HomeMy WebLinkAboutTruss-s
A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job 57380
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
A-1 Roof Trusses
4451 St Lucie Blvd
Site Information: i Fort Pierce, FL 34946
Customer Info: JWN CONSTRUCTION Project Name: PHILLIP MORRIS
Lot/Block: - Model:
Address: Subdivision:
City: County: St. Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: I License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2010/TP12007 ;Design Program: MiTek 20/20 7.4
Wind Code: ASCE 7-10 Wind Speed: 170 MPH
Roof Load: 55.0 psf Floor Load: 65.0 psf
This package includes 59 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
Seal #I
Truss Name
Date
No.
Seal #
Truss Name
Date
1
A0263517
A01G
12/21/13
13
A0263829
CJ2D
12/21/13
25
A0263541
F04
12/21/13
2
A0263518
A02G
12/21/13
14
A0263530
CJ3
12/21/13
26
A0263542
F05
12/21/13
3
A0263519
A03
12/21/13
15
A0263531
CJ3A
12/21/13
27
A0263543
F06
12/21/13
A0263520
A04
12/21/13
16
A02635132
CA
12/21/13
28
A0263544
F07
12/21/13
5
A0263521
A05
12/21/13
17
A0263533
CAA
12/21/13
29
A0263545
F08
12/21/13
E4
-6--
A0263522
A06
12/21/13
18
A0263534
CJ5
12121/13
30
'A0263546.
F09
12/21/13
7.
A0263523
A07
12/21/13
19
A02635135
CJ5A
12/21/13
31
A0263547
F10
12/21/13
8
A0263524
A08G
12/21/13
20
A0263636
CJ7
12/21/13
32
A0263548
F11
12/21/13
9
A0263525
CA
12/21/13
21
A0263537
CJCA
12/21/13
33
A0263549
F12
12/21/13
10
A0263526
CJ1A
12/21/13
22
A0263538
F01
12/21/13
34
A0263550
F13
12/21/13
11
A0263527
CJ2
12/21/13
23
A0263539
F02
12/21/13
35
A0263551
F14
12/21/13
12
A0263528
CJ2A
12/21/13
24
A0263540
F03
12/21/13
36
A0263552
F15
12/21/13
The truss drawing(s) referenced have been prepared;by MiTek
Industries, Inc. under my direct supervision based on the parameters
provided.by A-1 Roof Trusses, Ltd.
Truss Design Engineer's Name: Julius Lee
My license renewal date for the state of Florida is February 28,2015
NOTE: The seal on these drawings indicate acceptance of
professional engineering responsibility solely for the truss
components shown. The suitability and use of this component
for any particular building is the responsibility of the building
designer, per ANSI/TPI-1 Sec. 2.
Page 1 of 2
Julius Lee, PE / Florida Certification Number 34869
1109 Coastal Bay, Boynton Beach, FL 33435
12/21/13
S
o EN
* ' N 34869
_� �_
STATE OF
S�ONA1-1\\\.�.
1109 COASTAL BAY
BOYNTON BEACH,FL 33435
r
A-'1 ROOF
A10 TRUSSES.
AFLORIDA CORPORATION
RE: Job 57380
No.
Seal #
Truss Name
Date
37
A0263553
F16
12/21/13
38
A0263554
F17G
12/21/13
39
A0263555
F18
12/21/13
40
A0263556
F19
12/21/13
41
A0263557
F20
12/21/13
42
A0263558
FT1
12/21/13
43
A0263559
FTG1
12/21/13
44
A0263560
FTG2
12/21/13
45
A0263561
FTP1
12/21/13
46
A0263562
FTP10
12/21/13
47
A0263563
FTP2
12/21/13
48
A0263564
FTP3
12/21/13
49
A0263565
FTP4
12/21/13
50
A0263566
FTP5
12/21/13
51
A0263567
FTP6
12/21/13
52
A0263568
FTP7
12/21/13
53
A0263569
FTP8
12/21/13
54
A0263570
FTP9
12/21/13
55
A0263571
HJ3
12/21/13
56
A0263572
HJ7
12/21/13
57
A0263573
J2
12/21/13
58
1 A0263574
I J5
12/21/13
59
1 A0263575
I J9
12/21/13
Lumber design values are in accordance with ANSIITPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
Page 2 of 2
Job
I russ
I russ I ype
y
57380
A01G
Roof Special Girder
1
1
�
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer _ Run: 7.500 6 Nov 26 2013 Pont: 7.500 a Nov 26 2013 MI IeK Incuslne5 Inc. Sat Dec 21 08:49:43 2013 Page 1
ID:OkilyUUrWFoYXN4BLICLJhy732V-gr7HUbOXXXi tA28}�U?jJKAeD3GC3whOCltdOFXy6p_6
0.0-0 7-4-0 7.4-0 6 0 10 13-4-11 40 0 17-4-11 3 7-14 21.0.9
Scale =1:35.3
0-0.0
7-4-0
LOADING (psf)
SPACING
2-0-0
TOLL
30.0
Plates Increase
1.25
TCDL
15.0
Lumber Increase
1.25
BOLL
0.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC201 O/TPI2007
LUMBER
TOP CHORD 2x6 SP 240OF 2.OE *Except*
T2: 2x4 SP M 30
BOT CHORD 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
5x10 MT20H
co
Io
7.4-D
6 0 10
13.4-11 a 0 0 17.4-t1 3 7-1a 21-D-9
CSIi.
DEFL in
(loc) I/defl Ud
PLATES GRIP
TO 0.68
Vert(LL) 0.49
7-9 >516 360
MT20 244/190
BC 1 0.71
Vert(TL) -0.77
7-9 >330 240
MT20H 187/143
WB 0.96
Horz(TL) 0.14
5 n/a n/a
(Matrix-M)
Weight:115 Ib FT = O%
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-3-6 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 4-5-4 oc bracing.
WEBS
1 Row at midpt 2-7
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 5.2659/0-7-4 (min. 0-2-3), 1=2015/0-11-0 (min.0-1-11)
Max Horz 1=-81(LC 9)
Max Uplift5=-1643(LC 5), 1=-1265(LC 4)
FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-15=-8347/5312, 15-16 8853/5321, 16-17--8312/5330, 2-17=-8306/5331,
2-18=-6981/4542,18-19— 6925/4528, 3-19= 6804/4466, 3.4.- 7362/4790,
4-5=-7457/4679
BOT CHORD 1-20=-5221/8193, 20.21=-5221/8193, 21-22=-5221/8193, 9-22=-5221/8193,
8-9= 5221 /8193, 8-23=-5221 /8193, 23-24--5221 /8193, 7-24=-5221 /8193,
6-7=-4378f7049, 5-6=-4378/7049
WEBS 2-7=-1529/902, 3-7=-1627/2513, 4-7— 664/674
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; 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
3) All plates are MT20 plates unless otherwise indicated.
4) Plate(s) at joint(s) 3, 5, 2, 9, 7, 4, 6 and 1 checked for a plus or minus 0 degree rotation about its center.
5) Plate(s) at joint(s) 8 checked for a plus or minus 2 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1643 lb uplift at joint 5 and 1265 lb
uplift at joint 1.
9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 76 lb up at
1-11-10, 74lb down and 49 lb up at 2-11-13, 88 lb down and 87 lb up at 5-3-8, 112 lb down and 124 lb up at 7-7-3, and 160 lb
down and 160 lb up at 9-10-15, and 580 lb down and 454 lb up at 12-2-10 on top chord, and 33 Ib up at 1-11-10,1 lb down and
31 lb up at 2-11-13, 22 lb down and 33 lb up at 5-3-8, 41 lb down and 34 lb up at 7-7-3, 59 lb down and 35 lb up at 9-10-15,
and 231 lb down and 290 lb up at 12-2-10, and 1817 lb down and 1246 lb up at 13-4-11 on bottom chord. The design/selection
of such connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
Continued on page 2
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
o
russ
russ Type
y
57380
A01 G
Roof Special Girder
1
1
Job Reference (optional)
Al HWr 1 HUSSCS, rOM I VMHUh, 1-L:l4`J46, Myan Spencer nun: /.mu s Nov zb zuij rnni: /.ouu s Nov zo zuia w ieK Incusines, Inc. Sal Uec zl ui1:4y:4J zui j ra e z
j ID:Ql ilyUUrWFoYXN4BLICLJhy732V-gr7HUbOXXX7tA28hU?JJKAeD3GC3whOCltdOFXy p_6
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert:1-3=-90, 3-5=-90, 5-12= 20
Concentrated Loads (lb)
Vert: 2— 52(F) 9=-41(F) 7=-1 817(F) 1 5=76(F) 16=49(F)17— 3(F) 1 8=-100(F) 1 9=-520(F) 20=14(F) 21=0(F) 22=-22(F) 23=-59(F) 24=116(F)
I -
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
russ
I was Type
y
57380
A02G
Roof Special Girder
1
1
Job Reference (optional)
Al HUUI- l 1`11.155t.S, t-UN I NItNUt, r-L J4e4b, nyan bpencei
nun: iauu s Nov zo zu ia root. aauu s Nov co cu is mi i nR mousmas, inc. ,at uec z i uo:ga:" zu ia 9
ID:QkilyUUrWFoYXN4BLl(�-Jhy732V-11hgix091rAkoBj2iEYsNBQegZOfEdLzXMan.3
p 5
0.0-0 2 4.3.2 4-2-28 5-0-1 P 13.5 15 4D 6 17.E-5 49 B 22-3-12
Scale-1:38.3
I
21.00 12 4x4 =
1.5x4 11 31 = US MT20H= 3x8 = 1.5x4 II
US - 3xB 11 j 3x4 =
NAILED
0-0-0
E15*14
B� 5.4
13-5.15
LOADING (psi)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud
TCLL
30.0
Plates Increase
1.25
TC 0.57
Vert(LL)
0.16
10
>999
360
TCDL
15.0
Lumber Increase
1.25
BC 10.66
Vert(TL)
-0.32
8-10
>834
240
BOLL
0.0 '
Rep Stress Incr
NO
WB 0.49
Horz(TL)
0.08
6
n/a
n/a
BCDL
10.0
Code FBC2010fTP12007
(Matrix-M)
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
17-6.5 ¢M 22�-12
PLATES GRIP
MT20 244/190
MT20H 187/143
Weight: 99 lb FT - 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-7-5 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be Installed during truss erection, in accordance with
Left: 2x4 SP No.3 Stabilizer Installation guide.
.REACTIONS (lb/size) 6=1206/0-7-4 (min. 0-1-8), 1=1338/0-8-0 (min. 0.1-9)
Max Horz 1=82(LC 8)
Max Uplift6=-503(LC 5). 1=-633(LC 4)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-1— 894/419, 1-2=-2556/1209, 2-3--2866/1343, 3-4— 2153/967, 4-5=-2221/985,
5-6=-2769/1110
BOT CHORD 1 -1 5=-435/836, 1-11=-1114/2360, 10-11--1107/2356, 9-10=-1253/2810, 8-9=-1253/2810,
7-8=-992/2568,6-7=-992/2568 1
WEBS 2-10=-317/481, 3-8=-883/491, 4-8=-230/639, 5-8=-627/382
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; 6=25ft; 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
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 6 and 633 lb uplift
at joint 1..
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) "NAILED" indicates 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plo
Vert: 1-2=-90, 2-4=-90, 4-6=-90, 12-15=-20
Concentrated Loads (lb)
Vert:2=-46(F) 11=-44(F)
Julius Lee, P.E. #34869
,1109 Coastal Bay
Boynton Beach, FL 33435
t
o
russ
fruss lype
Fly
57380
A03
Roof Speclal
1
1
Job Reference (Options])
A7 Muur I mubb=b, run 1 ri=mum, — Off-C, my— bF1tlflGtll
0 0 D 7-8.111
7.8.11
48 =
2.00 F2
y16:6ZIill WFoI'XN4BLICCI_Jhy732V-11hgix091rAkoBji2iEYsNBICFIgZCfHoLiXMany�p 5
12.4.2 3.7.13 15-11-15 6.3-13 22-3-12
Scale-1:38.3
4x4 =
3
3x6 = 5x8 11 1.5x4 I I 3x4 = 3x8 - 1.50 11 3x6 —_
ao-o
7.8-11
12-4.2
15-11-15
22.3-12
M
Io
LOADING (psf)
SPACING .
2-0-0
CSI I
DEFL
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC 0.91
Vert(LL)
0.22
6-7
>999
360
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.65
Vert(TL)
-0.27
6-7
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.28
Horz(TL)
0.08
5
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 93 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-1 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross
WEDGE bracing be installed during truss erection, in accordance with
Left: 2x4 SP No.3 Stabilizer Installation guide.
REACTIONS (lb/size) 5=1195/0-7-4 (min. 0-1-10), 1=1260/0-8-0 (min.0-1-11)
Max Horz 1=92(LC 12)
Max Uplift5=-512(LC 9),1=-571(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-1=-873/624, 1-2=-2625/2025, 2-3= 2190/1795, 3-4--2262/1828, 4-5=-2946/2265
BOT CHORD 1-13— 674/858,1-9=-1719/2363, 8-9=-1717/2369, 7'B=-1717/2369, 6-7=-1999/2693,
5-6=-1999/2693
WEBS 2-7=-451/346, 3-7=-482/662, 4-7— 783/692
1
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf;.h=25ft; 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
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 lb uplift at joint 5 and 571 lb uplift
at joints.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I russ I ype
57300
A04
Common
10
�P"
1
Job Reference (Options])
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencei
0-0-0
3x6 = 5x8 I I
6-0-0
Run: 7s00 s NOV zs zoca rnn[: iaoo s Nov zti zvc a mi iex mcus[nes, mc. sac uec zc ue:ay:as ruc rage i
ID:OkilyUUrWFoYXN4BLICLJhy732V-mEE2vH1 n3BlbPLl3c0lnPbjXd3tuOJJVCB67KOy6p_4
11-2.4
4x6 =
3x4 = i 3x4 = 3x4 =
0.0.0 7.7.2 7-7.2
7-2.4 14-9.6
R- .n
22-3-12
Scale-1:37.7
3x6 = .
22-3-12
co
to
LOADING (psi)
SPACING 2-0-0
CSI I
DEFL in (loc) I/defl L/d
PLATES GRIP
TCLL 30.0
Plates Increase -1.26
TC
0.81
Vert(LL) 0.30 6-8 >880 360
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC
0.81
Vert(fL) -0.41 6-8 >657 240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.33
Horz(TL) 0.08 5 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 92 lb FT - 0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-4 cc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross
WEDGE bracing be installed during truss erection, in accordance with
Left: 2x4 SP No.3 Stabilizer Installation guide.
REACTIONS (Ib/size)_ 5=1193/0-7-4 (min. 0-1-10), 1=1262/0.8-0 (min.0-1-11)
Max Horz 1=102(LC 12)
Max Uplift5=-531(LC 9), 1=-561(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD - 1 -1 =-934/707,1-2= 2807/2214, 2-3=-2529/2022, 3-4=-2699/2152, 4-5=-3044/2386
BOT CHORD 1-12 669/859, 1-8=-1940/2563, 7-8=-1272/1825, 6-7=-1272/1825, 5-6=-2130/2799
WEBS 3-6=-615/846, 4-6=-599/666, 3-8=-443/622, 2-8=-474/557
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; 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
3) Plate(s) at joints) 5, 3, 6, 4, 8, 2, 1 and 1 checked for a plus or minus 0 degree rotation about its center.
4) Plate(s) at joint(s) 7 checked for a plus or minus 5 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 lb uplift at joint 5 and 561 lb uplift
at joint 1.
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. 434869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I ruse
I russ I ype
y
y
57380
A05
Common
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer Run: 7.500 a Nov 26 2013 Print: 7.500 s Nov 26 2013 MTek Industries, Inc. Sat Dec 21 DBA9:45 2013 Page 1
ID:QldlyUUrWFoYXN4BLIQ_Jhy732V-mEE2vH1 n38lbPL13cQInPbjVG3wQOkhVCB67KQy6p_4
i
D-0-0 s ao �a0 5-2-4 11-2-4 18-3-7
7-1-3
Scale =1:31.2
4x6 =
0.0-0 7.7-2 I 7.7 2 7-2 4 14.9.6 3 61 18-3-7
Plate Offsets (X,Y):
[1:0-0-4,1-3-4], [1:0-2-14,0-0-2],
[4:Edge,0-1-8]1
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(too)
I/deft
L/d
PLATES
GRIP
TCLL 30.0
Plates Increase 1:25
TC 0.96
Vert(LL)
0.13
6-8
>999
360
MT20
244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.59
Vert(fL)
-0.21
6-8
>999
240
MT20H
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.31
Horz(TL)
0.04
5
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 83 lb
FT - 0%
LUMBER
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP'No.3
WEDGE
Left: 2x4 SP No.3
BRACING
TOP CHORD . Structural wood sheathing directly applied or 3-8-14 oc purlins,
except end verticals. -
BOT CHORD Rigid ceiling directly applied or 4-7-1 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 5=947/0-8-0 (min. 0-1-8),1=1048/0-8-0 (min. 0-1-8)
Max Horz1=167(LC 12)
Max Uplift5=-403(LC 9), 1=-477(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-1=-736/558, 1-2= 2158/1690, 2-3=-1874/1496, 3-4=-1178/864, 4-5— 1064/843
BOT CHORD 1-9=-635/704, 1-8=-1612/1998, 7-8— 925/1218, 6-7 925/1218
WEBS 3-6=-310/365, 4-6=-505/88613-8=-465/668, 2-8=-490/562
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp D; Encl.,
GCp)=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
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 5 and 477 lb uplift
at joint 1.
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
o
russ
I russ I ype
y
573�AcsI 80
Common
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer Run: 7.500 s Nov 26 2013 Print: 7.50D s Nov 26 2013 MTek Industries, Inc. Sat Dec 21 06:49:46 2013 Page 1
ID:OkilyUUrWFoYXN4BLICLJhy732V-EQoQ7d2PgSOS1 VtGA7G0yoGIKTGh766eRrrgssytip_3
0-0-0
11.2-4 , � 11 15-9-14
Scale-1:26.9
46 =
N
N
3x8 11 I 5x6 =
0-0-0 1 7-7-2 15.9-14
7-7-2 1 1 B-2-12
Plate Offsets (X Y):
[1:0-0-4 Edge] [1:0-2-14 0-0-2]
[5:0-3.0,0-3-0] 1
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 30.0
Plates Increase 1.25
TC 0,62
Vert(LL)
-0.12
5-6
>999
360
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.58
Vert(TL)
-0.32
5-6
>591
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.62
Horz(TL)
0.03
5
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M) ,
Weight: 72 lb FT = 0%
LUMBER 1 BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing.
WEDGE MiTek recommends that Stabilizers and required cross
Left: 2x4 SP No.3 bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 5=811/0-8-0 (min. 0-1-8), 1-913/0-8-0. (min. 0-1-8)
Max Horz1=206(LC 12)
Max Uplift5=-344(LC 8), 1=-416(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) -or less except when shown.
TOP CHORD 1-1— 614/480, 1-2=-1779/1398, 2-3=-1474/1175, 4-5 257/274
BOT CHORD 1-7= 620/610, 1-6= 1442/1672, 5-6=-657/787
WEBS 3-5=-938/809, 3-6=-537/766, 2-6=-547/637
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp D; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Extehor(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
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 5 and 416 lb uplift
at joint 1.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
Inuss lype
y
y
57380
A07
Common I
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
D•0.0
0-0.0
Run:7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 M7ek Industries, Inc. Sat Dec 21 06:49:46 2013 Page 1
ID:QldlyUUrWFoYXN4BLl0_Jhy732V-EQo07d2PgSOS1 VtGA7GOyoGIOTKS7AyeRrrgssybp_3
6-0.0
11-2.4 124-5
t-2.1
44 — Scale: 1/2"=1'
1.5x4 II
3 4
3x8 11 j 3x4 =
7-7-2
12-4-5
LOADING (psf)
SPACING
2-0-0
CSI
DER
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC 0.61
Vert(LL)
0.05
6-11
>999
360
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.34
Vert(TL)
-0.08
6-11
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.37
Horz(fL)
-0.02
5
n/a
n/a
BCDL 10.0
Code FBC201 O/TP12007
(Matrix-M)
Weight: 60 lb FT - 0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
WEDGE
Left: 2x4 SP No.3
REACTIONS (lb/size) 5=620/0-8-0 (min. 0-1-8),1=724/0-8-0 (min{ 0-1-8)
Max Horz 1=260(LC 12)
Max Uplift5=-326(LC 8). 1— 314(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-1=-445/344, 1-2=-1192/925, 2-3— 861/667
BOT CHORD 1-7=-605/472, 1-6=-1161/1169
WEBS 3-6=-686/802,2-6=-617f732,3-5= 787/798
Structural wood sheathing directly applied or 5-0-9 oc purlins,
except end verticals.
Rigid ceiling directly applied or 5-5-13 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-5.Opsf; BCDL=5.0psf; h=25ft; Cat. 11; Exp D; Encl.,
GCpi=0.18; MW FRS (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
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 5 and 314 lb uplift
at joint 1.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I cuss I ype
c1ty
ply
57380-,
A08G
Common Girder
1
2 Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
Run: /.00u s NOV ZO Zu1a Vnni: /.ODU s NOV Zb ZU1J MI IeK mcusines Inc. sai uec zi uu:4u:4/ "Lul Ya e 7
ID:OkilyUUrWFoYXN4BLIQ_Jhy732V-IcMoKz32amYJffSjroGU0ps5tVts1Mg`\91E y p_2
0 0 0 4-8-12 8-3-5 11-10-0 15-4-11 18.11.4 24-7-4
4-8-12 3-6.9 3 6 11 3.6 11 3.6 9 5 8 0
1
Scale=1:41.8
6x12 = 2x4 11 3x4 = I 7x10 MT20H= 4x6 11 3x6 11
0-0-0 48
4-8-12 1 3.6.9
8 3 5 I3-6-11
11-10 0 15.4-11 18-11-4 24-7.4
3-6 11 3.6 9 5
Plate Offsets (X,Y):
[1:0-0-0,0-2-61, [5:0-1-8,0-1-8],[7:1-8-7,0-3-2],[7:0-10-0,0-0-3],[8:0-4-4,0-1-8],[9:0-3-8,0-1-12],[10:0-5-0,0-4-8]
LOADING (psf)
SPACING 2-0-0
I
CSI
DEFL
in
(loc)
I/dell
L/d
PLATES
GRIP
TCLL 30.0
Plates Increase 1.25
TC 0.87
Vert(LL)
0.67
,
9-10
>442
360
MT20
244/190
TCDL 15.0
Lumber Increase 1.25
BC 10.97
Vert(TL)
-0.84
9-10
>350
240
MT20H
187/143
BCLL 0.0 '
Rep Stress Incr NO
WB J 0.67
Horz(TL)
0.17
7
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 273 lb
FT = 0%
LUMBER
TOP CHORD 2x4 SP M 30'Except'
T2: 2x4 SP M 31
BOT CHORD 2x6 SP 2400F 2.0E 'Except'
B2: 2x6 SP M 26
WEBS 2x4 SP No.3 *Except*
W5: 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing.
REACTIONS (lb/size) 1=5610/0-8-5 (min. 0.2-5), 7=6625/0-7-8 (min. 0-2-12)
Max Horz 1=-113(LC 9)
Max Uplift1=-4767(LC 4), 7--5105(LC 4)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exclept when shown.
TOP CHORD 1-18=-14378/12033, 2-18=-14376/12053, 2-19— 1361'5/11190, 3-19=-13584/11177,
3-20=-11347/9163, 4-20=-11298/9164, 4-5=-11327/9169, 5-6=-14993/11810,
6-7=-19163/14692
BOT CHORD 1-21=-11536/13736, 21-22=-11536/13736, 22-23=-11536/13736, 12-23=-11536/13736,
12-24=-11536/13736, 11-24=-11536/13736, 11-25=-10670/13051, 10-25=-10670/13051,
10-26=-11227/14372, 9-26=-11227/14372, 9-27=-14041/18320, 8-27=-14041/18320,
8-28— 14041/18320, 7-28=-14041/18320
WEBS 4-10=-4861/5911, 5-10=-4380/3216, 5-9=-2508/3315, 6-9=-4346/3088, 6-8=-1826/2480,
3-10=-2764/2524, 3-11 =-1 739/1843, 2-11=-1071/1138, 2-12=-736l741
NOTES
1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9.0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply
to ply connections have been provided to distribute only loads noted as (F) or (B); unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL-1.60 plate grip DOL=1.60
5) All plates are MT20 plates unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4767 lb uplift at joint 1 and 5105 lb
uplift at joint 7.
10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
Julius Lee, P.E. #34869
Continued on page 2 1109 Coastal Bay
Boynton Beach, FL 33435
Jou
I russ
I ruse I ype
y
57380
AOBG
Common Girder
I
2 Job Reference (optional)
Al ROOF THUSShS, FUR PItHOh, FL 34946, Hyan Spencer nun: imuu s my eo cu is rnnu 7.566 s muv m cu iu m� nn n,uusuros, um. - - .+
ID:OkilyUUrWFoYXN4BLIC Jhy732V-icMoKz32amYJif SjroGU0ps5tVtsYY04Zb J P 2
NOTES
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 66 lb down and 78 lb up at 1-4-10, and 144 lb down and 154 lb up
at 5-4-10, and 109 lb down and 100 lb up at 9-4-10 on top chord, and 860 lb down and 817 lb up at 2-6-4, 47 lb down and 26 lb up at 1-4-10, 88 lb down and 33 lb up
at 5-4-10, 323 lb down and 209 lb up at 9-4-10, 600 lb down and 346 lb up at 13-4-10, and 791 lb down and 364 lb up at 17-4-10, and 927 lb down and 423 lb up at
21-4-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25
Uniform Loads (plf) -
Vert: 1-4=-90,4-7=-90,13-23=-20,7-23=-295(B=-275)
Concentrated Loads (lb)
Vert: 18=71(F) 19=-84(F) 20= 28(F) 21=10(F) 22=-860(B)j24=-55(F) 25=-323(F) 26=-600 27--791 28--927
i
I
Julius Lee, P.E. #M69
1109 Coastal Bay
Boynton Beach, FL 33435
Job
NSS
NSS Type
y
573BO
W1
Jack -Open
1
1
Job Reference d tional
„i nuur inuaa=a, rune r-i=nu=, rL J9C40, nyan opener nun. i.auu s,.ov co a 1e rnm.r.-a,.uv co-m"' Ian umusuies, I—. oar-ci_'...o cu,u
ID:OkilyUUrWFoYXN4BLIG1_Jhy732V-ApwAYJ3gL gAGp1eHYJV1DLDTH2sb9Dxu9Knwly p_1
0.0-0 I 1.4.6 1.4.6
- Seale =1:6.4
4.00 12
N
1
a
o
i
T1
m
dr
0
131
i
'
c
o
2x4 =
0.0.0
1 4 6
1. -6
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
0.16
Vert(TL)
-0.00 6
n/r
120
BCLL
0.0
Rep Stress Incr
YES
WB
0.00
Horz(fL)
0.00
n/a
n/a
BCDL
10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 4 lb FT = 0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-4-6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 3=37/Mechanical, 2=1 11 /Mechanical
Max Horz 3=202(LC 8), 2=197(LC 1)
Max Uplift3=-42(LC 8), 2=-99(LC 8)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-531/230
BOT CHORD 1-3=-222/541
NOTES
A) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl.,
GCpi=0:18; MW FRS (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.
5) Refer to girder(s), for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 99 lb uplift at
joint 2.
7) Non Standard bearing condition. Review required.
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
JOID
I russ
russ I ype
y
y
57380
CJ1A
�Jack-Open
1
1
Job Reference optional
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
LOADING (psf)
SPACING
2-0-0
TCLL
30.0
Plates Increase
1.25
TCDL
15.0
Lumber Increase
1.25
BCLL
0.0 '
Rep Stress Incr
YES
BCDL
10.0
Code FBC2010/TP12007
Run: 7.500 6 NOV 26 2013 Pnnt: 7.500 6 NOV 26 2013 Mi IeK Industries, Inc. Sat Dec 21 08:49:48 2013 Page 1
ID:QWIyUUrWFoYXN4BLIC Jhy732V-ApwAYJ3gL3gAGp1eHYJV1DLE9H4ub9Dxu9Knwly6p_l
0•D•0 1.3.9
1-3-9
Scale -1:6.4
4.00 12 3
1-3.9
CSI I DEFL in (loc) I/defl Ud PLATES GRIP
TC 0.02 Vert(LL) -0.00 7 >999 360 MT20 244/190
BC 0.03 Vert(TL) -0.00 7 >999 240
WB 0.00 Horz(TL) -0.00 1 n/a n/a
(Matrix-M) Weight: 4lb FT-0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-3-9 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 1=70/0-7-4 (min. 0-1-8), 2=46/Mechanical, 4=24/Mechanical
Max Horz 1=33(LC 8)
Max Upliftl=-25(LC 8), 2=-38(LC 8), 4=-10(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; 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 11.60 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 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 bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plateicapable of withstanding 25 Ib uplift at joint 1, 38 lb uplift at joint
2 and 10 lb uplift at joint 4.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
russ Type
y
57380
CJ2
Jack -Open
2
1
Job Reference (Optional)
1
ID:OMIyUUrWFoYXN4BLI�*:Jhy732V-ApwAYj3gL3gAGp1 eHYJV1 DLEGH; fb9Dxu9Knwlydp_i
0-0.0 2-6-4.
3x6 11
Scale -1:8.2
0.0.0
z 6 4
2.6.4
Plate Offsets (X Y)•
[1.0-2-14 0.0-101 11:0-1-4 1-3-4)
1
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
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(TL) -0.00
1 n/a n/a
BCDL 10.0
Code FBC2010lfP12007
(Matrix-M)
Weight: 9 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-6-4 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
MiTek recommends that Stabilizers and required cross
Left: 2x4 SP No.3
bracing be installed during truss erection, in accordance with
Stabilizer Installation uide.'
REACTIONS (lb/size) 2=41/Mechanical, 3=20/Mechanical, 1=210/0-8-0
(min.
0-1-8)
Max Horz 1=61(LC 8)
Max Uplift2=-36(LC 8), 3=-11(LC 8), 1=-86(LC 8)
Max Grav2=41(LC 1), 3=21(LC 3), 1=21 O(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; 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 chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 2,11 lb uplift at joint
3 and 86 lb uplift at joint 1.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
i
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
I
Job
I russ
I Was Type
y
57380
CJ2A
Jack -Open
1
1
Job Reference (optional)
Al MUUr I Kubbrb. run I rlCMur, rL A9`J40, nyen opener
0-0-0
I
1
2x4 =
D•D-0
ID:OWIyUUrWFoYXN4BLl0 Jhy732V-e?NN16No0uzarFgIZ uOkhPrKcS57p4LTBy6p_0
2.5-7 2-5-7
Scale -1:8.2
4.00 12
T1
B1
2-5.7
LOADING (psf)
2x4 =
D•D-0
ID:OWIyUUrWFoYXN4BLl0 Jhy732V-e?NN16No0uzarFgIZ uOkhPrKcS57p4LTBy6p_0
2.5-7 2-5-7
Scale -1:8.2
4.00 12
T1
B1
2-5.7
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC 0.10
Vert(LL) 0.01
3-6 >999 360
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.11
Vert(TL) 0.01
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/TPI2007
(Matrix-M)
Weight: 8 lb FT - O%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-5-7 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 1=144/0-7-4 (min. 0-1-8), 2=81/Mechanical, 3=38/Mechanical
Max Horz 1=59(LC 8)
Max Uplift1=-60(LC 8), 2=-60(LC 8), 3--9(LC 8)
Max Grav 1-144(LC 1), 2=81(LC 1), 3=42(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less ex i ept when shown.
BOT CHORD 1-3=-269/216
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TI DL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl.,
GCpi=0.18; MW FRS (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 DOI-11.60 plate gdp'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 honconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate'capable of withstanding 60 lb uplift at joint 1, 60 lb uplift at joint
2 and 9 lb uplift at joint 3.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Inuss type
y
57380
CJ2D
Jack -Open
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
0-0-0
D-0.0
LOADING (psf)
SPACING
2-0-0
TCLL
30.0
Plates Increase
1.25
TCDL
15.0
Lumber Increase
1.25
BCLL
0.0 '
Rep Stress Incr
YES
BCDL
10.0
Code FBC2010R'P12007
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
Run: 7.500 s NOV 25 2013 Ynrtt: 7.5u0 s NOV 25 2013 m lex indusines, Inc. bat Dec 21 WKW AU 201J rage 1
ID:OkilyUUrWFoYXN4BLIQ Jhy732V-e7UZR416No0uzcxrFgkZRuPLhOxKcS57p4LTBy6p_0
3x6 11
2-0.2
2-0-2
Scale =1:7.4
CSI I DEFL in (loc) I/defl Ud PLATES GRIP
TC 0.06 Vert(LL) -0.00 4 >999 360 MT20 244/190
BC 0.04 Vert(fL) -0.00 4 >999 240
WB 0.00 Horz(TL) -0.00 1 n/i n/a
(Matrix-M) Weight: 8lb FT-0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Rtahili7er Inctallatinn guide_
REACTIONS (lb/size) 2=14/Mechanical, 3=6/Mechanical,1-195/0-8-0 (min. 0-1-8)
Max Horz 1=48(LC 8)
Max Uplift2=-17(LC 8), 3=-8(LC 8), 1=-80(LC 8)
Max Grav2=14(LC 1), 3=7(LC 3). 1=195(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less excll pt when shown.
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; 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 bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 2, 8 lb uplift at joint
3 and 80 Ito uplift at joint 1.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
o
russ
russ I ype i
y
57380
CJ3
Jack -Open
2
1
Job Reference (Optional)
Ai Hour pusses, rani rienue, rL .3aanc, Ryan spencer °"' AID0WIyUUrWFoYA4BL14Jhy732V-6B2x75wtW56eAv883iEMTpu?dygp_?
0.0.0 3 -8-2 3-8-2
r Scale=1:10.0
1
D-0-0
2x4 = ��
3x6 11
4.00 12
T1
131
3.8.2
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC 0.14
Vert(LL) 0.01
3-8 >999 360
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.17
Vert(fL) -0.01
3-8 >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 FBC2010lrP12007
(Matrix-M)
Weight:13 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-8-2 oc purlins.
SOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
MiTek recommends that Stabilizers and required cross
Left: 2x4 SP No.3
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 2=93/Mechanical, 3=42/Mechanical, 1=262/i-8-0 (min. 0-1-8)
Max Horz 1=89(LC 8)
Max Uplift2=-74(LC 8), 3=-13(LC 8), 1=-108(LC 8)
Max Grav2=93(LC 1), 3=47(LC 3), 1=262(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES i
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; 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 DOI-1.60 plate grip DOL-1.60
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 2,13 lb uplift at joint
3 and 108 lb uplift at joint 1.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
i Boynton Beach, FL 33435
Job
I russ
I cuss I ype i
Uty
y
57380
CJ3A
Jack -Open
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT HF-HOE, FL 34945, Hyan spencer
0.0-0
2x4 =
nun: t.buu s Nov zb zwo rnra: i.ouu s Nov zb zu i o mi ieR mausmes, mc. aai use z i uo:vyau zu o ra e
ID:QkilyUUrWFoYXN4BLIQ_Jhy732V-662xy?5wthwtW6BlPzLz6eRXA4jQ331EMTpu?d p_?
3-7-5
Scale =1:10.0
0-0-0
i
3 7 5
3-7.5 _
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/deft L/d
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TO 0.24
Vert(LL) 0.02
3-6 >999 360
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.21
Vert(TL) -0.02
3.6 >999 240
BOLL 0.0
Rep Stress Incr
YES
WB j 0.00
Horz(TL) -0.00
1 n/a n/a
BCDL 10.0
Code FBC201 O/TP12007
(Matrix-M)
Weight:11 lb FT - 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-7-5 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 1=220/0-7-4 (min. 0-1-8), 2=122/Mechanical, 3=48/Mechanical
Max Horz 1=87(LC 8)
Max Uplift1=-94(LC 8), 2=-92(LC 6), 3.-5(LC 8)
Max Grav 1=220(LC 1), 2=122(LC 1), 3=60(LC 3) .
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-462/480
BOT CHORD 1-3=-654/546
i
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; I WL=S.Opsf; BCDL=5.Opsf; h=25ft; 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 bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 1, 92 lb uplift at joint
2 and 5 lb uplift at joint 3.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I Ruse
ruse Type I
Y '
57380
CA
Jack -Open I
2
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
0.0-0
ono
Nun: /.buy s Nov Z6 wou F-nnc /.buU S NOV Z6 Zu1J MI IeK Incusines, Inc. bat uec Zl uti'm u ZUl J Ya e 7
ID:OkilyUUrWFoYXN4BLIC Jhy732V-6B2xy?5wthwtW6BlPzLz6eRVS4hu33iEMTpu?dy p_?
Scale - 1:11.8
°-0-0
i
4-s-1s
4-s-1s
Plate Offsets (X Y):
[1:0-2-14 0.0-101 [1:0-1-4 1-3-4]
1
LOADING (psf)
SPACING 2-0-0
CSI 1,
DEFL in
(loc) I/dell Ud
PLATES GRIP
TCLL 30.0
Plates Increase 1.25
TO 0.35
Vert(LL) 0.05
3-8 >999 360
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.38
Vert(TL) -0.04
3-8 >999 240
BOLL 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:16 lb FT - 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
I
TOP CHORD
Structural wood sheathing directly applied or 4-9-15 oc pudins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
MiTek recommends that Stabilizers and required cross
Left: 2x4 SP No.3
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 2=142/Mechanical, 3.61/Mechanical, 1=321/0-8-0 (min. 0-1-8)
Max Horz 1=117(LC 8)
Max Uplift2=-110(LC 8), 3=-14(LC 8), 1--133(LC 8)
Max Grav 2=142(LC 1), 3=71(LC 3),1=321(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp D; Encl.,
GCpi=0.18; MW FRS (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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. I
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate'capable of withstanding 110 lb uplift at joint 2, 14 lb uplift at
joint 3 and 133 lb uplift at joint 1. -
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I russ Type
y
57380
CAA
Jack -Open
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
0-0-0
Run: 7.500 S Nov 26 2013 Print: 7.500 S Nov 26 2013 M7ek Industner, Inc. Sat Dec 21 08:49:51 2013 Pagel
ID:DkIIyUUrWFoYXN4BLl(_Jhy732V-bNcJAK6Ye_2k7GIDygsCfszeNU1 moWyNa7ZRX4y6p_
4-9-3
Scale-1:11.8
0-0-0
4 9 3
4-9-3
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/dell Ud
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC
0.47
Vert(LL) 0.06
3-6 >893 360
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC
0.33
Vert(TL) -0.06
3-6 >999 240
BCLL 0.0 '
Rep Stress Incr
YES
WE
0.00
Horz(TL) -0.01
1 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight:15 lb FT - 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-9-3 oc puriins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 1=298/0-7-4 (min. 0-1-8), 2=161/Mechanica1, 3=57/Mechanical
Max Horz 1-116(LC 8) j
Max Uplifts =-129(LC 8), 2=-124(LC 8), 3=-1(LC 8)
Max Grav 1=298(LC 1), 2=161(LC 1), 3=78(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-865/917
BOT CHORD 1-3— 1219/1038
NOTES j
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl.,
GCpi=0.18; MW FRS (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.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 1, 124 lb uplift at
joint 2 and 1 lb uplift at joint 3.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
russ
runs I ype
y
57380
OJS
Jade -Open
2
1
i
Job Reference o Uonal
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
Run: 7.500 a Nov 26 2013 Print: 7.5D0 s Nov 26 2013 MTek Industries, Inc. Sat Dec 21 08:49:51 2013 Page 1
ID:OkilyUUrWFoYXN4BLICLJhy732V-bNcJAK6Ye_2k7GIDygsCfszbGUyvoWyNa7ZRX4y6p
0.0.0 5-11-13 5-11-13
3x8 I I
0-0.0
5.11-13
5-11,13
J
Scale-1:13.6
Plate Offsets (X,Y):
[1:0-1-3,Edgel, [1:0-0-4,Edge]
I
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)
0.15
3-8
>487
360
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.65
Vert(TL)
0.12
3-8
>595
240.
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.03
2
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Ma trix-M)
Weight: 20 lb FT - 0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEDGE
Left: 2x4 SP No.3
REACTIONS (lb/size) 2=190/Mechanical, 3=79/Mechanical, 1=38I/0-8-0 (min. 0-1-6)
Max Horz 1=146(LC 8)
Max Uplift2=-146(LC 8), 3=-15(LC 8), 1=-158(LC 8)
Max Grav2=190(LC 1), 3=95(LC 3), 1=382(LC 1)'
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BOT CHORD 1-4=-285/161 1
Structural wood sheathing directly applied or 5-11-13 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
NOTES
1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical (eft exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 2, 15 lb uplift at
joint 3 and 158 lb uplift at joint 1.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #f34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
cuss I ype I
Lity
Y
57380
CJSA
Jack -Open
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
0-0.0
3x4 =
GOM
Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MTek Industries, Inc. Sat Dec 21 08:49:51 2013 Page 1
ID:QldlyUUrW FoYXN4B LIQLJhy732V-bNcJAKSYe_2k7GiDygsCfszzzU 7ooWyNa7ZRX4y6p_
_ ... ^ 5-11-1
Scale - 1:13.6
Plate Offsets (X,Y):
11:0-1-4,0-1-81
LOADING (psf)
SPACING
2-0-0
CS1
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC 0.78
Vert(LL)
0.12
3-6
>563
360
MT20 244/190
TCDL 15.0
_ Lumber Increase
1.25
BC 0.46
Vert(TL)
-0.12
3-6
>591
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.01
1
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight:18 lb FT = 0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 1=377/0-7-4 (min. 0-1-8), 2-201/Mechanical; 3=66/Mechanical
Max Horz 1=144(LC 8)
Max Upliftl_ 164(LC 8), 2--155(LC 8)
Max Grav 1=377(LC 1), 2=201(LC 1), 3=95(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less excl pt when shown.
TOP CHORD 1-2=-1389/1463
BOT CHORD 1-3=-1922/1680
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; 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 chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 1 and 155 lb uplift
at joint 2.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I cuss
I russ type
Uty
"Iy
57380
CJ7
Jack -Open
2
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
0-0-0
4x8 11
0-0.0
Run:7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 Mrrek Industries, Inc. Sat Dec 21 08:49:52 2013 Page 1
ID:QWIyUUrWFoYXN4BLICLJhy732V-3aAhNg7APIAblOKOWONRB3WpkuNOXxuXpnl?3Wy6ozz
7-1-11
3x4 11 Scale: 3/4"=1'
1.5x4 II
7-1-11
Plate Offsets (X,Y):
[1:0-0-4,Edgel, [1 :0-2-14, Edge], [2:0-3-5,0.0-8] 1
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) 0.22 4-10 >375 360
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.37
Vert(TL) -0.18 4-10 >453 240
BCLL 0.0
Rep Stress Incr YES
WB 0.15
Horz(TL) -0.05 2 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 26 lb FT = 0%
LUMBER
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD Structural wood.sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 4=-270/Mechanical, 2=61O/Mechanical, 1-446/0-8-0 (min. 0-1-8)
Max Horz 1=176(LC 8)
Max Uplift4=-270(LC 1), 2=-440(LC 8),1 186(LC 8)
Max Grav4=241(LC 8), 2=61 O(LC 1), 1=446(LC 1)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less exll ept when shown.
BOT CHORD 1-6_ 389/234
WEBS 2-4=-591 /501 1
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; 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) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 270 lb uplift at joint 4, 440 lb uplift at
joint 2 and 186 lb uplift at joint 1.
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S) Standard
Julius Lee, P.E. #M69
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
cuss ype
y
57380
CJCA
Jack -Open
1
1
Job Reference (optional)
Al Hour i nussts, rune rienue, rL danan, nyan spencer IDAkIIyUUrWFoYXN4BLICLJhy732V-3aAhN07APIAblOKQWONR63WpOuKoX CXp,,I .My-
0.0-0 7 a 14 7-0-14
Scale-1:15.3
1
"11
B1
4•
0
3x6 =
I
I
"
0.0-0
7 0 14
7-0.14
LOADING (psf)
SPACING
2-0-0
CSI
DEFL In
(loc) I/deft L/d
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC
0.45
Vert(LL) 0.19
3-6 >438 360
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC
0.54
Vert(TL) -0.20
3-6 >413 240
BCLL 0.0
Rep Stress Incr
YES
WB
0.00
Horz(fL) -0.01
1 n/a n/a
BCDL 10.0
Code FBC2010frP12007
(Matrix-M)
Weight: 22 lb FT - 0%
LUMBER
BRACING
TOP CHORD 2x4 SP M 31
TOP CHORD
Structural wood sheathing directly applied or 5-2-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 1=452/0-7-4 (min. 0-1-8), 2=247/Mechanical, 3=73/Mechanical
Max Horz 1=173(LC 8)
Max Upliftl=-196(LC 8), 2— 191(LC 8)
Max Grav1=452(LC 1), 2=247(LC 1), 3=111(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2161/2220
BOT CHORD 1-3=-2518/2274
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl.,
GCpi=0.18; MW FRS (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 honconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 1 and 191 Ito uplift
at joint 2.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
JOID
I russ
russ I ype
y
57380
F01
Floor
1
1
Job Reference (optional)
Ai ROOF i nuSSFS, run i ritnut, FL.3aaao, Bryan Spencer nun: aauu s Nov 26 2013 n,rn: 7.500 s Nuv co cum mne" ,nousmes, ,nc. Sal Dec 21 ue:ge:aa 20i a ra e i
ID:OIdlyUUrWFoYXN48LIL1 Jhy732V-Xmj3b07oAcISNavc45ugkH3361m7GPXg2R2Ybyy zy
0 4-8
Scale-1:11.3
LOADING (psf)
SPACING
1-4-0
CSI
DEFL in
poc) I/deft Ud
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC
0.13
Vert(LL) . -0.00
7 >999 480
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC
0.09
Vert(fL) -0.01
7 >999 360
BCLL 0.0
Rep Stress Incr
YES
WB
0.12
Horz(TL) -0.00
4 n/a n/a
BCDL 10.0
Code FBC2010frP12007
(Matrix)
Weight: 30 lb FT - 0%F, 0%E
LUMBER
BRACING
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD
Structural wood sheathing directly applied or 5-6-10 oc purlins,
BOT CHORD 2x4 SP No.2(flat)
except end verticals.
WEBS 2x4 SP No.3(flat)
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=203/0-4-0 (min. 0-1-8), 4-203/0-4-0 (min! 0-1-8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 1-7=0/259,4-6=0/259 1
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) "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 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restralnea by other means.
5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
' I
Julius Lee, P.E. 434869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I russ I ype
y
57380
F02
I
Floor I
3
1
i�Ltty
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
0-3-5
Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MTek Industries, Inc. Sat Dec 21 08:49:53 2013 Page 1
ID:OkilyUUrWFoYXN48LICLJhy732V-Xm)3b07oAcISNavc45ugkH34711zGOsg2R2Ybyy6ozy
1.3-0 1-6-10 1-6-10 Oi 3.5i
�l
3x6 11 3x3 11 3x3 11 3x6.11
1 2 3 3x3 = 4 5
Scale a 1:13.5
0
O N
O
LOADING (psf)
SPACING
1-4-0
CSI I
DEFL in
(loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC 0.08
Vert(LL) -0.00
7-8 >999 480
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC 0.16
Vert(TL) -0.02
7-8 >999 360
BCLL 0.0
Rep Stress Incr
YES
WB 0.17
Horz(TL) -0.00
5 n/a n/a
BCDL 10.0
Code FBC201 O/TP12007
(Matrix)
Weight: 39 lb FT - 0%F, 0%E
LUMBER
BRACING
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat)
except and verticals.
WEBS 2x4 SP No.3(flat)
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=259/0-2-15 (min. 0-1-8), 5=259/02-15 (min. 0-1-8)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-287/0, 2-3= 285/0, 3-4=-285/0, 4-5=-287/0
BOT CHORD 7-8=0/378
WEBS 1-8=0/350, 5-7=0/350
NOTES
1) Plates checked for a plus or minus 0 degree rotation about its center.
2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 5.
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 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I cuss I ype
Qty
57380
F03
Floor
2
1
Fy
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
0.3-5
1��
Run: 7.500 s Nov 262013 Print: 7.500 s Nov 26 2013 MTek Industries, Inc. Sat Dec 21 08:49:53 , Pagge 1
ID:OIdlyUUrWFoYXN4BL10 Jhy732V-Xmj3b07oAcISNavc45ugkH32alhCGLIg2R2Ybyy—y
T�
Scale =1:19.5
13 12 11 10 9 8
1.5x4 11 3x6 = 11.5x4 11 3x3 = 3x6 = 1.5x4 11
I
HUB
10-8-9 11-11-14
3.5 1 10-5-4 -3-
Plate Offsets (X,Y):
(3:0-1-8,Edge)
LOADING (psf)
SPACING
1-4-0
CSI
DEFL
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC 0.23
Vert(LL)
-0.04
9-10
>999
480
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC 0.40
Vert(TL)
-0.10
9-10
>999
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.33
Horz(TL)
-0.01
7
n/a ,
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix)
Weight: 60 lb FT = 0%F, 0%E
LUMBER BRACING
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathingdirectly applied or 6-0-0 oc.purlins,
BOT CHORD 2x4 SP N0.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=447/0-2-15 (min. 0-1-8), 7-447/0-2-15 (mIin. 0-1-8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-555/0, 2-3=-554/0; 3-4=-1094/0, 4-5=-1094/0, 5 66=-566/0, 6-7=-567/0
BOT CHORD 11-12=0/1094, 10-11=0/1094, 9-10=0/1059
WEBS 1-12=0/680, 7-9-0/695, 5-9= 532/0, 3-12=-581/0
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 platen at joint(s)1, 7.
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 (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I toss
I cuss Type
y
57380
F04
Floor
12
1
Job. Reference (option
wVr �VJJ�J rv� r o o,
ro„ QNo ,
i
�U IDAkiIyUUav rWFoYXN4BLIQJhy732V-XmJ3b07oAcISNavc45ugkH3zdla7GGRg2R2Ybyygozy
03-5
1-3-0 2-6-0
2� 210,
18-0 22-9 0 6 -M
i
Scale m 1:36.5
3x6 =
46 11 , 3x3 11
3x6 =
1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 FP= 3x3 11 4x6 11
1 2
3
4 T 1 51 5 6 7 8 9 10 11'
I9EIN
20 19
18
17 16 15 14 13 12
1.5x4 11 3x8 =
3x6 FP=
3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x8 = 1.5x4 II
I
70-10-15
4
LOADING (psf)
SPACING
1-4-0
CSI
DEFL in-
(loc) I/defl Ud
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC
0.55
Vert(LL) -0.31
15-16 >763 480
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC
0.85
Vert(TL) -0.60
15-16 >392 360
BCLL 0.0
Rep Stress Incr
YES
WB
0.64
Horz(TL) -0.08
11 n/a n/a
BCDL 10.0
Code FBC201 O/TP12007
(Matrix)
Weight:102 lb FT = 0%F, 0%E
LUMBER
BRACING
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
SOT CHORD 2x4 SP No.2(fiat) *Except*
except end verticals.
132: 2x4 SP M 30(flat)
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3(flat)
REACTIONS (lb/size) 1=844/0-2-15 (min. 0-1-8), 11=844/0-3-0 (min. 0-1-8)
FORCES (lb)- Max. Comp./Max. Ten. -All forces 250 (lb) or less ex Iept when shown.
TOP CHORD 1-2— 1098/0, 2-3=-1096/0, 3-4= 3546/0, 4-5=-3546/0,II5-6= 3917/0, 6-7 3544/0, 7-8=-3544/0, 8-9=-3544/0,
9-10=-1097/0, 10-11=-1098/0
BOT CHORD 18-19=0/2553, 17-18=0/2553, 16-17=0/3917, 15-16=0/3917, 14-15=0/3917, 13-14=0/2554
WEBS 1-19=0/1346, 11-13=0/1346, 3-19=-1572/0, 3-17=0/1072, 5-17_ 660/0, 9-13=-1573/0, 9-14=0/1069, 6-14=-662/0
NOTES 1
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 at joint(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 (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
ion
I russ
russ I ype
y
57380
FOS
FLOOR
9
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
I
0-3-5
, 1.3-0 ,,, 2-7-12 I1
I�
nun: /.Duu s NDV ZD ZU 1 J r 1m; /AUu s Nov CD G I 7114K InpUSVIDa, IIIp. Jal Uuu G 1 UD:YD:DY GV IJ ra a 1
ID:OkllyUUrWFoYXN4BUILJhy732V-?yHSoM8RxvW_kUoepOvGUbBgi1G?pugH5n67P N1
1-8-0 0-9.10 2-6-0
Scale-1:18.9
3x6 =
0
N
Plate Offsets (X,Y):
[3:0-1-8,Edge]
i
LOADING (psf)
SPACING
1-4-0
CSI
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC 0.33
Vert(LL)
-0.05
9-10
>999
480
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC 0.41
Vert(fL)
-0.08
9-10
>999
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.31
Horz(TL)
-0.01
7
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix)
Weight: 52 lb FT = O%F, O%E
LUMBER BRACING
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 7=408/Mechanical, 1=408/0-3-0 (min. 0-1-8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-528/0, 2-3=-527/0, 3-4=-909/0, 4-5=-902/0
BOT CHORD 9-10=0/909, 8-9=0/909, 7-8=0/782
WEBS 1-10=0/647, 3-10=-431/0, 5-7=-842/0, 5-8=0/304
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) "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 (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
71russ type
y
573BO
FO6
FLOOR I
1
1
Job Reference (optional.)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MTek Industries, Inc. Sat Dec 21 08:49:54 2013 Page 1
ID:OkilyUUrWFoYXN4BLICLJhy732V-7yHSoM8RxvOJ_kUoepOvGUbByi3p7gcgH5n67Pg.eL
0-6-4
1-3-0 0-9-3 ,, 1-8-0 0-9.10 2-6-0
T� Scale: 3/4"=1'
0-6-4 , 2-10-15
LOADING (psf)'
SPACING
1-4-0
CSI I
I DEFL in
(loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC 0.32
Vert(LL) -0.03
7-8 >999 480
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC 0.31
Vert(TL) -0.07
7-8 >999 360
BCLL 0.0
Rep Stress Inca
YES
WB 0.20
Horz(TL) 0.01
7 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix)
Weight: 44 lb FT = 0%F, 0%E
LUMBER
BRACING
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puriins,
BOT CHORD 2x4 SP No.2(flat)
I
except end verticals.
WEBS 2x4 SP No.3(flat)
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 7=327/Mechanical, 1=327/0-5-14 (min. 0-1-8)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-343/0, 2-3=-340/0, 3-4=-564/0, 4-5— 566/0
BOT CHORD 9-10=0/564, 8-9=0/564, 7-8=0/567
WEBS 1-10=0/418, 3-10=-379/0, 5-7=-610/0
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) Refer to girder(s) for truss to truss connections.
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 (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained Iby other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) CAUTION, Do not erect truss backwards. ,
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
o
russ
Iruss ype
y
57380
�F07
Floor
1
1
Job Reference (option Q
MI nwr nupJC.7, rvn i r�cnVC, r� uYa+o, n)— uNo�i�oi ....� �......... o �.... -.. ................_.._ .. .._. __ __._ ..... _.. ...___...__, ..._. __. ___ _. __. ._._ . __. _ _ _ .
ID:OkilyUUrWFoYXN4BLICLJhy732V-?yHSoMBFIxvQJ_kU36pY UbECi58?gVgH5n670 ozx
0-6-4
1.3-0 1-5-14 1-5-14 D:3-12i
Scale-1:13.8
3x3 11
2
3x3 11 3x6 11
33x3 = 4 5 6
3x6 = 3x6
10 98= 7
1.5x4 11 1.5x4 11
0-6-4
LOADING (psf)
SPACING
1-4-0
CSI I
DEFL in
(loc) I/defl L/d
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC 10.18
Vert(LL) -0.01
8 >999 480
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC
0.16
Vert(TL) -0.02
8-9 >999 360
BCLL 0.0
Rep Stress Incr
YES
WB
0.21
Horz(TL) -0.00
6 n/a n/a
BCDL 10.0
Code FBC2010fTPI2007
(Matrix)
Weight: 39 lb FT = 0%F, 0%E
LUMBER
BRACING
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat)
except end verticals.
WEBS 2x4 SP No.3(flat)
(
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=270/0-5-14 (min. 0-1-8), 6-265/0-2-1 (min. 0-1-8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-300/0, 2-3--298/0, 3-4=-351/0, 4-5=-350/0
BOT CHORD 8-9=0/404
WEBS 1-9=0/366, 5-8=0/431
NOTES
1) Plates checked for a plus or minus 0 degree rotation about its center.
2) Provide mechanical connection (by others) of truss to bearing plate tat joint(s) 6.
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 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I runs Type
y
57380
FOB
Floor
1
1
Job Reference (optional).
M 1 mV Vr i nwoo=o, rwr I rl=mu=, m aYrgo, nyan opancer I nun: /.ouu a IYov do 4u I rnnr. I.ouu a IVOv Zo CU Ia IVII eR Inuueul g Inc. oat Uec e 1 Ua:9a:aa ZUIa ra e 7
ID:OkilyUUrWFoYXN4BLIC Jhy732V-T9rg0i9.3167 u3_BWx8pi80J5TgkJfzVIXffry ozw
0-6-6 - '
1 4-3! 0-3-12
3 6 11 i 3 6 i i 3x6 11 Scale -1:8.1
1 1 2 3 4
LOADING (psf)
SPACING
1-4-0
CSI
I
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC
0.09
Vert(LL)
-0.00
6
>999
480
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC 0.02
Vert(TL)
-0.00
5
>999
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.08
Horz(TL)
-0.00
4
n/a
n/a
BCDL 10.0
Code FBC2010frP12007
(Matrix)
Weight: 24 lb FT - 0%F, 0%E
LUMBER I BRACING
TOP CHORD 2x4 SP No.2(flat) I TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc pur ins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=144/0-5-14 (min.0-1-8),4=139/0-2-6 (min.0-1-8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Plates checked for a plus or minus 0 degree rotation about its center.
2) Provide mechanical connection -(by others) of truss to bearing plate at joint(s) 4.
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 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S) Standard
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
Irugs ype
y
y
57380
F09
ROOFTRUSS
1
1
Job Reference (optional)
nl nwr I nwoco, r�nl nonvc, rL aYaYo, nytln optlrnal nun. lD:OkilyUUrWFonYXN4BLl0 Jhy732V-T9rgoiealDYAcu3_BWxBpiBHjSLgkFtzVlXffry6ozw
0-3-5
130 u , 2-6-0 1_ 1� 2-0-0 2-2-6 0�6�
Scale -120.6
I
3x6 11 3x3 I I 3x3 1.5x4 11 3x3 11 3x6 11
e d 63x3 —
0
4C6
13 12 11 10 9 6.
1.5x4 11 3x6 = I 3x3 = 1.5x4 11 3x6 = 1.5x4 11
LOADING (pso _ SPACING 1-4-0 CSI I DEFL in (loc) I/defl Vd PLATES GRIP
TCLL - 40.0 Plates Increase 1.00 TC 0.70 Vert(LL) 0.2611-12 >497 360 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 6.53 Vert(TL) 0.23 11-12 >558 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 7 n/a ' n/a
BCDL 10.0 Code FBC201 O/TP12007 (Matrix) Weight: 65 lb FT - 0%F, 0%E
LUMBER BRACING
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) I BOT CHORD Rigid ceiling directly applied or 8-10-6 oc bracing.
REACTIONS (lb/size) 1=473/0-2-15 (min. 0-1-8), 7=473/0-5-14 (min. 0-1-8)
Max Upliftl=-380(LC 9), 7=-380(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-458/890, 2-3=-457/893, 3-4 908/1743, 4-5=-908/1743, 5-6=-423/803, 6-7— 425/801
BOT CHORD 11-12=-1619/873, 10-11--1738/908, 9-10=-1738/908
WEBS 1-12=-1228/632, 7-9=-1103/585, 3-12=-472/829, 5-9=-563/1093
I
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantileverlleft and right exposed; porch right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
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 bearing plate capable of withstanding 380 lb uplift at joint 1 and 380 lb uplift
at joint 7.
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in..
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Jou
I russ
I russ I ype I
Lqy
illy
57380
F10
ROOFTRUSS
1
1
1
Job Reference (optional)
Al MUUr I MUbbtb, rUM I rltHUt, M J4`J4b, nyan bpencer nun; /.auU s N V eb eUTA rnni: /.DUU s rvov Zb aUl J MI IeK Inausines, Inc. Jai UBc el uu:49:bo eui J ra e
ID:OkilyUUrWFoYXN4BLIGLJhy732V-T9rg0i93iDYAcu3_BWx8pi8Mt5NEkGMzVIXffry ozw
0-3-5
, 13.0 2-6-0 1-1.3 , 2-0-0 , , _ 2-5-8 , , 1-9-8 OBE
Scale -124.9
LOADING (psf)
SPACING
1-4-0
CSI
TCLL
. 40.0
Plates Increase
1.00
TC
TCDL
15.0
Lumber Increase
1.00
BC
BCLL
0.0
Rep Stress Incr
YES
WB
BCDL
10.0
Code FBC2010/7PI2007
(Me
6-6.0 , 7-6-0' . 1
DEFL in (loc) Well Ud
Vert(LL) 0.0813-14 >999 360
Vert(TL)-0.1213-14 >995 240
Horz(TL) -0.01 11 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 80 lb - FT - 0%F, 0%E
LUMBER BRACING
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1=462/0-2-15 (min. 0-1-8), 8=249/0-5-14 (min. 0-1 -8), 11=435/0-9-4 (min. 0-1-8)
Max Upliftl= 189(LC 8), 8=-151(LC 8), 11=-249(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-466/334, 2-3=-466/337, 3-4 894/640, 4-5=-894/640, 5-6=-280/196, 6-7 281/198, 7-8= 208/262
BOT CHORD 13-14=-644/876, 12-13=-635/893, 11-12 635/893, 10'11=-260/207
WEBS 1-14=-459/642, 8-10=-359/286, 3-14=-466/354, 5-11=-693/500
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60
2) Provide adequate drainage to prevent water ponding. 1
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 nonconcurr(int 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 bearing plate capable of withstanding 189 lb uplift at joint 1, 151 Ito uplift at
joint 8 and 249 lb uplift at joint 11.
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
10) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I russ Type
Qty
y
57380
F11
ROOFTRUSS
1
1
I
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 Welt Industries, Inc. Sat Dec 21 08:49:56 2013 Page 1
ID:QkilyUUrWFoYXN48LIC_Jhy732V-xLPCD2AhTXg1 El eBIESNMvgXsVijTjg7kPGCCHysozv
0-3-5
1�3-0 „ 2-6.0 1•1 3 „ 2-0-0 1-8-4 2.6-0 2-2-15
Seale =129.2
3x3 = 1.5x4 11
3x3 II 3x6 FP= I 3x3 = 1.5x4 II
LOADING (psf)
SPACING 1-4-0
CSI I
DEFL in ..(loc) I/defl L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.36
Vert(LL) 0.0916-17 >999 360
MT20 244/190
TCDL 15.0
Lumber Increase 1.00
BC b.48
Vert(TL)-0.1316-17 >840 240
BCLL 0.0
Rep Stress Incr YES
WB 6.29
Horz(TL) -0.01 14 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix)
Weight: 92 lb FT = O%F, 0%E
LUMBER
BRACING
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat)
except end verticals.
WEBS 2x4 SP No.3(flat)
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 1 =45410-2-15 (min. 0-1-8), 10=364/0-5-14 (min. 0-1-8),
14=528/0-9-4 (min. 0-1-8)
Max Uplifts=-185(LC 12), 10=-253(LC 8),14--338(LC 81
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-457/300, 2-3=-456/303, 3-4=-853/546, 4-5= 853/546, 5-6--853/546, 6-7--430/276, 7-8=-5861761,
8-9=-586f761, 9-10=-328/474
BOT CHORD 16-17=-566/847,15-16=-542/852, 14-15=-542/852, 13I14— 272/429,12-13=471/327
WEBS 1-17=-412/630, 9-12--291/282, 10-12— 652/452, 7-14 =-224/382, 3-17=-444/304, 6-14=-524/335, 7-13=-544/190,
9-13=-329/299
NOTES 1
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantileverlleft and right exposed ; porch right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are 3x6 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center:
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 1, 253 lb uplift at
joint 10 and 338 lb uplift at joint 14.
9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
11) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
russ ype�"'y
57380
F12
ROOF TRUSS
1
1
Job Reference (optional)
n, nwr , nuaaca, run, ricnuc, rL a4u4o, nyan apanuur ! nun: aouu 6 ,vov co cu,a rune i.ouu a nov cc cu, a mnan inausmus mc. aat uB0 zl u0:4a:ab eul a rage l
ID:OkilyUUrWFoYXN4BL10 Jhy732V-xLPCD2AhTXgiEleSESNMvgWLVkcTin7kPGCCHy ozv
0-3-5
1 1-3-0 „ 2.6-0 1-1-3 „ 2.0.0� 1-1-0 ! • 2-7-15
R�
Scale - 1:33.5
30 =
3x6 11 1.5x4 11 1.5x4 II 3x3 = 3x3 11 3x6 FP= 1.5x4 II
3x3 = 3x3 = 3x6 II
1 2 3 4 5 6 7 8 9 10 T.14 11 12 13
O
�9
G
a'a
22
21 20 19
I18
a 77e
16
15
14
1.5x4 II
3x6 = 3x6 FP= 3x3 =
1 l.5x4
II 3x8 =
3x3 =
3x6 =
1.5x4 II
0.3�5
5.4.8 5 &06.6.0
7.6.0
I,. 8.9-15
18.2.14
18-9-2
0'-3-5
5-1-3 a9`•81.0 0
1-0-0
1r 1-4-0
9-4.15
6-4
Plate Offsets (X,Y):
(8:0-1-8,Edge)
LOADING (psf)
SPACING 1-4-0
CS
DEFL
in (loc)
I/defl Ud '
PLATES
GRIP
TCLL . ,40.0
Plates Increase 1.00
TC
0.39
Vert(LL)
0.3015-16
>375 360
MT20
244/190
TCDL 15.0
Lumber Increase 1.00
BC
0.36
Vert(TL)
0.2615-16
>425 240
BCLL 0.0 '
Rep Stress Incr YES
WB
6.35
Horz(TL)
-0.02 17
n/a n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix)
Weight:101 Ib
FT = O%F, 0%E
LUMBER BRACING
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP M 30(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
REACTIONS (lb/size) 1=434/0-2-15 (min. 0-1-8), 13=463/0.5-14 (min. 0-1-8), 17=649/0-8-0 (min. 0-1-8),
Max Uplifts 177(LC 12), 13=-340(LC 8), 17=-444(LC 8)1
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-431/261, 2-3=-430/263, 3-4=-430/263, 4-5=-765/4,11, 5-6=-765/411, 6-7=-440/174, 7-8=-438/172,
8-9=-906/1219, 9-10=-906/1219, 10-11=-440/735, 11-12=-440/735, 12-13=-441r/33
BOT CHORD 20-21=-468/787, 1'9-20=-468/787, 18-19=-407/764, 17-1B=-407/764, 16-17=-1214/906, 15-16=-1135/850
WEBS 1-21=-357/593,13-15=-1010/609, 4-21=-406/238, 6-17=-473/345, 10-15— 471/459, 8-16=-329/78, 8-17= 547/1165
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Op'sf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
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 nohconcurrent 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 bearing plate capable of withstanding 177 Ito uplift at joint 1, 340 lb uplift at
joint 13 and 444 lb uplift at joint 17.
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
10) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
oI
russ
I russ I ype
CAyply
57380
F13
ROOFTRUSS
3
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
0-3-5
1I .9-0 2-6-0 1-1-3 2-0-0 1� 0-15�
I
3x3 I I 3x3 = 1.5x4 11 1.5x41
Run: 7.500 a Nov 26 2013 Print: 7.500 s Nov 25 2013 MiTek Industries, Inc. Sat Dec 21 08:49:57 2013 Page 1
I D:QldlyU Ur W FoYXN4BLICLJhy732V-PXzaROAJEgou rB D NJxzcu,73DeeT3vzGCSKGz30mkjy6ozu
1�— O93-0
Scale =1:36.5
3x3 =
3x3 = 1.5x4 II 3x6 FP= 3x3
1.5x4 11 3x6 FP=3x3 = 3x3 1.5x4
6-6.0 1 8-11-7
1-n-n
Plate Offsets (X,Y):
[21:Edge,0-0-12)
1
LOADING (psf)
SPACING
1-4-0
CSI I
DEFL
In (loc)
I/deft
Ud
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC 0.56
Vert(LL)
0.3314-15
>403
360
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
- BC 0.78
Vert(TL)
0.2914-15
>459
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 6.33
Horz(TL)
-0.02 16
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix)
Weight:110 lb FT = 0%F, 0%E
LUMBER I BRACING
TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except:
2-2-0 oc bracing:14-15.
REACTIONS (lb/size) 1=417/0-2-15 (min. 0-1-8), 12=51410-2-15 (min. 0-1-8), 16=756/0-8-0 (min. 0-1-8)
Max Upliftl=-169(LC 12), 12=-388(LC 8), 16— 524(LC 81
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-421/244, 2-3=-421/247, 3-4=-695/312, 4-5=-695/312, 5-6--695/312, 6-7=-331/100, 7-8=-1147/1692, _
8-9=-1147/1692, 9-10= 1147/1692, 10-11 =-498/824,11-12=-499/822
BOT CHORD 19-20=-406/741, 18-19=-406/741, 17-18=-308/694, 16,,17=-97/330, 15-16=-902/817, 14-15=-1413/998
WEBS 1-20=-335/581, 12-14=-11331688, 5-17= 279/253, 6-1=-420/264, 3-20=-364/186, 6-17=-337/538, 10-14=-568/674,
10-15=-311/168, 7-15=-891/374, 7-16=-620/1012
NOTES I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp D; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever�left and right exposed ; porch right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are 3x6 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s)1, 12.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 1, 388 lb uplift at
joint 12 and 524 lb uplift at joint 16.
9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
11) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Iruss
I russ I ype I
y
57380
�P`14
�ROOFTRUSS
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 Mrrek Industries, Inc. Sat Dec 21 08.49:58 2013 Page 1
ID:OkilyUUrWFoYXN4BLILt_Jhy732V4kXyekBx?8wlTLoZteUrRKms_JOdxd?PBJIJGAy6ort
0-3-5
13011 2-6-0 1.1.3 2-0-0 1-0-15 , 2-8.14 2-10-6 01 8
Stale -1 :26.1
16
0
q-3.5 8.9-15 1 , 11-9-13 14-11-3
3-5 "A 0 1 2-11-14 3-1-6
Plate Offsets (X,Y):
[8:0-1-8,Edgel, [10:0-1-8,Edgel, [1S:Edge,0-0-12), [16:0-1-8,0-0-12)
LOADING (psf)
SPACING 1-4-0
CSI I
DEFL in (loc) I/deft Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TO
0.38
Vert(LL) 0.09 13-14 >999 360
MT20 244/190
1
TCDL 15.0
Lumber Increase 1.00
BC
0.51
Vert(TL) -0.1313-14 >776 240
BOLL 0.0 '
Rep Stress Incr YES
WB
0.30
Horz(TL) -0.02 11 n/a n/a
BCDL 10.0
Code FBC2010frP12007
(Matrix)
-
Weight: 83 lb FT. 0%F, 0%E
LUMBER BRACING
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS (lb/size) 9=366/0-6-14 (min. 0-1-8), 1-448/0-2-15 (min. 0-1-8), 11=435/0-8-0 (min. 0-1-8)
Max Horz 1=3(LC 8)
Max Uplift9=-244(LC 8), 1=-183(LC 12), 11--292(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 9-16=-350/428, 8-16= 349/428, 1-2=451/306, 2-3= 451/309, 34=-829/549, 4-5=-829/549, 5-6=-522/351,
6-7=-519/348, 7-8=-589/767
BOT CHORD 13-14=-580/832, 12-13=-549/829, 11-12--549/829, 10111=-767/589
WEBS 1-14— 428/624, 3-14— 432/308, 5-11--447/289, 7=11=-97/464, 8-10= 823/631
NOTES i
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding. 1
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 bearing plate capable of withstanding 244 lb uplift at joint 9, 183 lb uplift at
joint 1 and 292 lb uplift at joint 11. -
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Gap between inside of top chord bearing and first diagonal or vertical, web shall not exceed 0.500in.
10) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I ruse I ype
y
57380
F15
ROOF TRUSS
4
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer Run:7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MMek Industries Inc. Sat Dec 21 08:49:58 2013 Page 1
ID:OkilyUUrWFoYXN4BLl0 Jhy732V-tkXyekBx?BwltLo2teUrRKmrpJLjxdOPB)UGAy6ort
0-3-5
H 13-0 2-6-0 1-1-4 2-0-0 11-1-2 1-7-1 0uu1 8
Sdale =1:23.4
1.5x4 11
3x6 11 3x3 11 3x3 —_ 11.5x4 11 3x3 = 3X3 11 3x6 = 1.5x4 =
14 5 6 7 8
I -
I
15 14 13 12 d.
d•
°
d•
10
d•
d
d' d•
1.bx4 11 3X6 =
LOADING (psf)
SPACING
1-4-0
TCLL
30.0
Plates Increase
1.25
TCDL
15.0
Lumber Increase
1.25
BCLL
0.0
Rep Stress Incr
NO
BCDL
10.0
Code FBC201 O/TPI2007
LUMBER
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
3X3 = 1.bX4 II 11 1=4 II
3x6 =
3X6 =
CSI , DEFL in (loc) I/defl L/d PLATES GRIP
TC 0.39 Vert(LL) 0.0913-14 >999 360 MT20 244/190
BC 0.70 Vert(TL)-0.2013-14 >516 240
WB 6.30 Horz(TL) -0.02 11 • n/a n/a
(Matrix) Weight: 77 Ito FT = 0%F, 0%E
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 1'0-0-0 oc bracing.
REACTIONS (lb/size) 9=317/0-6-14 (min. 0-1-8), 1=538/0-2-15 (min. 0-1-8), 11=412/0-8-0 (min. 0-1-8)
Max Horz 1=3(LC 12)
Max Uplift9--186(LC 8), 1=-28(LC 12), 11=-81(1-0 8)
FORCES (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-603/129, 2-3=-603/133, 3-4=-994/359, 4-5=-994/359, 5.6=-541/270, 6-7=-541/269
BOT CHORD 14-17=-389/985, 13-17=-389/985, 12-13=-359/994, 11-'12=-359/994, 10-11=-516/489, 9-10=-516/489
WEBS 1-14=-183/834, 3-14=-433/291, 7-9— 546/576, 5-11— 663/131, 7-11=0/313
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch right exposed; Lumber DOL-1.60 plate grip DOL-1.60
2) C-C wind load user defined.
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about Its center.)
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s)1.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 Ito uplift at joint 9, 28 lb uplift at
joint 1 and 81 lb uplift at joint 11.
9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24 has/have been modified. Building
designer must review loads to verify that they are correct for the intended use of this truss.
10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
12) CAUTION, Do not erect truss backwards.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)160 Ito down at 2-6-0, and
160 Ito down at 7-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
14) 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)
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 9-1 5=-1 3, 1 -8=-60
Concentrated Loads (lb)
Vert: 12— 160(F) 17=-160(F)
2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Julius Lee, P.E. #34869
Continued on page 2 1109 Coastal Bay
Boynton Beach, FL 33435
job
I russ
ruse I ype
y
57380
F15
�RIOOFTRUSS
4
1
Job. Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34945, Ryan Spencer
Hun: 7.500 Is Nov 25 2013 Print: 7.590 s Nov 26 2013 MITeK Industries Inc. Sat Dec 21 08:49:58 2013 Page 2
ID:QldlyUUrWFoYXN4BLl(� Jhy732V-tkXyekBx7BWWoZteUrRKmrpJLjxdOPBJIJGAy6ort
LOAD CASE(S) C
Uniform Loads (plf)
Vert: 9-1 5=-1 3, 1-8=-50
Concentrated Loads (lb)
Vert:12=-160(F) 17=-160(F)
3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.2I5, Plate Increase=1.25
Uniform Loads (plf)
Vert: 9-15=-27,1-8=-20
Concentrated Loads (lb)
Vert: 12— 160(F)17=-160(F)
4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 11-15=-7, 9-11=85, 1-8=75
Horz: 1-2=-81
Concentrated Loads (lb)
Vert: 12= 160(F) 17_ 160(F)
5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert:11-15=-7, 9-1 1=85,1-8=75
Horz: 1-2=-81
Concentrated Loads (lb)
Vert: 12=-160(F)17 160(F)
6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 11-15=-13, 9-11=-1, 1-8— 43
Horz: 1-2=23
Concentrated Loads (lb)
Vert: 12=-160(F) 17=-160(F)
7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase-1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 11-1 5=-13, 9-11=-1, 1-8=-43
Horz: 1-2=23
Concentrated Loads (lb)
Vert: 12— 160(F) 17=-160(F)
8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase-1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 11 -1 5=-7, 9-11=27, 1-8=43
Horz: 1-2=-49
Concentrated Loads (lb)
Vert: 12— 160(F)17— 160(F)
9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert:11-15=-7, 9-11=27, 1-8=43
Horz:1-2=-49
Concentrated Loads (lb)
Vert: 12=-160(F) 17=-160(F)
10) Dead+ 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=4-60
Uniform Loads (plf)
Vert: 11-15=-13, 9-11=20, 1-8=9
Horz: 1-2=-29
Concentrated Loads (lb)
Vert: 12=-1 60(F) 17=-160(F)
11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 11-15=-13, 9-11=20, 1-8=9
Horz: 1-2=-29
Concentrated Loads (lb)
Vert: 12=-160(F) 17=-160(F)
12) Dead+ 0.6 MWFRS Wind (Pos. Internal)1st Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 9-15= 7, 1-8=43
Horz: 1-2=-49
Concentrated Loads (lb)
Vert: 12=-160(F) 17=-160(F)
13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 9-15=-7, 1-8=43
Horz: 1-2=-49
Concentrated Loads (lb)
Vert:12=-160(F) 17 160(F)
14) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 9-15=-7, 1-8=43
Horz: 1-2=-49
Concentrated Loads (lb)
Vert: 12— 160(F) 17=-160(F)
15) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1,60, Plate Increase=1.60
Uniform Loads (plf)
Virt:-9=15= 7, 1-8=43
Horz: 1-2=-49
Concentrated Loads (lb)
Vert: 12=-160(F) 17=-160(F)
Continued on page 3
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
ruse
I russ I ype
y
57380
�F15
ROOF TRUSS
4
1
Job Reference (optional)
Al HOOF I NUS5t5, hOM I FMHUt, M J494ti, nyan spencer nun: iauu 5 NOV zo zu I a rnrn: 1,WO 51111 114111, yen maU 1, me. OM uec c i ue:ra:oo cu ro raga u
ID:OkilyUUrWFoYXN4BLIQ Jhy732V-tk ;G&X48ZNLoZteUrRKmrNLJxdOPBJWUG y6ort
LOAD CASE(S)
16) Dead + 0.6 MWFRS Wind (Neg. Internal) 1 st Parallel: Lumber In rease=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 9-15=-13, 1-8=9
Horz:1-2=-29
Concentrated Loads (lb)
Vert:12=-160(F) 17=-160(F)
17) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase-1.60
Uniform Loads (plf)
Vert: 9-15=-13, 1-8=9
Horz: 1-2=-29
Concentrated Loads (lb)
Vert:12=-160(F) 17— 160(F)
18) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90
Uniform Loads (plf)
Vert: 9-15=-13, 1-8=-20
Concentrated Loads (lb)
Vert: 12=-160(F)17=-160(F)
19) Dead + 0.75 Roof Live (be[.) + 0.75(0.6 C-C Wind (Neg. Int) Case 1): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert:11-15=-13, 9-11=-4, 1-8=-67
Horz:1-2=17
Concentrated Loads (lb)
Vert:12=-160(F) 17=-160(F)
20) Dead + 0.75 Roof Live (be[.) + 0.75(0.6 C-C Wind (Neg. Int) Case 2): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 11-15=-13, 9-11=-4, 1-8— 67
Horz:1-2=17
Concentrated Loads (lb)
Vert: 12=-160(F) 17=-160(F)
21) Dead + 0.75 Roof Live (be[.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 11 -15=-1 3, 9-1 1=12,1-8=-28
Horz: 1-2=-22
Concentrated Loads (lb)
Vert: 12=-160(F) 17=-160(F)
22) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 11-15=-13, 9-11=12, 1-8=-28
Horz: 1-2=-22
Concentrated Loads (lb)
Vert: 12 160(F) 17=-160(F)
23) Dead + 0.75 Roof Live (be[.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 9-15=-13,1-8_ 28
Horz: 1-2= 22
Concentrated Loads (lb)
Vert: 12=-160(F) 17=-160(F)
24) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60
Uniform Loads (plf)
Vert: 9-15=-13, 1-8=-28
Horz: 1-2=-22
Concentrated Loads (lb)
Vert: 12=-1 60(F) 17— 160(F) j
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
o
russ
I russ Type
y
y
57380
F16
Floor
3
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer Run:7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MTek Industries, Inc. Sat Dec 21 08:49:58', Page 1
ID:GkilyUUrWFoYXN4BLl(3_Jhy732V-tkXyekBx?8wiTLoZteUrRKmnOJKGxZXPBjUGAy6ort
0-3-8
H 1i-2 0 1 1-2-8 2-5.9 2�� 1-1-14 1 2-6-0
Scale m 1:29.0
17 16 15 14 13 12 11
1.5x4 II 46 = 3x6 FP= 3x3 = 3x6 = 3x6 =
3x4 =
1-7.0
LOADING (psf)
SPACING
1-4-0
CSI
I
DEFL in
(loc) Udefl Ud
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC 0.68
Vert(LL) -0.20
12-13 >953 480
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC 0.73
Vert(TL) -0.40
12-13 >480 360
BCLL 0.0
Rep Stress Incr
NO
WB 0.52
Horz(TL) 0.03
11 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix)
Weight: 88 lb FT - 0%F, 0%E
LUMBER
BRACING
TOP CHORD 2x4 SP No.2(fiat) *Except*
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
T2: 2x4 SP M 30(flat)
except end verticals.
BOT CHORD 2x4 SP No.2(flat) *Except*
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
B2: 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS (lb/size) 1=847/0-3-0 (min. 0-1-8), 1
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2--772/0, 2-3--769/0, 3-4=-2270/0, 4-5=-2270/0; 5-6'— 2270/0, 6-7=-2054/0, 7-8=-2054/0, 8-9=-2054/0
BOT CHORD 16-18=0/1316, 15-18=0/1316, 14-15=0/1316, 14-19=0/2270, 13-19=0/2270, 12-13=0/2365, 11-12=0/1245
WEBS 4-14--339/013-16=-806/0, 3-14=0/1093, 9-11=-1405/01 9-12-0/918,-6-12=-373/0, 6-13=-252/163,1-16=0/1097
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) Load case(s)1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the
intended use of this truss. 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.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
8) CAUTION, Do not erect truss backwards.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down at 2-6-0, and 100
lb down at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pif)
Vert: 11-17=-13, 1-10=-73
Concentrated Loads (lb)
Vert: 18=-100(F) 19=-100(F)
2) Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 11-17=-13, 1-10= 73
Concentrated Loads (lb)
Vert: 18=-100(F) 19=-100(F)
3)1 st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 11 -1 7=-1 3, 1-5=-73, 5-10=-20
Julius Lee, P.E. #34869
Continued on page 2 1109 Coastal Bay
Boynton Beach, FL 33435
Job
I toss
I cuss Type
Uty
y '
57360'
F16
i
Floor
3
1
-
�
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer Hurl: /.b00 S NOV 26 Zu73 FrIM: /.00U S NOV Zb ZU14 MI 113K Inoueine6, Inc. fiat Uec zi utmu:b6 2ui a rage z
ID:OWIyUUrWFoYXN4BLIO Jhy732V-tkXyekBx78wITLoZteUrRKmnOJKGxZXPB)IJGAy6ort
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 18=-100(F)19— 100(F)
4) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00; Plate Increase=1.00
Uniform Loads (plf)
Vert: 11-17=-13,1-4=-20, 4-10=-73
Concentrated Loads (lb)
Vert: 18=-100(F)19=-100(F)
5) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 11-17=-13, 1-5— 73, 5-10=-20
Concentrated Loads (lb)
Vert: 18=-100(F) 19=-100(F)
6) 4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 11-17=-13, 1-4= 20, 4-10= 73
Concentrated Loads (lb)
Vert: 18=-100(F) 19=-100(F)
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
o
russ
I cuss I ype t
y
57380
F17G
Floor Girder
1
1
Job Reference (optional)
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ID:QkilyUUrWFoYXN4BLlp Jhy732V-Mw5Lr4CZmS2c5VNm�M74zYlzkje2gyBZQNVsocy ozs
0.3-5
H I�
1-2-3 1-i 1-0-9 �
2-6-0 „ 2-0-0 „ 1-0-9 , 2-0-5
r-�
, 1-5-7 „ 1-4-11 ,
Scale =1:35.6
1
►C1.\`
1\ III
`l
�iNI
!t
W�
I
a.
1
1
1
a3•s
0-Jr7 1.7-0 5.6.1 6.6.1 7-6.1 16-9-11 18.5.6 20-1-14
0- 7 1.3-11 3-11-1 1-0.0 1-0.0 9-3.10 1-7-11 1-8-7
0-1.14 1
(sets (X.Y): 11:0-3-0.Edoel,12:0-3-O.Edoel, f4:0-1-8,Edoel, r5:0-3.0.0-0-01. f7:0-3-O.Edoel. H2:0-3-O.Edoel. 113:0-1-8,Edoel, f14:0-3.O.Edael.116:0-3-4.Ed
LOADING (psf)
SPACING
1-4-0
CSI
DEFL in
(loc) I/defl L/d
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC
0.64
I
Vert(LL) -0.27
20-22 >887 480
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC
0.88
Vert(TL) -0.53
20-22 >445 360
MT20H 187/143
BCLL 0.0
Rep Stress Incr
NO
WB
1 0.82
Horz(TL) 0.02
15 n/a n/a
BCDL 10.0
Code FBC2010lrP12007
(Matrix)
Weight: 168 lb FT - 0%F, 0%E
LUMBER
BRACING
TOP CHORD 2x4-SP M 30(flat)
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP M 30(flat)
except end verticals.
WEBS 2x4 SP No.3(flat) *Except*
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing..
W7,W8: 2x4 SP No.2(flat)
REACTIONS (lb/size) 1=1182/0-2-15 (min.0-1-8), 15=3337/Mechanical
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 14-15=-3336/0, 1-2=-1189/0, 2-3=-2019/0, 3-4=-2019/O, 4-5=-4418/0, 5-6=-4418/0,
6-7=-4418/0, 7-8=-6112/0, 8-9=-6112/0, 9-10=-6112/0, 10-11=-6285/0, 11-12=-6285/0,
12-13=-6074/0, 13-14=-3772/0
BOT CHORD 24-25=0/1189, 23-24=0/4418, 22-23=0/4418, 21-22=0/5366, 20 21=0/5366,
19-20=0/6413, 18-1 9=0/6413,17-18=0/6074,16-179!0/3772
WEBS 4-24=-2657/0, 4-23=0/467, 5-22=0/769, 10-20= 413/0, 7-20=0/947, 2-24=0/1215,
2-25=-1 027/0,1-25=0/1 645, 7-22=-1523/0,12-17_ 1871/0,12-18=01356,
13-16=-2885/0, 13-17=0/2893, 14-16=0/4809
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 3x6 MT20 unless otherwise indicated.
4) Plate(s) at joint(s) 26, 14, 1, 9, 4, 23, 22, 5, 3, 18, 11, 10, 20, 8, 7, 24, 2, 25, 19, 6, 12, 15, 16, 13 and 17 checked for a plus or
minus 0 degree rotation about its center.
5) Plate(s) at joint(s) 21 checked for a plus or minus 5 degree rotation about its center.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s)1.
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) 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.
10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
11) CAUTION, Do not erect truss backwards.
12) Use USP MSH422 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 16-9.11 from the left end to connect
truss(es) F19 (1 ply 2x4 SP) to back face of top chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down.
13) Fill all nail holes where hanger is in contact with lumber.
14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 15-26=-13,1-12=-73, 12-14=-573
Julius Lee, P.E. #34869
Continued on page 2 1109 Coastal Bay
Boynton Beach, FL 33435
J013
Truss
I cuss I ype i
y
57380
F17G
Floor Girder
1
1
_
Job Reference (optional)
Al nWr I MUsbts, run I MrHUr, rL J484b, nyan spencer nun: /.buu s Nov zb eui j rnm: /.buU S rvov zb zU1J MueK Inaus[nes, Inc. sat uee zi ob:4e:b9 zo13 reg0 z
ID:QldlyUUrWFoYXN4BLIQ Jhy732V-Mw5Lr4CZmS2c5VNmQM?4zYlzkje2gyBZaNVsocyeozs
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 12= 1200(B)
Julius Lee, P.E. *34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
russ
rusS Type I
y
57380
�F118
Floor
10
1
Job Reference (optional)
nun: i.— a a root. i auu n rvw co cu i u mne" mausmns, mc. aa[ uec [, ue:va'oB ZU14 ra B
ID:pkilyUUrWFoYXN48L10_Jhy732V-Mw5Lr4CZmS2c5VNmpM?4zYlxUjggrZpNVsocy ozs
0-3.8
1-2-8 , 2.5-10 �2-0.0 „ 1-10-4 „ 2-6-0
46 11 3x3 11 3x6 = 1.5x4 11 30 = 1.5x4 11 3x3 =
9 A d F' R 7
0 8 3kale =1:36.5
1.5x4 II 3x6 FP= 3x4 = 3x3 II 4x6 it
1.5x4 II 4x6 = 3x6 FP= 3x6 = 1.5x4 II 3x6 = 3x6 = 4x6 = 1.5x4 II
20-1-14
LOADING (psf)
SPACING
1-4-0
CSI
DEFT in
(loc) I/deft Ud
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC
0.72
Vert(LL)-0.3216-17
>738 480
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC
0.76
Vert(TL)-0.5916-17
>396 360
BCLL 0.0
Rep Stress Incr
YES
WB
0.65
Horz(TL) -0.06
12 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix)
Weight:108 lb FT - 0%F, 0%E
LUMBER
BRACING
TOP CHORD 2x4 SP No.2(flat) *Except*
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
T2: 2x4 SP M 30(flat)
except end verticals.
BOT CHORD 2x4 SP No.2(flat) *Except`
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
132: 2x4 SP M 31(flat)
WEBS 2x4 SP No.3(flat)
I
REACTIONS (lb/size) 1=843/0-3-0 (min. 0-1-8),12-843/0-3-0 (min. 0-1-8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exlcept when shown.
TOP CHORD 1-2=-732/0, 2-3=-730/0, 3-4=-2542/0, 4-5=-2542/0, 5-6=-3048/0, 6-7= 3048/0, 7-8= 2350/0, 8-9=-2350/0,
9-10=-2350/0, 10-11=-747/0, 11-12=-750/0
BOT CHORD 19-20=0/1 350,18-19=0/1350, 17-18=0/2542, 16-17=0/2542, 15-16=0/2857, 14-15=0/1378
WEBS 4-18=-411/0, 5-17=-274/0, 3-20=-913/0, 3-18=0/1357,10-14=-930/0, 10-1 5=0/1 103, 7-15=-575/0, 6-16=-304/0,
5-16=0/728, 12-14=0/1065, 1-20=0/1041
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) "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 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S) Standard
Julius tee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
russ Type
y
57380
�F19
FLOOR GIRDER
1
1
�
Job Reference (optional)
Al MUUr I MUb=b, rUM I r1rMUr, M J4a9o, riyan opencer nun: i.ou s Nov Za eui a rnni: /.aUU s NOV 40 [UlA MI ex Inausines, IfIC. bal Ac Zl UTATU ful rage 7
ID:OkilyUUrWFoYXN4BLICLJhy732V-g6e)3PDBXIBTffxy_3WJWIr3 61kPTEK1EOL2y6ozr
2-6.0 L 2-6-8
7
34 11 5x6 = 3x6 11 Scale =1:11.1
1 1 1 2
3x6 =
1.5x4 II
5
5.8-0
3
4
3x6 =
LOADING (psf) SPACING 0-6 0 CSI DEFL - in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.93 Vert(LL) -0.02 5 >999 480 MT20 244/190
TCDL 15.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.05 5 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.02 4 n/a n/a
BCDL 10.0 Code FB0201 O/TP12007 (Matrix), Weight: 42 lb FT - 0%F, 0 %E
LUMBER BRACING
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 6=1173/0-3-8 (min. 0-1-8), 4=1249/Mecha l ical
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-262/0, 3-4--352/0
BOT CHORD 5-6=0/1845, 4-5=0/1845
WEBS 2-4=-2047/0, 2-6=-2053/0
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 iwas used in the analysis and design of this truss.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc andlfastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 749 lb down at 1-6-12, and
749 lb down at 3-0.12, and 749 lb down at 4-4-12 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) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1,00
Uniform Loads (plf)
Vert: 4-6--5, 1-3=-27
Concentrated Loads (lb)
Vert: 2=-749(F) 7= 749(F) 8=-749(F)
Julius Lee, P.E. ;934869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Iruss Type
y
ply
57380
F20
Floor
1
1
Job, Reference (optional)
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ID:QZy`UUrWFoYXN4BL1(�Jhy732V-g6eJ3PDBXu1'9 xy_3WJWIrEN69aPbCit1EOL2y6ozr
2-0.11 1-2-8 1.2-0
3x3 = 3x6 11 3x6 I I Scale-1:11.0
1 3x3 11 2 3 4
3x3 =
Q, 6 5
0'
3x3 =
3x6 =
2-3-11
4-11-3
2-3-11
%2-11
2-7-8 0-3-8
LOADING (psf)
SPACING 1-4-0
CSI
DEFL in
(loc)' I/de0 Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC
0.20
Vert(LL) -0.00
6 >999 480
MT20 244/190
TCDL 15.0
Lumber Increase 1.00
BC
0.10
Vert(TL) -0.01
5-6 >999 360
BCLL 0.0
Rep Stress Incr YES
WB
0.06
Horz(TL) 0.00
4 - n/a n/a
BCDL 10.0
Code FBC201 O/fP12007
(Matrix)
Weight: 33 lb FT = O%F, O%E
LUMBER
BRACING
TOP CHORD 2x4 SP No.2(flat)
TOP CHORD
Structural wood sheathing directly applied or 5-2-11 oc purlins,
BOT CHORD 2x4 SP No.2(flat)
except end verticals.
WEBS 2x4 SP No.3(flat)
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 7=206/0-6-14 (min. 0-1-8), 4=206/0-3-0 (min.
0-1.8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exlept
when shown.
NOTES
1) Plates checked for a plus or minus 0 degree rotation about its center.
2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model
was used in the analysis and design
of this truss.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and
fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer
ends or restrained by other means.
4) Gap between inside of top chord bearing and first diagonal or vertical
web shall not exceed 0.500in.
-
5) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
Julius Lee, P.E. *34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I toss
I toss I ype
Qty
ply
57380
FT1
FLOOR GIRDER
1
3
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer Run: 7.500 s Nov 26 2013 Print: 7.500 a Nov 26 2013 Wek Industries Inc. Sal Dec 21 08:50:00 2013 Page 1
ID:OkilyUUrWFoYXN4BLIQ.Jhy732V-g6ej3PDBXIBixy_3WJWIr7g64XPSiif1 EOL2y6ozr
2-8.4
Scale-1:13.0
1 2x4 11 1 2 4x8 =
48 = 5 2x4 11
3.5-4
32x4 II
4x8 =
LOADING (psf)
SPACING 0-4-0
CS'
DEFL in (loc) I/deft Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC
0.68
Vert(LL) -0.05 5 >999 480
MT20 244/190
TCDL 15.0
Lumber Increase 1.00
BC
0.42
Vert(TL) -0.10 5 >742 360
BCLL 0.0
Rep Stress Incr NO
WB
0.61
Horz(TL) 0.01 4 n/a n/a
BCDL 10.0
- Code FBC2010/TP12007
(Ma
flx)
—
Weight: 113 Ib FT = 0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-10-8 oc purlins,
BOT CHORD 2x6 SP 240OF 2.0E except end verticals.
WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W1: 2x8 SP No.2
REACTIONS (lb/size) 6=4232/0-2-0 (min. 0-1-8), 4=4232/0-2-0 (min. 0-1-8)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-975/013-4=-975/0
BOT CHORD 5-6=0/7684, 4-5=0l7684
WEBS 2-4=-7926/0, 2-6=-7926/0, 2-5=0/1201
NOTES
1) 3-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-01oc, 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9.0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply
to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6, 4.
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 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 4-6=-61 1 (F=-304, B=-304), 1-3=-738
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I russ Type
y
57380
FTG1
Floor Girder
1
2 Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 26 2013 MTek Industries, Inc. Sat Dec 21 08S0:00 2013 Page 1
ID:akilyUUrWFoYXN4BLILt_Jhy732V-g6ej3PDBXIBTifxy_3WJWIr9n62GPXoif1 EOL2y6ozr
2.1-4 2.6-0 L 2.0-0 1.11-10 2-4-6 1-6-1
Scale-1:33.5
2x4 11 3x4 =
I
3x4 —
1.5x4 11 3x4 = 2x4 11
3 4 1 5 6
3x4 = 1.5x4 II 3x4 = 2x4 II
7 8. 9 10
W1
Bi
j
Li
112�
W1
16
15
13
12
1
46 =
3x4 =
1.5x4
11
412 =
3x4 =
3x8 = 46 =
10-1-0
5-6-0 6 6 D
7 6 D,
9.11-12
1Dip-8
2a1-9
5-6-0 1-a0
1-aD
2.5-12
0-012
10.0-9
0.0.8
Plate Offsets (X,1):
[11:0-2-0,0-2-0],[17:0-2-0,0.2-0]
LOADING (psf)
SPACING 1-4-0
CSI
DEFL
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC
0.55
Vert(LL)
-0.0616-17
>999
480
MT20 244/190
TCDL 15.0
• Lumber Increase 1.00'
BC
0.56
Vert(TL)
-0.11 16-17
>999
360
BCLL 0.0
Rep Stress Incr NO
WB
0.28
Horz(TL)
0.02 11
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 195 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4SPNo.3'Except*
WI: 2x8 SP No 2
BRACING
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.
I
REACTIONS (lb/size) 11=969/0-3-8 (min. 0-1-8), 17-968/0-3-8 (min. 0.1-8), 14=2391/0-3-8 (min, 0-1-8)
Max Grav 11 =992(LC 7), 17=1 020(LC 3), 14-2391(LC 1)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1648/0, 3-4=-1648/0, 4-5=0/866, 5-6=0/866, 6-7=0/866, 7-8=-1894/0, 8-9=-1894/0
BOT CHORD 16-17=0/1551, 15-16=0/1648, 14-15=0/1648, 13-14=0/1262, 12-13=0/1262, 11-12=0/1233
WEBS 4-15=0/316, 6-14=-521/0, 2-17--1615/0, 4-14=-2414/0, 7-14=-2088/0, 7-12=0/793, 8-12=-553/0, 9-12=0/727,
9-11=-1417/0
NOTES
1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 -1 row at 0.9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply
to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced floor live loads have been considered for this design.
4) Plates checked for a plus or minus 0 degree rotation about its center.
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.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase-1.00
Uniform Loads (plf)
Vert: 11-17=-13, 1-10=-208
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I cuss I ype
573e0
FTG2
FLOOR
1
2
Job Reference (optional)
Al hUUt- I hUJbtb, r'Uh I rIChlit, rL a4s4b, hyan APencer nun: /.Duu s Nov zo zui a rnnr. aouu s Nov zo zu,a mn uK mnusines, inc. oai Uec Z, ca:OV:u1 eul ra
ID:QldlyUUrWFoYXN4BLICLJhy732V-IJCSGIEgH3JJKpW8Yn2Y3zOPpWRf871suh z\7ya(se i1q
2-9-8 2-6-0
Scale-1:18.2
2x4 II 3x4 1.5x4 II 2x4 II
2 3 4 3x4 = 5
1
W1
W2
W3
W3
W1
1Lj
9 3x6 =
8
7
6
3x4 = 1.5x4 11
3x6 =
0-6.4
I
9-i-1
q1.8
0 6 4
9-2-5
0.
Plate Offsets (X,Y):
[6:0-2-0,0-1-8],[9:0-2-0,0-1-8]
1
LOADING (psf)
SPACING 1-4-0
CSI
DEFL
in (loc)
Well
Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TO
0.22
Vert(LL)
-0.03 8-9
>999
480
MT20 244/190
TCDL 15.0
Lumber Increase 1.00
BC
0.36
Vert(TL)
-0.06 8-9
>999
360
BOLL 0.0
Rep Stress Incr NO
WB
0.22
Horz(TL)
0.02 6
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight:100 Ib FT - 0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W1: 2x8 SP No.2
REACTIONS (lb/size) 9=1023/Mechanical, 6=1023/Mechanical
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exlcept when shown.
TOP CHORD 1-9--318/015-6--309/0, 2-3=-1803/0, 3-4— 1803/0
BOT CHORD 8-9=0/1807, 7-8=0/1803, 6-7=0/1803
WEBS 2-9=-1797/0, 4-6=-1822/0, 2-8=-197/275
NOTES
1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 6c, 2x4 - 1, row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply
to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced'floor live loads have been considered for this design.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5) Refer to girder(s) for truss to truss connections.
6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
8)' CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 6-9=-13, 1-5=-206,_.
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I toss
I toss Type
y
y
573BO
FTP1
Flat
1
1
Job Reference(optional)_
Ni nuur i rnussra, run i rienue, rL J484b, nyan Spencer nun: r.aoo a NOV Zb Z01J runt: 1.t1[)0 a NOV ?b ZO1J Mi l eK Inaustnes, Inc. Sat uec 21 oato 12013 Page 1
ID:OkityUUrWFoYXN4BLl0_Jhy732V-IJC5GIEgH3JJKpW8Yn2Y3zOSD W W582Rsuh_ztVy6ozq
0 6 14 0.6-14 0.0-0 1-6-9 1-6.9 0-3-7 1.10.0
Scale =1:5.8
m
6
0-0.0 1 6 9 1-6-9
_Plate Offsets (X,Y):
[2:0-3-0,0-0-0),[3:0-3-0,0-0-8)
LOADING (psf)
SPACING 1-4-0
CSI
I
DEFL in (loo) I/deft L/d
PLATES. GRIP
TCLL 40.0
Plates Increase • 1.00
TC
0.06
Vert(LL) -0.00 5 >999 360
MT20 244/190
TCDL 15.0
Lumber Increase 1.00
BC
0.01
Vert(rl-) -0.00 5 >999 240,
BCLL 0.0
Rep Stress Mor YES
WB
0.00
Horz(TL) 0.00 3 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 8 lb FT = 0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-6-9 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation uide.
REACTIONS (lb/size) 1=69/0-5-14 (min. 0-1-8), 3-74/0-2-15 (min. 0-1-8)
Max Upliftl=-40(LC 8), 3=-47(LC 8)
FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3 second gust) Vasd=132mph; 7CDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (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 DOIj=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) 3.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 1 and 47 lb uplift at
joint 3.
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I cuss Type
Qty
y
57380
FTP2
Flat
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34945, Ryan Spencer
-D-6-14 . _ 0-0-0
Run: 7.590 s Nov 25 2013 Print: 7.500 s Nov 26 2013 Mi IeK Incustne6 Inc. Sal Uec 21 00:50:02 2013 Page 1
ID:Ok➢yUUrWFoYXN4BLICLJhy732V-mVmTU5ES2NRAyy5L6UZnbAwYOwgTtUg 76LjXPxy6ozp
3.10-4 _ 4-1-11
1.5x4 11 I 1.5x4 11
0-D-0
3-10-4
3-1 D-4
Scale - 1:10.1
Plate Offsets (X,Y):
[2:0-3-8,Edge], [3:0-3-8,Edge],
[4:0-2-0,0-1-4], [5:0-2-0,0-0-12]
LOADING (psf)
SPACING 1-4-0
CSI 1
DEFL
in
(loc)
I/dell
Ud
PLATES
GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.38
Vert(LL)
0.03
4-5
>999
360
MT20
244/190
TCDL 15.0
Lumber Increase 1.00
BC 0.13
Vert(TL)
0.03
4-5
>999
240
MT20H
187/143
BCLL 0.0 '
Rep Stress incr YES
WB 0.00
Horz(TL)
0.00
3
n/a
n/a
BCDL 10.0
Code FBC201 OfrPi2007
(Matrix-M)
Weight:14 lb
FT = 0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 1=169/0-5-14 (min. 0-1-8), 3=175/0-2-15 (min. 0-1-8)
Max Upliftl =-1 04(LC 8), 3=-113(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-5.Opsf; BCDL-5.0psf; h=25ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for
members and forces & MW FRS for reactions shown; Lumber DOL 1 1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 1 and 113 lb uplift
at joint 3.
9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I russ I ype
y
573e0
FTP3 .
Flat
1
- 2 Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34945, Ryan Spencer
040
2.11-3
Nun: /.t10u 6 NOV Zb Zulp rnm: /.DUU 6 rvov ZC ZU1.1MI IeK MOUemea, mc, Sai U8C Z7 uw6u:UZ Zu1J ra e 1
ID:QWIyUUrWFoYXN4BLICLJhy732V-mVmTU5ES2NRAyy5L6UZnbAwXNwgEtFN76L)XP ozp
2-11-3
pa i&:
5.10-5
3x4 11
1
3x4 11
2 3
T7
W1
W2
i
1
W3
W2
W1
Li
B1
Scale-1:11.3
502 =
12x18
MT20H=
5x12 =
6
I
0 D 0
2 11.3
2-11-3
2-11-3
5-10.5
Plate Offsets (X Y):
14:0-5-8 0-3-0] [5:0-9-0,0-3-4],[6:0-5-8,0-3-0] 1
LOADING (psf)-
SPACING 1-4-0
CSI
DEFL
in
(]cc)
I/defl Ud
PLATES
GRIP
TCLL 40.0
Plates Increase 1.00
TC
0.42
Vert(LL)
0..15
5
>430 360
MT20
244/190
TCDL 15.0
Lumber Increase 1.00
BC
0.79
Vert(TL)
0.13
5
>486 240
MT20H
187/143
BCLL 0.0 '
Rep Stress Incr NO
WB
0.98
Horz(TL)
-0.04
4
n/a n/a
BCDL 10.0
Code FBC201 O/TP12007
(Matrix-M)
Weight: 58 lb
FT - 0%
LUMBER BRACING
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP M 30
WEBS 2x8 SP No.2 *Except* BOT CHORD
W3: 2x6 SP No.2, W2: 2x4 SP No.2
REACTIONS (lb/size) 6=2228/Mechanical, 4=2228/Mechanical
Structural wood sheathing directly applied or 5-10-5 cc purlins,
except end verticals.
Rigid ceiling directly applied or 4-4-13 cc bracing.
Max Uplift6— 1448(LC 8), 4=-1448(LC 8)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-6— 185/279, 3-4=-185/279
BOT CHORD 5-6=-10543/592214-5=-10543/5922
WEBS 2-5=-256/229, 2-6=-6242/11113, 2-4=-6242/11113
NOTES
1) 2-ply truss to be connected together with 1 Od (0.131 "xW) nails as follows:
Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-2-0 cc.
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 cc.
Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 -1 row at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply
to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; 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
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) Plates checked for a plus or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1448 lb uplift at joint 6 and 1448 lb
uplift at joint 4.
11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2083 lb down and 3679 lb up
at 2-11-3, and 2083 lb down and 3679 lb up at 2-11-3 on top chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert:1-3=-73, 4-6=-13
Julius Lee, P.E. 934869
Continued on page 2 1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I cuss Type
LIt y
y
57380
FTP3
Flat
1
2 Job Reference o tionai
Hl MIJVr 1 %UbbCb, r•VM1 M=MUC, M a4`J4b, riyan Spencer
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 2=-4000(F=-2000, B=-2000)
nun: /.buy s NDV Zb ZUl J rnni: /.ODU a NDV Zb Zul J MI ieK InOuainea, Inc. bat Ueo zi utmumz Zu13 rage 2
ID:OkilyUUrWFoYXN4BUQ Jhy732V-mVmTU5ES2NRAyy5L6UZnbAwXNwgEtFN76L)XPX .p
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I cuss I ype
y
57380
FTP4
Flat
1
1
Job Reference (optional)
nwara, con, .. r....... nyan aP.—,
-D-6.14 _ ..0-0-0
ID.QkilyUUrWFoYXN4BLIC_Jhy732V-mVmTl15ES2NRAyy5L6UZnbAwSXwmHtSY?6LjXPxy&-p
Scale =1:14.8
0.0.0
6 1-15
&1-15
Plate Offsets (X,Y):
[2:0-3-8,0-2-0], [3:0-3-8,Edge]
I
LOADING (psf)
SPACING 1-4-0
CSI
DEFL in
(loc) I/defl L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TO
0.73
Vert(LL) 0.16
4-5 >475 360
MT20 244/190
TCDL 15.0
Lumber Increase 1.00
BC
0.40
Vert(TL) 0.14
4-5 >542 240
MT20H 187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.14
Horz(TL) 0.00
3 n/a n/a
BCDL 10.0
Code FBC201 D/TP12007
(Matrix-M)
Weight: 30 lb FT - 0%
LUMBER
BRACING
TOP CHORD" 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.2'Except'
BOT CHORD
Rigid ceiling directly applied or 6-7-7 oc bracing.
W2: 2x4 SP No.3
MiTek recommends that Stabilizers and required cross
bracing be Installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 1=269/0-5-14 (min. 0-1-8), 3=275/0-2-15 (min.
0-1-8)
Max Upliftl— 169(LC 8), 3=-178(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb)
or less except
when shown.
TOP CHORD 2-3--164/311, 3-4=-259/90
BOT CHORD 4-5=-592/360
WEBS 2-4=-198/284
NOTES I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; 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) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or -minus 0 degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 1 and 178 lb uplift
at joint 3.
9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I cuss I ype
y
y
57380
FTP5
Flat
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, R. 34946, Ryan Spencei
Run: 7.500s Nov 26 2013 Print: 7.500 s Nov 26 2013 MiTek Industries, Inc. Sat Dec 21 0850:03 2013 Page 1
ID:OkilyUUrWFoYXN4BLICLJhy732V-EhKrhRF4pgZ1 Z6gXfC408OTaSKApcg58L4T4xNy6ozo
4-2.13
1 48 = 12x14 =
Scale-1:19.3
1' 0
D-D-O 4-2-13
4 2-13
4.2.13 8.5-10
Plate Offsets_ (X,Y):
15:Edge,0-8-121, [7:Edge,0-8-12]
LOADING (psi)
SPACING 1-4-0
CSI
DEFL in
(loc) Well L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC
0.91
Vert(LL) 0.13
6-7 >820 360
MT20 244/190
TCDL 15.0
Lumber Increase 1.00
BC
0.19
Vert(TL) 0.11
6-7 >936 240
BCLL 0.0
Rep Stress Incr YES
WB
0.50
Horz(TL) 0.02
4 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix!
M)
Weight: 40 lb FT - 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-5-10 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 8-2-13 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 1=369/0-5-14 (min. 0-1-8), 4=375/0-2-15 (min: (0-1-8)
Max Upliftl=-234(LC 8), 4=-243(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-974/1656, 3-4=-974/1656
BOT CHORD 6-7= 464/285
WEBS 3-6= 326/300, 2-6=-1219/704, 4.6=-1498/880
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; 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=1.160 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 joints) 4.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 1 and 243 lb uplift
at joint 4. -
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I russ Type
Y
57380
FTP6
Flat
1
1
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34845, Ryan Spencer
1.5x4 II
2 46 11
1.5x4 11 8 4x8 =
D-0-0
L
5-1Pit 5
Run: 7.500 a Nov 26 2013 Print: 7.500 s Nov 26 2013 Welt Industries, Inc. Sat Dec 21 0850:03 2013 Page 1
ID:OkilyUUrWFoYXN4BLICLJhy732V-EhKrhRF4pgZ1 Z6gXfC408OTgzK5dcme8L?T4xNy6ozo
5-10-15
44 =
7 44 =
4-10.6
5x6 =
1.5x4 II
10-9.5
J
1.0-12
Scale-1:21.3
c
lop
l!4
O
Plate Offsets (X,Y):
[5:0-2-8,0-2-12)
1
LOADING (psf)
SPACING
1-4-0
CSI I
DEFL
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC 0.56
Vert(LL)
0.19
6-7
>602
360
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC 6.46
Vert(TL)
0.17
6-7
>692
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 6.72
Horz(TL)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC2010frP12007
(MatrixM)
Weight: 51 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 4-9.6 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 1=-205/0-5-14 (min. 0-1-8), 5=376/0-2-15 (min.
0-1-8), 8=' 73/0-6-15 (min. 0-1-8)
Max Upliftl=-205(LC 1), 5=-245(LC 8), 8— 482(L(,- 8) 1
Max Gravl=146(LC 8), 5=376(LC 1), 8=773(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-254/171, 4-5=-1013/1631
BOTCHORD 7-8=-1631/1013 1
WEBS 5-7=-1658/1030, 3-8=-269/205, 2-8=-235/349, 4-8=-1167/1887
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-5.0psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever eft and right exposed ; porch right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
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) 5.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 1, 245 lb uplift at
joint 5 and 482 lb uplift at joint 8.
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I russ Type I
LIEy
y
57380
FTP7
Flat
1
1
�J.b.Ref.rence
(optional)
Ai RWF TRUSSES, rune RERut, FL 34946, Ryan Spencer Run: r.auu s Nov zo zuiS rnni: i.auu s Nov as zuiS muex inaustnes, inc. sai use zi ueau:oa zuia rage i
ID:OkilyUUrWFoYXN4BLIQ.Jhy732V-IuuEvnGla huBGFJDvbFgbOtakTbLlllafCdLlq 6 .n
a�a4 140.0 � 4.3 4 I 4-4-14 B-8 2 4.414 1307 3.4-7
4-3
Scale-1,25.5
1.5x4 11
4x8 = 3x6 11
2 44 = 3
4
5
�
1
m4
I�
6s.
9
7
6
1.5x4 11 8
1.5x4 11 4x4 =
4x8
=
LOADING (psf)
SPACING 1-4-0
CSI I
I DEFL in
(loc) I/dell Ud
PLATES- GRIP
TCLL 40.0
Plates Increase 1.00
TC 0."
Vert(LL) 0.11
6-7 >990 360
MT20 2"/190
TCDL 15.0
Lumber Increase 1.00
BC d.35
Vert(TL) 0.09
6-7 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB d.44
Horz(TL) -0.00
5 n/a n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-�M)
Weight: 62 Ito FT = 0%
LUMBER
I
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 5-2-6 oc bracing.
MiTek recommends that Stabilizers and required cross
I
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 1=106/0 5-14 (min. 0-1-8), 5=329/0 2 15 (min.
0 1 8), 8=708/0 6 15 (min. 0 1
8)
Max Uplift1=-64(LC 8), 5— 215(LC 8), 8=-459(LC 8)
1
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-294/204, 3-4=-294/204, 5-6=-362/174
BOT CHORD 7-8=-1159/75216-7=-1159/752
WEBS 2-8=-295/413, 3-8=-365/336, 4-8=-974/1481, 4-7— 264/I �01, 4-6= 649/1000
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL-5.0psf; h=25ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MW FRS (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) 5.
7) Provide mechanical connection (by others) of truss to bearing plate capable of.withstanding 64 lb uplift at joint 1, 215 Ito uplift at
joint 5 and 459 lb uplift at joint 8.
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S) Standard
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
I cuss Type I
I
y
57380
FTP8
FLOOR
1
1
Job Reference (optional)
n i nwr , nuoaco, ran i --, — uroYp, ny— opencc�
nun./AUub.-Gp.... rI"Il. /.pYp 6 nW ap cp i'Z "NYbWCS,""''GI"' G I up"I'u";ei
ID:OkilyUUrWFoYXN4BLI�Jhy732V-iuuEvnGla_huBGF)DvbFgbOlakPCLELIafrdUgy ozn
15-8-3
Scale-1:28.7
0.0.0 5-2-3
5-2-3
5-0.7
10.2.9 5-2-3 15-4-12
Plate Offsets (X,Y):
[2:0-3-8,0-3-4],[6:0-2-8,0-3-01,
[8:0-3-0,0-1-8],[9:0-4-0,0-1-12]
LOADING (psf)
SPACING
1-4-0
CSI
I
DEFL in
(loc) I/defl L/d
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC
0.95
Vert(LL) -0.25
8-9 >760 480
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC
0.63
Vert(TL) -0.48
8-9 >390 360
MT20H 187/143
BCLL 0.0
Rep Stress Incr
YES
WB
d.69
Horz(TL) -0.06
6 n/a n/a
BCDL 10.0
Code FBC2010lfP12007
(Matrix1M)
Weight: 86Ito FT-0%
LUMBER
BRACING
TOP CHORD 2x4 SP M 30
I
TOP CHORD
Structural wood sheathing directly applied or 3-10-14 oc puriins,
BOT CHORD 2x4 SP M 30
except end verticals.
WEBS 2x4 SP No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
W3: 2x4 SP No.3
MiTek recommends that Stabilizers and required cross
OTHERS 2x4 SP M 30
bracing be installed during truss erection, in accordance with
LBR SCAB 1-4 2x4 SP M 30 one side
Stabilizer Installation Guide.
REACTIONS (lb/size) 1=669/0-5-14 (min. 0-1-8), 6=675/0-2-15 (min! 0-1-8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-11— 2696/0, 3-11=-2696/0, 3-12= 2696/0, 4-12=-2696/0, 4-5=-2696/0, 5-6--2649/0
BOT CHORD 9-10=0/519, 8-9=0/2649
WEBS 2-9=0/2210, 3-9=-348/0, 5-8=-380/0, 6-8=0/2456
NOTES
1) Attached 9-4-0 scab Ito 4, front face(s) 2x4 SP M 30 with 1 row(s) off 10d (0.131 "x3") nails spaced 9" o.c.except :starting at 4-9-1
from end at joint 1, nail 1 row(s) at 7" o.c. for 2-0-0; starting at 7-4-0 from end at joint 1, nail 1 row(s) at 7" o.c. for 2-0-0.
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6.
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 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
cuss Type
y
57380
FTP9
FLOOR
1
1
Job Reference (optional)
Hl ROOF i RDSSCS, FORT FERCE, FL 34946, Ryan Spencer nun: i.ouu s Nov zo zu io Fnni: 7.500 s Nov co cu is m5ek mcusmes inc, oai Dec 21 ua:Su:uv zui a ra e i
ID: OkilyUUrWFoYXN4BLIO_Jhy732V-IuuEvnGia huBG�FJDvbFgbOppkT9LldlafC'dUq ozn
0 14 o-ao 3.4-2 5 4 2 7-9-10 11-8-3 15-3-12 17-8-7 17-11-14
L4 3.4.2 2-0.0 2-5.8 3.10.9 3-7-9 2.4-11 O 3:)7
Scale-1:34.8
1.5x4 11 4x4 = 1.Sx4 11 1 4x8 = 5x6 = 2x4 11 30 =
0.0.0 _ , _ 34-2
5.4-2 2-6 13 7.10-15 3-9-511.8.3 3.7.9 15-3-12 2-4-11 17494
m
I�
LOADING (psf)
SPACING
1-4-0
CSI
I
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 40.0
Plates Increase
1.00
TC 0.68
Vert(LL)-0.0511-12
>999 480
MT20 244/190
TCDL 15.0
Lumber Increase
1.00
BC 0.38
Vert(TL) -0.09
11-12 >999 360
BCLL 0.0
Rep Stress Incr
YES
WB 6.42
Horz(TL) -0.02
9 n/a n/a
—
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix
m)
Weight: 82 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-6-11 oc purlins,
BOT CHORD 2x4 SP No.2
except end verticals. Except:
WEBS 2x4 SP No.3 *Except*
10-0-0 oc bracing: 7-8
W5: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 1=277/0-5-14 (min. 0-1-8), 9=380/0-3-0 (min. 0-1 -8), 13=887/0-4-0 (min. 0-1-8)
Max Grav1=302(LC 3), 9=390(LC 4), 13=887(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-521/0, 3-4=-521/0, 4-5=0/416, 5-6=0/334, 6-7=-946/0, 9-10=0/327
BOT CHORD 14-15=0/521, 13-14-0/521, 12-13=0/941, 11-12=0/901 ,� 10-11=0/505
WEBS 5-13=-271/0, 8-10=-550/0, 6-13=-1230/0, 4-13=-853/0, 2-15_ 66/315
NOTES
1) Unbalanced floor live loads have been considered for thisdesign.
2) Plates checked for a plus or minus 0 degree rotation about its center.)
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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S) Standard
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
Jot)
Russ
I n1S5 Type
y
57380
FrP10
FLOOR I
3
1
Job Reference (optional)
hi nuur i nuaa=o, run i ri=nu=, r� jvvgo, Ryan OF—r nun: vv co 1— ,. 1 e - , -
ID:OkilyUUrWFoYXN4BLlCLJhy732V-A4Sc67HKLIplp6Z; BUDpY0m7n84jzRol;B Gy6ozm
a37aa0 2.7-6 %%115-2.110.0 7.2111 2.613 9-9-8 5.1.2 14-10-10 �6 1eil19-1a7
a3W7 -2-7.6 2.5-2 0 2r3 7
3x6 II 3x4 = 1.5x4 II 3x4 = 44 =
1 2 3 41 5
m
15 14 13
3x4 = 3x4 = 1.5z4 II 3x4 =
Scale-1:38.1
3x6 = 5x6 =
3x8 = 7 8
I�
Io
N
11 10 9
3x4 = 400 = 1.5x4 11
aao 5-2-11 5.2-11 2•a0 7 2 1 2.6-13
9"
5 1.2 14-1 a10 4.8.6 19-7.0
Plate Offsets (X Y):
[1:0-3-0 0-0-0][6:0-3-4,0-1-81,[7:0-1-8,0-1-8],[8:0-2-8
0-2-121
LOADING (psf)
SPACING 1-4-0
CSI, I
DEFL
in (loc) Vdefl L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC Q.54
Vert(LL)
-0.0614-15 >999 480
MT20 244/190
TCDL 15.0
Lumber Increase 1.00
BC 0.46
Vert(TL)
-0.1214-15 >976 360
BCLL 0.0
Rep Stress Incr YES
WB 6.54
Horz(TL)
-0.03 8 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 90 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins,
BOT CHORD 2x4 SP No.2
except and verticals.
WEBS 2x4 SP No.3 *Except*
BOT CHORD _Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
W5: 2x6 SP No.2
6-0-0 oc bracing:10-12.
MiTek recommends that Stabilizers and required cross
bracing be Installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 1=375/0.2-15 (min. 0-1-8), 8=375/0-3.0 (min. 0-1-8). 12=922/0-4-0 (min. 0-1-8)
Max Grav1=387(LC 3), 8=390(LC 4), 12=922(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-15=0/303, 2-3=-801/0, 3-4=-801/0, 5-6=-1031/0, 6-10=-332/0, 7-8=-762/0
BOT CHORD 14-15=0/772, 13-14=0/801, 12-13=0/801
WEBS 4-12=-1064/0, 5-12=-551 /0, 5-10=0/1138, 2-15=-745/018-10=0/708
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 at joint(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 (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S) Standard
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
oruss
cuss type _
y
y
57380
�HIJ3
Diagonal Hip Girder I
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
0.0.0
3x6 II
0-0-0
Run: 7.500 s Nov 26 2013 Print: 7.500 a Nov 26 2013 MTek Industries, Inc. Sat Dec 21 0850:05 2013 Page 1
ID:QkilyUUrWFoYXN4BLIQ Jhy732V-A4Sc67HKLlplpQgvnd6UDpY3g7pU4rQRoIyBOGy6ozm
_ 4.10.9
4.10.9
Scale-1:10.8
LOADING (psf)
SPACING
2-0-0
CSI I
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 30.0
Plates Increase
1.25
TC 0.35
Vert(LL) 0.05
4-9 >999 360
MT20 244/190
TCDL 15.0
Lumber Increase
1.25
BC 0.37
Vert(TL) 0.04
4-9 >999 240
BCLL 0.0
Rep Stress Incr
. NO
WB 0.00
Horz(TL) -0.01
2 n/a n/a
BCDL 10.0,
Code FBC201O)TP12007
(Matdx-'M)
Weight:16 lb FT= 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-10-9 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
MiTek recommends that Stabilizers and required cross
Left: 2x4 SP No.3
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 2=136/Mechanical, 1=333/0-9-4 (min. 0-1-8),
_Max Horz 1=103(LC 8)
Max Uplift2— 102(LC 8), 1— 144(LC 8), 4=-13(LC 8)
Max Grav2=136(LC 1),1=333(LC 1), 4=75(LC 3)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=5.Opsf; h=25ft; 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) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
3) Plates checked for a plus or minus 0 degree rotation about its center. 1
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 2, 144 lb uplift at
joint 1 and 13 lb uplift at joint 4.
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
I russ
I russ I ype
y
57380
HJ7
DIAGONAL HIP GIRDER
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
0-0-0
7-1(61 d
Run: 7.500 s Nov 26 2013 Print: 7.500 s Nov 25 2013 MTek Industries, Inc. Sat Dec 21 0850:06 2013 Page 1
ID:QkilyUUrWFoYXN4BLICLJhy732V-eGO JTHy6bxcQaP6LKdjm057gX1up5hblyhkYiy6ozl
7-10.14 s a 1a 11.3-12 a to 15-4-0
Scale-1:25.9
1.5x4 II
4 5
2.00 12
3x6 =
3
1.5x4 11
2
1
4
1
1
vi
Ll
3x6 =
8 3x4 =
7
3x8 11 4x8 11
6
46 II
0 0 0
2 3 10
I
11.3-12
15.4-0
2.3-10
9-D-3
4-0-4
Plate Offsets (X,Y):
[1:0.6.5,0-0-1],[1:0-0-6,Edge],[1:0.0-2,2-9-7],[4:0-2-8,0-0-12],[7:0-3-4,0-2-0]
LOADING (psf)
SPACING 1-0-0
CSI
J.78
DEFL in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 30.0
Plates Increase 1.25
TC
Vert(LL) -0.19
7-8
>966
360
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC
6.81
Vert(TL) -0.52
7-8
>349
240
BCLL - 0.0
Rep Stress Incr NO
WB
O
90
HOrz(TL) 0.05
7
n/a
n/a
BCDL 10.0
Code FBC2010/1'PI2007
(Matrix
-IA)
Weight: 65 lb FT = 0%
LUMBER
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Lett: 2x4 SP No.3
REACTIONS (lb/size) 1=1026/1-6-10 (min. 0-1-8), 7=1837/Mechanical
Max Horz 1=94(LC 4)
Max Upliftl=-583(LC 4), 7=-1226(LC 4)
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-4-8 oc bracing.
FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-14=-1287/757, 1-15=-3278/1837, 15-16=-3239/1827, 2-16=-3208/1807,
2-17=-3249/1854, 3-17=-3186/1822
BOT CHORD 1-9=-779/1239, 1-20=-1860/3195, 20-21=-1860/3195, 8121— 1860/3195,
8.22=-1364/2106, 22-23=-1364/2106, 23-24=-1364/2106, 7-24=-1364/2106
WEBS 2-8=-291/279, 4-7=-679/508, 3-8=-568/1250, 3-7=-2361/1530
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; 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
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide metal plate or equivalent at bearing(s) 7 to support reaction shown.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 1 and 1226 lb uplift
at joint 7.
8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 41 lb up at
2-8-10, 59 lb down and 64 lb up at 5-0-7, 26 lb down and 39 lb up at 5-0-6, 99 lb down and 96 lb up at 7-4-2, 71 lb down and 77
Ib up at 7-4-2, 139 lbdown and 127 Ib up at 9-7-14, 120 lb down and 114 lb up at 9-7-13, 178 lb down and 159 lb up at 11-11-9,
168 Ib down and 150 Ib up at 11-11-9, and 224 Ib down and 194 Ib up at 14-3-4, and 588 Ib down and 444 Ib up at 14-3-4 on top
chord, and 33 lbdown and 14 Ib up at 5-0-7, 15 Ib down and 16 Ib up at 5-0.6, 50 Ib down and 10 Ib up at 7-4-2, 37 Ib down and
18 lb up at 7-4-2, 68 lb down and 6 lb up at 9-7-14, 61 lb down and 19 lb up at 9-7-13, 85 lb down at 11-11-9, 85 lb down and 20
Ib up at 11-11-9, and t01 Ib down at 14-3-4, and 238 Ib down and 275 Ib up at 14-3-4 on bottom chord. The design/selection of
such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
Continued on page 2 1109 Coastal Bay
Boynton Beach, FL 33435
job
I russ
I ruse I ype
Lily
Fly
57380
HJ7
I
DIAGONAL HIP GIRDER
1
1
I
Job Reference (optional)
Al ROOF TRUSSES, FORT PIEROE, FL 34946, Ryan Spencer Hun: r.ouu a rvov zo zu» rnni: r.ouu s Nov zo zui a mi i eK mousmes, inc. oa[ Liec z j uo:ou:uo zu i a rage z
ID:QIdIyUUrWFoYXN4BLII] Jhy732V-eGOJTHy6b.;&P6LKdjm057gX1up5hblyhkYiy6ozl
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-45, 4-5— 15, 6-9=-10
Concentrated Loads (lb)
Vert: 14=-24(F)15= 77(F=-59, B=-18) 16=-170(F= 99, B=-71)17= 259(F=-139, B=-120)18=-346(F=-178, B=-168) 19=-812(F=-224, B=-588) 20=48(F=-33,
B=-15) 21=-80(F=-43, B=-37) 22=-109(F=-52, B=-56) 23=-136(F_ 61, B=-74) 24=33(F=-68, B=101)
I
I
Julius Lee,P.E #34869
1109 Coastal Bay
Boynton Beach, FL 33435
JOD
I russ
russ I ype
y
57380
J2
Jack -Open
i
1
1
.
Job Reference o tional
AI nV ,,nUODCD, rVn rICRVC,-0 .,ny—ONO,I
0.0.0
0
ID:OkilyUUrWFoYXN4BLICJhy732V-e&0 JTHy66xc6a06LKdjmO5J2XDvplgb1yhkry6ozl
4
3x6 11
2-0.14
Scale -1:7.5
0.0.0
2.0-14
2.0-14
Plate Offsets (X Y)•
[1.0-2-14 0-0-10] [1:0-1-41-3-4]
LOADING (psf)
SPACING 2-0-0
CSI I
DEFL in
(loc) I/deft Ud
PLATES GRIP
TCLL 30.0
Plates Increase 1.25
TC 0.06
Vert(LL) -0.00
6 >999 360
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.04
Vert(TL) -0.00
6 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 61.00
Horz(TL) -0.00
1 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-IM)
Weight: 8 lb FT = 0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-0-14 oc pur ins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
MiTek recommends that Stabilizers and required cross
Left: 2x4 SP No.3
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 2=19/Mechanical, 1=194/0-8-0 (min. 0-1-8), 5=10/Mechanical
Max Horz 1=51(LC 8)
Max Uplift2=-29(LC 8),1=-77(LC 8), 5=-6(LC 8)
Max Grav2=19(LC 1), 1=194(LC 1). 5=15(LC 3)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES j
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.opsf; BCDL=5.Opsf; h=25ft; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 2, 77 lb uplift at joint
1 and 6 lb uplift at joint 5.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
oruss
russ Type
y
57380
JIB
Jack -Open
1
1
Job Reference (optional)
A7 muur i musseb, run i riemum, rL Oaawo, myan open—,
0-0-0
1
��ID:OkilyUUrWFoYXN4BLIG1_Jhy732V-7SaMXplatv3T2k_Iu18ylEeNgxRaYlwkGcRl48y�ozk
5-6-7
Scale-1:12.9
US 11
4
0.0.0
5.6-7
5-6-7
,
Plate Offsets (X Y)•
[1.0-2-14 0-0-10] [1:0-0-4 Edge]
LOADING (psf)
SPACING 2-0.0
i
CSI
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 30.0
Plates Increase 1.25
TC 6.50
Vert(LL) 0.10
5-10 >664 360
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.52
Vert(TL) 0.08
5-10 >805 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.02
2 n/a n/a
BCDL 10.0
Code FBC201 orrP12007
(MatrixM)
Weight: 18Ib FT-0%
LUMBER
BRACING
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-6-7 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0.oc bracing.
WEDGE
MiTek recommends that Stabilizers and required cross
Left: 2x4 SP No.3
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 2=174/Mechanical, 1=355/0-8-0 (min. 0-1-8), 5=75/Mechanical
Max Horz 1=137(LC 8)
Max Uplift2— 140(LC 8), 1=-146(LC 8), 5=-13(LC 8)
Max Grav2=174(LC 1), 1=355(LC 1), 5=91(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BOT CHORD 1-6--250/136
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 2, 146 lb uplift at
joint 1 and 13 lb uplift at joint 5.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
o
russ
russ ype
y
57380
J9
Jack -Partial
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946, Ryan Spencer
Run: 7.500 s Nov 26 2013 Print: 7.500 a Nov 26 2013 MTek Industries, Inc. Sat Dec 21 0850:07 2013 Pag¢e 1
ID:OkilyUUrWFoYXN4BUC Jhy732V-7SaMXplatv3T2k Iu18ylEeOTxS1YhnkGcR148;gzk
0-0-0 411-11 4.11.11 4 0 5 9-0-0
3x4 11 Scale a 1:19.8
_Plate Offsets MY):
[1:0-1-4,1-3-4], [1:0.2-14,0-0.2],
[3:0-2-13,0-0-8], [6:0-1-8,0-1-8]
LOADING (psf)
SPACING 2-0=0
CSI
DEFL
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL - 0.0
Plates Increase 1.25
TIC 0.40
Vert(LL)
-0.09
6-12
>999
360
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.49
Vert(TL)
70.22
6-12
>466
240
BCLL 0.0
Rep Stress Incr YES
WB 0.27
Horz(TL)
-0.01
6
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 39 lb FT - 0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing.
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection, in accordance with
Stabilizer Installation guide.
REACTIONS (lb/size) 6=343/Mechanical, 3=118/Mechanical,1=532/0-8-0 (min. 0-1-8)
Max Horz 1=224(LC 8)
Max Uplift6=-189(LC 8), 3— 86(LC 8), 1=-217(LC 8)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-1=-303/211, 1-2--687/569
BOTCHORD 1-8=-473/298, 1-6=-819/719
WEBS 2-6=-781/892
NOTES I
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; 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.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 6, 86 lb uplift at
joint 3 and 217 lb uplift at joint 1.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
LOAD CASE(S) Standard
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435