HomeMy WebLinkAboutTrussA-1 ROOF
TRUSSES
A FLORIDA CORPORATION
Lumber design valt es are accordance with ANSI/TPI 1-2007 section 6.3
ely Il These truss designs rumber values established by others.
RE: Job 59941 A-1 Roof Trusses
4451 St Lucie Blvd
Site Information: Fort Pierce, FL 34946
Customer Info: L&C CONSTRUCTION INC. Project Name: STROIK JOB
Lot/Block: Model: STROIK JOB
Address: HOLIDAY OUT, JENSEN BEACH, FL Subdivision:
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: 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 7.6
Wind Code: ASCE 7-10 Wind Speed:170 MPH
Roof Load: 55.0 psf Floor Load: 55.0 psf
This package includes 70 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 #
Truss Name
Date
No.
Seal #
Truss Name
Date
1
A0134342
FG01
11/7114
13
A0134354
FL05
1117114
25
A0134366
FL30
11/7114
2
A0134343
FG02
1117/14
14
A0134355
FL06
1117114
26
A0134367
FL31
11R114
3
A0134344
FG03
1117/14
15
A0134356
FL07
1117114
27
A0134368
FL32
1IM14
4
A0134345
FG21
11/1114
16
A0134357
FL21G
11/7/14
28
A0134369
FL33
1117114
5
A0134346
FG22
1117114
17
A0134358
FL22
1117114
29
A0134370
FL34
1117114
6
A0134347
FG23
11/7/14
18
A0134359
FL23
1117114
30
A0134371
FL35
1117114
7
A0134348
FG24
1117/14
19
A0134360
FL24
11/7/14
31
A0134372
FL36
11/7/14
8
A0134349
FG25
1117114
20
A0134361
FL25
11M14
32
A0134373
FL37
1IM14
9
A0134350
FL01
1117114
21
A0134362
FL26
1117114
33
A0134374
FL38
11/7114
10
A0134351
FL02
11/7/14
22
A0134363
FL27
11/7/14
34
A0134323
A01G
11/7114
11
A0134352
FL03
1117114
23
A0134364
FL28
1117/14
35
A0134324
A02
11f7114
12
A0134353
FL04
1IM14
24
A0134365
FL29
11/7/14
36
A0134325
A03
11R/14
The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-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 components for any particular building is the responsibility of the building designer, per ANSI TPI-1 Sec. 2.
\\1111111111//�
ws.s.k.<''�, Digitally signed by Julius Lee
�GENS'*
DN: c=US, st=Florida,l=Boynton
N 34869
ABeach, o=Julius Lee, cn=Julius
- � LU
'01STATE OF \_�� Ji��\ee e:rnail=leeengr@aol.com
i FCORIDP`
s/oNA`1���' Date: 2014.11.07 11:27:33-05'00'
/111111
Page 1 of 2
A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job 59941
No.
Seal #
Truss Name
Date
37
A0134326
A04
11I7114
38
A0134327
A05
1117114
39
A0134328
A06
1117/14
40
A0134329
A07G
1117114
41
A0134330
B01 G
1117114
42
A0134331
B02G
11R114
43
A0134332
C01 G
1117114
44
A0134333
CO2
1117114
45
A0134334
CO3
11n/14
46
A0134335
C04
1117114
47
A0134336
CJA
1117/14
48
A0134337
CJAA
1117/14
49
A0134338
D01G
11/7/14
50
A0134339
D02
11/7114
51
A0134340
D03
1117/14
52
A0134341
D04
1117/14
53
A0134375
HJA
1117114
54
A0134376
HJAA
117/14
55
A0134377
JA
11/7114
56
A0134318
JAA
1IM14
57
A0134379
JB
1117114
58
A0134380
JBA
1117/14
59
A0134381
JC
1117114
60
A0134382
JCA
11/7/14
61
A0134383
JD
1117/14
62
A0134384
JDA
1117114
63
A0134385
JE
11/7/14
64
A0134386
JEA
1117/14
65
A0134387
JF
1117/14
66
A0134388
JFA
11/7/14
67
A0134389
JG
1117/14
68
A0134390
JGA
1117/14
69
A0134391
JH
1117114
70
A0134392
JHA
1117/14
Lumber design values ard($ accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely can lumber values established by others.
I
Page 2of2
Job
Truss
Truss Type 4 J,
Qty
Ply
59941
A01G
Roof Special Girder
1
A0134323
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:03 2014. Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyM D8g-b3iBtm2ASQ4XblkEnnZR70yh F?h WwAPsfF7PvFyLdt/
0-10.2
0-0-1
0- 6.2-5 10-5-6 14-6-9 1 16-7-s 22-z-13
1 5-0-4 4-3-1 4-1-2 2-1-0 5-7-4
0-0-1
0-10-1 Dead Load Defl. = 5116 in
4.00
3
C.
4x4 =
9 nn
13 1.5x4 11 7x6 = _ 3x4 =
0.50 12
1.00112
1-3-5
8-14 6-2-5 10-5-6 14-9-10 16.7-9 22-2-13
14 4-11-1 43-1 4-4.4 1-9-15 5-7-4
I6
Plate Offsets (X 1)--[2'0-3-0
0-2-71 [2:0-4-6 Edoel r9:0-2-4 0-2-81 r11:0-3-0 0-3-41
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.62
Vert(LL) 0.30 11-12 >851 360
MT20 244/190
TCDL 15.0
Lumber DOL 1 1.25
BC 0.85
Vert(TL)-0.6211-12 >407 240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.35
Horz(TL) 0.13 7 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 280 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T1: 2x4 SP No.2
BOT CHORD 2x4 SP M 30 *Except'
63: 2x6 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 0-6-8 except Qt=length) 7=0-8-0.
(lb) - Max Horz
1= 61(LC 27)
Max Uplift
All uplift 100 lb or less at joint(s)
except 7=-816(LC 5), 1=-1262(LC 4),
13=-1169(LC 1)
Max Grav
All reactions 250 lb or less at
joint(s) except7=2085(LC 1.), 1=2692(LC
1), 13=495(LC 4), 1=2892(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-7408/3045, 2-21=7481/3069,
21-22=-7440/3080, 3-22=7424/3082,
3-23=-8179/3336, 4-23=-8141 /3332,
4-24=-6260/2536, 5-24=-620612522,
5-6=-6642/2691,6-7=-6736/2621
BOT CHORD
1-17=-3016/7314, 1-13=-301617314,
13-25=-301417308,25-26=-3014/7308,
12-26=-301317311,12-27=-3023/7326,
11-27=-3021/7330,11-28=-3255/8060,
10-28=-3251/8065, 9-10=2247/5831,
8-9=-2418/6339, 7-8=-2412/6323
WEBS
5-1 0=-1 068/2759, 4-10=-2049/903,
4-11=0/276, 3-11=-301/845, 3-12=357/236,
6-9=-456/437
NOTES-
1) Special connection required to distribute web loads
equally between all plies.
2) 3-ply truss to be connected together as follows:
Top chords connected with 10d (0.131 "x3") nails as
follows: 2x4 - 2 rows staggered at 04-0 oc.
Bottom chords connected with 1 Od (0.131 "x3") nails as
follows: 2x4 - 2 rows staggered at 0-4-0 oc, 2x6 - 3 rows
staggered at 04-0 oc.
Web connected with 12 Gauge (0.216"x&V5 screws as
follows: 2x4 - 1 row at 0-9-0 cc.
3) 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.
4)' Unbalanced roof live loads have been considered for
this design.
5) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=28ft; Cat.
II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
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) Bearing at joint(s) 7 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 816 lb uplift at joint
7,.1262lb uplift at joint 1, 1169 lb uplift at joint 13 and
1262 lb uplift at joint 1.
11) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
12) This truss has large uplift reaction(s) from gravity
load case(s). Proper connection is' required to secure
truss against upward movement at the bearings. Building
designer must provide for uplift reactions indicated.
13) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 53 lb
down and 74 lb up at 2-5-12, 72 lb down and 69 lb up at
4-5-12, 88 lb down and 95 lb up at 6-5-12, 128 lb down
and 120 lb up at 8-5-12, and 168 lb down and 146 lb up
at 10-5-12, and 208 lb down and 173 lb up at 12-5-12 on
top chord, and 33 lb up at 2-5-12, 4 lb down and 13 lb up
at 4-5-12, 16 lb down and 7 lb up at 6-5-12, 35 lb down
and 1 lb up at 8-5-12, 58 lb down at 10-5-12, and 81 lb
down at 12-5-12, and 1021 lb down and 464 lb up at
14-5-12 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-lncrease=1.25,
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-90, 2-5=-90, 5-7=-90, 13-17=20, 9-13=-20,
9-14=-20
Concentrated Loads (lb)
Vert: 11=-29(B) 10=-1021(B) 4=-108(B) 3=-28(B)
12=-6(B) 21=74(B) 22=13(B) 23=-68(B) 24=-148(B)
25=17(B) 26=6(B) 27=17(B) 28=-41(B)
Julius Lee, P-E. M34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type ` y
\
Ply
59941
A02
Roof Special
�Qty
1
1
A0134324
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:04 2014 Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyMD8g-3FGa463oDkCODvJRLU4ggcUg8P21 fZl7tvszRhyLdtE
ao•1
0.p•01-4-13 , 43-11 , 8�-5 13-4-11 16-9.9 i 22-2-13 ,
0. 11-4-12 2-1a14 4-2-10 416.6 3-4-14 5-54'
aa1
2.00 F12 4x4 = Dead Load Defl. = 5116 in
3x4 =
4.00 Fl2 5x6 3 3x4 ZZ
5
2
1 6
` • 9 5x8 = 1.5x4 11
f
10 3x4 = 7 f `
11' 5x6 =
4x4
0.50 12
M= 1.00 12
3xl2 MT20HS=
1-4-13
LOADING(psf)
SPACING-
2-0-0
TCLL
30.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
0.0 *
Rep Stress Incr
YES
BCDL
10.0
Code FBC2010/TPI2007
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP M 30 *Except*
B3,B4: 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-6-9 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 3-10-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in .
accordance with Stabilizer Installation auide.
REACTIONS. All bearings 0-8-0.
(lb) - Max Horz
1= 69(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
11 except 6=-390(LC 9), 1=450(LC 8)
Max Grav
All reactions 250 lb or less at .
joint(s) except 6=1189(LC 1), 1=1006(LC
1), 11=251(LC 1), 1=1006(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3183/2108,2-3=-3804/2560,
3-4=-2865/1956,4-5=-3177/2138,
5-6=-3754/2482
BOT CHORD
1-15=-1870/2897,1-11=-1870/2897,
10-11=-1870/2898, 9-1 0=1 862/2906,
8-9=-2352/3700, 7-8=-2247/3491,
6-7=-2246/3487
WEBS
4-8=-659/1075, 5-8=-625/492,
2-9=-505/818, 3-8=-1022/712
NOTES-
1) Unbalanced roof live loads have been considered for this
design.
CSI.
DEFL.
in (loc)
I/defl
L/d
TC 0.74
Vert(LL)
0.30 8-9
>845
360
BC 0.83
Vert(TL)
-0.59 8-9
>420
240
WB 0.57
Horz(TL)
0.20 6
n/a
n/a
(Matrix-M)
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=28ft; Cat.
II; Exp C; 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) All plates are MT20 plates unless otherwise indicated.
4) Plate(s) at joint(s) 2, 6, 1, 11, 8, 4, 5, 7, 9 and 3
checked for a plus or minus 0 degree rotation about its
center.
5) Plate(s) at joint(s) 10 checked for a plus or minus 3
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) Bearing at joint(s) 6 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 11 except at --lb) 6=390, 1=450, 1=450.
10) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 94 lb FT = 0%
Julius Lee, P.E. 0#34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type T ;�
Qty
Ply
A0134325
59941
A03
Roof Special
1
1
Job Reference (optional)
Al. ROOF IKUSStS, FOR F'ItKGt, FL3454ti
7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:04 2014 Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyM D8g-3FGa463oD kCODvJRLU4ggcUrZP?xfd8?tvszRhyLdt<
0.0.1
0. 01-4-13 6-3-11 7-9-4 12-2-13 16-&6 22-2-13
0. 11-4-12 4-10-14 1-5-9 4-5-9 45-9 5-6-7
2.00 12 4x4 =
5x6
Dead Load Defl. = 5/16 in
11 5x6 = 0.50 12 4x4
3x6 = 4x4 = 1.00 12
1-4-13
8-1 4-8-5
7-11-14 12-7-13
17-0-2
22-2-13
8-1 3-3-8
3-3-8
4-7-15
4-4-5
5-2-11
o-6-0
Plate Offsets (x Y)--[3'0-1-4
0-2-81 [4:0-2-0 0-0-81 [6:0-3-8
Edgel [8:0-2-12 0-2-121 r9:0-1-12 0-2-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.65
Vert(LL) 0.25
7-8
>986
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.96
Vert(TL) -0.51
8-9
>486
240
BCLL 0.0
Rep Stress Incr YES
WB - 0.32
Horz(TL) 0.20
6
n/a
n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 94 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-2 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation auide.
REACTIONS. All bearings 0-8-0.
(lb) - Max Horz
1= 78(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
11 except 6=-409(LC 9), 1=-539(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 11 except 6=1198(LC 1),
1=1320(LC 1), 1=1320(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3294/2153,2-3=-3141/2143,
3-4=-2708/1862,4-5=-2984/1993,
5-6=-3827/2526
BOT CHORD
1-15=-1894/2996, 1-11=-1894/2996,
10-11 =-1 899/3005, 9-1 0=1 907/3015,
8-9=-1821/2963, 7-8=-2292/3563,
6-7=-2290/3560
WEBS
3-9=-214/347, 3-8=-529/303, 4-8=-539/923,
5-8=-867/687
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=28ft; Cat.
II; Exp C; 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
3) The solid section of the plate is required to be placed
over the splice line at joint(s) 11.
4) Plate(s) at joint(s) 3,-6, 1, 8, 2, 10, 9, 4, 5 and 7
checked for a plus or minus 0 degree rotation about its
center.
5) Plate(s) at joint(s) 11 checked for a plus or minus 4
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)' This1russ has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Bearing at joint(s) 6 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 11 except at --lb) 6=409, 1=539, 1=539.
10) "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
Truss Type T
Qty
Ply
A0134326
59941
�A!34
Scissor
1
1
Job Reference optional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:05 2014 Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyMD8g-XRgyIS4Q_2LFg3udvCbvDp 119pMWO?s96ZcWz7yLdtt
1-4-13
0-0.1
0 6-3-11 11-1-7 1641-10 22-2-13
1 4-10.14 4-9-12 5-7-3 5-6-3
0-0-1 4x4 =
1-4-12 Dead Load Defl. = 5/16 in
a V 1.5x4 11 4x4
3x6 = 44 =
1.00 F12
1-4-13
-8.1 6.5.5 11-5-13 16.5.2 22-2-13
1 5-0.8 5.0.8 4-11-5 5-9.11
n.a.n
Plate Offsets (X,Y)--13:0-2-0,0-2-41
15:0-3-8,Edgel
LOADING(psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.59
Vert(LL)
0.26
7-8
>950
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.94
Vert(rL)
-0.54
7-8
>465
240
BCLL 0.0
Rep Stress Incr YES
WB 0.61
Horz(TL)
0.20
5
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 91 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-5-5 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 3-9-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. All bearings 0-8-0.
(lb) - Max Horz
1= 87(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
except 5=-429(LC 9), 1=-553(LC 8),
9=-178(LC 1)
Max Gray
All reactions 250 lb or less at
joint(s) 9 except 5=1202(LC 1), 1=1422(LC
1), 1=1422(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3426/2234,2-3=-2620/1765,
3-4=-2781/1846,4-5=-3891/2570
BOT CHORD
1-13=-1975/3128, 1-9=-1975/3128,
8-9=-1981/3139,7-8=-1986/3146,
6-7=-2339/3629, 5-6=-2336/3624
WEBS
2-7=-797/618, 3-7=-674/1131,
4-7=-1129/884
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=28ft; Cat. II;
Exp C; 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) The solid section of the plate is required to be placed
over the splice line at joint(s) 9, 7.
4) Plate(s) at joint(s) 3, 5, 1, 2, 8, 4 and 6 checked for a
plus or minus 0 degree rotation about its center.
5) Plate(s) at joint(s) 9 checked for a plus or minus 4
degree rotation about its center.
6) Plate(s) at joint(s) 7 checked for a plus or minus 3
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) Bearing at joint(s) 5 considers parallel to grain value
using ANSI/fPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 429 lb uplift at joint
5, 553 lb uplift at joint 1, 178 lb uplift at joint 9 and 553 lb
uplift at joint 1.
11) "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
Truss Type T
Qty
Ply
A0134327
59941
A05
Roof Special
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:05 2014 Page 1
I D: nTg tNvPNwyOwN Llv4xW H RyyM D 8 g-XRgyl S4Q_2 LFg3udvCbvD p 10_pLB04Y96ZcWz7yLdt1
1-4-13
0-0-1
A 6-3.2 10-2-15 13-8-14 14-11-12 16•&11 22-2-13
1 4-10.5 3.11A 3-5-11 1-2-14 1-8-15 5.6.2
inn
1-4-12 4x4 =
A n rl—n- 3 4x4=
Dead Load Defl. = 5/16 in
I6
11 1.5x4 II
0.50 12 44
3x6 = 4x4 = 1.00 12
1-4-13
8-1 6-3.2 10-3-13 13-8-14 14-11-12 16.8.11 22-2-13
8-1 4-10.5 4-0-11 3-5-0 1-2-14 1-a-15 5-62
0.8-0
Plate Offsets (X Y)--[6:0-3-8
Edoel [8'0-3-0 0-2-121 [9:0-4-12 0-2-81
LOADING(psf)
SPACING- 2-0-0
CS1.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.67
Vert(LL) 0.26 9-10 >975 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.96
Vert(TL) -0.51 9-10 >492 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.31
Horz(TL) 0.19 6 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 94 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-8-7 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. All bearings 0-8-0.
(lb) - Max Horz
1= 80(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
except 6=-436(LC 9), 1=-526(LC 8),
11=-147(LC 1)
Max Grav
All reactions 250 lb or less at
joint(s) 11 except 6=1 202(LC 1),
1=1391(LC 1), 1=1391(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3386/2214, 2-3=-2769/1872,
3-4=-2684/1847,4-5=-3439/2322,
5-6=-3807/2512
BOT CHORD
1-1 5=-1 954/3088, 1-11=-1954/3088,
10-11=-196013098, 9-1 0=1 965/3105,
8-9=-1778/2876, 7-8=-2275/3540,
6-7=-2274/3537
WEBS
2-9=-618/490, 3-9=-550/898, 4-9=-452/318,
4-8=-382/615, 5-8=-453/387
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=28ft; Cat.
II; Exp C; 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) The solid section of the plate is required to be placed
over the splice line at joint(s) 11.
4) Plate(s) atjoint(s) 3, 4, 6, 1, 9, 8, 2, 10, 7 and 5
checked for a plus or minus 0 degree rotation about its
center.
5) Plate(s) at joint(s) 11 checked for a plus or minus 4
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) Bearing at joint(s) 6 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 436 lb uplift at joint
6, 526 lb uplift at joint 1, 147 lb uplift at joint 11 and 526 lb
uplift at joint 1.
10) "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
Truss Type 4 T
Oty
Ply
59941
A06 �
Roof Special
1
1
A013432$
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:06 2014 Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyMD8g-OdOKVo521LT6SDTpTv6811 aCXDh D7 W81LDL4WayLdt;
0-0-1
0-9-01-4-13 6-2-6 9.1-2 13.3-0 i 17-2-7 i 18-5-5 i 22-2-13 i
-11-4-12 4-9-9 2-10-12 4-1-15 3-11-7 1-A 3-9.8
Q0.1
44 = 2.00 Ll2 Dead Load Deli. = 5/16 in
4.00 F12 3
3x4 =
3x4 % 4
4x4 2 =
5 1.5x4 11
6
1 7
1.5x4II 9 r Id
5x8 = 3x4 =
12 5x8 = 4x4
3x6 = 4x4 = I 12 0.50 12
1-4-13
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
TCLL 30.0
Plate Grip DOL
1.25
TC 0.62
Vert(LL)
0.28
9
>893
360
TCDL 15.0
Lumber DOL
1.25
BC 0.97
Vert(TL).
-0.55
8-9
>455
240
BCLL 0.0 `
Rep Stress Incr
YES
WB 0.35
Horz(TL)
0.20
7
n/a
n/a
BCDL 10.0
Code FBC2010I PI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T1: 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-7 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. All bearings 0-8-0.
(lb) - Max Horz
1= 71(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
12 except 7=-444(LC 9), 1=-482(LC 8)
Max Grav
All reactions 250 Nor less at
joint(s) 12 except 7=1199(LC 1),
1=1326(LC 1), 1=1326(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3319/2169, 2-3=-2953/2007,
3-4=-2885/1967,4-5=-3704/2487,
5-6=-3773/2577, 6-7=-3851/2536
BOT CHORD
1-16=-1909/3021,1-12=-1909/3021,
11-12=-1914/3030, 10-11=-1921/3038,
9-10=-2254/3585, 8-9=-2213/3418,
7-8=-2311 /3581
WEBS
2-10=421/296, 3-10=-653/1023,
4-10=-904/638
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=S.Opsf; BCDL=5.Opsf; h=28ft; Cat.
II; Exp'C; 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
3) The solid section of the plate is required to be placed
over the splice line at joint(s) 12.
4) Plate(s) at joint(s) 3, 5, 7, 1, 10, 8, 2, 11, 4, 9 and 6
checked for a plus or minus 0 degree rotation about its
center.
5) Plate(s) at joint(s)12 checked for a plus or minus 4
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) Bearing at joint(s) 7 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 Ito uplift at
joint(s) 12 except (jt=lb) 7=444, 1=482, 1=482.
10) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 95 lb FT = 0%
Julius Lee, P.E. #34869—`1109 Coastal Bay— Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59941
A07G
Roof Special Girder
1
3
A0134329
Jab Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:08 2014 Page 1
ID:nTgtNvPNwyOwNLIv4xWHRyyM D8g-yOW4wU6JHzjgh WcCaK8cgSfWUOPabRFboXgAaSyLdt°
0.0.1
0- 01-4-13 6-3-11 7-11-4 12-5.9 16-8-10 20-8-0 22-2-13
0- 1 1r1-12 4-10-14 1-7-9 45 4-3-1 83-11.6 1-6-13
0.0.1
44 =
2.00112
Dead Load Dell. = 5116 in
4.00 12 3x4 % 3 0 3x4 =
2 4
3x4 =
5
4 3x4 =
5 6
1 7 N
26 M
10 27 28 29 30 31 Id
11 6 8= 9 8
x 5x6 =
12 1.00 12
3x4 = 3x4 =
1-4-13
LOADING(psf)
SPACING-
2-0-0
CSI.
TCLL
30.0
Plate Grip DOL
1.25
TC 0.72
TCDL
15.0
Lumber DOL
1.25
BC 0.79
BCLL
0.0 '
Rep Stress Incr
NO
WB 0.31
BCDL
10.0
Code FBC2010/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2 *Except*
B3,B4: 2x6 SP No.2, 135: 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 0-8-0 except Qt=length) 7=0-6-8.
(lb) - Max Horz
1= 62(LC 27)
Max Uplift
All uplift 100 lb or less at joint(s)
except 7=-720(LC 5), 1=-1007(LC 4),
12=-361(LC 20)
Max Gray
All reactions 250 lb or less at
joint(s) 12 except 7=1747(LC 1),
1=2448(LC 1), 1=2448(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-5795/2235, 2-3=-6172/2498,
3-20=-6247/2520, 20-21=-6273/2534,
4-21=-6329/2545, 4-22=-7944/3250,
22-23=-7986/3254, 5-23=-7997/3259,
5-24=-6991/2898, 24-25=-7033/2895,
6-25=-7035/2890, 6-7=-7020/2879
BOT CHORD
1-19=-155/255, 1-16=-2065/5357,
1-12=-2065/5357, 11-12=-2069/5367,
10-11=-2071/5384,10-26=-313W7898,
26-27=-3141/7894,9-27=3144/7890,
9-28=-2793/6895, 28-29=2794/6892,
8-29=-2795/6891, 8-30=-2785/6874,
30-31=-2786/6871, 7-31=2786/6871
WEBS
3-10=-954/2458, 2-11=-539/281,
2-10=-462/960, 4-10=-1826/832,
5-9=-422/1076, 5-8=-404/243
NOTES -
0.50112
7x6 = 1.5x4 11
DEFL. in (loc) I/deft Ud
Vert(LL) 0.27 8-9 >932 360
Vert(TL) -0.57 8-9 >441 240
Horz(TL) 0.13 7 n/a n/a
1) 3-ply truss to be connected together with 1 Od
(0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0
oc, 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=28ft; Cat. _
II; Exp C; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) Plates checked for a plus or minus 0 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) Bearing at joint(s) 7 considers parallel -to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 720 lb uplift at joint
7, 1007 lb uplift at joint 1, 361 lb uplift at joint 12 and 1007
lb uplift at joint 1.
10) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
11) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 218 lb
down and 179 lb up at 10-0-0, 177 lb down and 152 lb up
at 12-0-0, 138 lb down and 127 lb up at 14-0-0, 98 lb
down and 101 lb up at 16-0-0, and 75 lb down and 75 lb
up at 18-0-0, and 62 lb down and 48 lb up at 20-0-0 on
top chord, and 988 lb down and 445.lb up at 8-2-0, 87 lb
down at 10-0-0, 63 lb down at 12-0-0, 40 lb down at
14-0-0, 19 lb down and 6 Ib up at 16-0-0, and 7 lb down
and 11 lb up at 18-0-0, and 29 lb up at 20-0-0 on bottom
chord. The design/selection of such connection device(s)
is the responsibility of others.
Julius Lee, P.E. #34869— 1109
3x8 =
PLATES GRIP
MT20 244/190
Weight: 286 lb FT = 0%
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25,
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-90, 3-6=-90, 6-7=-90, 12-16=20, 10-12=20,
10-13=-20
Concentrated Loads (lb)
Vert: 10=988(F) 20=-158(F) 21=-117(F) 22=-78(F)
23=-38(F) 24=3(F) 25=48(F) 26=-43(F) 27=-32(F)
28=-20(F) 29=-9(F) 30=3(F) 31=14(F)
Coastal Bay —Boynton Beach, FL 33435
Job
Truss
Truss Type T
Qty
Ply
A0134330
59941
B01G
Monopitch Girder
1
1
'
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
7.60U S OCt 3 2014 MI ICx Industnes, InC. rn NCV U/ U9:1Z:U9 ZU14
1.5x4 II
4
4x4 =
3x4 =
7 0.87 F12
0 9-7 , 1 6 8, 5-1-1 9-1-0
0 9-7 0-9-0 3-6-10 3-11-15
rn
N
Dead Load Dell. =1/16 in
Plate Offsets (X,Y)--[2:0-4-9
0-0-11[5:0-2-8,0-2-131,[6:0-2-6,0-1-41
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.60
Vert(LL)
0.07
5-6
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.80
Vert(TL)
-0.15
5-6
>606
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.71
Horz(TL)
0.03
5
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 37 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except*
B2: 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-4-8 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 5-1-6 oc bracing.
MiTek recommends that Stabilizers and required .
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation cuide.
REACTIONS. All bearings 0-8-13 except at --length)
5=Mechanical.
(lb) - Max Harz
2= 164(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s)
except 2=-497(LC 8), 7=-195(LC 1),
5=-425(LC 12)
Max Grav
All reactions 250 lb or less at
joint(s) 7 except 2=1202(LC 1), 5=1008(LC
1). 2=1202(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2230/1198
BOT CHORD
2-8=-1349/2075, 2-7=-1349/2075,
7-12=-1347/2069, 6-12=-1357/2098,
6-13=-1349/2068, 5-13=-1357/2093
WEBS
3-5=-2140/1390, 3-6=-244/804
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) .
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=28ft; Cat. II;
Exp C; 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 497 lb uplift at joint
2, 195 lb uplift at joint 7, 425 lb uplift at joint 5 and 497 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.
8) Hanger(s).or other connection device(s) shall be
provided sufficient to support concentrated load(s) 366 lb
down and 157 lb up at 3-1-12, and 344 lb down and 142
lb up at 5-1-12, and 317 lb down and 141 lb up at 7-1-12
on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25,
Plate Increase=1.25
Uniform Loads.(plf)
Vert: 1-2=-30, 24=-90, 7-8=-20, 5-7=-20
Concentrated Loads (lb)
Vert: 6=-344(B) 12=-366(B) 13=-317(B)
-Julius Lee. P_E_ #34869— 1109 Coastal Bay— Boynton Beach, FL 33435
Job
Truss
Truss Type IOty
Ply
59941
B02G
Monopitch Girder
1
1
LbA0134331
Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:10 2014 Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyMD8g-uPdrL98ZpazYxgmailB4wtktyg5E3Guu GrJHfLyLdt:
0-(-0 1-6-8 5-1-5 8-9-11
0- -1 1-6-8 3-6-13 3-8-6
1.5x4 II
4 Dead Load Der. =1/16 in
3x4 =
4x4 =
0.87 12
0-9-7 , 1-6-8 , 5-1-5 8-9-11
0_ _7
0-9-0 3-6-13 3-9-6
Plate Offsets (X,Y)—
[2:0-4-9,0-0-11, r5:0-2-8,0-2-131,
[6:0-2-6,0-0-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.59
Vert(LL)
0.07
5-6
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.78
Vert(TL)
-0.13
5-6
>647
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.62
Horz(TL)
0.03
5
n/a
n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 36 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except*
132: 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-5-4 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 5-2-10 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-8-13 except Qt=length)
5=Mechanical.
(lb) - Max Horz
2= 159(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
except 2=-493(LC 8), 7=-143(LC 1),
5=-444(LC 12)
Max Grav
All reactions 250 lb or less at
joint(s) 7 except 2=1181(LC 1), 5=1041(LC
1), 2=1181(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2180/1158
BOT CHORD
2-8=-1300/2026,2-7=-1300/2026,
7-12=-1298/2016, 6-12=-1308/2047,
6-13=-1299/2016, 5-13=-130912044
WEBS
3-5=-2104/1350, 3-6=-269/850
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=28ft; Cat. II;
Exp C; 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 493 lb uplift at joint
2, 143 lb uplift at joint 7, 444 lb uplift at joint 5 and 493 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.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 384 lb
down and 163 lb up at 2-10-7, and 376 lb down and 153
lb up at 4-10-7, and 362 lb down and 168 lb up at 6-10-7
on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25,
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-30, 2-4=-90, 7-8=-20, 5-7=-20
Concentrated Loads (lb)
Vert:6=-376(B) 12=-384(B) 13=-362(B)
Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59941
C01 G
Roof Special
1
1
A0134332
'
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:11 2014 Page 1
ID:nTgtNvPNwyOwNLIv4xWHRyyMD8g-MbBDYV8BZu5PY LnKTiJS4H7FEYmormlUV3gBnyLdt
0-0-1
0 -0 1-413 3-0-13 7-115
0 -1 1-4-12 1-1T 4-7-8
0-0-1
4x4 =
2.00112
2x4 II 6 3x4 = 1.00 12 0.50112 5x6 =
413 , 3-4-11 7-11-5
0-8-13 0-&-0 1-11-14 4-8-10
Plate Offsets (X,Y)—r1:0-0-14,0-5-141,
I4:0-6-7,0-2-111
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.30
Vert(LL) -0.03 5-13 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.37
Vert(TL) -0.06 5-13 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.07
Horz(TL) 0.01 4 n/a n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 29 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
5) ' This truss has been designed for a live load of
WEBS 2x4 SP No.3
20.Opsf on the bottom chord in all areas where a
SLIDER
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
BRACING-
bottom chord and any other members.
TOP CHORD
6) Bearing at joint(s) 4 considers parallel to grain value
Structural woad sheathing directly applied or 5-7-3 oc
usng ANSI/TPI 1 angle to grain formula. Buildingi
purT
designer should verify capacity of bearing surface.
BOT CHORD
7) Provide mechanical connection (by others) of truss to
Rigid ceiling directly applied or 8-5-11 oc bracing.
bearing plate capable of withstanding 330 lb uplift at joint
1, 192 lb uplift at joint 6, 181 lb uplift at joint 4 and 330 lb
MiTek recommends that Stabilizers and required
uplift at joint 1.
cross bracing be installed during truss erection, in
8) "Semi -rigid pitchbreaks with fixed heels" Member end
accordance with Stabilizer Installation uide.
fixity model was used in the analysis and design of this
truss.
REACTIONS. All bearings 0-8-0 except (jt=length) 4=0-6-13.9) Hanger(s) or other connection device(s) shall be
(lb) - Max Horz
provided sufficient to support concentrated load(s) 324 lb
1= 40(LC 37)
down and 341 lb up at 3-3-13, and 129 lb down and 117
Max Uplift
lb up at 5-5-0 on top chord, and 31 lb down and 17 lb up
All uplift 100 lb or less at joint(s)
at 3-4-11, and 21 lb up at 5-5-0 on bottom chord. The
except 1=-330(LC 8). 6=-192(LC 26).
design/selection of such connection device(s) is the
4=-181(LC 9)
responsibility of others.
Max Grav
10) In the LOAD CASE(S) section, loads applied to the
All reactions 250 lb or less at
face of the truss are noted as front (F) or back (B).
joint(s) 6 except 1=675(LC 1), 4=424(LC
26), 1=675(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-981/530, 2-3=-918/525, 3-4=-650/447
BOT CHORD
1-7=-443/892, 1-6=-443/892, 5-6=-445/897,
5-15=-449/908, 4-15=-449/907
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=28ft; Cat. II;
Exp C; 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
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.
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25,
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-90, 2-4=-90, 6-7=-20, 5-6=20, 5-11=-20
Concentrated Loads (lb)
Vert: 2=-89(F) 5=-9(F) 3=30(F) 15=10(F)
Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type f
Qty
Ply
A0134333
59941
CO2
Roof Special
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:12 2014 Page 1
ID:nTgtNvP NwyOwNLIv4xWHRyyMD8g-gnlbmr9pKBDGA8wzpADY?IpGAdx_XGuBj9oOjEyLdt,
0-0-1
0 1113 45-11 7-115
0 -1 1-4-12 3-0-14 3-5-10
0-0-1 4x4 = 2.00112
3x4 =
4.00
3x4 =
LOADING(psfl
SPACING-
2-0-0
TCLL
30.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
0.0 '
Rep Stress Incr
YES
BCDL
10.0
Code FBC201 O/TPI2007
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 6-0-0 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 8-4-7 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-8-0 except (jt=length)
4=Mechanical.
(lb) - Max Horz
1= 73(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s) 6
except 1=7202(1-C 8), 4=-137(LC 9)
Max Grav
All reactions 250 lb or less at
joint(s) 6 except 1=487(LC 1), 4=386(LC
1), 1=487(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-710/538, 2-3=-651/535
BOT CHORD
1-7=-497/617, 1-6=-497/617, 5-6=-499/622
WEBS
3-4=-419/387, 3-5=-503/631
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=28ft; Cat. II;
Exp C; 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.
1.00 12 0.50112
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TC 0.42
Vert(LL)
0.02
5
>999
360
MT20 244/190
BC 0.18
Vert(TL)
-0.03
4-5
>999
240
WB 0.21
Horz(rL)
0.01
4
n/a
n/a
(Matrix-M)
Weight: 31 lb FT = 0%
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 100 lb uplift at
joint(s) 6 except (jt=lb) 1=202, 4=137, 1=202.
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
Truss
Truss Type t
Qty
Ply
A0134334
59941
CO3
Roof. Special
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:12 2014 Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyMD8g-gnlbmr9pKB DGA8wzpADY?IpEmdveXHgBj9oOjEyLdt1
0-0-1
0 1- 13 5-7-9 7-11-5
1 1-4-12 4 2-12 2-3-12
0-0-1 4x4 = 2.00112
..... r,77 ` 3x4 ZZ
3x4 = 6 3x4 = 1 00 F12 0.50112
0-8-13 , 1 4-13 , 5-8-7 , 7-11-5
0-8-13 0-8-0 4-3-10 2-2-14
Plate Offsets(X,Y)--11:0-3-14,0-1-01,15:0-4-8
0-2-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.57
Vert(LL)
-0.02
5-6
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.27
Vert(TL)
-0.06
5-6
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.15
Horz(TL)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 31 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 6-0-0 cc
purlins, except end verticals.
BOT CHORD -
Rigid ceiling directly applied or 9-10-14 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-8-0 except Qt=length)
4=Mechanical.
(lb) - Max Horz
1= 105(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
except 1=-138(LC 8), 6=-108(LC 8),
4=-122(LC 9)
Max Grav
All reactions 250 lb or less at
joint(s) 6 except 1=351(LC 1), 4=364(LC
1), 1=351(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-483/318, 2-3=-415/351, 3-4=-407/366
BOT CHORD
1-7=-331/399,1-6=-331/399,5-6=-334/403
WEBS
3-5=-371 /452
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=28ft; Cat. II;
Exp C; 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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 138 lb uplift at joint
1, 108 lb uplift at joint 6, 122 lb uplift at joint 4 and 138 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. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type f /
Qty
Ply
A0134335
59941
C04
Roof Special
1
1
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:13 2014 Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyMD8g-I_JzzBAR5VL7olV9NtknXVMLg1 CKGIcKypYxFgyLdt
0-0-1
0 1�-13 6-9-6 7-11 5
0 -1 1412 5-4-9 1-1-15
0-0-1 4x4 — — 2.00 12
L-
3x4 = Dead Load Dell. =1/16 in
4.00 12
T2
Ti W1 3
B3
ez.
1
g 5x6 = 4
B
5 1.5x411
3x8 = 3x4 = 0.50 12
6 1.00 12
LOADING(psf)
SPACING-
2-0-0
TCLL
30.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
0.0 '
Rep Stress Incr
YES
BCDL
10.0
Code FBC201 O/TPI2007
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 6-0-0 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 guide.
REACTIONS. All bearings 0-8-0 except Ot=length)
4=Mechanical.
(lb) - Max Horz
1= 137(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s) 1
except 6=-214(LC 8), 4=-121(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 1, 1 except 6=344(LC 25),
4=337(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-278/308, 34=-390/343
BOT CHORD
1-10=-465/405
WEBS
2-5=-227/277, 3-5=-296/351
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=28ft; Cat. II;
Exp C; 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.
5-5-7
11-1
CSI.
DEFL.
in
(loc)
I/defi
Ud
TC 0.82
Vert(LL)
-0.01
7
>830
360
BC 0.50
Vert(fL)
-0.13
5-6
>571
240
WB 0.11
Horz(TL)
0.00
4
n/a
n/a
(Matrix-M)
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 100 lb iuplift at
joint(s) 1, 1 except Qt=lb) 6=214, 4=121.
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
PLATES GRIP
MT20 244/190
Weight: 31 lb FT = 0%
Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type t 1
city
Ply
59941
CACorner
Jack
1
.1
A0134336
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:13 2014 Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyMD8g-I_JzzBAR5VL7o1V9NtknXVMXml JfGmM KypYxFgyLdt
0-0-1
1-4-13 2-1 N--2
1 1-4-12 2
4 3x4 =
0-8-13 1413 2-1-2
0 8-13
Plate Offsets (X,Y)--[1:0-0-14,0-5-141
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL. in
([cc)
I/deft
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.04
Vert(LL) -0.00
5
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.03
Vert(TL) -0.00
5
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL) -0.00
2
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 7 lb FT = 0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 2-1-2 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. All bearings 0-8-0 except (jt=length)
2=Mechanical, 3=Mechanical.
(lb) - Max Harz
1= 43(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 2,
4 except 1=-116(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 2, 1, 4, 3, 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=28ft; Cat. II;
Exp C; 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 100 lb uplift at joint(s)
2, 4 except (jt=lb) 1=116, 1=116.
7) "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— 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type 1 �►
Oty
Ply
AO134337
59941
CJAA
Corner Jack
1
1
Lb..
Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:14 2014 Page 1
ID:nTgtNvPNwyOwNLIv4xWHRyyMD8g-nAtLBXB3sp-rPR4MxbF04jvhjRfw?DcUBTHVo6yLdt'
1-10-9
1-10-9
1
2x4 =
1-6-1
1-6-1
1-10-9
0-4-9
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.09
Vert(LL)
-0.00 4
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.03
Vert(TL)
-0.01 4
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 6 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 1-10-9 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 Quide.
REACTIONS. (lb/size)
1 = 108/0-8-0 (min. 0-1-8)
3 = 4/Mechanical
2 = 93/Mechanical
Max Horz
1 = 40(LC 8)
Max Uplift
1 = -34(LC 8)
2 = -49(LC 8)
Max Gray
1 = 108(LC 1)
3 = 7(LC 3)
2 = 93(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=S.Opsf; h=28ft; Cat. II;
Exp C; 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) Bearing at joint(s) 1 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building designer
should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 2.
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 3343S
Job
Truss
Truss Type , T
Qty
Ply
59941
D01G
Roof Special
1
1
A0134338
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:15 2014 Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyMD8g-FMRkOtCid6bg1 bfYUlmFcwRg5rvlkfSdP712KYyLdt_
3-0-14 6-7-11 7-8-4
3-0 14 3-6-13 1-0 10
4x4 =
. 2x4 11 1.00 12 0.50112
LOADING(psf)
SPACING-
2-0-0
TCLL
30.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
0.0 `
Rep Stress Incr
YES
BCDL
10.0
Code FBC2010/TPI2007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-6-13 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 7-5-13 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
1 =
468/0-8-0 (min. 0-1-8)
4 =
409/1-0-10 (min. 0-1-8)
Max Horz
1 =
35(LC 37)
Max Uplift
1 =
-189(LC 8)
4 =
-174(LC 9)
Max Grav
1 =
468(LC 1)
4 =
409(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1070/654, 2-3=-1060/670,
3-4=-783/585
BOT CHORD
1-6=-570/994, 5-6=-561/985,
5-14=-590/1031, 4-14=-590/1029
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=28ft; Cat. II;
Exp C; 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
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.
CSI.
DEFL.
in
(loc)
I/defl
Ud
TC 0.24
Vert(LL)
-0.04
6
>999
360
BC 0.37
Vert(TL)
-0.08
6
>999
240
WB 0.09
Horz(fL)
0.02
4
n/a
n/a
(Matrix-M)
5) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Bearing atjoint(s) 1, 4 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 1=189, 4=174.
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) 330 lb
down and 3$3 lb up at 3-0-14, and 127 lb down and 110
lb up at 5-2-4 on top chord, and 24 lb down and 21 lb up
at 3-0-14, and 26 lb up at 5-2-4 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
1) Dead + Roof Live (balanced): Lumber Increase=1.25,
Plate Increase--1.25
Uniform Loads (plf)
Vert: 1-2=-90, 2-4=-90, 6-7=-20, 6-10=-20
Concentrated Loads (Ib)
Vert: 2=-84(F) 3=42(F) 5=-2(F) 14=13(F)
PLATES GRIP
MT20 244/190
Weight: 28 lb FT = 0%
Julius Lee. P.E. #34869— 1109 Coastal Bay— Boynton Beach, FL 33435
0
dI9
a
Job
Truss
Truss Type 1
Qty
Ply
A0134339
59941
D02
Roof Special
1
1
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:15 2014 Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyMD8g-FMRkOtCid6bg1 bfYUlmFcwRnlrwukcpdP712KYyLdt_
4-2-11 7-8-4
4-2-11 3-5-9
4x4 = 2.00112
3x4 =
3
T2
T1 W1
rn
VJd
B1 B2 Cn
6 q d
— 5 4x4 = 4 jd
6 3x4 —
6 6
1 5x4 II
2x4= 1.00 F12 0.50 12
3-9-12
3-9-12
0-4-15
3-5-9
Plate Offsets (X Y)--14.0-2-8
0-0-121
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.39
Vert(LL)
0.04
6-9
>999 360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.30
Vert(TL)
-0.06
6-9
>999 240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.26
Horz(TL)
0.01
4
n/a n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 30 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 5-10-9 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 7-0-3 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 =
42610-8-0 (min. 0-1-8)
4 =
404/Mechanical
Max Horz
1 =
68(LC 12)
Max Uplift
1 =
-149(LC 8)
4 =
-143(LC 9)
Max Grav
1 =
426(LC 1)
4 =
404(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-859/716, 2-3=-815/670
BOT CHORD
1-6=-829/879, 5-6=-626/768
WEBS
3-4=-471 /431, 3-5=-636/794
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=28ft; Cat. II;
Exp C; 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) Refer to girder(s) for truss to truss connections..
7) Bearing at joint(s) 1 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 1=149, 4=143.
9) "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, PIE. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435
Jab
Truss
Truss Type 1 t
Qty
Ply
\
A0134340
59941
D03
Roof Special
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
7.600 s Oct 3 2014 MiTek Indus
myOwN Llv4xW H RyyM D8g-jZ?6 cDC K
7-8-4
2-3-11
4x4 = 2,00112
2
3x4 = 1.00 12 0.50 L12
4-11-10 54-9 7-84
d-11-1n -d-1. 9-1-1,
Inc. Fri Nov 07 09:12:16 2014
Plate Offsets (X,Y)--14:0-2-8,0-0-121
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.56
Vert(LL)
0.07
6-9
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.42
Vert(TL)
-0.10
6-9
>899
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.19
Horz(TL)
0.01
4
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 30 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 5-7-1 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 7-9-4 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 =
434/0-8-0 (min. 0-1-8)
4 =
396/Mechanical
Max Harz
1 =
100(LC 12)
Max Uplift
1 =
-156(LC 8)
4 =
-133(LC 9)
Max Grav
1 =
434(LC 1)
4 =
396(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1106/990, 2-3=-534/447,
3-4=-490/433
BOT CHORD
1-6=-1222/1258, 5-6=-429/513
WEBS
3-5=-478/585
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=28ft; Cat. II;
Exp C; 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) Refer to girder(s) for truss to truss connections.
7) Bearing at joint(s) 1 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 1=156, 4=133.
9) "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
Truss Type t
Qty
Ply
A0134341
59941
D04
Roof Special
1
1
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:16 2014 Page 1
ID:nTgtNvPNwyOwNLIv4xWHRyyMDBg-jZ?6cDCKOQjhflDk20HU98_sEFB9T5bmenmbr .?yLds:
6-6-7 7-8-4
6-6-7 1-1-14
4x4 = 2.00112
Dead Load Defl. = 118 in
3x4 =
2 3
4.00 12 T2
T1 W1 W3 d
o_
Bi 6'$
5 3x4= 4
G 3x4 =
6 1.5x4 II
3x4 = 0.50 12
1.00 12
LOADING(psf)
SPACING-
2-0-0
TCLL
30.0
Plate Grip DOL
1.25
TCDL
15.0
Lumber DOL
1.25
BCLL
0.0 •
Rep Stress Incr
YES
BCDL
10.0
Code FBC2010/TPI2007
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 4-6-4 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 9-5-9 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation ouide.
REACTIONS. (lb/size)
1 =
448/0-8-0 (min. 0-1-8)
4 =
382/Mechanical
Max Horz
1 =
132(LC 12)
Max Uplift
1 =
-159(LC 8)
4 =
-148(LC 8)
Max Grav
1 =
448(LC 1)
4 =
382(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1609/1458,3-4=-534/443
BOT CHORD
1-6=-1855/1899
WEBS
2-5=-218/274, 3-5=-398/498
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=28ft; Cat. II;
Exp C; 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.
CSI.
DEFL.
in
(Ioc)
I/defl
Ud
TC 0.80
Vert(LL)
0.14
6-9
>664
360
BC 0.62
Vert(TL)
-0.20
6-9
>449
240
WB 0.16
Horz(TL)
0.01
1
n/a
n/a
(Matrix-M)
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) Bearing at joint(s) 1 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=1b) 1=159, 4=148.
9) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 30 lb FT = 0%
Julius Lee, P.E. #34569 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type 4 t
Qry
Ply
59941
FG01
FLOOR
1
2
A0134342
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:17 2014 Page 1
ID:M8gdRulfexyWoi5_CtkLoayLvGV-BIYUpYDy9krYGvoxclpjiLX5JeV8CSKvAQ W9NRyLdsI
3 4 3 6-2-14 9-1-10 12-0-5 15 0-12 17-0-12 20-1-0
3-4-3 2-10-11 2-10-11 2-10-11 3-0-7 2-0-0 3-0 4
Dead Load Deli. = 1/8 in
3x4 = 3x4 = 2x4 11 7x6 = 3x4 = 1.5x4 11 4x6 =
14x6 2 3 4 5 6 7 8
17 16 15
3x4 [I- 4x4 = 3x4 =
3-4-3 1 6-2-14
14 13 12
4x4 = 3x8 = 3x4 =
9-1-10 12-0-5 1 15-0-12
11 10
1.5x4 If 4x4 =
17-0-12 20-1-0
9.
3x4 11
3-4-3
2-10-11 2-10-11 2-10-11 3-0-7 2-0-0 3-0-4
Plate Offsets (X,Y)—
(1:0-2-4,0-2-01,f5:0-3-0,0-3-41,18:0-2-4,0-2-01,I9:0-2-0,0-2-61,f17:0-2-0,0-1-141
LOADING(psf)
SPACING- 2-0-0
CS1.
DEFL. in (Icc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.52
Vert(LL)-0.2511-12 >936 480
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.76
Vert(TL)-0.3911-12 >599 360
BCLL 0.0
Rep Stress Incr NO
WB 0.51
Horz(TL) 0.04 9 n/a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 218 lb FT = 0%
LUMBER
TOP CHORD 2x6 SP No.2 *Except*
T2: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.2 *Except*
W1,W7: 2x8 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-9-9 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 9-10.
REACTIONS. (lb/size)
17 =
1763/Mechanical
9 =
1364/Mechanical
Max Grav
17 =
1763(LC 1)
9 =
1364(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-17=-1706/0, 1-2=-3398/0, 2-3=-5395/0,
3-4=-6032/0, 4-5=-6037/0, 5-6=5470/0,
6-7=-3111/0, 7-8=-3111/0, 8-9=-1590/0
BOT CHORD
15-1 6=0/3398,14-15=0/5395, 13-14=0/5395,
12-13=0/5557, 11-12=0/3111,
10-11=0/3111
WEBS
7-10=-965/0, 6-11=-693/0, 8-10=0/3643,
6-12=0/2663, 1-16=0/3419, 5-12=-832/0,
2-16=-134010, 5-13=0/550, 2-15=0/2184,
4-13=-556/0, 3-15=-840/0, 3-13=0/697
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, 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at
0-9-0 oc.
Bottom chords connected as follows: 2x4 -1 row at 0-9-0
oc.
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 3-10d (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: 1-5=-185(B=-85), 5-8=-100, 9-17=-10
Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type t �I
Qty
ply
A0134343
59941 `
FG02
FLOOR
1
Z
Jab Reference optional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:17 2014 Page 1
ID:M8gdRulfexyWoi5_CtkLoayLvGV-BIYUpYDy9krYGvoxcjpjiLXAEeZrC WaMQW9NRyLds1
2-9-12 7-2-7 11-10-12
2-9-12 4-4-11 4-8-5
4x6 =
LOADING(psf)
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
10.0
Lumber DOL
1.00
BCLL •
0.0
Rep Stress Incr
NO
BCDL
5.0
Code FBC201 OITP12007
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.2 *Except*
W3: 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 6-0-0 oc bracing.
REACTIONS. (lb/size)
5 = 1102/04-0 (min.0-1-8)
7 = 2644/04-0 (min. 0-1-9)
Max Grav
5 = 1134(LC 4)
7 = 2644(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2210/0, 3-4=-426/0, 4-5=-299/0
BOT CHORD
6-12=0/2210, 12-13=012210, 5-13=0/2210
WEBS
2-7=-1651/0, 3-5=-1849/0, 2-6=0/2166,
3-6=0/396
NOTES-
1) 2-ply truss to be connected together with 10d (0.131 "x3")
nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc,
2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered
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, 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
CSI.
DEFL.
in
(loc)
I/deft
Ud
TC 0.20
Vert(LL)
-0.04
6
>999
480
BC 0.46
Vert(TL)
-0.05
5-6
>999
360
WB 0.31
Horz(TL)
0.01
5
n/a
n/a
(Matrix-M)
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 cc 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) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 500 lb
down at 2-10-8 on top chord, and 397 lb down at 1-8-15,
397 lb down at 3-8-15, 397 lb down at 5-8-15, and 397 lb
down at 7-8-15, and 397 lb down at 9-8-15 on bottom
chord. The design/selection of such connection device(s)
is the responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00,
Plate Increase=1.00
Uniform Loads (plf)
Vert: 14=-100, 5-8=-10
Concentrated Loads (lb)
Vert: 2=-500(B) 9=-397(F) 10=-397(F) 11=397(F)
12=-397(F)13=-397(F)
4x6 =
PLATES GRIP
MT20 244/190
Weight: 155 lb FT = 0%
Julius Lee, P.E_ #34869— 1109 Coastal Bay— Boynton Beach, FL 33435
Job
Truss
Truss Type A f
Qty
Ply
59941
FG03
FLOOR
1
A0134344
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:17 2014 Page 1
ID:M8gdRulfexyWoi5_CtkLoayLvGV-BIYUpYDy9krYGvoxcjpjiLX6YeggCaLwtQ W9N RyLds1
4-3-12
4-3-12
1 46 = 2 2x4 11
2x4 11 4x6 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc) I/deft
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.50
Vert(LL)
0.00
4 :"`
480
MT20 244/190
TCDL 10.0
Lumber DOL
1.00
BC 0.01
Vert(fL)
-0.00
34 >999
360
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(TL)
-0.00
3 n/a
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 58 lb FT = 0%
LUMBER -
TOP CHORD 2x6 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x6 SP No.2 *Except*
W2: 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-3-12 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
4 =
790/Mechanical
3 =
790/0-4-0 (min. 0-1-8)
Max Grav
4 =
790(LC 1)
3 =.
790(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-4=-771 /0, 2-3=-771 /0
NOTES-
1) 2-ply truss to be connected together with 10d (0.131'W")
nails as follows:
Top chords connected -as follows: 2x6 - 2 rows staggered 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) Refer to girder(s) for truss to truss connections.
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.
Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00,
Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-2=400(F=-300), 3-4=-10
LOAD CASE(S)
Standard Julius Lee, P-E. #.S4869 — 1109 Coastal Bay — Boynton Beach; FL 33435
Job
Truss
Truss Type r ;
Oty
Ply
59941
FG21
FLOOR
1
A0134345
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:18 2014 Page 1
ID:M8gdRulfexyWoi5_CtkLoayLvGV-fx6sOuEawl zPu3N7ARKyEZ3Gj2npxsT354FiwtyLds:
3-34 6-1-0 8-10-11 11-8-7 14-11-11
3-3-4 2-9-12 2-9-12 2-9-12 3-34
1.5x4 11 3x4=
1 48 = 2 3x4 =
3x4 =
Dead Load Dell. = 1/8 in
48 =
I■�
PEO=-R
.__��
12 13 11 14 15 10 16 17 94x4= 18 65x6= 19
46 11 5x6 = 3x8 =
46 11
3-3-4
6-1-0
8-10-11
11-8-7
14-11-11
3-3-4
2-9-12
2-9-12
2-9-12
3-3-4
Plate Offsets (X Y)--[5:0-1-12,0-1-81,f6:0-3-4,0-2-01,[7:0-3-0,0-1-141.fl1:0-3-0,0-2-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (Icc)
I/deft
. L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC
0.54
Vert(LL)
-0.18 9-10
>974
480
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC
0.99
Vert(TL)
-0.30 9-10
>578
360
BCLL 0.0
Rep Stress Incr NO
WB
0.71
Horz(TL)
0.03 7
n/a
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 171 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.2 'Except'
W1: 2x8 SP No.2, W3: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-1-3 cc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (Ib/size)
12 =
2600/Mechanical
7 =
1637/Mechanical
Max Grav
12 =
2600(LC 1)
7 =
1637(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
1-12=-2130/0, 1-2=-5249/0, 2-3=-7090/0,
3-4=-7090/0, 4-5=-6418/0, 5-6=3694/0,
6-7=-1460/0
BOT CHORD
12-13=0/520, 11-13=0/520, 11-14=0/5249,
14-15=0/5249, 10-15=0/5249, 10-16=0/6418,
16-17=0/6418, 9-17=0/6418, 9-18=0/3694,
8-18=0/3694, 8-19=01291, 7-19=0/291
WEBS
6-8=0/3635, 1-11=0/5052, 5-8=-1328/0,
2-11=-1304/0, 5-9=0/2930, 2-10=0/1980,
4-9=-708/0, 3-1 0=-581/0, 4-10=0/723
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 cc, 2x4 - 1 row at 0-9-0 cc.
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 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) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Refer to girder(s) for truss to truss connections.
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 cc 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) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 483 lb
down at 1-9-4, 402 lb down at 3-9-4, 321 lb down at
5-94, 240 lb down at 7-9-4, 145 lb down at 8-2-5, and
82 lb down at 10-6-0, and 37 lb down at 12-9-12 on
bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00,
Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-4=-210, 4-6=-100, 7-12=-10
Concentrated Loads (Ib)
Vert: 13=-483(F) 14=-402(F) 15=321(F) 16=-240(F)
17=-145(F) 18=-82(F) 19=-37(F)
Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type t
Qry
Ply
59941
FG22
FLOOR
1
2
A0134346
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:18 2014 Page 1
ID:M8gdRulfexyWoi5_CtkLoayLvGV-fx6sOuEawl zPu3N7ARKyEZ31X2oFxpV354FiwtyLds
2-11-8 4-10-1 6 10-5 9-0-1 11-0-6 12-10-14 15-10-6
2-11-8 1-10 8 2-0-5 2-1-12 2-0-5 1-10-8 2-11-8
Dead Load Defl. =1116 in
1.5x4 11 3x4 = 1.5x4 11 1.5x4 11 3x4 = 1.5x4 11 4x10 -
1 4x10= 2 3 4 5 6 7 8
PO-44
14 13 12 11
4x4 11 4x10 = 7x6 = 7x6 =
2-11-8 1 6-10-5 1 8-0-1 , 9-0-1 , 12-10-14
15 10 9
4x10 = 44 11
15-10-6
2-11-8
3-10-13 ' 1-1-12 ' 1-0-0 ' 3-10-13 2-11-8
Plate Offsets (X,Y)--r9:0-2-0,0-1-141,
r10:0-1-12,0-2-41, f11:0-3-0,0-3-41, j12:0-3-0,0-3-41, r13:0-4-12,0-2-41, [14:0-2-0,0-1-61
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.42
Vert(LL) -0.13 11 >999 480
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.90
Vert(TL) -0.20 11 >896 360
BCLL 0.0
Rep Stress Incr NO
WB 0.90
Horz(TL) 0.02 9 n/a n/a
BCDL 5.0
Code FBC201 O/TP12007
(Matrix-M)
Weight: 172 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2 *Except*
132: 2x4 SP No.2
WEBS 2x4 SP No.3 *Except*
W1: 2x8 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-8-1 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. Qb/size)
14 = 1094/Mechanical
9 = 1804/Mechanical
Max Grav
14 = 1094(LC 1)
9 = 1804(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-14=-930/0, 1-2=-2042/0, 2-3=2042/0,
3-4=-4125/0, 4-5=-4181/0, 5-6=-4188/0,
6-7=-3788/0, 7-8=-3788/0, 8-9=-1683/0
BOT CHORD
12-13=0/3211, 11-12=0/4181, 11-15=0/4310,
10-15=0/4339, 9-10=0/292
WEBS
4-12=-491/0,1-13=0/1991, 8-10=0/3790,
3-13=-136110, 3-12=0/1309, 6-11=-446/48,
6-10=-610/0
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 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows
staggered at 0-7-0 oc, 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 3-10d (0.131"
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 1219
lb down at 12-4-8 on bottom chord. The design/selection
of such connection device(s) is the responsibility of
others.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00,
Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-8=-100, 9-14=-10
Concentrated Loads (lb)
Vert: 16=1219(F)
Julius Lee, P-E. ii34869— 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type t
Qty
Ply
59941
FG23
FLOOR
1
2
A0134347
Job Reference o tional
Al ROOF.TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:19 2014 Page 1
ID:M8gdRulfexyWoi5_CtkLoayLvGV-78gEEEFChL5GWDyJj8rBnmcW9SI WgNRDKk?GSKyLdsv
2-10-7 5-8-15
2-10-7 2-10-8
1.5x4 II
1 3x6 =
3x6 =
W1
W2
Ll
W3
W2
W1
6
3x4 11
0-7
5
3x6 =
2-10-8
3x4 =
Plate Offsets (X Y)--(1:0-2-4
0-1-81 I3:0-2-4,0-1-81,f4:0-1-14 0-1-81,I5:0-3-0 0-1-81 f6:0-2-0 0-1-141
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc)- I/deft Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.24
Vert(LL) -0.02 5 >999 480
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.32
Vert(TL) -0.03 5 >999. 360
BCLL 0.0
Rep Stress Incr NO
WB 0.47
Horz(TL) -0.00 4 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 69 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 `Except'
Wl: 2x8 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-8-15 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (lb/size)
6 =
1441/Mechanical
4 =
1231/Mechanical
Max Grav
6 =
1441(LC 1)
4 =
1231(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-6=-1038/0, 1-2=-1829/0, 2-7=-1829/0,
3-7=-1829/0, 3-4=-924/0
WEBS
3-5=0/1994, 1-5=0/1994, 2-5=-545/0
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 cc, 2x4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 cc.
Webs connected as follows: 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) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Refer to girder(s) for truss to truss connections.
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) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 753 lb
down at 1-5-5, and 690 lb down at 3-9-0, and 256 lb
down at 4-0-4 on bottom chord. The design/selection of
such connection device(s) is the responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00,
Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-7=-210, 3-7=-100, 4-6=-10
Concentrated Loads (lb)
Vert: 8=-753(B) 9=-946(F=-256, B=-690)
Julius Lee, P.E. #34869— 1109 Coastal Bay— Boynton Beach, FL 33435
Job
Truss
Truss Type I
Qty
Ply
59941
FG24
FLOOR
1
J
A0134348
b Reference o tional
Al KUUt- IKUbbtb, rUKI MtKUt, rL;4y40
2-7-4
2-7-4
1 3x8 =
W1
2x4 II
iF
2-3-8
1.5x4 11 3x4 =
2 3
T1
Ll
VV3 W2 W3
B1
9 7 10
4x10 =
/.tiUU S UCI :i LU14 MI I eK
/cis tkLoayLvGV-78gEE
7-6-0
2-7-4
6 11
46 =
V✓2
Inc. Fri Nov 07 09:12:19 2014 Page 1
3x8 =
4
iW
2x4 11
Plate Offsets X --
1:0-3-0 0-1-8 4:0-3-8 0-1-8 6:0-2-8 0-2-0 :04-0 0-2-0
LOADING(psf)
SPACING- 2-0-0
CS1.
DEFL. in ([cc) I/de
I Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.27
Vert(LL) -0.04 6-7 >99
480
MT20 244/190
TCDL 10.0
- Lumber DOL 1.00
BC 0.63
Vert(TL) -0.06 6-7 >99
360
BCLL 0.0
Rep Stress Incr NO
WB 0.88
Horz( L) 0.00 5 n/
n/a
BCDL 5.0
Code FBC2010/TPI2007
' (Matrix-M)
Weight: 88 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No.2
5) Recommend 2x6 strongbacks, on edge, spaced at
WEBS 2x4 SP No.3 `Except'
10-0-0 cc and fastened to each truss with 3-10d (0.131"
W1: 2x6 SP No.2
X 3") nails. Strongbacks to be attached to walls at their
BRACING-
outer ends or restrained by other means.
TOP CHORD
6) Hanger(s) or other connection device(s) shall be
Structural wood sheathing directly applied or 6-0-0 cc
St
provided sufficient to support concentrated load(s) 1804
rlins, except end verticals.
lb down at 7-3-4, 837 lb down at 1-10-4, and 837 lb
BOT CHORD
down at `3-4-4, and 837 lb down at 5-4-4 on bottom
Rigid ceiling directly applied or 10-0-0 cc bracing.
chord. The design/selection of such connection devices
is the responsibility of others.
REACTIONS. (lb/size)
8 = 2112/0-4-0 (min. 0-1-8)
LOAD CASE(S)
5 = 3753/0-4-0 (min. 0-2-3)
Standard
Max Grav
8 = 2112(LC 1)
1) Dead + Floor Live (balanced): Lumber Increase=1.00,
5 = 3753(LC 1)
Plate Increase=1.00
Uniform Loads (plf)
FORCES. (lb)
Vert: 14=-210, 5-8=-10
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
Concentrated Loads (lb)
Vert: 5=-1804(F) 9=837(F) 10=-837(F) 11=-837(F)
when shown.
TOP CHORD
1-8=-1807/0, 1-2=-3335/O, 2-3=3335/0,
3-4=-3230/0, 4-5=-1747/0
BOT CHORD
7-10=0/3230, 6-10=0/3230
WEBS
4-6=0/3568, 1-7=0/3684, 3-6=-571/0,
2-7=-486/0
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3")
nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at
0-9-0 cc, 2x4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows
staggered at 0-9-0 cc.
Webs connected as follows: 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) Plates checked for a plus or minus 0 degree rotation
about its center.
4) "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 — 11O91Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type t }
Qty
Ply
A0134349
59941
FG25
FLOOR
1
1
Job Reference o donal
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:20 2014 Page 1
ID:M BgdRulfexy Wo i5_CtkLoayLvGV-bKEdRa FgSfD77 NXVHsM QJ_gdNsiN PX5MZO kp_myLdsi
2-10-8
2-10-8 1.5x4 11
1 3x6 = 2
4
1'.5x4 11
3
3x6 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc) I/defl
Ud
TCLL 40.0
Plate Grip DOL
1.00
TC 0.47
Vert(LL)
0.00
4 ****
480
TCDL 10.0
Lumber DOL
1.00
BC 0.02
Vert(fL)
-0.00
3-4 >999
360
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(TL)
-0.00
3 n/a
n/a
BCDL 6.0
Code FBC2010/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x6 SP No.2 *Except*
W2: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-10-8 oc
purlins, except end verticals.
BOT'CHORD
Rigid ceiling direcfly 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 =
266/Mechanical
3 =
266/Mechanical
Max Grav
4 =
266(LC 1)
3 =
266(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-4=-254/0, 2-3=-254/0
NOTES-
1) Plates checked for a plus or minus 0 degree rotation
about its center.
2) Refer to girder(s) for truss to truss connections.
3) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
4) Recommend 2x6 stongbacks, 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: 1-2=-210, 3-4=-10
ALT 24" STRAP
4-10DX1.5"
EACH END
PLATES GRIP
MT20 244/190
Weight: 16 lb FT = 0%
Julius Lee, P_E. #34869— 1109 Coastal Bay — Boynton Beach. FL 33435
Job
Truss
Truss Type 1
Qty
Ply
A0134350
59941
FL01
FLOOR
7
1
J b
Reference o Gonal
Al KUUF I KUbbtb, NJK I VItKL:t, rL 44W40
0-3-8
Hi 2-6-0
1� ", rill R`:NO
22 21 20
4x8 = 3x6 FP=
LOADING(psf)
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00.
TCDL
10.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC201 O/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.2(flat)
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.
REACTIONS. (Ib/size)
1 = 1068/0-3-0 (min. 0-1-8)
13 = 1068/0-3-0 (min. 0-1-8)
Max Gray
1 = 1068(LC 1)
13 = 1068(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1614/0, 2-3=-1609/0, 3-4=1609/0,
4-5=-3252/0, 5-6=-3252/0, 6-7=-3334/0,
7-8=-3252/0, 8-9=-3252/0, 9-10=-3252/0,
10-11 =-1 609/0, 11-12=-1609/0,
12-13=-1614/0
BOT CHORD
20-21=0/2658, 19-20=0/2658, 18-19=0/3334,
17-18=0/3334, 16-17=0/3334,
15-16=0/2658
WEBS
1-21=0/1847, 4-21 =-1 224/0, 4-19=0/693,
5-19=-270/101, 6-19=-571/250,
13-15=0/1847, 10-15=-1224/0, 10-16=0/693,
8-16=-270/101,7-16=-571/250
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are 1.5x4 MT20 unless otherwise indicated.
3) The solid section of the plate is required to be placed
over the splice line at joint(s) 20. -
4) Plates) atjoint(s) 22, 14, 1, 9, 2, 12, 13, 18, 6, 17, 7, 21,
3, 4, 19, 5, 15, 11, 10, 16 and 8 checked for a plus or minus
0 degree rotation about its center.
5) Plate(s) at joint(s) 20 checked for a plus or minus 5
degree rotation about its center.
6) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
7.6001 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:20 2014 Page 1
o� o e 41 I oH8
Dead Load Defl. = 1/8 in
3x3 =
3x3
= 3x3 =
3 6
FP-
3x3 = 5x6 =
5
6
7
8
9
10
11
12 13
19 18
17 16
15
14
3x6 =
3x6 =
4x8 =
19-10-0
2 - -8
19-6-8
3 8
CSI.
DEFL.
in (loc)
Ilde
L/d
PLATES
GRIP
TC 0.61
Vert(LL)-0.2117-18
>99
480
MT20
2441190
BC 0.71
Vert(TL)-0.3417-18
>68
360
WB 0.52
Horz(TL) -0.07 13
n/
n/a
(Matrix)
Weight: 110 lb FT = 0%F, 0%E
7) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0oc 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.
8) 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. 4434869- 110,
ilCoastal Bay - Boynton Beach, FL 33435
Job
Truss
Truss Type t }
Qty
Ply
A0134351
59941
FL02
FLOOR
1
1
Jab Reference (optional)
Al KUUF i KUSStS, F-UX I NItFiGt, hL 3484ti
0-3-8
H , 2-6-0
5x6 = 3x3 = 1.5x4 11
7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:21 2014 Page 1
ID:M8gdRulfexyWoi5_CtkLoayLvGV-3Wo?fwGSDyM_IW6irZtfsBh khG�p�vg8lm Wo2UMXCyLdst
2' 2�� '2-0-0 ' 2-1-1 5 r-1
Dead Load Defl. = 1/8 in
1.5x4 II
34 = 1.5x4 11 1.5x4 11 3x3 = 3x6 FP= 3x3 = 5x6 —
18 17 16 .15 14 13 12
1.5x4 11 3x8 = 3x6 FP-- 3x3 = 3x3 = 3x8 = 1.5x4 11
LOADING(psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC20101TP12007
CSI.
TC 0.75
BC 0.90
WB 0.45
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.2(flat)
LOAD CASE(S)
BRACING-
Standard
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 932/0-3-0 (min. 0-1-8)
11 = 932/0-6-0 (min. 0-1-8)
Max Grav
1 = 932(LC 1)
11 = 932(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1386/0, 2-3=-1382/0, 3-4=1382/0,
4-5=-2548/0, 5-6=-2548/0, 6-7=2548/0,
7-8=-1382/0, 8-9=-1382/0, 9-1 0=-1 382/0,
10-11=-1386/0 .
BOT CHORD
16-17=0/2195, 15-16=0/2195, 14-15=0/2548,
13-14=012195
WEBS
1-17=0/1586, 11-13=0/1586, 4-17=-949/0,
7-13=-949/0, 4-15=0/639, 7-14=0/639,
5-15=-264/0, 6-14=-264/0
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) "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.
DEFL. in (loc) I/deft L/d
Vert(LL)-0.2415-17 >852 480
Vert(TL)-0.3515-17 >589 360
Horz(TL) -0.05 11 n/a n/a
pis
PLATES GRIP
MT20 244/190
Weight: 94 lb FT = 0%F, 0%E
Julius Lee, P.E_ #34869— 1109 Coastal Bay— Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
A0134352
59941
FL03.
FLOOR
1
1
J b Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 Is Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:21 2014 Page 1
-�
ID:M8gdRulfexyWoi5 CtkLoayLvGV-3Wo?fwGSDyM_IW6irZifsBhnEGvn8J?Wo2UMXCyLdst
0-3-8
2-6-0 PL-1 2-0-0 i P---i
1.5x4 II 1.5x4 II
4x6 11 3x3 = 1.5x4 11
3x4 11 3x4 11
1.5x4 11
3x3 = 4x6 11
1 2 3
4 5 6 7
8
9 10
11
16 15
14 13
12
1.5x4 11 3x6 =
3x4 11 3x4 11
3x6 =
1.5x4 11
3
13-10-13 14-5-
-31
13-7-5 0-6-8
Plate Offsets X Y --
1:0-3-0 Ede 10:0-3-0 Ede 12:0-2-0 Ede 15:0-2-8 Ed e
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/dL/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.52
Vert(LL)-0.0914-15 >99�9" 480
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.52
Vert(TL)-0.1214-15 >99) 360
BCLL 0.0
Rep Stress Incr YES
WB 0.34
Horz(TL) -0.02 10 n n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 80 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.2(flat)
BRACING -
TOP CHORD
Structural woad sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 742/0-3-0 (min. 0-1-8)
10 = 742/0-6-0 (min. 0-1-8)
Max Gray
1 = 742(LC 1)
10 = 742(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1060/0, 2-3=-1056/0, 3-4=1056/0,
4-5=-1600/0, 5-6=-1600/0, 6-7=1600/0,
7-8=-1056/0, 8-9=-1056/0, 9-10=-1060/0
BOT CHORD
14-15=0/1559, 13-14=0/1600, 12-13=0/1559
WEBS
1-15=0/1212, 3-15=-262/0, 10-12=0/1212,
8-12=-263/0, 4-15=-587/0, 7-12=-587/0,
4-14=-138/463, 7-13=-138/463,
5-14=-376/115, 6-13=-376/115
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 Lee, P.E. #34869 — 110 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type t
Qry
Ply
A0134353
59941
FL04
FLOOR
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:22 2014 Page 1
I D:M8 gd Rulfexy Woi 5_CtkLoayLvGV-YiM N sGH5_G UrN ghu P GOu PP E?hfH3tnxt0iDw3eyLd=_
0-3-8
I —I 2-6-0 26 ' 2-Q-0 2-6 0-6-8�
46 11 3x3 = 1.5x4 11 3x3 = 1.5x4 11 3x3 = 4x6 11
1 2 3 4 5 3x3 = 6 7 8
.2
U ?
14 13 12 11 10 9
1.5x4 11 3x6 = 1.5x4 11 1.5x4 11 3x6 = 1.5x4 11
LOADING(psf)
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
10.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2010/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.2(flat)
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.
REACTIONS. (lb/size)
1 = 551/0-3-0 (min. 0-1-8)
8 = 551/0-6-0 (min. 0-1-8)
Max Grav
1 = 551(LC 1)
8 = 551(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-725/0, 2-3=-720/0, 3-4=-720/0,
4-5=-872/0, 5-6=-721 /0, 6-7=-721 /0,
7-8=-725/0
BOT CHORD
12-13=0/872, 11-12=0/872, 10-11=0/872
WEBS
1-1 3=0/827, 8-1 0=01827, 4-13=-361 /0,
5-10=-361 /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) "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
CSI.
DEFL.
in (loc)
I/deft
Ud
TC 0.35
Vert(LL)
-0.0412-13
>999
480
BC 0.39
Vert(TL)
-0.05 12
>999
360
WB 0.23
Horz(TL)
-0.01 8
n/a
n/a
(Matrix)
PLATES GRIP
MT20 244/190
Weight: 63 lb FT = 0%F, 0%E
0
Julius Lee, P_E_ #34869— 1109. Coastal Bay— Boynton Beach, FL 33435
Job
Truss
Truss Type 1,
Qty
Ply
59941
FL05
FLOOR
1
1
Ub
A0134354
Reference (optional)
Al KUUr I KU55t6, FUK I rltKUl=, rL J4V4b
10
1.5x4 II
7.600 is Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:22 2014 Page 1
yWoi CtkLoayLvGV-YiMNsGH5_GUrNghuPGOuPPE_FfKDtoaf0iDw3eyLds
2-6-0 , 1-2-3 ,
3x3 = 1.5x4 11 1.5x4 11
2 3 4 5
3x3 =
9 8
3x3 =
1 0-��
3x3 = 3x6 11
6
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/d
fl Ud
TCLL 40.0
Plate Grip DOL
1.0a
TC 0.44
Vert(LL)
-0.03
7-8
>9
9 480
TCDL 10.0
Lumber DOL
1.00
BC 0.25
Vert(TL)
-0.04
7-8
>9
9 360
BCLL 0.0
Rep Stress Incr
YES
WB 0.13
Horz(TL)
-0.00
6
n
a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.2(flat)
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.
REACTIONS. (Ib/size)
1 = 361/0-3-0 (min. 0-1-8)
6 = 361/0-6-0 (min. 0-1-8)
Max Grav
1 = 361(LC 1)
6 = 361(LC 1)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-403/0, 2-3=-398/0, 3-4=-398/0,
4-5=-398/0, 5-6=-403/0
BOT CHORD
8-9=0/398
WEBS
6-8=0/457, 1-9=0/457
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 0.500in.
LOAD CASE(S)
Standard
7
1.5x4 II
PLATES GRIP
MT20 244/190
Weight: 43 lb FT = 0%F, 0%E
Julius Lee, P.E. #34869— 110!p Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type s
Qty
Ply
A0134355
59941
FL
FLOOR
1
1
Job Reference (optional)
Al ROOF I-RUSSt5, FUR I NItKGt, FL 34y4ti
0-3-8 3x611 3x611
�_� , 1-5-1 2
7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07.09:12:22 2014 Page 1
ID:M8gdRulfexyWoi5_CtkLoayLvGV-YiMNsGH5_GUrNghu PGOuPPE4UfN?tgxfOiDw3eyLds
3x6 II
3 ,
1.5x4 11 3x6 = 1.5x4 11
0-3F8, 1-10-1 51r11r9 __ 3-e2 4 4-0-10
0-3-8
1-6-9 -
0-1-b
1-6-9
10-6-8 '
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL,
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.04
Vert(LL)
-0.00 5
>999
480
MT20 244/190
TCDL 10.0
Lumber DOL
1.00
BC 0.01
Vert(TL)
-0.00 5
>999
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.04
Horz(TL)
-0.00 3
n/a
n/a
BCDL 5.0
Code FBC201 O/TP12007
(Matrix)
Weight: 28 lb FT = O%F, O%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.2(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-0-10 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 170/0-3-0 (min.0-1-8)
3 = 170/0-6-0 (min.0-1-8)
Max Grav
1 = 170(LC 1)
3 = 170(LC 1)
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) "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.
LOAD CASE(S)
Standard
Julius Lee, P_E_ #34869— 1109 Coastal Bay— Boynton Beach, FL 33435
Job
Truss
Truss Type Y
Qty
Ply
59941
FL07
FLOOR
6
1
A0134356
Job
Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.60 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:23 2014 Page 1
ID:M8gdRulfexy of5_CtkLoayLvGV-0vwl4cljlaci_gG4y_w7xcn8Z3egcFNoFMzTb5yLds:
0-3-8
�i , 2-6-0 2-0-0 5 2-5-10
3x6 11 3x3 = 1.5x4 11 3x3 11
1 2 3 4 3x3 5
9 8 7 6
1.5x4 11 3x3 = 1.5x4 11
3x6 =
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) 1/d A L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.47
Vert(LL) -0.05 6-7 >9 39 480
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.36
Vert(TL) -0.06 6-7 >9 39 360
BCLL 0.0
Rep Stress Incr YES
WB 0.16
Horz(TL) 0.02 6 r /a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 44 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.2(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size)
6 = 407/Mechanical
1 = 407/0-3-0 (min. 0-1-8)
Max Grav
6 = 407(LC 1)
1 = 407(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-491/0, 2-3=-486/0, 3-4=-486/0
BOT CHORD
7-8=0/486, 6-7=0/486
WEBS
1-8=0/558, 4-6=-562/0
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 stongbacks, 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.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869— 1101) Coastal Bay— Boynton Beach, FL 33435
Job
Truss
Truss Type i
Qty
Ply
59941
FL21 G
FLOOR
1
2
A0134357
Job Reference o tiorial
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:23 2014 Page 1
I D: M8gd Rulfexy Wo i5_CtkLoayLvG V-0vwl4cljlaci_gG4y_w7xcn9m3ZFc2PoFMzTb5yLds.,
0-3-8
2-6-0 I0 9�1' 0 fad oH8
Dead Load Dell. = 1/8 in
5x6 = 3x6 11 1.5x4 11 1.5x4 11 3x6 FP= 3x6 11 5x6 —
II uu ,. I I Rod /. /...\ III Ayli:/
I1 uu�����roo� \ I� I I �I� I 1
22 21 20 19 18 17 16 15 14
1.5x4 11 3x6 = 3x6 FP= 3x6 =1.5x4 11 1.5x4 11 3x6 = 4x8 = 1.5x4 11
Or3T8 19-10-0 2q-1-8
rL4_A 1 as. -A n-3-R
Ici
Plate Offsets (X Y)—f1:0-1-8
Edge], f13:0-1-8 Edge], [15:0-2-12,Edge], f21:0-2-8
Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.39
Vert(LL) -0.18 17 >999 480
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.65
Vert(TL) -0.28 17 >845 360
BCLL 0.0
Rep Stress Incr NO
WB 0.99
Horz(TL) -0.04 13 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 234 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP M 30(flat) *Except*
T1: 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
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.
REACTIONS. (lb/size)
1 = 1214/0-3-0 (min. 0-1-8)
13 = 2430/0-3-0 (min.0-1-8)
Max Grav
1 = 1214(LC 1)
13 = 2430(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-2179/0, 2-3=-2184/0, 3-4=-2179/0,
4-5=-4460/0, 5-6=-4460/0, 6-7=4766/0,
7-8=-4903/0, 8-9=-4903/0, 9-10=4903/0,
10-1 1=-3710/0,11-23=-371110,
12-23=-3728/0, 12-13=3710/0
BOT,CHORD
20-21=0/3517, 19-20=0/3517, 18-19=0/4766,
17-18=014766, 16-17=0/4766,
15-16=0/4473
WEBS
6-18=-131/330, 7-17=-343/119,
2-21=-325/0, 4-21=-1518/0, 4-19=0/1071,
5-19=-268/209, 6-19=-989/157,
1-21=0/2436, 12-15=-1407/0, 10-15=-866/0,
10-16=0/640, 8-16=-405/75,
7-16=-474/675, 13-15=0/4148
NOTES-
1) Fasten trusses together to act as a single unit as per
standard industry detail, or loads are to be evenly applied to
all plies.
2) Unbalanced floor live loads have been considered for
this design.
3) All plates are 3x3 MT20 unless otherwise indicated.
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
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 0.500in.
8) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead +.Floor Live (balanced): Lumber Increase=1.00,
Plate Increase=1.00
Uniform Loads (plf)
Vert: 14-22=10, 1-23=100, 13-23=-500(F=-400)
Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type %
Qty
Ply
59941
FL22
Floor
g
1
lob
A0134358
Reference (optional)
Al ROOF I RUSSES, FOR I PILRUE, FL 34946
0-3-8
H 2H-60
k
22 21 20
48 = 3x6 FP=
LOADING(psf)
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
10.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2010lrP12007
LUMBER -
TOP CHORD 2x4 SP M 30(flat) *Except*
Ti: 2x4 SP No.2(flat)
SOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directy applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 1068/0-3-0 (min. 0-1-8)
13 = 1068/0-3-0 (min. 0-1-8)
Max Grav
1 = 1068(LC 1)
13 = 1068(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1806/0, 2-3=-1802/01' 34=1802/0,
4-5=-3645/0, 5-6=-3645/0, 6-7=3735/0,
7-8=-3645/0, 8-9=-3645/0, 9-10=-3645/0,
10-11=-1802/0, 11-12=-1802/0,
12-13=-1806/0
BOT CHORD
20-21=0/2978, 19-20=0/2978, 18-19=0/3735,
17-18=0/3735, 16-17=0/3735,
15-16=0/2978
WEBS
1-21=0/2014, 4-21 =- 1335/0, 4-19=01756,
5-19=-280/111, 6-19=-589/258,
13-15=0/2014, 10-1 5=-1 335/0, 10-16=0/756,
8-16=-280/111, 7-16=-589/258
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) All plates are 1.5x4 MT20 unless otherwise indicated.
3) The solid section of the plate is required to be placed
over the splice line at joint(s) 20.
4) Plate(s) at joint(s) 22, 14, 1, 9, 2, 12, 13, 18, 6, 17, 7, 21,
3, 4, 19, 5, 15, 11, 10, 16 and 8 checked for a plus or minus
0 degree rotation about its center.
5) Plate(s) at joint(s) 20 checked for a plus or minus 5
degree rotation about its center.
6) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
/.6UU S UCt 3 ZU14 MI I eK
3x4 =
3x3 = 3x3 = x6 FP--
5 6 7 8 1 9 10
19 18 17 16
3x6 = 3x6 =
Inc. Fri Nov 07 09:12:24 2014 Page 1
_r HWhRMUgJL1Tu9LW5yUOi17XyLds1
oH8
Dead Load Defl. = 1 /8 in
3x3 = 5x6 =
12 13
15 14
48 =
19-6-8
-318
Ede 21:0-3-12 Ed e
CSI.
DEFL. in (loc) Ik efl
L/d
PLATES GRIP
TC 0.36
Vert(LL)-0.2517-18 > 46
480
MT20 244/190
BC 0.74
Vert(TL)-0.3917-18 > 00
360
WB 0.96
Horz(TL) -0.07 13 1 /a
n/a
(Matrix)
Weight: 107 lb FT = O%F, 0%E
7) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od (0.13 "
X 3") nails. Strongbacks to be attached to walls at thei
outer ends or restrained by other means.
8) 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 - 111J9 Coastal Bay - Boynton Beach, FL 33435
Job
Job
Truss
Truss Type s
Qty
Ply
A0134359
FL23
Floor
1
1
Job Reference (optional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:24 2014 Page 1
ID:M8gdRulfexyWoi5_CtkLoayLvGV-U5U7HyJLWtkZc_rHWhRMUgJEITsLLXEyUOi 17XyLdsi
0-6-8
H' 2-6-0�'��4i 118
Dead Load Defl. = 1/8 in
5x6 = 3x3 = 1.5x4 11 3x4 = 1.5x4 11 3x3 =1.5x4 11 3x6 FP= 3x3 = 1.5x4 11 3x3 = 5x6 =
9 q d e R 7 R 9 10 11 12
20 19 18 17 16 15 14 13
1.5x4 11 48 = 3x6 FP= 3x4 = 1.5x4 11 3x6 = 48 = 1.5x4 11
LOADING(psf)
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
10.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2010/TPI2007
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat) *Except*
B2: 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-2-3 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 996/0-6-0 (min. 0-1-8)
12 = 996/0-3-0 (min. 0-1-8)
Max Gray
1 = 996(LC 1)
12 = 996(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1667/0, 2-3=-1662/0, 3-4=1662/0,
4-5=-3223/0, 5-6=-3223/0, 6-7=3244/0,
7-8=-3244/0, 8-9=-3244/0, 9-10=-1664/0,
10-11 =-1 664/0, 11-12=-1669/0
BOT CHORD
18-19=0/2700, 17-18=0/2700, 16-17=0/3223,
15-16=0/3223, 14-15=0/2707
WEBS
5-17=-279/0, 6-16=-255/114, 1-19=0/1859,
4-19=-1177/0,4-17=0(796,12-14=0/1861,
9-14=-1183/0, 9-15=0/610, 7-15=-317/85,
6-15=-465/410
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) The solid section of the plate is required to be placed
over the splice line at joint(s) 18.
3) Plate(s) at joint(s) 20, 13, 1, 8, 2, 11, 12, 17, 5, 16, 6, 19,
3, 4, 14, 10, 9, 15 and 7 checked for a plus, or minus 0
degree rotation about its center.
4) Plate(s) at joint(s) 18 checked for a plus or minus 5
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.
CSI.
DEFL.
in (loc)
I/deft
TC 0.79
Vert(LL)
-0.2415-16
>915
BC 0.85
Vert(fL)
-0.3615-16
>600
WB 0.89
Horz(TL)
-0.07 12
n/a
(Matrix)
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 0.500in.
LOAD CASE(S)
Standard
19-0,12
Ud PLATES GRIP
480 MT20 244/190
360
n/a
Weight: 100 Ib FT = 0%F, 0%E
Julius Lee, P.E_ #34869- 1109 Coastal Bay - Boynton Beach, FL 33435
Job
Truss
Truss Type 4
Qty
Ply
59941
FL24
Floor
1
1
A0134360
�1.b
Reference o tional
Hl KUUr I KUOOLO, rUK I VICKUC, rL d4`J40
0-6-8
[ I I 2-6-0
5x6 = 3x3 = 1.5x4 11
1 2 3
16 15
1.5x4 II 3x8=
i 1-0-1� 1 2-0-0 i 1-0-1�
3x3 = 1.5x4 11
4 5
LOADING(psf)
SPACING- 2-0-0
CSI.
TCLL 40.0
Plate Grip DOL 1.00
TC 0.60
TCDL 10.0
Lumber DOL 1.00
BC 0.67
BCLL 0.0
Rep Stress Incr YES
WB 0.69
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
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.
REACTIONS. (lb/size)
1 = 805/0-6-0 (min.0-1-8)
10 = 805/0-3-0 (min. 0-1-8)
Max Grav
1 = 805(LC 1)
10 = 805(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1309/0, 2-3=-1305/0, 3-4=1305/0,
4-5=-2116/0, 5-6=-2116/0, 6-7=2116/0,
7-8=-1305/0, 8-9=-1305/0, 9-10=-1309/0
BOT CHORD
14-15=0/1979, 13-14=0/2116, 12-13=0/1979
WEBS
1-15=0/1459, 3-15=-255/0, 10-12=0/1459,
8-12=-255/0, 4-15=-765/0, 7-12=-765/0,
4-14=-31/465,7-13=-31/465, 5-14=-291/4,
6-13=-291 /4
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 0.500in.
LOAD CASE(S)
Standard
14
3x3 =
7.609 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:25 2014 Page 1
Woi_CtkLoayLvGV-yH1WU]JzGBsQE8QT4Pyb01sR2tFQ41U5igSagzyLdsc
1.5x4 11 3x3 =
6 7
13
3x3 =
1.5x4 11 3x3 = 5x6 =
8 9 10
12 11
3x8 = 1.5x4 11
DEFL. in (loc) 1/
efl Ud
PLATES GRIP
Vert(LL)-0.1412-13 >
99 480
MT20 244/190
Vert(TL)-0.2012-13 >
76 360
Horz(TL) -0.03 10
/a n/a
Weight: 82 lb FT = 0%F, 0%E
Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 3343S
Job
Truss
Truss Type v
Qty
Ply
A0134361
59941
FL25
Floor
1
1
Jab Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2614 MiTek Industries, Inc. -Fri Nov 07 09:12:25 2014 Page 1
ID:M8gdRulfexyWoi5_CtkLoayLvGV-yH1 WUIJzGBsQE8QT4Pyb01sU8tHu44b5igSagzyLdsc
0-6-8
2-6-0 1-9=5 2-0-0 1-9-5 T -
11
4x6 11 3x3 = 1.5x4 11 3x3 = 1.5x4 11 3x3 = 4x6 11
1 2 3 4 53x3 = 6 7 8
14 13 12 11 10 9
1.5x4 11 3x6 = 1.5x4 11 1.5x4 11 3x6 = 1.5x4 11
LOADING(psf)
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
10.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2010/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 615/0-6-0 (min. 0-1-8)
8 = 615/0-3-0 (min. 0-1-8)
Max Grav
1 = 615(LC 1)
8 = 615(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-934/0, 2-3=-930/0, 3-4=-930/0,
4-5=-1225/0, 5-6=-930/0, 6-7=-930/0,
7-8=-934/0
BOT CHORD
12-13=0/1225, 11-12=0/1225, 10-11=0/1225
WEBS
1-13=0/1040, 3-13=258/10, 8-10=0/1039,
6-10=-258/10, 4-13=-480/0, 5-10=-480/0
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) "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 cc 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
tv
I
CSI.
DEFL. in (loc)
I/deft
L/d
TC 0.40
Vert(LL)-0.0710-11
>999
480
BC 0.51
Vert(TL)-0.0910-11
>999
360
WB 0.50
Horz(TL) -0.01 8
n/a
n/a
(Matrix)
PLATES GRIP
MT20 244/190
Weight: 65 lb FT = 0%F1 0%E
Julius Lee, P-E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435
Jab
Truss
Truss Type a
Qty
Ply
59941
FL26
Floor
1
1
A0134362
ob Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.60 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:25 2014 Page 1
ID:M8gdRulfexyWoi CtkLoayLvGV-yH1WUIJzGBsQE8QT4Pyb01sUBtKE47Y5igSagzyLdsi
0-6-8
i 2-6-0 2-4-1 P:34
4x6 11 3x3 = 1.5x4 11 1.5x4 11 3x3 = 46 11
1 2 3 4 5 6
oS
10 9 8 3x3 — 7
1.5x4 11 3x3 = 1.5x4 11
0-6-8 8-4-9 -8-
0-6-8 7-10-1 -3-
LOADING(psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC2010/TP12007
CSI.
TC 0.40
BC 0.36
WB 0.31
(Matrix)
DEFL. in (loc) Ik
Vert(LL) -0.05 7-8 >
Vert(TL) -0.06 9-10 ->
Horz(TL) -0.00 6
efl Ud
99 480
99 360
/a n/a
PLATES GRIP
MT20 244/190
Weight: 45 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
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.
REACTIONS. (lb/size)
1 = 424/0-6-0 (min. 0-1-8)
6 = 424/0-3-0 (min. 0-1-8)
Max Grav
1 = 424(LC 1)
6 = 424(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-581/0, 2-3=-576/0, 3-4=-576/0,
4-5=-576/0, 5-6=-581/0
BOT CHORD
8-9=0/576
WEBS
1-9=0/644, 3-9=-261/0, 6-8=0/644,
4-8=-261/0
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) "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 cc 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— 11p9 Coastal' Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type +
Qty
Ply
A0134363
59941
FL27
Floor
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc._ Fri Nov 07 09:12:26 2014 Page 1
ID:M8gdRulfexyWoi5_CtkLoayLvGV-QUbuidKblV Hrl_fe6TgZFPknHllpdbFxKB7CQyLdsp
0-6-8
2-0-0 , 0-3-8
3x6 11 3x6 11 3x6 I I
1 2 3
3x6 =
6 5 4
1.5x4 II 1.5x4 II
LOADING(psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC2010/TPI2007
CSI.
TC 0.09
BC 0.02
VC 0.13
(Matrix)
DEFL. in (loc) I/deft Ud
Vert(LL) -0.00 5 >999 480
Vert(TL) -0.00 5-6 >999 360
Horz(TL) -0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 34 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-2-8 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 23410-6-0 (min. 0-1-8)
3 = 234/0-3-0 (min. 0-1-8)
Max Grav
1 = 234(LC 1)
3 = 234(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
3-5=0/269, 1-5=0/269, 2-5=-257/0
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 3-10d (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.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869— 1109 Coastal Bay —Boynton Beach, FL 33435
Job .
Truss
Truss Type
Qty
Ply
A0134364
59941
FL28
Floor -
1
1
ob Reference (optional)
Al ROOF IRUSStS, FOR HIERUE, FL 34946
ID:M8gd
0-6-8 3x611 3x611
7.60 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:26 2014 Page 1
KyW i5_CtkLoayLvGV-QUbuidKbiV_Hri_fe6TgZFPIQH13peaFxKB7CQyLdsf
1 , 2 ' 00� f 035�
3x3 = 1.5x4 11
0-6-8 5 ^1-5-71 4 1^8^i5i
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL.
in (loc) 1/1efl
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC 0.05
Vert(LL)
-0.00 5 >
99
480
TCDL 10.0
Lumber DOL
1.00
BC 0.00
Vert(TL)
-0.00 5 >
99
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
/a
n/a
BCDL 5.0
Code FBC2010frPI2007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-8-15 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 72/0-6-0 (min. 0-1-8)
3 = 75/0-3-0 (min.0-1-8)
Max Grav
1 = 72(LC 1)
3 = 75(LC 1)
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) "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 3-10d (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.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 0%F, 0%E
Julius Lee, P.E. #34869— 1>,09 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type +
A0134365
FL29
Floor
F
759941 1
Job Reference (optional)
Al KUUt- IKU66t6, t-UKI YItKUt, rL J4`J40
0-3-8
H 2-6-0
7.600 s Oct 32014 MiTek Industries, Inc. FriNov 07 09:12:27 2014 Pagel
I D: M8gdRu Ifexy Woi5_CtkLoayLvGV-u g9 GvzLDoo 68TRZsBq_36Sxn VgtfYwJOA_xh ksyLdst
1I-5 2-0-0 4-
Dead Load Defl. = 1/16 in
5x6 = 3x3 = 1.5x4 11 3x3 = 1.5x4 11 3x3 = 1.5x4 11 3x4 = 3x3 11
1 2 3 4 5 6 7 8 9
15 14 13 12 11 10
1.5x4 11 3x8 = 3x3 = 1.5x4 11 3x6 = 3x6 =
3-)8 15-10-10
LOADING(psf)
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
10.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2010/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling direcfly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
10 = 847/Mechanical
1 = 847/0-3-0 (min. 0-1-8)
Max Grav
10 = 847(LC 1)
1 = 847(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1389/0, 2-3=-1385/0, 34=1385/0,
4-5=-2345/0, 5-6=-2345/0, 6-7=2155/0,
7-8=-2155/0
BOT CHORD
13-14=0/2137, 12-13=012345, 11-12=0/2345,
10-11=0/1378
WEBS
5-13=-254/0, 1-14=0/1548, 3-14=-252/0,
4-14=-854/0, 4-13=0/507, 8-10=-1566/0,
8-11=0/881, 6-11=-518/55
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.
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TC 0.60
Vert(LL)
-0.1613-14
>999
480
MT20 244/190
BC 0.88
Vert(TL)
-0.2513-14
>755
360
WB 0.74
Horz(TL)
0.02 10
n/a
n/a
(Matrix)
Weight: 84 lb FT = 0%F, 0%E
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type ►
Qty
Ply
A0134366
59941
FL30
Floor
1
1
ob Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
7.6011
s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:27 2014 Page 1
ID:M8gdRulfexyW
i5_CtkLoayLvGV-ug9GvzLDoo68TRZsBq_36SxnpgulYyYOA_xhksyLds
0-3-8
H 2-6-0
1-4-5 2-0-0
1-4-0
Dead Load Defl. = 1/8 in
5x6 = 3x3 = 1.5x4 11
3x3 = 1.5x4 11
1.5x4 11 3x3 = 34 11
1 2 3
4 5
6 7 8
MVI
I V,
13 12
11
10 9
1.5x4 II 3x6 =
3x3 =
3x3 = 3x6 =
3-
13-2-13
3-
12-11-5
Plate Offsets X --
1:0-1-8 Ed a 12:0-2-12 Ed e
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.58
Vert(LL)-0.1811-12 >
66 480
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.77
Vert(TL)-0.2711-12 >
60 360
BCLL 0.0
Rep Stress Incr YES
WB 0.59
Horz(TL) -0.02 9
/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 70 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat) *Except*
T2: 2x4 SP M 30(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
9 = 701/Mechanical
1 = 701/0-3-0 (min. 0-1-8)
Max Gray
9 = 701(LC 1)
1 = 701(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1121/0, 2-3=-1116/0, 3-4=1116/0,
4-5=-1535/0, 5-6=-1535/0, 6-7=1535/0
BOT CHORD
11-12=0/1583, 10-11=0/1535, 9-10=0/1102
WEBS
6-10=-388/0, 1-12=0/1248, 4-12=-529/0,
7-9=-1244/0,7-10=0/704
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 stongbacks, 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— 1
09'Coa.stal Bay —Boynton Beach, FL 33435
Job
Truss
Truss Type +
Qty
Ply
59941
FL31
Floor 1
1
1
A0134367
Job Reference (optional)
Al MUUY I KUb.7t0, run 1 V IMM .t, r•L 34t340
0-3-8
H , 2-6-0
5x6 = 3x3 =
1 2
1.5x4 II
3
13 12
1.5x4 11 3x6 =
LOADING(psf)
SPACING-
2-0-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
10.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2010/TP12007
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
9 = 765/Mechanical
1 = 765/0-3-0 (min. 0-1-8)
Max Grav
9 = 765(LC 1)
1 = 765(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1238/0, 2-3=-1234/0, 34=1234/0,
4-5=-1893/0, 5-6=-1893/0, 6-7=1893/0
BOT CHORD
11-12=0/1822, 10-11=0/1893, 9-10=0/1218
WEBS
6-10=-291/0, 1-12=0/1380,3-12=-251/0,
4-12=-668/0, 4-11=-103/369, 7-9=-1376/0,
7-10=0/817
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.
7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:27 2014 Page 1
ID:M8gdRulfexyWoi5_CtkLoayLvGV-ug9GvzLDoo68TRZsBq_36SxkmguNYxaOA_xhksyLds-
2-0-0 2-5-14 ,
Dead Load Defl. = 1/16 in
3x3 = 1.5x4 11 1.5x4 11 3x4 = 3x3 11
4 5 6 7 8
CSI.
TC 0.78
BC 0.83
WB 0.66
(Matrix)
11 10
3x3 = 3x4 =
DEFL. in (loc) I/deft Ud
Vert(LL)-0.2011-12 >817 480
Vert(TL)-0.2911-12 >580 360
Horz(TL) -0.02 9 n/a n/a
9
3x6
PLATES GRIP
MT20 244/190
Weight: 75 lb FT = 0%F, 0%E
LOAD CASE(S)
Standard Julius Lee, P_E_ #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type f +
Qty -
Ply
A0134368
59941
FL32
Floor
1
1
Lb
Reference(o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.60p s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:28 2014 Page 1
ID:M8gdRulfexyW i5_CtkLoayLvGV-Msie7JMrZ6E_5b821XVIegU534QOHXiXPegEGlyLdsi
0-3-8 3x6 II 3x6 II 3x6 II
' 'I--i-i ' 1-�ci 3
i
6 5 4
1.5x4 II 3x3=
0-5-0 34 =
LOADING(psf)
SPACING- 2-0-0
CSI.
TCLL 40.0
Plate Grip DOL 1.00
TC 0.04
TCDL 10.0
Lumber DOL 1.00
BC 0.04
BCLL 0.0
Rep Stress Incr YES
WB 0.07
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-3-15 cc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (lb/size)
4 = 157/Mechanical
1 = 157/0-3-0 (min. 0-1-8)
Max Grav
4 = 157(LC 1)
1 = 157(LC 1)
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) Refer to girder(s) for truss to truss connections.
3) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 cc and fastened to each truss with 3-10d (0.131" X
3") nails. Strongbacks to be attached to walls at their outer
ends or restrained by other means.
5) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
DEFL. in (loc) Iidefl L/d PLATES GRIP
Vert(LL) -0.00 5 >999 480 MT20 244/190
Vert(TL) -0.00 5 > 999 360
Horz(TL) . 0.00 4 n/a n/a
Weight: 26 lb FT = 0%F, 0%E
Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type , r
Qty
Ply
A0134369
59941
FL33
Floor
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:28 2014 Page 1
I D: M8gd Rulfexy Woi5_CtkLoayLvGV-Msle7JMrZ6 E_5b821XVleg U4Y4Q FHY?XPegEGlyLds
0-3-8 3x6 II 3x6 II
1-6-1
1.5x4 II
3x6 =
,0-3-8, 2-2-1
0-3-8 1-10-9
Plate Offsets (X Y)--(4:Edge
0-0-121
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.07
Vert(LL) 0.00, 4 ' " 480
MT20 244/190
TCDL 10.0
Lumber DOL 1.00
BC 0.02
Vert(fL) -0.00 3-4 >999 360
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00 n/a n/a
BCDL 5.0
Code FBC2010frPI2007
(Matrix)
Weight: 17 lb FT = O%F, 0%E
LUMBER -
TOP CHORD 2x4 SIP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SIP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-1 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
3 = 93/Mechanical
1 = 93/0-3-0 (min. 0-1-8)
Max Grav
3 = 93(LC 1)
1 = 93(LC 1)
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) Refer to girder(s) for truss to truss connections.
3) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131" X
3") nails. Strongbacks to be attached to walls at their outer
ends or restrained by other means.
5) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
Julius Lee, P_E_ #34869— 1109 Coastal Bay— Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
A0134370
59941
FL34
Floor
1
1
�J.b
Reference (optional)
Al KUUt- I KU6bt6, rUK I VItKUt, rL C4U413
LOADING(psf)
SPACING- 2-0-0
CSI.
TCLL 40.0
Plate Grip DOL 1.00
TC 0.02
TCDL 10.0
Lumber DOL 1.00
BC 0.00
BCLL 0.0
Rep Stress Incr YES
WB 0.00
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-0-4 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
4 = 48/Mechanical
1 = 46/0-3-0 (min. 0-1-8)
Max Grav
4 = 48(LC 1)
1 = 46(LC 1)
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) Refer to girder(s) for truss to truss connections.
3) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131" X
3") nails. Strongbacks to be attached to walls at their outer
ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
7.60 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:28 2014 Page 1
ryW i5_CtkLoayLvGV-Msje7JMrZ6E_5b821XVIegU5L4QaHY2XPegEGlyLds
IL on
5 4
1.5x4 II
46 =
DEFL.
in (loc) I deft
Ud
Vert(LL)
-0.00 5 999
480
Vert(TL)
-0.00 5 999
380
Horz(TL)
0.00 4 n/a
n/a
PLATES GRIP
MT20 244/190
Weight: 11 lb FT--' 0%F, 0%E
Julius Lee, P.E. #34869 — "09 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59941
FL35
Floor
1
1
A0134371
Job Reference o tional
Al KUUr I KUtAbtb, rUK I L'I Kt t:, hL J4U40
13x3 II
3x4 =
2
7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:29 2014 Page 1
ID:M8gdRulfexyWoi5_CtkLoayLvGV-g3HOKfM U KQMO]jEJFOXBtl7eUgDOvdhdlQnpkyLdsrr
i
4
3x3 =
46 11
5
3x6 = 3x4 =
9 8 7 6
1.5x4 11 1.5x4 11
7412
7-6-12
7-2-12
0-4-0
Plate Offsets (X,Y)--[2:0-1-8,Edgel,
[5:0-3-0,Edgel, [7:0-1-8,Edgel
LOADING(psf)
SPACING- 2-0-0
CSL
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.62
Vert(LL)
-0.05
8-9
>999
480
MT20 244/190
TCDL 25.0
Lumber DOL 1.00
BC 0.42
Vert(TL)
-0.08
8-9
>999
360
BCLL 0.0
Rep Stress Incr YES
WB 0.43
Horz(TL)
0.01
5
n/a
n/a
BCDL 5.0
Code FBC201 O/TPI2007
(Matrix)
Weight: 39 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
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.
REACTIONS. (lb/size)
9 =
493/Mechanical
5 =
493/0-3-8 (min. 0-1-8)
Max Gray
9 =
493(LC 1)
5 =
493(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-843/0, 3-4=-843/0, 4-5=-849/0
BOT CHORD
8-9=0/843, 7-8=0/843
WEBS
2-9=-904/0, 5-7=0/900, 3-7=278/0
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 3-1 Od (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
Job
Truss Tru
Truss Type � t
Qty
Ply
1
A0134372
Fuss
Floor
1
1
ob Reference o tional
Al KUUt• I KUbbtb, t-UK 11'ItKL:t, t•L 44U40
1 3x3 II
3x6 =
9
7.60P s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:29 2014 Page 1
ID.M8gdRulfexy oi5_CtkLoaylvGV-g3HOKfMUKQMd[jEJFOXBt18TUiA0wAhdlQnpkyLdsn
0-5-6 0F=4�
3x4 = 1.5x4 11 I 3x3 = 4x6 11
2 3 4 5
1.5x4 II 3x4 =
8 7
1.5x4 II
6
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I�defl Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.57
Vert(LL) -0.02 8-9 >999 480
MT20 244/190
TCDL 25.0
Lumber DOL 1.00
BC 0.30
Vert(TL) -0.04 8-9 999 360
BCLL 0.0
Rep Stress Incr YES ,
WB 0.33
Horz(TL) 0.00 5 n/a n/a
BCDL 5.0
Code FBC201 O/TPI2007
(Matrix)
Weight: 35 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pur ins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
9 = 412/Mechanical
5 = 412/0-3-8 (min. 0-1-8)
Max Gray
9 = 412(LC 1)
5 = 412(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-649/0, 3-4=-649/0, 4-5=-655/0
SOT CHORD
8-9=0/649, 7-8=0/649
WEBS
5-7=0/693, 2-9=-696/0
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 3-1 Od (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_ #34869-11109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type I r
Qty
Ply
59941
FL37
Floor
1
1
A0134373
o tional Job Reference
Al ROOF TRUSSES, FORT PIERCE, FL 34946 . 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:29 2014 Page 1
I D: M8 qd Rulfexy Woi5_CtkLoayLvGV-g3HOKfM U KQMdlj EJFOXBtl 8M U kEGyandl Qn pkyLdsn
2-6-0 1-11-1
1 3x3 11
3x4 = 3x3 = 4x6 11
2 3 4
3x6 = 3x4 = 1.5x4 11
7 6 5
LOADING(psf)
SPACING-
2-0-0.
CSI.
DEFL.
in
(loc)
I/defi
Ud
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.51
Vert(LL)
-0.01
6
>999
480
MT20 244/190
TCDL 25.0
Lumber DOL
1.00
BC 0.17
Vert(TL)
-0.01
6-7
>999
360
BCLL 0.0
Rep Stress Incr
YES
WB 0.24
Horz(TL)
-0.00
4
n/a
n/a
BCDL 5.0
Code FBC201 O/TPI2007
(Matrix)
Weight: 30 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural woad sheathing directly applied or 5-3-1 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
7 = 331/Mechanical
4 = 331/0-3-8 (min. 0-1-8)
Max Grav
7 = 331(LC 1)
4 = 331(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-454/0, 3-4=-458/0
BOT CHORD
6-7=0/454
WEBS
4-6=0/503, 2-7=-487/0
NOTES-
1) Plates checked for a plus or minus 0 degree rotation
about its center.
2) Refer to girder(s) for truss to truss connections.
3) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X
3") nails. Strongbacks to be attached to walls at their outer
ends or restrained by other means.
5) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
Julius Lee, P-E_ #34869— 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
A0134374
59941
FL38
FLOOR
1
1
ob Reference (optional)
Al KUUF I KUbbtb", rUK I VItKUL, r-L 44`J40
i 1-7-9 43 —
1 3x3 II 2
3x6 =
7
i
LOADING(psf)
SPACING- 2-0-0
CSI.
TCLL 40.0
Plate Grip DOL 1.00
TC 0.22
TCDL 25.0
Lumber DOL 1.00
BC 0.09
BCLL 0.0
Rep Stress Incr YES
WB 0.14
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
LUMBER-
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-1-3 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
7 = 250/Mechanical
4 = 250/0-3-8 (min.0-1-8)
Max Gray
7 = 250(LC 1)
4 = 250(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-257/0, 3-4=-260/0
BOT CHORD
6-7=0/257
WEBS
4-6=0/294, 2-7=-296/0
NOTES-
1) Plates checked for a plus or minus 0 degree rotation
about its center.
2) Refer to girder(s) for truss to truss connections.
3) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
4) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d (0.131" X
3") nails. Strongbacks to be attached to walls at their outer
ends or restrained by other means.
5) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
6
3x3 =
7.60 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:30 2014 Page 1
3x3 = 3x6 1 0.4.0
3 4
1.5x4 If
5
3-9-3 1 , 4-1-3
4
9 N
DEFL.
in
(loc)
Ildefl
L/d
PLATES GRIP
Vert(LL)
-0.00
6
999
480
MT20 244/190
Vert(TL)
-0.00
6
999
360
Horz(TL)
0.00
4
n/a
n/a
Weight: 25 lb FT = 0%F, 0%E
Julius Lee, P.E. ;;34869-1:
Coastal Bay —Boynton Beach, FL 3343S
Job
Truss
Truss Type r
Qty
Ply
A0134375
59941
HJA
Diagonal Hip Girder
1
1
�J.bR.ference
(optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:31 2014 Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyMD8g-nRPnILOks1 cZy3tdQf3?Gl6VnINcUvp_ScvutdyLdsl
0- -0 2-0-12 2-6-14 6-5-13
0- -2 2-0-12 0-6-2 3-10-15
3x4 =
2
1
3x4 =
3x4 =
1-2-14 2-6-14
2.00 12
fit
0.50 F,2
Plate Offsets(X,Y)--f2:0-10-1,0-0-61.f2:0-3-O,Edgel
LOADING(psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.45
Vert(LL)
0.07
5
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.36
Vert(TL)
-0.11
5
>679
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL)
0.02
3
n/a
n/a
BCDL . 10.0
Code FBC201 OfrPI2007
(Matrix-M)
Weight: 20 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 6-0-0 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. (Ib/size)
3 =
181/Mechanical
2 =
423/1-4-0 (min. 0-1-8)
4 =
31/Mechanical
Max Horz
2 =
68(LC 8)
Max Uplift
3 =
-111(LC 8)
2 =
-162(LC 8)
Max Grav
3 =
181(LC 1)
2 =
423(LC 1)
4 =
62(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-9 504/541
BOT CHORD
2-10=-524/492
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=28ft; Cat. II;
Exp C; 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 100 lb uplift at
joint(s) except Qt=lb) 3=111, 2=162.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 151 lb
down and 122 lb up at 4-3-0 on top chord, and 34 lb up
at 4-3-0 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25,
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-30, 2-3=-90, 5-6=-20, 4-5=-20
Concentrated Loads (lb)
Vert: 11=60(B) 12=17(B)
Jutius.Lee, P.E. #34869— 1109 Coastal Bay— Boynton Beach, FL 33435
Job
Truss
Truss Type f t
Oty
Fly
AO134376
59941
HJAA
Diagonal Hip Girder
1
1
ob Reference o tional
Al ROOF TRUSSES, F
ov 07 09:12:31 2014 Page 1
3? G 16VtI O N Uvp_5cvutdyLdsl
Plate Offsets X Y --
2:0-10-1 0-0-6 2:0-3-0 Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
/deft
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.45
Vert(LL)
0.06
5
999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.31
Vert(TL)
-0.10
_ 5
732
240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.00
Horz(TL)
0.02
3
n/a
n/a
BCDL 10.0
Code FBC2010frPI2007
(Matrix-M)
Weight: 18 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural woad sheathing directly applied or 6-0-0 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 uide.
REACTIONS. (lb/size)
3 = 186/Mechanical
2 = 415/1-4-0 (min. 0-1-8)
4 = 27/Mechanical
Max Horz
2 =
63(LC 29)
Max Uplift
3 =
-109(LC 8)
2 =
-159(LC 8)
Max Grav
3 =
186(LC 1)
2 =
415(LC 1)
4 =
54(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-9=-373/385
BOT CHORD
2-10=-372/364
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=28ft; Cat. II;
Exp C; 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 trus to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 3=109, 2=159.
7) "Semi -rigid pitchbreaks with fixed heels" Member and
fixity model was used in the analysis and design oft iis
truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 1 771
down and 140 lb up at 3-9-2 on top chord, and 39 I up
at 3-9-2 on bottom chord. The design/selection of uch
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied tot e
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Ins
Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-30, 2-3=-90, 5-6=-20, 4-5=-20
Concentrated Loads (lb)
Vert: 11=10(B) 12=19(B)
Julius Lee, P.E. #34869-11109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type y
Qty
Ply
59941
JA
Jack -Open
1
1
A0134377
Job Reference optional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:32 2014 Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyMD8g-Fez9zh PMdLkOZDSp_NaEp Wee WhelDM37JGeSP3yLdz
0- -0 1-6 8 7-11-3
0- -1 1_ _8
6-4-11
Dead Load Defl. = 1/8 in
Io
N
N
I�
0.87 12
0-9-7 , 1-6-8 , 7-11-3
1 0-9-7� 0- 6-4-11
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.58
Vert(LL) -0.02 6 >538 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.69
Vert(TL) -0.24 4-5 >315 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.01 3 n/a n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 24 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
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. All bearings 0-8-13 except Qt=length)
3=Mechanical, 4=Mechanical.
(lb) - Max Harz
2= 144(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 2
except 3=-163(LC 12), 5=-264(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 3, 2, 4, 2 except 5=463(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-501 /560
BOT CHORD
2-9=-682/603
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) .
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=28ft; Cat. II;
Exp C; 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 100 lb uplift at joint(s)
2, 2 except at --lb) 3=163, 5=264.
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
Truss Type r
Qty
Ply
AO134378
59941
JAA
Jack -Open
1
1
Lb
Reference (optional)
At ROOF I RUSbEb, FUR I NILHUt, FL MUft
0-0-1 1-6-8
3.46 12
T
2
� 6•
3x8 = G
3x4 =
5
9
M- ill
B2
0.87 rl 2
s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:32 2014 Page 1
WHRyyMDBg-Fezgzh PMdLkQZDSp_NaEp WefDhfXDM37JGeSP3yLde
LOADING(psfl
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
deft
Ud
TCLL 30.0
Plate Grip DOL
1.25
TC 0.54
Vert(LL)
-0.02
6
583
360
TCDL 15.0
Lumber DOL
1.25
BC. 0.64
Vert(fL)
-0.20
4-5
360
240
BC LL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.01
3
n/a
n/a
BC DL 10.0
Code FBC2010/TP12007
(Matrix-M)
1
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
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 quide.
REACTIONS. All bearings 0-8-13 except dt=length)
3=Mechanical, 4=Mechanical.
(lb) - Max Horz
2= 139(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 2
except 3=-156(LC 12), 5=-242(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 3, 2, 4, 2 except 5=426(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-459/514
BOT CHORD
2-9=-627/552
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=28ft; Cat. II;
Exp C; 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 100 lb uplift at joint(s)
2, 2 except at --lb) 3=156, 5=242.
7) "Semi -rigid pitchbreaks with fixed heels" Member
fixity model was used in the analysis and design of t
truss.
LOAD CASE(S)
Standard
3
Dead Load Defl. = 118 in
N
N
W
N
N
I�
PLATES GRIP
MT20 244/190
Weight: 23 lb FT = 0%
Julius Lee, P.E. #34569 —1 1109 Coastal Bay — Boynton Beach, FL 33435
Jab
Truss
Truss Type
Qty
Ply
A0134379
59941
JB
Jack -Open
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:33 2014 Page 1
ID:nTgtNvPNwyOwNLlv4xWHRyyMD8g-jgWXA1 Q_OesHBM 1 ?Y45TLjBmJ51 xypJHYwO?yWyLd.,
O- -0 1-6-8 6-9-5
0- 1 1-6-8 5-2-13
I$
lead Load Del. =1116 in
d
I$
0.87 12
5
3x4 =
i 0-9-7
,
�
0-9-7
0-9-0
5-2-13
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.77
Vert(LL) -0.01
6
>745
360
MT20 244/190
TCDL 15.0
Lumber DO
1.25
BC 0.50
Vert(TL) -0.11
4-5
>577
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL) -0.01
3
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 21 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 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 quide.
REACTIONS. All bearings 0-8-13 except at --length)
3=Mechanical, 4=Mechanical.
(lb) - Max Horz
2= 123(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 2
except 3=-136(LC 12). 5=-185(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 3, 2, 4, 2 except 5=328(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-295/331
BOT CHORD
2-9=-455/396
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=28ft; Cat. II;
Exp C; 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 100 lb uplift at joint(s)
2, 2 except Qt=lb) 3=136, 5=185.
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 33485
Job
Truss
Truss Type i r
Qty
Ply
AO134380
59941
JBA
Jack -Open
1
1
Job Reference (optional)
Al KUUt- I KUbbtb, hUK I YItKI:t, rL J4H41a
7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:33 2014 Page 1
Llv xWHRyyMD8g-jgWXA1Q_OesHBM1?Y45TLjBoQ51gypJHYwO?yWyLd;
3
3.46 12
N
d
T1
.r o
B2 4 I$
5 0.87 12
3x4 =
LOADING(psf)
SPACING-
2-0-0
CSL
DEFL.
in
(loc)
I/defl
L/d
TCLL 30.0
Plate Grip DOL
1.25
TC 0.70
Vert(LL)
-0.01
6
>822
360
TCDL 15:0
Lumber DOL
1.25
BC 0.45
Vert(TL)
-0.09
4-5
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
3
1>680
n/a
n/a
BCDL 10.0
Code FBC2010/rP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with,Stabilizer Installation ouide.
REACTIONS. All bearings 0-8-13 except Qt=length)
3=Mechanical, 4=Mechanical.
(lb) - Max Horz
2= 118(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 2
except 3=-130(LC 12), 5=-167(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 3, 2, 4, 2 except 5=296(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-263/296
BOT CHORD
2-9=-408/354
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=28ft; Cat. II;
Exp C; 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 tru
bearing plate capable of withstanding 100 lb uplift
joint(s) 2, 2 except (jt=lb) 3=130, 5=167.
7) "Semi -rigid pitchbreaks with fixed heels" Membe
fixity model was used in the analysis and design of
truss.
LOAD CASE(S)
Standard
to
PLATES GRIP
MT20 244/190
Weight: 20 lb FT = 0%
Julius Lee, P.E. #34869 4 1109 Coastal Bay — Boynton Beach, FL 33435
Job
ss
Truss Type !
Qty
Ply
59941
P
Jack -Open
1
1
A0134381
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:34 2014 Page 1
I D:nTgtNvPNwyOwNLlv4xWHRyyMD8g-B04vNNQc9y_8p WcC6ociuxkOJVP3hGZQna7YUyyLds
0-p-0 1-6-8 5-7-7
0-b 1 1-6 8 4-1-0
3x4 = 53x4 = 0.87 12
0-9-7 ,
0-9-7
1-6-8
0-9-0
5-7-7
4-1-0
Plate Offsets (X,Y)--
[2:0-4-9, 0-0-111
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(Jac)
Well
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.50
Vert(LL) -0.02
4-5
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.32
Vert(TL) -0.04
4-5
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL) -0.00
3
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 17 lb FT = O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-7-7 cc
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. All bearings 0-8-13 except (jt=length)
3=Mechanical, 4=Mechanical.
(lb) - Max Harz
2= 102(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s)
except 3=-11 O(LC 12), 2=-103(LC 8),
5=-115(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 3, 2, 5, 4, 2
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
BOT CHORD
2-9=-270/235
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=28ft; Cat. II;
Exp C; 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 110 lb uplift at joint
3, 103 lb uplift at joint 2, 115 lb uplift at joint 5 and 103 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
Truss
Truss Type
Qty
Ply
A0134382
59941
JCA
Jack -Open
1
1
ob Reference o tional
At ROOF TRUSSES, FORT PIERCE, FL 34946
s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:34 2014 Page 1
xWHRyyMD8g-B04vNNQcgy_8pWcC6ocluxkI CVPihGZQna7YUyyLdsl
0- -0 1-8 5-4-
0- -1 1-6-6 8 3-9-
3.46 F12
T1
2
1
B2
3x4 = 3x4 = 0.87 12
5
1-6-8 6-4-2
0-9-0 3-9-10
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
1/defl
L/d
TCLL 30.0
Plate Grip DOL
1.25
TC 0.44
Vert(LL)
-0.01
4-5
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.27
Vert(TL)
-0.03
4-5
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-4-2 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation ouide.
REACTIONS. All bearings 0-8-13 except at --length)
3=Mechanical, 4=Mechanical.
(lb) - Max Horz
2= 97(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s)
except 3=-104(LC 12), 2=-11 O(LC 8),
5=-100(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 3, 2, 5, 4, 2
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; 8CDL=5.0psf h=28ft; Cat. II;
Exp C; 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 104 lb uplift at joint 3,
110 lb uplift at joint 2, 100 lb uplift at joint 5 and 110 lb uplift
at joint 2.
7) "Semi -rigid pitchbreaks with fixed heels" Mem
fixity model was used in the analysis and design
truss.
LOAD CASE(S)
Standard
end
W
Id
PLATES GRIP
MT20 244/190
Weight: 16 lb FT = 0%
Julius Lee, P.E_ #34869 f- 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss .Truss
Type
Qty
Ply
A0134383
59941
JD
Jack -Open
1
1
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:34 2014 Page 1
I D:n TgtNvP NwyOwN Llv4xW H RyyM D8 g-BO4vN N Qc9y_8p WcC6o ciuxk3ljVRXh GZQna7YUyy Ldsl
0- -0 1-6-8 4-5-9
0 -1 1-6 8 2-11-2
5 3x4'=
0-9-7 118 4-5-9
n�T 5-9-0 2-11-2
Plate Offsets (X,Y)--f2:0-4-9
0-0-31
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.28
Vert(LL)
-0.00
4-5
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.16
Vert(TL)
-0.01
4-5
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 14 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 4-5-9 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. All bearings 0-8-13 except at --length)
3=Mechanical, 4=Mechanical.
(lb) - Max Horz
2= 81(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 3,
5 except 2=-126(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 3, 2, 5, 4, 2
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=28ft; Cat. II;
Exp C; 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 100 lb uplift at joint(s)
3, 5 except at --lb) 2=126, 2=126.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss. Julius Lee. P.E. 934869 — 1109 Coastal Bay — Boynton Beach, FL 3343S
Job
Truss
Truss Type + 1
Qty
Ply
AO134384
59941
JDA
Jack -Open
1
1
ob Reference (optional)
Al KUUh I KUbb"tb, 1-UK I NItKUt, 1-1- J4U4b
1-6-8
3.46 12
T1
2
1
B2
B
2x4 =
0.87 12
5 3x4 =
,0-9-7 1-6-8,4-2-4
5 Vc[ J Lu 14 IVII I ex muu5me5, inc. rn rvov ui uw. ix.Jo zu 14
3
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in
(loc)
I/deft
L/d
TCLL 30.0
Plate Grip DOL
1.25
TC 0.24
Vert(LL) -0.00
4-5
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.12
Vert(TL) -0.01
4-5
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(fL) -0.00
3
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 4-2-4 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. All bearings 0-8-13 except at --length)
3=Mechanical, 4=Mechanical.
(lb) - Max Horz
2= 76(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s) 3,
5 except 2=-129(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 3, 2, 5, 4, 2
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=28ft; Cat. II;
Exp C; 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 100 lb uplift at joint(s)
3, 5 except Qt=lb) 2=129, 2=129.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
E
PLATES GRIP
MT20 244/190
Weight: 13 lb FT = 0%
Julius Lee, P.E. #34869 {- 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type I }
Qty
Ply
59941
JE
Jack -Open
1
1
A0134385
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:35 2014 Page 1
I D:nTgtNvP NwyOwN LIv4x WH RyyM D8g-fD elbiREwF6?RgAOfV7xQ8GHtvpaQjoZO Et60OyLd sc
0-Q-0 3-3-12
0- -1 1-6-8 1-9-4
3x4 =
5
0-9-7 0-9-0
1-9-4
ji
Plate Offsets (X,Y)--f2:0-0-15,0-6-71,
(2:0-0-8,Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.13
Vert(LL)
0.00
6
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL . 1.25
BC 0.04
Vert(TL)
-0.00
4-5
>999.
240
BCLL 0.0 `
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 10 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 3-3-12 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 quide.
REACTIONS. All bearings 0-8-13 except (jt=length)
3=Mechanical, 4=Mechanical.
(lb) - Max Horz
2= 60(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 3,
5 except 2=-133(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 3, 2, 5, 4, 2
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=28ft; Cat. II;
Exp C; 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 100 lb uplift at joint(s)
3, 5 except at=lb) 2=133, 2=133.
7) "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— 1109 Coastal Bay— Boynton Beach, FL 33435
Job
Truss
Truss Type i 4
Qty
Ply
A0134386
59941
JEA
Jack -Open
1
1
ob Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946
1-6-8
2x4 =
2x4 II
d
3.46 12
T1
B2
0
0.67 F12
5 3x4 =
•8 1 3-0-6
s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:36 2014 Page 1
.lv4xW H RyyM D8g-7PCgo2 SthZF s2glaDDeAzLpS2J 919A2jE u ctYgyLds
LOADING(psf)
SPACING-
2-0-0
CS'.
DEFL.
in
(loc) 1/defl
Ud
TCLL 30.0
Plate Grip DOL
1.25
TC 0.10
Vert(LL)
0.00
6
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.03
Vert(TL)
-0.00
5
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 3-0-6 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. All bearings 0-8-13 except at --length)
3=Mechanical, 4=Mechanical.
(lb) - Max Horz
2= 54(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 3,
5 except 2=-132(LC 8)
Max Gray
All reactions 250 Ib or less at
joint(s) 3, 2, 5, 4, 2
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=5.Opsf; h=28ft; Cat. II;
Exp C; 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 100 lb uplift at joint(s)
3, 5 except Qt=1b) 2=132, 2=132.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
PLATES GRIP
MT20 244/190
Weight: 9 lb FT = 0%
Julius Lee, P.E. #34569 }- 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Oty
Ply
59941
JF
Jack -Open
1
1
A0134387
'
Job Reference optional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:36 2014 Page 1
I D:nTgtNvPNwyOwNLlv4xWH RyyMD8g-7PCgo2SthZFs2glaDDeAzLpTvJ9y9A2jEucfYgyLds
0.Q-0 1-6-8 2-1-'f4
0- -1 1-6-8 0-7-6
1-6-4
1-6-4
5
3x4 =
1- -8
0- -3
2-1-14
0-7-6
Plate Offsets (X,Y)--[2:0-0-15,0-6-71,
[2:0-0-8,Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.05
Vert(LL)
-0.00
6
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.03
Vert(TL)
-0.00
6
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 7 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 2-1-14 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. All bearings 0-8-13 except (jt=length)
3=Mechanical, 4=Mechanical.
(lb) - Max Horz
2= 38(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 3,
5 except 2=-125(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 3, 2, 5, 4, 2
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=6.Opsf; h=28ft; Cat. 11;
Exp C; 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 100 lb uplift at joint(s)
3, 5 except Qt=lb) 2=125, 2=125.
7) "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 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type e I
Qty
Ply
A0134388
59941
JFA
Jack -Open
1
1
ob Reference (optional)
Al ROOF TRUSSES, FORT FIERCE, FL 34946
"3
u 5 uct a Lu l4 IVII 1 eK hmubbiub, mu. r11 IVUV ut uu' IG:a/ N I9 r
ID:nTgtNvPNwyOwN LIv4xWHRyyMD8g-bbm200TVStNjg_KnnwAPWZMdFiVuudisTYMD5h
0- -0 1-10-9
0 1 1-10-9
3.46 12
3
21
T1
N
d
4
oJW
0
1 2 E___
IC�
=
CD2x4
2x4 11
0.871
5
3x4 =
1-6-4 1--81-10-
1-6-4 0--30-4-1
Plate Offsets X Y --
2:0-0-15 0-6-8 2:0-0-8 Ed e
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (too)
Udefl Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.07
Vert(LL) -0.00 6
>999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.05
Vert(TL) -0.00 6
>999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00 3
n/a n/a
BCDL 10.0
Code FBC201 O/TP12007
(Matrix-M)
Weight: 6 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
7) "Semi -rigid pitchbreaks with fixed heels" Member
end
BOT CHORD 2x4 SP No.2
fixity model was used in the analysis and design of I
iis
BRACING-
truss.
TOP CHORD
Structural wood sheathing directly applied or 1-10-9 oc
purlins.
LOAD CASE(S)
BOT CHORD
Standard
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 = 192/0-8-13 (min. 0-1-8)
4 = 3/Mechanical
3 = 16/Mechanical
Max Horz
2 = 34(LC 8)
Max Uplift
2 =-136(LC 8)
3 = -20(LC 12)
Max Grav
2 = 192(LC 1)
4 = 7(LC 3)
3 = 16(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=28ft; Cat.
II;
Exp C; 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 100 lb uplift at joint(s)
3 except (jt=lb) 2=136.
Julius Lee, P.E. #34869
1109 Coastal Bay — Boynton Beach, FL 33435
8
Job
Truss
Truss Type
Ply
59941
JG
Jack -Open
�Qty
1
1
A0134389
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
21
1-6-8
5 3x4 =
0-9-7 1-6-8 3-8-13
0-9-7 0-9-0 2-2-5
7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:37 2014
Plate Offsets (X,Y)--
[2:0-0-15,0-6-81, [2:0-0-8,Edgel
LOADING(psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL)
-0.00
4-5
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.08
Vert(TL)
-0.00
4-5
>999
240
BCLL 0.0 *
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 11 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 3-8-13 cc
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 ouide.
REACTIONS. All bearings 0-8-13 except at --length)
3=Mechanical, 4=Mechanical.
(lb) - Max Horz
2= 67(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 3,
5 except 2=-1 32(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 3, 2, 5, 4, 2
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=28ft; Cat. 11;
Exp C; 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 3-5-0 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 100 lb uplift at joint(s)
3, 5 except Qt=lb) 2=132, 2=132.
7) "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— 1109 Coastal Bay— Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59941
JGA
Jack -Open
1
1
AO134390
ob Reference (optional)
Al HOOF I KUbStb, FOIL I PILRUL, FL 3484ti
1-10-14
7.6 0 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:38 2014 Page 1
3.46 F12
3
V
N
T1
21
4
B
B2
�
to Ia
2x4 =
2x4 0
0.67 F12
5 3x4 =
0-9-7
1-6-8 3-5-5
0-9-7
1 0-9-0 1-10-14
Plate Offsets X --
2:0-0-15 0-6-8 2:0-0-8 Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc)
I/deft Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.14
Vert(LL) 0.00 6
>999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.05
Vert(TL) -0.00 4-5
>999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00 3
n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 11 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
LOAD CASE(S)
TOP CHORD
Standard
Structural wood sheathing directly applied or 3-5-5 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 quide.
REACTIONS. All bearings 0-8-13 except Qt=length)
3=Mechanical, 4=Mechanical.
(lb) - Max Horz
2= 62(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s) 3,
5 except 2=-1 33(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 3, 2, 5, 4, 2
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=28ft; Cat. II;
Exp C; 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 100 lb uplift at joint(s)
3, 5 except Qt=lb) 2=133, 2=133.
7) "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 —
1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59941
JH
Jack -Open
1
1
A0134391
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12;38 2014 Page 1
I D:nTgtNvPNwyOwNLIv4xWH RyyMD8g4nKQDkT7DAVal8vzLdhe2muo46rVd4YOiC5mdjyLds(
0-Q-0 1-6-8 2-6-15
0- -1 1-6-8 1-0-7
5 3x4 =
0-9-7 1-6-8 2-6-15
0-9-7 0-9-0 1-0-7
Plate Offsets (X,Y)--[2:0-0-15,0-6-81, [2:0-0-8,Edgel
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(Icc)
I/deft
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.07
Vert(LL)
0.00
6
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.03
Vert(TL)
-0.00
6
>999
240
BCLL 0.0 `
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
3
n/a
h/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 8 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SIP No.2
BOT CHORD 2x4 SP No.2
BRACING- LOAD CASE(S)
TOP CHORD Standard
Structural wood sheathing directly applied or 2-6-15 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. All bearings 0-8-13 except at --length)
3=Mechanical, 4=Mechanical.
(lb) - Max Horz
2= 46(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 3,
5 except 2=-129(LC 8)
Max Gray
All reactions 250 lb or less at
joint(s) 3, 2, 5, 4, 2
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=28ft; Cat. II;
Exp C; 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 G-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 100 lb uplift at joint(s)
3, 5 except at --lb) 2=129, 2=129.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
Julius Lee, RE_ #34869 — 1109 Coastal Bay — Boynton Beach, FL 3343S
Job
Truss
Truss Type �.
Qty
Ply
A0134392
59941
JHA
Jack -Open
1
1
Ulb
Reference o tional
Al ROOF TRUSStS, FOR I MERGE, FL 34946
3.46 F12
21 T1
1
2x4 =
2x4 11
0�
7.600is Oct 3 2014 MiTek Industries, Inc. Fri Nov 07 09:12:39 2014 Page 1
0-9-0
3
1
v
a
4
B2
[$ I$
A
0.87 F12
5 3x4 =
Plate Offsets X --
2:0-0-15 0-6-8 2:0-0=8 Ed e
1-0-4 U-U-3 U-U-U
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (lac) I/deft L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.05
Vert(LL) 0.00 6 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.03
Vert(TL) -0.00 6 >999 240
BCLL 0.0 `
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 7 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING-
LOAD CASE(S)
TOP CHORD
Standard
Structural wood sheathing directly applied or 2-3-8 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-8-13 except at --length)
3=Mechanical, 4=Mechanical.
(lb) - Max Horz
2= 41(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 3,
5 except2=-126(LC 8)
Max Grav
All reactions 250 lb or less at
joint(s) 3, 2, 5, 4, 2
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=28ft; Cat.
11;
Exp C; 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 100 lb uplift at joint(s)
3, 5 except at --lb) 2=126, 2=126.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
Julius Lee, P.E. #348 9—'1109 Coastal Bay — Boynton Beach, FL 33435
Name:
USP Address:
STRUCTURAL Customer.,
CONNECTORS'
MITek'Company Canto&. Number.
Hangers
j..
"MIR
L
,
0 bi I.,
im "d
T A.6 1.17 2
'if
V"; 0.11,
i,,.!
1-jor ..
19§
"T
gr
5"
6'
WK �.b
Ij
'amuv"Y
J OF
T1
JUS24
1881,
655
750
820
510
4-10d (Header)
FL821.39,
2. 10d (Joist)
11-
0510.01,
'1490
RR 25779
LUS24
670
765
025
4 -10d (Header)
1
1
2 -10d paint)
T2
JUS26
3.881,
B50
975
low
3.3.3.5
4- 10d (Header)
F1.821.42,
4-10d (Joist)
11-
0510.01,
RR 25779
LUS26
665
990
1070
h65
4 -10d (Header)
1
4 -10d (lout)
TS
MSH422
183:4
-
22 - 10d (Face - Face Max Mailing)
F1.822.36,
6 -10d (Face - Top Max Nallingy
as-
6 -10d (Joist - Face' Max Nailing)
0303,06,
6- 10d (Joist -Top Max Nailing)
RR 25836,
4- 10d (Top -Top Max Nailing)
13116-R
7HA422
2245
2245
2245
6 - 16d (Carted Member- face Mount)
6 - 10d (Canted Member - Top Flange)
22 - 16d (Face - pace M6 unt)
2 - 1 6d (Face - Top Flange)
4 - 16d (rap.. Top Flange)
THA1422
1835
1835
1835.
2-10dxl-112or2-10dxl-112(Carried Member)
20 - 10d ar2 -10d (Face)
4- Ind (Top)
USP Structural Connectors I
J
J�
I�rl
M-A-1 ROOF
NTRUSSES
AFLGRIDACORPORA1710N
Important Notes / Please Review Prior to
1) Trusses are to be handled, installed and braced in accordance wit
ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in tI
Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to C
Installing, & Bracing of Metal Plate Connected Wood Trusses" publ
Institute. Any of this material can be obtained by contacting A-i R
also available.
2) All temporary' and permanent bracing design, connection, material
3) Truss designs are for an individual component, not for a truss syste
vary from building designers calculated loads. The building design
clarifying any discrepancies.
4) If provided by truss manufacturer, any engineered beams provddec
information design guides or software provided by the beam manL
should verify all loads uplifts, and bearing requirements. Truss mar
specifying beams, other than those provided by taus manufacturer.
5) Unless specified, roof trusses are not designed for any additional c
6) On flat surfaces, adequate drainage must be provided to avoid p(
7) It is the builder's responsibility to assure there is adequate room foi
plumbing runs to assure they do not interfere with the truss chords.
and webs cannot be art. Attic access opening should be located be
noted.
S) Unless specified, valley framing design, connection, material and It
builder.
9) Attached drawings are standard details that cover most installatio
provided by the building designer supersede any attached details
10) Trusses are not designed to carry the chimney, cupola, steeple, or 4
Structure should be framed through the trusses to be supported by
trusses are designed to carry the structure above all loads and upl
designer. Connection of structure to trusses must be provided by ti
11) The specific engineered truss drawings are subject to other terms, c
placement plan and/or individual truss design drawings.
12) Trusses are designed to carry ONLY the specified loads on the enc
for materials, erection personnel, equipment, whether temporary o
unless specified on sealed engineered drawings.
Any questions or comments feel free to contact A-1 Roof
4451 St. Lucie Blvd., Fort Pierce, FL
772-409-1010 Office 772-409-1015 Fax
Installation:
the following standards:
Design Process Involving
Sod Practice For Handling,
hed by WTCA and Truss Plate
3f Trusses. Spanish versions are
and labor by others.
. Reactions and uplifts may
r is ultimately responsible for
have been sized using
The building designer
is not responsible for
storage loads.
A/C ducts, electrical wiring and
Roof and floor:) Truss chords
Veen trusses unless otherwise
to be supplied by the
standards. Structural details
er structures unless specified.
e foundation. In cases where
s MUST be verified by building
building designer.
ditions, and details on the truss
ineered drawings. Point loads
permanent, are -not allowed
at 772-409-1010.
www.AItruss.com
T4
TH D26
1781,
2485
2855
3060
2170
-
18 -16d (Face)
FLIS285.35
12 -10d x 1-1/2 (Joist)
, 06-
092L05,
RR 25843
HTU26
2940
3340
3600
1555
II -10d x 1-112 (Carried Member)
20 -10d x 1-112 (Carried Member - Max Nailing)
20 -16d (Carrying Member) '
-
20 -16d (Canying Member- Max Nailing)
T5
THD26-2
1781,
2540
2920
33.75
2285
-
18 - I.6d (Face)
FL13285.35
12 -10d (Joist)
06-
092L05,
RR 25843,
13116-R
HHUS26--2
2785
3155
3405
1550
-
-
-
14 -16d (Face)
6-16d (Joist)
I•ITU26-2
2940
3340
3600
2175
-
20 -10d (Carried Member- Max Nailing)
20 -16d (Carrying Member- Max Nailing)
36
THD28
1783.
3865
3965
3965
2330
-
28 -16d (Face)
FL13285.35
16 - 2.0d x 1-1/2 (Joist)
.O6-
0921.05,
RR 25843
HTU28
3020
4340
4660
2140
26 - I0d x 1-112 (Carried Member - Max Nailing)
26 -16d (Carrying Member- Max Nailing)
T7
THD28-2
178:4
3950
4540
4935
2595
-
-
28*- 16d (Face)
FL13285.35
16 -10d (Joist)
, 06-
0921-05,
RR 25843,
.13116-R
HHUS28 2
4210
4770
5140
2000
22 -16d (Face)
8 -16d (Joist)
HTU28-2
3820
4340
4680
3485
26 -10d (Carrled Member - Max Nailing)
26.16d (Carrying Member- Max Nailing)
T8
TH D46
178:4
2540
2920
3175
2285
-
-
-
18 - 16d (Face)
FL13285.35
12 -10d (Joist)
, 06-
092L05,
RR 25843,
13116-R
LISP Structural Connectors
HHUS46
2790
3I60
3410 11550
-
14 -16d (Face)
6 -16d (Joist)
T9
THD48
1781.
3950
4540
4935
2595
-
28 -16d (Face)
FL19285.35
16--10d (joist)
. 06-
0921.05,
RR 25843,
13116-R
HHUS48
4210
4770
5140
4-000
-
-
22.16d (Face)
8-1Gd (Joist)
T10
TH DH26-2
1881,
3915
4505
4795
2235
-
20 -16d (Face)
FL82135,
8 - 16d (Joist)
0921.05,
RR 25779,
13116-R
HGUS26-2
4355
4875
5230
2155
- ,
-
20 -16d (Face)
8 -16d (Joist)
T11
THDH26-3
1881,
-3915
4505
4795
2235
20 -16d (Face)
FL821.75,
8 -16d (Joist)
06-
0921.05,
RR 25779
HGUS26-3
4355
4875
5230
2155
20 -16d (Face)
8 -16d (Joist)
T12
THDH28-2
1881,
6535
7515
8025
2665
-
36- 16d (Face)
FL82L77,
10 -16d (Joist)
RR 25779,
13116-R
HGUS28-2
7460
7460
7460
3235
-
36 -16d (Face)
12 -16d (Joist)
T13
THDH28-3
1881,
6770
7785
B025
2665
-
-
36- 16d (Face)
FL821.77,
12 - 16d (Joist)
06-
0921.05,
RR 25779
HGUS28-3
7460
7460
7460
3235
-
36.16d (Face)
12 -16d (Joist)
USP Structural Connectors
STRUCTURAL
CONNECTORS'
A MiTek' Comparry
Fastener Comparison Table
Name:
Address:
Customer:
Contact
Number.
'-" �:_ _ M=�.�--•'--�-'.=
r��£,�: �:�.�.:==i•
' _ _ .t_y.ga.:Fci'_-'_--r.`,•.•=�
i�� ±,-_--'— :iz.�.•+,...
cno.�<:%tJ.__ -- k',�4'k`-c�-�'`••-�._-
V',' - -_:,'may-^-.4 :ti?�_^ 4'r`�r_�-..=:rrt'+-`��
�x`"'`i:.'-s:u.v t=?S+L•'�s'- ::•x,a;4a•:.-
�--x•:•?•-rciCa�nnectnr ischedaie= _�..��y
._'.'-� _ _ _-�.'a�.=r-�..� r�..r�=`=-:
- - z.lu.._ae�-..c-.--_
:%Jr,1i:.--�:.`•�-�.is.'a'-=4:5
...c-+t'•"-'y'-.. �3'i-ta-e?+.�-:•G.�9-rs"':i-•ch.: a.'c�•3�•--�'=T.`'`..vC°'`^'F`._'•T'*--�_-.^--.-...
�^'•. __�sd��'.,._,:..:fM ^ti..�.-•.`�L`yl'ri?r.
.•p. ,ry t;ra- _
.�[aiielc �ilSP•'.Stocl�iliro_
R wredF"astene o-. �;Rerence°Nio
Q- - +�=Requ�iad:Fasfene ==-
x
�r .
_ _...:=�-:...-ti-l`.ei•
r-- -�
-
TI
JUS24
4-lad (Header)
LUS24
4-I0d (Header)
2 - lad (Joist)
2-10d (Joist)
-
TIO
THDH26-2
20 -16d (Face)
HGUS262
20 -16d (Face)
8 -16d (Joist)
8-16d (Joist)
-
T11
THD H26-3
20 -16d (Face)
HGUS26-3
20 -16d (Face)
8 -16d (Joist)
8 -16d (Joist)
-
T12
THDH28-2
36 -I6d (Face)
HGUS28-2
36-16d (Face)
10 - I6d (Joist)
12-16d (Joist)
-
T13
THDH28-3
36 -16d (Face)
UGUS28 3
36 -16d (Face)
12 -16d (Joist)
12 - I6d (Joist)
-
T2
JUS26
4 - lad (Header)
LUS26
4-10d (Header)
4 -10d (Joist)
4 - IOd (Joist)
-
T3
MSH422
22 -10d (Face - Face Max Nailing)
THA422
6 -16d (Carried Member- Face Mount]
6 - lad (Face - Top Max Nailing)
6-10d (Carried Member - Top Flange)
6 - lad (Joist - Face Max Nailing)
22 -16d (Elite - Face Mount)
6 - lad (Joist -Top Max Nailing)
2 -16d (Face - Top Range)
4 -10d (Top -Top Max Nailing)
4-16d (fop - Top Flange)
-
T4
THD26
18 -16d (Face)
HTU26
11- IOd x 1-1/2 (Carried Member)
12 -lad x 1-1 j2 (Joist)
20 -10d x 1-I12 (Curried Member -
Max Nailing)
20 -16d (Ca►ryLag Member)
20 -16d (Carrying Member - Max
Naith7g)
-
TS
THD26-2
18 -16ci(Face)
RHUS26-2
14 -16d (Face)
12 -10d (Joist)
6-16d (Joist)
-
T6
THD28
28-16d(Face)
HTU28
26-10dx1-1l2(Carried Member -
16 - lad x 1-2/2 (Joist)
Max Nailing)
26 -16d (Carrying Member - Max
Nailing)
-
77
THD28-2
28 -16d (Face)
HHUS28 2
22-16d (Face)
16-10d (Joist)
8- I6d(Joist)
-
T8
THD46
18 -16d (Face)
HHUS 6
14-16d (Face)
12 -lad (Joist)
6=16d (Joist)
- IT9
I
THD48 128
-16d (Face)
UHUS48
22 -16d (Face)
16 - led (Joist)
8 -16d (Joist)
USP Structural Connectors I
PAddress:
STRUCTURAL Customer:
CONNECTO"
A Wek•Company Contact: Number.
JUS24
(Qty.- 1)
THDH26-2-
(Qty.' 1)
THDH26-3
(Qtjr 1)
THDH28-2
(Qty.1)
THDH28-3
(Qty: 1)
JU526
(Qiy.' 1)
:-
flange
�. 97
K,ght
IVflange
MSH422
(Qty. 1)
THD26
(Qty.- 1)
THD26-2
-
Q
Left E
flange IMP 4
Loft
Le
flar+ge 5
o
fir.•: ► r
'~
•ate . i v5-
•r .
Might
flange
flange
THD28
(Qty.1)
THD28-2
(W. 1)
THD46
(Qty-1)
USP Structural Connectors j
M Adddresw
Customer:
STRUCTURAL
CONNECTORS`
Li AMiTak'Company Contact Number:
flange
`M� ?. �
wP?` tL
J D iV ht
flange
THD48 (gty.•j
USP Structural Connectors I
A r.1 t
t
ID79114
TYPICAL. HIPJACK CONNECTION
7rSTBK MAX 55 RSF MAX ROOF LOAD MLM
170 MPH EX C H=2& MAX `'"1 �'
r• 4 24 t a. r1_2 r314
ML .
�� 3
2
3
m4@ ED
w4um
11
14
Kafla�
.3L�. all comerjack
with 2-IMwe rmb i
11'11 Btu
1s 7
ML43 1.5X n
NARM
1s
NAILED
NAILD
2-1 rd
toe nail
24- strap 6-1 Qdz 1 S'
each end
LOADING (p-p
SPACING
2 0 0
CM
DEFL
In (Ioc)
lldefi
Ud
PLATES GRIP '
TOLL 30A
Plates Increase
t 25
TC 0.71
Vert(LL)
-DM 6 7
s999
360
MIM 244i190
TCDL 15.0
Lumber Increase
1.25
8C CL49
VeWL)
-0.09 6-7
>099
240
I
BCLL 0.0 '
Rep Stram Incr
NO
WS 0.50
Hoa(rL)
0.01 6
nra
nia
BCDL 10.0
Cork FRC2010iTP121G7
(Matrix M)
Weight' lb FT - 0 6
CHORD 2s4 SYP M 38
CHORD 2(4 SF No-2
S 2x4 SP No-3
BRACING
TOP CHORD Structural vmc)d shealWng diredyappEed or 6-0-0 oe purlins. '
BOT CHORD StrucLrral mood sheattdng dir=UyappEed or B-9-4 oc bradng.
MTek recommends Thai Stablizem and mquired cross bradng
be Installed during truss erection, in accordw= with b'tabilizer
Installation ouide
:TIONS ptrsIZe) 4-1B&Mechanical, 2-6=0.10-15 (min.0-1-8).6-362rMechanical
Max Horz2-308(LC 4)
Max Upi1ft4--156(LC 4). 2--382(LC 4), 6--159(LC 8)
Max Grav4-219(LC 2)< 2-73-1(LC 2). S-412(LC 2)
:ES (lb) - h1ax: ComplMax Tea -All forces 250 (Ib) oriess- excentwhen shown.
CHORD 2-1 t.-933i635,11-12- 85fi+307, 3 12- 845f303
CHORD 214--6B1/84B, 14-15--j39i8 =8, 7-15- 439/648, 7-15--439/84% 6 16- 439"
S 3-6--916475
WInd:ASCE 7-10;170mph (3-second gust) Vasd-132nVh,,TCDL-S.Opsi; BCDL-S.Opst; h-2alt; Ca. li; ExpC; Encl., GCpl.0.1B;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL-1.33 plate grip DOL-1.38
This truss is not designed to support a ceiling and is not Intended for use vdlere aesthetics are a consideration.
Plates checited for a plus or ndrurs 0 degreeroladon about itscenter-
This lass has been designed fora 10.0 psf bottom chord Eve load noncaneurrent with any other five loads.
'This truss has been designed fora five load of 20.0psf an The bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 widevdE fit
between the bottom chord and any other members.
``lllltl(ff//�!
Ar
" N 34869 "
„n
L[1
STATE OF
�i ORtQP`. 0
1109 CO-ASTAL BAY
BOYNTON BC,FL 33435
10/20/12
TYPICAL ALTERNATE BRACING DETAIL
'FOR EXTERIOR FLAT GIRDER TRUSS
12
TRUSS -24' c.c.
UPLIFT CONNECTION
SEE R 00F TRUSS
EXTERIOR FLAT
0
4 12d
MAX 30'w (.21 --5")
\\��titlltlltrrl,,
X 2 Sp BOTH FACES
Yam` �
! M P�'a' C�I,I H %� •' STATE OF ;'•��:
rj ..•• ti
1109 COASTAL BAY
BOYNTON BC,FL 33435
10/29/22 '
STANDARD PIGGYBACK TRUSS ST PIGGY-PERP.
EEBRUARY 14, 2D12 CONNECTION DETAIL (PERPENDICULAR)
N1ek Industries. Chesterfield, MO Page i of 1
MAX MEAN ROOF HEIGHT'= 30 FEET
0 oQ BUILDING CATEGORY ]I
WIND EXPOSURE B or C
WIND DESIGN PER ASCE 7-98, ASCE 7.02, ASCE 7-05 100 MPH (MWFRS)
WIND DESIGN PER ASCE ?-10125 MPH (MWFRS)
kt7ek Industries, Inc. DURATION OF LOAD INCREASE
FOR WIND LOADS:1.60
DETAIL IS NOT APPLICABLE FOR TRUSSES
TRANSFERING DRAG LOADS (SHEAR TRUSSES
ADDITIONAL CONSIDERATIONS BY BUILDING
ENGINEERIDESIGNER ARE REQUIRED.
PIGGY-BACKTRUSS
(CROSS-SECTION VIEW)
Refer to actual tim s design drawing for
additional piggyback truss Wormaaon.
NEARSIDE
THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT
UP TO 140 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER
IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN
OTHER DIRECTIONS.
ATTACH PIGGYBACKTRUSS
TO BASE TRUSS WITH
(2) -16d (0-131" X3-5") NAILS
TOENAILED.
FAR SIDE
FLATTOP CHORD
OF BASE TRUSS
BASE TRUSS (SIDE VIEW)
Refer to actual truss design drawing
for addit]onal base truss information.
NOTES FOR TOE -NAIL:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30• DEGREES
WiTHTHE MEMBER AND STARTED 1/3 THE LENGTH OF THE
NAIL FROM THE MEMBER END AS SHOW1%
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF
NAILS SHALL BE SUCHASTO AVOID UNUSUAL SPLITTING
OFTHE WOOD
NOTES FOR TRUSS:
1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY:
2_ THE CHORD MEIv1BER OF PIGGYBACK AND BASE TRUSSES
MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER:
3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES
IS 2 FT OR LESS:
41 THE-PIGGYBACKTRUSSES SHOULD BE PERPENDICULAR TO
BASE TRUSSES.
5. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS
OR HAVE AN OVERHANG-, WHICH WILL CREATE A HIGHER UPUF r
AT CONNECTING POINT.
S.
or
` * ' N 34869
r �
LU
�0 , STATE OF
1109 COASTAL BAY
BOYNTON BC,FL 33435
'10/19/12
FEBRUARY 14, 2012 Standard Gable End Detail'
SHEET 2 -
O M7ek industries. Cheerfiet<'. MO Page 2 of 2
ALTERNATE DIAGONAL BRACING TO THE 80TTOM CHORD
o�
Trusses Ca 24" o.c.
HORIZONTAL BRACE 2r5 DIAGONAL BRACE SPACED 49- O.C.
(SEE SECTION A -A) ATTACHED TO VERTICAL WITH ..) -1 Sd
TrACHSD
Mt i ek Indus rles, Inc. Roof Sheathing-� , TOBLOCMON NG WfWIRE SAND AOMMMON
TO BLOCh'1NG tyfi•H (S) -10d COMMONS. �
1-3'
THE RESPO,YSIBIUFYOFTHEBLDGDESIGNER OR
PRQIECT ENGINEERWRCHTECTTO DESIGN THE
NAIL DIAGONAL 6RACETO
ING DIAPHRAGMAND ITS ATiACHMENTTOTHE
RLIN WITH TWO16d NAILS
>-SESTO RESISTALL OUT OF PLANE LOADS THAT
`
RESULTFROM THE BRACING OFTHE GABLE ENDS
2X 4 PURLW FASTENED TO FOUR TRUSSES
WITH TWO 16d NAILS EACH. FASTEN PURLIN
TO BLOCI.9NG WliW016d NAILS (MIN)
Diag. Brace
at 113 poiTlts
,
\ \
PROVIDE 2x4BLOCINTNGBETWEEN THETRUSSES
THE AND
- it deeded
ON EITHER SIDE ASSUPPORTING
NOTEX TOENAIL SLE OCIONNG S
TO TRUSS WITH (2) _ 1 Od NAILS AT EACH END.
ATTACH D1A3014ALBRACETOBLOCmG WnH
(s}-10d COMMON WIRE NAILS.
End Wall
j-I CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAYBE BRACED AS NOTED: STRUCTURAL
METHOD 1 : ATTACH A IAATCHING GABLETRUSS TOTHE WSIDE GABLE FACE OFTHE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAILING SCHEDULE.
METHOD 2:ATTACH 2"
SOABSTOTHEFACEOFEACHVERTICAL SCABALONG
MEMBER ON'THE STRUCTURAL GABLE PER THE FOLLOWING CAL
SCHEDULE. SCABS ARETO BE OF THE SAMIE SIZE, GRADE
VEMi AND SPECIES ASTHETRUSS VERTICALS
NAILING SCHEDULE:
- FORWIND SPEEDS 120 MPH (ASCE7-48, 02, 05),150 MPH (ASCE7-10) OR LESS, NAILALL
MEMBERS WITH ONEROW OF10d (131- XX) NAILS SPACED 13-O.C.
- FOR WIND SPEEDS C-REATER 120 MPH (ASCE 7.98, 02, M.150 MPH (ASCE 7-10) NAILALL
MEMBERS WITH TWO ROWS OF10ii (.131- X3-) NAILS SPACED 6 O.C. (2X 4 STUDS MINIMUM)
MAXIMUM STUD LENGT S ARE LISTED ON PAGE 1.
ALL BRACING METHODS SHOWN ON PAGE 1 ARE
/ VAUD AND ARETO BE FASTENED TO THE SCABS OR 4VLAYED STUD
VERTICAL STUDS OFTHESTANDARD GABLETRUSS
/ OBI THE 1NTERIOR SIDE OFTHE STRUCTURE
OTU
r AN ADEQUATE DIAPHRAGM OR OTHER METHC pF, RrCING
GABLETRUSS BEPRESENTTOPROVIDE FULL.LATERAL EjRpb)�i6F
CHORD TO RESIST ALL OUT OF PLANE 'dA E ING
a / IN THIS MAIL IS FOR THE VERTIC`L1LS jJp yF--`: . - /
N 34869
STATE OF
if •.•.RLORIQA.= - �����
1109 COASTAL BAY
BOYNTON BC, FIB 3343E
NOTE. THIS DETAIL IS TO BE USED ONLY FOR'
STRUCTURAL GABLES WITH INLAYED
SYIDS. TRUSSES W ITHOUT INLAYED
STUDSAFIENOTi ADDRESSED HERE
STANDARD
GABLETRUSS
1
MUST
I FEBRUARY 14, 2Q12 STDARD PIGGYBACK
I TRUSS CONNECTION DETAIL I ST:PIGGY PLATE I
a
Mi i ek Industries, Inc.
This detail is applicable for the following wind conditions:
ASCE 7-98, ASCE 7-02, ASCE 7 05, ASCE 7-10 Wind Standards under
all enclosure and exposure conditions as long as no uplift exceeds 3777 lbs.
Refer to actual piggyback truss design drawing for upld£s.
NOTE:
This aetal is valid for one ply busses spaced 24" o c. or less.
PIGGYBACKTRUSS
Refer to actual truss design drawing for
additional piggyback truss information.
SPACE, ACCORDING TO THE MAMMUM
SPACING ONTHE TOP CHORD DFTHE BASE
TRUSS (SPACING NOT TO EXCEED 24r O.C.
A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT.
Mirek kidistries, chart C id, MD Page 1 of 1
Attach piggyback truss to the base truss with S'x8' TEE -LOCK
Muhl -Use connection plates spaced 48" a.c. Plates shalt be
pressed into the piggyback truss at 48- o.c. staggered from each
face and nailed to the base Loss with four (4)- Ed (1.5"x0.099')
riails in each plate to achieve a maximum uplift capacity of 3T77 lbs.
at each 3"x8' TEE -LOCK Multi -Use connection plate.
(Minimum of 2 plates)
Attach each purlin to the top chord
of the base truss.
(Pur(ins and connection by others)
BASE TRUSS
Refer to actual truss design drawing
for additional base truss information.
N "X%%1111111111 '
7(r : N 34869 � xr '
= Z7LU Cl: __
- STATE OF \?��
�i - •- FCORIOP.-��' ��
1109 COASTAL BAY
BOYNTON BC,FL 33435
10/19/12
FEBRUARY 14. P-012 I TRUSSED VALLEY SET DETAIL i ST VALLEY SYP
a
Mi ak Industries, Inc.
SECURE VALLEY TRUSS
W/ ONE ROW OF 1 sd
NAILS 13" O.C. .
GABLE ENO. COAWON TRUSS
OR GIROERTRUSS
MTek lMuskl ChesbufieW. MO Page 1 of 1
GENERAL SPECIFICATIONS
1. NAIL SIZE - 3.5" X 0.131" =16d
2. INSTALL VALLEYTRUSSES {24" O.C. MIMUM AND `
SECURE PER DETAIL A
3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
4. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING
EOUILWANTTO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
ATTACH 2A CONTINUOUS NO 2 SYP
TO THE ROOF W/TWO 15d (0.131' X S.S") NAILS
INTO EACH BASE TRUSS.
DETAIL A
(MAXIMUM V SHEATHING)
N_T.S.
NON TRUSS
5
WIND DESIGN PER ASCE 7.98, ASCE 7-03; ASCE 7-05 12G MPH
WIND DESIGN PER ASCE7-14 150 MPH
MAX MEAN ROOF HEIGHT° 30 FEET
ROOF PITCH - MINIMUM 3AZ MAXIMUM 1nA2
CATEGORY It BUILDING
EXPOSURE C OR B
MIND DURATION OF LOAD INCREASE : 11g10I I 1 I'
�i` MAX TOP CHORD TOTAL LOAD - RAP
MAX SPACING - 29 O.C. (BAS -AN
MINIMUM REDUCED DEAD 1*D Fp F-•..: h /�
ON THE TRUSSES
' Mass '� `
O� 10 19/12 W�
STATE OF •: .
� 11/11 QNA 1 �; •�•
1109 COASTAL BAY
BOYNTON BC,FL 33435
.k r,;. ,i
I OCTOBER 1, 2006 I LATERAL TOE -NAIL DETAIL I ST-TOENAIL SP I
�Jaa
a
MTek Industries. Inc.
MTeklndusbies.Cheste:fieid.MO Page 1 oF1
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEIVIBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND
E?0T AT THE BACK CORNER OF THE MEMBER END AS SHOWN.
? THE END DISTANCE EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOI D UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OFTHETWO SPECIES
FOR MEMBERS OF DIFFERENT SPECIES.
OE-NAIL SINGLE SHE ;R VALUES PER NDS 2001 (ibinail)
rE
IAM.
SYP
OF
HF
SPF
SPFS
.131
88.0
90.5
699
BOA
593
t35
93.5
956
74.2
785
63.4
.162
108.8
99.6
BSA
84.8
739
.128
74.2
67.9
58.9
57.6
503
.131
759
69.5
603
59M
51.1
.148
Rl4
745
54.6
63.2
52.5
VALUES SHOV1W4 AF` CAPACITY PER TOE -NAIL
APPLICAELE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE
(3)-16d NAILS (.162" clam.x 3SI WITH SPF SPECIES BOTTOM CHORD
Forloed duration increase of 1.15:
3 (nalls) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5lb Maximum Capacity
ANGLE MAY
VARY FROM
30, TO 60'
45.00'
ANGLE MAY
VARY FROM
30° TO 601
THIS DETAIL APPLICABLE TO THE
THREE END DETAILS SHOWN BELOW
VIEIAS SHOWNARE FOR
ILLUSTRATION PURPOSES ONLY
SIDE VIEW
(W.l4)
2 NAILS
NEAR SIDE
NEARSIDE
45.00°
SIDE VIEW
(2;b7
3 t141LS
NEARSIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60°
45.000
`,,11t11111lr!/,t
N 34869
`� 10/29/3-2 LEI
Z
STATE OF
LORID
1109 COASTAL BAY
BOYNTON BC,FL 33435
OCTOBER 1, 2006
� co
MTek Indushies, Ina
SIDE VIEW
NEAR
FAR. SIDE
UPLIFT TOE -(MAIL DETAIL
ST-TOENAIL UPLIFT1
Mi rd; ►ndustries, Chesarfietd. MO - Page 1 of 1
NOTES:
1. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER
AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEIvEER END AS SHOWN.
2. THE END CISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UIlLISUAL SPLITTING OF THEV`IOOD_
3. ALLOWABLE VALUE SHALL BE THE LESSER. VALUE OFTHE BOTTOM CHORD SPECIES
OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOT
OF
SIDE
VeAS SHOWN ARE FOR
ILWSTRATION PURPOSES ONLY
TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (lb/nail)
DIAM. SIP
DF HF
SPF
SPF-S
cD
.131 56.5
4S.1 315
293
20.3
O
.135 I 69.3
47.5 I 32.6
3113
29.9
in
.162 72.3
57.9 39.1
3S.a
25.1
m
Z
128 53.1
419
26.7
27.0
164
Jo
.131 54.3
429
29.3
37.7
18.8
n
148 61 A
48.3
33.2
31.3
21.3
to
(9
.120
45.9
1 3
'24 A
23A
159
71
O
.128
49.0
38.6
25.5
25.0
17.0
b
.131
50.1
39.5
27.1
25.6
17.4
.143
55.5
44B
30.61
26.9
19.6
VALUES SHOVK4 ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY T3EAPPLIED.
EXAMPLE
(3) - 16d NAILS (.167 diem. x 3.5-1 WITH SPF SPECIES TOP PLATE
ForWrid DOL of 133:
3 (nails)X36.8 (1b/nail)X 1,33IDOL forwind)= 146.8lb Maximum Allowable UpfiftReactionDue To Wind
For Wrid DOL of 1.60.
3 (nails) X 36.8 (Ib/nal) X 1.60 (DOL for Wind) =176.6Ib Maximum Allowable Uplift Reaction Due To Wind
If the uplift reaction specified on the Truss Design
Drawing is more than 146.8 lbs (176.61bs) another
mechanical uplift connection must be used.
USE (3) TOE -NAILS ON 2A BEARING WALL
USE (4)TOE NAILS ON 24 BEARING WAIL
END VIEW
10/19/12
GENsF'�F�'��
-� %
Luz
O ' STATE OF Z/Irl
f111
1109 COASTAL BAY
BOYN'TON BC,FL 33435