HomeMy WebLinkAboutTruss A Lumber designjvalues are in accordance with ANSI/TPI 1-200TEMED
A-1 ROOF These truss designs rely on lumber values established by Whers.
TRU5,5EIS JUN 2 7 2014
A FLORIDA CORPORATION e HHUTTING
j St—� 1e Cou
RE: Job 58824 A-1 Roof TrusaSq(sFL
4451 St Lucie Blvd
Site Information: Fort Pierce,FL 34946
Customer Info: JWN CONSTRUCTION INC. Project Name: ETTER RES
Iot/Block: Model: ETTER RESIDENCE
Address: LOT 560 NETTLES ISLAND, JENSEN BEACH)division:
City: County: St Lucie State: FL
Name Address and License#of Structural Engineer of Record, If there is one,for the building.
Name: SHAWN M STAMBAUGH, PE License#: 33467
Address: 3001 PGA BLVD SUITE 203
City: PALM BEACH GARDENS, FL
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5
Wind Code:ASCE 7-10 Wind Speed: 165 MPH
Roof Load: 55.0 psf Floor Load: 65.0 psf
This package includes 96 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my-seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules,
No. Seal# Truss Name Date No. Seal# Truss Name Date No. Seal# Truss Name Date
1 A0357866 A01 G 6/20/14 13 A0357877 B06 6/20/14 25 A0357890 CJ3C 6/20/14
2 A0357888 CJ3A 6/20/14 14 A0357878 B07 6/20/14 26 A0357891 CJ4 6/20/14
3 A0357867 A02 6/20/14 15 A0357879 808 6/20/14 27 A0357892 CJ4A 6/20/14
4 A0357868 A03 6/20/14 16 A0357880 B09 6/20/14 28 A0357893 CJ5 6/20/14
5 A0357869 A04 6/20/14 17 A0357881 CA 6/20/14 29 A0357894 CJ5C 6/20/14
6 A0357870 A05 6/20/14 18 A0357882 CAA 6/20/14 30 A0357895 CJ6 6/20/14
7 A0357871 A06G 6/20/14 19 A0357883 CAB 6/20/14 31 A0357896 CJ6A 6120/14
8 A0357872 B01 G 6/20/14 20 A0357884 CJ 1 C 6/20114 32 A0357897 D01 G 6/20/14
9 A0357873 B02 6/20/14 21 A0357885 CJ2 6/20/14 33 A0357898 D02 6/20/14
10 A0357874 B03 6/20/14 22 A0357886 CJ2A 6/20114 34 A0357899 D03 6/20/14
11 A0357875 804 6/20/14 23 A0357887 CJ3 6/20/14 35 A0357900 D03D 6/20/14
12 A0357876 1 805 6/20/14 24 A0357889 CJ313 1 6/20/14 136 IA0357927 I HJ5 6/20114
Julius Lee,PE!Florida Certification Number 34869
The truss drawing(s) referenced have been prepared by MiTek 1109 Coastal Bay,Boynton Beach,FL 33435
Industries, Inc. under my direct supervision based on the parameters 6/20/14
provided by A-1 Roof Trusses, Ltd.
v, K
Truss Design Engineer's Name: Julius Lee
My license renewal date for the state of Florida is February 28,2015. ]J \GENSF
NOTE: The seal on these drawings indicate acceptance of * 34869
professional engineering responsibility solely for the truss _-U
components shown. The suitability and use of this component
for any particular building is the responsibility of the building �� STATE OF _4u�
designer, per ANSI/TPI-1 Sec. 2.
/011111100
Page 1 of 2 1109 COASTAL BAY
BOYNTON BC, FL 33435
612012014
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
designs rely on lumber values established by others.
A-1 ROOF These truss
TRUSSES
A FLORIDA CORPORATION
RE: Job 58824
No. Seal# Truss Name Date No. Seal# Truss Name Date
37 A0357928 HJ7 6/20/14 75 A0357905 F05 6120/14
38 A0357929 HJ7A 6/20/14. 76 A0357906 F06 6/20/14
39 A0357930 HJA 6/20/14 77 A0357907 F07 6/20/14
40 A0357931 HJB 6/20/14 78 A0357908 F08 6120114
41 A0357932 HJC 6/20114 79 A0357909 F09 6/20/14
42 A0357933 HJD 6/20/14 80 A0357910 F10 6/20/14
43 A0357934 J5 6/20/14 81 A0357911 F11 6/20/14
44 A0357935 J7 6/20/14 82 A0357912 F12 6/20/14
45 A0357936 JA 6/20/14 83 A0357913 F13 6/20/14
46 A0357937 JB 6/20/14 84 A0357914 F14 6/20/14
47 A0357938 JC 6/20/14 85 A0357915 F15 6/20/14
48 A0357939 JD 6/20/14 86 A0357916 F16 6/20/14
49 A0357940 JE 6/20/14 87 A0357917 F17 6120/14
50 A0357941 JF 6/20/14 88 A0357918 F18G 6/20/14
51 A0357942 JFG 6/20/14 89 A0357919 F19 6/20/14
52 A0357943 JH 6/20/14 90 A0357920 F20 6/20114
53 A0357944 JI 6/20/14 91 A0357921 F21G 6/20/14
54 A0357945 JK 6/20/14 92 A0357922 F22- 6/20/14 0000
55 A0357946 JM 6/20/14 93 A0357923 F23 6/20/14
56 A0357947 JN 6/20/14 94 A0357924 F24G 6/20/14
57 A0357948 JO 6/20/14 95 A0357925 F25G 6/20/14
58 A0357949 JP 6/20/14 96 A0357926 F26G 6/20/14
59 A0357950 JQ 6/20/14
60 A0357951 A 6/20/14
i
61 A0357952 JS 6/20/14 i
62 A0357953 JT 6/20/14
63 A0357954 JU 6/20/14
64 A0357955 JV 6/20/14
65 A0357956 JW 6/20/14
66 A0357957 JX 6/20/14
67 A0357958 JY 6/20/14
68 A0357959 " JZ 6/20/14
69 A0357960 VM2 6/20/14
70 A0357961 VM4 6/20/14
71 A0357901 F01 6/20/14
72 A0357902 F02 6/20/14
73 A0357903 F03 6/20/14
74 A0357904 F04 6/20/14
Page 2 of 2
P-0151
NSs fuss ype ty y2 Job Reference o tional A0357866
4 A01G Roof Special Girder 1
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:05 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=\Mutzsz-RgZcfDxpFCYIG51?2?Eo8gEpUSyu?mz4NKa
7-0-11 10-4-3 15-8-14 20-11-11 27-1-4 2LI11-4,
7-0-11 3-3-9 5 4-11 5-2-13 6-1-9 1-9-0 '
Scale=1:47.1
1.50112
4x6=
2.94 F12
3x4 3 3x = 3x8 MT 2 H=
2 4 5 3x4=
6
4x8=
7
a1 LLI
d d
12 11 10 9 4x12=
4x8- 3x6 11 12x18 MT201 - 10x10= 3x6 11
-10- 7-0-11 1 9-10-7 1 4 3 15-8-14 20-11-11 27-1-4 28-10-4
1 6-2-5 2-9-12 0-5- 2 5 4-11 5-2-13 6-1-9 1-9-0
Plate Offsets(X Y)- [1:0-0-9 Edgel [1:1-2-13 0-2-21 [7:0-6-5 0-2-10] r10:0-5-0 0-6-121 [11:0-9-0 0-6-41
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.82 Vert(LL) 0.68 9-10 >500 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -1.22 9-10 >279 240 MT20H 187/143
BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(TL) 0.14 8 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:327 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30'Except- 7)Plate(s)at joint(s)10 checked for a plus or minus 1
T1:2x4 SP No.2 BOT CHORD degree rotation about its center.
BOT CHORD 2x8 SP No.1 'Except' 1-18=-341/694,1-1=-2487/5003, 8)This truss has been designed for a 10.0 psf bottom
132:2x8 SP 2400F 1.8E 1-28=-5004/10284,12-28=-5004/10284, chord live load nonconcurrent with any other live
WEBS 2x4 SP No.3'Except' 1 1-1 2=-5004/1 02 84,1 1-2 9=-6 844/1 3 645, loads.
W4,W3:2x6 SP No.2 29-30=6844/13645,1 0-3 0=-6 844/1 3 64 5, 9)'This truss has been designed for a live load of
BRACING- 1 0-31=6250/1 21 23,31-32=-6250/12123, 20.Opsf on the bottom chord in all areas where a
TOP CHORD 9-32=-6250/12123,9-33=-6250/12123, rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Structural wood sheathing directly applied or 3-0-6 oc 33-34=6250/12123,34-35=-6250/12123, bottom chord and any other members.
purlins. 7-35=-6250/12123 10)Provide mechanical connection(by others)of
BOT CHORD WEBS truss to bearing plate capable of withstanding 100 lb
Rigid ceiling directly applied or 7-5-4 oc bracing. 2-12=7837/375,3-11=-1839/3691, uplift at joint(s)except at=lb)8=1190,1=1671.
4-11=-2582/1291,4-10=-36/343, 11)"Semi-rigid pitchbreaks with fixed heels"Member
REACTIONS. (lb/size) 6-10=-702/1709,6-9=-891/486, end fixity model was used in the analysis and design
8 = 2172/1-1-5 (min.0-1-8) 2-11=-686/1 393 of this truss.
1 = 354310-8-3 (min.0-2-1) 12)Hanger(s)or other connection device(s)shall be
Max Horz NOTES- provided sufficient to support concentrated load(s)
1 = 73(LC 8) 1)2-ply truss to be connected together with 12d 382 lb down and 480 lb up at 5-7-0,106 lb down and
Max Uplift (0.131"x3.25")nails as follows: 115 lb up at 11-3-15,113 lb down and 119 lb up at
8 = -1190(LC 5) Top chords connected as follows:2x4-1 row at 0-7-0 13-7-10,192 lb dawn and 171 lb up at 15-11-6,151
1 = -1671(LC 4) oc clinched. lb down and 144 lb up at 18-3-1,109 lb dawn and
Bottom chords connected as follows:2x8-2 rows 116 lb up at 20-6-12,90 lb down and 88 lb up at
FORCES. (lb) staggered at 0-9-0 oc clinched. 22-10-8,and 77 lb down and 58 lb up at 25-2-3,and
Max.Comp./Max.Ten.-All forces 250(lb)or less Webs connected as follows:2x4-1 row at 0-9-0 oc 179 lb down and 261 lb up at 27-0-2 on top chord,
except when shown. clinched,2x6-2 rows staggered at 0-9-0 oc clinched. and 34 lb down and 221 lb up at 5-7-0,2379 lb down
TOP CHORD 2)All loads are considered equally applied to all plies, and 1385 lb up at 10-3-12,292 lb down and 150 lb
1-17=-744/367,1-1=-4712/2355, except if noted as front(F)or back(B)face in the up at 11-3-15,227 lb down and 118 lb up at 13-7-10,
1-1 9=-1 0645/5237,2-19=-10587/5290, LOAD CASE(S)section.Ply to ply connections have 55 lb down at 15-11-6,35 lb down and 3 lb up at
2-3=-11576/5913,3-20=-11294/5793, been provided to distribute only loads noted as(F)or 18-3-1,19 lb down and S lb up at 20-6-12,10 lb
20-21=-1 1 31 5/5794,4-21=-11353/5798, (B),unless otherwise indicated. down and 13 lb up at 22-10-8,and 3 lb down and 35
4-5=-13750/6982,5-22=-13757/6978, 3)Unbalanced roof live loads have been considered lb up at 25-2-3,and 121 lb up at 27-0-2 on bottom
22-23=-1 37 92/69 86,6-23=-13798/6987, for this design. chord. The design/selection of such connection
6-24=12217/6350,24-25=-12222/6348, 4)Wind:ASCE 7-10;Vult=165mph(3-second gust) device(s)is the responsibility of others.
7-25=-12250/6342,7-26=-12305/6366, Vasd=128mph;TCDL=5.Opsf;BCDL=S.Opsf;h=20ft; 13)Warning:Additional permanent and stability
26-27=-1 226 9/6 336,7-27=-1228516333 Cat.ll;Exp D;Encl.,GCpi=0.18;MWFRS(envelope); bracing for truss system(not part of this component
BOT CHORD cantilever left and right exposed;end vertical left design)is always required.
1-18=-341/694,1-1=-2487/5003, exposed;Lumber DOL=1.60 plate grip DOL=1.60
1-28=5 0 04/1 0284,12-28=-5004/10284, 5)All plates are MT20 plates unless otherwise
11-1 2=-5004/10284,11-29=-6844/13645, indicated. LOAD CASE(S)
29-30=-6844/13645,10-30=-6844/13645, 6)Plate(s)at joint(s)3,5,2,12,4,6,9,11,7,1 and 1 Standard
10-31=-6250/12123,31-32=-6250/12123, checked for a plus or minus 0 degree rotation about 1)Dead+Roof Live(balancdullus Lee,P.E. #34869
9-32=6250/12123,9-33=-6250/12123, its center. Increase=1.25,Plate Incrd109 Coastal Bay
Continued on page 2
Uniform Loads(plf) Boynton Beach,FL 33435
.0
A,
Job toss cuss Type ty y
Ao3s7ass
2 Job Reference(optional)
58824 �"01G Roof Special Girder 1
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:05 2014 Page 2
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=Wtutzsz RgZcfDxpFCYjG51?2?Eo8gEpUSyu?mz4NKa
LOAD CASE(S)
Standard
Uniform Loads(plf)
Vert:1-3=-90,3-27=-90,7-27=-30,1-9=-20
Concentrated Loads(lb)
Vert:4=-123(B)10=-32(B)11=-2379(B)19=128(B)
20=37(B)21=-43(B)22=-82(B)23=40(B)24=4(B)
25=51(B)26=261(B)28=-34(B)29=292(B)
30=227(B)31=20(B)32=-7(B)33=8(B)34=21(B)
35=65(B)
Julius Lee;P.E. #34869
1109 Coastal Bay
Boynton Beach,FL"33435
Job toss runs Type y y
A0357867
58824 A02 Roof Special 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,Fl.34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:05 2014 Page 1
ID:YRb6ZZgQrA7iabOgpSwopfz7lH_Wtutzsz—RgZcfDxpFCYjG51_v?Gy8aOpUSyu?mz4NKa
6 6-13 11-6-5 16�-13 22-8-14 28-4-14
6 6-13 4-11-7 5-0-8 6-2-2 5-8-0
Scale:1/4"=l'
4x6
1.50112
=
2.94 F12
3 3x4=
3x4
4 5x10 MT201 : 3.00 12
2 5
Ivi
v1 6 v
d d
11 10 9 8 7
3x6 3x8 11 1.5x4 11 3x8= 5x10 MT20H WB= 1.5x4 11 3x8=
4x4=
-10- 6-6-13 11-6-5 15§113 22-8-14 28-4-14
-10- 5-84 4-11-7 5-0.8 6-2-2 54!1-0
Plate Offsets(X Y)— [1:0-0-4 1-9-51 [1:0-4-1 Edge] r5:0-6-8,0-3-01
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.63 7-8 >540 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.83 7-8 >411 240 MT20H 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.16 6 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:121 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30*Except* NOTES-
T3:2x4 SP No.2 1)Unbalanced roof live loads have been considered
BOT CHORD 2x4 SP M 30*Except* for this design.
B1:2x4 SP M 31 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEBS 2x4 SP No.3 Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
WEDGE Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
Left:2x4 SP No.3 and C-C Extedor(2)zone;cantilever left and right
BRACING- exposed;end vertical left exposed;C-C for members
TOP CHORD and forces&MWFRS for reactions shown;Lumber
Structural wood sheathing directly applied or 2-2-0 oc DOL=1.60 plate grip DOL=1.60
purlins. 3)All plates are MT20 plates unless otherwise
BOT CHORD indicated.
Rigid ceiling directly applied or 3-11-5 oc bracing. 4)Plates checked for a plus or minus 0 degree
MiTek recommends that Stabilizers and required rotation about its center.
cross bracing be installed during truss erection,in 5)This truss has been designed for a 10.0 psf bottom
accordance with Stabilizer Installation ouidp. chord live load nonconcurrent with any other live
loads.
REACTIONS. (lb/size) 6)*This truss has been designed for a live load of
6 = 1536/0-8-0 (min.0-2-0) 20.Opsf on the bottom chord in all areas where a
1 = 1589/0-8-3 (min.0-1-8) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Max Horz bottom chord and any other members.
1 = -70(LC 13) 7)Provide mechanical connection(by others)of truss
Max Uplift to bearing plate capable of withstanding 100 lb uplift
6 = -613(LC 9) atjoint(s)except Gt=lb)6=613,1=560.
1 = -560(LC 8) 8)"Semi-rigid pitchbreaks with fixed heels"Member
end fixity model was used in the analysis and design
FORCES. (lb) of this truss.
Max.Comp./Max.Ten.-All forces 250(lb)or less 9)Warning:Additional permanent and stability
except when shown. bracing for truss system(not part of this component
TOP CHORD design)is always required.
1-1=-1963/1374,1-2=-4717/3331,
2-3=-3993/2848,3-4=-3951/2851,
4-5=-5179/3691,5-6=-5068/3536 LOAD CASE(S)
BOT CHORD Standard
1-1 5=1 332/1909,1-11=-3111/4505,
10-11=-31 11/4505,9-1 0=-3471/5065,
8-9=-3471/5065,7-8=-3318/4849,
6-7=-3328/4844
WEBS
2-10=827/615,3-10=-589/944,
4-1 0-1 363/1006,5-8=-1 57/278 -Julius Lee;PZ #34869
1.169 Coastal Bay
Boynton Beach,FL 33435
1`
Job I russ I cuss Type ty y
�7868
58824 A03 Hip 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc, Fri Jun 20 14:35:05 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=—3SFBC—dC_hTGNW?pv3yoJZ79Pdft5dzi6hRXCz4NKZ
7-1-10 12-0-9 13-6 g8 18 10 4 21 4 0 _ 27-11-13
r 7-1-10 4 10-15 1-5-15 5-3-12 2-5-12 6-7-13
Scale:1/4"=V
1.50112
4x4= 4x6=
2.94 12 3 4 4x4= 3.00112
3x4% 5 1.5x4
2 6
cr
,
05
Io
11 10 9 8
3x6= 3x8 11 1.5x4 11 3x8= 4x4= 3x8— 3x6
-10- 7-1-10 12-0-9 13-6-8 18-10-4 27-11-13
6-3-1 4 10-15 1-5-15 5-3-12 9-1-9
Plate Offsets(X,Y)— [1:0-0-4,1-9-51,[1:0-4-1,Edgel,[3:0-2-0,0-2-4],[5:0-1-12,0-2-8),[7:0-3-14,Edge)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.53 8-10 >639 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.68 8-10 >495 240
BCLL 0.0 * Rep Stress Incr YES WB 0.48 Horz(TL) 0.14 7 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:120 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30*Except* NOTES-
T2,T4:2x4 SP No.2 1)Unbalanced roof live loads have been considered
BOT CHORD 2x4 SP M 30'Except' for this design.
B1:2x4 SP M 31 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEBS 2x4 SP No.3 Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
WEDGE Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
Left:2x4 SP No.3 and C-C Extedor(2)zone;cantilever left and right
BRACING- exposed;end vertical left exposed;C-C for members
TOP CHORD and forces&MWFRS for reactions shown;Lumber
Structural wood sheathing directly applied. DOL=1.60 plate grip DOL=1.60
BOT CHORD 3)Provide adequate drainage to prevent water
Rigid ceiling directly applied or 4-0-7 cc bracing. ponding.
MiTek recommends that Stabilizers and required 4)Plate(s)at joint(s)3,5,7,2,11,10,8,6,1 and 1
cross bracing be installed during truss erection,in checked for a plus or minus 0 degree rotation about
accordance with Stabilizer Installation guide. its center.
5)Plate(s)at joint(s)4 and 9 checked for a plus or
REACTIONS. (lb/size) minus 4 degree rotation about its center.
7 = 1514/0-8-0 (min.0-2-0) 6)This truss has been designed for a 10.0 psf bottom
1 = 1564/0-8-3 (min.0-1-8) chord live load nonconcurrent with any other live
Max Horz loads.
1 = -73(LC 13) 7)*This truss has been designed for a live load of
Max Uplift 20.Opsf on the bottom chord in all areas where a
7 = -597(LC 9) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
1 = -585(LC 8) bottom chord and any other members.
8)Provide mechanical connection(by others)of truss
FORCES. (lb) to bearing plate capable of withstanding 100 lb uplift
Max.Comp./Max.Ten.-All forces 250(lb)or less at joint(s)except Qt=lb)7=597,1=585.
except when shown. 9)"Semi-rigid pitchbreaks with fixed heels"Member
TOP CHORD end fixity model was used in the analysis and design
1-1=-1915/1336,1-2=-4584/3234, of this truss.
2-3=-3753/2675,3-4=-3646/2671, 10)Warning:Additional permanent and stability
4-5=-4257/3063,5-6=4328/3062, bracing for truss system(not part of this component
6-7=-4807/3435 design)is always required.
BOT CHORD
1-15=1301/1867,1-11=-3010/4372,
10-11=-3010/4372,9-10=2427/3623, LOAD CASE(S)
8-9=-2427/3623,7-8=-3217/4581 Standard
WEBS
2-10=886010,3-10=-368/582,
6-8=-534/531,4-10=-319/191,
4-8=-382/663 Julius Lee;P.E. #34869
1109 Coastal Bay
Boynton Beach„FL 33435
Job I
russ I
cuss Type -- ty y
58824 A04 Roof Special 1 1
Job Reference o tional A03578fi9
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:06 2014 Page 1
I D:YRb6ZZgQrA7iabCgpBwopfz7lH_-_3SFBC_dC_hTGNW?pv3yoJZC7Pbtt8yzj6hRXCz4NKZ
7-0-1 10-6-5 13-11-6 17 4 8 20-10-12 27-8-0
7-0-1 3-6-3 3-5-1 3-5-1 3-6-5 6-9-4
Scale=1:46.5
4
4x4= x =
2.94 12 3x4= 4 3.00112
5
1.5x4 I 1.5x4
2 6
3x8 11 d
N
' v1 7 v
�! Lj F =1 I I II
0Lj0
10 9 8
3x6 zz 3x8— 3x8 MT20H= 3x6
3x8=
10- 10-6-5. 17-4-8 27-8-0
101 9-7-11 6-10-3 10-3-9
Plate Offsets(X,Y)— [1:0-0-8,1-9-5),[1:0-4-1,Edgel,[7:0-3-14,Edgel
LOADING(psf) SPACING- 2-0-12 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.53 8-10 >624 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.70 8-13 >477 240 MT20H 1871143
BCLL 0.0 * Rep Stress Incr NO WB 0.27 Horz(TL) 0.15 7 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:116 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30*Except* NOTES-
T2:2x4 SP No.2 1)Unbalanced roof live loads have been considered
BOT CHORD 2x4 SP M 30*Except* for this design.
B1:2x4 SP M 31 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEBS 2x4 SP No.3 Vasd=128mph;TCDL=S.Opsf;BCDL=S.Opsf;h=20ft;
WEDGE Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
Left:2x4 SP No.3 and C-C Exterior(2)zone;cantilever left and right
BRACING- exposed;end vertical left exposed;C-C for members
TOP CHORD and forces&MWFRS for reactions shown;Lumber
2-0-0 oc purlins(2-9-15 max.) DOL=1.60 plate grip DOL=1.60
(Switched from sheeted:Spacing>2-0-0).
BOT CHORD 3)Provide adequate drainage to prevent water
Rigid ceiling directly applied or 4-0-4 oc bracing. 4)All.plates
ll.plates are MT20 plates unless otherwise
REACTIONS. (lb/size) indicated.
7 = 1544/0-8-0 (min.0-2-0) 5)Plates checked for a plus or minus 0 degree
1 = 1595/0-8-3 (min.0-1-8) rotation about its center.
Max Horz 6)This truss has been designed for a 10.0 psf bottom
1 = -66(LC 13) chord live load nonconcurrent with any other live
Max Uplift loads.
7 = -620(LC 9) 7) This truss has been designed for a live load of
1 = -644(LC 8) 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
FORCES. (lb) bottom chord and any other members.
Max.Comp./Max.Ten.-All forces 250(lb)or less 8)Provide mechanical connection(by others)of truss
except when shown. to bearing plate capable of withstanding 100..lb uplift
TOP CHORD atjoint(s)except at=lb)7=620,1=644.
1-1=-1926/1326,1-2=-4593/3268, 9)"Semi-rigid pitchbreaks with fixed heels"Member
2-3=-4013/2801,3-4=-3911/2785, end fixity model was used in the analysis and design
4-5=-3961/2817,5-6=4073/2839, of this truss.
6-7=-4814/3447 10)Graphical purlin representation does not depict
BOT CHORD the size or the orientation of the purlin along the top
1-14=1304/1878,1-10=-3033/4378, and/or bottom chord.
9-10=2724/4087,8-9=2724/4087, 11)Warning:Additional permanent and stability
7-8=-3226/4588 bracing for truss system(not part of this component
WEBS design)is always required.
2-10=-625/598,3-10=-325/581,
5-8=-377/643,6-8=-800/775, LOAD CASE(S)
4-10=-485/283,4-8=434/242 Standard
Jullus Lee;P.E. 934,869'.
1109 Coastal Bay
Boynton Beach,,FL'33435
1
Job I russ I russ I ype y y
A0357870
58824 A05 Roof Special 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:07 2014 Page 1
ID:YRb6ZZgQrA7labOgp8wopfz7lH_SFOdOY?FzHpKuW5BNdaBLW6KcpwgcW96ymR?3ez4NKY
5-9 6 8 4 4 13-8-6 19-0-9 21-7-7 27-2-10
5-9-6 2-6-13 5-4-3 5-4-3 2-6-14 5-7-3
Scale=1:45.7
2.94 F12 4x4= 3x4= 4x4= 3.00 12
1.5x4 3 5 1.5x4
2 6
3x8 11 m
N
vi 7i Li
'?
IC5
10 9 8
3x6= 3x8— 5x10 MT20H WB= 3x8= 3x6
-10- 8-4-4 19-0-9 27-2-10
10- 7-5-10 10-8-6 8-2-1
Plate Offsets(X Y)— [1'0-0-12 1-9-5] [1:0-4-1 Edoe] [3:0-2-0 0-2-4] [5:0-2-0 0-2-41 [7:0-3-14,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.63 8-10 >515 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -1.11 8-10 >293 240 MT20H 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.16 7 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:114 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2*Except* NOTES-
TV 2x4 SP M 31 1)Unbalanced roof live loads have been considered
BOT CHORD 2x4 SP M 30 for this design.
WEBS 2x4 SP No.3 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEDGE Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Left:2x4 No.3 Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
BRACING-- and C-C Exterior(2)zone;cantilever left and right
TOP CHORD exposed;end vertical left exposed;C-C for members
Structural wood sheathing directly applied or 2-2-0 oc and forces&MWFRS for reactions shown;Lumber
purlins. DOL=1.60 plate grip DOL=1.60
BOT CHORD 3)Provide adequate drainage to prevent water
Rigid ceiling directly applied or 3-11-3 oc bracing. ponding.
MiTek recommends that Stabilizers and required 4)All plates are MT20 plates unless otherwise
cross bracing be installed during truss erection,in indicated.
accordance with Stabilizer Installation ouide. 5)Plates checked for a plus or minus 0 degree
rotation about its center.
REACTIONS. (lb/size) 6)This truss has been designed for a 10.0 psf bottom
7 = 1471/0-8-0 (min.0-1-14) chord live load nonconcurrent with any other live
1 = 1524/0-8-3 (min.0-1-15) loads.
Max Horz 7)*This truss has been designed for a live load of
1 = -50(LC 13) 20.Opsf on the bottom chord in all areas where a
Max Uplift rectangle 3-6-0 tall by 2-0-0 wide will fit between the
7 = -606(LC 9) bottom chord and any other members.
1 = -627(LC 8) 8)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
FORCES. (lb) atjoint(s)except(jt=lb)7=606,1=627.
Max.Comp./Max.Ten.-All forces 250(lb)or less 9)"Semi-rigid pitchbreaks with fixed heels"Member
except when shown. end fixity model was used in the analysis and design
TOP CHORD of this truss.
1-1=-1895/1304,1-2=-4346/3021, 10)Warning:Additional permanent and stability
2-3=-4175/2837,3-4=-4102/2821, bracing for truss system(not part of this component
4-5=-4188/2876,5-6=-4274/2900, design)is always required.
6-7=-4673/3242
BOT CHORD
1-14=-1164/1701,1-10=-2807/4133, LOAD CASE(S)
9-10=-3295/4811,8-9=3295/4811, Standard
7-8=-3043/4457
WEBS
3-10=-279/537,4-10=-942/745,
4-8=-870/686,5-8=-343/628,
6-8=-408/451 Julius Lee;F.S. #34869.
1109 Coastal Bay
Boynton Beach,.FL'33435
Job I russ I cuss Type City Ply
A0357871
58824 A06G Roof Special Girder 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:07 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH--sFOdOY?FzHpKu W5BNdaBLW6KEpwgcRl6ymR?3ez4NKY
7-1-14 13-6-12 19-11-11 26-11-11
7-1-14 6-4-14 6-4=14 .,' 7-0-0
Scale=1:45.6
2.94 12 8x = 2x4 II 7 8= 3.00 12
3
4x8 11
v
Ins
9 8 7 6
3x8= 1.5x4 11 5x8= 5x10 MT20H WB= 1.5x4 11 3x10=
-10- 7-1-14 13-6-12 19-11-11 26-11-11
10- 6-3-5 6-4-14 6-4-14 7-0-0
Plate Offsets(X Y)— [1:0-0-8,1-8-131 f1:0-2-12 Edgel,[2:0-2-4 0-4-01 [4:0-2-0 0-4-01,[8:0-4-0 0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.52 8 >621 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -1.10 6-8 >294 240 MT20H 187/143
BCLL 0.0 ' Rep Stress]nor NO WB 0.94 Horz(TL) 0.20 5 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:120 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 31 *Except* 10)Hanger(s)or other connection device(s)shall be
T2:2x6 SP 240OF 2.OE,T3:2x4 SP M 30 WEBS provided sufficient to support concentrated load(s)36
BOT CHORD 2x4 SP M 31 2-9=-33/420,2-8=-850/2458, lb down and 126 lb up at 7-1-14,and 99 lb down and
WEBS 2x4 SP No.3 3-8=-813/493,4-8=-703/1994, 161 lb up at 8-6-8,and 162 lb down and 268 lb up at
OTHERS 2x4 SP No.3 4-6=-71/562 19-11-10 on top chord,and 221 lb down and 143 lb
WEDGE up at 7-1-14,57 lb down at 8-6-8,57 lb down at
Left:2x4 SP No.3 NOTES- 10-6-8,57 lb down at 12-6-8,57 lb down at 13-10-15
BRACING- 1)Unbalanced roof live loads have been considered 57 lb down at 15-10-15,and 57 lb down at
TOP CHORD for this design. 17-10-15,and 331 lb down and 176 lb up at 19-10-15
Structural wood sheathing directly applied or 2-4-0 oc 2)Wind:ASCE 7-10;Vuit=165mph(3-second gust) on bottom chord. The design/selection of such
purlins. Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft; connection device(s)is the responsibility of others.
BOT CHORD Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope); 11)Warning:Additional permanent and stability
Rigid ceiling directly applied or 5-1-12 oc bracing. cantilever left and right exposed;end vertical left bracing for truss system(not part of this component
MiTek recommends that Stabilizers and required exposed;Lumber DOL=1.60 plate grip DOL=1.60 design)is always required.
cross bracing be installed duringtruss erection,in 3)Provide adequate drainage to prevent water
ondin 12)In the LOAD CASE(S)section,loads applied to
accordance with Stabilizer Installation uide. p g• the face of the truss are noted as front(F)or back(B).
4)All plates are MT20 plates unless otherwise
REACTIONS. (lb/size) indicated.
5 = 1987/0-8-omin.0-1-10 5)Plates checked for a plus or minus 0 degree
( ) LOAD CASE(S)
1 = 1989/0-8-3 (min.0-1-10) rotation about its center. Standard
Max Horz 6)This truss has been designed for a 10.0 psf bottom 1)Dead+Roof Live(balanced):Lumber
1 = -43(LC 9) chord live load nonconcurrent with any other live Increase=1.25,Plate Increase=1.25
Max Uplift loads. Uniform Loads(p0)
*7) This truss has been designed for a live load of
5 = -813(LC 5) Vert:1-2=-90,2-4=-90,4-5=90,10-13=-20
1 = -839(LC 4) 20.Opsf on the bottom chord in all areas where a Concentrated Loads(lb)
rectangle 3-6-0 tall by 2-0-0 wide will fit between the Vert:2=-36(F)4=-105(F)7=-33(F)9=-221(F)
FORCES. (lb) bottom chord and any other members. 6=-331(F)18=-99(F)19=-33(F)20=-33(F)
Max.Comp./Max.Ten.-All forces 250(lb)or less 8)Provide mechanical connection(by others)of truss 21=-33(F)22=-33(F)23=-33(F)
except when shown. to bearing plate capable of withstanding 100 lb uplift
TOP CHORD atjoint(s)except Ot=1b)5=813,1=839.
1-1=-2367/992,1-2=-5650/2365, 9)"Semi-rigid pitchbreaks with fixed heels"Member
2-18=-7588/3034,3-18=-7594/3035, end fixity model was used in the analysis and design
3-4=-7593/3035,4-5=-6076/2453 of this truss.
BOT CHORD
1-13=-945/2212,1-9=-2242/5418,
9-19=-2244/5443,19-20=-2244/5443,
20-21=-2244/5443,8-21=-2244/5443,
8-22=-2305/5858,7-22=-2305/5858,
7-23=2305/5858,6-23=-2305/5858,
5-6=-2299/5821
WEBS Julius,Lee,P.E. 934869
2-9=-33/420,2-8=-850/2458, 1109 Coastal Bay
Boynton Beach,,FL 33435
u
Job I russ I cuss Type ty y
A0357872
58824 B01G GABLE 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,.FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc, Fri Jun 20 14:35:08 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=wSa?cuOtkbxBWgfOwK5QtkeZkDLEL?XGBQAYb5z4NKX
6-7-4 10-9-12 14-11-10 21-10-5
6-7-4 4-2-9 4-1-13 6-10-12
4x4= Scale=1:38.8
3
6.00 F12 3x8 5 \ 5.87 Ll2
2 T T 4
W3 W5
T I W4 3x10= STr
T T
T T T 0
1 5.
81 B2 1}
2x4 11 2x4 11 12 11 2x4 11 3x4=
2x4 11 4x6—_ 5x10= 2x4 11 2x4 11 2x4 11 2x4 11 4x8 11
4x4= 10 9 8 7 6
3x4=
6-7-4 10-7-15 10�0-12 14-11-10 20-11-15 �1-10-�
6-7 4 4-0-11 0- -14 4-1-13 6-0-5 0-10-6
Plate Offsets(X Y)— 11:0-2-0 Edgel [4:0-3-12 0-2-4] [5:0-1-1 Edge] [5:0-1-7 1-1-61,[10:0-5-0 0-2-121,[14:0-1-8,0-0-12],[23:0-1-8 0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.05 12-28 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.09 12-28 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(TL) 0.01 30 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:155 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 10)"Semi-rigid pitchbreaks with fixed heels"Member
BOT CHORD 2x6 SP No.2 TOP CHORD end fixity model was used in the analysis and design
WEBS 2x4 SP No.3*Except* 1-2=-496/188,23=-109/379, of this truss.
W4:2x6 SP No.2 3-33=-135/416,33-34=-86/313, 11)Hanger(s)or other connection device(s)shall be
OTHERS 2x4 SP No.3 4-34=-37/294 provided sufficient to support concentrated load(s)
WEDGE BOT CHORD 121 lb down and 194 lb up at 11-3-1,and 121 lb
Right:2x4 SP No.3 1-12=-140/352,11-12=-137/344, down and 194 lb up at 13-3-1,and 166 lb down and
BRACING- 11-36=-137/344,10-36=-137/344 319 lb up at 15-3-1 on top chord,and 265 lb down
TOP CHORD WEBS and 184 lb up at 9-8-12,and 46 lb down and 102 lb
Structural wood sheathing directly applied or 6-0-0 oc 10-26=-754/417,3-26=-652/367, up at 13-3-1,and 209 lb down and 443 lb up at
purlins. 4-10=-388/268,4-8=-413/319, 15-3-1 on bottom chord. The design/selection of such
BOT CHORD 2-10=-777/424,2-12=-62/327 connection device(s)is the responsibility of others.
Rigid ceiling directly applied or 6-0-0 oc bracing, 12)Warning:Additional permanent and stability
Except: NOTES- bracing for truss system(not part of this component
10-0-0 oc bracing:12-28,10-12. 1)Unbalanced roof live loads have been considered design)is always required.
JOINTS for this design. 13)In the LOAD CASE(S)section,loads applied to
1 Brace at Jt(s):26 2)Wind:ASCE 7-10;Vu1t=165mph(3-second gust) the face of the truss are noted as front(F)or back(B).
MiTek recommends that Stabilizers and required Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
cross bracing be installed during truss erection,in Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope);
accordance with Stabilizer Installation guide. cantilever left and right exposed;end vertical left LOAD CASE(S)
exposed;Lumber DOL=1.60 plate grip DOL=1.60 Standard
REACTIONS.All bearings 10-4-0 except at=length) 3) Truss designed for wind loads in the plane of the 1)Dead+Roof Live(balanced):Lumber
1=0-8-0. truss only. For studs exposed to wind(normal to the Increase=1.25,Plate Increase=1.25
(lb)-Max Horz
face),see Standard Industry Gable End Details as
applicable,or consult qualified building designer as Uniform Loads
1=-146(LC 6) Vert:1-3=-90,3-5=-90,1-5=-20
Max Uplift per ANSI/TPI 1. Concentrated Loads(lb)
4)All plates are 1.5x4 MT20 unless otherwise
All uplift 100 lb or less at joint(s)7, Vert:8=-25(B)33=-81(B)34=-81(B)35=-74(B)
indicated.
9 except 1=-176(LC 8),10=-969(LC 8), in Plates checked for a plus or minus 0 degree 36=-265(B)37=-25(B)38=184(B)39=-100(F)
8=-729(LC 4),6=-174(LC 9),5=-118(LC 40=-100(F)
9) rotation about its center.
Max Grav 6)Gable studs spaced at 2-0-0 oc.
All reactions 250 lb or less at joint(s) 7)This truss has been designed for a 10.0 psf bottom
7,9,5 except 1=470(LC 1), chord live load nonconcurrent with any other live
10=1807(LC 1),10=1807(LC 1),8=692(LC loads.
20),6=285(LC 1),5=283(LC 20) 8).This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
FORCES. (lb) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Max.Comp./Max.Ten.-All forces 250(lb)or less bottom chord and any other members.
except when shown. 9)Provide mechanical connection(by others)of truss
TOP CHORD to bearing plate capable of withstanding 100 lb uplift
1-2=-496/188,2-3=-109/379, atjoint(s)7,9 except at--lb)1=176,10=969,8=729, Julius Lee,P.E. #34869
3-33=-135/416,33-34=86/313, 6=174,5=118,5=118. 1109 Coastal Bay
Boynton Beach,FL'33435
oruss cuss Type ty y
A0357873
58824 �,102 Roof Special 1 1
Job Reference o ticnal
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc Fri Jun 20 14:35:08 2014 Page 1
ID:YRb671gQrA7iabOgp8wopfz7lH=wSa?cu0tkbxBWgfOwK5QtkeUDDIHL:_gGBQAYb5z4NKX
5-8-14 11.M 15-10-10 20-8-15 _, 22-3-6 ,
5-8-14 537 4-10-5 4-10-5 1.6-8
Scale=1:38.3
4x4=
3
6.00 12 5.87 12
1.5x4= 4x4
4
2
T
8
5 - 1.5x4 11
1. x II 1. x II 5
N
F1 B3 1�
e 3105k�11 1.5x4 11 2.9412 "
1.5x4 I I. 7 3x4=
3x6= 5x6=
10-7-2 20-8-15 21-5-022-3-6
10-7-2 10-1-12 0-8-1 0-10-6
Plate Offsets MY)— [1:0-1-2 0-0-71 [3:0-2-0 0-2-4] [4:0-0-4 0-2-0] [5:0-3-6 0-0-121,[8:0-1-12 0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.29 7-8 >854 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.81 7-8 >308 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.27 7 n/a n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight:121 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30*Except* WEBS
B3:2x4 SP No.2,F1:2x4 SP No.3 2-8 1052/1158,3-8=-935/1653,
WEBS 2x4 SP No.3 4-8=-345/551,4-7=-2516/1921,
BRACING- 5-7=-504/652
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc NOTES-
purlins. 1)Unbalanced roof live loads have been considered
BOT CHORD for this design.
Rigid ceiling directly applied or 5-9-12 cc bracing. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Except: Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
4-9-0 cc bracing:8-15 Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
WEBS and C-C Exterior(2)zone;cantilever left and right
1 Row at midpt 4-7 exposed;end vertical left exposed;C-C for members
with 2x4 SYP No.3 with 2-12d(0.131"x3.25")nails and and forces&MWFRS for reactions shown;Lumber
cross brace spacing of 20-0-0 oc. DOL=1.60 plate grip DOL=1.60
3)Plates checked for a plus or minus 0 degree
MiTek recommends that Stabilizers and required rotation about its center.
cross bracing be installed during truss erection,in 4)This truss has been designed for a 10.0 psf bottom
accordance with Stabilizer Installation nuide chord live load nonconcurrent with any other live
loads.
REACTIONS. (lb/size) 5)'This truss has been designed for a live load of
1 = 1131/0-8-0 (min.0-1-8) 20.Opsf on the bottom chord in all areas where a
7 = 1320/0-8-0 (min.0-1-11) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Max Horz bottom chord and any other members.
1 = -148(LC 10) 6)Bearing at joint(s)1 considers parallel to grain
Max Uplift value using ANSI/TPI 1 angle to grain formula.
1 -409(LC 12) Building designer should verify capacity of bearing
7 = -472(LC 13) surface.
7)Provide mechanical connection(by others)of truss
FORCES. (lb) to bearing plate capable of withstanding 100 lb uplift
Max.Comp./Max.Ten.-All forces 250(lb)or less at joint(s)except Gt=lb)1=409,7=472.
except when shown. 8)"Semi-rigid pitchbreaks with fixed heels"Member
TOP CHORD end fixity model was used in the analysis and design
1-2=-3747/2654,2-3=-2664/1671, of this truss.
3-4=-2389/1540,4-5=-308/114 9)Warning:Additional permanent and stability
BOT CHORD bracing for truss system(not part of this component
1-8=-2278/3353,7-8=-1514/2340, design)is always required.
6-7=-121/287
WEBS LOAD CASE
2-8=-105211158,3-8=-935/1653, L Julius Lee;P.E. #34869
4-8=-345/551,47 Standard O=-2516/1921, 1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ I cuss Type Qty ply
A0357874
58824 B03 Roof Special 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:09 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_Oe8OpE1 Wv317gEaU2cfQxBdXce74QgPP4w6BXz4NKW
5-10-2 11-2-13 16-2-6 21-2-0 1 22�
5-10-2 5-4-11 4-11-10 4-11-10 1�8
Scale=1:39.0
4x4=
3
6.00 F12 5.87 12
1.5x4= 4 4x4
2
8
5x8
5
N
6
Cn
B3 1$
3.00 12 2.94112 7
3x4=
3x6% 5x6=
22-8-8
10-9-10 21-2-0
10.9-10 10-4-5 0-8-1 alas
Plate Offsets(X,Y)— [1:0-1-6,0-0-71,[3:0-2-0,0-2-41,[4:0-0-4,0-2-01,[5:0-3-6,0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.98 Vert(LL) -0.32 7-8 >804 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.87 7-8 >291 240
BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.29 7 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:102 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
BOT CHORD 2x4 SP M 30*Except* 1)Unbalanced roof live loads have been considered
B3:2x4 SP No.2
WEBS 2x4 SP No.3 for this design.
BRACING- 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
TOP CHORD Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Structural woad sheathing directly applied. Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
SOT CHORD and C-C Exterior(2)zone;cantilever left and right
Rigid ceiling directly applied or 4-7-9 oc bracing. exposed;end vertical left exposed;C-C for members
WEBS and forces&MWFRS for reactions shown;Lumber
1 Row at midpt 4-7 DOL=1.60 plate grip DOL=1.60
with 2x4 SYP No.3 with 2-12d(0.131"x3.25")nails and 3)Plates checked for a plus or minus 0 degree
cross brace spacing of 20-0-0 oc. rotation about its center.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
MiTek recommends that Stabilizers and required loads.
cross bracing be installed during truss erection,in 5).This truss has been designed for a live load of
accordance with Stabilizer Installation quide. 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
REACTIONS. (lb/size) bottom chord and any other members.
1 = 1155/0-8-0 (min.0-1-8) 6)Bearing at joint(s)1 considers parallel to grain
7 = 1343/0-8-0 (min.0-1-12) value using ANSI/TPI 1 angle to grain formula.
Max Horz Building designer should verify capacity of bearing
1 = -151(LC 10) surface.
Max Uplift 7)Provide mechanical connection(by others)of truss
1 = -417(LC 12) to bearing plate capable of withstanding 100 lb uplift
7 = -480(LC 13) atjoint(s)except Qt=lb)1=417,7=480.
8)"Semi-rigid pitchbreaks with fixed heels"Member
FORCES. (lb) end fixity model was used in the analysis and design
Max.Comp./Max.Ten.-All forces 250(lb)or less of this truss.
except when shown. 9)Warning:Additional permanent and stability
TOP CHORD bracing for truss system(not part of this component
1-2=-3837/2719,2-3=-2727/1712, design)is always required.
3-4=-2449/1579,4-5=-330/121,
5-6=-255/4
BOT CHORD LOAD CASE(S)
1-8=-2335/3435,7-8=-1566/2413, Standard
6-7=-122/288
WEBS
2-8=-1080/1186,3-8=-961/1696,
4-8=-363/576,4-7=-2575/1965,
5-7=-517/669 Julius,Lee;P.E. #34869
1109 Coastal Bay
Boynton BeachTL 33435
Job Fruss Iruss lype y y
A0357875
58824 B04 Roof Special 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 2014:35:09 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wcpfz7lH_-Oe8OpE1 Wv3l7gEaU2cfQxBjucej4QPPP4w68Xz4NKW
5-11-6 11-5-5165-0 21-7-1
5-11-6 5-5-15 5-0-14 5-0-14 155
Scale=1:39.7
44=
3
6.00 12 5.87 12
1.5x4= 4 4x4
2
IF
5x8= 1.5x4 11
5 ti
N
d < e83 1�
3.00 F12 2.94112
7 3x4=
3x6% 5x6=
11�3 21-7-1 22-3a23-1-9,
11-0.3 10�14 0.8-1 0.10--6
Plate Offsets(X Y)— [1:0-1-10,0-0-71,f3:0-2-0,0-2-8] [4:0-1-12,0-04] [5:0-3-6 0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.34 7-8 >759 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.94 7-8 >277 240
BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.29 7 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:104 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30*Except*
T2:2x4 SP No.2 WEBS
BOT CHORD 2x4 SP M 30*Except* 2-8=-1101/1207,3-8=-988/1740,
B3:2x4 SP No.2 4-8=-381/603,4-7=-2622/2001,
WEBS 2x4 SP No.3 5-7=-534/690
BRACING-
TOP CHORD NOTES-
Structural wood sheathing directly applied or 3-2-1 cc 1)Unbalanced roof live loads have been considered
purlins. for this design.
BOT CHORD 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Rigid ceiling directly applied or 4-6-11 cc bracing. Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
WEBS Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
1 Row at midpt 4-7 and C-C Exterior(2)zone;cantilever left and right
with 2x4 SYP No.3 with 2-12d(0.131"x3.25")nails and exposed;end vertical left exposed;C-C for members
cross brace spacing of 20-0-0 cc. and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
MiTek recommends that Stabilizers and required 3)Plates checked for a plus or minus 0 degree
cross bracing be installed during truss erection,in rotation about its center.
accordance with Stabilizer Installation quide. 4)This truss has been designed for a 10.0 psf bottom
chard live load nonconcurrent with any other live
REACTIONS. (lb/size) loads.
1 = 1179/0-8-0 (min.0-1-8) 5)*This truss has been designed for a live load of
7 = 1365/0-8-0 (min.0-1-12) 20.Opsf on the bottom chord in all areas where a
Max Horz rectangle 3-6-0 tall by 2-0-0 wide will fit between the
1 = -154(LC 10) bottom chord and any other members.
Max Uplift 6)Bearing at joint(s)1 considers parallel to grain
1 = -426(LC 12) value using ANSI/TPI 1 angle to grain formula.
7 = -488(LC 13) Building designer should verify capacity of bearing
surface.
FORCES. (lb) 7)Provide mechanical connection(by others)of truss
Max.Comp./Max.Ten.-All forces 250(lb)or less to bearing plate capable of withstanding 100 lb uplift
except when shown, atjoint(s)except Qt=lb)1=426,7=488.
TOP CHORD 8)"Semi-rigid pitchbreaks with fixed heels"Member
1-2=-3924/2779,2-3=-2791/1754, end fixity model was used in the analysis and design
34=-2512/1620,4-5=-369/132, of this truss.
5-6=-280/12 9)Warning:Additional permanent and stability
BOT CHORD bracing for truss system(not part of this component
1-8=-2388/3514,7-8=-1624/2492, design)is always required.
6-7=-55/302
WEBS
2-8=-1101/1207,3-8=-988/1740, LOAD CASE(S) Julius.Leei P.E. 934869
4-8=-381/603,4-7=-2622/2001, Standard
1.108 Coastal Bay
Boynton Beach,EL 33435
Job Truss Truss Type Qty HY
A035787fi
58824 B05 Roof Special 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc Fri Jun 20 14:35:10 2014 Page 1
I D:YR b6ZZg QrA7iabOq p8wopfz7lH--sq imOZ 17 G C Bul—pm2l8uz9ktF0_aptGZekffgzz4N KV
6-0-10 11-7-13 1610-0 3-6 22-0-2 2 -10 i
6-0-10 5-7-3 5 2-3 5-2-3 1-6-8
Scale=1:40.5
4x4•=
3
6.00 F12 5.87 12
1.5x4= 4x4
4
2
8
5x8= 1,5x4 II
5
N
M 1 6 M
° `63 Ig
3.00 12 2.94112
7 3x4=
3x8% 5x6=
23-frlo
11-2-11 , 22-0-2 22-8-4 ,
11-2-11 10-9-8 0-8-1 0.10-6
Plate Offsets(X Y)— [1:0-0-10 Edge] r3:0-2-0,0-2-81,[4:0-1-12,0-0-4],r5:0-3-6 0-0-12]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.37 7-8 >716 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -1.01 7-8 >262 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) 0.30 7 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:106 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30*Except*
T2:2x4 SP No.2 WEBS
BOT CHORD 2x4 SP M 30*Except* 2-8=-1128/1235,3-8=-1014/1784, LOAD CASE(S)
B3:2x4 SP No.2 4-8=-399/628,4-7=-2681/2046, Standard l
WEBS 2x4 SP No.3 5-7=-547f708
BRACING-
TOP CHORD NOTES-
Structural wood sheathing directly applied or 3-0-15 oc 1)Unbalanced roof live loads have been considered
purlins. for this design.
BOT CHORD 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Rigid ceiling directly applied or 4-5-5 oc bracing. Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
WEBS Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
1 Row at midpt 4-7 and C-C Exterior(2)zone;cantilever left and right
with 2x4 SYP No.3 with 2-12d(0.131"x3.25")nails and exposed;end vertical left exposed;C-C for members
cross brace spacing of 20-0-0 oc. and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
MiTek recommends that Stabilizers and required 3)Plate(s)at joint(s)1,3,6,7,2,4 and 5 checked for
cross bracing be installed during truss erection,in a plus or minus 0 degree rotation about its center.
accordance with Stabilizer Installation quide. 4)Plate(s)at joint(s)8 checked for a plus or minus 3
degree rotation about its center.
REACTIONS. (lb/size) 5)This truss has been designed for a 10.0 psf bottom
1 = 1202/0-8-0 (min.0-1-8) chord live load nonconcurrent with any other live
7 = 138810-8-0 (min.0-1-13) loads.
Max Horz 6)'This truss has been designed for a live load of
1 = -157(LC 10) 20.Opsf on the bottom chord in all areas where a
Max Uplift rectangle 3-6-0 tall by 2-0-0 wide will fit between the
1 = -434 LC 12 bottom chord and any other members.
7 = -497(LC 13) 7)Bearing at joint(s)1 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
FORCES. (lb) Building designer should verify capacity of bearing
Max.Comp./Max.Ten.-All forces 250(lb)or less surface.
except when shown. 8)Provide mechanical connection(by others)of truss
TOP CHORD to bearing plate capable of withstanding 100 lb uplift
1-2=4015/2844,2-3=-2854/1795, at joint(s)except(jt=lb)1=434,7=497.
34=-2572/1659,4-5=-392/139, 9)"Semi-rigid pitchbreaks with fixed heels"Member
5-6=-297/16 end fixity model was used in the analysis and design
BOT CHORD of this truss.
1-8=-2445/3596,7-8=-1676/2566, 10)Warning:Additional permanent and stability
6-7=-62/323 bracing for truss system(not part of this component
WEBS design)is always required.
2-8=-1128/1235,3-8=-1014/1784, Juflus Lee;P.E. #34869
4-8=-399/628,4-7=-2681/2046, 1109 Coastal Bay
Boynton Beach,FL"33435
Job russ I russ ype ty y
A0357877
58824 B06 Roof Special 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Prink 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:10 2014 Page 1
ID:YRb6ZZg Q rA7iab Og p8wo pfz7lH_-sgimOZ17G C Bu I_pm218uz9ktrOz9 psrZe kffgzz4 N KV
61-14 11-10-5 17-1-12 225-3 23-11-11 ,
6-1-14 5-8-7 5-3-7 5-3-7 1-6-8
Scale=1:41.2
44=
3
6.00 12 5.87 12
1.5x4= 4x4
4
2
8
5x8= 2x4 11 r
5 0
N
cl 1 6 Cl)
e , B3 Io
` 3.00 12 2.94112 7* `
3x4
3x8; =
5x6=
23-11-11
11-5-3 22-5-3 23-1-5 ,
11-5.3 11-0-1 0-t3-1 0-10.6
Plate Offsets(X,Y)— [1:0-0-10 Edgel,r3:0-2-0,0-2-81,[4:0-1-12,0-0-41,[5:0-3-6,0-0-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.40 7-8 >677 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -1.08 7-8 >249 240
BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.31 7 n/a n/a
BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight:108 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30*Except*
T2:2x4 SP No.2 WEBS
BOT CHORD 2x4 SP M 30*Except* 2-8=-1156/1263,3-8=-1040/1827, LOAD CASE(S)
B3:2x4 SP No.2 4-8=-418/653,4-7=-2739/2090, Standard
WEBS 2x4 SP No.3 5-7=-561/726
BRACING-
TOP CHORD NOTES-
Structural wood sheathing directly applied or 2-11-10 oc 1)Unbalanced roof live loads have been considered
purlins. for this design.
BOT CHORD 2)Wind:ASCE 7-10:Vu1t=165mph(3-second gust)
Rigid ceiling directly applied or 4-3-13 oc bracing. Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
WEBS Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
1 Row at midpt 4-7 and C-C Exterior(2)zone;cantilever left and right
with 2x4 SYP No.3 with 2-12d(0.131"x3.25")nails and exposed;end vertical left exposed;C-C for members
cross brace spacing of 20-0-0 oc. and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
MiTek recommends that Stabilizers and required 3)Plate(s)at joint(s)1,3,6,7,2,4 and 5 checked for
cross bracing be installed during truss erection,in a plus or minus 0 degree rotation about its center.
accordance with Stabilizer Installation guide. 4)Plate(s)at joint(s)8 checked for a plus or minus 3
degree rotation about its center.
REACTIONS. (lb/size) 5)This truss has been designed for a 10.0 psf bottom
1 = 1226/0-8-0 (min.0-1-9) chord live load nonconcurrent with any other live
7 = 1411/0-8-0 (min.0-1-13) loads.
Max Horz 6)*This truss has been designed for a live load of
1 = -160(LC 10) 20.0psf on the bottom chord in all areas where a
Max Uplift rectangle 3-6-0 tall by 2-0-0 wide will fit between the
1 = -443 LC 12 bottom chord and any other members.
7 = -505(LC 13) 7)Bearing at joint(s)1 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
FORCES. (lb) Building designer should verify capacity of bearing
Max.Comp./Max.Ten.-All forces 250(lb)or less surface.
except when shown. 8)Provide mechanical connection(by others)of truss
TOP CHORD to bearing plate capable of withstanding 100 lb uplift
1-2=-4105/2909,2-3=-2917/1835, at joint(s)except Ot=lb)1=443,7=505.
3-4=-2632/1698,4-5=-416/149, 9)"Semi-rigid pitchbreaks with fixed heels"Member
5-6=-314/20 end fixity model was used in the analysis and design
BOT CHORD of this truss.
1-8=-2502/3678,7-8=-1729/2640, 10)Warning:Additional permanent and stability
6-7=-68/345 bracing for truss system(not part of this component
WEBS design)is always required.
2-8=-1156/1263,3-8=-1040/1827, Julius Lee;P.E. 934869
4-8=-418/653,4-7=-2739/2090, 1109 Coastal Bay
Boynton Beacti,'FL 33435
F. t
Job I russ cuss I ype y y
A0357878
58824 607 Roof Special 1 1 -
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:11 2014 Page 1 ,
ID:YRb6ZZgQrA7iabOgp8wopfz7lH--K1 G8Ev211 WJIN80zcSf7VMGOvQILYE?itOPCCQz4NKU
632 12-0-13 175-9 22-10-5 24-4-12
632 5-9-11 5-4-12 5-4-12 1�8
Scale=1:42.0
4x4=
3
6.00 12 5.87 12
N 3x4
1.5x4= 4
2
9
5x8= 4x10
5 ob
8 N
1 5x6// 6 M
83 Io
` 3.00 FIT 2.94112 7'
� 3x4
3x8 =
5x6=
24-4-12
11-7-11 17-3.0 22-10-5 23-&6 1
11-7-11 5-7-5 5-7-5 0-8-1 0-10-6
Plate Offsets(X,Y)— [1:0-0-10,Edgel,[3:0-2-0,0-2-81,[5:0-3-12,0-2-01,f7:0-1-12,0-2-81,[8:0-2-8,0-2-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.40 9-12 >689 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -1.07 9-12 >257 240
BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.32 7 n/a n/a
BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight:111 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30*Except*
T2:2x4 SP No.2 WEBS
BOT CHORD 2x4 SP No.2*Except* 2-9=-1192/1286,3-9=-1074/1855, LOAD CASE(S)
B1:2x4 SP M 30 4-9=-535/591,4-8=-288/317, Standard
WEBS 2x4 SP No.3 5-8=-1835/2801,5-7=-1574/1329
BRACING-
TOP CHORD NOTES-
Structural wood sheathing directly applied or 2-11-3 oc 1)Unbalanced roof live loads have been considered
purlins. for this design.
BOT CHORD 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Rigid ceiling directly applied or 2-2-0 oc bracing. Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
WEBS Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
1 Row at micipt 5-8. and C-C Exterior(2)zone;cantilever left and right
with 2x4 SYP No.3 with 2-12d(0.131"x3.25")nails and exposed;end vertical left exposed;C-C for members
crass brace spacing of 20-0-0 oc. and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
MiTek recommends that Stabilizers and required 3)Plate(s)at joint(s)1,3,6,7,2,4,8 and 5 checked
cross bracing be installed during truss erection,in for a plus or minus 0 degree rotation about its center.
accordance with Stabilizer Installation guide. 4)Plate(s)at joint(s)9 checked for a plus or minus 3
degree rotation about its center.
REACTIONS. (lb/size) 5)This truss has been designed for a 10.0 psf bottom
1 = 1247/0-8-0 (min.0-1-9) chord live load nonconcurrent with any other live
7 = 1437/0-8-0 (min.0-1-14) loads.
Max Horz 6).This truss has been designed for a live load of
1 = -163(LC 10) 20.Opsf on the bottom chord in all areas where a
Max Uplift rectangle 3-6-0 tall by 2-0-0 wide will fit between the
1 = -450 LC 12 bottom chord and any other members.
7 = -514(LC 13) 7)Bearing atjoint(s)1 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
FORCES. (lb) Building designer should verify capacity of bearing
Max.Comp./Max.Ten.-All forces 250(lb)or less surface.
except when shown. 8)Provide mechanical connection(by others)of truss
TOP CHORD to bearing plate capable of withstanding 100 lb uplift
1-2=-4181/2973,2-3=-2957/1878, at joint(s)except at--lb)1=450,7=514.
3-4=-2671/1741,4-5=-3157/2083, 9)"Semi-rigid pitchbreaks with fixed heels"Member
5-6=-296/177 end fixity model was used in the analysis and design
BOT CHORD of this truss.
1-9=-2559/3747,8-9=-1688/2780, 10)Warning:Additional permanent and stability
6-7=-235/405 bracing for truss system(not part of this component
WEBS design)is always required.
2-9=-1192/1286,3-9=-1074/1855, Julius Lee;P.E. #34869'
4-9=-535/591,4-8=-288/317, 1109 Coastal Bay
Boynton Beach,'FL'33435
Job Truss I cuss Type Qty
y
A0357879
pl
58824 B08 Roof Special 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc Fri Jun 2014:35:11 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_K1 G8Ev211 WJIN80zcSf7VMGOfQKxYllitOPCCQz4NKU
6-4-6 12-3-6 17-9-6 23-3-6 24-9-14 ,
6-4-6 5-10-15 5-6-0 5-" 1-6-8
Scale=1:42.7
44=
3
6.00 12 5.87 12
3x4
3x4
4
2
9
5x8= 3x6
5
10 8
1 1.5x4 11 5x6 zz 6 M
$[ B3 Ia
3.00 12 2.94112 7`* `
4x4� 5x6= 3x4=
24-9-14
6.1-13 11-10-3 17-6-13 , 23-3-6 23.117 ,
r.1-13 5-" 5.8.9 5-8-9 0-8-1 0-10-6
Plate Offsets(X,Y)— [1:0-1-10,Edoe),[3:0-2-0,0-2-81 [7:0-1-12 0-2-81
LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.38 9-10 >741 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.54 9-10 >513 240
BCLL 0.0 Rep Stress[nor YES WB 0.71 Horz(TL) 0.34 7 n/a n/a
BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight:115 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30*Except*
T2:2x4 SP No.2 WEBS
BOT CHORD 2x4 SP N0.2*Except* 2-9=-1224/1171,3-9=-1150/1905, LOAD CASE(S)
B1:2x4 SP-M 30 4-9=-570/604,4-8=-283/333, Standard
WEBS 2x4 SP No.3*Except* 5-8=-1873/2898,5-7=-1606/1346
W6:2x4 SP No.2
BRACING- NOTES-
TOP CHORD 1)Unbalanced roof live loads have been considered
Structural wood sheathing directly applied or 2-9-9 oc for this design.
purlins. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
BOT CHORD Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Rigid ceiling directly applied or 4-4-9 oc bracing. Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
WEBS and C-C Exterior(2)zone;cantilever left and right
1 Row at midpt 5-8 exposed;end vertical left exposed;C-C for members
with 2x4 SYP No.3 with 2-12d(0.131"x3.25")nails and and forces&MWFRS for reactions shown;Lumber
cross brace spacing of 20-0-0 oc. DOL=1.60 plate grip DOL=1.60
3)Plate(s)atjoint(s)1,3,6,7,2,10,4,8 and 5
MiTek recommends that Stabilizers and required checked for a plus or minus 0 degree rotation about
cross bracing be installed during truss erection,in its center.
accordance with Stabilizer Installation quide. 4)Plate(s)at joint(s)9 checked for a plus or minus 3
degree rotation about its center.
REACTIONS. (lb/size) 5)This truss has been designed for a 10.0 psf bottom
1 = 1270/0-8-0 (min.0-1-9) chord live load nonconcurrent with any other live
7 = 1460/0-8-0 (min.0-1-14) loads.
Max Horz 6)*This truss has been designed for a live load of
1 = 165(LC 10) 20.Opsf on the bottom chord in all areas where a
Max Uplift rectangle 3-6-0 tall by 2-0-0 wide will fit between the
1 = -459(LC 12) bottom chord and any other members.
7 = -522(LC 13) 7)Bearing atjoint(s)1 considers parallel to grain
value using ANSI/fPI 1 angle to grain formula.
FORCES. (lb) Building designer should verify capacity of bearing
Max.Comp./Max.Ten.-All forces 250(lb)or less surface.
except when shown. 8)Provide mechanical connection(by others)of truss
TOP CHORD to bearing plate capable of withstanding 100 lb uplift
1-2=-4277/2889,2-3=-3002/1950, atjoint(s)except Qt=lb)1=459,7=522.
3-4=-2718/1792,4-5=-3242/2139, 9)"Semi-rigid pitchbreaks with fixed heels"Member
5-6=-331/169 end fixity model was used in the analysis and design
BOT CHORD of this truss.
1-1 O=2471/3798,9-10=-2477/3813, 10)Warning:Additional permanent and stability
8-9=-1741/2856,6-7=-222/455 bracing for truss system(not part of this component
WEBS design)is always required. Julius Lee;F.E. #34869
2-9=-1224/1171,3-9=-1150/1905, 1109 Coastal Bay
Boynton Beach,.FL 33435
1 > R
Job russ cuss Type y y
58824 809 Roof Special 1 1
Job Reference(optional) A0357880
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:11 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_K1 G8Ev211 WJIN80zcSf7VMG?FQJeYlbitOPCCQz4NKU
65-10 125-14 18-1-2 23.8-7 25-2-15 ,
6-5-10 6-0-3 5-7-5 5-7-5 1.6.8 '
Scale=1:43.4
4x4=
3
6.00 12 5.87 12
3x4
3x4
4
2
9
5x8= 3x6
5
10 8 N
1 1.5x4 11 5x6 zz� 6 rY�
3 Id
` 3.00 12 2.94112 7e `r
5x6= 3x4=
3x6=
25-2-15
fs3-1 12-0-11 17-10-9 23-8.7 24-4-9 1
fi3.1 5-9-10 5-9.14 5.9-14 8.1 0-164
Plate Offsets(X,Y)— [3:0-2-0,0-2-8),[7:0-1-12,0-2-8)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.39 9-10 >723 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.57 9-10 >500 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.35 7 n/a n/a
BCOL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:117 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 30*Except'
T2:2x4 SP No.2 WEBS
BOT CHORD 2x4 SP No.2*Except* 2-9=-1254/1198,3-9=-1176/1947, LOAD CASE(S)
131:2x4 SP M 30 4-9=-592/627,4-8=-282/334, Standard
WEBS 2x4 SP No.3*Except* 5-8=-1912/2962,5-7=-1637/1372
W6:2x4 SP No.2
BRACING- NOTES-
TOP CHORD 1)Unbalanced roof live loads have been considered
Structural wood sheathing directly applied or 2-7-14 oc for this design.
purlins. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
BOT CHORD Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Rigid ceiling directly applied or 4-3-13 oc bracing. Cat.II;Exp,D;Encl.,GCpi=0.18;MWFRS(envelope)
WEBS and C-C Exterior(2)zone;cantilever left and right
1 Row at midpt 5-8 exposed;end vertical left exposed;C-C for members
with 2x4 SYP No.3 with 2-12d(0.131"x3.25")nails and and forces&MWFRS for reactions shown;Lumber
crass brace spacing of 20-0-0 oc. DOL=1.60 plate grip DOL=1.60
3)Plate(s)at joint(s)1,3,6,7,2,10,4,8 and 5
MiTek recommends that Stabilizers and required checked for a plus or minus 0 degree rotation about
cross bracing be installed during truss erection,in its center.
accordance with Stabilizer Installation guide. 4)Plate(s)at joint(s)9 checked for a plus or minus 3
degree rotation about its center.
REACTIONS. (lb/size) 5)This truss has been designed for a 10.0 psf bottom
1 = 1293/0-8-0 (min.0-1-10) chord live load nonconcurrent with any other live
7 = 1483/0-8-0 (min.0-1-15) loads.
Max Horz 6)*This truss has been designed for a live load of
1 = -168(LC 10) 20.Opsf on the bottom chord in all areas where a
Max Uplift rectangle 3-6-0 tall by 2-0-0 wide will fit between the
1 = -467(LC 12) bottom chord and any other members.
7 = -530(LC 13) 7)Bearing at joint(s)1 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
FORCES. (lb) Building designer should verify capacity of bearing
Max.Comp./Max.Ten.-All forces 250(lb)or less surface.
except when shown. 8)Provide mechanical connection(by others)of truss
TOP CHORD to bearing plate capable of withstanding 100 lb uplift
1-2=-4370/2952,2-3=-3064/1990, at joint(s)except Qt=lb)1=467,7=530.
34=-2777/1831,4-5=-3327/2197, 9)"Semi-rigid pitchbreaks with fixed heels"Member
5-6=-335/173 end fixity model was used in the analysis and design
BOT CHORD of this truss.
1-10=2527/3882,9-10=-2533/3897, 10)Warning:Additional permanent and stability
8-9=-1791/2933,6-7=-227/460 bracing for truss system(not part of this component
WEBS design)is always required. Julius Lee;P.E. #30169
2-9=-1254/1198,3-9=-1176/1947, 1109 Coastal Bay
Boynton Beach,FL 33435
1
o russ cuss ype Qy y .
' t A0357881
58824 CA Comer Jack 3 j:1;
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946.. Run:7.520 s May 8 2014 Print 7.520 a May 8 2014 Mi rek Industries,Inc. Fri Jun 2014:35:12 2014 Page 1
ID:YRb6ZZgQrA7iabO4pSwopfz71H_pDgWRF3NogRa Iz99AAM2apNfgpoHwcr529mksz4NKT
0-11-11
Scale=1:6.4
6.00 12
i
i
1
T1 d
0
� d
B1
3
2x4=
0-10-14
0-10-14
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.03 Vert(LL) 0.00 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) 0.00 4 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight:3 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss
BRACING- to bearing plate capable of withstanding 100 lb uplift
TOP CHORD atjoint(s)2,4.
StStructural wood sheathing directly applied or 0-11-11 oc 7)Non Standard bearing condition. Review required.
St r 8) 'Semi-rigid pitchbreaks with fixed heels"Member
BOT CHORD end fixity model was used in the analysis and design
of this truss.
Rigid ceiling directly applied or 6-0-0 oc bracing.
9)Warning:Additional permanent and stability
MiTek recommends that Stabilizers and required bracing for truss system(not part of this component
cross bracing be installed.during truss erection,in design)is always required.
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size) LOAD CASE(S)
2 = 73/Mechanical Standard
4 = 35/Mechanical
Max Horz
2 = 89(LC 1)
4 = -89(LC 1)
Max Uplift
2 = -32(LC 12)
4 = -16(LC 8)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=S.Opsf;BCDL=S.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members. J61ius Lee,P.E. 934869:
5)Refer to girder(s)for truss to truss connections. 1109 Coastal Bay
Boynton Beach,'FL'33435
r x Y A
Job I russ inuss I ype Qty y
A0357882
58824 CJ1A Comer Jack 1 1
- Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc Fri Jun 20 14:35:12 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_pDgWRF3NcgRc_lz99AAM2apNxgggHwcr529mksz4NKT
r 0-11-11
Scale=1:6.4
6.00 12
r
r 11
XI
o
1
T1 g
d
� d
B1
Qo
Qo
Qo
Al
2x4=
0-11-11 ,
0-11-11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.01 Vert(LL) -0.00 6 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 4 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:3 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss
BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 100 lb uplift
BRACING- at joint(s)3,2.
TOP CHORD 7)"Semi-rigid pitchbreaks with fixed heels"Member
Structural wood sheathing directly applied or 0-11-11 oc end fixity model was used in the analysis and design
purT of this truss.
ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8)Warning:Additional permanent and stabilitybracing for truss system(not part of this component
MiTek recommends that Stabilizers and required design)is always required.
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation quide.
LOAD CASE(S)
REACTIONS.All bearings 0-11-11 except Qt=length) Standard
2=Mechanical.
(lb)-Max Harz
1= 32(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)3,
2
Max Grav
All reactions 250 lb or less at joint(s)
1,3,2,1
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)'This.truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the Julius Lee;P.E. #34B69
bottom chord and any other members. 1:109 Coastal Bay
5)Refer to girder(s)for truss to truss connections. Boynton Beach,FL'334M
Job I russ I russ Type Qty ply
A0357883
58824 CAB Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:12 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz71H--pDgWRF3NogRc Iz99AAM2apMygplHwcr529mksz4NKT
1-5-11
1-5-11
3.00 F12 Scale=1:5.7
i
i
1
0
i
B1
3x4= 2x4 II
1-4-0
1-4-0 0-1-11
Plate Offsets(X Y)— [1:0-0-15 0-7-10] [1:0-1-4 Edoel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.07 Vert(LL) 0.00 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 4 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:5 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 1-5-11 oc 5)Refer to girder(s)for truss to truss connections.
purlins. 6)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 10-0-0 oc bracing. atjoint(s)3,2 except(jt=lb)1=160.
MiTek recommends that Stabilizers and required 7)"Semi-rigid pitchbreaks with fixed heels"Member
cross bracing be installed during truss erection,in end fixity model was used in the analysis and design
accordance with Stabilizer Installation guide. of this truss.
8)Warning:Additional permanent and stability
REACTIONS. (lb/size) bracing for truss system(not part of this component
1 = 200/0-5-8 (min.0-1-8) design)is always required.
3 = -25/Mechanical
2 = -14/Mechanical
Max Harz LOAD CASE(S)
1 = 24(LC 8) Standard
Max Uplift
1 = -160(LC 8)
3 = -25(LC 1)
2 = -14(LC 1)
Max Grav
1 = 200(LC 1)
3 = 14(LC 8)
2 = 1O(LC 8)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=o.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60-plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center. Julius Lee;P.E. #34869:
3)This truss has been designed for a 10.0 psf bottom 1109 Coastal Bay
chord live load nonconcurrent with any other live loads. Boynton Beach,FL 33435
Job I russ I cuss ype Qty ply
A0357884
58824 CJ1C Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:13 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=HPNufb40Z7ZTcRYLjthbanMYQEAoONs7KiuJHlz4NKS
1-5-11
1-5-11
3.00 Fl2 Scale=1:5.7
i
1
T1
i
1 / o
Qo
Qo .
Qo
Qo
2x4
1-5-11
1-5-11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft . Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.03 Vert(LL) -0.00 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(fL) -0.00 4 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:5 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 6)Provide mechanical connection(by others)of truss
BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 100 lb uplift
BRACING- atjoint(s)1,3,2.
TOP CHORD 7)"Semi-rigid pitchbreaks with fixed heels"Member
Structural wood sheathing directly applied or 1-5-11 oc end fixity model was used in the analysis and design
BOT CHORD
purT of this truss.
8)Warning:Additional permanent and stability
Rigid ceiling directly applied or 10-0-0 oc bracing. bracing for truss system(not part of this component
MiTek recommends that Stabilizers and required design)is always required.
cross bracing be installed during truss erection,in
accordance with Stabilizer Installation quide.
LOAD CASE(S)
REACTIONS. (lb/size) Standard
1 = 83/0-8-0 (min.0-1-8)
3 = 38/Mechanical
2 = 40/Mechanical
Max Horz
1 = 24(LC 8)
Max Uplift
1 = -31(LC 8)
3 = -17(LC 8)
2 = -20(LC 8)
FORCES. (lb).
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=S.Opsf;BCDL=S.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4)`This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the Julius Lee;P.E. 934869
bottom chord and any other members. 1109 Coastal Bay
5)Refer to girder(s)for truss to truss connections. Boynton Beach,FL 33435
I
Job I Russ Truss Fype Qty my
A0357885
58824 CJ2 Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:13 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_HPNufb4OZ7ZTcRYLjthbanMY?E9PONs?KiuJHlz4NKS
1-2-9
1-2-9
3.00 12 Scale=1:5.4
i
1 �
\ � m
T1 r4
d
� m
B1
2x4
1-2-9
i 1-1-1 10-13
1-1-1 -0.12
0.0.12
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.06 Vert(LL) 0.00 6 n/r 120 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.00 6 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix-M) Weight:4 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 1-2-9 oc 5)Refer to girder(s)for truss to truss connections.
purlins. 6)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 6-0-0 oc bracing. at joint(s)3,2.
MiTek recommends that Stabilizers and required 7)Non Standard bearing condition. Review required.
cross bracing be installed during truss erection,in 8)"Semi-rigid pitchbreaks with fixed heels"Member
accordance with Stabilizer Installation quide. end fixity model was used in the analysis and design
of this truss.
REACTIONS. (lb/size) 9)Warning:Additional permanent and stability
3 = 54/Mechanical bracing for truss system(not part of this component
2 = 83/Mechanical design)is always required.
Max Horz
3 = -232(LC 1)
2 = 232(LC 1) LOAD CASE(S)
Max Uplift Standard
3 = -44(LC 8)
2 = -72(LC 8)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-547/253
BOT CHORD
1-3=-252/558
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=S.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads. Julius,Lee;P.E. #34869
1109 Coastal Bay
Boynton Beach,FL"33435
Job Truss I
rues Type y y
A0357886
58824 CJ2A Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:13 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_HPNufb4OZ7ZTcRYLjthbanMXbEBbONs7KiuJHlz4NKS
1-6-1
1-6-1
2.94 F12 Scale=1:5.7
r
i
1 d
T1 ay
d
B1 a
2x4=
1-4-8
1-4-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.08 Vert(LL) 0.00 6 n/r 120 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.00 6 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight:5 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 1-6-1 oc 5)Refer to girder(s)for truss to truss connections.
purlins. 6)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 6-0-0 oc bracing. at joint(s)3,2.
MiTek recommends that Stabilizers and required 7)Non Standard bearing condition. Review required.
cross bracing be installed during truss erection,in 8)"Semi-rigid pitchbreaks with fixed heels"Member
accordance with Stabilizer Installation guide. end fixity model was used in the analysis and design
of this truss.
REACTIONS. (lb/size) 9)Warning:Additional permanent and stability
3 = 49/Mechanical bracing for truss system(not part of this component
2 = 115/Mechanical design)is always required.
Max Horz
3 = -288(LC 1)
2 = 288(LC 1) LOAD-CASES)
Max Uplift Standard
3 = -44(LC 8)
2 = -94(LC 8)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-682/317
BOT CHORD
1-3=-312/691
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads. Julius Lee;P.E. #34869
1109 Coastal Bay
Boynton Beach,.FL 33435
Job I russ I cuss I ype Qty
y
7887
58824 CJ3 Comer Jack 3 1
Job Reference(optional) A035
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:14 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=IcxHsx4eKRhKEb7XHbCg7?uizdT2lg68ZMetpkz4NKR
2-11-11
2-11-11
Scale=1:11.1
6.00 12
T1 d
1 W1
Li B1
2x4= Q,
3x8 11
-8 2-11-11
00-10-101 2-1-3
Plate Offsets(X,Y)— [1:0-14 Edgel,[1:0-0-8,1-0-51
LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.01 4 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:12 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 3)This truss has been designed for a 10.0 psf bottom
BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live
WEDGE loads.
Left:2x6 SP No.2 4)'This truss has been designed for a live load of
BRACING- 20.Opsf on the bottom chord in all areas where a
TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Structural wood sheathing directly applied or 2-11-11 oc bottom chord and any other members.
pudins. 5)Refer to girder(s)for truss to truss connections.
BOT CHORD 6)Provide mechanical connection(by others)of truss
Rigid ceiling directly applied or 10-0-0 oc bracing. to bearing plate capable of withstanding 100 lb uplift
MiTek recommends that Stabilizers and required at jcint(s)2,3,1.
cross bracing be installed during truss erection,in 7)"Semi-rigid pitchbreaks with fixed heels"Member
accordance with Stabilizer Installation quide. end fixity model was used in the analysis and design
of this truss.
REACTIONS. (lb/size) 8)Warning:Additional permanent and stability
2 = 65/Mechanical bracing for truss system(not part of this component
3 = -5/Mechanical design)is always required.
1 = 261/0-8-0 (min.0-1-8)
Max Harz
1 = 98(LC 12) LOAD CASE(S)
Max Uplift Standard
2 = -63(LC 12)
3 = -5(LC 1)
1 = -80(LC 12)
Max Grav
2 = 65(LC 1)
3 = 18(LC 3)
1 = 261(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60 Julius Lee;P.E. 934869.
2)Plates checked for a plus or minus 0 degree rotation 1109 Coastal Bay
about its center. Boynton B6ach,'EL 33435
Job I russ russ Type y y
A0357888
58824 CJ3A Comer Jack 1 1
Job Reference o tional
Al ROOF TRUSSES,FORT PIERCE,FL 34946 _ Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:14 2014 Page 1
ID:YRb6ZZgQrA7iabOgpBwopfz7lH=IcxHsx4eKRhKEb7XHbCg7?uh2dTRlg68ZMetpkz4NKR
2-11-11
2-11-11
Scale=1:11.1
6.00 F12
0
T1
1
B1
0°
2x4=
2-11-11
2-11-11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.16 Vert(LL) 0.01 3-6 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.01 3-6 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:10 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
BRACING- 3)This truss has been designed for a 10.0 psf bottom
TOP CHORD chord live load nonconcurrent with any other live
Structural wood sheathing directly applied or 2-11-11 oc loads.
BOT CHORD
purT 4)*This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
Rigid ceiling directly applied or 10-0-0 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
MiTek recommends that Stabilizers and required bottom chord and any other members.
cross bracing be installed during truss erection,in 5)Refer to girder(s)for truss to truss connections.
accordance with Stabilizer Installation guide. 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
REACTIONS. (lb/size) atjoint(s)1,2,3.
1 = 185/0-8-0 (min.0-1-8) 7)"Semi-rigid pitchbreaks with fixed heels"Member
2 = 99/Mechanical end fixity model was used in the analysis and design
3 = 37/Mechanical of this truss.
Max Horz 8)Warning:Additional permanent and stability
1 = 98(LC 12) bracing for truss system(not part of this component
Max Uplift design)is always required.
1 = -57(LC 12)
2 = -78(LC 12)
3 = -3(LC 12) LOAD CASE(S)
Max Grav Standard
1 = 185(LC 1)
2 = 99(LC 1)
3 = 48(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-292/289
BOT CHORD
1-3=-530/419
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=S.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber Julius Lee;P.E. 934869
DOL=1.60 plate grip DOL=1.60 1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ cuss I ype y y
A0357889
58824 CAB Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:14 2014 Pa 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=IcxHsx4eKRhKEb7XHbCg7?uhHdTSlg68ZMetpkz4NIZR
3-5-11
3-5-11
Scale:1.5'=V
3.00 12
� o
T1 r
1 �n '-
d
d
B1
3x4=
2x4 II ><
0-10-8 3-5-11
0-10 8 2-7-3
Plate Offsets(X Y)— [1:0-0-15,0-7-101 rl:0-1-4,Edgel
LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 7 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.00 3-7 >999 240
BCLL 0.0 ' Rep Stress]nor YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight:11 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)*This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.0psf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 3-5-11 oc 5)Refer to girder(s)for truss to truss connections.
purlins. 6)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 10-0-0 oc bracing. at joint(s)2 except Qt=lb)1=109.
MiTek recommends that Stabilizers and required 7)"Semi-rigid pitchbreaks with fixed heels"Member
cross bracing be installed during truss erection,in end fixity model was used in the analysis and design
accordance with Stabilizer Installation guide. of this truss.
8)Warning:Additional permanent and stability
REACTIONS. (lb/size) bracing for truss system(not part of this component
1 = 275/0-5-8 (min.0-1-8) design)is always required.
2 = 87/Mechanical
3 = 14/Mechanical
Max Horz LOAD CASE(S)
1 = 57(LC 8) Standard
Max Uplift
1 = -109(LC 8)
2 = -61(LC 8)
Max Grav
1 = 275(LC 1)
2 = 87(LC 1)
3 = 35(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=o.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom Julius Lee;P.E. #34869
chord live load nonconcurrent with any other live loads. 1109 Coastal Bay
Boynton Beackfl-"33435
Job I russ cuss Type ty
y
58824 CJ3C Comer Jack 1 1
Job Reference o tional A0357890
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 M7ek Industries,Ina Fri Jun 20 14:35:15 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_DoVf4H5G51pBdikrlj3gCRsm1 pvUHLIoONQLBz4NKQ
3-5-11
3-5-11
Scale:1.5'=V
3.00 F12
T1 c�5
1 u�
d
d
B1
0° Q°
2x4 Zz
3-5-11
3-5-11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.17 Vert(LL) 0.02 3-6 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.02 3-6 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:11 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
BRACING- 3)This truss has been designed for a 10.0 psf bottom
TOP CHORD chord live load nonconcurrent with any other live
Structural wood sheathing directly applied or 3-5-11 oc loads.
pT
BOT CHORD 4).This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
Rigid ceiling directly applied or 10-0-0 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
MiTek recommends that Stabilizers and required bottom chord and any other members.
cross bracing be installed during truss erection,in 5)Refer to girder(s)for truss to truss connections.
accordance with Stabilizer Installation guide. 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
REACTIONS. (lb/size) atjoint(s)1,2,3.
1 = 210/0-8-0 (min.0-1-8) 7)"Semi-rigid pitchbreaks with fixed heels"Member
2 = 113/Mechanical end fixity model was used in the analysis and design
3 = 52/Mechanical of this truss.
Max Horz 8)Warning:Additional permanent and stability
1 = 57(LC 8) bracing for truss system(not part of this component
Max Uplift design)is always required.
1 = -82(LC 8)
2 = -71(LC 8)
3 = -7(LC 8) LOAD CASE(S)
Max Grav Standard
1 = 210(LC 1)
2 = 113(LC 1)
3 = 57(LC 3)
FORCES..(lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-390/361
BOT CHORD
1-3=-435/415
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat,11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber Julius Lee;P.E. #34866
DOL=1.60 plate grip DOL=1.60 1109 Coastal Bay
Boynton Beach,FL 33M
Job Truss I russ I ype Qty ply
A0357891
58824 CJ4 Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc Fri Jun 20 14:35:15 2014 Pagge� 1
ID:YRb6ZZgQrA7iabCgp8wopfz7lH_-DoVf4H5G5lpBrlikrlj3gCRshl pTUHLIoONQLBz4NKQ
3-8-2
3-8-2
Scale=1:8.3
3.00 F12
v
T1 N
1 �
Bi
3x4=
2x4 II ><
0-10-8 3-8-2
0-10-8 2-9-10
Plate Offsets(X,Y)— (1:0-0-15 0-7-10] 11:0-1-4 Edge]
LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 3-7 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.00 3-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:11lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom cho?d in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural woad sheathing directly applied or 3-8-2 cc 5)Refer to girder(s)for truss to truss connections.
ROT CHORD
purT 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 10-0-0 cc bracing. at joint(s)2 except(jt=lb)1=114.
MiTek recommends that Stabilizers and required 7)"Semi-rigid pitchbreaks with fixed heels"Member
cross bracing be installed during truss erection,in end fixity model was used in the analysis and design
accordance with Stabilizer Installation quide. of this truss.
8)Warning:Additional permanent and stability
REACTIONS. (lb/size) bracing for truss system(not part of this component
1 = 286/0-5-8 (min.0-1-8) design)is always required.
2 = 95/Mechanical
3 = 17/Mechanical
Max Horz LOAD CASE(S)
1 = 61(LC 8) Standard
Max Uplift
1 = -114(LC 8)
2 = -66(LC 8)
Max Grav
1 = 286(LC 1)
2 = 95(LC 1)
3 = 39(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom Julius Lee;P.E. #34869
chord live load nonconcurrent with any other live loads. 1109 Coastal Bay
Boynton Beach,FL'33435
Job I russ cuss Type Uty ply
A0357892
58824 CJ4A Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 2014:35:15 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopf771H--DoVf4H5G5IpBdikrlj3gCRsn1 pBUHLIoONQLBz4NKQ
3-6-9
3-6-9
Scale:1.5'=V
2.94 12
d.
T1 c�
1 n
d
d
i
B1
X
3x4=
2x4 II Q'
A* 0'
0-10-9 3-6-9
0-10-9 2-8-0
Plate Offsets(X,Y)— [1:0-0-15,0-7-81,[1:0-1-8,Edge)
LOADING(psif) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.00 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.00 4 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:11 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)*This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 3-6-9 oc 5)Refer to girder(s)for truss to truss connections.
pudins. 6)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 10-0-0 oc bracing. at joint(s)2 except at--lb)1=115.
MiTek recommends that Stabilizers and required 7)"Semi-rigid pitchbreaks with fixed heels"Member
cross bracing be installed during truss erection,in end fixity model was used in the analysis and design
accordance with Stabilizer Installation Quide. of this truss.
8)Warning:Additional permanent and stability
REACTIONS. (lb/size) bracing for truss system(not part of this component
1 = 288/0-8-3 (min.0-1-8) design)is always required.
2 = 87/Mechanical
3 = 8/Mechanical
Max Harz LOAD CASE(S)
1 = 57(LC 8) Standard
Max Uplift
1 = -115(LC 8)
2 = -62(LC 8)
Max Grav
1 = 288(LC 1)
2 = 87(LC 1)
3 = 32(LC 3)
FORCES. (lb)
Max.Camp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;End.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom Julius Lee;P.E. #34869
chord live load nonconcurrent with any other live loads. 1109 Coastal Bay
Boynton Beach,.FL 33435
Job I russ I cuss Type y y
Job Reference(optional) A0357893
58824 CJ5 Comer Jack 1 1
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 2014:35:16 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=h_31 Hd6ur2y2TvHwOOEICQ_y1 R7YDjbROg7zudz4NKP
5-5-11
5-5-11
Scale=1:10.9
3.00 12
Ti m
� c9
1
B1
3x4=
0-10-8 5-5-11
0.10.8 4-7-3
Plate Offsets(X Y)— [1:0-5-8 0-0-81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.02 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.03 3-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:17 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
BRACING- 3)This truss has been designed for a 10.0 psf bottom
TOP CHORD chord live load nonconcurrent with any other live
Structural wood sheathing directly applied or 5-5-11 cc loads.
purlins. 4).This truss has been designed for a live load of
BOT CHORD 20.Opsf on the bottom chord in all areas where a
Rigid ceiling directly applied or 10-0-0 cc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
MiTek recommends that Stabilizers and required bottom chord and any other members.
cross bracing be installed during truss erection,in 5)Refer to girder(s)for truss to truss connections.
accordance with Stabilizer Installation uide. 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
REACTIONS. (lb/size) atjoint(s)except at=lb)1=158,2=110.
1 = 394/0-5-8 (min.0-1-8) 7)"Semi-rigid pitchbreaks with fixed heels"Member
2 = 1621Mechanical end fixity model was used in the analysis and design
3 = 39/Mechanical of this truss.
Max Holz 8)Warning:Additional permanent and stability
1 = 91(LC 8) bracing for truss system(not part of this component
Max Uplift design)is always required.
1 = -158(LC 8)
2 = -110(LC 8)
Max Grav LOAD CASE(S)
1 = 394(LC 1) Standard
2 = 162(LC 1)
3 = 72(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-223/261
BOT CHORD
1-7=-317/267
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=S.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl_GCpi=O.18;MWFRS(envelope)
and C-C Extedor(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber Jullus Lee;P.E. 934869
DOL=1.60 plate grip DOL=1.60 1109 Coastal Bay
Boynton Beach,FL 33435
Job Inuss russ Type ty y
A0357894
58824 CJ5C Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Pdnt:7.520 s May 8 2014 MiTek Industries,Ina Fri Jun 2014:35:16 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_-h_31 Hd6ur2y2TvHwOOEICQyMR61 DjbROg7zudz4NKP
5-5-11
5-5-11
Scale=1:10.8
3.00 12
T1
1
B1
Q,
2x4 II
�5-5-11-5-11
5-5-11
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.09 3-6 >691 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.09 3-6 >707 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a
BCDL 10.0 Code FBC201 OrrPI2007 (Matrix-M) Weight:17 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 3)This truss has been designed for a 10.0 psf bottom
BOT CHORD,2x4 SP N0.2 chord live load nonconcurrent with any other live
BRACING- loads.
TOP CHORD 4)`This truss has been designed for a live load of
Structural wood sheathing directly applied or 5-5-11 cc 20.Opsf on the bottom chord in all areas where a
purlins. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
BOT CHORD bottom chord and any other members.
Rigid ceiling directly applied or 10-0-0 oc bracing. 5)Refer to girder(s)for truss to truss connections.
MiTek recommends that Stabilizers and required 6)Provide mechanical connection(by others)of truss
cross bracing be installed during truss erection,in to bearing plate capable of withstanding 100 lb uplift
accordance with Stabilizer Installation guide. atjoint(s)except Qt=lb)1=138,2=116.
7)"Semi-rigid pitchbreaks with fixed heels"Member
REACTIONS. (lb/size) end fixity model was used in the analysis and design
1 = 348/0-8-0 (min.0-1-8) of this truss.
2 = 181/Mechanical 8)Warning:Additional permanent and stability
3 = 66/Mechanical bracing for truss system(not part of this component
Max Horz design)is always required.
1 = 91(LC 8)
Max Uplift
1 = -138(LC 8) LOAD CASE(S)
2 = -116(LC 8) Standard
Max Grav
1 = 348(LC 1)
2 = 181(LC 1)
3 = 87(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-1070/1010
BOT CHORD
1-3=-1182/1165
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.ll;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60 Julius Lee;P.E. #34869:
2)Plates checked for a plus or minus 0 degree rotation 1109 Coastal Bay
about its center.
Boynton Beach,.FL S3435
! f f
Job I russ I cuss Type tyPly
A0357895
58824 CA Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:16 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_h_31Hd6ur2y2TvHwOOEICQ wiR6kDjbROg7zudz4NKP
6-1-12
6-1-12
Scale:1"=1'
3.00 F12
u-,
T1
1
Ell
4x4=
0-10 8 6-1-12
0-10-8 5-3-4
Plate Offsets(X Y)— fl:0-5-8,0-0-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.03 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.06 3-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a
BCDL 10.0 Cade FBC201 O/TPI2007 (Matrix-M) Weight:19 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
BRACING- 3)This truss has been designed for a 10.0 psf bottom
TOP CHORD chord live load nonconcurrent with any other live
Structural wood sheathing directly applied or 6-0-0 oc loads.
purlins. 4)•This truss has been designed for a live load of
BOT CHORD 20.Opsf on the bottom chord in all areas where a
Rigid ceiling directly applied or 10-0-0 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
MiTek recommends that Stabilizers and required bottom chord and any other members:
cross bracing be installed during truss erection,in 5)Refer to girder(s)for truss to truss connections.
accordance with Stabilizer Installation guide. 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
REACTIONS. (lb/size) atjoint(s)except Qt=lb)1=175,2=126.
1 = 437/0-5-8 (min.0-1-8) 7)"Semi-rigid pitchbreaks with fixed heels"Member
2 = 186/Mechanical end fixity model was used in the analysis and design
3 = 46/Mechanical of this truss.
Max Horz 8)Warning:Additional permanent and stability
1 = 102(LC 8) bracing for truss system(not part of this component
Max Uplift design)is always required.
1 = -175(LC 8)
2 = -126(LC 8)
Max Grav LOAD CASE(S)
1 = 437(LC 1) Standard
2 = 186(LC 1)
3 = 83(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-367/403
BOT CHORD
1-7=-483/433
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber Julius.Lee;P.E. #34869'
DOL=1.60 plate grip DOL=1.60 1109 Coastal Bay
Boynton Beach,'FL 33435
Job I russ FrUSS Type Qty Ply
A0357896
58824 CJ6A Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 2014:35:17 2014 Page� 1
ID:YRb6ZZgQrA7iabOgpBwopfz7lH--9AdPVz7WcM4v53r6yjmXld W7KrSuyAraFKsXQ3z4NKO
5-7-2
5-7-2
Scale=1:11.0
2.94 F12
T1 m
Y
1
B1
3x4=
0 10-9 5-7-2
0-10-9 4-8-9
Plate Offsets(X,Y)— f1:0-5-10,0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.02 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.03 3-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a
BCDL 10.0 Code FBC2010fTPI2007 (Matrix-M) Weight:17 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 3)This truss has been designed for a 10.0 psf bottom
BOA CHORD 2x4 SP No.2 BRACING- chord live load nonconcurrent with any other live
loads.
TOP CHORD 4) This truss has been designed for a live load of
Structural wood sheathing directly applied or 5-7-2 cc 20.Opsf on the bottom chord in all areas where a
purT rectangle 3-6-0 tall by 2-0-0 wide will fit between the
ROT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. bottom chord and any other members.5)Refer to girder(s)for truss to truss connections.
MiTek recommends that Stabilizers and required 6)Provide mechanical connection(by others)of truss
cross bracing be installed during truss erection,in to bearing plate capable of withstanding 100 lb uplift
accordance with Stabilizer Installation guide. at joint(s)except at=lb)1=164,2=112.
7)"Semi-rigid pitchbreaks with fixed heels"Member
REACTIONS. (lb/size) end fixity model was used in the analysis and design
1 = 407/0-8-3 (min.0-1-8) of this truss.
2 = 164/Mechanical 8)Warning:Additional permanent and stability
3 = 37/Mechanical bracing for truss system(not part of this component
Max Horz design)is always required.
1 = 91(LC 8)
Max Uplift
1 = -164(LC 8) LOAD CASE(S)
2 = -112(LC 8) Standard
Max Grav
1 = 407(LC 1)
2 = 164(LC 1)
3 = 71(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
BOT CHORD
1-7=-279/225
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=S.Opsf;BCDL=S.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation Julius Lee;P.E. #34869
about its center. 1:109 Coastal Bay
Boynton Beach,FL 33435
o russ fuss ype y y
A0357897
58824 D01G Hip Girder 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:17 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH-9AdPVz7WcM4v53r6yjmXIdW5VrRiy9SaFKsXQ3z4NKO
5-6-8
5.0.0 b3-4 10.6-8
5-0-0. 3 5-0-0
0.3-4
Scale=1:19.0
4x4=
6.00 12
T1 W7 T1
3
1
B 1 [�
0 6 4 Q. 4
c d 3x4
1.5x4 11 =
3x4= 4x10 11
5-6-8
5-0-0 (r3-4 9-6-0 _ 10-Fr8
5-0-0 3 4-1-8 0-10-8
0-3-4
Plate Offsets(X Y)— [3:0-1-4 0-0-2] [3:0-04,Edgel
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in ([cc) I/dell Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.04 4-7 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.08 4-7 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(TL) 0.01 3 n/a n/a
BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight:39 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)This truss has been designed for a 10.0 psf bottom
BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live
WEBS 2x4 SP No.3 loads.
WEDGE 5).This truss has been designed for a live load of
Right:2x6 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 5-7-12 cc 6)Provide mechanical connection(by others)of truss
purlins. to bearing plate capable of withstanding 100 lb uplift
BOT CHORD at joint(s)except at=lb)1=312,3=329.
Rigid ceiling directly applied or 10-0-0 cc bracing. 7)"Semi-rigid pitchbreaks with fixed heels"Member
MiTek recommends that Stabilizers and required end fixity model was used in the analysis and design
cross bracing be installed during truss erection,in of this truss.
accordance with Stabilizer Installation guide. 8)Hanger(s)or other connection device(s)shall be
provided sufficient to support concentrated load(s)
REACTIONS. (lb/size) 225 lb down and 477 lb up at 5-3-4 on top chord,and
1 = 629/0-8-0 (min.0-1-8) 40 lb down and 14 lb up at 5-0-0,and 40 lb down and
3 = 710/0-8-0 (min.0-1-8) 14 lb up at 5-5-12 on bottom chord. The
Max Horz design/selection of such connection device(s)is the
1 = 69(LC 5) responsibility of others.
Max Uplift 9)Warning:Additional permanent and stability
1 = -312(LC 8) bracing for truss system(not part of this component
3 = -329(LC 9) design)is always required.
10)In the LOAD CASE(S)section,loads applied to
FORCES. (lb) the face of the truss are noted as front(F)or back(B).
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD LOAD CASE(S)
1-2=-1010/567,2-3=-747/398 Standard
BOT CHORD 1)Dead+Roof Live(balanced):Lumber
1-4=-820/1326,3-4=-305/571, Increase=1.25,Plate Increase=1.25
3-11=-461/327 Uniform Loads(pll)
NOTES- Vert:1-2=-90,2-3=90,5-8=-20
Concentrated Loads(lb)
1)Unbalanced roof live loads have been considered for Vert:4=-51(B)2=-129(B)
this design.
2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope);
cantilever left and right exposed;end vertical left
exposed;Lumber DOL=1.60 plate grip DOL=1.60 Julius Lee;P.E. #34869
3)Plates checked for a plus or minus 0 degree rotation 1109 Coastal Bay
about its center. Boynton Be1ach,'FL'33435
o russ russ Type ty y
58824 D02 Cammon 2 1
Job Reference(optional) A0357898
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:17 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=9AdPVz7WcM4v53r6yjmXIdW6 rTfy9gaFKsXQ3z4NKO
5-3-4 10-6-8
5-3-4 5-3-4
Scale=1:19.0
4x4=
2
6.00 F12
T1 T1
W1
1
W2 3
B1 Ii
0 0
6• 4 e•
o' 1.5x4 11 6 6 3x4=
3x4= 4x8 I I
5-3-4 9-8-0 1 10-6-8 ,
5-3-4 4-4-12 0-10-8
Plate O_ffsets_(X,Y)-- r1:0-1-0,0-0-41,[3:0-0-12,0-0-41,[3:0-0-12,0-11-131
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.05 4-7 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.06 4-7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 3 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:39 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 3)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
WEBS 2x4 SP No.3 4)This truss has been designed for a 10.0 psf bottom
WEDGE Right:2x6 SP No.2 chord live load nonconcurrent with any other live BRACING- loads.
TOP CHORD 5)"This truss has been designed for a live load of Structural wood sheathing directly applied or 5 4-11 cc 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide will fit between the
ROT CHORD
purT bottom chord and any other members.
6)Provide mechanical connection(by others)of truss
Rigid ceiling directly applied or 10-0-0 cc bracing. to bearing plate capable of withstanding 100 lb uplift
MiTek recommends that Stabilizers and required atjoint(s)except at=lb)1=206,3=227.
cross bracing be installed during truss erection,in 7)"Semi-rigid pitchbreaks with fixed heels"Member
accordance with Stabilizer Installation guide. end fixity model was used in the analysis and design
of this truss.
REACTIONS. (lb/size) 8)Waming:Additional permanent and stability
1 = 545/0-8-0 (min.0-1-8) bracing for truss system(not part of this component
3 = 61410-8-0 (min.0-1-8) design)is always required.
Max Horz
1 = 71(LC 9)
Max Uplift LOAD CASE(S)
1 = -206(LC 12) Standard
3 = 227(LC 13)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-1110/1007,2-3=-627/452
BOT CHORD
1-4=-1439/1504,3-4=-179/417,
3-11=256/16
NOTES-
1)Unbalanced roof live loads have been considered for
this design.
2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Extedor(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members Jul[us Lee;P.E. 934869.
and forces&MWFRS for reactions shown;Lumber 1109 Coastal Bay
DOL=1.60 plate grip DOL=1.60 Boynton Beach,FL 33435
o russ cuss ype y y
A0357699
58824 D03 Common 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:18 2014 Page 1
ID:YRb6ZZgQrA7iabOgpBwopfz7lH-dNBnil88NgCmiDQJWQHmHr3GIFpQhcvkU—c 4yWz4NKN
5-3-4 9-8-0
5-34 44-12
Scale=1:19.1
4x4=
2
6.00 F12
T2
T1 3 3x4
W1
4
HW
d
B1 LJ
e'
5
o' 1.5x4 11
3x4= 3x6 11
5-34 9-8-0
5-34 44-12
Plate Offsets(X Y)— [1:0-1-0 0-0-4]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.04 5-8 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.05 5-8 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:37 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 3)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
WEBS 2x4 SP No.3 4)This truss has been designed for a 10.0 psf bottom
SLIDER chord live load nonconcurrent with any other live
BRACING- loads.
TOP CHORD 5) This truss has been designed for a live load of
Structural wood sheathing directly applied or 5-6-12 oc 20.Opsf on the bottom chord in all areas where a
pudins. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
BOT CHORD bottom chord and any other members.
Rigid ceiling directly applied or 9-6-8 oc bracing. 6)Refer to girder(s)for truss to truss connections.
MiTek recommends that Stabilizers and required 7)Provide mechanical connection(by others)of truss
cross bracing be installed during truss erection,in to bearing plate capable of withstanding 100 lb uplift
accordance with Stabilizer Installation auide. at joint(s)except at=lb)1=210,4=176.
8)"Semi-rigid pitchbreaks with fixed heels"Member
REACTIONS. (lb/size) end fixity model was used in the analysis and design
1 = 559/0-8-0 (min.0-1-8) of this truss.
4 = 504/Mechanical 9)Warning:Additional permanent and stability
Max Horz bracing for truss system(not part of this component
1 = 83(LC 12) design)is always required.
Max Uplift
1 = -210(LC 12)
4 = -176(LC 13) LOAD CASE(S)
Standard
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-1048/970,2-3=-618/552,
34=-273770
BOT CHORD
1-5=-1408/1417,4-5=-355/505
NOTES-
1)Unbalanced roof live loads have been considered for
this design.
2)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=S.Opsf;BCDL=S.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber Jullus,Lee;P.E. #34869.
DOL=1.60 plate grip DOL=1.60 1109 Coastal Bay
Boynton Beach,FL 33435
o russ cuss Type ty y
A0357900
58824 D03D Common Girder 1
2 Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:18 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_dNBnil88NgCmiDQJWQHmHr3DHFrAhdskU_o4yWz4NKN
5-3-4 9-8-0 _
5-3-4 4-4-12
Scale=1:19.7
4x4=
2
6.00 12
3 3x4
T2
T1
W1
4
HW2
1 cy
B1 d
2x4= 1.5x4 11 3x6 11
5
5-3-4 9-8-0
5-3-4 4-4-12
Plate Offsets MY)— [1:0-1-4,Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.01 1-5 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.03 1-5 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code FBC201 O/TP12007 (Matrix) Weight:76 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)All loads are considered equally applied to all plies,
BOT CHORD 2x4 SP N0.2 except if noted as front(F)or back(B)face in the
WEBS 2x4 SP No.3 LOAD CASE(S)section.Ply to ply connections have
SLIDER been provided to distribute only loads noted as(F)or
BRACING- (B),unless otherwise indicated.
TOP CHORD 3)Unbalanced roof live loads have been considered
Structural wood sheathing directly applied or 6-0-0 oc for this design.
purlins. 4)Wind:ASCE 7-10;Vult=165mph(3-second gust)
BOT CHORD Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Rigid ceiling directly applied or 6-0-0 cc bracing. Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
REACTIONS.All bearings 9-8-0. and C-C Exterior(2)zone;cantilever left and right ,
x Horz exposed;end vertical left exposed;C-C for members
(lb)-Ma
1= Hor(LC 36) and forces&MWFRS for reactions shown;Lumber
Max Uplift DOL=1.60 plate grip DOL=1.60
All uplift 100 lb or less at joint(s) 5)Plates checked for a plus or minus 0 degree
rotation about its center.
except 1=-514(LC 39),4=-567(LC 40)
Max Grav 6)This truss has been designed fora 10.0 psf bottom
All reactions 250 lb or less at joint(s) chord live load nonconcurrent with any other live
loads.
except 1=460(LC 50),4=466(LC 35),
4=430(LC 1),5=285(LC 53) 7)*This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
FORCES. (lb) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Max.Comp./Max.Ten.-All forces 250(lb)or less bottom chord and any other members.
except when shown. 8)Provide mechanical connection(by others)of truss
TOP CHORD to bearing plate capable of withstanding 514 lb uplift
1-2=-979/1242,2-3=-555/911, at joint 1 and 567 lb uplift at joint 4.
3-4=-885/1175 9)This truss has been designed for a total drag load
BOT CHORD of 101 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33)
1-5=-948f788,4-5=-814/653 Connect truss to resist drag loads along bottom chord
from 0-0-0 to 9-8-0 for 101.0 plf.
OS- 10)"Semi-rigid pitchbreaks with fixed heels"Member
NOTES-
truss to be connected together with 12d end fixity model was used in the analysis and design
of this truss.
(0.131"x3.25")nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 bra 11)blaming:Additional permanent and stability
oc clinched. bracing for truss system(not part of this component
Bottom chords connected as follows:2x4-1 row at design)is always required.
0-9-0 oc clinched.
Webs connected as follows:2x4-1 row at 0-9-0 oc LOAD CASE(S)
clinched. Standard
Julius Lee;P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job Truss Truss Type y y
A0357901
58824 F01 ROOF TRUSS 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 Mi rek Industries,Inc Fri Jun 20 14:35:19 2014 Page 1
I D:YRb6ZZgQ rA7iabOgp8wopfz71H--6ZIAve8m8zKd KM?V48o?g2ca N e D IQ31tieLeUyz4N KM
0-3-8
0-9-11 0-10-8 0 6 6
1 4x4\\ 3x6 11 3x6 11 4x4// Scale=1: .2
2 5
3 T1 4
T1
0
1 c
81
8 7 6
3x3= 3x3=
9
0-3-8 , 1-2-0 2-2-0 3-0-7 3-6-13
0-3-8 0-10-7 1-0-0 0-10-7 026-6
Plate Offsets(X,Y)— [2:0-0-12,Edge],[4:0-3-0,Edge],[5:0-1-14,Edgel
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) -0.00 9 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.01 9 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:21 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) 8)"Semi-rigid pitchbreaks with fixed heels"Member
BOT CHORD 2x4 SP No.2(flat) end fixity model was used in the analysis and design
WEBS 2x4 SP No.3(flat) of this truss.
BRACING- 9)Gap between inside of top chord bearing and first
TOP CHORD diagonal or vertical web shall not exceed 0.500in.
Structural wood sheathing directly applied or 3-6-13 oc purlins. 10)Warning:Additional permanent and stability
BOT CHORD bracing for truss system(not part of this component
Rigid ceiling directly applied or 10-0-0 cc bracing, design)is always required.
REACTIONS. (lb/size) LOAD CASE(S)
1 = 128/0-2-10 (min.0-1-8) Standard
5 = 131/0-5-14 (min.0-1-8)
Max Uplift
1 = -63(LC 8)
5 = -64(LC 8)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=S.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;End.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;porch left and right exposed;C-C for
members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)Provide adequate drainage to prevent water ponding.
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)•This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to
bearing plate at joint(s)1.
7)Provide mechanical connection(by others)of truss to Jul!u5iLee,P.E. #34869.
bearing plate capable of withstanding 63 lb uplift at joint 1109 Coastal Bay
1 and 64 lb uplift at joint 5.
Boynton Beagh,.FL 33436
Job russ Truss I ype y y
A0357902
58824 F02 ROOF TRUSS 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Pdnt:7.520 s May 8 2014 Mrrek Industries,Inc Fri Jun 20 14:35:19 2014 Page 1
ID:YRb6ZZgQrA7iabOgpBwopfz71H -6zlAve8m8zKdKM?V48o?g2cYUeBxQ2CtieLeUyz4NKM
0-3-8
1-5-0 1-8-4 0-6-6-6
ScalA=1:11.2
3x4� 3x3 11 3x3 11 3x4,i
1
2 5
13 T2
T1 T3
0
o`t
1
B1
8 7 6
3x3=
9 3x3=
0-3-8 3-7-12 5-0-12 5-7-2 5-7-3
3 4 4 1-5-0 0-6-6 0- -1
Plate Offsets(X,Y)— [2:Edge,0-2-4] [S:Edge 0-2-4]
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.05 6 >999 360 MT20 2441190
TCDL 15.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.08 9 >721 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:29 lb FT=O%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) 5)`This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2(flat) 20.Opsf on the bottom chord in all areas where a
WEBS 2x4 SP No.3(flat) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
BRACING- bottom chord and any other members.
TOP CHORD 6)Provide mechanical connection(by others)of truss
Structural wood sheathing directly applied or 5-7-2 cc to bearing plate at joint(s)1.
purlins. 7)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 107 lb uplift
Rigid ceiling directly applied or 10-0-0 cc bracing. at joint 1 and 109 lb uplift at joint 5.
REACTIONS. (lb/size) 8)"Semi-rigid pitchbreaks with fixed heels"Member
1 = 216/0-2-10 (min.0-1-8) end fixity model was used in the analysis and design
5 = 219/0-5-14 (min.0-1-8) of this truss.
Max Uplift 9)Gap between inside of top chord bearing and first
1 = 107(LC 8) diagonal or vertical web shall not exceed 0.500in.
5 = 109(LC 8) 10)Warning:Additional permanent and stability
bracing for truss system(not part of this component
FORCES. (lb) design)is always required.
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown. LOAD CASE(S)
TOP CHORD Standard
2-3=-228/324,3-4=-228/329,
4-5=-229/325
BOT CHORD
7-8=-323/228
WEBS
5-7=-408/288,2-8=408/288
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=S.Opsf;BCDL=S.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;porch left and right exposed;C-C for
members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)Provide adequate drainage to prevent water ponding.
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads. Jullus Lee;P.E. #34B69
1109 Coastal Bay
Boynton Beach,.FL"33435
a }
Job Truss Fruss Type Qty y
A0357903
58824 F03 ROOF TRUSS 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc Fri Jun 20 14:35:19 2014 Page 1
ID:YRb6ZZgQrA7iabCgp8wopfz71H--6ZIAve8m8zKdKM?V48o?g2cYfeAoQ1 TtieLeUyz4NKM
0-3-8
1-5-0 , 1-10-5 0-10-11 F4 0-6-6
Scale=1:15.1
3x4 3x3 11 3x6 11 5x8=
1 3x3=
2 4 7
0
o
12 11
13 3x6= 3x3=
9
3x6=
0-3-8 1-8-8 6-2-10 , 6-8-5 7-1-2, 7-7-8 ,
0-3-8 1-5-0 4-6-1 0-5-12 0 4-13 0-6-6
Plate Offsets(X Y)— f2:Edge,0-2-41 17:0-3-4,Edge1
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.17 13 >431 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.17 13 >422 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 7 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:45 lb FT=0%F,O%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) NOTES-
BOT CHORD 2x4 SP M 30(flat) 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEBS 2x4 SP No.3(flat) Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
BRACING- Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
TOP CHORD and C-C Exterior(2)zone;cantilever left and right
Structural wood sheathing directly applied or 6-0-0 cc exposed;end vertical left exposed;porch left
pT exposed;C-C for members and forces&MWFRS for
ROOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
REACTIONS.All bearings 1-6-7 except Qt=length) 2)Provide adequate drainage to prevent water
1=0-2-10,7=0-5-14,10=0-3-8. 3)Plates
es checked for a plus or minus 0 degree
(lb)-Max Uplift Plat
All uplift 100 lb or less at joint(s)8, rotation about its center.
1l except 0 lb or less
8),7=t(s)8,C 1), 4)This truss has been designed for a 10.0 psf bottom
10 ex (LC 8) chord live load nonconcurrent with any other live
loads.
Max Grav
All reactions 250 lb or less at joint(s) 5)'This truss has been designed fora live load of
8,10 except 1=264(LC 1),7=250(LC 8), rectangle
f on the bottom chard i all areas where a
9=579(LC 1) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
FORCES. (lb) 6)Provide mechanical connection(by others)of truss
Max.Comp./Max.Ten.-All forces 250(lb)or less to bearing plate at joint(s)1.
except when shown. 7)Provide mechanical connection(by others)of truss
TOP CHORD to bearing plate capable of withstanding 100 lb uplift
2-3=-311/495,3-4=-312/501, at joint(s)8,10 except Qt=lb)1=153,7=329,9=477.
4-5=-145/431 8)"Semi-rigid pitchbreaks with fixed heels"Member
BOT CHORD end fixity model was used in the analysis and design
11-12=-582/336,10-11=-400/136, of this truss.
9-10=-400/136 9)Gap between inside of top chord bearing and first
WEBS diagonal or vertical web shall not exceed 0.500in.
7-9=-294/580,2-12=-627/394, 10)Warning:Additional permanent and stability
5-11=-509/138,5-9=-323/834 bracing for truss system(not part of this component
design)is always required.
LOAD CASE(S)
Standard
Jullus,Lee;P.E. #34869.
1109 Coastal Bay
Boynton Beach,FL 33435
I
L �
1 �
Job Truss I russ Typi ty y
A0357904
58824 F04 ROOF TRUSS 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:20 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_aIIY7 9PvHSUyWandrJENG8i92Up9Wvlxl5B1 Oz4NKL
0-3-8
1-5-0 2-6-0 0-5-15, 2-6-0 0 6 6
kale=1:18.8
3x4 3x6= 3x3 11 3x3— 3x3 11 3x4 ii
1 2 4 5 7
oy
9
1
11 9 8
12 3x3= 3x6=
10
3x6=
p-3-$ 4-6-14 9-1-7 9-7-13,
-3- 4-3-6 4-6-9 0 6-6
Plate Offsets(X,Y)— [2:Edge 0-2-4],[5:0-1-4,Edge] [7:Edge,0-2-4],[10:0-1-12,Edge]
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 1 TC 0.25 Vert(LL) -0.09 12 >613 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 i BC 0.26 Vert(TL) -0.10 12 >512 240
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 7 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) 6)Provide mechanical connection(by others)of truss
BOT CHORD 2x4 SP No.2(flat) to bearing plate atjoint(s)1.
WEBS 2x4 SP No.3(flat) 7)Provide mechanical connection(by others)of truss
BRACING- to bearing plate capable of withstanding 100 lb uplift
TOP CHORD atjoint(s)1,7 except at=lb)10=231.
Structural wood sheathing directly applied or 6-0-0 cc
purlins. 8)"Semi-rigid pitchbreaks with fixed heels"Member
BOT CHORD end fixity model was used in the analysis and design
of this truss.
Rigid ceiling directly applied or 10-0-0 oc bracing.
9)Gap between inside of top chord bearing and first
REACTIONS. (lb/size) diagonal or vertical web shall not exceed 0.500in.
= 159/0-2-10 (min.0-1-8) 10)Warning:Additional permanent and stability
1
1 = 159/0-5-1 (min.0-1-8) bracing for truss system(not part of this component
10 = 45411-6-7 (min.0-1-8) design)is always required.
Max Uplift
1 = 80(LC 8) LOAD CASE(S)
7 = -62(LC 12) Standard
10 = -231(LC 8)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
WEBS
2-11=-275/222,3-10=-276/329
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;End.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;porch left exposed;C-C for members and
forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Provide adequate drainage to prevent water ponding.
3)Plates checked for a plus or minus 0 degree rotation
about its center.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)*This truss has been designed for alive 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 Julius Lee;P.E. #34869
bottom chord and any other members.
9:109 Coastal Bay
Boynton Beach,FL'33435
Job I russ russ Fype ty y
A0357905
58824 F05 �"OOFTRUSS 1 1
Job Reference(optional)
At ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:20 2014 Page 1
ID:YRb6ZZgQrA7iabOgpBwopfz7lH-a11Y7 9PvHSUyWandrJENGBhh2TR9TL1xl5B10z4NKL
0-3-8
1-5-0 0 5-15 2-6-0 1-9-5 2-6-0 0-6 6
Sca e=1:2 .0
3x4,� 3x6= 3x3 11 3x4—_ 3x3 11 3x4
1 2 1. 4 5 6 3x4= 8
0
o
15 12 11 10 9
1.5x4 11 1.5x4 11 3x6=
14 13
30= 3x6=
p-3-$ 1-8-8 2- 11 5-7 11-1-12 , -8-21
3- 1_ _0
0-8-15 8-8-5
Plate Offsets(X,Y)— [2:Edge,0-2-41,[5:0-1-8,Edgel,[6:0-1-8,Edgel,[8:Edge,0-2-41,[13:0-1-4,Edgel
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) 0.05 10-11 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.07 10-11 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) -0.01 8 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) 3)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2(flat) rotation about its center.
WEBS 2x4 SP No.3(flat) 4)This truss has been designed for a 10.0 psf bottom
BRACING- chord live load nonconcurrent with any other live
TOP CHORD loads.
Structural wood sheathing directly applied or 6-0-0 cc 5)"This truss has been designed for a live load of
purlins. 20.Opsf on the bottom chord in all areas where a
BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Rigid ceiling directly applied or 10-0-0 cc bracing. bottom chord and any other members.
REACTIONS.All bearings 1-6-7 except(jt=length) 6)Provide mechanical connection(by others)of truss
1=0-2-10,8=0-5-14. to bearing plate at joint(s)1.
(lb)-Max Uplift 7)Provide mechanical connection(by others)of truss
All uplift 100 lb or less at joint(s)1, to bearing plate capable of withstanding 100 lb uplift
14 except 8=-140(LC 8),13=-111(LC 8) at joint(s)1,14 except Qt=Ib)8=140,13=111.
Max Grav 8)"Semi-rigid pitchbreaks with fixed heels"Member
All reactions 250 lb or less at joint(s) end fixity model was used in the analysis and design
1,14 except 8=388(LC 1),13=283(LC 1) of this truss.
9)Gap between inside of top chord bearing and first
FORCES. (lb) diagonal or vertical web shall not exceed 0.500in.
Max.Comp./Max.Ten.-All forces 250(lb)or less 10)Warning:Additional permanent and stability
except when shown. bracing for truss system(not part of this component
TOP CHORD design)is always required.
5-6=-721/529,6-7=467/337,
7-8=467/333 LOAD CASE(S)
BOT CHORD Standard
12-13=-524/720,11-12=-524/720,
10-11=-5241720
WEBS
8-10=420/590,6-10=-280/211,
5-13=669/483
NOTES-
1)Wind:ASCE 7-10:Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope) -
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;porch left
exposed;C-C for members and forces&MWFRS for
reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60 Julius Lee;P.E. 934869
2)Provide adequate drainage to prevent water ponding. 1109 Coastal Bay
Boynton Beach,FL 33435
I
a 1
A /
Job I russ Fruss rype Qty Ply
A0357906
58824 F06 Floor 1 1
I Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:21 2014 Pa gge 1
ID:YRb67ZgQrA7iabOgp8wopfz7lH_-2yswKKA1 gbaKZg9uBZgTvThi_SkDuvjAAygkZgz4NKK
0-3-8
--14-1 0-9-4—I 1-5-2 2-6-0 2-0-0 10-0 i 1-6-0 � 0 6-6
S.e=1: 3.4
3x4\\
3x6 11 3x6 11 3x4= 1.5x4 11 3x4= 3x3= 3x3 11 3x4,i
1 2 3 4 5 6 7 8 9 10
0
� Y
16 15 14 13 12 11
3x6= 3x3= 3x6= 1.5x4 11 1.5x4 11 3x6=
13-8-8
8-6-2 9 6-2 10� 2 11-9 1 13-2-1 13-8-7
8-2-10 1-0-0 1-0-0 1-0 0 1S-0 0-
0-0-1
Plate Offsets(X Y)— [2:0-2-5 Edgel [7:0-1-8,Edge] [10:Edge,0-2-41
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.95 Vert(LL) -0.16 14-15 >947 480 MT20 2441190
TCDL 15.0 Lumber Increase 1.00 1 BC 0.70 Vert(TL) -0.30 14-15 >501 360
BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 10 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:75 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) 4)"Semi-rigid pitchbreaks with fixed heels"Member
BOT CHORD 2x4 SP M 30(flat) end fixity model was used in the analysis and design
WEBS 2x4 SP No.3(flat) of this truss.
BRACING- 5)Recommend 2x6 strongbacks,on edge,spaced at
TOP CHORD 10-0-0 oc and fastened to each truss with 3-10d
Structural wood sheathing directly applied or 2-2-0 oc (0.131"X 3")nails. Strongbacks to be attached to
purlins. walls at their outer ends or restrained by other means.
BOT CHORD 6)Gap between inside of top chord bearing and first
Rigid ceiling directly applied or 10-0-0 oc bracing. diagonal or vertical web shall not exceed 0.500in.
REACTIONS. (lb/size)
18 = -132/1-1-4 (min.0-1-8) LOAD CASE(S)
10 = 527/0-5-14 (min.0-1-8) Standard
17 = 742/1-1-4 (min.0-1-8)
Max Uplift
18 = -136(LC 7)
Max Grav
10 = 529(LC 4)
17 = 742(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
4-5=-352/0,5-6=-1363/0,6-7=-1363/0,
7-8=-1129/0,8-9=546/0,9-10=-549/0
BOT CHORD 1
16-17=0/331,15-16=0/821,14-15=0/1129,
13-14=0/1 129,12-13=0/1129
WEBS
8-13=0/266,7-15=-21/306,6-15=-258/0,
5-15=0/602,5-16=-611/0,4-16=0/333,
8-12=867/0,10-12=0/690,4-17=-531/0
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Provide mechanical connection(by others)of truss to
bearing plate capable of withstanding 100 lb uplift at Jul[us Lee;P.E.4#34869.
joint(s)except Qt=lb)18=136. 1109 Coastal Bay
Boynton Sochi,FL'33435
I
Job I russ I russ Type tyPly
A0357907
58824 F07 Floor 1 1
Job Reference o tional
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 2014:35:21 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_2yswKKAlgbaKZg9uBZgTvThlnSklusZAAygkZgz4NKK
0-3-8 -
1-5-0 , 1-1-11 , 2-6-0 2-0 0 0 8 3 I 1-5-0 ,0-6-6
Sca e-1.26.9
3x4 3x3 11 3x4= 1.5x4 11 3x4= 3x4= 1.5x4 11 3x6= 5x6=
1 2 3 4 5 6 7 8 9 10
9v
18 17 16 15 14 13 12 11
3x6= 3x6= 1.5x4[I 1.5x4 11 3x6= 3x4=
-3 8 1-8-8 8-2-11 9-2-11 10-2-11 13-9-7 15 2-7 5 8-1
-3- 1-5-0 6-6-3 1-0-0 1-0-0 3-6-11 1-5
Plate Offsets(X Y)— [2:Edge 0-2-41 [6:0-1-8 Edge] 17:0-1-8 Edge] [10:0-2-8,Edge],[12:0-1-8 Edgel,[17:0-2-8,Edgel
LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft L/d PLATES' GRIP
TCLL 40.0 Plates Increase .1.00 TC 0.71 Vert(LL) -0.20 15-16 >931 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.35 15-16 >515 360
BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) -0.04 10 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:82 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) 6)Gap between inside of top chord bearing and first
BOT CHORD 2x4 SP M 30(flat) diagonal or vertical web shall not exceed 0.500in.
WEBS 2x4 SP No.3(flat)
BRACING-
TOP CHORD LOAD CASE(S)
Structural wood sheathing directly applied or 6-0-0 oc Standard
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 655/0-2-10 (min.0-1-8)
10 = 659/0-5-14 (min.0-1-8)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
2-3=-877/0,3-4=-880/0,4-5=-1 98510,
5-6=-1985/0,6-7=-1963/0,7-8=-1046/0,
8-9=-1049/0,9-10=-780/0
BOT CHORD
16-17=0/1318,15-16=0/1963,
14-15=0/1963,13-14=0/1963,12-13=0/752
WEBS
6-16=250/182,5-16=-255/0,4-16=0/738,
4-17=620/0,7-13=-1023/0,10-12=0/987,
2-17=0/1113,9-12=-528/0,9-13=0/486
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Provide mechanical connection(by others)of truss to
bearing plate atjoint(s)1.
4)"Semi-rigid pitchbreaks with fixed 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 Julius Lee;P.E. #34869
(0.131"X 3")nails. Strongbacks to be attached to walls 1109 coastal Bay
at their outer ends or restrained by other means.
Boynton Beach,FL 33435
Job I toss I cuss Type City
Ply
Job Reference o tional A0357908
58824 FOB Floor I1
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:21 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH-72yswKKA1 gbaKZg9uBZgTvThl5SgaupfAAygkZgz4NKK
0-3-8
1-5-0 10-10-5 2-6-0 2-0-0
� cale-1:30.4
3x4=
4x4 3x3 11 3x4= 1.5x4 11 3x4= 3x4= 3x6 FP= 1.5x4 11 3x3 11 4x4
1 2 3 4 5 6 7 8 9 TA 10 11 12 13
o
0
22 21 20 19 18 17 16 15 14
4x6= 3x6 FP= 1.5x4 11 1.5x4 11 3x6= 4x6=
3x6=
q 3�8 1-8 8 7-11-5 8-11-5 9-11-5, 15-9-12 17-2-12 17-9-2
Ora-8 1-5-0 6-2-13 1-0-0 1-0-0 5-10-7 1-5-0 6-
Plate Offsets(X,Y)- [2:Edge,0-3-131 [4:0-1-12,Edgel [6:0-1-8 Edo_el [7:0-1-8 Edo_el,[10:0-1-12 Edg_el,[12:Edge,0-2-61 [15:0-2-0,Edgel
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.75 Vert(LL) -0.20 18-20 >999 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.37 18-20 >574 360
BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) -0.06 13 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) 5)"Semi-rigid pitchbreaks with fixed heels"Member
BOT CHORD 2x4 SP No.2(flat) end fixity model was used in the analysis and design
WEBS 2x4 SP No.3(flat) of this truss.
BRACING- 6)Recommend 2x6 strongbacks,on edge,spaced at
TOP CHORD 10-0-0 oc and fastened to each truss with 3-1 Od
Structural wood sheathing directly applied or 6-0-0 oc (0.131".X 3")nails. Strongbacks to be attached to
pudins. walls at their outer ends or restrained by other means.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
LOAD CASE(S)
REACTIONS. (lb/size) Standard
1 = 76610-2-10 (min.0-1-8)
13 = 763/0-2-14 (min.0-1-8)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
2-3=-1039/0,3-4=1043/0,4-5=-2394/0,
5-6=-2394/0,6-7=-2807/0,7-8=-2355/0,
8-9=-2355/0,9-10=-2355/0,
10-11=-1189/0,11-12=1180/0
BOT CHORD
20-21=0/1474,19-20=0/2807,
18-19=0/2807,17-18=0/2807,
16-17=0/2807,15-16=0/1427
WEBS
6-20=648/0,4-20=0/1017,4-21=-710/0,
7-16=681/0,10-16=0/1027,10-15=-559/0,
2-21=0/1319,11-15=-370/0,
12-15=0/1504
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)Plate(s)atjoint(s)19 checked for a plus or minus 5
degree rotation about its center.
3)Plate(s)atjoint(s)8,3,11,18,6,17,7,5,20,4,9,16
,10,21,2,15 and 12 checked for a plus or minus 0
degree rotation about its center.
4)Provide mechanical connection(by others)of truss to Jul[us Lee;P.E.#34869.
bearing plate atjoint(s)1,13.
1109 Coastal Bay
Boynton Beach FL'33435
Job Truss Fruss Type Qly Hly
A0357909
58824 F09 Floor 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:22 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_W8QIYgBfRuiBBgk41GLiShEwys2rdGfKPcal5Hz4NKJ
0-3-8
r r 1-5-0 —I 2-6-0 2-0-0 O*F=�
3x4= 1.5x4 11
4x4 3x6= 1.5x4 II 3x4= 3x4= 3x6 FP= 3x4=
3x6= 5x6=
1 2 3 4 5 6 7 8 9 10 1112 13
1--tS
24 23 22 21 2019 18 17 1615 14
3x3= 3x6= 3x8 MT20H FP-- 1.5x4 11 3x6= 4x10=
4x6= 1.5x4 11
Or3,8 1-8-8 2 4-1¢ 7-7-15 8-7-15,9-7-15, 17-10-1 19-3-1 19-9 7
0-3-8 1'� 5� 5-3-0 1-0-0 1-0-0 8-2-2 1-5-0
Plate Offsets MY)— [2:Edge,0-3-131 [4:0-1-8 Edgel [6:0-1-8 Edge] [7:0-1-8 Edgel [13:0-2-8,Edge] [16:0-4-4,Edgel,[21:0-2-8 Edge],[23:0-1-8,Edgel
LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.27 17-18 >851 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.52 17-18 >447 360 MT20H 187/143
BCLL 0.0 Rep Stress Incr YES• WB 0.73 Horz(TL) -0.07 13 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) 4)Provide mechanical connection(by others)of truss
BOT CHORD 2x4 SP M 30(flat) to bearing plate at joint(s)1.
WEBS 2x4 SP No.3(flat) 5)"Semi-rigid pitchbreaks with fixed heels"Member
BRACING- end fixity model was used in the analysis and design
TOP CHORD of this truss.
Structural wood sheathing directly applied or 5 4-14 oc 6)Recommend 2x6 stongbacks,on edge,spaced at
purlins. 10-0-0 oc and fastened to each truss with 3-10d
BOT CHORD (0.131"X 3")nails. Strongbacks to be attached to
Rigid ceiling directly applied or 10-0-0 oc bracing. walls at their outer ends or restrained by other means.
REACTIONS. (lb/size)
7)Gap between inside of top chord bearing and first
1 = 831/0-2-10 (min.0-1-8) diagonal or vertical web shall not exceed 0.500in.
13 = 834/0-5-14 (min.0-1-8)
FORCES. (lb) LOAD CASE(S)
Max.Comp./Max.Ten.-All forces 250(lb)or less Standard
except when shown.
TOP CHORD
2-3=-1214/0,3-4=1439/0,4-5=-2560/0,
5-6=-2560/0,6-7=3270/0,7-8=-3114/0,
8-9=-3114/0,9-10=-3114/0,
10-1 1=-1 165/0,11-12=1161/0,
12-13=-998/0
BOT CHORD
22-23=0/1164,21-22=011460,
20-21=0/3270,19-20=0/3270,
18-19=0/3270,17-18=0/3270,
16-17=0/2332,15-16=0/956
WEBS
6-21=-930/0,4-21=0/1211,4-22=-514/0,
7-17=476/121,10-17=01865,
10-1 6=-1290/0,12-16=0/688,3-23=-908/0,
3-22=0/596,2-23=0/1535,12-15=-776/0,
13-15=0/1263
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)All plates are MT20 plates unless otherwise
indicated.
3)Plates checked for a plus or minus 0 degree rotation Jul[us Lee,P.E. #34869
about its center.
t109 Coastal Bay
Boynton Beach,FL 33435
a +
A 1
Job russ runs I ype Qty Hly
58824 1"10 Floor 1 1
Job Reference(optional) A0357910
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Ina Fri Jun 20 14:35:22 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_w8QIYgBfRuiBBgk41GLiShEtys5ZdDvKPca15Hz4NKJ
0-3-6
1-5-0 1�-11 2-0-0' r 0-0 1-4-0 F le=1:38.1
1.5x4 II
4x4 3x6= 1.5x4 11 3x4= 1.5x4 11 3x3= 1.5x4 11 3x3= 3x6 FP= 3x4= 3x3 II 5x6—
1 2 3 4 5 6 7 8 9 1011 12 13 14 15 r
d 'id
26 25 24 23 22 21 20 19 18 17 16
3x3= 5x6= 5x6= 3x6 FP= 4x6 11 3x6 11 5x6= 3x6 FP= 5x6= 7x6 II 3x3=
3x3=
Or3r6 1-8 6 7-4-9 8 4-9 9 4 9, 21-2-9 21-9i1
0-3-6r 0+ 5-8-3 1-0-0 TV 11-10-0 6-
Plate Offsets(X,Y)— [2:Edge,0-3-11],[5:0-1-12,Edge],[12:0-1-12,Edge],[14:0-2-9,Edge],[17:0-3-0,Edge],[18:0-3-0,Edge],[20:0-3-0,Edge],[21:0-3-0,0-0-0],[22:0-3-0
,Edge],[24:0-3-0,Edgel,[25:0-1-8,Edgel
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.36 20-21 >717 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.70 20-21 >372 360
BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) -0.11 15 n/a n/a
BCDL 10.0 Code FBC201 O/TPI2007 (Matrix) Weight:140 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) 4)"Semi-rigid pitchbreaks with fixed heels"Member
BOT CHORD 2x4 SP No.2(flat)*Except* end fixity model was used in the analysis and design
132,133:2x4 SP M 30(flat) of this truss.
WEBS 2x4 SP No.3(flat) 5)Recommend 2x6 strongbacks,on edge,spaced at
BRACING- 10-0-0 oc and fastened to each truss with 3-10d
TOP CHORD (0.131"X 3")nails. Strongbacks to be attached to
Structural wood sheathing directly applied. walls at their outer ends or restrained by other means.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) LOAD CASE(S)
1 = 939/0-2-8 (min.0-1-8) Standard
15 = 935/0-5-14 (min.0-1-8)
FORCES. (lb)
Max.Comp.lMax.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
2-3=-1 36510,3-4=2194/0,4-5=2194/0,
5-6=-4166/0,6-7=-4166/0,7-8=-4467/0,
8-9=4467/0,9-10=-3588/0,
10-11=-3588/0,11-12=3588/0,
12-13=-1505/0,13-14=-1491/0
BOT CHORD
24-25=0/1370,23-24=0/3300,
22-23=0/3300,21-22=0/4166,
20-21=0/4166,19-20=0/4167,
18-19=0/4167,17-18=0/2669
WEBS
7-21=360/0,5-22=0/1079,5-24=-1265/0,
3-24=0/1057,7-20=-187/571,9-20=0/353,
9-18=663/0,12-18=0/1051,
12-17=-1332/0,13-17=-468/0,
14-17=0/1906,3-25=917/0,2-25=0/1698
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)Plates checked for a plus or minus 0 degree rotation
about its center. Julius Lee;P.E. #34869
3)Provide mechanical connection(by others)of truss to 1109 Coastal Bay
bearing plate at joint(s)1.
Boynkon Beach,.FL 33435
Job I russ I russ Type Qty my
A0357911
58824 F11 Floor 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Pdnt 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:23 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=_K_gIOBHCCg2p_JGJ_sx_um8xGQIMgVTdGJrd]z4NKl
0-3-8
Q-51 2-0-0 2-0-0 I� 1�5-0
S le=1:41.9
1.5x4 II 3x3= 1.5x4 II 1.5x4 II
3x6= 4x4= 1.5x4 II 3x3= 1.5x4 II 3x3= 3x6 FP= 4x4= 4x6- 6x6-
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 TI
LOIN ICI¢
d
29 28 27 26 25 24 23 22 21 20 19 18 17
3x3= 3x6 FP= 3x6 11 3x6.1I 3x6 FP= 3x3=
3x3= 3x3=
23-10-2
Or3,8 1 8-8 12-M ,13-9-8i 14 9-8i 21-10-12 233-12 i ,
0-33 1S 0 11-1-0 1-0-0 1-0-0 7-1-4 1S-0
Plate Offsets(X,Y)- [2:0-0-2,Edge],[5:0-1-12,Edge],[13:0-1-12,Edge],[16:0-2-12,Edge],[18:0-1-8,Edge],[19:0-3-0,Edge],[20:0-3-0,Edge],[22:0-3-0,0-0-0],[24:0-3-0
Edgel,[26:0-3-0,Edge] [27:0-3-0 Edge] [28:0-3-0 Edgel
LOADING(psf) SPACING- 1-4-5 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL , 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.39 23-24 >712 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.76 23-24 >367 360
BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) -0.12 16 n/a n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:157 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)*Except* NOTES-
T2:2x4 SP M 30(flat) . 1)Unbalanced floor live loads have been considered
BOT CHORD 2x4 SP No.2(flat)*Except* for this design.
B2:2x4 SP M 30(flat) 2)All plates are 5x6 MT20 unless otherwise
WEBS 2x4 SP No.3(flat) indicated.
BRACING- 3)Plates checked for a plus or minus 0 degree
TOP CHORD Structural wood sheathing directly applied or 5-9-11 cc rotation about its center.4)Provide mechanical connection(by others)of truss
purlins. to bearing plate at joint(s)1.
BOT CHORD 5)"Semi-rigid pitchbreaks with fixed heels"Member
Rigid ceiling directly applied or 10-0-0 cc bracing. end fixity model was used in the analysis and design
REACTIONS. (lb/size) of this truss.
1 = 1026/0-2-10 (min.0-1-8) 6)Recommend 2x6 strongbacks,on edge,spaced at
16 = 1030/0-5-14 (min.0-1-8) 10-0-0 cc and fastened to each truss with 3-1 Od
(0.131"X 3")nails. Strongbacks to be attached to
FORCES. (lb) walls at their outer ends or restrained by other means.
Max.Comp./Max.Ten.-All forces 250(lb)or less 7)Gap between inside of top chord bearing and first
except when shown. diagonal or vertical web shall not exceed 0.5001n.
TOP CHORD
2-3=-1609/0,3-4=-1932/0,4-5=-1920/0, LOAD CASE(S)
5-6=-4196/0,6-7=-4196/0,7-8=-5198/0, Standard
8-9=-5198/0,9-1 0=-501 0/0,
10-11=-4096/0,11-12=-4096/0,
12-13=-4096/0,13-14=-1831/0,
14-15=-1836/0,15-16=-1323/0
BOT CHORD
27-28=0/1544,26-27=0/3205,
25-26=0/4842,24-25=0/4842,
23-24=0/5010,22-23=0/5010,
21-22=0/5010,20-21=0/5010,
19-20=0/3116,18-19=0/1268
WEBS
9-23=328/37,10-22=0/388,
9-24=299/499,7-24=0/419,7-26=-739/0,
5-26=0/1133,5-27=-1471/0,3-27=0/730,
10-20=-1202/0,13-20=0/1122,
13-19=-1470/0,15-19=0/951,
3-28=-1135/0,15-18=-950/0,2-28=0/1995,
16-18=011640 Julius Lee%P.E. #34869
1109 Coastal Bay
Boynton Beach,.FL'33435
Job Truss I russ Type �Qty ply
A0357912
58824 F12 Floor 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 2014:35:23 2014 Page 1
ID:YRb6ZZg4rA7iabCgp8wopfz7lFL K._gIOBHCCg2p_JGJ-sx um7UGRvMkRTdGJrdjz4NKl
0-3-8
1-8-9 i 2-6-0 � 2-0-0 0 4H0!
S le=1:45.3
3x6 FP= 3x6 FP=
5x6= 5x6= 5x6= 4x6 II 5x6= 5x6= 6x12=
1 2 3 4 5 6 7 8 9 10 11 12Tj 13 1415
d tolNimI�
d
27 26 25 2423 22 21 20 19 18 17 16
3x3= 6x6= 5x8= 3x6 FP= 5x6= 5x6= 5x10=
3x3= 5x6= 3x6 FP=
25-10-7
Or3i8 2-1-9 12-6-1 i131-1,14-6-11 24-10-9 25-4r1
038 1-10-1 10 1-0-0 1-0-0 10�� S
0-0-6
Plate Offsets(X,Y)- [2:0-0-2,Edge],[3:0-1-8,Edge],[5:0-3-0,Edge],[8:0-3-0,Edge],[9:0-3-0,0-0-0],[11:0-1-8,Edge],[12:0-3-0,Edge],[14:0-5-8,Edge],(18:0-3-12,Edge],
[19:0-1-8,Edge] [21:0-1-8 Edge],[23:0-3-0,Edgel,[25:0-3-12,Edge],[26:0-1-8,Edgel
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.43 22 >712 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.83 22 >368 360
BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) -0.11 15 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:197 lb FT=O%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) 3)Plate(s)atjoint(s)27,10,22,8,21,9,6,23,5,4,
BOT CHORD 2x4 SP M 30(flat) 25,3,26,26,11,19,12,13,18,14,2,17 and 7
WEBS 2x4 SP No.2(flat)*Except* checked for a plus or minus 0 degree rotation about
W2,W4:2x4 SP,No.3(flat) its center.
BRACING-TOP CHORD 4)minus 5 degree rotation about its center.Plate(s)at joint(s)24 and 20 checked for a plus or
i
Structural wood sheathing directly applied or 6-0-0 cc 5)Provide mechanical connection(by others)of truss
puriins. to bearing plate at joint(s)1.
BOT CHORD 6)"Semi-rigid pitchbreaks with fixed heels"Member
Rigid ceiling directly applied or 10-0-0 cc bracing. end fixity model was used in the analysis and design
REACTIONS. (lb/size) of this truss.
1 = 1093/0-2-10 (min.0-1-8) 7)Required 2x6 strongbacks,on edge,spaced at
15 = 1097/0-5-14 (min.0-1-8) 10-0-0 cc and fastened to each truss with 3-1 Od
(0.131"X 3")nails. Strongbacks to be attached to
FORCES. (lb) walls at their outer ends or restrained by other means.
Max.Comp./Max.Ten.-All forces 250(lb)or less 8)Gap between inside of top chord bearing and first
except when shown. diagonal or vertical web shall not exceed 0.500in.
TOP CHORD
2-3=-2032/0,3-4=3849/0,4-5=-3849/0, LOAD CASE(S)
5-6=-6076/0,6-7=6076/0,7-8=6076/0, Standard
8-9=-6286/0,9-10=-6286/0,
10-11=-6286/0,11-12=5557/0,
12-13=-2679/0,13-14=2679/0,
14-15=-325/0
BOT CHORD
25-26=0/2032,24-25=0/5202,
23-24=0/5202,22-23=0/6286,
21-22=0/6286,20-21=0/5557,
19-20=0/5557,18-19=0/4353,17-18=0/395
WEBS
8-23=693/246,5-23=0/949,5-25=-1469/0,
3-25=0/1965,3-26=-1183/0,
11-21=0/1097,11-19=-469/0,
1 2-19=0/1 307,12-18=-1818/0,
1 4-1 8=0124 71,2-26=0/2380,
14-17=-1173/0,15-17=0/1237
NOTES-
1)Unbalanced floor live loads have been considered for Julius Lee,P.E. #34869'
this design. 1109 Coastal Bay
2)All plates are 3x6 MT20 unless otherwise indicated. Boynton Beach,.FL'33435
Job I russ russ Type Qty Ply
A0357913
58824 F13 Floor 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:24 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wapfz7lH_SXY3zMCvzWyvQ8uSshOAX6JMpfnB58Gcsw3OA9z4NKH
0-3-8
I 1-5-3 1 2-6-0 2-0-0 1N7
Scale=1:46.9
4x6 II
3x6 FP= 3x6 FP=
6x6= 5x6= 5x6= 4x6 II 5x6= 5x6= 5x6=
1 2 3 4 5 6 7 8 9 10 11 12Tj 13 14 15 I ITIII
CS lO IN I�I¢
O
27 26 25 24 23 22 21 20 19 18 17 16
3x3=6x6= 5x8= 3x8 MT20H FP-- 5x8= 6x8= 5x6 11 3x3=
3x3= 5x8= 3x8 MT20H FP=
14-2-11 26-3-14
0,3,81 12-2-11 13-2-11 24-7-3 , 26-0-7 ,
0f-81�- ol1 10� 1-00 1-0-0 10-4-8 1-5�037
Plate Offsets(X,Y)— [3:0-1-8,Edge],[5:0-3-0,Edge],[8:0-3-0,Edge],[9:0-3-0,Edge],112:0-3-0,Edge],[14:0-1-8,Edge],[15:0-2-9,Edge],[17:0-3-0,Edge],[18:0-2-4,Edge],
H9:0-4-0,Edgel,[21:0-3-0,0-0-01,[24:0-4-0,Edgel,[25:0-4-0,Edgel,[26:0-1-8,Edge]
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.42 21-22 >745 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.81 21-22 >384 360 MT20H 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) -0.10 15 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:201 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP M 30(flat) NOTES-
BOT CHORD 2x4 SP M 30(flat) 1)Unbalanced floor live loads have been considered
WEBS 2x4 SP No.3(flat)*Except* for this design.
W3,W1:2x4 SP No.2(flat) 2)All plates are MT20 plates unless otherwise
BRACING- indicated.
TOP CHORD 3)All plates are 3x6 MT20 unless otherwise
Structural wood sheathing directly applied or 6-0-0 cc indicated.
purlins. 4)Plates checked for a plus or minus 0 degree
BOT CHORD rotation about its center.
Rigid ceiling directly applied or 10-0-0 oc bracing. 5)Provide mechanical connection(by others)of truss
REACTIONS. (lb/size) to bearing plate atjoint(s)1,15.
= 1124/0-2-10 (min.0-1-8) 6)"Semi-rigid pitchbreaks with fixed heels"Member
1
15 = 112 /0-2-1 (min.0-1-8) end fixity model was used in the analysis and design
of this truss.
7)Required 2x6 strongbacks,on edge,spaced at
FORCES. (lb)
Max.Comp./Max.Ten.-All farces 250(lb)or less 10-0-0 cc and fastened to each truss with 3-10d
except when shown. (0.131"X 3")nails. Strongbacks to be attached to
P CHORD walls at their outer ends or restrained by other means.
TOP
2-3 CHOl0,3 4=-3802/0,4-5=-3802/0, 8)Gap between inside of top chord bearing and first
5-6=-6282/0,6-7=6282/0,7-8=-6282/0, diagonal or vertical web shall not exceed 0.500in.
8-9=-6685/0,9-10=-6155/0,
10-11=-6155/0,11-12=6155/0, LOAD CASE(S)
12-13=-3526/0,13-14=-3526/0, Standard
14-15=-1405/0
BOT CHORD
25-26=0/1834,24-25=015275,
23-24=0/6685,22-23=0/6685,
21-22=0/6685,20-21=0/6685,
19-20=0/6685,18-19=0/5068,
17-18=0/1405
WEBS
8-24=859/113,5-24=0/1093,
5-25=-1600/0,3-25=0/2129,3-26=-1281/0,
9-19=957/15,12-19=0/1180,
12-18=-1674/0,14-18=0/2295,
14-17=-1065/0,2-26=0/2265,
15-17=0/1789
Julius Lee,P.E. #34869
1109 Coastal Bay
Boynton Beach,FIL 33435
a f 4 1
Job Truss I
russ Type Qty ply
A0357914
58824 F14 Floor 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s Mayy 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 2014:35:24 2014 Page 1
I D:YRb6ZZgQrA7 is bOq p8wopfz7lH_-SXY3zM Cvz WyvQ8 u Ssh OAX6JImfn 0566csw3OA9z4N KH
0-3-8
1-1-13 2-6-0 2-0-0 1-3-11 0 3 7
�� l--[Scale=1:46.4
4x6 I I
3x6 FP= 3x6 FP=
6x6= 5x6= 5x6= 4x6 II 5x6= 5x6= 5x6=
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
O I4IN I�I�
d
27 26 25 24 23 22 21 20 19 18 17 16
3x3= 5x8= 3x8 MT20H FP-- 5x8= 5x8= 5x6=3x3=
5x6 11 5x8= 3x8 MT20H FP=
1-6-13 13-11-5 26-M
p,3 8 11-11-5 12-11-5 24-0-13 25-9-1 , ,
0L-81-3-5 10-4-8 1-0-0 1-0-0 10-4-8 1-5403-7
Plate Offsets(X,Y)— [3:0-1-8,Edge],[5:0-3-0,Edge],[8:0-3-0,Edge],[9:0-3-0,Edge],(12:0-3-0,Edge],[14:0-1-8,Edge],[15:0-2-9,Edge],[17:0-1-8,Edge],[18:0-2-4,Edge],
119:0-4-0,Edgel,[21:0-3-0,0-0-01,[24:0-4-0,Edge],[25:0-3-12,Edgel,[26:0-3-0,Edgel
LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.44 21-22 >704 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.85 21-22 >363 360 MT20H 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.99 Horc(TL) -0.11 15 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:199 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) NOTES-
BOT CHORD 2x4 SP M 30(flat) 1)Unbalanced floor live loads have been considered
WEBS 2x4 SP No.3(flat)`Except' for this design.
W3:2x4 SP No.2(flat) 2)All plates are MT20 plates unless otherwise
BRACING- indicated.
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 3)All plates are 3x6 MT20 unless otherwiseindicated.
ROT CHORD
purT 4)Plates checked for a plus or minus 0 degree
rotation about its center.
Rigid ceiling directly applied or 10-0-0 oc bracing. 5)Provide mechanical connection(by others)of truss
REACTIONS. (lb/size) to bearing plate atjoint(s)1,15.
1 = 1112/0-2-10 (min.0-1-8) 6)"Semi-rigid pitchbreaks with fixed heels"Member
15 = 1116/0-2-15 (min.0-1-8) end fixity model was used in the analysis and design
of this truss.
FORCES. (lb) 7)Required 2x6 strongbacks,on edge,spaced at
Max.Comp./Max.Ten.-All forces 250(lb)or less 10-0-0 oc and fastened to each truss with 3-10d
except when shown. (0.131"X 3")nails. Strongbacks to be attached to
TOP CHORD walls at their outer ends or restrained by other means.
2-3=-1552/0,3-4=3559/0,4-5=-3559/0, 8)Gap between inside of top chard bearing and first
5-6=-6085/0,6-7=6085/0,7-8=-6085/0, diagonal or vertical web shall not exceed 0.500in.
8-9=-6546/0,9-10=-6044/0,
10-11=-6044/0,11-12=6044/0, LOAD CASE(S)
12-13=-3474/0,13-14=-3474/0, Standard
14-15=-1384/0
BOT CHORD
25-26=0/1552,24-25=015066,
23-24=0/6546,22-23=0/6546,
21-22=0/6546,20-21=0/6546,
19-20=0/6546,18-19=0/4995,
17-18=0/1384
WEBS
8-24=-896/61,5-24=0/1107,5-25=-1635/0,
3-25=0/2172,3-26=1343/0,
9-19=928/29,12-19=0/1139,
12-18=-165110,14-18=0/2261,
14-17=-1052/0,2-26=0/2080,
15-17=0/1765
Julius Lee;P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
� D
o russ 35
cuss Type ty y
A07915
58824 F15 Floor 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:25 2014 Page 1
ID:YRb6ZZgGirA7iabOgp8wopfz7lH_wj6RAiDXkp4m2HTfQPvP4JsSn37ggaNm5Zoyicz4NKG
0-3-8
10-, 2-6-0 2-0-0 1-3-11 N
0 3 7
~� Srale=1:45.8
6x6= 3x6 FP= 3x6 FP-
5x6= 5x6= 4x6 11 4x6 11 5x6= 5x6= 5x6=
1 2 3 4 5 6 7 8 9 10 11 12 TI 13 14 15
O
27 26 25 24 23 22 21 20 19 18 17 16
5x6 11 5x8= 3x8 MT20H FP-- 5x8.= 5x8= 5x6=3x3=
5x8= 3x8 MT20H FP--
1-3-7 13-7-15 25-9-2
0 M i 11-7-15 12-7-15 24-0-7 i 255-11, ,
0-3-8 10-4-8 1-0 0 1-0-0 10-4-8 1-5�0-3-7
0-11-15
Plate Offsets(X,Y)— [3:0-1-8,Edge],[5:0-3-0,Edge],[8:0-3-0,Edge],[9:0-3-0,Edge],[12:0-3-0,Edge],[14:0-1-8,Edge],[15:0-2-9,Edge],[17:0-1-8,Edge],[18:0-2-4,Edge],
It9:0-4-0 Edge] [21:0-3-0 0-0-0] [24:0-4-0 Edge] [25:0-3-12,Edge] [26:0-3-0,Edge]
LOADING(psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.42 21-22 >726 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.82 21-22 >374 360 MT20H 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) -0.11 15 n/a n/a
BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight:197 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) NOTES-
BOT CHORD 2x4 SP M 30(flat) 1)Unbalanced floor live loads have been considered
WEBS 2x4 SP No.3(flat)'Except' for this design.
W3:2x4 SP No.2(flat) 2)All plates are MT20 plates unless otherwise
BRACING- indicated.
TOP CHORD 3)All plates are 3x6 MT20 unless otherwise
Structural wood sheathing directly applied or 6-0-0 oc indicated.
purlins. 4)Plates checked for a plus or minus 0 degree
BOT CHORD rotation about its center.
Rigid ceiling directly applied or 10-0-0 oc bracing. 5)Provide mechanical connection(by others)of truss
REACTIONS. (Ib/size), to bearing plate atjoint(s)1,15.
1 = 1100/0-2-10 (min.0-1-8) 6)"Semi-rigid pitchbreaks with fixed heels"Member
15 = 1104/0-2-15 (min.0-1-8) end fixity model was used in the analysis and design
of this truss.
FORCES. (lb) 7)Required 2x6 strongbacks,on edge,spaced at
Max.Comp./Max.Ten.-All farces 250(lb)or less 10-0-0 oc and fastened to each truss with 3-10d
except when shown. (0.131"X 3")nails. Strongbacks to be attached to
P CHORD walls at their outer ends or restrained by other means.
TOP
2-3 CHO/0,3 4=3321/0,4-5=-3321/0, 8)Gap between inside of top chord bearing and first
5-6=-5899/0,6-7=-5899/0,7-8=-5899/0, diagonal or vertical web shall not exceed 0.500in.
8-9=-6403/0,9-10=-5944/0,
10-1 1=-5944/0,11-12=5944/0, LOAD CASE(S)
12-13=-3430/0,13-14=3430/0, Standard
14-15=-1368/0
BOT CHORD
25-26=011268,24-25=0/4853,
23-24=0/6403,22-23=0/6403,
21-22=0/6403,20-21=0/6403,
19-20=0/6403,18-1 9=0/4922,
17-18=0/1368
WEBS
8-24=922/20,5-24=0/1136,5-25=-1663/0,
3-25=0/2221,3-26=1439/0,
9-19=887/56,12-19=0/1111,
12-18=-1620/0,14-18=0/2230,
14-17=-1039/0,2-26=0/1944,
15-17=0/1746
Jullus Lee;P.E. 934869.
1109 coastal Bay.
Boynton Beachz"FL 33435
t r
Job I russ russ Type Qty Ply
A0357916
58824 F16 Floor 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,Fl.34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:25 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=wj6RAiDXkp4m2HTfQPvP4JsS137ggaQm5Zoyicz4NKG
0-3-8
2-6-0 2-0-0 1-3-11 N
0 3 7
~� Scale=1:45.3
7x6= 3x6 FP= 3x6 FP=
5x6= 5x6= 4x6 I I 4x6 11 5x6= 5x6= 5x6=
1 2 3 . 4 5 6 7 8 9 10 11 12 Tj 13 14 15 II
d
27 26 25 24 23 22 21 20 19 18 17 16
4x8 I I 5x10= 3x8 MT20H FP-- 5x8= 5x8= 5x6=3x3=
5x8= 3x8 MT20H FP--
1-0-1 255-11
OT38 , 11-4-9 12-4-9,13�-9, 23-9-1 25-2-4 i ,
0-3-8 104-8 1-0-0 1-0-0 10-4-8 1S_0"7
0-8-9
Plate Offsets MY)— [3:0-1-8,Edge],[5:0-3-0,Edge],[8:0-3-0,Edge],[9:0-3-0,Edge],[12:0-3-0,Edge],[14:0-1-8,Edge],[15:0-2-9,Edge],[17:0-1-8,Edge],[18:0-2-4,Edge],
[19:0-4-0 Edgel,[21:0-3-0 0-0-01,[24:0-4-4 Edge1,[21:0-3 0-0 [24:0-4-0,Edgel,[25:0-4-8,Edgel[25:0-4-8,Edgel
LOADING(psf) SPACING- 1-4-5 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.41 21-22 >733 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.80 21-22 >378 360 MT20H 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) -0.11 15 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:195 lb FT=O%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) 3)All plates are 3x6 MT20 unless otherwise
BOT CHORD 2x4 SP M 30(flat) indicated.
WEBS 2x4 SP No.3(flat)`Except' 4)Plates checked for a plus or minus 0 degree
BRACING-
W3:2x4 SP No.2(flat) rotation about its center.
'
TOP CHORD 5)Provide mechanical connection(by others)of truss
Structural wood sheathing directly applied or 6-0-0 cc to bearing plate at joint(s)1,15.
puriins. 6) 'Semi-rigid pitchbreaks with fixed heels"Member
BOT CHORD end fixity model was used in the analysis and design
of this truss.
Rigid ceiling directly applied or 10-0-0 oc bracing.
7)Required 2x6 strongbacks,on edge,spaced at
REACTIONS. (Ib/size) 10-0-0 oc and fastened to each truss with 3-10d
= 1109/0-2-10 (min.0-1-8) (0.131"X 3")nails. Strongbacks to be attached to
1
15 = 1109/0-2-15 (min.0-1-8) walls at their outer ends or restrained by other means.
8)Gap between inside of top chord bearing and first
FORCES. (lb) diagonal or vertical web shall not exceed 0.500in.
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown. LOAD CASE(S)
TOP CHORD Standard
2-3=-997/0,3-4=-3145/0,4-5=-3145/0,
5-6=-5825/0,6-7=-5825/0,7-8=-5825/0,
8-9=-6382/0,9-10=-5959/0,
10-1 1=-5959/0,11-12=5959/0,
12-13=-3451/0,13-14=3451/0,
14-15=-1379/0
BOT CHORD
25-26=01997,24-25=0/4730,23-24=0/6382,
22-23=0/6382,21-22=0/6382,
20-21=0/6382,19-20=0/6382,
18-19=0/4943,17-18=0/1379
WEBS
8-24=-967/0,5-24=0/1189,5-25=-1721/0,
3-25=0/2324,3-26=-1631/0,9-19=-862/84,
12-19=0/1103,12-18=-1620/0,
14-18=0/2242,14-17=-1047/0,
2-26=0/1937,15-17=0/1759
NOTES-
1)Unbalanced floor live loads have been considered for
this design. Jullus Lee;P.E. #34869
2)All plates are MT20 plates unless otherwise
indicated. 1109 Coasta6Bay
Boynton Beaeh,'FL 33435
o -as I
russ Type y y
A0357917
58824 �1`17 Floor 1 1
Job Reference o tional
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Ina Fri Jun 20 14:35:26 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_OvgpN2E9V7CdgR2r 6QecXOd4TOEZ3OvJDYVE2z4NKF
0-3-9
1-5-0 1 4 7 , 2-6-0 2-0-0 1-3-12 0 3 7
�� Scale=1:44.8
4x6 11
3x6 FP= 3x6 FP=
6x6= 5x6= 5x6= 4x6 II 5x6= 5x6= 5x6=
1 2 3 4 5 6 7 8 9 10 11 12 Tj 13 14 15
l�
1 �1
d 1' NI�1�
O
27 26 25 24 23 22 21 20 19 18 17 16
3x3= 6x6= 5x8= 5x8= 3x6 FP= 4x6 II 5x6= 5x8= 5x6=3x3=
3x3= 3x6 FP=
25-2-3
0 3,9 1�-9 11-1-0 ,12-1-0,13-1-0, 23-" 12 110
10-12
0-3-9 1 S-0 9-4-7 1-0 0 1-0-0 104-8 1-5�13-7
Plate Offsets(X,Y)- [3:0-1-8,Edge],[5:0-3-0,Edge],[8:0-3-0,Edge],[9:0-3-0,0-0-0],[11:0-3-0,Edge],[12:0-3-0,Edge],[14:0-1-8,Edge],[15:0-2-9,Edge],[17:0-1-8,Edge],
[18:0-2-4 Edgel [19:0-1-8 Edgel [21:0-3-0 Edge] [24:0-4-0,Edge] 125:04-0,Edgel,[26:0-1-8 Edgel
LOADING(pso SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.42 21 >710 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.90 Vert(TL) -0.81 21-22 >367 360
BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) -0.10 15 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:193 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) NOTES-
BOT CHORD 2x4 SP No.2(flat) 1)Unbalanced floor live loads have been considered
WEBS 2x4 SP No.3(flat)*Except* for this design.
W4,W1:2x4 SP No.2(flat) 2)All plates are 3x6 MT20 unless otherwise
BRACING- indicated.
TOP CHORD 3)Plate(s)atjoint(s)27,10,22,8,21,9,6,24,5,4,
Structural wood sheathing directly applied or 6-0-0 cc 25,3,11,19,12,13,18,14,17,7,15,26,26,2 and
purlins. 16 checked for a plus or minus 0 degree rotation
BOT CHORD about its center.
Rigid ceiling directly applied or 10-0-0 cc bracing. 4)Plate(s)at joint(s)23 and 20 checked for a plus or
REACTIONS. (lb/size) minus 5 degree rotation about its center.
= 1075/0-2-11 (min.0-1-8) 5)Provide mechanical connection(by others)of truss
1
15 = 107 /0-2-15 (min.0-1-8) to bearing plate atjoint(s)1,15.
6)"Semi-rigid pitchbreaks with fixed heels"Member
FORCES. (lb) end fixity model was used in the analysis and design
of this truss.
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown. 7)Required 2x6 strongbacks,on edge,spaced at
P CHORD 10-0-0 cc and fastened to each truss with 3-10d
TOP 4=/0,3 2849/0,4-5=-2849/0, (0.131"X 3")nails. Strongbacks to be attached to
2-3CHO
5-6=-5527/0,6- =2847/0,7-8=-5527/0, walls at their outer ends or restrained by other means.
8-9=-6108/0,9-10=-6108/0, 8)Gap between inside of top chord bearing and first
10-11=-6108/0,11-12=5755/0, diagonal or vertical web shall not exceed 0.500in.
12-13=-3348/0,13-14=-3348/0,
14-15=-1339/0 LOAD CASE(S)
BOT CHORD Standard
25-26=0/1718,24-25=0/4418,
23-24=0/6108,22-23=0/6108,
21-22=0/6108,20-21=0/5755,
19-20=0/5755,18-19=0/4773,
17-18=0/1339
WEBS
8-24=-970/0,5-24=0/1204,5-25=-1704/0,
3-25=0/1396,11-21=-126/794,
11-19=-347/0,12-19=0/1066,
12-18=-1547/0,14-18=0/2173,
14-17=-1014/0,15-17=0/1706,
3-26=1225/0,2-26=0/2130
Jullus Lee;P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
i 1
Job I russ Truss Type Qy y
A0357918
58824 F18G FLOOR GIRDER 1
2 Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:26 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH--OvgpN2E9V7CdgR2r 6QecXOhKTSDZ5fvJDYVE2z4NKF
—11-9� 2-6-0 2-0-0 3-1-4
Scale=1:41.7
4x6= 1.5x4 11 3x4= 1.5x4 11 3x4= 1.5x4 11 5x6= 3x4= 1.5 11 4x8=
1 2 3 4 5 6 7 8 9 10
lu
"I TP ;
I
19. 18 17 16 15 14 13 12 11
2x4 II 3x8= 3x8= 4x6= 3x4= 3x4= 5x8= 3x4 II
1.5x4 11
0-gr12 10-9-9 ,11-9-912-9-9 24-9-13 24-,'10-9
0- -12 10-8-13 1-0-0 1-0-0 12-0-4 0- '-12
Plate Offsets(X Y)— [1:0-2-4 0-2-01 [7:0-3-0,0-3-01,[10:0-4-0 0-1-81,[12:0-1-12 0-2-01
LOADING(psf) SPACING- 0-11-3 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.41 13-14 >706 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.80 13-14 >362 360
BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.09 11 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:232 Ito FT=0%
LUMBER-
TOP CHORD 2x4 SP M 31 'Except` 2)All loads are considered equally applied to all plies,
71:2x4 SP M 30 except if noted as front(F)or back(B)face in the
BOT CHORD 2x4 SP M 31 LOAD CASE(S)section.Ply to ply connections have
WEBS 2x4 SP No.3'Except* been provided to distribute only loads noted as(F)or
W1:2x8 SP No.2,W5:2x4 SP M 30
BRACING- (B),unless otherwise indicated.
TOP CHORD 3)Unbalanced floor live loads have been considered
Structural wood sheathing directly applied or 5-6-6 oc for this design.
pudins, except end verticals. 4) ,18,1 ,7,8,t12 19,1,11,10,15,5,plus
6,r 17,
BOT CHORD 3,2,18,13,7,8,12 and 9 checked for a plus or
minus 0 degree rotation about its center.
Rigid ceiling directly applied or 10-0-0 oc bracing.
5)Plate(s)at joint(s)16 checked for a plus or minus 4
REACTIONS. (lb/size) degree rotation about its center.
19 = 1003/Mechanical 6)Refer to girder(s)for truss to truss connections.
11 = 2297/Mechanical 7)"Semi-rigid pitchbreaks with fixed heels"Member
end fixity model was used in the analysis and design
FORCES. (lb) of this truss.
Max.Comp./Max.Ten.-All forces 250(lb)or less 8)Required 2x6 strongbacks,on edge,spaced at
except when shown. 10-0-0 oc and fastened to each truss with 3-10d
TOP CHORD (0.131"X 3")nails. Strongbacks to be attached to
1-1P CHO/0,10-11=-2173/0,1-2=-2017/0, walls at their outer ends or restrained by other means.
-1=-968/ , 0-11=443/0,4-5=-5443/0, 9)Hanger(s)or other connection device(s)shall be
2-3=-014/0,6-7=7014/0,7-5=-5 43/0 provided sufficient to support concentrated load(s)
8-9=-7053/0,9-70 70183/0 1853 lb down at 21-2-9 on top chord. The
BOT CHORD design/selection of such connection device(s)is the
17-18=0/3937,16-17=017014, responsibility of others.
15-16=0I7014,14-15=0/7014,
13-14=0/7840,12-13=017707,11-12=0/390 LOAD CASE(S)
WEBS Standard
5-15=0/313,5-17=-1884/0,3-17=0/1618, 1)Dead+Floor Live(balanced):Lumber
3-18=-2064/0,1-18=0/2109,8-12=-713/0, Increase=1.00,Plate Increase=1.00
9-1 2=1 82310,10-12=017354, Uniform Loads(plf)
7-14=1221/0 Vert:11-19=-9,1-10=-51
NOTES-
Concentrated Loads(lb)
1)2-ply truss to be connected together with 10d Vert:9=-1828(F)
(0.131"x3")nails as follows:
Top chords connected as follows:2x8-2 rows
staggered at 0-9-0 oc,2x4-1 row at 0-2-0 oc.
Bottom chords connected as follows:2x4-1 row at
0-9-0 oc. Julius Lee;P.E. #34869
Webs connected as follows:2x4-1 row at 0-9-0 oc. 110.9 Coastal Bay
Boynton Beach,.FL 33435
Job Truss Truss Type Qty Hly
A0357919
58824 F19 Floor 1 1
7JobRfrnce(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 2014:35:26 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH-OvgpN2E9V7CdgR2r 6QecXOfdTPKZ6cvJDYVE2z4NKF
0-3-8
2-6-4 2 � 2i Sta
le le=1:35.8
1.5x4 II
3x6 3x3= 1.5x4 II 3x4= 1.5x4 II 3x4= 3x4= 3x6 FP= 1.5x4 II 3x6= 4x6=
1 2 3 4 5 6 7 8 9 10 11 12 13
22 21 20 19 18 17 16 15 14
4x8= 3x6 FP=3x6= 1.5x4 11 1.5x4 11 3x6= 4x6=3x3 11
Or3T8 10-8-4 11-8-4,12-8 4, - 20-11-8
0-3-8 10-4-12 1-0-0 1-0-0 8-3-4
Plate Offsets(X Y)- [2:Edoe 0-3-01 [7:0-1-8 Edge] [8:0-1-8,Edge1 [16:0-1-12,Edgel
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.33 18-19 >752 480 MT20 2441190
TCDL 15.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.64 18-19 >388 360
BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) -0.01 14 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP M 30(flat) - 5)Provide mechanical connection(by others)of truss
BOT CHORD 2x,4 SP M 30(flat) to bearing plate atjoint(s)1.
WEBS 2x4 SP No.3(flat)*Except* 6)"Semi-rigid pitchbreaks with fixed heels"Member
W1:2x4 SP No.2(flat) end fixity model was used in the analysis and design
BRACING- of this truss.
TOP CHORD pa
Structural wood sheathing directly applied or 6-0-0 oc 7)Recommend 2x6 strongbacks,on edge,s ced at
10-0-0 oc and fastened to each truss with 3-10d
ROT CHORD
purT except end verticals. (0.131"X 3")nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
Rigid ceiling directly applied or 10-0-0 oc bracing. 8)CAUTION,Do not erect truss backwards.
REACTIONS. (lb/size)
14 = 903/Mechanical LOAD CASE(S)
1 = 899/0-2-10 (min.0-1-8) Standard
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
13-14=-929/0,2-3=-1939/0,3-4=-1941/0,
4-5=-1941/0,5-6=-3736/0,6-7=-3736/0,
7-8=-3808/0,8-9=-3025/0,9-10=-3025/0,
10-11=-3025/0,11-12=-632/0,
12-13=-632/0
BOT CHORD
20-21=0/3007,19-20=0/3007,
18-19=0/3808,17-18=0/3808,
16-17=0/3808,15-16=0/1874
WEBS
7-19=450/224,6-19=-263/0,5-19=0/806,
5-21=-1 179/0,4-21=-284/0,2-21=0/2123,
8-16=-1020/0,11-16=0/1273,
11-15=-1439/0,13-15=0/1115
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)Plate(s)atjoint(s)20 checked for a plus or minus 5
degree rotation about its center.
3)Plate(s)atjoint(s)14,13,9,3,18,7,17,8,6,19,5,4
,21,2,10,16,11,15 and 12 checked for a plus or Julius Lee;P.E. 934869
minus 0 degree rotation about its center. 1109 Coastal Bay
4)Refer to girder(s)for truss to truss connections.
Boynton Beach,.FL 33435
Job NSS russ ype ty y
58824 F20 Floor 1 1
Job Reference(optional) A0357920
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:27 2014 Page 1
ID:YRb6ZZgQrA7iabOq p8wopfz7lH_-t6EBbNFoGRKUlbcl Ypxt9kxkTtjPIXg3YtH3mUz4N KE
0-3-8
0�6i 2-6-0 2�0-0 2-0-0
S le=1:35.3
1.5x4 II 1.5x4 II
4x4� 4x6= 3x4= 1.5x4 11 3x4= '3x4= 3x6 FP=1.5x4 11 3x6= 4x6=
1 2 3 4 5 6 7 8 9 10 11 12 13
N01 it VA 11
23 22 21 20 19 18 17 16 15 14
4x6= 4x6= 3x6 FP=3x6= 1.5x4 11 1.5x4 11 3x6= 4x6=3x3 11
Or318 1-8-8 10-4-14 11-4-1412 4-14, 20-8-1
0-3-8 1-5-0 8-8-6 1-0-0 1-0-6 8-3-4
Plate Offsets(X,Y)- [2:Edge,0-3-131,[7:0-1-8,Edge1 [8:0-1-8,Edge] [16:0-1-12,Edge],[22:0-1-8,Edge]
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.34 18-19 >723 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.90 Vert(TL) -0.66 18-19 >375 360
BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) -0.02 14 n/a n/a
BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:108 lb FT=O%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat) 4)Refer to girder(s)for truss to truss connections.
BOT CHORD 2x4 SP No.2(flat) Except'
x4 SP M 30(flat) 5)Provide mechanical connection(by others)of truss
B2:2
WEBS 2x4 No. 30at) to bearing plate at joint(s)1.
BRACING- 6)"Semi-rigid pitchbreaks with fixed heels"Member
TOP CHORD end fixity model was used in the analysis and design
Structural wood sheathing directly applied or 2-2-0 oc of this truss.
pudins, except end verticals. 7)Recommend 2x6 stongbacks,on edge,spaced at
BOT CHORD 10-0-0 cc and fastened to each truss with 3-1 Od
Rigid ceiling directly applied or 10-0-0 cc bracing. (0.131"X 3")nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
REACTIONS. (lb/size) 8)CAUTION,Do not erect truss backwards.
14 = 890/Mechanical
1 . = 887/0-2-10 (min.0-1-8) LOAD CASE(S)
FORCES. (lb) Standard
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
13-14=-918/0,2-3=-1219/0,3-4=-1708/0,
4-5=-1708/0,5-6=-3609/0,6-7=-3609/0,
7-8=-3716/0,8-9=2971/0,9-1 0=-2971/0,
10-11=-2971/0,11-12=-623/0,
12-13=-623/0
BOT CHORD
21-22=0/1223,20-21=0/2854,
19-20=0/2854,18-19=0/3716,
17-18=0/3716,16-17=0/3716,
15-16=0/1845
WEBS
7-19=468/191,5-19=0/835,5-21=-1267/0,
3-21=01862,8-16=-981/0,11-1 6=0/1 246,
11-15=-1415/0,1 3-15=0/1 100,
3-22=928/0,2-22=0/1547
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)Plate(s)at joint(s)20 checked for a plus or minus 5
degree rotation about its center.
3)Plate(s)atjoint(s)14,13,9,3,18,7,17,8,6,19,5,4 Julius Lee;P.E. #34869
,21,10,16,11,15,12,22 and 2 checked for a plus or
minus 0 degree rotation about its center. 11 y Coastal Bay
Boynton Beach,.FL 33435
Job russ I russ Type y y
A0357921
58824 F21 G Floor Girder 1 ,
2 Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20-14:35:27 2014 Page 1
I D:YRb67ZgQrA7iabOgp8wopfz7lH_-t6EBbNFoGRKU Ibci Ypxt9kxgftvZlfQ3YtH3mUz4NKE
0 4 2-0-0 2-3-0 2-3-0 2-10-6 2-10-6 1i
Scale=1:34.8
2x4 11 3x4= 1.5x4 11 1.5x4 11 3x4= 2x4 11 5x8= 2x4 11 3x6=
1 2 3 4 5 6 7 8
2 d, 4 6
d
17 16 15 14 12 10
4x6= 3x4= 3x4= 3x4= 4x12= 1.5x4 11 4x12= 1.5x4 II
4-11-5 5-11-5 6-11-5 12-0-4 12 0-6 15-4-2 18-7-14 18 8-0 20-7-14
4-11-5 1-0-0 1-0-0 5-0-15 0- -2 3-3-12 3-3-12 0- -2 1-11-14
Plate Offsets(X Y)— 17:0-4-0,0-3-01,[17:0-2-4,0-2-01
LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.02 16 >999 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.19• Vert(TL) -0.04 16 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 13 n/a n/a
BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight:196 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
BOT CHORD 2x4 SP No.2 1)2-ply truss to be connected together with 1 Od
WEBS 2x4 SP No.3*Except* (0.131"x3")nails as follows:
W1:2x8 SP No.2,W7:2x6 SP No.2 Top chords connected as follows:2x8-2 rows
BRACING-TOP CHORD staggered at 0-9-0 cc,2x6-2.rows staggered at 0-9-0
cc,2x4-1 row at 0-2-0 cc.
Structural wood sheathing directly applied or 6-0-0 cc Bottom chords connected as follows:2x4-1 row at
purlins, except end verticals. 0-9-0 oc.
ROT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Webs connected as follows:2x4-1 row at 0-9-0 cc,2x8-2 rows staggered at 0-9-0 cc.
REACTIONS. (lb/size) 2)All loads are considered equally applied to all plies,
17 = 448/Mechanical except if noted as front(F)or back(B)face in the
11 = 1849/0-3-8 (min.0-1-8) LOAD CASE(S)section.Ply to ply connections have
13 = 1175/0-3-8 (min.0-1-8) been provided to distribute only loads noted as(F)or
(B),unless otherwise indicated.
Max Grav 454(LC 5) 3)Unbalanced floor live loads have been considered
17 11 = 191 (LC(LC for this design.
13 = 1188(LC 3) 4)Plates checked for a plus or minus 0 degree
rotation about its center.
FORCES. (lb) 5)Refer to girder(s)for truss to truss connections.
Max.Comp./Max.Ten.-All forces 250(lb)or less 6)"Semi-rigid pitchbreaks with fixed heels"Member
except when shown. end fixity model was used in the analysis and design
TOP CHORD of this truss. -
2-3=-CHOR,3 4=1081/0,4-5=-1081/0, 7)Recommend 2x6 strongbacks,on edge,spaced at
5-3=-10836,6-18=0/736,6-7=0/736, 10-0-0 cc and fastened to each truss with 3-1 Od
7-8=00 736,6-9=0/1993 (0.131"X 3")nails. Strongbacks to be attached to
BOT CHORD walls at their outer ends or restrained by other means.
BOO C01775,15-16=0/1081,14-15=0/538, 8)CAUTION,Do not erect truss backwards.
13-14=0/538,12-13=/1081,, 9)Hanger(s)or other connection device(s)shall be
11-12=04538,0 provided sufficient to support concentrated load(s)
570 lb down at 11-6-2,and 1212 lb down at 20-5-2
WEBS
WEBS712/0,8-11=-335/0,2-16=0/379, on top chord. The design/selection of such
2-17=789/0,5-15=0/622,5-13=1344/0, connection device(s)is the responsibility of others.
7-13=0/672,9-11=-2202/0,7-11=-1114/0
LOAD CASE(S)
Standard
1)Dead+Floor Live(balanced):Lumber
Increase=1.00,Plate Increase=1.00
Uniform Loads(plo
Vert:10-17=-13,1-9=-73 Julius Leer P.E. #34869
Concentrated Loads(lb) 1;109 Coastal Bay
Vert:9=-1212(B)18=-516(F) Boynton Beach,FL 33435
Job I toss I
cuss I ype Qt
y ply
A0357922
58824 F22 Floor 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MTek Industries,Inc Fri Jun 20 14:35:28 2014 Pagge�1
ID:YRb6ZZgQrA7iabOgp8wopfz71H=LlnZojFQIkSLviBE5XS6hyT12HA114mCnXlcJwz4NKD
0-3-8
15� i 1i� 2-0-0 2-6-0 1-6-9
Scale=1:18.9
3x4 3x3 11 3x3= 1.5x4 11 1.5x4 11 3x4= 3x3 11
1 2 3 4 5 6 7 8
0
l
13 12 11 10 9
3x6= 3x3= 3x4=
3x6=
-3- 4-8-7 5-8 7 6-8-7 11-1-9
3- 4-4-15 1-0-0 1-0.0 4-5-1
Plate Offsets(X,Y)— [2:Edge,0-2-41,[10:0-1-8,Edge1
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.07 11-12 >999 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.14 9-10 >974 360
BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.01 9 n/a n/a
BCDL 10.0 Code FBC201 O/TPI2007 (Matrix) Weight:58 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat) LOAD CASE(S)
BRACING- Standard
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
9 = 477/Mechanical
1 = 473/0-2-10 (min.0-1-8)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
2-3=-616/0,3-4=-617/0,4-5=1071/0,
5-6=-1071/0,6-7=1071/0
BOT CHORD
11-12=0/895,10-11=0/1071,9-10=0/571
WEBS
2-12=0/781,4-12=-363/0,7-10=0/554,
7-9=-704/0,4-11=0/325
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Refer to girder(s)for truss to truss connections.
4)Provide mechanical connection(by others)of truss to
bearing plate at joint(s)1.
5)"Semi-rigid pitchbreaks with fixed heels"Member end
fixity model was used in the analysis and design of this
truss.
6)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
(0.131"X Tj nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means. Jullus.Lee;P.E. #34869
7)CAUTION,Do not erect truss backwards.
1709 Coastal Bay
Boynton Beach,.FL 33435
o } f
Job I russ I runs Type Qty ply
A0357923
58824 F23 Floor 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:28 2014 Page 1
ID:YRb6ZZgQrA7iabOgpBwopf771H=LlnZojFQ1kSLvIBE5XS6hyTlZHBxl4xCnXlcJwz4NKD
0-3-8
1-5-0 1, 1�13 2-0-0 2-6-0 1-6-9
tale=1:18.4
3x4 3x3 11 3x3= 1.5x4 11 1.5x4 11 3x4= 3x3 11
1 2 3 4 5 6 7 8
Ti
CT
4
13 12 11 103x4= 9
3x6= 3x3=
3x6=
3- 4-5-1 5-5-1 6-5-1 10-10-2
-3- 4-1-9 1-0-0 1-0-0 4-5-1
Plate Offsets(X,Y)— [2:Edge,0-2-41,[10:0-1-8 Edgel
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.06 9-10 >999 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.14 9-10 >907 360
BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.01 9 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:57 lb FT=O%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat) LOAD CASE(S)
BRACING- Standard
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
9 = 465/Mechanical
1 = 461/0-2-10 (min.0-1-8)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
2-3=-598/0,3-4=-599/0,4-5=1019/0,
5-6=-1019/0,6-7=1019/0
BOT CHORD
11-12=0/840,10-11=0/1019,9-10=0/554
WEBS
2-12=01758,4-12=-329/0,7-10=0/517,
7-9=-684/0,4-11=0/332
NOTES-
1)Unbalanced floor live loads have been considered for
this design.
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Refer to girder(s)for truss to truss connections.
4)Provide mechanical connection(by others)of truss to
bearing plate atjoint(s)1.
5)"Semi-rigid pitchbreaks with fixed heels"Member end
fixity model was used in the analysis and design of this
truss.
6)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131"X 3")nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means. Julius Lee;P.E. 934869
7)CAUTION,Do not erect truss backwards.
1:109 Coastal Bay
Boynton Beach,fl-33435
Job I russ I
cuss Type City Ply
A0357924
58824 F24G FLOOR GIRDER 1
2 Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:28 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=LlnZojFQIkSLvIBE5XS6hyTOVH54lxOCnXlcJwz4NKD
1-9-10 1-7-14 2-0-0 2-7-5 2-7-5
Scale=1:25.2
1.5x4 11 1.5x4 I I 5x8=
1 4x8= 2 4x6= 3 3x4= 4 5 4x4= 6 7
W2 W 5
1 01 Li Li
5 a,
14 a' 13 12 11 10 9 8
3x4 11 3x6= 4x6= 3x4= 15-1-11 1.5x4 11 6x10= 2x4 II
-0-8-7, 1-10-15 3-10 4 11-1-11 14-4-6 14r6-0
rt&7 1-10-15 1-11-6 7-3-7 3-2-11 0- -10
Plate Offsets(X,Y)-- [2:0-2-8,0-2-01,[3:0-1-12,0-1-81,[7:0-4-0,0-2-01,[9:0-3-8,0-2-81,rl1:0-1-12,0-1-81,fl2:0-2-8,0-2-01,rl3:0-1-12,0-1-81
LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.16 10-11 >999 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.47 10-11 >368 360
BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) -0.07 14 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:143 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP M 31 2)All loads are considered equally applied to all plies,
BOT CHORD 2x4 SP M 31 except if noted as front(F)or back(B)face in the
WEBS 2x4 SP No.3*Except* LOAD CASE(S)section.Ply to ply connections have Concentrated Loads(lb)
W2:2x8 SP No.2,W5:2x4 SP M 30 been provided to distribute only loads noted as(F)or Vert:6=-235(F)
W1:2x4 SP No.2 4)2nd chase Dead+Floor Live(unbalanced):Lumber
3)
BRACING- unless otherwise indicated. Increase=1.00,Plate Increase=1.00
TOP CHORD 3)Unbalanced floor live loads have been considered Uniform Loads(plo
Structural wood sheathing directly applied or 4-6-15 cc for this design.4)Plates checked for a plus or minus 0 degree Vert:8-14=-13,1-4=-227,4-15=-403,7-15=-383
purlins, except end verticals. rotation about its center. Concentrated Loads(lb)
BOT CHORD ro ro Load case(s)1,2,3,4,5,6 has/have been Vert:6=-61 O(F)
Rigid ceiling directly applied or 10-0-0 cc bracing. modified.Building designer must review loads to 5)3rd chase Dead:Lumber Increase=1.00,Plate
verify that they are correct for the intended use of this Increase Uniform LoadLoad
1.00
REACTIONS. (lb/size) s(plf)
14 = 3156/0-8-0 (min.0-1-8) truss. Vert:8-14=13,1-5=-403,5-15=-227,7-15=-207
8 = 3486/0-3-8 (min.0-1-8) 6)"Semi-rigid pitchbreaks with fixed heels"Member Concentrated Loads(lb)
end fixity model was used in the analysis and design Vert:6=-235(F)
FORCES. (lb) of this truss. 6)4th chase Dead:Lumber Increase=1.00,Plate
Max.Comp./Max.Ten.-All forces 250(lb)or less 7)Recommend 2x6 strongbacks,on edge,spaced at Increase=1.00
10-0-0 cc and fastened to each truss with 3-10d
except when shown. Uniform Loads(plf)
(0.131"X 3")nails. Strongbacks to be attached to
TOP CHORD Vert:8-14=-13,14=-227,4-15=403,7-15=-383
walls at their outer ends or restrained by other means.
1-14=3007/0,1-2=-5669l0,2-3=-9030/0, Concentrated Loads(lb)
3-4=-11060/0,4-5=-11060/0,5-6=8431/0, 8)Hanger(s)or other connection device(s)shall be Vert:6=-61 O(F)
6-15=-8431/0,7-15=-8431/0 provided sufficient to support concentrated load(s)
BOT CHORD 610 lb down at 11-4-11 on top chord. The
13-14=0/383,12-13=0/5669,11-12=019030, design/selection of such connection device(s)is the
1 0-1 1=0/1 1 06 0,9-10=0111060 responsibility of others.
WEBS
7-8=-3404/0,4-11=-953/0,6-9=-2001/0, LOAD CASE(S)
7-9=0/8906,5-9=-3343/0,2-13=2557/0, 1)Dead+Floor Live(balanced):Lumber
3-12=1783/0,1-13=0/5826,2-12=0/3813, Increase=1.00,Plate Increase=1.00
3-11=0/2801 Uniform Loads(plf)
NOTES- Vert:8-14=-13,1-15=403,7-15=-330
1)2-ply truss to be connected together with 1Od Concentrated Loads(lb)
(0.131"x3")nails as follows: Vert:6=-610(F)
Top chords connected as follows:2x8-2 rows 2)Dead:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
staggered at 0-9-0 cc,2x4-1 row at 0-7-0 cc.
Bottom chords connected as follows:2x4-1 row at Vert:en14=ed 1 Loads
(lb03,7-15=-330
0-9-0 cc. Concentrated Loads(lb)
Vert:6=-61
Webs connected as follows:2x8-2 rows staggered at 3)1st chase Dead+Floor Live(unbalanced):Lumber
0-9-0 cc,2x4-1 row at 0-9-0 cc.
Increase=1.00,Plate Increase=1.00 Julius Lee;P.E. #34869
Uniform Loads(plf) 1109 Coastal Bay
Vert:8-14=-13,1-5=-403,5-15=-227,7-15=-207 Boynton Beach,FL 33435
Job Truss russ Type ty y
58824 F25G Floor Girder 1 1
Job Reference(optional) A0357925
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:28 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopf27lH_LlnZojFQIkSLvISE5XS6hyTvvHCcl76CnX1cJwz4NKD
1-5-0
1 3x3 11 2 3x3= 3 3x3 11
Scale=1:8.7
Ci W1 W1 W1 W1
3x6=
5 4
3x6=
0 3 0 3-4-0 --- -'
00 O 1 3-1-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.84 Vert(LL) 0.00 5 -- 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.04 4-5 >836 360
BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:22 lb FT=0%F,0%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat) Standard
BRACING- 1)Dead+Floor Live(balanced):Lumber
TOP CHORD Increase=1.00,Plate Increase=1.00
Structural wood sheathing directly applied or 3-4-0 oc Uniform Loads(plf)
purlins, except end verticals. Vert:4-5=-20,1-3=110
BOT CHORD Concentrated Loads(lb)
Rigid ceiling directly applied or 10-0-0 oc bracing. Vert:6=-403(F)7=-391(F)
REACTIONS. (lb/size)
5 = 590/Mechanical
4 = 606/Mechanical
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
BOT CHORD
4-5=0/516
WEBS
2-4=-656/0,2-5=-656/0
NOTES-
1)Plates checked for a plus or minus 0 degree rotation
about its center.
2)Refer to girder(s)for truss to truss connections.
3)"Semi-rigid pitchbreaks with fixed heels"Member end
fixity model was used in the analysis and design of this
truss.
4)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
(0.131"X 3")nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
5)Hanger(s)or other connection device(s)shall be
provided sufficient to support concentrated load(s)403
lb down at 1-0-8,and 391 lb down at 2-4-8 on top
chord. The design/selection of such connection
device(s)is the responsibility of others.
6)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) Jullus.Lee;P.E. #34869
Standard 1.109 Coastal Bay
Boynton Beach,FL 33435
Job Truss cuss I ype Qty
ply
A0357926
58824 F26G Floor Girder 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:29 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=pULyO3G2n2aCXvmQfEzLE908ZgXEmXFMOBm9rNz4NKC
3x611 1-3-8 3x611 3x611
1 2 3
Scale=1:8.7
W1 W1 2 W2 W1 W1
61
3x6=
5 4
3x6=
3-1-0
3-1-0
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) 0.00 5 "" 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.02 4-5 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:24 lb FT=0%F,O%E
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat) LOAD CASE(S)
BRACING- Standard
TOP CHORD 1)Dead+Floor Live(balanced):Lumber
Structural wood sheathing directly applied or 3-1-0 oc Increase=1.00,Plate Increase=1.00
purlins, except end verticals. Uniform Loads(plf)
BOT CHORD Vert:4-5=-13,1-3=-473(F=-400)
Rigid ceiling directly applied or 10-0-0 oc bracing. Concentrated Loads(lb)
Vert:2=-842(F)6=-854(F)
REACTIONS. (lb/size)
5 = 1863/Mechanical
4 = 1211/Mechanical
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-5=-897/0
BOT CHORD
4-5=0/1170
WEBS
2-4=-1505/0,2-5=1505/0
NOTES-
1)Plates checked for a plus or minus 0 degree rotation
about its center.
2)Refer to girder(s)for truss to truss connections.
3)"Semi-rigid pitchbreaks with fixed heels"Member end
fixity model was used in the analysis and design of this
truss.
4)Recommend 2x6 strongbacks,on edge,spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
(0.131"X V1 nails. Strongbacks to be attached to walls
at their outer ends or restrained by other means.
5)Hanger(s)or other connection device(s)shall be
provided sufficient to support concentrated load(s)854
lb down at 0-5-9,and 842 lb down at 1-9-9 on top
chord. The design/selection of such connection
device(s)is the responsibility of others.
6)In the LOAD CASE(S)section,loads applied to the
face of the truss are noted as front(F)or back(B). Julius Lee;P.E. 934869
1109 Coastal Bay
Boynton Beach,FL 33435
Job Truss Truss yp tty Hly
A0357927
58824 HJ5 Diagonal Hip Girder 2 - 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:29 2014 Pagge�1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=pULy03G2n2aCXvmQfEzLE90ARgazmcNMOBm9rNz4NKC
1-7-12 3-8-10 7-0-2
1-7-12 2-0-14 3-3-8
Scale:3/4"=1'
4.24 F12
T1
2
1
W1
131
4'
2x4= 0
3x8 11 5
1-2-2 7-0-2
1-2-2 5-10-0
Plate Offsets(X,Y)— (5:0-1-10,0-1-101
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ice) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.03 4-5 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.05 4-5 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) -0.01 3 n/a n/a
BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight:23 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEBS 2x8 SP No.2 Standard
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
BRACING- Concentrated Loads(lb)
TOP CHORD Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope); Vert:2=118(F=78,B=40)9=58(F=10,B=49)
Structural wood sheathing directly applied or 6-0-0 oc cantilever left and right exposed;end vertical left 10=11(F=-17.B=28)
purlins. exposed;Lumber DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree
BOT CHORD
rotation about its center.
Rigid ceiling directly applied or 10-0-0 oc bracing.
3)This truss has been designed fora 10.0 psf bottom
MiTek recommends that Stabilizers and required chord live load nonconcurrent with any other live
cross bracing be installed during truss erection,in loads.
accordance with Stabilizer Installation guide. 4)`This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
REACTIONS. (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
3 = 174/Mechanical bottom chord and any other members. .
4 = 45/Mechanical 5)Refer to girder(s)for truss to truss connections.
5 = 357/0-11-5 (min.0-1-8) 6)Provide mechanical connection(by others)of truss
Max Horz to bearing plate capable of withstanding 100 lb uplift
5 = 165(LC 4) atjoint(s)except at--lb)3=135,5=171.
Max Uplift 7)"Semi-rigid pitchbreaks with fixed heels"Member
3 = -135(LC 8) end fixity model was used in the analysis and design
5 = -171(LC 4) of this truss.
Max Grav 8)Hanger(s)or other connection device(s)shall be
3 = 174(LC 1) provided sufficient to support concentrated load(s)58
4 = 75(LC 3) lb down and 78 lb up at 1-4-9,49 lb down and 54 lb
5 = 357(LC 1) up at 1-4-9,and 10 lb down and 92 lb up at 4-2-8,
and 17 lb down and 85 lb up at 4-2-8 on top chord,
FORCES. (lb) and 17 lb down and 36 lb up at 4-2-8,and 39 lb up at
Max.Comp./Max.Ten.-All forces 250(lb)or less 4-2-8 on bottom chord. The design/selection of such
except when shown. connection device(s)is the responsibility of others.
TOP CHORD 9)Warning:Additional permanent and stability
1-2=-139/287 bracing for truss system(not part of this component
BOT CHORD design)is always required.
1-5=-342/162 10)In the LOAD CASE(S)section,loads applied to
WEBS the face of the truss are noted as front(F)or back(B).
2-5=-363/277
LOAD CASE(S)
Standard
1)Dead+Roof Live(balanced):Lumber
Increase=1.25,Plate Increase=1.25 Julius Lee;P.E. 934869
Uniform Loads(plf) 1109 Coastal Bay
Vert:1-3=-90,4-6=-20 Boynton Beach,FL 33435
t
Job NSS NSS Fype Qty Ply
A0357928
58824 HJ7 Diagonal Hip Girder 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc Fri Jun 20 14:35:29 2014 Page 1
I D:YRb6ZZgQrA7iabOq pBwopfz7lH--pU LyO3G2n2aCXvmQfEzLE90ABgX7mZC MOB m9rNz4N KC
6-8-10 9-10-1
6-8-10 -3-1-7
Scale=1:18.8
2.12 F12 [r'
3x4=
2
T1 � d
3x4= ab
W1
�{ 1
rl B1
d 3x4= o• 6 5
6 1.5x4 II
3x4=4
1-2-2 1-6- 6-8-10 9-10-1
1-2-2 -3-14 5-2-10 3-1-7
Plate Offsets(X Y)— [1:0-9-5 0-0-31 [1:0-3-0,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.03 6 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.06 6 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) -0.02 3 n/a n/a
BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight:35 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
BOT CHORD 2x4 SP No.2. 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEBS 2x4 SP No.3 Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft; Standard
BRACING- 1)Dead+Roof Live(balanced):Lumber
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope);
TOP CHORD Increase=1.25,Plate Increase=1.25
end vertical left right exposed;
Structural wood sheathing directly applied or 5-9-6 oc cantilever left and rig Uniform Loads(pif)
purlins. exposed;Lumber DOL=1.60 plate grip DOL=1.60 Vert:1-3=-90,4-7=-20
BOT CHORD 2)Plates checked for a plus or minus 0 degree Concentrated Loads(lb)
Rigid ceiling directly applied or 9-1-10 oc bracing. rotation about its center. Vert:11=117(F=66,B=51)12=41(F=10,B=32)
3)This truss has been designed for a 10.0 psf bottom 13=-70(F=-43,13=27)14=35(F=-3,B=38)
MiTek recommends that Stabilizers and required chord live load nonconcurrent with any other live
cross bracing be installed during truss erection,in loads. 15=-4(F=-17,B=13)16=-42(F=-32,B=-10)
accordance with Stabilizer Installation guide. 4)•This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
REACTIONS. (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
1 = 488/0-7-12 (min.0-1-8) bottom chord and any other members.
3 = 126/Mechanical 5)Refer to girder(s)for truss to truss connections.
5 = 387/Mechanical 6)Provide mechanical connection(by others)of truss
Max Horz to bearing plate capable of withstanding 100 lb uplift
1 = 116(LC 4) at joint(s)3 except at=lb)1=193,5=152.
Max Uplift 7)"Semi-rigid pitchbreaks with fixed heels"Member
1 = -193(LC 4) end fixity model was used in the analysis and design
3 = -84(LC 4) of this truss.
5 = -152(LC 4) 8)Hanger(s)or other connection device(s)shall be
provided sufficient to support concentrated load(s)60
FORCES. (lb) lb down and 66 lb up at 2-1-0,73 lb down and 80 lb
Max.Comp./Max.Ten.-All forces 250(lb)or less up at 2-1-0,10 lb down and 92 lb up at 4-10-15,20
except when shown. lb down and 83 lb up at 4-10-15,and 43 lb down and
TOP CHORD 138 lb up at 7-8-14,and 27 lb down and 132 lb up at
1-1 1=859/409,11-12=-865/413, 7-8-14 on top chord,and 3 lb down and 46 lb up at
2-12=-828/392 2-1-0,43 lb up at 2-1-0,17 lb down and 36 lb up at
BOT CHORD 4-10-15,21 lb up at 4-10-15,and 32 lb down and 6 lb
1-7=-385/819,1-14=-410/819, up at 7-8-14,and 15 lb down and 10 lb up at 7-8-14
14-15=-410/819,6-15=410/819, on bottom chord. The design/selection of such
6-16=-410/819,5-16=-410/819 connection device(s)is the responsibility of others.
WEBS 9)Warning:Additional permanent and stability
2-5=-884/443 bracing for truss system(not part of this component
design)is always required.
10)In the LOAD CASE(S)section,loads applied to
the face of the truss are noted as front(F)or back(B).
Julius.Lee;F.E. #34869
LOAD CASE(S) 1109 CoasMI Bay
Standard Boynton Beach,FL'33435
o cuss I cuss Type Qty Ply
A0 557929
58824 HJ7A Diagonal Hip Girder 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:30 2014 Page 1
ID:YRb6ZZgOrA7iabOgp8wopfz7lH=HhvKDPHgYMi393LcDyVanNZL54t4V1PVErWjjNpz4NKB
5-9-14 8-11-8
5-9-14 3-1-10
Scale=1:16.7
2.33 F12
3x4=
2
T1
3x4=
W1 W2
1
B1
3x4= A a 6 5
1.5x4 11
3x4= 4
1-1-6 1 6 6, 5-1-3 8-11-8
�+0-51 3-6-13 3-10-5
Plate Offsets(X,Y)— [1:0-8-8 0-0-31,[1:0-2-e,Edgel
LOADING(psn SPACING- 2-0-0 CSI. DEFL. in (Ice) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.02 6 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.05 5-6 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) -0.01 3 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:33 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
WEBS 2x4 SP No.3
BRACING- 3)This truss has been designed fora 10.0 psf bottom
TOP CHORD chord live load nonconcurrent with any other live
loads
Structural wood sheathing directly applied or 6-0-0 cc .
purlins. 4) This truss has been designed for a live load of
BOT CHORD 20.Opsf on the bottom chord in all areas where a
Rigid ceiling directly applied or 10-0-0 cc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
MiTek recommends that Stabilizers and required 5)Refer to girder(s)for truss to truss connections.
cross bracing be installed during truss erection,in 6)Provide mechanical connection(by others)of truss
accordance with Stabilizer Installation uide. to bearing plate capable of withstanding 100 lb uplift
atjoint(s)except(jt=lb)1=232,3=107,5=118.
REACTIONS. (lb/size) 7)"Semi-rigid pitchbreaks with fixed heels"Member
1 = 544/0-10-0 (min.0-1-8) end fixity model was used in the analysis and design
3 = 150/Mechanical of this truss.
5 = 296/Mechanical 8)Hanger(s)or other connection device(s)shall be
Max Horz provided sufficient to support concentrated load(s)12
1 = 116(LC 4) lb down and 81 lb up at 4-5-13,24 lb down and 91 lb
Max Uplift up at 4-8-13,and 38 lb down and 131 lb up at 7-0-11
1 = -232(LC 4) ,and 34 lb down and 150 lb up at 7-10-15 on top
3 = -107(LC 4) chord,and 19 lb up at 4-5-13,24 lb up at 4-8-13,
5 = -118(LC 4) and 20 lb down and 8 lb up at 7-0-11,and 20 lb down
and 11 lb up at 7-10-15 on bottom chord. The
FORCES. (lb) design/selection of such connection device(s)is the
Max.Comp./Max.Ten.-All forces 250(lb)or less responsibility of others.
except when shown. 9)Warning:Additional permanent and stability
TOP CHORD bracing for truss system(not part of this component
1-11=664/305,2-11=-602/280 design)is always required.
BOT CHORD 10)In the LOAD CASE(S)section,loads applied to
1-7=-277/610,1-14=-327/610, the face of the truss are noted as front(F)'or back(B).
6-14=327/610,6-15=-327/610,
15-16=-327/610,5-16=327/610
WEBS LOAD CASE(S)
2-5=-653/351 Standard
1)Dead+Roof Live(balanced):Lumber
NOTES- Increase=1.25,Plate Increase=1.25
1)Wind:ASCE 7-10;Vult=165mph(3-second gust) Uniform Loads(pin
Vasd=128mph;TCDL=5.Opsf;BCDL=S.Opsf;h=20ft; Vert:1-3=-90,4-7=20
Cat.II;Exp D;End.,GCpi=0.18;MWFRS(envelope); Concentrated Loads(lb)
cantilever left and right exposed;end vertical left Vert:11=60(F=37,B=22)12=-38(B)13=-34(F) Julius Lee;P.E. 934869
exposed;Lumber DOL=1.60 plate grip DOL=1.60 14=28(F=14,B=14)15=-11(B)16=-13(F) .1:109 CoastatBay
Boynton Beachr.FL 33435
Job I rvss cuss I ype Qty ply
' A0357930
58824 HJA Diagonal Hip Girder 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:30 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH-HhvKDPHgYMi393LcDyVanNZOt4xW2DVErWjjNpz4NKB
1 6-3 5-7-12 8-1-14
1-6-3 4-1-8 2-6-2
Scale=1:19.4
3x4
4.66 F12
3
T1
2x4 II
W2
2 OH8
1
Li
B1 Lj
ri• 7
6
2x4= 6' o• 1.5x4 11
8 5
2x4 11 3x4=
1-0-14 1-6-3, 5-7-12 8-0-5 8-,1-it 4
1-0-14 6-5-5 4-1-8 2-4-9 01119
Plate Offsets(X,Y)— I6:Edge,0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.01 7-8 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.01 7 >999 240
BCLL 0.0 ' Rep Stress Incr NO W3 0.12 Horz(TL) -0.01 4 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:34 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEBS 2x4 SP No.3*Except Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft; Standard
W1:2x8 SP No.2 Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope); Vert:14=-90,5-9=-2
BRACING- cantilever left and right exposed;end vertical left Concentrated Loads(lb)
TOP CHORD exposed;porch left exposed;Lumber DOL=1.60 plate Vert:12=23(B)13=31(F)14=-37(B)15=16(B)
Structural wood sheathing directly applied or 6-0-0 oc grip DOL=1.60 16=15(F)17=-10(B)
purtins. 2)Plates checked for a plus or minus 0 degree
BOT CHORD rotation about its center.
Rigid ceiling directly applied or 10-0-0 cc bracing. 3)This truss has been designed for a 10.0 psf bottom
MiTek recommends that Stabilizers and required chord live load nonconcurrent with any other live
cross bracing be installed during truss erection,in loads.
accordance with Stabilizer Installation guide. 4)'This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
REACTIONS. (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will,fit between the
4 = 100/Mechanical bottom chord and any other members.
6 = 258/Mechanical 5)Refer to girder(s)for truss to truss connections.
8 = 498/0-10-10 (min.0-1-8) 6)Provide mechanical connection(by others)of truss
Max Horz to bearing plate capable of withstanding 100 lb uplift
8 = 211(LC 8) at joint(s)4 except(jt=lb)6=315,8=384.
Max Uplift 7)"Semi-rigid pitchbreaks with fixed heels"Member
4 = -82(LC 8) end fixity model was used in the analysis and design
6 = -315(LC 5) of this truss.
8 = -384(LC 4) 8)Hanger(s)or other connection device(s)shall be
provided sufficient to support concentrated load(s)98
FORCES. (lb) lb up at 4-5-3,and 116 lb up at 5-0-11,and 37 lb
Max.Comp./Max.Ten.-All forces 250(lb)or less down and 156 lb up at 7-0-1 on top chord,and 13 lb
except when shown. down and 58 lb up at 4-5-3,and 15 lb down and 73 lb
TOP CHORD up at 5-0-11,and 20 lb down and 95 lb up at 7-0-1
2-12=321/258 on bottom chord. The design/selection of such
BOT CHORD connection device(s)is the responsibility of others.
1-8=-271/118,8-15=291/236, 9)Warning:Additional permanent and stability
15-16=-291/236,7-16=2911236, bracing for truss system(not part of this component
7-17=291/236,6-17=-291/236 design)is always required.
WEBS 10)In the LOAD CASE(S)section,loads applied to
3-6=-323/399,2-8=-397/278 the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)
Standard
1)Dead+Roof Live(balanced):Lumber Jullus.Leei P.E. #34869
Increase=1.25,Plate Increase=1.25 1109 Coastal Bay
Uniform Loads(plf) Boynton Beach,FL 33435
o
Job I russ cuss Type ty y
A0357931
58824 HJB Diagonal Hip Girder 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s Meyy 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:31 2014 Pa e 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH-ItTiRIIIJfgwmCwpnfOpJaScHUJfEWJeTVFGvFz4NIU
1-11-13 �
1-11-13
Scale=1:6.0
2.60 12
i
i
c5
1 d
0
T1 d,
d
81 X o
3x4= Q'
�o
�o
Qo
1-8-15 1-11-13
1-8-15 0-2-14
Plate Offsets(X Y)— [1:0-6-11 0-0-41
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 4 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 1 n/a n/a
BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight:6 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)`This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 1-11-13 oc 5)Refer to girder(s)for truss to truss connections.
purlins. 6)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 10-0-0 oc bracing. at joint(s)3,2,1.
MiTek recommends that Stabilizers and required 7)."Semi-rigid pitchbreaks with fixed heels"Member
cross bracing be installed during truss erection,in end fixity model was used in the analysis and design
accordance with Stabilizer Installation ui(e. of this truss.
8)Warning:Additional permanent and stability
REACTIONS. (lb/size) bracing for truss system(not part of this component
3 = -9/Mechanical design)is always required.
2 = 12/Mechanical
1 = 214/0-9-4 (min.0-1-8)
Max Horz LOAD CASE(S)
1 = 29(LC 8) Standard
Max Uplift
3 = -9(LC 1)
2 = -14(LC 8)
1 = -85(LC 8)
Max Grav
3 = 6(LC 8)
2 = 12(LC 1)
1 = 214(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Extedor(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation.
about its center. Julius Lee;P.E.#34869.
3)This truss has been designed for a 10.0 psf bottom 1:109 Coastal Bay
chord live load nonconcurrent with any other live loads. Boynton Beach,EL'33435
� a
Job ss I russ Type Qty y
A0357932
58824 HJC Diagonal Hip Girder 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:31 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_ItTiRIIIJfgwmCwpnfOpJa5bJUlcEWJeTVFGvFz4NKA
2-10-13
r 2-10-13'
Scale=1:6.8
2.52 F12
i
ci
� d
1 T1 `7_
d
d
B1
3x4= Q°
1-0-4 1-5-1 2-10-13
1-0-4 0 4 13 1-5-12
Plate Offsets(X,Y)-- [1:0-7-7 0-0-31
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.13 Vert(LL) 0.01 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.01 4 >999 240
BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:9 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 3)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
BRACING- 4)Gable studs spaced at 2-0-0 cc.
TOP CHORD 5)This truss has been designed for a 10.0 psf bottom
Structural wood sheathing directly applied or 2-10-13 cc chord live load nonconcurrent with any other live
pudins. loads.
Rigid
BOTOceilliing directly applied or 10-0-0 cc bracing.HORD 6)*This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
MiTek recommends that Stabilizers and required rectangle 3-6-0 tall by 2-0-0 wide will fit between the
cross bracing be installed during truss erection,in bottom chord and any other members.
accordance with Stabilizer Installation guide. 7)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss
REACTIONS. (lb/size) to bearing plate capable of withstanding 100 lb uplift
1 = 286/0-9-9 (min.0-1-8) atjoint(s)2,3 except(jt=lb)1=116.
2 = 49/Mechanical 9)"Semi-rigid pitchbreaks with fixed heels"Member
3 = -24/Mechanical end fixity model was used in the analysis and design
Max Horz of this truss.
1 = 40(LC 8) 10)Waming:Additional permanent and stability
Max Uplift bracing for truss system(not part of this component
1 = -116(LC 8) design)is always required.
2 = -38(LC 8)
3 = -24(LC 1)
Max Grav LOAD CASE(S)
1 = 286(LC 1) Standard
2 = 49(LC 1)
3 = 20(LC 8)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Extedor(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the
truss only. For studs exposed to wind(normal to the Julius Lee;P.E. 934869
face),see Standard Industry Gable End Details as 1109 Coastal Bay
applicable,or consult qualified building designer as per Boynton Beach,.FL'33435
Job russ I russ I.ype Qty ply
A0357933
58824 HJD JACK-CLOSED GIRDER 1 . 2 Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s Meyy 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:32 2014 Page 1
I D:YR b6ZZg Q rA7iabO gp8wo pfz71H_-D314e5lw4zzn O MV?KNX3soe bOu RQzmdoi9?q Siz4 NK9
215 8-8-8 14-11-0 21-1-2
2 4-5 6-4-3 6-2-8 6-2-2
Scale=1:35.8
1.22 12
2x4 II
3x4-4x4- II 6
3.00 F12 3x4
4 5 44
Sx = 3 0
d
N
1 T
vVVz
d e
e 11 10 9 8
4x4= 7
3x4% 4x6 II 4x4= 3x6=
19-1 11 2 4 5 , 8-8-8 14-11-0 21-1-2
0-10-8' 1-5-13 ' 6-4-3 6-2-8 6-2-2
Plate Offsets(X,Y)- [1:0-5-0,0-0-61,[2:0-2-8,0-6-01
LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (ice) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.32 10 >779 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.53 8-10 >476 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 7 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:195 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES- 10)Hanger(s)or other connection device(s)shall be
BOT CHORD 2x4 No.2'Except' 1)2-ply truss to be connected together with 12d provided sufficient to support concentrated load(s)39
62:2xx 4 SP M 30 (0.131"x3.25")nails as follows: lb down and 103 lb up at 2-4-5,39 lb down and 103
WEBS 2x4 SP No.3 Top chords connected as follows:2x4-1 row at 0-9-0 lb up at 2-4-5,12 lb down and 70 lb up at 4-8-12,12
BRACING- oc clinched. lb down and 70 lb up at 4-8-12,40 lb down and 92 lb
TOP CHORD Bottom chords connected as follows:2x4-1 row at up at 6-11-0,40 lb down and 92 lb up at 6-11-0,66
Structural woad sheathing directly applied or 3-10-9 oc 0-9-0 oc clinched. lb down and 114 lb up at 9-1-5,66 lb down and 114
ROT CHORD
purT except end verticals. Webs connected as follows:2x4-1 row at 0-9-0 oc lb up at 9-1-5,91 lb down and 135 lb up at 11-3-9,
clinched. 91 lb down and 135 lb up at 11-3-9,116 lb down and
Rigid ceiling directly applied or 6-10-6 oc bracing. 2)All loads are considered equally applied to all plies, 156 lb up at 13-5-14,116 lb down and 156 lb up at
REACTIONS. (lb/size) except if noted as front(F)or back(B)face in the 13-5-14,31 lb down and 84 lb up at 15-8-2,31 lb
1 = 1244/0-8-0 (min.0-1-8) LOAD CASE(S)section.Ply to ply connections have down and 84 lb up at 15-8-2,13 lb down and 70 lb up
7 = 2395/Mechanical been provided to distribute only loads noted as(F)or at 17-10-6,13 lb down and 70 lb up at 17-10-6,and
Max Horz (B),unless otherwise indicated. 64 lb down and 107 lb up at 20-0-11,and 58 lb down
1 = 112(LC 4) 3)Wind:ASCE 7-10;Vult=165mph(3-second gust) and 109 lb up at 20-0-11 on top chord,and 45 lb up
Max Uplift Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft; at 2-4-5,45 lb up at 2-4-5,25 lb up at 2-6-7,25 lb
= 839(LC 7) Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope); up at 2-6-7,0 lb down and 8 lb up at 4-8-12,0 lb
1
1 = 136(L C 7) cantilever left and right exposed;end vertical left down and 8 lb up at 4-8-12,19 lb down and 3 lb up at
exposed;Lumber DOL=1.60 plate grip DOL=1.60 6-11-0,19 lb down and 3 lb up at 6-11-0,35 lb down
FORCES. (lb) 4)Plates checked for a plus or minus 0 degree at 9-1-5,35 lb down at 9-1-5,51 lb down at 11-3-9,
Max.Comp./Max.Ten.-All forces 250(lb)or less rotation about its center. 51 lb down at 11-3-9,66 lb down at 13-5-14,66 lb
except when shown. 5)This truss has been designed for a 10.0 psf bottom down at 13-5-14,196 lb down and 118 lb up at
TOP CHORD chord live load nonconcurrent with any other live 15-8-2,196 lb down and 118 lb up at 15-8-2,250 lb
1-2=-2354/1750,2-22=6246/3573, loads. down and 153 lb up at 17-10-6,250 Ito down and 153
22-23=-6226/3559,3-23=-6201/3549, 6)*This truss has been designed for a live load of lb up at 17-10-6,and 162 lb down and 84 lb up at
3-24=5001/2820,24-25=-4985/2802, 20.Opsf on the bottom chord in all areas where a 20-0-11,and 248 lb down and 142 lb up at 20-0-11
25-26=-4954/2775,4-26=-4917/2748, rectangle 3-6-0 tall by 2-0-0 wide will fit between the on bottom chord. The design/selection of such
4-5=-4912/2750 bottom chord and any other members. connection device(s)is the responsibility of others.
BOT CHORD 7)Refer to girder(s)for truss to truss connections. 11)Warning:Additional permanent and stability
1-14=-1649/2217,1-1=-1649/2217, 8)Provide mechanical connection(by others)of truss bracing for truss system(not part of this component
1-11=-1673/2217,11-15=-1620/2136, to bearing plate capable of withstanding 100 lb uplift design)is always required.
15-16=-1620/2136,10-16=-1620/2136, atjoint(s)except at=lb)1=839,7=1369.
9-10=-3562/6194,9-17=-3562/6194, 9)"Semi-rigid pitchbreaks with fixed heels"Member
17-18=-3562/6194,8-18=-3562/6194, end fixity model was used in the analysis and design LOAD CASE(S)
8-19=-2777/4930,19-20=-2777/4930, of this truss. Standard
20-21=-2777/4930,7-21=-2777/4930 1)Dead+Roof Live(balanced):Lumber
WEBS Increase=1.25,Plate Increase=1.25
2-11=-354/233,2-10=-2123/4078, Uniform Loads(plo
3-10=359/376,3-8=-1291/801, Vert:1-2=-60,1-7=-13,2-6=60
5-8=-506/1204,5-7=-4971/2794 Concentrated*Loads(lb)
Julius Lee;P.E. 934869
1:109 Coastal Bay
Continued on page 2 Boynton Beach,FL`33435
Job I russ cuss I ype QtY Ply
A0357933
58824 HJD JACK-CLOSED GIRDER 1
2 Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:32 2014 Page 2
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_D314e5lw4zznOMV?KNX3soebOuRQzmdoi9?gSiz4NK9
LOAD CASE(S)
Standard
Concentrated Loads(lb)
Vert:2=131(F=66,B=66)9=-35(F=-18,B=-18)
11=89(F=44,B=44)15=10(F=5,B=5)16=-15(F=-7,
13=7)17=-54(F=-27,B=27)1 8=-71(F=-36,B=-36)
19=-392(F=-196,B=-196)20=-499(F=-250,B=-250)
21=410(F=162,B=-248)22=25(F=-12,B=-12)
23=79(F=-40,B=40)24=-1 31(F=-66,B=-66)
25=-182(F=91,B=-91)26=-231(F=-116,B=-116)
27=-61(F=-31,B=-31)28=-26(F=-13,13=13)
29=-121(F=64,B=58)
Julius Lee;P.E. #34869
1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ I
cuss Type Qty y
'
58824 J5 Jack-Open 2 1
Job Reference(optional) A0357934
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 2614:35:32 2014 Page 1
ID:YRb6ZZgOrA7iabOgpBwopfz7lH_D314e5lw4zznOMV?KNX3soeiMua6zzZoi9?gSiz4NK9
5-0-0
5-0-0
Scale=1:15.8
6.00 F12
T1
L N
N
3x8 II
�{ 1 1
RJ 131
3x4= A
0-10-8 5-0-0
0 4-1-8 —
Plate Offsets(X Y)— [1:0-1-4 0-0-2] [1'0-1-0 1-0-51
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.03 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.03 4 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:18lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEDGE Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Left:2x6 SP No.2 Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
BRACING- and C-C Exterior(2)zone;cantilever left and right
TOP CHORD exposed;end vertical left exposed;C-C for members.
Structural wood sheathing directly applied or 5-0-0 oc and forces&MWFRS for reactions shown;Lumber
purlins. DOL=1.60 plate grip DOL=1.60
BOT CHORD 2)Plates checked for a plus or minus 0 degree
Rigid ceiling directly applied or 10-0-0 oc bracing. rotation about its center.
MiTek recommends that Stabilizers and required 3)This truss has been designed for a 10.0 psf bottom
cross bracing be installed during truss erection,in chord live load nonconcurrent with any other live
accordance with Stabilizer Installation quide. loads.
4)'This truss has been designed for a live load of
REACTIONS. (lb/size) 20.Opsf on the bottom chord in all areas where a
2 = 144/Mechanical rectangle 3-6-0 tall by 2-0-0 wide will fit between the
3 = 30/Mechanical bottom chord and any other members.
1 = 369/0-8-0 (min.0-1-8) 5)Refer to girder(s)for truss to truss connections.
Max Horz 6)Provide mechanical connection(by others)of truss
1 = 165(LC 12) to bearing plate capable of withstanding 100 lb uplift
Max Uplift atjoint(s)except at=lb)2=123,1=11S.
2 = -123(LC 12) 7)"Semi-rigid pitchbreaks with fixed heels"Member
1 = -118(LC 12) end fixity model was used in the analysis and design
Max Grav of this truss.
2 = 144(LC 1) 8)Warning:Additional permanent and stability
3 = 61(LC 3) bracing for truss system(not part of this component
1 = 369(LC 1) design)is always required.
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less LOAD CASE(S)
except when shown. Standard
TOP CHORD
1-2=-158/340
BOT CHORD
1-7=-569/269,1-4=-129/357
Julius Lee;P.E. #34.869
1,109 Coastal Bay
Boynton Beach.,'FL 33435
k
Job Truss I cuss I ype Qty Fly
A0357935
58824 J7 Jack-Open 7 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc Fri Jun 2014:35:33 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_hFbSrRJYrH5dOW4Bu42107Bn8luiiQpxwpkN_8z4NK8
7-0-0
r 7-0-0
Scale=1:13.2
3.00 F12
T1
1
c� B1
�j 4x4=
0-10 8 7-0-0
0-10-8 6-1-8
Plate Offsets(X Y)— rl:0-5-8,0-0-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.05 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.11 3-7 >781 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:21 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
BRACING- 3)This truss has been designed for a 10.0 psf bottom
TOP CHORD chord live load nonconcurrent with any other live
Structural wood sheathing directly applied or 6-0-0 oc loads.
purT
BOT CHORD 4)'This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
Rigid ceiling directly applied or 10-0-0 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
MiTek recommends that Stabilizers and required bottom chord and any other members.
cross bracing be installed during truss erection,in 5)Refer to girder(s)for truss to truss connections.
accordance with Stabilizer Installation auide. 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
REACTIONS. (lb/size) at joint(s)except at=lb)1=198,2=146.
1 = 492/0-5-8 (min.0-1-8) 7)"Semi-rigid pitchbreaks with fixed heels"Member
2 = 217/Mechanical end fixity model was used in the analysis and design
3 = 54/Mechanical of this truss.
Max Horz 8)Warning:Additional permanent and stability
1 = 116(LC 8) bracing for truss system(not part of this component
Max Uplift 198(LC 8) design)is always required.
2 = -146(LC 8)
Max Grav LOAD CASE(S)
1 = 492(LC 1) Standard
2 = 217(LC 1)
3 = 97(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-590/610
BOT CHORD
1-7=-724/690
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber Julius Lee;P.E. #34869
DOL=1.60 plate grip DOL=1.60 1109 Coastal.Bay
Boynton Beach,'FL 33435
o A0357936
russ Truss ype, ty y
58824 JA Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:33 2014 Page 1
ID:YRb6ZZgQrA7iabOgpBwopfz7lH_-hFbSrRJYrH5dOW4Bu42107Bzq IyoiQpxwpkN_8z4NK8
1-5-9
1-5-9
Scale=1:7.6
6.00 F12
4
d
1 T1
d
B1
2x4=
1-5-9
1-5-9
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.06 Vert(LL) 0.00 6 n/r 120 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.00 6 n/r 120
BCLL 0.0 ' Rep Stress]nor YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Cade FBC201 O/TP12007 (Matrix-M) Weight:5 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)`This truss has been designed.for alive load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 1-5-9 oc 5)Refer to girder(s)for truss to truss connections.
BOT CHORD
purT 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 6-0-0 oc bracing. at joint(s)3,2.
MiTek recommends that Stabilizers and required 7)Non Standard bearing condition. Review required.
cross bracing be installed during truss erection,in 8)"Semi-rigid pitchbreaks with fixed heels"Member
accordance with Stabilizer Installation ouidp. end fixity model was used in the analysis and design
of this truss.
REACTIONS. (lb/size) 9)Warning:Additional permanent and stability
3 = 31/Mechanical bracing for truss system(not part of this component
2 = 129/Mechanical design)is always required.
Max Horz
3 = -154(LC 1)
2 = 154(LC 1) LOAD CASE(S)
Max Uplift Standard
3 = -24(LC 8)
2 = -58(LC 12)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-394/193
BOT CHORD
1-3=-177/409
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads. Julius Lee;P.E. 934869
fl09 Coastal Bay
Boynton Beack.FL 33435
o russ cuss ype ty y
Jab Reference(optional) A0357937
58824 JB Comer Jack 1 1
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:33 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=hFbSrRJYrH5dOW4Bu4210?ByplyniQpxwpkN_8z4NK8
1-5-8
1-5-8
Scale=1:7.5
5.87 F12
i
N
1 T1 d
d
E31
2x4=
1-4-0
1-4-0 1-
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Icc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.06 Vert(LL) 0.00 6 n/r 120 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.00 6 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:5 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 1-5-8 oc 5)Refer to girder(s)for truss to truss connections.
purlins. 6)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 6-0-0 oc bracing. at joint(s)3,2.
MiTek recommends that Stabilizers and required 7)Non Standard bearing condition. Review required.
cross bracing be installed during truss erection,in 8)"Semi-rigid pitchbreaks with fixed heels"Member
accordance with Stabilizer Installation guide. end fixity model was used in the analysis and design
of this truss.
REACTIONS. (lb/size) 9)Warning:Additional permanent and stability
3 = 31/Mechanical bracing for truss system(not part of this component
2 = 128/Mechanical design)is always required.
Max Horz
3 = -156(LC 1)
2 = 156(LC 1) LOAD CASE(S)
Max Uplift Standard
3 = -25(LC 8)
2 = -58(LC 12)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-399/195
BOT CHORD
1-3=-180/413
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Extedor(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads. Julius.Lee;P.E.#34869.
1:109 Coastal Bay
Boynton Beack FL'33435
Q A
o russ russ Type ty y
A0357938
58824 JC Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 Mi rek Industries,Inc. Fri Jun 20 14:35:33 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH=hFbSrRJYrH5dOW4Bu42107BxLlyLiQpxwpkN_8z4NK8
3-6-1
3-6-1
Scale=1:12.2
5.87 F12
T1 d
N N
1 1
B1
2x4= �,
3x8 II
3-6-1
00�0-10-91 2-7-8
Plate Offsets(X Y)-- [1:0-1Plate Offsets Y)-- [1:0-1-5,Edgel[1:0-0-8 1-0-101-0-8 1-0-101
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.00 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.00 4 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight:13 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
WEDGE 3)This truss has been designed for a 10.0 psf bottom
Left:2x6 SP No.2 chord live load nonconcurrent with any other live
BRACING- loads.
TOP CHORD 4) This truss has been designed for a live load of
Structural wood sheathing directly applied or 3-6-1 oc 20.Opsf on the bottom chord in all areas where a
purlins. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
BOT CHORD bottom chord and any other members.
Rigid ceiling directly applied or 10-0-0 oc bracing. 5)Refer to girder(s)for truss to truss connections.
MiTek recommends that Stabilizers and required 6)Provide mechanical connection(by others)of truss
cross bracing be installed during truss erection,in to bearing plate capable of withstanding 100 lb uplift
accordance with Stabilizer Installation quide. at joint(s)2,3 except Qt=lb)1=171.
7)"Semi-rigid pitchbreaks with fixed heels"Member
REACTIONS. (lb/size) end fixity model was used in the analysis and design
2 = 86/Mechanical of this truss.
3 = 6/Mechanical 8)Warning:Additional permanent and stability
1 = 286/0-8-3 (min.0-1-8) bracing for truss system(not part of this component
Max Horz design)is always required.
1 = 113(LC 12)
Max Uplift
2 = -78(LC 12) LOAD CASE(S)
3 = -33(LC 9) Standard
1 = -171(LC 9)
Max Grav
2 = 86(LC 1)
3 = 31(LC 3)
1 = 286(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat,11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;porch left
exposed;C-C for members and forces&MWFRS for
reactions shown;Lumber DOL=1.60 plate grip Julius Lee;P.E. #34869
DOL=1.60 1109 Coastal Bay
Boynton Beach,FL 33435
Job Truss I was Type ty y
A0357939
58824 JD Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 2014:35:34 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_9S9r9nKBcaDUdgfNSozxxg53hlORs359TUwWaz4NK7
3-11-2
3-11-2
Scale=1:13.3
6.00 12
T1
� N
1 1
B1
2x4= �°
4°
3x8 11
0-1 -8 3-11-2
0-1001 1 3-0-10
Plate Offsets(X,Y)— [1:044 0-0-41,[1:0-0-8 1-0-51
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.01 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.01 4 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:15 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEDGE Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Left:2x6 SP No.2 Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
BRACING- and C-C Exterior(2)zone;cantilever left and right
TOP CHORD exposed;end vertical left exposed;parch left
Structural wood sheathing directly applied or 3-11-2 oc exposed;C-C for members and forces&MWFRS for
purlins. reactions shown;Lumber DOL=1.60 plate grip
BOT CHORD DOL=1.60
Rigid ceiling directly applied or 10-0-0 oc bracing. 2)Plates checked for a plus or minus 0 degree
MiTek recommends that Stabilizers and required rotation about its center.
cross bracing be installed during truss erection,in 3)This truss has been designed for a 10.0 psf bottom
accordance with Stabilizer Installation guide. chord live load nonconcurrent with any other live
loads.
REACTIONS. (lb/size) 4)"This truss has been designed for a live load of
2 = 103/Mechanical 20.Opsf on the bottom chord in all areas where a
3 = 15/Mechanical rectangle 3-6-0 tall by 2-0-0 wide will fit between the
1 = 307/0-8-0 (min.0-1-8) bottom chord and any other members.
Max Horz 5)Refer to girder(s)for truss to truss connections.
1 = 129(LC 12) 6)Provide mechanical connection(by others)of truss
Max Uplift to bearing plate capable of withstanding 100 lb uplift
2 = -92(LC 12) at joint(s)2,3 except at--lb)1=182.
3 = -42(LC 9) 7)"Semi-rigid pitchbreaks with fixed heels"Member
1 = -182(LC 9) end fixity model was used in the analysis and design
Max Grav of this truss.
2 = 103(LC 1) 8)Warning:Additional permanent and stability
3 = 41(LC 3) bracing for truss system(not part of this component
1 = 307(LC 1) design)is always required.
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(Ib)or less LOAD CASE(S)
except when shown. Standard
BOT CHORD
14=-101/280
Julius Lee;P.E. #34869
1.109 Coastal Bay
Boynton Beach,FL 33435
0 I �
Job russ I
cuss Type Qty y
A0357940
58824 JE Comer Jack 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:34 2014 Page 1
` ID:YRb67ZgQrA7iabOgp8wopfz7lH_9S9r3nKBcaDUdgfNSoZXxCj?4hEhRs359TUwWaz4NK7
5-6-9
5-6-9
Scale=1:17.1
5.87 F12
N
T1 d
6 c5
N
1 1
B1
i 3x4=
4x8 11
0-10-9 5-6-9
0-10-9 4-8-0
Plate Offsets(X,Y)— r1:0-0-9 0-0-01 r1:0-0-12,1-0-21
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.10 3-7 >691 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.41 Vert(TL) 0.09 3-7 >764 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.04 2 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:20 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEDGE Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Left:2x6 SP No.2 Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
BRACING- and C-C Exterior(2)zone;cantilever left and right
TOP CHORD exposed;end vertical left exposed;porch left
Structural wood sheathing directly applied or 5-6-9 cc exposed;C-C for members and forces&MWFRS for
BOT CHORD
purT reactions shown;Lumber DOL=1.60 plate grip
DOL=1.60
Rigid ceiling directly applied or 10-0-0 cc bracing. 2)Plates checked for a plus or minus 0 degree
MiTek recommends that Stabilizers and required rotation about its center.
cross bracing be installed during truss erection,in 3)This truss has been designed for a 10.0 psf bottom
accordance with Stabilizer Installation quide. chord live load nonconcurrent with any other live
loads.
REACTIONS. (lb/size) 4) This truss has been designed for a live load of
2 = 164/Mechanical 20.Opsf on the bottom chord in all areas where a
3 = 36/Mechanical rectangle 3-6-0 tall by 2-0-0 wide will fit between the
1 = 403/0-8-3 (min.0-1-8) bottom chord and any other members.
Max Harz 5)Refer to girder(s)for truss to truss connections.
1 = 180(LC 12) 6)Provide mechanical connection(by others)of truss
Max Uplift to bearing plate capable of withstanding 100 lb uplift
2 = -137(LC 12) at joint(s)3 except Qt=lb)2=137,1=243.
3 = -69(LC 9) 7)"Semi-rigid pitchbreaks with fixed heels"Member
1 = -243(LC 9) end fixity model was used in the analysis and design
Max Grav of this truss.
2 = 164(LC 1) 8)Warning:Additional permanent and stability
3 = 71(LC 3) bracing for truss system(not part of this component
1 = 403(LC 1) design)is always required.
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less LOAD CASE(S)
except when shown. Standard
TOP CHORD
1-2=-221/668
BOT CHORD
1-7=-1021/375,1-4=-139/384
Julius Lee;P.E. 934869
1109 Coastal Bay
Boynton B6ach,.FL'33435
b �
F � t
Job russ I russ Type Qty ply
A0357941
58824 JF Jack-Open 3 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:34 2014 Page 1
ID:YRb67ZgQrA7iabOgp8wopfz7lH_9S9r3nKBcaDUdgfNSoZXxCjxkhBhRs359TUwWaz4NK7
6-4-8
r 6-4-8
Scale=1:19.6
6.00 12
T1 N
05
1 1
131
4,A= °
A'
S e•
5x8 II
6-4-8
0-10 8 5-6-0
Plate Offsets(X,Y)— [1:0-1-12,0-0-41 [1:0-0-12,0-11-51
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.19 3-7 >391 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.61 Vert(TL) 0.17 3-7 >434 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 2 n/a n/a
BCDL 10.0 Code FBC2010ITPI2007 (Matrix-M) Weight:22 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
BOT CHORD 2x4 SP No.2 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEDGE Vasd=128mph;TCDL=5.Opsf,BCDL=5.Opsf;h=20ft;
Left:2x6 SP No.2 Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
BRACING- and C-C Exterior(2)zone;cantilever left and right
TOP CHORD exposed;end vertical left exposed;porch left
Structural wood sheathing directly applied or 2-2-0 oc_ exposed;C-C for members and forces&MWRS for
BOT CHORD
purT Freactions shown;.Lumber DOL=1.60 plate grip
DOL=1.60
Rigid ceiling directly applied or 10-0-0 cc bracing. 2)Plates checked for a plus or minus 0 degree
MiTek recommends that Stabilizers and required rotation about its center.
cross bracing be installed during truss erection,in 3)This truss has been designed for a 10.0 psf bottom
accordance with Stabilizer Installation guide. chord live load nonconcurrent with any other live
loads.
REACTIONS. (lb/size) 4) This truss has been designed for a live load of
2 = 194/Mechanical 20.Opsf on the bottom chord in all areas where a
3 = 46/Mechanical rectangle 3-6-0 tall by 2-0-0 wide will fit between the
1 = 454/0-8-0 (min.0-1-8) bottom chord and any other members.
Max Horz 5)Refer to girder(s)for truss to truss connections.
1 = 211(LC 12) 6)Provide mechanical connection(by others)of truss
Max Uplift to bearing plate capable of withstanding 100 lb uplift
2 = -162(LC 12) atjoint(s)3 except at--lb)2=162,1=272.
3 = -82(LC 9) 7)"Semi-rigid pitchbreaks with fixed heels"Member
1 = -272(LC 9) end fixity model was used in the analysis and design
Max Grav of this truss.
2 = 194(LC 1) 8)Warning:Additional permanent and stability
3 = 86(LC 3) bracing for truss system(not part of this component
1 = 454(LC 1) design)is always required.
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less LOAD CASE(S)
except when shown. Standard
TOP CHORD
1-2=408/1141
BOT CHORD
1-7=-1716/667,1-4=-159/441
Julius Lee;P.E. #34869:
1109 Coastal Bay
Boynton Beach,FL'33435
4 }
a
Job I russ I russ I ype y y
- A0357942
58824 JFG Jack-Closed Girder 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 Ml•ek Industries,Inc Fri Jun 20 14:35:35 2014 Page 1
ID:YRb6ZZgQrA7iabCgpBwopfz7lH=eeiDG6LpNuLLFgEaOV4mUQGFj5c1AJoEO7DU31z4NK6
0- 5-6-0
1-1
1-10-00 3-8-0
1.5x4 11 Scale=1:20.2
3
6.00 F12
4x6\\ T1
2 W2
1 1
W1
B1
0 0
0 o Q• o.
4
5 2x4 II
4x6 11 2x4 11
1-10-0 5-6-0
1-10-0 3-8-0
Plate Offsets(X Y)— (1:0-3-0 0-2-4] f2:0-2-4 0-1-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.29 Vert(LL) 0.01 4-5 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.02 4-5 >999 240
BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 1 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:34 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
BOT CHORD 2x6 SP No.2 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEBS 2x4 SP No.3'Except' Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
W1:2x8 SP No.2 Cat.ll;Exp D;Encl.,GCpi=0.18;MWFRS(envelope);
SLIDER cantilever left and right exposed;end vertical left
Left 2x6 SP No.2 1-8-9 exposed;porch left exposed;Lumber DOL=1.60 plate
BRACING- grip DOL=1.60
TOP CHORD 2)Plates checked for a plus or minus 0 degree
Structural woad sheathing directly applied or 5-6-0 oc rotation about its center.
purlins, except end verticals. 3)This truss has been designed for a 10.0 psf bottom
BOT CHORD chord live load nonconcurrent with any other live
Rigid ceiling directly applied or 10-0-0 oc bracing. loads.
MiTek recommends that Stabilizers and required 4)'This truss has been designed for a live load of
cross bracing be installed during truss erection,in 20.Opsf on the bottom chord in all areas where a
accordance with Stabilizer Installation auide. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
REACTIONS. (lb/size) 5)Refer to girder(s)for truss to truss connections.
1 = -98/0-8-0 (min.0-1-8) 6)Provide mechanical connection(by others)of truss
4 = 288/Mechanical to bearing plate capable of withstanding 100 lb uplift
5 = 792/0-8-0 (min.0-1-8) at joint(s)1 except(jt=lb)4=152,5=487.
Max Horz 7)"Semi-rigid pitchbreaks with fixed heels"Member
1 = 179(LC 8) end fixity model was used in the analysis and design
Max Uplift of this truss.
1 = -98(LC 1) 8)Hanger(s)or other connection device(s)shall be
4 = -152(LC 8) provided sufficient to support concentrated load(s)
5 = -487(LC 8) 393 lb down and 196 lb up at 3-6-4 on bottom chord.
Max Grav The design/selection of such connection device(s)is
1 = 201(LC 8) the responsibility of others.
4 = 288(LC 1) 9)Warning:Additional permanent and stability
5 = 792(LC 1) bracing for truss system(not part of this component
design)is always required.
FORCES. (lb) 10)In the LOAD CASE(S)section,loads applied to
Max.CompdMax.Ten.-All forces 250(lb)or less the face of the truss are noted as front(F)or back(B).
except when shown.
WEBS
2-5=-327/307 LOAD CASE(S)
Standard
1)Dead+Roof Live(balanced):Lumber
Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-90,4-6=20 Jtlflus,Lee;P.E. #34869'
Concentrated Loads(lb) 1109 Coastal Bay
Vert:12=-393(F) Boynton Beach,FL 33435
� R
Job Truss Truss Type Q y ply
A0357943
58824 JH Comer Jack 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:35 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_-eeiDG6LpNuLLFgEaOV4mUQGI15f4AJIE07DU31 z4NK6
2-6-1
2-6-1
Scale=1:6.9
3.00 F12
1 fO
T1
d
u?
d
Bi
3x4= Al
2x4 II Q°
A. 0°
0-10-8 2-6-1
0-10-8 1-7-9
Plate Offsets(X,Y)— [1:0-0-15,0-7-101,[1:0-1-4,Edge1
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 4 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:8 lb FT=0%
LUMBER- '
TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 2-6-1 oc 5)Refer to girder(s)for truss to truss connections.
purlins. 6)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 10-0-0 oc bracing. atjoint(s)1,2,3.
MiTek recommends that Stabilizers and required 7)"Semi-rigid pitchbreaks with fixed heels"Member
cross bracing be installed during truss erection,in end fixity model was used in the analysis and design
accordance with Stabilizer Installation guide. . of this truss.
8)Warning:Additional permanent and stability
REACTIONS. (lb/size) bracing for truss system(not part of this component
1 = 244/0-8-0 (min.0-1-8) design)is always required.
2 = 44/Mechanical
3 = -19/Mechanical
Max Horz LOAD CASE(S)
1 = 41(LC 8) Standard
Max Uplift
1 = -96(LC 8)
2 = -35(LC 8)
3 = -19(LC 1)
Max Grav
1 = 244(LC 1)
2 = 44(LC 1)
3 = 16(LC 8)
FORCES. (lb)
Max.Camp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=S.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center. Jul[us.Lee;P.E. #34869.
3)This truss has been designed for a 10.0 psf bottom 1109 Coastal Bay
chord live load nonconcurrent with any other live loads. Boynton Beach,'FL 33438
Job Truss russ Type uty Ply
A0357944
58824 JI Comer Jack 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:36 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH-6gGbUSMR8CTCt omZCb?OdpSkV IvmYNdnz1 bTz4NK5
3-4-13
3-4-13
Scale:1.5"=l'
3.00 F12
T1
1
81
3x4= �"
2x4 11 Q"
Q°
0-10-8 34-13
0-10-8 2-6-5
Plate Offsets(X Y)— [1:0-0-15 0-7-101 11:0-14 Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.00 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.00 4 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight:10 lb FT=0%
LUMBER-
TOP CHORD. 2x4 SP No.2 4).This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural woad sheathing directly applied or 34-13 oc 5)Refer to girder(s)for truss to truss connections.
purlins. 6)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 10-0-0 oc bracing. at joint(s)2 except Qt=lb)1=111.
MiTek recommends that Stabilizers and required 7)"Semi-rigid pitchbreaks with fixed heels"Member
cross bracing be installed during truss erection,in end fixity model was used in the analysis and design
accordance with Stabilizer Installation guide. of this truss.
8)Warning:Additional permanent and stability
REACTIONS. (lb/size) bracing for truss system(not part of this component
1 = 279/0-8-0 (min.0-1-8) design)is always required.
2 = 82/Mechanical
3 = 6/Mechanical
Max Horz LOAD CASE(S)
1 = 56(LC 8) Standard
Max Uplift
1 = -111(LC 8)
2 = -58(LC 8)
Max Grav
1 = 279(LC 1)
2 = 82(LC 1)
3 = 29(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom Julius Lee;P.E. #34869:
chord live load nonconcurrent with any other live loads. 1:709 Coastal Bay
Boynton Beach,FL'33435
Job Truss I russ Type y y
A0357945
58824 JK Comer Jack 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 2014:35:36 2014 Page 1
ID:YRb6ZZgQrA7iabOgpBwopfz7lH--6gGbUSMR8CTCt—omZCb?OdpQOVz9vmYNdnz1 bTz4NK5
4-3-8
4-3-8
Scale=1:9.0
3.00 F12
T1 Y
1 d
B1
3x4= 0�
2x4 II A'
0-10-8 4-3-8
0-10 8 3-5-0
Plate Offsets(X,Y)— [1:0-0-7,0-7-101,[1:0-1-4,Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.00 3-7 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.01 3-7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight:13 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)*This truss has been designed for a live load of
BOA CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 4-3-8 cc 5)Refer to girder(s)for truss to,truss connections.
purlins. 6)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 10-0-0 cc bracing. at joint(s)2 except Ot=lb)1=131.
MiTek recommends that Stabilizers and required 7)"Semi-rigid pitchbreaks with fixed heels"Member
cross bracing be installed during truss erection,in end fixity model was used in the analysis and design
accordance with Stabilizer Installation quide. of this truss.
8)Warning:Additional permanent and stability
REACTIONS. (lb/size) bracing for truss system(not part of this component
1 = 328/0-8-0 (min.0-1-8) design)is always required.
2 = 117/Mechanical
3 = 21/Mechanical
Max Horz LOAD CASE(S)
1 = 71(LC 8) Standard
Max Uplift
1 = -131(LC 8)
2 = -81(LC 8)
Max Grav
1 = 328(LC 1)
2 = 117(LC 1)
3 = 48(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom Jul[us Lee;P.E. #34869
chord live load nonconcurrent with any other live loads. 1109 Coastal Bay
Boynton B6ach,FL"33435
Job I toss FrUSS I ype ty y
7946
58824 JM Comer Jack 2 1
Job Reference(optional) A035
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:36 2014 Page 1
I D:YRb6ZZgQrA7iabOgp8wopfz7lH_-6gGbUSMR8CTCt_omZCb70dpOjVyxvmYNdnz1 bTz4NK5
5-2-3
5-2-3
Scale=1:10.0
3.00 F12
T1
1
131
Qo
3x4= �
0-10-8 5-2-3
0-10-8 4-3-11
Plate Offsets(X,Y)— (1:0-5-8,0-0-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.01 3-7 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.02 3-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:16 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 5-2-3 cc 5)Refer to girder(s)for truss to truss connections.
ROT CHORD
purT 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 10-0-0 oc bracing. at joint(s)except Qt=lb)1=153,2=102.
MiTek recommends that Stabilizers and required 7)"Semi-rigid pitchbreaks with fixed heels"Member
cross bracing be installed during truss erection,in end fixity model was used in the analysis and design
accordance with Stabilizer Installation guide. of this truss.
8)Warning:Additional permanent and stability
REACTIONS. (lb/size) bracing for truss system(not part of this component
1 = 381/0-8-0 (min.0-1-8) design)is always required.
2 = 150/Mechanical
3 = 32/Mechanical
Max Horz LOAD CASE(S)
1 = 86(LC 8) Standard
Max Uplift
1 = -153(LC 8)
2 = -102(LC 8)
Max Grav
1 = 381(LC 1)
2 = 150(LC 1)
3 = 64(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantileverjeft and right
exposed;end vertical left exposed;C-C for members
and farces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom Julius Lee;P.E. 934869.
chord live load nonconcurrent with any other live loads. 1109 Coastal Bay
Boynton Be9ch,FL 33435
Job cuss russ Type y y
A0357947
58824 �JIN Comer Jack 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Ina Fri Jun 20 14:35:36 2014 Page 1
ID:YRb6ZZgOrA7iabOgpBwopfz7lH_6gGbUSMRBCTCt—omZCb?OdpLrVxjvmYNdnz1 bTz4NK5
6-0-14
6-0-14
Scale:V=V
0
3.00 12 d
T1 d
1
131
qq �°
4x4= �°
0-10-8 6-0-14
0-1 0-8 5-2-6
Plate Offsets(X,Y)— [1:0-5-8,0-0-0)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.03 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.05 3-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a
BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight:18 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
BRACING- 3)This truss has been designed for a 10.0 psf bottom
TOP CHORD chard live load nonconcurrent with any other live
Structural wood sheathing directly applied or 6-0-0 oc loads.
purlins. 4)•This truss has been designed for a live load of
BOT CHORD 20.Opsf on the bottom chord in all areas where a
Rigid ceiling directly applied or 10-0-0 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
MiTek recommends that Stabilizers and required bottom chord and any other members.
cross bracing be installed during truss erection,in 5)Refer to girder(s)for truss to truss connections.
accordance with Stabilizer Installation guide. 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
REACTIONS. (lb/size) atjoint(s)except at=lb)1=175,2=124.
1 = 437/0-8-0 (min.0-1-8) 7)"Semi-rigid pitchbreaks with fixed heels"Member
2 = 182/Mechanical end fixity model was used in the analysis and design
3 = 42/Mechanical of this truss.
Max Horz 8)Warning:Additional permanent and stability
1 = 101(LC 8) bracing for truss system(not part of this component
Max Uplift design)is always required.
1 = 175(LC 8)
2 = -124(LC 8)
Max Grav LOAD CASE(S)
1 = 437(LC 1) Standard
2 = 182(LC 1)
3 = 80(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when.shown.
TOP CHORD
1-2=-289/332
BOT CHORD
1-7=405/347
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=S.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS.for reactions shown;Lumber Julius Lee;P.E. #34869
DOL=1.60 plate grip DOL=1.60 1109 Coastal Bay
Boynton Beach,FL 33435
a �
o russ cuss Type y y
A0357948
56824 JO Comer Jack 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek IndusUies,Inc Fri Jun 20 14:35:37 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH-a1 gzhoM3vVb3U7Ny7w7EZrLTBvFpeDoXrRia7vz4NK4
6-11-9
6-11-9
Scale=1:13.2
3.00 F12
T1
1
B1
4x4—
p• 0.
0-10-8 6-11-9 ,
0-1 0-8 6-1-1
Plate Offsets(X Y)— 11:0-5-8 0-0-8)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.04 3-7 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.10 3-7 >860 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.01 2 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:21 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
BRACING- 3)This truss has been designed for a 10.0 psf bottom
TOP CHORD chord live load nonconcurrent with any other live
Structural wood sheathing directly applied or 6-0-0 oc loads.
purlins. 4)`This truss has been designed for a live load of
BOT CHORD 20.Opsf on the bottom chord in all areas where a
Rigid ceiling directly applied or 10-0-0 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
MiTek recommends that Stabilizers and required bottom chord and any other members.
cross bracing be installed during truss erection,in 5)Refer to girder(s)for truss to truss connections.
accordance with Stabilizer Installation guide. 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
REACTIONS. (lb/size) atjoint(s)except Qt=lb)1=198,2=145.
1 = 494/0-8-0 (min.0-1-8) 7)"Semi-rigid pitchbreaks with fixed heels"Member
2 = 214/Mechanical end fixity model was used in the analysis and design
3 = 51/Mechanical of this truss.
Max Holz 8)Warning:Additional permanent and stability
1 = 116(LC 8) bracing for truss system(not part of this component
Max Uplift design)is always required.
1 = -198(LC 8)
2 = -145(LC 8)
Max Grav LOAD CASE(S)
1 = 494(LC 1) Standard
2 = 214(LC 1)
3 = 95(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when,shown.
TOP CHORD
1-2=-506/537
BOT CHORD
1-7=-644/598
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.ll;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber Julius Lee;P.E. #34869
DOL=1.60 plate grip DOL=1.60 1109 Coastal Bay
Boynton Beach,EL 33435
( D
Job I russ I russ Type y y
A0357949
58824 JP Comer Jack 2 Qt 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Ina Fri Jun 20 14:35:37 2014 Page 1
ID:Y.Rb6ZZgQrA7iabOgp8wopfz7lH_al gzhoM3vVb3U7Ny7w7EZrLYovGWeAOXrRia7vz4NK4
4-10-10 7-10-5
4-10-10 2-11-11
Scale=1:15.3
3.00 F12
3x4
2
T1 ti M
�N
W1
1
B1 El
5
0
3x4 3x4=
4
0-10 8 7-10-5
0-101 6-11-13
Plate Offsets MY)— [1:0-5-8,0-0-4)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.06 5-9 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.14 5-9 >657 240
BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 3 n/a n/a
BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight:28 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)This truss is not designed to support a ceiling and
BOT CHORD 2x4 SP No.2 is not intended for use where aesthetics are a
WEBS 2x4 SP No.3
BRACING- consideration.
TOP CHORD 3)Plates checked for a plus or minus 0 degree
Structural wood sheathing directly applied or 6-0-0 oc rotation about its center.
purlins. 4)This truss has been designed for a 10.0 psf bottom
BOT CHORD chord live load nonconcurrent with any other live
Rigid ceiling directly applied or 7-0-8 oc bracing. loads.
5)'This truss has been designed for a live load of
MiTek recommends that Stabilizers and required 20.Opsf on the bottom chord in all areas where a
cross bracing be installed during truss erection,in rectangle 3-6-0 tall by 2-0-0 wide will fit between the
accordance with Stabilizer Installation guide. bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
REACTIONS. (lb/size) 7)Provide mechanical connection(by others)of truss
1 = 501/0-8-0 (min.0-1-8) to bearing plate capable of withstanding 100lb uplift
3 = 106/Mechanical at joint(s)3 except at--lb)1=189,5=104.
5 = 253/Mechanica( 8)"Semi-rigid pitchbreaks with fixed heels"Member
Max Harz end fixity model was used in the analysis and design
1 = 131(LC 8) of this truss.
Max Uplift 9)Warning:Additional permanent and stability
1 = -189(LC 8) bracing for truss system(not part of this component
5 = 104(C LC 88 design)is always required.
FORCES. (lb) LOAD CASE(S)
Max.Comp./Max.Ten.-All forces 250(lb)or less Standard
except when shown.
TOP CHORD
1-2=-604/538
BOT CHORD
1-6=-415/520,1-5=-673/590
WEBS
2-5=-642/733
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber Jullus.Lee;P.E. #34869:
DOL=1.60 plate grip DOL=1.60 1.109 Coastal Bay
Boynton 13each,"FL"33435
Job I russ Truss Type Qty Ply
�AO57950
58824 JQ Comer Jack 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:37 2014 Page 1
ID:YRb6ZZgQrA7iabOgpSwopfz7lH-al gzhoM3vVb3U7Ny7w7EZrLXSvEgeAFXrRia7vz4NK4
5-10-7 8-9-0
5-10-7 2-10-9
Scale=1:16.9
3.00 F12 3x4=
2
N
T1 N
N N
N
W1
1
91
5
3x4=4
4x4=
0-10-8 8-9-0
0-10-8 7-10-8
Plate Offsets(X,Y)— [1:0-5-e,Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.10 5-9 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.24 5-9 >433 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) -0.01 5 n/a n/a
BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) .Weight:31 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)This truss is not designed to support a ceiling and
BOT CHORD 2x4 SP No.2 is not intended for use where aesthetics are a
WEBS 2x4 SP No.3 consideration.
BRACING- 3)Plates checked for a plus or minus 0 degree
TOP CHORD rotation about its center.
Structural wood sheathing directly applied or 6-0-0 cc 4)This truss has been designed for a 10.0 psf bottom
purlins. chord live load nonconcurrent with any other live
BOT CHORD loads.
Rigid ceiling directly applied or 6-11-15 cc bracing. 5)*This truss has been designed for a live load of
MiTek recommends that Stabilizers and required 20.Opsf on the bottom chord in all areas where a
cross bracing be installed during truss erection,in rectangle 3-6-0 tall by 2-0-0 wide will fit between the
accordance with Stabilizer Installation guide. bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
REACTIONS. (lb/size) 7)Provide mechanical connection(by others)of truss
1 = 555/0-8-0 (min.0-1-8) to bearing plate capable of withstanding 100 lb uplift
3 = 83/Mechanical atjoint(s)3 except(jt—lb)1=210,5=139.
5 = 320/Mechanical 8)"Semi-rigid pitchbreaks with fixed heels"Member
Max Horz end fixity model was used in the analysis and design
1 = 145(LC 8) of this truss.
Max Uplift 9)Warning:Additional permanent and stability
1 = -210(LC 8) bracing for truss system(not part of this component
5 = 139(C LC 8) design)is always required.
FORCES. (lb) LOAD CASE(S)
Max.Comp./Max.Ten.-All forces 250(lb)or less Standard
except when shown.
TOP CHORD
1-2=-626/533
BOT CHORD
1-9=0/273,1-6=-396/530,1-5=-676/605
WEBS
2-5=-685/766
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=S.Opsf;h=20ft;
Cat.11;Exp D;.Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber Julius Lee;P.E. 934869
DOL=1.60 plate grip DOL=1.60 1109 Coastal Bay
Boynton Beach,,FL'33435
ONSS NSS ype ty y
A0357951
58824 �JIR Comer Jack 2 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:38 2014 Page 1
ID:YRb6ZZg QrA7iab0 gp8wopfz7l H_-2DOLv8 N hg pjw6Hy9h d eT52uhXJYVN c3g45S8f Lz4 NK3
5-8-4 9-7-11
r 5-8-4 3-11-8
Scale=1:18.5
3.00 FIT
3x4
2
T1 c&
1 N
N
1 OI I
.{ 1
c� B1
o'
e o
3x4=4
4x4=
0-10-8 , 9-7-41 J
0-10 8 8-9-3
Plate Offsets(X Y)— [1:0-5-8 Edgel,[5:0-1-5,0-1-81
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.15 5-9 >747 360 MT20 244/190
TCDL . 15.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.37 5-9 >310 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) -0.01 5 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:35 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)This truss is not designed to support a ceiling and
BOT CHORD 2x4 SP No.2 is not intended for use where aesthetics are a
WEBS 2x4 SP No.3 consideration.
BRACING- 3)Plates checked for a plus or minus 0 degree
TOP CHORD rotation about its center.
Structural wood sheathing directly applied or 6-0-0 oc 4)This truss has been designed for a 10.0 psf bottom
purlins. chord live load nonconcurrent with any other live
BOT CHORD loads.
Rigid ceiling directly applied or 5-11-11 oc bracing. 5)'This truss has been designed for a live load of
MiTek recommends that Stabilizers and required 20.Opsf on the bottom chord in all areas where a
cross bracing be installed during truss erection,in rectangle 3-6-0 tall by 2-0-0 wide will fit between the
accordance with Stabilizer Installation guide. bottom chord and any other members.
6)Refer to girder(s)for truss to truss connections.
REACTIONS. (lb/size) 7)Provide mechanical connection(by others)of truss
1 = 600/0-8-0 (min.0-1-8) to bearing plate capable of withstanding 100 lb uplift
3 = 141/Mechanical at joint(s)3 except(jt=1b)1=224,5=127.
5 = 315/Mechanical 8)"Semi-rigid pitchbreaks with fixed heels"Member
Max Horz end fixity model was used in the analysis and design
1 = 160(LC 8) of this truss.
Max Uplift 9)Warning:Additional permanent and stability
1 = -224(LC 8) bracing for truss system(not part of this component
5 98((C 8LC )) design)is always required.
FORCES. (lb) LOAD CASE(S)
Max.Comp./Max.Ten.-All forces 250(lb)or less Standard
except when shown.
TOP CHORD
1-2=-8411734
BOT CHORD
1-9=-10/336,1-6=598/742,1-5=-899/823
WEBS
2-5=-878/959
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber Julius Lee;P.E. #3480
DOL=1.60 plate grip DOL=1.60 1109 Coastal Bap
BoyptomBeach,FL'33435
o toss toss Type y ��'y
Job Reference(optional) A0357952
58824 JS Comer Jack 1 1
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:38 2014 Page 1
I D:YRb6ZZgQrA7iabOgp8wopfz7lH_-2DOLv8Nhgpjw6Hy9hdeT52ulUJfiNebg45S8fLz4NK3
O 7-9 4-1-8
0-7-9 3-5-15
3.00 12 Scale=1:15.3
I�
d
4x4= T1
2
N_
m c6
N
N
W1 W2
O 8
Ll B1
6 5
1.5x4 11
3x4= 4
4-1-8
4-1-8
Plate Offsets(X,Y)— f2:0-2-0 0-2-41
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.03 5-6 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.03 5-6 >999 240
BCLL 0.0 * Rep Stress Incr YES WB 0.16 Horz(TL) -0.00 5 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:20 lb FT=0%
.LUMBER-
TOP CHORD 2x4 SP No.2 3)This truss has been designed for a 10.0 psf bottom
BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live
WEBS 2x4 SP No.3 loads.
BRACING- 4)*This truss has been designed for a live load of
TOP CHORD 20.Opsf on the bottom chord in all areas where a
Structural wood sheathing directly applied or 4-1-8 cc rectangle 3-6-0 tall by 2-0-0 wide will fit between the
ROT CHORD
purT except end verticals. bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
Rigid ceiling directly applied or 7-8-0 cc bracing. 6)Provide mechanical connection(by others)of truss
MiTek recommends that Stabilizers and required to bearing plate capable of withstanding 100 lb uplift
cross bracing be installed during truss erection,in at joints)1,3,5 except(jt=lb)7=124.
accordance with Stabilizer Installation ouide. 7)Non Standard bearing condition. Review required.
8)"Semi-rigid pitchbreaks with fixed heels"Member
REACTIONS.All bearings Mechanical. end fixity model was used in the analysis and design
(lb)-Max Horz of this truss.
1=368(LC 1),7=368(LC 1) 9)Warning:Additional permanent and stability
Max Uplift bracing for truss system(not part of this component
All uplift 100 lb or less at joint(s)1, design)is always required.
3,5 except 7=-124(LC 12)
Max Grav
All reactions 250 lb or less at joint(s) LOAD CASE(S)
1,3,7,5 Standard
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
2-6=-158/330,1-2=-423/301
BOT CHORD
6-7=-549/519,5-6=-474/467
WEBS
2-5=-508/515
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60 Julius Lee;P.E. #34869
2)Plates checked for a plus or minus 0 degree rotation 1109 Coastal Bay
about its center. Boynton Beach,FL 33435
4# I
Job I russ ruse ype y y
A0357953
58824 JT Jack-Open 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 Walk Industries,Inc. Fri Jun 20 14:35:38 2014 Page 1
I D:YRb6ZZgQrA7iabOgp8wopfz71H--2DOLv8Nhgpjw6Hy9hdeT52uj7JbFNcog45S8fLz4NK3
4-7-11 8-5-13
4-7-11 3-10-3
Scale:3/4"=1'
3.00 F,2
3x4
2
T1
W1 OH8
1
B1
r1
3x4=0
4'
3x4= 4
0-10 8 8-5-13
0-8 6-1 7-7-5
Plate Offsets MY)— r1:0-5-8,0-0-4),r5:0-2-12,0-1-8)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deli Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.09 5-9 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.20 5-9 >500 240
BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 3 n/a n/a
BCDL 10.0 Code FBC2010frPI2007 (Matrix-M) Weight:31 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 NOTES-
CHORD 2x4 SP No.2 WE 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
WEBS 2x4 SP No.3 Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
BRACING- Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
TOP CHORD and C-C Extedor(2)zone;cantilever left and right
Structural wood sheathing directly applied or 6-0-0 cc exposed;end vertical left exposed;C-C for members
purT
ROT CHORD and forces&MWFRS for reactions shown;Lumber Rigid ceiling directly applied or 6-1-15 cc bracing. DOL=1.60 plate grip DOL=1.602)This truss is not designed to support a ceiling and
MiTek recommends that Stabilizers and required is not intended for use where aesthetics are a
cross bracing be installed during truss erection,in consideration.
accordance with Stabilizer Installation guide. 3)Plates checked for a plus or minus 0 degree
rotation about its center.
REACTIONS. (lb/size) 4)This truss has been designed for a 10.0 psf bottom
1 = 531/0-8-0 (min.0-1-8) chord live load nonconcurrent with any other live
3 = 147/Mechanical loads.
5 = 250/Mechanical 5)*This truss has been designed for a live load of
Max Horz 20.Opsf on the bottom chord in all areas where a
1 = 141(LC 8) rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Max Uplift bottom chord and any other members.
1 = -199(LC 8) 6)Refer to girder(s)for truss to truss connections.
3 = -101(LC 8) 7)Provide mechanical connection(by others)of truss
5 = -95(LC 8) to bearing plate capable of withstanding 100 lb uplift
FORCES. (lb) a8t joint(s)5 except(jt=lb)1=199,3=101.
Max.Comp./Max.Ten.-All forces 250(lb)or less )"Semi-rigid pitchbreaks with fixed heels"Member
( ) end fixity model was used in the analysis and design
except when shown, of this truss.
TOP CHORD 9)Warning:Additional permanent and stability
1-2=-783/713 bracing for truss system(not part of this component
BOT CHORD design)is always required.
1-9=-1 47/307,1-6=-591/698,
1-5=-865/7772
WEBS LOAD CASE(S)
2-5=-808/906 Standard
Julius Lee;P.E. 934869
1109 Coastal Bay
Boynton Beach,FL"33435
Job I russ I russ Type Qty Ply
A0357954
58824 JU Jack-Open 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MTek Industries,Inc. Fri Jun 20 14:35:39 2014 Page 1
ID:YRb6ZZgQrA7iabOgpBwopfz7lH_WPyk6UOJR7mkRXLFL9ieGRnBiwo67IgJIBhCoz4NK2
7-3-15
7-3-15
Scale=1:14.3
to
3.00 F12
T1
N
1
B1
�t Q'
4x4=
0-10-8 7-3-15
� 6-5-7
Plate Offsets(X Y)— [1:0-5-8 0-0-121
LOADING(psfi SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.91 Vert(LL) -0.05 3-7 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.12 3-7 >708 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a
BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight:22 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 2)Plates checked for a plus or minus 0 degree
BOT CHORD 2x4 SP No.2 rotation about its center.
BRACING-
3)This truss has been designed for a 10.0 psf bottom
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc chord live load nonconcurrent with any other liveloads.
purlins. 4)'This truss has been designed for a live load of
BOT CHORD 20.0psf on the bottom chord in all areas where a
Rigid ceiling directly applied or 10-0-0 oc bracing. rectangle 3-6-0 tall by 2-0-0 wide will fit between the
MiTek recommends that Stabilizers and required bottom chord and any other members.
cross bracing be installed during truss erection,in 5)Refer to girder(s)for truss to truss connections.
accordance with Stabilizer Installation guide. 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
REACTIONS. (lb/size) at joint(s)except Qt=1b)1=208,2=153.
1 = 518/0-8-0 (min.0-1-8) 7)"Semi-rigid pitchbreaks with fixed heels"Member
2 = 227/Mechanical end fixity model was used in the analysis and design
3 = 55/Mechanical of this truss.
Max Harz 8)Warning:Additional permanent and stability
1 = 122(LC 8) bracing for truss system(not part of this component
Max Uplift design)is always required.
1 = -208(LC 8)
2 = -153(LC 8)
Max Grav LOAD CASE(S)
1 = 518(LC 1) Standard
2 = 227(LC 1)
3 = 101(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-609/632
BOT CHORD
1-7=-754f716
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber Julius Lee;P.E. 934869.
DOL=1.60 plate grip DOL=1.60 1109 Coastal Bay
Boynton Beach,'FL 33435
L
Job I russ I russ I ype y y
58824 JV Jack-Open 1 1
Job Reference(optional) A0357955
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 Mrrek Industries,Inc Fri Jun 20 14:35:39 2014 Page 1
I D:YRb6ZZg QrA7ia bOgp8wopfz7lH--W Pyk6UOJ R7m kRXLFL9 ieGRskixl67lgJ IB hCoz4N K2
6-2-2
6-2-2
Scale=1:12.1
3.00 F12
T1 d_
1
B1
4x4=
0-10-8 6-2-2
0-1 0-8 5-3-10
Plate Offsets(X,Y)— [1:0-5-8,0-0-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.03 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.05 3-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a
BCDL 10.0 Code FBC2010(rP12007 (Matrix-M) Weight:19 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 rotation
Plates checked for a plus or minus 0 degree
BRACING- rotation about its center.
TOP CHORD 3)This truss has been designed for a 10.0 psf bottom
Structural wood sheathing directly applied or 6-0-0 oc chord live load nonconcurrent with any other live
loads.
BOT CHORD 4)"This truss has been designed for a live load of
Rigid ceiling directly applied or 10-0-0 cc bracing. 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
MiTek recommends that Stabilizers and required bottom chord and any other members.
cross bracing be installed during truss erection,in 5)Refer to girder(s)for truss to truss connections.
accordance with Stabilizer Installation auide. 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
REACTIONS. (lb/size) atjoint(s)except at=lb)1=178,2=126.
1 = 443/0-8-0 (min.0-1-8) 7)"Semi-rigid pitchbreaks with fixed heels"Member
2 = 186/Mechanical end fixity model was used in the analysis and design
3 = 43/Mechanical of this truss.
Max Horz 8)Warning:Additional permanent and stability
1 = 102(LC 8) bracing for truss system(not part of this component
Max Uplift 178 LC 8 design)is always required.
( )
2 = -126(LC 8)
Max Grav LOAD CASE(S)
1 = 443(LC 1) Standard
2 = 186(LC 1)
3 = 82(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
1-2=-311/354
BOT CHORD
1-7=430/373
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber Jullus Lee;P.E. #34869
DOL=1.60 plate grip DOL=1.60 1109 Coastal Bay
:Boynton Beach,.FL 33435
� y
Job Truss cuss I ype Qty Ply
FJobReference(optional)
A0357956
58824 Jw Jack-Open 1 1
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:39 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_wpyk6UOJR7mkRXLFL9ieGRwPizs67lgJIBhCoz4NK2
5-0-4
5-0-4
Scale=1:9.8
3.00 12
T1
1
B1
3x4= �°
0-1 0-8 5-0-4
0-10-8 4-1-12
Plate Offsets MY)— 11:0-5-8,0-0-41
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.01 3-7 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.02 3-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:15 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4).This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 5-0-4 cc 5)Refer to girder(s)for truss to truss connections.
purlins. 6)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 10-0-0 cc bracing. at joint(s)2 except Qt=lb)1=149.
MiTek recommends that Stabilizers and required 7)"Semi-rigid pitchbreaks with fixed heels"Member
cross bracing be installed during truss erection,in end fixity model was used in the analysis and design
accordance with Stabilizer Installation guide. of this truss.
8)Warning:Additional permanent and stability
REACTIONS. (lb/size) bracing for truss system(not part of this component
1 = 37110-8-0 (min.0-1-8) design)is always required.
2 = 144/Mechanical
3 = 30/Mechanical
Max Horz LOAD CASE(S)
1 = 83(LC 8) Standard
Max Uplift
1 = -149(LC 8)
2 = -98(LC 8)
Max Grav
1' = 371(LC 1)
2 = 144(LC 1)
3 = 62(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom Julius Lee;P.E: #34869
chord live load nonconcurrent with any other live loads. 1109 Coastal Bay
Boynton Bi ach,.FL 33
e �
G a �
oruss cuss Type y y
A0357957
58824 �jjx Jack-Open 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print:7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:40 2014 Page 1
ID:YRb6ZZgQrA7iabOgp6wopfz7lH—-cW6JgPxCQzeLb6Xo2gxATz7u6LfraYzYPxFkEz4NK1
3-10-6
3-10-6
Scale=1:8.5
3.00 F12 C
V
0
T1 r^5
1 �
B1
3x4= A.
2x4 II Q°
0-10-8 23-10-6
1 0- -8 -11-14
Plate Offsets(X,Y)— [1:0-0-11,0-7-101,[1:0-1-4,Edgel
LOADING(psfl SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.00 3-7 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.00 3-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight:12 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4)'This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural woad sheathing directly applied or 3-10-6 cc 5)Refer to girder(s)for truss to truss connections.
ROT CHORD
purT 6)Provide mechanical connection(by others)of truss
to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 10-0-0 cc bracing. at joint(s)2 except(jt=lb)1=121.
MiTek recommends that Stabilizers and required 7)"Semi-rigid pitchbreaks with fixed heels"Member
cross bracing be installed during truss erection,in end fixity model was used in the analysis and design
accordance with Stabilizer Installation uide. of this truss.
8)Warning:Additional permanent and stability
REACTIONS. (lb/size) bracing for truss system(not part of this component
1 = 304/0-8-0 (min.0-1-8) design)is always required.
2 = 100/Mechanical
3 = 14/Mechanical
Max Harz LOAD CASE(S)
1 = 64(LC 8) Standard
Max Uplift
1 = -121(LC 8)
2 = -70(LC 8)
Max Grav
1 = 304(LC 1)
2 = 100(LC 1)
3 = 40(LC 3)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Extedor(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)This truss has been designed for a 10.0 psf bottom Julius Lee;F.E. #34869
chord live load nonconcurrent with any other live loads. 1109 Coastal Bay
Boynton Beach,FL 33435
Job I russ Truss Type Qty Ply
A0357958
58824 JY Jack-Open 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:40 2014 Page 1
ID:YRb6ZZgQrA7iabOgpBwopfz7lH--cW6JgPxCQzeLb6Xo2gxATz9c6M1 raYzYPxFkEz4NK1
2-8-9
2-8-9
Scale=1:7.2
3.00 F12
1 T1 d
o
i
B1
3x4= 0�
2x4 II Q�
0-10-8 2-8-9
0-10-8 1-10-1
Plate Offsets(X,Y)— r1:0-0-15,0-7-101,r1:0-1-4,Edge1
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Icc) Well Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.00 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 4 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2010fTPI2007 (Matrix-M) Weight:8 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4) This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 2-8-9 cc 5)Refer to girder(s)for truss to truss connections.
purlins. 6)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 10-0-0 cc bracing. at joint(s)1,2,3.
MiTek recommends that Stabilizers and required 7)"Semi-rigid pitchbreaks with fixed heels"Member
cross bracing be installed during truss erection,in end fixity model was used in the analysis and design
accordance with Stabilizer Installation guide. of this truss.
8)Warning:Additional permanent and stability
REACTIONS. (lb/size) bracing for truss system(not part of this component
1 = 250/0-8-0 (min.0-1-8) design)is always required.
2 = 53/Mechanical
3 = -11[Mechanical
Max Horz .LOAD CASE(S)
1 = 44(LC 8) Standard
Max Uplift
1 = -99(LC 8)
2 = -40(LC 8)
3 = -11(LC 1)
Max Grav
1 = 250(LC 1)
2 = 53(LC 1)
3 = 15(LC 8)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.11;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center. Jul(us.Lee;P.E. 934869:
3)This truss has been designed for a 10.0 psf bottom 1109 Coastal Bay
chord live load nonconcurrent with any other live loads. Boynton Beach,'FL 33435
. . v
Job I russ I russ Type y y
A0357959
58824 Jz Jack-Open 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc. Fri Jun 20 14:35:40 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wapfz7lH--_cW6JgPxC OzeLb6Xo2gxATzAl6N_raYzYPxF kEz4NK1
1-9-9
1-9-9
Scale=1:6.1
3.00 FIT
1 1
T1
B1
o
3x4= 2x4 II AO
Qo
Qo
Qo
1-6-8
1-6-8
Plate Offsets(X,Y)— 11:0-0-15 0-7-101 11:0-14,,Edoel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defi Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 4 >999 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 4 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 1 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:6 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 4) This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 1-9-9 oc 5)Refer to girder(s)for truss to truss connections.
purlins. 6)Provide mechanical connection(by others)of truss
BOT CHORD to bearing plate capable of withstanding 100 lb uplift
Rigid ceiling directly applied or 10-0-0 oc bracing. atjoint(s)1,3,2.
MiTek recommends that Stabilizers and required 7)"Semi-rigid pitchbreaks with fixed heels"Member
cross bracing be installed during truss erection,in end fixity model was used in the analysis and design
accordance with Stabilizer Installation guide. of this truss.
8)Warning:Additional permanent and stability
REACTIONS. (lb/size) bracing for truss system(not part of this component
1 = 193/0-8-0 (min.0-1-8) design)is always required.
3 = -8/Mechanical
2 = 12/Mechanical
Max Horz LOAD CASE(S)
1 = 30(LC 8) Standard
Max Uplift
1 = -74(LC 8)
3 = -8(LC 1)
2 = -15(LC 8)
Max Grav
1 = 193(LC 1)
3 = 5(LC 8)
2 = 12(LC 1)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.ll;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center. Julius.Lee;P.E. #34869:
3)This truss has been designed for a 10.0 psf bottom 1109 Coastal Bay
chord live load nonconcurrent with any other live loads. Boynton Beach,FL 33435
Job Fruss Iruss I ype ty y
A0357960
58824 VM2 Valley 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Print 7.520 s May 8 2014 MiTek Industries,Inc Fri Jun 20 14:35:41 2014 Page 1
ID:YRb6ZZgQrA7iabOgp8wopfz7lH_So4UXAPazk5VzlhkMmBAjhWKgWIVa1n7m3goGgz4NKO
2-0-0
2-0-0
Scale=1:7.2
6.00 12
1
B1
v
d
2x4
I
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(TL) n/a n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC201 O/TP12007 (Matrix) Weight:5 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No2 5)`This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a
BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the
TOP CHORD bottom chord and any other members.
Structural wood sheathing directly applied or 2-0-0 oc 6)Bearing at joint(s)2 considers parallel to grain
purlins. value using ANSI/TPI 1 angle to grain formula.
BOT CHORD Building designer should verify capacity of bearing
Rigid ceiling directly applied or 10-0-0 oc bracing. surface.
MiTek recommends that Stabilizers and required 7)Provide mechanical connection(by others)of truss
cross bracing be installed during truss erection,in to bearing plate capable of withstanding 100 lb uplift
accordance with Stabilizer Installation guide. at joints)1,2.
8)"Semi-rigid pitchbreaks with fixed heels"Member
REACTIONS. (lb/size) end fixity model was used in the analysis and design
1 = 75/1-11-8 (min.0-1-8) of this truss.
2 = 62/1-11-8 (min.0-1-8) 9)Warning:Additional permanent and stability
3 = 14/1-11-8 (min.0-1-8) bracing for truss system(not part'of this component
Max Horz design)is always required.
1 = 46(LC 12)
Max Uplift
1 = -21(LC 12) LOAD CASE(S)
2 = -51(LC 12) Standard
Max Grav
1 = 75(LC 1)
2 = 62(LC 1)
3 = 27(LC 3)
FORCES. (lb)
Max.Camp./Max.Ten.-All forces 250(lb)or less
except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
3)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom Julius Lee;P.E. 934869'
chord live load nonconcurrent with any other live loads. 1109 Coastal Bay
Boynton Beach,FL'33435
M ' �
r • J `�
Job Truss I cuss Type Qty Ply
A0357961
58824 VM4 Valley 1 1
Job Reference(optional)
Al ROOF TRUSSES,FORT PIERCE,FL 34946 Run:7.520 s May 8 2014 Pdnt:7.520 s May 8 2014 MiTek Industries,Inc, Fri Jun 20 14:35:41 2014 Page 1
ID:YRb6ZZgQrA71abOgpBwopfz7lH_So4UXAPazk5VzlhkMmBAjhWEeWiiva1n7m3goGgz4NKO
4-0-0
4-0-0
Scale=1:11.8
2
1.5x4 II
6.00 12
W1
1
q B1
d
d
3
2x4 1.5x4 11
I
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.39 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 15.0 Lumber Increase 1.25 BC 0.12 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:14 lb FT=0%
LUMBER-
TOP CHORD 2x4 SP No.2 5)"This truss has been designed for a live load of
BOT CHORD 2x4 SP No.2 20.0psf on the bottom chord in all areas where a
WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0.0 wide will fit between the
BRACING- bottom chord and any other members.
TOP CHORD 6)Provide mechanical connection(by others)of truss
Structural wood sheathing directly applied or 4-0-0 oc to bearing plate capable of withstanding 100 lb uplift
purlins, except end verticals. at joint(s)1 except(jt=1b)3=103.
BOT CHORD 7)"Semi-rigid pitchbreaks with fixed heels"Member
Rigid ceiling directly applied or 10-0-0 oc bracing. end fixity model was used in the analysis and design
MiTek recommends that Stabilizers and required of this truss.
cross bracing be installed during truss erection,in 8)Warning:Additional permanent and stability
accordance with Stabilizer Installation guide. bracing for truss system(not part of this component
REACTIONS. (lb/size) design)is always required.
1 = 177/3-11-8 (min.0-1-8)
3 = 177/3-11-8 (min.0-1-8) LOAD CASE(S)
Max Horz Standard
1 = 108(LC 12)
Max Uplift
1 = -49(LC 12)
3 = -103(LC 12)
FORCES. (lb)
Max.Comp./Max.Ten.-All forces 250(lb)or less
except when shown.
TOP CHORD
2-3=-200/276
NOTES-
1)Wind:ASCE 7-10;Vult=165mph(3-second gust)
Vasd=128mph;TCDL=5.Opsf;BCDL=5.Opsf;h=20ft;
Cat.II;Exp D;Encl.,GCpi=0.18;MWFRS(envelope)
and C-C Exterior(2)zone;cantilever left and right
exposed;end vertical left exposed;C-C for members
and forces&MWFRS for reactions shown;Lumber
DOL=1.60 plate grip DOL=1.60
2)Plates checked for a plus or minus 0 degree rotation
about its center.
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.
Jullus Lee;P.E. #34869
1109 Coastal Bay
Boynton Beach,FL'33435
ASK
e
A4 ItUDF
TR JSSES
AFLORIDA CORPORATION
Important Notes / Please Review Prior to Truss Installation:
1) Trusses are to be handled,installed and braced in accordance with the following standards:
ANSI/TIP 1-2007;WTCA 1-1995—"Standard Responsibilities in the Design Process Involving
Metal Plate Connected Wood Trusses",and"BCSI 1-03 Guide to Good Practice For Handling,
Installing,&Bracing of Metal Plate Connected Wood Trusses"published by WTCA and.Truss Plate
Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are
also available.
2) All temporary and permanent bracing design,connection,material,and labor by others.
3) Truss designs are for an individual component,not for a truss system. Reactions and uplifts may
vary from building designers calculated loads. The building designer is ultimately responsible for
clarifying any discrepancies.
4) If provided by truss manufacturer,any engineered beams provided have been sized using
information design guides or software provided by the beam manufacturer. The building designer
should verify all loads uplifts,and bearing requirements. Truss manufacturer is not responsible for
specifying beams,other than those provided by truss manufacturer.
5) Unless specified,roof trusses are not designed for any additional attic storage loads.
6) On flat surfaces,adequate drainage must be provided to avoid ponding.
7) It is the builder's responsibility to assure there is adequate room for A/C ducts,electrical wiring and
plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords
and webs cannot be cut. Attic access opening should be located between trusses unless otherwise
noted.
8) Unless specified,valley framing design,connection,material and labor to be supplied by the
builder.
9) Attached drawings are standard details that cover most installation standards. Structural details
provided by the building designer supersede any attached details.
10)Trusses are not designed to carry the chimney,cupola,steeple,or other structures unless specified.
Structure should be framed through the trusses to be supported by the foundation. In cases where
trusses are designed to carry the structure above all loads and uplifts MUST be verified by building
designer. Connection of structure to trusses must be provided by the building designer.
1 1)The specific engineered truss drawings are subject to other terms,conditions,and details on the truss
placement plan and/or individual truss design drawings.
12)Trusses are designed to carry ONLY the specified loads on the engineered drawings.Point loads
for materials,erection personnel,equipment,whether temporary or permanent,are-not allowed
unless specified on sealed engineered drawings.
Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010.
4451 St.Lucie Blvd.,Fort Pierce,FL 34946
772-409-1010 Office 772-409-1015 Fax www.AItruss.com
Name:
PU Address:
STRUCTURAL Customer.,
CONNECTORS'O W Company Contact: Number.
Hangers
e�
MIR
Ilk.
ir
To
In,
IN
10
r
U'UP] A_,�d
Rao
Tl JUS24 1883, 655 750 820 510 4-loci(Header)
F1.821.39, 2-lod (Joist)
0510.01,
RR 15779
LUS24 670 765 825 490 4-10d(Header)
2-10d(Joht)
T2 JUS26 1881, 850 975 1060 1115 4-10d(H sad or)
FI.821.4Z 4-10d (Joist)
0510.01,
RR 25779
LUS26 865 990 1070 1165 4-10d(Header)
4-I od(Joist)
T3 MSH422 1831, 22-loci (Face- Face Max Mailing)
FL822.36, 6-10d (Face-Top Max Nailing)
08- 6--lod (Joist-Face Max-Nailing)
0303.06, 6-10d (Joist-Top Max Nailing)
RR 25836, 4-lod (Top -Top Max Nailing)
13116-R
THA422 2245 2245 2245 6-16d(CarriadMernber-FaceMount)
6-lod(Carried Member-Top Flange)
22-16d(Face-Face Mount)
2-16d(face-Top Flange)
4-16d(rap 4 rap Flange)
MA1422 1835 1835 1835 2-10dxl-112or2-lodxl-112(Carried Member)
20-10d or 2-lod(Face)
10d(Top)
USP Structural Connectors I�W
T4 TH D26 1781. 2485 2855 3060 2170 - - - 18-16d (Face)
FL13285.35 12-10d x 1-1/2(Joist)
, 06-
0921.05,
RR 25843
HTU26 2940 3340 3600 1555 I1-lad x 1-112(Carried Member)
20-lad x 1-112(Carried Member-Max Nailing)
20-16d(Carrying Member)
27-16d(Carrying Member-Max Nailing)
T5 THD26-2 1781. 2540 2920 3175 2285 - 18- 16d (Face)
FL13285.35 12-10d (Joist)
, 06-
0921.05,
RR 25843,
13116-R
HHUS26 2 2785 3155 3405 1550 - 14-16d(Face)
6-16d(Joist)
f{TU26-2 2940 3340 3600 2175 - - 20-lad(Carried Member-Max Nailing)
20-16d(Carrying Member-Max Nailing)
T6 THD28 1781, 3865 3965 3965 2330 28-16d (Face)
FL13285.35 16- 10d x 1-1/2(Joist)
, 06-
0921.05,
RR 25843
HTU28 3820 4340 4660 2140 26-lad x 1-112(Carried Member-Max Nailing)
26-16d(Corry(nq Member-Max Nailing)
T7 THD28-2 17" 3950 4540 4935 2595 - - - 28- 16d (Face)
F1.13285.35 16-10d (Joist)
, 06-
0921.05,
RR 25843,
.13116-R
HHUS28-2 4210 4770 5140 2000 22-16d(Face)
8-16d(joist)
HTU28-2 3820 4340 4680 3485 - - 26-lad(Carried Member-Max Nalling)
26-16d(Carrying Member-Max Nailing)
T8 THD46 17814 2540 2920 3175 2285 - 18- 16d (Face)
FL13285.35 12-Iod (Joist)
, 06-
0921.05,
RR 25843,
13116-R
USP Structural Connectors f
HHUS46 2790 3I60 3410 J550 14-16d(Face)
6-I6d(Joist)
T9 THD48 1781. 3950 4540 4935 2595 28-16d (Face)
FL13285.35 16- 10d (Joist)
06-
0921.05,
` RR 25843,
13116-R
HHUS48 4210 4770 5140 4^ 00 - - 22-16d(Face)
8-16d(Joist)
T10 THDH26-2 1881, 3915 4505 4795 2235 20-I6d (Face)
FL821.75, 8- 16d(Joist)
06-
0921.05,
RR 25779,
13116-R
HGUS26-2 4355 4875 S230 2155 - 20-16d(Face)
8-I6d(Joist)
T11 THDH26-3 1881, 3915 4505 4795 2235 20-16d(Face)
F1.821.75, 8-Ad (Joist)
06-
0921.05,
RR 25779
HGUS26-3 4355 4875 5230 2155 20-16d(Face)
a-16d(Joist)
T12 THDH28-2 :1881, 6535 7515 $025 2665 - 36-16d (Face)
41.8=77, 10--16d (Joist)
RR 25779,
,13116-R
HGUS28-2 7460 7460 7460 3235 36-16d(Face)
12-16d(Joist)
T13 THD1-128-3 1881. 6770 7785 8025 2665 - - 36-16d (Face)
FL821.77, 12- 16d (Joist)
+06-
0921.05,
RR 25779
HGUS28-3 7460 7460 7460 3235 36.16d(Face)
12-16d(Joist)
USP Structural Connectors
Name:
Address:
STRUCTURAL Customer.
CONNECTORS'
A Wek-CompaWy Contact: Number.
Fastener Comparison Table
'�s�x=�r5. S i=-:c1:=•ia!r�b.y^v iL:-_ - - s `•pi; ._,s- aS��:-k'i- 'a'+.�+•=i .SQL-.=. Y1v✓^. `r._. �t�^•^ -•-_ ,�';�-cam - .:w' '_J:_..?:,...a.-= -�"•�� :�-.eF—�•-�'''C{•:�::�.-• 'rzy_s.L•:�_•x; ' "'�'� � � ..s�.
_ ""^Y;"�= Ftc7:..:s-^a'..-n"��T.= _ _.r_•�. '`_o:�.?T' `�'`cF i'"'••' _.i:,.=.r k 'k�i..-c. r�-.m-�__ .v
=re��-,-',�::�r-�c�---�`'•::k=-�==cc:..f �• _• �,� M1- �'• ,tee,-.u,.pu�,. � ,�,•�2.�����:c�`"Ys:s�--,,:
-.._. A �^.r.:::2<�a5 .$-�::v^...,J�`r:�a"..R ".-:.;?isrr_re-r'+.._T•-a:�:9-�....r:�A.ruts.'cr`w.._:.'�Fau•�T2u.:��s'�:.'i`s.:xgr��''-,.:�r_ e - ^--c-=-
3.:.�_ :� -'.�.^• r� ._.:.;:�-.%:Ye'w =�• ..•'tee-:•e�.',Aiy a,..•-rK2==`�c,:rc�.a.�. e1.•+�. _a*: ,-•."'._ .�< r..-.. .::...Y ce_b• F-a`��'-�e.� = '.-.�'-`7 -,-K:.<+=ti `."'a'.`•+'^-_._' a.••P-4 x. � '-�--�-- -a.,o,=sl. e••� ?;cK., .`-�i-��"�;--x: �
::trsGi+riuLaFieicL[SP..Stoc[�Tifo< Regcnred Fastenerso =; {8`e eren :N �;s u r-p'Regu�rad!Fastenets<K�yt- �
TI JUS24 4-10d(Header) LUS24 4-10d(Header)
2-10d(Joist) 2-10d(Joist)
TIO THDH26-2 20-16d(Face) HGUS26-2 20-16d(Face)
8-16d(Joist) 8-16d(Joist)
T11 THD H26-3 20-16d(Face) HGUS26-3 20-I6d(Face)
8-16d(Joist) 8-16d(Joist)
T12 THD H28-2 36-16d(Face) HGUS28 2 36-16d(Face)
10-16d(Joist) 12-16d(Joist)
T13 THDH28-3 36-16d(Face) HGUS283 36-16d(Face)
12-16d(Jaist) 12-I6d(Joist)
T2 JUS26 4-10d(Header) LUS26 4-10d(Header)
4-10d(Joist) 4-10d(Joist)
T3 MSH422 22-10d(Face-Face Max Nailing) TNA422 6-16d(Carried Member-Face Mount)
6-10d (Face-Top Max Nailing) 6-10d(Carried Member-Top Flange)
6-10d(Joist-Face Max Nailing) 22-16d(Face-Face Mount)
6-lOd(Joist-Top Max Nailing) 2-16d(Face-Top Range)
4-10d (Top-Top Max Naifing) 4-16d(Top-Top Flange)
T4 TH026 18-16d(Face) HTU26 11-10d x 1-1 r2(Carried Member)
12-10 d x 1-1 j2(Joist) 20-10d x 1-1/2(Carried Member-
Max Nailing)
20-16d(Carrying Member)
20-16d(Carrying Member-Max
Nailing)
TS THD26-2 18-16d(Face) HHUS26-2 14-16d(Face)
12-10d(Joiso 6-I6d(Joist)
T6 THD28 28-16d(Face) HTU29 26-10dx1-12(Carried Member-
16-1od x 1-1/2(Joist) Max Mailing)
26-16d(Carrying Member-Max
Nailing)
77 TH029-2 28-16d(Face) HHUS28 2 22-16d(Face)
16-10d(Jaist) 8-16d(Joist)
T8 THD46 18-16d(Face) HHUS46 14-I6d(Face)
12-10d(Joist) 6-16d(Id&Q
T9 THD48 28-I6d(Face) HHUS48 22-16d(Face)
16-10d(Joist) 8-I6d(Joist)
USP Structural Connectors j
-^4lhh U s p Address
STRUCTURAL Customer:
CONNECTORS'
A=91 Company Comact: Number.
P� •
-
a-
JUS24 (Qty. I) THDH26-2- (Qty.- 1) THDH26-3 (Qty.-1),
"y
THDH28-2 (Qty. 1) THDH28-3 (Qty.- 1) JUS26 (Qty.'1)
Ni
Left
flangePJ
Right
sg,,�-� ►�'v flange
MSH4422 (Qty.•1) THD26 (Qty: 1) THD26-2 (Qty. 1)
� - r
a Left :�, Left _ t
A _ flange `�c 3 flange
'.:
., �fi?a.
`_�.�: -xis;''��'✓
Right W ��D Right
flange flange
THD28 (Qty. 1) THD28-2 ((2 ty.-1) THD46 (Qty. I)
USP Structural Connectors!
-
;
AM06Q c vil■,
K , �
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Wimp,
5 4
-
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-fvVD4$
cnnecto% .
v3sfg$�
10:13ff W76 JakOper7rvss , f
IJ&AFfSzrznoa omionatt
All P=Firr SSl:5,FDRTF&':K:=-R.3MB RurC735n5.4m22Z012Ptitr:739Dcdu1222D12MTdrIrbtcSltiS.I=r-ritX11913:165.22t112 page
03ZviM aObR E5�mWbWk0yPs 4-h4d3649EN70SuNA94 I/1'73 I
WIN
S1A 9.9.11 9 iD
2AI 5.1A 4&1 2 16d 6D 6
TYPICAL HIPJACK CONNECTION 'oe"aft Sce4e-,7:L
7►STBK MAX 55 PSF MAX ROOF LOAD rALr=D
170 MPH EX C H=26 MAX N"'131
A 24 t: 2. 72 N41LM 3s4
NAMED 3 N
12 d 4r
n m
e5
RAILED T1 r Ile
HALM
11 o allcornarjadc j1
ukh 2-15d toe raSsTCIECtyp.
r--I
87 u
C S 14 is 7 76
1 ! NX11.2) NA1lE) 7 57rh n HAUD
3�
37A NAILED HAMM HAILM 24-str3p 6-10dr 1 S-
eaadh end
4-8-1 e 9-10-1
g.1_g ,
Plate011s_ts (X. : dF0.8 0 i
LOADING(Fsf) SPACING 240 CSI AEFL in (loc) Vd.11 Ud PLATES GRIP
TCLL 30.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.03 6 7 >999 350 MT20 2441190
TCDL 15.0 Lumber increase 1.25 BC 0.49 Ved(TL) -0.09 6-7 >999 240
BCLL 0.0• Rep Strom Inc NO we 0.50 Hoe(tt) 0.01 6 nia nia
CDL 10.0 Cod=FRC201 MTP12007 (Matrix M) Weight.:lb FT.Oy
613ER BRACING
OP CHORD 2x4 SYP ra 38 TOP CHORD Structural mood sheathing directly applied or 6 0-0 oc purlins.
BOT CHORD a(4 SP No.2 BOT CHORD Structural vmod sheathing directly applied or B-94 or bracing.
VdEBS 2x4 SP No.3 NLTek recommends that Stabilizers and inquired cross bractng
be Installed during truss erection.in accordance with Stabilizer
Installation Guide.
REACTIONS pbrsze) 4-1631raeehanleal,2-6 01101 0-1 S (min.0.1-8).6-362rMedlarical
Max Horz2_W8(LC 4)
Max UpGlt4--156(LC 4).2.-382(LC 4),6•.-169(LC 8)
Max Grav4-219(LC 2),2-734(LC 4 6-212(LC 2)
FORCES (b)-Max.Comp!Max.Ten.-All forces 250(Ib)or leas except when shorn.
TOP CHORD 2-11.-933i645.11-12--85rv3D7.&12--B45i303
BOTCHORD 214--681/848,14-15-439i848.7-1S.-S39f848.7-16-43WB4&6-16-43?1848
WEBS 3-6-9164,75
NOTES
1)W rtd:ASCE 7 10;170mph(3-second gust)Vasd-132rnph;TCOL-S.Opsf.BCDL-&Ops;h-Mfl;CsL li;Exp C;End.,GCpl-(LiB;
MWFP.S(envelope);cantilever left and right exposed;Lumber DOL•1.33 plate grip DOL-1.33
2)This buss is not designed to support a ceiling and is not Intended for use vdrere aesthetics are a=siderallon.
3)Plates checked for a plus or sinus 0 ftree rotation about its center.
4)This truss has been designed fora 10.0 psi bottom chord Eve load nonconcunerd with any other live loads.
5)'This truss has been designed fora five load of 20.Opsfon the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-1}0 wide Wit fit
beh,een the bottom chord and any other members.
11111111111.,
_= N 34869 =_
— 'O C�
iL(u
STATE OF =�;
A%-
liftiit111
1109 COASTAL SAY
BOYNTON SC,FL 33435
10/20/12
v
TYPICAL ALTERNATE BRACING DETAIL
TOR EXTERIOR FLAT GIRDER TRUSS
12
G
4 1 2d PITCH
TRUSS -24 ' o,o,
4 12d
MAX 30" (2'—5")
UPLIFT CONNECTION s...
s
2X6 #2 SP BOTH FACES �.��`,'`�~''
SEE ROOF TRUSS .,. =*: ,,••,�
24°1
EXTERIOR FLAT
.GIRDER SIMPSON H5 ° • STATE OF ,•>'��
0 N'A�,�
1109 COASTAL BAY
BOYNTON BC,FL 33435
10/29/22 -
PEBRUARY 14. 2D12 STANDARD PIGGYBACK TRUSS ST•PIGGY-PERP.
CONNECTION DETAIL(PERPENDICULAR)
OQ ® Iffi-ek lydusVieS CheStmfJeld,MO page 1 of 1
F �1 11 MAX MEAN ROOF HEIGHT=30 FEET
��oQ BUILDING CATEGORY 11
WIND EXPOSURE Bor0
WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05100 MPH(MWFRS)
WIND DESIGN PERASCE 7-10129 MPH(MWFRS)
Mi7ek industries,Inc. DURATION OF LOAD INCREASE
FOR WIND LOADS:1.60
DETAIL IS NOT APPLICABLE FOR TRUSSES
TRANSFERING DRAG LOADS(SHEAR TRUSSES
ADDITIONAL CONSIDERATIONS BY BUILDING
ENGINEERIDESIGNER ARE REQUIRED.
THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT
UP TO i40 LBS rdf mum AT EACH COAINECTION POINT. BUILDING DESIGNER
IS RESPONSIBLE FOR THE LOAD EXCEEDINGTHIS LIMITATION AND/OR IN
OTHER DIRECTIONS.
PIGGY-BACKTRUSS
(CROSS-SECTION VIEW) ATTACH PIGGYBACKTRUSS
Refer to actual.buss design drawingfot TO BASE TRUSS VfWTH
additional piggyback truss urformadon. (2)-16d(0-131"X3-5'j NAILS
TOENAILED.
N EAR SIDE
/FAR SIDE
NOTES FOR TRUSS:
1. THIS DErAIL IS VALID FOR ONE-PLY PIGGYBACK TRUSS
'; THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES ONLY:
2.
MUST BE SOUTHERN PINE OR DOUGLAS FIR-LARCH LUMBER:
3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES
IS 2 FT OR LESS:
4. THE PIGGYBACKTRUSSES SHOULD BE PERPENDICULARTO
BASE TRUSSES.
5 PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS
OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT
AT CONNECTING POINT.
FLAT TOP CHORD �GENS
F'< ��
OF BASE TRUSS
BASE TRUSS(SIDE VIEW) _ �' —
Refer-to actual truss design drawing =-U
for additional base tmss information. . ,U,l
. STATE OF
NOTES FOR TOE-NAIL:- %f S
1.TOE WITHTH DRIVEN
AT AN ANGLE OF 30 DEGREES E MEMBER AND STARTED /3 THE LENGTH OF THE
NAIL FROM THE MEMBER END AS SHOWN. 1109 COASTAL BAY
2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF BOYNTON BC,FL 33435
NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING
OFTHE WOOD.
FEBRUARY 14.2012 Standard Gable End Detail SHEET 2 ,
MTek Indushies,CheawfwP—MO Page 2 of 2
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
Trusses ar 247 ox.
o�
HOP,IZONTAL BRACE 24 DIAG0IAL BRACE SPACED-*r O.C.
(SEE SECTION A A) ATTACHED TD VERTICAL WITH(4)-16d
WekIndustries,Inc. RoofSheathin� COMMON WIRE NAILS AND ATTCHED
TO BLOCKING WITH(5)-tad C=;IONS.
Max.
TTIS THE RESPONSIBILITY QFTHEBLDG DESIGNER OR A NAIL DIAGONAL BRACETO
EPROJECT ENGINEERJARCHTECTTODESGN T HE L I T'NQ16d NAILS
CEILING DIAPHRAGMAND TSATTACHMENTTOTHE
USSESTO RESISTALL OUT OF PLANE LOADS THAT
MAYRESULTFROM THE BRACNr3 OFTHE GABLE ENDS
2X 4 PURLUV FASTENED TO FOUR TRUSSES
WTH TWO 16d NAILS EACH.FASTEN PURLIN
\ TO BL.00ICING WMVO I5d NAILS(MIN)
Diag.Brace \ \ PROVIDEZrt BLOCKING BETWEEN THETRUSSES
at 113 points SUPPORTINGTHEBRACEANDTHETWOTRUSSES
it needed DN EfTHER SIDE AS NOTED.TOENAILBLOCI3NG
ATTTACCH ou ONALe)RACE OBLOCTi G WIT—°'
End Well
(5)-Iad.COMMON WIRE NAILS,
�•-e *•.
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCT URAL GABLETRUSSES MAY BE BRACED AS NOTED: STRUCTURAL
METH001:AT AACHAMATCHWGGABLETRUSSTOTHEINSIDE GABLETRUSS
FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAILING SCHEDULE.
METHOD 2:ATTACH 2X
SCABSTOTHHFACEOFEACHVERT1CAt SCASAL�lG
MEMBER OI�THE STRUCTURAL GABLE PER THE FOLLOW ING SCAB ALL
NAILING SCHEDULE.SCABS ARETO BE OF THE SAb1E SIZE GRADE
AND SPECIES AS THE TRUSS VERTICALS
NASUNG SCHEDULE:
•FOR W IND SPEEDS 120 MPH(ASCE 7.96,02,05),150 MPH(ASCE 7--10)OR LESS,NAILALL
14MVIBERS WITH ONE ROW OF 10d(131-X 3')NAILS SPACED W O.C.
-FOR W IND SPEEDS GREATER 12D MPH(ASCE 7.98,02,05},150 MPH(ASCE 7-10)NAIL ALL
MEMBERS WITH TWO ROWS OF 10d 031•X 37 NAILS SPACED 6-O.C.(2X 4 STUDS MINIMUM)
0.14XIMUM STUD LENGTHS ARE LISTED ON PAGE 1.
ALL BRACING METHODS SHOWN ON PAGE 1 ARE
/ VALID AND ARETOBE FASTENED TOTHE SCABS OR NLAYEDSTUD
VERTICALSfUDS OFTHESTANDARD GABLETRUSS
J ON THE INTERIOR SIDE OFTHE STRUCTURE.
` AN ADEQUATE DIAPHRAGM OR OTHER METHO, ffo CING MUST
S:l'iUCTURAL 6EPRESENTTOPROVIDEFULLIATERAL tjR}'bRl b •
GABLETA JSS / OTTOAI
CHORD TO RESISTALL OUT OF PLANE •dA E ING"OWN
IN THIS DETAIL IS FORTHE VERTIc*P _ Y..:-•f �/
:.
NOTE:THIS DETAIL ISM MUSED ONLY FOR I 'z 869
=
STRUCTURAL GABLES W MI INLAYED
STUDS.TRUSSES W I TROUT INLAYED
SiUDa^AAE hJ6i ADDRESSED HERE Q:•
Rim
_ STATE OF
STANDARD ' / '•."ZORIDP`--'`� �
GABLETRUSS S'OJYA..
1
�>>�JIIlt111\\
1109 COASTAL BAY
BOYNTON 3C,FL 33435
i
FEBRUARY 14,2012 STANDARD PIGGYBACK ST.PIGGY PLATE
TRUSS CONNECTION DETAIL
pp 0 MTek Ir kMbiM Cha-Wftld,MD Page 1 Of 1
o�o
a
McTek Industries.Inc.
This detail is applicable for the following Wwtd conditions:
ASCE 7-98,ASCE 7-02,ASCE 7-05,ASCE 7-10 Wind Standards under
all endosure and exposure conditions as long as no uprrst exceeds 3777lbs.
Refer to actual piggyback truss design drawing for uplifts.
NOTE:
This Detail is valid for one ply trusses spaced 24"o c.or less.
PIGGYBACK TRUSS
defer to actual truss design drawing for
additional piggyback truss information. Attach piggyback truss to the base truss witit 3"xB"TEE-LOCK
Mul i-Use connection plates spaced 48"o.c. Plates shall be
pressed into the piggyback truss at 48'o.c.staggered from each
face and named to the base truss with four(4)-6d(1.S"x0.099)
nails in each plate to achieve a maximum uplift capacity of 3irr lbs.
at each 3"x8"TEE-LOCK[Multi-Use connection plate-
(Minimum of 2 pk6s)
Attach each purtin to the top chord
of the base truss.
IJ (Purlins and connection by others)
BASE TRUSS
Refer to actual truss design drawing
for additional base truss information.
SPACE PURUNS ACCORDING TO THE fWXIMUM
SPACNG ONTHE TOP CHORD DFTHE BASE
TRUSS(SPACING NOT TO EXCEED W O.C.Q.
A PURLN TO BE LOCATED AT EACH BASE TRUSS JOINT.
•.cr '
VCENSF .•��
L
_ N 34869
= 131
C � �=
STATE OF =•.r?��
��
;ONA%-
1109 COASTAL BAY
BOYNTON BC,FL 33435
10/19/12
FEBRUARY 14.2012 TRUSSED VALLEY SET DETAIL ST VALLEY SYP
mmsk Industries,Cheswffaid.Mo Page i of 1
GENERAL SPECIFICATIONS
1.NAIL SIZE=3.5'X 0.131'=16d
Il_1` 2.INSTALL VALLEY TRUSSES(24-0.11 MAXIMUM)AND
SECURE PER DETAILA
Mi r'ek Industries.Inc. 3.BRACE VALLEY WEBS IN ACCORDANCE W ITN THE
INDIVIDUAL DESIGN DRAWINGS.
GABLE END.COAWON TRUSS 4.BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING
OR GRDERTRUSS EQUILIVANTTO THE RAKE DIMENSION OF THE VALLEYTRUSS SPACING.
S.NAILING DONE PER NDS-Dt
S.VALLEY STUD SPACING NOT TO EXCEED 4B'O.C.
7.ALL LUMBER SPECIES TO BE SYP.
--
1
i A q 1 1
1 1
SASETRUSSES
VALLEYTRUSSTYPICAL I
I
-LL
I
VALLEY TRUSS TYPICAL GABLE END.COMMON TRUSS
P 72 OR GIRDER TRUSS
SEE DETAIL
A BELOW(IYP.-)
SECURE VALLEY FUSS
W/ONE ROW OF15d
NAILS 6"Q.C. WIND DESIGN PER ASCE 7.98.ASCE 7-02.ASCE 7-05 12D MPH
WIND DESIGN PERASCE7-111 1SD MPH
MAX MEAN ROOF HEIGHT a 30 FEET
ATTACH 2X4 CONTINUOUS NO.2 SYP ROOF PITCH-MINIMUM 9;12 MAXIMUM 1DA2
TO THE ROOF WITWO 15d(0.131'X 3.5-)NAILS CATEGORY it BUILDING
INTO EACH BASETRUSS. EXPOSURE C OR B
WIND DURATION OF LOAD INCREASE:1IEoi I I I
MAXTCP CHORD TOTAL LOAD-gApgv
MAX SPACING-29 O.C.(BAS k%'�
MINIMUM REDUCED DEAD F1' 7�F-•..: C�/ice
ON THE TRUSSES
N 34869
T
ix
� D1STATE OFDETAIL A / fiCORIDp`.•'`l��`
(MAXIMUM V SHEATHING) :
�\t
Y�trrrlli►`�
N.T.S. 1109 COASTAL BAY
BOYNTON BC,FL 33435
OCTOBER 1,2006 LATERAL TOE-NAIL DETAIL ST TOENAIL SP
R MTeklndustries,Chestetfield.MO page 1 oF1
ANDMUST HAVE)FULEL WOOD�pOR. (NAIL IL MUST BED I WITH VEN THROUGH D
EXT AT THE BACK CORNER OFTHE MEMBER END AS SHOWN.
'�Ij 2.THE END DISTANCE.EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD_
MPTeI<Industries.Inc_ 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THETWO SPECIES
FOR MEMBERS OF DIFFERENT SPECIES.
TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 j1hinail) THIS DETAIL APPLICABLE TO THE
THREE END DETAILS SHOWN BELOW
DIAM. I SYP OF HF SPF IFS
.131 882 80.6 ff74.2
BSA 591
p 135 93 5 ass 72.5 63.4 VIEVeSHOWNAREFOR
.162 100.8 99.6 843 73.8
IU_USTRAMON PURPOSES ONLY
Ni
Z 128 74.2 67.9 B.9 1 570 'SU3
O .131 739 M.5 603 590 51.1 SIDE VIEW SICE VIEVV
.148 R7 4 74.5 64.6 M.2 52.5 Np lw I267
3 NAILS
eri
L NFAR S10E NEAR SIDE
VALUES SHOWW AI:E CApAcfiY PER TOE-NAIL NEAR SC
APPLICABLE DURATION OF I_QaD INCREASES MAY BE APPLIED. NEAR SIDE
NEAR SIC
E7(AMPLE
(3)-16d NAILS(.162'dram.X 3.SI WITH SPF SPECIES BOTTOM CHORD
For load duration increase of 1.15:
3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5 Ib Maximum Capacity
ANGLE MAY
ANGLE MAY ANGLE MAY VARY FROM
VARY FROM VARY FROM 30"TO 60°
30'TO 60' 30°TO 600
45.00' 45.000
45.000
`,`1111tlltlt!!,!
pus. •k '%f
�' N 348ti9 '
'U ��
O'• 10/3.9/12 tL�
•.
STATE;OF :- �.
1109 MASTAL BAY
BOYNTON BC,FL 33435
o�
OCTOBER 1, 2006 UPLIFT TOE-NAIL DETAIL I ST-TOENAIL UPLIFT
M-i rek Industries,Chaszrfield,MO Pagel Of 1
NOTES
L�1 1.TOE tdAf LS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER
o AND STAR T ED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN.
2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD_
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OFTHE BOTTOM CHORD SPECIES
MTek Industries,Inc. OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
END VIEW
SIDE VIEW
goo•
TOP PLATE
OF W
NEAR SIDE 'LZL
NEAR SIDE
113
VIEVS SHOWN ARE FOR
FAR.SIDE ILLUSTRATION PURPOSES ONLY
TOE-NAIL WITHDRAWAL VALUES PER NDS 2001(lb/nail)
EXAM. SYP DF HF SPF SPF S
12 .131 58.5 49.1 31.6 299 20.3
p .135 ( 60.3 47.5 I 32.6 30.7 20.2
fa, .162 I 72.3 57.0 39.1 35.8 25.1
vo
z 128 53.1 419 29.7 21.0 IS-4
of .131 543 429 293 27.7E213
189
N 148 6i,4 40.3 331 31.3 10/3.9/3.2
m
T .120 45.9 3 �4 23A 153
O .128 49.0 38.6 26.5 25.0 17.0 ���� `US .
2 J CENS ��
o .131 50.1 39.5 27.1 5.5 17?{ ` :- �1 F •,:� i
`O 148 56.6 44.5 30.6 28.9 19 6
*'• '
N 34869
VALUES BLE DURATION
ARE N OF LOAD
PINCRE A NAIL. =-U � �
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE
(3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES TOP PLATE _ STATE OF
�iCJ`ForVMnd DOL of 1,33:
3(nails)X 36.8(Ibinall)X 1.33(DOL forwind)=146.81b Maximum Allowable UpGftReaction Due To Wmd
For'Alnd DOL of 1.60:
3(nalls)X 36.8(Ib/na1)X 1.60(DOL forwind)=176.61b Maximum Allowable Uplift Reaction Due To Wind
1109 COASTAL BAY
If the uplift reaction specified on the7russ Design
BOYNTON BC,FL 33435
Drawing is more than 146.8 lbs(176.6lbs)another
mechanical uplift connection must be used.
USE(3)TOE,NAlIS ON 2.4 BEARING WALL
^'USE(4)TOE-NAILS ON 24 BEARING WALL