741 PARADISE LN - TRUSS .., •
...n
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
ril rii prv---
MiTek
RE: 15-081188- MiTek USA, Inc.
5904 Parke East Blvd.
Site Information: Tampa,FL 33610-4115
Customer Info: Springfield Builders Project Name: Model: Custom Home
Lot/Block: 30 Subdivision: Paradise Preserve
Address:
City: Atlantic Beach State: Fl.
Name Address and License#of Structural Engineer of Record, If there is one,for the building.
Name: License#:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 /Low Rise Il l Wind Speed: 130 mph
Roof Load: 40.0 psf Floor Load: 55.0 psf
This package includes 48 individual, dated Truss Design Drawings and 0 Additional Draw0,g s'r�� .
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer aril end c s1 ee
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules;
Truss Name Date No. Seal# ° a t ' d o = a
�No. Seal# Truss Name Date R- a a, cc I- _ N
1 T7331594 A 8/12/015 18 17331611 DD 8/12/015 N 8 , e° 2 2
2 T7331595 Al 8/12/015 19 17331612 F5 8/12/015 ° 8 d W 2
3 77331596 A2 8/12/015 20 T7331613 F6 8/12/015 0 0= �a > > W■ z a LL
4 17331597 A3 8/12/015 21 T7331614 F7 8/12/015 w I N 8 °
5 17331598 AG 8/12/015 22 T7331615 F9 8/12/015 j g'� o d 0 0 0 c�o
6 T7331599 AG1 8/12/015 23 77331616 F10 8/12/015 C a E z t
7 T7331600 AG2 8/12/015 24 T7331617 F 1 1 8/12/015 cp c3 o
8 T7331601 AG3 8/12/015 25 T7331618 F12 8/12/015 z t o L Z t z cc
a,�w, O =W c"1
9 17331602 AG4 8/12/015 26 T7331619 F13 8/12/015 s H= '-2 L w?
ace -,5-F- °z z�u-
10 T7331603 AG5 8/12/015 27 T7331620 F14 8/12/015 o d g o S .-, u, ° I.
11 T7331604 B 8/12/015 28 T7331621 F15 8/12/015 1 0 cc a a ° o = W=
12 77331605 B1 8/12/015 29 17331622 F16 8/12/0151 N z Nom, o o Q CC•Z
13 17331606 B2 8/12/015 30 17331623 FT1 8/12/015 2 cj `4,i, a 2 W o
.y d 2 LL ~O C N N
14 77331607 B3 8/12/015 31 17331624 FT2 8/12/015 Z " a z °'Nc
15 17331608 BG 8/12/015 32 T7331625 FT3 8/12/015 1 a-`="i;Z ❑ ❑ ' ==a
16 17331609 CD 8/12/015 33 T7331626 G 8/12/0151
17 T7331610 D 8/12/015 34 T7331627 G1 8/12/015
The truss drawing(s)referenced above have been prepared by MiTek ``��� s A "e∎
Industries, Inc.under my direct supervision based on the parameters ,��0�,\c E N S`e'9•���•
provided by TrussMart Bldg Comets,I,I,C. ,``Z;
RE: 15-081188-
Site Information:
Customer Info: Springfield Builders Project Name: Model: Custom Home
Lot/Block: 30 Subdivision: Paradise Preserve
Address:
City: Atlantic Beach State: Fl.
No. Seal# Truss Name Date
35 17331628 G1D 8/12/015
36 17331629 HJ 8/12/015
37 17331630 J 8/12/015
38 17331631 J1 8/12/015
39 T7331632 M 8/12/015
40 17331633 M1 8/12/015
41 17331634 M2 8/12/015
42 17331635 M3 8/12/015
43 17331636 M4 8/12/015
44 T7331637 M5 8/12/015
45 17331638 M6 8/12/015
46 17331639 MG 8/12/015
47 T7331640 P 8/12/015
48 17331641 P1 8/12/015
2 of 2
Job Truss Truss Type Qty Ply
T7331594
15-081188 A Piggyback Base 1 1
Job Reference(optional)
7nnsMart Bulking Components.LLC, Midway,GA 7.630 s Jul 28 2015 MITek Industries,Inc.Wed Aug 12 14:58:00 2015 Page 1
ID:WAygWhEiEc3AZCGfgs1 Cynz311 Z-2Da315eZFmgLx9IU 1 s6WEnVr1_8F1Jsi187D7JyoZx5
i 5-7-5 i 10-11-3 i 16-3-0 i 24-3-0 i 30-2-2 I 38.1-5 I 42-6-0 i
5.7-5 54.13 5-3-13 8-0-0 5-11-2 5-11-2 6-4-11
5x5= Scab=1:78.2
5x5=
7.00 12 5 6
r'
;(1 3x4
��
3 3x4 4 " / 8 4x4
2 9
4x5 4
ar e, f0
r I{
19
ill §17 16 20 15 21 14 22 13 23 24 12 X11 3x5 =
2x4 I 1 3x5= 3x4= 3x8= 3x8= 3x4 = 308= 3x4= 1.5x4'�
12.0-0 I 10-11-3 1 16-3-0 I 25.8.12 i 32-11-8 1 40$0 142.8.0 I
2-0-0 8-11-3 5313 9-3-12 7+12 7.8.8 2-0-0
Plate Offsets(x.111- (5:0-2-8.0-2-1).16:0-2-8.0-2-11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Udefi Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.23 14-15 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.76 Vert(TL) -0.46 14-15 >619 180
BCLL 0.0 • Rep Stress Ina YES WB 0.59 Horz(TL) 0.02 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:271 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins, except
5-6:2x4 SP No.1 end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. •
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-15,5-15,6-15,6-14,7-14
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 18=1022/0-3-8,14=1722/0-3-8,11=645/0-3-8
Max Horz 18=304(LC 6)
Max Uplift 18=108(LC 8),14=112(LC 9),11=-87(LC 9)
Max Gray 18=1056(LC 17),14=1789(LC 2),11=665(LC 18)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-841/120,34=-752/149,4-5=-603/167,5-6=-452/182,6-7=0/285,7-8=-250/133,
8-9=-387/100,9-10=-112/274
BOT CHORD 17-18=-251/762,17-20=-181/775,16-20=-181/775,15-16=181/775,11-12=14/394
WEBS 2-18=1028/183,4-15=-458/173,6-15=99/831,6-14=-1121/109,7-14=-603/226,
7-12=-45/400,9-12=-257/175,9-11=-709/206 ,,-,A,11111111/iiii''
NOTES- �•%. �+`PS A '4�e�0,
1)Unbalanced roof live loads have been considered for this design. ■� . G E NS;•• -4 .
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; 1t*`,•'.,\ AC`s•, I�
MWFRS(envelope);cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 ---�'" e.� "a,,
3)Provide adequate drainage to prevent water ponding. " • 3938! .-----
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *: r-
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. .a�• y. --
;(te
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 108 lb uplift at joint 18,112 lb uplift at joint x `i0l►ATE
14 and 87 lb uplift at joint 11. O (v
7)"Semi-rigid pitchbreaks including heels"Member end fixity •model was used in the analysis and design of this truss. •:., .. Q ��
i���ss,O N A.�;.0
•FL Cert. 6634
August 12,2015
A WARNING-Wetly d dgn pramwMS and READ NOTES ON TINS AND INCLUDED NITEK REFERANCE PAGE 9111-7473 rev.02/19/2015 BEFORE USE.
Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for on individual building component. -
Applkobiity of design parameters and proper incorporation of component is responsibly of bolding designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only.Additional temporary bracing to Insure slabiiy during construction is the responsibility of the MiTek•
erector.Additional permanent bracing of the overoi structure is the responsibly bolding of the bding designer.For general guidance regarding
fabrication.qudity control.storage.deivery.erection and bracing,consult ANSI/TPl1 Qually Crleka,DS11-89 and BCSI Bulking Component 8904 Parke East Blvd.
Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33810
r
Job Truss Truss Type Qty MY
T7331595
15-081188 Al PIGGYBACK BASE 1 1
Job Reference(optional)
TrussMart Building Components,LLC, Midway,GA 7.830 s Jul 28 2015 MITek Industries.Inc.Wed Aug 12 14:58:01 2015 Page 1
ID:WAygWhEiEc3AZCGfgs1Cynz311Z-WP8RERfB04oCYJHhbadlm_20TOTWUm3sz08 Y0Zx4
I 5.7-5 i 10-11-3 I 16-3-0 I 24-3-0 I 30-2-2 I 361-5 i 40-6-0 1
5-7.5 5-3-13 5-3-13 8-0-0 5-11-2 5-11-2 4-4-11
5x5= b
Sca =1:78.1
5x5=
7.00 12 5 8
r'
3x5 i
3x4
3x8 i 4 7
3 3x8
4
® 8 4x4
2 /N40 I I
lii itli
4x5 i 3x 1 401
19 18 17 18 20 15 21 1 22 13 23 24 12 11
2x4 I 1 305= 304= 3x8= 3x8= 3x4= 3x8= 3x4= 3x4=
12.0-0 1 10-11-3 1 18-3-0 i 25.612 1 32-11-8 i 40-6-0 I
2-0-0 8-11-3 5-3-13 9-3-12 7-4-12 7.6-8
Plate Offsets(X,Y)— 15:0-2-8.0-2-1).[6:0-2-8.0-2-11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl Vd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.23 14-15 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.76 Vert(TL) -0.46 14-15 >616 180
BCLL 0.0 • Rep Stress Ina YES WB 0.59 Horz(TL) 0.02 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:266 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2'Except" TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except
5-6:2x4 SP No.1 end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2 WEBS I Row at midpt 4-15,5-15,6-15,6-14,7-14
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 18=1034/0-3-8,14=1695/0-3-8,11=488/Mechanical
Max Horz 18=-291(LC 6)
Max Uplift 18=106(LC 8),14-116(LC 9),11=59(LC 9)
Max Gray 18=1060(LC 17),14=1766(LC 2),11=509(LC 18)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-847/117,3-4=-757/148,45=-609/164,5-6=-458/180,6-7 /255,7-8=-323/118,
8-9-410/92
BOT CHORD 17-18=-248/760,17-20=178/777,16-20=-178/777,15-16=-178/777,11-12=-43/405
WEBS 2-18-1032/180,4-15=-455/173,6.15=101/819,6-14=-1089/113,7-14-609/227,
7-12=32/382,9-11=-459/69 ��,`',%5 11111//I�,'',
NOTES- .� 1� .........'4�
1)Unbalanced roof live loads have been considered for this design. ,n 0 C E �,
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; 4.,6/-••'\,, SkC•�•lie.•
MWFRS(envelope);cantilever left exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 :•y,�
3)Provide adequate drainage to prevent water ponding. `* • 3938 —
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •,
5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will : ,
fit between the bottom chord and any other members,with BCDL=10.0psf. • ra • _ ;rte
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 lb uplift at joint 18,116 lb uplift at joint • O•• ATE • ��`•
14 and 59 lb uplift at joint 11. .�". Q • .
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �i. Q (�`�. C?\`,�
ti-1111111%1•'
FL Cert. 6634
August 12,2015
• l
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M67473 rev.02/16/2015 BEFORE USE ��
Design valid for use only with Mirek connectors.This design is based only upon parameters shown.and is for an at kndvkdual bung component.
��
Applicability of design parameters and proper incorporation component is responsbily of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during constniction is the responsibi8ty of the MiT®k-
erector.Additional permanent bracing of the overall structure is the responsibly of the bulling designer.For general guidance regarding
fabrication.qualify control storage.delivery.erection and bracing.consult ANSI/TPl1 quality Cdledo,DSS-89 and SCSI Building Component 8904 Parke East Bid.
Safety Mfonnallon avaiable from Truss Plate Institute,781 N.lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33810
Job Truss Truss Type Qty Ply
T7331596
15-081188 A2 Piggyback Base 5 1
Job Reference(ootionall
TnsssMauI&M/g Components,LLC, Midway,GA 7.830 s Jul 28 2015 MiTek Industries,Inc.Ned Aug 12 14:58:02 2015 Page I
ID:WAygWhElEc3AZCGfgs1Cynz311Z_bipRngpnNAGATrt9H8_JCbFsntODDW7CScKBByoZx3
12-1-12 14 3 0- 1
10-3-4 I 18.3-0 I 90.3.0 1 24-3-0 I 298.13 I 34-10-11 I 4041-0 I
2-1-12 2.1.12
5.11-12 5-11-12 4-0-0 4-0-0 5-3-13 5-3-13 5-7-5
5x5= Scale•1:78.8
3x4 = 5x5 =
7.00 fir e 7 8
r,
///L Az:
3x8�i � 3x8
5
4 10
\ / E's iiii . 4x4
4x5 i 11
3x5� 3
4x5; 2 ,_ II 1Ii32
.. l l
,9
5x12 = 20 25 5x12= 28 16 27 15 25 29 14
24 23 22 3x4= 18 17 13
2x4 II 3x8= 2x4 II 2x4 II 4x8= 3x4 = 3x6= 3x4= 3x4=
2-1-12
2-0-0 II 438 1 10-3-4 { 18-2-0 i 20-3-0 i 258.12 I 32.10.10 I 40-8-0 1
2-00 2.1.12 5-11.12 5-10.12 4.1.0 5312 7.3-14 70-8
0.1.12
Plate Offsets(X,Y)— 16:0-2-8.0-2-11.18:0-2-8.0-2-11
LOADING(psf) SPACING- 2-0-0 CSI, DEFL. in (Ioc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.10 14-16 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.18 13-14 >999 180
BCLL 0.0 • Rep Stress Ina YES WB 0.58 Horz(TL) 0.05 13 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:304 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc puriins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing:22-23,17-18,16-17.
1 Row at midpt 6-19
WEBS 1 Row at midpt 5-19,7-17,8-16,9-18
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 23=1031/0-3-8,16=1702/0-3-8,13=484/Mechanical
Max Horz 23=-291(LC 6)
Max Uplift 23=105(LC 8),16=110(LC 9),13=63(LC 9)
Max Grav23=1056(LC 17),16=1710(LC 2),13=507(LC 18)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-769/142,3-4=-977/129,4-5=-810/149,5-6=-651/159,6-7=471/177,7-8=286/145,
8-9=0/281,9-10=-301/150,10-11=423/121
BOT CHORD 3-21=-429/75,20-21=-341/869,20-25=-214/887,19-25=-214/887,13-14=-20/382 ,1%11111111i/
WEBS 2-23=-954/158,7-17=-716/186,1 8-17=-114/7 38,5-19=-560/186,188,9-16=1621/2 217 `%%%4, 1 S .A• A 1/.
•
9-14=70/498,11-14=-267/179,11-13=375/11 �• O ••••C E IV S'•eq •,,
NOTES- 3938#_.
1)Unbalanced roof live loads have been considered for this design. " a •
2)Wind:ASCE 7-10;Vut=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; • *i. •
MWFRS(envelope);cantilever left exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60
•
3)Provide adequate drainage to prevent water ponding. • .a • — r
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .. a • •.�ATE • •
5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -
fit between the bottom chord and any other members,with BCDL=10.Opsf. :. <.,•••A`� O R O Q�;\. 'Z.
6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 105 lb uplift at joint 23,110 lb uplift at joint °/, is ........•�• 40*,•
8)"Seer"Semi-rigid lb uplift at
p tchbreaktrincluding heels"Member end fixity model was used in the analysis and design of this truss. ,���5�f N Al •'`,,��,
FL Cert. 6634
August 12,2015
MOIL 0 WARNING-Verily dasrgn Nominators and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE*81-7473 ray.02/16/2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design Is based only upon parameters shown.and is for an indvidud building component.
Applcabilty of design parameters and proper incorporation of component is responsbiy of binding designer-not truss designer.Bracing shown
Is for lateral support of indivk,ud web members only.Additional temporary bracing to insure stobitty during construction is the responsibility of the MiTek'
erector.Additional permanent bracing of the overal structure is the responsbity of the building designer.For general id
guidance regarding
fabrication.quality control storage.deluery.erection and bracing.consul ANSI/TPI1 Qualtly CAM*,058.89 and ICSI Building Component 8904 Parke East Blvd.
Safety Inform:Non available ham Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tempe.FL 33610
I
L I
Job Truss Truss Type Qty Ply
17331597
15.081188 A3 Piggyback Base 2 1
Job Reference(optional)
TrussMart Building Component,LLC, Midway,GA 7.630 s Jul 28 2015 MiTek Industries,Inc.Ned Aug 12 14:58:03 2015 Page 1
ID:WAyg vhEiEc3AZCGfgs1Cynz311Z-SoGBfBgRYh2wodQ3i71DsP7PZBEgygO8R6Lu)eyoZx2
12.1.12 14-3-6 I 103-4 I 16-3-0 I 20-3-0 1 24-3-0 I 30-2-2 I 36-1.5 I 42-6-0 I
2.1-12 2-1-12
5-11-12 5.11.12 4-0-0 4-0-0 5-11-2 5-11-2 8.4.11
5x5= Scale=1:80.3
384= 5x5=
7,00 ' 8 7 8
3x8 4
34 5---''' Ac
axe
4 10
- 4x5 i ® 4x4
11 `-
3x5 i 3
4x5 1 2
Ai.
'.:.' �.7 .z \ 12 N
- 5x12= 20 25 5x12= 26 le 27 15 28 29 14 13 3x5= 1.
24 23 22 3x4= 18 17
2x4 II 3x8 = 2x4 II 2x4 II 4x8= 3x4 = 3x8= 3x4= 1.5x4 Q
2.1.12
1 200 11 436 I 1034 I 18-20 I 20-3-0 I 25812 I 32.11-8 I 408-0 1428-0 1
280 2-1-12 5-11.12 5-10-12 4-1-0 53.12 7+12 78-0 2-0-0
0-1-12
Plate Offsets(X.Y)— (6:0-2-8.0-2-11,18:0-2-8.0-2-1)
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.09 14-16 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.45 Vert(TL) -0.16 14-16 >999 180
BCLL 0.0 • Rep Stress lncr YES WB 0.60 Hocz(TL) 0.04 13 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:307 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purtins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. Except:
1 Row at midpt 619
WEBS 1 Row at midpt 5-19,7-17,8-16,9-18
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation auide. ,
REACTIONS. (lb/size) 23=1018/0-3-8,16=1731/0-3-8,13=640/0-3-8
Max Horz 23=-304(LC 4)
Max Uplift23=-106(LC 8),16=112(LC 9),13=-88(LC 9)
Max Grav23=1052(LC 17),16=1731(LC 1),13=663(LC 18)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=764/144,3-4=-970/125,4-5=-804/145,5-6=844/157,6-7=-465/175,7-8=-279/146,
8-9=0/315,9-10=-260/131,10.11 97/98,11-12=108/280
BOT CHORD 3-21=42686,20-21=345/875,20.25=218/886,19-25=218/886,13-14=13/391
WEBS 2-23=950/144,2143=-299/314,2-21=-106/828,5-19=-563/183,17-19=106/322, ,�11111111//I
7-19=-79/616,7-17=720/187,8-17=-114800,816=1149/92,9-16=629/223, ��� i.
9-14=-36/427,11-14=-251/175,11-13=-713/200 ``% 0" A, /4 10•
NOTES- ,••,�.••\G E N S•• 1/,J�-,,,,•
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=6.Opsf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; '• a 3938• • — •
MWFRS(envelope);cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 *
3)Provide adequate drainage to prevent water ponding. _ •
4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. : 4s • _ !I...
5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • -,,•ATE ,(/
fit between the bottom chord and any other members,with BCDL=10.Opsf. O
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 106 lb uplift at joint 23,112 lb uplift at joint •�. ,�•.•A's O V`.• ,;
16 and 88 lb uplift at joint 13. „. O R■
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• 61 ........ �•
1,,�S/ N A ����
FL Cert. 6634
August 12,2015
l a
_
A WARNING•Wally design psrrnetsn and READ NOTES ON 77x$AND INCLUDED MITEK REFERANCE PAGE 181•7473 rev.07116/2015 BEFORE USE.
Design valid for use only with MEek connectors.This design B based only upon parameters shown.and is for an inclwdual bolding component.
Applicability of design parometers and proper incorporation of component b responsib7Ay of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek•
erector.Addtionol permanent bracing of the overal structure Is the resporsbity of the bulking designer.For general guidance regarding
fabrication.quality control storage.detery.erection and bracing.consult ANS1/7I1 Qualty Crnesla,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safely 10h:woalen available from Truss Rate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tempe,FL 33610
i 9
Job Truss Truss Type Qty Ply
17331598
15-081188 AG GABLE 1 1
Job Reference(optional)
TrussMart Building Components,LLC, Mktway,GA 7.830 s Jul 28 2015 MiTek Industries,Inc.thud Aug 12 14:5805 2015 Page 1
ID:WAygWhEiEc3AZCGfgs1 Cynz311 Z-OANy4d1411elwaSgQhhxgDqK?y5QhuRuQq_oWyoZxO
I 16-3-0 I 24-3-0 40-6-0 I
16-3-0 8-0-0 16-3-0
Scale=1:75.2
5x5=
5x5 =
7.00 12 10 11 12 13 14
• a 6 15
9
8 18
3x8 4 7 17 348
18
5 8 19 q
a e e zo
3 21
3x4 II 2 22 3x4 II
1 23
IF s • • • s • .. e s • ,. • • • r • • • Is
46 45 44 43 42 41 40 39 37 38 35 34 33 31 30 29 28 27 26 25 24
38 32
3x4= 3x8= 3x8 = 3x4 =
1 2-0-0 1 40-6-0
2-0-0 38-6-0
Plate Offsets(X,Y)- f10:0-2-8.0-2-1L114:0-2-8.0-2-11.[24:Edge.0-1-01.132:0-2-4.0-1-81.138:0-2-4.0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(TL) n/a - n/a 999
BCLL 0.0 • Rep Stress Ina YES WB 0.15 Horz(TL) -0.02 24 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:319 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 9-9-2 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 14-33,13-34,12-35,11-36,10-37,9-39,
15-31
MITek recommends that Stabilizers and required cross bracing
be Installed during truss erection,In accordance with Stabilizer
Installation guide. ,
REACTIONS. All bearings 38-6-0.
(Ib)- Max Horz 45=-349(LC 6)
Max Uplift All uplift 100 lb or less at joint(s)33,34,35,36,39,40,41,42,43,
31,30,29,28,26 except 44=158(LC 8),45=-108(LC 9),27=-102(LC 9),
25=245(LC 9),24=-261(LC 5)
Max Gray All reactions 250 lb or less at joint(s)33,34,35,36,37,39,40,41,
42,43,44,31,30,29,28,27,26 except 45=281(LC 16),25=365(LC 16),
24=298(LC 6)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ‘t1111111/iii
TOP CHORD 71-28-=138-/30052/4,089-9
2-13-05/409,=1-9-4/43=1,095-1400=9 11242-/41544,
-1 141/457,115-16e 162/421 1065-/1409-, `,s•-ob,? /-%. 4,B,,�
17-18=-201/339,18-19=-202/298,19-20=220/292,20-21=242/280,21-22=-251/273, ��_�0 ••C E N A.„
BOT CHORD 44-45=264/260,43-44=-264/260,42-43=-264/260,41-42=264/260,40-41=-264/260, • ��'•••�\ S�••.~�'�••,
%39-40=-264/260,38-39=-264/260,37-38=-264/260,36-37=264/260,35-36-264/260, "• 3938 •
3435=-264/260,33-34=-264/260,32-33=-264/260,31-32=264/260,30-31=-264/260, *: •
29-30=-264/260,28-29=-264/260,27-28=-264/260,26-27=264/260,25-26=-264/260, . •
2425=-264/260 =,a •__ _ ;AT i a • :
NOTES- AT E • :
1)Unbalanced roof live loads have been considered for this design. .OA\••/C` Q;,• • ••
2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.0psf;h=25f1;Cat.II;Exp C;End.,GCpi=0.18; ''r ,4. O R 1 Q•` \
MWFRS(envelope)gable end zone;cantilever left exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 /,,-LS/ '• •••... \•.,, •,
3)Gable End Details as applicable,or consult qualified building designer as perANSI/TPd'normal to the face),see Standard Industry 11/ �O N A� 00%
4)Provide adequate drainage to prevent water ponding.
5)All plates are 1.5x4 MT20 unless otherwise indicated. .
6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). FL Cert. 6634
7)Gable studs spaced at 2-0-0 oc.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. August 12,2015
-
A WARNING-VeAly design parenwhra and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE*91-7473 my.02/1612015 BEFORE USE.
Design valid for use only with MTek connectors.This design a based only upon parameters shown,and is for an hdvi dud building component.
Applicability of design parameters and proper incorporation of component's responsbkity of building designer-not truss designer.Bracing shown
is for ioteroi support of individual web members only.Addtiond temporary bracing to insure stability during construction Is the responsibility of the M iTek-
erector.Addlbnd permanent bracing of the overol structure is the responsibility of the bulling designer.For general guidance regordng
fabrication.quality control storage,delivery,erection and bracing.consul ANSI/W11 Ovally Criteria,059.89 and ICSI Building Component 8904 Parke East Blvd.
Sally Information avoilobie from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33810
Job Truss Truss Type Qty Pty
17331598
15-081188 AG GABLE 1 1
_Job Reference(optional)
TrussMart Budding Components,LLC, Midway,GA 7.830 s Jul 28 2015 MiTek Industries,Inc.Wed Aug 12 14:58:05 2015 Page 2
ID:WAygWhEiEc3AZCG(gs1 Cynz311 Z-0ANy4oii411e1waSgQhhxgDqK?y5QhuRuQq_oWyoZxO
NOTES-
9)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any
other members.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)33,34,35,36,39,40,41,42,43,31,30,29,28,26 except
(jt=lb)44=158,45=108,27=102,25=245,24=261.
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.
A WARNING-Verify design parameters end READ NOTES ON TIM AND INCLUDED MITER REFERANCE PAGE 911-7473 rev.02N6/2015 BEFORE USE.
Design solid for use only with Mitek connectors.This design is based only upon parameters shown,and in for on incsvldual bolding component. "
Applicabifty of design porameters and proper incorporation of component rs responsbBty of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporc y tracing to insure stability during construction is the responsibillity of the MiT®k'
erector.Additional permanent brocirsg of the ovral stnsctssre is the responsiblity of the budding designer.For general guidance regarding
fabrication.quality control,storoge.delivery,erection and bracing.consult ANSI/TP11 Quality Criteria.DSB-89 and SCSI Building Component 8904 Parke East Bid.
Safely Intonation avoioble from Truss Plate Institute.781 N.lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33810
1
Job Truss Truss Type Qty Ply
17331599
15-081188 AGt GABLE 1 1
Job Reference(optional)
TnusMart Building Components,LLC, Midway,GA 7.830 s Jul 28 2015 MRek Industries,Inc.Wed Aug 12 14:58:05 2015 Page 1
ID:WAygWhEiEc3AZCGfgs1Cynz311Z-OANy4oii411elwaSgQhhxgDsa?GQItRuQq_oWyoZXO
I 8.3.0 1 12.8.0 I
8.3-0 8.3.0
Scale=1:31.0
4x4 =
4
3 r 1111\1 10.00 12 5
111 Ir N 2 8 a 111111111111111L.1 ■ w r i r r r
►:�:�:4.!4WA 74 IN 976732 9974::4r∎T49�!�:�_4ST�74C�:�:�:�:�=�=∎ d
3x4.".% 3x4 Q
12 11 10 9 8
1 2-0-0 j 12.6-0 I
2-0-0 10-8.0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(TL) n/a - n/a 999
BCLL 0.0 • Rep Stress Ina YES WB 0.09 Horz(TL) -0.00 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:61 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 8-6-0.
(Ib)- Max Horz 12=163(LC 4)
Max Uplift All uplift 100 lb or less at joint(s)except 11=-182(LC 8),12=-121(LC 9),9=180(LC 9),8=118(LC 8)
Max Gray All reactions 250 lb or less at joint(s)12,8 except 10=270(LC 18),11=253(LC 15),9=250(LC 16)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
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=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope)gable end zone;cantilever left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip
DOL=1.60
3)Truss designed for wind loads in the plane of the truss ony. 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. +,�1111111i,
4)All plates are 1.5x4 MT20 unless otherwise indicated. �.0 (�cj A. ��/�
5)Gable studs spaced at 2-0-0 oc. %s 1�r '1 i,I
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sY_ O ••Ci E N S•,e1 ',
7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will :,N-.•••\„. A, ..• ,
fit between the bottom chord and any other members. •• ,0
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 182 lb uplift at joint 11,121 lb uplift at joint '. • 3938 0
12,180 Ib uplift at joint 9 and 118 Ib uplift at joint 8. .. *.
9)Non Standard bearing condition. Review required.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •:ICC..
FL Cert. 6634
August 12,2015
N
A WARNING-VM1y design pramaMn and READ NOTES ON THIS AND INCLUDED MITEB REFERANCE PAGE*11-7473 rw.02/16/2015 BEFORE use
M.
Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not tans designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction's the responsibility of the RA Tek"
erector.Additional permanent bracing of the overall structure Is the responsb*ity of the building designer.For genera guidance regarding
fabrication.quaity control,sforoge.delivery.erection and bracing.consult ANSI/TPI1 Quality Criteria.D51.89 and ICSI Sol ng Component 8904 Parke East Blvd.
Safety Information avalable horn Truss Plate institute.781 N.lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33810
1 t
Job Truss Truss Type Qty Ply
17331800
15.081188 AG2 Comm on 1 1
Job Reference(optional)
TrussMarl Building Components,LLC, Midway,GA 7.830 s Jul 28 2015 MRek Industries,In Wad Aug 12 14:58:08 2015 Page 1
ID:WAygWhEiEc3AZCGfgs1 Cynz311Z-sNxKH8jKrcOV f49eO7DwT2lx9PAL99Ib74aYKzyoZx?
I 6-3-0 I 12-6-0 I
6-3-0 6-3-0
4x5= Stale=1:35.3
2
U.
10.00 12
k
1
►
3x5= ►2 5 C4 3x5=
6 4
1.5x4 II
1 2-0-0 1 8-3.0 f 10.6-0 1 12-8-0 1
2-0-0 4-3-0 4-3-0 2-0-0
Plate Offsets(X.Y)— [1:0-3-1.0-1-81,13:0.3-1.0-1-81
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.08 5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.78 Vert(TL) -0.18 5 >559 180
BCLL 0.0 • Rep Stress Ina- YES WB 0.12 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:51 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 6=500/038,4=500/0-3-8
Max Horz 6=-141(LC 6)
Max Uplift6=-69(LC 4),4=-69(LC 5)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
WEBS 2-5=-258/92
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope);cantilever left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psi 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 "0111111//,
fit between the bottom chord and any other members. `��� S •A 1I,�
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 69 lb uplift at joint 6 and 69 lb uplift at joint ``% -*P q� /.�
4. lam' •.....
6)Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. :,�/ ••V C E Aid... . I/,•
-. *.
3938
•
1:6,--
. .�A E 0 •1(l:
'� S'1� Oe %.S G N
FL Cert. 6634
August 12,2015
•
0 WARNING-Verify design prarnafera and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MS-7473 rev.02/16!2015 BEFORE USE. il
Design vabd for use only with MITek connectors.This design is based only upon parameters shown.and is for on indvidud building component.
Applicobiity of design parameters and proper incorporation of component B responsbtity of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responwbillity of the M iTe k`
erector.Add m
tional peronent bracing of the overol structure is the responsibility of the bolding designer.For general guidance regarding
fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/T%1 Dually Criteria,DS11-89 and SCSI Bulking Component 8904 Parke East Bind
Safety Information ovaiable from Truss Plate Institute.781 N.Lee Sheet,Suite 312.Alexandria.VA 22311. Tampa,FL 33810
Job Truss Truss Type Qty Ply
T7331601
15-081188 A03 Common 2 1
Job Reference fo0tionall
TrussMad Bolding Components,LLC, Midway,GA 7.630 s Jul 20 2015 MiTek Industries,Inc.Wed Aug 1214:5807 2015 Page 1
ID:WAyq hEiEc3AZCGfgs1Cynz311Z-KZVIVUkybwYMGEkrxrk90F18NofCudEkMkJ5sPyoZx_
4-3-0 8-6-0
4-3-0 4-3-0
Scale=1:37.4
4x4=
2
10.00
�i 3x5
3x5
3
1
ro
■ Y�
art
5
8 4
1.5x4 II 3x8= 1.5x4 II
I 4-3'0 I 8-6-0
4-3-0 4-3-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.01 5-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.02 5-6 >999 180
BCLL 0.0 • Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:54 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,In accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 6=328/0-3-8,4=328/Mechanical
Max Horz 6=91(LC 4)
Max Uplift6=85(LC 4),4=-65(LC 5)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-6=297/48,3-4=-297/48
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=6.Opsf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi ).18;
MWFRS(envelope);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
4)•This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,011111f/it
fit between the bottom chord and any other members. ♦♦♦` S A is,
5)Refer to girder(s)for truss to truss connections. ♦ P q
♦ �,......,•
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 65 lb uplift at joint 6 and 65 lb uplift at joint ♦♦ O C E N S.,•
e,� ,
7)Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • ���•• \ � •�'N/.s•
., • 3938±
r *• ..- •
— • r
• 0▪ •
-- ATE • :4��
S
-,1/1111110`
FL „.• �C,�.
FL Cert. 6634
August 12,2015
� e
A WARNING-Verify design paramotan and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE*81-7473 rw.02/16/2015 BEFORE USE.
Design valid for use only with MITek connectors.this design is based only upon parameters shown.and h for on Indviduol bolding component.
Applicobilty of design parameters and proper incorporation of component is responsblity of building designer•not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bxocing fo insure stability during construction is the responsibility of the
erector.Additional permanent bracing of the overol structure is the responsbiity of the building designer.For general guidance regarding MiTek'
fabrication.quolty control.storage.delvery.erection and bracing,consult ANSI/Tell Ovally Criteria,DS0.89 and SCSI OWdng Component 6904 Parke East Blvd.
Safely Information available from Truss Plate institute.781 N.Lee Street,Suite 312 Alexandra.VA 22314. Tampa,FL 33610
Job Truss Truss Type Qty Ply
T7331602
15-081188 AG4 Common 1 1
_Job (000nal1
TnnsMart Building Components,LLC, Midway,GA 7.630 s uull 28 20155 M TekIndustries,Inc.Wad
Aug 12 11:58:07 2015 Page 1
ID:WAygWhEiEc3AZCGfgs1 Cynz311 Z-KZVIVUkybwYMGEkrxrk9OF180ofZudCkMkJSsPyoZx_
I 36-8 I 7-9-8 I
3-6-8 4-3-0
Scab=1:37.5
4x4=
2
10.00 FIT 1,
3x5/i
;•'.,2 1 3x5��
3
i
iiii 0
N
■ a
■ ■�
.4
0 5
6 4
1.5x4 II 3x8= 1.5x4 II
I 3-6-8 f 7-9-8 I
3-6-8 4-3-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (lac) Vdefl Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.01 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(TL) -0.02 45 >999 180
BCLL 0.0 • Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:52 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MITek recommends that Stabilizers and required cross bracing
be installed during truss erection,In accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 6=300/0-3-8,4=300/Mechanical
Max Horz 6=91(LC 4)
Max Uplift6=72(LC 4),4=58(LC 5)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-6=-276/56,3-4=-267/41
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=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1 t 1 I i�I
fit 5)Rebetween o bottom
truss o truss connections.members. ``` N s A. / i"'I,
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 72 lb uplift at joint 6 and 58 lb uplift at joint �� •'•••••• • '
)4 ( Y ) 9P P 9 P ID P W ,s���•••\GENS••.•,y
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ... fir'
*.
-3938 i
:rte:
ATE • ;(J
�,e,.5;0NA�El�`�'
FL Cert. 6634
August 12,2015
• i
A WARNING-Verify d sign pramaters and READ NOTES ON MS AND INCLUDED MITER REFERANCE PAGE*11-7473 nv.02/1612016 BEFORE USE
Design valid for use only with Milk connectors.This design's based only upon parameters shown.and is for an individual building component.,
APWicablity of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to inure stability doing construction is the resporsibiaty of the
erector.Addtional permanent bracing of the overall structure is the responsibility of the baiting designer.For general guidance regarding M iTe k'
fabrication.quality control,storage.delivery.erection and bracing,consult ANSUTPII Quality Cabala,DS8.89 and ICS!Building Component 6904 Parke East Blvd.
Solely Information available from Truss Plate Institute,781 N.lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610
Job Truss Truss Type Oty Ply
17331603
15-081188 AG5 Common 1 1
Job Reference(optional)
Tru sMad Building Components,LLC, Midway,GA 7.630 s Jul 282915 MRek Industries,Inc.V1bd Aug 12 14:58:08 2015 Page I
ID:WAygWhEiEc3AZCGfgs1 Cynz311 Z-p1341gkaMDgDuOJ 1 VYFOZTgLyCOOd4Tta03eOryoZwz
i 3-6-8 I 6.9-8 711
3.68 3-3-0
Scale=1:37.5
4x4 =
2
10.00 12 in
3x5
3x5 ' 3
7 1
•
�' 5 4 °
6
1.5x4 II 3x8 = 1.5x4 II
I 3-6-8 I 6-9-8 711
3-6-8 3-3-0 0.3-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.01 5-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) -0.01 5-6 >999 180
BCLL 0.0 • Rep Stress Ina' YES WB 0.04 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:50 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puriins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 6=260/0-3-8,4=260/0-3.8
Max Horz 6=75(LC 5)
Max Uplift6=-61(LC 4),4=-67(LC 5)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
I)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCp1=0.18;
MWFRS(envelope);porch left and right exposed;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 3-8-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. %I WW1/
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 61 lb uplift at joint 6 and 67 lb uplift at joint ``�%%�cJ A. its,'
6)'Semi-rigid pitchbreaks inducting heels'Member end fixity model was used in the analysis and design of this truss. %` P........�4v,I•
3i*L te'
ATE • tt/
FL Cert. 6634
August 12,2015
• l
—
41,WARNING-Verify design parwneMa and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI.7477 rev.07H6/2016 BEFORE USE
Design valid for use only with MBek connectors.This design is based only upon parameters show,and is for on individual bolding component.
Appkcob8ly of design parameters and proper Incorporation of component is responsibility of building designer-not tnrss designer.Bracing shown -
ss for lateral support of Individual web members only.Additional femporc y bracing to insure stability during construction is the responsibility of the
erector.Additional permanent bracing of the overall stricture is the resporsllity of the building designer.For general guidance regarding MI l;�
ek-
fabnlcation.quakty control,storage.delivery.erection and bracing.consult ANSI/TPI1 Quality Crleda,DSB-88 and SCSI Bulking Component
Safely Information available from Truss Plate Institute,781 N.lee Street.Suite 312,Alexandria.VA 22314. 6904 Parke East
Tampa,fl 338 33610 0
1
Job Truss Truss Type Qty Pty
15-081188 8 Piggyback Base 1 1 T7331604
Job Reference(ootiona0
TwssMan Building Components,LLC, Midway,GA 7.630 s Jul 28 2015 MITek Industrbs,In Wed Aug 1214:58:08 2015 Page 1
ID:WAyq hEiEc3AZCGfgs1Cynz311Z-p1341gkaMDgDuOJ1VYFOZTg91Cs8dvLta03eOryoZwz
1 8.4-11 1 12-3-14 1 18-3-0 I 26-3-0 1 31-6-13 1 36-10.11 1 42-6-0 1
6-4-11 5-11-2 5-11-2 8-0-0 5-3-13 5-3-13 5-7-5
5x5= Scale=1:79.6
7.00 5x5
12
5 g
3x4 4
3z8 4 3x4
4 7 3x8
9
3 8
4x4 4 4x1
2
1
1 10
3x5= t8 d� 17 19 18 20 15 21 1 13 22 23 24 12 11 3x5=
2x4 ii 3x4= 3x6= 3x10= 3x4= 3x4= 1.5x4 J
3x6=
1 2-0-0 1 9-11-7 I 18-3-0 1 27-6-12 1 34-10-10 I 42-6-0 1
2-0-0 7-11-7 8-340 9-3-12 7-3-14 7-7-6
Plate Offsets(X.Y)— 15:0-2-8.0-2-11.16:0-2-8.0-2-11
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) (/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.20 14-15 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.76 Vert(TL) -0.38 14-15 >801 180
BCLL 0.0 ' Rep Stress Ina YES WB 0.75 Horz(TL) 0.03 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:273 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-15,5.15,6-15,6-14,7-14
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 14=1904/0-3-8,18=1078/2-3-8,11=578/0-3-8
Max Horz 18=286(LC 5)
Max Uplift14=110(LC 9),18=118(LC 8),11=89(LC 9)
Max Gray 14=1983(LC 2),18=1111(LC 17),11=628(LC 18)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-113/277,2-3=-1053/137,3-4=-914/169,4-5=-622/156,5-6=-460/177,6-7=0/427,
8-9=322/140,9-10=-113/336
BOT CHORD 17-18=-264/1073,17-19=190/885,16.19=190/885,16-20=-190/885,15-20=190/885,
11-12=-6/312
WEBS 4-17=18/330,415=581/213,6-15=117/1005,6-14=-1301/132,7-14=-589/220,
7-12=99/515,9-12=325/201,2-18=1374/252,9-11=-637/187 , %%01111//hit ,
�' fI
NOTES- ♦♦` i�PS A 44 ,,,I
1)Unbalanced roof live loads have been considered for this design. ♦♦♦ 0 •••G•E N'• •Of e
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; �♦ "` •'\_\ °$' •.'4.i
MWFRS(envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 i• . --
:::,114.7:
3)Provide adequate drainage to prevent water ponding. '•• 39 38 1 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• *• „„--5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will •
fit between the bottom chord and any other members,with BCDL=10.0psf.6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 110 lb uplift at joint 14,118lb uplift at joint 4 18 and 89 lb uplift at joint 11. . ATE •7)"Semirigid pitchbreaks including heels"Member end ffxiy model was used in the anaysis and design of this truss. %�,(v•.�,�`� O Q;•• ��I,''s`S�O N Al C\G
FL Cert. 6634
August 12,2015
L __
A WARNING-Verily design parameters and READ NOTES ON MS AND INCLUDED MITER REFERANCE PAGE*11-7473 rev.02/162015 BEFORE USE
Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an Individual building component. MI.
Appicab'By of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of individual web members only.Additional temporcry bracing to assure stablty during construction is the responsibility of the MiTek-
erector.Additional permanent bracing of the overoi structure u the responsblly of the building designer.For general guidance regarding
fabrication.quality control,storage.delvery.erection and braci g.consult AN51/TP11 Qually Cdeda,D51.69 and SCSI Building Component 6904 Parke East Blvd.
Safely Information available from Truss Plate kntitute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33810
Job Truss 'Truss Type Qty Pty
17331805
15-081198 B1 Piggyback Base 5 1
Job Reference rotational)
Trussk lart Building Components,LLC, Midway,GA 7.830 s Jul 28 2015 MITek Industries,Inc.Wed Aug 12 14:58:09 2015 Page 1
ID:WAygWhEiEc3AZCGfgs1 Cynz3I1 Z-HydTvAIC7Xo4WYuD3Fmd5gNKvcANMQP 1 p2oCwHyoZwy
I 8411 I 12-3-14 I 18-30 I 26-3-0 1 31-6-13 I 36-10-11 I 42.8-0 i
6-4-11 5-11-2 5-11-2 8-0-0 5-3-13 5-3-13 5-7-5
Scale=1:75.1
5x5 =
558=
7.00 I 12 5
8
354 4
358----; 3x4
4 7 356
3 6
i 4x4
4x5
9
2
XV 354 II
10
1 I
355= 18 17 19 20 16 15 21 14 13 22 23 12 11
354* 354= 355= 3x8= 354 = 3x8= 3x4= 3x5=
12.0.0 1 10-2-6 I 18-3-0 I 26.3-0 I 34-2-12 I 42-8-0 I
2-0-0 8-2-6 8-0-10 6.0.0 7-11-12 8-3-4
Plate Offsets(X.Y)- 15:0-2-8.0.2-11.16:0-5-8.0-2-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.20 15-17 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.89 Vert(TL) -0.42 15-17 >999 180
BCLL 0.0 • Rep Stress Ina YES WB 0.51 Horz(TL) 0.14 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:269 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals.
5-6:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
BOT CHORD 2x4 SP No.2 6-0-0 oc bracing:1-18.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-15,6-15,7-14,2-18,9-11
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,In accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 11=1612/Mechanical,18=1776/0-3-8
Max Horz 18=284(LC 5)
Max Uplift 11=133(LC 9),18=-158(LC 8)
Max Gray 11=1641(LC 14),18=1776(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2175/197,3-4=2038/230,4-5=-1841/229,5-6=-1532/240,6-7=1849/232,
7-8=-2039/243,8-9=2162/214
BOT CHORD 17-18=-270/1902,17-19=155/1893,19-20=155/1893,16-20=155/1893,
15-16=-155/1893,15-21=0/1548,14-21=0/1548,13.14=15/1736,13-22=-15/1736,
22-23=-15/1736,12-23=-15/1736,11-12=109/1741 11111111f
WEBS 4-15=-496/203,- 6/ 5-15=19/587,6-14=70/698,7-14=-473/199,2-18=-2405/321, ,,,��%%.s A q<f,1'0,
NOTES- ;��.��G E IN s'�e-9A'i�i
1)Unbalanced roof live loads have been considered for this design. . .--— •• 1
2)Wlnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCp1=0.18; •• • 3938,
MWFRS(envelope);cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 • * • _. -
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r
�
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 %�a 011'.01.-- ---
fit between the bottom chord and any other members,with BCDL=10.Opsf. ' ATE •
6)Refer to girder(s)for truss to truss connections. • ,C
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 133 lb uplift at joint 11 and 158 lb uplift at "j1'1;�(∎'• 4. 0 A%p • \��`•
joint 18. s��'•.....• !�`���•
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '-'�O N Ai-,��•
FL Cert. 6634
August 12,2015
• 4
A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE NF7473 rev,02/15/2015 BEFORE USE ��
Design vdid for use only with M9ek connectors.This design a based only upon aerometers shown,and k for an individual building component.,
APWkabiSty of design parameters and proper incorporation of component a responsibility of building designer-not truss designer.Bracing shown
is for lateral support of Individual web members only.Addliond temporary bracing to insure stability during construction is the responsibility of the
erector.Additional permanent bracing of the overall structure is the responsibility of the bulking designer.For general guidance regarding MiTek*
fabrication.quaity control,stooge,deloery.erection and bracing.consult ANSI/Tell Quality Cdieria,039•89 and SCSI Wading Component 6904 Parke East Blvd.
Safety I nfornsdion avaiable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33810
Job Truss Truss Type qty Ply
77331808
15.081188 B2 ROOF TRUSS 2 1
TnsssMan Building Components,LLC, Midway,GA
Job Jul 8 20115e(optional)In d
7.830 S W 28 2015 MRek industries,Inc.Wed Aug 12 14:58:10 2015 Page 1
ID:WAygWhEiEc3AZCGfgs1 Cynz311 Z-18Br7Wmqurwx7iTPdzHseuwaObu5nuA2iYlSkyoZwx
28-3-8
I 5513 i 10.2.11 1 15-1-4 8-8-01193-0 1 22-3-0 1 28�q -4.1;7� 32-11-5 1 38-4-3 i 4280 1
5513 4-8-13 4.10-9 1-4-12 1-90 4-0-0 3-11-15 1.12 0.7-0 4-5-8 5-4-13 4.1.13
0-10-12
Scale•1:80.2
5x5=
1.5x4 II
7.00 I 12 8 5x5=
1.5x4 II 8 7 1.5x4 II
5 `I�• \ 9
3x4 4 � .�\ •N
3x8 i 3x4��
22 21 10 3x8
4x4=
3 4 5x8= 4x4= 11
, \
-
47(52* y 14%%4444,44.. 412x5
,.\
Y 1 i
1 203HT IS NOT USE(yam /N...„.. 13
U
20 N PSF T IS NOT ADEQUATE
rr FOR WINO AREA. ,
• r 1
4x5=19 18 23 24 17 25 26 t6 27 28 15 14 4x8=
4x5 = 3x8
3x4 i 4x4= 10x10 = 8x10= \
2680
I zoo I 7-10.4 I 15-1-4 }}a5o i r+12 �� 35 7.12 1 42-6-0 I
zoo 5.10-4 730 5+12 10-10-12 1910-12 7.1.12 610-4
0-2-8
Plate Offsets(X,Y)- 16:0-2-8.0-2-1),[8:0-2-8.0-2-11,113:0-4-0.0-1-111.116:0-5-0.0-6-0)
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 032 Vert(LL) -0.35 17-18 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(TL) -0.54 16-17 >894 180
BCLL 0.0 • Rep Stress Ina YES WB 0.87 Horz(TL) 0.07 14 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:339 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc puriins.
BOT CHORD 2x8 SP SS*Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
1-17:2x6 SP SS 6.0-0 oc bracing:1-19.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-17,12-14,5-17,9-16
JOINTS 1 Brace at Jt(s):22
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 14=1883/0-3-8,19=1877/0-3-8
Max Horz 19=283(LC 5)
Max Uplift 14=-62(LC 9),19=-56(LC 8)
Max Gray 14=1953(LC 14),19=1952(LC 13)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2456/103,3-4=-2347/106,4-5=-2378/0,5-6=-2342/124,8-9=2322/92,
9-10=2357/19,10.11=2316/118,11-12-2441/88,12-13=-322/0,6-7-1401/115,
7-8-1401/115
BOT CHORD 18-19=-141/2097,18-23=21/2252,23.24=21/2253,17-24=-21/2253,17-25=0/2020, ,TT{Illlf/�I
25-26=0/2021,16-26=0/2022,16-27=0/2052,27-28=0/2052,15-28=0/2052, \\\\ i.
14-15=-6/1941 �\ PS A. '14,61o,
e
WEBS 20-22=-799/19,21-22=-808/27,417=312/259,4-18=254/111,2-18=0/281, \\Q�••'...... j
8-22=-172/304,436-20=-24/1286,8-21=0/1220,10-16=-338/274,17-20=0/736,63/116, ;",`.••\G E N S�'•qj��•Y
5-20-309/171,16-21=0/780 •' • 3938•
• *.
• y
NOTES- • .
1)Unbalanced roof live loads have been considered for this design. - •r
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; r. " al••.,•
MWFRS(envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 =0 '" ATE •• ��[/`
3)200.OIb AC unit load placed on the bottom chord,21-7-12 from left end,supported at two points,5-0-0 apart. •
.�,�••,CC ,-, '•.\•,;•
4)Provide adequate drainage to prevent water ponding. [�
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I,�``61•9 R •• AC,`•%
6)*This truss has been fit between the bottom chor
d and any other
members,with BCD�tto U chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 'e l�O N A�,,--,00�
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 lb uplift at joint 14 and 56lb uplift at joint
19.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634
August 12,2015
4 5
A WARNING-Verity design parameters and READ NOTES ON TINS AND INCLUDED MITER REFERANCE PAGE All-7473 rev.02/192015 BEFORE USE.
Design valid for use only with MTek connectors.This design a based only upon parameters shown,and k for an Individual building component.
Applicabify of design parameters and proper Incorporation of component a responsblity of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporvy bracing to inure stabiiy during cornt,uction is the responsibility of the
erector.Additional permanent bracing of the overal structure Is the responsbllty of the bolding designer.For general guidance regarding MiTek.
fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TPI1 Quauly Cdterla,058.89 and SCSI Widing Component 6904 Parka East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Sheet.Suite 312.Alexandria,VA 22314. Tampa,FL 33010
Job Truss Truss Type Qty Ply
77331807
15-081188 83 ROOF TRUSS 2 1
TrussMan Building Components,ILC, MkM Cwy, A - Job Reference lootional)
7.830 a Jul 28 2015 MITek Industries,Inc.Wad Aug 12 14:58:11 2015 Page 1
ID:WAygWhE283.8 CGf gs1Cyriz311Z-DKIDKSnSf82Mr1rAgo5A5SnYQx9gE8KGMHJ_AyoZww
I 5-513 1 10-2.11 1 15-1-4 R1iB0119-8-0 1 223-0 I 2&30 y7+1{2e 4 32.114 I 38-4-3 I 42-0-0 1
53.13 4$13 4-10-8 5+12 1-9-0 4-0-0 3-11-15 {1.12 0.2'$ 4-5-5 5+13 4-1-13
0-10-12
Scale=1:80.5
5x5 = 1.5x4 II
7 8 5x5=
7.00 12 1.5x4 II 6 1.5x4 II
0,—I !9 3x4
3x8<••••3x4 n 21 10 3x8
4 4x4 =
5x8= 4x4= 11
4x5 4 4x5
•
OPE •DESIGNED FOR 12
20 PS-IS NOT ADEQUATE 1.504 I
N 1 FOR NO AREA N..N.
$I N a i%. I .
4x5_=19 18 23 24 17 25 28 16 27 28 15 14
3x4 ri 4x4= __
8x10= 8x10 = 4x5 4x5 =
28-8-0
2-0-0 7-10-4 15-14 18-8-0 27-4-12 35-7-12 42-8-0
I aoo I S10-4 1
7-3-0 +121 10.10-12 0.50-17 7.1.12 I
610-4 I
0-2-8
Plate Offsets(X.Y)— 16:0-2-8.0-2-11.18:0-2-8.0-2-1L 116:05-0.0-6-01,117:0-4-12.0-4-81
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.35 17-18 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(TL) -0.54 18.17 >895 180
BCLL 0.0 • Rep Stress Incr YES WB 0.87 Horz(TL) 0.07 14 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:330 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins.
BOT CHORD 2x8 SP SS'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
1-17:2x6 SP SS 6-0-0 oc bradng:1-19.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-17,12-14,5-17,9-16
JOINTS 1 Brace at Jt(s):22
MiTek recommends that Stabilizers and required cross bradng
be installed during truss erection,in accordance with Stabilizer
Installation Auide.
REACTIONS. (Ib/size) 14=1712/0-3-8,19=1877/0-3-8
Max Horz 19=282(LC 5)
Max Uplift 14=35(LC 9),19=-55(LC 8)
Max Gray 14=1816(LC 14),19=1952(LC 13)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2.3=2456/79,3-4=-2346/106,4-5=2375/0,5-6=-2341/124,8-9=-2318/91,
9-10=2356/19,10.11=-2315/110,11-12=-2440/93,6-7=1401/115,7-8=-1401/115
BOT CHORD 18-19=-166/2088,18-23=-47/2242,23-24=47/2243,17-24=-47/2243,17-25=0/2009,
25-26=0/2009,16-26=0/2011,16-27=0/2061,27-28=0/2061,15-28=0/2061, 111111/t g
WEBS 20-22=-795/18,21-22=807/27,4-17=-314/260,4-18=-252/111,2-18=0/281, �.�`��n�.01111/tip
,S A. A�1 ,
10-15=268/159,12-15=0/282,6-22=173/304,2-19=-2515/171,12-14=-2505/53, •%_ 0' ••• " .9e/�'
7-22=-263/116,8-22=-171/305,6-20=23/1285,8-21=0/1212,10.16=-360/276, �� .� ••�\C'E N 6::!....71,0,
17-20=0/735,5.20=308/171,16-21=0/780 • •• V •• /0.
4.NOTES- ::*; • a 3938± •
1)Unbalanced roof live loads have been considered for this design. ,
2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; - •r a•
MWFRS(envelope);cantilever left exposed;Lumber 001=1.60 plate grip DOL=1.60 •4e • ,,,•••• ; —
3)200.OIb AC unit load placed on the bottom chord,21-7-12 from left end,supported at two points,5-0-0 apart. i • ATE • ;�/Z.
4)Provide adequate drainage to prevent water ponding. -OT• A. '?` "
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,c` •4 Q
6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
• ``s R •`� `�
fit between the bottom chord and any other members,with BCDL=10.Opsf. het, S/• •�` ���
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 35 lb uplift at joint 14 and 55 lb uplift at joint ��,,/,,/1 A;1%�```
19.
8)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss.
FL Cert. 6634
August 12,2015
r
A WARNING-Verify*sip;parameters end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 111.7473 rev,02/16/2015 BEFORE USE,
Design valid for use only with Mttek connectors.This design is based only upon p3-ameters shown,and is fa an individual building component."
APWicabikty of design parameters and proper incorporation of component is responsibility of building designer-not tens designer.Bracing shown
is for lateral support of individual web members only.Addtionai temporary tracing to insure stabBty during construction is the responsibility of the M.Tek'
erector.Addtional permanent bracing of the overall structure is the responsibility of the bulking designer.For general guidance regordng
toMcotion.quaky control storage,delvery.erection and tracing.consult ANSI/71.11 Qually CAM°,1:S17-89 and SCSI Suldng Component 8904 Parke East Blvd.
Sally Information available from Truss Rate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33810
Job Truss Truss Type pry Ply
77331808
15-081188 BG GABLE 1 1
Job Reference(ootionail
TrussMart Building Components.LLC, Midway.GA 7.630 s Jul 28 2015 MITek Industries,Inc.Wed Aug 12 14:58:13 2015 Page 1
ID:WAygWhEiEc3AZCGfgs1 Cynz311 Z-9JszlXoj&JV_913 15rZGWYDVDhYlludkgmP33yoZwu
I 18-3-0 I 26-3-0 I 42-6-0 I
18-3-0 8-0-0 16-3-0
Scale=1:75.9
5x5=
5x5=
11 12 13 14 15
7.00 12 10 16
9 17
8 18
7 19 pq
8 E g @ 20 sp
3x8-----..4 l3 i 232x4 II 6d
• 5 21 3x6
3 .�
• 4
Z. 1 M . IN
-----0. . , ---=..., 2/ s----=
Job Truss Truss Type Qty Ply
17331609
15-081168 CO Common Girder 1
2 Job Reference sir Industries,TnussMart Building Components,LLC, Mktway,GA 7.830 s Jul 28 2015 Weir IndusMes,Inc.Wed Aug 12 14:58:14 2015 Page 1
ID:WAyq WhEl Ec3AZCGfgs1 Cynz311 Z-dvCI MztpLy3R MCJm BspMook408duM 1jkmzKWzbVyawt
I 4-3-10 I 8-1-0 I 11-10-6 1 18-2-0 I
4-3.10 3.96 3.9-6 4-3-10
4x5 I I Scab=1:45.1
3
1,1
10.00 12
44.i
4.4��
- 2 4
4:a 41
1 5
ro
3x4 = .r 10 8 k;11 7 12 3x4=
9 _ _ 6
3x4// 7x8 708 \
3x4
1 2-0-0 2-b12 8.14 I 10-0-12 1 14-0-4 1414-0 18-2-0 1
2-0-0 0--12 3.11-8 311.8 3-11-8 0-1=12 2-0-0
Plate Offsets(X.Y)- 17:0-3-0.04-121.18:0-3-0.0-4-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.04 7-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.77 Vert(TL) -0.09 7-8 >999 180
BCLL 0.0 • Rep Stress Ina NO WB 0.31 Horz(TL) 0.02 6 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:223 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 9=4635/0-3-8,6=4619/0-3-8
Max Horz 9_179(LC 21)
Max Uplift9=-419(LC 8),6=-417(LC 9)
FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-574/164,2-3=-3940/456,34=4940/456,4-5=569/164
BOT CHORD 1-9=96/413,9-10=-303/2487,8-10=-303/2487,8-11=206/2273,7-11=206/2273,
7-12=205/2487,6-12=-205/2487,5-6=95/410
WEBS 3-7=-298/2478,4-7=-190/1086,3-8=298/2478,2-8=-189/1084,2-9=3941/386,
4-6=3947/387
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. `11111 11/1/ii
Webs connected as follows:2x4-I row at 0-9-0 oc. ``S� \S A. , //,,,
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 `,. 0 1,•.ENS 4S .e
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. %A.. V _ �•••."!-
4)Wtnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; : •• . 3938 I •/
MWFRS(envelope);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 • *
5)This truss has been designed for a 10.0 •g psf bottom chord live load nonconcurrent with any other live loads.
6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will = r
fit between the bottom chord and any other members. •�-may, _ (�
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)9=419, I. / "�'�;NT. E • ;�C/
6=417. •#O �/�
8)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. ��'�c� ��
9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1592 lb down and 153 lb up at �i ` •' R` •'•\• 5
4-0-12,1592 lb down and 153 lb up at 6-0-12,1592 lb down and 153 lb up at 8-0-12,and 1592 lb down and 153 lb up at 10-0-12,and °d�sS/ •• •�\ %�,1592 lb down and 153 lb up at 12-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of I/ i�,- �‘.C"::\.%.144
others. , ��Oi111111�� ,
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 FL Cert. 6634
August 12,2015•
_ _
A WARNING-Vilify&sign parameters and READ NOTES ON THIS AND INCLUDED TITER REFERANCE PAGE*81-7473 rw.02/1812015 BEFORE USE.
Design vcdd for use only with MTek connectors.This design is based only upon parameters shown.and Is for on individual buidkg component. (
Applicability of design parameters and proper incorporation of component is responsoi'ity of building designer-not tans designer.Bracing shown
is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the
erector.Addtiorgl permanent bracing of the overal structure is the responsabiity of the bwiding designer.For general guidance regarding MiTek'
fabxicatlon.quality control storage.delivery,erection and bracing.consult ANSI/TPI1 Qualy Criteria,058-89 end SCSI Building Component 8904 Parke East Blvd.
Safety Information avaiable from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tamps,FL 33810
Job Truss Truss Type Qty Ply
T7331809
1 5-081188 CD Common Girder 1
2 Job Reference(optional)
TnissMart Building Components,LLC, Midway,GA 7.830 s Jul 28 2015 MiTek Industries,Inc.INed Aug 1214:58:14 2015 Page 2
ID:WAygWtiElEo3AZCGfgs1 Cynz311 Z-dvQMztpLy3RMcJmBspMook408duM ljkmzl<WzbVyoZwt
LOAD CASE(S) Standard
Uniform Loads(plf)
Vert:1-3=-60,3-5=-60,1-5=-20
Concentrated Loads(lb)
Vert:7=-1592(F)8=-1592(F)10=-1592(F)11=-1592(F)12=-1592(F)
A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE*11.7473 rev.02116/2015 BEFORE USE.
Design void for use only with MTek connectors.TMs design is based only upon parameters shown,and is for an inddvidual budding component.,
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not tans designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to issue stobiity during construction is the responsibility of the
erector.Additional permanent bracing of the overal structure is the responsibility of the buddng designer.For general guidance regarding M iTe le
fabrication.quality control,storage,deWery,erection and bracing.consult ANSVTPI1 Quality Cdledo,056.89 and SCSI 6u6dng Component 8904 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33810
. r
Job Truss 'Truss Type Qty Ply
17331610
15-081188 D Monopitch Glider 1 1
Job Reference(optional)
TrussMart Bolding Components,LLC, Midway,GA 7.630 s Jul 28 2015 MiTek IndusMes,Inc.Wed Aug 12 14:58:14 2015 Page I
I D:WAyq WhEi Ec3AZCGfgs1 Cynz311 Z-dvQMztpLy3R McJm BspMook4KVd_g1 lumzKWzbVyoZwt
I 3-0-0 I 6-0-0
3-0-0 3-0-0 B-3•B I
Scale=1:17.3
1.5x4 II
4
3.50 I 12 •
I
3x4
3
3x4
2 "'
1 iiill 111 .,. .
i• ■
7 B 6 e 5 a
4 2x4 II 4x5=W.
3x6 I I
I 3.40 I 6.0-0 g-3-eI
3-0-0 3-0-0 b-3-e
Plate Offsets(X.Y)- 11:0-2-4.0-1-41
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.01 1-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.42 Vert(TL) -0.03 1-6 >999 180
BCLL 0.0 • Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:35 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-10 oc purtins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x4 SP No.2 1-6-12 ' MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=722/0.3-8,5=643/0-38
Max Horz 1=81(LC 4)
Max Uplift 1=176(LC 4),5=-192(LC 4)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=929/209,2-3=-886/215
BOT CHORD 1-7=-240/808,7-8=-240/808,6-8=-240/808,6-9=240/808,5-9=-240/808
WEBS 3-6=-135/624,3-5=-900/268
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ``t111 I I111j1
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %% I�
3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��` P`S A A< ',#
fit between the bottom chord and any other members. ���Q`'••'' ��j
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=176, •• ". •••\- E N S'••% 7. �••
5=192. : •• \' F .•� y...
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Z '• a 39380 •
6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)308 lb down and 85 lb up at 1-0-12,2 *
and 308 lb down and 85 lb up at 2-6-12,and 280 lb down and 78 lb up at 4-6-12 on bottom chord. The design/selection of such •
connection device(s)is the responsibility of others. r�
7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ...•AI jt.c.,i- Z.
• ATE •• �/�
LOAD CASE(S) Standard o • •
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 io�T••'c� A P••'��`��•
Uniform Loads X0,1-5=20 ',o�i//1/11/11111111.s/ON Al-04∎%%
Concentrated Loads(lb) �
Vert:7=308(B)8=-308(B)9=-280(B)
FL Cert. 6634
August 12,2015
• _ •
sala
A WARNING•VM1y de'gn parameters and READ NOTES ON TIIS AND INCLUDED M ITE(REFERANCE PAGE 61157473 rev.07/16/2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an hdividual building component. .
Applicability of design parameters and proper incorporation of component is responst rity of building designer•not truss designer.Bracing shown Mil
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the resporuibiety of the
erector.Additional permanent bracing of the overall structure Is the respouibity of the building designer.For general guidance regarding MiTek'
fabrication,quaity control,storage.deivery.erection and bracing.consult ANSVTPIJ Quality Cdlada,DSII-89 and SCSI Building Componeaf 6904 Parke East Bind.
Safety Information ava6able from Truss Rate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610
Job Truss Truss Type Qty Ply
77331811
15-081188 DD Common Girder 1
TmisaMart Building Job Reference(ootionall
p Canponents,(IC, Mktway,GA 7.630 s Jul 28 2015 MRek Industries.Inc Wed Aug 12 14:58:15 2015 Page 1
ID:WAygWhEiEc3AZCGfgs1Cynz311Z-55 kADgzjNZDETLNP1M1LxdXmlL8mDovBzFW8xyoZws
I 2-1.12 I 8-1-0 + 14-2-0 I
2-1-12 5-11-4 6-1-0
4x4= Scab=1:45.1
3
11
10.00 12
3x5, 3x5`,.•1
2
,.,1 Al■,.._ .....
i r, •joiminimmimiiiiimilmimw- ..
3x4 = =• 8 9 10 11 12 6 13 14 15 18
7 5r
2x4 II 3x8= 2x4=
I 2-0-0 2-1112 8-1-0 I 14-2-0 I
2-0-0 0-1-12 511.4 8.1-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) 1/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.03 5-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.05 5-6 >999 180
BCLL 0.0 • Rep Stress Ina NO WB 0.13 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:185 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 7=1579/0-3-8,5=1301/0-3.8
Max Horz 7=205(LC 5)
Max Uplift 7=-541(LC 8),5=-541(LC 8)
Max Gray 7=1607(LC 37),5=1401(LC 36)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-316/176,2-3=-1232/459,3.4=1228/461,4-5=-1078/371
BOT CHORD 1-7=-97/254,7-8=-299/386,8-9=-299/386,9-10=299/386,10-11=299/386,
11-12=-299/386,6-12=-299/386
WEBS 2-7=-1006/347,2-6=-257/718,3-6=483/1116,4-6=311/809
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc. ,t�1 1I,
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 ��,,�1k PS A. q �I,�
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. %'Q' •..•••••• �e �j
3)Unbalanced roof live loads have been considered for this design. .. ., • \C E N s••. -T 'ice
4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; . �' _--'' •-'.•MWFRS(envelope);cantilever left exposed;end vertical right exposed;Lumber DOL=1.60 plate grip DOL=1.60 + • 3938' ,
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. + *
6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will '�
fit between the bottom chord and any other members. •
•
7)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ; • ;..-. ra -
of bearing surface. • ' - ATE • ;(.C/
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=541, 1:.O•• 4/
5=541. ••T•• 'C P•' •�
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. ii,\`s' • O R`C)**_`(3 �%%•
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1 lb down and 174 lb up at 2-9-12, ••j SI • •••••.`- 0
489 lb down and 79 lb up at 4-0-12,1 lb down and 174 lb up at 4-9-12,487 lb down and 83 lb up at 6-0-12,1 lb down and 174 lb up �,/,,0 N A;,,,•��
at 8-9-12,487 lb down and 83 lb up at 8-0-12,1 lb down and 174 lb up at 8-9-12,1 lb down and 174 lb up at 9-9-12,487 lb down and
83 lb up at 10-0-12,1 lb down and 174 lb up at 11-9-12,and 487 lb down and 83 lb up at 12-0-12,and 1 lb down and 174 lb up at
13-4-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. FL Cent. 6634
LOAD CASE(S) Standard
August 12,2015
4 . - /
A WARNING-Verify design perrnet.rs and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI}7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with Mitek connectors.This design is based only upon parameters shown.and is for on individual buidkg component. ��•
Apdicabilty of design paincorporation ometers and proper inco of component is respornbrrty of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to inure stability during construction is the responsibility of the
erector.Addtlonal permanent bracing of the overal structure is the responsibility of the baking designer.For general guidance regarding M iTe le
fabrication.quality control,storage.delvery.erection and bracing.consult ANSI/TPI1 QuaBy C Lena,058.89 and IC51 lidding Component 8904 Parke East Blvd.
Safely Infonno8on available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33810
Job Truss Truss Type Qty Pty
17331811
15.081188 DD Common Girder 1
2 Job Reference(optional)
TrussMarl Building Components,LLC, Midway.GA 7.630 s Jul 28 2015 MiTek Industries,Inc.Nod Aug 12 14:58:15 2015 Page 2
ID:WAygWhEiEc3AZCGfgs1Cynz311Z-55 kADgzjNZDETLNPWt1LxdXmlL8mDov8zFW8xyoZws
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-3=-60,3-4=-60,1-5=-20
Concentrated Loads(lb)
Vert:6=-487(B)8=97(F)9=-489(B)10=97(F)11=487(8)12=97(F)13=97(F)14=-390(F=97,B=-487)15=-390(F=97,B=-487)16=97(F)
1 I
A WARNING-V.rl1y design parameters wet READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11.7473 rev.02/162015 BEFORE USE ��
Design valid for use only with MTek connectors.This design is based only upon porometers shown,and is for an indvidual building component.
Applicabiity of design parameters and proper incorporation of component is responsbtiy of building designer-not truss designer.&acing shown
is for lateral support of individual web members ony.Additional temporary bracing to insure stability during construction is the responsibility of the
erector.Addtional permanent bracing of the overol structure is the responsibliy of the bulking designer.For general guidance regardng MiTek
fabrication.qualify control,storage.delivery.erection and brocing.consult ANSITTPI1 QuaPly Cr#erta,DS8-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Intimation avaiable from Truss Mote Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33810
Job Truss Truss Type Qty Ply
15.081188 F5 or Supported Gable 1 1 77331812
_Job eference(option )
Mar
TrussMert BuNding Components.LLC, Midway,GA 7.630 a Jul 0
26 2015 MITek Indu alstries,Inc.Ned
l
ID:WAygWSElEc3AZCGfgs1Cynz3I1Z-wFL?RGukIDJNyOoXmn_SaCtbvSTSAy_oe gl.byozwm
ale 0 f8
Scale=1:40.6
3x3= 3x8 FP=
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
g g • d d 9 e • e ti e 1 A ! i42I
1 ii `LI e e e - e e �
0: 4, :000���∎0�0�00A4f4�: :4f∎ 0_��4f∎4f•:��•a47∎707∎49000∎OO∎.0•:x•_00∎:0467∎■er■4
40 39 38 37 38 35 34 33 32 31 30 29 28 27 28 25 24 23 22 21
3x3= 3x3= 3x8 FP= 3x3=
I 23-8-8
234.6
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 21 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:106 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2(flat)
REACTIONS. All bearings 23-8-8.
(lb)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,33,32,31,30,29,28,27,26,
25,24,23,22
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x8 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
.•‘ � kB i,
�•. ,P.v\.C E Ng •.;9��.` >•
!
3938!_
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:fie �:
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nil
FL Cert. 6634
August 12,2015
• •
A WARNING-Godly deafgn perarrrers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/1611018 BEFORE USE
Design valid for use only with Mlfek connectors.This design h based only upon parameters shown,and is for an isdlviduol building component.
App6cobslty of design parameters and proper incorporation of component b responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction B the responsibility of the
erector.Additional permanent bracing of the overall shucture is the responsblity of the building designer.For general guidance regarcdng MMTek'
fabrication.quality control.storage.delivery.erection and bracing.consult ANSI/1111 Quality Cdlerla,DSe-89 and IC51 sulking Component 8904 Parke East Blvd.
Safely Information available from Truss Pate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610
Job Truss Truss Type Qty Ply
17331813
15-081188 FB
Floor 5 1
TmssMart Building Components,LLC, Midway,CA Job Reference(optional)
7.830 s Jul 28 2015 MRek Industries,Inc.Wed Aug 12 14:5821 2015 Page 1
ID:WAyq hEiEc3AZCG(gs1Cynz311Z-wFL?RGukIDJNyooXmn SaCWXSF6ASpoavlgLbyoZwm
0-1-8
HI 1-3-p I o}E1F1 2.0.0 ?};r1? 11
Sale=1:41.2
1.5x3 II 3x3= 1.5x3 II
1.5x3 = 4x6= 3x3 = 353= 3x3= 3x8 FP= 4x8= 1.5x3 =
1 2 3 4 5 8 7 8 9 10 11 12 13
27 1 1 5----4I 4I/4�----_-- 11 28
II
28 25 24 23 22 21 20 19 18 17 18 15 14
3x8= 3 x 6 FP= 3x3= 1.5x3 I I 1.5x3 I I 3x3= 4x8= 3x8=
1.5x4 SP=
4x8=
11-10-4 13-5-8
I 2-9-0 I 5-3-0 I 7.9-0 I 10-3-0 10-101 112-10-4} i 15-11-8 1 195-8 1 20-11-8 1 23-6-8 I
24-0 26-0 240 26-0 0-74 1.0-0 1-0-0 0-74 240 24.0 240 2-9-0
Plate Offsets(X.Y)- [6:0-1-8,Edge1,17:0-1-8,Edael
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdefl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.62 19-20 >455 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.97 19-20 >291 240
BCLL 0.0 Rep Stress Ina YES WB 0.41 Horz(TL) 0.15 14 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:122 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat)'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals.
1-9:2x4 SP No.1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except
BOT CHORD 2x4 SP No.2(flat)'Except' 2-2-0 oc bracing:23-25.
14-24:2x4 SP SS(flat)
WEBS 2x4 SP No.2(flat)
REACTIONS. (lb/size) 26=1284/0-3-8,14=1284/0-3-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2460/0,3-4=-4244/0,4-5=-5454/0,5-6=-6124/0,6-7=-6215/0,7-8=-6125/0,
8-9=-5453/0,9-10=-5453/0,10-11=4244/0,11-12=2459/0
BOT CHORD 25-26=0/1405,24-25=0/3484,23-24=0/3484,22-23=0/4981,21-22=0/5899,20-21=0/6215,
19-20=0/6215,18-19=0/6215,17-18=0/5899,16-17=0/4980,15-16=0/3484,
14-15=0/1405
WEBS 6-20=-385/407,7-19=385/407,2-26=-1868/0,2-25=0/1467,3-25=-1424/0,3-23=0/1057,
4-23=1025/0,4-22=0/657,5-22=-620/0,5-21=-28/577,6-21=722/339,12-14=-1868/0,
12-15=0/1466,11-15=-1425/0,11-16 /1057,10-16=-1024/0,10-17=0/657,
8-17=-621/0,8-18=-28/578,7-18=722/340
NOTES- ``,,�' S I A!! ,•e.
1)Unbalanced floor live loads have been considered for this design. lb �v •.•• " �' �j
2)AU plates are 4x4 MT20 unless otherwise indicated. `����.••�C E N S••• -9 �i�
3)The Fabrication Tolerance at joint 24=11% :A. • \' _ F��r•?i/,.•a•4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .: • 9 39 381
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to:*
be attached to walls at their outer ends or restrained by other means. r' •
s. •__ ;+�
� 2 ATE • :it/:
,.°,,F• p R`O• r>,.
% tY/°N AL GA"' •••
nl
FL Cert. 6634
August 12,2015
1 •
A WARNING•Vilify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 961-7473 rw.02442015 BEFORE USE
Design valid for use only with Mir d ek connectors.This design is based only upon parameters shown,and Is for an individual building component. ��•
Applicability design parameters and pope.incorporation of component Is responsibility of bolding designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the
erector.Additional permanent bracing of the overal structure is the responsibitty of the building designer.for general guidance regarding MiTek*
fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/f%1 Quay Criteria,DS11-89 and SCSI Building Component
Safety Inlosmallon available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. 8904 Parke East
FL 33810 0
4
Job Truss Truss Type Qty Ply
15-061188 F7 T7331614
Floor 4 1
Job Reference(optional)
TrussMart Building Components,LLC, Midway,GA 7.630 s Jul 282015 MiTek Industries,Inc.Wed Aug 12 14:5822 2015 Page 1
ID:WAygWhElEc3AZCGfgs1 Cynz311 Z-OSvNecvM3WREZYMKUVh7QQeKrbBvMYxoZSOt1 yoZwl
0-1-8
H I 1-3-0 I 1°4.4 I I 2-0-0 H0.7-41 °
Scale=1:28.5
1.5x3 II
1.5x3 II
1.5x3 = 3x5= 1.5x3 II 1.5x3 II 3x5= 1.5x3 =
1 2 3 4 5 8 7 8 9 10
19 iiii ,'I 20 7
■e�_�c_ae-� -w� ��_
17 16 15 14 13 12 IM
3x6= 3x5= 3x5= 3.4=
I 2-8.0 I 5.3-0 I 7-1.4 7112 8-2.12 i 9-2-12 94-0 11.28 I 13-8-8 I 16.5-8 I
2-9-0 24-0 1-10-4 01-8 1-0-0 1-0-0 0-14 1-10-4 2-6-0 2-9-0
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.17 14-15 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.27 14-15 >710 240
BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.06 11 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:86 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 18=885/0-3-8,11=885/0-3-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown.
TOP CHORD 2-3=-1598/0,3-4=-2554/0,4-5=-2954/0,5.6=-2954/0,6-7=2954/0,7-8=2554/0,8-9=1598/0
GOT CHORD 17-18=0/953,16-17=0/2214,15-16=0/2873,14-15=0/2954,13-14=0/2873,12-13=0/2214,11-12=0/953
WEBS 5-15=358!79,6-14=358/79,2-18=1265/0,2-17=0/898,3-17=-857/0,3-16=0/473,4-16=-446/0,4-15=-157/520,
9-11=-1265/0,9-12=0/898,8-12=857/0,8-13 /473,7-13=-446/0,7-14=-157/520
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x3 MT20 unless otherwise indicated.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
+ 3938.
o ea ;/�
ATE • • I
nn
FL Cert. 6634
August 12,2015
1 C
A WARNING-VeA/y design pram•fra and READ NOTES ON TINS AND INCLUDED MFTEK REFERANCE PAGE 861.7473 rev.02116/2015 BEFORE USE.
Design valid for use only with MIrek connectors.This design is based only upon parameters shown.and Is for on individual building component.,
Applicability of design parameters and proper Incorporation of component Is responsibiity of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional lemporory brachg to insure stability during construction is the responsibility of the M-Te k`
erector.Additional permanent bracing of the overall structure Is the responsibly of the building designer.For general guidance regarding
fabrication,wally control.storage,delivery.erection and bracing,consult ANSVTPtl Ovally Criteria.DSB-89 and ICSI Wilding Component
Safety M11amo8on avalable from Truss Plate Institute.781 N.Lee Sheet.Suite 312.Alexandria.VA 22314. 8904 ma,Ft.3610
Tampa,FL 33610
Job Truss Truss Type Qty Ply
15-081188 F9 Floor 7 1
17331815
Job Reference(optional)
TrussMeI Building Components,LLC, Mklway,GA 7.630 s Jul 28 2015 MITek Industries,Inc.Wed Aug 1214:5822 2015 Page 1
ID:WAygV hElEc3AZCGfgs1 Cynz3I1 Z-OSvNecvM3W 1EZYNjKUVh7QQb6 dhvKDxoZSOtlyoZwl
0-1-8
H I 144 I 1 1-3- II 2-0-0 ii 1-3-8 i a
Scale{=1:35.3
1.5x3 II 3x4= 1.5x3 II
1.5x3 = 4x5 = 3x4= 3x3= 3x3= 3x3 = 3x3= 303 FP= 4x5= 1.5x3 =
1 2 3 4 5 8 7 8 9 10 11
Y II�------ -_---i ii 24
e4 t_e
.4
i 21 20 19 18 17 18 15 14 13
3 x 8= 4x5= 3 x 8 FP= 3x3 = 1.5x3 I I 1.5x3 I I 3x3= 3x4 = 4x5 = 348=
1.5x3 SP=
3x4=
2-9-0 5-3-0 7-9-0 9-2-0 10-2-0 11-2-0 12-7-0 15-1-0 17-7-0 20-4-0 i 2-9-0 I 2.8.0 i 24-0 -0 0 1-0 11-0-0 1 180 I 1-5-0 I 28 8
0 1 20 I 2-9-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.36 18.17 >872 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.56 16-17 >429 240
BCLL 0.0 Rep Stress Ina YES WB 0.34 Horz(TL) 0.09 12 n/a n/a
BCDL 5.0 Code FBC2014JTP12007 (Matrix) Weight:104 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat)'Except* end verticals.
12-20:2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2(flat)
REACTIONS. (lb/size) 22=1098/038,12=1098/0-3-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-2058/0,3-4=-3461/0,45=4283/0,5 8-4562/0,6-7=-4283/0,7-8=3461/0,
8-9=3461/0,9-10=-2057/0
BOT CHORD 21-22=0/1195,20-21=0/2890,19-20=0/2890,18-19=0/4006,17-18=0/4562,16-17=0/4562,
15-16=0/4562,14-15=0/4006,13-14=0/2891,12-13=0/1195
WEBS 2-22=1589/0,2-21=0/1200,3-21=1158/0,3-19=0/793,419=759/0,4-18=0/508,
5-18=-676/68,10-12=-1589/0,10-13=0/1199,9-13=-1159/0,9-14=0/794,7-14=-758/0,
7-15 /508,6-15=677/68
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)The Fabrication Tolerance at joint 20=11%
3)4)Recomrimendl2 16 strongbacks,on edge,spaced rat 1030 oc and fastened to each truss with 3-10d(0.131"X 3" nails. Strongbacics to ,```1,4K S A. '///,
be attached to walls at their outer ends or restrained by other means. rr • e ,
�.Js�••,\G.ENd'.. �0,
-• *;
3938!
`. ��LLr
:O: TE • ;�lU`
./,ss,ONA;-.-..•0 40
■
•
/7111
FL Cert. 6634
August 12,2015
• •
0 WARNING-Verify design parameters end READ NOTES ON 1365 AND INCLUDED MITER REFERANCE PAGE all•7473 nee.02/16!2015 BEFORE USE
Design void for use only with MTek connectors.This design is based only upon parameters shown,and a for an indivkluai building component.,
Appricabiay of design parameters and proper incorporation of component a responsblity of building designer-not truss designer.Bracing shown
is for lateral support of indNid of web members only.Additional temp,..uy bracing to insure stability dung construction is the responsibility of the
erector.Additional permanent bracing of the overat structure is the responsibility of the buidi g designer.For general guidance regarding M iTG
fabrication.quality control.storage.delivery.erection and bong,consult ANSI/TPI1 Quay Cdteda,058-89 and SCSI bulking Component 8904 Parke East Blvd.
Safety Intormalon avaiable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33810
Job Truss Truss Type Qty Ply
17331818
15-081188 F10 FLOOR 1 1
,Job Reference(ootioaall
TrussMad Belding Components,LLC, Midway.GA 7.830 3 Jul 28 2015 MITek Industries,Ina Wed Aug 12 14:58:18 2015 Page 1
ID:WAygWhElEc3AZCGfgs1 Cynz311 Z-aIYBNZgbUgh4rdwZzEOGt9AZ2Ram VYs3Qd94gOyoZwr
0.1.8
H I 1.94 1 -7-01 1-3-0 1 1 2-0-0 I -1 1 1-1-4
Sale:318"=1'
3 x 6 I I
1.5x3 = 6x12= 4x5= 3x5= 1.5x3 II 1.5x3 II
1 2 3 4 5 8 7 8 9 10 11
I'laaaaaaaaaa��'■� �� �c a• ► •.6
liw. iillinA -A i
w
14 Q
21 �� 19 18 17 18 15 14 13
alt
5x10= 4x5=5x5= 4x5= 3x5= 1.5x3 I I
I 2-0-0 24412 18-3-12 ima
2-0-0 0.1-12 162-0 0-1-12
Plate Offsets(X.Y)— 121:Edoe.0-1-81.122:0-1-8,0-0-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.17 16-17 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.23 14-15 >855 240
BCLL 0.0 Rep Stress Ina NO WB 0.59 Horz(TL) -0.03 12 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:103 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP SS(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
1-3:2x4 SP No.2(flat) end verticals.
BOT CHORD 2x4 SP SS(flat) • BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2(flat)
REACTIONS. (Ib/size) 12=614/0-1-12,20=3498/0-3-8
Max Uplift 12=30(LC 3)
Max Gray 12=624(LC 4),20=3498(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 21-22=-2135/0,1-22=2132/0,2-3=0/3335,3-4=0/3344,4-5=0/2375,5-6=-435/1583,
6-7=1177/1011,7-8=-1177/1011,8-9=-1439/391,9-10=-951/140
BOT CHORD 20-21=-3455/0,19-20=-3715/0,18-19=2805/0,17-18=1995/0,16-17=-1011/1177,
15-16=-1011/1177,14-15=-657/1440,13-14=-245/1327,12-13=-44/565
WEBS 6-16=0/401,7-15=0/408,2-20=3423/0,2-21=0/4156,6-17=-1223/0,5-17=0/909,
5-18=1094/0,4-18=0/1164,4-19=-1559/0,2-19=0/1268,10.13=132/537,
9-13=-522/146,8-14=-1/370,8-15=830/0,10-12=-813/64
NOTES- ,1%11111//////
1)Unbalanced floor live loads have been considered for this design. ��`, kS A. q le,
2)All plates are 3x3 MT20 unless otherwise indicated. $Or+ ,.•••••• e ij
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. :,. .••\C E NS.**. q 10.
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12. . .• ___-F ••••j y•5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ..• 39380_ ok
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to * _, •
be attached to walls at their outer ends or restrained by other means.
7)CAUTION,Do not erect truss backwards.
r:4a • •P .7.
LOAD CASE(S) Standard '► > • ' ATE • ;•4(/:
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 O•• !,(/
Uniform Loads(plf)
,;,,,,,,,,..c••••'c Q
Concentrated as( 1-11=-100 ���`S,S� O R I O,_G,,`•.
Vert:1=-2125 '��,. N A%%%%.%`
FL Cert. 6634
August 12,2015
• •
0 WARNING-Verify design pmu.tna and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE*/1-7473 rev.02/1£2015 BEFORE USE.
Design valid for use onty with Mifek connectors.This design a based only upon aerometers shown,and is for an frdvidual building component. .
Applicability of design parameters and Proper incorporation of component Is respor sibitty of bYlding designer-not truss designer.Bracing shown
Is for lateral support of individual web members only.Additional temporary bracing to insure stability dying construction'e�mere regarding of the M iTe k'
erector.Additional permanent bracing of the overal structure Is the responsisii of the building designer.Fa general fabrication.quality controL storage.delivery.erection and brachg.consult ANSI/rPli Ovally CrNerb,DSI-89 and SCSI 11.411dIng Component 8904 Parke East Blvd.
Safely Information available from Truss Plate Irxtitute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33810
1 1
Job Truss Truss Type Qty Ply
T7331817
15-081188 F11 FLOOR 9 1
- Job Reference lootlonall
TrussMan Building Components,LLC, Midway,GA 7.630 5 Jul 28 2015 Wok Industries,Inc.Wed Aug 12 14:58:17 2015 Page 1
I D:WAyq Wh Ei Ec3AZCGfgs1 Cynz311 Z-2U6UbyrDF_axTmVmXxvVOMikjgwoE76CiHkdCgyoZwq
0-1-8
H I 1-g.4 1 1¢7-01 13-0 I 1 2-0-0 110.8.121
Scale:3/8'=1'
3x6 II
1.5x3= 6x12= 4x5= 3x5= 1.5x3 II 1.5x3 II
1 2 3 /`4 5 0 7 8 9 10 11
■722 81�—•%�-�/ I,� 11�—• �.a .a •a •
i
If
ii lll.l �... •.: -- IPI7A11&, I 21 i 19 18 17 16 15 14 13
_.
5x10= 4x5=5x5 = 4x5= 3x5= 1.5x3 II
I 2-0-0 2-112 18-5-6
2-0-0 0..2 16-3-12
Plate Offsets(X,1')— 121:Edge,0-1-81.122:0-1-8.0-0.81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(TL) -0.14 14-15 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(TL) 0.28 16-17 >698 240
BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) -0.04 12 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:103 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP SS(flat)•6roept" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except
1-3:2x4 SP No.2(flat) end verticals.
BOT CHORD 2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc braang.
WEBS 2x4 SP No.2(flat)
REACTIONS. (lb/size) 20=3503/0-3-8,12=625/0-3-8
Max Uplift 12=25(LC 3)
Max Gray 20=3503(LC 1),12=634(LC 4)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 21-22=-2135/0,1-22=2132/0,2-3=0/3335,3-4=0/3344,4-5=0/2375,5-6=-462/1585,
6-7=1214/1012,7-8=-1214/1012,8-9=1491/393,9-10=1015/142
BOT CHORD 20-21=-3455/0,19.20=3716/0,18-19=-2806/0,17-18=1996/0,16-17=1012/1214,
15-16=1012/1214,14-15=-659/1485,13-14=-247/1385,12-13=-48/634
WEBS 616=0/406,7-15=0/415,2-20=-3428/0,2-21=0/4158,6-17=1234/0,5-17=0/916,
5-18=1101/0,4-18=0/1171,4-19=-1568/0,2-19=0/1274,10-12=-862/65,
10-13=-131/530,9-13=-514/146,8-14=0/369,8-15---841/0
NOTES- `,t*►illlff►,,'
1)Unbalanced floor live loads have been considered for this design. %0% p,5 A. 44//,,,,
2)All plates are 3x3 MT20 unless otherwise indicated. � ......• �6 "
3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12. .:%•_)p,...\C N S'�'•,'9�1���
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. : :0'9._ F 'e I 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to . ra 3938 f be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards. 'LOAD CASE(S) Standard ' :�(.1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 O ATE • ;��(/`Uniform Loads(plf)Vert:12-21=10,1-11=100 .�T'•• Q Concentrated Loads(Ib) �j F(1 ..••� �s Vert:1=2125 �,•, ' ..........................................................
L -' �,
FL Cert. 6634
August 12,2015
A WARNING•Verity design prwneiws and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M1.7473 rev.02/16/2015 BEFORE USE s
Design valid for use only with MTek connectors.This design u based only upon parameters shown and's for an individual building component.,
Applicability of design parameters and proper incorporation of component is responsblity of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsitAty of the
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer,For general guidance regarding M iTek-
fabricatlon.quaity control,storage.delvery.erection and bracing,consult ANSI/7911 Quolly Cdelo,DSS-89 and SCSI Sulking Component
Safely Inform tlon available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. 6904 ma,FL 33810 Blvd
Tampa,FL 33810
,
Job Truss Truss Type Qy Ply
15-081188 F12 GABLE I 1
17331818
n Job Reference(optional)
TrussMart Building Components,LLC, Midway,GA 7.830 s Jul 28 2015 MFTek Industries.Inc.Wed Aug 12 14:58:17 2015 Page 1
I D:WAygWeElEc3AZCGfgs1 Cynz311 Z-2U6UbvrOF_pxTm VinkoNQMipdg5LE43C1HkdCgyoZwq
0-9-12
I 14-5-12 1 1-2-8 01118 °-hg/
SQQ'u}��=1:31.5
34 II 4x4= 3x3= 3x3=
1 2 3 4 5 6 7 8 9 10 11 12 13 32 14 15
•. e e e e e e e e e ea e •
� / ,1 31 Q
e a e a a a e a e a w LI001I K4 17411:07•∎∎ ►/4■•■∎4ROMKO SOW*71/4 k�II000TO-O4O/OOZTOTOTON 1:0:01074&IWO:0:0:0Z
30 29 28 27 28 25 24 23 22 21 20 19 18 17 16
3x3 II 3x4 II 3x5= 353 = 3x3=
I 1-4-0 1 2-8-0 1 4.0-0 1 5.4.0 1 6-8-0 1 8-0-0 1 9-4-0 i 10-8-0 1 12-0-0 i 13.4-0 1 14-8-0 i 16-0-0 1 17-4-0 i 18-5-8 1
1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-1-8
Plate Offsets(X,V)— 112:0.1-8-Edoel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(LL) n/a - n/a 999
BCLL 0.0 Rep Stress Ina NO WB 0.27 Horz(TL) 0.00 18 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:89 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
OTHERS 2x4 SP No.2(flat) 6-0-0 oc bracing:17-18,16-17.
REACTIONS. All bearings 16-5-8.
(Ib)- Max Uplift All uplift 100 lb or less at joint(s)except 19=958(LC 4)
Max Gray All reactions 250 lb or less at joint(s)30,29,28,27,26,25,24,23,22,21,20 except 18=1853(LC
1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 12-13=0/1059,13-32 /1059,14-32=0/1059,14-15 /316
BOT CHORD 17-18=-316/0
WEBS 12-19=0/954,14-17=0/399,12-18=-1430/0,15-17=-515/0,14-18=-1004/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 1.5x3 MT20 unless otherwise indicated.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ‘‘%1111111///4
4)Gable studs spaced at 1-4-0 oc. ,`,�� PS A. ,t /I,�
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 958 lb uplift at joint 19. % l`r` .•••./
• •l'-e '.
6)Non Standard bearing condition. Review required. `��„�.•'\DEWS+••. -9 �'.•7)"Semi-rigid pitchbreaks including heels”Member end fixity model was used in the analysis and design of this truss. A. . \' _ _-.s •'. ..
8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to . .•6-3938, • is
be attached to walls at their outer ends or restrained by other means. •• *
9)CAUTION,Do not erect truss backwards. �'
LOAD CASE(S) Standard ��.' _- •'
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 •• 120" •
Uniform Loads(plf) . O ATE :��/`
Vert:1830=10,1-32=-100,15-32=-224 to •T 1�••'C/ O P.•\�`.�
Concentrated Loads(Ib) ',(.S• • 0 R C? ■•
Vert:15=-321 'j tS "' •• 4.`
'l,,°NAB E�0`
FL Cert. 6634
August 12,2015
4 H
A WARNING-Verify design paramatna.,d READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI-7473 rev.0206/2015 BEFORE USE.
Design valid for use only with Mirek connectors.This design is based only upon parameters shown.and is for an Individual building component. 1-
Applicability of design parameters and proper incorporation of component is responsibility of bulking designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stabllty during construction is the responsibility of the
erector.Additional permanent bracing of the overall structure Is the responsibility of the bulking designer.For general guidance regarding MiTek'
fabrication.quality control storage.delvery.erection and bracig.consult ANSI/1%1 Quoffly Criteria,051.89 and SCSI Building Component 8904 Parke East Blvd.
Safely Information avalable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33810
4 I
Job Truss Truss Type Qty Ply
15-081188 F13 Floor Supported Gable 1 1 17331819
,Job Reference(ootional)
TnnsMarl Building Components,LLC, Midway,GA 7.630 s Jul 28 2015 MITek Industries,Inc.Wed Aug 12 14:58:18 2015 Page 1
ID:WAygWhEiEc3AZCGfgslCynz311Z-WggsoFsrOlxo5w4y5eQkzaF4sES9zbEMtxUAkGyoZwp
0ff8
Scab x 1:40.7
3x3
3x8 FP=
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
e 9 4 t J § - El 9 e N 5
42 41 40 39 38 37 38 35 34 33 32 31 30 29 28 27 28 25 24 23 22
3x3= 3x3= 3x8 FP=
I 24.8.0 Y4f040
24-8-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (lac) 1/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(TL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Ina YES WB 0.02 Horz(TL) 0.00 40 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:109 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 8.0.0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2(flat) ..
REACTIONS. All bearings 24-8-0.
(Ib)- Max Uplift All uplift 100 lb or less at joint(s)22
Max Gray All reactions 250 lb or less at joint(s)42,41,40,39,38,37,38,35,33,32,31,30,29,28,27,
26,25,24,23,22
FORCES. (Ib)-Max.CompiMax.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 1.5x3 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)22.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Recommend 2x8 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,, 111 I I I!/f��I
be attached to walls at their outer ends or restrained by other means. ,�1 PS A. I��
,�`�.� ,G E N �eq�'.
., • —39380— •
.1.•-ATE • ii./
.",, 'ON A `G.V` •
FL Cert. 6634
August 12,2015
•
•
A WARNING-Verify dealer prrnMna and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE IMF7473 rw.02/16/2015 BEFORE USE.
Design valid for use only with MTek connectors.This design is based only upon ding component.
Applicabity of design poronreters and ka N eon espometers of bud fin and is for a indviduss building
proper incorporation d component is responsibility of budding designer•not tnns designer.&achg shown
is for lateral support of individual web members only.Additional temporary brocisg to issue stabitty during construction is the responsibility of the
erector.Additional permanent bracing of the overall structure is the responsbily of the building designer.For general guidance regardrg MiTek'
fabrication.quality control,storage,delery,erection and bracing,consult ANSUTPI1 Qualify Criteria,DS11-89 and SCSI auWing Component 8904 Parke East Blvd.
Safety PIMrrnation avaioble from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33810
1 1
Job Truss Truss Type ply Ply
15-081188 F14 Flor 5 1 17331820
Job Reference(optional)
TrussMart Budding Components,LLC, Midway,GA 7.830 s Jul 28 2015 MiTek Industries,Inc.Wed Aug 12 14:58:19 2015 Page I
ID:WAyq VvhEIEc3AZCGfgs1 Cynz311 z_tDFObtU nb384f8eMyzVno2eezoiywV6bikHlyoZwo
0-1-8
HI 1-34) I 0.4Ht_i I 2-0-0 111.0.8 1
a
e=1:43.2
1.5x3 II 4x5= 1.5x3 II
1.5x3 = 4x8= 4x5 = 3x4 = 3x3 = 3x3 = 3x3 = 3x3= 3x4 = 3x0 FP= 4x8 = 1.5x3 =
1 2 3 4 5 8 7 8 9 10 11 12 13 Iq
Tel wit ., vie � .� �. �-
,:
28 25 24 23 22 21 20 19 18 17 18 15 14
408= 4x9= 3x8 FP= 3x4= 3x3=1.5x3 I I 1.5x3 I 1 3x3 = 3x4 = 4x5= 4x8 = 4x8 =
3x5 SP=
4x5 =
1 2-9-0 I 5.3-0 i 7-9-0 I 10-3-0 1 113-0 112-5-0 113-5-01147-0 I 17-1-0 i 19-7-0 1 22-1-0 1 2410.0 1
2-9-0 280 2.6.0 280 1-2-0 1-0-0 1-0-0 1-2-0 2-60 280 280 2-9-0
Plate Offsets(X,Y)_- I14:Edge,0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) 1/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0.74 19-20 >401 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -1.15 19-20 >256 240
BCLL 0.0 Rep Stress Ina YES WB 0.44 Horz(TL) 0.17 14 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:126 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.1(flat)'Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except
10-13:2x4 SP No.2(flat) end verticals.
BOT CHORD 2x4 SP No.1(flat)`Except' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except:
14-24:2x4 SP SS(flat) 2-2-0 oc bracing:20-21,19-20,18-19.
WEBS 2x4 SP No.2(flat)
REACTIONS. (lb/size) 26=1348/03-8,14=1346/0-3-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-2594/0,3-4=-4505/0,4-5=5846/0,5-6=-6621/0,6-7=-6835/0,7-8=-6621/0,
8-9=-5846/0,9-10=-4505/0,10-11=-4505/0,11-12=2593/0
BOT CHORD 25-26=0/1475,24-25=0/3682,23-24=0/3682,22-23=0/5304,21-22=0/6361,20-21=0/6835,
19-2040/6835,18-19=0/6835,17-18=0/6361,16-17=0/5304,15-16=0/3682,
1415=0/1475
WEBS 6-20=-269/300,7-19=-269/300,2-28=1961/0,2-25=0/1555,3-25=-1514/0,3-23=0/1145,
4-23=-1111/0,4-221/753,5-22=716/0,5-21 /586,6.21=-747/221,12-14=-1962/0,
12-15=0/1554,11-15=1514/0,11-16=0/1145,9.16=1111/0,9-17=0/754,8-17=-716/0,
8-18=0/586,7-18=747/221
NOTES- ,``,,�p%9 A. �,,,
1)Unbalanced floor live loads have been considered for this design. ,��Or+ •...... .• �,..1.
j
2)The Fabrication Tolerance at joint 24=11% .. .•'\G E N +'•. RIJ�i�
3)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. As •• \'' _ -- ••• !',,.
4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3')nails. Strongbacks to be r: •. • 3938 4 •
attached to walls at their outer ends Or restrained by other means. * ✓
O�' �•-ATE • ':LU
�',,��,.c(. 0 R 10 P': �.
.,�'ss,ONA,� ��.
FL Cert. 6634
August 12,2015
I I
A WARNING-Verify dredge parameters and READ NOTES ON MS AND INCLUDED MITE(REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE.
Design valid for use only with MOek connectors.This design Is based only upon parameters shown,and is for an individual building component.
Applicability of design poromefers and proper Incorporation of component is responsibiity of buildig designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to Issue stability dudng construction is the responsibility of the
erector.Addtional permanent bracing of the overoi strucf re is the responsiblify of the building designer.For general guidance regarding M iTe k'
fabrication,quality control,storage,delivery,erection and brocig,consult ANSI/TF11 Quality Cdteda,DSB-89 and ICS!Building Component 8904 Parke East Blvd.
Safety Information avaioble from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.Fl.33810
i 1
Job Truss Truss Type Qty Ply
77331821
15-081188 F15 Floor 4 1
Job Reference(optional)
TrussMarl Building Components,LLC, Midway,GA 7.830 s Jul 28 2015 MiTek Industries,Inc.Wed Aug 12 14:58:19 2015 Page 1
ID:WAygWhEiEc3AZCGfgs1 Cynz311 Z_tDFObtUnb31t4f8eMyzVno50eZriymV8b0kHiyoZwo
0-1-8
H I 1-3-0 I 1 1-0-8 11 2-0-0 1 Fl&ALH 0-149
Satre=1:38.9
1.5x3 II 3x3= 1.5x3 II
1.5x3 = 4x5 = 4x4= 3x4= 3x3= 3x3= 3x3= 3x6 FP= 4x4= 4x5= 1.5x3 =
1 2 3 4 5 8 7 8 9 10 11 12
Y25 '�- --� '•-----_--\1I 26 15
24 23 22 21 20 19 18 17 16 15 14 13
3x6= 3x6 FP= 454= 3 x 4= 1.5x3 I I 1.5x3 II 3x3= 3x3= 4x4= 4x5 = 306 =
4x5 =
2-9-0 5.3-0 7-9-0 8 8-11-0 9-11.0 10.11-0 12-1-0 14-7-0 17-1-0 19-7-0 22-4-0 I 2-9-0 I 2-6-0 l 2-6-0 1 1-2-0 l 1-0-0 11.0-0 l 1-2-0 l 2-6-0 } 2-6-0 8
0 I 2-6-0 I 2-9-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (lac) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(TL) -0.51 17-18 >519 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.80 17-18 >332 240
BCLL 0.0 Rep Stress Ina YES WB 0.38 Horz(TL) 0.12 13 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:114 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purtins, except
1-9:2x4 SP SS(flat) end verticals.
BOT CHORD 2x4 SP No.2(flat)'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except:
13-23:2x4 SP SS(flat) 1-4-12 oc bracing:18-19
WEBS 2x4 SP No.2(flat) 2-2-0 oc bracing:17-18.
REACTIONS. (lb/size) 24=1208/0-3-8,13=1208/0-3-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2297/0,3-4=3922/0,4-5=-4990/0,5-6=-5441/0,6.7=5465/0,7-8=-4984/0,
8-9=-3924/0,9-10=-3924/0,10-11=2296/0
BOT CHORD 23-24=0/1317,22-23 /1317,21-22=0/3248,20-21=0/4562,19-20=0/5441,18-19=0/5441,
17-18=0/5441,16-17=0/5371,15-16=0/4578,14-15=0/3244,13-14=0/1319
WEBS 5-19=114/375,6-18=-346/143,2-24=1751/0,2-22=0/1362,3-22=1324/0,3-21=0/937,
4-21=-890/0,4-20=0/711,5-20=-921/0,11-13=-1754/0,11-14=0/1358,10-14=1318/0,
10-15=0/946,8-15=910/0,8-16=0/564,7-16=-539/0,7-17=101/399,6-17=450/397
NOTES-
0111111//ii.1)Unbalanced floor live loads have been considered for this design.
2)Recommend 2x6 sron including
on heels"Member end flxily model was used in the analysis and design of this truss. 9 %%,,r% ,,���
g g spaced at 10-0-0 oc and fastened to each truss with 3-104(0.131"X 3')nails. Strom backs to
be attached to walls at their outer ends or restrained by other means. �� r`•• �e 'I
;���.��CENS�•.'9 iii
a 39380
Z.
*•
•
dill+a r r��
:O.' ` ATE • '��/:
•
t
FL Cert. 6634
August 12,2015
1 1
A WARNING•Verily design pranwtws and READ NOTES ON PBS AND INCLUDED INTEL(REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE
Design valid for use only with Mick connectors.This design's based onty upon parameters shown,and is for an indvldual bulling component. �I
Apdicabity of design parameters and proper incorporation of component c responsibility of buildng designer-not truss designer.Bracing shown ;}
is tar lateral support of indrvidu at web members only.Addtiond temporary bracing to insure stabity during construction is the responsibility of the MiTek*I le k•
erector.Addtiond permanent bracing of the overall structure is the responsibility of the buidng designer.For general guidance reporting
fabrication.quality control,storage.delvery.erection and bracing.consult ANSI/Till Qually Criteria,DSB-89 and ICS,•uldng Component
Safely Information avalobfe from Truss Hate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. 8904 ma.FL East 80
Tampa,FL 33610
‘ •
Job 'Truss Truss Type Qty Ply
15-061188 FIB FLOOR 1 1 77331622
TrwsMaA a Job Reference(optional)
Building Components,LLC, Midway.GA 7.630 a Jul 282015 MiTek Industries,Inc.VNed Aug 1214:5820 2015 Page I
10:WAygWhEiEc3AZCGfgs1 Cynz311 Z-S3ndDwu6YvBWKEDKC3TD2 9KNI22WRU)LFzHp9yozwn
0-1-8
1 H 1 1' I I 04L2 I
Seale a 1:14.1
1.5x3 II 1.5x3 II
tsx3 II
I 2 = 3 4 = 53x3 = 6
• s
12 ,, e
EZ 1.5x3= q
7
e •
10 9 8 3x3 7
3x3= 1.5x3 II
3x6 = 3x3=
1 7-4-10
7-4-10
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl Ltd PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 IC 0.30 Vert(LL) -0.02 8-9 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.34 Vert(TL) -0.02 8-9 >999 240
BCLL 0.0 Rep Stress Ina YES WB 0.08 Horz(TL) 0.01 7 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:42 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 11=390/0-3-7,7=396/0-0-12
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-588/0,3-4=-588/0,4-5=-513/0
BOT CHORD 10-11=0/376,9-10 /588,8-9=0/588,7.8=0/389
WEBS 5-7=-529/0,2-11=-497/0,2-10=0/297
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Provide mechanical connection(by others)of truss to beating plate at joint(s)7.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)CAUTION,Do not erect truss backwards.
- e 39386
r��
7... • :
,/'//SAO �
NA� .0%
FL Cert. 6634
August 12,2015
•
•
A WARNING-Verify design parameters and READ NOTES ON MS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02N672015 BEFORE USE.
Design valid for use only with MiTek connectors.this design Is based only upon aerometers shown.and Is for on individual budding component. ,
Applicability of design porometers and proper incorporation of component's responsibility of building designer-not tins designer.Bracing shown
is for lateral support of individual web members only.Additional temppmy bracing to insure stability during construction is the responsibility of the
erector.Adaitionol permanent bracing of the overal structure is the responsibility at the budding designer.For general guidance regarding MiTek'
fabrication,quality control storage,delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria.DSB-89 and BCSI Balding Component 8104 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610
1 1
Job Truss Truss Type Qty Ply
17331823
1
15-081188 FT1 FLAT GIRDER
2 Job Reference footiona0
TrussMart Bolding Component,LLC, Midway,GA 7.630 s Jul ul 28 28 20 2015 MRek Industries,Inc.Wed Aug 12 14:5824 2015 Page 1
ID:-4-0 EiEc3AZCGfgs1Cynz311Z-Lg17317-11-7 prX6RvX9 20-4-0 MN9FEG1xVywyoZwj
1-1-0-0 1 2-10-0 1 840 I 9-10-0 I 13-4-0 1 15-8-9 I 17-11-7 1 20-4-0 1
1-0-0 2-10-0 3-6-0 350 3-6-0 2-4-9 2-2-13 2-4-9
Scab.1:37.0
1.5x4 II
3x10= 1.5x4 I I 4 x 8= 1.5x4 I I 3x8= 3x4= 4x10= 1.5x4 I I
1 2 3 4 20 5 8 7 8 9 10
I
iNiiiiiirs. 13
a ® a 8 a�
19 21 18 17 16 15 23 14 24 13 25 12
11
3x4 II 5x12= 8x8= 2x4 II 3x8= 2x4 II 4x10= 2x4 II 4x4=
2-10-0 I 10-6-0
I
I 2-10-0 I 640 I 9-10-0 I 13-4-0 1 15-8-9 1 17-11-7 1 20.4-0 1
2-10-0 3.6.0 3-6-0 3-6-0 2-4-9 2-2-13 2-4-9
Plate Offsets(X.Y)- 12:0-3-8.0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdel Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.21 15 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.51 15 >475 180
BCLL 0.0 • Rep Stress Ina NO WB 0.69 Horz(TL) 0.07 11 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:248 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc puffins, except
BOT CHORD 2x6 SP SS end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 19=3120/0-3-8,11=2494/0-3-8
Max Horz 19=-50(LC 22)
Max Uplift 19=-644(LC 8),11=538(LC 5)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-19=-2948/622,2-3=-4894/970,3-4=-4894/970,420=-10601/2065,5-20=-10601/2065,
5-6=-10601/2065,6-7=-0883/1208,7-8=-5883/1208,8-9=-5883/1208
BOT CHORD 17-18=-1898/9752,16-17=-1898/9752,16-22=-1898/9752,15-22=-1898/9752,
15-23=-1771/8922,14-23=-1771/8922,14-24=1771/8922,13-24=-1771/8922,
13-25=-686/3237,12-25=-686/3237,12-26=-686/3237,11-26--686/3237
WEBS 2-18=1087/5611,3-18=-647/151,4-18=5363/1032,4-16=-63/331,4-15=194/936,
5-15=1367/252,6.15=-324/2058,6-14=77/503,6-13=3680/682,9-13=-648/3272,
9-11=3920/829
1) pry truss to be connected together with 10d(0.131"x3")nails as follows: ,�01 5 i A.j A�'',
Top chords connected as follows:2x4-1 row at 0-7-0 oc. `��o� •........ '-B Ij
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. ♦ E N d„'•. �1�i�
Webs connected as follows:2x4-1 row at 0-9-0 oc. g9 .;I`�••�\' G _ " '"••S _••
2)All loads are considered equally applied to all plies,e if noted as f (F)or back(B)face in the LOAD CASE(S)section.Ply to ply: rr 39:86s...I
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Wind:ASCE 7-10;considered Vult=130mph(3-second gust)plies,except xce 01 mph;noted as front ro.Opsf;or back(B)
h=25ft;Cat.II;Exp C;End.,GCpi=0.18; : * .
MWFRS(envelope);end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 •r
•4)Provide adequate drainage to prevent water ponding. •�.�,, tr-
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 ATE �/6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .� �l(/fit between the bottom chord and any other members. ��T .'C Q .�7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 644 lb uplift at joint 19 and 538lb uplift at �i �` f� \ ��joint 11. I,�lS1' /••.... <`C?`S
8)"Semi- si pitchereconnecludi devhieeel s m�r ero fixit sumodel w to sum to the analysis and design of this truss. �I4ii I N A;'`"
Hanger(s) device(s) p support concentrated load(s)39 lb down and 215 lb up at 0-1-12
on top chord,and 65 lb down and 48 lb up at 2-0-12,65 lb down and 48 lb up at 4.0-12,65 lb down and 48 lb up at 6-0-12,65 lb down
and 48 lb up at 8-0-12,65 lb down and 48 lb up at 10-0-12,127 lb down at 12-0-8,65 lb down and 48 lb up at 12-0-12,65 lb down an
48 lb up at 14-0-12,65 lb down and 48 lb up at 16-0-12,and 65 lb down and 48 lb up at 18-0-12,and 65 lb down and 48 lb up at FL Cert. 6634
19-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
August 12,2015
f .1 f\Sf1 r`♦CCfC5 CMM..M
•
A WARNING•Wally*sign nominators and READ NOTES ON TINS AND INCLUDED MITER REFERANCE PAGE 14I67473 rev.02/16/2015 BEFORE USE. ��
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component.,
Applicabity of design parameters and proper incorporation of component is responsbity of building designer-not trvss designer.Bracing shown
is for lateral support of individuol web members only.Additional temporary bracing to insure stability during construction h the responsibility of the
erector.Addlonal permanent bracing of the overal structure is the responsiblity of the buldng designer.For general guidance regarding M'Tel`
fabrication,quality control,storage.delvery.erection and bracing.consult ANSVTPI1 Quaf•y Criteria,DSB-88 and SCSI Bullring Component 8904 Parke East Blvd.
Safety Information ovoloble from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33810
•
Job Truss Truss Type Qty Ply
77331823
15-081188 FT1 FLAT GIRDER 1
2 Job Reference(optional)
TrussMan Building Components,LLC, Midway,GA 7.830 s Jul 28 2015 MiTek Industries,Inc.Wed Aug 12 14:58:24 2015 Page 2
I D:WAygWhEi Ec3AZCGfgs1 Cyr12311 Z-Lq 1731xcb8hxprX6RvX9CrVvJIN M N9F EGtxVywyoZwj
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-2=-60,2-3=-60,3-4=-350,4-20=-497,6-20=-350,6-10=-60,11-19=20
Concentrated Loads(lb)
Vert:2=88 17=-65(F)16=-65(F)15=-65(F)12=-65(F)21=-65(F)22=65(F)23=-144(F=-65,B=-79)24=65(F)25=-65(F)26=-65(F)
a WARNING•Verily design parameters and READ NOTES ON MS AND INCLUDED MTEK REFERANCE PAGE Mr-7477 rev.02/18/2015 BEFORE USE.
Design valid for use only with Mifek connectors.This design a based only upon parameters shown.and c for on individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek'
erector.Additional permanent bracing of the overall structure is the responsibility of the bsslding designer.For general guidance regarding
fabrication.quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Quoltiy Criteria,058.89 and SCSI Bullring Component 6904 Parke East Blvd.
Safety Information avolable horn Truss Rate Institute.781 N.Lee Sheet,Suite 312.Alexandra,VA 22314. Tampa,FL 33610
A 4
Job Truss Truss Type Qty ply
15-081188 FT2 FLOOR 1 77331824
3 Job Reference(optional)
TrussMart Building Components,LLC, Mklway,GA 7.830 s Jul 28 2015 MRek Industries,Inc.Ned Aug 12 14:5824 2015 Page 1
ID:WAygWhElEc3AZCGfgs1Cynz311Z-Lg173118.0.0 prX8RvX9CrVx8fIBNCwEGtxVywyoZwj
1 z 0-o 12-10-01 6-4-0
1 9-10-0 I 13-4-0 r4-0-01 16-0-0 1 18-0-0 1 20-4-0 I
2-0-0 0-10-0 3$0 3-6-0 3-6-0 0-8-0 2-0-0 2-0-0 2-4-0
Scab=1:35.3
354=
2x4 II 3x5= 4x5= 1.5x4 II 4x8= 1.5x4 it 5x8= 3x6= 244 II
1 2 3 4 5 6 7 8 9 10
w s E■
7 k±.f�Sir if � INir 'n .y
�wr. Gl
i Y . Y Y Y
4 ►4
�
4 o
19 18 17 16 21 15 14 13 12
4x4= 3x5 = 4 x 6= 4x10= 2x4 I I 4x8=3x4= 2x4 II 3x5 = 4,5=
1 2-10-0 1 6-4-0 1 9-10-0 I 13-4.0 (4.0.01 16-0-0 t 18-0-0 1 20-0-0 2 N.
0- 8-
2-10-0 3-6-0 3-6-0 3-6-0 0-8-0 2-0-0 2-0-0 2-0-0
Plate Offsets(X Y)— 18:0-4-0.0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.15 16 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.88 15-16 >274 240
BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.09 11 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:340 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2"Except" TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins, except
1-8:2x4 SP No.1 end verticals.
BOT CHORD 2x8 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
11-18:2x6 SP SS
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 20=2937/0-3-8,11=4562/0-3-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-20=-343/0,2-3=-7074/0,3-4=-11728/0,4-5=11728/0,5-6=17495/0,6-7=-17495/0,
7-8=16595/0,8-9=-8022/0,9-10=X89/0,10-11=-773/0
BOT CHORD 19-20=0/5149,18-19=0/7074,17-18=0/7074,16-17=0/17016,16-21=0/17016,
15-21=0/17016,14-15=0/16595,13-14=0/14005,12-13=0/14005,11-12=0/8022
WEBS 2-20=-5550/0,2-19=0/2934,3-19=-1936/0,3-17=0/4825,5-17=-5482/0,5-16=0/875,
5-15=0/497,7-15=0/1576,7-14=-2003/0,8-14=0/2872,8-13=0/419,8-12=-6635/0,
9-12=0/2312,9-11=-8224/0
NOTES-
1)3-ply hords onnectedeas follows:2x4-01 row(0.131"x3")t 0-7-0 nails as follows: `���--�KA 1 AI Hi,.
tet,
Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 oc. '�r •..• "•. �e 'je
Webs connected as follows:2x4-1 row at 0-9-0 oc. .%•%, , .•' G E N 3'•. -9�/�i.
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 .. \'' —3938„-.,_..-F x•.-4:2'•
•connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ► • 1•3)The Fabrication Tolerance at joint 18=20% *
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means. 0•a _.. :rCt z.6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1435 lb down at 12-0-8 on bottom 1. 4 '4- TATE • L[/:
chord. The design/selection of such connection device(s)is the responsibility of others. O'•• 4/
i0.i��:...4 O P'•� :
LOAD CASE(S) Standard .• O R 1
1)Uniform Loads(3=224,3 6=)100 6-10=-224,n s11-20=-10 Plate Increase=1.00 '�•' I*/0 N' �.0`,
• 111
Concentrated Loads(Ib)
Vert:10=420 2=486 7=-486 8=-643 9=-643 21=-1435(F) FL Cert. 6634
August 12,2015
■
A WARNING-Verify design pramefws and READ NOTES ON TINS AND INCLUDED MITEK REFERANCE PAGE BNF7473 rev.02/1S/2015 BEFORE USE
Design valid for use only with Mick connectors.This design Is based only upon parameters shown.and Is for an Individual buidirg component.,
Applicabifty of design parameters and proper incorporation of component is responsbilty of boding designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the
erector.Additional permanent bracing of the overaN structure is the responsbdity of the bulding designer.For general guidance regarding MMTek'
fabrication,quality control storage,deeery,erection and bracing,consult ANSI/T181 Qualty Criteria,DSB-89 and SCSI Building Component 8904 Parke East Blvd.
Safety Inlorma lon available from Truss Rate Institute.781 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610
Job Truss Truss Type Qty Pty
15-081188 FT3 FLOOR 1
77331825
TrussMart Building Components,LLC, Midway,GA 7. Job Reference(optional)
7.630 s Jul 28 2015 MITek Industries,Inc.Wad Aug 12 14:5825 2015 Page 1
I D:WAyq WhEI Ec3AZCGfgs1 Cynz311 Z-p1 b WGexE MRpoQ?61?c20122He3rw6mFOVXg2UMyoZwi
I 1-6-0 I
1-6-0
1 3x4= 2 1.5x4 I I
Scab=1:9.7
}
>
I
4x5 =
4 3
2x4 I I
I 1-6.0 I
1-6-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) 0.00 4 """" 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.00 Vert(TL) -0.00 4 >999 240
BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:18 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=141/Mechanical.3=1442/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-1436/0
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows: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)Refer to girder(s)for truss to truss connections.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacics to
be attached to walls at their outer ends or restrained by other means. `,,t�1 it I I I I I•/iii',
LOAD CASE(S) Standard �.`� ki.C\ ... 44 ii,
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �'sz, .".\C E N Sm"". '9 ,ice
Uniform Loads(plf) As ;* - % 1,
Vert:1-2=-224,3.4=-10 •
Concentrated Loads(Ib) ••• a 3938!
•
Vert:2=-1301
•
:a• ' ;rir�
r•
4*1 4``'ATE • .:lU.
'.o...(•. offORt P,C?�10,;••
'inflow
-
FL Cert. 6634
August 12,2015
/ N
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE 861.7473 rev.02H6/2016 BEFORE USE.
Design valid for use only with MEek connectors.The design is based only upon parameters shown.and is for an individual building component. �-
Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of Individual web members only.Additional temporary bracing to insure stabity during construction B the responsibility of the M iT®k�
erector.Adc itio of permanent bracing of the overall structure is the responsbirdy of the building designer.For general guidance regorging
fabrication.quaiy control.storage.delivery,erection and brockg.consult ANSU1►I1 GuaMy Cried°,DSB-89 and SCSI loading Component 6904 Parke East Blvd.
Safely Information available from Truss Rate Institute,781 N.Lee Sheet.Suite 312.Alexandria,VA 22314.
Tampa,FL 33610
l 0
Job Truss Truss Type icty Ply
15-081188 G MONOPITCH SUPPORTED 1 1 17331828
rrussMan Budding _ Job Reference(optional)
p Components,LLC, Midway,GA 7.830 s Jul 28 2015 Mrrek Industries,Inc.Wed Aug 12 14:5825 2015 Page 1
240 I ID:WAyq Ec3AZCGfgs1Cynz311Z-p1bWGexEMRpo07619c20122Ep3gM6mxOVXg2UMyoZwi
2.00 104.0
Scab=1:22.4
7
6
3.50 12 11 5 I
Y
3x4 4 r
3 1:1 : 1111
III
2 N N N Iii
II
2x4 = 4x8 1I 11 10 9 8
I 10-0-0 I
10-0-0
Plate Offsets(X,Y)- 12;0-3-8.Edge1.f2:0-6-10.Edael
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 1 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) -0.00 1 n/r 120
BCLL 0.0 • Rep Stress Ina YES WB 0.02 Horz(TL) 0.00 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:45 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Strudurat wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 10-0-0.
(lb)- Max Horz 2=174(LC 4)
Max Uplift All uplift 100 lb or less at joint(s)8,9,10,11 except 2=178(LC 4)
Max Gray All reactions 250 lb or less at joint(s)8,9,10 except 2=294(LC 1),11=250(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope)gable end zone;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. L �i l i��,
3)All plates are 1.5x4 MT20 unless otherwise Indicated. ``%‘t 'I���
4)Gable requires continuous bottom chord bearing. ,1 orb,._PS A. ,q I,
5)Gable studs spaced at 2-0-0 oc. �.QC+` •........, •' �e,
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,‘A,•.. \G E N S'�•. 1�i
7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will •;y��•fit between the bottom chord and any other members. ∎ •• a 3938 a • -
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,9,10,11 except
(jt=lb)2=178. •
9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. •• ;
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0-e �f•;, rr
� ' • ATE �/:
1.O •.�A\ • c O P .
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FL Cert. 6634
August 12,2015
■
A WARNING-Vady dasIgn parameaws and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 141I.7473 rev.02/162015 BEFORE USE. MI
Design valid for use only with Mnek connectors.This design is based only upon parameters shown.and is for an individual build component.
Dog shown
Applicability of design parameters and proper incorporation of component is respansibiiy of budding designer•rat truss designer.Bracing stawn
is for lateral support of individual web members only.Additional temporary bracing to insure stab8y during construction is the responsibility of the M iTek•
erector.Additional permanent bracing of the overall structure Is the responsbliy of the building designer.For general guidance regarding
fabrication.quality control.storage.delvery,erection and bracing.consult ANSI/TPI1 Quality C°MMo,DS11-89 and BCSI Bulking Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa,FL 33610
1
r A
Job Truss Truss Type Qty ply
C 15-081188 01 MonopOch Supported Gable 1 1 17331827
Trussn BUBO Job Reference(ootionall
ku
h9 Components,LLC, Midway,GA 7.830 S Jul 282015 MITek Industries,Inc.Wed Aup 12 14:58:28 2015 Pape 1
ID:WAyq VEiEc3AZCGfgs1Cynz311Z-HD9uUy t7bcf29hUZKadHGaPZT9BrDAXjBQbOoyoZwh
-2-0-0
2-0-0 8-0-0
Scale=1:19.0
1
1
1; 1.5x4 II
1.5x4 II 6
1 3.50 12 5 p
•
1.5x4 II
3x4 4 p
3 I
1111•
ttili
i 2 �� r
II r r
1 '•••••'•••••❖:❖:❖:❖:❖:❖:❖:❖:❖:❖:❖:❖:❖:❖:•:❖:❖:
9 8 7
2x4= 4x8 II 1.5x4 II 1.5x4 II 1.5x4 II
i 8-0-0 I
8-0-0
Plate Offsets(X.Y)-- 12:0-3-8,Edael,12:0-6-10,Edgel
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (lac) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 1 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.00 1 n/r 120
BCLL 0.0 • Rep Stress Inez YES WB 0.02 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:36 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 8-0-0.
(Ib)- Max Horz 2=144(LC 4)
Max Uplift All uplift 100 lb or less at joints)7,8,9 except 2=-184(LC 4)
Max Gray All reactions 250 lb or less at joint(s)7,8,9 except 2=293(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope)gable end zone;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. � I''
3)Gable stud spaced at 2-0-0 oc.bottom chord bearing.
S:1/4;°.1.1•1P' A• ,q,,���
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •C' �" • ���
6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will ,�� • -•• �\ E N°I$\9 .. •
fit between the bottom chord and any other members. • -r .•!
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)7,8,9 except(jt=lb) '• I 3938,
2=184.
8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
:rCC IT
... :�- ATE • •Qi
.\,[t,i 0 N A;v- .0
4. inn
FL Cert. 6634
August 12,2015
A WARNING-VeMy design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERANCE PAGE MIF7473 rev.02/1812015 BEFORE USE.
Design valid for use only with MiTek connectors.This design's based only upon parameters shown,and is for an individual building component.'
Apdicabifty d design parameters and proper Incorporation of component B responsblity of building designer-not truss designer.tracing shown
Is for lateral support of individual web members only.Additional temporary bracing to insure stobility during construction'a the responsibility of the
erector.Additional permanent bracing of the overal structure Is the responskdity of the buldng designer.For generol guidance regoding MMak'
fabrication,Quality control storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria.DSB-89 end SCSI Building Component 8904 Parke East Blvd.
Safely Information available Iron,Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33810
4. A
Job Truss 'Truss Type Qty Ply
15-081188 GiD GABLE 1 1
17331628
Job Reference(ootonal)
TrussMart BuikdY19 Components,LLC, Midway,GA 7.830 s Jul 28 2015 MITek Industries,Inc.Wed Aug 12 14:5827 2015 Page 1
ID:WAygWhEiEc3AZCGfgs1 Cynz311 Z-IPIGhKzVu33WgJGh815sgT7YusTkadAgyr99ZFyoZwg
1 4-3-10 I 8-1-0 I 11-10.8 I 16-2-0 I
4-3-10 3-9-6 3-9-6 4-3-10
354 I I Scab=1:45.7
4x5 I I
3
1,1
Li
10.00
4x4 ii
4x4•�
4
J 1 , flN2
3x4-i C■ 22 23 8 24 7 25 26 E4 3x4•- -d4
9 8
5x5= 3x4 = 5x5= 5x5=
1 2-0-0 2- 12 6-1.4 I 10-0-12 I 14-0-4 1 1
0 16-2-0
2-0-0 0.1-12 311-8 3-11-8 3-11-8 0.1-42 2-0-0
Plate Offsets(X.Y)- 13:0-1-8.0.1-81.17:0-2-8.03-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) Well Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) 0.02 7-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.24 Vert(TL) 0.02 8-9 >999 180
BCLL 0.0 • Rep Stress Ina NO WB 0.23 Horz(TL) 0.01 6 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:125 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer
-Installation guide.
REACTIONS. (lb/size) 9=387/0-3-8,6=289/0-3-8
Max Horz 9—214(LC 4)
Max Uplift 9=470(LC 8),6=502(LC 9)
Max Gray 9=519(LC 40),6=517(LC 40)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=88/295,2-3=361/437,3-4=-355/442
BOT CHORD 9-22=-289/366,22-23=-289/366,8-23=-289/366,8-24=170/263,7-24=170/263,
7-25=205/250,25-26=-205/250,6.26=205/250
WEBS 3-7=295/206,3-8=-284/209,2-9=542/363,4-6=-529/396
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=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; ��101111M/if I
MWFRS(envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 0% ON N A. •14/n/',
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 %• 0� • v�y',i
Gable End Details as applicable,or consult qualified building designer as per ANSIFTPI 1. ..•.r •••\C E N S'•••• T 'ice
4)All plates are 1.5x4 MT20 unless otherwise indicated. \' -- �e j r
5)Gable studs spaced at 2-0-0 oc. '. • 3938 t ..0
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 • v-1
fit between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)9=470, -�e j•. :r�
6=502. : a ATE • -"lU
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)82 lb down and 255 lb up at
.. A• •0•.c< 0 RIO•••• ••
13-5-0 on top chord,and 24 lb down and 215 lb up at 2-9-0,29 lb down and 94 lb up at 4-0-12,29 lb down and 94 lb up at 6.0-12,29 �i`s•"• • `C,
lb up atw13-5-0 and 94 onlbottom chord. The design/selection of such colnnection device(s)is the responsibility of others. Its down and 215 lb '''i/SAO N A'�,`0•
%%
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 FL Cert. 6634
August 12,2015
• _ 1
A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 881•7473 rev.0211612018 BEFORE USE. ��•
Design valid for use only with Meek connectors.This design is based only upon porometers shown and is for on individual building component.
APPlicabrity of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only.Additional temporary bracing to issue stability during construction is the resporWWlity of the
erector.Additional permanent bracing of the overall structure is the responsblul y of the bolding designer.for general guidance regarding MiTek*
fobrfcation.quaky control storage,delvery.erection and bracing.consul ANSI/MIT Quality Criteria,058.89 and SCSI Bulling Component 6904 Parke East Blvd
Safely ksbrmafton available from Truss Plate institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
Job Truss Truss Type Qty Ply
17331828
15-081188 G1D GABLE 1 1
Job Refetence(.optional)
TrussMarl Building Components,LLC, Midway,GA 7.830 s Jul 28 2015 MiTek Industries,Inc.Vlkd Aug 12 14:5827 2015 Page 2
ID:WAygWhEiEc3AZCGfgs1Cynz311Z-IPiGhKzVu33WgJGh615sgT7YusTkedAgyr99ZFyoZwg
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-3=-60,3-5=-60,1-5=-20
Concentrated Loads(lb)
Vert:7=40(B)8=40(B)21=112(B)22=123(B)23=40(B)24=40(B)25=40(B)26=123(B)
A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEA REFERANCE PAGE 8111-7473 rev.01/1612015 BEFORE USE.
•
Design valid for use only with MBek connectors.This is design based only upon parameters shown,and is for on indviduol building component.
App6cabl8ty of design parameters and proper incorporation of component is responsibility of building designer-not Puss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stabifty during construction is the respomibillity of the 1�
erector.Addti000l permanent bracing of the overall structure a the responsib8ty of the building designer.For general guidance regarding MITek
fabrication.quality control,storage.delivery.erection and bracing,consult ANSI/T111 Cleanly Criteria.DS1-09 and ICSI Building Component 8804 Parke East Blvd.
Safety Informaton available horn Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandrlo,VA 22314. Tampa,FL 33810
I 1
Job Truss Truss Type Qty Ply
15-081188 fu 17331829
Diagonal Hip Girder 2 1
Job Reference footionall
TrussMart Building Components,LLC, Midway,GA 7.630 s Jul 28 2015 MiTek Industries,Inc.Wed Aug 12 14:58:27 2015 Page 1
ID:WAygWhEIEc3AZCGfgs1C nz3I1Z-IPiGhKzVu33WgJGh615sgT7XzsPNag2gyr99ZFyoZwg
I 3-7-13
3-7-13 1-0-2
Scale=1:16.2
3
1.534 II 11
5.74 lir 2
•
8
1
1 Eli 1=111.1.1=1.1111=11MIMII II
2x4= 7 ,, 4
111111../11111
5 1.5x4 II
I 3-4-12 I 4-7-15 I
3-4-12 1-3-3
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) 0.00 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.45 Vert(TL) 0.00 4-5 >999 180
BCLL 0.0 • Rep Stress Ina NO WB 0.05 Horz(TL) -0.14 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:17 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-15 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation Guide.
REACTIONS. (Ib/size) 3=182/Mechanical,4=-190/Mechanical,5=644/0-6.2
Max Horz 5=119(LC 8)
Max Uplift3=182(LC 1),4=190(LC 1),5=-139(LC 4)
Max Gray 3=33(LC 4),4=39(LC 4),5=644(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
WEBS 2-5=-357/134
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope)gable end zone;cantilever left exposed;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. %%�fi t�
4)Refer to girder(s)for truss to truss connections. ,`�1� •Ii,'
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)3=182, �� t s A q ./
4=190,5=139. ,�� ' •........ p I,,
6)"Semi-rigid pitchbreaks induding heels"Member end fixity model was used in the analysis and design of this truss. •,>,%-).•.\•. G E N d...;'1 �i
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)94 lb down and 60 lb up at 1-9-15, ' �'; �'•
and 72 lb down and 16 lb up at 3-7-8 on top chord,and 23 lb down and 44 lb up at 1-9-15 on bottom chord. The design/selection of • 3938
such connection device(s)is the responsibility of others. • *
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). •
LOAD CASE(S) Standard " - ` ;. :it C
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 : . ATE • ;LC/
Uniform Loads(plf) • • Q/
Vert:1-3=-60,1-4=-20 �i�'�c�•••• O..*.•\�,�
Concentrated Loads(Ib) `` R •
•Vert:2=16(8)6=60(F)7=20(F) i�/it s,0 N Air�S
• �`�,
FL Cert. 6634
August 12,2015
4
A WARNING•Verify daalyn parameters and READ NOTES ON TINS AND INCLUDED MITEK REFERANCE PAGE*11-7473 rev.02/1112015 BEFORE USE. •
Design voSd for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an indvidual buldng component.
Appicabily of design parameters and proper incorporation of component is responsibirty of building designer•not truss designer.Bracing shown
is for lateral support of Individual web members only.Additional temporary bracing to insure stability doing construction Is the responsibility of the MiTek-
erector.Addlional permanent bracing d the overall structure is the responsibility of the buildng designer.For general guidance regarding
fabrication,quality control,storage.delivery.erection and bracng.consult ANSI/Tell Qualty Criteria,058.89 and SCSI SuIdng Component 6904 Parke East Bhd.
Safely Information avatoble from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610
l 1
Job Truss Truss Type Qty Ply
15-081188 J Jack-Open 2 1 77331830
Job Reference(ootionall
TnusMart Butdmg Components,LLC, Midway,GA 7.830 s Jul28 2015 MRek Industries,Inc.Wed Aug 1214:5828 2015 Page 1
ID:WAygWhElEc3AZCGfgs1 Cynz311 Z-DcGevg_7fMCNITrtgIc5NhfpoGslJ7 7gBVviShyoZwf
I 1.63 I
1.83
Scale=1:9.2
2
7.00 FF
I
1 1 n iff
d
1 1 Wili■JEIMIr1 2x4= 3
I 1-6-3 I
1-5-7
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 IC 0.04 Vert(LL) -0.00 1 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 1 >999 180
BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:5 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-3 oc purtins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=45/Mechanical,3=15/Mechanical,1=60/Mechanical
Max Horz 2=48(LC 8)
Max Uplift2=15(LC 8),3=10(LC 4),1=36(LC 8)
Max Gray 2=45(LC 1),3=30(LC 3),1=60(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope)gable end zone;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections. ,,11 i,�'
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,1. ,�f t,�
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `,%O'A PS• A 4, i.
.` 1'•••\.. c E N`SF•• 9?i.'.
• 39.41 ,38!,....
•I • •r r.•
:O" ATE • (1.!1,
�i'is N A�Egos
n5
FL Cert. 6634
August 12,2015
9
A WARNING-Val&design parameters rid READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 881-7473 rw.02I1112016 BEFORE USE
Design valid for use only with M9ek connectors.This design is based only upon parameters shown,and is for an individual buldsp component.,
Applcobitty d design parameters and proper incorporation o component is responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporosy bracing to insure stobaty during construction is the responsibility of the
erector.Additional permanent bracing of the overall structure is the responsbtlty of the building designer.For general guidance regarding MiTek'
fatxicatbn.quality control storage.dervery.erection and bracing.consult ANSI/TPI1 quality Criteria,058.89 and 8CS1 Building Component
Safely Mtonmot$on available from Truss Plate Institute.781 N.lee Street. Tammeet.Suite 312.Alexandria.VA 22314. 8904 a East
pa,,F FL L 33810
'Job Trussruss Type Qty Ply 77331831
15-081188 Jt -Open 2 1
Job Reference(rational)
TrussMart Building Components,LW, Midway.GA 7.830 3 Jul 28 2015 MITek Industries,Inc.Wed Aug 12 14:58:28 2015 Page 1
ID:WAygWhE1Ec3AZCGfgs1 Cynz311 Z-DcGevg_7fMCNITrtglc5Nh foFGs2J79gBVvi5hyoZwf
I 2-0-7 I
2-0-7
Scale=1:13.7
2
10.00 72 I
en
A
7
:2 0
1 i riniMilEll
3
2x4=
I 2-0-7 i
2-0-7
Plate Offsets(x.Y)— 11:0-2-1,0-1-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Udell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 1 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 1-3 >999 180
BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 1 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:7 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc puriins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
' MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=76/Mechanical,2=57/Mechanical,3=19/Mechanical
Max Horz 2=89(LC 8)
Max Uplift 1=67(LC 8),3=12(LC 4)
Max Gray 1=76(LC 1),2=57(LC 1),3=38(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-A8 forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope)gable end zone;porch left and right exposed;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. .t011111/1y •
4)Refer to girder(s)for truss to truss connections. ,r,� ���
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. ``•O.A rxo• A• q� ,j�,
6)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. ,�.• C•1•,,\C E N 4. e,9 ,ice
3938
f
ATE • �U:
:..7:070,: .c •1,•
'i "3/O N A�'c-.%�.
FL Cert. 6634
August 12,2015
4 I
A WARNING-VsMy d&slgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 414.7473 rev.02/162015 BEFORE USE f
Design valid for use only with MiTek connectors.This design's based only upon parameter shown,and h for an indvidual building component. ,•
Applicabiity of design parameters and proper incorporation of component'a responsiarty of building designer-not truss designer.Bracing shown ;�
k for lateral support of Individual web members only.Addtion l temporary bracing to insure stabily dxi g Construct 9 s the responsibility of the MiTek*lei•
erector.Additional permanent bracing of the overal structure is the responsibiiy of the building designer.For general guidance r
fabrication.quo8Iy control,storage.delivery.erection and bracing,consult ANSI/IMi Ovally Creed°.DS8.89 and BCSI Bolding Component 8904 Parke East Blvd.
Sdey Information avolable from Truss Plate Institute.781 N.Lea Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33810
t ■
Job Truss Truss Type qty Ply
T7331832
15-081188 M Monteath 10 1
7russMan Building Components.uc, MlOway,GA _Job Reference(ootionall
7.630 s Jul 28 2015 MITek Industries,Inc.Wed Aug 12 14:5829 2015 Page 1
ID:WAygWhEiEc3AZCGfgslCynz311Z-hog087T IOgKEvcQ3ES7KwCvXg1m2aEzP9eGd7yoZwe
I 5-9-0
5-9-0
Scale=1:14.1
2x4 II
3.50 12
1
1 s
_:_)
2x4= 2x4=
3
4
3x4 II
I 2-0-0 211.1 5-9-0 I
2.0-0 0.1-1k 3-7-4
Plate Offsets(X.Y)— 11:0-0-9.Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) 0.02 3-4 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.71 Vert(TL) 0.03 3-4 >999 180
BCLL 0.0 • Rep Stress Inc( YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:20 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc puffins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-0 oc tracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 3=85/Mechanical,4=363/0-3-8
Max Horz 4=60(LC 4)
Max Uplift3=28(LC 8),4=-111(LC 4)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope);cantilever left exposed;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. ,,i t i I I i,
4)Refer to girder(s)for truss to truss connections. ,�� �I��
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) ��� PcJ A, q �#j
4=111. ��O� �...... �e ,jI
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. %%:,<c'•*•.\C E N S'�•.'9 1i
..a j-
•. • 3938• '
- *
ee• r.--- Vr[Z
ATE • •1-I
-,,,,S,ONA1`� ,`.•
FL Cert. 6634
August 12,2015
1 1
A WARNING•Verify design parameter and READ NOTES ON THIS AND INCLUDED NITER REFERANCE PAGE MI57473 rev.02/16/2015 BEFORE USE. ��
Design valid for use only with MiTek connectors.This design is based only upon aerometers shown,and k for an individual building component.,
Applicabilty of design parameters and proper incorporation of component k responsblity of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.AddiNoncd temporary tracing to insure stabity during construction is the responsbillity of the
erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding iv.).0k-
fabrication.quality control.storage.cleavers,.erection and bracing.consult ANSI/IPI1 Quay Crltedo,OSS-89 and SCSI Evading Component
Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. 8904 Parke 3361 Blvd.
FL 33810
t r
Job Truss `Truss Type Qty Pty
15-081188 M1 Monopdch a 1 77331833
Job Reference(optional)
TrussMarl Building Components,LLC, Midway,GA 7.630 s Jul 28 2015 MiTek industries,Inc.Wed Aug 12 14:5829 2015 Page 1
I D:WAygWhEiEc3AZCGigs1 Cynz311 Z-hog06710gKEvcQ3E S7KwCw7g8E2 WSzP9eGd7yo2we
-2-0-0 I 5-3-13 I 10-0-0 I
2-0-0 5-3-13 4-8-3
Scale=7:22.1
1.5x4 II
4
Y
3.50 12
3x4
3
2 9 o►
1 ,,,i..' 4 =
L
1.5x4 II 5
354=
I 5-3-13 I 10-0-0 I
5-3-13 4-8-3
Plate Offsets(X.Y)- 12:0-3-5.Edael
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) 0.04 2-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.07 2-6 >999 180
BCLL 0.0 • Rep Stress Ina YES WB 0.27 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:46 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 5=374/Mechanical,2=531/0-3-8
Max Horz 2=135(LC 4)
Max Uplift5=185(LC 4),2=-264(LC 4)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-725/259
BOT CHORD 2-6=-314/650,5-6=-314/650
WEBS 35=-668/322
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=lOtmph;TCDL 6.Opsf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ,1t 11 i 11il
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �‘‘� ��I/
3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,%�.A PS.A q4 nX11,,
fit between the bottom chord and any other members. •%%0 v ,
4)Refer to girder(s)for truss to truss connections. ,..• 'r�s ••\G E N S e. . r ',
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)5=185, ';� ±r
2=264. '6-3938•., •
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .. * : ,-
;rte
% ': TE • %.C':.%\%.1:1441::::::*::::
W.
4.
FL Cert. 6634
August 12,2015
t ■
0 WARNING-Verify design primet rs and READ NOTES ON THIS AND INCLUDED*ITEM REFERANCE PAGE*11-7473 rw.02HN2015 BEFORE USE.
Design void for Lae only with MiTek co rectors.This design is based only upon parameters shown,and is for on ndvidual buidng component.'
Appicoblty of design parameters and proper incorporation of component is responsibility of building designer-not tnns designer.&acing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M iT®k'
erector.Add ma
tiorol permanent bracing of the overall structure is the responsibility of the bulking designer.For general guidance regarding
fabrication.quality control.storage,delivery.erection and bracing.consult ANSI/7911 QuaIty Crlinda,DSI.89 end SCSI Building Component
Solely Intimation available from Truss Tampa.Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Ta Parke East O
pa,FL 3 3383810
(t
Job Truss 'Truss Type Oty Ply
15-081188 M2 MonopOah 7 1 77331834
Job Reference(ootlonall
TrussMart Building Components,LLC, Midway.GA 7.830 s Jul 28 2015 MITek Industries,Inc.Wad Aug 12 14:58:30 2015 Page 1
ID:WAygVNIEiEc3AZCGfgs1Cynz311Z-9 OPKL?NB-
85Xm GoAeZS61794Sbn1U7epOp9ayoZwd
I 3-3.0 I
3-3-0
Scale=1:14.4
2
1.5x4 II
7.00 I 12
■Iat
ii ..-__jimmi....imaki
2x4 = ■ 3
0
4 2x4 11
I 2-3-8 I 3-3-0 I
2-3-8 0-11-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 4 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.42 Vert(TL) 0.00 3-4 >999 180
BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:13 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 3=154/Mechanical,4=402/0-3-8
Max Horz 4=67(LC 8)
Max Uplift3=-154(LC 1)
Max Grav3=13(LC 4),4=402(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope);cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections. ,��� f��//•5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)3=154. ,``r,O,A P.S•A• q����j,,,
6)"Semi-rigid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. , r• •\C E N S••ts�A
• 3938 •
• *. •
..4. __ •r
15. Ilk • ATE 0 :I.[4
le.,iss,O N A 1'�``s�•
ii—
FL Cert. 6634
August 12,2015
i i
A WARNING•Verify dealers pararnabrs and READ NOTES ON MS AND INCLUDED NITER REFERANCE PAGE 061-7473 rev.0216/2016 BEFORE USE.
Design void for use only with MRek connectors.This design k based only upon parameters shown and is for on hdvklual building
rg ng shown of design parameters and proper incorporation of component k responsibiGfy of bolding designer-not truss designer.Brxing shown
is for lateral support of individual web members only.Additional temporary brockrg to insure stability during construction is the responsibility of the
erector.Addtional permanent bracing of the overall structure is the responsbiity of the buidng designer.For general guidance regarding MiTek'
fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/R11 Ovally Criteria.058.89 and SCSI Sulking Component
Safety Informbn available from Truss Rote Institute.781 N.Lee Sheet.Suite 312.Alexandria,VA 22314. 8904 Parke East Blvd
Tampa,FL 33810
� S
Job Truss Truss Type Qty Ply
17331835
15.081188 M3 Monopech 5 1
Job Reference(optional)
TnusMart Bolding Components,LW, Midway,GA 7.830 s Jul 28 2015 MiTek Industries,Inc.Wed Aug 12 14:58:30 2015 Page 1
ID:WAygWhEiEc3AZCGfgslCynz311Z-9 OPKL9 NB_S5Xm_GoAeZS617s4R8n1U7epOp9ayoZwd
I 4-0-0
4-0-0
Scale=1:16.6
2
7.0 1.5x4 II
0 12
1
2x4= 3
4 2x4 11
2-0-0 211-1}2 4-0-0
2-0-0 0-1-12 1-10-4
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (lac) Udefi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) 0.00 3-4 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(L) 0.01 3-4 >999 180
BCLL 0.0 * Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:16 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purtins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bradng.
MITek recommends that Stabilizers and required cross bradng
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 3=39/Mechanical,4=348/0-3-8
Max Horz 4=120(LC 8)
Max Uplift3=66(LC 8),4=-42(LC 8)
Max Grav3=33(LC 6),4=348(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope)gable end zone;cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. +, 4 4 4 7j'
4)Refer to girder(s)for truss to truss connections. �� It
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joints)3,4. ,‘� P.S A A/
n��i
6)"Semi-rigid tchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �� •....... ��
9 iN s ri ty ' 9 � 0 ���E NSA.,-q���,.
•
•
.,• -3938!
:rcz.Z
• ATE •
'.�0.•
„<■•S: 4- 0 R N- •
ettS/is A.
FL Cert. 6634
August 12,2015
A WARNING-Verify design parameters and READ NOTES ON TITS AND INCLUDED WEB REFERANCE PAGEWF7473 rev.021112015 BEFORE USE.
Design void for use only with MiTek connectors.This design k based only upon parameters shown,and is for an indvidual balding component.
Applicability of design parameters and proper incorporation of component is responsibiity of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary brockng to Insure stability during construction is the responsibility of the
erector.Addliond permanent bracing of the overall structure is the responsibity of the bulking designer.For general guidance regarding M iTek•
tabricatlon,quality control,storage,delivery.erection and brocing.consult ANSI/T►I1 Poolly Crtteda,058$9 and ICSI Building Component 8904 Parke East Blvd.
Safety Information avoloble from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33810
Job Truss Truss Type Qty Ply
77331636
15-081188 M4 Monorack I I
Job Reference(optional)
TrussMart Building Components,LLC, Midway.GA 7.630 5 Jul 28 2015 MiTek Industries,Inc.Wed Aug 12 14:58:30 2015 Page 1
ID:WAygWhEIEc3AZCGfgs1Cynz311Z-9 OPKL?NB_S5Xm GoAeZS610K4Swn1B7epOp9ayoZwd
6-0-0 I
6-0-0
Scale=1.17.4
354 II
2
3.50 12 ,
1.5x4 II
1
1110 MI I I
a 3 a
'/ 2
4 1.5x4 II
1.5x4 =
I --- 6-3-8 --- I
6-3-8
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.06 3-4 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.15 3-4 >449 180
BCLL 0.0 ` Rep Stress Ina- YES WB 0.02 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC20141TPI2007 (Matrix) Weight:22 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 3=228/0-3-8,4=228/0-3-8
Max Horz 4=60(LC 4)
Max Uplift3=122(LC 4),4=-90(LC 4)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope);end vertical left exposed;porch left and right exposed;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)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 1%%111,11/11/1
of bearing surface. 0% S A. it',
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) `•%% OP •'1 4 e•,�
3=122. �� G•E N i
6)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. `��` �c S ••,9A��j
"6 39381_ '[[
- ..tts •rte r.
ATE •
FL Cert. 6634
August 12,2015
f
Al,WARNING-Verify design pararn.f.rs and READ NOTES ON MS AND INCLUDED MITES REFERANCE PAGE*11.7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design Is based ants upon parameters shown and is for an indviduol building component.
Applicability of design parameters and proper incorporation of component is responsibdily of building designer-not truss designer.Bracing shown
is for lateral support of individual web members onty.Additional temporary bracing to insure stability during construction is the responsibillity of the
erector.Additional permanent bracing of the overall structure is the responnbdlty of the building designer.For general guidance regarding MiTek'
fabrication.quality control.storage.delvery,erection and bracing.consult ANSI/TP11 Qualify Crti.da,DS$-89 and SCSI!funding Component 6904 Parke East Blvd.
Safety Information avodabie from Truss Plate Institute.781 N.lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33810
Job Truss Truss Type Oty Pty
17331837
15-081188 M5 Monopilch Structural Gable 1 1
_Job Reference(optional)
Tru sMart Building Components,LLC, Midway,GA 7.830 s Jul 282015 MiTek Industries.Inc.Ned Aug 12 14:58:31 2015 Page 1
ID:WAygWhEiEc3AZCGfgslCynz311Z-d4ynXh07yHay9wZSLt90_JHCvUr1 WP3GtT7MiOyoZwc
I 4-3-8 I 8-0-0 i
4-3-8 3-8-8
Scale=1:19.0
1.5x4 II
5
3.50 7 I
r
3x4
3 4 3x4
3x4
WO On
1110A WO
WO
2 _ 8 no
1 2x4= 4x8 II
7 8
1.5x4 II 4x4 =
I 4-38 f I
3-8-8
Plate Offsets(X,Y)- 12:0-3-8.Edoe1,12:0.6-10,Edael
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdeft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) 0.02 1-2 nlr 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.03 1-2 nk 120
BCLL 0.0 • Rep Stress Ina YES WB 0.30 Horz(TL) -0.01 6 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:40 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-12 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 6=243/6-0-0,7=991/6-0-0
Max Horz 7=144(LC 4)
Max Uplift6=-243(LC 1),7=-503(LC 4)
Max Gray 6=167(LC 4),7=991(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-823/1230,3-4=-816/1243
BOT CHORD 2-7-1178/862,6-7=1178/719
WEBS 4-7=-867/545,4-6=-745/1222
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18; 11111/g.
MWFRS(envelope)gable end zone;cantilever left exposed;porch left and right exposed;Lumber 001=1.60 plate grip DOL=1.60 ♦����� CJ A ii.
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 ♦ Ors q n
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ♦♦♦0 • •'"•••''• Le ,Ii
3)Gable studs spaced at 2-0-0 oc. • ••.•"' E N g�.•-9�i1
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••• •. �y•5)*This truss has been designed for a five load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ' • 3938■
fit between the bottom chord and any other members. •• .*• - •
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)6=243, • .
7=503. •` . _•
7)Non Standard bearing condition. Review required. ••s • ^air ATE • ,(/Z.
8)"Semi-rigid pitchbreaks induding heels"Member end fixity model was used in the analysis and design of this truss. =O
1,,‘,,....4'4� 0RI�P'' ♦ ♦�•
FL Cert. 6634
August 12,2015
1 4
A WARNING-Vatty*sign param.Ms and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.02,16/2015 BEFORE USE
Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component.,
Applicablity of design parameters and proper incorporation of component is responsibility of buiidng designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additionol temporary bracing to insure stobiity during construction is the responsibility of the
erector.Addtiooal permanent bracing of the overall structure is the responsibility of the buidng designer.For general guidance regardng MiTek•
fabrication.quality control storage.delivery.erection and bracing,consult ANSVIP11 Quality Craarlo,0511.89 and IICSI Wilding Component 8904 Parke East Blvd.
Safety Information avoioble from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33810
r A
Job Truss Truss Type DIY RV
77331636
15-061188 M6 MonopSCh 4 1
Job Reference tooti:tad)
Tr ssMart Butting Components,LLC, Midway,GA 7.830 s Jul 28 2015 Mliek Industries,Inc.Wed Aug 12 14:58:31 2015 Pape 1
ID:WAyq wEiEc3AZCGfgs1Cynz311Z-dAynXhO?yHay9WZSLt90_JH9GUgQW1kGtT7MiOyoZwc
8-0-0 I
8-0-0
Scale a 1:17.1
4x4 11
2
3.50 FF
1 1 _r I
3x5= / 3
IS IS
4 2x4 11
1 2-0-0 24-i2 8-33 I
2-0-0 0--12 6-1-12
Plate Offsets(X.•1— [1:0-2-8.Edgel
LOADING(psi) SPACING- 2-0-0 CSI. DEFL- in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.07 3-4 >962 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.96 Vert(TL) 0.09 3-4 >783 180
BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:28 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 3=196/0-3-8,4=432/0-3-8
Max Horz 4=84(LC 4)
Max Uplift3=89(LC 5),4=113(LC 4)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vufl=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope);cantilever left exposed;porch right exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. ,,�1►l l l l.,IIIS
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(ft=1b) ♦♦♦ t n A q IS
4=113. ♦ ••' •• II
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,,e• Q• •\C E N S..•. -.9,10 e �,
3938
ya• _ • '-
, • di"'ATE ♦ ���
' /c-. OP ••
'' F` OR1 ' .\
FL Cert. 6634
August 12,2015
1
A WARNING-Welty design parameters and READ NOTES ON TES AND INCLUDED/BIM REFERANCE PAGE 11847473 rev.02/16/2015 BEFORE USE.
Design va rd for use only with Mnek connectors.This design is based only upon parameters shown,and k for an individual buidfng component. ,
Appleabi4N of design parameters and proper incorporation of component is responsbiity of braiding designer-not truss designer.Bracing shown mei
Is for lateral support of indlvIdual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M iTek'
il erector.Additional permanent bracing of the overal structure is the responsblity of the braking designer.For general guidance regarding
fabrication,quality control storage.delivery.erection and bracing,consul ANSI/7P11 Quality Criteria,DSB-89 and SCSI butting Component 6904 Parke East Blvd.
Safety Information available hom Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandra.VA 22314. Tampa,FL 33610
Job Truss Truss Type Qty Ply
T7331639
15-081188 MG GABLE 1 1
Job Reference(optional)
TrussMart Building Components,LLC, Midway,GA 7.630 s Jul 28 2015 MITek Industries,Inc.Wad Aug 1214:58:32 2015 Page 1
ID:WAyq hEiEc3AZCGfgs1Cynz311Z-6NW9k11djbipm48evbglXXgQetAJFwUQ67twESyoZwb
H --- 5-9-0----- I
5-9-0
Scale=1:12.4
2x4 II
3.50 12
1,5x4 II
2 II
10 a
2x4 i . . . ■
5 4
1.5x4 II 2x4 II
I 2-0-0 I 5-9-0 I
2-0-0 3-9-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deb Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(TL) n/a - n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:18 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.2 MITek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 4=95/3.9-0,5=467/3-9-0
Max Horz 5=49(LC 4)
Max Uplift4=95(LC 1),5=-54(LC 4)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
WEBS 2.5=286/81
NOTES-
1)Wtnd:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope);cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)Gable studs spaced at 2-0-0 oc. 1 I 1 I f 1/i,,
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�t%‘‘‘cJ ,
5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �, \V'P ...............................................
fit between the bottom chord and any other members. ��� -
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5. ` '` ��
7)Non Standard bearing condition. Review required.
8)"Semi-rigid pitchbreaks inducting heels'Member end fixity model was used in the analysis and design of this truss. _a �:O
■ * `
,'�. ( O R 1Q \S • �S
'1/, 0NA�;1.0%j '
0 FL Cert. 6634
August 12,2015
A WARNING-Verify design parameters d READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE*01-7473 rw.02/16/2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design'based only upon pvometen shown and is for on individual building component.
Applicability of design porometen and proper incorporation of component's responsibility of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to Fuure stabiaty fixing construction is the responsibility of the MiT®k•
erector.Additional permanent bracing of the overoll structure is the responsibility of the buidrg designer.For general guidance regarding
fabrication.quality control,storage.delivery.erection and bracing.consult ANSI/R11 Quay Criteria.DSO.89 and ICSI Building Component 6904 Parke East Blvd.
Safety Information avowable from Truss Plate Institute.781 N.lee Street,Suite 312.Alexondrb.VA 22314. Tampa,FL 33610
s A
Job Truss Truss Type Qty Ply
77331640
15-081188 P Piggyback 2 1
Job Reference(optional)
TrussMart Bulding Components,LLC, Midway,GA 7.830 s Jul 28 2015 MRek Indusbbs,Inc.Wed Aug 12 14:58:32 2015 Page 1
ID:WAygWhEiEc3AZCGfgs1 Cynz311 Z-6NW9k11 djbipm48evbgl XXgUbtE1 FwmQ67twESyoZwb
I 40-0 I 8-0-0
4-0-0 4-0-0
Scale=1:18.9
3x4=
4
>5x4IiBl. r
11
9 8
2x4= 1.5x4 11 1.5x4 11 2x4=
I 8-0-0 I
8.0-0
Plate Offsets(X.Y)- 14:0.2-0,Edael
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 6 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 7 n/r 120
BCLL 0.0 • Rep Stress Ina YES WB 0.01 Horz(TL) 0.00 6 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:28 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing •
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 6-4-2.
(Ib)- Max Horz 2=57(LC 7)
Max Uplift All uplift 100 lb or less at joint(s)9,8
Max Gray All reactions 250 lb or less at joint(s)2,8,9,8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
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=6.Opsf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60
3)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `, ►111it,,,�
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 ,���� PS A q�.,��
fit between the bottom chord and any other members. `� 4 ,�
(by others) bearing plate capable 9 uplift joint(s)( ) �E ' . ' ' �i
6)Provide mechanical connection b others of truss to bearin late p able of withstanding 100 lb u Ift at int s 9,8. ,� Q C N
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `,`1`.•.\.,\ �S ,.••• 1.,.i•8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building . 3938+ ,.
designer.
••
-r •
ea- 4a rir r.
•
0. ' �TE to
� ' •°# c( 4* O R`p - n; .5 ss
■
I FL Cert. 6634
August 12,2015
t l
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 01•7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component.
Applcabilty of design parameters and proper incorporation of component is responsbiity of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek'
erector.Additional permanent brocing of the overal shucisxe Is the resporublity of the bolding designer.For general guidance regarding
fabrication.quality control storage.delvery.erection and bracing.consult ANSI/TPII Quality Cdt.da,051.89 and BCSI Building Component 8904 Parse Past Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandra.VA 22314. Taupe.F1.33610
" II
Job Truss Truss Type Qty Ply
77331841
15-081188 P1 Piggybak 19 1
Job Reference(optional)
TmssMart Building Components,LLC, Midway,GA 7.630 5 Jul 28 2015 MiTek Industries,Inc.Wed Aug 12 14:58:33 2015 Page 1
ID:WAygIMIEiEc3AZCGfgsICynz311Z-aZ4XyN2GUvggOEjgTICG3kNdKHYE NwZKncTmuyoZwa
I 4-0-0 I 4 0 0 i
4-0.0
Scale=1:18.9
4x4=
3
7.00 ,2 1
4
2 5
6
2x4= 1.5x4 II 2x4=
I 8.0-0 I
8-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.00 5 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) 0.01 5 n/r 120
BCLL 0.0 ' Rep Stress Ina YES WB 0.02 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:25 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bradng
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=163/6-4-2,4=163/6-4-2,6=239/8-4-2
Max Horz 2=-57(LC 6)
Max Uplift2=-37(LC 8),4=43(LC 9)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60
3)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcun'ent with any other live loads.
5)•This truss has been designed for a Ave 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. /111..................................
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. ���� S
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ♦♦ P
8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building `♦♦ Q .\G
designer. •A?." %. •.7," .�
39381 '
: *: .
1. ' �`T E • �tv Z.
..
■ (C\5�< 0Ry �\ •
e''t.„,0 N Al'°,00
FL Cert. 6634
August 12,2015
1 •
pill
a WARNING-Verify design prrnwhrs and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE a1-7473 rev.02/16(2016 BEFORE USE
Design valid for use only with MiTek connectors.This design is based only upon parameters shown and is for an individual building component.
ApWkab8ty of design parameters and proper incorporation of component Is responsblity of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to tissue stablity during construction is the responsibility of the MiTek*
erector.Additional permanent bracing of the overci structure is the responsrbiiy of the bulking designer.For general guidance regarding
fabrication,quality control-storage.delvery,erection and bracing.consult ANSUTP11 Googly Crileda,051-89 and IICSI molding Component 6901 Parke East Blvd.
Solely Inform Bon available from Truss Plate Institute,781 N.Lee Sheet.Sulfa 312.AlexorWria.VA 22314. Tampa,FL 33610
1
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'Job.Lot 30 Paradise Preserve •• DOMAa Dm.:M.dbn.W153179.
Model:Custom Residence _
_. BUILDING COMPONENT .tlantic Bea« F 32233 Shop Drawing Approval
170 Elan Court THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATON OF TRUSSES MO VOIDS ALL PREVIOUS ARCHITECTURAL OR
B- -ner:WS •1HER TRUSS LAYOUTS.REVEW AND APPROVAL OF THIS LAYOUT MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE
Midway,GA 31320 BUILT.VERIFY ALL CONDITIONS TO SISURE AGAIIST CHANGES THAT WALL RESULT Y EATRA CHARGES TO YOU.
Office:(912)884-4094 oadi :20/10/0/10&40/10/0/5
Toll Free: 888 789-8165 'I acin::24"o.c.
•uote*:15-081188 Date: Approved By:
Free:(888)
Fax: (912)884-9506 ;rder#:15-081188
SHOP DRAWING REVIEW DISPOSITION
ATTENTION:Review of shop drawings is only for conformance with
the design concept of the project and does not relieve the contractor
of responsibility for any deviation from the requirements of the shop
Lc
��� copy d rawings.Contr actor shall determine and verify all field measurements.
APPROVED ❑ RETURNED FOR CORRECTION 5
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❑ APPROVED AS NOTED ❑ RETURNED WITHOUT ACTION
❑ NOT APP ❑ SEE TRANSMITT l
COMM 2
20-00-00 RV 19-00-00 DATE , - 20 7_
HULSBERG ENGINEERING,INC. FL CERT.25846
11481 ST.AUGUSTINE RD.x202
} JACKSONVILLE, FL 32258
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