HomeMy WebLinkAboutTrussLayout Approval
Approved By
Approval Date
RECEIVED
NOV I & 2020
Permitting Department
St. Lucie County
Requested Delivery Date
System 42 Floor
Truss Specifications.
Truss Depth:
24"
Spacing:
24" O.C.
Bearing Width:
811
Total Loading:
55#
TC Live Load:
40#
TC Dead Load:
10#
BC Live Load:
0#
BC Dead Load:
10#
Duration Factor:
1.00
Truss Specifications
Top Chord Pitch:
6/12
Bottom Chord Pitch:
0/12
Top Chord Size:
2 x 4
Bottom Chord Size:
2 x 4
Cantilever:
0't
Overhang Cut:
Plumb
Bearing Width:
Varies
Spacing:
24" O.C.
Total Loading:
37#
TC Live Load:
20#
TC Dead Load:
7#
BC Live Load:
0#
BC Dead Load:
10#
Duration Factor:
1.25
Wind Specifications
Wind Design:
ASCE 7-10
Wind Speed:
150 MPH
Building Category:
II
Building Exposure
D
Building Design:
Customer:
Builder
Job 12299 N.E. CENTER CIR
JENSEN BEACH
Location: I FLORIDA 34957
Job #
0133A
Date:
11 /2/2020 L�
P R 0.
0 C T S E R V I C E S
ScaleTampa's Premier Truss Company
2714 North 35th Street
Tampa, Florida 336o5-3122
N.T.S. x: 8L3-$-2221
Fax: 8t3-248-543t
E-Mail: pedrojimenez@verizon.net
Job Truss russ Type
0133A A Piggyback Base 4771
WPS, Tampa,Fl, Pedro Jimenez Run: 8.130 s Nov 13 2017 Print
9A-0 _ _ .. ID:bOydnXKyuk5YJ6RXt
Scale=1:86.5
3x5 =
_
6.00 12 5x7 —
-
-
3x5 = 3x6 =
5x7 =
2
3 27 4 5 T, 28
29 6
4x5
3x5
1
5
7
5
4
4
4x5
8 3x6
17
9
2x4 i
18 Sx6 = 16
10
19
5x5 3X5 :Z 15
14
c5
Lh
3x5
3x6 0
3.00 12
3x5 13
0
11
HW2 1 C? IT
Io 0
21 2p
3x6 C
3x4
12
4x5 =
5x7 =
4x10 II
94.0 0.4-0 9.481.2-0
i 6.7-11 , 11-8.5 , 16.9.0 21.9-11 26-10.5 32-3.3 37-&0 4443 44. 0.0
' 6-7-11 5-0.11 5-0.11 5.0.11 5.0-11 5-0-13 5-0.13 7-0-4 0. 12
Plate Offsets (X,Y)-- [2:0-5-4,0-2-81 [6:0-5-4.0-2-81 [11:0-0-0 1-2-3],[11:0-0-12,Edgel [12:0-5-4.0-2-121 [18:0-2-8 0-3-01 14-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.16 17 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 REC IVEr)BC; 0.54 Vert(CT) -0.30 16-17 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) -0.23 21 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 17 >999 240 Weight: 281 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 Permitting Department TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except
BOT CHORD 2x4 SP No.2 StLucie Count end verticals.
,
WEBS 2x4 SP No.3 y BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing.
WEDGE WEBS 1 Row at midpt 1-21
Right: 2x8 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation auide.
REACTIONS. (lb/size) 12=225710-8-0 (min. 0-2-11), 11=-142/0-3-8 (min. 0-1-8), 21=1290/0-3-8 (min. 0-1-8)
Max Horz 12=-390(LC 6)
Max Upliftl 2=-581 (LC 8), 11=-247(LC 17), 21=-321(l-C 8)
Max Grav12=2257(LC 1), 11=153(LC 4), 21=1290(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. _
TOP CHORD 1-2=-1213/345, 2-27=-1740/487. 3-27=-1740/487, 3-4=-2489/597, 4-5=-2489/597,
5-28=-1843/513, 28-29=-1843/513, 6-29=-18431513, 6-7=-1392/407, 7.8=-749/221, r
8-9=-302/958, 9-10=-315/871, 10-11=-245/638„20-21=-1290/321, 1-20=-1233/331
BOT CHORD 18-19=-295/1044, 17-18=-588/2099, 16-17=-612/2181, 15-16=-350/1224, 14-15=-363/1203, f
13-14=-258/730, 12-13=-921/299, 11-12=-478%2401 sI ol/
WEBS 2-19=-673/246, 2-18=-283/1123, 3-18=-1044/352, 3-17=-163/771, 5-17=-125/639, t!
5-16=-939/310, 6-16=-232/1024, 6-14=-467/168, 7-14=-135/714, 7-13=-1037/305,
8-13=-343/1679, 8-12=-1720/495, 10-12=-393/163, 1-19=-234/1137
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left -ind right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 581 lb uplift at joint 12, 247 lb uplift at
joint 11 and 321 lb uplift at joint 21.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING-ONC.
2121 W SEARSS AV. TAMPA FL33818
PH:813-247-7400-FAX:813.247-7409
CA:8333
KELLY E LYONS, P.E. FL#56191
JOD
0133A
Base
9-0-0
5x7 =
3x5 =
3x5 = 3x6 — 5x7 =
Scale = 1:83.3
d
d
C"
Ob
C
21
45 = 5x7 = 3x4 a
4x10 II
W2 9-0-0
it-0-0 9.2-0 8 13-10-13 19.3-11 24-0-
6.II lsl° I 5
+-»-�� 13 5.0-11
9-0-0
29.5.0 34-5-11 39-6 5 46 2 0
5.0.11 5-o-11 5-0-11 6-7.11
0-1-12
Plate Offsets (X Y)-- [1:0-0-0 1-2-31 f1.0-0-12 Edgel [6.0-5-4 0-2-81, [10:0-5-4,0-2-81.
[14:0-2-8,0-3-01.120:0-5-4.0-2-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defi Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.72
Vert(LL) -0.16 15 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.54
Vert(CT) -0.30 15-16 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.73
Horz(CT) 0.22 21 n/a n/a
BCDL 10.0
Code FBC2017fTP12014
Matrix -MS
Wind(LL) 0.15 15 >999 240
Weight: 281 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 3.4-8 oc purlins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEDGE
WEBS 1 Row at midpt 11-21
Left: 2x8 SP No.2
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 20=2257/0-8-0 (min. 0-2-11), 21=1290/0-4-0 (min. 0-1-8), 1=-142/0-3-8 (min. 0-1-8)
Installation quide.
Max Horz 1=376(LC 7)
Max Uplift20=-585(LC 8), 21=-321(LC 8), 1=-247(LC 18)
Max Grav20=2257(LC 1), 21=1290(LC 1), 1=165(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-266/638, 2-3=-338/871, 3-4=-325/958, 4-5=-749/218, 5-6=-1392/405,
6-7=-1843/511, 7-8=-2489/595, 8-9=-2489/595, 9-21=-1740/486, 10-27=-1740/486,
10-11=-1213/344,12-21=-1290/321, 11-12=-1233/331
BOT CHORD 1-20=-576/124, 19-20=-920/303, 18-19=-217/692, 17-18=-320/1197, 16-17=-307/1218,
15-16=-548/2181, 14-15=-582/2099, 13-14=-321/1044 e
WEBS 2-20=-388/164, 4-20=-1720/497, 4-19=-345/1679, 5,-19=-1037/307, 5-18=-133/714, /
6-18=-467/166, 6-16=-211/1024, 7-16=-939/287, 7-1 5=-1 61/639, 9-15=-105/771,
9-14=-10441319, 10-14=-250/1123, 10-13=-673/266, 11-13=-261/1137
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing atjoint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 lb uplift at joint 20, 321 lb uplift at
joint 21 and 247 lb uplift at joint 1.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813.247-7400-FAX:813.247-7409
CA:9333
KELLY E LYONS, P.E. FL#58191
goo I russ Truss Type - -
0133A IA2 I Piggyback Base
Scale = 1:93.2
5x7 =
3x6 = 5x7 =
6.00 12 _
i
4xE
O
23
3x4 11
13
5x7 = 4x5 =
4x10 II
9.4-0 9.4A 9+k-0
t 5-6-9 , 11.1-11 18.2-5 21-3.0 26.3-11 31-4.5 38-9-3 42-2.0 4 -0 49-2.4 49 -0
' 5.6.9 5.5-1 5-0.11 5-0-11 5.0.1 5.0.11 5• 13 5-4.13 0 4.0 6.8.4 0. 12
LOADING (psf)
SPACING-
2-0.0
CS1.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC 0.99
Vert(LL)
-0.22
18
>999
360
MT20 244/190
TCDL
7.0
Lumber DOL
1.25
BC 0.66
Vert(CT)
-0.42
18-19
>999
240
BCLL
0.0 `
Rep Stress Incr
YES
WI3 0.86
Horz(CT)
0.29
13
n/a
n/a
BCDL
10.0
Code FBC2017frP12014
Matrix -MS
Wind(I-Q
0.20
18
>999
240
Weight: 308 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 5-2-8 oc bracing: 13-14
WEDGE 6-0-0 oc bracing: 12-13.
Right: 2x8 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation auide.
REACTIONS. (lb/size) 13=2621/0-8-0 (min. 0-3-1), 23=1437/0-4-0 (min. 0-1-10), 12=-320/0-3-8 (min. 0-1-8)
Max Horz 23=-317(LC 6)
Max Upliftl3=-653(LC 8), 23=-358(LC 8), 12=-41,7(1-0 17)
Max Grav 13=2621 (LC 1), 23=1437(LC 1), 12=82(LC'8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less Except when shown. _
TOP CHORD 1-2=-1462/401, 2-3=-1911/531, 3-29=-2356/626, 4 29=-2356/626, 4-5=-3074/714,.
5-6=-3074/714, 6-7=-2135/574, 7-8=-1514/436, 8-9=-695/220, 9-10=-257/1284, /
10-11=-270/1198, 11-12=-178/922, 1-23=-1390/366' -
BOT CHORD 22-23=-192/280, 21-22=-155/1360, 20-21 =-1 52/1678, 19-20=-139/1699, 18-19=-343/2728, -
17-18=-304/2564, 16-17=-51/1327, 15-16=-64/1306, 14-15=0/597, 13-14=-1235/394,
12-13=-709/201
WEBS 2-22=-824/248, 2-21=40/536, 3-21=-326/91, 3-19=-•173/1099, 4-19=-1015/249,
4-18=-29/734, 6-18=-92/989, 6-17=-1222/301, 7-17. 223/1299, 7-15=-625/142,
8-15=-102/912, 8-14=-1238/340, 9-14=-393/1969, 9A3=-1965/538, 11-13=-462/174,
1-22=-260/1390
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 3x5 MT20 unless otherwise indicated.
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) 23 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 653 lb uplift at joint 13, 358 lb uplift at
joint 23 and 417 lb uplift at joint 12.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W $EARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813.247-7409
CA:9333
KELLY E LYONS, P.E. FLN56191
Job --
cuss
russ ype
Q'y
Ply
0133A
A3
Piggyback Base
2
1
Job Reference (optional)
pro, iafifipa,ri, r6uiv eunenec nun: 6.13U s Nov 13 Z017 Print: 5.130 s Nov 132017 MiTek Industries, Inc. Tue Nov 3 09:50:06 2020 Page 1
9.4 9-4-o ID:bOydnXKyuk5YJ6RXcsbcV4zIHOV-nDoI5rLN34Op8A1E8MIkE119Eg8FgMIEwe3wyMxhV
�6 4 go 13 10-13 19-3-11 26 0 9 32-9-7 39-6-5 44-11-7 50.8-0
4 6 4 3-11-12 5.4-13 5 4_13 6-8.14 6-8-14 8-&14 5.5-1 5-8.9
Scale = 1:89.6
5x7
6.00 12 3x6 = 5x7 =
61 o e ne 10
22 13
4x5 = 5x7 — 3x4 II
4x10 11
M-112
94-0
8-4.0
�-4.0„
8.2-0 B�6r0 13-10-13
19-3.11 24-0-5
29.5.0
34-5.11
39-8.5
44.11-7 50.8-0
1.4-0
6.8-0 0.4 0 5-0-13
5-0.13 5-0-11
11
5.0-11
5.0.11
1 5-&-
0.1-12
Plate Offsets (X,Y)--
[1:0-0-0,1-2-31 [1:0-0-8,Edoe1
r6:0-5-4 0-2-81[10:0-5-4,0-2-8],[20:0-2-8.0-3-01,[22:0-5-4,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.99
Vert(LL)
-0.22 18
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.66
Vert(CT)
-0.42 17-18
>999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.86
Horz(CT)
0.28 13
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Wind(LL)
0.20 18
>999
240
Weight: 308 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x8 SP No.2
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD Rigid ceiling directly applied or 5-2-8 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation quide.
REACTIONS. (lb/size) 22=2622/0-8-0 (min. 0-3-1), 13=1437/0-4-0 (min. 0-1-10), 1=-320/0-3-8 (min. 0-1-8)
Max Horz 1=317(LC 7)
Max Uplift22=-669(LC 8), 13=-356(LC 8), 1=-417(LC 18)
Max Grav22=2622(LC 1), 13=1437(LC 1), 1=141(LC 5)
FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-227/922, 2-3=-295/1285, 3-4=-694/200, 4-5= 632/212, 5-6=-1502/437,
6-7=-2135/585, 7-8=-3074/740, 8-9=-3074/740, 9-28=-2356/642, 10-28=-2356/642,
10-11=-1911/541, 11-12=-1462/407, 12-13=-1390/372,
BOT CHORD 1-22=-751/187, 21-22=-1236/385, 20-21 =-1 28/651, 19-20=-211/1327, 18-19=-405/2564,
17-18=-428/2727, 16-17=-244/1699, 15-16=-257/1678, 14-15=-204/1307 -
WEBS 2-22=-462/179, 3-22=-1964/552, 3-21=-411/1969, 5-21=-12391351, 5-20=-113/908, -
6-20=-631/152, 6-19=-236/1301, 7-19=-1221/315, 7-18=-110/989, 9-18=-70/733,
9-17=-10151259, 10-17=-183/1099, 10-15=-326/114, 11-15=-70/536, 11-14=-824/252,
12-14=-266/1390
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 3x5 MT20 unless otherwise indicated.
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) 13 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 669 lb uplift at joint 22, 356 lb uplift at
joint 13 and 417 lb uplift at joint 1.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Truss
6.00 12
5x5 =
Special
3
Roof Special Girder
9-4-0
Special Special
Special 3x4 =
27 28 4 29
Special
Special Special Special
3x8 = Special3x6 = 3x4 =
22 39 21 40 20 19 41 42 18 43 44 45 1746 47 48 16 49
4x5 = 4x4 = 4x4 = 4x8 = Special Special 2x4 11 Special 7x8 = Special 2x4 11
l S i Special Sp
ecial pecapecial 6x8 =
4x10 II Special Special Special4x4 = Special 4x4 —
Special —
Special
21 Job Reference (optionap
nt: 8.130 a Nov 13 2017 MiTek Industries, Inc. Tue Nov 3 09:50:10 2020 Page 1
:sbcV4zIHOV-g 2GxDPt7JWFdnKONCgggg§tSVQCQyByrurChyMxhF
28-1.0 29-8-0 ill"35.4-0
5-3-4 1-7-0 1-10-0 3-10-0
Scale = 1:68.6
Special Special
5x7 =
Special 2x4 II Special Special
I T4I5 36 8 379 5x12 = 2x4 II
10 38 11
2 d
32
N v
1s 14 13 Io
50 4x5 = d
2x4 11
Special Special
M42 94.0
1.4.0 „ 3-11.4 7.0.0 7-10.0 12-3-4
' 1-4.0 " 2-5.8 ' 3.0.12 0.10. 45.4
0-1-12
17-6.9
5.3'
22-9.12
5.3-0
28.1.0
5.3.4
29-BA 31A-0
1-7-0 1.10A
1a2-a
35-0-0
3-10.0
Plate Offsets (X,Y)--
[1:0-0-12,1-3-131 [1:0-2-12,0-0-101 [3:0-2-8 0-2-4),[9:0-5-4,0-2-81,[15:0-2-12,0-2-121,[17:0-3-8
0-4-51
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc) I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.49
Vert(LL)
-0.07
17 >999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.64
Vert(CT)
-0.13
17 >999
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.40
Horz(CT)
0.03
12 n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
0.08
17 >999
240
Weight: 462 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 SP No.2 *Except* end verticals.
B4: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 6-0-0 oc bracing: 1-22,21-22.
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 12=1522/Mechanical, 21=3419/0-8-0 (min, 0-2-0), 1=-617/0-3-8 (min. 0-1-8)
Max Horz 1=111(LC 7)
Max Uplift12=-575(LC 5), 21=-1201(LC 8), 1=-791(LC 18) .
Max Grav 1 2= 1 526(LC 18), 21=3419(LC 1), 1=318(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-430/1187, 2-3=-378/1158, 3-27=-663/1930, 27-28=-663/1930, 4-28=-663/1930,
5-32=-2620/960, 32-33=-2620/960, 6-33=-2620/960, 6-34=-2620/960, 7-34=-2620/960, 7
7-35=-2871/1079, 35-36=-2871/1079, 36-37=-2871/1079, 8-37=-2871/1079,
8-9=-2874/1071, 9-10=-2822/1036
BOT CHORD 1-22=-1022/354, 22-39=-1467/529, 21-39=-1467/529, 19-41=-685/1967, 41-42=-685/1967, -
42-43=-685/1967, 18-43=-685/1967, 18-44=-685/1967, 44-45=-685/1967, 45-46=-685/1967,
17-46=-685/1967, 17-47=-178/556, 47-48=-178/556, 48-49=-178/556, 16-49=-178/556,
8-15=-343/276, 14-15=-957/2547, 13-14=-1045/2759, 13-50=-1037/2754,
12-50=-1037/2754
WEBS 4-19=-288/1283, 5-19=-2113/735, 5-18=0/394, 5-17=-302/789, 7-17=-618/428,
15-17=-770/2092, 7-15=-174/286, 9-15=-231/613, 9 14=-227/640, 10-14=-327/151,
10-12=-2934/1079, 3-21=-1455/614, 4-21=-2765/989, 3-22=-284/764
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
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 !/
wii; fit between the bottom chord and any other members.
ftTURAL.
RUC
ALLTECH STRUCTURAL
ft@6�jr } for truss to truss connections. ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA-9333
KELLY E LYONS, P.E. FL#58191
JOD
Truss
Truss Type
y
0133A
AH7A
Half Hip Girder
1
3 Job Reference optional)
- ,..• - - -_ ---'"---- Gu �. " " ion "'-S`T 11tlJ, In G. utl IVOV J Vy: DU:CI Lulu ra e 7
off^ ID:liOydnXKyuk5YJ8RXcsbcV4zIHOV-r6COF_XnXhvhST g7WOWFLB017tHoh.�;. 133w5Yy xhG
11-2-8 15-5-0 19-7-8 23-10 O 28-1-4 324. 8 36-7-12 40-11-0 45-7-12 50-8 0
7-5 12 2.5 8 3-0-12 4-2 8 4-2-8 4-2-8 4-2$ 4-3 4 4 3 4 4.3 4 4-3-4 441-12 5-04
Scale = 1:87.6
Special Special
Special Special Special Special Special Special Special Special Special
5x10 M18SHS= Special Special 3x6}= Special Special Special 3x6 = Special 3x6 = Special Special
6.00 12 • Special Special 2x4 11 3x8 = Speclal13x6 = 3x4 11 3x8 = 2x4 11 3x8 = 3x4 II Specl2l3x6 =
r�g 4x5 =
4x14 i 4 37 5 38 T? _ 6 39 40 417 8 42 9 43 4(2 10 4546 411 48 12 49 5413 51 1452 l55f 16 55 17 56
2
34 33 32 5731 30 50 2959 60
4x5 = 6x6 = 2x4 11 4x6 = Special 2x4 11
7x10 \\ Special 4x8 = Special
Special Specia
Special
24 23 I
64 25 65 66 67 68 69 22 70 71 a f
28� 6162 27 63 4x6 = Special 08 - 2x4 II Special20 7273 19 74 7518
4x8 = 3x4 11 2x4 11 Special Special 3x4 II 4x8 = 3x4 11
Special Special7x8 = Special Special Special Special Special
I Special Special Special Special
Special Special
9N.ra 9A-0
,1.4.On 4-5-0 , 7-0.0 , 11-2-s
1-0.0° 2-11.4 1 2.7-0 4-2-5 4-2.8
0.1-12
19.7-9 23-10-0 29.1.4
4-2-s +' 4-2.8 4.3-0
32.4-8 38-7.12
4.3.4 4.3-0
40.11.0
4.3.4
45.7-12 50-8-0
4-s-12 5-0-0
9-4.0
Plate Offsets (X,Y)-
f2:0-0-0,0-1-151 [4:0-6-8 0-1-12]
[21:0-2-8
0-3a8],f26:0-2-8.0-3-81,[33:0-3-0,0-3-121,[34:0-5-10.0-3-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL, in (loc)
I/defl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.88
Vert(LL) -0.45 23-24
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC
0.59
Vert(CT) -0.84 23-24
>661
240
M18SHS
244/190
BCLL 0.0
Rep Stress Incr NO
Will
0.75
Horz(CT) 0.18 18
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix
-MS
Wind(LL) 0.51 23-24
>999
240
Weight: 1005 lb
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 `Except' TOP CHORD
T1: 2x4 SP No.1
BOT CHORD 2x6 SP No.2 `Except' BOT CHORD
B3: 2x4 SP No.3
WEBS 2x4 SP No.3 "Except'
W2: 2x4 SP No.2
Structural wood sheathing directly applied or 6.0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing:1-34,33-34,32-33,30-32.
REACTIONS. (Ib/size) 18=2240/0-4-0 (min. 0-1-8), 33=11941/0-8-0 (min. 0-4-11), 34=-8345/0-3-8 (min. 0-1-8)
Max Horz34=163(LC 5)
Max Uplift18=-789(LC 5), 33=-4137(LC 8), 34=-8460(LC 18)
MaxGrav18=2240(LC 1), 33=11941(LC 1), 34=2837(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-899/2525, 2-3=-943/2777, 3-4=-4115/12193, 41-37=-553/1663, 5-37=-553/1663,
5-38=-553/1663, 38-39=-553/1663, 39-40=-553/1663, 6-40=-553/1663, 6-41=-3189/1149,
41-42=-3189/1149, 7-42=-3189/1149, 7-8=-7325/2537, 8-43=-7325/2537, 9-43=-7325/2537,
9-44=-7446/2571, 44-45=-7446/2571, 10-45=-7446/2571, 10-46=-9350/3187,
46-47=-9350/3187, 47-48=-9350/3187, 11-48=-9350/3187, 11-49=-9350/3187,
12-49=-9350/3187, 12-50=-9350/3187, 13-50=-9350/3187, 13-51=-7184/2459,
51-52=-7184/2459, 14-52=-7184/2459, 14-53=-7062/2425, 15-53=-7062/2425,
15-54=-7062/2425, 16-54=-7062/2425, 16-55=-2756/978, 55-56=-2750/978,
17-56=-2750/978,17-18=-2133/816
BOT CHORD 1-34=-2330/847, 33-34=-10159/3486, 32-33=-5227/1782, 32-57=-5258/1793,
31-57=-5258/1793, 30-31=-5258/1793, 30-58=-370/1057, 58-59=-370/1057,
29-59=-370/1057, 29-60=-370/1057, 60-61=-370/1057, 28-61=-370/1057, 28-62=-135/397,
62-63=-135/397, 27-63=-135/397, 9-26=-319/233, 26-64=-2996/9063, 25-64=-2996/9063,
24-25=-2996/9063, 24-65=-2996/9063, 65-66=-2996/9063, 66-67=-2996/9063,
23-67=-2996/9063, 23-68=-2996/8889, 68-69=-2996/8889, 22-69=-2996/8889,
22-70=-2996/8889, 70-71=-2996/8889, 21-71=-299618889, 14-21=-342/276,
20-72=-141/399, 72-73=-141/399, 19-73=-141/399
WEBS 3-33=-2531/921, 4-33=-9707/3376, 4-32=-742/271, 4-30=-1573/4660, 5-30=-420/305,
6-30=-3520/1186, 6-28=-920/2766, 7-28=-2569/998, 26-28=-963/2941, 7-26=-1566/4669,
10-26=-1796/592, 10-24=0/364, 10-23=-139/321, 11-23=-334/239, 13-23=-185/516,
13-22=0/343, 13-21=-1892/624, 19-21=-881/2450, 16-21=-1643/4753, 16-19=-2490/1061,
17-19=-1145/3331, 2-34=-127/503, 3-34=-3398/10007
NOTES-
1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as.follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
Continued on page 2
ALLTECH STRUCTURAL YV
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813.247-7409
CA:9333
KELLY E LYONS, P.E. FL#58191
doo I russ I cuss I ype Oty Ply
0133A JAH7A I Half Hip Girder I1
8.130aNov 132017
NOTES-
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to
distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS
(directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any
other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 789 lb uplift at joint 18, 4137 lb uplift at joint 33 and 8460 lb uplift at joint 34.
10) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer
must provide for uplift reactions indicated.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 95 lb down and 113 lb up at 7-0-0, 107 lb down and 109 lb up at
9-0-12, 107 lb down and 109 lb up at 11-0-12, 95 lb down and 1,09 lb up at 13-0-12, 95 lb down and 109 lb up at 15-0-12, 95 lb down and 109 lb up at 17-0-12, 95 lb
down and 109 lb up at 19-0-12, 95 lb down and 109 lb up at 21;0-12, 95 lb down and 109 lb up at 23-0-12, 83 lb down and 97 lb up at 25-0-12, 83 lb down and 97 lb up
at 27-0-12, 83 lb down and 97 lb up at 29-0-12, 83 lb down and 97 lb up at 29-9-4, 83 lb down and 97 lb up at 31-9-4, 83 lb down and 97 lb up at 33-9-4, 83 lb down and
97 lb up at 35-9-4, 83 lb down and 97 lb up at 37-9-4, 95 lb down and 97 lb up at 39-9-4, 107 lb down and 109 lb up at 41-9-4, 107 lb down and 109 lb up at 43-94, 107
lb down and 109 lb up at 45-9-4, and 107 lb down and 109 lb up at 47-9-4, and 102 lb down and 107 lb up at 49-9-4 on top chord, and 50 lb down and 82 lb up at 7-0-0,
51 lb down at 9-0-12, 51 lb down at 11-0-12, 51 lb down at 13-0-12, 51 lb down at 15-0-12, 51 lb down at 17-0-12, 51 lb down at 19-0-12, 51 lb down at 21-0-12, 51 lb
down at 23-0-12, 47 lb down at 25-0-12, 47 lb down at 27-0-12, 47 lb down at 29-0-12, 47 lb down at 29-94, 47 lb down at 31-9-4, 47 lb down at 33-94, 47 lb down at
35-9-4, 47 lb down at 37-9-4, 47 lb down at 39-9-4, 51 lb down at 41-9-4. 51 lb down at 43-9-4, 51 lb down at 45-9-4, and 51 lb down at 47-94, and 56 lb down at
49-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 14=-54, 4-17=-54, 1-27=-20, 21-26=-20, 18-20=-20
Concentrated Loads (lb)
Vert: 4=-68(B) 8=-68(B) 25=-23(B) 32=9(B) 30=-33(B) 5=-68(13) 16=-68(B)19=-33(B) 37=-68(B) 39=-68(B) 40=-68(B) 41=-68(B) 42=-68(B) 43=-68(B) 44=-56(B)
45=-56(B)46=-56(B) 47=-56(B) 48=-56(B) 49=-56(B) 50=-56(B) 51=-56(B) 52=-56(B) 53=-68(B) 54=-68(B) 55=-68(B) 56=-75(B) 57=-33(B) 58=-33(B) 59=-33(B)
60=-33(B) 61=-33(B) 62=-33(B) 63=-33(B) 64=-23(B) 65=-23(B)66=-23(B) 67=-23(B)68=-23(B) 69=-23(B) 70=-23(B) 71=-23(B) 72=-33(B) 73=-33(B) 74=-33(B)
75=-36(B)
vn'a
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W SEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813.247-7409
CA:9333
KELLY E LYONS, P.E. FL456191
Job
rusS
Truss Type
Fly
0133A
%AMC �.,_..,. C: —-,.::_____
AH9
Roof Special Girder
_
71�
2
Job Reference (optional)
• .. -.. _ ,...,,. �. ,..� � ,.... ,.+�..,. �,.,,.. �..w a ..w is cv a mn en n:uusmns, ma i un rvw u Va:au:zq zvtu ra e 7
gq-0 ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-F u.Yt?zfgcHGJxPiC84yzg2E 5F FA1Hbity xhD
8 541� 4-104 8 10 0 13-7-14 1840-23.0-2 27-10A .29 8-0, 34-7.8 39 7-0 43-2-3 46-9-5 60 8-0
5 1 3 4-8 3-11-12 49 14 4 B-2 4-9-14 '1-10-0' 411-8 4-11 6 3 7 3 3-7 3 3 10 11
5xl0 M18SHS=
6.00 12 2x4 I I
4 36 5
3x5 G
3
2
0 1
4x8 = 3x6 = 3x6 =
6 R
33 32 31 30 29 28 27 26
4x5 = 4x6 = 8x8 = 4x6 = 4x6 = 2x4 II 4x8 =
6x12 \\ 4x10 =
5x5 =
9 5x5 =
25 44 =
3x4 11
7x8 =
Scale = 1:89.2
Special
Special Special
Special Special 4x6 = Special Special
3x8 = Special 3x4 II 3x6 = 3x10 = 3x4 11
2x4 II 7x10 = 20 46 19
Special Special 3x4 11 4x10
Special
Special
Specie
4748 18 49 5017
20 11 6x6 =
Special Special
Special
"42
,1-0.0u 4-104
'1.40" 3-0-e
0-1-12
94-0
, 7-10.0 810p 13.7-14 ,
2-11-12 -0 4-9.14
18-0-0 , 23.0-2 , 28-1.0_
4.8.2�- 4-8.2 5.0-1
,29.8.0
1-7.0
34.7.8
4-it-8
39.7-0
4•it-8
43-2.3
3-7.3
46-M
3.7.3
94-0
50-BA
3-10.11
Plate Offsets (X,Y)--
[4:0-7-0,0-2-01 r9:0-2-8 0-2-41
[21:0-3-12 0-3-41,[24:0-2-4,0-3-81
[31:0-3-8 0-4-01 r33:0-0-13 0-1-91 r33.0-3-0
0-1-41
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.97
Vert(LL)
-0.41 21-22
>999
360
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.81
Vert(CT)
-0.74 21-22
>673
240
M18SHS
244/190
BCLL 0.0
Rep Stress Incr NO
WB 0.89
Horz(CT)
0.15 17
n/a
n/a
BCDL 10.0
Code FBC2017/TPl2014
Matrix -MS
Wind(LL)
0.45 21-22
>999
240
Weight: 696 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins,
BOT CHORD 2x6 SP No.2 `Except' except end verticals.
B4,B6: 2x4 SP No.3, 135: 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 17=2274/0-4-0 (min. 0-1-8), 31=7025/0-8-0 (min. 0-4-2), 33=-3537/0-3-8 (min. 0-1-8)
Max Horz 33=1 82(LC 7)
Max Upliftl7=-798(LC 5), 31=-2229(LC 8), 33=-3746(LC 18)
Max Grav17=2276(LC 18), 31=7025(LC 1). 33=1156(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-320/866, 2-3=-1872/5740, 3-4=-2331/7218, 4-36=-1220/3762, 5-36=-1220/3762, e%
5-6=-1220/3762,6-7=-800/333,7-8=-800/333,8-9=-3632/1199,9-10=-4159/1345, did/
10-11=-6258/2050, 11-37=-7932/2795, 37-38=-7932/2795, 12-38=-7932/2795,
12-39=-7763/2732, 13-39=-7763/2732, 13-14=-3817/1370, 14-40=-3817/1370,
15-40=-3817/1370
BOT CHORD 1-33=-737/292, 32-33=-747/260, 31-32=-5104/1691, 30-31=-6612/2247, 29-30=-6612/2247, 1� -
28-29=-1293/570, 27-28=-1293/570, 26-27=-1293/570, 9-24=-495/1650,
23-24=-1920/6184, 22-23=-3032/9005, 22-43=-3032/9005, 43-44=-3032/9005,
44-45=-3032/9005, 2145=-3032/9005, 12-21=-357/292, 20-46=-131/354, 19-46=-131/354,
19-47=-804/2217, 47-48=-804/2217, 18-48=-804/2217, 18-49=-804/2217, 49-50=-804/2217,
17-50=-804/2217
WEBS 3-32=-354/1308, 3-31 =-1 629/566, 4-31=-6029/1971, 4-29=-1198/3859, 5-29=-284/155,
6-29=-3385/1083, 6-26=-945/2854, 8-26=-2038/740, 24-26=-212/700, 8-24=-1108/3338,
10-24=-3946/1340, 10-23=-407/1107, 11-23=-3014/1255, 11-22=-411/1334,
11-21=-1165/371, 19-21=-1289/3705, 13-21=-1607/4655, 13-19=-2790/1067,
15-19=-765/2223, 15-18=0/258, 15-17=-2992/1035, 2-33=-956/3205, 2-32=-4503/1471
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads notedas (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding. ALLTECH STRUCTURAL
6) All plates are MT20 plates unless otherwise indicated. ENGINEERING, INC.
dArTttA§&891 liftbVn designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2121 W BEARSS AV. TAMPA FL33618
PH:813.247.7400-FAX:813.247-7409
CA:9333
KELLY E LYONS, P.E. FL856191
Job
I russ
Truss Type
Qty
ply
0133A�AHEIA1
Hip
1
Job Reference (optional)
C"
ii
-1— , Illcn llluuOglOJ, uIG. Iuumv JVV.Ou.[o LVLV re e I
y q c ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-C37JlhbwLDX YEZ4JZ602F7b9uunMl/��Y�iLmhmmy xh6
4 5 0 9-0.0 16.5.0 23-10-0 29 65 35-2-11 40.11 0 45 4-e 49-1V 50 8 0
1-5 12 2-11 4 4.7-0 7-5-0 7-5A 5 9-5 5-6.5 5-8-5 4-5 8 0-10-0
SX10 =
6.00 12
Scale = 1:88.3
3X4 11 3x6 = 3x4 11
3X10 = 3X6 = 3x5 = 3x5 = 3x4 11 5x5 =
13 14
cn
5 o
aI
26 25 24 23 22 21 5x10 M18SHS= 17 16 15
4x5 — 4x6 II 4x12 = 3x6 — 5x12 = 3x4 II 3x4 II 4x10 = 5x5 =
7x8 =
b442 9.4.9
9-0-0
i1.4-Ou 4-5.0 , 9-0-0 155-0 23A 0 , 32_ 1 , 40.11-0 , 45-0•B , 50.8-0 ,
1-4-0° 2-it-4 4-7-D 7-5.0 7-5.0 B-O-B B•6-8 4.5.8 53.8
0.1-12
Plate Offsets (X,Y)— [3:0-6-13,Edge],r4:0-8-0,0-2-81 [5:0-3-8 0-1-81,[13:0-2-8,0-2-41,[19:0-5-0,0-3-01 [20:0-5-4 0-2-121 [24:0-3-8 0-2-01 [26.0-3-8 Ed4el
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.76 19-20 >731 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -1.49 19-20 >372 240 M188HS 244/190
BCLL ().0 Rep Stress Incr YES W13 1.00 Horz(CT) 0.38 15 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.72 19-20 >768 240 Weight: 299 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
83: 2x4 SP No.3, B4: 2x4 SP No.1 WEBS 1 Row at midpt 3-25, 9-18
WEBS 2x4 SP No.3 `Except` MiTek recommends that Stabilizers and required cross bracing
W2,W4: 2x4 SP No. 1, W7,W11: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer
Installation quide.
REACTIONS. (lb/size) 26=-3395/0-3-8 (min. 0-1-8), 25=5660/0-8-0 (min. 0-6-11), 15=1474/0-4-0 (min. 0-1-12)
Max Horz 26=202(LC 7)
Max Uplift26=-3470(LC 18), 25=-1396(LC 8), 15=-392(LC 5)
Max Grav26=795(LC 8), 25=5660(LC 1), 15=1474(LC 1) i
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-167/532, 2-3=-144/628, 3-4=-198/606, 4-30=-1674/499, 5-30=-1674/499, "
5-6=-4651/1215, 6-7=-4651/1215, 7-8=-4717/1217, �8-9=-5260/1289, 9-10=-3889/997,
10-31=-3889/997, 11-31=-3889/997, 11-12=-3822/986, 12-13=-1479/439
BOT CHORD 1-26=-486/167, 25-26=-4591/1141, 24-25=-4591/1141, 23-24=-591/195, 22-23=-591/195,
7-20=-339/193, 19-20=-1242/5290, 18-19=-1175/5027, 11-18=-265/203 ' y, ��/'
WEBS 3-26=-1267/5171, 3-25=-5431/1401, 3-24=-1066/4553, 4-24=-1872/542. 4-22=-649/2613, -,r J
5-22=-1584/520, 20-22=-347/1612, 5-20=-766/3185, 8-20=-647/209, 9-19=0/418,
9-18=-1261/354, 16-18=-429/1532, 12-18=-671/2786, 12-16=-1767/560, 13-16=-450/1793, p'E/
13-15=-1415/490
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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) 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 3470 lb uplift at joint 26, 1396 lb uplift at
joint 25 and 392 lb uplift at joint 15.
8) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward
movement at the bearings. Building designer must provide for uplift reactions indicated.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247.7400-FAX:813.247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
I russ
I russ I ype
Qty
ply
33
0133A
AH11
Roof Special
1
1
Job Reference o tional
-- ---�-„'•' -_.-_...._..__ ,..u,. v.wvo ,vuv ,a ..I rm u. o. iou s,vuv io—f ivnium ino mub,,uu. we Nov au%ou;zf ZuZu ra el
0 ID:bOydnXKyuk5YJBRXcsbcV4zlHOV gGZhV1cY6XfgAO7HtGdfbSgnwIGAI�I8s9WFJCy xhA
5-9 4 1t__0 15-10.0 20-10A . 25-10-0 , 28-1-0 i 33-10-0 39-7.0 44.8.8 49-10-0 50.8 o
1-5-12 4-2.8 5-1-12 ' 5-0-0 ' 5-0-0 5-0-0 2-3-0 5-9.0 5-9-0 5-1-8 5-1.8 0-10-0
5x10 M18SHS
4x5 = 5x5 = 6x6 =
6.00 12 4 s� G G 7 Sr7 = 2X4 11 3x6 = _
A..G —
28 27 26 25 P4 23 22 21 17
4x5 = 3x6 = 5x5 = 2x4 II 3x4 II
6x6 = 6x6 = 4x5 = 4xl0 =
Scale = 1:90.0
3x4 11
r�s =
13 14
r?
V5 N
vI�
16 15
4x8 = 3x5 =
B.bl)2 9.4.0 28-1-0 94-0
1.4-On 8.2-0 , 10-10-0 , 18-4.0 i ___ 25.10-0 ,27-8-0, i 33-10-0 i 39-7.0 , 44-&8 50.80
1" 6-8-0 2.8.0 7.6.0 7.8-0 '1.10-0'' S-8.0 5.9.0 5.1.8 5-11.8
0-1-12 0.5-0
Plate Offsets (X,Y)-- [4:0-7-4,0-2-81,[6:0-2-8.0-3-01 [7:0-2-12 0-1-121 [8:0-5-4 0-3-41 [13:0-2-8 0-2-41 [18.0-6-0 0-5-01 [20.0-5-12 0-4-01 [24.0-2-8 0-3-41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.46 19-20 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.89 19-20 >568 240 M18SHS 244/190
BCLL 0.0 ' Rep Stress Incr YES WI3 0.90 Horz(CT) 0.25 15 n/a n/a
BCDL 10.0 Cade FBC2017[TP12014 Matrix -MS Wind(LL) 0.44 19-20 >999 240 Weight: 317 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No,2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
T1: 2x4 SP No.1 end verticals.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-11-12 oc bracing.
B5: 2x4 SP No.3 WEBS 1 Row at midpt 5-25, 7-23, 8-22
WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pts 4-27
W8,W2: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation auide. -
REACTIONS. (lb/size) 27=4458/0-8-0 (min. 0-5-4), 15=1195/0-4-0 (min. 0-1-8), 28=-1909/0-3-8 (min. 0-1-8)
Max Horz28=223(LC 7) —
Max Uplift27=-1102(LC 8), 15=-331(LC 5), 28=-2091(LC 18) - -
Max Grav27=4458(LC 1), 15=1195(LC 18), 28=461(LC 5) _
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1151358, 3-4=-969/4175, 4-32=-404/1942,,5-32=-404/1942, 5-6=-260/84, "
6-7=-1272/398, 7-8=-3495/918, 8-9=-3562/905, 9-33=-3562/905, 10-33=-3562/905,
10-11=-3326/854, 11-12=-3326/854, 12-13=-1293/389 �-
BOT CHORD 27-28=-3184/762, 26-27=-1985/571. 25-26=-1985/5,71, 24-25=-558/205, 23-24=-90/578, ' r
19-20=-638/3044, 18-19=-883/3384, 10-18=-352/173 ��
WEBS 3-27=-833/324, 4-27=-4061/994, 4-25=-331/1604, 5-25=-2091/538, 5-24=-272/1406,
6-24=-1227/375, 6-23=-238/1108, 7-23=-1843/449,.8-19=-223/571, 9-19=-363/203, g
10-19=-45/255, 16-18=-403/1323, 12-18=-545/2289, 12-16=-1356/485, 13-16=-382/1482, 1
8-20=-1971/578, 20-23=-297/1702, 7-20=-875/3681;, 13-15=-1157/451, 3-28=-778/3585
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; 'TCDL=4.Opsf, BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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) This truss has been designed for 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 1102 lb uplift at joint 27, 331 lb uplift at
joint 15 and 2091 lb uplift at joint 28.
8) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward
movement at the bearings. Building designer must provide for uplift reactions indicated.
LOAR CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FLOS6191
Job
Truss
Truss Type
ty
y
0133A
AH11A
Hip
1
1
Job Reference (optional)
vra, i ampa,ri, Pedro Jimenez Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MITek Industries, Inc, Tue Nov 3 09:50:29 2020 Page 1
0 94-0 ID:bOydnXKyuk5YJ8RXcsbcV4zlHOV-cehRwjdoe8vYPiH( hg7gtl7J8yaZtN,6JJ?MN5yMxh8
1-�1� 6.2.14 11-0-0 17-5.0 23-10-0 29-9.8 35-9.0 41-8-8 7- 0-0 50.8-
S 1 492 4.9-2 6-5-o511.8511 8 61 8 2-10.0
Scale = 1:88.2
5x7 =
5x6 =
6.00 12 4 31 5
TO
3x4 11 05
3x6 = 3x8 = 2x4 II 3x6 = 5x8 =
—
6 7 e T, 9 3210 4x5 � 1 12
v F-- An
a - i
3x8 MT1-8-F11
27 26 25 24 23 22 3x10 = 16 15 14
4x5 — 6x6 — 3x6 = 010 = 3x4 II 3x4 11 08 = 3x4 II
5x7 =
951•t2 94-0 9.4-0
,1-4-0„ 4.5.0 11-0.0 , 17.5-0 i 23.10.0 29.9.8 35-9-0 41-8-8 47.10-0 fi0.B-0
'1 4-011 2-11.4 6.7-0 6.5.0 B•$-0 5.1 -B 5.11•B 5-11-8 6.1.8 &10-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL
20.0
Plate Grip DOL
1.25
TC 0.87
Vert(LL)
-0.58 20-21
>948
360
MT20
244/190
TCDL
7.0
Lumber DOL
1.25
BC 0.79
Vert(CT)
-1.10 20-21
>505
240
MT18HS
244/190
BCLL
0.0
Rep Stress Incr
YES
WB 0.99
Horz(CT)
0.41 14
n/a
n/a
BCDL
10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
0.55 20-21
>999
240
Weight: 311 lb
FT = 20%
LUMBER-
.
BRACING-
TOP CHORD 2x4 SP No.2 Except TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins, except
T1: 2x4 SP No.1 end verticals.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-11-3 oc bracing.
B3: 2x4 SP No.3, 134,135: 2x4 SP No.1 WEBS 1 Row at midpt 2-26, 3-26, 5-23
WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing
W1,W7,W12: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 14=1502/0-4-0 (min. 0-1-12), 27=-2956/0-3-8 (min. 0-1-8), 26=5192/0-8-0 (min. 0-6-2)
Max Horz27=224(LC 7)
Max Upliftl4=-376(LC 8), 27=-3000(LC 18), 26=-1262(LC 8)
Max Grav 14=1502(LC 1), 27=669(LC 8), 26=5192(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-74/315, 2-3=-1135/4676, 3-4=-449/176, 4-31=-1701/533, 5-31=-1701/533, -
5-6=-4177/1107, 6-7=-4216/1112, 7-8=-4216/1112, 8-9=-4363/1128, 9-32=-4363/1128, 4
10-32=-4363/1128, 10-11=-4363/1128, 11-12=-3365/888, 12-13=-838/278,
13-14=-1488/387
BOT CHORD 26-27=-342/48, 25-26=-1923/448, 24-25=-1923/448, 23-24=-79/322, 6-21=-319/182, F
20-21 =-1 042/4711, 19-20=-1042/4711, 18-19=-10&4711, 17-18=-909/3401,
11-17=-872/327 ®.17
WEBS 2-27=-596/2767, 2-26=-4054/1063, 3-26=-4546/1195, 3-24=-547/2605, 4-24=-1300/380, `
4-23=465/1870, 5-23=-1672/510, 21-23=-365/1744', 5-21=-648/2792, 8-21=-589/146,
8-20=0/256, 8-18=-406/107, 9-18=-317/179, 11-18=,-272/1105, 15-17=-222/710,
12-17=-784/3002, 12-15=-1243/430, 13-15=-321/1288
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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) This truss has been designed for a 10.0 psf bottom chord live loan 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 376 lb uplift at joint 14, 3000 lb uplift at
joint 27 and 1262 lb uplift at joint 26.
8) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward
movement at the bearings. Building designer must provide for uplift reactions indicated.
LOAD CASE(S) Standard ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813.247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FLOS6191
Job
Truss -
toss ype
y
0133A
AH13A
Hip
1
1
Job Reference (optional)
-9.4-0
O. IOU 4 NUV IJ LU I IVII I UK
6.00 12 5x7 =
5x10
4x6 5 1
2x4 11 4
3
1 2
31 30 29
3x6 =
4x5 = 6x8 =
7x10 \\
6
4x5 = 3x5 =
7 8
0
25
5x6 =
26 27 6x8 =
4x8 = 3x4 II 3.00F1y
Scale = 1:89.5
2x4 II
3x6 =
3x8 =
3x6 =2x4 II
6x8 =
9 10
11
12 3
13 4x5 = 14 15
W11
W1
4x5 O
0
0
e
16
0
AS
7
24 23
22
21
5
LQ
v Id,
WO M18SHS=
2x4 I I
6x8 =
8x8 I
a
3x8 =
19 18
17
3x4 II
3x5 II
4x8 =
0442 9-0-0 94-0
1-0-0 45.0 13-0.0 16-2-0 19-7-8 26-1-13 32-8-3 39-2.8 43.8.8 45.10.0 50.8.0
1.4-0 2-11-0 8-7-0 3-2-0 35-8 8.8.5 6.6.5 6-0-5 2.1.8 4.10-0
0.1-12
Plate Offsets (X,Y)-- [4:0-3-0,Edgel [6:0-5-4,0-1-12] 1`15:0-5-8 0-2-0].[20:0-4-0,0-5-81,[21:0-5-4,Edgel,[26:0-6-0,0-3-01 [31:0-0-13,0-1-91 [31:0-2-0 0-1-41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.51 22-24 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.94 22-24 >588 240 M18SHS 244/190
BCLL 0.0 ' Rep Stress Incr YES W13 0.99 Horz(CT) 0.48 17 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.47 22-24 >999 240 Weight: 323 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins, except
T1: 2x4 SP No.1 end verticals.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
B3: 2x4 SP No.3, 136: 2x4 SP No.1 WEBS 1 Row at midpt 6-28, 11-21, 15-18
WEBS 2x4 SP No.3 2 Rows at 1/3 pts 5-30
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation auide.
REACTIONS. (lb/size) 17=1547/0-4-0 (min. 0-1-13), 30=4437/0-8-0 (min. 0-5-4), 31=-2246/0-3-8 (min. O.1-8)
Max Horz 31 =246(LC 7)
Max Uplift17=-388(LC 8), 30=-1065(LC 8), 31=-2253(LC 18) -
Max Grav 17=1 547(LC 1), 30=4437(LC 1), 31=489(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-87/378, 2-3=-853/3521, 3-4=-764/3389, 4-5=-750/3482, 5-6=-11131364,
6-7=-2087/611, 7-8=-3341/899, 8-9=-4230/1109, 9-10=-4230/1109, 10-11 =-4230/1 109,
11-12=-3432l909, 12-35=-3432/909, 13-35=-3432/909, 13-14=-3420/902, 14-15=-1842/538, -
15-16=-1195/372,16-17=-1505/417
BOT CHORD 1-31=-325/93, 30-31=-443/66, 7-26=-1438l380, 25-26=-419/2146, 24-25=-692/3372,
23-24=-894/4255, 22-23=-894/4255, 21-22=-894/4255, 20-21=-497/1911, 14-20=-1413/402 1
WEBS 3-30=-319/179, 5-30=-4409/1089, 5-28=-210/1363,6-28=-14631343, 26-28=-207/1102, I�
6-26=-46612088, 7-25=-413/1794, 8-25=-823/284, 8-24=-231/1044, 10-24=-357/201,
11-22=0/274, 11-21=-974/233, 13-21=-316/198, 14-'21=-463/2000, 18-20=-330/1343,
15-20=-57312212, 15-18=-1739/493, 16-18=-291l1326, 2-31=-488/2088, 2-30=-2852/735
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 388 lb uplift at joint 17, 1065 lb uplift at
joint 30 and 2253 lb uplift at joint 31.
8) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward
movement at the bearings. Building designer must provide for uplift reactions indicated.
LOAIJ CASE(S) Standard ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS A1/. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job IAH15A
TfUSS rHip
0133A
9-4-0
6.00 12
5x5 =
4x5 =
A
3x5 = 3x6 = 2x4 II 5x7 = 5x10 =
Scale = 1:89.5
3x6 = 4x10 = 11 3.00 Fi2 11
3x5 II
4x5 = 3x4 I I
3x4 =
6x10 II
9-4-0 9-4-0
9-4-0
:0-0-4,
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.86
Vert(LL)
-0.44 14-15
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.94
Vert(CT)
-0.85 14-15
>652
240
BCLL 0.0 "
Rep Stress Incr
YES
WB 0.93
Horz(CT)
0.45 11
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Wind(LL)
0.41 14-15
>999
240
Weight: 302 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals.
T3,T5,T4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
BOT CHORD 2x4 SP No.2 *Except* 1 Row at micipt 4-16
B1,B5: 2x4 SP No. 1, B3: 2x4 SP No.3 WEBS 1 Row at midpt 2-20, 3-18
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
WEDGE be installed during truss erection, in accordance with Stabilizer
Left: 2x8 SP No.2 Installation quide.
REACTIONS. (Ib/size) 11=1660/0-4-0 (min. 0-1-14), 20=2646/0-8-0 (min. 0-3-2), 1=-567/0-3-8 (min. 0-1-8)
Max Horz 1=270(LC 7)
Max Upliftl 1 =-420(LC 8), 20=-566(LC 8). 1=-697(LC 18)
Max Grav11=1660(LC 1), 20=2646(LC 1), 1=95(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-169/1231, 2-3=-1555/536, 3-4=-2389/731, 4-5=-4046/1101, 5-6=-4426/1171,
6-7=-4426/1171, 7-8=-4426/1171, 8-26=-3688/988,i9-26=-3688/988, 9-10=-1930/518,
10-11=-1607/443
BOT CHORD 1-20=-1033/178, 19-20=-298/921, 18-19=-298/921, 4-16=-1332/302, 15-16=-498/2483,
14-15=-852/4067, 13-14=-790/3727, 12-13=-383/1697
WEBS 2-20=-2924/696, 2-18=01795, 3-18=-1486/272, 16-16=-449/2169, 3-16=-289/1623,
4-15=-460/2054, 5-15=-637/249, 5-14=-70/514, 7-14=-419/237, 8-14=-193/838,
8-13=-828/319, 9-13=-568/2446, 9-12=-851/292, 16-12=-345/1731
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 lb uplift at joint 11, 566 lb uplift at
joint 20 and 697 lb uplift at joint 1.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W SEARSS AV. TAMPA FL33618
PH:81 3-247-7400-FAX:81 3-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
Truss
cuss Type
y
0133A
AH17
Roof Special
1
1
,",_Q T„�- C, o a-- „m-_ -
_
Job Reference (optional)
6.00 12
ZO .. - JI
3x5 = 3x6 =
4x5 =
4x10 II
9-4-0 9-4-0
5x5 =
5x5 =
6x8 = 4x5 =
L.i 7 a
21 04 °O 20 19
4x8 = 5x8 = 3x4 II
2x4 11
9
3x5 =
3x6 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.95
Vert(LL)
-0.35 17-18
>999
360
TCDL
7.0
Lumber DOL
1.25
BC 0.81
Vert(CT)
-0.68 17-18
>751
240
BCLL
0.0 '
Rep Stress Incr
YES
W13 0.92
Horz(CT)
0.35 14
n/a
n/a
BCDL
10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.33 17-18
>999
240
LUMBER- BRACING-
3.00112
Ulu. , U9 NOV 3 UW:0U:J0 ZUZU Y481
'vfimSMXILwLyig5(jyvuBD7Byxhl
50-8-0
6-10-0
Scale = 1:93.0
5x8 =
12
415
4 13
d)
ob
6
i_
9-4-0
PLATES GRIP
MT20 .244/190
Weight: 328 lb FT = 20%
TOP CHORD 2x4 SP No.2 Except TOP CHORD Structural wood sheathing directly applied, except end verticals.
T1: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing.
BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-23, 6-21, 7-20
B3: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 SP No."Except" be installed during truss erection, in accordance with Stabilizer
W8: 2x4 SP SP No.2 WEDGE Installation uide.
Left: 2x8 SP No.2
REACTIONS. (lb/size) 14=1433/0-4-0 (min. 0-1-10), 23=2777/0-8-0 (min. 0-3-4), 1=-472/0-3-8 (min. 0-1-8)
Max Horz 1=290(LC 7)
Max Upliftl4=-360(LC 8), 23=-675(LC 8). 1=-609(LC 18)
Max Grav 14=1433(LC 1), 23=2777(LC 1), 1=148(LG5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-275/1313, 2-3=-291/1408, 3-4=-273/1528, 4-5:=-933/351, 5-6=-774/353,
6-7=-1580/577, 7-8=-3168/845, 8-9=-3293/873, 9-10=-3293/873, 10-11=-3293/873,
11-29=-2969/798, 12-29=-2969/798, 12-13=-1639/442, 13-14=-1380/383
BOT CHORD 1-23=-1130/250, 21-32=-203/1082, 32-33=-203/1082, 20-33=-203/1082, 8-18=-402/183, n /�
17-18=-596/3201, 16-17=-644/2989, 15-16=-331/1433
WEBS 2-23=-430/225, 4 23 2522/662, 4-21=-174/1225, 6,-21=-1004/265, 6-20=-439/1473,
7-20=-2791/706,18-20=-353/1953, 7-18=-537/2722. 9-17=-313/177, 11-17=-83/386,
11-16=-578/247, 12-16=-422/1894, 12-15=-689/262, 13-15=-290/1455
NOTES-
1) Unbalanced roof live loads have been considered for this design.,
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Bearing at joint(s) 14 considers parallel to grain value using ANSI77PI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing, plate capable of withstanding 360 lb uplift at joint 14, 675 lb uplift at
joint 23 and 609 lb uplift at joint 1.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
o
1russ
Truss Type
ty
y
0133A
�AI-117A
Hlp
1
1
[Job
'^�Ps T F
Reference o tional
ampa, I, Pedro Jimenez Run: 8.130 s Nov 13 2017 Print: 8.130 a Nov 13 2017 MIT& Industries, Inc. Tue Nov 3 09:50:38 2020 Page 1
9-4-0 9.4.0 ID:bOydnXKyuk5YJMesbcV4zIHOV-rNkrpokSWv2H 4T004KEXndhhkONf,7�.1pCgKC3yMxh1
1 5-9-0 10-11-8 16-2-0 17-0 0 23-7$ 1 29.5.0 35-2-8 41-1 '0 46-1-4 50.8-0
5-9-0 5-2-80.10.0 8 5-9.8 ' 6-7-6 4-3.4 4.6.12
Scale = 1:89.5
2x4 11
5x5 = 3x5 = 3x6 =
6.00 F12 3x4 11 5x8 =
41 Gu 3.00112 14
3x6 = 4x8 = 3x4 II 5x5
4x5 = 3x4 //
Sx10 II
6a-12 94-0 M-0
i1-4.0u 4.5-0 10-11-8 , 1121 2F{-7.8 29.5.0 35.2-8 41.10.0 50.8.0
1.4.0" 2-11.4 ' 8-0-e 5-2-8 7.5.8 5.9.8 5-9.8 8-10-0
0-1-12
Plate Offsets (X,Y)-- [1:0-0-4,Ed4el [1:0-0-12 Edgel [6:0-2-8 0-2-41, [11:0-6-0,0-2-81, [15:0-3-0 0-3-41, [19:0-2-12.0-2-81
LOADING (psf) SPACING- 2-0-0 CSJ. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.35 17-18 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.66 18-19 >838 240
BCLL 0.0 Rep Stress Incr YES WI3 0.79 Horz(CT) 0.40 14 n/a rite
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.32 17-18 >999 240 Weight: 318 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
T3,T4: 2x4 SP No.1 end verticals.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing.
B1: 2x4 SP No. 1, 63: 2x4 SP No.3 WEBS 1 Row at midpt 12-14
WEBS 2x4 SP No.3 WEDGE MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Left: 2x8 SP No.2 1—Installation guide.
REACTIONS. (lb/size) 23=2724/0-8-0 (min. 0-3-3), 14=1652/0-4-I) (min. 0-1-14), 1=-637/0-3-8 (min. 0-1-8)
Max Horz 1=292(LC 7)
Max Uplift23=-600(LC 8), 14=-417(LC 8), 1=-687(LC 18)
Max Grav23=2724(LC 1), 14=1652(LC 1), 1=111(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-210/1310, 2-3=-1602/472, 3-4=-1532/489, 4-5-' 2444/706, 5-6=-2406/758,
6-7=-3743/1014, 7-8=-3882/1033, 8-9=-3882/1033,:9-10=-3882/1033, 10-29=-3520/948,
11-29=-3520/948, 11-12=-2109/591
BOT CHORD 1-23=-1095/212, 22-23=-269/134, 21-22=-269/134, 18-19=-430/2254, 17-18=-725/3758, �s
16-17=-661/3540,15-16=-364/1901,14-15=-273/1266
WEBS 2-23=-2589/662, 2-21=-256/1533, 4-21=-1182/323, 19-21=-303/1456, 4-19=-131/934, y
6-19=-447/65, 6-18=-404/1937, 7-18=-536/218, 7-17=-25/262, 8-17=-271/151,
10-17=-100/500, 10-16=-696/274, 11-16=-477/2079, 11-15=-588/215, 12-15=-122/884, V
12-14=-2117/492 -
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 23, 417 lb uplift at
joint 14 and 687 lb uplift at joint 1.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
Truss
runs Type-y
0133A
AH19
Hip
1
1
was •r.n,,,eci oon.,, n..,e,.e,
.. ...--
-• -------..
Job Reference (optional)
_ .__
l'y7`
O
9-4-0
ID:bOydnXKyuk8YJ6RXcsbc'
3 17-0_0 21-2A 25 4.0 30-3 4 35-2.8
13 5-5 13 4-2-0 4-2-0 ' 14
4-11 4
6.00 12
5x5 = 45 3x4 11 6x5 = 2x4 11
=
5x7 =
mu. l ue
Scale = 1:89,5
4 II
2 M
O
Qb
5 � cQ
A
-" 18 17 3.00 L12 13
4x5
US = 3x6 = 8x8 = 3x4 II 5x5
=
4x10 II
D4 2 94-0 9-4.0
,1-0-0„ 8-2.0 17.0.0 254.0 35-2-6 41-10.0 50-8-0
1.4.0' 6-" 8-10.0 8.4-0 9.10.8 8.7-8 8-10-0
0.1-12
Plate Offsets (X,Y)-- 11:0-0-0,1-2-31 11:0-0-12 Edgel 15.0-2-8 0-2-41,(8:0-2-8,0-3-01,[10:0-5-4.0-2-81 114:0-3-0 0-3-41 116:0-2-12 Edgel 118:0-2-0 0-3-41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.43 15-16 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.94 15-16 >539 240
BCLL 0.0 Rep Stress Incr YES WI3 0.81 Horz(CT) 0,31 13 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.23 15-16 >999 240 Weight: 318 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
133: 2x4 SP No.3, 134: 2x4 SP No.1 WEBS 1 Row at midpt 4-20, 6-18, 11-13
WEBS 2x4 SP No.3 WEDGE MiTek recommends that Stabilizers and required cross bracing
be installed duringtruss erection, in accordance with Stabilizer
Left: 2x8 SP No.2 Installation uide
REACTIONS. (lb/size) 20=2449/0-8-0 (min. 0-2-14), 13=1478/0-4-0 (min. 0-1-11), 1=-189/0-3-8 (min. 0-1-8)
Max Horz 1=292(LC 7)
Max Uplift20=-594(LC 8), 13=-371(LC 8), 1=-340(LC 18)
Max Grav20=2449(LC 1), 13=1478(LC 1), 1=92(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-179/831, 2-3=-190/908, 3-4=-172/1029, 4-5=-1158/403, 5-6=-977/400,
6-7=-2884/780, 7-8=-2912/775, 8-9=-2981/798, 9-26=-2971/792, 10-26=-2971/792,
10-11=-1844/523
BOT CHORD 1-20=-764/151, 20-27=-128/310, 19-27=-128/310, 19-28=-128/310, 18-28=-128/310,
7-16=-251/144, 15-16=-586/3074, 14-15=-325/1661', 13-14=-250/1120
WEBS 2-20=-363/208, 4-20=-2243/588, 4-1 8=-1 20/1024, 5-18=-38/300, 6-18=-17661405,
16-18=-356/1888, 6-16=-326/1810, 8-16=-266/115, 9-15=-350/195, 10-15=-360/1692,
10-14=-488/192,11-14=-102/757,11-13=-1864/427:
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 594 lb uplift at joint 20, 371 lb uplift at
joint 13 and 340 lb uplift at joint 1.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
I toss
ss ype
y
0133A
AH19A
FHIp
1
1
JJob
IA/PC Tomne FI Deri.n n..,e.,e-
.. _ .. .__.__
Reference (optional)
- Run: o.uu s rvov 1 a zui t vnni: d.i 3U s Nov 13 201 / MITeK Inaust ies, Inc. Tue Nov 3 09:50:40 2020 Page 1
9 a- 94-0 ID:bOydnXKyuk5YJ6RXesbcV4zlHOV-nmscEUmi2Xl EOdn8VMicCi YYise rW9RFyyMxgz
�6 4 Al 13-9-0 19.0-0 25.7-8 33-2-8 39-10.0 45-1-4 50.8-0
4-6-4 ' 3-1-12 5.3-0 5-3-0 6-7-8 7-7-0 6-7-8 5 3-4 5 6 12
5x7 =
6.00 12 3x5 = 3x6 =2x4 II 5x7 =
6 7 o __ in
Scale = 1:89.5
i�
20 _ ....... — 13
4x5 = 5x7 = 3x4 II
4x10 11
D$W 9.4-0
9A
-
04-0n 8-2.0 PO 39 9-0-0 25-7-8
.0.8.4 6-7-8
3-208 3961-080 -4
304
7
0-1-12
Plate Offsets (X,Y)— [1:0-0-0,1-2-31 fl:0-0-12 Edoel [6:0-5-4 0-2-81,_[10:0-5-4,0-2-81,[15:0-2-8
0-3-01 fl8:0-2-4.0-3-01 [20:0-5-4 0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL) -0.21 16-17 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.87
Vert(CT) -0.49 16-17 >999 240
BCLL 0.0
Rep Stress Incr YES
Wb 0.76
Horz(CT) 0.25 13 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL) 0.19 16-17 >999 240
Weight: 304 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 5-4-6 oc bracing.
WEDGE
Lek: 2x8 SP No.2
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation auide.
REACTIONS. (lb/size) 20=2576/0-8-0 (min. 0-3-1), 13=1443/0-4-0 (min. 0-1-10), 1=-281/0-3-8 (min.0-1-8)
Max Horz 1=314(LC 7)
Max Uplift20=-661(LC 8), 13=-357(LC 8), 1=-382(LC 18)
Max Grav20=2576(LC 1), 13=1443(LC 1), 1=136(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=219/859, 2-3=-284/1214, 3-4=-703/199, 4-5=-643/212, 5-6=-1520/436,O" Y
6-7=-2513/670, 7-8=-2694/720, 8-9=-2694/720, 9-2Ei=-2683/714, 10-26=-2683/714,
10-11=-1906/538, 11-12=-1442/404, 12-13=-1396/373
BOT CHORD 1-20 708/178, 19 20=-1169/373, 18-19=-130/657,'17-18=-215/1339, 16-17=-393/2527,
15-16=-268/1705, 14-15=-208/1291 J
WEBS 2-20=-448/178, 3-20=-1943/548, 3-19=-405/1924, 5-19=-1242/346, 5-18=-115/919,
6-18=-618/167, 6-17=-314/1570, 7-17=-560/257, 7-16=-53/263, 9-16=-406/226,
10- 1 6=-251/1344, 10-15=-333/132, 11-15=-73/560, 111-14=-850/249, 12-14=-267/1384
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 661 lb uplift at joint 20, 357 lb uplift at
joint 13 and 382 lb uplift at joint 1.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
P H:813-247-7400- FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
JOD
Truss -
russ Type
ty
y
0133A
AH21
Hip
1
1
JJob
- _
Reference o tional
9.4.0 - - -- s-4-0 hum
ID:bOydnXKyuk5YJ6RXosbcV4zlHOV GyPMSpnKpgQrrYCzhCtx9PFCtx?CAY4AvZnOyMxgy
8 85 12-10.3 19-0-0 25 4-0 33-2-8 39 10-0 45-1-4 50-M
6-B•5 6-1-13 6 1-13 6.4-0 7-10-8 6-7-8 5-3-4 5.6.12
Scale = 1:89.5
5x8 =
4x5 = 3x6 =2x4 11 5x7 =
6.00 F12 5 6 A a
is to lr — 12
12
4x5
US = 3x6 = 4x8 = 3x4 11 3x4 II
=
4x10 II 2x4 II
9.5.t2
,1-4-on
'1-0-0"
0.1-12
9.4-0
8.2-0 12-10-3 ,
6.8-0 4.8-3
19-0.0
6-1-13
25-4-0
6.4-0
33.2-8
7-10.8
39-10-0
6-7-8
9.4-0
45.14 50.8-0
5-3-4 5.6.12
Plate Offsets (X,Y)--
[1:0-0-0,1-2-31 [1:0-0-12 Edge]
[5.0-6-0 0-2-81,[9:0-5-4,0-2-81,[14:0-2-8,0-3-01,[16:0-6-4,0-4-121
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.70
Vert(LL)
-0.25 15-16
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC
1.00
Vert(CT)
-0.59 15-16
>860
240
BCLL 0.0 '
Rep Stress Incr YES
WI3
0.87
Horz(CT)
0.31 12
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Wind(LL)
0.21 15-16
>999
240
Weight: 324 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.2 `Except'
63: 2x4 SP No.3
WEBS 2x4 SP No.3
WEDGE
Left: 2x8 SP No.2
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracingExce t
WEBS
REACTIONS. (lb/size) 21=2271/0-8-0 (min. 0-2-11), 12=1500/0-4-0 (min. 0-1-11), 1=-33/0-3-8
Max Horz 1=314(LC 7)
Max Uplift2l=-557(LC 8), 12=-375(LC 8), 1=-196(LC 18)
Max Grav21=2271(LC 1), 12=1500(LC 1), 1=67(LC 5)
P
6-0-0 oc bracing: 1-21
2-2-0 oc bracing: 15-16.
1 Row at midpt 4-21. 5-18, 6-15
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
(min. 0-1-8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown,
TOP CHORD 1-2=-138/612, 2-3=-120/621, 3-4=-100/756, 4-5=-1340/466, 5-6=-2878/772,
6-7=-2887/782, 7-8=-2887/782, 8-27=-2875/776, 9-27=-2875/776, 9-10=-2004/569,
10-11 =-1 503/423, 11-12=-1453/391
BOT CHORD 1-21=-576/114, 20-21=-160/733, 19-20=-160/733, 19-28=-160/733, 18-28=-160/733,
6-16=-454/231, 15-16=-475/2903, 14-15=-289/1794, 13-14=-222/1347
WEBS 2-21=-352/218, 4-21=-2168/500, 4-18=-62/726, 5-1 8=-1 170/252, 16-18=-228/1375,
5-16=-406/2280, 8-15=-429/239, 9-15=-294/1473, 9-14=-366/139, 10-14=-83/598,
10-13=-893/263, 11-13=-287/1446
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; 'rCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 557 lb uplift at joint 21, 375 lb uplift at
joint 12 and 196 lb uplift at joint 1.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
Truss
I fuss I ype
Q
Vly
0133A
AH21A
Hip
1
1
Job Reference (optional)
mu. ,uo rvuv JUOAU.4L LVLV ran i
9 4 g q.0 ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-kBzMf9nyaBYiTin9Fw0AhdnLDLRsMvJgeYKry xgx
�6 4 8 6-0 14.9.0 21-0.0 27-7-8 31-2-8 37-10-0 44-1-4 50.8-0
4,_
4 3.11-12 6-3-0 6-3-0 6 7 8 3-7-0 6-7.8 6 3 4 6.6-12
Scale = 1:89.7
5x7 =
6.00 12
3x5 = 2x4 II 3x6 = 5x7 =
- 6
7 8 9 10
TA
3x5
5 5x6
•
3x6 G 5 T
11
4x5 i 4
3
4x5 Q ro
3
12 0
2x4
10
d
2
18 17
1
19
5x6 = 5x12 = 16
12
3
h
1
.'0
15
h
1 Ri
c 21 3x6 %3x5 %
3x6 � 14
4x5 3.00 12
3x5 3x5
22
13
45 = Sx7 =
3x4 II
4x10 II
tM`dR 9A-0
9.4-0
,1-4-0�, 8.2.0 fifn0 14-9A 21-0.0 27-7-1
I.4-0 6-8-4 0-4�0 6-3-0 6.3.0 6-7-8
37-2-8 37.10.0 , 44-1-4 , 50.8.0
3-7.0 6-7.8
,
0-1-12
6.3-4 6.6-12
Plate Offsets (X,Y)- [1:0-0-0,1-2-31 11:0-0-12 Edge], [6:0-5-4 0-2-81,_L10:0-5-4,0-2-81,[11:0-3-0,0-3-01
[22:0-5-4 0-3-01
LOADING (psf)
SPACING- 2-0-0
Cs' I.
DEFL. in (loc) I/deft Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.86
Vert(LL) -0.18 17 >999 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.58
Vert(CT) -0.36 16-17 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WS 0.75
Horz(CT) 0.23 13 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL) 0.16 17 >999 240
Weight: 311 lb
FT = 20%
LUMBER-
BRACING.
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
WEBS 2x4 SP No.3
6-0-0 oc bracing: 1-22
WEDGE
5-10-7 oc bracing: 21-22.
Left: 2x8 SP No.2
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance
with Stabilizer
Installation ouide.
REACTIONS. (lb/size) 22=2457/0-8-0 (min. 0-2-14), 13=1461/0-4-0 (min. 0-1-10), 1=-179/0-3-8
(min.
0-1-8)
Max Horz 1=336(LC 7)
Max Uplift22=-632(LC 8), 13=-362(LC 8), 1=-273(LC 18)
MaxGrav22=2457(LC 1), 13=1461(LC 1), 1=110(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less Except when shown. -
TOP CHORD 1-2=-178/701, 2-3=-235/1022, 3-4=-1059/279, 4-5=..987/295, 5-6=-1761/491,
6-7=-2458/658, 7-8=-2527/678, 8-9=-2520/674, 9-10=-2520/674, 10-11=-2012/559,
11-12=-1622/441, 12-13=-1407/382
BOT CHORD 1-22=-609/149, 21-22=-984/327, 20-21=-172/943, 19-20=-156/960, 18-19=-219/1550, e v
17-18=-330/2468, 16-17=-217/1786, 15-16=-202/1459, 14-15=-219/1431 — = Q
WEBS 2-22=-390/158, 3-22=-1895/546, 3-21=-404/1973, 5-21=-1090/328, 5-19=-56/751,
6-19=-428/124, 6-18=-234/1292, 7-18=-442/182, 8=17=-288/156, 10-17=-176/1091,
11-16=-33/466, 11-14=-773/251, 12-14=-277/1477
NOTES-
1) Unbalanced roof live loads have been considered for this design.,
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joint(s) 13 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 632 lb uplift at joint 22, 362 lb uplift at
joint 13 and 273 lb uplift at joint 1.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
Truss
Truss ype
ty
y
0133A
AH23
Hip
1
1
WPC T --- a FI Pedro iime�e-
v .._ __ .. .__
Job Reference (optional)
co
0
--•--••••-• •-- Run: o. 30 s Nuv w Gut t rnnt: o.iiJu S nov is zui r mi i eK maustnes, Inc. Tue Nov 3 09:50:44 2020 Pagel
grt_ 9 4-0 ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-gX564rpC6loQl?xYNLRen2tin97EaJ> @m87eOjyMxgv
-7-14 10-9-4 15.10 10 21-0-0'' 25-4 0 27-7-8 31-2-8 37-10-0 44 1 4 50 8-0
5 7-14 5-1-6 5 1-6 5-1-6 % 4-4-0 2-3-8 3-7-0 6 7-8 6 3 4 6 6-12
Scale = 1:89.7
5X7 =
45 = 2x4 II 3x6 = 5x7 =
Gv Za ZZ 15
4x5 = 3x6 = 4x10 = 3x4 11 3x4 11
9-4-0 941.0 9-4-0
0
6
co
44
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL,
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.79
Vert(LL)
-0.21 19-20
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.59
Vert(CT)
-0.39 18-19
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WI3 0.84
Horz(CT)
0.29 15
n/a
n/a
BCDL 10.0
Code FBC20171TPI2014
M6trix-MS
Wind(LL)
0.18 19-20
>999
240
Weight: 354 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP 1'40.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOT CHORD 2x4 SP No.2 *Except* end verticals.
133: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 6-0-0 oc bracing: 1-26
WEDGE 9-10-15 oc bracing: 19-20.
Left: 2x8 SP No.2 WEBS 1 Row at midpt 4-26, 6-23
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 26=2330/0-8-0 (min. 0-2-12), 15=1495/0-4-0 (min. 0-1-11), 1=-87/0-3-8 (min. 0-1-8)
Max Horz 1=336(LC 7)
Max Uplift26=-574(LC 8), 15=-374(LC 8), 1=-203(LC 18)
Max Grav26=2330(LC 1), 15=1495(LC 1), 1=70(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown,
TOP CHORD 1-2=-132/628, 2-3=-158/738, 3-4=-147/851, 4-5=-1121/389, 5-6=-1344/501,
6-7=-2316/657, 7-8=-2564/695, 8-9=-2649/723, 9-1 0=-2640/71 8, 10-11=-2640/718,
11-12=-2078/582, 12-13=-1574/457, 13-14=-1666/444, 14-15=-1442/394
BOT CHORD 1-26=-620/111, 26-32=-140/300, 25-32=-140/300, 25-33=-140/300, 24-33=-140/300, V
24-34=-170/1018, 23-34=-170/1018, 7-21=-824/207, 20-21=-338/2346, 19-20=-356/2570,
18-19=-233/1846, 17-18=-215/1491, 16-17=-232/1463
WEBS 2-26=-344/198, 4-26=-2092/564, 4-24=-173/1104, 5-24=-683/212, 5-23=-10/424,
6-23=-1408/234, 21-23=-246/1654, 6-21=-309/2117, 7-20=-96/648, 8-20=-262/85,
9-19=-355/191, 11-19=-206/1167, 12-1 8=-41/493, 12-16=-797/261, 14-16=-294/1521
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; 'TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 3x5 MT20 unless otherwise indicated.
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, with BCDL = I O.Opsf.
7) Bearing atjoint(s) 15 considers parallel to grain value using ANSIITPI 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 574 lb uplift at joint 26, 374 lb uplift at
joint 15 and 203 lb uplift at joint 1.
ALLTECH STRUCTURAL
LOAD CASES) Standard ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
NSS
Truss Type
Fly
0133A
AH25
Piggyback Base
1
1
umc T.,..... FI P d 1
Job Reference (optional)
a, , e ro imenez Run: 8.130 s Nov 13 2017 Print: 6.130 s Nov 13 2017 MITek Industries, Inc. Tue Nov 3 09:50:45 2020 Page 1
9-4.0 9.4-0 ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-8jfVHBgrt3wHK9Wkw2ytJFPu5ZR(Vki1r7otcw9yMxgu
8.9-9 13.0-10 , 19-3-11 25 4 0 32-5-3 39.6 5 44-11-7 50.8-0
6-9-9 6-3-1 6-3-1 6.0-5 7-1-3 7-1-3 6.5-1 5-8.9
Scale=1:89.5
3=
5x8 x5
4x5 = 3x6 = 5x7 =
6.00 F12 5 s a
4' LU I 12
3x5 = 3x6 = 4x8 = 3x4 II 3x4 II
US 2x4 11
4x10 11
0442 9-0-0
9.4.0
1.4.0 6-2-0 13.0.10 19.3-11 25.4.0 29.5.0 34-5.11 39.6-5 44-11-7 50.6.0
1.4-06-84 4-10.10 6.3-1 6-0.5 4.1.0 5.0.11 5-0-11-8-9
0.1-12
Plate Offsets (X,Y)-- [1:0-0-0.1-2-31 [1:0-0-12 Ed -gel [5:0-6-0 0-2-81,[9:0-5-4,0-2-81,[18:0-6-0 0-3-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.26 17 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.48 16-17 >999 240
BCLL 0.0 Rep Stress Incr YES WI3 0.84 Horz(CT) 0.34 12 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.23 17 >999 240 Weight: 328 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOT CHORD 2x4 SP No.2 *Except` end verticals.
133: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 6-0-0 oc bracing: 1-23
WEDGE 8-9-0 oc bracing: 17-18
Left: 2x8 SP No.2 8-4-15 oc bracing: 16-17.
WEBS 1 Row at midpt 4-23, 5-20
MITek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
REACTIONS. (lb/size) 23=227110-8-0 (min. 0-2-11), 12=1500/0-4-0 (min. 0-1-11), 1=-32/0-3-8 (min. 0-1-8)
Max Horz 1=317(LC 7)
Max Uplift23=-555(LC 8), 12=-376(LC 8), 1=-198(LC 18)
Max Grav23=2271(LC 1), 12=1500(LC 1), 1=65(LC 5) �� '
FORCES. (lb) -Max. Comp./Max. Ten. .
- All forces 250 (Ib) or less except when shown
TOP CHORD 1-2=-135/618, 2-3=-111/615, 3-4=-91/752, 4-5=-1352/473. 5-6=-2714/745, ;�
6-7=-3369/830, 7-8=-3369/830, 8-29=-2530/695, 9-29=-2530/695, 9-10=-2024/576,
10-11=-1532/429, 11-12=-1454/392 ®roy
BOT CHORD 1-23=-584/113, 22-23=-164/770, 21-22=-164/770, 21-30=-164/770, 20-30=-164/770, ' 00
6-18=-1054/291, 17-18=-456/2784, 16-17=-494/301;5, 15-16=-268/1803, 14-15=-281/1781,
13-14=-219/1372
WEBS 2-23=-356/222, 4-23=-2176/495; 4-20=-52/698, 5-20=-1170/249, 18-20=-234/1392,
5-18=-380/2151, 6-17=-122/940, 8-17=-84/813, 8-16=-1162/303, 9-16=-216/1204,
9-14=-363/124, 10-14=-82/582, 10-13=-871/267, 11;-13=-288/1460
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=4.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 555 lb uplift at joint 23, 376 lb uplift at
joint 12 and 198 lb uplift at joint 1. ALLTECH STRUCTURAL
LOAD CASE(S) Standard ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:81 3-247-7400-FAX:81 3-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
Truss
Truss ype
Qty ply
0133A
B
Common
7 1
Job Reference (optional)
-• • -•••I— , --• •' ••••••••• ••'•- nul . V, wu a .— 10 Gu 1 I turn: O. IOU 51N Vv I O ZU I / W111 UK muuSlntj5, Inc. I Ua IVOV s uu;ou:So LUZU Y8 a l
9-4-0 ID:bOydnXKyuk5YJ6RXcsbcV4zIHOV-cwDtVXgTeN28yJ4wUmT6,%T�!bbymc2izUEScITcy xgt
7-10A 15-2.0 I 22.5-12 i 30.4.0
7-10-4 7.3-12 7.3-12 7-10A
44 =
6.00 r2
4
Scale=1:55.6
3x4 = 3x4 = 4x5 = 3x4 = 1.5x4 3x4 =
3x4 =
1.5x4
9A-0
94.0
1-0.01 B 0 10-8-0
19.8-0
28-8-0
30-0-0
2
1-0.0
0 9.0.0
9.0-0
9.0-0
0 01-0-0
Plate Offsets (X,Y)--
[1:0-0-12,Edgel, [7:0-0-12,Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL,
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.58
Vert(LL)
-0.30
9-12
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.79
Vert(CT)
-0.42
9-12
>783
240
BCLL 0.0 '
Rep Stress Incr YES
WI3 0.39
Horz(CT)
0.05
8
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Wind(LL)
0.08
9-12
>999
240
Weight: 157 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 13=1122/0-8-0 (min. 0-1-8), 8=1122/0-8-0 (min. 0-1-8)
Max Horz 13=167(LC 7)
Max Upliftl3=-317(LC 8), 8=-278(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-13. 6-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation quide.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less Except when shown.
TOP CHORD 1-2=-398/14, 2-3=-1380/404, 34=-1283/428, 4-5=-1283/430, 5-6=-1380/406,
,
6-3/47
BOT CHORD 1-13=0/30/335, 12-13=-292/1366, 12-20=-96/933, 11-20=-96l933, 10-11=-96/933, —
10-21=-96/933, 9-21=-96/933, 8-9=-296/1305, 7-8=0/335
_
WEBS 4-9=-99/542, 6-9=-297/249, 4-12=-96/542, 2-12=-297/246, 2-13=-1243/432,
6-8=-1243/401
1
NOTES-
-
1) Unbalanced roof live loads have been considered for this design.
`
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph;,TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
-
-
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left -and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = I O.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint 13 and 278 lb uplift at
joint 8.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
Truss
Truss Type
Qty
0133A
IAIDC Tamn- CI DnA-.. Ilm,.......
BH7
Hip Girder
..
1ply
1
2
Job Reference (optional)
. ••_•.-•..--- ..-. .. -..,, ,.. ... ,....v�.... ,., �., �, m,Ivn nluuvmo',nw. luo rvuv uue.uu.�.a tutu rays I
ID: bOydnXKyuk5YJ6RXcsbcV4zIHOV-1 Vu77Yt&iQjpnpV9u1 pU5aYOAofApxwQrP3xyMxgq
11-0 7-0-0 12.5.15 17_10.1 23-0-0 26-0-12 30-0A
3 11-4 3-0-12 5 5-15 5 4.3 5.5-15 3.0-12 3-11.4
Special
Special Special 3x8 =
4x8 =
Special Special ?1.5x4 II Special 3x4 = Special Special Special
4x4 =
6.00 12 3 22 23 4 24 25 5 6 26 27 7
�1
Scale = 1:50.2
1.5x4
D&x42
9
0
15 28 28 14 13 30 12 31 11 32 33 10
4x6 — 3x4 = Special Special 4x6 = Special 4x6 = 2x4 11 Special Special 3x8 —_ 4x6 =
5x10 11 Special :3x8 = Special Special 5x10 II
Special
9-4-0
9-4-0
30-4-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.11 14 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.20 11-14 >999 240
BCLL 0.0 ' Rep Stress Incr NO WE3 0.29 Horz(CT) 0.03 9 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.12 14 >999 240 Weight: 357 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
WEDGE
Left: 2x6 SP No.2, Right: 2x6 SP No.2
REACTIONS. (lb/size) 1=1719/0-8-0 (min, 0-1-8), 9=1716/0-8-0 (min. 0-1-8)
Max Horz 1=-77(LC 23)
Max Upliftl=-575(LC 8), 9=-572(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. }
TOP CHORD 1-2=-2187/798, 2-3=-2315/842, 3-22=-3354/1250, 22-23=-3354/1250, 4-23=-3354/1250, `
4-24=-3354/1250, 24-25=-3354/1250, 5-25=-3354h250, 5-6=-3354/1250, 6-26=-2088/791,
26-27=-2088/791, 7-27=-2088/791, 7-8=-2303/834,i8-9=-2178/791
BOT CHORD 1-15=-609/1785, 15-28=-652/2064, 28-29=-652/2064, 14-29=-652/2064, 13-14=-1117/3362, -
13-30=-1117/3362, 12-30=-1117/3362, 12-31=-1117/3362, 11-31=-1117/3362,
11-32=-1117/3362, 32-33=-1117/3362, 10-33=-1117/3362, 9-10=-604/1778
WEBS 2-15=-144/415, 3-14=-547/1538, 4-14=-537/406, 6-11=0/442, 6-1 0=-1 531/549, -!
7-10=-1121612, 8-1 0=-1 43/412
NOTES-
1) 2-ply truss to be connected together with 10d (0.131°x311) nails as.follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads notedias (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
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. d
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 575 lb uplift at joint 1 and 572 lb uplift at
joint 9.
Continued on page 2
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813.247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
Truss
Trmuss ype1P=
0133A
BH7
Hip Girdernce
(optional)
Tampa,Fl, Pedro Jimenez Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Nov 3 09:50:49 2020 Page 2
ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-1 Vu?7YtLxlQjpnpV9u1 pU5aYOAoQF5GxwQrP3xyMxgq
NOTES-
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 95 lb down and 113 lb up at 7-0-0, 107 lb down and 109 lb up at 9-0-12,
107 lb down and 109 lb up at 11-0-12, 95 lb down and 109 lb up at 13-0-12, 95 lb down and 109 lb up at 15-0-12, 95 lb down and 109 lb up at 15-3-4, 95 lb down and 109
lb up at 17-3-4, 107 lb down and 109 lb up at 19-3-4, and 107 Ibdown and 109 lb up at 21-34, and 95 lb down and 113 lb up at 23-4-0 on top chord, and 138 lb down and
60 lb up at 7-0-0, 51 lb down at 9-0-12, 51 lb down at 11-0-12, 51 lb down at 13-0-12, 51 lb down at 15-0-12, 51 lb down at 15-3-4, 51 lb down at 17-3-4, 51 lb down at
19-3-4, and 51 lb down at 21-34, and 138 lb down and 60 lb up at 23-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-7=-54, 7-9=-54, 1-9=-20
Concentrated Loads (lb)
Vert:3=-68(B) 5=-68(B) 7=-68(B) 13=-33(B)15=-121(B) 110=-121(B) 22=-68(8) 23=-68(B) 24=-68(B) 25=-137(B) 26=-68(B) 27=-68(B) 28=-33(B) 29=-33(B)
30=-66(B)31=-33(B) 32=-33(B) 33=-33(B)
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
P H:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FLOS6191
Job
Truss
Truss Type
Qty
ply
0133A
BH7A
Half Hip Girder
1
I
2 Job Reference (optional)
_• -- ------ ,.....�� ' ���m.wwvorvvv ,.a auu rvn, on nwumnoa mc. iue nuv uumw;.7l GuLU ra e.
y�_ ID:bOydnXKyuk5YJ6RXcsbcV4zIHOV-ztOmYEubTvhR24zuHJ3HZ1MuNzUnjyVvrNWE;iJV8py xgo
11-4 7-0 0 12-6 14 18-0-0 23-5-2 29-0-0
3-11-4 3 0 12 5 6 14 5 5 2 5.5-2 5-6-14
Special Special Special Special Special
4x8 =
Special Special 1.5x4 II Special 3x8 = 30 =
Scale = 1:48.7
Special
1.5x4 II Special Special 3x5 =
15 -- .. -- 13-- ... 11 — 10 — 00 9
4x6 — 3x4 = 46 = 3x8 = 4x6 = 2x4 11 Special 3x10 = Special Special 2x4 II
5x1011 Special Special SpeciEil Special Special Special Special Special
9-4-0
9-4-0
LOADING (pso
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TPI2014
CSI.
TC 0.83
BC 0.72
WI3 0.50
Matrix -MS
DEFL. in (loc) I/deft L/d
Vert(LL) -0.10 13 >999 360
Vert(CT) -0.19 13-15 >999 240
Horz(CT) 0.03 9 n/a n/a
Wind(LL) 0.12 13 >999 240
PLATES GRIP
MT20 244/190
Weight: 357 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puriins, except
BOT CHORD 2x6 SP No.2
end verticals.
WEBS 2x4 SP No.3 BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left: 2x6 SP No.2
REACTIONS. (lb/size) 9=1707/Mechanical, 1=1734/0-8-0 (min. 0-1-8)
Max Horz 1=163(LC 5)
Max Uplift9=-638(LC 5), 1=-575(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2210/797, 2-3=-2341/841, 3-19=-3422/1256, 19-20=-3422/1256, 4-20=-3422/1256,
-
4-21=-3422/1256, 21-22=-3422/1256, 22-23=-3422/1256, 23-24=-3422/1256,
5-24=-3422/1256, 5-25=-2256/829, 6-25=-2256/829, 6-7=-2256/829, 7-26=-2256/829,
_
26-27=-2256/829, 8-27=-2256/829, 8-9=-1612/666
BOT CHORD 1-15=-720/1804, 15-28=-791/2088, 14-28=-791/2088, 14-29=-791/2088, 13-29=-791/2088, -
13-30=-1277/3385, 12-30=-1277/3385, 12-31=-127//3385, 11-31=-1277/3385,
r,
11-32=-1277/3385, 32-33=-1277/3385, 10-33=-127//3385
r
WEBS 2-15=-144/355, 3-13=-555/1572, 4-13=-548/417, 5-11=0/359, 5-1 0=-1 341/484,
7-10=-503/395, 8-10=-965/2630
'
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 638 lb uplift at joint 9 and 575 lb uplift at
joint 1.
Continued on page 2
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
c
s
Truss Type
y
0133A
A
FBH
Half Hip Girder
1
Z
,lob Reference (optional)
BPS, 1 ampa,Fl, Pedro Jimenez
Run: 8.130 a Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Nov 3 09:50:51 2020 Pagge 2
ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-ztOmYEubTvhR24zuHJ3HZWruNzUn)yWDNkKW8pvmxga
NOTES-
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 95 Ib down and 113 Ib up at 7-0-0, 107 Ib down and 109 Ib up at 9-0-12,
107 Ib down and 109 Ib up at 11-0-12, 95 Ib down and 109 lb up at 13-0-12, 95 Ib down and 109 Ib up at 15-0-12, 95 Ib down and 109 Ib up at 15-3-4, 106 Ib down and
109 Ib up at 17-3-4, 107 Ib down and 109 Ib up at 19-3-4, 107 Ibrdown and 109 Ib up at 21-3-4, 107 Ib down and 109 Ib up at 23-3-4, and 107 Ib down and 109 Ib up at
25-3-4, and 107 Ib down and 109 Ib up at 27-3-4 on top chord, and 138 Ib down and 60 Ib up at 7-0-0, 51 Ib down at 9-0-12, 51 Ib down at 11-0-12, 51 Ib down at 13-0-12,
51 Ib down at 15-0-12, 51 Ib down at 15-3-4, 51 Ib down at 1744, 51 Ib down at 19-3-4, 51 Ib down at 21-3-4, 51 Ib down at 23-3-4, and 51 Ib down at 25-3-4, and 51 Ib
down at 27-3-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Incre4e=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-8=-54, 1-9=-20
Concentrated Loads (lb)
Vert: 3=-68(F) 6=-68(F) 15=-121(F) 7=-68(F) 10=-33(F) 12=-66(F) 19=-68(F) 20=-68(F) 21=-68(F) 22=-137(F) 24=-68(F) 25=-68(F) 26=-68(F) 27=-68(F) 28=-33(F)
29=-33(F) 30=-33(F) 31=-33(F) 32=-33(F) 33=-33(F) 34=-33(F) 35=-33(F)
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33616
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
I russ
Truss ype
y
3 013A
BH9
Hip
1
1
Job Reference (optional)
ra a-�
s 4-0 4-94 s-o-o ID:bOydnXKyuk5YJ6RXcsbcV4zIHOV-R4a81avEDDpHgEY4r0aW5kC9RN BNNc033gFy xgn
15-2.0 21-4-0 25-6-12 30-4 0
' 4-9-0 1-2 6-2.0 6-2-0 4-2-12 4-9-0
4x8 =
3 1 91
1.5x4 II
4
00
4x8 =
Scale = 1:51.2
3x4 =
2x4 4 3x4 = L 3x4 = 3x8 =3x4 = 3x4 = 2x4 Z�- 3x4 =
9.4.0
9.4.0
. 30.4-0
LOADING (psf)
SPACING-
2-0-0
C51.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.43
Vert(LL)
-0.08 13-14
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.56
Vert(CT)
-0.16 13-14
>999
240
BCLL 0.0
Rep Stress Incr
YES
WI3 0.46
Horz(CT)
0.05 8
n/a
n/a
BCDL 10.0
Code FBC20171TPI2014
Miitrix-MS
Wind(LL)
0.07 11
>999
240
Weight: 160 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 14=1122/0-8-0 (min. 0-1-8), 8=1122/0-8-0, (min. 0-1-8)
Max Horz 14=99(LC 7)
Max Uplift14=-318(LC 8), 8=-278(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-3-1 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 quide.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less Except when shown.
TOP CHORD 2-3=-1435/388, 3-21=-1570/481, 4-21=-1570/481, 4-22=-1570/481, 5-22=-1570/481,
5-6=-1435/391
BOT CHORD 13-14=-286/1198, 12-13=-204/1239, 11-12=-204/1239, 10-11=-207/1239, 9-10=-207/1239,
8-9=-294/1198
WEBS 3-11=-128/483, 4-11=-382/212, 5-11=-125/483, 2-14=-1383/512, 6-8=-1383/482
NOTES- =
1) Unbalanced roof live loads have been considered for this design. `
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat:,
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 14 and 278 lb uplift at
joint 8.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
Truss
Truss Type
y
0133A
BH9A
Hip
1
1
Job Reference (optional
- � --••••-• •-- —1.. o I— I. cv a ruui, o. wu s I— is cu a —I.. inuubmes mc, s ue rvov o ua:ou:oi d rage s
ID:bOydnXKyuk5YJ6RXcsbcV4zIHOV-vG8Wzwws Wx8H07HOk51exkEynAdB. VYOpdDiyMxgm
9-4-0 4-9-4 9-0-0 15-2-0 21-4.0 29.0.0
4-9-4 42-12 ; 6-2-0 6-2-0 7-8-0
48 =
1.5x4 II
3 21 4 22
4x8 =
F
Scale = 1:49.4
7
I6.
3X4 — 2x4 3x4 = 3x4 = 3x8 = 3x4 = 1.5x4 II 3x12 II
9.4-0
9-4-0
LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.12 8-10 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.21 8-10 >999 240
BCLL 0.0 • Rep Stress Incr YES W13 0.46 Horz(CT) 0.09 7 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.08 8-10 >999 240 Weight: 151 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 MiTek recommends that Stabilizers and required cross bracing
SLIDER Rightt 2x8 S SP No.2 2-6-0 be installed installed during truss erection, in accordance with Stabilizer
I
REACTIONS. (lb/size) 7=1017/Mechanical, 13=1129/0-8-0 (min. 0-1-8)
Max Horz 13=93(LC 7)
Max Uplift7=-252(LC 8), 13=-319(LC 8)
f
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-251/0, 2-3=-1447/391, 3-21=-1592/481, 4-21=,•1592/481, 4-22=-1592/481,
5-22=-1592/481, 5-6=-1487/396, 6-7=-344/0
BOT CHORD 12-13=-313/1206, 11-12=-233/1249, 10-11=-233/1249, 9-10=-252/1259, 8-9=-252/1259,
7-8=-255/1255 —
WEBS 3-10=-137/496, 4-10=-396/205, 5-10=-101/523, 2-13=-1392/515
NOTES-
1) Unbalanced roof live loads have been considered for this design. Q -
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.'
ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live loan nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 7 and 319 Ib uplift at
joint 13.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL056191
oruss
Truss Type�Ply
0133A
�811411
Hip
1
1
Job Reference (optional)
rro, i ampa,ri, rears Jimenez Run: UAW s NOV 13 2017 Print: 8.130 5 NOV 13 2017 MiTek Industries, Inc. Tue Nov 3 09:50:54 2020 Pagge 1
ID:bOydnXKyuk5YJGRXcsbcV4zIHOV NSiuAGxUlg3?vYiTyRc B9HXF$.WxwGjg3iYA18yMxgl
9.4.0 5.9.4 11-0-0 15-2-0 19 4-0 24.6-12 30.4-0
5-9.4 5 2-12 4-2.0 4.2-0 5 2.12 5.94
M
if
O
4x4 =
3x4 =
4x4 =
Scale = 1:51.2
3x4 =
1.5x4 i 3x8 =: 3x4 = 3x4 = 3x8 = 1.5x4 ,z 3x4 =
9-4-0
94.0
30.4-0
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc) I/defi Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.28
Vert(LL)
-0.17 12-13 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC: 0.82
Vert(CT)
-0.35 12-13 >955 240
BCLL 0.0
Rep Stress Incr YES
WB 0.66
Horz(CT)
0.06 8 n/a n/a
BCDL 10.0
Code FBC2017[rPI2014
M.Itrix-MS
Wind(LL)
0.07 9-12 >999 240
Weight: 162 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 4-7-15 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 13=1122/0-8-0 (min. 0-1-8), 8=1122/0-8-0
(min. 0-1-8)
Max Horz 13=-121(LC 6)
Max Upliftl3=-318(LC 8), 8=-278(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ,1
TOP CHORD 1-2=-430/0, 2-3=-1366/378, 3-20=-1167/377, 4-20=1167/377, 4-21=-1167/378,
5-21 =-1 167/378, 5-6=-1366/380, 6-7=-430/0
BOT CHORD 1-13=0/367, 12-13=-306/1259, 11-12=-212/1251, 11-22=-212/1251, 10-22=-212/1251,
9-10=-212/1251, 8-9=-312/1259, 7-8=0/367 no%
WEBS 3-12=-32/370, 5-9=-33/370, 2-13=-1299/561, 6-8=-1299/530
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; ;TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 13 and 278 lb uplift at
joint 8.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247.7400-FAX:813.247.7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Iruss
33A IBH11A ]Hip
9-4-0 IU:DUyUfIAr YUKD T JbKACSUC V4ZIMU V-reUNUCXbVV9t$SAIUTVVU / Ujmgal bg7tjg04
5.9.4 11-0-0 15 2-0 1s 4 0 24-0.4 29-0-0
5.9-4 5-2-12 4-2-0 42-0 48 4 4 11-12
4x4 =i
I 3x4 =
4x4 =
Scale = 1:48.9
3x4 =1.Sx4 i
x —
3x8 =
3x5 =
3X8 =
4x10 II
9-4-0
9-4-0
1 4 O1r8,0
11-0-0
19.4-0
29-0-0
1 4 00 40
9-4-0
+
8-40
9.8-0
Plate Offsets (X,Y)—
r1:0-1-4.0-0-21 rB:0-8-0 0-0-21
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.60
Vert(LL)
-0.17
9-11
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.83
Vert(CT)
-0.34
11-13
>968
240
BCLL 0.0 '
Rep Stress Incr YES
Wt3 0.67
Horz(CT)
0.07
8
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
0.09
9-11
>999
240
Weight: 158 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SLIDER Right 2x8 SP No.2 2-6-0
REACTIONS. (lb/size) 8=1018/Mechanical, 13=1128/0-8-0 (min. 0-1-8)
Max Horz 13=115(LC 7)
Max Uplift8=-252(LC 8), 13=-319(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-7-13 cc purlins
BOT CHORD Rigid ceiling directly applied or 9-10-8 cc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=425/0, 2-3=-1379/380, 3-21=-1179/378, 4-21=-1179/378, 4-22=-1183/383,
5-22=-11831383, 5-6=-1353/383, 6-7=-1499/438, 7-8=-513/0
BOT CHORD 1-13=0/363, 12-13=-333/1269, 11-12=-333/1269, 11-23=-240/1263, 10-23=-240/1263,
10-24=-240/1263, 9-24=-240/1263, 8-9=-314/1277
WEBS 3-11=-32/375, 5-9=-29/370, 2-13=-1315/562
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber `
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 8 and 319 lb uplift at
joint 13.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
IF
I russ I Truss Type
BH13 Hip
9 0 6-9-4 , 13-0-0 1740 23.6-12 30 4.0
6.9.4 6.2-12 4-0A ' 6-2-12 6-9-4
US =
6.00 12 4x4 =
4 S
Scale = 1:52.6
d
d
8 a9
1$
3x4 =
1.5x4 II 3x4 = 3x4 = 3x8 = 1.5x4 II 1.5x4 - 3x4 =
1.5x4 -I;- 3x4 =
9.4.0
9.4-0
M1-0A 1r8.0
6-9.4
13.0.0
1'4-1
23-6-12
28.8.0
a0 4-0
2 - 0
0 0
5-1�
6-2-12
44-0
8-2-12
5-1-4
0.4 0 1-4-0
Plate Offsets (X,Y)—
11:0-1-0,Edgel, [4:0-5-4,0-2-01 [8:0-1-0
Edael
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL,
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.39
Vert(LL)
-0.07 13-15
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
• BC 0.49
Vert(CT)
-0.15 13-15
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 1.00
Horz(CT)
0.06 9
n/a
n/a
BCDL 10.0
Code FBC2017lrP12014
Matrix -MS
Wind(LL)
0.06 13-15
>999
240
Weight: 173 lb
FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 16=1122/0-8-0 (min. 0-1-8), 9=112210-8-0 (min. 0-1-8)
Max Horz 16=143(LC 7)
Max Uplift16=-318(LC 8), 9=-278(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-10-0 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.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less Except when shown.
TOP CHORD 2-3=-12521359. 3-4=-1170/379, 4-5=-10511383, 5-6=-11711380, 6-7=-1253/359
BOT CHORD 15-16=-271/1324, 14-15=-272/1324, 13-14=-272/1324, 12-13=-133/1050, 11-12=-133/1050,
10-11=-277/1323, 9-10=-276/1324
WEBS 2-13=-340/159, 4-13=-17/312, 5-11=-18/313, 7-11=-339/164, 2-16=-1410/349,
7-9=-1409/321
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; ITCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 16 and 278 lb uplift at
joint 9.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
oruss
Truss Type
ty
y
0133A
�8111115
Hip
1
1
Job Reference (optional)
vvra, i ampa,ri, recro aimenez j Run: 6.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Nov 3 09:50:56 2020 Page 1
9-40 ID:bOydnXKyuk5YJ6RXcsbcV4zlHOVGDxPOd_p3ZR097EBHhwL?4.R9vSs8lI JWOuvyMxgh
7-9-4 15 0 0 15-0-0 22-6-12 304.0
7-9-4 T0 2-12 .410 7-2-12 7-94
k
s
4x10 = Scale = 1:55.6
6.00 12
3x5 =
1.5x4 11 3x4 = 3x8 = 1.5x4 11 1.5x4 �-, 3x5 =
1.5x4 i 3x4 =
94.0
9.4-0
i 1.4.01r8,0
7.94 ,
15.0.0
15.4-0
22.8-12
30-4-0
28-&0 29.0.0
1-4-00-0.0 6-i-0
7.2-12
OA•0
7.2-12
6.1-4 0-4.01.4-0�
Plate Offsets (X,Y)—
[1:0-2-8,Edgel, r4:0-3-0,0-2-01, [5:0-0-0,0-1-121,
[8.0-0-8,Edgel
LOADING (psf)
SPACING- 2-0-0
CcI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TG 0.59
Vert(LL)
-0.08 10-12
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.59
Vert(CT)
-0.18 10-12
>999
240
BCLL 0.0
Rep Stress Incr YES
WI3 0.40
Horz(CT)
0.06 9
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
0.07 12-14
>999
240
Weight: 163 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 15=1122/0-8-0 (min. 0-1-8), 9=1122/0-8-0 (min. 0-1-8)
Max Horz 15=165(LC 7)
Max Upliftl5=-317(LC 8), 9=-278(LC 8)
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-7-14 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
1 Row at midpt 2-12, 7-12. 2-15, 7-9
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-307/91, 2-3=-11461337, 34=-1048/361, 4-5=4)47/376, 5-6=-1060/362,
6-7=-1151 /338, 7-8=-319/126
BOT CHORD 14-15=-267/1330, 13-14=-268/1329, 12-13=-268/1329, 11-12=-270/1322, 10-11=-270/1322,
9-10=-270/1323
WEBS 2-14=0/267, 2-12=-486/207, 4-12=-108/596, 7-12=-470/207, 7-10=0/269, 2-15=-1330/323,
7-9=-1312/289
NOTES-
1) Unbalanced roof live loads have been considered for this design.,'
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph;;TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=aft; Cat.-
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left end right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint 15 and 278 lb uplift at
joint 9.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX: 813-247-7409
CA:9333
KELLY E LYONS, P.E. FLOS6191
truss Truss Type
0133A IC1 Common
1
1-8-0 94-0 w:DuyanxKy0K5YJbRXCSbcV4zlHOV-Cc39RJ7FLgp9dT9dJijO
5.3.8 9-3-0
1-8-0 ? 3-7-8 3-11-8
4x4 =
3
1.5x4 11 2x4 119A-0
9-4-0
9
Scale = 1:20.5
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
i-v-v v-v-u 3.r_tl
SPACING- 2-0-0 CSI.
Plate Grip DOL 1.25 TC; 0.25
Lumber DOL 1.25 BC' 0.30
Rep Stress Incr YES WB 0.05
Code FBC2017/TPI2014 Matrix -MS
-
3-11-8
DEFL. in (loc) I/defi Ud
Vert(LL) -0.02 6 >999 360
Vert(CT) -0.03 5-6 >999 240
Horz(CT) 0.00 5 n/a n/a
Wind(LL) 0.01 5-6 >999 240
PLATES GRIP
MT20 244/190
Weight: 35 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
WEBS 2x4 SP No.3
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed duringuide. truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 5=261/0-8-0 (min. 0-1-8), 7=412/0-8-0 (mini. 0-1-8)
Installation
Max Horz 7=78(LC 7)
Max Uplift5=-60(LC 8), 7=-151(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less e:,(cept when shown.
WEBS 2-7=-255/158
%
NOTES-
1
1) Unbalanced roof live loads have been considered for this design.
ro
,
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; 1 CDL=4.Opsf; BCDL=6.Opsf,
h=25ft; B=45ft; L=24ft; eave=4ft; Cat. /
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load¢ nonconcurrent with any other live loads.
4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 2-0-0 wide Y!✓
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing platE: capable of withstanding 60 lb uplift at joint 5 and 151 lb uplift at `
joint 7.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAx:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#66191
o
rruss
cuss ypeQty
y
0133A
cJ1
Jack•Open 9-4-0
26
p 1
VJPS, 7empa,Fl, Pedro Jimenez
;
Job Reference o tional
Run: 8.130
s Nov 13 2017
Pdnt:
8.130 s Nov 19 2. M " Intl —le v !nc T,c ni ., a HE-- anon
2x4 =
0-4-0
ID:bOydnXKy0&VGRXcsbcV4zlHOV-87Bws71VtH3tsmJ?Q7lsVrczVPPXo12rUOU Jg AMx d
0-10.15
0.10-15
9-4-0
9-9-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL
20.0
Plate Grip DOL
1.25
TC 0.01
Vert(LL)
-0.00
6
>999
360
TCDL
7.0
Lumber DOL
1.25
BC 0.01
Vert(CT)
-0.00
6
>999
240
BCLL
0.0
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL
10.0
Code FBC2017/TP12014
Matrix -MP
Wind(LL)
0.00
6
>999
240
LUMBER -
TOP CHORD 2x4 SP N0.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 1=33/Mechanical, 2=18/Mechanical, 3=15/Mechanical
Max Horz2=17(LC 8)
Max Upliftl=-13(LC 8), 2=-2(LC 8), 3=-2(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:6.8
PLATES GRIP
MT20 244/190
Weight: 3 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 0-10-15 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.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; 1'CDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate: capable of withstanding 13 lb uplift at joint 1, 2 lb uplift at joint 2
and 2 lb uplift at joint 3.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH: 813-247-7400- FAX: 813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
°
1 russ
Truss Type
y
0133A
CJ3
Jack -Open
Q
1
WPS, Tempa,Fl. Pedro Jimenez
Jo R ference (optional
nun. o. IOU s ivuv Fa to 1 r Mini: a.i 3v s Mov 1J zu9 r MI rek Intlustnes, Inc. Tue Nov 3 09:51:04 2020 Page 1
ID: bOydnXKyuk5YJ6RXcsb cV i,UOV-4NIgGh2lPvJa64TOWoKbGiHoD4sGxC8MFzi5ZyMxgb
T512 2-10-15
r 1;5.12 1-5-3
o_
o
Lh
10-9-0
Scale=1:11.8
LOADING (psf)
SPACING- 2-0-0
CSI.
TCLL 20.0
Plate Grip DOL 1.25
TC 0.08
DEFL.
Vert(LL)
in
0.00
(loc)
5
I/deft
>999
Ud
360
PLATES GRIP
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC? 0.08
Vert(CT)
0.00
5
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.02
Horz(CT)
-0.01
3
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Marix-MP
Wind(LL)
-0.00
5
>999
240
Weight: 10 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 3=7/Mechanical, 4=-16/Mechanical, 5=219/0-3-8 (min. 0-1-8)
Max Horz 5=55(LC 8)
Max Uplift3=-20(LC 5), 4=-16(LC 1), 5=-85(LC 8)
Max Grav3=17(LC 13), 4=12(LC 8), 5=219(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-10-15 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 quide.
NOTES.
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph;1'CDL=4.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. -
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left afid right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcVrrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wider
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate, capable of withstanding 20 lb uplift at joint 3, 16 lb uplift at joint 4
and 85 lb uplift at joint 5.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job Truss russ yps y
)133A CJ3A Jack -Open 1 1
Job Reference o tional
WPS, Tampa,Fl, Pedro Jimenez Run: 8.130 s Nav 13 Print: 8.130 a Nov 13 2017 MITek Industries, Inc. Tue Nov 3 09:51:05 2020 Page 1
0 ID:bOydn ulc�Y XcsboV4zlHOV-Zas2U13NACRRjE1a5FJZ7TET dRt70oHbvjFe?yMxg
a An Mq-
4 3 9-4-0
II
.9-4.0 10.9-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC` 0.05
Vert(LL)
-0.00
4
>999
240
TCDL 7.0
Lumber DOL
1.25
BC: 0.03
Vert(CT)
-0.00
4
>999
180
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MR
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 4=5310-8-0 (min. 0-1-8), 2=37/Mechanical, 3=16/Mechanical
Max Horz 4=51(LC 8)
Max Uplift2=-36(LC 8), 3=-6(LC 8)
Max Grav4=53(LC 1), 2=39(LC 13), 3=27(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less eaccept when shown.
Scale: V=1'
PLATES GRIP
MT20 244/190
Weight: 6 lb FT = 20%
Structural wood sheathing directly applied or 1-6-15 oc purlins
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; 7!CDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left end right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live loadlnonconcurrent with any other live loads.
3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate: capable of withstanding 36 lb uplift at joint 2 and 6 lb uplift at joint
3.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
i russ Truss Type
CJ5A I Jack -Open
9-4-0 ID:bOydnXKyuk5YJ6RXcst1RV
i 3-6-15
3.6-15
1.5x4
Scale = 1:16.9
4
j-`qxd II 9-4-0
11-9-0
3-6-15
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CS].
TC 0.17
BC; 0.12
WB 0.00
Matrix -MR
DEFL. in
Vert(LL) -0.01
Vert(CT) -0.01
Horz(CT) -0.01
Wind(LL) 0.01
(loc) I/deft Ud
3-4 >999 360
3-4 >999 240
2 n/a n/a
3-4 >999 240
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 3-6-15 oc purlins,
WEBS 2x4 SP No.3
BOT CHORD
except end verticals.
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
REACTIONS. (lb/size) 4=125/0-8-0 (min. 0-1-8), 2=85/Mechanical, 3=40/Mechanical
Installation ouide.
Max Horz4=88(LC 8)
Max Uplift2=-67(LC 8)
Max Grav4=125(LC 1), 2=85(LC 13), 3=64(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60 s
2) This truss has been designed for a 10.0 psf bottom chord live load=nonconcurrent with any other live loads.
3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate,: capable of withstanding 67 lb uplift at joint 2.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
Truss
utly
Ply
0133A
DGR
Hip Girder
1
2
Job Reference (optional)
WPS. Tamoa.Fl. Pedre.limanaz
—1. o.1 uu s nuv w zu i r Print: a.iau s Nov is zui r MI I eK Inouslnes, Inc. Tue Nov 3 09:51:08 2020 Pagel
9-4-0 D:bOydnXKyuk5YJ6RXcsbcV4zlHOV-z9YB625GS7gObhm9nNsGI6sr�ItChPjHtxwEKyMxgX
3-4-4 6.5-0 7-5-0 10.5-12 13-10.0
3-4-4 3=0-12 1-a0 3-0.12 3-4-4
I
4x4 = 4x8 = Scale = 1:27.5
-' 2x4 11 3x8 = 3x4 = ' 2x4 11
9-4-0
WO M-4-0 II Special Special Special
9
3x10 II
9-4-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC' 0.62 Vert(LL) -0.05 9-10 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.09 9-10 >999 240 MT18HS 244/190
BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.03 8 n/a n/a
BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.05 9-10 >999 240 Weight: 206 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
SLIDER Left 2x8 SP No.2 2-6-0, Right 2x8 SP No.2 2-6-0
REACTIONS. (lb/size) 1=3347/0-8-0 (min. 0-2-0), 8=235610-8-0 (min. 0-1-8)
Max Horz 1=71(LC 7)
Max Upliftl=-963(LC 8), 8=-735(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. D
TOP CHORD 1-2=-1447/433, 2-3=-4155/1234, 3-4=-3600/1148, 4-5=-3278/1077, 5-6=-3548/1154, �4✓1
6-7=-3248/1058, 7-8=-900/296 1
1
1
BOT CHORD 1-25=-1000/3500, 12-25=-1000/3500, 12-26=-1000/3500, 26-27=-1000/3500, _ /
11-27=-1000/3500, 10-11=-958/3212, 10-28=-844/2i'12, 9-28=-844/2712, 8-9=-844/2712 /�
WEBS 3-12=-181/838, 3-11=-370/77, 4-11=-418/1387, 5-11'=-5/354, 5-10=-469/1147,
6-10=-252/638
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc. _
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted i3s (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; T•CDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
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 20.0psf 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. ii
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 963 lb uplift at joint 1 and 735 lb uplift at
joint 8.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 998 lb down and 272 lb up at
2-1-4. 998 lb down and 272 lb up at 4-1-4, and 997 lb down and 272 lb up at 6-1-4, and 1687 lb down and 658 lb up at 8-0-8 on
bottom chord. The design/selection of such connection device(s)'is the responsibility of others.
LOAD BASES) Standard ALLTECH STRUCTURAL
Continued on page 2 ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
P H:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
jot) I russ cuss ype Qty y
0133A DGR Hip Girder 1 2
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 4-5=-54, 5-8=-54, 13-19=-20
Concentrated Loads (lb)
Vert: 25=-998(F) 26=-998(F) 27=-997(F) 28=-1687(F)
r,
ALLTECH STRUCTURAL
2121 VV EARSS AV. ENGINEERING
FL33618
PH:813-247-7400-FAX:813-247-7409
KELLY E LYONS3P.E. FL#66191
Job russ I cuss Type Qty y
I133A C Common 2 1
Job Reference (optional)
WPS, Tampa,Fl, Pedro Jimenez 8.130 s Nov 13 2017 MiTek In�� I �'ps, Inc. Tue Nov 310:11:24 2020 Pa� ge 1
,o�
9-4-0 ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-M5OuKrpO5l"gksOmhR1XDIC?PA6igiv3VFwryMxN;
1-8-0 3-7-8 P 3-7-8
4x4 = Scale = 1:20.5
3
IM
1.5x4 11 1.5x4 11 9.4-0
9-4-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC11 0.26 Vert(LL) -0.02 7 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC, 0.28 Vert(CT) -0.03 7 >999 240
BCLL 0.0 ' Rep Stress Incr NO W8 0.05 Horz(CT) 0.00 6 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.01 7 >999 240 Weight: 39 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 8=392/0-8-0 (min. 0-1-8), 6=392/0-8-0 (min. 0-1-8) Installation guide.
Max Horz 8=58(LC 7)
Max Uplift8=-147(LC 8), 6=-92(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.; /
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; 7CDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. -
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber 9!"
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load.nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing platE! capable of withstanding 100 lb uplift at joint(s) 6 except Qt=1li) . =
17
8=147. ti
LOAD CASE(S) Standard `
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
` PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Joo IIruss I
Truss yi
0133A DH7 Hip Girder
9-4-0
3x4
1.OX4 II
9-4-0
Special;
4)'c8 = Special
Special 4x4 =
uno —
3x4 = Special
Special
3x4 =
9-4-0
Scale = 1:30.5
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TPI2014
CSI.
TC' 0.16
BC 0.32
WB 0.32
Matrix -MS
DEFL, in
Vert(LL) -0.02
Vert(CT) -0.04
Horz(CT) 0.01
Wind(LL) 0.02
(loc) I/defl Ud
8-9 >999 360
8-9 >999 240
8 n/a n/a
10 >999 240
PLATES GRIP
MT20 244/190
Weight: 86 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-11-4 cc purlins.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing, Except:
6-0-0 cc bracing: 7-8.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 13=723/0-8-0 (min. 0-1-8), 8=868/0-8-0 (min. 0-1-8)
Installationuide.
Max Horz 13=-71(LC 6)
Max Uplift13=-248(LC 8), 8=-284(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-933/339, 2-3=-945/398, 3-17=-818/366, 4-17=-I318/366, 4-5=-947/382
BOT CHORD 11-12=-247/816, 10-11=-247/816, 10-18=-241/819, €I-18=-241/819, 8-9=-229/677
WEBS 1-13=-696/259, 1-12=-285/845, 5-8=-931/370
co
co o
NOTES-
1) Unbalanced roof live loads have been considered for this design.
os
J '-
J IL r- ep
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B;
V < N J
Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
a co
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
ILL
E--2V Q-LLj
4) This truss has been designed fora 10.0 psf bottom chord live load.nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load 20.Opsf
CC Z ~ Q d
CO
of 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.
II— a! > u- uj
Q
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 lb uplift at joint 13 and 284 lb uplift at
I W W
Z 0) 00
joint 8.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 113 lb up at
5-8-0, and 107lb down and 109 lb
V O
►W— Z Q J
up at 6-11-0, and 96 lb down a6d 113 lb up at 8-2-0 on top chord, and 138 lb down and 60 lb up
at 5-8-0, and 51 lb down at 6-11-0, and 138 lb down and 60 lb up at 8-1-4 bottom
J W'UJ n� }
on chord. The design/selection of such
connection device(s) is the responsibility of others. '
< , M'' , r
;' = :?. r,, ".•;J
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �`
t "' ' W.
,l
LOAD CASE(S) Standard
7N'- `,
N 0:4
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
• Vert: 1-3=-54, 3-4=-54, 4-7=-54, 13-14=-20 , . i;,•
-i � =_ , Ct.
�
Concentrated Loads (lb) r'
O ALL TECHUP,
Vert: 3=-68(B) 4=-68(B) 10=-121(B) 9=-121(B) 17=-68(8) 18=-33(B)
-i''
AL
- rye`.
`t.'•'i'� ��\:.��^'p/�"
-
KELLY E LYONS, P.1i -FL#:a6181
Job
Truss
I cuss I ype 1
0133A
WPC Tmm�n FI Dorirn limena�
EH7
Hip Girder
.. _ ...--
1
..
1p'y
2
Job Reference (optional)
II IDI tlR IIKS3J4w0DxIUUi111tlJ, II1 G, DI uwB
bOydnXKyuk5YJ6RXcsbcV4zIHOV-rvuniy09mWM
Special
4x8 =Special Special
Special 1.5x4 11 Special
Special Special
3x8 = Special 4x4 =
Scale = 1:44.9
3X4 = 3x4 = 3X4 3X8 = 'X`r — 1.5X4 11 special 3x8 = 3x4 = 3x4 =
Special Special Special Special Special
Special
9-4-0
94-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL,
in (loc) I/deft Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.17
Vert(LL)
-0.05 11-13 >999 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.35
Vert(CT)
-0.09 11-13 >999 240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.18
Horz(CT)
0.03 9 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Wind(LL)
0.05 11-13 >999 240
Weight: 286 lb
FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 1-15,8-9.
REACTIONS. (lb/size) 15=1480/0-8-0 (min. 0-1-8), 9=1480/0-8-0 (min. 0-1-8)
Max Horz 15=-77(LC 23)
Max Upiiftl5=-538(LC 8), 9=491(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less ei(cept when shown.
TOP CHORD 2-3=-1985/726, 3-22=-2440/928, 4-22=-2440/928, 4,23=-2440/928, 23-24=-2440/928,
24-25=-2440/928, 25-26=-2440/928, 5-26=-2440/92f1, 5-27=-1763/684, 6-27=-1763/684,
6-7=-1985/732
BOT CHORD 14-15=-449/1357, 14-28=-535/1739, 13-28=-535/17;i9, 12-13=-809/2441, 12-29=-809/2441,
29-30=-809/2441, 11-30=-809/2441, 11-31=-809/2441, 10-31=-809/2441, 9-10=-463/1356
WEBS 2-14=-155/503, 3-13=-346/941, 4-13=-419/326, 5-1l'=0/291, 5-10=-923/342,
6-10=-135/587, 7-10=-155/505, 2-15=-18881757, 7-9=-1886/722
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. /17
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to "
ply connections have been provided to distribute only loads noted: s (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat..
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60 _.
5) Provide adequate drainage to prevent water ponding. -
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 538 lb uplift at joint 15 and 491 lb uplift at
joint 9.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 95 lb down and 113 lb up at
7-0.0, 107 lb down and 109 lb up at 9-0-12, 107 lb down and 109 Ib up at 11-0-12, 95 lb down and 109 lb up at 13-0-12, 95 lb down
and 109 lb up at 13-7-4, 107 lb down and 109 lb up at 15-7-4, and 107 lb down and 109 lb up at 17-7-4, and 95 lb down and 113 lb
up at 19-8-0 on top chord, and 138 lb down and 60 lb up at 7-0-0,,51 lb down at 9-0-12, 51 lb down at 11-0-12, 51 lb down at
13-0-12, 51 lb down at 13-7-4, 51 lb down at 15-7-4, and 51 lb down at 17-7-4, and 138 lb down and 60 lb up at 19-7-4 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others.
"ARJMW(06g9gndard ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV..TAMPA FL33618
P H:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
33A I EH7 I Hip Girder 11 I 2
VPS, Tampa,Fl, Pedro Jimenez Run: 8.130 s Nov 13 2017 Print
..,—y,.l1—y— I w�nwuwYcinvv-iwnrywamvvivinOoJwwuLJXUVyIeMKI I t5ATJGVV/Uby
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-6=-54, 6-8=-54, 16-19=-20
Concentrated Loads (lb) i
• Vert: 3=-68(F) 6=-68(F) 14=-121(F) 13=-33(F) 4=-68(F) 1i=-33(F) 5=-68(F) 10=-121(F) 22=-68(F) 24=-68(F) 25=-68(F) 27=-68(F) 28=-33(F) 29=-33(F) 30=-33(F)
31=-33(F)
ALLTECH STRUCTURAL _
ENGINEERING, INC.
2121 W SEARSS AV. TAMPA FL33618
P H:813-247-7400- FAX: 813-247-7409
CA:9333
KELLY E LYONS, P.E. FLO56191
E
�'U"'5 buss type
0133A IEH7A Hip Girder
Special
4xB = Special Special Special
Special ' 1.5x4 11 Special 3x8 =
Special
Special 4x4 =
3x4
1.Sx4 �i 3x4 = _'" ... 3x8 = — — 1.6A 11 opecia! 3x8 = 1.6x4 11 3x4 =
= Special Special Special SpSpecial Special
Special
9-4-D
9-4-0
Scale=1:44.2
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL.
in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
TCDL 7.0
Plate Grip DOL 1.25
TC 0.18
Vert(LL)
-0.05 12-14 >999 360
MT20 244/190
Lumber DOL 1.25
BC: 0.38
Vert(CT)
-0.10 12-14 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.21
Horz(CT)
0.04 9 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Majrix-MS
Wind(LL)
0.06 12-14 >999 240
Weight: 285 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
WEBS 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 16=1495/0-8-0 (min. 0-1-8), 9=1404/0-8-0 (min. 0-1-8)
Max Horz 16=71(LC 7)
Max Upliftl6=-533(LC 8), 9=-463(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2097/756, 3-20=-2560/957, 4-20=-2560/957, 4-21=-2560/957, 21-22=-2560/957,
22-23=-2560/957, 5-23=-2560/957, 5-24=-1917/718„6-24=-1917/718, 6-7=-2138/772
BOT CHORD 15-16=-529/1515, 15-25=-592/1841, 14-25=-592/1841, 13-14=-856/2577, 12-13=-856/2577,
12-26=-856/2577, 11-26=-856/2577, 10-11=-548/1670, 9-10=-548/1670
WEBS 2-15=-151/450, 3-14=-346/967, 4-14=-419/326, 5-12=0/302, 5-11=-906/334,
6-11 =-1 59/670, 7-11=-176/360, 2-16=-1954/775, 7-9;=-2113/693
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.131 "xY) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted its (F) or (B), unless otherwise Indicated.
3) Unbalanced roof live loads have been considered for this design. ;
4) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6,Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live loadnonconcurrent with any other live loads.
7) • This truss has been designed for a live load of 20.Opsf on the bot'iom 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 533 lb uplift at joint 16 and 463 lb uplift at
joint 9.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 95 lb down and 113 lb up at
7-0-0, 107 lb down and 109 lb up at 9-0-12, 107 lb down and 109 lb up at 11-0-12, 101 lb down and 109 lb up at 13-0-12, 106 lb
dowq and 109 lb up at 13-7-4, 107 lb down and 109 lb up at 15-7-4, and 107 lb down and 109 lb up at 17-7-4, and 95 lb down and
113 lb up at 19-8-0 on top chord, and 138 lb down and 60 lb up al:1-0-0, 51 lb down at 9-0-12, 51 lb down at 11-0-12, 51 lb down at
13-0-12, 51 lb down at 13-7-4, 51 lb down at 15-7-4, and 51 lb down at 17-7-4, and 175 lb down and 60 lb up at 19-7-4 on bottom
chord. The design/selection of such connection device(s) is the re;ponsibility of others.
LOAD CASES) Standard
Continued on page 2
ALLTECH STRUCTURAL Y,2
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
P H:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Truss
Truss TypeQty
Py
IJOD
0133A
,.�� r ___ �; �_�._ „_____
I EH7A
Hip Girder
1
2
Job Reference (optional)
• n mw J UifA �: 14 LULU rd e
ID:bOydnXKyuk5YJ6RXcsbcV4zIHOV-oIvSN6Al2zaAJcUuuoDJ7ezhnIG._N�un IVUV
6_nFQVcQgcgpOESy xgR
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 3-6=-54, 6-8=-54, 9-17=-20
Concentrated Loads (lb) !
Vert: 3=-68(B) 6=-68(B) 13=-66(B) 15=-121(B) 14=-33(B) 11=-68(B) 12=-33(B) 5=-68(B) 11=-168(B) 20=-68(B) 22=-68(B) 23=-68(B) 24=-68(B) 25=-33(B) 26=-33(B)
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618 IA./
PH:813-247-7400-FAX:813-247-7409
KELLY E LYONS, P.E. FL#56191
JIM Iruss
0133A EH9
94-0 daa n n n
i Scale=1:44.9
4x4 =
3x4 = 4x4 =
3X4 =
1.5x4 3x8 = 3x4 = 3x8 = 1.S0 Q 3x4 =
9-4-0 9.4.0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.09 9-11 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.20 9-11 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(CT) 0.04 8 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Mafrix-MS Wind(LL) 0.05 9-11 >999 240 Weight: 139 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed installed during truss erection, in accordance with Stabilizer
I
REACTIONS. (lb/size) 12=987/0-8-0 (min. 0-1-8), 8=987/0-8-0 (min. 0-1-8)
Max Harz 12=-99(LC 6)
Max Upliftl2=-285(LC 8), 8=-244(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1187/321, 3-19=-1020/318, 4-19=-1020/318, 4-20=-1020/321, 5-20=-1020/321,
5-6=-1187/323
BOT CHORD 11-12=-240/1018, 10-11=-212/1138, 9-10=-212/113f1, 8-9=-248/1018
WEBS 3-11=-22/324, 5-9=-23/324, 2-12=-1194/450, 6-8=-14l94/420
NOTES• J
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult- 150mph (3 second gust) Vasd=116mph; TCDL=4.0psf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Gat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding, t
4) This truss has been designed for a 10.0 psf bottom chord live load! nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide.
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 12 and 244 lb uplift at"--.
joint 8.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FLOS6191
Job
Truss
I russ Type
Qty
P ly
0133A
EH9A
Hip
1
1
IIIIDC Tomnn Cl On A... Ii...........
Job Reference (optional)
nlu. •uv ava.uLlo tutu ra tf 1
940 ID:bOydnXKyukSYJeRXcsbcV4zIHOV-khlDonCHaagtYwNhF3019141n,B1421g4G�1SLIX,sy xgP
49-0 900 1340 17-8-0 2144 2540
4-9-4 42-12 4.40 4 4-0 3.8-4 3-11-12
4x4 =
3x4 =
4x4 =
Scale=1:42.8
1.5x4 i 3x8 = ..4 — 3x8 =
3x4 = 3x4 =
9-4-0
9-4-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.32
Vert(LL) -0.08
9-11 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC' 0.65
Vert(CT) -0.18
9-11 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.46
Horz(CT) 0.04
8 n/a n/a
BCDL 10.0
Code FBC20171TPI2014
Matrix -MS
Wind(LL) 0.05
9-11 >999 240
Weight: 136 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-2-6 oc purlins, except
BOT CHORD 2x4 SP No.2
end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection, in accordance with Stabilizer
Installationuide.
REACTIONS. (lb/size) 12=988/0-8-0 (min. 0-1-8), 8=876/0-8-0 (ruin. 0-1-8)
Max Horz 12=119(LC 7)
Max Upliftl2=-285(LC 8), 8=-217(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1189/321, 3-16=-1022/319, 4-16=-1022/319, 4=5=-1027/320, 5-6=-1188/326
BOT CHORD 11-12=-245/1020, 10-11=-243/1143, 9-10=-243/1141, 8-9=-248/1037
WEBS 3-11=-24/325, 5-9=-32/332, 2-12=-1194/451, 6-8=-1106/319
NOTES- �/1
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; 17CDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left a(id right exposed; end vertical left and right exposed; Lumber (�
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
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 platy: capable of withstanding 285 lb uplift at joint 12 and 217 lb uplift at
joint 8.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Truss
I rugs I ype
City
Piy
IJ00
0133A
EH11
Hip
2
1
WPC T.- M P-1— IIMe.,e.
_ __
_ _
Job Reference (optional)
111 UJII IOJ, II Ili. 1 UV INUV J Ut%Z) I. 1 / LULU ra e 1
9�_o i ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-Ctbb77CvLuykA4yuomXOc?kT✓giopiP2Mndu3Jy xg0
I 5-94 , 11.0.0 15-8A 20-10.12 , 26.8.0
5.94
5 2-12 4-8.0 5-2-12 5-9.4
i
4x8 =
4x4 =
3 18 19 4
Scale = 1:45.8
3x4 = 1.bx4 i 3x4 = aX14 — 3x8 = 1.5x4 - 3x4 =
9-4-0
94-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC•' 0.26
Vert(LL) -0.19
10-11 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.84
Vert(CT) -0.38
10-11 >754 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.54
Horz(CT) 0.04
7 n/a n/a
BCDL 10.0
Code FBC20171TP12014
Matrix -MS
Wind(LL) 0.05
8-10 >999 240
Weight: 142 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 5-3-2 oc purling.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 11=987l0-8-0 (min. 0-1-8), 7=987/0-8-0 (min. 0-1-8)
Installationuide.
Max Horz 11=121(LC 7)
Max Upliftl1=-284(LC 8), 7=-244(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less e),;cept when shown.
TOP CHORD 1-2=-452/0, 2-3=-1099/316, 3-18=-925/322, 18-19=-t125/322, 4-19=-925/322,
4-5=-1099/317, 5-6=-451/0 i'-
BOT CHORD 1-11=0/387, 10-11=-257/1057, 9-10=-109/925, 8-9=-109/925, 7-8=-263/1057, 6-7=0l386
WEBS 3-10=0/277, 4-8=0/277, 2-11=-1049/514, 5-7=-1050/483
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. y
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left arid right exposed ; end vertical left and right exposed; Lumber - `t7-
DOL=1.60 plate grip DOL=1.60 -
3) Provide adequate drainage to prevent water ponding. -
4) This truss has been designed for a 10.0 psf bottom chord live load,nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate) capable of withstanding 284 lb uplift at joint 11 and 244 lb uplift at
joint 7.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC,
2121 W BEARSS AV. TAMPA FL33g9B
PH:813-247-7400-FAX; 813-247.,74 AQ
KELLY E Lyoms P.,
JOo Iruss
0133A EH15
9�-0 6-� .v.uvT-' 1Y n.... r�nwuuVYu nv V-IJYaGU I UAU%,YUIICA-fIVIULUt;L nfjAWVVT'4
13-Q•0 13.N 19-10-12 26.8.0
( 6 9 4 Ii1;05 6-2-12 6.9-4
4x4 =
6.00 r12 4x4 =
8
3x4 = 1.5x4 i 1.5x4 I I 5x6 = 1.5x4 11 1.5x4 _ 3x4 =
3x4 =
Scale = 1:48.6
9-4.0
9A-0
, 1-0.01.BA
' 1-0-0 0'-4�0
6-9-0 ,
5-1.4
� 13.0-0
3-&
19.10.12
26-8-0
25.0-0 2 0
Plate Offsets (X Y)--
fl:0-2-0 Edgel f8:0-2-0 Edgel f12.0-2-4
fi-2=12
0-3-01.
6.2-12
b1.4 14.0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL,
in (loc)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC' 0.38
Vert(LL)
-0.05 12-13
>999
360
MT20 244/190
TCDL 7.0•
Lumber DOL 1.25
SC; 0.44
Vert(CT)
-0.11 12-13
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.83
Horz(CT)
0.04 9
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
0.05 12-13
>999
240
Weight: 151 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 14=987/0-8-0 (min. 0-1-8), 9=987/0-8-0 (min. 0-1-8)
Max Horz 14=143(LC 7)
Max Upiiftl4=-284(LC 8), 9=-244(LC 8)
BRACING.
TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-988/292, 3-4=-906/312, 4-5=-815/324, 5-6=-907/312, 6-7=-989/292 '
BOT CHORD 13-14=-219/1111, 12-13=-220/1111, 11-12=-74/815, 10-11=-224/1110, 9-10=-224/1111
WEBS 2-12=-382/167, 4-12=-42/300, 5-11=-42/300, 7-11= 381/172, 2-14=-1177/293,
7-9=-1176/265
NOTES- v 1
1) Unbalanced roof live loads have been considered for this design. ^�
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60 -
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load:nonconcurrent with any other live loads.
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 plat(( capable of withstanding 284 lb uplift at joint 14 and 244 lb uplift at
joint 9.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENG2121 W EARISS AV, ANEERING(MPA FL33618
PH:813-247.7400-FAX:813-247-7409
33
KELLY E LYONS3P.E. FL#56191
Job
Truss
Truss I ype
Qty
Ply
0133A
ER
Jada0pen
74
1
1/IIDS Tamno GI Derirn limnne-
- , .-. _ "__
.. ._ __._
_ .
Job Reference (optional)
- ------ 9-4A �.u.i. v. i V V a ivVv I V CV i I ruin. o, IJV 3 1vuV 1 U / NII I eK I11UU5[f185 mc. lue rvov s uy:oi:zu zuzu Nage i
ID:bOydnXKyuk5YJ6RXcsbcV4zIH0 = jd9FodpKJ1XhfUv45EdMykfUn09QV2krYgeyMxgL
7-0.0
7-0-0
Scale = 1:22.9
0
�I
15II
9-4-0
12-9-8
1-4-0 0-4-0 5.4-0
LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/detl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC' 0.34 Vert(LL) -0.03 4-5 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.06 4-5 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) -0.04 3 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.03 4-5 >999 240 Weight: 23 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 3=122/Mechanical, 4=53/Mechanical, 5=338/0-8-0 (min. 0-1-8) Installationuide.
Max Horz 5=133(LC 8)
Max Uplift3=-94(LC 8), 5=-90(LC 8)
Max Grav3=123(LC 13), 4=91(LC 3), 5=338(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=-298/233
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cal.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber <!0"
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live loa6nonconcurrent with any other live loads. /.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate: capable of withstanding 94 lb uplift at joint 3 and 90 lb uplift at
joint 5. -
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC,
2121 W BEARSS AV, TAMP,A P09619
PH:813-247-74AA-FAXi313-g47. 7499
CAt9333
KELLY E LY046, P.E, iFLL#,,§§y191
Job
Truss
Truss
City
Ply
0133A
EJ7A
Jack -Open
11
1
Job Reference (optional)
�I
94-0 ,.ui i. v. wv o i�w w cv a rnm. o. ,uu s rvuv rvu i nn uiuusmns, If1G, I Ua IVOV 3 Uy:OI:YI LULU ra e i
ID:bOydnXKyuk5YJ6RXcsbcV4zIH0 j GQ07SAehG?1I'KnrveM3gPldseHOb6C4y xgK
2-a0 7-a0
2-a0 5 a0
9-4-0 10-6-10
12-9.8
1-4-0 0-8-0 ---
5-0-0
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSi.
TC, 0.28
BC; 0.30
WB 0.06
Matrix -MP
DEFL. in (loc) I/defl
Vert(LL) -0.04 5-6 >999
Vert(CT) -0.07 5-6 >818
Horz(CT) -0.00 3 n/a
Wind(LL) 0.00 5-6 >999
Ud
360
240
n/a
240
LUMBER.
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
BOT CHORD
REACTIONS. (lb/size) 3=110/Mechanical, 6=361/0-8-0 (min. 0-1-11), 4=43/Mechanical
Max Horz6=133(LC 8)
Max Uplift3=-82(LC 8), 6=-106(LC 8)
Max Grav3=11O(LC 1), 6=361(LC 1), 4=83(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-6=-315/172
Scale=1:21.9
PLATES GRIP
MT20 244/190
Weight: 31 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins
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.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; 1'CDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 3 and 106 lb uplift at
joint 6.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS. P.E. FI-mig1
ERB (Jack -Open I1 I 1
9-4-0 5 8-0 IU:OVyunAKyUKbYJbKXC8dC1Ti
5.8
i -0
2x4
Scale = 1:21.9
4-0
61x-01 i 12-9--9-
8
5.8-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC' 0.43 Vert(LL) -0.04 3-4 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC' 0.33 Vert(CT) -0.09 3-4 >716 240
BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.05 2 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.06 3-4 >999 240 Weight: 19 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 4=202/0-8-0 (min. 0-1-8), 2=137/Mechanicail, 3=65/Mechanical Installation cluide.
Max Horz4=128(LC 8)
Max Uplift4=-7(LC 8), 2=-102(LC 8)
Max Grav4=202(LC 1), 2=137(LC 1), 3=103(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- a,
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; 1'CDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber -
DOL=1.60 plate grip DOL=1.60 - sy
2) This truss has been designed for a 10.0 psf bottom chord live load, nonconcurrent with any other live loads. i J
3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 4 and 102 lb uplift at
joint 2.
LOAD CASE(S) Standard -
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
russ
I cuss I ype
Qpy
My
IJob
0133A
ERC
Jack -Open
1
1
M..T......... CI I].. J... I:.......--
Job Reference o tional
• - - -- - �.ru, v, lw v nv• w cv I r r uul. �. GV 11 IVII l tlp 11 WllJ01tlJ IIIG. I Utl IVOV 3 Utl{Dl [ZZ LULU ra 9 7
9-4-0 ID:bOydnXKyuk5YJ6RXcsb OV-Zr0U2rG290a1Grrr6K6ZJ2RJxT9SU4ZnV2KfkWy xgJ
1 2-6-() 5-6-0
2-0-0 3-2-0
t
1.5X4
6
1.5x4 II
9A-0
5
5x5 = 3.00 12
a
10-1-2
12-9.8
Scale = 1:23.0
LOADING (psf)
SPACING-
2-0-0
CSh
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC' 0.29
Vert(LL)
-0.06
5
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.38
Vert(CT)
-0.11
4-5
>621
240
BCLL 0.0
Rep Stress Incr
YES
WS 0.03
Horz(CT)
-0.05
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MP
Wind(LL)
0.09
5
>737
240
Weight: 22 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 6=202/Mechanical, 3=119/Mechanical, 4=8i3/Mechanical
Max Horz6=128(LC 8)
Max Uplift6=-7(LC 8), 3=-77(LC 8), 4=-16(LC 8)
Max Grav6=202(LC 1). 3=119(LC 1), 4=94(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 5-8-0 oc purlins, except
end verticals.
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.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; iCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load, nonconcurrent with any other live loads.
3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 6, 77 lb uplift at joint 3
and 16 lb uplift at joint 4.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
ERD I Roof Spedal 11 I 1
s Nov 132017
9-4-0
6
1.5x4 II
9-4-0
1.5X4 II
3x4 = _
5
5x10 = 3.00 12
10-1-2
11-11-11
LOADING (psf)
SPACING-
2-0-0
CSI-
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC' 0.60
Vert(LL)
-0.11
5
>602
360
TCDL 7.0
Lumber DOL
1.25
BC' 0.11
Vert(CT)
-0.19
5
>341
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.04
Horz(CT)
0.21
3
n/a
n/a
BCDL 10.0
Code FBC2017frP12014
Matrix -MP
Wind(LL)
0.17
5
>396
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 6=202/Mechanical, 3=171/Mechanical, 4=34/Mechanical
Max Harz6=-89(LC 6)
Max Uplift6=-95(LC 4), 3=-116(LC 5)
Max Grav6=202(LC 1), 3=171(LC 1), 4=62(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale=1:19.2
PLATES GRIP
MT20 2441190
Weight: 29 lb FT = 20%
Structural wood sheathing directly applied or 5-8-0 oc purlins, except
end verticals.
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.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1,60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live Ioad!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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plates capable of withstanding 95 lb uplift at joint 6 and 116 lb uplift at
joint 3.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERINGINC.
2121 W EARSS AV. TA$MPA FL33618
PH:813-247-7400-FAX:813-247-7409
33
KELLY E LYONS3P.E. FL#56191
o
russ
Truss ype
y
0133A
�E,17E
Roof Special
1 1
InICc T�..in� CI o..a... r...,...,.-
Job Reference (optional)
r�a — �inio ez Run: n.130 s Nov 13 2u17 Print: 8.130 a Novi 7 MITek Industries Inc. Tue Nov 3 09:51:24 2020 Page 1
-0
ID:bOydnXKyuk5YJ6RXcsbcV4zIHOVI� TWlh2dve Ejk910TXjDHumyzB4zMpmpPyMxgH
i 2-6-0 3-8-0 5-8-0
2-6-0 1-2-0 2-0-0
8
1.5x4 II
9-4-0
6.00 12
7
5x10 = 3.00 12
10-1-2
11-10.8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.05
Vert(LL)
-0.01
6-7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.13
Vert(CT)
-0.01
6-7
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.08
Horz(CT)
-0.00
4
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MP
Wind(LL)
0.00
7
>999
240
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 8=201/Mechanical, 4=52/Mechanical, 6= 1 512/Mechanical
Max Horz 8=86(LC 8)
Max Uplift8=-69(LC 4), 4=-38(LC 8), 6=-36(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less ei"cept when shown.
Scale = 1:18.2
PLATES GRIP
MT20 2441190
Weight: 31 lb FT = 20%
Structural wood sheathing directly applied or 5-8-0 oc purlins, except
end verticals.
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.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; 1'CDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate: capable of withstanding 69 lb uplift at joint 8, 38 lb uplift at joint 4
and 36 lb uplift at joint 6.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Job
cuss
Truss Type
Qty y
0133A
HR
Diagonal Hip Girder
11 1
7JobReference
%�/PIZ Tom-, M DoM. me-s,
(optional)
• -� • -•• rw• � • ••- - - .-.�. Run. a. ou ti NOv -13 20l r Print U30 5 Nov lJ 2U1 / MI I eH In Ine. I Ue NOV 3 U9:51:25 2020 Pa� ge 1
9-4-o ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-zQ4chsJwSLzc SgGxh3pYgBThQbEBOZJLryMxgG
5-1-3 9-9.5
5-1-3 4-8-1
3x4 11 Scale = 1:25.2
Special opeclai 1.5x411 special 4
3x8 11 Special Special 3x6 =
Special
9-4-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC ' 0.34 Vert(LL) -0.03 7 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.05 7 >999 240
BCLL 0.0 Rep Stress Incr NO WR 0.07 Horz(CT) -0.02 3 n/a n/a
BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.03 7 >999 240 Weight: 47 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE MiTek recommends that Stabilizers and required cross bracing
Left: Zx6 SP No.2 be Installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 3=113/Mechanical, 5=116/Mechanical, 1=3135/0-9-2 (min. 0-1-8) Installation guide.
Max Horz 1=158(LC 7)
Max Uplift3=-72(LC 5), 5=-40(LC 5). 1=-173(LC 8)
Max Grav3=113(LC 1). 5=140(LC 30), 1=416(LC 29) `
FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-11=-267/130
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. „ p)
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left ar,ld right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live loadnonconcurrent with any other live loads. j
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.t
4) Refer to girder(s) for truss to truss connections. v
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 3, 40 lb uplift at joir� 5
and 173 lb uplift at joint 1.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7) Hanger(s) or other connection device(s) shall be provided sufficierit to support concentrated load(s) 55 lb down and 11 lb up at 1-4-9,
55 lb down and 11 lb up at 1-4-9, 57 lb down and 43 lb up at 4-2-8, 57 lb down and 43 lb up at 4-2-8, and 81 lb down and 67 lb up at
7-0-7, and 81 lb down and 67 lb up at 7-0-7 on top chord, and 6 Ib',down and 7 lb up at 1-4-9, 6 lb down and 7 lb up at 1-4-9. 44 lb
up at 4-2-8, 44 lb up at 4-2-8, and 15 lb down and 2 lb up at 7-0-7, and 15 lb down and 2 lb up at 7-0-7 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increae=1.25
Uniform Loads (plf)
Vert: 1-3=-54, 4-7=-20
Concentrated Loads (lb)
Vert: 9=-13(F=-6, B=-6) 11=45(F=22, B=22) 13=59(F=29, EI=29) 14=4(F=2, B=2) ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247.7409
CA:9333
KELLY E LYONS, P.E. FL#56191
uds
buss Iype
y
0133A LHJ713
I Diagonal Hip Girder,
1 1
�jcbReferencet
WPS, Tampe,Fl, Pedro Jimenez
ional
Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Inuss����
ID:bOydnXKyuk5YJ6RXcsbcV4z-IHOV-voBN5YKB_ZM
9-4-0 5-1-3
9-9-5
5-1-3
4 8 1
3x4 11
3
-
Special
4.24 F12 Special
12
Special
4x4
Special
2
11
Special
Special
10
W1
1
13
14
15
5
2x4 = Special 6
Special
Special 4
1.5x4 -::r-
Special
Special 3x6 —
Special
9-4-0
Scale = 1:25.2
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC' 0.44
Vert(LL)
-0.08
5-6
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.43
Vert(CT)
-0.14
5-6
>668
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.12
Horz(CT)
-0.00
5
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Wind(LL)
-0.03
5-6
>999
240
Weight: 47 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 3=100/Mechanical, 5=163/Mechanical, 6=4:?7/0-11-5 (min. 0-1-5)
Max Horz6=158(LC 7)
Max Uplift3=-76(LC 5), 5=-39(LC 5), 6=-208(LC 8)
Max Grav3=100(LC 1), 5=180(LC 30), 6=447(LC 29) ;
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BOT CHORD 6-14=-220/278, 14-15=-220/278, 5-15=-220/278
WEBS 2-6=-405/318
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation quide.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left arid right exposed; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load, nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5 except Qt=1b)
6=208.
6) Gap between inside of top chord bearing and first diagonal or verti6al web shall not exceed 0.500in.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 lb down and 11 lb up at 1-4-9,
55 lb down and 11 lb up at 1-4-9. 66 lb down and 43 lb up at 4-2-f1, 57 lb down and 43 lb up at 4-2-8, and 88 lb down and 83 lb up a
7-0-7, and 81 lb down and 67 lb up at 7-0-7 on top chord, and 28 I!) down and 7 lb up at 1-4-9, 28 lb down and 7 lb up at 1-4-9, 7 lb
down and 14 lb up at 4-2-8, 44 lb up at 4-2-8, and 22 lb down at 7-0-7, and 15 lb down and 2 lb up at 7-0-7 on bottom chord. The
design/selection of such connection device(s) is the responsibility 6f others.
8) In the LOAD CASE(S) section, loads applied to the face of the trusts 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: 1-3=-54, 4-7=-20
Concentrated Loads (lb)
Vert: 11=22(F) 12=-9(B) 13=-13(F=-6, B=-6) 14=27(F=29, Ei=-2) 15=-9(F=2, B=-11)
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
P H:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
I russ
K I Common
12- 0 Iv7f/�
:ouyanxKyuKSYJbRxcsbCV4zIHOV-O?IlJuLpIGLB_m[ZJhLguEpw
6-9-8 13-7-0
6 9.8 6-9-8
4x4 =
2
3x10 11 1.5x4 11 sxv =
12-M
3x101 �10-0
Scale = 1:25.0
1 4 0
1,5 8
6.9-8
12-1-8
12r3-0 13 7.0 ,
1-4-0
0.1-8
5 4
0
5-4-0
0-1-8 1-4 0
Plate Offsets (X,Y)--[1:0-1-4,0-0-21,[1:0-0-4.1-2-111
[3:0-14
0-0-21i[3:0-0-4.1-2-111
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.28
Vert(LL)
-0.02
4-9
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC, 0.25
Vert(CT)
-0.03
4-9
>999
240
BCLL 0.0 •
Rep Stress Incr YES
WB 0.07
Horz(CT)
0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
-0.02
5
>999
240
Weight: 55 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3 WEDGE MITek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Left: 2x8 SP No.2, Right: 2x8 SP No.2 Installation quide.
REACTIONS. (lb/size) 1=503/0-3-0 (min. 0-1-8), 3=503/0-3-0 (mlrt. 0-1-8)
Max Horz 1=-75(LC 6)
Max Uplift1=-125(LC 8), 3=-125(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less eiccept when shown.
TOP CHORD 1-2=-433/131, 2-3=-433/131
BOT CHORD 1-4=-26/326, 3-4=-26/326
NOTES-
1)Unbalanced roof live loads have been considered for this design. ,
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber . ,
DOL=1.60 plate grip DOL=1.60 -_a'0
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1
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) Provide mechanical connection (by others) of truss to bearing platE: capable of withstanding 100 lb uplift at joint(s) except Gt=1b)
1=125, 3=125.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FLOS6191
Jon IIruss
12-0.0 5 5 e ID:bOydnXKyuk5YJSRXcsboV4zlHOV-s6J7WEMRWalF c BVI'Cdj FJ�
10-11-0
5-5-8
4x4 =
3X8 I I
12-0-0
IF
3x8 160.0
Scale: 1/2"=l'
LOADING (psf)
SPACING- 2-0-0
CS'
DEFL. in
floc) I/deft Ud
PLATES GRIP
TCLL 20.0
TCDL 7.0
Plate Grip DOL 1.25
TC 0.23
Vert(LL) -0.02
6-9 >999 360
MT20 244/190
Lumber DOL 1.25
BC 0.23
Vert(CT) -0.04
6-9 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.08
Horz(CT) 0.02
1 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Wind(LL) 0.02
6-9 >999 240
Weight: 55 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
SLIDER Left 2x8 SP No.2 2-6-0, Right 2x8 SP No.2 2-6-0
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 1=404/0-3-0 (min. 0-1-8), 5=404/0-3-0
(min. 0-1-8)
Installationuide.
Max Horz 1=-60(LC 6)
Max Upliftl=-100(LC 8), 5=-100(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-400/139, 3-4=-400/139
BOT CHORD 1-6=-57/358, 5-6=-57/358
NOTES-
1) Unbalanced roof live loads have been considered for this design. n�
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; T'CDL=4.0psf; BCD L=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left ar`,id right exposed; end vertical left and right exposed; Lumber r
DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live loadnonconcurrent with any other live loads. 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.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joints) except Ot=lb)
1=100, 5=100.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENG2121 W B ARISS AV. ANEERING�MPA FL33618
PH:813-247-7400-FAX:813-247.7409
KELLY E LYONS, P.E. FL#56191
Job russ russ ype y
0133A KGE GABLE 1 1
Job Reference o tional
WPS, Tampa,Fl, Pedro Jimenez Run: 8.130 s Nov 13 2017 Pont- 8.130 s Nov 13 2017 MiTek Industrje��I . Tue Nov 3 09:51:31 2020 Page 1
12_00 ID:bOydnXKyuk5YJ6RXcsbcV4zIHOV-oaRuxwNh2BjIrE•�aldAlgByJsw5GW5876ay0eYVyMxgP
cec
6-9-8 i 6--9-89-8
4x4 =
3X4 =
3x10 II 3x10 II
12-0-0 12-0-0
1 4 0 1,5r8 6-9-8 12-1-8 1 13 7-0
1 4-0 0-1-8 5-4-0 5-4-0 0 1 8 1
Scale = 1:25.9
Plate Offsets (X,Y)--
f1:0-1-4,0-0-21 11.0-0-4 1-2-1 11
f3:0-1-4
0-0-21'[3:0-0-4.1-2-111
40
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TCi 0.28
Vert(LL)
-0.02
4-17
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC' 0.25
Vert(CT)
-0.03
4-17
>999
240
BCLL 0.0
Rep Stress Incr YES
WB; 0.07
Horz(CT)
0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL)
-0.02
13
>999
240
Weight: 65 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
WEDGE
Left: 2x8 SP No.2, Right: 2x8 SP No.2
REACTIONS. (lb/size) 1=503/0-3-0 (min. 0-1-8), 3=503/0-3-0 (min. 0-1-8)
Max Horz 1=-75(LC 6)
Max Upliftl=-125(LC 8), 3=-125(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-433/131, 2-3=-433/131
BOT CHORD 1-4=-26/326, 3-4=-26/326
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 ouide.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left acid right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For Studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/ TPI 1.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
5) Gable studs spaced at 2-0-0 oc.
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 bosom 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 100 lb uplift at joint(s) except (jt=lb)
1=125, 3=125.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
Ni0133A M
Monopitch 122 1 1
3
f
Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 201
g q 0 ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-Girfl
4"2-8 8-2-0
4y2-8 3-11-8
1.5x4 II
3
3x4 =�-0
9.4-0
Scale = 1:27.3
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC' 0.25 Vert(LL) -0.05 4-9 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC} 0.37 Vert(CT) -0.10 4-9 >992 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.01 5 >999 240 Weight: 42 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left: 2x8 SP No.2 ; MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 4=238/0-4-0 (min. 0-1-8), 1=356/0-3-8 (mini. 0-1-8) Installationuide.
Max Horz 1=188(LC 7)
Max Uplift4=-79(LC 5), 1=-79(LC 8)
Max Grav4=245(LC 13), 1=356(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; ICDL=4.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=oft; Cat,
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60e
2) This truss has been designed for a 10.0 psf bottom chord live Ioadjnonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Provide mechanical connection (by others) of truss to bearing plato capable of withstanding 100 lb uplift at joint(s) 4, 1.
LOAD CASE(S) Standard -
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247.7409
CA:9333
KELLY E LYONS, P.E. FL#56191
MGR (Jack -Open Girder I1
Run: 8.130 s Nov 132017 Print:
9-4-0 ID:bOydnXKyuk5YJ6RXcsbc
3x,
6 J.VVIIG
2X4 I I
9-4-0 10-7-0
LOADING (psf)
SPACING-
2-0-0
CSI,
DEFL.
in
floc)
I/deft
L/d
TCLL
20.0
Plate Grip DOL
1.25
TC; 0.06
Vert(LL)
-0.01
4-5
>999
360
TCDL
7.0
Lumber DOL
1.25
BC, 0.54
Vert(CT)
-0.02
4-5
>999
240
BCLL
0.0 '
Rep Stress Incr
NO
Wig 0.22
Horz(CT)
0.00
4
n/a
n/a
BCDL
10.0
Code FBC2017/TPI2014
Matrix -MP
Wind(LL)
0.01
4-5
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 6=637/0-8-0 (min. 0-1-8), 4=1267/Mechanit:al
Max Horz 6=128(LC 25)
Max Uplift6=-177(LC 8), 4=-509(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less ei;cept when shown.
TOP CHORD 1-6=-707/254, 1-2=-1317/454
BOT CHORD 5-7=-411/956, 4-7=-550/1328
WEBS 2-5=-283/814, 1-5=-368/1160, 2-4=-1210/505
Scale: 1/2"=1'
PLATES GRIP
MT20 244/190
Weight: 72 lb FT = 20%
Structural wood sheathing directly applied or 5-8-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) 2-ply truss to be connected together with 1 Od (0.131 "xY) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7,'-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted tis (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
Il; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5) This truss has been designed for a 10.0 psf bottom chord live loadlnonconcurrent 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) Refer to girder(s) for truss to truss connections.
8) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TI'I 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb)
6=177, 4=509.
10) Hanger(s) or other connection device(s) shall be provided sufficleht to support concentrated load(s) 1506 lb down and 595 lb up at
3-11-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
- Vert: 1-3=-54, 4-6=-20
Continued on page 2
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247.7400-FAX:813-247-7409
33
KELLY E LYONS3P,E. FL#56191
0133A I MH7
Half Hip Girder
9-4-0
Special
4x8 =
1.5x4 II
3x10 II 3x4 =
9-4-0 Special 9-4-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.18
Vert(LL)
-0.01
6-7
>999
360
TCDL 7.0
BCLL 0.0
Lumber DOL
Rep Stress Incr
1.25
NO
BC 0.23
WB
Vert(CT)
-0.02
6-7
>999
240
BCDL 10.0
Code FBC2017/TPI2014
0.12
Masrix-MP
Horz(CT)
Wind(LL)
0.00
0.01
5
6-7
n/a
>999
n/a
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
WEDGE
Left: 2x8 SP No.2
REACTIONS. (lb/size) 5=405/0-4-0 (min. 0-1-8), 1=383/0-3-8 (min. 0-1-8)
Max Horz 1=165(LC 7)
Max Uplift5=-175(LC 5), 1=-96(LC 8)
Max Grav5=41O(LC 25), 1=383(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-275/89
WEBS 3-6=-45/298, 3-5=404/148
Scale = 1:28.0
PLATES GRIP
MT20 244/190
Weight: 52 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
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 aulde.
NOTES-
1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; T;CDL=4.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60 _
2) Provide adequate drainage to prevent water ponding.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb)
5=175.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 95 lb down and 113 lb up at
7-0-0 on top chord, and 143 lb down and 55 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the trust; 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: 1-3=-54, 3-4=-54, 5-8=-20
Concentrated Loads (lb)
Vert: 3=-70(8) 6=-125(B)
ALLTECH STRUCTURAL
ENGINEERING, INC. 2121 W BEARSS AV. TAIWPA FL33618
PH:813-247-7400-FAX; 813-247-7409
KELLY E LYONS P3
E. FL#56191
0133A IPS01 IPiggyback 12 I 1
19-6-12
1.5x4 II
3x4 =
6.00 FIF
3 4
Scale = 1:34.3
1.5x4 II
1.5x4 II 3x4 =
14 5 1A 6 v
3x4 = 13 12 11
10 3x4 =
1.5x4 II 3x4 = 1.5x4 11 1.5x4 II
19-6-12
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC! 0.38
Vert(LL)
-0.00
8
n/r
120
TCDL 7.0
Lumber DOL
1.25
BCC. 0.27
Vert(CT)
-0.00
8
n/r
120
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.08
Horz(CT)
0.00
8
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
PLATES GRIP
MT20 244/190
Weight: 63 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. All bearings 18-4-0.
Installation guide.
(lb) - Max Horz2=37(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 2, 8 excej)t 11=-183(LC 4), 13=-137(LC 4), 10=-138(LC 5)
Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 11=481(LC 18), 13=413(LC 17), 10=413(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less eiccept when shown.
WEBS 5-11=-353/259, 4-13=-309/202, 6-10=-309/202
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; 7'CDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left ar`! d right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Gable requires continuous bottom chord bearing. _
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) 2, 8 except Qt=lb)
11=183, 13=137. 10=138.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING,
2121 W EARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
33
KELLY E LYONS3P.E. FL#66191
CD
0
uu u my is [u7 i rnnu mi JU s Nov 93 zu17 MITeK Industries, Inc. Tue Nov 3 09:51:37 2020 Pagel
19-6.12 &5 J ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-dko9CzSSd1TVZ9Ukzzu4QDZumWIWrj7yuTym8yMxgi
14-6-5
5-8-5 810-0 20-2-10
5-8-5
` 3x4 =
1.5x4 II 3x4=
Scale=1:34.3
3x4 = 13
12 11 10 3x4 =
1.5x4 II 3x4 = 1.5x4 II
1.5x4 II
19-6.12
LOADING (psf)
SPACING-
2-0-0
CSI'.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TCj 0.26
Vert(LL)
0.00
9
n/r
120
TCDL 7.0
Lumber DOL
1.25
BC, 0.28
Vert(CT)
0.00
9
n/r
120
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.06
Horz(CT)
0.01
8
n/a
n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix-S
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
PLATES GRIP
MT20 244/190
Weight: 66 lb FT = 20%
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
REACTIONS. All bearings 18-4-0. Installation auide.
(lb) - Max Horz 2=-59(LC 6)
Max Uplift All uplift 100 lb or less atjoint(s) 2, 13, 10„8 except 11=-141(LC 5)
Max Grav All reactions 250 lb or less at joint(s) 2, 8 Except 11=420(LC 1), 13=285(LC 17). 10=285(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-259/119, 3-4=-260/157, 6-7=-260/156, 7-8=-251')/117
WEBS 5-11=-294/218
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCD1.=4.0psf; BCDL=6.Opsf, h=25ft; 13=4511; L=24ft; eave=4ft; Cad.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live loadjnonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 13, 10, 8 except
(jt=lb) 11=141.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W EARSS AV. TAMPA FL33618
PH:813.247-7400-FAX:813-247-7409
33
KELLY E LYONS3P.E. FL#56191
0133A
Iruss
PB03 IPiggyback 12 I 1
Y
00 13
0
19-6-12 7-8-5 ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-5wMXPJT4OLbmBi3khPJzQ63LwdjEJC88YCVIbyMxg;
7-8-5 12-6.5 20-2-10
4-10-0 7-8-5
Scale=1:34.3
3x4
1.5x4 II 3x4 =
4 5 6
3x4 = 13 12 11
10 3x4 =
1.5x4 11 3x4 = 1.5x4 11
1.5x4 II
19-6-12
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC. 0.20
Vert(LL)
0.00
8
n/r
120
TCDL 7.0
Lumber DOL
1.25
BCC 0.28
Vert(CT)
0.00
8
n/r
120
BCLL 0.0 '
Rep Stress Incr
YES
WE 0.05
Horz(CT)
0.01
8
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Mairix-S
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
PLATES GRIP
MT20 244/190
Weight: 69 lb FT = 20%
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
REACTIONS. All bearings 18-4-0. Installation auide.
(lb) - Max Harz 2=-81(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 2, 11, 8 e:(cept 13=-100(LC 8), 10=-100(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 2', 8 Except 11=309(LC 1), 13=352(LC 17), 10=352(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-287/98, 3-4=-310/172, 6-7=-310/172, 7-8=-287/97
NOTES-
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber "
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Gable requires continuous bottom chord bearing.
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 platq' capable of withstanding 100 lb uplift at joint(s) 2, 11, 8 except
Qt=lb) 13=100, 10=100.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX: 813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
10D (Truss - russ I ype ly
1133A P804 Piggyback 2 1
Job Reference o tional
WPS, Tampa,Fl, Pedro Jimenez ! Run: 8.130 s Nov 13 2017 Print• 8.130 5 Nov 13 2017 MiTek Industries, Inc. Tue Nov 3 09:51:39 2020 Page 1
19 6 12 ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-Z6wvdrrl9fkdpSe65OwYVeeCEKz4zlZIQCy3r1yMxG
A-R 5
u
I -- 9-8-5 •- - " IV-1- IV
0-10-0 9.8-5
1.5x4 II
3x4 =
I
3x4 =
I 4 5 6
Scale = 1:35.9
3x4 = 13 12
11 10 3x4 =
1.5x4 11 3x4 = 1.5x4 11 1.5x4 11
19-6-12
LOADING (psf)
SPACING-
2-0-0
CSi.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC' 0.32
Vert(LL)
-0.00
9
n/r
120
TCDL 7.0
Lumber DOL
1.25
BC; 0.27
Vert(CT)
-0.00
9
n/r
120
BCLL 0.0 •
Rep Stress Incr
YES
WE 0.11
Horz(CT)
0.00
8
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Masrix-S
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
PLATES GRIP
MT20 244/190
Weight: 71 lb FT = 20%
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
REACTIONS. All bearings 18-4-0. Installation quide.
(lb) - Max Horz 2=-103(LC 6)
Max Uplift All uplift 100lb or less atjoint(s) 2, 11, 8 except 13=-151(LC 8), 10=-151(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 11=390(LC 1), 13=406(LC 17). 10=406(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less e)(cept when shown.
WEBS 5-11=-263/79, 3-13=-307/214, 7-10=-307/214
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; 1'CDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left a(id right exposed; end vertical left and right exposed; Lumber- '
DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding. -
4) Gable requires continuous bottom chord bearing.
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) 2, 11, 8 except
Gt=lb) 13=151, 10=151.
8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813-247-7400-FAX:813-247-7409
CA:9333
KELLY E LYONS, P.E. FL#56191
[fuss . I I russ Type
P805
19-6-12 10-1 5 ID:bOydnXKyuk5YJ6RXcsbcV4zlHOV-1JUHq?ULwysUQcbJf5Rn2rBNcjJKi66keI
10-1-5 ? 20-2-10
10-1-5
4x4 =
3x4 = 11 10 9 e 3x4 =
1.5x4 11 3x4 = 1.5x4 11 1.5x4 11
19-6-12
Scale = 1:34.8
M
Io rOD
6
2_ 10
DEFL. in
(loc) I/defi Ud
PLATES GRIP
LOADING (psf)
SPACING- 2-0-0
CSI'.
TCLL 20.0
Plate Grip DOL 1.25
TC} 0.34
Vert(LL) -0.00
7 n/r 120
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
130 0.27
Vert(CT) -0.00
7 n/r 120
BCLL 0.0 '
Rep Stress Incr YES
WE, 0.12
Horz(CT) 0.00
6 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Weight: 71 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
OTHERS 2x4 SP No.3
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
REACTIONS. All bearings 18-4-0.
Installationuide.
(lb) - Max Horz 2=-107(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 2, 9, 6 except 11=-160(LC 8), 8=-160(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 2', 6 Elxcept 9=400(LC 1), 11=414(LC 17), 8=414(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less e;<cept when shown.
WEBS 4-9=-272/84, 3-11=-316/224, 5-8=-316/224
NOTES- '
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph;1'CDL=4.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.-.'
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber-
DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live loadnnonconcurrent 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 .widewill fit between the bottom chord and any other members. - r
6) Provide mechanical connection (by others) of truss to bearing platf; capable of withstanding 100 lb uplift at joint(s) 2, 9, 6 excepi;Gt=ib)
11=160, 8=160. ' r..
7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
LOAD CASE(S) Standard
ALLTECH STRUCTURAL
ENGINEERING, INC.
2121 W BEARSS AV. TAMPA FL33618
PH:813.247-7400-FAX:813-247-7409
33
KELLY E LYONS3P,E. FL#56191