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HomeMy WebLinkAboutTRUSSA#A-1 ROOF
NTRUSSES
A FLORIDA CORPORATION
Lumber design valbes are% accordance with ANSIifPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
RE: Job 59405 ENA-1 Roof Trusses
4451 St Lucie Blvd
Site Information: S4 LON, POAFort Pierce, FL 34946
Customer Info: JWN CONSTRUCTION INC. Project Name: GERETY RES
Lot/Block: Model: GERETY RES
Address: LOT 102 VENTURE III, JENSEN BEACH Subdivision:
City: County: Martin 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: 165 MPH
Roof Load: 55.0 psf Floor Load: 65.0 psf
This package includes 79 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
A0458733
A01 G
12/16/14
13,
A0458745 ,.
A13
12/16114
25
A0458757
CJG
12/16/14
2
A0458734
A02
12/16/14
14
A0458746
A14
12/16/14
26
A0458758
CJH
12/16/14
3
A0458735
A03
12/16/14
15
A0458747
A15
12/16/14
27
A0458759
CJI
12/16/14
4
A0458736
A04
12/16/14
16
A0458748
A16
12116/14
28 '
A0458760
CJJ
12/16/14
5
A0458737
A05
12/16/14
17
A0458749
A17
12/16/14
29
A0458761
F01
12/16/14
6
A0458738
A06
12/16/14
18
A0458750 ,
A18G
12/16/14
30
A0458762
F02
12/16/14
7
A0458739
A07
12/16/14
19
A0458751
CJA
12/16/14
31
A0458763
F03
12/16/14
8
A0458740
A08
12116114
20
A0458752
CJB
12/16/14
32
A0458764
F04
12/16/14
9
A0458741
A09
12/16/14
21
A0458753
CJC
12/16/14
33
A0458765
F05
12/16/14
10
A0458742
A10
12/16114
22
A0458754
CJD
12/16/14
34
A0458766
F06
12/16/14
11
A0458743
All
12/16/14
23
A0458755
WE
12/16/14
35
A0458767
F07
12/16/14
12
A0458744
Al2
12116/14
24
A0458756
CJF
12/16/14
36
A0458768
F08
12/16/14
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 ANSUTPI-1 Sec. 2.
oIEN K!i 11
Digitally signed by JULIUS LEE
-`� DN: cn=JULIUS LEE, o=TRUSS
N 34869
W_ GINEER, ou=STRUCTURAL PE,
STATE OFemail jlent - .c
� �i- om c-US
1109
BOYNTONO EASTAL BAY.
A H, FL 33�435 Date: 2014.12.16 15:58:47-05r00'
Page 1 of 2
., r
A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job 59405
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
37
A0458769
509
12/16/14
75
A0458807;
JD
12/16/14
38
A0458770
F10
12/16/14
76
A0458808
JE
12116/14
39
A0458771
F11
12/16/14
77
A0458809
JF
12/16/14
40
A0458772
F12
12/16/14
78
A0458810
JI
1 12/16114
41
A0458773
F13
12116/14
79
A0458811
X
12/16/14
42
A0458774
F14
12/16/14
43
A0458775
F15
12/16/14
44
A0458776
F16
12/16/14
45
A0458777
F17
12/16/14
46
A0458778
F18
12/16/14
47
A0458779
F19
12116/14
48
A0458780
F20G
12/16/14
49
A0458781
F21
12/16/14
50
A0458782
F22
12/16/14
51
A0458783
F23
12/16/14
52
A0458784
F24
12/16/14
53
A0458785
F25
12/16/14
54
A0458786
F26
12/16/14
55
A0458787
F27
12/16/14
56
1 A0458788
F28
12/16/14
57
A0458789
F29
12/16/14
58
A0458790
F30
12/104
59
A0458791
F31
I V16/14
60
A0458792
F32
12/16/14
61
A0458793
F33
12/16/14
62
A0458794
F34
12/16/14
63
A0458795
F35
12/16114
64
A0458796
F36
12/16/14
65
A0458797
F37
12116/14
66
A0458798
F38
12/16/14
67
A0458799
FG1
12/16/14
68
A0458800
HJA
12/16/14
69
A0458801
HJB
12/16/14
_
70
A0458802
HJC
12/16/14
71 '
A0458803
HJD
12/16/14
72
A0458804
JA
12/16/14
73
A0458805
JB
12/16/14
74
A0458806
I JC
12/16/14
Page 2 of 2
J
TrussTJobeference
pe
ty
l
59405
A01G
a
FROOfTSpecialGirder
A0458733ob
(optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:26 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-BY2485y2Hd Wi25mg2_OQ8jgmHx46IJgradVakoy8MCJ
4-1-10 10 9-0 2 14-9-7 18-9-11 2308 295 8
4-1-10 1 45-13 5-5-5 4-04 4-7-13
Dead Load Deff. = 314 in
0.44 FF2
3.07 F12 3.25 12
4x4 - 4x4 = 4x6 4x4 4 =
4 5 8
2 in
3x10 n
1 8
d 37
1332 33 3412 35 36 11 38 39 10 40 41 942 O
8x8 - 4x4 6x6 = 4x4 = 5x8 II 5x14 =
=
3x4 =
1.18 12 0.17 12 1.25 Ll2
29-5-8
i 4-1-10 , 9-4-2
i
14.6.9 i
18.9-11
,
23-0.12
i
27-11-0
a&7-p
4-1-10 S2 8
5-2-8
4-3-2
4-3-2
4-104
8-0 '
0-10-8
Plate Offsets (X Y)-
rl:0-5-1 5 0-1-8] [5:0-3-4 0-2-0]
[8:0-2-12 0-2-9]
r8:1-0-13,0-3-101,[9:0-5-0,0-2-81,[11:0-2-4,0441
r13:0-2-0,04-01
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc)
I/deft
Ud
PLATES
GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC
0.66
Vert(LL) 0.70
11
>508
360
MT20
2441190
TCDL 15.0
Lumber DOL 1.25
BC
0.60
Vert(TL) -1.33
11
>266
240
BCLL 0.0
Rep Stress Incr NO
WB
0.52
Horz(TL) 0.26
8
n/a
n/a
BCDL 10.0
Code FBC2010JTPI2007
(Matrix-M)
Weight: 457 lb
FT = 0%
LUMBER-
. TOP CHORD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
BOT CHORD 2x6 SP No.2 *Except*
B2,B3: 2x6 SP 240OF 2.0E
WEBS 2x4 SP No.3
SLIDER
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-9-13 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 =
2235/0-6-0 (min. 0-1-8)
8 =
2346/0-8-0 (min. 0-1-8)
Max Horz
1 =
42(LC 9)
Max Uplift
1 =
-1024(LC 4)
8 =
-1036(LC 5)
Max Grav
1 =
2235(LC 1)
8 =
2346(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-10042/4618, 2-3=-9983/4610,
3-23=13804/6366, 23-24=-13795/6364,
4-24=13787/6363, 4-25=-14790/6783,
25-26=-14780/6782, 26-27=14775/6780,
5-27=14767/6778, 5-28=12804/5877,
28-29=-12804/5877, 6-29=-12804/5877,
6-30=8218/3732, 30-31=-8218/3732,
7-31=8218/3732, 7-8=-7964/3635,
8-20=2327/1052
BOT CHORD
1-13=-4425/9663, 13-32=-4530/9751,
32-33=-4529/9752, 33-34=-4529/9753,
12-34=-4528/9753, 12-35=-6294l13774,
35-36=-6293/13774, 36-37=6293/13775,
11-37=-6292/13776,11-38=-6694/14685,
38-39=-6694/14685, 10-39=6694/14685,
10-40=-5798/12804,40-41=5798/12804,
9-41=5796/12804, 9-42=-3420/7629,
8-42=3427/7624, 8-21=-1169/2593
WEBS
2-13=-440/1015, 3-13=126/284,
S 13) "Semi -rigid pitchbreaks with fixed heels" Member
WEBS
440/1015, 3-13=126/284, end fixity model was used in the analysis and design
of this truss.
3-12=-1797/4092, 4-12=-808/525,
4-11=535/1241, 5-11=56l452, 14) Hanger(s) or other connection device(s) shall be
5-1 0=1 970/970, 6-1 0=1 20/528, provided sufficient to support concentrated load(s) 358
6-9=-4800/2212, 7-9=-685/1806 lb down and 355 lb up at 4-10-5, 113 lb down and 116
lb up at 6-9-6, 122 lb down and 123 lb up at 8-9-9,
132 lb down and 130 lb up at 10-9-13 142 lb down
NOTES-
1) Ply to ply nailing inadequate
and 136 lb up at 12-10-1, 148 lb down and 141 lb up
2) 3-ply truss to be connected together with 12d
at 14-2-3, 101 lb down and 140 lb up at 154-12, 101
lb down and 140 lb up at 174-12, 101 lb down and
(0.131"x3.25") nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-5-0
140 lb up at 19-4-12, and 101 lb down and 140 lb up
at 214-12, and 256 lb down and 314 lb up at 23-5-4
oc.
Bottom chords connected as follows: 2x6 - 2 rows
on top chord, and 82 lb down and 9 lb up at 4-7-10,
27 lb down and 3 lb up at 6-9-6, 33 lb down and 2 lb
staggered at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
up at 8-9-9, 39 lb down and 0 lb up at 10-9-13, 44 lb
3) All loads are considered equally applied to all plies,
down at 12-10-1, 48 lb down at 14-2-3, 48 lb down at
154-12, 48 lb down at 17-4-12, 48 lb down at
except if noted as front (F) or back (B) face in the
19-4-12 and 48 lb down at 214-12, and 96 lb down
LOAD CASE(S) section. Ply to ply connections have
and 0 lb up at 23-4-12 on bottom chord. The
been provided to distribute only loads noted as (F) or
design/selection of such connection device(s) is the
(B), unless otherwise indicated.
responsibility of others.
4) Unbalanced roof live loads have been considered
for this design.
5) Wind: ASCE 7-10; Vult=165mph (3-second gust)
LOAD CASE(S)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Standard
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
1) Dead + Roof Live (balanced): Lumber Increase=1.25
exposed; Lumber DOL=1.60 plate grip DOL=1.60
Plate Increase=1.25
Uniform Loads (plf)Vert:
6) Provide adequate drainage to prevent water
1-3=90, 3-7=-90, 7-8=-90, 13-14=-20,
ponding.
7) Plate(s) atjoint(s) 1, 3, 7, 13, 9, 12, 4, 5, 10, 6, 8
9-13=20, 9-17=-20
Concentrated Loads (lb)
and 8 checked for a plus or minus 0 degree rotation
Vert: 3=-184(F) 7=-172(F) 23=-52(F) 24=-62(F)
about its center.
8) Plate(s) at joint(s) 11 checked for a plus or minus 2
25=72(F) 26=-81(F) 27=-88(F) 28=-88(F) 29=-88(F)
degree rotation about its center.
30=-88(F) 31=-88(F) 32=41(F) 33=-14(F) 34=-17(F)
9) This truss has been designed for a 10.0 psf bottom
35=19(F) 36=-22(F) 37=-24(F) 38=-24(F) 39=-24(F)
c
Job Truss
Truss Type
Qty
Ply
59405 A02
Roof Special
1
1
A0458734
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 Mi fek Industries, Inc. Tue Dec 16 15:28:27 2014 Page 1
I0:iG2U75HHmhrkla3a2giPblzl 1 ie-fkcSLQzg2xeZgEKtcivfhxNwiLV91 h_pHE7GEy8Mcl
6S5 7 4 7 14 7-2 20-104 27-3-12 28 10 4
6SS 11 7-2-11 6-3-2 6-5.8 1E 8
3.07 F12
1.18 12
0.44 12
7xl0 MT20HS=
1.5x4 II
7x10 MT20HS=
5x10 MT20HS= 3.25 12
`J rxl U M I LUHb= /x I U M I GUr11*
8x8 =
0.17 F12
3x4 zZ
1.25112
Dead Load Defl. = 3/4 in
Icy ld
0
3x4 =
28-10.4
6-5-5 7-4-7
14-3-4
14-7r2
20-8-12
i
27-3.12
27-11-12 i
6-5-5 11-�
6.10-12
0.3.95
6.1-10
6-7-0
0-10-8
Plate Offsets (X,Y)—
[1:0-7-6,0-1-1], [3:0-5-0,0-2-8], [4:04-8,0-3-12], [5:0-5-0,0-1-4], [5:24-10-0,7-6-12], [6:0-3-13,0-0-5],
[6:0-3-8,2-8-13], [6:1-0-12,Edge], [7:0-5-0,0-54],
I8:0-5-0,0-4-81,19:0-34,0-5-8I
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 0.74
Vert(LL)
0.67
8
>514
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.52
Vert(TL)
-1.29
8-9
>268
240
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.87
Horz(TL)
0.34
6
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 158 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30 -Except*
T2: 2x6 SP 2400F 2.OE, T3: 2x6 SP No.2
T4: 2x4 SP No.2
BOT CHORD 2x6 SP 2400F 2.0E
WEBS 2x4 SP No.3
SLIDER
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-3-9 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 4-5-13 oc bracing.
WEBS
1 Row at midpt 4-7
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1539/0-7-3 (min. 0-1-8)
6 =
1634/0-8-0 (min. 0-1-8)
Max Horz
1 =
-54(LC 13)
Max Uplift
1 =
-656(LC 8)
6 =
-626(LC 9)
Max Grav
1 =
1539(LC 1)
6 =
1634(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-7279/5012, 2-3=-7169/5017,
3-4=-7974/5519, 4-5=-5891/4132,
5-6=-2971/2115, 6-16=1124/794
BOT CHORD
1-9=-4744/7004,8-9=-4444/6520,
7-8=-5339f7908,6-7=-3867/5760,
6-17=1155/1637
WEBS
3-9=-464/754, 3-8=-869/1531,
4-7=-2260/1469, 5-7=-708/1207
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
podding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) atjoint(s) 1, 3, 4, 5, 5, 5, 5, 8, 2, 7, 6, 6 and
6 checked for a plus or minus 0 degreerotation about
its center.
6) Plate(s) at joint(s) 9 checked for a plus or minus 2
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 atjoint(s) 1, 6 considers parallel to grain
value using ANSIITPI 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 656 lb uplift at
joint 1 and 626 lb uplift at joint 6.
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
Qty
Ply
}
A0458735
59405
A03
Roof Special
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:28 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl1 ie-7xArZm_IpEmQHOv39PQuD8v9_IIKmGr82z_gphyBMcH
6 10-15 9 10.13 14 3 11 18 1-13 21-2-14 28-1-13
6-10-15 2-11-14 4-4-14 3-10-2 3 1-1 6-10-15
3.07 F12
' 1
CS
0.44 12
5xl0 MT20HS=
5x6 = 4x6 = 3.25 Ll2
1Z 2x4 II
0.17 12
1.25 12
Dead Load Dell. = 9/16 in
0
N
N
aI
5xl4 = 3x4 =
28.1-13
6-10-15
, 8-11-12
, 13-11-5
, 1840.5
,
22-7-13
, 267-5
2735 ,
6-10.15
2-0.13
4-11-104-1.
47-8
111-8
0-10.8
Plate Offsets (X,Y)--
[1:0-7-6 0-1-11, [3:0-5-0,0-2-61, [4:0-3-0,0-2-121, [5:0-3-0,0-2-4] [7:1-0-12,0-3-101, [7:0-2-12,0-2-91,
[9:0-5-8,0-3-41, ['10:0-5-8,Edge]
[11:0-2-4,0-5
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 0.45
Vert(LL)
0.54 10-11
>627
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.91
Vert(TL)
-1.01 10-11
>334
240
MT20HS
187/143
' BCLL 0.0 '
Rep Stress Incr
YES
WB 0.38
Horz(rL)
0.33 7
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 146
lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 31
BOT CHORD 2x6 SP 240OF 2.OE'Except'
B2,B3: 2x6 SP N0.2
WEBS 2x4 SP No.3
SLIDER
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-1 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 3-8-15 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
1 = 1501/0-7-3 (min. 0-1-8)
7 = 1596/0-8-0 (min. 0-1-8)
Max Horz
1 = -69(LC 13)
Max Uplift
1 =-626(LC 8)
7 =-662(LC 9)
Max Grav
1 = 1501(LC 1)
7 = 1596(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-6873/4819,2-3=-6523/4568,
3-4=-5924/4172,4-5=-5267/3737,
5-6=-5390/3782, 6-7=-3164/2269,
7-19=-1183/831
BOT CHORD
1-12=-4554/6611, 11-12=-4564/6629,
10-11=-3840/5699, 9-10=-3887/5817,
8-9=-3621 /5296, 7-8=-3600/5275,
7-20=-1054/1502
WEBS
2-11=379/377, 3-11=-713/1102,
3-10=139/467, 4-9=-850/490,
5-9=-684/1069, 6-9=-1711262
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
5) Plate(s) at joint(s) 1, 3, 10, 2, 12, 9, 6, 6, 6, 8, 7 and
7 checked for a plus or minus 0 degree rotation about
its center.
6) Plate(s) at joint(s) 4 checked for a plus or minus 3
degree rotation about its center.
7) Plate(s) at joint(s) 5 checked for a plus or minus 4
degree rotation about its center.
8) Plate(s) at joint(s) 11 checked for a plus or minus 2
degree rotation about its center.
9) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
10) ' 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.
11) Bearing at joint(s) 1, 7 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
12) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 626 lb uplift at
joint 1 and 662 lb uplift at joint 7.
13) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
,.r
Julius Lee, P.E. #34869 - 1109 Coastal Bay - Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
J
59405
A04
Roof Special i r
1
1
A0458736
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:28 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-7xArZm—IpEmQHOv39PQuD8v361pdmFg82x_gphy8McH
7-4-15 11-r3 ,12.5-a 14-0 4 , 155-7 , 20�-13 25-10-15 27-5 7
7-4-15 4-13 11 1-7-2 1-5 3 5-1-7 5 4 1 1_ 8
0.44 12 Dead Load Defl. = 9116 in
4x6 11 4x6 11 46 =
3.07 r 12 3 4 5 3.2512
3x4 4x8 zz
2 6 0
3x4 z� 3x4 ui
N
3xl2 = 4x4
1 11 10 9 7 1�
2x4 11 7x6 = 5x6 11 8
12 7x8 =
2x4 II 48 II
0.17 12 3x4 =
1.18 12 1.25112
27-5.7
7-4-15 , 115-3 ,12-5.2137-7, 15-315 , 20.§13 , 25-10-15 26-6-15 ,
7-4-15 4-1-3 11- 1-2-5 14. 5-2-15 54-1
Plate Offsets (X,Y)—
[1:0-7-6,0-1-11,[6:04-010-1-121,[7:0-3-0,2-7-11,[7:1-0-12,Edge],[7:0-3-13,0-0-51,[9:04-0,0-5-01,[10:044,0-2-81,[11:0-24,0-5-01
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
0.89
Vert(LL)
0.52 11
>637
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC
0.70
Vert(TL)
-0.95 11-12
>348
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.44
Horz(TL)
0.31 7
n/a
n/a
BCDL 10.0
Code FBC20107TPI2007
(Matrix-M)
Weight: 145 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP N0.2'Except'
T1: 2x4 SP M 30
BOT CHORD 2x6 SP 240OF 2.OE'Except'
B2,B3: 2x6 SP No.2
WEBS 2x4 SP No.3
SLIDER
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 1-7-8 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-1-15 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 = 1462/0-7-3 (min. 0-1-8)
7 = 1558/0-8-0 (min. 0-1-8)
Max Horz
1 = -82(LC 13)
Max Uplift
1 =-593(LC 8)
7 =-622(LC 9)
Max Grav
1 = 1462(LC 1)
7 = 1558(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-6729/4759, 2-3=-5515/3882,
3-4=-4794/3454,4-5=4700/3393,
5-6=-4849/3420, 6-7=-2772/2006,
7-19=-1027f731
BOT CHORD
1-12=-4494/6473, 11-12=4501/6483,
10-11=-3195/4797, 9-10=3065/4646,
8-9=-3653/5282,7-8=-3627/5274,
7-20=1067/1499
WEBS
2-11=-1241/1017, 3-11=-686/1049,
3-10=297/186, 4-10=-189/328,
4-9=-285/118, 5-9=-522/860,
6-9=-722/623
NOTES-
1) Unbalanced roof live loads have been considered
for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) Plate(s) at joint(s) 1, 3, 4, 10, 2, 9, 6, 6, 6, 12, 8, 7,
7 and 7 checked for a plus or minus 0 degree rotation
about its center.
5) Plate(s) at joint(s) 5 checked for a plus or minus 4
degree rotation about its center.
6) Plate(s) at joint(s) 11 checked for a plus or minus 2
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) 1, 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 593 lb uplift at
joint 1 and 622 lb uplift at joint 7.
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
v
Julius Lee, P.E. #f34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
r i
A0458737
59405
A05
Roof Special
1
1
Jab Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:29 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl1iec7kDm6?waYuHvYUFj7x7mMSDj94 VZVHHbjEL7y8McG
8-" 13-8-13 — 18-5-15 26-9-0
8-0-8 5S6 4-9-2 8.3-1
3x10 =
4x4 =
3.07 F12
3.25112
Dead Load Deft. = 5/8 in
1.1a 12 1.25 12 4x12 =
3x4 =
18-5.15
269-0
LOADING (psf)
SPACING-
2-0-0
CSL
DEFL.
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.90.
Vert(LL)
0.63
7-8
>513
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.95
Vert(TL)
-1.15
7-8
>279
240
MT20HS
187/143
• BCLL 0.0 '
Rep Stress Incr
YES
WB 0.99
Horz(TL)
0.42
5
n/a
n/a
BCDL 10.0
Code FBC2010/rP12007
(Matrix-M)
Weight: 114 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30 "Except`
T2: 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
SLIDER
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1412/0-7-3 (min. 0-1-14)
5 =
1531/0-8-0 (min.0-2-0)
Max Horz
1 =
-89(LC 13)
Max Uplift
1 =
-561(LC 8)
5 =
-593(LC 9)
Max Grav
1 =
1412(LC 1)
5 =
1531(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-6579/4663, 2-3=-4732/3354,
3-4=-4363/3122, 4-5=-2513/1883
BOT CHORD
1-8=-4404/6312,7-8=-4405/6315,
6-7=-3504/5067, 5-6=-3490/5067
WEBS
2-7=-1853/1466,3-7=-1213/1823,
4-7=-1018/808
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing atjoint(s) 1, 5 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 561 lb uplift at
joint 1 and 593 lb uplift at joint 5.
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
R COPY
CONTRACT®
Julius Lee, P-E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
i
Job
Truss
Truss Type
Oty
Ply
59405
A06
Roof Special 1 1
1
1
A0458738
'
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-c7kDmE
Inc. Tue Dec 16 15:28:29 2014 Page 1
4x4 —
Dead Load Defl. = 5/8 in
3.07 F12
3x4
2
-
3
4x8
4
3.25112
4x4
1
i
7
4x4 //
4x4 I/
5 N
1.5x4
11
5x10 MT20HS=
jd
r
1.5x4
11
` .
3x10 =
8
1.18 12
1.25
12
4x10 =
3x4 =
26.0.10
7-9-8
, 12-10-13
,
18-11-5
,
2s2-2 i
7-9-8
5.1-6
6.0-7
W:2
ss-13
0-10-8
Plate Offsets (X,Y)—
[3:0-2-0,0-2-8),[5:0-5-0,0-0-12),[7:04-8,0-3-0)
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL,
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 30.0
Plate Grip DOL 1.25
' TC 0.80
Vert(LL)
0.59 7-8
>532
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.92
Vert(TL)
-1.08 7-8
>290
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.96
HorL(TL)
0.40 5
n/a
n/a
BCDL 10.0
Code FBC2010/rP12007
(Matrix-M)
Weight: 111 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T2: 2x4 SP No.2
SOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
SLIDER
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
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. (lb/size)
1 =
1373/0-7-3 (min. 0-1-13)
5 =
1492/0-8-0 (min. 0-1-15)
Max Harz
1 =
-87(LC 13)
Max Uplift
1 =
-545(LC 8)
5 =
-578(LC 9)
Max Grav
1 =
1373(LC 1)
5 =
1492(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-6373/4518, 2-3=-4599/3259,
3-4=-4238/3030, 4-5=-2345/1757
BOT CHORD
1-8=-4266/6114, 7-8=-4268/6118,
6-7=-3392/4900, 5-6=-3375/4898
WEBS
2-7=1779/1411,3-7=-1151/1743,
4-7=-977/768
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right .
exposedf end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing at joint(s)1, 5 considers parallel to grain
value using ANSI/rPl 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 545 lb uplift at
joint 1 and 578 lb uplift at joint 5.
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. #34969 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
City
Ply
� �
AO458739
59405
AO7
Roof Special
I
�
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:30 2014 Page 1
ID:iG2U75HHmhrkfa3a2giPblzl lie-4JIb_S7YLs07Xi3RHgTMIZ7OnZQwE6zQVFTntZysMcF
8-3-14 13-0-3 - 17-M 25-4-3
83-14 4-8-5 4-95 7-6-11
3x10 =
4x4
3.07 F12
3.25112
Dead Load Dell. = 9/16 in
1.18 F,2 1.25 12 3x12 =
3x4 =
25-43
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 0.95
Vert(LL)
0.53
7-8
>577
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.90
Vert(TL)
-0.96
7-8
>317
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.60
Horz(fL)
0.37
5
n/a
n/a
BCDL 10.0
Code FBC2010/fP12007
(Matrix-M)
Weight: 107lb
FT=O%
LUMBER -
TOP CHORD 2x4 SP M 30 `Except-
T2: 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
SLIDER
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 3-5-8 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation auide.
REACTIONS. (lb/size)
1 =
1335/0-7-3 (min.0-1-12)
5 =.
1453/0-8-0 (min.0-1-14)
Max Horz
1 =
-84(LC 13)
Max Uplift
1 =
-530(LC 8)
5 =
-563(LC 9)
Max Grav
1 =
1335(LC 1)
5 =
1453(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-6016/4256, 2-3=4446/3165,
3-4=-4075/2912,4-5=-2246/1683
BOT CHORD
1-8=-4005/5763,7-8=-4004/5762,
6-7=-3265/4717,5-6=-3248/4716
WEBS
2-7=-1593/1261, 3-7=-1176/1747,
4-7=-936/749
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing atjoint(s) 1, 5 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 530 lb uplift at
joint 1 and 563 lb uplift at joint 5.
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
C^ ply -
Julius Lee, P_E- #34869 toJ t,MlayQoyntnon Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
A08
Roof Special 1
1
1
A0458740
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries; Inc. Tue Dec 16 15:28:30 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-4JIb—S?YLsO7Xi3RHgTMIZ?QwZRVE70QVFTntZy8McF
7-13 1754 24-7-12 ,
4x4 ;
Dead Load Dell. = 1/2 in
3.07 12
3x4 ;
2.
3
3.25112
4x8 z
4 3x4
1
3x4 zzz
3x4
5
7
' e
1.5x4 11 5x10
MT20HS-
6
1.5x4 II
d
3x8 -
1.18 12
1.25112
4x8 —
3x4 =
247-12
6-8-9
12-2-3
18-1-13
i
23.1-4
23.94 i
6.8.9
5.5.10
5.11-10
4-11-7
0-8-0 0-10.8
Plate Offsets (X,Y)—
f3:0-2-0,0-2-41,[5:0-5-0,0-0-111
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl L/d
PLATES
GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.81
Vert(LL)
0.50 7-8
>597 360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.87
Vert(TL)
-0.90 7-8
>328 240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.57
Horz(rL)
0.34 5
n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 104 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30'Except'
T2: 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
SLIDER
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purtins.
BOT CHORD
Rigid ceiling directly applied or 3-6-10 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1296/0-7-3 (min. 0-1-11)
5 =
1415/0-8-0 (min.0-1-14)
Max Horz
1 =
-82(LC 13)
Max Uplift
1 =
-515(LC 8)
5 =
-548(LC 9)
Max Grav
1 =
1296(LC 1)
5 =
1415(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-5837/4132,2-3=4311/3067,
34=-3949/2822,4-5=-2127/1594
BOT CHORD
1-8=-3889/5593, 7-8=-3889/5593,
6-7=-3143/4538, 5-6=-3123/4536
WEBS
2-7=-1544/1225,3-7=-1114/1667,
4-7=-886/702
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing atjoint(s) 1, 5 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing
surface.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 515 lb uplift at
joint 1 and 548 lb uplift at joint 5.
9) "Semi -rigid pitchb'reaks 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
� �
A0458741
59405
A09
Roof Special
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:31 2014 Page 1
ID:iG2U75HHmhrkla3a2g iPblzl lie-YVV zBoOB698_8seerY_bmXcJyolza3akvCLPOy8McE
7-7-5 12-3-8 15-10-10 22-4-14 23-11.6
7-75 441-3 3-7-2 6.64 1.6-8
4x4
3.07 F12
3.25112
Dead Load Dell. = 1/2 in
3x8 = 3x8 =
1.18 F12
1.25112
23-11-6
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 0.71
Vert(LL)
0.48
8-9
>604
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.83
Vert(TL)
-0.88
8-9
>328
240
MT20HS
187/143
BCLL 0.0
Rep Stress Incr
YES
WB 0.54
HOrz(fL)
0.33
6
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matri)
Weight: 95 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
SLIDER
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-4-2 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 3-7-11 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1257/0-7-3 (min.0-1-10)
6 =
137710-8-0 (min. 0-1-13)
Max Horz
1 =
-80(LC 13)
Max Uplift
1 =
-500(LC 8)
6 =
-534(LC 9)
Max Grav
1 =
1257(LC 1)
6 =
1377(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-5651/4003,2-3=-4174/2968,
3-4=-3797/2729,4-5=4387/3129,
5-6=-1690/1074
BOT CHORD
1-9=-3768/5414,8-9=-3769/5416,
7-8=-2861/4152,6-7=-2854/4153
WEBS
2-8=-1490/1186,3-8=-1079/1592,
4-8=-694/509
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Bearing atjoint(s) 1, 6 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 500 lb uplift at
joint 1 and 534 lb uplift at joint 6.
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. t#34869—J- CNOn
r'-0,13435
WONTRA
Job
Truss
Truss Type
Qty
Ply
59405
A10
Roof Special ` }
1
1
A0458742
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:32 2014 Page 1
ID:iG2U75HHmhrida3a2giPblzllie-OiPLO81ptTGrmODgOFVgo 4poM6Ui3UjzZyuySy8McD
8-1-2 11-11-3 15-9-10 23-2-15
8-1-2 3-10-1 3-10-7 7-5-6
4x4
3.07 F12
3.25112
Dead Load Dell. = 1/4 in
3x6 = Us MT20HS= 3x8 — 1.5x4 11 3x8 11
1.5x4 11
4x4 5-
8-1-2
11-11-3 15-9-10
3-10-1 3-10-7
3x4 =
It
IC?
0
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)
0.21
9-12
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.90
Vert(TL)
-0.43
9-12
>655
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr
YES
WB 0.40
Horz(Q
0.11
5
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 94 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30 *Except*
B1: 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-1-12 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 3-7-13 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1254/0-7-7 (min.0-1-11)
5 =
1303/0-8-0 (min.0-1-12)
Max Horz
1 =
-78(LC 13)
Max Uplift
1 =
498(LC 8)
5 =
-507(LC 9)
Max Grav
1 =
1254(LC 1)
5 =
1303(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3527/2505, 2-3=-2557/1902,
34=-2558/1897, 4-5=-3268/2345
BOT CHORD
1-9=-2291/3320, 8-9=-2291/3320,
7-8=-2291/3320,6-7=-2115/3063,
5-6=-2115/3063
WEBS
3-7=-697/985, 4-7=-803/649,
2-7=-1104/855
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extenor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 498 lb uplift at
joint 1 and 507 lb uplift at joint 5.
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. r#34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
� }
A0458743
59405
A11
Roof Special
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:32 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-OiPLO81 ptTGrmODgOFVgO_4kLM7wi4gjzZyuySy8McD
7-8-3 11-6-14 15-1-11 22-6-9
7-8-3 3-10-11 3-6-13 7-4-14
4x4
3.07 F12
3.25112
Dead Load Dell. = 1/4 in
3x6 = 1.5x4 II 3x8 MT20HS= 3x8 _ 3x8 11
— 4x4 �
3x4 =
11-6-14
v
Io
LOADING (ps5
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.94
Vert(LL)
0.21
8
>999
360
MT20
2441190
TCDL 15.0
Lumber DOL
1.25
BC 0.87
Vert(TL)
-0.46
6-16
>591
240
MT20HS
187/143
' BCLL 0.0 '
Rep Stress Incr
YES
WB 0.38
Horz(TL)
0.10
5
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 89 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
132: 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 3-8-14 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (Ib/size)
1 =
1215/0-7-7 (min.0-1-10)
5 =
1265/0-8-0 (min. 0-1-11)
Max Horz
1 =
-75(LC 13)
Max Uplift
1 =
-483(LC 8)
5 =
-492(LC 9)
Max Grav
1 =
1215(LC 1)
5 =
1265(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3424/2444, 2-3=-2495/1815,
3-4=-2498/1812, 4-5=-3115/2293
BOT CHORD
1-8=-2237/3225,7-8=-2237/3225,
6-7=-2237/3225, 5-6=-2065/2921
WEBS
2-6=-1044/861, 3-6=631/948,
4-6=-705/670
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.0psf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 483 lb uplift at
joint 1 and 492 lb uplift at joint 5.
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
CONTRACTOR COPY
Julius Lee, P-E_ ##34S69 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
Al2
Roof Special + 6
1
1
A0458744
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:32 2014 Page 1
I D:iG2U75HHmhrkla3a2giPblzl 1 ie-OiPLO81 ptTGrmODgOFVgO_4ngM8DiO8jzZyuySy8McD
6-1-3 11-2-8 14-9-13 21-10-2
6-1-3 5-1-5 3-7-4 7-0-5
4x4
3.07 F12
3.25112
Dead Load Dell. = 1/4 in
3x4 -- 1.5x4 11 3x8 MT20HS= 3x8 = 3x8 11
4x4 i
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 FBC2010frP12007
LUMBER -
TOP CHORD 2x4 SP No.2 *Except*
T2: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 'Except'
132: 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP N0.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-9-14 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 3-9-6 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
1 =
1171/0-7-7 (min. 0-1-9)
5 =
1232/0=8-0 (min. 0-1-10)
Max Horz
1 =
-73(LC 13)
Max Uplift
1 =
-465(LC 8)
5 =
-479(LC 9)
Max Grav
1 =
1171(LC 1)
5 =
1232(LC 1)
FORCES. (lb)
Max. Camp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3535/2536,2-3=-2455/1767,
34=-2455/1782,4-5=-3027/2230
BOT CHORD
1-8=-2352/3353, 7-8=-2352/3353,
6-7=-2352/3353, 5-6=-2008/2839
WEBS
2-6=-1139/934, 3-6=481/785,
4-6=-639/610
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
CSI.
DEFL.
in
(loc)
I/deft
L/d
TC 0.73
Vert(LL)
0.22
6-8
>999
360
BC 0.79
Vert(TL)
-0.39
6-16
>668
240
WB 0.62
Horz(TL)
0.10
5
n/a
n/a
(Matrix-M)
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.0psf; h=22ft;
Cat II; Exp D; EncL, GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 465 lb uplift at
joint 1 and 479 lb uplift at joint 5.
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
3x4 =
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 87 lb FT = 0%
v
Io
Julius Lee, P.E_ #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Oty
Ply
'
A0458745
59405
A13
Roof Special
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:33 2014 Page 1
I D:iG2U75HHmhrkla3a2giPblzl lie-UuzkcU2RdnOiO9oOyyO3wCcxl mTxRYStBChRUuy8McC
7-2-13 10-10-3 , 14-5-15 21-1-12
7-2-13 3-7-6 T 3-7-12 6-7-13
I
4x4
3.07 12
3.25112
Dead Load Defl. = 3/8 in
4x4 3x8 MT20HS-- 3x8 —_ 3x8 11
3x4 = 4x4 i
3x4 =
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 N0.2 `Except'
T2: 2x4 SP M 30
BOT CHORD 2x4 SP No.2 *Except*
62: 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 3-9-3 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 =
1139/0-7-7 (min. 0-1-8)
5 =
1187/0-8-0 (min. 0-1-9)
Max Horz
1 =
-71(LC 13)
Max Uplift
1 =
-450(LC 8)
5 =
-464(LC 9)
Max Grav
1 =
1139(LC 1)
5 =
1187(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3121/2317, 2-3=-2346/1687,
3-4=-2347/1681,4-5=-2914/2149
BOT CHORD
1-7=-2124/2942, 6-7=-2124/2942,
5-6=-1936/2733
WEBS
3-6=-528/834, 4-6=-628/622,
2-6=-865/835
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES
GRIP
TC 0.82
Vert(LL)
0.21
6-10
>999
360
MT20
244/190
BC 0.88
Vert(TL)
-0.60
6-10
>421
240
MT20HS
187/143
WB 0.29
Horz(fL)
0.09
5
n/a
n/a
(Matrix-M)
Weight: 81 lb
FT = 0%
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 450 lb uplift at
joint 1 and 464 lb uplift at joint 5.
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
v
Io
Julius Lee, P-E. t#34369 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type I
Qty
Ply
59405
A14
Roof Special
1
1
A0458746
Job Reference (optional)
Al KUUt- I KUbbtb, rUK I VILKUL, rL S4Pf4b
6-10-1
3.07 F12
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:33 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-UuzkcU2RdnOiO9oOyy03wCcy6mSFRYbtBChRUuy8McC
3-7-13 3-8-2
4x4
3
3.25112
6-3-5
Dead Load Defl. = 318 in
4x4 � 3x8 MT20HS= 3x8 = 3x8 11
3x4 = 3x4
9-0-15
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 30.0
Plate Grip DOL
1.25
TC 0.75
Vert(LL)
0.20
6-10
>999
360
TCDL 15.0
Lumber DOL
1.25
BC 0.93
Vert(TL)
-0.55
6-10
>443
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.28
Horz(rL)
0.09
5
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Ma trix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-7-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1100/0-7-7 (min. 0-1-8)
5 =
1149/0-8-0 (min. 0-1-8)
Max Harz
1 =
-68(LC 13)
Max Uplift
1 =
-435(LC 8)
5 =
-450(LC 9)
Max Grav
1 =
1100(LC 1)
5 =
1149(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-3023/2252,2-3=-2259/1626,
34=-2260/1621,4-5=-2809/2077
BOT CHORD
1-7=-2066/2852, 6-7=-2066/2852,
5-6=-1871/2635
WEBS
3-6=473f765, 4-6=-600/594,
2-6=-843/812
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) -This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 435 lb uplift at
joint 1 and 450 lb uplift at joint 5.
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
v
d
PLATES
GRIP
MT20
244/190
MT20HS
187/143
Weight: 79 lb
FT = 0%
Julius Lee, P-E. #34869 — 1109 Coastal Bay —Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
AO458747
59405
A15
Roof Special
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:34 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblz1 l ie-y4X6pg23O4WZ?JNDWgXITP98tApTA?zOQsR?OLy8McB
6-5-7 10-1-9 13-9-15 19-8-15
r 6-5-7 3-8-2 3-8-7 5-10-15
4x4
3.07 F12
3.25112
Dead Load Defl. = 5116 in
4x4 � 3x8 MT20HS= 3x8 = 3x8 11 3x4 =
3x4 =
iD1SQ ]
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 0.68
Vert(LL)
0.18
6-10
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.86
Vert(TL)
-0.49
6-10
>485
240
MT20HS
187/143
- BCLL 0.0
Rep Stress Incr
YES
WB 0.27
Horz(TL)
0.08
5
n/a
n/a
BCDL 10.0
Code FBC2010ITP12007
(Matrix-M)
Weight: 77 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-10-4 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-0-2 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 = 1060/0-7-7 (min. 0-1-8)
5 = 1112/0-8-0 (min.0-1-8)
Max Horz
1 = -66(LC 13)
Max Uplift
1 =-419(LC 8)
5 = 435(LC 9)
Max Grav
1 = 1060(LC 1)
5 = 1112(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-2931/2189, 2-3=-2176/1565,
3-4=-2177/1560,4-5=-2704/2003
BOT CHORD
1-7=-2011 /2768, 6-7=-2011 /2768,
5-6=-1805/2537
WEBS
3-6=423l703, 4-6=-570/566,
2-6=-8251793
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 419 lb uplift at
joint 1 and 435 lb uplift at joint 5.
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. M34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
v
d
Job
Truss
Truss Type
city
Ply
59405
A16
Roof Special '
1
1
A0458748
Job Reference (optional)
Al ROOF. TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:34 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-y4X6pg2304WZ?JNDWgXITP99pAgHA?zOQsR?OLy8McB
6-0-12 9-9-3 12-3-15 19 0-8
6-0-12 3-8-7 2 6-12 6-8-9
3.07 F12
3x4 =
4x4
3.25112
Dead Load Defl. = 1/4 in
oxa = ---- ---
v
d
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 0.62
Vert(LL)
0.15 6-10
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.81
Vert(fL)
-0.42 6-10
>544
240 .
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.27
HOrz(rL)
0.08 5
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 73 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0-12 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-1-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
1019/0-7-7 (min. 0-1-8)
5 =
1075/0-8-0 (min. 0-1-8)
Max Horz
1 =
-64(LC 13)
Max Uplift
1 =
-403(LC 8)
5 =
421(LC 9)
Max Grav
1 =
1019(LC 1)
5 =
1075(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-2853/2138, 2-3=-2089/1500,
34=-2089/1518, 4-5=-2501/1835
BOT CHORD
1-7=-1968/2697,6-7=-1968/2697,
5-6=-1635/2335
WEBS
3-6=-478/744, 4-6=-490/490,
2-6=-827/795
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5),This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6)1 * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by otheis) of truss
to bearing plate capable of withstanding 403 lb uplift at
joint 1 and 421 lb uplift at joint 5.
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. t#34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
A17
Roof Special A ,
1
1
A0458749
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:35 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-QH5U193h9OeQdTyP4N2X?diK9aBkvUdAfWAYYny8McA
5-11-7 8 5-15 10-4-3 12-10-15 18-4-3
5-11-7 2-6-8 1-10-5 2-6-12 5-5-4
Dead Load Deff. = 114 in
4x4 =
4x4 =
3.06 F12 3 4 3.25112
0-6-2
8-5-13
1-10-5
7-1-8
i 0-10-8
Plate Offsets (X,Y)—
[6:0-4-0,0-0-21,f6:0-0-0,1-7-21
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
1/defl
L/d
PLATES
GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.59
Vert(LL)
0.15
8-12
>999
360
MT20
244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.73
Vert(fL)
-0.36
8-12
>609
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.18
HOrz(fL)
0.07
6
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 72 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-2-5 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 4-3-11 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
1 =
985/0-8-4 (min. 0-1-8)
6 =
1033/0-8-0 (min. 0-1-8)
Max Horz
1 =
-54(LC 13)
Max Uplift
1 =
-399(LC 8)
6 =
414(LC 9)
Max Grav
1 =
985(LC 1)
6 =
1033(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-2670/1972,2-3=-2093/1514,
3-4=-2024/1507, 4-5=-2086/151 0,
5-6=-2411/1771
BOT CHORD
1-9=-1808/2521, 8-9=-1808/2521,
7-8=-1272/1963, 6-7=-1586/2256
WEBS
2-8=-657/620,3-8=-226/382,
5-7=-384/360
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water
ponding.
4) All plates are MT20 plates unless otherwise
indicated.
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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 399 lb uplift at
joint 1 and 414 lb uplift at joint 6.
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
Qty
Ply
59405
A18G
Roof Special Girder '
1
1
A045875O
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:36 2014 Page 1
I D:iG2U75HHmhrkla3a2giPblzl lie-uTfsEV4JwimHFdVvbd5ZmYgEP6zTAevFJuAw55Dy8Mc9
6-4-7 11-7-13 17-7-13
4x4
3x4 =
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
NO
BCDL
10.0
Code FBC2010/TPI2007
LUMBER -
TOP CHORD 2x4 SP No.2 `Except'
T2: 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 1-7-8 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-3-10 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 =
1421/0-8-4 (min.0-1-11)
4 =
1537/0-8-0 (min. 0-1-13)
Max Horz
1 =
-41(LC 28)
Max Uplift
1 =
-674(LC 8)
4 =
-727(LC 9)
Max Grav
1 =
1421(LC 1)
4 =
1537(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=4104/1973, 2-16=3613/1793,
16-17=-3613/1793, 3-17=3613/1793,
3-4=-3774/1829
BOT CHORD
1-7=-1879/3915, 6-7=-1883/3945,
6-18=-1883/3945, 18-19=1883/3945,
5-19=-1883/3946,4-5=-1680/3585
WEBS
2-7=46/400, 2-5=-542/253, 3-5=-64/368
NOTES-
1) Unbalanced roof live loads have been considered for
this design.
1.5x4 11 5x6 WB= 3x4 =
615C
CSI.
DEFL.
in
(loc)
I/defl
Ud
TC 0.96
Vert(LL)
0.26
5-7
>800
360
BC 0.91
Vert(TL)
-0.50
5-7
>426
240
WB 0.29
Horz(TL)
0.10
4
n/a
n/a
(Matrix-M)
2) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3); Provide adequate drainage to prevent water
ponding.
4) Plate(s) atjoint(s) 1, 1, 2, 3, 7, 5, 4 and 4 checked
for a plus or minus 0 degree rotation about its center.
5) Plate(s) atjoint(s) 6 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) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 674 lb uplift at
joint 1 and 727 lb uplift.at joint 4.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 249
lb down and 298 lb up at 64-7, 110 lb down and 137
lb up at 8-5-3, and 110 lb down and 137 lb up at
9-7-1, and 261 lb down and 304 lb up at 11-7-13 on
top chord, and 144 lb down and 83 lb up at 64-7, 64
lb down and 34•Ib up at 8-5-3, and 64 lb down and 34
lb up at 9-7-1, and 138 lb down and 91 lb up at
11-7-1 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the
face of the truss are noted as front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25
, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-90, 2-3=-90, 3-4=-90, 8-11=20
Concentrated Loads (lb)
Vert: 2=-203(B) 3=-211(B) 7=-144(B) 5=-138(B)
16=96(13) 17=-96(B) 18=-64(B) 19=-64(B)
Dead Load Defl. = 5/16 in
m
v
Ia
3x8 11 3x8 =
PLATES GRIP
MT20 244/190
Weight: 68 lb FT = 0%
Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
A0458751
59405
CJA
Corner Jack
2
1
Job Reference (optional)
Hl KVur 1 KUDJCo, rVK 11'ICKLr C, rL a4V4o
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:36 2014 Page 1
ID:iG2U75HHmhrkia3a2giPblzl lie-uTfsEV4JwimHFd Wbd5zmYgEdDzhgezlJuAw55Dy8Mc9
.1-11-11
1-11-11
REM
LOADING (psf)
TCLL 30.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2010/TPI2007
CS1.
TC 0.05
BC 0.05
WB 0.00
(Matrix-M)
DEFL. in (loc) 1/defi
Vert(LL) -0.00 4 >999
Vert(Q -0.00 4 >999
Horz(TL) -0.00 2 n/a
L/d
360
240
n/a
PLATES GRIP
MT20 244/190
Weight: 6 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
6) Provide mechanical connection (by others) of truss
BOT CHORD 2x4 SP No.2
to bearing plate capable of withstanding 82 lb uplift at
BRACING-
joint 1, 14 lb uplift at joint 3 and 23 lb uplift at joint 2.
p p
TOP CHORD
Structural wood sheathing directly applied or 1-11-11 oc
7) Semi -rigid pitchbrwith fixed heels" Member
"
puriins.
end fixity model was uused in the analysis and design
used
BOT CHORD
of this truss.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
LOAD CASE(S)
cross bracing be installed during truss erection, in
Standard
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 = 209/0-8-0 (min. 0-1-8)
3 =
-14/Mechanical.
2 =
23/Mechanical
Max Horz
1 =
36(LC 8)
Max Uplift
1 =
-82(LC 8)
3 =
-14(LC 1)
2 =
-23(LC 8)
Max Grav
1 =
209(LC 1)
3 =
12(LC 8)
2 =
23(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the.
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
Julius Lee, P.E. U34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type I
oty
Ply
59405
CJB
Corner Jack �
2
1
A0458752
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:36 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 le-uTfsEV4JwimHFdVWd5ZmYgEcRzgFezlJuAw55Dy8Mc9
1-11-12
1-11-12
3x4 =
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 0.10
Vert(LL)
0.01
5
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.08
Vert(rL)
-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 FBC2010lrP12007
(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 1-11-12 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 guide.
REACTIONS. (lb/size)
1 = 200/0-8-0 (min. 0-1-8)
3 =
4/Mechanical
2 =
14/Mechanical
Max Horz
1 =
36(LC 8)
Max Uplift
1 =
-162(LC 8)
2 =
-18(LC 12)
Max Grav
1 =
200(LC 1)
3 =
8(LC 3)
2 =
14(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between -the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 162 lb uplift at
joint 1 and 18 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. #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
CJC
Corner Jack
1
1
A0458753
Job Reference optional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:37 2014 Page 1
I D:iG2U75HHmhrkia3a2giPblzl lie-NfDESr5xh?u8sn5oBo5?52no6NOeNQ?S6gffdfy8Mc8
2-1-1
2-1-1
2x4
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 0.05
Vert(LL)
-0.00
6
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.07
Vert(TL)
-0.00
6
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
1
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 6 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 2-1-1 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 uide.
REACTIONS. (lb/size)
1 =
118/0-8-4 (min. 0-1-8)
2 =
65/Mechanical
3 =
40/Mechanical
Max Horz
1 =
35(LC 8)
Max Uplift
1 =
-46(LC 8)
2 =
-39(LC 8)
3 =
-13(LC 8)
Max Grav
1 =
118(LC 1)
2 =
65(LC 1)
3 =
40(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 46 lb uplift at joint
1, 39 lb uplift at joint 2 and 13 lb uplift at joint 3.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type I
Qty
Ply
59405
CJD
Corner Jack
1
1
A0458754
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 1 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:37 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-NfDESr5xh?u8sn5oBo5?52nmXN_INQ?S6gffdfy8Mc8
1-7-10
1-7-10
0
M
d
2x4 =
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 0.15
Vert(LL)
0.00
6
n/r
120
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.22
Vert(fL)
-0.01
6
n/r
120
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.02
2
n/a
n/a
BCDL 10.0
Code FBC201 OfrP12007
(Matrix-M)
Weight: 5 lb FT = O%
LUMBER -
TOP CHORD 2x4 SP No:2
6) Provide mechanical connection (by others) of truss
BOT CHORD 2x4 SP No.2
to bearing plate capable of withstanding 76 lb uplift at
BRACING-
TOP CHORD
joint 3 and 77 lb uplift at joint 2.
Structural wood sheathing directly applied or 1-7-10 oc
7) "Semi -rigid pitchbreaks with fixed heels" Member
pudins.
end fixity model was used in the analysis and design
BOT CHORD
of this truss.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommendsthat Stabilizers and required
LOAD CASE(S)
cross bracing be installed during truss erection, in
Standard
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
3 =
85/Mechanical
2 =
94/Mechanical
Max Harz
3 =
29(LC 8)
Max Uplift
3 =
-76(LC 8)
2 =
-77(LC 8)
Max Grav
3 =
85(LC 1)
2 =
94(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-810/381
BOT CHORD
1-3=-414/905
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) `This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
JUlius Lee, P.E. #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
I ,
A0458755
59405
CJE
Corner Jack
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
2x4
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:37 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-NfDESr5xh?u8sn5oBo5?52nnvN1 ENQ?S6gffdfy8Mc8
1-4-7 2-2-15
1-4-7 0-10-8
1-4-7 2-2-15
1-4-7 0-10-8
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
30.0
Plate Grip DOL
1.25
TC 0.12
TCDL
15.0
Lumber DOL
1.25
BC 0.03
BCLL
0.0
Rep Stress Incr
YES
WB 0.00
' 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 2-2-15 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
123/0-7-3 (min. 0-1-8)
2 =
110/Mechanical
3 =
8/Mechanical
Max Horz
1 =
38(LC 8)
Max Uplift
1 =
-47(LC 8)
2 =
-62(LC 8)
Max Grav
1 =
123(LC 1)
2 =
110(LC 1)
3 =
16(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.0psf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) 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.
DEFL. in (loc) I/deft L/d PLATES GRIP
Vert(LL) -0.00 7 >999 360 MT20 244/190
Vert(TL) -0.01 7 >999 240
HOrz(TL) 0.00 3 n/a n/a
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 47 lb uplift at
joint 1 and 62 lb uplift at joint 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
Weight: 7 lb FT = 0%
Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33495
Job
Truss
Truss Type I
Oty
Ply
59405
CJF
Corner
1
A0458756
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 16:28:38 2014 Page 1
ID:iG2U75HHmhrkla3a2giPbizl 1 ie-rsncfB6aSJ07Uxg_IWcEdFKzlnMg6tEcLUPC96y8Mc7
3-1-4
3-1-4
0-10-8 : 3-1-4
0-10-8 2-2-12
Plate Offsets (X,Y)— [1:0-3-9,Edgel, [1:0-1-4,1-7-21
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 0.05
Vert(LL) -0.00 8 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.07
Vert(fL) -0.00 8 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00 2 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 11 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-14 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
62/Mechanical
3 =
38/Mechanical
1 =
23510-8-0 (min. 0-1-8)
Max Horz
1 =
56(LC 8)
Max Uplift
2 =
-41(LC 8)
3 =
-14(LC 8)
1 =
-91(LC 8)
Max Grav
2 =
62(LC 1)
3 =
38(LC 1)
1 =
235(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=S.Opsf; h=22ft;
Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
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
IQ bearing plate capable of withstanding 41 lb uplift at
joint 2, 14 lb uplift at joint 3 and 91 lb uplift at joint 1.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Oty
Ply
`
A0458757
59405
CJG
Corner Jack
1
1
Job Reference o tional
At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:38 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-rsncfB6aSJO?Uxg_IWcEdFKxVnNM6tEcLUPC96y8Mc7
1 6 8 3-3-9
1 6 8 1-9-1
LOADING (psf)
SPACING-
2-0-0
TOLL
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 FBC2010rrPI2007
4 3x4 —
CSI.
DEFL.
in
(loc)
I/deft
L/d
TC 0.13
Vert(LL)
0.00
5
>999
360
BC 0.04
Vert(TL)
-0.00
3-4
>999
240
WB 0.00
Horz(TL)
-0.00
2
n/a
n/a
(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 3-3-9 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 0-8-0 except Qt=length)
2=Mechanical, 3=Mechanical.
(lb) - Max Horz
1= 59(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 2,
4 except 1=-158(LC 8)
Max Grav
All reactions 250 lb or less at joint(s)
1, 2, 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=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extehor(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
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 Qt=lb) 1=158, 1=158.
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: 10 lb FT = 0%
Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type I
Qty
Ply
59405
CJH
Corner Jack `
2
A0458758
�
Job Reference (optional)
Al RUUF I RUSSES, roR I PIERCE, l-L 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:39 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-J2K?sX6CDd9s64FAJD7TATs5xBimrKUla88mhYy8Mc6
1-6-8 3-11-13
1-6-8 2-5-5
3x4 =
4
0-10-8
1-6-8
3-11-13
0 10-8
0-8-0
2-5-5
Plate Offsets (X,Y)—
[1:0-5-8,0-0-41
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.25
TC 0.22
Vert(LL)
-0.00 3-4
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.09
Vert(fL)
-0.00 3-4
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00 2
n/a
n/a
BCDL 10:0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 12 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 3-11-13 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 0-8-0 except Ot=length)
2=Mechanical, 3=Mechanical.
(lb) - Max Horz
1= 72(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 2,
4 except 1=-152(LC 8)
Max Grav
All reactions 250 lb or less at joint(s)
1, 2, 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=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of
20.0psf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 Ib uplift at
joint(s) 2, 4 except Ot=lb) 1=152, 1=152.
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
A0458759
59405
CJI
Corner Jack
2
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:39 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-J2K?sX6CDd9s64FAJD7TATs6CBhUrKUla88mhYy8Mc6
3-11-11
3-11-11
0-10-8
3-1-3
Plate Offsets (X,Y)--
[1:0-3-9,Edge], rl:0-1-4 1-7-2]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.13
Vert(LL)
0.01
3-8
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.17
Vert(TL)
-0.01
3-8
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2010ITP12007
(Matrix-M)
Weight: 14 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-11-11 cc
pur ins.
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. (lb/size)
2 =
101/Mechanical
3 =
52/Mechanical
1 =
277/0-8-0 (min. 0-1-8)
Max Horz
1 =
72(LC 8)
Max Uplift
2 =
-66(LC 8)
3 =
-14(LC 8)
1 =
-108(LC 8)
Max Grav
2 =
101(LC 1)
3 =
53(LC 3)
1 =
277(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 3 except Qt=lb) 1=108.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASES)
Standard
Julius Lee, P.E. t#34869 — 1109 Coastal Bay — Boynton Beach, FL 38435
Job
Truss
Truss Type I
Qty
Ply
59405
CACorner
Jack ' i
1
1
A0458760
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:39 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-J2K?sX6CDd9s64FAJD7TATs4OBgArKUla88mhyy8Mc6
4-2-9
4-2-9
2A zZ
4-2-9
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 0.27
Vert(LL)
0.03
3-6
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.25
Vert(TL)
-0.04
3-6
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(fL)
0.00
1
n/a
n/a
BCDL 10.0
Code FBC2010frP12007
(Matrix-M)
Weight: 13 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-2-9 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. (lb/size)
1 =
261/0-84 (min. 0-1-8)
2 =
139/Mechanical
3 =
57/Mechanical
Max Harz
1 =
72(LC 8)
Max Uplift
1 =
-105(LC 8)
2 =
-90(LC 8)
3 =
4(LC 8)
Max Grav
1 =
261(LC 1)
2 =
139(LC 1)
3 =
68(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-610/582
BOT CHORD
1-3=-695/660
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 3 except Qt=lb) 1=105.
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
3
Job
Truss
Truss Type
Qty
Ply
A0458761
59405
F01
Floor
1
1
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:40 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-nEuN4t7q_wHpEgMsxeiigPJMb2BamdvoouJEy8Mc5
0-3-14 3x4, 3x3 11 3x3 11 3x4
�1 , 1-5-0 2, i 0-5-2 z4 , 0-10-0
3x3 =
3x3 =
0-3a14 , 1-4-7
7 2-9-7 6
3-10-8
5 ,
4-8-0
0-3-14 1-0-9
1-5-0
1-1-1
0-9-8
Plate Offsets (X,Y)-- j1:Edge,0-241, (4:Edge,0-2-41
LOADING(psf)
SPACING- 14-0
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 20.0
Lumber DOL 1.00
BC 0.08
Vert(TL)
-0.02
5
>999
360
BCLL 0.0
Rep Stress Incr YES
WB 0.07
Horz(fL)
-0.00
4
n/a
n/a
BCDL 5.0
Code FBC20101TP12007
(Matrix)
Weight: 26 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 4-8-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 152/0-3-6 (min. 0-1-8)
4 = 152/0-9-8 (min. 0-1-8)
Max Grav
1 = 152(LC 1)
4 = 152(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
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
Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
F02
Floor � �
1
1
AO458762
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:40 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-nEuN4t7q_wHjjEgMsxeiigPGsbOdajavoouJE,r8Mc5
0-3-14
1-5-0 2-3-13 2-3-13 0
3x4 3x3 11 3x3 = 3x3 11 3x4 ,i
1 2 3 4 5 6
10 9 8 7
3x6 = 3x6 =
LOADING (psf)
TCLL 40.0
TCDL 20.0
BCLL 0.0
BCDL 5.0
SPACING- 1-4-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC2010lrP12007
CSI.
TC 0.20
BC 0.24
WB 0.27
(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
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 346/0-2-12 (min.0-1-8)
6 = 348/0-9-8 (min.0-1-8)
Max Grav
1 = 346(LC 1)
6 = 348(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-441/0, 3-4=-442/0, 4-5=-383/0,
5-6=-384/0
BOT CHORD
8-9=0/598
WEBS
2-9=0/559, 6-8=0/484
NOTES-
1) Plates checked for a plus or minus 0 degree rotation
about its center.
2) Provide mechanical connection (by others) of truss to
bearing plate at joint(s) 1.
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
6-7-7
DEFL. in (loc) I/deft L/d
Vert(LL) -0.01 10 >999 480
Vert(TL) -0.06 8-9 >999 360
Horz(TL) -0.00 6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 46 lb FT = 0%F, 0%E
JUlius Lee, P.E. #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
A0458763
59405
F03
Floor
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:41 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-FRSIHDSSIEPaLOPZQe9xFuyQx_IRJ9m21 SdsmRy8Mc4
0-3-14
1-5-0 0-8-14 , 2-6-0 2-0-0 2-6-0 0-10-2 , 0, 0i
3x4
1
3x3 11 3x3 =
2 3
1.5x4 II 1.5x4 II
4 5
3x3 = 3x3 11 3x4 i
6 7 8
14 13 12 11 10 9
3x6 = 3x4 = 3x4 = 3x6 =
3 1 1-8 14 5-2-12
6-2-12 7-2-12 10 9-14
12-2-14 13-114
3 14 1-5-0 3-5-14
1-0 0 1-0-0 3-7-2
1-5 0 0 10-0
Plate Offsets (X,Y)— [l:Edoe,0-2-41, [3:0-1-4 Edgel, [6:0-1-4,Edgel, [8:Edge,0-2-4] [11:0-1-8,Edge], [12:0-1-8,Edgel
LOADING(psl)
SPACING- 1-4-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.31
Vert(LL) -0.09 10-11 >999 480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.46
Vert(TL) -0.12 10-11 >999 360
BCLL 0.0
Rep Stress Incr YES
WB 0.33
Horz(TL) -0.02 8 n/a n/a
BCDL 5.0
Code FBC20101rP12007
(Matrix)
Weight: 67 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
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 516/0-3-6 (min. 0-1-8)
8 = 516/0-9-8 (min. 0-1-8)
Max Grav
1 = 516(LC 1)
8 = 516(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-557/0, 2-3=555/0, 3-4=-1261/0,
4-5=-1261 /0, 5-6=-1261 /0, 6-7=-555/0,
7-8=-557/0
BOT CHORD
12-13=0/820, 11-12=0/1261, 10-11=0/846
WEBS
3-12=0/531, 1-13=07702, 6-11=0/508,
8-10=0/702, 3-13=-476/0, 6-10=483/0
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) CONTRACTOR COPY
Standard
Julius Lee, P.E. #34869— 1109 Coastal Bay— Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
F04
Floor I
1
1
A0458764
Job Reference o tional
Al KUUt- IKUJJtti, FUKI NItK(:t, I-L:S4`J4b
0-3-11
1-&0 , 1-1-12 , . 2-0-0
3x3 11 3x3 = 1.5x4 11
2 3 4
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:41 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzllie-FRSIHD8SIEPaLOPZQe9xFuyMk D8J6t2lSdsmRy8Mc4
2-0-0 1-7-0 1-5-0 0 14
Dead Load Dell. = 1/8 in
3x3 = 3x3 = 1.5x4 11 3x6 = 3x4 ii
5 6 7 8 9 10
18 17 16 15 14 13 12 11
3x6 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x4 =
LOADING (pso
TCLL 40.0
TCDL 20.0
BCLL 0.0
BCDL 5.0
SPACING- ' 1-4-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC2010/TP12007
CSI.
TC 0.52
BC 0.80
WB 0.52
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
LOAD CASE(S)
BRACING-
Standard
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 634/0-3-3 (min. 0-1-8)
10 = 632/0-2-12 (min.0-1-8)
Max Grav
1 = 634(LC 1)
10 = 632(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=710/0, 2-3=708/0, 34=1715/0,
4-5=-1715/0, 5-6=-1886/0, 6-7=1400/0,
7-8=-1400/0, 8-9=-859/0
BOT CHORD
16-17=0/1 164, 15-16=0/1 886,
14-15=0/1886, 13-14=0/1886, 12-13=0/863
WEBS
5-16=380/0, 3-16=01639, 3-17=646/0,
1-17=0/895, 6-13=-651/0, 8-13=0/658,
8-12=-642/0, 9-12=0/1091
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Provide mechanical connection (by others) of truss to
bearing plate at joint(s) 10.
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.
DEFL. in (loc) I/deft L/d
Vert(LL)-0.1315-16 >999 480
Vert(TL)-0.2315-16 >770 360
Horz(TL) -0.03 10 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 79 lb FT = 0%F, 0%E
Julius Lee, P_E_ #34369 — 1109 Coastal Bay - Boynton Beach, FL 33435
Job Truss
Truss Type
Qty
Ply
I 1
A0458765
59405 F05
Floor•
1
1
Job Reference (optional)
AT KUUF I KUbbtb, 1-UK I HLKUL, rL :54`J4b
0-3-11
, ! 16-12 , 2-6-0
3x6 = 1.5x4 11
2 3
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:41 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-FRSIHD8SIEPaLOPZQe9xFuyOz_D6J6e21 SdsmRy8Mc4
2-0-0 1-6-9 „ 1-5-0 0F3:14
Dead Load Defl. = 1/8 in
3x4 = 3x4 = 1.5x4 11 3x6 = 3x4 �,
4 5 6 7 8 9
16 15 14 13 12 11 10
3x4 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x4 =
Ora-11 1-11-15 7-2-15
8-2-15 , 9-2-15 13 8-0 15-1-0 1¢-4 ,14
0-3- 1 1-8� 5-3-0
1-0-0 1-0-0 4-5-1 1-5 0 0-3- 4
Plate Offsets (X,Y)— 11:0-0-2,Edgel, [4:0-1-8,Edgel, r5:0-1-8,Edgel, [8:Edge,0-2-41, r11:0-1-8,Edgel, [16:0-1-8,Edgel
LOADING (psf)
SPACING- 14-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.44
Vert(LL)-0.15.14-15 >999 480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.80
Vert(TL) -0.25 14-15 >717 360
' BCLL 0.0
Rep Stress Incr YES
WB 0.53
Horz(fL) -0.04 9 n/a n/a
BCDL 5.0
Code FBC2010frP12007
(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.3(flat)
LOAD CASE(S)
BRACING-
Standard
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 cc
puriins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (lb/size)
1 = 654/0-3-3 (min. 0-1-8)
9 = 652/0-2-12 (min. 0-1-8)
Max Grav
1 = 654(LC 1)
9 = 652(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-827/0, 2-3=-1695/0, 3-4=-1695/0,
4-5=-2024/0, 5-6=-1466/0, 6-7=1466/0,
7-8=-883/0
BOT CHORD
15-16=0/825, 14-15=0/2024, 13-14=0/2024,
12-13=0/2024, 11-12=0/887
WEBS
4-15=-521/0, 2-15=0/957, 5-12=-708/0,
7-12=0f714, 7-11 =-663/0, 8-11 =0/1 122,
2-16=560/0, 1-16=0/1010
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Provide mechanical connection (by others) of truss to
bearing plate atjoint(s) 9.
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 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.
6) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
g's@ j`1P
A FtT NO M
OV
JUlius Lee, P-E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 3343S
Job
Truss
Truss Type
Qty
Ply
59405
F06
Floor 1 6
1
1.
A0458766
Job Reference (optional)
KUUr .1 KUAAtb, rvrc i ritr« c, rL svaao
0-3-11
H 1-6-12 I 2-6-0
3x6 =
2
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc., Tue Dec 16 15:28:42 2014 Page 1
ID:iG2U75HHmhrkia3a2giPblzllie-jd07VZ94WYXQzY I_LgAo5UZ9OYf2ZXBG6NQlty8Mc3
2i 20— 2-0-3 „ 15-0 04
Dead Load Defl. = 1/8 in
1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 = 3x4 �,
3 4 5 6 7 8 9
16 15 14 13 12 11 10
3x4 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x4 =
0 3- 1 1-11-15 7-2-15
8-2-15 9-2-15 14-1-10
0-3- 1 1-8 4 5-3-0
1-0 0 1-0 0 4-10-11
Plate Offsets (X,Y)-- [1:0-0-2,Edge), 14:0-1-8 EdgeL [5:0-1-8,Edge), [8:Edge,0-241, [11:0-1-8,Edge], [16:0-1-8,Edge)
LOADING(psf)
SPACING- 1-4-0
CSI.
DEFL. in (loc) I/deft L/d
TCLL 40.0
Plate Grip DOL 1.00
TC 0.41
Vert(LL) -0.15 14-15 >999 480
TCDL 20.0
Lumber DOL 1.00
BC 0.78
Vert(fL) -0.25 14-15 >743 360
BCLL 0.0
Rep Stress Incr YES
WB 0.56
Horz(TL) -0.04 9 n/a n/a
BCDL 5.0
Code FBC201 O/TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
LOAD CASE(S)
BRACING-
Standard
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 675/0-3-3 (min. 0-1-8)
9 = 672/0-2-12 (min. 0-1-8)
Max Grav
1 = 675(LC 1)
9 = 672(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-855/0, 2-3=-1761/0, 34=-1761/0,
4-5=-2156/0, 5-6=-1667/0, 6-7=-1667/0,
7-8=-922/0
BOT CHORD
15-16=0/854, 14-15=0/2156, 13-14=0/2156,
12-13=0/2156, 11-12=0/926
WEBS
5-12=661/0, 7-12=0/851, 4-15=585/0,
2-15=0/999, 2-16=-578/0, 1-16=0/1045,
7-11=-695/0, 8-11=0/1171
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Provide mechanical connection (by others) of truss to
bearing plate atjoint(s) 9.
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.
15-6-10 1 -1 -1
1-5-0 0-3- 4
PLATES GRIP
MT20 2441190
Weight: 82 lb FT = 0%F, 0%E
Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss Truss
Type
Qty
Ply
�
A0458767
59405
F07
Floor
1
1
�jo
b Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
0-3-11
1-6-12 2$0
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:42 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-jd07VZ94WYXQzY_I_LgAo5UZaOY12Y7BG6NQlty8Mc3
, 2-0-0 2-5-13 , , 1-5-0 0P44
Dead Load Defl. = 118 in
3x4 =
3x6 = 1.5x4 11 3x4 = 3x6 FP= 1.5x4 11 3x6 =
2 3 4 5 6 7 8
17 16 15 14 13 12 11
3x4 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x4 =
0T3-11 1-11-15 7-2-15
8-2-15 , 9-2-15 14-7 4 16-0 4 1¢ 4r2
0-3r 1 5-3-0
1-0 0 1-0 0 5-0-5 1-5-0 0 3- 4
Plate Offsets (X,Y)— [1:0-0-2,Edge],[4:0-1-8,Edge],[5:0-1-8,Edge] [9:Edge,0-2-41,[12:0-1-8 Edgel, [17:0-1-8,Edge]
LOADING(psf)
SPACING- 14-0
CSI.
DEFL. in (loc) Well L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.45
Vert(LL) -0.16 13-14 >999 480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.80
Vert(Q -0.27 13-14 >707 360
' BCLL 0.0
Rep Stress Incr YES
WB 0.58
Horz(TL) -0.04 10 n/a n/a
BCDL 5.0
Code FBC2010/fP12007
(Matrix)
Weight: 84lb FT=O%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
LOAD CASE(S)
BRACING-
Standard
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 695/0-3-3 (min. 0-1-8)
10 = 693/0-2-12 (min. 0-1-8)
Max Grav
1 = 695(LC 1)
10 = 693(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-884/0, 2-3=1828/0, 34=-1828/0,
4-5=-2288/0, 5-6=-1870/0, 6-7=1870/0,
7-8=-1870/0, 8-9=-965/0
BOT CHORD
16-17=0/882, 15-16=0/2288, 14-15=0/2288,
13-14=0/2288, 12-13=0/969
WEBS
4-16=648/0, 2-16=0/1041, 2-17=-597/0,
5-13=-614/0, 8-13=0/994, 8-12=729/0,
9-12=0/1226, 1-17=0/1079
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Provide mechanical connection (by others) of truss to
bearing plate atjoint(s) 10.
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 ods or restrained by other means.
6 Gapbetween inside of to chord bearing and first
T �T�
'm 0 P3 P
diagonal or vertical web shall not exceed 0.500in.
JUlius Lee, P.E_ #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
F08
Floor I � �
1
1
A0458768
Jab Reference (optional)
M, muur i muooa.I. , rum i rir-muc, rL J4y40
0-3-11
16-12 i 2-6-0
5x6 =
1
11
20
3x6 = 1.5x4 11
2 3
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:42 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-jd07VZ94WYXQzY_I_aLggAAoSUYrOWp2YOBG6�NQlty8Mc3
I� —II 1-5-0 pIg--14
Dead Load Deft. = 118 in
3x4 = 3x4 =
3x4= 34 FP= 1.5x4 11 3x3 11 3x4,i
4 5 6 7 9 9 to 11
1!1,
19 18 17 16 15 14 13 12
3x4 = 3x6 = 3x6 FP= 1.5x4 II 3x6 = 4x6 =
1.5x4 II
�3-11 1-11-15 7-2-15
8-2-15 9-2=15 15-0-13
16-5-13 16-9�11
0 3-11 1-8-4 5-3-0
1-0-0 ' 1-0-0 5-9-14
1-5 0 0 3 4
Plate Offsets (X,Y)— [1:0-0-2,Edge1, [4:0-1-8,Edge1, [5:0-1-8,Edge1, [10:Edge, 0-2-41, [19:0-1-8 Edge]
LOADING (psf)
SPACING- 1-4-0
CS 1.
DEFL. in (loc) Well L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.49
Vert(LL) -0.18 14-15 >999 480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.90
Vert(TL) -0.32 14-15 >627 360
BCLL 0.0
Rep Stress Incr YES
WB 0.59
Horz(TL) -0.05 11 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 87 lb FT = 0%F,.O%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
V
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
LOAD CASE(S)
BRACING-
Standard
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 715/0-3-3 (min.0-1-8)
11 = 713/0-2-12 (min.0-1-8)
Max Grav
1 = 715(LC 1)
11 = 713(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-912/0, 2-3=1894/0, 34=-1894/0,
4-5=-2420/0, 5-6=-2073/0, 6-7=2073/0,
7-8=-2073/0, 8-9=-981/0, 9-10=977/0
BOT CHORD
18-19=0/910, 17-18=0/2420, 16-17=0/2420,
15-16=0/2420, 14-15=0/2420,
13-14=0/1209
WEBS
4-18=-713/0, 2-18=0/1083, 2-19=-616/0,
5-14=568/0, 7-14=-252/0, 8-14=0/956,
8-13=-574/0, 1-19=0/1114, 10-13=0/1240
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Provide mechanical connection (by others) of truss to
bearing plate at joint(s) 11.
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.
Julius Lee, P_E_ 934869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
A ,
A0458769
59405
F09
Floor •
1
1
Job Reference o tional
Al Kuur I KUbACA, ruK I ricKur-, rL 34a40
0-3-11
Ii 1-6-12� 2-6-0
54 =
20
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:43 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-BpaViv9iHrfHaiZxY3BPKJ1 hForXn?2LVm6zgJy8Mc2
2-0-0� 0I 1 , 1-5-0 01�-44
Dead Load Defl. = 3116 in
3x4 =
3x6 = 1.5x4 11 3x4 = 3x6 FP= 1.5x4 11
9 3 4 5 6 7
3x4 = 3x3 11 4x4 �,
8 9 to 11
0
o ,p
19 18 17 16 15 14 13 12
3x4 = 3x6 = 3x6 FP= 1.5x4 II 3x6 = 4x6 =
1.5x4 II
0T3-11 1-11-15 7-2-15
812-15 9-2-15 , 14-5-15 , 15r7 , 16-11-7 17*5
0 3- 1 1-8 4 5-3-0
1 0 0 1-0-0 5-3-0 1-0-8 ' 1-5-0 0=3-14
Plate Offsets (X Y)-- [1:0-0-2 Edge] [4:0-1-8 Edgel [5:0-1-8 Edge] [10:Edge 0-2-51[18:0-2-8 Edgel [19:0-1-8 Edge]
LOADING (psf)
SPACING- 14-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.58
Vert(LL) -0.20 14-15 >999 480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 1.00
Vert(TL) -0.36 14-15 >558 360
- BCLL 0.0
Rep Stress Incr YES
WB 0.60
Horz(fL) -0.05 11 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 89 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
6) Gap between inside of top chord bearing and first
BOT CHORD 2x4 SP No.2(flat)
diagonal or vertical web shall not exceed 0.500in.
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
LOAD CASE(S)
Structural wood sheathing directly applied or 6-0-0 oc
Standard
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
2-2-0 oc bracing: 15-16,14-15.
REACTIONS. (lb/size)
1 = 735/0-3-3 (min. 0-1-8)
11 = 733/0-2-12 (min. 0-1-8)
Max Grav
1 = 735(LC 1)
11 = 733(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
1-2=-940/0, 2-3=-1961/0, 34=-1961/0,
4-5=-2552/0, 5-6=-2273/0, 6-7=-2273/0,
7-6=-2273/0,8-9=-1004/0,9-10=-1000/0
BOT CHORD
18-19=0/939,17-18=0/2552,16-17=0/2552,
15-1 6=0/2552,14-15=0/2552,
13-14=0/1434
WEBS
4-18=778/0, 2-18=0/1125, 2-19=-635/0,
5-14=-525/0, 7-14=-260/0, 8-14=0/927,
10-1 3=0/1 270, 8-13=-685/0, 1-19=0/1148
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) Provide mechanical connection (by others) of truss to
bearing plate at joint(s) 11.
4) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
ac edge, spaced
5) Recommend 2st sed
���
TR
.1
10-0-0 oc and fastened to each truss with 3-10d (0.131"
to h us
r�
C O
X 3") nails. Strongbacks to be attached to walls at their
outer ends or restrained by other means.
Julius Lee, P_E_ tl34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
I
Qty
Ply
59405
F10
Floor I
1
1
A0458770
Job Reference o tional
M I muur I muo.I. Co, rum l vir-m .C, rL KUg0
0-3-11
1-6-12 „ 2-6-0
5x6 =
1
20
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek.lndustries, Inc. Tue Dec 16 15:28:43 2014 Page 1
I0:iG2U75HHmhrkla3a2giPblzl l ie•BpaViv9iHrfHaiZxY3BPKJ 1 hoovin?kLVm6zgJy8Mc2
1-4-9 ,i 1-5-0 0.�-44
Dead Load Defl. = 3/16 in
3x4 =
3x6 = 1.5x4 11 3x4 = 3x6 FP= 1.5x4 11 3x4 =
2 3 4 5 6 7 8
3x3 11 4x4 i
9 1011
o1-,�
19 18 17 16 15 14 13 12
4x4 = 3x6 = 3x6 FP= 1.5x4 11 1.5x4 11 3x6 = 46 =
LOADING(psf)
SPACING- '
1-4-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
20.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2010lrP12007
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat) *Except*
132: 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.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 756/0-3-3 (min. 0-1-8)
11 = 753/0-2-12 (min. 0-1-8)
Max Grav
1 = 756(LC 1)
11 = 753(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-968/0, 2-3=2027/0, 3-4=-2027/0,
4-5=-2685/0, 5-6=-2471/0, 6-7=2471/0,
7-8=-2471/0, 8-9=-1037/0, 9-10=-1032/0
BOT CHORD
18-19=0/967, 17-18=0/2685, 16-17=0/2685,
15-16=0/2685, 14-15=0/2685,
13-14=0/1668
WEBS
4-18=842/0, 2-18=0/1168, 2-19=-654/0,
5-14=-483/28, 7-14=261/0, 8-14=0/887,
8-13=824/0, 9-13=-251/0, 10-13=0/1311,
1-19=0/1183
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plate(s) atjoint(s) 17 checked for a plus or minus 5
degree rotation about its center.
3) Plate(s) atjoint(s) 1, 6, 2, 9, 16, 4, 15, 5, 3, 18, 19, 7,
14, 8, 13 and 10 checked for a plus or minus 0 degree
rotation about its center.
4) Provide mechanical connection (by others) of truss to
bearing plate atjoint(s) 11.
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/defl
L/d
TC 0.61
Vert(LL)
-0.2114-15
>999
480
BC 0.75
Vert(rL)
-0.3914-15
>543
360
WB 0.62
Horz(TL)
-0.06 11
. n/a
n/a
(Matrix)
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-1 Od
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
7) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 91 lb FT = 0%F,.O%E
Julius Lee, P.E. #34369 - 1109 Coastal Bay - Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
A .
A0458771
59405
F11
Floor
1
1
Job Reference (optional)
Al KUUr- IKUAAtA, rUKI YICKIa, r'L 14U40
0-3-11
i , 1-6-12 „ 2-6-0
5x6 =
1
I.
20
W
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:43 2014 Page 1
ID:iG2U75HHmhrkla3a2g iPblzl 1 ie-BpaViv9iHrfHaiZxY3BPKJ1 gfouXn_NLVm6zgJy8Mc2
2-0-0 1-10-3 1-5-0 013-44
Dead Load Defl. = 3/16 in
1.5x4 II
3x6 = 1.5x4 11 3x4 = 3x4 = 3x6 FP= 3x4 =
2 3 4 5 6 7 8
3x3 11 4x4 �i
9 1011
19 18 17 16 15 14 13 12
4x4 = 3x6 = 3x6 FP= 1.5x4 11 1.5x4 11 3x6 = 4x6 =
LOADING (psf)
SPACING-
1-4-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
20.0
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) 'Except'
B2: 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.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 776/0-3-3 (min. 0-1-8)
11 = 774/0-2-12 (min. 0-1-8)
Max Grav
1 = 776(LC 1)
11 = 774(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-996/0, 2-3=2094/0, 3-4=-2094/0,
4-5=-2817/0, 5-6=-2669/0, 6-7=2669/0,
7-8=-2669/0, 8-9=-1075/0, 9-10=-1071 /0
BOT CHORD
18-19=01995, 17-18=0/2817, 16-17=0/2817,
15-16=0/2817, 14-15=0/2817,
13-14=0/1904
WEBS
4-18=908/0, 2-18=0/1210, 2-19=-673/0,
5-14= 442/94, 7-14=265/0, 8-14=0/846,
8-13=981 /0, 9-13=-285/0, 10-13=0/1360,
1-19=0/1217
NOTES-
1) Unbalanced floor live loads have been considered for
this design.
2) Plate(s) atjoint(s) 17 checked for a plus or minus 5
degree rotation about its center.
3) Plate(s) atjoint(s) 1, 6, 2, 9, 16, 4, 15, 5, 3, 18, 19, 7,
14, 8, 13 and 10 checked for a plus or minus 0 degree
rotation about its center.
4) Provide mechanical connection (by others) of truss to
bearing plate atjoint(s) 11.
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
L/d
TC 0.68
Vert(LL)
-0.2414-15
>910 •
480
BC 0.80
Vert(Q
-0.44 14-15
>490
360
WB 0.65
Horz(rL)
-0.06 11
n/a
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
0 1
PLATES GRIP
MT20 244/190
Weight: 93 lb FT = 0%F, 0%E
PV
JUIILIs Lee, P.E. #34869 - 1109 Coastal Bay - Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
F12
Floor � �
1
1
A0458772
Job Reference (optional)
0-3-11
1-6-12 2-6-0
3x6 = 1.5x4 11
2 3
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:44 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-f08uwEAK29n8Cs885mjetWavgCErWIJkUjQsXNly8Mc1
�2-0-0� { 1-7-15 0-�F8
Dead Load Defl. = 1/8 in
3x4 = 1.5x4 11
3x4 = 3x6 FP= 1.5x4 II 3x4 = 1.5x4 =
4 5 6 7 A c
3x4 = 3x6 = 3x6 FP= 1.5x4 11 3x6 = 3x6 =
1.5x4 II
7-2-15
8-2-15
LOADING (psf)
TCLL 40.0
TCDL 20.0
BCLL 0.0
BCDL 5.0
SPACING- 14-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC2010/TP12007
CSI.
TC 0.41
BC 0.80
WB 0.51
(Matrix)
DEFL. in (loc) I/defl L/d
Vert(LL) -0.15 11-12 >999 480
Vert(TL) -0.26 11-12 >749 360
Horz(TL) 0.01 10 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 84 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
LOAD CASE(S)
BRACING-
Standard
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 692/0-3-3 (min. 0-1-8)
10 = 687/1-3-2 (min. 0-1-8)
Max Gray
1 = 692(LC 1)
10, = 687(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-880/0, 2-3=1819/0, 3-4=-1819/0,
4-5=-2270/0, 5-6=-1855/0, 6-7=1855/0,
7-8=-1855/0
BOT CHORD
15-16=0/878, 14-15=012270, 13-14=0/2270,
12-13=0/2270, 11-12=0/2270,
10-11=0/928
WEBS
4-15=-639/0, 2-15=0/1036, 2-16=-595/0,
5-11 =-605/0, 8-11 =0/1 025, 8-1 0=-1 117/0,
1-16=0/1075
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.
6) CAUTION, Do not erect truss backwards.
Julius Lee, P_E_ t#34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
A0458773
59405
F13
Floor
1
1
Job Reference (optional)
Al KUUr I KuADCA, rum I r'ICKur-, rL 84Q140
0-3-11
1-0-12� 2-6-0
34�� 3x6 =
1 2
13 12 11 10 9 3x4 =
3x4 =
5651-i.
LOADING(psf)
SPACING-
1-4-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
20.0
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)
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 2-2-0 oc bracing.
REACTIONS. (lb/size)
8 = 522/0-94 (min. 0-1-8)
1 = 527/0-3-3 (min. 0-1-8)
Max Grav
8 = 522(LC 1)
1 = 527(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD'
1-2=-649/0, 2-3=1279/0, 34=-1279/0,
4-5=-1188/0, 5-6=-1188/0
BOT CHORD
11-12=0/647, 10-11 =0/1 188, 9-10=0/1188,
8-9=0/265
WEBS
5-9=-321/0, 3-11=-281/0, 2-11=0/695,
2-12=-441/0, 6-9=0/1021, 6-8=-582/0,
1-12=0/792
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.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
1.5x4 II
3
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:44 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-f08uwEAK29n8Cs885mjetWaoICCRVW 7UjQsXNly8Mc1
2-0-0 I� 4
Dead Load Defl. =1/8 in
1.5x4 II
3x4 = 1.5x4 11 3x4 = 1.5x4 =
4 5 6 7
3x6 = 1.5x4 II
7-2-15 8-2-15
CSI.
DEFL.
in (loc)
I/defl
L/d
TC 0.85
Vert(LL)
-0.1810-11
>833
480
BC 0.95
Vert(fL)
-0.3110-11
>464
360
WB 0.49
Horz(TL)
-0.04 8
n/a
n/a
(Matrix)
3x4 =
PLATES GRIP
MT20 244/190
Weight: 66 lb FT = 0%F, 0%E
I
JUBLIs Lee, P_E_ #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Type
Qty
Ply
59405
F14
TF'Iuo
r I
1
1
A0458774
Job Reference (optional)
A I RUUr I RUJJCJ, rUR I rICRUC, rL J UffU
0-3-11
1-6-12 2-6-0
1 1-11-15
3x6 =
2
1.5x4 II
3
Kun: t.b3u s Jul 14 2014 Print: 7.6uu s Oct 3 2014 Mireklndustnes, Inc. TueAec 16 15:28:44 2014 Page 1
ID:iG2U75HHmhrkia3a2giPblzl l ie-f08uwEAK29n8Cs885mjetWaocCCNW000jQsXNly8Mc1
2-0-0
3x4 = 1.5x4 11
4 5
I-1 OH8
Dead Load Deft. = 1/8 in
3x4 =
1.5x4 11
1.5x4
6 7
3x4 = 3x6 = 1.5x4 11 3x4 =
5-3-0
14
o
sr
LOADING (psf),
SPACING- 1 4-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.86
Vert(LL) -0.18 10-11 >823 480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.96
Vert(TL) -0.32 10-11 >456 360
BCLL 0.0
Rep Stress Incr YES
WB 0.49
Horz(fL) -0.04 8 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 65 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 2-2-0 oc bracing.
REACTIONS. (lb/size)
8 = 518/0-4-11 (min. 0-1-8)
1 = 523/0-3-3 (min. 0-1-8)
Max Grav
8 = 518(LC 1)
1 = 523(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-644/0, 2-3=-1266/0, 3-4=-1266/0,
4-5=-116310, 5-6=-1163/0
BOT CHORD
11-12=0/642, 10-11=0/1163, 9-10=0/1163
WEBS
5-9=-324/0, 3-11=-282/0, 2-11=0/687,
2-12=-437/0, 6-9=0/1036, 6-8=-566/0,
1-12=0/785
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.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
JUlius Lee, P.E. #34969 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Oty
Ply
f
AO458775
59405
F15
Floor
1
1
Job Reference (optional)
/il muur I KUJJCA, rum I virtu r, rL J4y40
0-3-11
1-&12 2-&0
3x6 -� 3x6 =
1 2
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:45 2014 Page 1
ID:iG2U75HHmhrkia3a2giPblzl 1 ie-8CiG7aBzpTv?q?iKfUEtPk6-5cyxFwoey4b4vCy8Mc0
2-0-0
1.5x4 11 3x4 = 1.5x4 11
3 4 5
0-104 OH8
Dead Load Defl. = 1/8 in
1.5x4 II
3x4 = 1.5x4 =
6 7
14
0
13 12 11 10 93x4 =
3x4 = 3x6 = 1.5x4 11 3x6
3-11 1-11-15
7-2-15
8-2-15 9-2-15 12-11-11
3 11 1-8 4
5-3-0
1-0 0 1-0 0 3-8-12
Plate Offsets (X Y)— [1:Edge,0-3-0], [4:0-1-8,Edge], [9:0-1-8 Edge], [12:0-1-8,Edge],
[14:0-1-8,0-0-12]
LOADING (psf)
SPACING- 1-4-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.81
Vert(LL) -0.17 10-11 >876 480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.94
Vert(TL) -0.30 10-11 >495 360
BCLL 0.0
Rep Stress Incr YES
WB 0.46
Horz(TL) -0.04 8 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 67 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
LOAD CASE(S)
BRACING-
Standard
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
2-2-0 oc bracing: 10-11.
REACTIONS. (lb/size)
8 = 539/0-4-11 (min. 0-1-8)
1 = 543/0-3-3 (min. 0-1-8)
Max Grav
8 = 539(LC 1)
1 543(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-672/0, 2-3=1333/0, 3-4=-1333/0,
4-5=-1294/0, 5-6=-1294/0
BOT CHORD
11-12=0/670, 10-11 =0/1 294, 9-10=0/1294,
8-9=0/422
WEBS
5-9=-308/0, 3-11 =-278/0, 2-11=0/729,
2-12=456/0, 6-9=0/965, 6-8=-666/0,
1-12=0/820
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 3-1 Old (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
fir, �, )
,
O
CONTRA TOR
C N
diagonal or vertical web shall not exceed 0.500in.
f1 b BI `�v
6) CAUTION, Do not erect truss backwards.
Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
F16
Floor '
1
1
A0458776
Job Reference o tional
Al KUUI- I KUSStS, FUKI YItKGt, rL 34bJ46 r
0-3-11
1-6-12 2-M
3x6 3x6 =
1 2
13 12 11 10 93x4 =
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16.15:28:45 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-8CiG7aBzpTv?q?iKfUEtPk6?tcYHFxKey4b4vCy8Mc0
, 2-0-0 ,
1.5x4 11 3x4 = 1.5x4 11
3 4 5
3x4 = 3x6 = 1.5x4 11
8-2-15 . 9-2-15
5-3-0
13-5-5
3x6 =
, 1i�OH8
Dead Load Dell. = 1/8 in
1.5x4 II
3x4 = 1.5x4 =
6 7
14
0
LOADING (psf)
TCLL 40.0
TCDL 20.0
BCLL 0.0
BCDL 5.0
SPACING- 14-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC2010/TP12007
CSI.
TC 0.76
BC 0.91
WB 0.43
(Matrix)
DEFL. in (loc) I/deft L/d
Vert(LL) -0.17 10-11 >928 480
Vert(TL) -0.29 10-11 >534 360
Horz(TL) -0.03 8 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 69 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
LOAD CASE(S)
BRACING-
Standard
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc.
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
2-2-0 oc bracing: 10-11.
REACTIONS. (lb/size)
8 = 559/04-11 (min. 0-1-8)
1 = 564/0-3-3 (min. 0-1-8)
Max Grav
8 = 559(LC 1)
1 = 564(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-700/0, 2-3=1399/0, 34=1399/0,
4-5=-1426/0, 5-6=-1426/0
BOT CHORD
11-12=0/698, 10-11=0/1426, 9-10=0/1426,
8-9=0/617
WEBS
5-9=-290/0, 3-11=-273/0, 2-11=0/771,
2-12=475/0, 6-9=0/894, 6-8=-802/0,
1-12=0/854
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.
6) CAUTION, Do not erect truss backwards.
Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
I
A0458777
59405
F17
Floor
1
1
Job Reference (optional)
Al tttxm ircuZ)ar=a,rurci t-1rKLt,rLa4avo
0-3-11
1-6-12 2-6-0
3x6 3x6 =
1 2
13 12 11 10 93x4 =
3x4 =
LOADING (psf)
SPACING-
1-4-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
20.0
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-
TOPCHORD
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)
8 = 579/0-4-11 (min. 0-1-8)
1 = 584/0-3-3 (min. 0-1-8)
Max Grav
8 = 579(LC 1)
1 = 584(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-728/0, 2-3=-1465/0, 34=-1465/0,
4-5=-1559/0,5-6=-1559/0
BOT CHORD
11-12=0/727, 10-11=0/1559, 9-10=0/1559,
8-9=0/815
WEBS
5-9=-270/0, 4-11=-307/50, 3-11=-269/0,
2-11=0/813, 2-12=494/0, 6-9=0/822,
6-8=-961/0, 1-12=0/889
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.
6) CAUTION, Do not erect truss backwards.
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 Mi rek Industries, Inc. Tue Dec 16 15:28:45 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-SCiG7aBzpTv?q?iKfUEtPk6?gcZcFxMey4b4vCy8Mc0
2-0-0 1-9-7 0N8
Dead Load Defl. = 118 in
1.5x4 11
1.5x4 11 3x4 = 1.5x4 11 3x4 = 1.5x4 =
3 4 5 6 7
3x6 = 1.5x4 11
5-3-0
8-2-15 . 9-2-15
CSI.
DEFL,
in (loc)
I/deft
L/d
TC 0.71
Vert(LL)
-0.1710-11
>979
480
BC 0.89
Vert(fL)
-0.2810-11
>573
360
WB 0.42
Horz(fL)
-0.03 8
n/a
n/a
(Matrix)
3x6 =
PLATES GRIP
MT20 244/190
Weight: 71 lb FT = 0%F, 0%E
LOAD CASE(S) P® TRAC A � Pe
Standard '�'Julius Lee, P.E. #343 — 1109astal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
F18
Floor I
1
1
A0458778
Job Reference (optional)
0-3-11
L , 1-6-12 2-6-0
r �
3x6 ��
1
13 12 11 10 93x4 =
3x6 =
2
3x4 =
3x6 = 1.5x4 11
�:ff'>Si 6�EbJ561
3x6 =
rrun: t.bsu s JUI 14 2u14 Print: /.60u s oct 3 2014 MITek Industries, Inc. Tue Dec 16 15:28:46 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-cOGeKwCbaml sR9H WDBI6yxfBG?vB_OMnBkLdRey8Mc?
2-0-0 2-3-1 01 8
i
Dead Load Defl. = 1/8 in
1.5x4 II
1.5x4 11 3x4 = 1.5x4 11 3x4 = 1.5x4 =
3 4 5 6 7
14
0
LOADING(psf)
SPACING- 14-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.66
Vert(LL) -0.16 10-11 >999 480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.87
Vert(TL) -0.27 10-11 >611 360
BCLL 0.0
Rep Stress Incr YES
WB 0.44
Horz(TL) -0.02 8 n/a n/a
BCDL .5.0
Code FBC2010frP12007
(Matrix)
Weight: 73 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)
8 = 599/04-11 (min. 0-1-8)
1 = 604/0-3-3 (min. 0-1-8)
Max Gray
8 = 599(LC 1)
1 = 604(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=757/0, 2-3=1532/0, 34=-1532/0,
4-5=-1692/0, 5-6=-1692/0
BOT CHORD
11-12=Of755, 10-11=0/1692, 9-10=011692,
8-9=0/1015
WEBS
4-11=371/3, 3-11=-264/0, 2-11=0/855,
2-12=-513/0, 6-9=0f765, 6-8=-1134/0,
1-12=0/924
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.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard Julius Lee, P.E. M34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
'
A0458779
59405
F19
Floor
1
1
Job Reference (optional)
Al KUUh I KUSStS, 1--UK I NILKUL, rL 349415
0-3-11
i„i�� i 2-6-0
3x6
1
16
3x6 = 1.5x4 11
2 3
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 Mlek Industries, Inc. Tue Dec 16 15:28:46 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl1 ie-cOGeKwCbamisR9HWDB16yxfCt?vl_NOnBkLdRey8Mc?
2-0-0 i 1-0-13 i 1� 0rq:l0
Dead Load Defl. = 1/8 in
3x4 = 1.5x4 11 3x4 = 3x3 11 3x4 �-
4 5 6 7 8 9
15 14 13 12 11 10
3x4 = Us = 1.5x4 11 3x4 = 3x6 =
14-9-7
3- 1 1-11-15 7-2-15 8-2-15 i 9-2-15 13-0-12 14-5-12 14-9,6
3 1 1S4 5-3-0 1-0-0 1-0-0 3-9-13 1-5-0 3 0
Plate Offsets (X,Y)— [1:Edge,0-3-0], [4:0-1-8,Edge], [S:Edge,0-241, [12:0-1-8,Edge], [15:0-1-8,Edgel
LOADING(psf)
SPACING- 14-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.62
Vert(LL) -0.15 13-14 >999 480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.83
Vert(TL) -0.26 13-14 >659 360
BCLL 0.0
Rep Stress Incr YES
WB 0.50
Horz(TL) -0.03 9 n/a n/a
BCDL 5.0
Code FBC2010frPI2007
(Matrix)
Weight: 76 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.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 627/0-3-3 (min. 0-1-8)
9 = 625/0-3-0 (min. 0-1-8)
Max Grav
1 = 627(LC 1)
9 = 625(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-789/0, 2-3=1607/0, 34=-1607/0,
4-5=-1845/0, 5-6=-1845/0, 6-7=833/0,
7-8=-831/0
BOT CHORD
14-15=0/787, 13-14=0/1845, 12-13=0/1845,
11-12=0/1227
WEBS
4-14=-439/0, 3-14=-258/0, 2-14=0/902,
2-15=534/0, 6-12=0/727, 1-15=0/963,
8-11 =0/1 054, 6-11 =-576/0
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 CASES)
ONM
Standard
Julius Lee, P.E. t#34869— 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type I
Oty
Ply
59405
F20G
FLOOR GIRDER
1
2
A0458780
Job Reference o tional
A7 KUur I KUAACA, rum l rimmu C, rL J4`J40
2-0-8 2-0-0 ,
2x4 11 3x4 = 1.5x4 11
1 2 3
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:47 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzllie-4bp0YGDDK49j3JsjnvGLV9CNaP12jmuxPO4B 4y8Mc
I— 20 1i
Dead Load Dell. = 5/16 in
3x4 = 3x4 = 1.5x4 11 3x4 = 5x6 = 3x6 = 1.5x4 11 4x6 =
4 5 6 7 8 9 10 11
20 19
18 17 16 15 21
14 22 23 13 12
4x6 = 3x8 =
1.5x4 11 1.5x4 11 5x10 MT20HS=
3x10 = 3x10 = 3x4 11
3x8 =
22-4-9
22-4-9
Plate Offsets (X,Y)— f8:0-3-0,0-3-0),[11:0-2-4,0-2-0),120:0-2-0,0-2-0)
LOADING(psf)
SPACING- 1-5-0
CSI.
DEFL. in (loc) I/dell
L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.62
Vert(LL) -0.36 16-17 >722
480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.70
Vert(TL) -0.70 16-17 >372
360
MT20HS 187/143
BCLL 0.0
Rep Stress Incr NO
WB 0.74
Horz(TL) 0.07 12 n/a
n/a
t
BCDL 5.0.
Code FBC201 O/TP12007
(Matrix)
Weight: 225 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 31 -Except`
2) All loads are considered equally applied to all plies,
T2: 2x4 SP No.2
except if noted as front (F) or back (B) face in the
BOT CHORD 2x4 SP M 31 'Except-
LOAD CASE(S) section. Ply to ply connections have
B2: 2x6 SP 240OF 2.0E
been provided to distribute only loads noted as (F) or
WEBS 2x4 SP No.3 *Except*
(B), unless otherwise indicated.
W1,W8: 2x8 SP No.2
3) Unbalanced Floor live loads have been considered
BRACING-
for this design.
TOP CHORD
Structural wood sheathing directly applied or 3-6-5 oc
4) All plates are MT20 plates unless otherwise
purlins, except end verticals.
indicated.
5) Plates checked for a plus or minus 0 degree
BOT CHORD
rotation about its center.
Rigid ceiling directly applied or 10-0-0 oc bracing.
6) Refer to girder(s) for truss to truss connections.
REACTIONS. (lb/size)
7) "Semi -rigid pitchbreaks with fixed heels" Member
12 = 1831/Mechanical
end fixity model was used in the analysis and design
20 = 1349/Mechanical
of this truss.
8) Recommend 2x6 strongbacks, on edge, spaced at
Max Gry
M a 1831(LC 1)
10-0-0 oc and fastened to each truss with 3-10d
20 = 1349(LC 1)
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
FORCES. (lb)
9) Hanger(s) or other connection device(s) shall be
Max. Comp./Max. Ten. -All forces 250 (lb) or less except provided o support nat
tand
when03
when shown.
16-5-0, andtrated
lb down atu19-15-0,ent
227 lb down
TOP CHORD
845 lb down at 15-0-0 on bottom chord. The
11-12=-1595/0, 2-3=-4706/0, 34=4706/0,
design/selection of such connection device(s) is the
4-5=-7263/0, 5-6=-8951 /0, 6-7=-8951 /0,
responsibility of others.
7-8=-8743/0, 8-9=-8743/0, 9-10=-3127/0,
10-11=-3127/0
LOAD CASE(S)
BOT CHORD
Standard
19-20=0/2724, 18-19=0/7263,
1) Dead + Floor Live (balanced): Lumber
17-18=0f7263, 16-17=0f7263,
Increase=1.00, Plate Increase=1.00
15-16=0/9125, 15-21=0/9118,
Uniform Loads (plf)
14-21=0/9142, 14-22=0/6296,
Vert: 12-20=-7, 1-11=-85
22-23=0/6296, 13-23=0/6296, 12-13=0/369
Concentrated Loads (lb)
WEBS
4-18=0/537, 5-17=-544/0, 4A9=-2888/0,
Vert: 21=-845(F) 22=-227(F) 23=-103(F)
2-19=0/2204, 2-20=-2830/0, 5-16=0/2087,
6-16=-370/0, 7-16=-301/137, 7-14=419/0,
9-14=0/2681, 9-13=3471/0,
11-13=0/3113
NOTES-
1) 2-ply truss to be connected together with 10d
(0.131"x3'j nails as follows:
Top chords connected as follows: 2x8 - 2 rows
staggered at 079-0 oc, 2x4 - 1 row at 0-7-0 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.
Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
� �
A0458781
59405
F21
ROOF TRUSS
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
0-3-11
i ii — 12 2��
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:47 2014 Pagel
ID:iG2U75HHmhrkla3a2giPblzl1 ie-4bp0YGDDK49j3JsjnvGLV9CL?PJ71gaxPO4B_4y8Mc
F 1-7-0 , 2-0-11 i 1-5-0;0jlj;14
Dead Load Deft. = 118 in
5x6 = 3x6 = 1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 = 3x6 FP= 3x4 = 3x3 11 3x6 = 3x4 ii
3x4 = 3x6 = 3x6 FP— 1.5x4 11 3x6 =
1.5x4 II
3x4 = 3x8 =
3x3 =
111-11-15 7-2-15 8-2-15 9-2-15 18-9-15 22-6-10 22 1 8
0 1 1-8 4 5-3-0 1-0-0 1-0-0 9-7-0 3 8 11 0- - 4
Plate Offsets (X Y)—
[1:0-0-2 Edge] [4:0-1-8 Edgel
I5:0-1-8 Edgel [9:0-1-8 Edge]
[12:Edge 0-2-4]
[17:0-1-8 Edge], [23:0-1-8 Edgel
LOADING(psf)
SPACING- 14-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TOLL 40.0
Plate Grip DOL 1.00
TC 0.72
Vert(LL)
-0.14
20
>999
360
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.63
Vert(rL)
-0.27
20
>832
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.51
Horz(TL)
-0.02
13
n/a
n/a
BCDL 5.0
Code FBC2010rrPI2007
(Matrix)
Weight: 119 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.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 16-17,15-16.
REACTIONS. (lb/size)
1 =
671/0-3-3 (min. 0-1-8)
13 =
-43610-2-12 (min. 0-1-8)
16 =
1719/0-3-8 (min. 0-1-8)
Max Uplift
1 =
-268(LC 12)
13 =
-436(LC 1)
16 =
-744(LC 8)
Max Grav
1 =
671(LC 1)
13 =
175(LC 12)
16 =
1719(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-865/544,2-3=-1781/1133,
3-4=-1781/1133,4-5=-2168/1374,
5-6=-1673/1047, 6-7=-1673/1047,
7-8=49W7737, 8-9=-499/737,
9-10=1279/2022, 10-11=-1280/2024,
11-12=4227759
BOT CHORD
22-23=-542/863, 21-22=-1370/2167,
20-21=-1370/2167, 19-20=-1370/2167,
18-19=-1370/2167,17-18=437/695,
16-17=-738/503, 15-16=-761/425
WEBS
4-22=-426/265, 2-22=-646/1009,
2-23=585/394, 5-18=-545/360,
7-18=670/1080, 7-17=1585/1040,
9-17=403/703, 9-16=-1552/942,
11-16=-1437/977, 11-15=-384/597,
12-15=-962/538, 1-23=-663/1056
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf, BCDL=3.Opsf; h=22ft;
Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate at joint(s) 13.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 1=268, 13=436, 16=744.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
9) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
10) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869 — 1109 I•�aVay Beach, 33435
Job
Truss
Truss Type I
Qty
Ply
-
59405 '
F22
ROOF TRUSS
1
1
A0458782
Job Reference (optional)
H, muur , muol. CJ, rum, riamur-, rL J4y40
0-3-11
,,� 1-6-12' 2,
5x6 = 1.5x4 11
Run: /.b30 s JUI 14 2014 Print: 7.600 s Oct 3 2014 Mfrek Industries, Inc. Tue Dec 16 15:28:48 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-YnNOIcDr5OHahTRvKcnal MkXVpewSGV4e2gkVXy8Mbz
2-0-0 0� �� 9:L11?i 1-5-0 0-�-114
Dead Load Deff. = 1/8 in
1.5x4 II
3x4 = 3x4 = 1.5x4 11 3x6 FP= 4x6 =
3x4 = 3x3 11 3x4
A s a o a in .. 19
3x4 = 3x6 FP= 1.5x4 11 4x6 =
1.5x4 II
023�11 1-11-15
, 7-2-15
8-2-15, 9-2-15,
18-0-7
21-7.4
23-0 423 ¢2
0 3` 1 18�
53-0
1-0-0 1-0-0
8-9-8
31r13
1bO 0�I4
Plate Offsets_(X,Y)—
[1:0-0-2,Edge], [4:0-1-8,Edge],
[5:0-1-8,Edge], [13:Edge,0-2-4], [19:0-2-0,Edge], [24:0-1-8,Edge]
LOADING(psf)
SPACING- 1-4-0
CSI.
DEFL, in (loc)
I/deft
L/d
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.67
Vert(LL) -0.13 21
>999
360
MT20
244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.66
Vert(TL) -0.26 21-23
>828
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.53
Horz(TL) -0.02 14
n/a
n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 122 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.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 17-18,16-17.
REACTIONS. (lb/size)
1 =
649/0-3-3 (min. 0-1-8)
14 =
-172/0-2-12 (min. 0-1-8)
17 =
1517/0-3-8 (min. 0-1-8)
Max Uplift
1 =
-260(LC 12)
14 =
-172(LC 1)
17 =
-687(LC 8)
Max Grav
1 =
649(LC 1)
14 =
68(LC 12)
17 =
1517(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-834/522,2-3=-1708/1082,
34=-1708/1082,4-5=-2023/1272,
5-6=-1455/896, 6-7=-1455/896,
7-8=-717/1042, 8-9=717/1042,
9-10=717/1042, 10-11=-1068/1739,
11-12=-154/389,12-13=-155/389
BOT CHORD
23-24=-520/832, 22-23=-1268/2022,
21-22=-1268/2022, 20-21=-1268/2022,
19-20=-126812022, 18-19=-255/437,
17-18=-1740/1073, 16-17=-625/293
WEBS
10-17=-1026/554,4-23=-346/209,
2-23=614/964, 2-24=-565/380,
5-19=625/415, 7-19=-704/1124,
7-18=1636/1080, 10-18=558/1108,
11-17=-1228/858, 11-16=-273/399,
13-16=-493/198,1-24=636/1018
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; porch right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) All plates are 3x6 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) : This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate at joint(s) 14.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 1=260, 14=172, 17=687.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
10) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
11) CAUTION, Do not erect trust backwards.
LOAD CASE(S)
Standard
Julius Lee, P.E.#34369-1109Coastal Bay —Boynton Beach, FL 38435
4.
Job
Truss
Truss Type
Qty
Ply
A0458783
59405
F23
ROOF TRUSS
1
1
Job Reference (optional)
Al KUUI- I KUStit5, FUK I F'ItKUt:, F'L 34U4b
0-3-11
, , 1-6-12 „ 2-6-0
5x6 = 1.5x4 11
1 3
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:49 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-OzxnzyETshPRJdO5uJlpaaHhaDzSBiBDtiZ11 zy8Mby
3x4 =
3x4 = 3x6 FP= 1.5x4 11
4 5 . 7
F -5-0 0 3- -14
Dead Load Dell. = 1/8 in
1.5x4 11 4x6 =
0 9 10
3x4 = 1.5x4 11 1.5x4 11 3x6 FP=
4x6 =
LOADING (psf)
SPACING-
14-0
CSI.
DEFL.
in
(loc)
Udell
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC 0.72
Vert(LL)
-0.13
22
>999
360
TCDL 20.0
Lumber DOL
1.00
BC 0.64
Vert(TL)
-0.26
22
>836
240
- BCLL 0.0 '
Rep Stress Incr
YES
WB 0.63
Horz(TL)
-0.02
14
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.3(flat)
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,
Except:
6-0-0 oc bracing: 17-18,16-17.
REACTIONS. (lb/size)
1 =
661/0-3-3 (min. 0-1-8)
14 =
-210/0-2-12 (min. 0-1-8)
17 =
1584/0-3-8 (min. 0-1-8)
Max Uplift
1 =
-264(LC 12)
14 =
-21O(LC 1)
17 =
-714(LC 8)
Max Grav
1 =
661(LC 1)
14 =
83(LC 12)
17 =
1584(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-851/533, 2-3=-1749/1108,
3-4=-1749/1108,4-5=-2103/1324,
5-6=-1576/974, 6-7=-1576/974,
7-8=-1576/974, 8-9=610/875,
9-10=610/875, 10-11=1183/1911,
11 -1 2=-1 77/448, 12-13=-178/448
BOT CHORD
23-24=-531/849, 22-23=-1320/2102,
21-22=-1320/2102, 20-21=-1320/2102,
19-20=-348/581, 18-19=-348/581,
17-18=-1912/1187, 16-17=-711/350
WEBS'
10-1 7=-10471611, 4-23=-391/238,
2-23=-631 /989, 2-24=-576/387,
5-20=581 /386, 8-20=-688/1099,
8-18=-1610/1064, 10-18=-747/1349,
11-1 7=-13211921, 11-16=-305/446,
13-16=-568/227. 1-24=-650/1039
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=22ft;
Cat. 11; Exp D; Encl., GCpi=D.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) All plates are 3x6 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chorI live load nonconcurrent with any other live
loads.
6) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate atjoint(s) 14.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Gt=lb) 1=264, 14=210, 17=714.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
10) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
11) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
3x4 = 3x3 11 3x4 ii
�4 12 �a
23-9-12
PLATES GRIP
MT20 244/190
Weight: 124 Ib FT = 0%F, 0%E
co
NT
JUlius Lee, P_E- .#34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type I
Qty
Ply
A0458784
59405
F24
ROOF TRUSS
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
0-3-11
1-6-12 22--60
5x6 = 3x6 = 1.5x4 11
0
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:49 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-0zxnzyETshPRJdO5uJlpaaHgXD_cBk7DtiZl1 zyBMby
I 2
3x4 =
3x4 = 3x6 FP= 1.5x4 11
—1 1-5�0 3H-14
Dead Load Dell. = 1/8 in
3x6 = 3x4 = 3x3 11 3x4 =34 11 3x4 i
3x4 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x6 FP— 3x8 = 3x6 =
3x4 =
24-35
111-11-15 7-2-15 8-2-15 9-2-15 18-11-10 221r7 23 11-7
5-3-0 1-0-0 1-0-0 9-8-11 3-0-13 15-00 4
Plate Offsets (X,Y)— [1:0-0-2,Edge], [4:0-1-8,Edgel, [5:0-1-8,Edgel, [9:0-1-8,Edgel, r13:Edge,0-2-41, r18:0-1-8,Edgel, [24:0-1-8,Edgel
LOADING (pst)
SPACING- 1-4-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.78
Vert(LL) -0.14 22 >999 360
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.63
Vert(TL) -0.27 21-22 >827 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.50
Horz(TL) -0.02 14 n/a n/a
BCDL 5.0
Code FBC201 OTFP12007
(Matrix)
Weight: 126 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.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 17-18,16-17.
REACTIONS. (lb/size)
1 =
674/0-3-3 (min. 0-1-8)
14 =
-253/0-2-12 (min. 0-1-8)
17 =
165410-3-8 (min. 0-1-8)
Max Uplift
1 =
-270(LC 12)
14 =
-253(LC 1)
17 =
-741(LC 8)
Max Grav
1 =
674(LC 1)
14 =
101(LC 12)
17 =
1654(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-870/545, 2-3=-1793/1137,
3-4=-1793/1137,4-5=-2191/1381,
5-6=-1707/1059,6-7=-1707/1059,
7-8=-1707/1059, 8-9=-490/690,
9-10=1297/2081, 10-11=1299/2084,
11-12=-210/513, 12-13=-211/513
BOT CHORD
23-24=-543/868, 22-23=-1377/2190,
21-22=-1377/2190, 20-21=-1377/2190,
19-20=-448f736, 18-19=448/736,
17-18=-691/495, 16-17=-807/414
WEBS
4-23=-439/269, 2-23=-649/1017,
2-24=589/395, 5-20=-532/354,
8-20=671/1073, 8-18=1577/1042,
9-18=-379(702, 9-17=-1641/951,
11-17=-1408/980, 13-16=650/271,
11-16=-341/499,1-24=-665/1062
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) Plates checked for a plus or minus 0 degree
rotation about its center.
4) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
5) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
6) Provide mechanical connection (by others) of truss
to bearing plate at joint(s) 14.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except 01=1b) 1=270, 14=253, 17=741.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
9) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
10) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
Julius Lee, P.E. #.S4369 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply .
{
A0458785
59405
F25
ROOF TRUSS
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:50 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 le-U9V9AIF5d?XlwnbHS1 p26ngtKdJnwAeN6MJrZPy8Mbx
0-3-11
1-6-12
, 2-6-0
2-0-0
2-6-11
0 5 1�5 0 0-3H14
Dead Load Dell. = 118 in
1.5x4 11
1.5x4 11 3x4 = 3x4 = 3x6 FP=
1.5x4 11
3x4 = 3x4 ,i
1
2 3
4 5 6
7
8 9
10
11 12 1314
l[
26
25 24
23 22 21
20 19
18
1716 15
3x4 = 1.5x4
11 1.5x4 11
3x6 FP—
3x3 =
3x3 =
24-8-15
0�3-111-11-15
, 7-2-15
,8-2-15,9-2-15,
17-2-2
,
225-2
23.0�1 24-5-1 , ,
1 154
5-3-0
1.0-0 1_M
7-11-3
5-M
Ob-1'5 1. -0% 4
Plate Offsets (X Y)--
[1:Edge 0-3-0] [4:0-1-8 Edge]
[5:0-1-8 Edge] [11:0-1-8 Edge]
r13:Edg_e,0-2-4], [21:0-2-0,Edge], [25:0-1-8,Edgel
LOADING (psf)
SPACING- 14-0
CSI.
DEFL.
in (loc) I/defl
L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.65
Vert(LL)
-0.13 23-24 >999
360
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.70
Vert(TL)
-0.26 23-24 >793
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.55
Horz(Q
-0.02 14 n/a
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 129 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP N0.2(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.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 18-19.
REACTIONS. (lb/size)
1 =
628/0-3-3 (min. 0-1-8)
14 =
96/0-2-12 (min. 0-1-8)
19 =
1392/0-3-8 (min. 0-1-8)
Max Uplift
1 =
-251(LC 12)
14 =
-102(LC 8)
19 =
-678(LC 8)
Max Grav
1 =
628(LC 1)
14 =
96(LC 1)
19 =
1392(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TORCHORD
1-2=-805/498, 2-3=-1641/1026,
3-4=-164111026,4-5=-1887/1160,
5-6=-1254/720, 6-7=-1254f720,
7-8=-1254/720, 8-9=969/1387,
9-10=168/464, 10-11=168/464,
11-12=-28/305, 12-13=-43/253
BOT CHORD
24-25=-496/803,23-24=-115611887,
22-23=-1156/1887, 21-22=-1156/1887,
18-19=-1388/973, 17-18=305/33
WEBS
9-19=653/639, 4-24=-272/148,
2-24=578/921, 2-25=-545/364,
5-21=697/485, 8-21=-727/1173,
8-19=1732/1131, 9-18=-1141/1042,
11-18=-515/261, 12-16=-11 /275,
13-16=-320/54,1-25=-607/983
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) All plates are 3x6 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate at joint(s) 14.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 1=251, 14=102, 19=678.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
10) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
11) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
CONTRACT C �.P
Julius Lee, P.E. #34S69 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
F26
ROOF TRUSS
1
1
AO458786
Job Reference (optional)
AI RVVI- IRV JJGJ, 1-VRI rICRV C, rL JYJYO
0-3-11
, , 1-6-12 „ 2-6-0
I�� I�
3x6 �� 3x6 = 1.5x4 11
1 � 3
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:51 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-yM3XOeGkOJf9YwAUOkLHf?M3i0dXfcrWK02O6ry8Mbw
2-0-0
I�
3x3 II
3x4 = 3x3 = 4x4
4 5 6 7
3x4 =
3x6 FP= 1.5x4 II
o 1n
1-7-8 H14
Dead Load Defi. = 1/8 in
3x4 = 3x3 11 4x4 i
•• 19 13 14
ICI
3x3 = 3x6 = 1.5x4 11 1.5x4 I I 3x6 FP- 3x4 = 3x6 = 3x6 =
3x8 =
LOADING (psf)
SPACING-
14-0
CSI.
DEFL.
in (loc)
I/defl
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC 0.61
Vert(LL)
0.31 16-17
>578
360
TCDL 20.0
Lumber DOL
1.00
BC 0.80
Vert(TL)
-0.29 22-23
>418
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.62
Horz(fL)
-0.04 20
n/a
n/a
BCDL 5.0
Code FBC2010lrP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat) *Except*
T2: 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat) *Except*
132: 2x4 SP M 31(flat)
WEBS 2x4 SP No.3(flat)
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,
Except:
2-2-0 oc bracing: 16-17.
REACTIONS. (lb/size)
1 =
429/0-3-3 (min. 0-1-8)
14 =
641/0-2-12 (min. 0-1-8)
20 =
108710-5-8 (min. 0-1-8)
Max Uplift
1 =
-172(LC 12)
14 =
-414(LC 8)
20 =
-709(LC 8)
Max Grav
1 =
429(LC 1)
14 =
641(LC 1)
20 =
1087(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-532/240, 2-3=-989/409,
34=-989/409, 4-5=-629/231, 5-6=533/34,
6-7=532/33,7-8=-1181/1349,
8-9=-2010/2779, 9-10=-2010/2779,
10-11=-2010/2779, 11-12=-976/1226,
12-13=-973/1219
BOT CHORD
23-24=-238/531, 22-23=-228/628,
21-22=-228/628, 20-21=-228/628,
19-20=-1345/1181,18-19=-1345/1181,
17-18=-2224/1809,16-17=-2156/1704
WEBS
5-21=-255/322, 4-23=488/413,
3=23=-295/230, 2-23=-198/503,
2-24=362/190, 5-20=-9541783,
7-20=1335/2067, 7-18=-695/331,
8-18=694/972, 8-17=-609/222,
11-17=-684/338, 11-16=-805/1033,
WEBS
5-21=255/322, 4-23=488/413,
3-23=-295/230, 2-23=-198/503,
2-24=-362/190, 5-20=-954/783,
7-20=-1335/2067, 7-18=-695/331,
8-18=694/972, 8-17=-609/222,
11-17=-684/338, 11-16=-805/1033,
12-16=-291/262, 13-16=-1478/1180,
1-24�291 /649
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf, h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) Plate(s) at joint(s) 19, 1, 2, 12, 22, 4, 21, 5, 20, 6, 3,
23, 24, 7, 18, 8, 10, 17, 11, 16 and 13 checked for a
plus or minus 0 degree rotation about its center.
4) Plate(s) at joint(s) 9 checked for a plus or minus 5
degree rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) *This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate at joint(s) 14.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 1=172, 14=414, 20=709.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
10) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
11) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 130 lb FT = 0%F, 0%E
Julius Lee, P-E. ti34869 - 1109 Coastal Bay - Boynton Beach, FL 33435
v
Job
Truss
Truss Type
Qty
Ply
A0458787
59405
F27
ROOF TRUSS
1
1
Job Reference (optional)
Al KUUt- I KUbStti, t-UK I r'ItKC:t, r•L J4U4tf
0-3-11
iii 1-6-12i
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:51 2014 Page 1
ID:iG2U75HHmhrkia3a2giPblzl 1 ie-yM3XOeGkOJf9YwAUOkLHf?M250edfb3WK0206ry8Mbw
2-0-0 6- 1-5-0 �d14
Dead Load Dell. = 1/8 in
3x4 =
1.5x4 11
3x4 = 3x3 =
1.5x4 11
3x6 FP= 1.5x4 11
3x4 -_ 1.5x4 11 3x4 ,i
1 2
3
4
5 6
7
8 9 10
13 11 12 13 1415
27 26
25
24
23 22 21
20
19
18 17 16
3x3 =
1.5x4 11 1.5x4 11 3x6 FP-
3x8 =
4x4 =
1-11-15
25.8-2"
11
7-2-15
8-2-15 g 2-1510 3-3
23-11-4
25 4 4
1 1-84
5-3-0
1-0-0 1-0 0 1-0-0
13-8-1
iS-0 4
Plate Offsets (X,Y)-
[1:Edge,0-3-0] [4:0-1-8,Edge1
[5:0-1-4,Edge], [14:Edge, 0-2-41,
[17:0-1-8,Edge]
LOADING (psf)
SPACING-
1-4-0
CSI.
DEFL.
in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.65
Vert(LL)
0.26 19-20 >713 360
MT20 244/190
TCDL 20.0
Lumber DOL
1.00
BC 0.73
Vert(TL)
-0.31 24-25 >388 240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.67
Horz(TL)
-0.05 15 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 134 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP N0.2(flat) *Except*
T2: 2x4 SP M 30(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
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 20-22
9-10-6 oc bracing: 19-20
9-10-1 oc bracing: 18-19..
REACTIONS. (lb/size)
1 = 416/0-3-3 (min. 0-1-8)
15 = 661/0-2-12 (min. 0-1-8)-
22 = 1120/0-5-8 (min. 0-1-8)
Max Uplift
1 =-167(LC 12)
15 =-434(LC 8)
22 =-739(LC 8)
Max Grav
1 = 416(LC 1)
15 = 661(LC 1)
22 = 1120(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-516/215, 2-3=-950/367,
34=-950/367, 4-5=-551/198, 5-6=635/83,
6-7=-1223/1399, 7-8=1223/1399,
8-9=-2137/2919, 9-10=-2137/2919,
10-11=-2137/2919, 11-12=-1171/1624,
12-13=-1176/1628,13-14=-952/1224
BOT CHORD
25-26=-213/514, 24-25=-195/550,
23-24=-195/550, 22-23=-187/528,
21-22=-52/590, 20-21=52/590,
19-20=-2320/1895, 18-1 9=-2439/1878,
17-18=-1163/912
WEBS
5-23=313/377, 6-22=-518/828,
4-25=551 /459, 3-25=-297/233,
2-25=-187/478, 2-26=-351/174,
5-22=-985/834, 6-20=-2177/1398,
WEBS
5-23=313/377, 6-22=-518/828,
4-25=551/459, 3-25=-297/233,
2-25=-187/478, 2-26=-351/174,
5-22=985/834, 6-20=-2177/1398,
8-20=742/1023, 8-19=-657/268,
11-19=-526/286, 11-18=-782/906,
13-18=-847/481, 13-17=-729/1117,
14-17=-1548/1204, 1-26=-260/629
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Oosf; BCDL=3.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) All plates are 3x6 MT20 unless otherwise indicated.
4) Plate(s) at joint(s) 21, 1, 2, 13, 24, 4, 23, 5, 22, 3,
25, 26, 6, 7, 20, 8, 10, 19, 11, 18, 12,17 and 14
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 5
degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) *This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate at joint(s) 15.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 1=167, 15=434, 22=739.
10) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
11) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
12) CAUTION, Do not erect truss backwards.
1) T
LOAD CASE(S)
Standard
Julius Lee, P.E. t#34369 - 1109 Coastal Bay -Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
F28
ROOF TRUSS
1
1
A0458788
Job Reference (optional)
Al KUUF I KUSStb, FUK I YItKUt:, r'L 3AkKb
0-3-11
, , 1-5-12 „ 2-6-0 ,
rr�r�
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 16:28:52 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-QYdvb_GM9cnOA4IgZSsWCCvCfQ_A02ggZgoyely8Mbv
2-0-0 Fj:Q-3{ j j�14
Dead Load Defl. = 1/8 in
4x8 =
3x4 =
1.5x4 11
3x4 = 1.5x4 11
1.5x4 11
3x6 FP= 1.5x4 11
3x4 =
1.5x4' 11 3x4 ,i
1 2
3
4
5 6
7
8 9 10
11
12 13 14 15
27 26
25
24
232221
20
19
18 17 16
3x3 =
1.5x4 11 3x6 FP-
3x8 =
4x4 =
3x4 11
3x3 II
1-11-15
26-1-12
0$ 11
7-2-15
,8-2-15,9-2-15,10
331
24.4-14
, 259 14 , ,
1-8-4
53-0
1-0-0 1-0-0 1-04
14-1-11
1SOO�ir, 4
Plate Offsets (X,Y)-
[1:Edge,0-3-0], [4:0-1-8,Edge]
[6:0-2-4,Edge], [14:Edge, 0-2-4],
[17:0-1-8,Edge] [23:0-1-8,Edge]
LOADING (psf)
SPACING-
14-0
CS1.
DEFL.
in (loc) I/deft
L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.66
Vert(LL)
0.27 18-19 >708
360
MT20 244/190
TCDL 20.0
Lumber DOL
1.00
BC 0.71
Vert(fL)
-0.31 24-25 >386
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.70
Horz(TL)
-0.05 15 n/a
n/a
BCDL 5.0
Code FBC2010/rP12007
(Matrix),
Weight: 136 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 M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size)
1 =
411/0-3-3 (min. 0-1-8)
15 =
673/0-2-12 (min. 0-1-8)
21 =
1152/0-5-8 (min. 0-1-8)
Max Uplift
1 =
-165(LC 12)
15 =
-444(LC 8)
21 =
-761(LC 8)
Max Grav
1 =
411(LC 1)
15 =
673(LC 1)
21 =
1152(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-510/205, 2-3=-936/360,
34=-936/360, 4-5=-523/185,
5-6=-497/174,6-7=-1181/1340,
7-8=-1181/1340, 8-9=-2214/3020,
9-10=2214/3020, 10-11=2214/3020,
11 -1 2=-1 364/1885, 12-13=-1368/1886,
13-14=-972/1248
BOT CHORD
25-26=-203/508, 24-25=-182/522,
23-24=-182/522, 22-23=-159f726,
21-22=-159f726,20-21=-1521718,
19-20=-2341/1912, 18-19=-2622/2015,
17-18=1192/931
WEBS
5-23=442/385, 6-21 =-1 358/1552,
4-25=576/476, 3-25=-302/239,
2-25=184/471,2-26=-347/167,
6-20=2253/1462, 8-20=-808/1112,
8-19=746/3341 11-19=-436/220,
11-18=-720/819, 13-18=-951/598,
.13-17=-740/1036, 14-17=-1579/1229,
WEBS
5-23=-442/385, 6-21 =-1 358/1552,
4-25=-575/476, 3-25=-302/239,
2-25=1.84/471, 2-26=-347/167,
6-20=2253/1462, 8-20=-808/1112,
8-19=746/334, 11-19=436/220,
11 -1 8=-720/819, 13-18=-951/598,
13-17=-740/1036,14-17=-1579/1229,
1-26=249/621, 6-23=-851 /997
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) All plates are 3x6 MT20 unless otherwise indicated.
4) Plate(s) at joint(s) 22, 1, 2, 13, 24, 4, 23, 5, 21, 6, 3,
25, 26, 20, 7, 8, 10, 19, 11, 18, 12, 17 and 14 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 5
degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
7) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
8) Provide mechanical connection (by others) of truss
to bearing plate at joint(s) 15.
9) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 1=165, 15=444, 21=761.
10) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
11) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
12) 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
{ *
A0458789
59405
F29
ROOF TRUSS
1
1
Job Reference (optional)
Al KUUY I KU55tJ, I -UK I FItKUL, r•L ;54`J4b
0-3-11
, , 1-6-12 „ 2-6-0
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:53 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl1ie•vkBHpJH wwvtnEKs79NIkQRN6gKF7UdpoKXVAkySMbu
2-0-0 P:94 1� 5 13 I 1 O P�14
Dead Load Dell. =118 in
4x8 = 3x4 =
3x6 ,� 3x6 = 1.5x4 11 3x4 = 1.5x4 11 1.5x4 11 3x8 MT20HS FP_- 1.5x4 [I 3x4 -
3x3 = 3x6 = 1.5x4 11
LOADING(psf)
SPACING-
1-4-0
TCLL
40.0
Plate Grip DOL
1.00
TCDL
20.0
Lumber DOL
1.00
BCLL
0.0
Rep Stress Incr
YES
BCDL
5.0
Code FBC2010frP12007
LUMBER -
TOP CHORD 2x4 SP No.2(flat) *Except*
T2: 2x4 SP M 30(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
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (Ib/size)
1 = 403/0-3-3 (min. 0-1-8)
15 = 689/0-2-12 (min. 0-1-8)
22 = 1186/0-5-8 (min. 0-1-8)
Max Uplift
1 =-161(LC 12)
15 =-457(LC 8)
22 =-786(LC 8)
Max Grav
1 = 403(LC 1)
15 = 689(LC 1)
22 = 1186(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-2=-498/189, 2-3=-910/349,
34=-910/349, 4-5=-471/163,
5-6=444/152, 6-7=-1166/1314,
7-8=-1166/1314,8-9=-2306/3138,
9-1O=2306/3138, 10-11=2306/3138,
11 -1 2=-1 560/2150, 12-13=-1560/2150,
13-14=-938/1203
BOT CHORD
25-26=-187/497, 24-25=-160/470,
23-24=-160/470, 22-23=-231/821,
21-22=-224/812, 20-21=-224/812,
19-20=-2387/1950,18-19=-2814/2160,
17-18=-1208/941
WEBS
5-23=-453/398, 6-22=-1398/1602,
4-25=614/506, 3-25=-304/242,
2-25=176/454, 2-26=-339/156,
6-23=-885/1022, 6-20=-2328/1524,
8-20=-867/1191, 8-19=-825/393,
11-19=-353/161, 11 -1 8=-663f739,
13-18=-11721774, 13-17=-713/955,
1.5x4 11 3x6 = 3x4 ii
14 15
I?I
3x4 11 3x6 FP- 3x6 = 3x6 = 4x4 = V
3x3 II 3x8 =
26-7-6
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES
GRIP
TC 0.68
Vert(LL)
0.2918-19
>670
360
MT20
244/190
BC 0.72
Vert(TL)
-0.32 24-25
>377
240
MT20HS
187/143
WB 0.73
Horz(TL)
-0.05 15
n/a
6/a
(Matrix)
Weight: 138 lb
FT = 0%F, 0%E
WEBS
5-23=-453/398, 6-22=-139811602,
4-25= 614/506, 3-25=-304/242,
2-25=-176/454, 2-26=-339/156,
6-23=885/1022, 6-20=2328/1524,
8-20= 867/1191, 8-19=-825/393,
11-19=-353/161, 11-18=-663f739,
13-18=-1172/774,13-17=713/955,
14-17=-1529/1191, 1-26=-229/608
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=S.Opsf; BCDL=3.Opsf, h=22ft;
Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) * This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate at joint(s) 15.
8) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 1=161, 15=457, 22=786.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
10) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
11) CAUTION, Do not erect truss backwards.
LOADCASE(S) CONTRACTOR C/rr"yo
Standard
Julius Lee, P.E. #34869 - 1109 Coastal Bay - Boynton Beach, FL 33435
Job
Truss
Truss Typel
Qty
Ply
59405
F3O
ROOF TRUSS
1
1
A0458790
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 1.4 2014 Print: 7.600 s Oct. 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:53 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl1ie-vkBHpJH wwvtnEKs79NIkQRN6gK57UFpoKXVAky8Mbu
0-3-11
r1-6-12 i 2-6-0 2-0-0 I -I 1-11-6 1 O -h14
Dead Load Defl. = 1/8 in
4x8 = 3x4 = 1.5x4 11
34,Z�, 3x6 = 1.5x4 11 3x4 = 1.5x4 11 1.5x4 11 3x8 MT20HS FP-- 3x4 - 1.5x4 11 3x6 - 3x4,i
3x3 = 3x6 = 1.5x4 11 3x4 11 3x6 FP- 3x8 =
3x3 11
3x6 =
3x6 = 4x4 =
1-11-15
27-0-15
owl
7-2-15 8-2-159-2-151033
25-4-1
26 9 1 , ,
0 $ 11 1-8-4
5-3-0 1-0-0 1-0 0' 1-04
15-0-14
0314
Plate Offsets (X,Y)-
fl:Edge,0-3-01, j4:0-1-8,Edge], r6:0-2-0,Edgel, [14:Edge, 0-2-41 (17:0-1-8,Edgel, [20:0-3-8,Edge]
LOADING(psf)
SPACING- 1-4-0
CSI.
DEFL.
in (loc) I/deft
L/d
PLATES
GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.68
Vert(LL)
0.32 18-19 >640
360
MT20
244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.73
Vert(TL)
-0.32 24-25 >372
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB 0.75
Horz(rL)
-0.05 15 n/a
n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 140 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 M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size)
1 =
390/0-3-3 (min. 0-1-8)
15 =
702/0-2-12 (min. 0-1-8)
22 =
1226/0-5-8 (min. 0-1-8)
Max Uplift
1 =
-156(LC 12)
15 =
468(LC 8)
22 =
-814(LC 8)
Max Grav
1 =
390(LC 1)
15 =
702(LC 1)
22 =
1226(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=482/181, 2-3=-869/332,
34=-869/332, 4-5=-397/132,
5-6=-397/132,6-7=-1122/1260,
7-8=-1122/1260, 8-9=-2377/3231,
9-10=2377/3231, 10-11=2377/3231,
11-12=-1747/2403, 12-13=-1747/2403,
13-14=-966/1236
BOT CHORD
25-26=-179/480, 24-25=-129/396,
23-24=-129/396, 22-23=-358/968,
21-22=-310/913, 20-21=310/913,
19-20=-2407/1964,18-19=-2987/2287,
17-18=-1242/970
WEBS
5-23=-450/400, 6-22=-1433/1651,
4-25=664/545, 3-25=-305/244,
2-25=-165/427, 2-26=-328/144,
6-23=942/1072, 6-20=-2384/1574,
8-20=931/1273, 8-19=-907/456,
11-19=-266/111, 11-18=-597/651,
13-18=-1339/899, 13-17=733/950,
WEBS
5-23=-450/400, 6-22=-1433/1651,
4-25=-664/545, 3-25=-305/244,
2-25=165/427, 2-26=-328/144,
6-23=942/1072, 6-20=2384/1574,
8-20=-931/1273, 8-19=907/456,
11-19=-266/111, 11-18=-597/651,
13-18=-1339/899,13-17=-733/950,
14-17=-1571/1227, 1-26=219/588
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf, BCDL=3.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch right exposed;C-C for members and
,forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) All plates are MT20 plates unless otherwise
indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate at joint(s) 15.
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. 15=468, 22=814.
9) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
10) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
11) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869- 1109 Coastal Bay- Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
{
A0458791
59405
F31
ROOF TRUSS
1
1
Job Reference' o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:54 2014 Page 1
ID:iG2U75HHmhrkia3a2giPblzl1ie-NxkgOflchE2jPOv3htu_Hd_TxEgXr dzO H2iAy8Mbt
0-3-11
1 1 1r —6-12 2-6-0� 2-0-0� I-1
1 7-4 1 1-�� F�
Dead Load Defl. = 118 in
3x8 = 3x4 =
1.5x4 11 3x4 = 1.5x4 11 1.5x4 11 3x6 FP= 1.5x4 11 3x4 — 3x3 II 3x4
_ 3 d 5 R 7 e n 1n .4 12 ��
3x3 =
1.5x4 II 3x6 FP=
3x4 =
3x3 11
LOADING (psf)
SPACING-
1-4-0
CSI.
DEFL.
. in (loc)
I/deft
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC 1.00
Vert(LL)
-0.16 21-22
>758
360
TCDL 20.0
Lumber DOL
1.00
BC 0.71
Vert(TL)
-0.31 21-22
>389
240
' BCLL 0.0
Rep Stress Incr
YES
WB 0.55
Horz(TL)
-0.04 13
n/a
n/a
BCDL 5.0
Code FBC20101TPI2007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat) *Except*
132: 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing,
Except:
8-7-3 cc bracing: 16-17.
REACTIONS. (lb/size)
1 =
449/0-3-3 (min. 0-1-8)
13 =
599/0-9-9 (min. 0-1-8)
18 =
986/0-5-8 (min. 0-1-8)
Max Uplift
1 =
-135(LC 12)
13 =
-301(LC 8)
18 =
-494(LC 8)
Max Grav
1 =
449(LC 1)
13 =
599(LC 1)
18 =
986(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-543/210, 2-3=-1017/377,
34=-1017/377, 4-5=-721/212,
5-6=-700/205, 6-7=-1210/1099,
7-8=-1210/1099, 8-9=-1702/1853,
9-10=1702/1853, 10-11=1702/1853,
11-12=-669/676, 12-13=-671/675
BOT CHORD
22-23=-209/542, 21-22=-209/720,
20-21=-209/720, 19-20=-46/252,
18-19=-46/252, 16-17=1600/1667,
15-16=-1226/1225
WEBS
5-20=-370/235, 6-18=-1185/1038,
4-22=315/345, 3-22=281/171,
2-22=181/524, 2-23=-370/167,
6-20=548/889, 6-17=-1472/1153,
8-17=605/558, 8-16=-276/70,
11-16=-689/527, 11-15=-688/685,
13-15=-850/846, 1-23=-256/663
1) Wind: ASCE 7-10; Vult=160mph'(3-second gust)
Vasd=124mph; TCDL=S.Opsf; BCDL=3.Opsf; h=25ft;
Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) All plates are 3x6 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except Ot=lb) 1=135, 13=301, 18=494.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
9) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
10) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
Weight: 127 lb FT = 0%F, 0%E
Julius Lee, P.E_ 4134869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
F32
ROOF TRUSS r
1
1
A0458792
Job Reference o tional
Al ROOF TRUSSES,.FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:54 2014 Page 1
ID: iG2U75HHmhrkia3a2giPblz l lie-NxkgOflchE2jPOv3htu_Hd_X7EhUrl ez0_H2iAy8Mbt
0-3-11
i ii� 1�2-6-0 I 0-0
1.5x4 II
3x4 = 1.5x4 11 3x8 =
01L1�1-5i� __ t
Dead Load Defl. = 118 in
3x4 =
1.5x4 11 3x6 FP= 1.5x4 11 3x4
3x3 = 3x6 FP— 1.5x4 11 3x3 = 3x3 11 3x3
1 1-11-15 , 7-2-15
8-2-15 , 9-2-15. 1
LOADING(psf)
SPACING-
1-4-0
CS1.
DEFL.
in (loc)
I/deft
L/d
TCLL 40.0
Plate Grip DOL
1.00
TC 0.73
Vert(LL)
0.15 15-16
>799
360
TCDL 20.0
Lumber DOL
1.00
BC 0.65
Vert(TL)
-0.27 19-21
>447
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.36
HOrz(TL)
-0.03 17
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) *Except*
132: 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
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. (lb/size)
1 =
497/0-3-3 (min. 0-1-8)
12 =
489/0-9-9 (min. 0-1-8)
17 =
721/0-5-8 (min. 0-1-8)
Max Uplift
1 =
-149(LC 12)
12 =
-228(LC 8)
17 =
-348(LC 8)
Max Grav
1 =
497(LC 1)
12 =
489(LC 1)
17 =
721(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-609/278, 2-3=-1174/538,
34=-1174/538, 4-5=1011/405,
5-6=-992/394, 6-7=-1118/1019,
7-8=-1118/1019,8-9=-686/764,
9-10=68W64, 10-11=-683/763,
11-12=-551 /530
BOT CHORD
21-22=-276/607, 20-21=401/1011,
19-20=-401/1011, 18-19=-401/1011,
17-18=-164/551, 16-17=-166/555,
15-16=-1019/1118, 14-15=-492/528
WEBS
5-18=-318/181,6-17=-884/737,
3-21=268/158, 2-21=-284/623,
2-22=413/212, 6-18=404/748,
6-16=-945/621, 8-15=478/285,
11-15=-663/390, 11-14=-424/697,
12-14=-670/6,97, 1-22=-338/743
NOTES-
1).Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf, h=25ft;
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
ponding.
3) All plates are 3x6 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree
rotation about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live
loads.
6) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
7) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except dt=1b) 1=149, 12=228, 17=348.
8) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
9) Gap between inside of top chord bearing and first
diagonal or vertical web shall not exceed 0.500in.
10) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
20-0-1
PLATES GRIP
MT20 244/190
Weight: 110 Ib FT = 0%F, 0%E
Julius Lee, P.E. 434869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
A0458793
59405
F33
ROOF TRUSS
1
1
Job Reference o tional
rn nuur i nuaarw, rum i rirmum, rc a-# vu
0-3-11
i, ii�� F 2-6-0
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:55 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-r712D?JESXAa1YTFFaPDprXjDel IaUa6FeOcFdy8Mbs
1-8-1 „ 1-5-0 0-10 1
Dead Load Defl. = 118 in
3x6 3x6 = 1.5x4 11 3x4 = 1.5x4 11 3x8 =. 3x6 FP= 1.5x4 11 3x6 = 3x4
1 2 3 4 5 6 7 8 9 10
18 17 16 15 13 12
3x4 = 3x6 = 1.5x4 II 3x3 = 14 3x6 = 3x3 =
3x3 11
013-j1 1-11-15 7-2-15 8-2-15 1 9-20.15 , 03 14-9-12 ,17-110.1_n_nS3_n 1_nA 4-RA -1
0
Plate Offsets (X Y)— [1:Edge 0-3-0] [4:0-1-8 Edge] [10: Edge, 0-2-41[15:0-14Edge],
[18:0-1-8 Edge]
LOADING (psf)
SPACING- 14-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.64
Vert(LL) -0.12 16-17 >974 360
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.61
Vert(TL) -0.24 16-17 >499 240
BCLL 0.0
Rep Stress Incr YES
WB 0.38
Horz(TL) -0.03 14 n/a n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix)
Weight: 90 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
NOTES-
BOT CHORD 2x4 SP M 30(flat)
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
WEBS 2x4 SP No.3(flat)
BRACING-
Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft;
TOP CHORD
Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)
Structural wood sheathing directly applied or 6-0-0 oc
and C-C Exterior(2) zone; cantilever left and right
purlins.
exposed ; porch right exposed;C-C for members and
BOT CHORD
forces & MWFRS for reactions shown; Lumber
Rigid ceiling directly applied or 10-0-0 oc bracing.
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water
REACTIONS. (lb/size)
ponding.
3) Plates checked for a plus or minus 0 degree
1 = 52410-3-3 (min. 0-1-8)
rotation about its center.
10 = 413/0-9-9 (min. 0-1-8)
14 = 443/0-5-8 (min. 0-1-8)
4) This truss has been designed for a 10.0 psf bottom
Max Uplift
chord live load nonconcurrent with any other live
1 =157(LC 12)
10 =-164(LC 2
loads.
5) `This truss has been designed for a live load of
14 =-205(LC 8)
20.Opsf on the bottom chord in all areas where a
Max Grav
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
1 = 524(LC 1)
bottom chord and any other members.
10 = 413(LC 1)
6) Provide mechanical connection (by others) of truss
14 = 443(LC 1)
to bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jtAb) 1=157, 10=164, 14=205.
FORCES. (lb)
7) "Semi -rigid pitchbreaks with fixed heels" Member
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
end fixity model was used in the analysis and design
when shown.
of this truss.
8) Gap between inside of top chord bearing and first
TOP CHORD
1-2=-647/318, 2-3=1264/633,
diagonal or vertical web shall not exceed 0.500in.
3-4=-1264/633, 4-5=-11841583,
9) CAUTION, Do not erect truss backwards.
5-6=-1167/574, 6-7=772/628,
7-8=-772/628, 8-9=-772/628,
LOAD CASE(S)
9-10=-444/353
Standard
BOT CHORD
17-18=-317/645, 16-17=-580/1184,
15-16=-580/1184, 14-15=398/772,
13-14=400/775, 12-13=-351/442
WEBS
5-15=286/156, 6-14=-580/374,
3-17=-260/152, 2-17=-345/681,
2-18=439/240, 6-15=-290/664,
9-13=-330/398, 9-12=-323/242,
10-12=444/559, 1-18=388/790
�� � ram, �:�, _ . ('-, V�f d- �•: �t
Julius Lee, P.E. 934869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Job
uss
us
Truss Typei
Qty
Ply
FF34
ROOF TRUSS
1
1
A045 94
Job Reference (optional)
0-3-11
1-6-12 2-6-
3x6 3x6 =
1
Kun: t.osu s JUI 14 2U14 Print: /.6uu s oct 3 2n14 MiTek Industries, Inc. Tue Dec 16 15:28:55 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl1ie-r712D?JESXAa1YTFFaPDprXiDey__a\ Z6FeOcFdy8Mbs
2-0-0 0-9-4 i 1i� i 1
Dead Load Deft. = 1/8 in
1.5x4 11 3x4 = 4x6 11 3x6 11 3x4 3x3 =
d
3x8 =
Or3-11 1-11-15
7-2-15 8-2-15 9-2-15
10-3-3 11-5-12 12-10-6
1'1 1 8 4
5-3-0 1-0-0 1-0-0
1-0 4 1-2-9 1-4-10
Plate Offsets (X,Y)— [1:Edge,0-3-01, [4:0-1-8,Edge],
[5:0-3-0,Edge], [7:Edge,0-241
LOADING (psf) .
SPACING- 14-0
CSI.
DEFL. in (loc) I/deft
L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.71
Vert(LL) -0.13 12-13 >945
360
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.95
Vert(TL) -0.25 12-13 >484
240
BCLL 0.0
Rep Stress Incr YES
WB 0.31
Horz(rL) -0.03 10 n/a
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 68 lb FT = 0%F, 0%E
LUMBER -
TOP CHORD 2x4 SP No.2(flat) *Except*
3) Plates checked for a plus or minus 0 degree
T2: 2x4 SP M 30(flat)
rotation about its center.
BOT CHORD 2x4 SP No.2(flat)
4) This truss has been designed for a 10.0 psf bottom
WEBS 2x4 SP No.3(flat)
BRACING-
chord live load nonconcurrent with any other live
TOP CHORD
loads.
Sttructural wood sheathing directly applied or 6-0-0 oc
5) This truss has been designed for a live load of
pur
20.Opsf on the bottom chord in all areas where a
BOT CHORD
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
Rigid ceiling directly applied or 10-0-0 oc bracing,
bottom chord and any other members.
Except:
6) Provide mechanical connection (by others) of truss
2-2-0 oc bracing: 11-12.
to bearing plate capable of withstanding 100 lb uplift at
joint(s) 8 except at --lb) 1=134, 10=143.
REACTIONS. (lb/size)
7) "Semi -rigid pitchbreaks with fixed heels" Member
1 = 447/0-3-3 (min. 0-1-8)
end fixity model was used in the analysis and design
10 = 460/0-5-8 (min. 0-1-8)
of this truss.
8 = 171 /1-4-2 (min. 0-1-8)
8) Gap between inside of top chord bearing and first
Max Uplift
diagonal or vertical web shall not exceed 0.500in.
1 =-134(LC 8)
9) CAUTION, Do not erect truss backwards.
10 =-143(LC 8)
8 = -55(LC 8)
LOAD CASE(S)
Max Grav
Standard
1 = 447(LC 1)
10 = 460(LC 1)
8 = 171(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-539/311, 2-3=-1004/591,
3-4=-1004/591, 4-5=726/422
BOT CHORD
13-14=-309/538, 12-13=-417/719,
11-12=-417f719, 10-11=410/707
WEBS
4-13=188/313, 3-13=-284/188,
2-13=306/513, 2-14=-364/235,
1-14=378/658, 5-10=-876/525
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust)
Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft;
Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; porch right exposed;C-C for members and
forces & MWFRS for reactions shown;' Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
Julius Lee, P-E. 934869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
A0458795
59405
F35
Floor
1
1
Job Reference (optional)
Hl KUUr imuoomo, rum rirm r-, r'L J4a90
0-3-11
3x4 3x3 11
1 2
Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:56 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl1le-JJsQRLKsDrlRei2RolwSM23x31VCJ tFUlm9n3y8Mbr
, 1-4-10
3x3 11 3x4 3x3 = Dead Load Defl. = 1/8 in
3 4 5
3x3 =
9 8 7 6
3x3 =
0 3-11
3-5-11
4-10-11
6-3-4
0 3-11
3-2-0
1-5-0
1-4-10
Plate Offsets (X Y)— [1:Edge 0-2-4) [4:Edge 0-2-4)
LOADING(psf)
SPACING- 14-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL 1.00
TC 0.51
Vert(LL) -0.09 6 >803 480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.12
Vert(fL) -0.19 6 >378 360
BCLL 0.0
Rep Stress Incr YES
WB 0.18
Horz(rL) -0.00 5 n/a n/a
BCDL 5.0
Code FBC2010(rP12007
(Matrix)
Weight: 31 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.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 257/0-3-3 (min.0-1-8)
5 = 250/14-2 (min. 0-1-8)
Max Grav
1 = 257(LC 1)
5 = 250(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-302/0, 2-3=302/0, 34=-297/0
BOT CHORD
7-8=0/302
WEBS
4-7=0/381, 1-8=0/381
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 C ®11 � � TACTU"COPY'
Julius Lee. P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
F36
Floor w
A0458796
Job Reference (optional)
/11 RVVr IRVJJGJ, rVRI rIGRV C, !'L JY�YO
0-3-11
2-
3x6
1
Run: 7.530 s Jul 142014 Print: 7.600 s Oct 32014 MiTek Industries, Inc. Tue Dec 16 l5:28:56 2014 Pagel
ID:iG2U75HHmhrkla3a2giPblzl l ie-JJsQRLKsDrlRei2RolwSM23y51 OuJgyFUlm9n3y8Mbr
, 2-1-4
3x6 11 3x6 11
2 9 3
I�
6x6 = Dead Load Deff. = 1/8 in
4
8 7 6 46 = 5
3x6 =
6-7-15
LOADING (psf)
SPACING-
1-4-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.44
Vert(LL)
-0.02
5
>999
480
MT20 244/190
TCDL 20.0
Lumber DOL
1.00
BC 0.53
Vert(TL)
-0.12
5
>653
360
BCLL 0.0
Rep Stress Incr.
NO
WB 0.82
Horz(TL)
-0.01
4
n/a
n/a
BCDL 5.0
Code FBC2010lrP12007
(Matrix)
Weight: 43 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.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
1 = 602/0-3-3 (min. 0-1-8)
4 = 1261/0-3-2 (min. 0-1-8)
Max Grav
1 = 602(LC 1)
4 = 1261(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-974/0, 2-9=974/0, 3-9=974/0,
3-4=-1498/0
BOT CHORD
6-7=0/1498
WEBS
4-6=0/1714, 1-7=0/1114, 2-7=-250/0,
3-6=811/0, 3-7=589/0
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.
5) 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)
Standard
Vert: 5-8=7, 1-9=-80, 4-9=-495(F=-415)
Julius Lee, P.E. #34S69 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
A0458797
59405
F37
Floor
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:56 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-JJsQRLKsDrl Rei2RolwSM23111 VZJrCFUIm9n3y8Mbr
0-3-11
1-5-0 , i 1-9-7 1-0-11 0-7-4
3x4 3x3 11 5-8-0
1 2 3 3x3 = 43x3 = 5 3x3
3x6 =
10 9 8
3x3 a�0-4
LOADING (psf)
TCLL 40.0
TCDL 20.0
BCLL 0.0
BCDL 5.0
SPACING- 1-4-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC2010/TPI2007
CSI.
TC 0.11
BC 0.10
WB 0.74
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2(fiat)
BOT CHORD 2x4 SP No.2(flat)
WEBS - 2x4 SP No.3(flat)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-8-0 oc
puriins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
6 = 227/0-9-0 (min. 0-1-8)
1 = 227/0-3-3 (min. 0-1-8)
Max Grav
6 = 227(LC 1)
1 = 227(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
1-9=0/282, 4-6=-263/0
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.
5) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
DEFL. in (loc) I/deft L/d
Vert(LL) -0.01 8 >999 480
Vert(TL) -0.02 8-9 >999 360
Horz(TL) 0.01 6 n/a n/a
N_
d
PLATES GRIP
MT20 244/190
Weight: 33 lb FT = 0%F, 0%E
Julius Lee, P_E_ #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
City
Ply
59405
F38
Floor
1
1
A0458798
Job Reference (optional)
Al ROOF I XUSStS, FUR I PILRUE, FL 34946 Run: 7.530 s JUI 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:57 2014 Page 1
4x4 3x6 II ID:iG2U75HHmhrkla3a2giPblzllie-nWQoehKU_9QIGrdeM?ShvGcCfRsz2Q7PjxVjJVy8Mbq
0-3-11
1 , 0-9-14 2 , 0-6-143 5x6 - G-7-4 4 i 3x3 11
i� i
3x6 = I 1
Plate Offsets (X,Y)— [1:0-0-14,Edgel
LOADING(psf)
SPACING- 1-4-0
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 8 >999 480
MT20 244/190
TCDL 20.0
Lumber DOL 1.00
BC 0.03
Vert(TL) -0.00 6 >999 360
BCLL 0.0
Rep Stress Incr YES
WB 0.24
Horz(rL) 0.00 5 n/a n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 20 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 2-9-12 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
5 = 103/0-9-0 (min. 0-1-8)
1 = 103/0-3-3 (min. 0-1-8)
Max Grav
5 = 103(LC 1)
1 = 103(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.
5) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
Julius Lee, P.E. t#34369 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job Truss
Truss Type
Qty
Ply
59405 FG1
FLOOR
1
2
A0458799
Job Reference (optional,
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:57 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl1 ie-nWQoehKU_9QIGrdeM?ShvGc2NRrg2SXPjxVJJVy8Mbq
2-0-14
2-0-14
3x4 =
2-0-14
2-0-14
Plate Offsets (X Y)— f2:Edoe 0-3-01
LOADING(psf)
SPACING-
1-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 40.0
Plate Grip DOL
1.00
TC 0.73
Vert(LL)
-0.00
3
>999
480
MT20 244/190
TCDL 20.0
Lumber DOL
1.00
BC 0.10
Vert(TL)
-0.01
3
>999
360
- BCLL 0.0
Rep Stress Incr
NO
W I 0.09
Horz(rL)
0.00
6
n/a
n/a
BCDL 5.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 18 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 'Except'
W3: 2x6 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-0-14 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size)
4 = 1158/0-10-5 (min. 0-1-8)
6 = 814/0-3-3 (min. 0-1-8)
Max Grav
4 = 1158(LC 1)
6 = 814(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-4=-745/0
BOT CHORD
3-4=0/686
WEBS
2-4=-799/0
NOTES-
1) 2-ply truss to be connected together with 12d
(0.131"x3.25") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc
clinched, 2x6 - 2 rows staggered at 0-9-0 oc clinched.
Bottom chords connected as follows: 2x4 - 1 row at
0-9-0 oc clinched.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc
clinched.
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) 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.
5) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
6) Recommend 2x6 strongbacks, on edge, spaced at
10-0-0 oc and fastened to each truss with 3-10d
(0.131" X 3") nails. Strongbacks to be attached to
walls at their outer ends or restrained by other means.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
Uniform Loads (plo
Vert: 1-2=60, 3-4=-5
Concentrated Loads (lb)
Vert: 7=-625 8=-1261
0U . A �
Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
HJA
Diagonal Hip Girder
1
1
A0458800
Jab Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:57 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl1 ie-nWQoehKU_9QIGrdeM?ShvGc4dRo72TxPjxVjJVy8Mbq
1-10-14 12
1 7-3-9,
1-10-14 0�-3 5-0-7
2.04 F12
c
10
Io
9
3x4 =
T1
N
3
1
12
tv
11
B2
B
Io
3x4 = 4
p 0.
0.79 12
4
3x4 =
1-3-0 2-3-1
7-3-9
1-3-0 1-0-1
5-0-7
Plate Offsets (X,Y)—
[1:0-10-1,0-0-7], [1:0-3-4,Edge]
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)
-0.02 3-4
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.27
Vert(TL)
-0.05 3-4
>999
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.00
Horz(Q
0.00 2
n/a
n/a
BCDL 10.0
Code FBC2010lrP12007
(Matrix-M)
Weight: 22 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 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 0-11-10 except Qt=length)
2=Mechanical, 3=Mechanical.
(lb) - Max Horz
1= 84(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s)
4 except 1=-215(LC 4), 2=-217(LC 8)
Max Grav
All reactions 250 lb or less at joint(s)
4, 3 except 1=286(LC 1), 2=312(LC 1),
1=286(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=S.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except Ot=lb) 1=215, 2=217, 1=215.
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) 144
lb down and 92 lb up at 3-6-2, and 95 lb down and 79
lb up at 5-1-13, and 133 lb down and 94 lb up at
7-2-13 on top chord, and 58 lb up at 3-6-2, and 4 lb
down and 18 lb up at 5-1-13, and 62 lb down at
7-2-13 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=90, 4-5=-20, 3-4=-20
Concentrated Loads (lb)
Vert: 2=133(F) 3=-31(F) 9=64(B) 10=34(F)
11=29(B) 12=9(F)
JUIIUs Lee, P.E. #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
A0458801
59405
HJB
Diagonal Hip Girder
1
1
o tional Job Reference
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print f.suu s Uct 3 2014 mi I eK Industnes, Inc. I ue uec ib 1b:2ts:5t3 ZU14 Page 1
ID:iG2U75HHmhrkia3a2giPblzl l ie-Fi_Asl L71SY9u?CgwizwRT9DIt6SnwBYxbFGrxyBMbp
1-8-10 2-0 1Q 8-4-15
1-8-10 0-4-0 6-4-5
` ead Load efl. = 1/8 in
2.30 12
10
0
9
T1
3x4 =
3 r�
12
1
11
B2
0
1
Ics
3x4 =
0.89 12
3x4 =
4
1-2-7 2-010
8-4-15
1-2-7 0-10-3
6-4-5
Plate Offsets (X,Y)—
[1:0-9-9,0-0-71 rl:0-2-8,Edge1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Lid
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.25
TC 0.72
Vert(LL)
-0.06 3-4
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.39
Vert(TL)
-0.16 3-4
>472
240
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(TL)
-0.00 2
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 25 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
puriins.
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 ouide.
REACTIONS. All bearings 0-10-3 except Qt=length)
2=Mechanical, 3=Mechanical.
(lb) - Max Horz
1= 109(LC 4)
Max Uplift
All uplift 100 lb or less at joint(s)
except 1=-175(LC 19), 2=-152(LC 8),
4=-174(LC 13)
Max Grav
All reactions 250 lb or less at joint(s)
1,2,4,3,1
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.0psf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 175 lb uplift at
joint 1, 152 lb uplift at joint 2, 174 lb uplift at joint 4 and
175 lb uplift at joint 1.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 84
lb down and 114 lb up at 2-9-9, 84 lb down and 114 lb
up at 2-9-9, and 108 lb down and 98 lb up at 5-7-8,
and 108 lb down and 98 lb up at 5-7-8 on top chord,
and 48 lb up at 2-9-9, 48 lb up at 2-9-9, and 10 lb
down and 16 lb up at 5-7-8, and 10 lb down and 16 lb
up at 5-7-8 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=-90, 4-5=-20, 34=-20
Concentrated Loads (lb)
Vert: 9=228(F=114, B=114) 10=39(F=20, B=20)
11=48(F=24, B=24) 12=9(F=5, B=5)
Julius Lee, P_E_ #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
HJC
Diagonal Hip Girder k
1
1
A0458802
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:59 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl lie-juYZ3NMl WmgOV9n000U9_hhL2FOBWNRiAF_p00y8Mbo
4-9-5 1 8-5-6
2 rleAd Load Dell. =
1/8 in
2.29
12
9
Y
T1
n
1
B1
3x4 3x8
11
10
3
A
1-2-8 1-8-3
8-5-6
1
1-2-8 0-5-11
6-9-3
Plate Offsets (X Y)—
rl:0-6-6,0-0-11, rl:0-0-5,Edge)
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 0.91
Vert(LL)
0.18
3-8
>554
360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.68
Vert(TL)
-0.33
3-8
>308
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.00
Horz(TL)
0.03
2
n/a
n/a
'
BCDL 10.0
Code FBC20101TPI2007
(Matrix-M)
Weight: 28 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing:
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
214/Mechanical
3 =
101/Mechanical
1 =
331/0-11-6 (min. 0-1-8)
Max Harz
1 =
109(LC 22)
Max Uplift
2 =
-146(LC 4)
3 =
-28(LC 9)
1 =
-163(LC 4)
Max Grav
2 =
242(LC 19)
3 =
107(LC 3)
1 =
417(LC 19)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.0psf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 146 lb uplift at
joint 2, 28 lb uplift at joint 3 and 163 lb uplift at joint 1.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 85
lb down and 105 lb up at 2-9-10, 85 lb down and 105
lb up at 2-9-10, and 112 lb down and 87 lb up at
5-7-10, and 112 lb down and 87 lb up at 5-7-10 on top
chord, and 53 lb up at 2-9-10, 53 lb up at 2-9-10, and
24 lb down and 43 lb up at 5-7-10, and 24 lb down
and 43 lb up at 5-7-10 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=-90, 3-4=-20
Concentrated Loads (lb)
Vert: 7=210(F=105, B=105) 8=60(F=30, B=30)
9=54(F=27, B=27) 10=-48(F=-24, B=-24)
Julius Lee, P.E. #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
r
A0458803
59405
HJD
Diagonal Hip Girder
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:59 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-juYZ3NMIWmgOV9nOUQU9_hhO2FQ4WNRiAF_pOOy8Mbo
4-1-4 7-3-9
Dead Load Defl. = 1/8 in
v
r
1-0-5 1-5-3 , 7-3-9 _
1-0-5 0� 15 5-10-6
Plate Offsets (X,Y)— [1:0-1-0 Edge], (1:0-0-5,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 0.72
Vert(LL) 0.13 3-8 >656 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.56
Vert(Q -0.22 3-8 >390 240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.00
Horz(TL) 0.02 2 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 24 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEDGE
Left: 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.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
218/Mechanical
3 =
105/Mechanical
1 =
414/0-9-13 (min.0-1-8)
Max Horz
1 =
109(LC 4)
Max Uplift
2 =
-143(LC 4)
3 =
-24(LC 4)
1 =
-180(LC 4)
Max Grav
2 =
218(LC 1)
3 =
111(LC 3)
1 =
414(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.0psf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; end vertical left
exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss
to bearing plate capable of withstanding 143 lb uplift at
joint 2, 24 lb uplift at joint 3 and 180 lb uplift at joint 1.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 91
lb down and 57 Ib up at 2-5-4, and 120 lb down and
94 lb up at 3-9-10, and 109 lb down and 108 lb up at
4-10-9 on top chord, and 16 lb down and 37 lb up at
2-5-4, and 3 lb down and 49 lb up at 3-9-10, and 32 lb
down and 29 lb up at 4-10-9 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=90, 3-4=-20
Concentrated Loads (lb)
Vert: 7=45(F) 8=-16(F) 9=94(B) 1O=29(F) 11=3(13)
12=32(F)
Julius Lee, P-E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type,
Qty
Ply
59405
JA
Jack -Open
4
1
A0458804
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:59 2014 Page 1
ID:iG2U75HHmhrkla3a2giPbizl 1 ie-juYZ3NMIWmgOV9n00OU9_hhREFQ8WJRiAF_p00y8Mbo
Dead Load Deff. = I h 6 in
m
2x4 11
0-10 9 6-0-0
0-10 8 5-1-8
Plate Offsets (X,Y)— [1:0-1-3,Edge], [1:0-1-4,1-7-2], [1:0-1-0,Edge]
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 0.51
Vert(LL)
0.09
3-8
>782
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.56
Vert(TL)
-0.11
3-8
>641
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.02
2
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 20 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEDGE
Left: 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.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
186/Mechanical
3 =
84/Mechanical
1 = 383/0-8-0 (min. 0-1-8)
Max Horz
1 =
110(LC 8)
Max Uplift
2 =
-122(LC 8)
3 =
-14(LC 8)
1 =
-150(LC 8)
Max Grav
2 =
186(LC 1)
3 =
94(LC 3)
1 =
383(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
BOT CHORD
14=-252/193
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft;
Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
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 122 Ili uplift at
joint 2, 14 lb uplift at joint 3 and 150 lb uplift at joint 1.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P-E. #34569 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
A0458805
59405
JB
Jack -Open
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:29:00 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-B56xHjNNH4ot7JMC17?OWUEfnfsHFghrPvkNwgy8Mbn
1-6-5 4-8-9
1 6-8 3-2-1
3x4 =
4
LOADING (psf)
SPACING-
2-0-0
CS'.
TCLL
30.0
Plate Grip DOL
1.25
TC 0.33
TCDL
15.0
Lumber DOL
1.25
BC 0.18
BCLL
. 0.0 '
Rep Stress Incr
YES
WB 0.00
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 4-8-9 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 Qt=length)
2=Mechanical, 3=Mechanical.
(lb) - Max Horz
1= 84(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 2,
4 except 1=-140(LC 8)
Max Grav
All reactions 250 lb or less at joint(s)
1,2,4,3,1
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 4 except (jt=lb) 1=140, 1=140.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
DEFL. in (loc) I/deft L/d PLATES GRIP
Vert(LL) -0.01 34 >999 360 MT20 244/190
Vert(TL) -0.01 34 >999 240
Horz(Q -0.00 2 n/a n/a
Weight: 14 lb FT = 0%
Julius Lee, P.E. €fi34869— 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
JC
Jack -Open d
1
1
A0458806
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:29:00 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl 1 ie-B56xHjNNH4ot7JMC1770WuEeyfreFghrPvkNwgy8Mbn
1-6-8 4-11-15
1-6-8 3-5-7
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
3x4 =
4
CSI.
DEFL.
in
(loc)
I/deft
L/d
TC 0.39
Vert(LL)
-0.01
3-4
>999
360
BC 0.22
Vert(TL)
-0.02
3 4
>999
240
WB 0.00
Horz(TL)
-0.00
2
n/a
n/a
(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 4-11-15 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. All bearings 0-8-0 except at --length)
2=Mechanical, 3=Mechanical.
(lb) - Max Horz
1= 89(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
4 except 1=-133(LC 8), 2=101(LC 12)
Max Gray
All reactions 250 lb or less at joint(s)
1,2,4,3,1
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) . This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except (jt=lb) 1=133, 2=101, 1=133.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
M
c5
PLATES GRIP
MT20 244/190
Weight: 15 lb FT = 0%
Julius Lee, P.E. i✓34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
JD
Jack -Open y
1
1
A0458807
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:29:01 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl1ie-gHgJU2N71NwkffxPbrWd36npg29D—Hx dZTwSGyBMbm
1-6-8 5-3-5
1-6-8 3-8-13
3x4 = 3x4 1.2311Z
=
4
0-10-8
1-6-8 5-3-5
0-10-8
0-8-0 ' 3-8-13
Plate Offsets (X Y)— 11:0-5-10,0-0-121
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 0.44
Vert(LL) -0.01 34 >999 360
MT20 244/190
TCDL 15.0
Lumber DOL 1.25
BC 0.26
Vert(TL) -0.03 34 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00 2 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 16 lb FT = O%
LUMBER -
TOP CHORD 2x4 SP No.2
BOA CHORD 2x4 SP No.2
7) "Semi -rigid pitchbreaks with fixed heels" Member
BRACING -
end fixity model was used in the analysis and design
TOP CHORD
of this truss.
Structural wood sheathing directly applied or 5-3-5 oc
p T
BOT CHORD
LOAD CASE(S)
Rigid ceiling directly applied or 10-0-0 oc bracing.
Standard
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 Gt=length)
2=Mechanical, 3=Mechanical.
(lb) - Max Horz
1= 94(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
except 1=-124(LC 8), 2=-108(LC 12),
4=-111(LC 12)
Max Grav
All reactions 250 lb or less at joint(s)
1,2,4,3,1
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 124 lb uplift at
e
joint 1, 108 lb uplift at joint 2, 111 lb uplift at joint 4 and
�19Y
C?�
124 lb uplift at joint 1.
Julius Lee, P-E. #34869 — 1109 AAy — Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59405
JE
Jack -Open 0 !
1
1
A0458808
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:29:01 2014 Page 1
ID:iG2U75HHmhrkla3a2giPblzl1ie-gHgJU2N?1NwkITxPbrWd36nov29W Hx dZTwSGy8Mbm
1-6-8
3.19 12 2
0
v
T1
3
B2
o'
0
I�
o. o.
3x4 = 3x4 1.23 12
=
4
0-10-8 ,
0-10-8
1-6-8
0-S 0
4 0-3
Plate Offsets (X,Y)--
[1:0-5-10,0-1-01
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 0.50
Vert(LL) -0.01
3-4
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.31
Vert(TL) -0.04
3-4
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(rL) -0.00
2
n/a
n/a
BCDL 10.0
Code FBC201011-P12007
(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 5-6-11 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 0-8-0 except at --length)
2=Mechanical, 3=Mechanical.
(lb) - Max Horz
1= 99(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s)
except 1=-114(LC 8), 2=-114(LC 12),
4=129(LC 12)
Max Grav
All reactions 250 lb or less at joint(s)
1,2,4,3,1
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Extedor(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 114 lb uplift at
joint 1, 114 lb uplift at joint 2, 129 lb uplift at joint 4 and
114 lb uplift at joint 1.
7) "Semi -rigid pitchbreaks with fixed heels" Member
end fixity model was used in the analysis and design
of this truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435
Job
Truss
Truss Type
oty
Ply
� �
A0458809
59405
JF
Jack -Open
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:29:01 2014 Page 1
ID: iG2U75HHmhrkla3a2giPblz1lie-gHgJU2N?l NwklTXPbrWd36nnx28n_Hx_dzTwSGy8Mbm
1-6-8 5-10-1
3X4 = 1.23i 12
3x4 =
4
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 F BC201 O/TPI2007
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-10-1 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 0-8-0 except at --length)
2=Mechanical, 3=Mechanical.
(lb) - Max Horz
1= 105(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s)
except 1=-103(LC 8), 2=-121(LC 12),
4=149(LC 12)
Max Grav
All reactions 250 lb or less at joint(s)
1, 2, 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=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 103 lb uplift at
joint 1, 121 lb uplift at joint 2, 149 lb uplift at joint 4 and
103 lb uplift at joint 1.
CSI.
DEFL.
in
(loc)
I/deft
Ud
TC 0.56
Vert(LL)
-0.02
3-4
>999
360
BC 0.35
Vert(fL)
-0.05
3-4
>999
240
WB 0.00
Horz(TL)
-0.00
2
n/a
n/a
(Matrix-M)
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
PLATES GRIP
MT20 244/190
Weight: 18 lb FT = 0%
Julius Lee, P.E. #34869 — 1109 Coastal Bay —Boynton Beach, FL 3.8485
Job
Truss
Truss Type
Qty
Ply
59405
JI
Jack -Open
1
1
A0458810
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:29:02 2014 Page 1
ID:iG2U75HHmhrkia3a2giPblzl 1 ie-8TDhhOOdah2bMdVVb9Y1 sbJJx?STV kB8sDDUJy8Mbl
1-6 8 6-0-5
1-6-8 4-5-13
4x4 = 1.23112
0-10-8 , 1-6-8
0-1� 0-8 0
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
43x4 —
CSI.
DEFL.
in
(loc)
I/deft
L/d
TC 0.61
Vert(LL)
-0.02
3-4
>999
360
BC 0.39
Vert(TL)
-0.06
3-4
>921
240
WB 0.00
Horz(TL)
-0.00
2
n/a
n/a
(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 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 0-8-0 except (jt=length)
2=Mechanical, 3=Mechanical.
(lb) - Max Horz
1= 108(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s)
1 except 2=125(LC 12), 4=-162(LC 12)
Max Grav
All reactions 250 lb or less at joint(s)
1, 2, 3, 1 except4=269(LC 1)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0A8; 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) 1, 1 except (jt=lb) 2=125, 4=162.
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: 18 lb FT = O%
Julius Lee, P.E. t134369 — 1109 Coastal Bay — Boynton Beach, FL 33495
Job
Truss
Truss Type
oty
Ply
A0458811
59405
JK
Jack -Open
5
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:29:02 2014 Page 1
ID: iG2U75HHmhrkla3a2giPblzl 1 ie-8TDhhOOdoh2bMdwo9Y1 sbJJx4STWjkB8sDDU, jy8Mbl
1 6 8 6-0-0
1-6-8 4-5-8
4x4 = 1.25112
43x4 =
0-10-a 1 s a
0-10-8 0-s o
6-0-0
4-5-8
Plate Offsets (X,Y)--
fl:0-5-8,0-0-41
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 0.60
Vert(LL) -0.02
3-4
>999
360
MT20 244/190
TCDL 15.0
Lumber DOL
1.25
BC 0.38
Vert(TL) -0.06
3-4
>937
240
' BCLL 0.0 '
Rep Stress Incr
YES
WB .0.00
Horz(TL) -0.00
2
n/a
n/a
BCDL 10.0
Code F BC201 01TP12007
(Matrix-M)
Weight 18 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 6-0-0 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 guide.
REACTIONS. All bearings 0-8-0 except (jt=length)
2=Mechanical, 3=Mechanical.
(lb) - Max Harz
1= 110(LC 12)
Max Uplift
All uplift 100 lb or less at joint(s)
1 except 2=-125(LC 12), 4=-162(LC 12)
Max Grav
All reactions 250 lb or less at joint(s)
1, 2, 3, 1 except4=266(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust)
Vasd=128mph; TCDL=5.opsf; BCDL=5.Opsf; h=22ft;
Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope)
and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
4) : This truss has been designed for a live load of
20.Opsf on the bottom chord in all areas where a
rectangle 3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 1 except (jt=lb) 2=125, 4=162.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
• •Al • ;r + i
Julius Lee, P.E_ #34869— 1109 Coastal Bay —Boynton Beach, FL 33435
.W
e
A-1 ROOF
AJ0 =TR.KJSSES
A FLt; PWA CORPOi; AnON
Important Notes / Please Review Prior to Truss Installation:
1) Trusses are to be handled, installed and -braced in accordance with the following standards:
ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving
Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling,
Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate
Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are
also available.
2) All temporary and permanent bracing design, connection, material, and labor by others.
3) Truss designs are for an -individual component, not for a truss system. Reactions and uplifts may
vary from building designers calculated loads. The building designer is ultimately responsible for
clarifying any discrepancies.
4) If provided by truss manufacturer, any engineered beams provided have been sized using
information design guides or software provided by the beam manufacturer. The building designer
should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for
specifying beams, other than those provided by truss manufacturer.
5) Unless specified, roof trusses are not designed for any additional attic storage loads.
6) On flat surfaces, adequate drainage must be provided to avoid ponding.
7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and
plumbing runs to assure they do not interfere with the truss chords. (Roof and floor') Truss chords
and webs cannot be cut. Attic access opening should be located between trusses unless otherwise
noted.
8) Unless specified, valley framing design, connection, material and labor to be supplied by the
builder.
9) Attached drawings are standard details that cover most installation standards. Structural details
provided by the building designer supersede any attached details.
10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified.
Structure should be framed through the trusses to be supported by the foundation. In cases where
trusses are designed to carry the structure above all loads and uplifts MUST be verified by building
designer. Connection of structure to trusses must be provided by the building designer.
1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss
placement plan and/or individual truss design drawings.
12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads
for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed
unless specified on sealed engineered drawings.
Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010.
4451 St. Lucie Blvd., Fort Pierce, FL 34946
772-409-1010 Office 772-409-1015 Fax www.AItruss.com
CONTRACTOR COPY
Namw.
U Address:
STRUCTURAL Customer.
CONNECTORS'
A Wek'Com�ary Contact: Number.
Hangem
fwA
%I.
ITO
A.0...
I bldiW
T&wm
V
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r 'N "I
.40_N7.
M go
11010
Pun. 1550 �1255G` 1501W
luun :.UUM -0
T1
JUS24
188:4
655
750
820
510
4 - 10d (Header)
FL82L39,
2 - lod (Joist)
11-
0510.01,
RR 25779
LUS24
670
765
825
490
4 - 10d (Header)
I
1
1
2 - lad (Joist)
T2
JU526
1881,
850
975
1060
1115
4 - 10d (Header)
FL821AZ
4 - 10d (Joist)
11-
0510.4
RR 25779
LUS26
865
990
1070
1165
4 - 10d (Header)
I
I
1
1
14 - 10d (Joist)
T3
MSH422
183:4
-
-
-
= - 10d (Face - Face Max Mailing)
FL822.36,
6 - 10d (Face - Top Max Nailing)
08-
6 - lod (Joist - Face Max Nailing)
0303.061
6- lod (Joist -Top Max NallIng)
RR 25836,
4- lod (Top -Top Max Nailing)
13116-R
TM422
2245
2245
2245
6 - 16d (Carried Member - Face Mount)
6 - lod (Carried Member - Top Flange)
22 - 16d (Face - Face Mount)
2 - 16d (Face - Top Flange)
4 - 16d (Top - rap Flange)
-ITHA1422
1835
1835
1835.
2- 10dxl-112 or2 - l0dK 1-112 (Carried Member)
20 - lod or2 - lod (Face)
10d (Top)
USP Structural Connectors
T4
TH D26
1781,
2485
2855
3060
2170
-
-
18 -16d (Face)
FL13285.35
12 -10d x 1-1/2 (Joist)
, 06-
092Lo5,
RR 25843
HTU26
2940
3340
3600
1555
I1 - IOd x I-112 (Carried Member)
20 -10d x 1-112 (Carried Member - Max Nailing)
20 -16d (Carrying Member)
27 -16d (Carrying Member- Max Nailing)
T5
THD26-2
178:4
2540
2920
3175
2285
18 - 16d (Face)
FL13285.35
12 -10d (Joist)
06-
0921.05,
RR 25843,
13116-R
HHUS26 2
2785
3155
3405
1550
14 -16d (Face)
6-16d (Joist)
WU26-2
2940
3340
3600
2175
-
20 -10d (Carried Member- Max Nailing)
20 -16d (Carrying Member- Max Nailing)
T6
THD28
1781.
$865
3965
3965
2330
-
28 -16d (Face)
FL13zs5.35
16 - 2.od x 1-172 (Joist)
06- ,
0921.05,
RR 25843
HTU28
3820
4340
4680
2140
-
26 -10d x 1-112 (Carried Member . Max Nallir►g)
26 -.16d (Carrying Member- Max Nailing)
T7
THD28-2
1781,
3950
4540
4935
2595
-
-
-
28-16d (Face)
FL13285.35
16 -10d (Joist)
, 06-
092L05,
RR 25843,
.13116-R
HHUS29-2
4210
4770
5140
2000
22 -16d (Face)
8 -16d (Joist)
HTU28-2
3820
4340
4680
3485
-
-
26 - I0d (Carried Member - Max Nailing)
26 - I6d (Carrying Member- Max Nailing)
T8
TH D46
1781.
2540
2920
3175
2285
T
-
-
18 - 16d (Face)
FL13285.35
12 -10d (Joist)
, 06-
0923-05,
RR 25843,
13116-R
LISP Structural Connectors f
HHU546
2790
3I60
3410
14 -16d (Face)
11550
6 -16d (Joist)
T9
THD48
1781.
3950
4540
4935
2595
28 -16d (Face)
F1.19285.35
16 - 10d (Joist)
r 06-
0921.05,
RR 25843,
-
13116-R.
HHU548
4210
4770
5I40
2000
22 -16d (Face)
8-16d (Joist)
T10
THDH26-2
1881,
3915
4505
4795
2235
-
20 -16d (Face)
FL821.75,
8 - 16d (Joist)
06-
0921.05,
RR 25779,
13116-R
HGUS26-2
4355
4875
5230
2155
-
-
20.16d (Face)
8 -16d (Joist)
T11
TH131,126-3
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)
-
-
FL821.77,
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
8025
2665
-
-
-
36- 16d (Face)
FL821.77,
12 - 16d (Joist)
06-
0921.05,
RR 25779
HGUS28-3
7460
7460
7460
3235
36 -16d (Face)
12 -16d (Joist)
USP Structural Connectors Im
Name:
-
k k �
Address:
STRUCTURAL
CONNECTORS'
Customer.
A MiTeWCompaFW
Contact Number.
Fastener Comparison Table
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4�-;-r=�-'_ a::rr siaL-=,��-N,v-Y-�,^"•-v.-:
Re Fasten
;n- .
_ _
rnred
-
TI
JUS24
4 -10d (Header)
LUS24
4-10d (Header)
2 -10d (Joist)
2- I0d (Joist)
-
TIO
THDH26-2
20 -16d (Face)
HGUS26-2
20 -16d (Face)
8 -16d (Joist)
8-16d (Joist)
-
T11
THDH26-3
20 -16d (Face)
NGUS26-3
20-16d (Face)
8 -16d (Joist)
8 -16d (Jois)
-
T12
THDH28-2
36 -16d (Face)
HGUS28 2
36-16d (Face)
10 -16d (Joist)
12-16d (Joist)
-
T13
THDH28-3
36-16d (Face)
UGUS28--3
36-16d(Face)
12 -16d (Joist)
12 -16d (Joist)
-
T2
JUS26
4 -10d (Header)
LUS26
4- I0d (Header)
4 -10d (Joist)
4- IOd (Joist)
-
T3
MSH422
22 -10d (Face- Face Max Nailing)
THA422
6-16d (Carried Member- Face Mouno
6 -10d (Face - Top Max Nailing)
6-10d (Carried Member - Top Flange)
6 -1od (Joist - Face Max Nailing)
22-16d (Face - Face Mount)
6 -10d (Joist -Top Max Nailing)
2 -16d (Face - Top Flange)
4 -10d Crop -Top Max Nailing)
4-16d (rop - Top Flange)
-
T4
THD26
18 -16d (Face)
HTU26
11-10d x I-12 (Carried Member)
12 -10d x 1-1/2 (Joist)
20 - IOd x 1-12 (Carried Member -
Max Nailing)
2D -16d (Carrying Member)
20 -16d (Carrying Member - Max
Nailing)
-
TS
THD26-2
18 -16d (Face)
HHUS26--2
14 -16d (Face)
12-10d (Joist)
6-16d (Joist)
-
T6
THD28
28 -16d (Face)
HTU28
26- IOd x 1-12 (Carried Member-
16 -10d x 1-1/2 (Joist)
M,ax Nailing)
26 -16d (Carrying Member - Max
Nailing)
77
THD28-2
28 -16d (Face)
HHUS28-2
22-16d (Face)
16 -lad (Joist)
8 -.16d (Jokt)
-
T8
THD46
18 -16d (Face)
FH-1US46
14- I6d (Face)
12 -10d (Joist)
6 -16d (Joist)
-
T9 I
THD48 128
- I6d (Face)
HHUS48
22 -16d (Face)
16 -10d (Joist)
8-16d pai'st)
USP Structural Connectors
Address:
1114 STRUCTURAL
CONNECTORSNO '
Customer.
A Wak'Company
Contact Number.
-Ma
I
- ..
"
•yam
..
JUS24
(Qty.1)
THDH26-2-
(Qty. 1)
THDH26-3
(Qty.-1)
-
yam.
• _� _ �
_ - �
-"�
THDH28-2
(Qtjr.1)
THDH28-3
(Qty.-1)
JUS26
MY 1)
`y
-
�`.:
flange o^-
+
i
C Ytq.Y
°e-
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0
Right
flange
MSH422
(Qty. 1)
THD26
(Qty.- 1)
THD26-2
(QtY.-1)
-'`;: 3
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a-
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flange r� F��
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flange 4fi` -� •.
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flight
flange
flange
THD28
(Qty.1)
THD28-2
(Qty.-1)THD46
(Qty-1)
USP Structural Connectors j
� 9SR
(dame:
_
Address: s
STRUCTURAL
4,
1. ACONNECTORS'
Customer:
AMTetc'Company
Contact: Number:
1 ti 4
3'
flange `sue
o::
s4 'w2'
r.F•.
flange
THD48 (QtY.• 1)
CONTRACTOR COPY
USP Structural Connectors I
3
1
TYPICAL HIPJACK CONNECTION
7'STBK MAX 55, PSF MAX ROOF LOAD
170 MPH EX C H=25' MAX
4 24 t C- 2, 72 a41tw 3f4
2
At4EE0 Tl
PWLl�
tt �a an cam
R t+idtt2-t6dtoe
e 1a
tr t t14tiID
3
tiAll��
11,11 Bi"
1s Y
t' LED t5 It
NNLM
I
2-i Ed
toe naL a
.ti
NAILM
NAIL t
13_
is a
MAtLID 3� _
NAILtJ 24- strap 64 Odr 15'
e?-dtend
9.9-11 4 1
4-134 IL e,
OADING(p-.0
SPACING
2 1-0
CS1
DEFT.in (roc) Well Ud
PLATES GRIPCLL
30.0
Plates Increase
125
TC 0.71
Vert(I.i.) -OM6-7
>999 350
MT20 244i19D
CDL 15.0
Lumber Increase
1.25
BC 0.49
Vert(TQ -0.09
6=r >999 240
CLL 0.0•
Rep Stress Inc
NO
WB 0.50
Hor=(fi) 0.01
6 rtia niaWei3ht
10A
rte CoFRC2010rTP12007
(A+latrix-M)
:` Ih Fi - DotCDE
'9WtdBER
iB
BRACING
OP CHORD 2x44SYP M 39
TOP CHORD
Structural mood sheathing directly applied or 6.0.0 oo pudins.
OT CHORD Z SPNo.2
SOT CHORD
Structural wood sheathing dkedyappiled or e-9-4 oc bradna.EBS
2x4 SP No.3
MTek recommends that Stablizers and recgiiredcross bracing
be installed during truss erection, in accordance frith Stabilizer
:TION5 QbFsize) 4-18MV echanIcal, 2-6OaM-10-15 (min. 0.1-8).6-362iMedranlcal
Max Horz2-308(LC 4)
Max UpnH4--156(LC 4), 2--382(LC 4), 6=-159(LC 8)
Max Grav4.219(LC 2k 2434(LC 2). 5-412(LC 2)
MS (lb) - Max. Compr'May. Ten. -All forces 250 (ib) orles-s exceptwhen shown.
CHORD 211.-933i545,11-12--B561307. 3•12--UW303
CHORD 214--5E 11848, 14-15--i39", 7.15.-,39tB48. 7-16-439184% 6.16--439/M
IS 3-6--916i.75
1) Wind:ASCE 7-10;170no (3-second gust) Vas&132mph; TCDL-5.0psh BCOL-5.0psl; h-29fl; Col. tt; Exp C; End., GCpt-0.1B;
MWFP.S (envelope); cantilever left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33
2) This trims is not designed to support a ceiling and is not Intended for use where aesthetics are a consideration.
3) Plates checked for a plus or Nmis D degree miadon about its center-
') This truss has been designed fora 10.0 psf bottom chord five load nonconcurrent with any other live leads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a reetangl a 3-6-0 tan by 2-0-0 wide will fit
behreen the bottom chord and any other members.
�uS S'.k. '�•
_= 7j . N 84869 '
= "f]
Luz
�� STATE OF : �•$��
�s;aniAi�0r:
1109 COASTAL BAY
BOYNTON BC,FL 33435
10/20/12
TYPICAL ALTERNATE BRACING DETAIL
FOR EXTERIOR FLAT GIRDER TRUSS
iz
a czar, PrrcHp/
TRUSS -24" Q. c,
UPLIFT CONNECTION
HE ROOF TRUSS
EXTERIOR FLAT
GIRDER
4 12d
MAX 30" (21 -5")
2X #2 Sp BOTH FACES
bNN3,1141181161lg
SIMPN H5 '+•�• STATE OF
i ••••.�OR4OP.•''•�
ON'AL,�
1109 COASTAL BAY
BOYNTON BC,FL 33435
10/19/22
FEBRUARY 14, 2D12 I CONNECTIION DETAIL (PERPENDICULAR) ISTPIGGY-PERP.II
� ors
0 oc�
LUDD
a
Mt'Tek Industries, Inc.
DETAIL IS NOT APPLICABLE FOR TRUSSES
TRANSFERING DRAG LOADS (SHEAR TRUSSES
ADDITIONAL CONSIDERATIONS BY BUILDING
ENGINEERIDESIGNER ARE REQUIRED.
PIGGY-BRCKTRUSS
(CROSS-SECTION VIEVtQ
Refer to actual truss design drawing for
.additional piggyback truss information.
NEARSIDE
IVr1ek IndUstr M chesterfield, MO Page 1 of 1
MAX MEAN ROOF HEIGHT= 30 FEET
BUILDING CATEGORY 11
WIND EXPOSURE Bor0
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05100 MPH (MWFRS)
WIND DESIGN PERASCE 7-10125 MPH (MWFRS)
DURATION OF LOAD INCREASE
FOR WIND LOADS:1.60
THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPL1Fr
UPTO 140 LBS 1JfA30MUMAT EACH CONNEC710N POINT. BUILDING DESIGNER
IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN
OTHER DIRECTIONS.
ATTACH PIGGYBACK TRUSS
TO BASE TRUSS WITH
(2) -16d (0.131" X3-5'7 NAILS
TOENAILED.
/FAR SIDE
FLATTOP CHORD
OF BASE TRUSS
BASE TRUSS (SIDE VIEW)
Refer to actual truss design drawing
for additional base truss information.
NOTES FORTOE-NAIL:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES
WITH THE MEMER AND STARTED 1/3 THE LENGTH OF THE
NAIL FROM THE MEMBER END AS SHOWN
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF
NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING
OF THE WOOD
NOTES FOR TRUSS:
1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY:
2- THE CHORD MEMBER 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;
4, THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULARTO
BASE TRUSSES.
5. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS
OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT
AT CONNECTING POINT.
N 34869
' O . STATE OF
s.FCOR.DP_-``����
1109 COASTAL BAY
BOYNTON BC,FL 33435
'10/19/12
FEBRUARY 14.2012 1 Standard Gable End Detail
SHEET 2 '
©ice ® M,7ek industries, ChesterfeK MO Page 2 of 2
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
Trusses Ca 24" o.c.
HOP.IZONTAL BRACE 2r5 DIAGONAL BRACE SPACED e8.O.C.
(SEE SECTION A A) ATTACHED TO VERTICALU
I i ejM4 (.} -16d
Mk Industries, Inc. Roof Sheathing- COMMON WIRE NAILS AND ATTACHED
TO BLOCKING WITH (5) -10d COMMONS.
V-3"
IT IS THE RESPO,YSTBIInY OFTHE BLDG DESIGNER OR NAIL DIAGONAL BRACETO
EPROJECTENGINEERIARCHTECTTODESIGNTHE URLINWRF{ fNO16dNAILS
CEILING DIAPHRAGM AND ITS ATTACHMENTTOTHE
USSESTO RESISTALL OUT OF PLANE LOADS THAT
MAYRESULTFROM THE BRACING OFTHE GABLE ENDS 2X 4 PURL04 FASTENED TO FOUR TRUSSES
WITH TWO ISJ NAILS EACH. FASTEN PURLIN
\ TO BLOCKING WMAJO 1 Ed NAILS (MIN)
Diag. Brace N�w PROVIDEU4BLOCKINGBETWEENTHETRUSSES
at113poinis SUPPORTINGTHE BRACEAND THETWOTRUSSES
if needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING
TO TRUSSES WTi H (2) -1 Dd NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO BLOCKING WITH
End Wall} 1 Od COMMON WIRE NAILS.
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTIJRALGABLE TRUSSES MAYBE BRACED AS NOTED: STRUCTURAL
METHOD I: A�BL ACH A MATCHING GAME TRUSS TOTHE INSIDE GABLE TRUSS
FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAILING SCHEDULE.
METHOD2:ATTACH2X SCABS TOT HE FACE OF EACH VERTICAL LESCAB NG
ALO
MEMBER WTHESTRUCTURAL GABLE PER THE FOLLOWING SCABVEFRALO
NAILING SCHEDULE. SCABS ARETO BE OF THE SAME SIM GRADE
AND SPECIES AS -I HE TRUSS VER L7CALS
NAILING SCHEDULE:
FORWIND SPEEDS 120 MPH (ASCE7-96, 02, 05),150 MPH (ASCE7-10) OR LESS, NAILALL
FnEiY$ERS WITH ONE ROW OF iDd (131' X 3') NAILS SPACED 6' O.C.
FOR W IND SPEEDS GREATER 12D MPH (ASCE 7.98, 02, 0ML 150 MPH (ASCE 7-1 0) NAIL ALL
MEMBERS WITH TWO ROWS OF10d 031- X3T NAILS SPACED 6-O.C. (2X 4STUDS MINIMUM)
0.4430MUM STUD LENGTHS ARE LISTED ON PAGE 1.
ALL BRACING METHODS SHOWN ON PAGE 1 ARE
/ VAUDAND ARETO BE FASTENED TOTHE SCABS OR NLAYEDSTUD
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE WTERIOR SIDE OFTHE STRUCTURE
fSTRUCTURALAN ADEOUATE DIAPHRAGM OR OTHER METHOCING MUST
BE PRESENTTOPROVIOEFULLLATERAL EjRI'bIiTOF GABLE T RUSS OTTOM
I CHORD TO RESIST ALL OUT CF PLANE 'dA S�EIN�OWN
IN THIS DETAIL IS FOR -THE VERTCCA1 S x•. Y: - �i
NOTE: THIS DETAIL IS TOBEUSEDONLYFOR _ N 34865 •• *�
STRUCTURAL GABLES WITH INLAYED
STUDS.TRUSSESWRilOUTWLAYTD / —
STUDSAREhJOTADDRESSEDHERE Q _9
STATE OF ;
STANDARD
GABLE 2SS �'l�
1109 COASTAL BAY
BOYNTON BC,FL 33435
I FEBRUARY 14, 2012 I TSTDARD PIGGYBACK
RUSS CONNECTION DETAIL I ST: P1GGY PLATE I
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MiTek Industries, Inc.
This detatl is applicable for the fallowing wind conditions:
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 bind Standards under
all enclosure and exposure conditions as long as no uplift exceeds 377 lbs.
Refer to actual piggyback truss design drawing for uplift.
!VOTE:
This Detail is valid for one ply trusses spaced 24" o c. or less.
PIGGYRACKTRUSS
flefer to actual truss design drawing for
additional piggyback truss information.
SPACE PUn1JNS ACCORDING TO THE fW/JMUM
SPACING ONTHE TOP CHORD OFTHE BASE
TRUSS (SPACING NOT TO EXCEED 24' O.C.j
A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOIWK
MTek tn&swes, Chaaerretd, Mo Page 1 of 1
Attach piggyback truss to the base truss with 3"xe" TEE -LOCK
Mul i-Use connection plates spaced 48' o.c. Plates shall be
pressed into the piggyback truss at 48' o.c. staggered from each
face and nailed to the base truss with four (4)- 6d (1.S"x0.099-)
riails in each plate to achieve a maximum uplift Capacity of 377 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.
(Purlins and connection by others)
BASE TRUSS
Refer to actual truss design drawing
for addrtional base truss information.
``��t�ttttlrfr���
' N 34869 '
• STATE OF
�i� ��'-
1109 COASTAL BAY
BOYNTON BC,FL 33435
10/19/12
FEBRUARY 14, 2012 1 TRUSSED VALLEW15T DETAIL ( ST VALLEY SYP
a/�aa
no
a
MA industries, Inc.
SECURE VALLEY TRUSS
W/ONE ROW OF1Bd
NAILS S" Q.C. _
MiTek lndas ries, Chesler5eld, MO Page 1 0i 1
GENERAL SPECIFICATIONS
1. NAIL SIZE = 3.5' X 0.131" =16d
2. INSTALL VALLEYTRUSSES (24" O.C. MAXIMUM) AND
SECURE PER DETAILA
3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
... _ _ . ....... __ _� ._.._ .... _.. _.._..A SPACING
91-EYTRUSS SPACING.
ATTACH 2x4 CONTINUOUS NO.2 SYP
TO THE ROOF W/TWO l Bd t0.131- X IS-) NAILS
INTO EACH BASE TRUSS.
DETAIL A
(MAXIMUM 1" SHEATHING)
N_T.S.
NON TRUSS
S
WIND DESIGN PER ASCE 7•95. ASCE 7-02. ASCE 7.05 12G MPH
WIND DESIGN PER ASCE7-1G 15G MPH
MAX MEAN ROOF HEIGHT- 30 FEET
ROOF PITCH - MINIMUM 342 MAXIMUM laft2
CATEGORY It BUILDING
EXPOSURE C OR B
WIND DURATION OF LOAD INCREASE : 11FG1 I 1 /
MAX TOP CHORD TOTAL LOAD-gAPNF f/7
MAX SPACING - 24. O.C. (BASltXN[�,li�FS.K
MINIMUM REDUCED DEAD t 4,V F�''�1�9F- - /r .
ONTI4E TRUSSES �� �' ��OENS�r'•.�� i
# N 34869 '
C) •10 19/12 :• LU Z.
STATE OF
/'.,/ONAl-
1109 COASTAL BAY
BOYNTON BC,FL 33435
k
OCTOBER 1, 2006 f LATERAL TOE -NAIL DETAIL I ST TOENAIL SP
»o 0
�laa
a
MTek Industries, Inc.
MTekiriM shies• Chesterfield•MO Page i OF1
NOTES
1. TOE: NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEIvISER
AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND
EWf AT THE BACK CORNER OFTHE MEMBER END AS SHOWN.
? THE END DISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH .
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THETWO SPECIES
FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 t1hinail)
DIAM.
SYP
DF
HF
SPF
SPF-S
.131
BBA
B0.6
899
Ma
597
J
.135
93.5
856
74.2
1
715
63.4
in
lw
10as
99.6
BSA
84.5
73.8
ai
128
74.2
,7.9
58.9
57 fi
503
.131
75.9
69.5
603
MD
51.1
.148
Al a
745
64.11
M.2
525
Cd
VALUES SHOWN Af--- CAPACITY PER TOE -NAIL
APPUCABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EYJVviPLE
(3) -16d NAILS (.162" ckam.x 3.SI WITH SPF SPECIES BOTTOM CHORD
Forload duration increase of 1.15:
3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity
ANGLE MAY
VARY FROA'1
30' TO 60'
45.00'
ANGLE MAY
VARY FROM
30' TO WO
THIS DETAIL APPLICABLE TO THE
THREE END DETAILS SHOWN BELOW
AE A6 SHOWWN ARE FOR
ILLUSMAiION PURPOSES ONLY
SIDE VIEW
(2aI "-I)
2 NAILS
NEAR SIDE
NEAR SIDE
45.00°
SIDE VIEW
3M L4 • .
NEARSIDE
NEAR SIDE
NEAR SICK
ANGLE MAY
VARY FRONT
30° TO Go'
45.000
,`%vl I I I I I/ f77'
` 4�CEI4SF ••��
' N 34869 '
�QJ Ir
pa.o/i9/i2 [v—
STATE OF
1109 COASTAL BAY.
BOYNTON BC.FL 33435
OCTOBER 1. 2006 f UPLIFT TOE -('MAIL DETAIL I ST-TOENAIL UPLIFT
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Miielt Industries, Inc.
SIDE VIEW
NEAR
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Lo
00
U'
z
0
..J
ra
N
to
0
O
ai
FAR. SIDE
MlTek IpdusWes, CheaerfiEld, MO - Page 1 of 1
NOTES
1. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER
AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSEl, VALUE OF THE BOTTOM CHORD SPECIES
OR TOP PLATE SPECIES FI P. MEMBERS OF DIFFERENT SPECIES.
TOE
OF
VO&S SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
WITHDRAWAL VALUES PER NDS 2001 (lb/nail)
w
SYP
DF
HF
SPF
SPF S
.131
5g,5
1 45.1
37.5
29.8
20.3
.135
I 60.3
1 47.5
I 323
30.7
20.9
162
I 72.3
1 57.0
39.1
36.8
25.1
128
53.1
419
-9.7
27.0
184
_131
543
429
293
27.7
18.8
.148
61 S
48.3
33.2
31.3
213
.120
45.9
3
748
23.4
15.8
•128
49.0
38.6
25.5
25.0
17.0
.131
50.1
39.5
27.1
25.5
174
.148
55.6
443
30.5
28.9
1g,6
VALUES SHOVY N ARE CAPACI Y PERTO! NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAYBE APPLIED.
EXAMPLE:
(3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE
For%ind DOL of 1.33:
3 (nails)X36.8 (lb/nail)X 1.33IDOL forwind)='146.81b Maximum Allowable Uplift Reaction Due To Wnd
For Wrid DOL of 1.60:
3 (nails) X 36.8 (Ib1ha0)X 1.60 (DOL forwind)=176.61b Maximum Allowable UpfiftReaction Due To Wind
If the uplift reaction specified on the Truss Design
Drawing is more than 145.8 lbs (176.6lbs) another
mechanical uplift connection must be us9d.
USE (3) TOENAILS ON 2x4 BEARING WALL
USE (4) TOE NAILS ON 24 BEARING WALL
END VIEW
10/19/12
`%.��S t sJf
A
� ,J� � �\CENSF • ���f��,
_ N 34869
' STATE OF
1105 COASTAL BAY
BOYNTQN BC,FL 33435