895
WEBS 3-6=0/180
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.Opsf;BCDL=5.Opsf;h=25ft B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(l)1-6-0 to 4-6-0,Exterior(2)4-6-0 to 7-6-0
zone;C-C for members and forces&MWFIRS 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 172 lb uplift at joint 2 and 172 lb uplift at joint
4.
6)"Semi-rigid pitchbrealks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
y A0065127
ype
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Uss
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--T"pj,s's' TPirgg�yS�backpBase Supported Gable
Q`y �P' Job Reference(optional)
Building Component Supply,Green Cove Springs,FL R ;,A 0 2015 Print 7.620 s A 4 e I
up PS Y P. .pr 30 2015 MR-ek Industries,Inc.Wed Nov 04 13:0:15 2015 P
I D..ZrI br.3 d NUPPgzTyZQk�OyFzOZX3OSjRoOGVE84KoahAU-AOD?EZMMIcCMXU
20-6-12 23-11-8 �2�=
17-2-0 3-4-12
4x5 3x6 4x5 Scale 1:56.9
6 7 8 9 10 50 51 11 12 13 14 15 16
1 1 P P T3 41 []1 , n 14
u u
�4 C 45
30-00 FI-2 5 %0 %Vl 2 17
U�
00 F12 5 2 13 3 E13 E13 C6
T E73 3 13 1 12
5.00 F1-2 2 u� -4-u RE3 43 Ell
4 5
Ax 411
1 23 021
j
4x5 4 9L PI R1 0 10, in, F1 1 F-11 0 4x5
22
38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23
3x6 I I 5x6=
23-11-8
2'3-11-8
Plate Offsets(X.Y)- [3:0-1-15,0-241,[19:0-1-15,0-2-4],[30:0-3-0,0-3-01,[38:0-2-12,0- _81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0,40 Vert(LL) -0.0520-21 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.11 20-21 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) -0.01 23 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight:295 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 9-5-7 oc bracing:37-38
OTHERS 2x4 SP No.3*Except* 10-0-0 oc bracing:22-23.
ST1:2x4 SP No.1 WEBS 1 Row at midpt 5-37
T-Brace: 2x4 SP No.3-16-24,15-25,14-26,8-34,
7-35.6-36
Fasten(2X) T and I braces to narrow edge of web with 1 Od(0.131"x3")
nails,Sin o.c.,with 3in minimum end distance.
Brace must cover 90%of web length.
JOINTS I Brace at Jt(s):39,41,42,43,47,49
� MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 38=78/22-7-0 (min.0-2-7),23=400/22-7-0 (min.0-2-7),24=4/22-7-0 (min.0-2-7),25=1 91/22-7-0 (min.0-2-7),
26=84/22-7-0 (min.0-2-7),27=22/22-7-0 (min.0-2-7),28=303/22-7-0 (min.0-2-7),29=40/22-7-0 (min.0-2-7),
30=1 9/22-7-0 (min.0-2-7),31=40/22-7-0 (min.0-2-7),32=303/22-7-0 (min.0-2-7),33=20/22-7-0 (min.0-2-7),
34=102/22-7-0 (min.0-2-7),35=126/22-7-0 (min.0-2-7),36=227/22-7-0 (min.0-2-7),37=140/22-7-0 (min.0-2-7)
Max Horz 38=392(LC 11)
Max Uplift38=-483(LC 10),23=-914(LC 12),24=-285(LC 10),25=-131(LC 9),26=-33(LC 8),27=-8(LC 9),28=-143(LC 9),
32=-141(LC 8),33=4(LC 8),34=-53(LC 8),35=-27(LC 8),36=-334(LC 11),37=-519(LC 12)
Max Grav38=532(LC 11),23=444(LC 17),24=764(LC 12),25=242(LC 17),26=105(LC 18),27=52(LC 3),28=303(LC 1),
29=57(LC 3).30=51(LC 3),31=58(LC 3),32=303(LC 1),33=51(LC 3),34=1 03(LC 21),35=1 26(LC 22),
36=412(LC 12),37=530(LC 10)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 6-7=-244/307,7-8=-244/307,8-9=-244/307,9-1 0=-2441307,10-50=-232/292,50-51=-232/292,11-51=-2321292,
11-12=-244/307,12-13=-244/307,13-14=-244/307,14-15=-244/307,15-16=-244/307,1-2=0/38,2-3=-184/209,
3-4=-476/399,18-1 9=-209/340,19-20=-1 0155,20-21=0/38,3-5=-786/907,5-6=-527/637,16-17=-5821742,17-19=-293/374
BOTCHORD 37-38=-392/392,36-37=-1 42/211,35-36=-1 36/204,34-35=-1 36/204,33-34=-1 36/204,32-33=-1 36/204,31-32=-1 36/204,
30-31=-I 36/204,29-30=-1 36/204,28-29=-1 36/204,27-28=-1 36/204,26-27=-1 36/204,25-26=-1 36/204,24-25=-1 36/204,
23-24=-137/214,22-23=0/0
WEBS 18-23=-7091798,17-18=-776/968,16-24=-625/459,15-25=-141/84,14-26=-78f72,13-27=-7/17,28-43=-277/200,
43-45=-278/200,11-45=-286/206,29-39=-20/9,30-40=-15/20,31-41=-20/13,32-42=-276/200,42-44=-278/200,
10-44=-286/206,9-33=-6/17,8-34=-77/86,7-35=-97/41,6-36=477/381,4-37=-628/641,4-5=-704/734,2-38=-511/504,
20-22=-69/122,42-46=-2/2,4146=-2/2,40-41=-2/2,39-40=-2/2,3948=-2/2,43-48=-2/2,4447=-1 3/17,4749=-1 3/17,
45-49=-1 3/17,46-47=-8/6,48-49=-8/6
NOTES-
1)Unbalanced roof live loads have been considered for this design.
Continued on page 2
Y_� �7
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A0065127
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_�pnngs,FL un:7]62OWsApr3O2'015 Print:7.620 sAper%n-2015 Mi7ek lndustries,_lr�ov_0413 04 152015 Page2
Building Component Supply,Green ___L_
NOTES- D:xKrYlpSk?UzYdpeNUPPgzTyZQkj-OyFzOZX3OSjRoOGVE84KoahAU–AOD?EZMM1 cCMyMZIU
2)Wind:ASCE 7-10;VUIt=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf,,h=25ft;13=45ft;L=24ft;eave=2ft;Cat.11;Exp C;Encl.,GCpi=O.l 8;MWFRS
(directional)and C-C Comer(3)-1-6-0 to 0-5-14,Exterior(2)0-5-14 to 3-9-11,Comer(3)3-9-11 to 23-1-13,Exterior(2)23-1-13 to 23-5-10 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)Provide adequate drainage to prevent water ponding.
6)All plates are 2x4 MT20 unless otherwise indicated.
6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
7)Gable studs spaced at 1-4-0 oc.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any
other members.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 483 lb uplift at joint 38,914 lb uplift at joint 23,285 lb uplift at joint 24,131 lb uplift
at joint 25,33 lb uplift at joint 26,8 lb uplift at joint 27,143 lb uplift at joint 28,141 lb uplift at joint 32.4 lb uplift at joint 33,53 lb uplift at joint 34,27 lb uplift at joint 35,334 lb
uplift at joint 36 and 519 lb uplift at joint 37.
11)Non Standard bearing condition. Review required.
12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
1 russ Truss Type
7 T46 Atfic A0065128�
I - --- Job Reference(optionalL
Building ComponeM Supply,Green Cove Springs,FL -1
Run:7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries,1667wediN—13:04:1-5-2015 Page-1
1-7- ID:xKrYlpSk�UzYdpeNUPPgzTyZQkj-OyFzOZ)(3OSjRoOGVE84KoahAGov 204EDztZMM1 cCMyMZIU
-1-" 1-6-0 4 3-4-12:34&4 20-3.4 20-6,12 22-4-4 23-11-8
'-6-0 1-" 1-9-8; -
0-1-4 16-7-0 O�3 1 18 1-9-8 1-7-4 1-6-0
Special Scale 1:56.9
3x5 Special
3x5
30-00 F1—2
4x10//3 4x10
.00 F—2
1
4XI 0//3 4x10
7
5.00 F12— 8
2
5xe 5NZI 5Q EXI IX3 :E 5;�] 51 5X8
��B3 �
10 9
29 28 27 24 21 19 18 14 13 12 11
2x4 11 5x12— 2x4 11 3x5= 4x10= 7x14 MT20HS— 3x5 4x10 2x4 11 3x8— �X4 i I
0- 1111) 3x4 0-5-8(0-3-1
2609#/-182#
20-6-12 22-7-0
1_7_4 1 3;1:1.2 15 9-2 1�1'1-712 20.1-4 2 -4-4 ,123-11-8
g§
_Ut 22
2-6-11 U-2-0 1-"0-2-'12
1-4.8
4],[9:0_14.0_
—Plate Offsets(X,Y)-- [2:0-4-15,0-1-4),[3:0-2-8,0-2-0],[4:0-1-8,0-1-8],[5:0-3-12,Edge],[6:0-3-12,Edge],[7:0-2-8.0-2-0],[8:0-5-3,0-1 0'M 1-0].[12:0-3-0,0-1-8],[14:0-3-8
.0-1-121,[15:0-6-8,0-5-01,[16:0-1-12,0-1-81,[18:0-1-12,0-1-81,[19�0-6-12,Edgel,f24:0-2-0,0-1-8],[26:0-4-8,0-54],[28:0-5-8,0-2-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d—F�--
PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.6320-22 >500 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.9520-22 >281 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.17 12 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Attic -0.2915-26 670 360 Weight:232 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x6 SP No.2*Except* TOPCHORD Structural wood sheathing directly applied or 4-5-9 oc purlins.
T1:2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-5 oc bracing. Except:
BOTCHORD 2x6 SP No.2*Except* 1-10-0 oc bracing:22-25
B1,B4:2x4 SP SS 1-11-0 oc bracing:20-22,17-20
WEBS 2x4 SP No.3*Except* 2-3-0 oc bracing:16-17
W5:2x6 SP No.2,W2:2x6 SP SS,W4:2x4 SP No.2 2-4-0 oc bracing:25-26
2-10-0 oc bracing:15-16
WEBS 1 Row at midpt 5-26,6-15
JOINTS 1 Brace at Jt(s):25,22,20,17,16
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 29=1291/0-5-8 (min.0-2-11),12=1471/0-5-8 (min.0-3-1) Installation guide.
Max Horz 29=401(LC 10)
Max Uplift29=-1 59(LC 12),12=-1 82(LC 12)
Max Grav29=2287(LC 18),12=2609(LC 19)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 2-3=-2717/109,3-5=-237/126,6-7=-253/112,7-8=-287/231,1-2=0/38,2-4=0/1 120,8-9=-106/264,8-10=0/38
BOTCHORD 28-29=401/401,27-28=-1 188/6165,24-27=-1 246/6350,21-24=-91117144,19-21=-705/7542, 18-19=-691/6620,
14-18=-855/5518,13-14=-1 126/4042,12-13=-1 071/3911,11-12=0/0,25-26=-7045/1349,23-25=-7443/1129,
22-23=-7443/1129,20-22=-7304/1057, 17-20=-7299/1058,16-17=-6772/1116, 15-16=-5720/1280
WEBS 26-27=-1 7/84,5-26=-1 339/440,13-15=-98/88,6-15=-1 308/438,24-26=0/1 393,24-25=-543/3,21-25=0/829,21-22=-312/40
,19-22=-235/182,19-20=-289/0,17-19=-32/892,17-18=-586/0,16-18=0/1474,14-16=-843/0, 14-15=0/2066,
9-12=-502/285,7-9=-515/265,8-11=-45/32,12-15=-4560/1322,2-29=-2190/292,4-28=-716/2936,34=-686/3296,
26-28=-5990/1413,3-26=-1313/624,7-15=-438/540
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10:Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C'Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 0-1-12,Interior(l)0-1-12 to 3-7-8,Exterior(2)20-4-0 to
23-9-12 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)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)Bottom chord live load(40.0 ps�and additional bottom chord dead load(0.0 psD applied only to room.25-26,22-25,20-22,17-20,16-17
,15-16
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 159 lb uplift at joint 29 and 182 lb uplift at
joint 12.
8)Load case(s)1,2,16,17 has/have been modified.Building designer must review loads to verify that they are correct for the intended use
CoR1iAhu'8dr8R$age 2
Job ___Th`_SS ITruss ype y A0065128
7843 Attic 9 __Job Reference(optional) % a
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Pdft 7.620 s Apr 30 2015 MiTelk Industries,Inc.Wed Nov 04 13:04:16 2015 Page 2
ID:xKrYipSk?UzYdpeNUPPgzTyZQkj-s9pLDvYi9iriPAriorbZLoEL?OOTyQ7!bOmAkoyMZrr
NOTES-
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1295 lb down and 228 lb up at 3-7-8,and 1295 lb down and 228 lb up at
20-4-0 on top chord,and 1 lb down at 0-1-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
12)Attic room checked for L/360 deflection.
13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:2-5=-60,6-8=-60,11-29=-20,15-26=-20,1-2=-60,8-10=-60
Concentrated Loads(lb)
Vert:5=-674(F)6=-674(F)29=-1(F)
2)Dead+0.75 Roof Live(balanced)+0.75 Attic Floor:Lumber Increase=1.25,Plate lncrease=1.25
Uniform Loads(plf)I
Vert:2-5=-50,6-8=-50,11-29=-20,15-26=-80,1-2=-50,8-10=-50
Concentrated Loads(lb)
Vert:5=-1095(F)6=-1095(F)29=-l(F)
16)Dead+Attic Floor:Lumber Increase=1.00,Plate lncrease=1.00
Uniform Loads(plo
Vert:2-5=-20,6-8=-20,11-29=-20,15-26=-1 00,1-2=-20,8-1 0=-20
Concentrated Loads(lb)
Vert:5=-1 011(F)6=-1 011(F)29=-1(F)
17)Dead:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:2-5=-20,6-8=-20,11-29=-20,16-26=-100,1-2=-20,8-10=-20
Concentrated Loads(lb)
Vert:5=-1 011(F)6=-1 011(F)29=-1(F)
rrUS7y-p-e y
USS
USS __JAT_nC A1065129
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L�7843 ��T47
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tsullolng L;omponent Supply,Green Cove Springs,VL J)b Reference(optional)
F<un:1.620 S Apr 30 2015 Print:7.620 s Apr 30 201.5 Mi-rek Industries,Inc. Wed Nov 04 13:04:16 2015 Page 1
ID:xKrY[pSk?UzYdpeNUPPgzTyZQRJ-s9pLDvYi9irIPAdorbZLoEKC007yRlibOmAkoyMZIT
1-7-4 22-4-4
1-6-0 P__3- 4 0-3-4 20�1412 2- 8 -5-8
1-5-0 1-6-0 1 16-7-0 ?15-6-0
Special Scale 1:56.9
3x5 Special
3x5
30-00 Ff2
4x10 4x10
3 7
Fly, FJObRel
3x5
F1_2
4XI 0
3
5 10
.00 r12 8
2
L9 D;Z3 p< QK r;z CK 5z� Ix, 5x12
0 -0 c6
�7�-13 1x4= �24 1�1,, CS
29 28 27 24 21 19 18 14 13 12 11
5x12 2x4 11 3x6= 4x10- 7xl 4 MT20HS 4x6 3x8 2x4 11 4x10=
Ox14- 3x4 0-5-8(0-3-12)
2766#/-193# 3155#/-220#
20-6-12 22-7-0
1-7-4 a-4-12 -:15 2;5 12 20-114 2W 212 -4 �23-_11-8�
1 _;4
9-
1,
�2-�7 �7 2 1 2
0-3-8 1-4-8
Plate Offsets(X,Y)-- [3:0-2-4,0-2-0],[4:0-1-8,0-1-8],[5:0-3-12,Edge],[6:0-3-12,Edge],[7:0-248,0-2-0],[8:0-6-7,0-2-12],[9:0-1-4,0-1-0],[14:0-2-4,0-1-8],[15:0-4-8,Edge],[16:0-1-12
,0-2-01,[18:0-1-12,0-2- 4�9-��, 24:0-2-0,0-1-8],[26.0-5-4,13-3-8],[29.0-6-3,0-2-8]
PIA1�9.0-7
DEFL. in (loc) I/defl L/d PLATES GRIP
LOADING(psf)
SPACING- 2-5-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.5420-22 >492 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.9620-22 >276 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.13 12 n/a n/a
BCDL 10.0 Code FBC2014fTPI2007 (Matrix-M) Attic -0.30 15-26 655 360 Weight:249 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x6 SP No.2*Except* TOPCHORD 2-0-0 oc purlins(4-3-6 max.)
T1:2x4 SP No.2 (Switched from sheeted:Spacing>2-0-0).
BOTCHORD 2x6 SP SS*Except* BOTCHORD Rigid ceiling directly applied or 6-8-13 oc bracing. Except:
B2:2x6 SP No.1 1-6-0 oc bracing:22-25
WEBS 2x4 SP No.3*Except* 2-1-0 oc bracing:25-26
W5:2x6 SP No.2,W6,W4:2x4 SP No.2.W2:2x6 SP SS 2-3-0 oc bracing:20-22,17-20
2-6-0 oc bracing: 16-17
3-0-0 oc bracing:15-16
WEBS I Row at midpt 5-26.6-15
REACTIONS. (lb/size) 29=1560/0-5-8 (min.0-3-4),12=1778/0-5-8 (min.0-3-12) JOINTS 1 Brace at Jt(s):5,6,25,22,20,17,16,2
Max Horz 29=-484(LC 10)
Max Uplift29=-193(LC 12),12=-220(LC 12)
Max Grav29=2766(LC 18),12=3155(LC 19)
FORCES. (1b)-Maximum Compression/Maximum Tension
TOPCHORD 2-3=-2967/135,3-5=-2931150,6-7=-301/141,7-8=-272/175,1-2=0/46,2-4=0/1229,8-9=-87/289,8-1 0=0/46
BOTCHORD 28-29=-484/484,27-28=-142717649,24-27=-1 518/7891,21-24=-1 164/9085,19-21=-894/9535,18-19=-879/8383,
14-1 8=-1 09417040,13-14=-1 365/5001,12-13=-1 275/4782,11-12=0/0,25-26=-8966/1693,23-25=-9415/1407,
22-23=-9415/1407,20-22=-9210/1311,17-20=-9204/1312,16-17=-8574/1392,15-16=-7283/1607
WEBS 26-27=-1 18/203,5-26=-1 613/534,1 3-15=-429/241,6-15=-1 588/532,24-26=0/1 887,24-25=-631/13,21-25=-1 6/977,
21-22=-374/42,19-22=-303/210,19-20=-316/0,17-19=-40/1074,17-1 8=-705/0,16-18=0/1 796,14-16=-977/0,
14-15=0/2715,9-12=-636/443,7-9=-568/431,8-11=-182/98,12-15=-5440/1542,2-29=-2415/369,4-28=-870/3237,
3-4=-834/3628,26-28=-7418/1671,3-26=-1493/754,7-15=-565/665
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.III
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 0-1-12,Interior(l)0-1-12 to 3-7-8,Exterior(2)20-4-0 to
23-9-12 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)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)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.25-26,22-25,20-22,17-20,16-17
,15-16
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 193 lb uplift at joint 29 and 220 lb uplift at
joint 12.
8)Load case(s)1,2,16,17 has/have been modified.Building designer must review loads to verify that they are correct for the intended use
of this truss.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
I russ Qty y
7843 T47 ATTIC 4 A0065129
----- I — ----- jJob Reference(optional 4
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2015 Print:7.620 s Apr 30 2015 MiTek Industries,Inc.Wed Nov-04 1-3:04—162015—Pa-ge2
NOTES- ID:xKrYlpSk?UzYdpeNUPPgzTyZQkj-s9pLDvYi9lrlPAriorbZLoEKC007yRljbOmAkoyMZIT
11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1566 lb down and 275 lb up at 3-7-8,and 1566 lb down and 275 lb up at
20-4-0 on top chord,and 1 lb down at 0-1-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
12)Attic room checked for L/360 deflection.
13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(13).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber lncrease=1.25,Plate lncrease=1.25
Uniform Loads(plo
Vert:2-5=-72,6-8=-72,11-29=-24, 15-26=-24,1-2=-73,8-10=-73
Concentrated Loads(lb)
Vert:5=-81 5(F)6=-815(F)29=-1(F)
2)Dead+0.75 Roof Live(balanced)+0.75 Attic Floor:Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:2-5=-60,6-8=-60,11-29=-24,15-26=-97,1-2=-60,8-10=-60
Concentrated Loads(lb)
Vert:5=-1 324(F)6=-1 324(F)29=-1(F)
16)Dead+Attic Floor:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plo
Vert:2-5=-24,6-8=-24,11-29=-24,15-26=-121,1-2=-24,8-10=-24
Concentrated Loads(lb)
Vert:5=-1223(F)6=-1223(F)29=-l(F)
17)Dead:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:2-5=-24,6-8=-24,11-29=-24,15-26=-1 21,1-2=-24,8-1 0=-24
Concentrated Loads(lb)
Vert:5=-1 223(F)6=-1 223(F)29=-1(F)
Job russ russ ype Y
7843 �TT48 1 A0065130
�3�Job Re�ference(o�pfional) 4
Building Component Supply,Green Cove Springs,Fl- 7.620 a Apr 30 2015 Print:7.620 a Apr 30 2015piTek Industries,Inc.Wed Nov 04 13:04:17 2015 Page 1
ID:xKrYipSK?UzYdpeNUPPgzTyZQkj-LLNkRPZKw3zg1 KQuMZ7ot.-inVVOnjOhwDrqgVAGEyMZIS
1-7-4 224-4
1 1-6-0 i i �1: :W-. 20-3.4 12 23-11 8 25-"
1-6-0 1 11-6-0 0-14 16-7-0
Special Scale 1:57.7
3x5 Special
iT 3x5
30.00 F1-2
4xl0
3x5
Ic 4x10
d L3 7
5.00 NY 8
2
4 17 16 1
5x8// _ - CK J, 5X8
VY' 2 E= B3
jX
2 10 co
1A
x 1,? 9
3X4
29 28 21 24 Special 21 19 18 Special 14 13 12 11
2x4 I I fx12 2x4 11 3x6 4x10= 3x8=
0-58%0'-&-115 8x14 M18SHS� 3x8 3x8 2x4 11 ?x4 11
0-5-8(0-3-3
7391220 Special Special 3x4 Special Special Special Special 8101#1-325#
Special Special
20-&12 22-7-0
1 1:74 A.-2 6-4-,15 i 11.2-5 i 11�11�12 3 7 9 20-1-4 2 L:&4 �T23-11-8
,_7_4
f.7 2 7
ts. 2 7 1 2-&l 1 0-2-0 1 9_8 g. 2
0.3-8 1-4-8
Plate Offsets(X,Y)- [2:0-4-15,0-1-4],[3:0-2-8,0-2-0],[4:0-1-8,0-1-8].[5:0-3-12,Edge],[6:0-3-12,Edge],[7:0-2-8.0-2-0],[8:0-5-3,6 1-4],[9:0-1-4,0-1-0],[12:0-3-12,0-1-8],[14:0-2-12
,0-1-g�15:0-4-8,EdQe],[16:0-3-8,0-1-81,[18:0-3-8,0-1-81,[21:0-1-12,0-1-81,[24:0-2-4.0-1-81,[25:0-1-12,0-1-8],[26:0-6-4,0-3-81
LOADING(psf) SPACING- 4-10-0 CS1. DEFL. in (loc) I/defi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.8019-21 >332 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -1.1219-21 >238 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.19 12 n/a n/a M18SHS 244/190
BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Attic -0.4515-26 433 360 Weight:697 lb FT 20%
LUMBER- BRACING-
TOPCHORD 2x6 SP No.2*Except* TOPCHORD 2-0-0 oc purlins(6-0-0 max.)
T1:2x4 SP No.2 (Switched from sheeted:Spacing>2-0-0).
BOTCHORD 2x6 SP No.2*Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
B1,B4:2x4 SP SS JOINTS 1 Brace at Jt(s):5,6,26,22,20,17,16,2
WEBS 2x4 SP No.3*Except*
W5:2x6 SP No.2,W6,W4:2x4 SP No.2,W2:2x6 SP SS
REACTIONS. (lb/size) 29=5966/0-5-8 (min.0-2-15),12=6632/0-5-8 (min.0-3-3)
Max Horz 29=-969(LC 10)
Max Uplift2g=-324(LC 12),12=-325(LC 12)
Max Grav29=7391(LC 18),12=81 01(LC 19)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 2-3=-8846/167,3-5=-564/326,6-7=-585/317,7-8=-699/507,1-2=0/92,2-4=0/3636,8-9=-264/641,8-1 0=0/92
BOTCHORD 28-29=-969/969,27-28=-2671/20179,24-27=-2804/20729,21-24=-1 992/26247,19-21=-1 492/29434,18-1 9=-1 454/26374,
14-18=-1 845/20911,13-14=-2498/13028,12-13=-2374/12667,11-12=0/0,25-26=-26007/3051,23-25=-29195/2518,
22-23=-29195/2518,20-22=-29397/2339,17-20=-29381/2341,16-17=-26852/2480,15-16=-21397/2871
WEBS 26-27=-1 1/375,5-26=-2812/994,13-15=-1 04/201,6-15=-2340/924,24-26=0/6934,24-25=-2462/1,21-25=0/4276,
21-22=-1 323/103,19-22=-579/979,19-20=-1 009/0,17-19=-78/3583,17-18=-2387/0,16-18=0/6768,14-16=-3638/0,
14-1 5=0/9574,9-12=-1 199/735,7-9=-1 177/684,8-11=-1 26/75,12-1 5=-1 472112950,2-29=-7061/631,4-28=-1 632/9630,
3-4=-1 544/10838,26-28=-1 9880/3213,3-26=-4123/1470,7-1 5=-1 072/1309
NOTES-
1)3-ply truss to be connected together with 1 Od(0.131"xY)nails as follows:
Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc,Except member 29-2 2x4-1 row at 0-7-0 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=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 0-1-12,Interior(l)0-1-12 to 3-7-8,Exterior(2)20-4-0 to
23-9-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)*This truss has been designed for a live load of 20.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)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.25-26,22-25,20-22,17-20,16-17
,15-16
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 324 lb uplift at joint 29 and 325 lb uplift at
joint 12.
Continued on page 2
-Job I russ -7muss TyjYe- ty y
7843 T48 1 A0065130
_[A� - -_ TV 3JJ.b Reference(optional)
Building ponent Supply.Green G�
Run:7.620s Apr 30 2015 Print:7.620 s Apr 30 2015 Mi-rek Industries,Inc. VV6d-No-vO�f-13.0-4�.17-2015-Page2-
NOTES- ID:xKrYlpSk?UzYdpeNUPPgzTyZQkj-LLNkRFZKw3z9l KQuMZ7ot?mWOnjOhwDrqgV�GEyMZIS
10)Load case(s)1,2,16,17,18,19,20,21,22,23,24,25 has/have been modified.Building designer must review loads to verify that they are correct for the intended use ofthis
truss.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2693 lb down and 473 lb up at 3-7-8,and 2285 lb down and 402 lb up at
20-4-0 on top chord,and 1 lb down at 0-1-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
13)Special hanger(s)or other connection device(s)shall be provided starting at 3-10-4 from the left end to 20-1-4 sufficient to connect truss(es) (1 ply 2x4 SP)to front face of
bottom chord. The design/selection of such special connection device(s)is the responsibility of others.
14)Attic room checked for L/360 deflection.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber lncrease=1.25,Plate lncrease=1.25
Uniform Loads(plo
Vert:2-5=-145,6-8=-145,27-29=48, 13-27=-248,11-13=-48,15-26=-248,1-2=-145,8-10=-145
Concentrated Loads(lb)
Vert:5=-1401 6=-1 189 29=-1(F)
2)Dead+0.75 Roof Live(balanced)+0.75 Attic Floor:Lumber lncrease=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:2-5=-121,6-8=-121,27-29=48,13-27=-198,11-13=48,15-26=-343,1-2=-121,8-10=-121
Concentrated Loads(lb)
Vert:5=-2277 6=-1 932 29=-1(F)
16)Dead+Attic Floor:Lumber lncrease=1.00,Plate lncrease=1.00
Uniform Loads(plf)
Vert:2-5=48,6-8=-48,11-29=-48,15-26=-242,1-2=48,8-10=48
Concentrated Loads(lb)
Vert:5=-2102 6=-1 784 29=-1(F)
17)Dead:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plo
Vert:2-5=48,6-8=48,11-29=48,15-26=-242,1-2=48,8-10=48
Concentrated Loads(lb)
Vert:5=-2102 6=-1 784 29=-1(F)
18)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber lncrease=1.60,Plate lncrease=1.60
Uniform Loads(plo
Vert:2-5=-1 78,6-8=-96,27-29=-48,13-27=-1 98,11-13=-48, 15-26=-343,1-2=-1 15,8-1 0=-82
Horz:2-5=57,6-8=25,1-2=-6,8-1 0=39
Concentrated Loads(lb)
Vert:5=-2693 6=-2285
19)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate lncrease=1.60
Uniform Loads(plo
Vert:2-5=-96,6-8=-178,27-29=48,13-27=-198,11-13=-48,15-26=-343,1-2=-82,8-10=-1 15
Horz:2-5=-25,6-8=-57,1-2=-39,8-10=6
Concentrated Loads(lb)
Vert:5=-2693 6=-2285
20)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1 st Parallel):Lumber Increase=1.60,Plate lncrease=1.60
Uniform Loads(plo
Vert:2-5=-1 23,6-8=-1 23,27-29=48,13-27=-1 98,11-13=-48,15-26=-343,1-2=-1 09,8-1 O=-1 09
Horz:2-5=2,6-8=-2,1-2=-12,8-10=12
Concentrated Loads(lb)
Vert:5=-2375 6=-2016
21)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(plo
Vert:2-5=-1 23,6-8=-1 23,27-29=48, 13-27=-1 98,11-13=48,15-26=-343,1-2=-1 09,8-1 O=-1 09
Horz:2-5=2,6-8=-2,1-2=-12,8-10=12
Concentrated Loads(lb)
Vert:5=-2375 6=-2016
22)1st Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:2-5=-145,6-8=48,27-29=-48,13-27=-248,11-13=-48,15-26=-248,1-2=-145,8-10=48
Concentrated Loads(lb)
Vert:5=-1 401 6=-1 189
23)2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:2-5=48,6-8=-145,27-29=48, 13-27=-248,11-13=48,15-26=-248,1-2=48,8-10=-145
Concentrated Loads(lb)
Vert:5=-1401 6=-1189
24)3rd Dead+0.76 Roof Live(unbalanced)+0.75 Attic Floor:Lumber lnerease=1.25,Plate lncrease=1.25
Uniform Loads(plf)
Vert:2-5=-1 21,6-8=48,27-29=-48,13-27=-1 98,11-13=-48,15-26=-343,1-2=-1 21,8-1 0=48
Concentrated Loads(lb)
Vert:5=-2277 6=-1932
25)4th Dead+0.75 Roof Live(unbalanced)+0.75 Attic Floor:Lumber lncrease=1.25,Plate lncrease=1.25
Uniform Loads(plo
Vert:2-5=48,6-8=-1 21,27-29=48,13-27=-1 98,11-13=-48,15-26=-343,1-2=48,8-1 O=-1 21
Concentrated Loads(lb)
Vert:5=-2277 6=-1932
Job i russ ty ply
A0065131
7843 T49 PPORT Q, 7:' LJ.b Reference(optional) 0
R_fen
Building Component Supply,Green Cwe�gs,FL Run:7.62b s Apr 30 2015 Print:7.620 s A-pr30 2015 Mi-rek Industries,Inc.Wed Nov 04 13:04:17 2015 Page 1
ID:xKrYlpSk?UzYdpeNUPPgZTYZQkj-LLNkRFZKw3z9l KQUMZ7ot?mVRntzhy8rqgWGEyMZIS
6-3-4 9-8-0 11-2-0
6-3-4 __F�3-Z71�2_ 11-6-0
1 2 Scale 1:68.6
526 7
9 4x6
11
13
C� 30.00 L12
913
0 OOL
C4 3x8 �,
7� 7x 14 5.00 Ll 2
k _
S15
7c5 7 3x4
4 8 x
U5
V) W
v 15
ZI I
17 9
c
25 24 23 22 21 20 19 18
6x6=
5x6
9-8-0
9-8-0
Plate Offsets(X,Y)-- [9:0-3-4,0-0-4],[11:0-2-1,Ed gel,[114:0-2-12,0-_1-8,Ll 5-.0-1-1,510-2-41,[1 9:0-3-0,0-3-01_
LOADING (ps� SPACING- 2-10-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.00 15-17 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.0215-17 n/r 120
BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.01 19 n/a n/a
BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight:149 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD 2-0-0 oc purlins(4-8-4 max-), except end verticals
BOTCHORD 2x4 SP No.2 (Switched from sheeted:Spacing>2-0-0).
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or6-0-0 oc bracing, Except:
OTHERS 2x4 SP No.3 10-0-0 oc bracing:18-19.
WEBS 1 Row at midpt 1-25,2-4,5-6,7-8,14-19
JOINTS 1 Brace at Jt(s):1,4,8,11
REACTIONS. (lb/size) 25=49/8-3-8 (min.0-1-8),20=-188/8-3-8 (min.0-1-8),19=719/8-3-8 (min.0-1-8),24=160/8-3-8 (min.0-1-8),23=154/8-3-8 (min.0-1-8),22=147/8-3-8
(min.0-1-8),21=162/8-3-8 (min.0-1-8)
Max Horz 25=-679(LC 12)
Max Uplift25=-95(LC 12),20=-1959(LC 12),19=-957(LC 11),23=-55(LC 12),22=-20(LC 12),21=-322(LC 12)
Max Grav25=77(LC 18),20=1275(LC 11),19=2018(LC 12),24=160(LC 1),23=154(LC 1),22=147(LC 1),21=218(LC 18)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 3-25=-821167,1-3=-45/99,15-16=-36/93,15-17=0/54,1-2=-39/15,2-5=-121/33,5-26=-194/52,7-26=-199/39,7-9=-226/65,
9-11=-509/173,11-13=-689/252,13-14=-1 5601793,14-15=-441/273,3-4=-29/49,4-6=-29/49,6-8=-29/49,8-1 0=-29/49,
10-12=-29/49
BOTCHORD 24-25=-602/1061,23-24=-602/1061,22-23=-602/1061,21-22=-602/1061,20-21=-602/1061,19-20=-185/426,18-19=0/0
WEBS 2-4=-1 11/194,5-6=-1 17/182,7-8=-1 12/127,9-1 0=-342/787,12-20=-607/928,12-13=-606/924,16-19=-3289/1822,
14-16=-3219/1821,15-18=-1 17/91,15-19=-188/442,14-20=-1452/2279,4-24=-1 16/115,6-23=-1 17/187,8-22=-1 13/142,
10-21=-338/772
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=2ft;Cat.11;
Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 5-11-3,Comer(3)5-11-3 to
8-11-3,Exterior(2)9-6-4 to 11-2-0 zone;C-C for members and forces&MWFRS for reactions shown;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 ANSI1TPI 1.
3)Provide adequate drainage to prevent water ponding.
4)All plates are 2x4 MT20 unless otherwise indicated.
5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 95 lb uplift at joint 25,1959 lb uplift at joint
20,957 lb uplift at joint 19,55 lb uplift atjoint 23,20 lb uplift at joint 22 and 322 lb uplift atjoint 21.
10)Non Standard bearing condition. Review required.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement
at the bearings.Building designer must provide for uplift reactions indicated.
LOAD CASE(S) Standard
Job Truss Truss Type
7843 T51 GABLE A0065132
Oily ply Job Reference(optional)
Bukiling Component Supply,Green Cove Springs,FIL Run
,67 20 s A r 3OZ20dl 5 Pdnt:7.620 s Apr 30 2015 MiTek Indusbies,Inc.Wed Nov 04 13:04:18 2015 Page 1
�Yipg
k?U Y peNUPPgzTyZQkj-pXx6ebayhN5OfU?4vGelQDJe4BCxQZ—?2KFGohyMZIR
8-7-0 17-2-0
8-7-0 8-7-0
Scale 1:24.5
4x5
2
5.00 F1_2
22 23
21 T T 1 24
3TA 3TO
F-1 F1 [71 F1 F1 F-1
Li Li Ll _E1 PJ Ll Li Li
1_7
cs
3x4 12 11 10 9 8 7 6 5 4 3x4—
7-2-0
ri. 17-2-0
Plate-O .0-2-0,EdgeLL3:0-2-0,Edge]
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 (Matrix) Weight:66 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-7-12 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide. -
REACTIONS. (lb/size) 1=333/14-10-13 (min.0-1-8),3=333/14-10-13 (min.0-1-8),8=29/14-10-13 (min.0-1-8),9=23/14-10-ld (min.0-1-8),10=41/14-10-13 (min.0-1-8),
1 1=-27/14-10-13 (min.0-1-8),12=181/14-10-13 (min.0-1-8),7=23/14-10-13 (min.0-1-8),6=41/14-10-13 (min-0-1-8),5=-27/14-10-13 (min.0-1-8),
4=181/14-10-13 (min.0-1-8)
Max Horz 1=-54(LC 10)
Max Upliftl=-145(LC 12),3=-145(LC 12),1 1=-32(LC 21),12=-74(LC 12),5=-32(LC 22),4=-74(LC 12)
Max Grav 1=333(LC 1),3=333(LC 1),8=54(LC 3),9=52(LC 3), 10=60(LC 3),1 1=44(LC 12),12=194(LC 21),7=62(LC 3),6=60(LC 3),5=44(LC 12),4=194(LC 22)
FORCES. (1b)-Maximum Compression/Maximum Tension
TOPCHORD 1-21=-6401379,21-22=-560/380,2-22=-546/395,2-23=-546/395,23-24=-560/380,3-24=-640/379
BOTCHORD 1-12=-272/517, 11-12=-272/517,10-1 1=-272/517,9-10=-272/517,8-9=-272/517,7-8=-272/617,6-7=-272/517,
5-6=-272/517,4-5=-272/517,3-4=-272/517
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf BCDL=5.Opsf h=25ft;B=45ft;L=24ft eave=4ft-Cat.11
Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)1-6-3 to 4-6-3,Interior(l)�-6-3 to 8-7-0,Exterior(�)8-7-0 to'll 1-7-0'
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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 145 lb uplift at joint 1,145 lb uplift at joint 3,
32 lb uplift at joint 11,74 lb uplift at joint 12,32 lb uplift at joint 5 and 74 lb uplift at joint 4.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building
designer.
LOAD CASE(S) Standard
-- ---7wss Type Ty— A0065133
T52 ack 1 �Job Reference(optional)
I russ
0
�78,113 PJggyb
Building Component Supply,Green Cove Spnngs,FL Run:7:620 s,PJr 30 2015 Print:7.620 s Apr 30 2015 Mi-rek Industries I ov 04 13:04:18 2015 Page 1
ID.xKrY k?UzYdpeNUPPgzTyZQkj-pXx6ebayhN5OfU?4vGe1 QDJjYBGhQYO.2KFGohyMZIR
8-7-0 17-2-0
B-7-0 8-7-0
Scale 1:29.3
4x5
3
5.00 F1_2
8 9
C 2 T' 4
F TI
B1 Ll 10
7
3x4 6 3x4 N
2x4 11 5 C?
f; 1;
I?
0-5-8(0-1-8) 17-2-0 0-5-8(0-1-8)
6 7-2_-0 674#/- 729
LOADING(pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.08 2 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.11 2 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:59 lb FT=20%
LUMBER- BRACING-
TOPCHORD 2x6 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-9-6 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 5-11-14 oc bracing.
OTHERS 2x4 SP No.3 F—MiTek recommends that!Stabilizers and requred crws bracmg
be installed during truss erection,in accordance with Stabilizer
Installat
REACTIONS. (lb/size) 1=67410-5-8 (min.0-1-8),5=674/0-5-8 (min.0-1-8)
Max Horz I=1 355(LC 1),5=-1 355(LC 1)
Max Upliftl=-172(LC 12),5=-172(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-7=-1495/602,2-7=-1419/620,2-8=-484/187,3-8=-432/202,3-9=-432/202,4-9=-4841187,4-1 0=-1419/620,5-10=-1495/602
BOTCHORD 2-6=-961/479,4-6=-961/479
WEBS 3-6=0/1 93
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft,B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(l)3-2-12 to 8-7-0,Exterior(2)8-7-0 to
11-7-0 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)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 172 lb uplift at joint 1 and 172 lb uplift at joint
5.
7)Non Standard bearing condition. Review required.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
russ yp-e
russ___TPIGGITIAC,
0 russ ype rat y A01)61134�
77843 T53 Job Reference(optional) -
Run 7.620 s Apr 30 2,015 Print,7.620 s Apr 30 2015 Mi-Tek Industnes,Inc. Wed Nov 04 13'04:18 2015 Page 1
Building Component Supply,Green Cove Sprmgs,FL ID:xKrYipSk?UzYdpeNUPPgzTyZQkj-pXx6ebayhN5GfU?4vGe1 QDJhLBFrQYc?2KFGohyMZIR
8-7-0 17-2-0
8-7-0 8-7-0
Scale 1:29.3
4x5
5-00 F1-2
b9l
T' 4
C 2
S d Ti 10
B1
7
3x4 6 3x4
2x4 11 5 C?
6 CS
0-5-8(0-1-8) 0-5-8(0-1-8)
17-2-0 —d
17-2-0 815#1-208#—
_815#j_2na#
LOADING(psf) SPACING- 2-5-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.10 2 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.13 2 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.00 n/a n/a Weight:59 lb FT 20%
BCDL 10.0 Code FBC2014rrPI2007 (Matrix)
LUMBER- IBRACING-
TOPCHORD 2x6 SP No.2 TOPCHORD 2-0-0 oc purlins(5-2-3 max.)
BOTCHORD 2x4 SP No.2 (Switched from sheeted:Spacing>2-0-0).
OTHERS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 5-5-3 oc bracing.
REACTIONS. (lb/size) 1=815/0-5-8 (min.0-1-8),5=815/0-5-8 (min.0-1-8)
Max Horz I=1 637(LC 1),5=-1 637(LC 1)
Max Upliftl=-208(LC 12),5=-208(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-7=-1806/727,2-7=-1715/749,2-8=-584/226,3-8=-522/244,3-9=-522/244,4-9=-584/226,4-10=-1715/749,5-10=-1806/727
BOTCHORD 2-6=-1161/578,4-6=-1161/578
WEBS 3-6=0/233
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.opsf;BCDL=5.Opsf-,h=25ft;B=45ft;L=24ft;eave=4ft;Cat.[[;
Exp C;Encl.,GCpi=O.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interion(l)3-2-12 to 8-7-0,Exterior(2)8-7-0 to
11-7-0 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)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TP1 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 208 lb uplift at joint 1 and 208 lb uplift at joint
5.
7)Non Standard bearing condition. Review required.
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
rUSS Qty
IGGYBACK 1
0 ru russ I ype Ply
7843 T54 P, 3�Job Reference(optional) AO
Building Component Supply,Green Cove Springs,FL Run:7.620 s Apr 30 2-015 Print 7.620 s Apr 30 2015 Mi-relk Industries,Inc.Wed Nov 04 13:04:19 2015 Page 1
ID:xKrYipSk?UzYdpeNUPPgzTyZQkj-HkVUsxaaSgDtHeaHTz9GzQsvtbdjgOW8H_?qL7yMZIQ
8-7-0 17-2-0
B-7-0 B-7-0
Scale 1:30.4
4x5
Special
5.00 F1-2 Special Special
Special 9 10
Special T
Special 2
1 T1 11
C�. Special Special 7 B1 n n a n
Special 3x4 NAILED 6 NAILED 12 3x4 N
Special NAILED 2x4 11
1 Special NAILED 5
0 0
0-5-8(0-1-8) 0-5-8(0-1-8)
1407#/-110# 17-2-0
17-2-0 1189#H83#
LOADING(pso SPACING- 2-11-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.06 2 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.09 2 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2014frPI2007 (Matrix) Weight:176 lb FT 20%
LUMBER- BRACING-
TOPCHORD 2x6 SP No.2 TOPCHORD 2-0-0 oc purlins(6-0-0 max.)
BOTCHORD 2x4 SP No.2 (Switched from sheeted:Spacing>2-0-0).
OTHERS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 1=1407/0-5-8 (min.0-1-8),5=1189/0-5-8 (min.0-1-8)
Max Horz 1=2655(LC 1),5=-2655(LC 1)
Max Upliftl=-1 1 O(LC 12),5=-1 83(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOPCHORD 1-7=-2957/620,2-7=-2793/668,2-8=-996/170,3-8=-928/192,3-9=-863/1 80,9-1 0=-989/165,4-1 0=-1 031/163,4-11=-2745/661,5-11=-2887/642
BOTCHORD 2-6=-1808/569,6-12=-1808/569,4-12=-1808/569
WEBS 3-6=0/366
NOTES-
1)3-ply truss to be connected together with 10d(0.1 31"x3")nails as follows:
Top chords connected as follows:2x6-2 rows staggered 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)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-10;Vult=1 30mph(3-second gust)Vasd=1 01 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;
Exp C;Encl.,GCpi=O.l 8;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(l)3-2-12 to 8-7-0,Exterior(2)8-7-0 to
11-7-0 zone,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 110 lb uplift at joint 1 and 183 lb uplift at joint
5.
9)Non Standard bearing condition. Review required.
10)Load case(s)1,2,17,18,19,20,21,22,23,24 has/have been modified.Building designer must review loads to verify that they are
correct for the intended use of this truss.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13)"NAILED"indicates 3-1 Od(0.1 48"xY)or 3-12d(0.1 48"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail.
14)Special hanger(s)or other connection device(s)shall be provided starting at 0-2-12 from the left end to 11-2-0 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
Continued on page 2
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Run:7.620 s Apr 30 2 15 Pri t:7.620 s Apr 30 1 1 1
Building Component Supply,Green Cove Springs,FL ID:xKrYipSk?U d e UPPgzTyZQkj-HkVUsxaaSgDtHeaHTz9GzQsvtbdj9OW8H-?qL7yMZIQ
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber lncrease=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=-176(F=-58),2-3=-126(F=-38),3-9=-126(F=-38),4-9=-87,4-5=-1 19,2-12=-48(F=-1 9),4-12=-29
2)Dead+0.75 Roof Live(balanced):Lumber lncrease=1.25,Plate Increase=1.25
Uniform Loads(pM
Vert:1-2=-1 52(F=-48),2-3=-1 02(F=-29),3-9=-1 02(F=-29),4-9=-73,4-5=-1 04,2-12=-48(F=-1 9),4-12=-29
17)Dead+0.75 Roof Live(bat.)+0.75(0.6 MWIFRS Wind(Neg.Int)Left):Lumber lncrease=1.60,Plate lncrease=1.60
Uniform Loads(plo
Vert:1-2=-157(F=-48),2-3=-107(F=-29),3-9=-87(F=-29),4-9=-58,4-5=-89,2-12=-48(F=-19),4-12=-29
Horz:1-3=5,3-5=15
18)Dead+0.75 Roof Live(bat.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber lnerease=1.60,Plate Increase=1.60
Uniform Loads(plo
Vert:1-2=-1 37(F=-48),2-3=-87(F=-29),3-9=-1 07(F=-29),4-9=-78,4-5=-1 09,2-12=-48(F=-1 9),4-12=-29
Horz:1-3=-15,3-5=-5
19)Dead+0.75 Roof Live(bat.)+0.75(0.6 MWFRS Wind(Neg.Int)list Parallel):Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(plf)
Vert:1-2=-1 53(F=-48),2-3=-1 03(F=-29),3-9=-1 03(F=-29),4-9=-74,4-5=-1 05,2-12=-48(F=-1 9),4-12=-29
Horz:1-3=1,3-5=-1
20)Dead+0.76 Roof Live(bat.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60
Uniform Loads(plf)
Vert:1-2=-1 53(F=-48),2-3=-1 03(F=-29),3-9=-1 03(F=-29),4-9=-74,4-5=-1 05,2-12=-48(F=-1 9),4-12=-29
Horz:1-3=11,3-5=-1
21)list Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=-1 76(F=-58),2-3=-1 26(F=-38),3-9=-68(F=-38),4-9=-29,4-5=-60,2-12=-48(F=-1 9),4-12=-29
22)2nd Dead+Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=-1 18(F=-58),2-3=-68(F=-38),3-9=-1 26(F=-38),4-9=-87,4-5=-1 19,2-12=48(F=-1 9),4-12=-29
23)3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=-152(F=-48),2-3=-102(F=-29),3-9=-58(F=-29),4-9=-29,4-5=-60,2-12=-48(F=-19),4-12=-29
24)4th Dead+0.75 Roof Live(unbalanced):Lumber lncrease=1.25.Plate Increase=1.25
Uniform Loads(plo
Vert:1-2=-1 08(F=-48),2-3=-58(F=-29),3-9=-1 02(F=-29),4-9=-73,4-5=-1 04,2-12=-48(F=-1 9),4-12=-29