HomeMy WebLinkAboutFRAMING PICS - 21-00119 - Adams Elementary School - Additiont
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2 Job Reference
8.430 s Jan 20
11-0 40-1-0 �
1-Z --r 5-2-0
,� ; 9.00 12
Ia8 s X92 8
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4x8. �� x ��
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�fsets (X,Y}- �2=QS.g Q��-p �-2-10
Na (psf) �
38.5 SPACING- 1_4_0
now=38.5) � Plate Grip DOL 1.15
10.0 Lumber DOL 1.15
0.0 Rep Stress Incr NO
10.0._ Code IBC2018lTP12014
ARD 2x6 DF SS
'RD 2x6 DF SS
2x4 DF No.1&Btr'Except'
W2,W4,W6,W8,W10,W11:tx4 DF Stud
2x6 DF SS
�� _-- -
�� 29
19
4xea
5x 10 �i"�VGi
,��np-,� .� ,ted.
-14
iLi7
11
1� � 31 `-
5x6 =
5x10 =
CSI. DEFL. in (loc) I/deft Ud
TC 0.66 Vert(LL) -1.0117-18 >413 360
BC 0.85 Vert(CT) -1.1317-18 >369 240
WB 0.88 Horz(CT) 0.16 14 n/a n/a
Matrix -MSH Wind(LL) 0.0917-18 >999 240
S. (Ib/size) 14=5783/0-8-0 (min. 0-3-6), 21=4509/0-5-8 (min. 0-2-7)
Max Horz21=200(LC 9)
Max Uplift14=151(LC 12), 21=-135(LC 8)
Max Grav14=6281(LC 19), 21=4540(LC 19)
BRACING -
TOP CHORD
BOT CHORD
WEBS
T��
Q f I'LL
1
1uCCUdU?8q
��'^ �� Scale = 1:115.8
PLATES
MT20
MT20HS
Weight: 506 Ib
GRIP
220/195
165/146
FT = 20%
Structural wood sheathing directly applied or 3-8-2 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 13-14,12-13.
1 Row at midpt 8-14
�) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
2-21=-4537/393, 2-22=_11791/510, 3-22=-11568/519, 3-4=-17385!786, 4-5=-17183/791,
5-6=-17179/744, 6-23=-i 1103/367, 7-23=-10834/369, 7-8=-10770/372, 8-9=-249/1201,
10-13=-474/44
21-25=-283/534, 20-25=_271/555, 19-20=-753/11566, 19-26=-747/11568,
18-27=-984/17183, 17-27=-972/17193, 17-28=-889/16976, 16-28=-877/16985, 6 -741/11577,
15-16=-476/10922, 15-29=-475/10924, 14-29=-466/10944, 14-30=-981/205, 30-31=-977/208,
13-31=-973/212
2-20=-455/10691, 3-20=-3273/201, 3-18=-225/5457, 5-18=-1595/125, 5-17=-300/94,
i-16=-5987/406, 8-16=-52/1819, 8-14=-11514/637, 9-14=-2407/258, 9-13=-208/901
connected together with 10d (0.131 "x3") nails as follows:
�ected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 oc.
onnecfed as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
as follows: 2x4 - 1 row at 0-9-0 oc.
>idered equally applied to all plies, except if noted as front F
been provided to distribute only loads noted as (F} or g () or back (B) face in the LOAD CASES) section. PI
Vult=115mph (3 -second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.
Exterior(2E) -3-0-0 to 1-0-2, Interior(1) 1-0-2 to ()' unless otherwise indicated. y to ply
ical left and right exposed;C-C for members and forces & MWFR Opsf; h=25ft; Cat. II; Ex
36 0-14, Exterior(2E) 36-0-14 to 40-1-0 zone; cantilever left and ri ht
P C; Enclosed; MWFRS
Pf=38.5 S for reactions shown; Lumber DOL=1.60 plate grip
psf(Lum DOL=1.15 Plate DOL=1.15 ; Is=1.0;
gads have been considered for this design.
) Rough Cat C; Partially Exp.; Ce=1.0�
designed for rester of min roof live load of 20.0
g , Cs=1.00; Ct=1.10
ether live loads. psf or 1.00 times flat roof load of 38.5
dates unless otherwise indicated.
psf on overhangs
esigned fora 10.0 psf bottom chord live load nonconcurre
�onsiders parallel to grain value using ANSI/TPI 1 an le to t with an
g y other live loads.
g am formula. Building designer should verify �paci
ty
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1
r
r
+I '�'S' s� .,
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6x12
2 22 T2
1 _ _
1
w1 01
25
27.11-14
6-11-2
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2 Job Reference (optl"y.
8.430 s Jan 20 2021 A/lTwk Inas aldv
800(12 Scale 1:77.8
2x4 11
4x 10 11
4x14 � g 2
4x8
W9 T1 1Y-' N
2.3 1 Wt0
Sal 13
4x10 4x6 _ _ - 30
81 5x8 =
29 8x10
10 4
Is
3 W5 �` 28 4x8
_ 5x10 MT20H9 • ,�tC
W3� ��' 27 4xs
18
1926 4x10
20
5x10 5x10 MT20HS
2, 6��
3x6 3,00j
Plate Offsets
�-- (� os -a 04m0l, X20 0-2-12,az-121
LOADING (psf)
TCLL 38.5 SPACING- 2-0-0
(Roof Snow=38.5) Plate Grip DOL 1.15
TCDL 10.0 Lumber DOL 1.15
3CLL 0.0 Rep Stress Incr NO
3CDL 10.0 Code IBC2018/TP12014
.UMBER -
'OP CHORD 2x6 DF SS
OT CHORD 2x6 DF SS
'EBS 2x4 DF No,1&Btr *Except`
W2, W4, W6, W8, W 10, W 11: 2x4 DF Stud
FHERS 2x6 DF SS
14-1-11 21
fid' k ' P1 ITU lac rL
J
1-14 I sa-1 1-0
1-2 6-11-2
CSI. DEFL. in (10c) I/deft Ud
TC 0.71 Vert(LL) -1.0117-18 >412 360
BC 0.89 Vert(CT) -1.1917-18 >351 240
W 3 0.94 Horz(CT) 0.17 14 n/a n/a
Matrix -MSH - Wind(LL) 0.1317-18 >999 240
BRACING -
TOP CHORD
:ACTIONS. (Ib/size) 14=6053/0-8-0 (min. 0-3-10), 21=4822/0-5-8
Max Horz21=300(LC 9)
Max Uplift14=-227(LC 12), 21=-203(LC 8)
Max Grav 14=6801 (LC 19)7 21=4868(LC 19)
BOT CHORD
WEBS
ICES. (Ib) -Max. Comp./Max. Ten. All forces 250 (Ib) or less except when shown.
' CHORD 2-21=4836150n 2-22=-12332/765, 3-22=-12286/778, 3-4=-18253/1179, 4-5=-18048/11871
5-6=-18099/1115, 6-23=-11788/551, 7-23=-11512/553, 7-8=-11443/558, 8-9=-372/1333,
10-13=-515/66
CHORD 21-25=-425/5063 20-25=407/5369 19-20=-1129/12097, 19-26=-1121/12100,
18-26=-1111/12114, 18-27=-1476/180481 17-27=-1458/18062, 17-28=-1333/17890,
16-28=1315/17904, 15-16=-714/11599, 15-29=-712/11602F 14-29=-698/11632,
14-30=-1097/307, 30-31=-1092/3131 13-31=-1085/318
2-20=-682/11231, 3-20=-3391/301, 3-18=-337/5780, 5-18=-1651/188, 5-17=-302/1371
6-17=0/300,6-16=-6256/608, 8-16=-78/1943, 8-14=-12282/9557 9-14=-2628/387,
9-13=-312/1007
353-0 40-1-0
PLATES
MT20
MT20HS
Weight: 506 Ib
GRIP
220/195
165/146
FT = 20%
Structural wood sheathing directly applied or 3-5-15 oc purlins, except
end verticals.
d ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 13-14,12-13
1 Row at midpt 8-14
Y
`V:0
truss to be connected together with 10d (0.131"x3) nails as follows:
chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 oc,
n chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc,
connected as follows: 2x4 - 1 row at 0-9-0 oc.
Js are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. PI to
:tions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
kSCE 7-16; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=4.2psf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; Enclosed; MWFRS
pe) and C -C Exterior(2E) -3-0-0 to 1-0-2, Interior(1) 1-0-2 to 36-0-14, Exterior(2E) 36-0-14 to 40-1-0 zone; cantilever left and RS
J ;end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 I
60 right
SCE 7-16; Pf=38.5 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partial) Ex Pate grip
ced snow loads have been considered for this design.
Y p.; Ce=1.0; Cs=1.00; Ct=1.10
s has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs
urrent with other live loads.
are MT20 plates unless otherwise indicated.
has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
'joint(s) r 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer
surface,
page 2 9 should verify capacity
Plate Ofisets
LOADING (psf)
TOLL
38.5
(Roof
Snow=38.5)
TCDL
10.0
BCLL
0.0
BCDL
10.0
A3
MONOPITCH
6x6 - 4
6x12 = 3
2 Y4 T2 .. W3
wl B1 1926
�— 20
25
217
3x6
8x12 MT20HS
Tx 10 MT20HS
3.Q0�1�2
r1 y1�
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IBC2018/TP12014
1
1
-14
Q������qq,,,���� 3.00 12 Scale
II
" �'�/VL _ 2x' 11
5x14 MT20HS 9 cq
4X824
W N
8 0 W1 1
,x8 1 23 W
3
+ 30 31 5x8 = cv
4x8 5x10 MTWH�
29 C
1 -- 16 404 �
W593 17 28 10x20 MT20HS 1 RIF
?7 44 = °b
18
5x8
T�7"rr44% fVlwkA/21-0-13 27-11-146-11-2 6-11-2
[20:0-2-o,a3�DEFL. in (
CSI.
TC
BC 0.96 Vert(CT) -1.3817-18 >302 240
WB 0.87 Horz(CT) 0.20 14 n/a n/a
Matrix -MSH Wind(LL) 0.2617-18 >999
loc) I/deft
076 Vert(LL) -10317-18 >403
LUMBER-
BOT CHORD 2x6 DF SS
WEBS 2x4 DF Stud 'Except`
W1,W3,W5,W7,W9:2x4 DF 240OF 2.OE, T4:2x4 DF No.1&Btr
OTHERS 2x6 DF SS
Max Uplift14=-227(LC 12),21=-203(LC 8)
Max Grav 14=4282(LC 19), 21=3003(LC 19)
240
L
3
HS
5
6
20%
1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-1-9 oc purtins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 6-16
2 Rows at 1/3 pts 8-14
mi
I eK recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-21=-2942/590, 2-22=-7195/766, 3-22=-7169/779, 3-4=-10741/1180, 4-5=-10628/1187,
5-6=-10734/1116, 6-23=-7123/552, 7-23=-6971/5541 7-8=-6927/559, 8-9=-375/9011
10-13=-330/67
BOT CHORD 21-25=-423/225, 20-25=405/2397 19-20=-1130/7060, 19-26=-1122/7063, 18-26=-111217076,
18-27=-1477/10628,17-27=-1458/10642, 17-28=-1334/10618, 16-28=-1316/106321
15-16=-715/7012, 15-29=-713/7015, 14-29=-699/7046, 14-30=-756/311, 30-31=-750/315,
13-31=-744/320
WEBS 2-20=-685/6640, 3-20=-1936/301, 3-18=-337/3464, 5-18=-937/188, 6-17=0/300,
6-16=-3635/608, 8-16=-79/1192, 8-14=-7517/958, 9-14=-1685/3879 9-13=-314/698
NOTES -
1) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS
(envelope) and C -C Exterior(2E) -3-0-0 to 1-0-2, Interior(1) 1-0-2 to 36-0-14, Exterior(2E) 36-0-14 to 40-1-0 zone; cantilever left and right
exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-16; Pf=38.5 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs
non -concurrent with other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Bearing atjoint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
I) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 Ib uplift at joint 14 and 203 Ib uplift at
joint 21.
Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14.
)) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
�ntinued on page 2
4�CE�SFn i
MONOPITCH
iT
i
6.430 s Jan 20 2021 Mi I ek Industr
7-2-10 ID:Yrw7RjniRxDW5blBG57K3xzdzdt-FRu8mE4H814HpBr
3-0-0 7-2-10 14-1-11 21-0-13
6-11-2 27-11-14 34-11-0
6-11-2 6-11-2 1 6-11-2 F
7x8 =
2 22
25
(JJ�J
%rlV �j
s�� I& 0
2-10
Jul 20 12:30:26 2021 Page 1
oNBgByhrA9vrZoTXuLHJyw9Ux
40
.-• X3.0000 12
4x8 = 9
4x8 =
8 0 �
4x5 ; 23 7 _
8 i 30
4x5 = - 5 4x6
4x8 � 5 i� - 29 �i�(�
4x6 4 t / 16 J
3 W5 83 - 20 4x5 , �s
17 5x8 -
W3 27 4x5
-- [ 18
1926 4x5
20 U8
4x10
J
3.00 12
Scale = 1:77.8
31 5x6
-T�,� 1
es r4
14-1-11 _ __21-0-13 , 27-11-14 , _ 34-11-0 35r�-0 40-1-0
6 11-2 6-11-2
LOADING (psf) SPACING- CSI. DEFL. in (loc) I/deft L/d
TCLL
38.5 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.49 17-18 >844 360
(Roof Snow=38.5) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.7417-18 >566 240
TCDL 10.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.10 14 n/a n/a
BCLL 0.0 Code IBC2018/TP12014 Matrix -MSH Wind(LL) 0.18 17-18 >999 240
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x6 DF SS TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins, except
BOT CHORD 2x6 DF SS end verticals.
WEBS 2x4 DF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
W1,W3,W5,W7,W9: 2x4 DF No.2, T4: 2x4 DF No. 1&Btr WEBS 1 Row at midpt 6-16, 8-14
PLATES
MT20
Weight: 253 Ib
GRIP
220! 195
OTHERS 2x6 DF SS
REACTIONS. (Ib/size) 14=1776/0-8-0 (min. 0-2-7), 21=1541/0-5-8 (min. 0-1-11)
Max Horz21=200(LC 9}
Max Uplift 14=-151(LC 12), 21=-135(LC 8)
Max Grav 14=2275(LC 19), 21=1572(LC 19)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-21=-1527/393, 2-22=-3602/510, 3-22=-3590/518, 3-4=-5424/786, 4-5=-5371/791,
5-6=-5455/743, 6-23=-3658/366, 7-23=-3585/368, 7-8=-3562/371, 849=-246/473
BOT CHORD 21-25=-285/159, 20-25=-273/168, 19-20=-752/3533, 19-26=-747/3535, 18-26=-740/3544,
18-27=-984/5371, 17-27=-971/53801 17-28=-889/5399, 16-28=-876/5408, 15-16=-475/3604,
15-29=474/3606, 14-29=465/3626, 14-30=-398/203,30-31=-394/207, 13-31=-390/210
WEBS 2-20=453/3332, 3-20=-950/200, 3-18=-225/1783, 5-18=462/126, 6-16=-1827/406,
8-16=-52/617, 8-14=-3869/634, 9-14=-906/258, 9-13=-206/361
NOTES -
1) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=4.2psIr. 0CDL=6.Ops4r
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
; h=25ft; Cat. II; Exp C; Enclosed; MWFI
(envelope) and C -C Exterlor(2E)to 1-0-2, InterlOr(1) 1-0-2 to 36-0-14, Exterior(2E) 36-0-14 to 40-1-0 zone; cantilever left and
exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
TCLL: ASCE 7-16; Pf=38.5 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
Unbalanced snow loads have been considered for this design.
1 This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs
non -concurrent with other live loads.
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Bearing atjoint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 Ib uplift at joint 14 and 135 Ib uplift at
oint 21.
3eveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14.
'his truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1.
This truss has been designed for a moving concentrated load of 100.01b dead located at all mid panels and at all panel points along the
Bottom Chord, nonconcurrent with any other live loads.
0 CASE(S)
Standard
a cuss
A6
Nampa. ID -
`l
10W610• 13� nay s
MONONTCH
4x6
6x12 -= 3
2 22 T1 J
1�
W
W1
;1 20
25 7x10 MT20HS
T�
fT$
4x5 4x6 -
5x6
'' sst 17
�.
3 18 L7 06,
1
D
.-�24
-�"x•31
�!. r•700 Wr20HSr
Scale = 1:77.8
4x6
16 10xW� 16 MT20
26 = �� swim;swim;
19
26 8x16 MT20HS Wf�
4x8,0J&f/ 1 -��
LOADING (psf) SPACING- 2-0-0
TCLL 38.5 Plate Grip DOL 1.15
(Roof Snow=38.5) Lumber DOL 1.15
TCDL 10.0 Rep Stress Incr YES
BCLL 0.0 Code IBC2018/TP12014
BCDL 10.0
LUMBER -
TOP CHORD 2x6 DF SS
BOT CHORD 2x8 DF SS
WEBS 2x4 DF No, 1&Btr *Except*
W2,W4,W6,W81W10,W12,W13: 2x4 DF Stud
OTHERS 2x6 DF SS `Except`
SB1: 2x4 DF Stud
CSI.
TC 0.80
BC 0.98
WB 0.91
Matrix -MSH
DEFL. in (loc) I/deft Ud PLATES GRIP
Vert(LL) -1.08 17 >386 360 MT20 2201195
Vert(CT) -1.38 17 >301 240 MT20HS 165/146
Horz(CT) 0.17 14 n/a n/a Weight: 284 Ib FT = 20%
Wind(LL) 0.23 17 >999 240
BRAC
TOP CHORD Structural wood sheathing directly applied or 1-10-4 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 7-15
2 Rows at 1/3 pts 9-14
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide*
ING-
REACTIONS. (Ib/size) 14=3986/0-8-0 (min. 0-5-1), 21=329610-5-8 (min. 0-3-9)
Max Horz21=298(LC 9)
Max Upliftl4=-231(LC 12), 21=-202(LC 8)
Max Grav 14=4734(LC 19), 21=3343(LC 19)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-21=-3237/579, 2-22=-7128/662, 3-22=-7099/673, 3-4=-11409/1116, 4-5=-11245/1122,
5-6=-12765/1221, 6-7=-1 1387/1005, 7-23=-7230/449, 8-23=-7110/450, 8-9=-7094/456,
9-10=-376/937,11-13=405173
BOT CHORD 21-25=-415/231, 20-25=-399/257, 20-26=-1028/6992, 19-26=-1013/7003,18-19=-1431/11295I
18-27=-1425/11299, 17 -27= -1416/11310,17 -28= -1471/12654,16 -28= -1456/12670,
7 -27=-1416/11310,17-28=-1471/12654,16-28=-1456/12670,
16-29=-1196/11278, 15-29=-1182/11288, 15-30=-569/6757, 14-30=-552/6784,
14-31=-814/317,31-32=-808/3227 13-32=-802/328
2-20=-597/6560, 3-20=-2295/288, 3-19=-392/4202, 5-19=-1382/210, 5-17=-38/1320,
WEBS
6-17=-387/88, 6-16=-1487/265, 7-16=-40/672, 7-15=-4090/595, 9-15=-132/1668,
9-14=-7311/822, 10-14=A692/363, 10-13=-313/752 zon
NOTES -
1) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFR
(envelodpe endo vertical left right exposed,C-Clforrme(mbers and fo6ces & MWFRS(for)reacOtionsts
expose hown OLumber DOL 1 60 plate grlpht
DOL=1.60
2) TCLL: ASCE 7-16; Pf=38.5 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs
non -concurrent with other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Bearing atjoint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 Ib uplift at joint 14 and 202 Ib upliftat
joint 21.
9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14.
0 This mss is de igned in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1.
d0 tmued on page
DEFL. in (loc) I/deft Ud PLATES GRIP
Vert(LL) -1.08 17 >386 360 MT20 2201195
Vert(CT) -1.38 17 >301 240 MT20HS 165/146
Horz(CT) 0.17 14 n/a n/a Weight: 284 Ib FT = 20%
Wind(LL) 0.23 17 >999 240
BRAC
TOP CHORD Structural wood sheathing directly applied or 1-10-4 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 7-15
2 Rows at 1/3 pts 9-14
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide*
ING-
REACTIONS. (Ib/size) 14=3986/0-8-0 (min. 0-5-1), 21=329610-5-8 (min. 0-3-9)
Max Horz21=298(LC 9)
Max Upliftl4=-231(LC 12), 21=-202(LC 8)
Max Grav 14=4734(LC 19), 21=3343(LC 19)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-21=-3237/579, 2-22=-7128/662, 3-22=-7099/673, 3-4=-11409/1116, 4-5=-11245/1122,
5-6=-12765/1221, 6-7=-1 1387/1005, 7-23=-7230/449, 8-23=-7110/450, 8-9=-7094/456,
9-10=-376/937,11-13=405173
BOT CHORD 21-25=-415/231, 20-25=-399/257, 20-26=-1028/6992, 19-26=-1013/7003,18-19=-1431/11295I
18-27=-1425/11299, 17 -27= -1416/11310,17 -28= -1471/12654,16 -28= -1456/12670,
7 -27=-1416/11310,17-28=-1471/12654,16-28=-1456/12670,
16-29=-1196/11278, 15-29=-1182/11288, 15-30=-569/6757, 14-30=-552/6784,
14-31=-814/317,31-32=-808/3227 13-32=-802/328
2-20=-597/6560, 3-20=-2295/288, 3-19=-392/4202, 5-19=-1382/210, 5-17=-38/1320,
WEBS
6-17=-387/88, 6-16=-1487/265, 7-16=-40/672, 7-15=-4090/595, 9-15=-132/1668,
9-14=-7311/822, 10-14=A692/363, 10-13=-313/752 zon
NOTES -
1) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFR
(envelodpe endo vertical left right exposed,C-Clforrme(mbers and fo6ces & MWFRS(for)reacOtionsts
expose hown OLumber DOL 1 60 plate grlpht
DOL=1.60
2) TCLL: ASCE 7-16; Pf=38.5 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs
non -concurrent with other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Bearing atjoint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 Ib uplift at joint 14 and 202 Ib upliftat
joint 21.
9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14.
0 This mss is de igned in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1.
d0 tmued on page
xa^.'�'�� . -. � ��-res, �,_•,,ri ^, � `�-�.. _ . '.� "
-
.d. �
s
RS:'� - , ..fir► �. .ti. dG:.,
yp��,v _
tb.:..0.1
.ii -.i... — .
•wMYa.►. .err .« .�..�.a;i_ ...: l :-
""" I MONOPITCH
�-�ponenta, LLC, Nampa, ID 83687
"� -3-0-0_+ 612 11-10-0
3-0-0 6-0-12 5,� --
�'�lo � s�� �a��, � s
2�
iod�o- i �� ,ark �,Ys.
�J D �i�S � G `° o � C .
5x8
4x5 6
4212 1 ,;1
�,
6x12 3 _-.'� yiyp
r2 _ I
2 2f ��y' w — �-%,
1 .- / ,` 17
Q� �� CVt w� � 24 18 4x12 =
'�lj 19 5x10 MT20HS
+�'� � 2� 5x10
r,� ��
Plate Offsets (X Y)— [2'0-5-8 O��-UI ly:u-5-'I[ u-Y-ul 1�4:
LOADING (psf) SPACING- 2-0-0
TCLL 38.5 Plate Grip DOL 1.15
(Roof Snow=38.5) Lumber DOL 1.15
TCDL 10.0 Rep Stress Incr NO
BCLL 0.0 Code IBC2018/TP12014
BCDL 10.0
LUMBER -
TOP CHORD 2x6 DF SS
BOT CHORD 2x6 DF SS *Except*
65: 2x4 DF No.1&Btr
WEBS 2x4 DF Stud *Except*
W1,W3,W5,W7,W9,W11:2x4 DF No.1&Btr
OTHERS 2x6 DF SS
w5
25
1
'-
Reference
i0 a Jan 20 .;
a�>`�
+� y 1x12 = yy -
9 �-
4Xe = e ��_ V 2
r
4x6 -�: - ' � U 29
0 to _ � 8x10 =
��` 14
y%S t{` 27
1e axle lurr2of-fs ,z
18
18 4xe
4x12'= eX1e,
4xS
��f�f�� � z/Z
CSI.
TC 0.73
BC 0.97
WB 0.94
Matrix -MSH
REACTIONS. (Ib/size) 13=3440/0-8-0 (min. 0-4-7), 20=2909/0-5-8 (min. 0-3-2)
Max Horz 20=301 (LC 9)
Max Uplift13=-227(LC 12), 20=-203(LC 8)
Max Grav 13=4174(LC 19), 20=2955(LC 19)
29-1-1
DEFL. in (loc) I/deft
Vert(LL) -0.8916-17 >468
Vert(CT) -1.1916-17 >349
Horz(CT) 0.18 13 n/a
Wind(LL) 0.2316-17 >999
BRACING -
TOP CHORD
BOT CHORD
WEBS
Scale = , :77.4
2z4 I I
,„
rr�
Ud PLATES GRIP
360 MT20 2201195
240 MT20HS 1651146
n/a
240 Weight: 262 Ib FT = 20%
Structural wood sheathing directly applied or 2-1-0 oc purlins, excep
end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 7-14, 9-13
MiTe{c recommends that Stabilizers and required cross braGng
be installed during truss erection, in accordance with Stabilizer
Installation guide. _
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. (� ��CiE +�
TOP CHORD 2-20=-2885/581, 2-21=-6060/646, 3-21=-6035!656, 3-4=-9698/1089, 4-5=-1086911172, ��
5-6=-10777/1178, 6-7=-9665/956, 7-8=-6326/424, 8-9=-6223/431, 9-10=-415/897,
11-12=-319/77 19089
BOT CHORD 20-23=-420/197, 19-23=-405/208, 19-24=-1014/5945, 18-24=-1003/5946, 17-18=-999/5957,
17-25=-1399/9602, 16-25=-1384/9613, 16-26=-1430/10777, 15-26=-1415/10788,
15-27=-1149/9575, 14-27=-1135/9589, 14-28=-537/5855, 13-28=-52215883, 13-29=-7721352, � w%��—��
29-30=-767/358, 12-30=-760/364
WEBS 2-19=-579/5664, 3-19=-1996/287, 3-17=-376/3577, 4-17=-1185/206, 4-16=-33!1144, `� tip► OF `Qf►�
6-16=-322185, 6-15=-1317/273, 7-15=-42/568, 7-14=-3301/573, 9-14=-14911554, AA,,
9-13=-6446/832, 10-13=-1556/389, 10-12=-355/737 ,r�+� LEp�
NOTES -
1) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=9l mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS
(envelope) and C -C Exterior(2E) -3-0-0 to 1-0-2, Interior(1) 1-0-2 to 35-11-2, Exterior(2E) 35-11-2 to 39-11-4 zone; cantilever left and
right exposed ;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=38.5 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs
non -concurrent with other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Bearing at joints) 20 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 227 Ib uplift at joint 13 and 203 Ib uplift at
joint 20.
9) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 13.
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI(TPI 1.
Continued on page 2
Reference
i0 a Jan 20 .;
a�>`�
+� y 1x12 = yy -
9 �-
4Xe = e ��_ V 2
r
4x6 -�: - ' � U 29
0 to _ � 8x10 =
��` 14
y%S t{` 27
1e axle lurr2of-fs ,z
18
18 4xe
4x12'= eX1e,
4xS
��f�f�� � z/Z
CSI.
TC 0.73
BC 0.97
WB 0.94
Matrix -MSH
REACTIONS. (Ib/size) 13=3440/0-8-0 (min. 0-4-7), 20=2909/0-5-8 (min. 0-3-2)
Max Horz 20=301 (LC 9)
Max Uplift13=-227(LC 12), 20=-203(LC 8)
Max Grav 13=4174(LC 19), 20=2955(LC 19)
29-1-1
DEFL. in (loc) I/deft
Vert(LL) -0.8916-17 >468
Vert(CT) -1.1916-17 >349
Horz(CT) 0.18 13 n/a
Wind(LL) 0.2316-17 >999
BRACING -
TOP CHORD
BOT CHORD
WEBS
Scale = , :77.4
2z4 I I
,„
rr�
Ud PLATES GRIP
360 MT20 2201195
240 MT20HS 1651146
n/a
240 Weight: 262 Ib FT = 20%
Structural wood sheathing directly applied or 2-1-0 oc purlins, excep
end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 7-14, 9-13
MiTe{c recommends that Stabilizers and required cross braGng
be installed during truss erection, in accordance with Stabilizer
Installation guide. _
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. (� ��CiE +�
TOP CHORD 2-20=-2885/581, 2-21=-6060/646, 3-21=-6035!656, 3-4=-9698/1089, 4-5=-1086911172, ��
5-6=-10777/1178, 6-7=-9665/956, 7-8=-6326/424, 8-9=-6223/431, 9-10=-415/897,
11-12=-319/77 19089
BOT CHORD 20-23=-420/197, 19-23=-405/208, 19-24=-1014/5945, 18-24=-1003/5946, 17-18=-999/5957,
17-25=-1399/9602, 16-25=-1384/9613, 16-26=-1430/10777, 15-26=-1415/10788,
15-27=-1149/9575, 14-27=-1135/9589, 14-28=-537/5855, 13-28=-52215883, 13-29=-7721352, � w%��—��
29-30=-767/358, 12-30=-760/364
WEBS 2-19=-579/5664, 3-19=-1996/287, 3-17=-376/3577, 4-17=-1185/206, 4-16=-33!1144, `� tip► OF `Qf►�
6-16=-322185, 6-15=-1317/273, 7-15=-42/568, 7-14=-3301/573, 9-14=-14911554, AA,,
9-13=-6446/832, 10-13=-1556/389, 10-12=-355/737 ,r�+� LEp�
NOTES -
1) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=9l mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS
(envelope) and C -C Exterior(2E) -3-0-0 to 1-0-2, Interior(1) 1-0-2 to 35-11-2, Exterior(2E) 35-11-2 to 39-11-4 zone; cantilever left and
right exposed ;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
2) TCLL: ASCE 7-16; Pf=38.5 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs
non -concurrent with other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Bearing at joints) 20 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 227 Ib uplift at joint 13 and 203 Ib uplift at
joint 20.
9) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 13.
10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI(TPI 1.
Continued on page 2
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