HomeMy WebLinkAboutTRUSS SPECS - 17-00487 - 802 S 2275 W - New SFR9
Wall "A" !notesle ig t SF4B8 DAVENPORT
of 5' 5-5/8" higher than ELEVATION B
lower wall 17-080014T
21-11-08 6-06-00 14-06-08
Job
Was
TWSS ype
(1:0:1-0 03-01
y
Kariohner SF4138 DAVENPORT ELEVATION
17-MM147
A01
Roof Special
17
1
LOADING (pat)
SPACING- 2-0-0
Installation guide.
CSI.
DEFL.
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
Scale
5x6 =1:50.2
3x8 II 1.5x4 II 5x6 = 48 = 2x4 II
Iii -8 I 1&1-0 I 22-7-8 I 28-0-8
7-6-8 7.8A 7.8-8 6-5-0
Plate Offsets (X Y)--
[B:0-2-14,Edge], (B:0 -OA 0-2-37
[E:0-3-9,0-2-81,
(1:0:1-0 03-01
BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD
Rigid ceiling directly applied or 7-4.10 oc bracing.
WEBS 2x4 OF 180OF 1.6E or 2x4 OF No. 1&BIT or 2x4 DF -N 1800F 1.6E -Except' WEBS
1 Raw at midpt D -H
W7,W5,W4: 2x4 OF Stud/Std
MiTek recommends that Stabilizers and required cross bracing
WEDGE
LOADING (pat)
SPACING- 2-0-0
Installation guide.
CSI.
DEFL.
In
(Joe)
I/deb
Lid
PLATES
GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC
0.90
Vert(LL)
-0.19
B -J
>999
360
MT20
220/195
TCDL 7.0
Lumber DOL 1.15
BC
0.64
Vert(TL)
-0.34
B -J
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.85
HoR(TL)
0.09
G
n/a
rue
BCDL 7.0
Code IRC2012/TPI2007
(Matrix)
Wind(LL)
0.12
B -J!
>999
240
Weight: 1421b
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD
Sheathed or 2-8-10 oc purlins, except end verticals.
BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD
Rigid ceiling directly applied or 7-4.10 oc bracing.
WEBS 2x4 OF 180OF 1.6E or 2x4 OF No. 1&BIT or 2x4 DF -N 1800F 1.6E -Except' WEBS
1 Raw at midpt D -H
W7,W5,W4: 2x4 OF Stud/Std
MiTek recommends that Stabilizers and required cross bracing
WEDGE
be installed during truss erection, in accordance with Stabilizer
Left: 2x4 OF Stud/Std
Installation guide.
REACTIONS. (Ib/size) B=1514/0-5-8 (min. 0-1-10),G=1402/0-5-8 (min. 0-1-8)
Max Hom B=238(LC 4)
Max UpliftB=-366(LC 4), G=-270(LC 8)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B -C=-3213/671, C.D=.2196/478, D -E=-1092/251, E -F=-1199/278, F -G=.1362/292
BOT CHORD BJ= -795/2912, 1-J=-797/2907, H -I=-513/1991
WEBS CJ=0/271, C -I=-981/304, D-1=-021444, D -H=-1321/396, E -H=-09/378, F -H=.219/1060
NOTES.
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25fi; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit
between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=366,
G=270.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
Was
IN:0-2-15.0-2-41
Uly
Fly
Kanchner 51`468 DAVENPORT ELEVATIONB
iJA80014T
A03
Roof Special Structural Gable
1
1
Installation guide.
CSI.
DEFL.
in
(loc)
I/dell
Jab Reference (optional)
JMG WttlI (IUARU V LLLb), IUNIU VALLJ, IU JJ UZ
i
4x5 % 8ca1e=1:51.0
9 nnln
3x4 = AG AF AE AD AC AS AA Z Y X W V U T S
3x8 It 3x4 = 3.6 =
Plate Offsets (X,Y)--
18:Edge.0-1-31. IB:0-2-14,Edgel
IN:0-2-15.0-2-41
Sheathed or 6-0-0 oc pur ins, except end verticals.
BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 OF Stud/Std
MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 OF Stud/Std'Except'
LOADING (psf)
SPACING- 2-0-0
Installation guide.
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES GRIP
TOLL 35.0
Plate Grip DOL 1.15
Max Grav All reactions 250 Ib or less at joint(s) S, B. AA, AB, AC, AD, AE, AF, AG, Y, X,
TO 0.06
Vert(LL)
-0.00
A
n/r
120
MT20 220/195
TOOL 7.0
Lumber DOL 1.15
BC 0.02
Vert(TL)
0.00
A
n/r
120
BOLL 0.0
Rep Stress Incr YES
WB 0.17
Horz(TL)
0.00
S
n/a
n/a
BCDL 7.0
Code IRC2012/7P12007
(Matrix)
Weight: 173 [b FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD
Sheathed or 6-0-0 oc pur ins, except end verticals.
BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 OF Stud/Std
MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 OF Stud/Std'Except'
be installed during truss erection, in accordance with Stabilizer
STI 1, 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E
Installation guide.
WEDGE
Left: 2x4 DF Stud/Std
REACTIONS. All bearings 29-0-8.
(lb) - Max Horz B=238(LC 4)
Max Uplift All uplift 1001b or less at joint(s) S, B, AA, AB, AC, AD, AE, AF, AG, Y, X, W. V, U, T
Max Grav All reactions 250 Ib or less at joint(s) S, B. AA, AB, AC, AD, AE, AF, AG, Y, X,
W, V, U, T
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf BCDL=4.2psf, h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) S. B, AA, AB, AC, AD,
AE, AF, AG, Y, X, W, V, U. T.
10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11)'Semi-rigid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 8M02 8.000 s Jut 152016 MiTek lndusldes, Inc. Wed Aug 0910:20:06201] Pag9et
ID:RJgPDI WsJCgRAko0BRQTPgzkbO3-nZcjwcA2LRG8a W4jK8C21srR0sAv_WGFFiJFb3ypbX7
-1-0-0 8-&8 135-0 20-2
1'. 8-&8 6-8-02 j 60-12-0
3x4 11
3x4 c
0-2-0 65-12 6�0 13-5-4 20.2-0
0- -0 82=12 60-12 1 8.8-12
3x4 =
3x4 =
K
Scale = 1:69.9
Plate Offsets (X,Y)--
toss
was ype
y
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 1800F 1.6E'Except*B0T CHORD
Kancinner SF4M DAVENPORT ELEVATION
P10,1_00-111
1]-080014T
B01
Monopitch
2
1
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 8M02 8.000 s Jut 152016 MiTek lndusldes, Inc. Wed Aug 0910:20:06201] Pag9et
ID:RJgPDI WsJCgRAko0BRQTPgzkbO3-nZcjwcA2LRG8a W4jK8C21srR0sAv_WGFFiJFb3ypbX7
-1-0-0 8-&8 135-0 20-2
1'. 8-&8 6-8-02 j 60-12-0
3x4 11
3x4 c
0-2-0 65-12 6�0 13-5-4 20.2-0
0- -0 82=12 60-12 1 8.8-12
3x4 =
3x4 =
K
Scale = 1:69.9
Plate Offsets (X,Y)--
fB:0-24,0-1-81
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD
Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 1800F 1.6E'Except*B0T CHORD
Rigid ceiling directly applied or 5-6-0 oc bracing.
B2: 2x4 DF Stud/Std, 83: 2x8 DF 1800F 1.6E or 2x6 OF SS
MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 OF Stud/Std
be installed during truss erection, In accordance with Stabilizer
OTHERS 2x4 DF Stud/Std
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 35.0
Plate Grip DOL
1.15
TC 0.49
Vert(LL)
-0.05
B -I
>999
360
MT20
220/195
TCDL 7.0
Lumber DOL
1.15
BC 0.38
Vert(TL)
-0.11
B -I
>691
240
MT20HS
165/146
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.43
HOrz(TL)
-0.01
K
n/a
n/a
BCDL 7.0
Code IRC20121TPI2007
(Matrix)
Wind(LL)
-0.04
B -I
>999
240
Weight: 120 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD
Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 1800F 1.6E'Except*B0T CHORD
Rigid ceiling directly applied or 5-6-0 oc bracing.
B2: 2x4 DF Stud/Std, 83: 2x8 DF 1800F 1.6E or 2x6 OF SS
MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 OF Stud/Std
be installed during truss erection, In accordance with Stabilizer
OTHERS 2x4 DF Stud/Std
Installation guide.
REACTIONS. (Ib/size) 1=1041/0-5-8 (min. 0-1-8), B=374/0-3-0 (min. 0-1-8), K=607/0-3-8 (min. 0-1-8)
Max Horz 8=492(LC 8)
Max Upliftl=-332(iC 8), B=-7(LC 4), K=-265(LC 26)
Max Gravl=1041(LC 1), 8=374(LC 1), K=610(LC 19)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD B -L=-054/153, C -L=-340/199, C -D=-868/0, F -J=-154/411, E -J=-154/411
BOT CHORD H -I=-972/341, C -H=-931/402, F -G=-232/488
WEBS C -G=-97/437, D -F=-073/222
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) All plates are MT20 plates unless otherwise Indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
5) Bearing at joints) K considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B except (jt=1b) 1=332,
K=265.
7) This truss Is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-dgid pitchbreaks with fixed heels" Member and fixity model was used In the analysis and design of this truss.
9) Hanger(s) orother connection device(s) shall be provided sufficient to support concentrated load(s) 224 Ib down and 206 lb up at 2-2-12
on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (fill)
Vert: A -E=-84, 8-1=-14, F -H=-14
p
toss
rasa ypePly
20-3-0
253-8
Kanner SF468 DAVENPORT ELEVATION
1]-080014T
COi
Roof 6pedal
17-1
1
8-9-0
6-9-0
5-06
7-06
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 8NO2
5x6 i
7x10 1
Scale=1:78.4
6x12 J 4x5 =
5x6 -
8-9-0
BRACING -
136-0
20-3-0
253-8
326-0
BOT CHORD
40-06 4a
453-0
6-9-0
8-9-0
6-9-0
5-06
7-06
7-06 0- -12
4-11-12
Plate Offsets (X,Y)-
IA:0-3-15,Edge1.IC:04-0.0-3-01.
IE:0-3-0.0-2-51, [F:0 -64,0A-12], [10-3-8,0-2-12], IK:0-4-0,0-3-01.10:0-6-0,0-341
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
floc)
Ildefl
L/d
PLATES
GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.92
Vert(LL)
-0.56
N
>857
360
MT20
220/195
TCDL 7.0
Lumber DOL 1.15
BC 0.85
Vert(TL)
-0.92
M -N
>522
240
MT20HS
165/146
BCLL 0.0
Rep Stress Incr YES
WE 0.63
Horz(TL)
0.68
J
n/a
n/a
BCDL 7.0
Code IRC2012ITP12007
(Matrix)
Wind(LL)
0.29
N -O
>999
240
Weight: 223 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.8E
TOP CHORD
BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E
WEBS 2x4 OF Stud/Std `Except`
BOT CHORD
W1,W3,W5,W9: 2x4 OF 1800F 1.6E or 2x4 DF No. 1&Btr or 2x4 DF -N
180OF 1.8E
WEDGE
Left: 2x4 DF Stud/Std
REACTIONS. (Ib/size) J=2495/0-5-8 (min. 0-2-11), A=1917/0-5-8 (min.0-1-15)
Max HorzA=307(LC 5)
Max UpliftJ=-441(LC 9), A=-361 (LC 27)
Sheathed, except
2-0-0 oc purlins (3-3-2 max.): E -F.
Rigid calling directly applied or 5-114 oc bracing
MiTek recommends that Stabilizers and required cross bracing
be Installed during /mss erection, in accordance with Stabilizer
Installation quid,.
FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD A -B=593211262, B -C=-5649/1191, C -D=-4844/955, D -E=-3714/653, E -F=-3178/618,
F -G=-2919/497, G -H=-2615/407, H -P= -59/479,1-P=-79/341
BOT CHORD A -O=-1266/5140, N -O=-1025/4805, M -N=-713/4090, L -M=-20212475. K -L=-241/2242,
J -K= -434/146,1-J=-299/108
WEBS C -O=-121/357, C -N=-595/288, D -N=-1751628, OW= -936/391, E -M=-216/1413, F -M=-247/1272,
G -L=-184/435, G -K=-9181168, H -K=-243/2545, H -J=-2275/445
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable and zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Bearing at joint(s) A considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) J=441,
A=361.
9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)100 Ib down and 56 Ib up at 43-04
on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
0 _
Tmss
was ype
Kadchner SF488 DAVENPORT ELEVATION
1]-080014T
Cot
Roof Spedal
1
1
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1,15
Uniform Loads (plf)
Vert: A -E=-84, E -F=-84, F-1=-84, A -M=-14, J -M=-14, I -J=-14
5.000sJu1152018MITeklndusWss,Inc. Wed Au 0910:20:09201] Pa e2
ID:RJgPDIWsJCgRAkoOBRQTPgzkb03-CBHsZeDwdMejR,pl?GIINVTr�340BgshxgXvCOypX4
0
mea
was ype
Sheathed or 6-0-0 0o purlins, except
y
Kanchner SF4B8 DAVENPORT ELEVATIONS
17-0800147
CO2
Common SVuctural Gable
1
1
CSI.
DEFL.
In (loo)
I/deft
L/d
PLATES GRIP
Job Reference foo5onall
BMC WEST (IDAHO FAILS), IDAHO FALLS, ID 83402 8.000 a Jul 15 2016 MiTek Industries, Inc. Wed Aug 0910:2011 2017 Page 1
ID:RJgPDI WsJCgRAkoOBRQTPgzkbO3.8XPc_KFA9zuQglzg7hnDSwYOXIzUsl_P_OOGHypbX2
19-11.8 2. 3M 4Sn.n
5x6 i
5x6 O
Scale = 1:78.4
4.5 = AX AW AV AU AT AS AR AQ AP AO AN AM AL AK AJ At AH AG AF AE AD AC AS 4z5 =
5x6 = 5x6 =
Plate Offsets (X,Y).-
I0:0.2-12,Edgel, IL:0-3-0,0-0-41.
fP:0-3-0.0-041 IX:0-2-12 Edgel
Sheathed or 6-0-0 0o purlins, except
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E
2-0-0 0o purlins (6-0-0 max.): L -P.
OTHERS 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E'Except'BOT CHORD
Rigid calling directly applied or 10.0-0 oc bracing.
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
In (loo)
I/deft
L/d
PLATES GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.08
Vert(LL)
n/a -
We
999
MT20 220/195
TCDL 7.0
Lumber DOL 1.15
20)
BC 0.05
Vert(TL)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress ]nor YES
WB 0.13
Horz(TL)
0.01 AA
n/a
n/a
BCDL 7.0
Code IRC2012/TPI2007
(Matrix)
Weight: 325 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD
Sheathed or 6-0-0 0o purlins, except
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E
2-0-0 0o purlins (6-0-0 max.): L -P.
OTHERS 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E'Except'BOT CHORD
Rigid calling directly applied or 10.0-0 oc bracing.
ST5,ST4,ST3,ST2,ST1: 2x4 DF Stud/Std WEBS
1 Row at midpt N -AM, M -AN, K -AO, J -AP, I -AR, O -AL, O -AK,
R -AJ, S -AH
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 45-3-0.
(Ib) - Max Horz A=-306(LC 4)
Max Uplift All uplift 100 Ib or less at joint(s) A, AM, AN, AO, AP, AR, AS, AT, AU, AV,
AW, AL, AK, AJ, AH, AG, AF, AE, AD, AC, AA except AX=-109(LC 8), AB=-108(LC 9)
Max Grav All reactions 250 Ib or less at joint(s) A, AM, AN, AO, AP, AR, AS, AT, AU,
AV, AW, AL, AK, AJ, AH, AG, AF, AE, AD, AC, AA except AX=270(LC 19), AB=270(LC
20)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD A -B=-304/246, J -K=-123/275, K -L=-105/276, L -M=-65/261, M -N=-65/261, N -O=-65/261,
O -P=-65/261, P -Q=-99/271
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
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 ANS IrrPI 1.
4) Provide adequate drainage to prevent water ponding.
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) 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 3-6-0 tall by 2-0-0 wide will ft
between the bottom chord and any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, AM, AN, AO, AP,
AR, AS, AT, AU, AV, AW, AL, AK, AJ, AH, AG, AF, AE, AD, AC, AA except Qt=1b) AX=109, AB=108.
11) This truss Is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSIfrPI 1.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
0
Tf ss --
Nse ype
ty
KaM ner SF4B8 DAVENPORT ELEVATION ELEVATION
77-090014T
D01
Piggyback Base
7
1
SPACING- 14-0
CSI.
DEFL.
In
Job Reference (optional)
tlMli WtJI (IUMV Y/LLLJI. IIlH11V
5x8 -
5x8 =
Scate = 1:78.3
5x12 MT20HS=
10-1-8 1 20.3-0 25-3A 32-8-0 1 40-0-8 40r�-4 45-1-0 45,3-0
10-1-8 10.1-8 5-043 7-0-8 7-0� 0-12 44-12 n.3-0
Plate Offsets(X.Y)-
IA:0-2-1.Edge1, IB:0-4-0.0-3-01.
ID:04-0.0-241
[E:0-6-00-241
IF:04-00-3-41
f1:0-8-120-2-81
[J:0-240-3-0][M:04-0Oa-Ol
LOADING (psf)
SPACING- 14-0
CSI.
DEFL.
In
(loc)
IldeB
L/d
PLATES
GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC
0.60
Vert(LL)
-0.33
L -M
>999
360
MT20
220/195
TCDL 7.0
Lumber DOL 1.15
BC
0.79
Vert(TL)
-0.67
L -M
>712
240
MT20HS
165/146
BCLL 0.0 '
Rep Stress Incr YES
WB
0.55
Horz(TL)
0.38
1
n/a
n1a
BCDL 7.0
Code IRC2012/TPI2007
(Matrix)
Wind(LL)
0.18
A -M
>999
240
Weight: 214 lb
FT=20°/
LUMBER- BRACING -
TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Bir or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 2-10-3 oc purlins, except
BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E 2-0-0 oc purlins (4-9-13 max.): D -E.
WEBS 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800E 1.6E'Except'BOT CHORD Rigid calling directly applied or 5-0-12 oc bracing.
W%W60207010: 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection. In accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 1=2599/0-5.8 (min. 0.2-12), H=-838/0-3-0 (min. 0-1-8), A=1172/0-5-8 (min. 0-1-8)
Max HorzA=205(LC 5)
Max Upliftl=-372(LC 8), H=-904(LC 23), A=-216(LC 34)
Max Grav 1=2599(LC 1), H=199(LC 34), A=1173(LC 23)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD A -S=-3599!749, B -C=-3195/622, C -D=-2114/336, D -E=-1770/332, E -F=-1537/239,
F -G=-988/216, G -N=-316/1913, H -N=,353/1876
BOT CHORD A -M=-754/3128, L -M=488/2568, K -L=-7311278. J -K=-51/821, I -J=-1737/331, H -I=-1561/298
WEBS B -M=-335/216, C -M=-917437, C -L=-7557326. D -L=-74802, E -L=-165/861, E -K=-319/127,
F -K=-145/580, F -J=-9111173, G -J=-313/2440, G -I=-2047/312
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Bearing at joint(s) A considers parallel to grain value using ANSI/TPI i angle to grain formula. Building designer should verify capacity of
bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)1=372,
H=904, A=216.
9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlfTPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
11) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 86 Ib down and 123 Ib up at 43-04
on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASES) Standard
Continued on page 2
Job
toss
I mss I ypC
LAY
Knol,ner SF488 DAVENPORT ELEVATIONB
17-080014T
D01
Pggmck Base
]
IPly
t
Job Reference (optional)
HMO WH51 (10AHO FADS), NANO FALLS, Iu ll We 0.000 s Jul 152016 MiTek lndusbies, Inc. Wed Au8 0910:20:15201] Pege 2
ID:RJ9PDIWsJCgRAkoOBROTPgzkbO3-Ol7phHhDCOs9vGSMXsOdmjzRU8dbZeZKc?DP2ypbX_
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase= 1.15. Plate Increase= 1.15
Uniform Loads (plf)
Vert: A -D=-56, D -E=-56, E -H=-56, A -L=-9, I -L=-9, H -I=-9
Concentrated Loads (Ib)
Vert: N=-1
Job
NSa
Nss ype
[1:0-3-0,03-0j
Kadl mrSF4880AVENP0RTELEVATI0NB
17-080014T
E01
RObr Spedal
1
1
SPACING. 2-0-0
CSI.
DEFL.
In
Job R f (optional)
&W6 rrw, j;DAnv rruwl, vmv FALLS. iD o»ea tl.V W 5 J011> ZUlb Ml l ¢x ncuSN¢S, UIO. wM Apg 0910:20:162017 Page 1
ID:RJgPDIWsJCgRAkoOBRDTPgzkbO3-UUDV111J_VWjn3rewEN09zF2YuX5KxsjYGknxUy rvW
-1-0-0 7-6-8 15-1-0 22-7-8 26-6-8 1
1-0-0 7643 766 7-8.8 2-11-0
5x6 7,00[12 Scale: 1/4'=1'
3x8 11 1.5x4 11 5x8 = 4x8 = 1.5x4 II
766 15-1-0 1 22-7-8 256-8
766 766 766 2-11-0
Plate Offsets (KY)-
fB:0-2-14 Edgel 18:0-" 0-2-31
E:0-3-9,0-2-81,
[1:0-3-0,03-0j
LOADING (psf)
SPACING. 2-0-0
CSI.
DEFL.
In
(loo)
Well
Lid
PLATES GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC
0.89
Vert(LL)
-0.17
B.J
>999
360
MT20 220/195
TCDL 7.0
Lumber DOL 1.15
BC
0.59
Vert(TL)
-0.30
B -J
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB
0.87
Horz(TL)
0.08
G
We
n/a
BCDL 7.0
Code IRC2012/TPI2007
(Matrix)
Wind(LL)
0.11
B -J
>999
240
Weight: 1341b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD
WEBS 2x4 DF Stud/Std'Except* WEBS
W60301: 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 180OF 1.6E
WEDGE
Left: 2x4 DF Stud/Std
REACTIONS. (Ib/size) B=1343/0-5-8 (min. 0-1-8), G=1230/0-5-8 (min. 0-1-8)
Max Horz B=285(LC 4)
Max UpliftB=-321(LC 4), G=-294(LC 8)
FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD B.0=.2730/542, C -D=-1691/342, D -E=-567/113, E -F=-520/139, F -G=-1223/295
BOT CHORD B4=-722/2460, I.J=-72412455, H -I=-431/1513
WEBS C -J=0/269, C -I=-1008/313, D -I=-43/457, D -H=-1330/399, F -H=-250/1007
Sheathed or 3-1-8 oc purlins, except end verticals
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt D -H
MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) except Qt=1b) B=321,
G=294.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
0
NSS
I NSS type
yKan
.,SF438DAVENPORTELEVATIONB
17-080014T
G01
Common
2
1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
In
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
45 11
Scale = 1:41.3
7-3-13 1 14-7-11 1 21-11.8
1$
Plate Offsets (X.Y)--
IB:0-2-4.0-1-81, IF:0-2-4.0-1-81,
IH:0-3-0.0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
In
(loo)
/deb
L/d
PLATES
GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.35
Vert(LL)
-0.12
H-1
>999
360
MT20
220/195
TCDL 7.0
Lumber DOL 1.15
BC 0.30
Vert(TL)
-0.18
H-1
>999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.13
Horz(TL)
0.04
F
n/a
n/a
BCDL 7.0
Code IRC2012/TP12007
(Matrix)
Wind(LL)
0.04
B-1
>999
240
Weight: 96 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD
BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 OF -N 180OF 1.6E BOT CHORD
WEBS 2x4 DF 180OF 1.6E or 2x4 OF No.l&Btr or 2x4 DF -N 180OF 1.6E *Except*
W2: 2x4 OF Stud/Std
REACTIONS. (Ib/size) B=1164/0-3-8 (min. 0-1-8),F=1164/0-3-8 (min. 0-1-8)
Max Horz 6=-184(LC 6)
Max UpliftB=-228(LC 8), F=-228(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD BC= -1702/303.C -D= -1473/326,D -E= -1473/327,E -F=-1702/303
BOT CHORD B -I=-292/1370, 1-J=-90/896, J -K=-90/896, H -K=-90/896, F -H=-169/1370
WEBS D -H=-166/585, E -H=-429/236, D -I=-166/585, C -I=-429/236
Sheathed or 4.10-5 Do purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 7.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) B=228,
F=228.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/rPI 1.
7)'Seml-dgld pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
was
Nse Type
Qty
Ply
Kadchner SF4B8 DAVENPORT ELEVATION B
17.080014T
G02
Common
1
1
SPACING- 2-0-0
CSI.
DEFL.
in
(loo)
Job Reference (optional
BMC WEST (IDAHO FALLS),
4x5 II
3x4 4 3x4 = 5x6 = 3x4
Scale=1:40.4
13
Plate Offsets(XY)--
IA:0-2-40-1-81 fE:0-240-1-81
IF:0-3-00-3-01
LOADING (pan
SPACING- 2-0-0
CSI.
DEFL.
in
(loo)
I/deb
L/d
PLATES
GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.36
Vert(LL)
-0.11
F -G
>999
360
MT20
220/195
TCDL 7.0
Lumber DOL 1.15
BC 0.33
Vert(TL)
-0.17
F -G
>999
240
BCLL 0.0 '
Rep Stress [nor YES
WB 0.13
Hmz(TL)
0.04
E
n/a
n/a
BCDL 7.0
Code IRC2012/TP12007
(Matrix)
Wind(LL)
0.05
A -G
>999
240
Weight: 931b
FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD
WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1806F 1.6E'Except'
W2: 2x4 DF Stud/Std
REACTIONS. (Ib/size) A=1062/0-3-8 (min. 0-1-8), E=1062/0-3-8 (min. 0-1-8)
Max Horz A=-168(LC 4)
Max UpliftA=-195(LC 8), E=-195(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD A -B=-1723/310, B -C=-1493/334, C.D=.1493/334, D -E=-1723/310
BOT CHORD A -G=-310/1391, G -H=-103/906, H.I=.103/906, F -I=-103/906, E -F=-196/1391
WEBS C -F=-172/598, D -F=-037/239, C -G=-172/597, B -G=-037/239
Sheathed or 4-9-7 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
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 ft
between the bottom chord and any other members, with BCDL = 7.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ql=1b) A=195,
E=195.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/rPI 1.
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
o
NSs
Nas ype
y
Kadrliner SF488 DAVENPORT ELEVATIONB
17-080014T
G09
Common Supported Gable
1
1
SPACING-
2-0-0
CSI.
DEFL.
In
(Joe)
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83482
3x4 — w V U T S R Q P O N 3x4 =
3x4 =
Scale = 1:43.4
)1
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Bir or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 21-11-8.
(Ib) - Max Horz B=-184(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) B, T, U, V, R, Q, O, L except W=-105(LC 8), N=-105(LC 9)
Max Grav All reactions 250 Ib or less at joint(s) B, S, T. U, V, R, Q, O, L except W=269(LC 19), N=269(LC 20)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES -
i) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf, h=25ft; Cat. 11; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
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 ANSIrrPI 1.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, T, U, V, R, 0, 0, L
except Qt=1b) W=105, N=105.
10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, L.
11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
21-11-8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
In
(Joe)
1/deft
L/d
PLATES GRIP
TCLL 35.0
Plate Grip DOL
1.15
TC 0.07
Vert(LL)
-0.00
L
n/r
120
MT20 220/195
TCDL 7.0
Lumber DOL
1,15
BC 0.03
Vert(TL)
0.00
L
n/r
120
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.12
HOrz(TL)
0.00
L
me
n/a
BCDL 7.0
Code IRC2012rrP12007
(Matrix)
Weight:1121b FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Bir or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 21-11-8.
(Ib) - Max Horz B=-184(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) B, T, U, V, R, Q, O, L except W=-105(LC 8), N=-105(LC 9)
Max Grav All reactions 250 Ib or less at joint(s) B, S, T. U, V, R, Q, O, L except W=269(LC 19), N=269(LC 20)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
NOTES -
i) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf, h=25ft; Cat. 11; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
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 ANSIrrPI 1.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, T, U, V, R, 0, 0, L
except Qt=1b) W=105, N=105.
10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, L.
11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
0
NSSI
Nsa I yeaty
Ply
Kanchrier SF4N DAVENPORT ELEVATIONB
17-080014T
G04
Common Girder
1
2
Job We—(optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID BM02
4x5 11
o=
3x8. 11 7x10 = 3x8 II
55-14 10-11-12 185-10 21-11-8
55-14 5-5-14 55-14 55-1
Scale =1:40.7
I1
Plate Offsets (X Y)--
[G:0-5-0,0-4-8]
LOADING lost)
SPACING-
2-0A
CSI.
DEFL.
in
(loc)
Wall
Lid
PLATES GRIP
TCLL 35.0
Plate Grip DOL
1.15
TC 0.35
Vert(LL)
-0.14
F -G
>999
360
MT20 220/195
TCDL 7.0
Lumber DOL
1.15
BC 0.56
Vert(TL)
-0.21
F -G
>999
240
BCLL 0.0
Rep Stress Incr
NO
WE 0.90
Hom(TL)
0.07
E
n/a
n/a
BCDL 7.0
Code IRC2012rrP12007
(Matrix)
Wind(LL)
0.04
G -H
>999
240
Weight: 22714 FT=20%
LUMBER -
TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1 &Btr or 2x4 OF -N 1800F 1.6E
BOT CHORD 2x6 OF 180OF 1.6E or 2x6 OF SS
WEBS 2x4 OF Stud/Std
REACTIONS. (Ib/size) A=4149/0-3-8 (min. 0-2-3), E=4102/0-3-8 (min. 0-2-3)
Max Harz A=166(LC 24)
Max UpliftA=-318(LC 8), E=-316(LC 9)
BRACING -
TOP CHORD Sheathed or 5-1-10 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD A -B=-6863/510, B -C=-4600/388, C -D=-4600/388, D -E=-6853/511
BOT CHORD A -I=-482/5844, I -J=482/5844, HJ=482/5844, H -K=-482/5844, K -L=482/5844,
L -M=-082/5844, G -M=-082/5844, G -N=-370/5834, N -O=-370/5834, O -P=-370/5834,
F -P=-370/5834, F -Q=-370/5834, Q -R=-370/5834, E -R=-370/5834
WEBS C -G=-250/4080, D -G=-2292/309, D -F=-37/1828, B -G=-2303/308, B -H=-37/1838
NOTES -
1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows:
Top chords connected as follows: 2x4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift at joint(s) except (jt=lb) A=318,
E=316.
8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSIrrPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Use Simpson Strong -Tie LUS24 (41AOd Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-" oc max. starting at
1-10-12 from the left end to 19-10-12 to connect truss(es) J01 (1 ply 2x4 DF -N or DF) to front face of bottom chord.
11) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Continued on page 2
---
TNSS
Truss Type
y
Kar rer SF4B8 DAVENPORT ELEVATIONB
Pp
P,,
G04
Common Gal.,
1
2
Job Reference(optional)
UMG WhJ I tIUAHU YALLJ), IUMU FAL5, IU U: W U,QW 6 Jul 15 ZU16 MI I BK InaUSMM Im MCI Aug0910:20:252017 Paae2
ID:RJgPDIWSJCgRAkoOBROTPgzkbO3-kDFWv6PysOfRtv(Ri Nxd1V1t7jIWcZx f2dBOlRypbsWq
LOAD CASE(S) Standard
Uniform Loads (pl()
Vert: A -C=-84, C -E=-84, A -E=-14
Concentrated Loads (Ib)
Vert: 1=-613(F) J= -613(F) K= -613(F) L= -613(F) M= -613(F) N= -613(F) 0=-613(F) P= -613(F) Q= -613(F) R= -613(F)
oTruss
SPACING-
I was I ype
Qty
Ply
Kedchnar SF4138 DAVENPORT ELEVATIONB
1]-080014T
H01
Roof Special Supported Gable
1
1
Plate Grip DOL
1.15
TC 0.06
Vert(LL)
-0.00
A
Jab Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
8.000 a Jul 152016 MITek Industries, Inc. Wed Auf& 0910:20:27201] Pal8eet
ID:RJgPDIWsJCQRAkOOBROTPgzkb03-gcNf-oRDOuv9blB1324z61C7iKQQP41K4TvsgLypbWo
5x6 700 L12 Scale = 1:49.3
3x4 = AD AC AB AA Z Y X W V U T S R Q
3x8 I[ 3x4 —
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
floc)
Ildefi
L/d
PLATES GRIP
TCLL 35.0
Plate Grip DOL
1.15
TC 0.06
Vert(LL)
-0.00
A
n/r
120
MT20 220/195
TCDL 7.0
Lumber DOL
1.15
BC 0.03
Vert(TL)
0.00
A
n/r
120
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.16
Horz(TL)
0.00
Q
n/a
n/a
BCDL 7.0
Code IRC2012/fP12007
(Maldx)
Weigh1:1541b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 DF 1800E 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E
TOP CHORD
Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x4 OF 180OF 1.8E or 2x4 OF No.l&Btror 2x4 DF -N 180OF 1.6E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF Stud/Std
MiTek recommends that Stabilizers and required cross bracing
OTHERS 2x4 OF Stud/Std *Except'
be Installed during truss erection, in accordance with Stabilizer
ST11: 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E
Installation gulde.
WEDGE
Left: 2x4 OF Stud/Std
REACTIONS. All bearings 25-6-8.
(Ib) - Max Horz B=285(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) Q, Y. Z, AA, AS, AC, AD, X, V, U, T, S, R
Max Grant All reactions 250 Ib or less at Joint(s) B, Y, Z, AA, AS, AC, X, V, U, T, S. R except AD=252(LC 19)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD B -C=-281/43
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) Q, Y, Z, AA, AB, AC,
AD, X, V. U, T, S, R.
10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B.
11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks wrath fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASES) Standard
Job-
W;s
I NSS I ypey
CSI.
DEFL.
Kartchner SF4B8 DAVENPORT ELEVATIONS
17.080014T
J01
Jack -Gored
10
1
Plate Grip DOL
1.15
TC 0.52
Vert(LL)
-0.04
E -F
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID SM02
5x6
3x4 II
C D
G F E
2x4 11 3x4 = 3x4 =
Scale = 1:53.9
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Ildefl
L/d
PLATES GRIP
TCLL 35.0
Plate Grip DOL
1.15
TC 0.52
Vert(LL)
-0.04
E -F
>999
360
MT20 2201195
TCDL 7.0
Lumber DOL
1.15
BC 0.21
Vert(TL)
-0.07
E -F
>999
240
BCLL 0.0 '
Rep Stress Inor
YES
WB 0.17
HOrz(TL)
-0.01
E
me
n/a
BCDL 7.0
Code IRC2012lTPI2007
(Matrix)
Wind(LL)
0.01
F
>999
240
Weight: 80 lb FT=20%
LUMBER -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1BOOF 1.6E
WEBS 2x4 DF Stud/Std *Except'
W 1,W2: 2x4 OF 1800F 1.6E or 2x4 OF No.1 &Btr or 2x4 OF -N 180OF 1.6E
REACTIONS. (Ib/size) G=6271Mechanical, E=631/Mechanical
Max Horz G=310(LC 8)
Max UpliftG=-16(LC 8), E=-298(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD A -G=-586137, A -B=-617/0
BOT CHORD F -G=-335/154, E -F=-2201436
WEBS A -F=0/375, B -E=-5661287
BRACING -
TOP CHORD
Sheathed or 6-0-0 oc pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0A oc bracing.
WEBS
1 Row at midpt C -E, B-E
MiTek recommends that Stabilizers and required cross bracing
be installed during buss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable and zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft
between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) G except Qt=1b)
E=298.
6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSITPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
NSa
I was I ype
KarlUiner SF4B8 DAVENPORT ELEVATIONB
17-080014T
JO1C
Jack -Closed Supported Gable
2
1
I
Job Reference (op0ona0
BMG Wes i puAaO FALLJl. iuA O FALLa, N aJ40z
3x6
5,8 =
LOADING (psf)SPACING- 2-0-0 CSI.
TCL_ 35.0 Plate Grip DOL 1.15 TC 0.92
TCOL 7.0 Lumber DOL 1.15 BC 0.21
BCLL 0.0 ' Rep Stress Incr YES WB 0.19
BCDL 7.0 Code IRC2012/TPI2007 (Matrix)
LUMBER -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E
BOT CHORD 2x4 DF t800F 1.6E or 2x4 OF No.1&Blr or 2x4 DF -N 180OF 1.6E
WEBS 2x4 OF Stud/Std *Except*
W1: 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E
OTHERS 2x4 OF Stud/Std *Except*
3x6 =
I�
Style =1:49.2
DEFL. in (loc) Well L/d PLATES GRIP
Vert(LL) 0.00 1 n/r 120 MT20 220/195
Vert(TQ 0.00 1 n/r 120
Hom(TL) -0.00 K n/a n/a
Weight: 1041b FT=20%
BRACING-
TOPCHORD
BOTCHORD
WEBS
ST6,ST7: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E
Sheathed or 6-0-0 oc purlins, except end verticals
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt I -K, H -K
M,Tek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation gulde.
REACTIONS. All bearings 13-1-0.
(Ib) - Max Horz 0=308(LC 8)
Max Uplift All uplift 100 lb or less atjoint(s) K, M, L except Q=-135(LC 6), N=-101(LC 8), P=-531(LC 8)
Max Grav All reactions 250 Ib or less at joint(s) K, N, O, M, L except Q=474(LC 8), P=343(LC 15)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD A -Q=-258!701, B -C=-442/166
WEBS C -P=-271/422, B -Q=-1057/366
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCOL=4.2psh BCDL=4.2psf h=25ft; Cat. 11; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed forwrid loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1.
3) All plates are 1.5x4 MT20 unless otherwise indicated.
4) Gable requires continuous bottom chord bearing.
5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) K, M, L except Qt=1b)
Q=135, N=101, P=531.
10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
o
Truss
Truss Type
Qty
Ply
Kanchner S4138 DAVENPORT ELEVATIONS
1]-0800147
J02A
GABLE
1
1
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)/def!
Job Reference (optional)
BMC MST (IDAHO FALLS), IDAHO FALLS, ID 83,102
5x8 -
IVI
7.00 12 3x4 4
C a
13
S
3x4 =
2x4 II V
B
0
E
5x6 A
2X4 II 2X4 11
N
fi
x4 II
3.50 12
F
10x16 =
3-5-0 W813-8-0
3-5-0 0-3b 9-11-8
Scale =1:57.2
Plate Offsets (X,Y)--
IF:0543,0-541
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Blr or 2x4 DF -N 1800F 1.6E
TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x6 OF 180OF 1.6E or 2x6 OF SS
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
WEBS 2x4 OF Stud/Std *Except*
MiTek recommends that Stabilizers and required cross bracing
W3: 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.8E
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)/def!
L/d
PLATES GRIP
TCLL 35.0
Plate Grip DOL
1.15
TC 0.42
Vert(LL)
-0.08
E -F
>999
360
MT20 220/195
TCOL 7.0
Lumber DOL
1.15
BC 0.18
Vert(TL)
-0.16
E -F
>752
240
BCLL 0.0 '
Rep Stress Incr
YES
WS 0.30
Hoa(TL)
-0.03
V
n/a
n/a
BCDL 7.0
Code IRC2012/7P12007
(Matrix)
Wind(LL)
0.01
E
>999
240
Weigh1:11911s FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Blr or 2x4 DF -N 1800F 1.6E
TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
BOT CHORD 2x6 OF 180OF 1.6E or 2x6 OF SS
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
WEBS 2x4 OF Stud/Std *Except*
MiTek recommends that Stabilizers and required cross bracing
W3: 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.8E
be Installed during truss erection, in accordance with Stabilizer
OTHERS 2x4 OF Stud/Std *Except*
Installation guide.
BLV 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E
REACTIONS. All bearings 3-8-8 except (jl=length) V=0-3-8.
(Ib) - Max Horz H=311(LC 8)
Max Uplift All uplift 1001b or less at joint(s) H, F, G except V=-276(LC 8)
Max Grav All reactions 250 Its or less at joint(s) H, G except F=708(LC 1), F=708(LC 1), V=466(LC 15)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD E -U=-192/319, D -U=-192/319
BOT CHORD G -H=-305/113, F -G=-310/125, B -F=-379/202, E -F=-265/314
WEBS C -E=-297/273, C -F=-370/0
NOTES -
1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
3) All plates are 1.5x4 MT20 unless otherwise indicated.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 DO bottom chord live load nonconcurrent with any other live loads.
6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Bearing at joint(s) F, V considers parallel to grain value using ANSI1TPI 1 angle to grain formula. But Id Ing designer should verify capacity
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joints) H, F, G except O"b)
V=276.
9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
Job
mnu
fuss
was ype
y
y
Kartchner SF488 DAVENPORT ELEVATION
9.080014T
N01
GABLE
1
1
CSL
ST9,ST7,ST10: 2x4 OF 1800E 1.6E or 2x4 OF No.18Bir or 2x4 DF -N 1800E 1.6E
DEFL.
in
(loc)
/dell
Job Reference (optional)
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ID:RJgPDI WsJCgRAkoOBRQTPgzkbO3-R8shOXXE W LwOZ_olYjDSR_YN_Y3kHbKVJvirH6rypbWg
7-0-027-0-0 21-8-0 2713 3&&5 39-8-8
7-0-0 7-0-0 7-0-0 1-0 6-01 a-0-3 6-0-3
5x6 =
700 Fl2 3x4 II
D E
Scale =1:75.7
4x5 = T S AW R 5x5 = oxb =
5x6 = 3x4 =
7-0-0 14-0-0 211-0 301-4 39-81
7-0-0 7-0-0 71-0 9-0 9-0d
Plate Offsets (X.Y)--
[A:0-0-13.Edge1 IB:0-4-0,Edgel
[C:0-4-0 Edoel
[G:04-0,0-3-0], [L:0-3-0 ,0-3-01,
IS:0-3-0 0-3-01
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
WEBS 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1,6E 'Except*
1 Row at midpt E -Q
LOADING (pan
SPACING- 2-0-0
OTHERS 2x4 DF Stud/Std *Except*
CSL
ST9,ST7,ST10: 2x4 OF 1800E 1.6E or 2x4 OF No.18Bir or 2x4 DF -N 1800E 1.6E
DEFL.
in
(loc)
/dell
L/d
PLATES
GRIP
TCLL 35.0
Plate Grip DOL 1.15
L=776(LC 20), R=839(LC 15), R=763(LC 1), H=266(LC 20)
TC
0.56
Vert(LL)
-0.10
R -S
>999
360
MT20
220/195
TCDL 7.0
Lumber DOL 1.15
BC
0.44
Vert(TQ
-0.19
RS
>999
240
BCLL 0.0
Rep Stress Incr YES
WB
0.63
Hoa(TL)
0.06
L
n/a
n/a
BCDL 7.0
Code IRC2012/TPI2007
(Matrix)
Wind(LL)
0.08
A -T
>999
240
Weight: 326 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.i&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD
Sheathed or4-6-1 oc purlins.
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
WEBS 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1,6E 'Except*
1 Row at midpt E -Q
W7,W6:2x4 DF Stud/Std WEBS
1 Row at midpt C-R, F -Q
OTHERS 2x4 DF Stud/Std *Except*
MiTek recommends that Stabilizers and required cross bracing
ST9,ST7,ST10: 2x4 OF 1800E 1.6E or 2x4 OF No.18Bir or 2x4 DF -N 1800E 1.6E
be Installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 18-0-8 except (jt=length) A=0-3-8, R=0-3-8, R=0-3-8.
(lb) - Max HorzA=316(LC 5)
Max Uplift All uplift 100 lb or less at joint(s) Q, P, O, J, I, H except A=-216(LC 8), L=-386(LC
9), R=-245(LC 8)
Max Grav All reactions 250 lb or less at joint(s) P, O, N, M, K, J, I except A=1030(LC 19),
Q=820(LC 1),
L=776(LC 20), R=839(LC 15), R=763(LC 1), H=266(LC 20)
FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown.
TOP CHORD A -B=-1602/318, B -C=-892/315, C -D=-209/319, E -F=-145/289, F -G=-27/251, G -H=-349/116
BOT CHORD A -T=134/1289, S -T=-434/1286, S -AW= -188/697, R -AW= -188/697, E -Q=-620/47
WEBS B -S=-714/287, C -S=-81/556, C -R=-1026/370, F -L=-070/254, G -L=450/238
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vull=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) Truss designed for vend loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
5) All plates are 1.5x4 MT20 unless otherwise Indicated.
6) Gable studs spaced at 2-0-0 Do.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 7.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) Q, P. O, J, I, H except
Qt=1b) A=216, L=386, R=245.
10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss.
LOAD CASE(S) Standard
Job
fuss
I was I ype
Qty
Ply
lercllner SF488 DAVENPORT ELEVATION
17-080014T
PBO2
Piggyback
8
1
TC 0.03
Vert( L)
0.00
D
n/r
120
Job Reference (optional)
UMV WLO I puMV nulla), lurvfu rHLV, lu UnVttl.VW 5JUI1J 2UlU MI lax Inausules Ine W8a All g Ila 18:28:382017 Paggel
ID:RJgPDIWsJCgRAkoOSRQTPgzkbO3-dYpeYZ6oGIbQRUtCsmZ2cA0VmACU5iych3xiCypbWd
2-8-0 54-1
2-8-0 2-8-0
45 =
2x4 =
1.5x4 II
2.4 =
Scale =1:11.5
LOADING (psf)
SPACING- 1-4-0
CSI.
DEFL.
in
(loc)
Ildefi
L/d
PLATES GRIP
TCLL 35.0
Plate Grip DOL 1.15
TC 0.03
Vert( L)
0.00
D
n/r
120
MT20 220/195
TCDL 7.0
Lumber DOL 1.15
8C 0.01
Vart(TL)
0.00
D
n/r
120
BCLL 0.0 '
Rep Stress Incr YES
WB 0.02
Horz(TL)
0.00
D
n/a
n/a
BCDL 7.0
Code IRC2012/FPI2007
(Matrix)
Weight: 14 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF 180OF 1.6E or2x4 DF No.1&Stror2x4 DF -N 180OF 1.6E TOP CHORD
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btror 2x4 DF -N 180OF 1.6E BOT CHORD
OTHERS 2x4 DF Stud/Std
REACTIONS. (Ib/size) B=100/3-8-2 (min. 0-1-8), D=100/3-8-2 (min. 0-1-8), F=101/3-8-2 (min. 0-1-8)
Max Horz B=-24(LC 6)
Max UpliftB=-29(LC 8), D=-32(LC 9), F=-6(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
Sheathed or 5-4-1 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing
MITek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCD1.=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, D, F.
7) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1A and R802.10.2 and referenced
standard ANSlrrPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
LOAD CASE(S) Standard
Job
MSS
nusS type
CSI.
y
Kadchr�er SF4B8 DAVENPORT ELEVATIONB
17.0800147
PB0.1
PiBgyba&
1
1
Plate Grip DOL 1.15
TC 0.04
Ve t( CL)
0.00
E
.In6 Reference /nnfnnall
Vuv "Jul
Io zu IO Minix Ifausmes, inc. Wae AUR UY I0:LU:392017 P09921
2-8-0 ID:RJgPDIWsJCgRAkoOBROTPqz' bO3Jv5BsuakZaOS1b63mZlobqiB09WLDYg5rLpUFfypbWc
2-" 2-8-0
4x5 =
2X4 =
1.5x4 II
2x4 =
Scale =1:11.5
LOADING
SPACING- 2-0-0
CSI.
DEFL.
in
(loo)
Well
Lid
PLATES GRIP
350
TCLL 35.0
Plate Grip DOL 1.15
TC 0.04
Ve t( CL)
0.00
E
n/r
120
MT20 220/195
TCDL 7.0
Lumber DOL 1.15
BC 0.02
Vert(TL)
0.00
E
n/r
120
BCLL 0.0 '
Rep Stress Incr YES
WIB 0.02
Horz(TL)
0.00
D
n/a
n/a
BCDL 7.0
Code IRC2012ITP12007
(Matrix)
Weight: 14 lb FT=20%
LUMBER- BRACING.
TOP CHORD 2x4 OF 180OF 1.8E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD
BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD
OTHERS 2X4 OF Stud/Std
REACTIONS. (Ib/size) B=150/3-8-2 (min. 0-1-8), D=150/3-8-2 (min. 0-1-8), F=152/3-8-2 (min. 0-1-8)
Max HorzB=-36(LC 6)
Max Up1iftB=44(LC 8), D=-48(LC 9), F=-9(LC 8)
FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
Sheathed or 5.4.1 oc Puffins.
Rigid ceiling directly applied or 10-0-0 oc bracing
MITek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7.10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp C; enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D, F.
7) This truss Is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
LOAD CASE(S) Standard