HomeMy WebLinkAboutTruss Engineering4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
PHONE: (772) 409-1010
FAX: (772) 409-1020
TRUSS---NGINEERING _ n
BUILDER: JWN CONSTRUCTION
BURNSRESM&Z
MCI F
op
Job# 55992 Lot# Parcel# .
Master# 0
REVISIONS: DISTRIBUTION: Tulyi7, tom
A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job 55992
Site Information:
i
I
Lumber design values are in accordance with ANSIlTPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
i
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
Customer Info: JWN CONSTRUCTION Project Names BURNS NETTLES ISLAND
Lot/Block: Model:
Address: LOT 1 NETTLES Subdivision:
City: Nettles Island County: St. Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: i
General Truss Engineering Criteria Design Loads' (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.4
Wind Code: ASCE 7-10 Wind Speed: 170 MPH 11
Roof Load: 55.0 psf Floor Load: 65.0 psf
This package includes 69 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
i
Seal # I
Truss Name
Date
No.
Seal #
Truss Name
Date
1
A0203168
FG01
6/17/13
13
A0203179
FL01A
6/17/13
25
A0203192
FL13
6/17/13
2
A0203173
FG06
6/17/13
14
A0203160
FL02
6/17/13
26
A0203193
FL14
6/17/13
3
A0203186
FL07A
6/17/13
15
FL03
6117/13
27
A0203194
FL15
6/17/13
4
A0203169
FG02
6/17/13
16
A0203182
FL04
6/17/13
28
A0203195
FL16
6/17/13
5
A0203174
FG07
6/17/13
17
A0203183
FL05
6/17/13
29
A0203196
FL17
6/17/13
6
A0203170
FG03
6/17/13
18
A0203184
FL06
6/17/13
30
A0203197
FL18
6/17/13
7
A0203175
FG08
6/17/13
19
A0203185
FL07
6/17/13
31
A0203198
FL19
6/17/13
8
A0203171
FG04
6/17/13
20
A0203167
FL08
6/17/13
32
A0203199
FL20
6/17/13
9
A0203176
FG09
6/17/13
21
A0203168
FL09
6/17/13
33
A0203136
A01 G -
6/17/13
10
A0203172
FG05
6/17/13
22
A0203189
FL10
6/17/13
34
A0203137
A02
6/17/13
11
I A0203177
FG10
6/17/13
23
A0203190
FL11
6/17/13
35
A0203138
A03
6/17/13
12
1 A0203178
FLO1
6/17/13
24
A0203161
FL12
6/17/13
36
A0203139
A04
6/17/13
The truss drawing(s) referenced have been prepared by MiTek
Industries, Inc. under my direct supervision .based on the parameters
provided by A-1 Roof Trusses, Ltd.
Truss Design Engineer's Name: Julius Lee
My license renewal date for the state of Florida is February 28,2015.
NOTE: The seal on these drawings indicate acceptance of
professional engineering responsibility solely for the truss
components shown. The suitability and use of this component
for any particular building is the responsibility of the building
designer, per ANSI/TPI-1 Sec. 2.
Page 1 of 2
Julius Lee, PE / Florida Certification Number 34869
1109 Coastal Bay, Boynton Beach, FL 33435
i
�xCENSF'
* N 34869
�0 STATE OF
FLORID - 0
1109 COASTAL BAY
BOYNTON BC,FL 33435
6/17/13
M �
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
,,,a4=TRUSSES
A FLORIDA CORPORATION
RE: Job 55992
No.
Seal #
Truss Name
Date
37
A0203140
A05
6/17113
38
A0203141
A06
6/17/13
39
A0203142
A07
6/17/13
40
A0203143
A08
6/17/13
41
A0203144
A09
6/17/13
42
A0203145
A10
6/17/13
43
A0203146
All
6117/13
44
A0203147
Al2
6/17/13
45
A0203148
A13
6/17/13
46
A0203149
Al 4
6/17/13
47
A0203150
A15
6/17/13
48
A0203151
A16
6/17/13
49
A0203152
Al7G
6/17/13
50
A0203153
B01GE
6/17/13
51
A0203154
B02
6/17/13
52
A0203155
B03
6/17/13
53
A0203156
B04
6/17/13
54
A0203157
905
6/17/13
55
A0203158
B06
6/17/13
56
A0203159
C01 G
6/17/13
57
A0203160
CO2G
6/17/13
58
A0203161
CJ1
6/17/13
59
A0203162
CJ3
6/17/13
60
A0203163
CJA
6/17/13
61
A0203164
CJB
6/17/13
62
A0203165
CJC
6/17/13
63
A0203166
CJD
6/17/13
64
A0203167
CJE
6/17/13
65
A0203200
HC3
6/17/13
66
A0203201
HJ5
6/17/13
67
A0203202
J5
6/17/13
68
A0203203
MV2
6/17/13
69
A0203204
V4
6/17/13
Page 2 of 2
Girder 1 I A0203136
Joh Reference footionall
,I
1342#/-780#
0-0 B-8-0
0-0 1-10-0
i
f
6-10-0
5x6 =
5-8-0
-11-4
5-0-0
Scale = 1:36.1
Camber = 3/8 In
1788#/-1163#
LOADING (psi)
SPACING 2-0-0
CSI
DEFL In (too) Ildefl L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.59
Vert(LL) 0.34 10-12 >721 360
MT20 2441190
TCDL 15.0
Lumber Increase 1.25
BC 0.72
Vert(TL) -0.54 10-12 >462 240
'
BCU- 0.0 •
Rep Stress lncr NO
WB 0.33
Hori(TL) 0.07 7 n/a n/a
BCDL 10.0
Code FBC20101TP12007
(MatdxM
Weight: 200 lb FT - O%
LUMBER
TOP CHORD 2x4 SP N0.2
'
BOT CHORD 2x6 SP N0.2
-
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 4-1-8 cc purins.
-
BOTCHORD
Rigid telling directly applied or 8-0-10 cc bracing.
REACTIONS Qb/size)
2 1190/0-8-0 (min.0-1-8)
7 1585/044 (min. 0-1-8)
Max Horz
2 .53(LC 5)
Max Uplift
2-780(LC 4)
7-1163(LC 5)
Max Grav
2 = 1342(LC 2)
7 1788(LC 2)
FORCES Qb)
Max. CompJMax. Ten. - All forces 250 0b) or lass except when shown.
TOPCHORD
2J=-4117/2325, 3-4=-40822338, 4-5-6983/4361,
5-0=6953/4332, 6.7=-591613698
BOTCHORD
2-12=-2132/3950, 11-12--3539/6059, 1DA 1--3539/6059,
9-10=-3510/5740, 7-9--3499/5714
WEBS
3-12=-964/1707, 4-12--2552/1702, 4-10-1120/1164,
5-10--260/253, 6-10=-862/1478
NOTES
1) 2-ply truss to be connected together with 1 Od (0.131'k3) 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 Do, Except member 9-6 2x4-1 row
at 0-2-0 cc.
,
2) All loads are considered equally applied to all plies, except if noted as front (F) or
back (8) 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.root live loads have been considered for this design.
4) Wind: ASCE 7-10; Vuft-170mph (3-second gust) Vasd-132mph; TCDL-S.Opsf;
-
BCOL-S.Opst; h=25ft; Cat. 11; Exp D; Encl., GCpi=D.18;.MWFRS (envelope); Lumber
DOL-1.60 plate grip DOL-1.60
-
5) Provide adequate drainage to prevent water pending..
6) Plates checked for a plus or minus 0 degree rotation about its center.
7) This truss has been designed for a 10.0 par bottom chord live load nonconcument
with any other live loads,
8) • This truss has been designed for a live load or 20.Opsf on the bottom chord in all
areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord
end any other members.
9) Provide mechanical connection (by others) oftruss to bearing plate capable or
withstanding 780 lb uplift atjoint 2 and 1163 lb uplift at joint 7.
10) "Seml-rigid pitchbreaks with fixed heels" Member end fixity model was used In
the analysis and design of this truss.
.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support
concentrated load(s) 279 lb down and 331 lb up at 15-8-0 on top chord, and 830 lb
down and 575 lb up at 13-8-12, and 133 lb down and 62 lb up at 15-7-4 on bottom
chord. The design/selection of such connection devices) is the responsibility of
others. .
LOAD CASE(S)
Standard
1) Regular: Lumber Increase=1.25, Plate Increase-1.25
Uniform Loads (plo
Vert: 1-3=-00, 3A=-60, 4-0=-00, 641=60, 2-7--20
Concentrated Loads (Ib)
Vert: 6=-174(F) 10=-734(F) 9=-108(F)
Hip �'I 1
ID:521TyLyV3MOI
7-0-0 13-8-0
7-0-0 6-8-0
4x10 =
4xB =
3.00 12 3
4
1.5x4 11 3xS MT20H= 3x4 =
7-0-0
13-8-0
7-0-0
6-8-0
Plate Offsets (X,Y): r2:0-0-11.D-0-2t
[&D-6-0 0-2-0] 14:04-0 0-1-12L 15:0-0-11 0-D2]
LOADING(pso
SPACING 2-"
CSI
DEFL In Ooc) Vdefl L/d
TCLL 20.0
Plates Increase 1.25
TC 0.92
Vert(U.) 0.34 7.9 >737 360
TCDL 15.0
Lumber Increase 125
BC 0.68
Vert(TL) -0.40 7-9 >626 240
` BCLL 0.0 •
Rep Stress Incr YES
WB 0.16
Harz(7L) 0.09 5 n/a n1a
BCDL 10.0
Code FBC201 D)TP12007
(Matrix-M)
LUMBER
TOP CHORD 2x4 SP No.2 *Except
..
T2: 2x4 SP M 30
BOT CHORD 2x4 SP NO2
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOTCHORD
Rigid ceiling directly applied or 3-9-2 oc bracing.
MiTek recommends that Stabilizers and require cross bracing be Installed
dudr truss aredon in accordance with Stabilizer Installation nolde.
REACTIONS Ob/size)
2 991/0-8-0 (min. 0-1.8)
5 991/0-8-0 (min. D-1-8)
Max H..
2 -"(LC 17)
Max Uplift
2-620(LC 8)
5 = -020(LC 9)
-
FORCES Ob)
Max. CompJMax. Ten: -AII forces 250 Ob) or less except when shown.
TOPCHORD '
2-3=-28702444, 34--2776f2447, 4-5=-28742446
' SOTCHORD
2-9=-22162710, 8-9=-22122720, 7-8-22122720,
5-7=-2223/2718
WEBS
3-9-O259, 4.7-0260
NOTES
1) Unbalanced roaf five loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vesdm132mph; TCDL=S.Opsf;
BCDL=5.0psf; h=25ft; Cat. II; Exp D; Encl., GCpI.0.18; MWFRS (envelope) and C-C
Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL-1.60
3) Provide adequate drainage to prevent water ponding.
4) AII plates are MT20 plates unless otherwise Indicated.
5) Pistols) at Joint(s) 3, 2, 6, 9, 7 and 5 checked for a plus or minus 0 degree rotation
about Its center.
6) Plate(s) at joint(s) 4 checked for a plus or minus 4 degree rotation about Its
center.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other rive 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.
9) Provide mechanical connection (by others) oftruss to bearing plate capable of
withstanding 620 lb uplift at joint and 620 lb uplift at Joint 5.
10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in
the analysis and design ofthis truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 244/190
MT20H 187/143
Weight: 79 lb FT-0%
Scale = 1:35.6
Camber = 1/4 In
R
N
3X6 =
99I N-62D#
6-6-6
11 I 1
1 D:521 Ty Ly%9'A?hM
11-8-0 14-1-10
I
4X4 = 40 = '
ee 4 5
LOADING(ps1) SPACING 24)-0
TCLL 20.0 Plates Increase 1.25
TCOL 15.0 Lumber Increase 1.25
BOLL 0.0 • Rep Stress Incr YES
BCDL 10.0 Cade FBC2010/?PI2007
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP N0
•3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 2-10-2 oc pul fins.
BOTCHORD
algid calling directly applied or 3-7-7 cc bracing.
MITa . recommends that Stabilizers end required cross bracing be installed
dudn truss erection In accordance with Stabilizer Installation guide.
REACTIONS (Ib/size)
2 9911041-0 (min. 0.1.8)
7 991/0-8-0 (min. 0.1-8)
Max Horz
2 -07(LC 13)
Max Uplift
2-603(LC 8)
7 -003(LC 9) _
FORCES (lb)
Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD
2-3-29512659, 3-4-24532170, 4-5=-23842146,
5-0=-24532170, 6-7--29502659
BOTCHORD
2-11=-24342797, 10-11=-18592319, 9.10--24402799,
7-9=-24402799
WEBS
3-11=589/699, 4-11--311/411, 5-10-3111411,
6-10--589/698
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL-5.Opsf;
BCDL-5.Opsf, h-25ft; Cat. Il; Exp D; End., GCpi-0.16; MWFRS (envelope) and C-C
Extedor(2).zone;C-C for members and forces 8 MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL-1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other five 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) Provida mechanical connection (by others) of truss to bearing plate capable of
withstanding 603 lb uplift stjoint 2 and 603 lb uplift at joint 7.
8)'Semi-rigid pftehbreaks with fixed heels° Member end fixity model was used In the
analysis and design ofthis truss.
LOAD CASE(S)
Standard
3x4 =
4X4 =
I
3x4 =
I
i
11-8-0
i '
2-8-0
I
CSI
DEFL
In Coo) Well L/d
TO 0.88
Vert(LL)
0.3510.11 >704 360
BC 0.81
Vert(IL)
-0.4610-17 >536 240
WBtrt 0.21
Horz( L)
.0.08 7 n/a n/a
(Ma
6-6-6
20-8-0
9-0-0
PLATES GRIP
MT20 244/190
Weight: 80 lb FT a 0%
A0203138
NjUm�3dP%VV
-�I
0-10-8
Scale = 1:35.6
Camber = 5/16 In
ID:521TyLyM3SYXfhMH671jzpzRY07FfkCYbVkrZ(i?JvnwFslP'cCY6Zl:yffZPC;t RMiN'sKh-3i51
TO-10-� 5-7-11 10-4-0 15-0-5 20-8-0-,21-6-8
0-10-8 5-7-11 4-8-5 4-8-5 5-7-11 0-10 8
Scale = 1:35.2
Camber = 5/16 in
4x8 =
4
a
sxq = sx4 = sxa =
3x6 = 3x8 —
991#/--587# 991#/-587#
-5
LOADING(psfj
TCLL 20.0
TCDL 15.0
BCLL " 0.0 •
BCDL 10.0
.SPACING 2-M
Plates Increase 125
Lumber Increase 125
Rep Stress Incr YES
Code FBn010jTP12007
Cat
TC 0.78
SC 0.64
WB 0.24
(Matrixw)
DEFL In Qoc) Wall Ud
Vert(LL) 0.41 8-10 -599 360
Vert(TL) -0.44 B-10 a569 240
HOR(TL) 0.08 6 We n/a
PLATES GRIP -
MT20 2441190
Weight: 83 lb FT-0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 34)-4 oc purtins.
BOTCHORD
Rigid ceiling directly applied or 3.6-15 cc bracing.
MITe recommends that Stabilizers and required cross bracing be Installed
durin Wss erection In accordance with Stabilizer Installation guide.
REACTIONS Qblsize)
2 = 991/0-8-0 (min. 0-1.8)
-
6 991/114-0 (min. 0-1.8)
Max Hoe
2 -76(LC 13)
Max Uplift
2 =-587(LC 8)
6 =-587(LC 9)
FORCES Qb)
Max. CompJMex. Ten. - All forces 250 Qb) or less except when shown.
TOPCHORD
2-3-31862845, 3.4=-28372503, 4.5--28372503,
5-G=-318MB44
BOTCHORD
2-10--2629/3033, 9-10--17362099, 13-9=17382099,
6-0=-2637/3037
WEBS
4-0=558/729, M=506/834, 4-10--5591729, 3.10=-5061634
NOTES
1) Unbalanced roof We loads have been considered for this design.
2) W1nd: ASCE 7-10; Vuft=170mph (3-second gust) Vasd-132mph; TCDL-S.Opsf;
BCDL-5.0psF, h-25ft; Cat. II; Exp D; Encl., GCO-0.18; MWFRS (envelope) and C-C
Exterior(2) zone;C-C for member; and forces 8 MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other five loads.
5) • This truss has been designed for a We 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 587 lb uplift at joint 2 and 587 lb uplift at Joint 6.
7) "Semi -rigid pltchbreaks with fixed heels" Member end fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
32 A05 Common { 1 I 1 A0203140
Job Reference (optional)
ID:521TYLYNRA'X 1jzpi i�d�-'�ic��c�L�e �vnwr�'si cf o°Z�}�j�oulV�l i s �h33i 211
TO-10-8 5-7-11 10-4-0 15-0-5 20-6-0
0-10-8 5-7-11 4'-8-5 4-8-5 5-5-11
Scale = 1:34.0
Camber - 5116 in
2
az4 = ax4 = ax4 =
3x6 = 34 =
I
991#/-586#
LOADING(psf) SPACING 2-0.0
TCLL 20.0 Plates Increase 1.25
TCDL 15.0 Lumber Increase 1.25
BCLL 0.0 Rep Stress ]nor YES
BCDL 10.0 Code FBC201 O/TPI2007
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-0-4 oc purilns.
BOTCHORD
Rigid ceiling directly applied or 3-6-11 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be Installed
dodo truss erection in accordance with Stabilizer Installation ulde.
71
REACTIONS (lb/size)
6 915/00-0 (min. D-1-8)
2 991/0-3-0 (min. D-1-8)
Max Hoe -
2 85(LC 12)
Max Uplift
6 490(LC 9)
2 586(LC 8)
FORCES Qb)
Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD
M-31872847; 3-4=-28382506, 4-5=-28352505,
-31832845
BOTCHORD
2-9--2666/3034, 8-9=-17662096, 7-8=17662098,
6-7--2654/3030
WEBS
4-7-5571725, 5-7-504/632, 4-9--5581729, 3.9--506/634
NOTES
1) Unbalanced roof live loads have been considered forthis design.
2) Wind: ASCE 7.10; Vu8=170mph (3-second gust) Vasd-132mph; TCDL-S.Opsf;
BCDL-5.Opsf, h=25ft; Cat. 11; Exp D; Encl., GCpi-0.18; MWFRS (envelope) and C-C
Fxtedor(2) zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
3) Plates checked for a plus or minus 0 degree roteflon about its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads.
5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-D 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 490 to uplift at joint 6 and 585 lb uplift atjolnt 2.
7) "Semi-dgid phchbreaks with fixed hosts" Member and fixity model was used In the
analysis and design ofthis truss.
LOAD CASE(S)
Standard
CSI
TC 0.78
BC 0.64
WB 024
(Matrix-M)
13-6-11
DEFL In (loc) Vdefl Lid
Ven(LL) 0.41 7-9 >600 360
Vart(TLHom((rL)) 0.08 7 6 > Na We
PLATES GRIP
MT20 244/190
Weight: 81 lb FT-0%
a
91S N-49D#
cy
j
0 10 a 5-9-11 10-4-0 15-5-e y
0-101 5-9-11 4-6-5 5-1-6
761#1-481#
LOADING(psf) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 15.0 Lumberincrease 1.25
BCLL D.0 • Rep Stress Incr YES
BCDL 10.0 Code FBC201 D/TPI2007
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-9-2 oc pudins, except end verticals.
BOTCHORD
Rlgid calling directly applied or4-1-12 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be Installed
Burin truss erection In accordance with Stabilizer Installation uide.
REACTIONS (Ib/size)
2 761104&0 (min.0-1-8)
6 678/0-6-0 (min. 0-1-8)
Max Horz ,
2 150(LC 8)
Max Uplift .
2 -481(LC 8)
6-333(LC 9)
FORCES Ob)
Max. CompJMax: Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD
2J=-2156/1942, 34--179611587, 5-6=-2671318
BOTCHORD
2-7-19452077, 6-7-998/1064
WEBS
3-7=-541/683, 4-7=-595/620, 4-0=-1061/1030
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-10; Vuh-170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf;
BCDL-5.Opsf; h-25ft; Cat. Il; Exp 0; Encl., GCpi-0.18; MWFRS (envelope) and C-C
Extedor(2) zone;CC for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL-1.60
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) This truss has been designed for a 10.0 psfbottom 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 34e-0 tall by 2-D-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 481 lb uplift at Joint 2 and 333.lb uplift at Joint S.
7) "Seml-rigid pilchbreaks with fixed heels" Member and fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
CSI
TC 0.64
BC 0.68
WB 0.63
(Matdx-M)
DEFL In (loc) gdefi L/d
Vert(L-) 0.16 7-10 >999 360
Vart(TL) .0.32 6-7 >579 240
Horz(TL) -O.D4 6 n/a n/a
4x5 =
4
PLATES GRIP
MT20 244/190
Weight: 67 lb FT a 0%
Scale = 1:26.2
Camber = 3116 In
N1
7
5x6 =
678#/-333#
I
(Roof Special I2
0:521TyLyl
-6 10-4-
E
I
i
763#/-483#
I
6-1-6 10-5-8 13-8-8
6-1-6
1
4-4-2
3-3-0 '
Plate Offsets (X.Y): r2:0-0-15.0-0-2115:0-2-4 0.1.81 [B:D-1-B 0-1.81 110:0-2-12 0-3-01 112:0-2-0 0-1-12) 1
LOADING(pst)
SPACING 2-0-0
CS]
DEFL In (loc) Vdefi
Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.68
Vert(LL) 0.19 12 >978
360
MT20 244/190
TCDL 15.0
Lumber Increase 125
SC 0.77 I
Vert(TL)-0.1912-15 >985
240
BCLL 0.0 •
Rep Stress Incr YES
WB 0.83
Horz(TL) -0.13 7 nfa
n/a
BCDL 10.0
Code FBC2010/iP12007
(Matrix-w
Weight: 77 lb FT = 0%
LUMBER
TOP CHORD 20 SP No.2
BOTCHORD 2x4 SP No.2 *Except'
92: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-8-5 cc pur8ns, except and verticals.
BOTCHORD
Rigid telling directly applied or 4-2-7 cc bracing.
MiTek recommends that Stabilizers and required cross bracing be Installed
durina truss erection. in accordance with Stabilizer Installation ouide.
REACTIONS (lb/size)
2 763/0-8-0 (min.0-1-8)
7 676/0.6.0 (min. 0-1.8)
Max Horz
2 150(LC 8)
Max uplift
2 = -483(LC 8)
7 332(LC 9)
FORCES (lb)
Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD
23--2080/111511, 34-17511/1621, 4-5-1809/1671,
5E=-053/610, 6-7--902/844
BOTCHORD
2-12=-18552007,4-10=402/519, 9-10=-1313/1426,
8-9=-446/437, 5-9=416/461
WEBS
3-12-343/462, 10-12--1767F1904, 3-10=366/389,
5-10--212/311, 6-8-714n67
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vutt=170mph (3-second gust) Vesd=132mph; TCDL-S.Opsf;
BCDL-5.0psf; h-25ft; Cat. It; Ex D; Encl., GCpl-0.18; MWFRS (envelope) and C-C
Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads.
5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-" 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 483 Ib uplift at Joint 2 and 332lb uplift at Joint 7.
7) "Semi -rigid pitch breaks with fixed heels" Member and fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
A02031421
1 1 ¢-5T8
1-5-6-5-8 3-
Scale = 1:26.5
fiber- 1/8 in
3x6 II
676#/-332#
Roof Special I1 ' I 1 I 'A0203143
763#/-473#
6-1-5
i
Scale = 1:26.9
Camber= 1/8 in
2.39112
0.42112
4x4
4x4 3x4 =
4 5 _ 3.4 -
Iff
3x6 II
676#/-341#
LOADING (psi)
TOLL 20.0
TCDL 15.0
BCLL - 0.0 •
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 125
Rep Stress lncr YES
Code FBC2010F P12007
CSI
TO 0.67
BC 0.60
WB 0.65
(Matrix-M)
DEFL In ()oc) Well Ud
Vert(LL) 0.18 13-18 >999 360
Vert(TL) -0.18 13-16 >999 240
Horz(TL) -0.12 8 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 82 lb FT - 0%
LUMBER
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No2 *Except
B2: 2x4 SP No.3
WEBS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-8-11 cc pudins, except and verticals.
'
BOTCHORD
Rigid ceiling directly applied or 4-1-11 oc bracing.
'
MITek recommends that Stabilizers and required cross bracing be, Installed
dudn Was erection In accordance with Stabilizer Installation guide.
REACTIONS (lb/size)
8 67810S0 (min. 0-1-8)
2 763/G-8.0 (min. 0-1-8)
-
Max Horz
2 ' 201(LC 8)
Max Uplift
a 341(LC 9)-
2 .473(LC 8)
FORCES (Ib)
Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
23=-2062/1790, 3�-1724/l571, 4-5=-1719/1616,
5-0=-772/722, 6-7e-453/426, 7-8=.877/830
BOTCHORD
2-13=-19g62012,4-11--378/467,10-11--1535/1634,
9-10--623(608
WEBS
3-13=343/473, 11-13--1819/1909, 3-11•372372,
7-9=-780/631, 5-10=9921943
NOTES
..
1) Unbalanced roof live loads have been considered forthis design.
,
2) Wnd: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL-5.0psf;
BCDL=5.0psf,, h=25ft; Cat. II; Fxp D; Encl., GCpi=0.16; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.80 plate grip DOLo1.60
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads.
5) • This truss has been designed for a five load of 20.0psf on the bottom chord in all
-
areas where a rectangle 3-6-0 tali 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 341 lb uplift atjoint 8 and 473 lb uplift atjolnt 2.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
4 0-10-8 1
764#/-4B0#
Roof Special I I 1
ID:521TyLyWA
6-5-3 10-5-9
6-5-3
6-5-3
10-5-9
0
A02031441
Seale = 1:26.2
Camber=118 In
N
676#/-333#
LOADING(psf)
SPACING 2-0-0
CSI
DEFL In (too) 8defi Ltd
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.72
Vert(LL) 0.16 8-11 -999 360
MT20 244/190
TCDL 15.0
Lumber Increase 125
BC 0.51
Vert((L) -0.18 B-11 -999 240
BCLL 0.0 '
Rep Stress nor YES
- WB 0.46
Horz(TL) -0.04 6 n(a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matdx-M)
Weight: 69 lb FT - 0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2z4 SP N0
.2
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-0-7 cc purtins, except end verticels.
BOTCHORD
Rigid ceiling directly applied or 4-2-1 cc bracing.
MiTek recommends that Stabilizers and required cross bracing be Installed
dodo truss erection in eaordance with Stabilizer Instefi on aide.
REACTIONS (lb/size)
2 76410-8-0 (min. 0-1-8)
6 S 676/O0 (min. 0-1-8)
Mex Horz
2 = 168(LC B)
Max Uplift
2 480(LC 8)
6-333(LC 9)
FORCES Qb)
Max. CompJMax. Ten. -All forms 250 (b) or less except when shown.
TOPCHORD
23=-2034/1800, 33=-1148/1055, 4-5=-1130/l039,
5.6=4926811
BOTCHORD
2.8--1831/1960, 7.8--1831/1960
WEBS
3-7--971/950, 5-7=-931/1045
NOTES
1) Unbalanced roof Gve loads have been considered for this design.
2) Wnd: ASCE 7.10; Vu8=170mph (3-second gust) Vasd-132mph; TCDL-5.Opsf;
BCDL-S.Opsf; h-25ft; Cat. II; Exp D; Encl., GCpie0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) This truss has been designed for a 10.0 psf bottom chord five 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-" tell 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 480 lb uplift at joint 2 and 333 lb uplift at joint 6.
7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
r.:
I
0-10-8
764#/-481#
Special. 1 1 'A0203145
Job Relerence (optional)
ID:521TvLvM%'9 1� ih P''JA' 1z'9Vb49V tnEOM'rWad `I eJz9Bmv's'&RUD0996zP9 it
LOADING(psQ SPACING 2-0-0
TCLL 2D.0 Plates Increase 125
TCDL 15.0 Lumber Increase 125
BCLL 0.0 • Rep Stress lncr YES
BCDL 10.0 Code FBC201 OnVI2007
LUMBER
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-6-3 cc pudins, except and verticals.
BOTCHORD
Rigid ceiling directly applied or 4-2-1 oc bracing.
MITek recommends that Stabilizers and required cross bracing be Installed
dudn truss erection In exordence with Stabilizer Installation guide.
REACTIONS Qb/size)
2 764/043-0 (min.0-1-8)
6 675/0-6-0 (min. 0-1-8)
Max Horz
2 172(LC 8)
Max Uplift
2 Q.0 B)
6 = �31(LC 9)
FORCES Qb) _
Max. CompJMax. Ten. -Ali forces 25D Qb) or less except when shown.
TOPCHORD
2.3=•2016I1781, 3.4=-112011031, 4-5-1101/1014,
5-0=-793f787
BOT CHORD
2-0=-181611942, 7-8=-1816/1942
WEBS
3-7--984/961, 5-7=-920/1030
NOTES
1) Unbalanced roof Five loads have been considered for this design.
2) Wind: ASCE 7.10; Vuft=170mph (3-second gust) Vesd=132mph; TCDL=5.0psf;
BCDL=5.Opsf; h-25ft; Cat. II; Exp D; Encl., GCpi-0.18; MWFRS (envelope) and C-C
Extedor(2).mne;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.61) plate grip DOL-1.60
3) Plates checked for a plus or minus 0 degree rotation about its center,
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads. -
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all
areas where a rectangle 3-M tall by 240-0 wide will fit between the bottom chord
and any other members.
6) Provide mechanical connection (by others) oftruss to bearing plate capable of
withstanding 481 lb uplift at joint and 331 lb uplift at joint 6.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
LOAD CASE(S)
Standard
i
10-6-15
4-0-3
CSI DEFL In Qoc) Vdefl L/d
TC 0.73 Vert(LL) 0.17 8-11 >999 360
BC 0.51 Vert(TL) -0.19 .8-11 >992 240
WB 0." Horz(TL) -0.04 6 n/a We
0
4x4 = 2.39112
4
15-5-8
4-10-9
PLATES GRIP
MT20 244/190
Weight: 69 lb FT=O%
Scale = 1:26.2
Camber= 1/e in
I N59 Truss Type
92 A11 Roof Special
-0 10-8 I 6-6-3
I
765#/.482#
6-8-3
6-8-3
Plate offsets (X Y)• r2:0-0-11 0-0-21 14:0.2-00-0-81 15.0.1-0 0-1-01
LOADING(psQ SPACING 2-0-0
TCLL 20.0 Plates Increase 125
TCDL 15.0 Lumber Increase 125 -
BCLL 0.0 Rep Stress Incr YES
BCDL 10.0 Code FBC2010rrP12007
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3 -
BRACING
TOPCHORD
Structural wood sheathing directly applied or 35-15 ac purlins, except end vadicals.
BOTCHORD
Rigid calling directly applied or 4-2-0 oc bracing.
MITek recommends that Stabilizers and required cross bradng be Installed
Burin truss erection In accordance with Stabilizer Installation oulde.
REACTIONS Qbrslze)
2 76510-8-0 (mtn. D-1-8)
6 • $ 675/00 (min. 0-1.8)
Max Hors
2 175(LC 8)
Max Upift
2 4 2(LC 8)
8 .330(LC 9)
FORCES (Ib)
Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD
M99811762, 3-4-1093/1006, 4-5=-1073/990,
793!/87
BOTCHORD
2.8--1802/1925, 7-8 1802/1925
WEBS '
3-7--997/973, 5.7-408/1015
NOTES
1) Unbalanced roof rive loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft-170mph (3-second gust) Vasd-132mph; TCDL-S.Dpsf;
BCDL-S.Opsf,, he25ft; Cat. 11; Exp D; End., GCpi-0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members and farces 8 MWFRS for reactions shown;
Lumber DOLm1.60 plate grip DOL-1.60
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent
with any other We loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all
areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord
end any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 482 lb upllft at Joint 2 and 3301b upfift at Joint 6.
7) "Semi -rigid pltchbreaks with fixed heels" Member and fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
i
Cat
TC 0.75
BC 0.52
WS 0.42
(Matrix-M)
li
I
i
I
I
A0203146
1 Job Reference (aptiona0
LyM hDAgIF�e�Tljzpi l � � nj um�iq ri 2i b.V. pydEpg ��j6i l}2
10-8-4 . - 15-5-8
4-0-1 4-9-4
Seale - 1:26.2
Camber= 1/81n
DEFL In Qoc) Well Vd
Vert(LL) 0.17 8-11 >999 360
Vert(rL) -0.19 8-11 >964 240
Horz(TL) -0.04 6 n/a n1a
4x4 zz 2.39112
4
PLATES GRIP
MT20 244/190
Weight: 69 lb FT-O%
Roof Special 1 I 1 I A0203147
0-10-� 6-9-12 10-9-10 16-11-7 _ 24-6-15 �5 5-�
10- 6-9-12 3-11-14 6-1-13 7-7-8 ''-10-
a nn 1;7-
4x8 =
4
9,4Q119
Seale = 1:41.3
Camber = 12 in
1.Sx4 II 4xe = 5x6 WB-
3x6 _ 1.5x4 II 3x8 =
1157#1.655#
LOADING(psQ SPACING 2-M
TCLL 2D.D Plates Increase 125
TCDL 15A Lumber Increase 125
BCLL 0.0 • Rep Stress Incr YES
BCDL 10.0 Code FBC2010/TP12007
LUMBER
TOP CHORD 2z4 SP M 30
BOT CHORD 20 SP NO
2
WEBS 2x4 SP No'3
OTHERS 2x4 SP No.3
BRACING _
TOPCHORD
Structural wood sheathing directly applied or 3-1-11 cc purfins.
BOTCHORD
Rigid calling directly applied or 2-2-0 oc bracing.
WEBS
T-Bmce: 20 SYP No.3-5.10
Fasten Rn T and I braces to narrow edge of web with 1 Od (0.1319t3' nails, an o.c.
,with 31n minimum and distance.
Brace must cover 90% of web length.
MITek recommends that Stabilizers and required cross racing be Installed
dudn Wss erection in accordance with Stabilizer Installation nuids.
REACTIONS Qbfsizs)
2 1157/0-8-0 (ran. a1-11) .
6 1178/0-8-0 (Mn.0-1-11)
Max Harz
2 80(LC 16)
Max Uplift
2-655(LC 8)
6 e-704(LC 9)
FORCES Qb)
Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD
2.3=3714/3255, 3�30192700, 4-5�-29332814,
58=.447=921
BOTCHORD
2-11=J00213525, 10-11--300213525, 9.10=-3716/4326,
e-9=-3718/4326, B-8--37181432E
WEBS
3-10 7677751, 4-10=-062/854,5.10 1597/1477
NOTES
1) Unbalanced roof five loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh-170mph (3-second gust) Vesd•132mph; TCDL-5.0psf;
BCDL-5.Opsf, h-25ft; Cat. 11; Exp D; End., GCO-0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members end farces & MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
3) Pistols) at joint(s) 2, 3, 11, 10, 4, 5, 8 and 6 checked for a plus or minus 0 degree
rotation about Its center.
4) Pistols) at jolnt(s) 9 checked for a plus or minus 3 degree rotation about Its
center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other five loads.
6) • This truss has been designed for a We load of 2D.Opsf an the bottom chord In all
areas where a rectangle 3-0-0 tell by 2.40 wide will fit between the bottom chord
end any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 655 lb uplift at joint 2 and 704 Ito uplift at joint 6.
8) "Serd-dgid phchbreaks with fixed heels" Member end fixity model was used In the
analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of
this component design) Is always required.
LOAD CASE(S)
Standard
10-9-10
CSI
TO 0.68
BC 0.93
WB 0.44
(Matrix-M)
DEFL In Coo) Well Ud
Vert(LL) 0.69 8-10 -429 360
Vert(TL) -0.71 8-10 -414 240
Horz(TL) 0.15 6 We n/a
PLATES ' GRIP
MT20 244/190
Weight: 101' Ib FT o 0%
117SN-704#
5
12
Job .
Truss
Truss Type
oty
Ply
55992
A13
Roof Special
1
1 A0203148
I
Job Reference o tonal
-p-10-Q 6-11-5
1 10-11-0
ID:521TyLyM�3f1Fr%�7ljzpi111j�3=�e�vtnl����aejy��J���igyu�Tgggilt
14-7-13 18-7-10 24-10-0 �5-8-q
1.5x4 II
LOADING(psf) SPACING 2.0-0
TCLL 20.0 Plates Increase 125
TCDL 15.0 Lumber Increase 125
BCLL 0.0 • Rep Stress Incr YES
BCDL 10.0 Code FBC2010ITP12007
LUMBER
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP NO
2
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-2-14 cc pudins.
BOTCHORD
algid telling directly applied or 2-2-0 cc bracing.
MITek recommends that Stabilizers an required cross bracing a Installed
dud% truss erection In accordance with Stabilizer Installation aulde.
REACTIONS (Ihrslze)
2 1171/04-0 (min. D-1-11)
7 1167/041.0 (min. 0-1-11)
Max Harz
2 81(LC 16)
Max U411
2 a -062(LC B)
7-70B(LC 9)
FORCES Ob)
Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOPCHORD
23=377213309, 34-30062891, 4-5-29672670,
5-0=-4303/3766, 6-7=-4884/4163
BOT CHORD
2-12=-3053/3581, 11-12-305313581, 1D-11=3199/3722,
9-10-3199/3722, 7-9=39BB/4540
WEBS
3-11=3451824, 4-11=-818/9B7, 5.11-103B/1015,
S-9-377/574, 6-9=-458/588
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7.10; Vu8=170mph (3-second gust) Vasd-132mph; TCDL-5.Opsf;
BCDL-S.Opsf; h-25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-D for members and forces & MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.61)
3) All plates are MT20 plates unless otherwise Indicated.
4) Plates checked for a plus or rrdnus 0 degree rotation about Its center.
5) This truss has been designed for a 10.0 Pat bottom chord live load nonconcunent
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 24W wide will fit between the bottom chord
end any other members,
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 662 lb uplift at joint 2 and 708 lb uplift at joint 7.
6) "Semi-dgid pitchbreaks with fixed heels' Member end fixity model was used in the
analysis and design ofthis truss.
LOAD CASE(S)
Standard
J-O-IJ O-I I- I-*.
3x8 3x8 MT20H=o
3x4 =
10-11-0 17-0-14
3-11-11 1 6-1-14
Cat DEFL In Oec) Vdefl Ud
TC 0.64 Vert(LL) 0.67 9-11 >446 360
BC 0.94 Vert(R.) -0.69 9-11 >432 240
WB 0.38 j Horz(TL) 0.15 7 n/a We
(Matrix-" 1
1
i
I
I
O-Z-O U-1 U-Fd
Scale = 1:41.7
Camber = 7/16 In
PLATES GRIP
MT20 244/190
MT20H 187/143
Welght:1031b FT=0%
]I
3x8 =
1187#1-708#
24-10-0
55992 A14 Roof Special 1 1 A0203149
Job Reference (optionap '
ID:521TyLyoggRftome'$Ijxp'z&bl°ct�bolgec%lpr6"naAG egy`�fffig �a9�l�}li l�
p 10.� 7-0-12 11-0 6 14-8-15 16 8 4 25-1-1 25 11-�0
0-10-8 7-0-12 3-11-10 3-8-9 3-1IN 6-4-13
Scale
= 1:42.1
Camber = 7/18 In
3-00
4x4 s
4
2-39112
1u a
3xS = 1.5x4 II 3x8 = 3x8 MT20H= 3x8 =
3x4 =
1162#/-6689
1199/#-7140
25,1-1
LOADING(psQ
SPACING 2-0-0
CSI
DEFL . In Qoc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 125
TC 0.66
Vert(LL) 0.68 9-11 -442 36D
MT20 244/190
TCDL 15.0
Lumberincrease 125
BC 0.96
Vert(fL) -0.70 9-11 >430 240
M720H 187/143
BCLL O.a •
Rep Stress Incr YES
WB 0.38
Horz(TL) 0.15 -7 n/a nfa
'
BCDL 10.0
Code FBC2010/rP12007
(Matdx-M)
Weight: 104 Ib FT - 0%
LUMBER
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-2-8 oc pudins.
'
BOTCHORD
Rigid calling directly applied or 24-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be Installed
dudn truss erection In accordance with Stabilizer Installation Ida.
REACTIONS' (Ihrsize)
-
2 = 118211141-0 (min.0-1-11)
7 11991041-0 (min.0-1-12)
Max Horz
2 82(LC 16)
Max Uplift
2 = -68(LC e)
7 =-714(LC 9)
'
FORCES (Ib)
Max. CompJMax. Ten. - Ali forces 250 (Ib) or less except when shown.
TOP CHORD
2-3=-3809/3341, 3-0=-30352720, 4.5--29952697,
5-0=4342/38D1, 6-7=d721/4185
BOTCHORD
2-12=J083rb616, 11-12--308313616, 10-11--321613745,
'
9-10=J216/3745, 7.9=J996/4575
'
WEBS
3-11=-857/833, 4-11--833/10D2, 5-11=-1037M012,
5.9--398/593, M. 478/598
NOTES
1) Unbalanced roof rive loads have been considered for this design.
2) Wind: ASCE 7-10: Vutt-170mph (3-secand gust) Vasd-132mph; TCDL-S.Opsf;
BCDL-5.Opsf; h-25ft; Cat. II; Exp D; Encl., GCM-0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
3) All plates are MT20 plates unless otherwise Indicated.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5) This truss has been designed for a 10.0 pal bottom chord five load nonconcurtent
with any other Owe loads:
6) • This truss has been designed for a live load of 20.Opsf an the bottom chard in all
'
areas where a rectangle 3E41 tall by 24)-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'668 lb uplift at joint 2 and 714 lb uplift at joint 7.
8) "Semi-rigld phchbreaks with fixed heels" Member end fixity model was used In the
_
analysis and design of this truss.
LOAD CASE(S)
Standard
Job .
Truss Truss
Type
Qty Ply
55992
A15 Roof
Special
1 1
A0203150
Job Reference o tonal
ID:521TyLy�3M?h ie ijzpzW6F-'-rAWfE?.�tAecf� p t �Fn�sG��gxRl inbl�/ e��l�ii ]IMF
10-
7-1-10
10-11-6
12-1-11 17-2-13
25-4-2
6-2-11
-10-
7-1-10
3-9-111
1-2-5 5-1-3
8-1-5
10-
Scale - 1:43.1
Camber = 7/16 In
1.50112
4x4 c
4x6 =
3.00 F12
4 5
2.39 LL2
3x4 ;
3x4
3
6
4
2
7go 8
199
s s
13
12 11 10 9
s
US :
1.5x4 11
3x8 = 3x4 = Sx6 WB= 1.5x4 11
US =
1191#/-666#
I
1213iNa25#
7-1-10
10-11-6
I
12-1-11 17-2-13
25-4-1
25 -2
7-1-10
3-9-11
1 1-2-5 5-1-3
8-1 4
Plate Offsets KY): 15:0-2-0
0-2-01 17:0-4-0.Edeel
LOADING(pso
SPACING 2.0.0
CSI
DEFL In poc) Well Ud
PLATES GRIP
TCLL 20.0
Plates Increase 125
TC 0.74
V4rt(LL) 0.69 9-11 -439 360
MT20 2441190
TCDL 15.0
Lumber Increase 1.25
BC 0.98
Vert(fL) -0.70 941 >436 240
BCLL 0.0
Rep Stress Incr YES
WB 0.74
Horz(TL) 0.15 7 nfa We
'
BCDL 10.0
Code FBC2010/TPI2007
(Matdx4A)
Weight: 109 Ib FT - 0%
LUMBER
TOP CHORD 2x4 SP M 30 'Except'
T2: 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP N0.3
OTHERS 2z4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 2-10-15 oc purlins.
BOTCHORD
Rlgld telling directly applied or 2-2-0 oc bracing.
MiTek recommends Net Stabilizers end required cross bracing be Installed
Burin truss erection In accordance with Stabilizer Installation au as.
REACTIONS (Ibrsize) '
2
1191/0-8.0 (min. 0-1-12)
7
121310-M (Mn.0-1-12)
Max Horz
2
81(LC 16)
Max Uplift
2 =
-668(LC 8)
7 =
-725(LC 9)
FORCES (Ib)
Max. CumpJMax. Ten. - AIL forces 250 (lb) or less except when shown
TOPCHORD
23=3841/3361, 3-4=-30502744, 4-5=-30152760,
58=-32652915, 6-7--4557/3993
BOTCHORD
2-13=3101/3846, 12-13=-310113646, 1.1-12--2576/3104,
10-11-3781/4403, 9-10=-3781/4403, 7-9--3781/4403
WEBS
3-12=-877/832, 4-12=-826/940, 5-12-547/489, .
5-11=357/493, 6-11--1366/1266
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-10; Vult-170mph (3-second gust) Vosd-132mph; TCDL-S.Opsf,
BCDL-5.0psf, h-25ft; Cat. II; Exp D; Enci.; GCpi-0.18; MWFRS (envelope) and C-C
Exterior(2) Zane;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
3) Plate(s) at joint(s) 4, 2, 3, 13, 12, 5.11. 6, 9 and 7 chocked for a plus or rninus 0
degree rotation about Its center.
4) Pistols) at)oint(s) 10 checked for a plus or minus 3 degree rotation about Its
center.
5) This truss has been designed for a 10.0 per bottom chord live load nonconcurrent
with any other live loads.
6) • This truss has been designed for a Eye 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
end any other members. '
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 658 Ib uplift at Joint 2 and 725 lb uplift at Joint 7.
8) "Serni-rigid pitchbreaks with fixed heels' Member and fixity model was used in the
analysis and design of this truss.
LOAD CASE(S)
Standard
A16 Roof Special 1 1 A0203151
_ Job Reference (ootionall
ID:521TyLyM3gWffQAel?jIjzP2Z0W6W1s64p i1Um0' 9ilb$Bi16654%ogftW9MiTe130P951E
0 10-� 6-3-0 9-9-8 14-9-13 18-7-15 25-7-3
-10- 6-3-0 3-6-8 5-0-5 3- -2 6-11-4
Scale = 1:42.4
Camber = 518 In
3.00 FIT
4x6 = 1.50112
4
n
3x5 = 3x8 — 5x10 MT20H WB= 3x4 = 3x8 =
1205#/-647#
1160#/-656#
LOADING(psi)
TCLL 20.0
TOOL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING 2-0-0
Plates Increase 125
Lumber Increase ' 1.25
Rep Stress Iner YES
Code FBC2010/rP12007
CSI
TO 0.95
SC 0.97
WB 0.63 -
(Matdx-M)
DEFL in (Ioc) Vdeft Ud
Vert(LL) 0.78 8.10 >395 360
Vert(TL) -0.87 B-10 >353 240
Horz(TL) -0.15 7 n/a n/a
_
PLATES GRIP ..
MT20 244/190
MT20H 187/143
Welght:103Ib FT=0%
LUMBER
TOP CHORD 2x4 SP M 30'ExcepY
' T2: 2x4 SP No.2
BOT CHORD 2x4 SP M 30'ExcepY
92: 2x4 SP No2
WEBB 2x4 SP No.3
-
BRACING
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc pudins.
BOTCHORD
Rigid telling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required moss bracing be Installed
'
Burin Was erection In accordance with Stabilizer Installation guide.
REACTIONS pb/size)
7 1160/0-8-0 (min. 0.1-11)
"
2 1205/0-8-0 (min. 0.1-12)
Max Horz
2 82(LC 8)
Max Uplift
-
-
7 =-658(LC 8)
2 -647(LC 8)
FORCES Qb)
Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD
23=3987/3594, 3�-34072986, 4-5=-33792976,
5.8=-4728/4163, 6-7--4791/4146
BOTCHORD
2-10--338413797, 9-10-3817/4348, B-9=-0817/4348,
7.8-3957/4633
WEBS
3-10=E251763,4-10=-633/847,5.10=-1161/1208,
5-8=-1421381
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd-132mph; TCDL-S.Opsf;
BCDL-5.0psf; h-25ft; Cat. 11; Exp D; Encl., GCpI-0.18: MWFRB (envelope) and C-C
-
Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
3) All plates are MT20 plates unless otherwise Indicated.
4) Plate(s) at Jolnt(s)4, 7, 2, 9, 10, 3, 5 and 8 checked for a plus or minus 0 degree
'
rotation about Its center.
5) Pistols) at)oint(s) 6 checked for a plusorminus 3 degree rotation about Its
center.
6) This truss has been designed for a 10.0 pat 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 3-0-0 tell 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 656 lb uplift at Joint 7 and 647 lb uplift at Joint 2.
9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the
analysis and design of this truss.
LOAD CASE(S)
Standard
Truss
Truss Type
Ply
IJob,4
55992
Al7G
Roof Special Girder
Tty
3
Job Reference (optional)
A0203152
ID:521TyLyM3S X�f�1 ie ljzpi �/�4�1q�s�'�ce13m)W6lH5,uWGP'EM96V6�T ffe1vji9�1�
10-
4-9-1
8-7-10
13-11-5
19-2-10
_ 25-1-1
2 9-13
10-
4-9-1
3-10-10
5-3-11
5-3-5
5-10-7
8-1
scale = 1:41.9
..
Camber= 3/41n
1.50112
4x4 =
3.00 12
4
3x4
3x4 _ 3x8 MT20
IF, 5 .
3
6 4X4
7
4
=
3X10ci
B o0
s
'd
4 s
13
12
11 9
s s
3x8
2x4 11
4x8 =
10
4x4 = 2x4 I I
5x10 MT20H=
4630#/-2704#
2547#/-150
4-9-1
8-7-10
13-11-5
19-2-10
25-1-1
2 9-13
4-9-1
3-10-10
5-3-11
5-3-5
5-10-7
8 1
Plate Offsets KY): 18:0 10 9 0-0-141
LOADING(psf)
SPACING
2-M
CSI
DEFL In Qoc) Well Ud
PLATES
GRIP
TOLL
20.0
Plates Increase
125
TO 0.91
Vert(LL) 0.70 9-11 >440 360
MT20
244/190
TCDL
15.0
Lumberincrease 1.25
BC 0.46
Vert(rL) -1.11 9-11 >279 ' 240
MT20H
187/143
'
BOLL
0.0 •
Rep Stress Incr
NO
WB 0.47
Horz(TL) 0.10 6 We n/a
.
BCDL
10.0
Code FBC2010/rP12007
(Matrix-M)
Weight: 383 lb
FT - 0%
LUMt7ER
TOP CHORD 2x4 SP No2
BOT CHORD 2x6 SP M 26
WEBS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-3-12 oc purlins.
BOTCHORD
algid calling directly applied or 10-0-0 oc bracing.
REACTIONS Qb/size)
2
4114/0-8-0 (min. 0-1-8)
8
2266/0-1D-15 (min.D-1-8)
Max Horz
2
83(LC 4)
Max Uplift
2 =
-2704(LC 4)
8
-1501(LC 5)
Max Grav
2 =
4530(LC 2)
8 =
2547(LC 2)
FORCES Qb)
Max. CompdMax. Ten. -All forces 250 Ob) or less except when shown
TOP CHORD
2-3113468/7681, 3-4=-11185/6483, 4.5--10623/6168,
5-6-14807/8718, 6-19--1481318714, 7-19=-14832/B720,
7-2D=-14920/8648, B-20=-14942/8843, 8.21--7917/4689
BOTCHORD
2-13--7372/13027,12-13--7372/13027,11-12--8573/14701,
1D•11--8725/14796. 10-22=-0725114796, 9-22--8725/14796,
9-23=-8734/14805, 6-23--8734/14805, B-24--5369/9069
WEBS
3-13-553/1084, 3-12--240c/1503, 4-12--2079M88D,
5.12=-43642686, 5-11=-621/1227, 7-11--153/1188
NOTES
1) Special connection required to distribute web loads equally between all plies.
2) 3-py truss to be connected together as follows:
Top chords connected with 10d (0.131"x ) nails as follows: 2x4 -2 rows staggered
at 0-4-0 oc.
.Bottom chords connected with 10d (0.131'kc ) nails as follows: 2x6 - 3 rows
staggered at 0-4-0 oc.
Web connected with 12 Gauge (0.216'k3.51 screws as follows: 2x4 -1 row at 0-9-0
00.
3) All loads are considered equally applied to all plies, except if noted as front (F) or
back (3) face in the LOAD CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (Fj or (3) unless otherwise Indicated.
4) Unbalanced roof rive loads have been considered for this design.
5) Wind: ASCE 7-10; Vu8=170mp6 (3-second gust) Vasd=132mph; TCOL-S.Opsf;
BCDL-5.0psf, h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); Lumber
DOL=1.60 plate grip DOL-1.60
6) All plates are MT20 plates unless otherwise Indicated.
7) Pistols) at Joints) 4, B, 2, 3, 13, 12, 5, 11, 7, 9 and 8 checked for a plus or minus
0 degree rotation about Its center.
8) Plate(s) at joint(s) 10 checked for a plus or minus 3 degree rotation about Its
center.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads.
10) • This truss has been designed for a live load cf 20.Dpsf on the bottom chord In
all areas where a rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord
and any other members.
11) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 2704 lb uplift atjoint 2 and 1501 lb uplift atjolnt 8.
12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in
the analysis and design of this truss.
13) Hanger(s) or other connection devices) shall be provided sufficient to support
concentrated load(s) 89 lb down and 122 lb up at 17-2-2, and 55 lb down and 90 lb
up at 195-13, and 21 lb down and 57 Ib up at 21-9-9 on top chord, and 33 lb down
and 24 lb up at 17-2-2, and 20 lb down and 27 lb up at 19513, and 6 lb down and
26 lb up at 21-9-9 on bottom chord. The deslgn/selecton of such connection
device(s) is the responsibility of others.
LOAD CASES)
Standard
1) Regular: Lumber Increase-1.25, Plate Increase-1.25
Vert: 1-4-60, 4-21=-60, 16.22=-20
Concentrated Loads (Ib)
Vert: 7=,14(8)�9--18(B) 19=-03(8) 20.17(B) 22--29(B) 23- 4(9)
55992 IB01GE
3x4 =
ICommon Supported Gable
9-3-4
4x4 =
6
1
17 16 15 14 13 12 11
Sx6 =
18-6-B
18-6-8
Plate Offsets (x Y): 114:0.3-0D-3.01
LOAOING(pso
SPACING 2-0-0
Cat
OEFL in Doc) Vdefl Ltd
TCLL 20.0
Plates Increase 125
TC 0.15
Vert(LL) 0.00 1 n/r 12D
TCDL 15.0
Lumber Increase 125
BC 0.13
Vert(IL) 0.00 1 n/r 12D
SCLL 0.0 •
Rep Stross Incr YES
WB 0.10
Horz(TL) 0.00 10 n/a n/a
SCDL 10.0
Coda FBC201 OfrP12007
(Matrix) -
LUMBER
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.2
OTHERS 20 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or B-0-0 cc pudins.
BOTCHORD
Rigid ceiling directly applied or 10.04 cc bracing.
MITek recommends that Sterilizers and required cross bracing be installed
dud' truss erecfion In accordance with Stabilizer Installation guide.
REACTIONS All bearings 18-0.8.
Qb)-Max Horz
2- 81(LC 12)
Max Uplift
All uplift 100 lb or less et joint(s)10, 14, 16. 12
except 2--158(LC 8), 15=-135(LC 12), 17--192(LC 12).
13--136(LC 13), 11--202(LC 13)
Max Grev
All reactions 250 lb or less at joinl(s) 10, 2, 14. 15,
16, 13,12 except 17-285(LC 25), 11-302(LC 26)
FORCES (lb)
Max. CompJMax. Ten. -AII forces 250 (lb) or less except when shown.
. WEBS
5-15=-205253, 3.17=-284/342, 7-13=-206255,
9-11--288/352
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-10; Vull=170mph (3-second gust) Vesd-132mph; TCDL-5.0psf;
'
BCDL•5.0psf, h-25ft; Cat. 11; Exp D; Encl., GCpi-0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown;
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 ANSIf7Pl 1.
4) All plates are 1.6x4 MT20 unless otherwise Indicated.
5) Plates checked for a plus or minus 0 degree rotation about Its center.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced st2-G-0 cc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads.
9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all
-
areas where a rectangle 3-64) tell by 2-0-0 wide will fit between the bottom chord
and any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s)10, 14, 16,12 except at -lb) 2-158, 15=135.
17=192,13-136.11.202.
11) Beveled plate or shim required to provide full bearing surface with truss chord at
joint(s)10.
12) "Semi-dgid pftchbreaks with fixed heels" Member end fixity model was used In
the analysis and design of this truss.
.
LOAD CASE(S) '
Standard
PLATES GRIP
MT20 244119D
Weight: 73 lb FT-0%
�A0203153
19EMU
Scale = 1:30.8
i
3x4 =
Job .
Truss
Truss Type
Oty
Ply
55992
B02
Roof Special
1
1
A0203154
Job Reference (optional)
ID:521TyLyM3 �fFi lie �jzjiil 6MV0yq�13ou S frig�l�CIffLgpyI'6z7z05�i� 39i
6-11-12
8 B-3
13-7-9
11}
6-11-12
1-8-7
4-11-6
Scale = 1:22.3
Camber=l/4 In
4x4 =
4
1.5x4 a
3.29 FIT
3
T2
bx6 =
5
3x4
T1
2
B2
o_
¢ n
B1
Sx8 =
W4 r .-
v1
6
1. 4
1.75 12
607#N-336#
i
8-9-9
13-7-9
8-9-9
4-10-1
Plate Offsets KY): t1:0-2-130-1-81
LOADING(psf)
SPACING
2-0-0
Cat
DEFL in Coo) IN fi L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.71
Vert(LL) 027 7-11 >605 360
MT20 244/180
TCDL 15.0
Lumberincrease
1.25
BC 0.68
Vert(rL) -0.34 7-11 >477 240
BCLL 0.0 •
Rep Stress Incr
YES
WB 0.67
HOR(TL) -0.09 6 life n/a
BCDL 10.0
Code FBC20l O/TPJ2OO7
(Matrix-M)
I
Weight: 5916 FT-0%
TOP CHORD 2x4 SP No.2
DOT CHORD 20 SP No.2
WEBS 2r4 SP No.3
SLIDER
Left 2x4 SP No.3 2-1 D-0
BRACING
TOPCHORD
Structural wood sheathing directly applied or 345 12 cc pudins, except and verticals.
BOTCHORD
Rigid calling directly applied or 341-2 cc bracing.
Men,
recommends that Stabilizers end required cross bracing be installed
Burin truss erection In accordance with Stabilizer Installation guld0.
REACTIONS (lb/size)'
1 60710.6-0 (min. 0.1-8)
8 607/0-3-8 (min. 0.1-8)
Max Horz
1 114(LC 12)
Max Uplift
1 336(LC 8)
8 _ -005(LC 9)
FORCES Qb)
Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown
TOP CHORD
1-2=-1701/1366,2-3--22722240,3-4=-1760/1691,
4-5-1814/1680,6-8=-766/724,5.6=-749//73
BOTCHORD
1-7-2170/2224
WEBS
3-7-611n20, 4-7=-561/688, 5-7--1305/1467
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-10; VuH=170mph (3-second gust) Vasd=132mph; TCDL-5.Opsf;
BCDL-5.Opsf; h-25ft; Cat. 11; Exp D; Encl., GCpi-0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members end forces & MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other Iive loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all
areas where a rectangle 3-64 tall by 2-0-0 wide will fit between the bottom chord
and any other members.
6) Bearing atjoint(s) 1, 8 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 1 DO lb uplift at joint(s) except Qt=Ib) 1.336, 8=305.
6) "Serni-rigid pitchbreeks with fixed heels" Member end fixity model was used in the
analysis and deslgn of this truss.
LOAD CASE(S)
Standard
B03
Roof Special
1
A0203155
680#/-370#
6-11-15 i 6-5-2 15-4-0
6-11-15 1-5-3 6-10-14 "
4x4 =
4
scale - 1:24.9
Camber = 3/81n
jooi
LOAOING(psQ
TCLL 20.0
TCDL 15.0
BCLL 0.0 •
BCDL 10.0
SPACING 2-M
Plates Increase 1.25
Lumber Increase 1.25
Rep Stress ]nor YES
Code FBC2010/rP120D7
C81
TO 0.83
BC 0.79
WB 0.50
(Matrix-M) -
DEFL In (loc) Well Ud
VBrt(LL) 0.48 8-12 474 360
Vert(TL) -0.54 8.12 437 240
Horz(TL) -0.16 9 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 58 lb FT - 0%
LUMBER
TOP CHORD 20 SP No2 *Except*
12: 20 SP M 30 -
SOT CHORD 20 SP No2 *Except
132: 2x4 SP M 3D
WEBS 20 SP No.3 *Except
W4:2x6 SP No.2
SLIDER
Left 2x4 SP ND.3 2-0-0
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-2.8 oc pudins, except and verticals.
BOTCHORD
Rigid calling directly applied or 3.6-15 oc bracing.
,
MITek recommends. that Stabilizers and required cross bracing be installed
durin Wss erection In accordance with Stabllizer Installation guide.
REACTIONS pb/size)
1 680/0-6-0 (dn.0-1-9)
9 68010-5-8 (dn.0-1-8)
Max Hom
1 85(LC 12)
Max Uplift
1-370(LC 8)
9 =-355(LC 8)
FORCES Qb)
-
Max. CampJMax. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD
1-2=-14131988, 2-3=-25542388, 3�a-2100/1958,
45=-2351/2064. 6-9--846/771, 5-6--1399/1278
BOTCHORD
1.8=-2234/2430, 7-8=-18642186, 6-7=-842/748
WEBS
3.8=-502/581, 4.8=E84/895, 5-7--112311563
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-10; Vuh=170mph (3-saeond gust) Vesd-132mph; TCDL-S.Opsf;
BCDL-5.0psF, h-25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
,
3) Plates checked for a plus or onus 0 degree rotetlDn about Its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
'
with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all
areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord
end any other members.
'
6) Bearing atjoint(s) 1, 9 considers parallel to grain value using ANSI/rPI 1 angle to
grain formula. Building designer should verify capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joints) except (it-lb)1.370, 9.355.
8) "Semi -rigid pitchbreaks with fixed heels" Member and fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
Job s
Truss
Truss Type
city Ply
55992
B04
Roof Special
1
1
A0203156
1
Job Reference (optional)
ID:521TyLyN�3aS°Y)�fR�Vl�t��Uo" 9"0�147O03� 9rSX96 bId,egi�T�g9b5fpYG9zcP9U&
7-0-1
I
8-2-1
,I9'n6kb1
15-4-0
_
7-0-1
1-2-0
7-1-15
Seale = 1:24.9
Camber= 5/16 In
4x4
1.5x4 4
3.29 F12
3
W1
3x6 s
4xB =
2
5
B
1
0
5X6 =
d
1
d
7
d
3X4 = 0#/-3 #
1.75 12
4x8 11
3x6 = -
680#/-36B#
B 9 9
13-10-8
11a-0
8-9-9
5-0-15
1-5-B
Plate Offsets (X Y):
[1:0-2-00-2-101 WD-2-00.2-8]15:0-3-0 0-1.8] WD-2-0 0-1.8 18:D-240-2-121
LOADING(psQ
SPACING
2-0-0
CSI
DEFL In Ooc) Well
LJd
PLATES GRIP
TOLL 20.0
Plates Increase
1.25
TC 0.Be
Vert(LL) 0.44 8.12 >411
350
MT20 244/19D
TOOL 15.0
Lumber Increase
125
BC 0.85
Vert(TL) -0.49 8-12 >369
240
BCLL 0.0 •
Rep Stress lncr
YES
WB 0.50
HOrz(TL) -0.16 9 n/a
n1a
BCDL 10.0
Code FBC2010/TPI2007
(Matrb(-MQ
Weight: 57 lb FT= 0%
TOP CHORD 2z4 SP M 30
BOT CHORD 2x4 SP M 30 •Except•
B1: 2x4 SP No2
WEBS 2x4 SP No.3 *Except*
W4: 2x6 SP No.2
SLIDER
Left 2x4 SP No.3 1-0-0
BRACING
TOPCHORD
Structural wood sheathing directly applied or 4-1-0 do purfins, except end verticals.
BOTCHORD
Rigid telling directly applied or 3-9-1 oc bracing.
MI
Tek recommends that Stabilizers and required cross bracing be Instalied
durin truss erection In accordance with Stabilizer Installation guide.
REACTIONS Qhrsize)
1 B80/0S0 (min. 0.1.8)
8 880/0.5.8 (min. 0-1.8)
Max Horz
1 77(LC 12)
MUplift
e-368(LC 8)
9 •-357(LC 9)
FORCES Ob)
Max. Comp./Max. Ten. -All forces 250 Ob) or less except when shown
TOPCHORD
1-2--863/388, 2-3--24002244, 3-0=-2059/1934,
4-5=-2461039, 6-9=-846/770, 5-6-1346/1231
BOTCHORD
1-8--20742263,7.8--19372294,6-7=-935/823
WEBS
3.8--4241436, 4.8-.657f885, 6-7a-1077M 553
NOTES
1) Unbalanced roof two loads have been considered for this design.
2) Wnd: ASCE 7-10; Vuft-170mph (3-second gust) Vasd-132mph; TCDL-5.0psf;
SCDL-5.Opst; h-25ft; Cat. II; Exp D; End., GCpi-0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent
with any other live loads.
5) • This truss has been designed for a live load of 20.0psf an the bottom chord In all
areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord
and any other members.
6) Bearing atJoint(s) 1, 9 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 (ry others) oftruss to bearing plate capable of
withstanding 100 lb uplift at Jalnt(s) except lit -lb) 1.368.9-357.
8) •Seml-rigid pitchbreaks with fixed heels" Member and fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
55992
B05
Roof Special
1
A0203157
673#/-361#
5-1-5
1-0
4x6 =
3
Scale = 1:25.1
Camber = 3116 In
0
1A d
d
LOADING(psf)
TCLL 20.0
TCDL 15.0
BCLL 0.0 •
BCDL 10.0
SPACING 2.0.0
Plates Increase 125
Lumber Increase 125
Rep Stress Incr YES
Cade FBC2010RPI2007
Cat
TC 0.71
BC 0.84
WE 0.83
(Matrix -I)
DEFL In Gac) Well Ud
Vert(LL) 028 5-0 >638 360
Vert(rL) -028 5.6 >652 240
Horz(rL) -0.20 8 n1a n/a
PLATES GRIP
MT20 244/19D
Weight 69 lb FT = 0%
LUMBER
TOP CHORD 2(4 SP No2 •Except•
T2: 2x4 SP M 30
BOT CHORD 2x4 SP No2 •ExcapC
92: 2x6 SP No2
WEBS 2x4 SP No.3 *Except*
W8: 2x6 SP No.2
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-2-1 cc puriins, except end verticals.
,
BOTCHORD
Rlgld ceiling directly applied or 4-1-4 oc bracing.
MITek recommends Nat Stabilizers and required cross bracing a Installed
dudn truss erection In accordance with Stabilizer Installation nulde.
REACTNS Qbrsize)
7 673I04I-0 (min. 0.1.8)
B 690/0.5-8 (ndn. 0.1-8)
Max Hors
7 1D4(LC 12)
_
Max Uplift
7 =-381(LC 8)
8 =-348(LC 9)
FORCES Gb)
Max. CompJMax. Ten. -AII forces 250 gb) or less except when shown.
TOP CHORD
1-2=-24992265, 2-3=-24532317, 3-4-26652359,
4-0=-8541764, 1-7=-831/829
BOTCHORD
6-7=488MR2, 5-0=-19192136, 4-5a-22312648
WEBS
35--818/B75,2-8=-314/424,3-6--288/385,1.6=-1709/1932
NOTES
1) Unbalanced roof five loads have been considered forthia design.
2) W1nd: ASCE 7-10; Vuk=170mph (3-second gust) Vasd-132mph; TCDL=5.Opsf;
BCDL=S.Opst•, h-25ft; Cat. II; Exp D; Encl., GCpi=0,18; MWFRS (envelope) and C-C
Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL=1.60
_
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord rive load noncancurrent
with any other rive loads.
5) • This truss has been designed for a We load of 20.0psf an the bottom chord In all
areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord
and any other members.
6) Bearing at Jolnt(s) 7, 8 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 log lb uplift at)olnt(s) except Gt=Ib) 7.361, B=348.
8)'Seml-rigid pttehbreaks with fixed heels' Member end fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
Job r
Truss
Truss Type
Oty
ply
55992
BOB
Roof Special
1
1
A0203158
Job Reference Zonal
Zo
y y 1) �1Ij�kJ rjegpG�Mp�,JyO Z j q�p'a �p
Mgy,102p1�Bl V9�duU5JJF11K01JhIU6F'CLi12'FIYIV�zb��l
ID:521T L N�t�`�i�Jl��7� x z c o o
5-0-2
7-9-10
P3KYU/42ps
x
15A-0
5-0-2
2-9-8
7-6-6
Scale = 125.0
Camber = 3116 1n
48 -
3
3.29 V2
1.5x4 II
2
5
� W4
W3
4x6 =
W2
5x6
6
46
6 ?HF35 ,
1.75 V2
7
2x4 11
873#/-360#
5-0-2
I 8-9-9
154-0
5-0-2
3-9-7
"-7
Plate Offsets (X Y):
rr0-2-12
0-2-0] 13.6-0-0 0-1-12) r4.0.3-12 03-01 le:G-"
a1-121
LOADING(psQ
SPACING
2.0.0
CSI
DEFL In Qoc) Vdefl
Ud
PLATES GRIP
TCLL 20.0
plates Increase
125
TC 0.75
Vert(LL) 0.28 5-0 >S44
360
MT20 244/190
TOOL 15.0
Lumber Increase
1.25
BC 0.65
Vert(iL) -0.28 5-0 .652
240
BCLL 0.0 •
Rep Stress lncr
YES
WB 0.79
Horz(TL) -0.20 8 n1a
Na
'
BCDL 10.0
Code FBC2010frP12007
(Matrix-M)
Weight: 69 lb FT=0%
TOP CHORD 20 SP No.2 *Except'
T2: 20 SP M 30
BOT CHORD 2x4 SP No.2 *Except'
92: 2x6 SP No2
WEBS 2x4 SP No.3 *Except
W8: 2xe SP No.2
BRACING
TOPCHORD
Structural wood sheathing directly applied or 33-2 oc pudins, except end verticals.
BOTCHORD
Rigid telling directly appled or 4-1-4 oc bracing.
MITek recommends that Stabilizers and required cross bracing be Installed
Burin Wss erection In a=rdance wfth Stabilizer Installation ulde.
REACTIONS QhWze)
7 673/0S0 (rrdn. 0-1-8)
8 689/0.5-8 (min. 0.1.8)
Max Horz
7 99(LC 12)
Max Uplift
7 360(LC 8)
a 350(LC 9)
FORCES (lb)
Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown
TOP CHORD
1-2=-24372207, 2-3m-23942258, 3-0-27102388,
4-0--853f/63, 1-7--827/822
BOTCHORD
6-7=-042/438, 5-0•-18942112, 4-5=-22552590
WEBS
35=-051/860, 2-6-305/413, 3-6-243/356, 14-1B90/1913
NOTES
1) Unbalanced roof lve loads have been considered for this design.
2) Wnd: ASCE 7-10; Vu8=170mph (3-second gust) Vasd-132mph; TCDL-5.Opsf;
BCDL-S.Opsf; h-25ft; Cat. II; Exp D; Encl., GCpi-0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation about its center.
4) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent
with any other live loads.
5) • This truss has been deslghed for a live load of 20.0psf on the bottom chord In all
areas where a rectangle 3-8-0 tall by 24)-0 wide will fit between the bottom chord
end any other members.
6) Bearing at)olnt(s) 7, 8 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 beading plate capable of
withstanding 1001b uplift at)olnt(s) except Qt=Ib) 7-360, 8.350.
8) "Seml-rigid pitchbreaks with fixed heels" Member and fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
Girder I 1 1 I A0203159
-0-10-8
5-0-0
8-B-0
13-8-0
Scale = 1:23.1
Camber = 3/16 In
3x4
3x6 =
104791.693#
LOADING(pst) SPACING 2-0-0
TCLL 20.0 Plates Increase 125
TCDL 15.0 Lumber Increase 125
BCLL 0.0 • Rep Stress [nor NO
BCOL 10.0 Code FBC2010/TPI2007
LUMBER
TOP CHORD 2x4 SP No.2
DOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-0-3 cc puriins.
BOTCHORD
Rigid telling directly applied or 4-6-7 oc bracing.
MITek recommends that Stabilizers and required moss bracing be Installed
dude Wss erection In a=rdance with Stabilizer Installation guide.
REACTIONS Qbrsize)
5 874/Mechardeal
2 930/D-8-0 (min. 0-1-8)
Max Harz
2 51(LC 4)
Max Uplift
5 A76(LC 9)
2 693(LC 4)
Max Grav
5 = 982(LC 2)
2 1047(LC 2)
FORCES (lb)
Max. CompJMax. Ten. -All forces 250 gb) or less except when shown.
TOPCHORD
2-3--2026/1734, 3.14--273311765, 4-14--2733/1765,
4S=-2036/1793
BOTCHORD
2-7--16462701, 7-15=-16482722, 6-15--16462722,
5.6-15752712
WEBS
3-7=-6291, 4-15 -18293
NOTES
1) Unbalanced roof Ova loads have been comidered for this design.
2) Wnd: ASCE 7-10; Vuh-170mph (3-second gust) Vesd-132mph; TCDL•5.0psf,
BCDL-5.0psf; h-25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); Lumber
DOL-1.60 plate grip DOL-1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads.
6) • This truss has been designed for a live load of 20.0psf 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) oftmss to bearing plate capable of
withstanding 1001b uplift at)oint(s) except Ql=ib) 5.616, 2.693.
9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the
analysis and design of this truss.
10) Hanger(s) or other connection devices) shall be provided sufficient to support
concentrated load(s) 239 lb down and 331 lb up at 5-M, and 67 lb down and 139 lb
up at 6-10-0, and 1991b down and 331 lb up at 841-0 on top chord, and 133 lb
down and 62 lb up at 541-0, and 43 lb down and 23 lb up at 6-10-0, and 133 lb
dawn and 62 lb up at 8-7-4 on bottom chord. The design/selection of such
connection devices) Is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as
front (F) or back (B).
LOAD CASE(S)
Standard
1) Regular: Lumber Increase-1.25, Plate Incease-1.25
Uniform Loads (plo
Vert: 1-3-.60, 3.4--60, 45=50, 8-11--20
Concentrated Loads (lb)
Vert: 3--174(F) 4--174(F) 7--108(F) 6=-108(F) 14--58(F) 15=-35(F)
CSI
TC 0.58
SC 0.84
WB 0.11
(Matdx-hq
B-8-0
DEFL In poc) Well Ltd
Vert(LL) 0.20 6-7 >828 360
Vert( L) -0.30 6-7 >544 240
Horz(TL) 0.08 5 n/a n/a
3-8-0
PLATES GRIP
MT20 244/190
Weight: 51lb FT-0%
39,
Girder
0
A02031601
0� US =
LOADING(psf) SPACING 2-M
TCLL 20.0 Plates Increase 1.25
TCDL 15.0 Lumber Increase 125
BCLL 0.0 • 67#/-017# Rep Stress Incr NO
BCDL 10.0 Code FBC2010/TPI2007
LUMBER
TOP CHORD 2x4 SP No2
BOT CHORD 2x8 SP M 26
WEBS 2r4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or S-M cc puffins, except and verticals.
BOTCHORD
Rigid celUng directly applied or 10-0-0 cc bracing.
MITek recommence that Stabilizers end required cross bracing be Installed
dudn2 truss erection. In accordance with Stabilizer Installation gulde.
REACTIONS (Ibrsize)
1 59010.8-0 (min. D-1-8)
e
3 7561Niechadcal
Max Horz
1 90(LC 4)
Max Up.ft
1 417(LC 4)
3 558(LC 4)
Max Grav
1 e 667(LC 2)
3 852(LC 2)
FORCES (lb)
Max. CompJMax. Ten. - All forces 25D (1b) or less except when shown.
NOTES
1) Wnd: ASCE 7-10; Vuh=170mph (3-second gust) Vasd-132mph; TCDL•5.Opsf;
BCDL-5.Opsf; h-25ft; Cat. II; Exp D; End., GCp1=0.1 B; MWFRS (envelope); Lumber
DOL-1.80 plate grip DOL-1.60
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads.
4)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all
areas where a rectangle 3-" tell by 2-0.0 wide will fit between the bottom chord
end any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) oftmss to bearing plate capable of
withstanding 100 lb uplift at Jolnt(s) except (f<=Ib) 1-417, 3-556.
7) "Semi -rigid pitchbreaks with fixed heels' Member end Miry model was used In the
analysis and design of this truss.
B) Hanger(s) or other connection device(s) shall be provided sufficient to support
concentrated load(s) 119 lb down and 95 lb up at 140-12, and 962 Ib down and 636
lb up at 3-0.12 on bottom chord. The designtselection of such connection devices)
is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as
from (F) or back (B).
LOAD CASE(S) .
Standard
1) Regular: Lumber Increase-125, Plate Increase-125
Uniform Loads (plo
Vert: 1-2=50, 1-3=-20
Concentrated Loads (lb)
Vert•6=-104(B) 7--854(B)
CSI
TO OAS
BC 0.46
WB 0.00
(Matdx-m
ID:521T
5-0-0
3.00 12
T1
B1
5-0-0
5-0-0
DEFL In Qoc) Well Ltd
Vert(LL) 0.09 35 -65D 36D
Veri(TL) -0.13 3-5 >442 240
Horz(TL) 0.00 3 n/a Na
1.6x4 11 Scale - 1:9.9
2 Camber=l/16 In
W1
3
2x4 II
PLATES GRIP
MT20 2441190
Weight 21 lb FT=0%
0
55992 ICJ1 IJACK-OPEN 16 1 1
A0203161
ID;521TyLyM3SYXfhMF1e79j.c iRYO7-y6YA(wi
0-10-8 1-0-8
0-10-8 1-0-8
2x4 r
Seale - 1:5.4
LOADING(psp
TCLL 20.0
TCDL 15.0
BCLL 0.0 •
BCDL 10.0
SPACING 2-M
Plates Increase 125
Lumber Increase 125
Rep Stress Incr YES
Code FBC2010/TPI2007
CSI
TC 0.11
BC 0.01
WB 0.00
(Metric
DEFL In Poo) Vdefl Ud
Vert(LL) -0.0D 5 >899 36D
Vert(T0D 5 >999 240
L) -0.
31ii/-142# Horz(TL) 0.00 2 Na We
PLATES GRIP
MT20 244119D
'
Weight 5 lb FT 0%
LUMBER
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 1-0-5 oo pudlns.
BOTCHORD
Rigid telling directly applied or 1D-0-0 oc bracing.
MITek recommends that Stabilizers and requirecross bracing be installed
during Wss erection In accordance with Stabilizer Installation aulde.
REACTIONS Obrsize)
2 131I1)-S-0 (min. D-1-8)
3 23IMechanieal
Max Horz
2 43(LC S)
Max UpOft
2-142(LC 8)
3 -16(LC 12)
Max Grav
2 131(LC 1)
3 26(LC 3)
FORCES Ob)
Max. Comp./Max. Ten. -All forces 250 Ob) or less except when shown.
NOTES
1) Wnd: ASCE 7-10: Vuh-170mph (3-second gust) Vesd-132mph; TCDL-5.Opsf;
'
BCDL-S.Opsf, h-25ft; Cat. II; Exp D; Encl., GCpi-0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL-1.50 plate grip DOL-1.60
'
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent
with any other rive loads.
4) • This truss has been designed for a five 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
end any other members.
5) Refer to glyder(s) for truss to truss connections.
6) Provide mechanical connection (by others) oftruss to bearing plate capable of
withstanding 1 OD lb uplift at joint(s) 3 except Ot-lb) 2.142.
7) •Semt-rigid pftchbreaks with fixed heals' Member end fixity, model was used In the
analysis and design of this truss.
LOAD CASE(S) '
Standard
0-10-8
2
2x4 r
3.00 12
T1
5 I 1
B1
A0203162
Scale= 1:7.6
LOADING(psO
SPACING 2-0-0
CSI
DEFL In Coo) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plates Increase 125
TC 0.14
Vert(LL) 0.01 4.7 >999 360
MT20 244/190
TCDL 15.0
Lumber Increase 1.25
BC 0.23
Vert( I-) -0.01 4.7 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00 2 n1a Na
BCDL 10.0
Cade FBC20101 PI2007
(Matrix-M)
Weight: 10 lb FT=0%
LUMBER
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP Na.3
BRACING
TOP CHORD
-
Structural wood sheathing directly applied or 2-11-11 cc purlins.
BOTCHORD
Rigid calling directly applied or 10-0-0 cc bracing.
MITek recommends that Stabilizers and required crass bracing be Installed
-
dudn Wss ereGlon in accordance with Stabilizer Installation uld0.
REACTIONS (lb(size)
3 = 78/Mechanical
2 = 208/0-BA (min. 0.1.8)
4 37/Mechanlcal
Max Holz
2 7B(LC 8)
Max Uplift
3 = -70(LC 12)
2 =-172(LC 8)
4 -7(LC 12)
Max Grav
3 = 78(LC 1) _
2 = 208(LC 1)
4 49(LC 3)
FORCES Qb)
Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
BOTCHORD
2.4=-246251
NOTES
1) Wnd: ASCE 7-10; Vuh-170mph (3-second gust) Vasd-132mph; TCDL=5.0psf;
BCDL-5.0psf, h-25ft; Cat. ll; Exp D; Encl., GCPI.0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads.
4)"This truss has been designed for a live load of 20.0psf an the bottom chord in all
areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord
end any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) 3,4 except at -lb) 2-172.
7) "Semi -rigid pltchbreaks with fixed heels" Member end fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
55992 CJA Jack -Open 1 1 �A0203163
Job Reference (optional)
ID521TvLvM3S� fh Isle �IXoz rP�i-'R43� �41���d�k"°F��'fJf Y�i� )�P9v+h�3 �3b°o57�9� �MAN
3x4
2-11-11
2-11-11
2-11-11
Scale= 1:7.6
LOADING(psf)
TCLL 20.0
TCDL 15.0
BCLL D.O
BCDL 10.0
SPACING 24)-0
Plates Increase 1.25
Lumber Increase 125
Rep Stress Incr YES
Code FBC2010/rP12007 -
CSI
TC 0.15
BC 0.27
WB 0.00
(Matrixes
OEFL In Coo) Vdefi Ud
Vert(LL) 0.01 3.6 >999 380
Vert(TL) -0.01 3-6 >999 240
Horz(TL) -0.00 1 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 9lb FT - 0%
LUMBER
TOP CHORD 2x4 SP Nc2
BOT CHORD 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied of 2-11-11 oc purlins.
BOTCHORD
Rigid calling directly applied or 1D-0-0 oc bracing.
MiTek recommends Nat Stabilizers and required cross bracing be Installed
dodo truss erection fn accordance wkh Sterilizer Installetlon aide.
REACTIONS pNsize)
1 139/10echanlcal
2 82/Mechanical -
3 41/Mechanlcal
Max Horz
1 54(LC 8)
Max Uplift
1 = -75(LC 8)
2 = -72(LC 8)
3 -10(LC 8)
Max Grav
1 139(LC 1)
.
2 82(LC 1)
3 51(LC 3) .
FORCES Vb)
.
Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD
1-2--242272
BOTCHORD
1J=.133256
NOTES
1) Wind: ASCE 7-10; Vufi=170mph (3-second gust) Vasd-132mph; TCDL-5.Opsf;
BCDL-S.Opsf; h-25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all
areas where a rectangle 3-6-0 tell by 2-D-0 wide will fit between the bottom chord
end any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) oftruss to bearing plate capable of
withstanding 100 lb uplift at Joint(s) 1, 2, 3.
7) "Semi -rigid pitchbreaks with fixed heels" Member and fixity model was used in the
analysis and design of this truss.
LOAD CASE(S)
Standard
uoo• Truss Truss Type OtY Ply
55992 CJB JACK -OPEN 1 1 A0203164
Job Reference footlone I
ID:521TyLyM3SRliif�i�l�e�i�jzpi�t�'6vBgze/cu iB lcmzbNig(11
-0-10-8 1-0-8
LOADING(pso SPACING 2-0-0
TCLL 20.0 Plates Increase 125
TCDL 15.0 Lumber Increase 125
SCLL 0.0 ' Rep Stress Incr YES
BCDL 10.0 Code FBC20101TP12007
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 1.0-8 oc pudins.
BOTCHORD
Rigid telling directly applied or 10-041 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be Installed
dudn Wss erectlan I, accordance with Stabilizer Installation uide.
REACTIONS Qb/size)
2 131/0-8-0 (min. 0-1-8)
3 23/Mechanical
Max Horz
2 43(LC 8)
Max Uprift
2 e-142(LC B)
3 -16(LC 12)
Max Grav
2 131(LC 1)
3 ` • 26(LC 3)
FORCES Qb)
Max. CompJMex. Ten. -All forces 250 Qb) or less except when shown.
NOTES
1) VNnd: ASCE 7-10; Vuh=170mph (3-second gust) Vasd-132mph; TCDL-5.0psf;
BCDL-5.0psf,, h-25ft;.Cat. II; Exp D; Encl., GCpi-0.18; MWFRS (envelope) and C•C
Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL-1.60 plate gdp DOL-1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord We load nonconcurrent
with any other We loads.
4) • This truss has been designed for a live load of 20.0psf an the bottom chord In all
areas where a rectangle 3E-0 tell by 2-0-0 wide will fit between the bottom chord
end any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (ry others) oftruss to bearing plate capable of
withstanding 1001b uplift at joint(s) 3 except Gt-lb) 2.142.
7)'Seml-rigid pltchbreaks with fixed heels' Member end fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
CSI
TC 0.11
BC 0.01
WB 0.00
(4atrix-h1)
3.00 MY
111 "6#
o
d
T1
r
B1
�
o
4
Qo
A0
Qo
Qo
20 r
DEFL
In Qoc) Vdefl
'L/d
PLATES
GRIP
Vert(LL)
-0.00 5 >999
360
MT20
2441190
Vert(TL)
-0.00 5 >999
240
Horz(TL)
0.00 2 n/a
Ne
#1-142#
Weight 5lb
FT= 0%
Scale - 1:5.4
1D:521TyLyM3SVXXfhM
-0-10-8 2-0-11
2x4 a
2-0-11
Scale = 1:6.6
LOADING(psf)
SPACING 2-0-0
CSI
DEFL in Qoc) Well Ud
PLATES GRIP
TCLL 20.0
Plates Increase 125
TC 0.11
Vert(1) -0.00 7 >999 36D
M720 2441190 .
TCDL 15.0
Lumberincrease 125
BC 0.09
Vert(TL) -0.00 7 >999 240
BCLL 0.0 •
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00 2 We n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 6 lb FT = 0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD Zx4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 24-11 oc purrins.
BOTCHORD
Rigid telling directly applied or 1D-0-0 oc bracing.
MITek recommends that Stablilzers and required cross bracing ba Installed
Burin Wss erection In accordance with Stabilizer Installation nulde.
REACTIONS Qbtslze)
3 = 49/Mechanical
2 = 168/0-8-0 (min. 0-1-8)
4 261Mechanlcal
Max Harz
2 61(LC 6)
'
Max Uplift
3 = -43(LC 12)
2-151(LC 8)
4 -8(LC 12)
Max Grev
3 = 49(LC 1)
2 166(LC 1)
,
4 33(LC 3) .
FORCES Qb)
Max. CompJMax. Ten. -All forces 25D Qb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; VuB•170mph (3-second gust) Vasd=132mph; TCDL-5.Opsf;
BCDL=5.Opsf; h-25ft; Cat. II; Exp D; End., GCpI-0,18; MWFRS (envelope) and 6C
Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL-1.60
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent
with any other live loads.
4) • This truss has been designed for a live load of 20.0psf on the bottom chord In all
areas where a rectangle 3-8-0tall by 2-0-0 wide will fit between the bottom chord
end any other members.
5) Refer to girder(s) for truss to truss connections. '
6) Provide mechanical connection (ry others) of truss to bearing plate capable of
withstanding 100 lb uplift at Joint(s) 3,4 except Qt=Ib) 2-151,
7) "Semi -rigid pitchbreaks with foxed heels" Member end fixity model was used In the
.
analysis and design of this truss.
LOAD CASE(S)
Standard
Jack -Open I I1 I 1
A0203
e
1
2x4 zz
LOADING(ps0 SPACING 24-0
TOLL 20.0 Plates Increase 125
TCDL 15.0 Lumber Increase 125
BOLL 0.0 • Rep Stress Incr YES
BCDL 10.0 Code FBC2010r P12007
LUMBER
TOP CHORD 2z4 SP No.2
BOT CHORD 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-2-9 oc purilns.
BOTCHORD
Rigid calling directly applied or 104)-0 oc bracing.
MITek recommends that Stabilizers and required cross bracing be Installed
dud' Was erection in accordance with Stabilizer Installation Aulde.
REACTIONS Qh/size)
3 85/Mechaniml
2 219/0-8-0 (m(n. 0-1-8)
4 40/hlechanical
Max Horz
2 82(LC 8)
Max Uplift
3 -78(.0 12)
2 •-178(LC 8)
4 -7(LC 12)
Max Grev
3 85(LC 1)
2 219(LC 1)
4 54(LC 3)
FORCES (lb)
Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
TOPCHORD
2-3-285241
BOTCHORD
24-3111301
NOTES
1) Wind: ASCE 7.10; Vu0-170mph (3-second gust) Vasd=132mph; TCDL-S.Opsf;
BCDL-S.Opsf, h•25ft; Cat. 11; Exp D; End., GCP-0.18; MWFRS (envelope) and C-C
Fxtedor(2) zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads.
4) • This truss has been designed for a five load of 20.0psf on the bottom chord In all
areas where a rectangle 3-0-0 tell by 2-0-0 wide will fit between the bottom chord
and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) oftruss to bearing plate capable of
withstanding 100 lb uplift at joint(s) 3, 4 except at -lb) 2.178.
7) "Semi -rigid pltchbreeks with fixed heels" Member end fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
3-2-9
z=�_o
CS] DEFL In Qoc) Vdefi Ud
TO 0.17 Vert(1) 0.02 4.7 >999 350
BC 0.27 Vert(TL) .0.02 4.7 >999 240
WB 0.00 Horz(TL) -0.00 2 n/a n/a
(Maldx-M)
PLATES GRIP
MT20 244/180
Weight: 11 lb FT-0%
Scale = 1:7.9
d
d
A0203167
-0-10-8
Scale= 1:10.0
2x4
4-4-6
LOADING(psf) SPACING 2.0.0 CSI DEFL In Qoc) Vdefi Ud PLATES GRIP
TCLL 20.0 Plates increase 125 TC 0.37 Vert(LL) 0.05 4-7 >950 360 MT20 244/190
TCDL 15.0 Lumber Increase 125 BC 0.51 Vert(tL) -0.05 4-7 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.01 2 We n/a
BCDL 10.0 Code FBC20107fP12007 (Matdxdvl) Weight: 15 lb FT 0%
LUMBER
TOP CHORD 2x4 SP No
BOT CHORD 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 44-0 cc pudins.
BOTCHORD
Rigid calling directly applied or 1D-0-0 oc bracing.
MITe recommends that Stabilizers and required cross racing be Installed
dudn Wss eredloa In accordance with Stabilizer Installation guide.
REACTIONS (1h/size)
3 119/Mechanicel
2 278/0-8-0 (min. 0-")
4 52/Mechanlml
Max Harz
2 103(LC 6)
Max Uplift
3-108(LC 12)
2-209(LC 8)
4 -0(LC 12)
Max Grev
3 119(LC 1)
2 278(LC 1)
4 73(LC 3)
FORCES Qb)
Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD
BOTCHORD
2A=-741/661
NOTES
1) Wind: ASCE 7-10: Vu@=170mph (3-second gust) Vesd-132mph; TCDL•5.Opsf
BCDL-S.Opsf; h-2511; Cat. II; Exp D; End., GCpi-0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C"C for members and forces & MWFRSfor reactions shown;
Lumber DOL-1.60 plate grip DOL-1.60
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) This truss has been designed for a 10.0 pelf bottom chord five load nonconcurrent
with any other live loads.
4)' This truss has been designed for a five 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
end any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at)olnt(s) 4 except Qt=Ib) 3.108, 2.209.
7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
LOAD CASE(S)
Standard
I ,rues ,y(
32 FG01 FLOOR
1 5x6 = 2 4x4 =
ri
1
12 11
4x6 II
1.5x4 II
1 A0203163
2 Job Reference (optional)
ID:521TyLyM3 fti�llg-leF1j.0P2A-9Myufee�zn d%x �Vl�ui �e7h9iNmepigbl�
B-6-4 10-6 4 12-6-4 14-5-8
4-2-3 2-0-0 2-0-0 1-11-4
Scale = 1:23.4
Camber= 3/16 in
2x4 11 3x6 = 1.5x4 11 4xS =
3 4 5 a
TI
W2
W3
W2
4
5
Wd
W3
W3
10 9
5x12 = 1.5x4 II
15
S 4x6 7
1.5x4 II
4 4 T
UN-1
1 8-6-4 10-6.4
12-6� 14-5-8
0-0-1.4-4-0
1 4-2-3 2-0-0
2-0-0 1-11 4
Plate Offsets IX V). 11.03-0
0.1.81 16.0-2-40-2.0) 19 0-2.4 0-2-0t 110 0.6-0 0-3-0) (11 0-2-8 0-2-oi
LOADING(psQ
SPACING .' 2b0
CSI
DEFL in (loc) Vdefl Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.62
Vert(LL) -0.19 10 405 480
MT20 244/190
TCDL 20.0
Lumber Increase 1.Oo
BC 0.89
Vert(R) -0.35 10 s476 360
BCLL 0.0
Rep Stress Incr NO
WS 1.00
Horz(TL) 0.03 7 n/a rde
BCDL 5.0
Code FBC2010rrP12007
(Matrix-M)
Weight: 135 lb FT - 0%
LUMBER
TOP CHORD 2x4 SP M 30
BOT CHORD ZA SP M 30
WEBS 2x4 SP No.3 'Except*
'
W1:2x6 SP No2, W4:2x8 SP No.2
BRACING
TOPCHORD
Structural wood sheathing directly applied or 5-2-9 cc pudins, except and verticals.
BOTCHORD
Rigid calling directly applied or t0-0-0 cc bracing, Except:
6-0-0 cc bracing: 7.8.
REACTIONS (Iblsize)
12 13201htechanlcal
7 = 1521/Mechanicai
FORCES Qb)
Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD
1-12-125210, 1-2-415110, 23--6283/0, 3d=-0181/0.
4-5=3462/0, 56=-346210, 6-7--1914/0
BOTCHORD
11-12.0258, 10-11-0/4151, 9-10-013462, B-9=013462
WEBS
3.10=-761/0,5-0=-1246I0, 4-9=-g51/g, 2-11=-1000/0,
1-11=a/4016, 2-10=0(2203, 4-10-0/3218, 6-8=014196
NOTES
1) 2-ply truss to be connected together with 10d (0.131'k3l nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4- I row et
0-9-0 cc.
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 cc.
Webs connected as follows: 2x8-3 rows staggered at 0-2-0 cc. 2x4 -1 row et o-&D
cc.
2) All loads are considered equally applied to all plies, except if noted as front (� or
back (B) fete In the LOAD CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Unbalanced floor live loads have been considered for this design.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5) Refer to glyder(s) for truss to truss connections.
,
6) -Send-rigid pitchbreaks with fixed heels' Member and fixity model was used In the
analysis and design ofthis truss.
7) Recommend 2 S strongbacks, on edge, spaced at 10-0-0 cc and fastened to
each truss with 3-10d (0.131' X 31 nails. Strongbacks lobe attached to walls et
their outer ends or restrained by other means.
8) Hanger(s) or other connection devices) shall be provided sufficient to support
concentrated loads) 1010 lb down at 8.6-4 on bottom chord. The design/selectlon
of such connection device(s) Is the responsibility of others.
LOAD CASE(S)
Standard
1) Dead + Floor Uve (balanced): Lumber Increase-1.00, Plate Increase-1.00
Uniform Loads (plt)
Vert: 1-6=-120, 7-12=-10
Concontrated Loads (lb)
Vert•10=-1010(B)
92 FG02 FLOOR 1 2 A0203169
Job Reference (optional)
ID:521TyLyM3�g'3C V �e�t�jzpi l��3=Rl yu�t��ee zn6�iz� u�loLcflizv ePz9b1 I
3-24
5-10-4 8-6-4 10 6-4 12-6-4 145-8
3-2-4 2-8-0 2-8-0 2-0-0 2-0-0 1-11-4
Scale - 1:23.4
Camber= 3/161n
4x8 =
2x4 11
2
3x4 =
3
Z(4 II 3x6 =
4 5
13 12 11
4x16 = 4x12 =
1.5x4 II
3
0-Q-1 -2 4
8-6-4 10-6 4
0- -1 3-2-3
5-4-0 2-0-0
Plate offsets KY): 11:0-2-12,04nW. 15:0-2-8,0-1.8 . E:0-2-12,0.1.81, 19:0.2-12,D-1.81, 111:0.2-2,o-2-01, 112:0-5.2,0-2-01
LOADING(pso
SPACING 2-M
CSI
DEFL In Coo) I/defl Lid
TCLL 40.0
Plates Increase 1.00
TC 0.66
Vert(LL) -0.191D-11 >898 480
TCDL 20.0
Lumber Increase 1.00
SC 0.92
Vert(TL) -0.381D-11 >475 360
BCLL 0.0
Rep Stress Incr NO
WB 0.93
Horn TL) 0.04 8 We We
BCDL 5.0
Code FBC2010f P12007
(Mat-M
LUMBER
TOP CHORD 2X4 SP M 30
SOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 *Except
W7: 2x6 SP No.2, W3: 2x8 SP No.2, W7: 2x4 SP No.2
BRACING
TOPCHORD
Structural wood sheathing directly applied or 4-10-7 oc purllns, except and verdeals.
BOTCHORD
Rigid calling directly applied or 10-0-0 oc bracing, Except:
641-0 oc bracing: 8-0.
REACTIONS Qbfsize)
13 1613/Mechanical
8 • 15851Mechanical
FORCES (Ib)
Max. CompJMax. Ten. - All forces 250 pb) or less except when shown.
TOPCHORD
1-13-1530/D, 1-2=-3910/0, 2.3• 3910M, 34=-0724/0,
4s=b724/0, 5-0=411646/0, 6-7•-3648f0, 7-8=-201 DID
BOTCHORD
11-12-015706, 10-11.013648, 9-10.0/3648
WEBS
2-12=-283/0,4A1=.681/0,1-12-0/3911, 3-12=-19281D,
3-11.0/1146,5-10=-984/0,6.9•-1312/0,5-11-0/3557,
7-9-0/4438
NOTES
1) 2-ply truss to be connected together with 10d (0.131k3l nails as follows:
Top chords connected as follows: 2xe - 2 rows staggered at 0-9-0 oc, 2)(4 -1 row at
0-9-0 oc.
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, Except member
4-11 2x8 - 3 rows staggered at 0-2-0 oc, 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 (S) face in the LOAD CASES) section. Ply to ply connections have been
,
provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Unbalanced floor live loads have been considered for this design.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5) Refer to girder(s) for truss to truss connections.
6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the
analysis and design of this truss.
7) Recommend 2x6 strongbacks, on edge, spaced at 1D-0-0 cc and fastened to
each truss with 3-1 Od (0.131" X 31 nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
8) Hanger(s) or other connection devioe(s) shall be provided sufficient to support
concentrated load(s) 356 lb dawn at 3-24, and 1010 lb down at B-6-4 on bottom
chord. The design/selection of such connection davlco(s) Is the responsibility, of
others.
LOAD CASE(S)
Standard
1) Deed + Floor Live (balanced): Lumber Increase-1.00, Plate Increase-1.00
Uniform Loads (plD
Vert: 1-7--120, 8-13=40
Concentrated Loads (Ib)
Van: 12=-356(B)11=-1010(F)
1.5x4 II 3x6 =
6 7
10 9 3x6 — B
1.5x4 II
1.5x4 II
12-6-4 14-5-8
2-0-0 1-11-4
PLATES GRIP
MT20 244/180
Welght 137 lb FT • 0%
192 FG03
0-3-12
2-6-0
H , —I
5x8 = 3 =
1 2 3
2-1-8
i
3x4
A
1 I 1 Lab Reference (ootiona0 1.1-1 V
!1TyL'M99%1WFYe1YVx'Pzr��'�5�/BrYAMv'@Y"mTWhx elu18tvi4pli3?6Ei�ib�ibQ1G
2-2-15 2-0-0 1-6-12
Scale: 1/2"=P
Camber = 3/16 In
1.5x4 11 3x8 = 1.5x4 11 4xB =
5 R 7 e
5
I
11
Io
14
3x8 II
13 I
5x14 =
12
5x6 =
11
3xS II
10 5X = 9
3x6 II
Or3-1,2
2-1 :4
8-0-12
I
14-5-15
0-3-12
2-7-8
5-1-8
1
6-5-3
Plate Offsets (X.Y): f1:0-1-8.Edool
16:0.1-8 Edael 18.03-0Edoe1 110:0-1-8Ednel
112.0.2-0 Edgel 113.0S-0
Ednel
LOADING(psQ
TCLL 40.0
TCDL 20.0
BCLL 0.0
BCDL 5.0
SPACING 1."
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress lncr NO
Code FBC2010frP12007
CSI
TC 0.98
BC 0.71
WB 0.85
(Metdx)
DEFL In Qoc) Well
Vert(LL) -0.1911-12 >879
Vert(ImL) -0.3611-12 -481
Horz(fL) -0.04 9 n/a
Ud
480
360
We
PLATES
MT20
Weight 97 lb
GRIP
244/190
FT - 0%F, 0%E
O R
TOP CHORD 2x4 SP No2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)'Excapt"
BRACING W2: 2x4 SP No.2(flaQ
TOPCHORD
Structural wood sheathing directly applied, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-04 oc bracing.
REACTIONS Qbrslze)
9 = 7341Mechanical
1 111410-3-4 (min. D-1.8)
Max Gmv
9 e 734(LC 1)
1 e 1137(LC 3)
FORCES Qb)
Max. CompJMax. Tan. -All forces 250 Qb) or less except when shown.
TOPCHORD
B-9 985/0, 1-2--2427/0, 2-3-242510, 3-0=-2435/0,
45--2813/0,5-6--2613/0,6-7--1491/0,7.8--1491/0
BOTCHORD
12-13.02747, 11-12-0/1491, 10-11-0/1491
WEBS
3-13=49810, 1-13=02602, 4-13=-371R1, 6-11=-035/0,
7-10e-2B7/0,8-10-011783,6-12-0/1292
NOTES
1) Unbalanced floor We loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) Refer to girder(s) for truss to truss connections.
4) "Semi-dgld pitchbreaks with fixed heels" Member end fixity model was used In the
analysis and design of this truss.
5) Recommend 2x8 strongbacks, on edge, spaced at 10-D-D oc and fastened to
each truss with 3-10d (0.131"X 31 nails. Strongbacks to be attached to webs at
their outer ends or restrained by other means.
6) Gap between inside of top chord bearing and first diagonal or vertical web shall
not exceed 0.5001n.
7) CAUTION, Do not erect truss backwards.
8) Hanger(s) or other connection device(s) shell be provided sulfident to support
concentrated load(s) 356 lb down at 3-2-11 on top chord. The design/selection of
such connection device(s) Is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as
front (F) or back (8).
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber Increase-1.00, Plate Increase-1.00
Uniform Loads (PIQ
Vert 9-14--7,1-8--80
Concentrated Loads Qb)
Vert: 3=-320(F) 13-315(F)
55992 FG04 FLOOR 1 1 A0203171
Job Reference (optional)
ID:521Ty�.y�V19§%XYAe 3jpxpi�f8�YrNOlvdVyrT;kr x"R'Lqu_I M&Ml�z'gbib
3-6-0 7-0-0
3-6-0 3-6-0 `
Scale= 1:12.8
4x6 II
1 4x8 II 21.5x4 II 3
W2
W1
W2
B1
102
5x8 =
6 5 4
2x4 II 2x4 II
3-6-0
3-6-0
Plate offsets (X.n: (1:0-2-12.0-2-0). (3:0-2-12.0-2-01.15:D-0-0.D-1-121
LOADING(psl)
SPACING 2-M
CSI
TCLL 40.0
Plates Increase 1,00
TC 0.52
TCDL 20.0
Lumber Increase 1.00
BC 0.44
BCLL 0.0
Rep Stress lner NO
INS 0.89
BCOL 5.0
Code FBC2010IM12007
(Matrix-M)
LUMBER
TOP CHORD 2x4 SP No2
SOT CHORD 2x6 SP NO2
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-8-15 oc pudins, except end vert cols.
BOTCHORD
Rigid calling directly applied or 10-041 cc bracing.
MT"recommends that Stabllizew and mqu re cross bra ng be installed
dodo Wss erection In eccordenco with Stabilizer Instailatlon ulde.
REACTIONS Qb/size)
6 1020/Mechanical
4 1020/Mechanical -
FORCES Qb)
Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD
1-0•-093/0, 1-2=-1804R), 2-3-1804/0, 3-0=-09310
WEBS
1-5-011876, 2-5-450/0, 35-Wl B76
NOTES
1) Plates checked for a plus or minus 0 degree rotation about Its center.
2) Refer to girder(s) for toss to truss connections.
3)'Send-dgid pitchbreaks with fixed heels' Member end fixity model was used In the
analysis and design of this truss.
4) Recommend 2x6 stmngbacks, on edge, spaced at 10-0.0 no and fastened to
each truss with 3-1 Od (0.131' X 37 nails. Stmngbacks to be attached to walls at
their outer ends or restrained by other means.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support
concentrated load(s) 234 lb dawn at 0-1 D-0, 234 lb down at 2-2-0, 234 lb down at
3.6.0, and 234 lb down at 4-10-0, and 234 lb down at 6-2-0 on bottom chord. The
deslgn/selec ion of such connection device(s) Is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as
front (F) or back (B).
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber Increase-1.00, Plate Increase-1.00
Uniform Loads (Pm
Vert: "--120, 4-0=-10
Concentrated Loads Qb)
Vert: 5•-234(F) 7--234(F) 8--234(F) 9--234(F) 10--234(F)
7-0-0
3-6-0
DEFL In Qoc) Well Vd PLATES GRIP
Vert(LL) -0.05 5 >999 480 MT20 244/190
Vert(TL) -0.09 5 >875 36D
Horz(rL) 0.00 4 n/a n/e
Weight 391b FT=0%
55992 IFG05
I t-LUUH 11 1 I
Job Reference fopf
I D:521 TyLyh�117'R�11���1 jzpi�C;74-2f
2-4-14
2-4-14
1 1.Sx4 II 2 1.5x4 II
T1
I .
W1 W1
4
2x4 II
LOADING(ps)
SPACING 2-0-0
CSI
TCLL 40.0
Plates Increase 1.00
TC 9.17
TCDL 20.0
Lumber Increase 1.00
BC 028
BCLL 0.0
Rep Stress Incr NO
WB 0.00
BCDL 5.0
Code FBC2010RPI2007
(Matdx-m)
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No2
WEBS 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 2-4-14 on pudins, except end verticals.
BOTCHORD
Rigid calling directly applied or 1D-M on bracing.
MITek ro=e,nds that Stabilizers and required cross bracing be Installed
Burin truss erection In accardance with Stabilizer Installation oulde.
REACTIONS (Ib(size)
4 36611viechanical
3 m 373/Mechanical
FORCES Qb)
Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown.
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) Refer to girder(s) for truss to truss connections.
4) "Semi -rigid pltchbreaks with fixed heels" Member end fixity model was used In the
analysis and design of this truss.
5) Recommend 2x6 strongbacks, on edge, spaced at 1D-0.0 on and fastened to
each truss with 3-10d (0.131"X 31 nails. Strangbacks to be attached to walls at
their outer ends or restrained by other means.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support
concentrated load(s) 485 lb down at 1-2-10 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 truss are noted as
front (F) or back (8).
LOAD CASE(S)
Standard
1) Dead+ Floor Live (balanced): Lumber Increase-1.00, Plate Increase=1.00
Uniform Loads (pl)
Vert: 1-2=-120, 3-4=-10
Concentrated Loads (lb)
Vert: 5--465(F)
81
3
20 II
14
14
DEFL In Coo) Vdafl Ud
Vert(LL) .0.00 3-4 >999 480
Vart(rL) -0.01 3-0 >999 360
Horz(TL) 0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: ll lb FT-0%
A0203172
Mjipttk
Scale - 1:8.7
Truss Truss Type Oty Ply A0203173
FGOB FLOOR 1 2 ,lob Reference (optional)
ID:521TyLyMA' kM& �e qjxpi i �m� w u bk�a IA%pzki peEa 8VJjlZ &iF
2-6-0 5-0-0
2-6-0 2-6-0 3xS _
1 3x6 = 2 1.5x4 11 3 Scale - 1:9.2
W2
W3
W2
W1
W1
F-1
=J=]
B1
3#10#
106
3xB =
6 5 4
2x4 11 2x4 11
2-6-0 5-0-0
LOADING(psD
SPACING 24)-0
CSI
DEFL In Coo) Vdefl L/d
PLATES GRIP
TCLL 40.0 -
Plates Increase 1.00
TC 0.12
Vert(LL) -0.01 5 -999 480
M720 244/190
TCDL 20.0
Lumber Increase 1.00
BC '0.20
Vert(TL) -0.02 5 >999 360
BCLL 0.0
Rep Stress [nor NO
WB 0.36
Horz(TL) 0.00 4 We We
BCDL 5.0
Coda FBC2D10/TPI2007
(Matrix-M)
Weight: 57 lb FT=0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD Zx6 SP No.2
WEBS 2x4 SP No.3'Excepr
W1:2x6 SP No.2
BRACING
TOPCHORD
Structural wood sheathing directly applied or 5-0-0 cc purilns, except end verticals.
BOTCHORD
Rigid calling directly applied or 10.0-0 cc bracing.
REACTIONS Qb/size)
.
6 1 W3/Mechanical
4 1063/Mechanical
FORCES gb)
Max. CompJMax. Ten. -Ail farces 250 gb) or less exceptwhert shown.
TOP CHORD
1.6a-716/0, 1-2--1381/0, 2-3=-1381/0, 3-0=-718/0
WEBS
15-0/1499, 25e-275/0, 35=011499
NOTES
1) 2-ply truss to be connected together with 10d (0.131'k3l nails as follows:
Tap chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 cc, 2x4 -1 row at
0.9-0oc.
Bottom chords connected as follows: 2x8 -2 rows staggered at Ct-M cc.
Webs connected as follows: D(4 -1 row, at 0-9-0 cc.
2) All loads are considered equally applied to all piles, except if noted as front (F)or
back (B) face In the LOAD CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) Refer to girder(s) for truss to truss connections.
5) 'Send -rigid phchbreeks with fixed heals' Member and fixity model was used In the
analysis and design of this truss.
6) Recommend 2(6 strongbacks, on edge, spaced at 104-0 cc and fastened to
each truss with 3.10d (0.131"X 3") nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
7) Hanger(s) or other conne Won davlce(s) shall be provided sufficient to support
concentrated load(s) 515 lb down at 1-1-12, and 515 lb down at 2-5-12, and 515 lb
down at 3-9-12 on bottom chord. The design/selection of such connection device(s)
Is the responsibility of others.
LOAD CASE(5)
Standard
1) Dead + Floor Live (balanced); Lumber Increase-1.00, Plate Increase-1.00
Uniform Loads (plo
Vert: 1-3=-120, 4-6 -10
Concentrated Loads gb)
Vert: 5--515(8) 7--515(B) 8-515(B)
Job v
Truss
Truss Type
Oty Ply
55992
FG07
FLOOR
1
1 A0203174
3 Job Reference (opttonal
ID:521TyLylu����' l e�tljzpi d7'�9rn�' ew 111 u n�a� /11 IIX�Zlfel l 2ddTdjii l�
3-4-7
6-5-1
9-7-8
12-9-15
15-10-10 19-3-0
3-4-7
3-0-11
3-2-7
3-2-7
3-0-11 3�-7
Scale = 1:30.8
Camber = 1/4 in
1.5x4 11 3x4 =
4x6 =
_
1 bx6
2
3
4 5
6 7 8
I
1
1
8d=
B1
LLJ
28
16
15
14
13
12
11 10 9
3x4 11
5x6 =
4x8 =
3x6 11
3 4-7
12-9-15
15-10-10 19-3-0
3�-7
3-0-11
3-2-7
3-2-7
3-0-11 3�-7
Plate Offsets (X.19:
18.03-0.0-1.81,
00:0-2-0 0.1-81
I
LOADING(psry
SPACING
2-0-0
CSI
DEFL in Qoc) Vdefl
L/d
PLATES GRIP
TCLL 40.0
Plates Increase
1.0D
TC 0.50
Vert(LL) -0.28 11-12 >808
480
MT20 244/190
TCDL 20.0
Lumber Increase
1.00
BC 0.81
Vert(rL) -0.64 11-12 >421
360
'
BCLL 0.0
Rep Stress Incr
NO
WE 0.65
Horz(TL) 0.03 9 We
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matdz4A)
Welght:3161b FT=0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD W SP N0.2'Excepr
B2: 2x6 SP M 26
WEBS 2x4 SP No.3 *Except'
W1: 2x6 SP No.2, W2:2x4 SP No.2
BRACING
TOPCHORD
Structural wood sheathing directly applied or 5-11-12 cc purlins, except end
vertieals.
BOTCHORD
Rigid calling directly applied or 10.0-0 oc bracing.
REACTIONS Qb/size)
16 1768/Mechanical
8 = 2936/Mechanical
FORCES 00
Max. CompJMaz. Ten. - All forces 250 Qb) or less except when shown.
TOPCHORD
1-16=-1558/0, 1-2--4777/0, 23=5443/0, 3.4=-10257/0,
45--10257/0, 55=-10257/0, 6-7=-11458/0, 7-8--738510,
8-9--2266/0
BOTCHORD
1516-0/425,14-15-0/4777, 13-14-0/8443, 12-13-0/8443,
11-12-0/11456, 10.11-W7365,9-10.0//96
WEBS
1-15-0/4550,2-15--1485/0, 2-14-013841, 3-14--935/0,
3-12=0/1893,4-12-388/0, 6-12--1252/0, 7-11=(1/4288,
7-10--1597/0, 8.10-0/6869
NOTES
1) 3-ply truss to be connected together with 10d (0.131'x3l nails as follows:
Top chords connected as follows: 2x6 -2 rows staggered at 0-9-0 cc, 2z4 -1 row at
0-9-0 oc.
Bottom chords connected as follows: 2xB-2 raves staggered at 0:5.0 cc.
Wets connected as follows: 2x4 -1 row at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or
back (B) face In the LOAD CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F7 or (B), unless otherwise Indicated.
3) All plates are 4x4 MT20 unless otherwise Indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) Refer to girder(s) for truss to truss connections.
6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the
analysis and design of this truss.
7) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to
each truss with 3-10d (0.131' X 31 nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support
concentrated load(s) 1053 lb down at 12-9-15 on bottom chord. The
deslgn/selecilon of such connection devices) Is the responsibility of others.
LOAD CASE(S)
Standard
1) Dead+ Floor Live (balanced): Lumber Increase-1.0D, Plate Increase-1.00
Uniform Loads (pm
Vert:1-8=-120,11-16--10,9-11--205(F--195)
Concentrated Loads Qb)
Vert: 11--1053(F)
Truss 2 Truss Type Oty Ply
FG08 FLOOR 1 A0203175
Job Reference (optionall
ID:521 TyLyl�l5711f'b nyvy D zx�Lgi{�orI�V�A1ii�jfskz��eiWE
2-10-2 5-4-7 8-2-9 Id
2-10-2 2-6-6 2-10-2
Scale = 1:14.8
1.5x4 II 4x10 =
1 4x10 = 2 3x4 = 3 4
T1
Wl
W2
W3
W2
W3
W2
Wl
B1
4x12 =
a 7 6 5
4x8 =
1.5x4 II 1.5x4 II
LOADING44
SPACING 2.0-0
CSI
DEFL In Coo) Vdafi . L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.84
Vert(LL) -0.05 8-7 >999 480
MT20 244/180
TCOL 20.0
Lumber Increase 1.00
BC 0.74
Vert(IL) -0.09 6.7 >883 360
BCLL 0.0
Rep Stress Incr NO
WB 0.99
Horz(TL) 0.01 5 n/a n/a
BCDL 5.0
Code FBC2010RPI2007
(Matrix-"
Weight: 81 lb FT - 0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 *Except'
Wt: 2x6 SP No.2
BRACING
TOPCHORD
Structural wood sheathing directly applied or 5-1-12.oc purlins, except end verticals.
BOTCHORD
Rigid telling directly applied or 10-0.0 cc bracing.
REACTIONS (lb/size)
8 = 22221Mechanical
5 2222/Mechanical
FORCES Ob)
Max. CompJMax. Ten. - All forms 250 Ob) or less except when shown.
TOP CHORD
1.8=-2171/0, 1-2--3859/0, 2.3--3847/0, 34-3847/0,
45--2169/0
BOTCHORD
6-7-0/3859
WEBS
1-7-0/4154, 2-7--1548/0, 3-0=-1545/0, "-0/4141
NOTES
1) 2-plytruss tc be connected together with 10d (0.131k3) nells as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 raw at
0.4-0 oc.
Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except If noted as front (F) or
back (B) face in the LOAD CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Plates checked fora plus or minus 0 degree rotation about Its center.
4) Refer to girder(s) for truss to truss connections.
5) "Semi -rigid phchbreeks with fixed heels" Member and fixity model was used In the
analysis and design of this truss.
6) Recommend 2x6 stmngbacks, on edge, spaced at 10-0-0 cc and fastened to
each truss with 3-10d (I.131" X 31 nails. Shongbacks to be attached to walls at
their outer ends or restrained by other means.
LOAD CASE(S)
Standard
1) Dead + Floor Uve (balanced): Lumber Increase-1.00, Plate Increase-1.00
Uniform Loads (pit)
Vert: 1-4=563(F=-043), 5-8=-10
992 IFG09 IFLOOR 1 A0203176
Job Reference (optional)
ID:521TyLy0`91�f� ge�}fijzpWb%n)vXy z�H� q'� SkPo5il1� A�e�A w d5jf4sli/�98i961E
2-4-11 4-9-6
2-4-11 I 2-4-11 —
1 3x4 = 2 1.5x4 11 3
Scale = 1:8.8
W1 W2 W1 W2 W7
3x8 =
6
5 4
1.Sx4 II
1.5x4 II
2-4-11
4-9-6
2-4-11
2-4-11
LOADING(psO
TCLL 40.0
Plates Increase 1.00
SPACING 2-0-0T(7V
DEFL In Ooc) Wait L/d
Vert(LL) -0.of 5 >999 480
PLATES GRIP
TCDL 20.0
Lumber Increase 1.00
Vert(R) -0.02 5 >999 - 350
MT2 2244/190
BCLL 0.0
Rep Stress Incr NO
Horz(TL) -0.00 4 n/a n/aBCDL
5.0
Code FBC2010/rP12007
Weight: 48 Ib FT = 0%
LUMBER
TOP CHORD 2r4 SP No.2
BOT CHORD 2x4 SP No2
WEBS 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-9-0 cc pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS (Ibrsize)
6 1286/Mechenical
4 1286/Machanical
FORCES (Ib)
Max. CompJMax. Ten. - All forces 250 Ob) or less except when shown.
TOP CHORD
1-0=-1240/0,1-2--1570/0,2-3--1570/0,3-4--1240/0
WEBS
1 S=0/1730, 2-5--1504/0, 35=0/1730
NOTES
1) 2-ply truss to be connected together with 10d (0.131 Y11 nails as follows:
Top chords connected as follows: 2x4 -1 row at 0." cc.
Bottom chords connected as follows: 2r4 -1 row at 0-9-0 cc.
Webs cennected as follows: 2x4 -1 row at 0-9-0 cc.
2).Ail loads are considered equally applied to all plies, except If noted as front (F) or
back (8) face In the LOAD CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B) unless otherwise Indicated.
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) Refer to girder(s) for truss to truss connections.
5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the
analysis and design of this Imes,
6). Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 cc and fastened to
each truss with 3-10d (0.131"X 31 nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
LOAD CASE(S)
Standard
1) Dead + Floor Live (balanced): Lumber Increase-1.00, Plate Increase-1.00
Uniform Loads (plO
Vert. 1-3=-583(F-443), 4-6=-10
FLOOR 1 ' A0203177
2 Jnh Reference (ontionelt
5-6-8
exe =
r
Scale = 1:10.2
LOADING(psQ
TCLL 40.0
TCDL 20.0
BCLL 0.0
BCOL 5.0
SPACING 2-0-0
Plates increase 1.00
Lumber Increase 1.00
Rep Stress ]nor NO
Code FBC2010RPI2007
CSI
TC 0.11
BC 0.00
WB 0.00
(Matrix-1.1)
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
In Coo) _ Well
-0.01 1-2 499
-0.01 1-2 -899
0.00 n/a
L/d
480
360
n/a
PLATES GRIP
MT20 2441190
Weight: 52 lb FT= 0%
LUMBER
TOP CHORD 2x5 SP No.2
t
BOT CHORD 2x6 SP No.2
BRACING
TOPCHORD
Structural wood sheathing directly applied or 5-6-8 cc pudins.
BOTCHORD
Rigid calling directly applied.
REACTIONS Qbrsize)
1 333/Machanical
2 333/041-0 (min. 0-140
FORCES Qb)
Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
NOTES
1) Ply to ply naling Inadequate
2) 2-ply truss to be connected together as follows:
Top chords connected with IOd (0.131'x3j nails as follows: 2x6 -2 rows staggered
at 0.9.0 cc.
Bottom chords connected with 1Od (0.13110") nails as follows: 2x5 -2 rows
staggered at G-9-0 cc.
3) All loads are considered equally applied to all plies, except If noted as front (F) or
back (8) face In the LOAD CASE(S) section. Py to ply connections have been
provided to distribute only loads noted as (F) or (e), unless otherwise Indicated.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5) Refer to girder(s) for truss to truss connections.
5) "Semi-dgld pitchbreeks with fixed heels' Member end fixity model wee used In the
analysis and design of this truss. '
7) Recommend 2x8 strongbacks, on edge, spaced at 10-0-0 cc and fastened to
each truss with 3.10d (I.131" X 31 nails. Strengbacks to be attached to wells at
their outer ends or restrained by other means.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support
concentrated load(s) 827 lb down at 1-1-12, and 1286 lb down at 2-1-15 on bottom
chord. The design/selection of such connection device(s) is the responsibility of
others.
LOAD CASE(S)
Standard
1) Dead ♦ Floor Live (balanced): Lumber Increase-1.00, Plate Increase-1.00
Uniform Loads (pIQ
Vert: 1-2=-120
Floor j 12. I 1I A02031781
• 0-3-12
H
2-6-0 ! 0-11-6
r �
2-11-4
0
E
Scale = 1:20.3
Plate Offsets (X Y): f1:0-M
Edae] r4:0-1-0 Edge] r5.0.1-8 Edpe] r8.0-3-0 Edpe]
l9•Edge 0-0-121
I
LOADING(psf)
SPACING 1-"
CSI
DEFL In Doc) Well L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 029
Vert(LL) -0.04 ID-11 �999 480
MT20 2441190
TCOL 20.0
Lumber Increase 1.00
BC 0.39
Vert(Q -0.08 12-13 >999 360
BCLL 0.0
Rep Stress Incr YES
WB 0.46
Ho¢(TL) -0.02 8 Na Na
BCDL 5.0
Code FBC2010RPI2007
(Matrix)
Weight: 84 lb FT a 0%F, 0%E
L. ...
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
BRACING
TOPCHORD
Structural wood sheathing directly applied or S" oc pudins, except end verticals.
BOTCHORD
Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS (Iblsize)
1 501/0-3-4 (min. 0-1.8)
8 e 501/0-3-4 (min.0-1-8)
FORCES (lb)
Max. CompJMax. Ten. -All forces 250 (Ib) Wass except when shown.
TOPCHORD
1-2=88610, 2-3=-88W, 3-0a862/0, 4.5=-121210,
5-0 85210, 6-7 80210, 7.8--80610
BOTCHORD
12-13-0/1212, 11-12-011212, ta11-011212
WEBS
1-13a01952,4-13 412I0,5.10--412I0, B-10.0/962
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3)'SerN-rigid pttchbreaks with fixed heels' Member and fixity model was used In the
analysis and design of this truss.
4) Recommend 2x6 stmngbacks, on edge, spaced at 10-6-0 oc and fastened to
each truss with 3-10d (0.131"X 31 nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
5) Gap between Inside of top chord bearing and first diagonal or vertical web shall
not exceed 0.5001n.
LOAD CASE(S)
Standard
0-3-12
H
2-6-0
1-B-1
3x4 =
4
11 10 9 3x4 =
3x6 = 1.5x4 II
3x4 =
6
s
0�1 8
Sc91B = 1:20.7
Comber= 1/161n
1.5x4 II
1.5x4 =
7
13 q
Y
6
3x6 =
LOADING (psi
TCLL 40.0
TCDL 20.0
BCLL 0.0
BCDL 5.0
SPACING 1-4-0
Plates increase 1.00
Lumbar Increase 1.00
Rep Stress Incr YES
Code FBC2010/TP12007
CSI
TC 0.34
BC 0.50
WS 0.49
(Matrix)
DEFL In (toe) Udell
Vert(LL) -0.09 8-9 4 9
Vert(R.) -0.18 M M3
Horc(TL) 0.01 8 nla
Ud
480
380
We
PLATES GRIP
MT20 2441190
Welght: 64 Ib FT - 0%F, D%E
LUMBER
TOP CHORD 2x4 SP No2(flal)
SOT CHORD 2x4 SP No2(flat)
WEBS 2x4 SP No.3(flaQ
BRACING
TOP CHORD
Structural wood sheathing directly applied or 64)-0 cc pudins, except end ver8cals.
BOTCHORD
Rigid calling directly applied or 1D-" cc bracing.
REACTIONS (lb/size)
8 525/Mechanical
1 • 53DID-34 (min. 0.1-8)
FORCES Qb)
Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD
1-2=-947/0, 2-3=-942M, 34=-84210, 4.5=-1339/0,
58=-133910
BOTCHORD
10.11-0/1339. 9-10-011339, 8.9.0/837 -
WEBS
1-11-0/1028,4-11-508/0, 6-8--1027/0, B-9.0/494
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Plates chocked for a plus or minus 0 degree rotation about Its center.
3) Refer to girder(s) for truss to truss connections.
4) "Semi -rigid phchbreaks with fixed hseis' Member end fixity model was used in the
analysis and design of this truss.
5) Recommend 2x6 strongbacks, on edge, spaced at 1D-" cc and fastened to
each truss with 3-10d (0.131"X 31 nails. Strongbacks to be attached to wells at
their outer ends or restrained by other means.
6) Gap between inside of tap chord bearing and first diagonal or vertical web shall
not exceed 0.5001n.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
)92 IFL02
0-3-12
H i 2-6-0
5x6 = 3x4 =
1 2 3 4
15 1 1
I D:521TyLyM3ftK0AeM
I
j r—I, 2-0-0 A-4-3
I �� n
I
3x6 FP= 3x4 =
5 6 7 R o 1n
A0203180
ul�J, lb
0-N 2
e = 1:31.7
Camber = 3/16 in
5x6 =
VI
147
BOBWOk
21
20
19 18
17 16
1
15 BD5wop
3x8 =
3x6 FP=
3x4 =
30 =
3x8 =
0 3- 2
2-1 :4
B-0-12
I
I
11-3-2
16-4-10
19-0-2 19 3 14
01- 2
2-7-8
5-1-8
3-2-6
5-1-8
2.7_e 0_ _ 2
Plate Offsets (X Y):
11:0-1-8 Edpe] 113:0-1-8 Edpe] 11S0-3-0Edgel (15:0-1-8Ednel (19.0-1-8 Edge] [21.0-3-8
Edpe]
'
LOADING(pso
SPACING 1-4-0
CSI
I
DEFL
In Qoc) I/defl
Ud
PLATES GRIP
TOLL 40.0
Plates Increase 1.00
TC 0.78
Vert(1) -0.32 19-21 >694
480
MT20 244/190
TCDL 20.0
Lumber increase 1.00
BC 0.64
Verh TL) -0.50 19-21 >445
360
BCLL 0.0
Rep Stress Iner YES
WB 0.79
Horz(TL) .0.07 13 n/a
Na
BCDL 5.0
Code FBC2010/rP12007
(Matrix)
Weight: 98 lb FT - D%F, D%E
TOP CHORD 2x4 SP No.2(flat)
SOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING
TOP CHORD
Structural wood sheathing directly applied or S3-13 oc purllns, except end verticals.
BOTCHORD
Rigid calling directly applied or 10.0-0 oc bracing.
REACTIONS (Ibrsize)
1 = 805/0-3.4 (min. D-1-9)
13 80510-3-4 (min. 0.1-8)
FORCES Qb)
Max. ComplMax. Ten. -All farces 250 Qb) or less except when shown.
TOPCHORD
1-2=-153210,23=-1528M, 3.4=-1528/0,44=-3D4710,
5-0 i
=-3047/0, B-7=-3D47/0, 7-8--3D4710, 8-9=-3047/0,
9-10-3047/0,10-11=-152810,11-12=-1528/0,
12-13--153210
BOTCHORD
20-21-D2514, 19-20-02514, 18-19-0/d047, 17-18-02047,
16-17-0/3047. 15-16.02514
WEBS
1-21-0/156B, 13-15-0/1BBa, 4-21=-1090/0, 419=cA77,
10.15--1090/0, 10-16=01777
NOTES
1) Unbalanced floor live loads have been considered forthis design.
2) All plates are 1.5x4 MT20 unless otherwise Indicated.
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) "Semi-dgld pitchbreaks with fixed heels" Member end fixity model was used In the
analysis and design of this truss.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-D-0 cc and fastened to
each truss with 3-10d (0.131" X 31 nails. Strengbacks to be attached to walls at
their outer ends or restrained by other means.
6) Gap between Inside oftop chord bearing and first diagonal or vertical web shall
not exceed 0.5001n.
LOAD CASE(S)
Standard
0-3-12 k,
H 2-6-0 9� 2-0-0 0-9-8
Seale: 3/8't1'
Camber -1/4In
5x6 =
1 2 3
827#10# 20
3x8 =
3x4 =
3x4 = 3x6 FP=
4 5 6 7 8 9 10
19 18 17 16 15 14
3x6 FP= 3x6 =
30 =
0�3-12 2-18-0-12
11-8-7 14-3-15
19-6-15
:4
0t 2 2-7-8 5-1-8
3-7-11 2-7-B
5-3-0
Plate Offsets (X Y): 11:0-1-8
Edoe 18:0-1-0 E ne] I74:0-2-0Edpe] I18:D-1-8
Edgpj, f20:0-3.12 Edael
LOADING(psf)
SPACING 1.4-0
CSI
DEFL In (loc) Well Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TO 0.90
Vert(LL) -0.37 18-20 >619 48D
MT20 244/190
TCOL 20.0
Lumber Increase 1.00
BC 0.83
Vert(fL) -0.5618-20 >408 360
BCLL 0.0
Rep Stress lncr YES
WB 0.82
Horz(TL) -0.04 13 n/a We
BCDL 5.0
Code FBC2010/rP12007
(Matrix)
Weight: 9B lb FT • 0%F, 0%E
LUMBER
TOP CHORD 2x4 SP No.2(flet)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING
TOPCHORD '
Structural wood sheathing directly applied or 2-2-0oc purfins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS Cbfslze)
1 027/0.3-4 (min. 0-140
13 a 827/Mechanical
FORCES (lb)
Max. CompJMax. Ten. -AII forces 250 (Ib) or less except when shown.
TOP CHORD
1.2= 1577/D, 2.3--1574/0, 3d•-1574(0,4-5=-3202(0,
&6=.3207JD, 6.7=-3202/0, 7.8=-3202/0, B-9=-2818/0,
9-10--261610,10-11--2616/0
BOT CHORD
19-20-02606, 18-19=02608, 17-18•Dld202, 16-17.0/3202,
15-16-0/3202, 14-15-0/3202, 13-14-0/1577
WEBS
1-20-Wl7l7,4-20--1143/0,4-18=0/848,8-14=-B7B/0,
11-14.0/1148, 11-13--1736/0
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) AII plates are 1.5x4 MT20 unless otherwise Indicated.
3) Plate(s) at joint(s) 21, 12, 1, 9, 6, 17, 7, 16, 3, 20, 5. 18. 10,14, 8.15.4, 11 and
13 checked for a plus or minus 0 degree rotation about Its center.
4) Plate(s) atjoint(s) 19 checked for a plus or minus 5 degree rotation about Its
center.
5) Refer to girder(s) fortruss to truss connections.
6) "Semi -rigid pitchbreaks with toted heels" Member end fixity model was used In the
ana"Is and design of this truss.
7) Recommend 2x6 strongbacks, on edge, spaced at 1D-D-0 oc and fastened to
each truss with 3-10d (0.131"X 31 nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
8) Gap between Inside oftop chard bearing and first diagonal or verflcal web shall
not exceed 0.500in.
9) CAUTION, Do not erect buss backwards.
LOAD CASE(S)
Standard
+W 0-3-12
2-6-0
1.5x4 II
3
14
3x6 =
Ora-1,2
2-1:4
0-3-12
2-7-8
Plate Offsets (X Y):
[1:0.1-8
Edne] 14:0-2-6 Ednel
LOADING(psQ
SPACING
1-4-0TOLL
40.0
Plates Increase
1.00
TCDL 20.0
Lumber Increase
1.00
BCLL 0.0
Rep Stress Incr
YES
SCDL 5.0
Code FBC2010rrP12007
i
Truss Type
Floor
I
I
I
I
I
3x4
4
LUMBER
TOP CHORD 2t4 SP No2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2z4 SP No.3(fiat)
BRACING
TOPCHORD
Structural wood sheathing directly applied or 2.2-0 oc pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS Qbrsize)
10 606/Mechanical
1 606/0.34 (min. 0-1-8)
FORCES Qb)
Max. CompJMaz. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD
1-2� 110910, 2-3=-1105/0, 34=-110510, 45=-1775/0,
54--1775/0, 6-7--151410, 7-8--1514/0
BOTCHORD
13-14-OA864, 12-13-011514, 11-12e0/1514, 10-11-0/1130
WEBS
5-13-43710, 6-12m420/0, 7-11=-383/0, 8-10--124410,
8-11-0/664,1-14-0/1206, 4-14=-617/0, 6-13-01810
NOTES
1) Unbalanced floor We loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) Refer to girder(s) for truss to truss connections.
4) "Semi-dgid pitchbreaks with fixed heels" Member and fixity model was used In the
analysis and design of this truss.
5) Recommend 2z6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to
each truss with 3-10d (0.131"X 31 nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
6) Gap between Inside of top chord bearing and that diagonal or vertical web shall
not exceed 0.5001n.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
2 I 1 IJob Reference (optional)
FLyMhVkfARJI-Me gjxpi ��3j"�l byVpk n'ai�l
2-0-0 0-11-8
3x4 11
1.6x4 11 1.5x4 11 3x4 =
5 6 7 8
13 12
11
j
4x6 =
3x3 =
1.5x4 II
8-0-12
1
14-5-15
5-1-8
1
6-5-3
I
CSI
TO D.92
{
DEFL In Qoc) Well
Vert(1) -0.14 12 >999
Ud
480
PLATE 9 GRIP
MT20 2441190
BC 0.72
Vert(TL) -0.2812-13 >S41
360
W
Horz(TL) -0.02 1D n1a
n/a
;57
Weight: 75 lb FT a 0%F, 0%E
I
I
I
A0203182
xbpk1 PA C
Scale - 1:23.6
Camber= 1/81n
3x3 II
9
0
10
3x6 =
IFL05 IFloor 15 1 1 IJobR
I D:521 TyLyM 53 VXYhDIVI9e8Wjzpi
1-6-12 2-0-0
r
1 3x6 = 2 1.5x4 11 3 1.6x4 11
�emOme
A0203183
l
ygpWm `iwrg9'65f�va5dZ�$A�4W1i21'C
Scale - 1:10.6
3x6 =
4
3x3 = 3x3 =
8 7 8 5
3x3 11 3x3 11
5-10-8
5-10-8
LOADING(psp
SPACING 1."
CSI
DEFL
In Coo) Udell
L/d
PLATES GRIP
TOLL 40.0
Plates Increase 1.00
TO 0.15
Vert(LL)
-0.01 7 >999
4110
MT20 244119D
TCOL 20.0
Lumber Increase 1.00
BC 0.14
Vert(TL)
-0.D1 7 >999
360
BOLL 0.0
Rep Stress Incr YES
WB 0.16
Horz(TL)
0.0D 5 We
n1a
BCDL 5.0
Code FBC20101TPI2007
(Matrix)
Weight: 33 lb FT = 0%F, 0%E
LUMBER
TOP CHORD 2x4 SP No2(flat)
SOT CHORD 2x4 SP Nc2(flat)
WEBS 2x4 SP No.3(flat)
BRACING
TOPCHORD
Structural wood sheathing directly applied or 5-1 D-6 oc purrins, except end verticals.
BOTCHORD
Rigid telling directly applied or 10-M oc bracing.
REACTIONS (brsize)
8 2441Mechanlcal
5 244IMachanical
FORCES (b)
Max. CompJMax. Ten. -All forces 250 (b) or less except when shown.
TOPCHORD
1-2--26810, 2-3--26810, 3.4--266/0
BOTCHORD
6-7-on68
WEBS
1-7-01326, 4-0=Df326
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) Refer to girder(s) for truss to truss connections.
4)'Bem1-rigid pitchbreaks with fixed heels' Member end fixity model was used In the
analysis and design of this truss.
5) Recommend 2x8 strongbacks, on edge, spaced at 10-D-0 oc and fastened to
each truss vdth 3-10d (0.131' X 31 nalls. Strengbacks to be attached to wells at
their cuter ends or restrained by other means.
LOAD CASE(S)
Standard
55992 IFL05
• 2-6-0
1 1
A020311i4
Job Reference foctionall
ID:521TyLy Sal till le lJX ZW0Fb"ab��tima'%Mghp cep Td( UgDZ2 i ll
1-9 2-0-0 i 1-6-12 1
Scale = 1:17.7
Camber= 1/8 in
11 10 9
3x6 = 1.5x4 II
3x6 =
I
11-2-8
e 3x4 = 7
3x3 II
LOADING(psq
TCLL 40.0
TCOL 20.0
BCLL 0.0
BCDL 5.0
SPACING 1.4-0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Code FBC2010/rP12007
CSI
TC 0.88
BC 0.63
WS 0.46
(Matrix)
DEFL in pot) Well Vd
Vert(LL) -0.15 9-10 >850 480
Vert(rL) -0.29 9.10 >459 360
Horz(TL) 0.01 7 n1a We
PLATES GRIP
MT20 244/190
Weight 59 lb FT = 0%F, 0%E
LUMBER
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins, except and verticals.
BOTCHORD
Rigid telling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/slze)
7 475IMechenical
11 475/Mechanicel
FORCES (Ib)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD
6-7=-545/0, 2-3=-114010, 3-4-1140/0, 4-5=301/0,
5-0=-001/0
BOTCHORD
10-11-0I821, 9-10-0/801, &9.01801
WEBS
5-8=340/0, 6-8=Ore74, 3-10--25410, 4-10-0/428,
2-11=-90410,2-10=D/353
1
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) Refer to glyder(s) for truss to truss connections.
4) "Send-dgld pitchbreaks with fixed heels" Member and fixity model was used in the
analysis and design of this truss.
5) Recommend 2x6 strongbacks, an edge, spaced at 10-0-0 oc and fastened to
each truss with 3-1 Od (0.131"X 31 nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
LOAD CASE(S)
Standard
0-3-12
H 2-6-0 2-2-15 2-0-0 1-6-12
scale: yr=r
Camber= 1/8 In
5x6 =
1 2
14
3x6 II
1.5x4 II
3
3x4 =
4
1.Sx4 II 3x4 =
5 a
13 12 11
5x8 = Sx6 = 3x6 II
1.5x4 II 3x8 =
7 a
1054= 9
16 11
LOADING(psO
TCLL 40.0
TCDL 20.0
BCLL 0.0
BCDL 5.0
SPACING 14-0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Code FBC2DI O/TPI2007
CSI
TC 0.58
BC 0.85
WB 0.67
(matrix)
DEFL In Qoc) gdefl L/d
Vert(LL) -0.15 11-12 >999 480
Vert(IL) -0.29 11-12 >579 360
Horz(TL) .0.03 9 n/a We
PLATES GRIP
MT20 244/190
Weight 93 lb FT - O%F, O%E
LUMBER
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No2(flat)
WEBS 2(4 SP No.3(flet)
BRACING
TOP CHORD
Structural wood sheathing directly applied or 641-0 oc pudins, except end verticals.
BOTCHORD
Rigid calling directly applied or ID-0-0 oc bracing.
REACTIONS (b/size)
9 606/Mechanical
1 606/0-3-4 (min. 0-1-8)
FORCES Qb)
Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD
8-9=-786/0, 1-2=-1148/0, 2-3=-114410. 3-4-1144/0,
4-5=-1907/0,5-6--1907/0.B-7=-1178/0,7-6=-1178/0
BOTCHORD
12-13=0/1753, 11-12=0/1178, 1 D-11-0/1178
WEBS
6-11=449/0,7-10=-27210, 8-10=0/1408,1-13=0/1238,
4-13=-06710, 6-12.0/833
NOTES
1) Unbalanced floor five loads have been considered for this design.
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) Refer to girder(s) for truss to truss connections.
4)'Send-rigid pitchbreaks with fixed heels' Member and fixity model was used In the
analysis and design of this truss.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oo.end fastened to
each truss with 3-1 Od (0.131" X 31 nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
6) Gap between Inside of top chord bearing and first diagonal or vertical web shall
not exceed 0.5001n.
7) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
T 7Fm Truss TypeOty92 Floor 1 T1'-
Reference (optiona0
ID:521TyLyyWY'XP?hWRhleO??jzpzrAg& 8%s
0-3-12
H 2-6-0 2i 2 15— 2-0-0 2i
SX5 = 3X4 = 3X9 = 3x3 = 3x6 FP= 3x4 =
22 21
li
20 19
18 17
16
96B#10# 3x10 = 3x8 MT20H FP= 3x6 = i
i
3x6 =
2 -
4 B-012
I
I
'
15-0-322
6-11-700
Plate Offsets (X,Y): ll:D-1.8
Edge] 113:0-1-8 Edael (15:0-3-0 Ednal
LOADING(psf)
SPACING 14-0
CSI
DEFL In Qoc) Udell
Ltd
TOLL 40.0
Plates Increase 1.00
TO 0.38
Vert(1) -0.36 17-18 >748
480
TOOL 2D'0
Lumber Increase 1.00
BC D.82
VertM)-0.7017-18 >385
360
BOLL 0.0
Rep Stress Incr YES
WB 0.98
Horz(TL) -0.10 13 nla
n1a
BCDL 5.0
Code FBC2010frP120D7
(Matrix)
LUMBER
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6.0.0 cc purflns, except end verticals.
BOTCHORD
Rigid ceNng directly applied or 10-M oc bracing.
REACTIONS Qhrsize)
1 968/D-3-0 (min. 0-1-8)
13 96810-3-4 (min. 0-1.8)
FORCES Qb)
Max. CompJMax. Ten. -AII forces 250 Qb) or less except when shown.
TOPCHORD
1-2--1882/0, 2-3--187910, 34=-1879/0, 4-5=-00791D,
5-a--4079/0, 6-7-444110, 7.8=-4078/0, 8.9=4078/0,
9-10=4078/0,10.11=-1879/D, 11-12=-1879/0,
12-13=-188210
BOTCHORD
20-21-013209, 19.20-013209, 18-19=0/4441, 17-18=0/4441,
16-17-0/4441, 15-16=013209
WEBS
1-21=02051,4-21--1470/0, 4-19=01962, 6-19=-704/10,
7-16=-705/9,10-16-0/961,10-15--1470/0,13.15=g2051
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) AII plates ere M720 plates unless otherwise Indicated.
3) All plates are 1.5x4 MT20 unless otherwise Indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) "Semi -rigid pitchbreaks with fixed heels" Member and fixity model was used in the
analysis and design of this truss.
6) Recommend 2x6 stmngbacks, on edge, spaced at 10-0-0 oc and fastened to
each truss with 3-10d (0.131"X 31 nails. Stmn9backs to be attached to wells at
their outer ends or restrained by other means.
7) Gap between Inside oftop chord bearing and first diagonal or vertical web shall
not exceed 0.500in.
LOAD CASE(S)
Standard
A0203186
Lgigs i d1b
0-3-12
S le = 1:38.0
Camber= 5/16 in
5x6 =
IM
im : -.MFA"
I� �Y
15 14 11
3x10 = 96MON
PLATES GRIP
MT20 2441190
MT20H 187/143
Welght: 115lb FT= 0%F, 0%E
23r0115
IFLO8
0-3-12
H i 26 ..
5x6 =
0
22 21
B71#10# 3x10 =
Floor I1 1
ID:521TyLyRWJSft1k
2-2-15 „ 2-0-0 i 2-3-6
3x4 = 3X3 = 3x3 =
20 18 18 17 16
3x8 MT20H FP=3x6 = 3x6 =
3x6 FP= 30 =
1102031871
1aui6viItA
r.
Is S 0-le = 1:381
i Camber - 5/16 n
Sx6 =
.I4I1
15 14
3x10 = 971#/0#
LOADING(psp
TCLL 40.0
TCDL 20.0
BCLL 0.0 -
BCDL 5.0
SPACING 1."
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Code FBC2010/rP12007
CSI
TC 0.39
BC 0.82
WS 0.98
(detdx)
OEFL In Qoc) Well Lid
Vert(LL) -0.36 17-18 >741 480
Vert(TL) -0.71 17-18 >381 360
Horz(rL) -0.10 13 n/a n/a
PLATES GRIP
MT20 244/190
MT20H 187/143
Welght• 115 Ib FT - 0%F, 0%E
LUMBER
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2r4 SP M 30(flat)
WEBS 20 SP No.3(flat)
BRACING
TOPCHORD
Structural wood sheathing directly applied or 6-0.0 cc pudins, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS Qb/sixe)
1 B71/D-3-4 (min. 0- -8)
13 971M44 (min. 0-11
FORCES Qb)
Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
TOP CHORD
1-2= 1888/0, 2-3--18BB10, 3-4-1886/0, 4.5=-0098/0,
5-0-4098/0, 6-7--4469/0, 7-8-4100/0. 8.9=-0100/0,
-
9-10=.4100/0,10-11--1886/0,11-12--18BBRI,
12-13=-1889/0
BOTCHORD
20-21-01d222, 19-20-01d222,18-19.0/4469, 17-18-014469,
18-17-014469, 15-16>0/3222
WEBS
1-21-OR056, 4-21--1477/0, 4-19-0/969, 6.19•-714/5,
7-16=-71317, 10-16-01971, 10-15--1477/D, 13-15--0/2058
NOTES
1) Unbalanced floor live loads have been considered far this design.
2) All plates are MT20 plates unless otherwise Indicated.
'
3) All plates are 1.50 MT20 unless otherwise Indicated.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5)'Seml-rigld pitchbreaks with fixed heels" Member and fixity model was used In the
analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 1D-0-0 oc and fastened to
each truss with 3-10d (0.131' X 31 nails. Strongbacks to be attached to walls at
their cuter ends or restrained by other means.
7) Gap between inside of top chord bearing and first diagonal or vertical web shall
not exceed 0.5001n.
LOAD CASE(S)
Standard
55992 FL09
0-3-12
H 2��
5x6 =
0
22
978#/O#
i
Truss Type Oty Ply
Floor 1 1
ID:521TyLy `�` WR1h
2-2-15 2-0-0 2-5-7
I
i
I
3x4 = 3x3 = 3x4 = '
3x6 FP= 3x4 =
21 20 19 18 17 16
3x10 = 3x8 MT20H FP= 3x6 =
3x8 =
I
A0203188
0-�12
S le = 1:38.4
Camber - 3/8 in
Sx6 =
4v
15 14
3x10 = 978#/D#
0- -12 2-11 4 B-0-12 15 3-2 20 4-10 23 0-2 2 3 14
0- - 2 2-7-8 5-1-B 7-2-6 5-1-B 2-7-8 0- - 2
Plate Offsets (X,Y). [1.0-1-8 Edael WD-1-12 Edge] [7.0-1-0 Edoel,.[1.0,0-1-12,Edge], [13:0-1-8,Edriel. r15:0-34,EdrmI. 21:04-12.Eddel
LOADING(ps0
SPACING 14-0
C81
DEFL In Doc) Well
L/d
PLATES
GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.43
Vert(LL) -0.38 17 >722
480
MT20
244/190
TCDL 20.0
Lumber Increase 1.00
BC 0.85
Vert(TL) -0.73 17-18 >372
360
MT20H
157/143
BCLL 0.0
Rep Stress lncr YES
WB 0.99
Horz(rQ -0.10 13 n/a
n/a
BCDL 5.0
Code FBC201 O/(PI2007
(Matrix)
Welght 1161b
FT a O%F, 0%E
LUMBER
TOP CHORD 2x4 SP M 30(flat)
'
BOTCHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(fla0
BRACING
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins, except and verticals.
BOTCHORD
Rigid telling directly applied or 10-0-0 oc bracing.
REACTIONS Qblsize)
1 978/0.34 (min.0-1-8)
13 a 976/0-3-4 (min. 0.1-5)
i
FORCES (Ib)
Max. CcmpJMax. Ten. -All farces 250 0b) or less except when shown.
TOP CHORD
1-2=-1905/0, 2-3=-19DWO. 34--1902/0,4-5-414410,
5-6-4144/0, 6-7=-453910, 7-8-4152/0, &9-4152J0,
9-10-415210,10-11=-1902/0, 11-12--1902(0,
12-13--1904/0
BOTCHORD
2&21-D/3253, 19-20-0/3253, 18-19-014539, 17-18-0/4539,
1&17-0/4539, 15-16-0/d252
WEBS
6-19--74010, &16--251/0, 7-16--7332, 1-21-02075,
4-21=-1494/0, 4-19=01984, 13-15=0/2D75,10-15--1493/0,
10-16=0/994
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise Indicated.
3) AII plates are 1.5x4 MT20 unless otherwise Indicated.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5)'Seml-rigid pitchbreaks with fixed heels- Member end fixity model was used In the
analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 1D40-0 oc and fastened to
each truss with 3-1Od (0.13V X 3') nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
7) Gap between Inside of top chord bearing and first diagonal or vertical web shell
not exceed 0.5001n.
LOAD CASE(S)
Standard
ID:521TyLy9S8YXf Mf
0-3-12
2-6-0 2-2-15 2-0-0 2-7-7
5x6 = 3x4 = .3x3 = 3x4 = 3x6 FP= 3x4 =
22 21 2D 19 18 17 16
985ND# 3x10 = 3x8 MT20H FP= 34 =
3x5 =
0-3-12
Scille=1:38,7
Camber - 3/8 In
5xB =
4
14v
15 14
3x10 = 985NO#
0- -12 2-11 4 6-0-12
15-5-2
20-6-10 23
0- - 2 2-7-B 5-1-e
746
5-1-8 2-
Plate Offsets (X )' [1.0-1.8
Edne]14:0.1-12 Edge [7.0-1-0 Edge] 110:0-1-12 Edge] 113:0-1-8 Ed9e] [15:0-3-0 Ed9e
1:0-4-12 Ed e
LOADING(pst)
SPACING 1.4-0
CSI
DEFL In Qoc) Well
L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.4B
Vert(LL) -0.39 17 >700
480
MT20 244/190
TCDL 20.0
Lumber Increase 1.00
BC 0.88
Vert(rL) -0.76 17 >381
360
MT20H 1871143
BOLL 0.0
Rep Stress Incr YES
WB 1.00
Horz(TL) -0.10 13 We
n1a
BCDL 5.0
Code FBC2010frPI2007
(Matrix)
Welght 1171b FT • D%F, O%E
LUMBER
TOP CHORD 2x4 SP M 30(flat)
SOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP Nc.3(flat)
BRACING
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 cc pudlns, except end verticals.
BOTCHORD
Rigid calling directly applied or 1040-0 cc bracing.
REACTIONS Qhrsize)
1 98510.3-4 (min. D-1-8)
13 985/0.3-4 (min. 0-1-8)
FORCES Qb)
Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
TOP CHORD
1-2=-192010, 2-0=-1918/0, 3d=-191 B/0, 4.5=-4189/0,
5-0=4189/0, 6-7-4608/0, 7-8=4204/0, 8-9=4204/0,
s-t0=�2aaro,lo-11=-1enro, 11-12=-1917m,
12-13--1920/0
BOTCHORD
20-21-0/3285. 19-20=0/3265, 18-19-0/4608, 17-18-0/4608.
16-17-0/4608, 15-16-013283
WEBS
6.19e-768/0, 6-16--260/0, 1-21=02093, 4-21--1511/0,
4-19=0/1000, 13-15=02092, 10-15-1510/0, 10-16.0/101 B,
7-16--753/0
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise Indicated.
3) All plates are 1.5x4 M720 unless otherwise Indicated.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5) "Semi-dgld pitchbreaks with fixed heels" Member end fixity model was used In the
analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to
each truss with 3.1 Od (0.131"X 31 nalls. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
7) Gap between Inside of tap chord bearing and first dlaaonal or vertloal web shall
not exceed 0.5001n.
LOAD CASE(S)
Standard
4
55992 FL11
0-3-12
H 2H '60
5x6 =
0
24
993#/0#
�I
Truss Type city
Floor 1
ID:521TyLyl
2415 2� 0 F10
I
II
3x4 = I 3x3 = 3x4 =
1
3x6 FP= 3x6 =
23 22 21 20 1918 17
3x10 = 3x8 MT20H FP= 3x6 =
3x6 =
A0203190
0-3-12
Six le=1:39.0
Camber = 3/8 In
c.a —
1411
16 15
3x10 = 993#/D#
0-V-12 2-11-4 8-0-12
112-11-11
15 7-3
20-8-11 23-4-3 23T7 15
0-3-12 2-7-8 5-1-8
4-10-15
2-7-8
5-1-8 2-7-8 0-2
Plate Offsets (X Y): 11:0-1-8
Edge] [4.0-1-12 Ed0e1 [8.0-1.8 Edpe] 114.0-1-8
Ed0e1 [16.0.3.0 Edne] R3.0-4-8 Ed0el
LOADING(pso
SPACING 14-0
CSI
DEF�L1' In (lox) Well
Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.43 -
Vert(LL) -0.38 19 >725
480
MT20 2441190
TCDL 20.0
Lumber Increase 1.00
BC 0.02
Ven(TL) -0.74 19 >374
360
MT20H 187/143
BCLL 0.0
Rep Stress Incr YES
INS 1.00 I
Horz(Ty -0.11 14 n/a
n/a
BCDL 5.0
Code FBC2010/TPI2007
(Matrix)
Weight: 118 Ib FT - 0%F, 0%E
LUMBER
TOP CHORD 2x4 SP M 30(8at)
BOT CHORD 2x4 SP M 31(8at)
WEBS 2x4 SP No.3(Bat)
BRACING
TOPCHORD
Structural wood sheathing (flrecdy applied or 6-0-0 cc pudins, except end verticals.
BOTCHORD
Rigid call ng directly applied or 10-D-0 oc bracing.
REACTIONS 0brsize)
1 = 893/0-34 (min. 0.1.8)
'
14 993/D-34 (min. 0-1.8)
FORCES 0b)
Max. CompJMax. Ten. -AII forces 250 lib) or less except when shown.
TOPCHORD
1-2--1936/0, 23=-1933/0, 34--1933/0, 4-5-4235/0,
5-0=4235/0, 6-7=4671/0, 7-8-4671/0, 8-9-4245/0,
9-10=4245/0, 10-11-4245/0, 11-12--1933/0,
12-13--1933/0, 13-14=-193510
BOTCHORD
22.23-013317, 21-22-03317, 2D-21-0/4671, 19.20-0/4671,
014671, 17-18-0/4671, 16-17-013310
WEBS
9-17--253/0, 1-23-02109, 4-23-1531/0, 4-21-0/1014,
6.21=800/0, 8-17--789/0,11-17-0/1027, 11-16=-1530/0,
14.16-02109
NOTES
1) Unbalanced Floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise Indicated.
3) All plates ere 1.5x4 MT20 unless otherwise Indicated.
4) Plates checked for a plus or minus 0 degree rotation about its center.
5) "Seml-rigid pitchbreaks with fixed heels" Member end fixity model was used In the
analysis and design of this truss.
8) Recommend 2x6 strongbacks, on edge, spaced at 10-11-0 cc and fastened to
each truss with 3-10d (0.131"X 3') nails. Strongbacks to be attached to wells at
their outer ends or restrained by other means.
7) Gap between Inside of tap chord bearing and first diagonal or vertical web shall
not exceed 0.5001n.
LOAD CASE(S)
Standard
FL12 Floor 1 1 10203191
Job Reference (optional)
1 D:521 TyLyNWM99Ajzpib774�w1li��f�1 ���icIXmzv�Jb�%�[�f vp�SDioiLi�°�� 9
0-3-12
H 2� 2r 215� 2�4H1. 0-3-12
S ale = 1:39.3
Camber= 3/8 in
5x5 =
0
24 .23
10001#0# 3x10 =
3x6 = 3x3 = 3x4 = 3x8 FP= 3x6 =
n3-19 9-11.4 R-0-19
22 21 20 19 '18 17
3x8 MT20H FP— 34 =
3x6 =
5x6 =
1Qli
16 15
3X1D = 1000wo#
13-1-19 15-9-4 20-10-12 23-6-4 23.1 M
0- - 2 2-7-8
15-1-6 15-1-0 12-7-8 15-1-8 2-7-8 M-1 2
Plate Offsets MY): 11:0-1.II
Edge [8:0-1A Edgel [14:0r1.8 E gel [16:0-3-0
Edpe] [23:04-8,Edne]
LOADING(psf)
SPACING 1.4-0
CSI
DEFL In Doc) Well L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.Do
TO ' 0.47
Vert(LL) -0.39 19 -710 480
MT20 244/19D
TOOL 20.0
Lumber Increase 1.130
BC 0.63
Vert(rL) -0.76 19 >366 350
MT20H 187/143
BCLL 0.0
Rep Stress Incr YES
WB 0.80
Horz(TL) -0.11 14 n/a n/a
BCDL 5.0
Code FBC2010/rP12007
(Matrix)
Weight 119 Ib FT a 0%F, 0%E
LUMBER
TOP CHORD 2x4 SP M 30(fist)
BOT CHORD 2x4 SP M 31(flat)
WEBS 2x4 SP No.3(flat) •Except•
W2:2x4 SP No.2(fiat)
BRACING
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 cc pudins, except end verticals.
BOTCHORD
Rigid telling directly applied or 1041-0 oc bracing.
REACTIONS Qb1size)
1 = 100010-3-4 (min. 0-1-8)
14 = 100010-3-4 (min. 0-1-8)
FORCES (lb)
Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown.
TOPCHORD
1-2=-195210,2.3--1949/0, 3-4--1949/0, 4-5=-4281/0,
5-0=-4281/0, 6-7=-4736/0, 7-8=-4736/0, 8.9-4292/0,
9-10=4292/0, 10-11-429210,11-12--1949/0,
12-13--1949/0,13-14=-1952/0
BOTCHORD
22-23-013349, 21-22-0/3349, 20-21-0/4736, 19-20-014736,
18-1 9-0/4736,17-18=0/4738, 16.17-013348
WEBS
9-17-255/0, 1-23-=127, 4-23--1547/0, 4.21=0/1030,
6.21=-830/0, 8-17=-818/0,11-17-0/1044, 11-16e-1546/0,
14-16=0n127
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) Ali plates are MT20 plates unless otherwise Indicated.
3) AII plates ere 1.5x4 MT20 unless otherwise Indicated.
4) Plates checked for a plus or minus 0 degree rotation about Its center.
5) "Semi-dgld pitchbreaks with fixed heels" Member end fixity model was used In the
analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 10-D-0 cc and fastened to
each truss with 3.10d (0.131" X 3' nalls. Strengbacks to be attached to walls at
their outer ends or restrained by other means.
7) Gap between Inside oftop chord bearing and first diagonal or vertical web shall
not exceed 0.5001n.
LOAD CASE(S)
Standard
i992 IFL13
4•
0-3-12
H 21- -6-0
0
25 24
1009#/0# 5x8 =
II
0
1
i
I
0:521Ty
I
2i 2 1,5
I
23 22 i 21
3x6 FP=
5x6 =
I
I
I
i
0-fl2 2-11.4 B-0-12
0-�- 2 2-7-8 5-1-82 2-7-8 5-1-8
Plate Offsets_ (X n. [1:0-1-8,Edge1, (8:0.1-B,Ednel. 114:0-1-5,Edael. 116:0.2-0.Edae
LOAOING(Psf) SPACING 1.4.0
TCLL 40.0 Plates Increase 1.00
TOOL 20.0 Lumberincrease 1.00
SCLL 0.0 Rep Stress [nor YES
BCDL 5.0 Code FBC2010/rP12007
LUMBER
TOP CHORD 2x4 SP No2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat) *Except'
W2:2x4 SP No.2(flat)
BRACING
TOPCHORD
Structural wood sheathing directly applied or 45-7 cc pur ins, except end verticals.
BOTCHORD
Rigid calling directly applied or 10-" cc bracing.
REACTIONS Qbrsize)
1 = 1009/0-34l (min.0.1-8)
14 - 101010-3-4 (min.0.1-8)
FORCES (lb)
Max. CompJMaz. Ten. -AII forces 250 Ab) or less except when shown.
TOP CHORD
1-2--2060/0, 2.3--2058/0, 3-4--205810, 4-5=-4524/0,
5-0=-4524/0, 6-7--5047/0, 7-8=-5047/0, 8-9=4538/0,
9-10=353810, 10.11=453810,11-12=-2061/0,
12-13=-2081/0, 13-14=-2064/0
BOTCHORD
23-24=0/3545, 22-23-0/d545, 21-22-0/5047, 20-21-0/5047,
19.20-0/5073, 18.19-0/5073, 17-18=0/3551, 16-17-01.3551
WEBS
8-19=-15SM15, 1-24=02226, 4-24--1630/0, 4-22-0/1072,
6-22--834/0,8.18--647/0, 11-18-011081. 11-16=-1632/0,
14-16=02230, B-20=d85/470
NOTES
1) Unbalanced floor five loads have been considered for this design.
2) All plates are 3x6 MT20 unless otherwise Indicated.
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) "Seml-rigid phchbreaks with fixed heels" Member end fixity model was used in the
analysis end design of this truss.
5) Recommend 2x8 strongbacks, on edge, spaced at 10.0-0 cc and fastened to
each truss with 3-10d (0.131" X 3') nalls. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
6) Gap between Inside of top chord bearing and first diagonal or vertical web shall
not exceed 0.5001n.
LOAD CASE(S)
Standard
20 19
0
18 17
5x6 =
3x6 FP=
CS'
DEFL in Qoc) Well L/d
TO 0.78 Vert(1) -0.40 20 -703 480
BC 0.53 Vert(TL) .0.77 213-21 >362 360
WB 0.63 Horz(TL) -D.14 14 n/a We
(Matrix)
I
I
I
�I
I
it
I
I
I
A02031921
ylic�lo U I o"W618
0- -12
Scale - 1:40.1
Camber - 3/8 In
1'�'
qq 1
1:7:
1
rd
16 15
Sx8 = 1010010#
PLATES GRIP
MT20 244/190
Welght: 154 Ib FT - 0%F, O%E
2
I55992 IFL14 (Floor I 1 1
ID:521TyLyMAWAM
0-3-12
H 2�-0 2-2-15� 2-0-0 �1
3x6 FP=
1.5x4 11 1.5x4 11 3x4 = 1.5x4 113x4 = 3x3 = 1.5x4 11
23 22
1015#/0# 5x8 =
_ r _
-01
WEI
21 20 19 18 17 16
3x6 FP= 5xB =
5x6 = 3x8 FP=
i10203183
Q"A :98i?0P.V618
0-3H12
Seale = 1:40.4
Camber - 3/8 In
qq
N S
Q ' 1
1d
15 14
5x8 = 1015#/0#
LOADING(psO
SPACING 1-4-0
CSI
DEFL In Coo) Udell Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.64
Vert(LL) -0.39 18 >722 460
MT20 2441190
TCDL 20.0
Lumber Increase 1.0D
BC 0.83
Vert(TL) -0.76 18 >372 360
BCLL 0.0
Rep Stress Incr YES
WB 0.63
Hcrz(TL) -0.12 13 n1a Na
BCOL 5.0
Code FBC2010frP12007
(Matrix)
Weight: 153 lb FT - 0%F, 0%E
LUMBER
TOP CHORD 2x4 SP M 30(flat)
SOT CHORD 2x4 SPNo* 2(flat)
WEBS 2x4 SP Nc.3(flat) *Except*
W2: 2x4 SP No.2(flat) -
BRACING
TOPCHORD
Structural wood sheathing directly applied or S-M oc pudins, except and verticals.
BOTCHORD
Rigid calling direly applied or 1D_M oc bracing.
REACTIONS Ob/size)
1 1015/0-3-4 (min. 0-1-8)
13 1015/0-3-4 (mIn. 0-1-8)
FORCES Ob)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOPCHORD
1-2c-2o78/0, 2-3-2076/0, 3-4-2076/0, 4-5=-4580/0,
5-0--4580/0; 6-7--5120/0, 7.8--5120/0, 8-9--0602/0,
9-10--4594/0, 10-11--2073/0, 11-12--20731D,
.
12-13--2075/0
BOTCHORD
21-22-0/3581, 20-21-013581, 19-20-0/5120, 18-19-0/5120,
17-18.0/5087, 16-17.0/3584, 15.16=0/3584
WEBS
1-22=0/2246, 4-22--1648/0, 4-20.0/1095, 6-20--881/0,
8-18--191/362, B-17--079/0, 1D-17.011106,10-15--1655/0,
13-15.02242
NOTES
1) Unbalanced floor live loads have been considered for thls design.
2) All plates are 3x6 MT20 unless otherwise Indicated,
3) Plates checked for a plus or minus 0 degree rotation about 8s center.
4)'Seml-rigld pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to
each truss with 3-10d (0.131' X 31 nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
6) Gap between Inside oftop chord bearing and first diagonal or vertical web shall
not exceed 0.5001n.
LOAD CASE(S)
Standard
0-3-12
Hi 2i
_ �jlrrliu
LOAOING(psQ SPACING 14-0
TCLL 40.0 Plates Increase 1.00
TCDL 20.0 Lumber Increase 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 Code FBC2010/TPI2007
LUMBER
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP ND.2(flat)
WEBS 2x4 SP No.3(flat) •Except'
W2:2x4 SP No.2(flat)
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pu ns, except end verticals.
BOT CHORD
Rigid telling directly applied or 10.0-0 oc bracing.
REACTIONS (Ihlsize)
1 1022/034 (min. 0-1-8)
14 = 1022/D-3.4 (min. 0-1-8)
FORCES (Ib)
Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown.
TOP CHORD
1-2--2095/0, 2J=-209310, 3-0=-2093/0, 4-5--4628/0,
5.6 462810, 54-5192/0, 7-8=-5192M, B-9=-4629/0,
9-10=-4629/0, 10-11=-061210,11-12--2088/0,
12-13---2088/0, 13.14-2091/0
BOTCHORD
21-22=013fi14, 20.21=OI5192, 1&20=D151 g2, 18-iB=0/5192,
17-18-0/5151, 16.17-0/3616
WEBS
1-22-0/2264,4-22=-1866/0, 4.21-0/1111, 6-21--907/0,
8-18=-18BI368, 8-17=-89710, 11-17-0/1098, 11-16=-167410,
14-16=02259
NOTES
1) Unbalanced floor five loads have been considered for this design.
2) All plates are 3x6 MT20 unless otherwise Indicated.
3) Pistols) atjoinl(s) 23, 1, 9, 14, 6, 19, 7, 18, 3, 22, 5, 21,12,16, 10, 17, 4, 8, 11
and 15 checked fore plus or minus 0 degree rotation about Its center.
4) Pistols) atjolnt(s) 20 and 17 checked for a plus or minus 5 degree rotation about
Its center.
5) °Semi -rigid pitchbreaks with fired heels' Member end fixity model was used In the
analysis and design of this truss.
6) Recommend 2x8 slrongbacks, on edge, spaced at 10-0.0 oc and fastened to
each truss with 3-10d (0.131' X 3) nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
7) Gap between Inside of top chord bearing and first diagonal or vertical web shall
not exceed 0.5001n.
LOAD CASE(S)
Standard
ID:521TyLyM3SYXfhMHV jzpi
I
2-2-15: 2-0-0��l
II
1.5x4 II
1.Sx4 II i 3x4 = 1.5x4 II 3x4 = 3x6 FP=
1
21 20 19 18 17
5x6 = 3x811FP= 5xfi =
3x6 FP=
11I
I
I
16-3-6
B-2-10
'17:0-2-0,Edge, r21:0.2-0,Edoe, r22:0-3-12,Edoe]
i
CSI DEFL In Qoc) Well Lld
TC 0,56 Vert(LL) -0.40 18 >706 430
BC 0.85 Vert(TL) -0.78 18 >353 360
WB 0.64 HorzCTL) -0.12 14 n/a We
(Matrix)
1
,1
I
I
I
I
i
I
0-9H-,12
Scale- 1:40.7
Camber = 318 in
1.5x4 II 5x6 _
12 13 14
IQN
I�
16 15
5x8 = 1022#/0#
PLATES GRIP
MT20 244/190
Welght• 154lb FT= 0%F, 0%E
J.J203195
55992 FL16 Floor 1 1
Job Reference (optional)
ID:521TyLy�Y�s�I�f lYffe3 jzP. 6'1°4q�i� �°( ei'M99IMSSo� tb���6z'y/'Ez5Q17
0-3-12 .:,
2-6-0 2-2-15 2-0-0 2-4-6 0 7-0
SrSc ' = 1:38.4
Camber = 318 in
5x6 =
0
22 21
974#/0# 3x10 =
3x4 = 34 = 3)(3 =
20 19 18 17 16
3x8 MT20H FP= 3x6 =
3x6 =
3x5 FP= 3x4 =
5x6 =
1-0
15 14
3x10 = 974#/0#
0-3-12 2-11-4 8-0-12
15-2-1
20-3-9 22-11-1 2&61
0- - 2 2-7-8
5-1-8
7-1-5
5-1-8 2-7-8 0-7-0
Plate Offsets (X,Y): f1:0-1.8,Edne1.
I4:0-1-12,Edgel, f10:0.1-12,Edge , [13:0-1.8,Edge], 115:03A,Edge1
LOADING(pst)
SPACING 1-4-0
CSI
DEFL In Qoc) Vda'
L/d
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TO 0.41
Vert(LL) -0.37 17-18 >733
480
M720 244/190
TOOL 20.0
Lumber Increase 1.00
BC 0.84
Vert(IL) .0.71 17-18 >377
360
MT20H 187/143
BCLL 0.0
Rep Stress nor YES
WB 0.98
Horz(TL) -0.10 13 We
n/a
BCDL 5.0
Code FBC20101TP12007
(Matrix)
Weight: 117lb FT °%F, 0%E
LUMBER
TOP CHORD 2x4 SP M 30(flat)
BOT CHORD 2x4 SP M 30(flat)
-
WEBS 2x4 SP No.3(flat)
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0.0 cc purnns, except end vertleals.
BOTCHORD
Rigid telling directly applied or 10-0-0 cc bracing.
REACTIONS (Ibrsize)
1 = 974/0-3-4 (min. 0-1-0)
13 - 974/D-0-8 (nJn. D-1-8)
FORCES (Ib)
'
Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
1-2=-189610, 2J=-1 B94/0, 3-4--1894/0, 4-5=-4120/0,
"-4120M, 6.7- 450210, 7-8--4124/°, 8-9--4124/0,
9-10=412410, 10.11=-1895/0, 11-12=-1895/0,
12-13=-1899/0
BOTCHORD
20.21-D/3237, 19-20=013237, 18-19-014502, 17-18-0/4502,
16-17-0/45D2,15-16=02236
WESS "
1-21-012°66, 4-21=-1485/0, 4-19-0/976, &19--727/0,
7-16--722/5, 1D-16-0/982, 1D-15--1483/0, 13-15-02068
NOTES
1) Unbalanced floor five loads have been considered for this design.
2) All plates are MT20 plates unless otherwise Indicated.
3) All plates are 1.5x4 MT20 unless otherwise Indicated.
.
4) Plates checked for a plus or rrdnus 0 degree rotation about its center.
5)'Serni-rigid pitchbreaks with fixed heels' Member end fixity model was used In the
analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 cc and fastened to
each truss with 3-10d (0.131' X 31 nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
7) Gap between Inside oftop chord bearing and first diagonal or vertical web shall
not exceed 0.5001n.
LOAD CASE(S)
Standard
y 0-3-12
H 2I-- 6-0
5x6 =
I
22
874#/0#
21 20
3x8 = 3x6 FP=
2-2-15 „ i2-0-0 0'Qr10
liI� n
II
1 3X4 =
3X4 = 1 34 = 3x6 FP=
LOADING SPACING 1-4-0
TCLL 40.0 Plates Increase 1.00
TCDL 20.0 Lumber Increase 1.0D
SCLL 0.0 Rep Stress Incr YES
BCDL 5.0 Code FBC2010frP12007
LUMBER
TOP CHORD 2x4 SP No2(flat)
BOT CHORD 2x4 SP M 30(flat)
WEBS 2z4 SP No.3(flat)
BRACING
TOPCHORD
Structural wood sheathing directly applied, except end verticals.
BOTCHORD
Rigid calling directly applied or 104-0 cc bracing, Except:
2.2-D Do bracing: 18-19,17-18.
REACTIONS Ohrsize)
1 = 874/0-3-4 (min. 0.1.8)
13 874/0-6-8 (min. 0-1.6)
FORCES (Ib)
Max. CompJMax. Ten. - All forces 250 Ob) or less except when shown.
TOPCHORD
1-2-1680/0, 2.3--1677/0, 3-0=-1677/0, 4-5=-3501/0,
5-6=3501/0, 6-7--3564/0, 7-8--3554R1, 8-9=-358410,
9-10=-1671/0, 10-11=-1671/0, 11-12--1671/0,
12-13--1676/0
BOTCHORD
20-21=02809, 19-20=02809, 18.19-0/3564, 17-18--013564,
16-17-0/3564, 15-16=02809
WEBS
5-19=-263/0,8-16=-293/0,1-21-0/1830,4-21--125210,
4-19=0/764, 9-16=0/960, 9-15--1268/0, 13.15-0/1824
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) All plates are 1.5x4 MT20 unless otherwise Indicated.
3) Pistols) at Joints) 22, 14, 1, 10, 13, 8.18, 7, 17, 3, 21, 5, 19, 11, 15, 8, 16, 4 and
9 checked for a plus or minus D degree rotation about Its center.
4) Plate(s) at)olnt(s) 20 checked for a plus or minus 5 degree rotation about Its
center.
5) "Sernl-rigld pitchbreaks with axed heels" Member and fixity model was used In the
analysis and design of this truss.
6) Recommend 2x6 strongbacks, on edge, spaced at 1D-0-0 cc and fastened to
each truss with 3-10d (0.131"X 31 nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
7) Gap between Inside of top chord bearing and first diagonal or vertical web shall
not exceed 0.500in.
LOAD CASE(S)
Standard
19
18 17 16
3x6 =
3x4 =
I
12-1 G-5
15-4-5
4-9-9
CSI
DEFL In Ooc) Vdefl
Lid
TC 0.98
vert(U) -0.3518.19 -697
480
BC 0,93
Vert(TL) -0.8518.1B >371
360
WB 0.87
Horz('fL) -0.09 13 n/a
n/a
F a
Scale = 1:34.6
Camber = 5/16 In
5x6 =
I:; 1
q4
15 14
3X8 =
874#/0#
-11-13 20a-
2-7-82-7-
PLATES GRIP
MT20 244/190
Weight 106 Ib FT - 0%F, 0%E
55992 IFL16 IFIDorI1" Irr 1I �203197
LOADING(ix;D SPACING 1-"
TCLL 40.0 Plates Increase 1.00
TCDL 20.0 Lumberincrease 1.00
BCLL 0.0 Rep Stress Incr YES
BCDL 5.0 Code FBC20101TP12007
LUMBER
TOP CHORD 2r4 SP Na.2(fiat)
BOT CHORD 2c4 SP. No.2(fiat)
WEBS 2x4 SP No.3(Nat)
BRACING
TOP CHORD
Structural wood sheathing directly applied or 1-9-7 cc purfins, except and verticals.
BOT CHORD
Rigid ceiling direly applied or 10-M oc bracing.
REACTIONS (Iblsize)
5 72lMechanicaI
1 7010.3.4 (min. 0.1-S)
FORCES Qb)
Max. CompJMax. Ten. - All forces 250 pb) or less except when shown.
NOTES
1) Plates checked for a plus or minus 0 degree rotation about its center.
2) Refer to girder(s) for truss to truss connections.
3)'Semi-dgld pitchbreaks with fixed heels' Member end fixity model was used In the
analysis and design of this truss.
4) Recommend 2t6 strongbecks, on edge, spaced at 10-0-0 oc and fastened to
each truss with 3-10d (0.131' X 31 nails. Strongbacks to be attached to walls at
their outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
0-3-12 3XS II
1 � 2 3 1-1-3 41 3x3 II
70i
72910#
1.5x4 II
6 5
3x6 =
0-3-12 1-9-7
0-3-12 1-5-11
CSI DEFL in Doc) Ildefi Ud
TC 0.16 Vert(LL) -0.00 6 >999 480
BC 0.01 Vert(TL) -0.00 8 >989 360
WB 0.00 Horz(rQ 0.00 5 n/a Na
(Metdz)
PLATES GRIP
MT20 2441190
Weight 13 lb FT= 0%F, 0%E
Scale - 1:8.7
55992 IFL19 (Floor 1
a
ID:521Tyl
0-3-12 3x6II
1 2 1-10-7
0
3x3 11
1.5x4 II
5 4
I
3x6 =
A02031
Scale - 1:8.7
LOADING(psO
TCLL 40.0
TCDL 20.0
BCLL 0.0
BCDL 5.0
SPACING 1-4-0
Plates Increase 1.00
Lumber increase 1.00
Rep Stress Incr YES
Code FBC201D/TP12007
CSI
TC D.27
BC 0.02
WS 0.00
(Matrix)
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
In (too) Vdefl
0.00 5 ""
-0.00 4-5>999
0.00 We
Lid
480
36D
Na
PLATES GRIP
MT2D 24411 RD
Weight 16 lb FT = D%F, D%E
LUMBER
TOP CHORD 2(4 SP No2(flat)
ROT CHORD 2x4 SP No2(flat)
WEBS 2(4 SP No.3(flat)
'
BRACING
I
TOPCHORD
Structural wood sheathing directly applied or 25-11 oc purilns, except end verticals.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS Qbtsize)
4 89IMechanlcal
1 89/D-3-4 (min. D-1-8)
FORCES Qb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Plates checked for a plus or minus D degree rotation about Its center.
2) Refer to girders) for truss to truss connections.
3) "Semi -rigid pltchbreaks with fixed heals- Member and fairy model was used In the
analysis and design ofthis truss.
4) Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to
each truss with 3.10d (0.131"X 31 nails. Slrongbacks to be attached to walls at
I
thalr outer ends or restrained by other means.
5) Gap between Inside of top chord bearing and first diagonal or vertical web shall
not exceed 0.500in.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
55992 F0 Floor "- I1 ' I 1 I �203199
1�
0-3-12 4x6 II 3xS = ;J
Ii 2 2-6-3 3
Scale= 1:8.8
122#/0#
1.Sx4 II 3x8 =
5 4
LOADING(psl)
TCLL 40.0
TCDL 20.0
BCLL 0.0
BCDL 5.0
SPACING 1-"
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Coda FBC2010j P120D7
CSI
TO 0.53
BC 0.05
WB 0.00
(Matrix)
DEFL
Vert(LL)
Vert(TL)
HOR(fL)
In (loc) Vdefl
0.00 5 —
-0.01 4-5 >999
0.00 Na
Vd
480
360
We
PLATES GRIP
MT20 2441190
Weight: 21 It, FT = 0%F, 0%E
LUMBER
TOP CHORD 2x4 SP No2(flat)
BOT CHORD 2x4 SP No2(flat)
WEBS 2x4 SP No.3(flat)
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-3-15 cc purtlns, except and verticals.
BOTCHORD
Rigid telling directly applied or ID-0-0 cc bracing.
REACTIONS Oh/size)
1 122/0.3-4 (ndn. a1.8)
4 122lMechanicai
FORCES Qb)
Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown.
NOTES
1) Plates checked for a plus or minus 0 degree rotation about Its center.
2) Refer to girder(s) for truss to truss connections.
3) "Send -rigid pflchbreaks with fixed heels" Member and fixity model was used In the
analysis and design of this truss.
4) Recommend 2x6 stmngbacks, on edge, spaced at ID-0-0 cc and fastened to
each truss with 3-10d (0.131"X 31 nails. Stmngbacks to be attached to walls at
their outer ends or restrained by other means.
5) Gap between inside of top chord bearing and first diagonal or vertical web shall
not exceed 0.5001n.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S)
Standard
HC3
F
RAFTER TRUSS I 1 I 1
ID:In1E14n41 WMVC%
2-9-5
2-9-5
2.12 F12
LOADING(psf) SPACING 2-0-0
TOLL 20.0 Plates Increase 1.25
TCDL 20.0 Lumber Increase 1.25
BCLL 0.0 • Rep Stress Incr YES
BCDL 10.0 Code FRC2010/TP12007
LUMBER
TOP CHORD W SP No.2
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-9.5 oc pudins.
BOTCHORD
Rigid telling directly applied.
MITek recommends that Stabilizers and required cross bracing be Installed
Burin truss erection In accordance with Stabilizer Installation guide.
REACTIONS Ob/size)
1 108/Machanical
2 106/Mechanical
Max Horz
1 31(LC 8)
Max Uplift
1 = .71(LC 8)
2 -77(LC 8)
FORCES Qb)
Max. CompJMax. Ten. -All forces 250 (Ib) or lese. except when shown.
NOTES
1) Wind: ASCE 7-10; Vuft=175mph (3-second gust) Vesd=136mph; TCDL-5.Opsf;
BCDL-5.Opsf; h-25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C
Extedar(2) zone; cent lover left and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL-1.33 plate grip DOL-1.33
2) • 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 tell by 2-0-0 wide will fit between the bottom chord
and any other members.
3) Refer to girder(s) for truss to truss connections.
4) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) 1, 2.
5)'Seml-rigid pftchbreaks with fixed heals" Member end fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
CSI
TO 024
BC 0.00
WB 0.00
(Matrix-M)
DEF/L1I In pot) Well Ltd
Vsn(LL) -0.01 1-2 -999 360
Vert(TL) -0.02 1-2 >999 240
Horz(TL) -0.00 2 We We
Wind(LL) 0.02 1-2 >999 240
PLATES GRIP
Weight: 4lb FT-20%
A0203200
Scale = 1:6.1
JOO N58 I.. Iype my ny
rJ203201
55992 HJ5 Diagonal Hip Girder 3 1 _ _ -is
2.12 12
2x4 a
i.,
Scale = 1:15.4
Camber = 3/16 In
LOADING(psO
TCLL 20.0
TCDL 15.0
BCLL 0.0 '
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.25
Lumber Increase 125
Rep Stress Incr NO
Code FBC2010/fP12007
Cat
TC 0.52
BC 0.57
WB O.OD
(Matrix-m)
DEFL In Qoc) Udell L/d
Vert(LL) 0.19 4-7 -449 360
Vert(TL) -0.30 4-7 -282 240
Horz(TL) 0.02 2 n/a n/a
PLATES GRIP
MT20 2441190
Weight 23 lb FT= 0%
LUMBER
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No2
BRACING
TOPCHORD
Structural wood sheathing directly applied or 4-1 D-11 cc purlins.
BOTCHORD
algid tailing directly applied or 10-M cc bracing.
MITe reccmmends that Ste Gzers and required cross bracing be Installed
dude Wss erection In accordance with Stabilizer Installation uide.
REACTIONS Qb/size)
3 = 175/Mechanical
2 = 40VO-111-15 (min.0-18)
4 93IMechanical
Max Hoe
2 115(LC 4)
Max 41ft
3 =-178(LC 8)
2-349(LC 4)
4 -19(LC 8)
Max Grail
3 202(LC 2)
2 461(LC 2)
4 = 129(LC 3)
FORCES Qb)
Max. CompJMex. Ten. -All forces 250 Ob) or less except when shown.
TOP CHORD
2-0=-1261/800
BOTCHORD
2-9=-064/1307
NOTES
1) Wind: ASCE 7-10; Vuft-170mph (3-second gust) Vasd-132mph; TCDL-5.Opsf;
BCDL-5.0psf, h-25ft; Cat. II; Exp D; Encl., GCpi-0.18; MWFRS (envelope); Lumber
DOL-1.60 plate grip DOL-1.60
2) Plates checked for a plus or minus 0 degree rotation about Its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads.
4) • This truss has been designed for a five 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
,
end any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (ry others) oftruss to bearing plate capable of
withstanding 100 lb uplift at joint(s) 4 except at -lb) 3.178.2=349.
7)'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used In the
analysis and design of this truss.
8) Hanger(s) or other connection devices) shall be provided sufficientto support
.
concentrated load(s) 13 lb down and 84 lb up at 4-2-8, and 13 lb down and 84 lb up
at 4-2-8 on top chord, and 17 lb down and 27 lb up at 4-2-8, and 17 lb down and 27
lb up at 4-2-8 on bottom chord. The design/selection of such connection devices)
Is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as
frond (F) or back (a).
LOAD CASE(S)
Standard
1) Regular; Lumber Increase-125, Plate Increase-125
Uniform Loads (plo
Vert: 1.3-60, 4.5=-20
Concentrated Loads Ob)
Vert: 8=-15(F-4, B=8) 9=-30(F--15, B--15)
J5 IJack-Open 1 14 I 11 A0203202
1
-0-10-8 5-0-0
0-10-8 5-0-0
2x4
Scale = 1:11.1
LOADING(pst)
TCLL 20.0
TCDL 15.0
BOLL 0.0 •
BCDL 10.0
SPACING 2-0.0
Plates Increase 125
Lumber Increase 1.25
Rep Stress lncr YES
Code FBC2010r P12007
CSI
TO 0.51
SO. 0.66
WB 0.00
(Matrix-M)
DEFL In Qoc) Vdefl Ltd
Vert(LL) 0.09 4-7 >666 360
Vert((L) -0.08 4-7 >713 240
Horz(TL) -0.01 2 We We
PLATES GRIP
MT20 2441190
Weight 17 lb FT = 0%
LUMBER
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 5-0-0 oc pudins.
BOTCHORD
Rigid tailing directly applied or 10-0-0 cc bracing.
MiTek recommends that Stabilizers and required cross bracing be Installed
dude truss erection In accordance with Stabilizer Installation oulde.
REACTIONS Qhrslze)
3 137IMechanicel
2 311/049-0 (min. 0-1.8)
4 58IMechanical
Max Hat
2 115(LC 8)
Max Uplift
3 =-126(LC 12)
2 =-227(LC 8)
4 -3(LC 12)
1
Max Grev
3 137(LC 1)
1
2 = 311(LC 1)
4 83(LC 3)
FORCES (lb)
Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown.
TOPCHORD
23=-8661903
BOT CHORD
2.4=-1062J928
NOTES
1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vesd-132mph; TCDL-S.Opsf;
BCDL-S.Opst•, h-25ft; Cat. II; Exp D; Encl., GCpI=0.18; MWFRS (envelope) and C-C
Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL-1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation about its center.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all
areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord
end any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 1 DO It, uplift st Joint(s) 4 except Qt=Ib) 3-126, 2.227.
7) "Semi -rigid pitchbreaks with fixed heals" Member end fixity model was used in the
analysis and design of this truss.
LOAD CASE(S)
Standard
LOADING SPACING 2-0-0 CSI
Plates Increase 0.90
TCLL 20.0 Pit. Metal Increase 0.90 TC 0.00
TCDL 75.0 Lumber Increase 0.90 BC 0.01
BCLL 0.0 ' Rep Stress Incr YES NIB 0.00
BCDL 10.0 „_,_ �o,,,,,,,,,,ro,,,,,,,., (Matdx)
LUMBER
BOT CHORD 2(6 SP No2
BRACING
BOTCHORD
Rigid telling directly applied or 10-" oc bracing.
MlTekreccmmen sthat Stabilizers and required cross bracing be Installed
dodo truss erection In accordance with Stabilizer Installation auide.
REACTIONS Qb/slze)
2 112-0-0 (min.0-1-8)
1 112-0-0 (rrin.0-1.6)
Max Grev
2 23(LC 3)
1 23(LC 3)
FORCES Qb)
Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1) Gable requires continuous bottom chord bearing.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent
with any other Me 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 tell by 24)-0 wide will fit between the bottom chord
and any other members.
4) "Semi-rigld pltchbreaks with fixed heels' Member end fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
23#/D#
0:521
2-0-0
2-0-0
DEFL In (loc) Vdsfl Ud PLATES GRIP
Vert(LL) n1a - n/a 999
Vert(TL) n/a - n/a 999
Horz(rL) 0.00 n/a n1a
Weight: 5lb FT-0%
23#/D#
Scale= 1:4.5
I I D:521 TyLyM3SYXfhMH6?ljipiRY07-UfWD:
2-10-2 3-6-11
2-10-2
3x4 =
it
3.29 F12 2 3
I
i
i
2x4 2x4 It
1 OW-62#
LOADING(Pst) SPACING 2-0-0
TCLL 20.0 Plates Increase 1.25
TCDL 15.0 Lumber Increase 1.25
BCLL 0.0 • Rep Stress Incr YES
BCDL 10.0 Code FBC2010/rP12007
LUMBER
TOP CHORD 2c4 SP No.3
BOT CHORD 2z4 SP No.3
BRACING
TOPCHORD
Structural wood sheathing directly applied or 3-6-11 cc pudins.
BOTCHORD
Rlgld ceiling directly applied or 10-0-0 cc bracing.
MIT'
recommends that Stabilizers and required cross bracing be Installed
dude truss erection in accordance with Stabilizer Installation guide.
REACTIONS alb/size)
1 109/4-5-3 (min. 0-1.8)
3 109/4-5-3 (rdn. 0-1-8)
Max Hors
1 13(LC 16)
Max Uplift
1 = -62(LC 8)
3 53(.0 8)
FORCES Qb)
Max. CompJMex. Ten. -All forces 250 Qb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-10; Vuh=170mph (3-secand gust) Vasd-132mph; TCDL=S.Opsf;
BCDL=5.Opsf, h=25ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C
Exledor(2) Zone;C-C for members and forces 8 MWFRS far reactions shown;
Lumber DOL=1.60 plate grip DOL-1.60
3) Plates checked for a plus or minus 0 degree rotation about Its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent
with any other We Toads.
6) • This truss has been designed for a live load of 20.Opsf an 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 Jolnl(s) 1, 3.
8) "Semi -rigid pitchbreaks with faced heels" Member end fixity model was used In the
analysis and design of this truss.
LOAD CASE(S)
Standard
CS] I DEFL In Qoc) Vdefi Ud
BC 012 Vertrn) n1a n/a 999
WB 0.00 Horz(TL) -0.00 3 n/a n/a
(Matrix)
109#/-53#
PLATES GRIP
MT20 2441190
Weight: 9lb FT=0%
Seale = 1:8.3