HomeMy WebLinkAboutTRUSS PLANS - 23-00852 - Bear World - Jurassic Creek RestroomsJob
Truss
Truss Type
cry
Ply
Jurassic Creek Restrooms
293770
At
Monopitch
9
1
R8000626
Sono.. c.mamn.. III I
_a,,,.,
Job Reference (optional)
Run : 8.63 S Nov 1 2023 Print 8,630 5 Nov 12023 MITek Industries, Ina Wetl Dec 27 21:0041 Page: t
ID:p_HMub1p988vgpj3F0hN_xy Mr-RfC7PsB70Hg3NSgPgnL8wulT GKWi Doi7J4 CN
7-1-3
14-0-7
20-11-12
27-11-1
346.8 35-M
7-1-3
6-11-5
8-11-5
6-11-5
8-7-7 0-5-8
17
q
dto
to
�N
M18AHS7x14=
4xl2=
=
m_
4x5= 052 4xe= 3�=
20 7
21
8
4A=
5 6
4
YY
i 18.
19
2 3
N'P
N rp
�I
18
9
M18AH57xID
15
14 13 12 11
10
U4a
Bx6= Mums 10x18=
7x8=
axiom
Mi8A7l510x16 - 4x5=
7-1-3
14-0-7
20-11-12
27-11-1
35-0-0
7-1-3
6-11-5
6-11-5
6-11_5.
7-0-15
Status -1:83.6
Plate.Offsets (X, Y): [3:0-".0-3-0], [6:0.38,0.1-8], [7:0-3-8,0.2-0], [8:0-2-2,Edge], [10:0-3-8;0-&8]
Loading :. _.
(psi)
Spacing
2-M
CSI
.,
DEFL
in
(loc)
Vdefl
Ud
PLATES -
GRIP _.
TCLL _
37.0
Plate Grip DOL
1.15
TC -
_ 0.88
Vert(LL)
-1.25
11-14
>=
240
M18AHS
1691162__
(Roof Snow=37.0)
Lumber DOL
1.15
BC
0.72
Vert(CT)
-1.65
11-14
>251
180
MT20
2201195
TCDL
10.0
Rep Stress lncr
YES
WB
0.98
Hoa(CT)
0.22
9
n/a
n/a
BCLL
0.0-
Code
IBC2018ITP12014
Matrix-SH
BCDL
5.0
_
Weight: 213111
FT=20%
LUMBER
TOP CHORD
2x6 DF No.2'Except' 23:2x6 OF 240OF
2.0E
BOT CHORD
2z6 DF 240OF 2.0E
WEBS
20DF Stud'Except• 16-1:2x8 OF SS,
-- -
175:26 OF No.2, 3.16,7-9:2x4 DF 240OF
2.OE"
BRACING
TOP CHORD
Structural wood sheathing directly applied or
1-9-13 oc pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or6-8-15 oc
bracing.
WEBS
1 Row at midpt 7-9, 4-11
WEBS
2 Rows at 1/3 pts 3-16, 6-10
REACTIONS
(size) 9=0-5-8, 16=D-5,8
Max Horiz 16=196 (LC l l)
Max Uplift 9=285 (LC 14), 16=285 (LC 10)
Max Grad, 9=2328 (LC 2D), 16=2159 (LC 20)
FORCES
(lb)- Maximum Compression/Maximum
Tension
TOP CHORD
1-16=-485/134, 13=1019/226,
3-4=11084/2436, 4-6=-9582/2183,
6-7=5778/1450, 7-8=A87/325,
8-9=472/179, 8-17=0/0
BOT CHORD
15-16=-1996/8631, 14-15=1995f8630,
11-14=-2394/11062, 10.11=2005/9558,
9-10=121915758
WEBS
3-16=-7778/1697, 7-9=5827/1275,
3-15-911154, 3.14=558/2476,
4-14-3861145, 4-11=1545/400,
6-11=491419, 6-10�3942/864,
7-10=184/1096
NOTES
1) Wind: ASCE 7-16; Vu1t=115mph (3-second gust)
Vastl=91mph; TCDL=6.Opsf; BCDL=3.Opsf; h-201t;
Ke=0.97; Cat. II; ExP C; Enclosed; MWFRS (envelope)
exterior zone and C-C Corner (3) 0-3-10 to 4-3-10,
Exterior (2) 4310 to 30-9-4, Comer (3) 30-9.4 to 34-9-4
zone; cantilever left and light exposed ; end vertical left
and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.33 plate
grip DOL=1.33
2) TCLL: ASCE 7-16; Pf--37.0 psf (Lum DOL=1.15 Plate
DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9;
Cs--1.00; C1=1.00; IBC 1607.11.2 minimum roof live load
applied where required.
3) Unbalanced snow loads have been considered for this
design.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcu ent 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
3-06.00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
7) All bearings are assumed to be DF 240OF 2.0E crushing
Capacity of 670 psi.
8) Provide mechanical connection (by others) of truss to
bearing plate capable ofwithstanding 285 lb uplift at
joint 16 and 285 lb uplift atjoint 9.
9) This truss is designed In accordance with the 2018
International Building Code section 2306.1 and
referenced standard ANSI/TPI 1.
10) In the LOAD CASE(S) section, loads applied to the face
of the truss are noted as front (F) or bade (B).
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber lncrease=1.15, Plate
Increase=1.15
Uniform Loads (Ib/H)
Vert: 1-20=94, 9-16=10
Trapezoidal Loads (Ibtt)
Vert: 20-94-to-7-101 (F=7), 7=101 (F=7)-
to-21=115 (F=21), 21 =1 15 (F=21)-to-8=134
(F=-40)
December 29,2023
WARNING-Verilydesign lywithparamelerstegm. READ NOTES IsImaAND
unonpINCLUDED
raMREKREFERENCE PAGE Midualaking473 re, 2@J ent,neFORE OSE. M�Teka
Designs lid mfor, guidse e
only with MInAdi gd.sig.rs: This designt,OBbased mlyuponpaametersshown, and bfor In Individual is Design
gnInxmneo not
A Imes system. Bekee use, the building designer must vedy the .sal ousnkyoldesign parameters and properly incory.mm Nis,.sign Xda the overall
bussalwa s re ul. emdog IMioand is I. prevent bu&ling of instal Was web any/mchoM members only. Ailernual lempwary ant Ing une eM bracing
Isalwayon, soretlmrmatuRtyery. anytopaveM collapsewth msess And Inns System.
.seenypp.�eny damage. F.rgeneml guidance rega-tling me boo aum9e Ave., n 370
IandCBX.n, emrege, Compo,emdlanam lyIndurenition ebblOfmmMemciuml ANS IIPHeualXy Cdtedetbn( a.ffiavmpn fmm Truss %ate lnMilule (tWvw,(.Hq..rp) 916.75,3CA 95881
and aCSl Building Component BafHylM.rmeti.n evageble lmm Ne S(mduml auilding Compwrenl Assoda(mn (wwwsbcscompone0la.wm) 816]55.3571/MTek-US.cam
Job
Truss
Two Type
city
Ply
Jurassic Creek Restrooms
R80046627
233779
R1
Monopitch
10
1
Job Reference o ional
Sunpro Corporation, Lincon, UT-84042,
Run: 8.63 S Nov 12023 Print,8.630 S Nov 12023 MITek Intlustrias, Inc Wed Dec 2721:09,t3 Paget 1
ID:By7EspaPMGSUWs35VyYlWygaRJ Rf07PsB7OHg3NSgPWL8w3u1TXbGKWr i7J4z C2f
511 4 0
I
35 -0.0
%5-10
9-718-1
5
5-5--8
9.6 9
-9-7
5_11
0-5-8
12
54=
o w
0.51,
19
MI BAHS 7x14=
4x4= 5x6=
fie`
8-23
416
=21
3xd=
5 6
722
Y
V
20 2 3
4
0
110
N
N s6
ra
16
® 17 16 15 14 13 12 11 led
M19AHS 7x10 - 3a4n Bab• MIBAHS 10x18 - 4x4= 3x9= Bxe=
4x4=
MIBAHS 9xl4 =
5114 11 5-8-10 17-e-0 23-9 -8 29-0-14 M--0 O
-9-7 59-6 5-9-8 5-9.7 5-11-2
Scale =1:63B
Plate Offsets (X, Y):_ [3:0.7-0,D-3-01, 17:0.3-8,0.1-81, [8:0-3-8,0-2-0], [11:0-3-8,0.1-81 ... -.. ...
Loading
(pat)
Spacing
2-0-0
CSI
DEFL
in
(lac)
gdeff
L/d
PLATES
GRIP ..
TOLL
37.0
Plate Grip DOL
1.15 _
TC
0,74
Vert(ILL)
-1.18
14-16
>350
_240
M18AHS
1691162
(Roof Snow=37.0)
Lumber DOL
1.15
BC
0.70
Vert(CT)
-1.55
14-16
>266
180
Ml
2201195
TCDL
10.0
Rep Stress lncr
YES.
WB
0.93
Hoa(CT)
0.21
10
We
ma
BCLL
0.0'
Code
IBC2018/TP12014
Maldi
BCDL
5.0
Weight: 2101b
FT=20%
LUMBER
1) Wind: ASCE 7-16; Vult=115mph (3-second gust)
TOP CHORD
2x6 DF No.2 'Except' 26:2x6 DF 240OF
Vmd=9lmph; TCDL-6.0psf; BCDL=3.Opst h=20ft;
2.OE
Ke=0.87; Cat. II; Exp C; Enclosed; MWFRS (envelope)
BOT CHORD
2x6 DF 240OF 2.0E
exterior zone and C-C Comer (3) G-3.10 to 4-3-10.
WEBS
2x4 DF Stud *Except` 18-1:2x8 DF SS,
Exterior (2) 4-3. 10 to 30-94, Comer (3) 30-94 to 34-94
19-10:2x6 DF No.2, 3-18,8-10,16-3:2x4 OF
- -zone; cantilever left and right exposed ; end vertical left
No.2
and right exposed;C-C for members Bnd forces &
BRACING
MWFRS for reactions shown; Lumber DOL=1.33 plate
TOP CHORD
Structural wood sheathing directly applied or
grip DOL=1.33
2-2-0 oc purlins, except end verticals.
2) TCLL: ASCE 7-16; Pf=37.0 psf (Lung DOL=1.15 Plate
BOT CHORD
Rigid ceiling directly applied or 6-9-11 oc
DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9;
bracing.
Cs=1.00; Ct=1.00; IBC 1607.11.2 minimum roof live load
WEBS
1 Raw at midpt 8-10, 5-12, 7-11
applied where required.
WEBS
2 Rows all/3 pts 3-18
3) Unbalanced snow loads have been considered far this
REACTIONS
(size) 10=0-58, 18-0-5-8
design.
4) All plates are MT20 plates unless otherwise indicated.
Maxi 18=113 LC 11)
(
5) This truss has been designed for a 10.0 psf bottom
Max Uplift 10=292 (LC 14), 18=-274 (LC 10)
chord live load nonconcurrent with any other live loads.
Max Grav 10=232B (LC 20), 18=2159 (LC 20)
6) `This truss has been designed for a live load of 20.Opsf
FORCES
(Ib) - Maximum Compression/Maximum
on the bottom chard In all areas where a rectangle
Tension
3-06-00 tall by 2-DO-00 wide will fit between the bottom
TOP CHORD
1-18=-4541124, 1-3=990/226,
chord and any other members.
3-4=-00795/2254. 4-5=1064512242,
7) All bearings are assumed to be DF 240OF 2.0E crushing
5-7=6446/1606, 7-8=4862/1086,
capacity of 670 psi.
8-9=198/129, 9-10=-4091136, 9-1M10
8) Provide mechanical connection (by others) of two to
BOTCHORD
17-18=1718/7558,16-17=l717/7556,
bearing plate capable ofwithstanding 274 lb uplift at
1416=2349/10775, 12-14=2295/10626,
joint 18 and 29216 uplift atjoint 10.
11-12=-1825/8428, 10-11=-1079/4845
9) This truss is designed in accordance with the 2018
WEBS
3-18=-6756/1413, 8-10 -5015/1091,
Imemational Building Code section 2306.1 and
3-17=-141/103, 3-16=-68213297,
referenced standard ANSI?PI 1.
4-16=-631/177, 4-14=154/56, 514-0/187,
10) In the LOAD CASES) section, loads applied to the face
5-12=22981492, 7-12=112I734,
of the truss are noted as from (F) or back (B).
7-11=-37941790, S-11=-212/1268
LOAD CASE(S) Standard
NOTES
1) Dead+Snow(balanced): Lumber Increase=1.15, Plate
Increase=1.15
Uniform Loads (Ib/ft)
Vert: 1-22=94, 10.18=10
Trapezoidal Loads (lb/t)
Vert 22=-94-to-8=106 (F=l2), 8-106 (F-12)-
to-23=115 (F=-21), 23=115 (F=21)-to-9=134
(F=40)
1�
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MFRRIO-0
December 29,2023
®WARNING -Verify deign PavmeUrs antl READ NOTES ON T SA No INCWGEO MITEK REFERENCE PAGE MII-0473 mv_ lIZ2023 BEFORE USE.
O
Design valid for use ontywah MIIDk®eonnesmrs.TMs design Is owed coy upon Paremdem shown, ant is reran hotha wal buildi, component, not
M
k
a those system. Before use, the building dedgwroust verify the applimbily of design parameters and properly Mcmparale this design Into the mmrau
iTe
Will design. 8w Mg irdkated Is to prevent busking ofindividual Hass web andlor Mont membma only. Addftionai kmporay and permanent towing
Is always required lw stabilky and to prevent collapse with posside Dersbralinjury antl prcr rtyYdamage. For Worst Guidance regah ing the
d ill boning lasses truss S FIPI10uallty CdtedaanEDSB.2E evellablefrom TmssPWelns te(%w.tpnstw.)
400$.no. Ave.. SUAe 270
Roseville. CA 95661
fabncotlan,storage. erection and of and systems, see
and Wall Building component 5afetylnfmmaBan available from the Sbuctuml Burning Component Asstwatbn(www.six.rnponeets.com)
916.7551VI I Welt-0S.cons