HomeMy WebLinkAboutEngineer Report Regarding Truss VerificationStudio M En sineers^ LLC
Structural Engineering Consultants
lnnovation By Perceptíon
www.mbengineering.elementfx.com
studiom.engineer@gmail.com
Septembel 16,2020
Re: 16480 Highway 82, Prefabricated Wood Truss Supporting Furnace Unit
To Whom It May Concern:
I was asked by my client Mr. Joe Gebhardt, to provide a letter stating that the
prefabricated wood truss system in the residence at the above adclress was sufficient to
suppofi a pair of new furuace units located in the attic.
The unit cut sheet with dimensìons and unit weight was provided for my review. It was
unclear which unit w¿is installed, so we analyzed the truss for the heaviest unit (156 lb
weight) on the sheet.
The unit locations were designated by the owner. The locations, as explained to oulotTice
by the owner, are shown in the attached sketch. The truss geornetry, again as explained to
our office by the owner, is also shown in the same slcetch.
The truss was analyzed by Overholt Truss of Delta, Colorado. The truss output sheet
confirmed that fhe truss is adequate to support the units. The shop drawing sheet is
attached to this letter for reference.
In conclusion the prefabricated wood truss units are capable of inclividually supporting
the design snow load of Garfield County (40 psf roof), a dead load of 20 psf (15 top
chord, 5 bottom chord) and the fumace self weight of 156lbs.
This completes my letter. Please reach out to my office with any questions
Sincerely,
rwlq*" tr
Michael J. Baca, PE NCEES
Principal, Studir¡ M Ercgineers LLC
Enclosures: Sheet l.A, Truss Shop Drawing, Fut'nace Cut Sheets
a z5o Tripp Drive a Rifle ¡Colorado o 8165o .970366-869o.
16480 HIGHWAY 82
GEBHARDT RESIDENCE
SHEET:
1 .A
STUDIO M TNGINTTRS, LLC
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1
Job Rêference loolìônâl)liTruss Typo
HOWE
JOt)
J20U060210 T1
I russ
t¡AL_
23-3-0
4.oo¡,
6x'12 M'l8SHS-
5
13
7 3x4 --
Scale = 1:41.2
o-o-0
2x4 \\
4
2x4 /z
6
3x4 I
3x4';3x4 --
8 Idtdd
TO
l"Þ
12
3x5 -
11
3xO -
10
3x5 =
0{o
in (loc)
-o.32 10-12
-0.50 10-120.09 I
l/defl
>873
>553
nla
Ltd
240
180
nla
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
csr.
TC
BC
WB
Matrix-R
0.78
0.94
0.14
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress lncr NO
Code lRC2015/TP12014
(Roof
TCDL
7-7-'lO
LOADING (psf)
TCLL 40.0
Snow=40.0)
15.0
0.0BCLL
LUMBER- BRACING.
TOPCHORD 2x4SPF165OF1.5E TOPCHORD
BOTCHORD 2x4SPF1650F1.5E BOTCHORD
WEBS 2x4 SPF 1650F 1.5E
SLIDER Left 2x4 SPF 1 650F 1 .5E -ô 3-0-7, Righ{ 2x4 SPF 1 650F 1 .5E -ô 3-0-7
REACTONS. (lb/size) 2=1580/0-5-8 (min. 0-2-8),8=158610-5-8 (min.0-2-B)
MaxHorz2=M(LC 14)
Max Uptift2=-282(Lc 1 0), 8=-283(LC 1 I )
We¡ght: 83 lb FI = 20o/o
Structural wood sheathing d¡rectly appl¡ed or 3-1 -2 oc purlins
Rigid ceiling directly applied or 7-6-8 oc bracing.
MiTek recommends that Stab¡lizers and required cross bråcing
be installed during truss erection, in accordance with Stabilizer
lnstâllãl¡on Õuicie.
PLATES
MT2O
M18SHS
GRIP
197 t144
197 1144
FORCES. (rb)
TOP CHORD
BOT CHORD
WEBS
- Max. Comp./Mâx. Ten. - All forces 250 (lb) or less except when shown'
2-3=-3218t1O38,3-4=-308911050, 4'5=-28341989,5-6=-2855/996,6-7=-3109/1056,
7-8=-323911044
2-12=-896t2878, 11-12=-597t2145, 11-13=-5s712145, 10-13=-59712145, 8-10=-90'1 /2896
5-1A= -231 1843, 6-'l 0=-564/233, 5-1 2=-221 181 3, 4'12='567 1234
NOTES.
1) Wind: ASCE 7-10; Vutt=115mph (3-second gust) Vasd=g1mph; TCDL=6.0psf; BCDL=3.Opst h=25ft; Cat. Il; Exp C; Pr- Enclosed;' MWFRS (envelope) and C-C Èxterio(2) zone; cãnt¡lever left and right exposed ; en-d_vertical left and r¡ght exposed;C-C for
members and foices & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1 .00
2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category ll; Exp C; Partìally Exp'; Ct=1.'10
3) Unbalanced snow loads have been considered for this design.
ai lnis truss has been designed for grealer of min roof tive load of 16.0 psf or '1,00 times fìat roof load of 40.0 psf on overhangs
non-concuarenl w¡th other live loads.
5) All plates are MT20 plates unless otherwise indicated.
Ci fnii truss has been designed for a 10.0 psf bottom chord l¡ve load nonconcurrent w¡th any other l¡ve loads.
7i provide mechanical conniction (by otheis) of truss to bearing plâte capable of withsianding 282 lb uplift at joint 2 and 283 lb uplift at
joint 8.
8¡ This truss is designed in accordance with the 2015 lnternational Residenlial Code sections R502.1 1 1 and R802.10.2 and
referenced standãrd ANSI/TPI 1.
9) Hânge(s) or other connection device(s) shall be provided suffìcient to support concentrated load(s) 156 lb down and 51 lb up at' tZ-1lO ôn ¡ottom chord. The design/àélection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber lncrease=1.15, Plate lncrease=1'15
Uniform Loads (plf)
Vert: 1-5=-1 10, 5-9=-1 10, 2-8=-10
Concentrated Loads (lb)
Vert:13=-156
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I,l''
JOO
J20U060210
r russ r ype
HOWE
Qry
1
t'ty
1
Job Referènce loolional)
s10-8 17-+8
6x12 M18SHS-
5
3x4 --t
GRIP
197t'144
197 t144
Súálå - 1-41.2
I
6x6 ll
0-0,0
4.oo FZ
2x4 \\
4
2x4 /z
6
3x4 t
3 73x4 --
3x4 -;
o1dd
0-0-0
LoADING (psf)TCLL 40.0
(Roof Snow=40.0)TCDL 15.0BCLL O.O
BCDL
LUMBER- BRACING.
TOPCHORD 2X4SPF165OF1.5E TOPCHORD
BoTCHORD 2x4SPF1650F1.58 BOTCHORDWEBS 2x4 SPF 1650F 1,58SLIDER Left 2x4 SPF 1650F 1.5E -ô 3-0-7, Right 2x4 SPF 1650F 1.5E -ô 3-0-7
Weight: B3 b Fr = 20ñ/o
Slructural wood sheath¡ng directly applied or 3-'l -0 oc purlins.
Rigid ceiling direclly applied or 7-6-6 oc bracing.
MiTek recommends that Stabilizets änd requ¡rcd cruss brauirrg
be installed during lruss erection, in âccordãnce w¡th Stabilizer
ìnstallation quide.
2
tÕ
l:
11
4x6
'12
3x5
13 l0
3x5 -
PLATES
IVT2O
r\418SHS
REACTONS. (lb/size) 2=1587/0-5-8 (min. 0-2-8), 8=1579/0-5-8 (min. 0-2-8)
Max Horz 2=44(LC 1 8)
Max Uplift2=-283(Lc 1 0), 8=-2e2(LC I 1 )
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (tb) or less except when shown.
TOPCHORD 2-3=-324011045,3-4=-311111Os7,4-5=-28571996, s-6=-2832t988,6-7=-3087t1049,
7-8=-321611Q37
BOT CHORD 2-12=-903t2898, 11:12=-597t2145, 11-13=-597t2145, 10-1 3=-597121 45, 8-1 ü=-894/2876WEBS 5-10=-2201811,6-10=-5671234,5-12=-2321845,4-12=-5641233
NOTES-
1)Wind: ASCI 7-10; Vult=l15nrph (3-seúür'rd gust) Vasd-g1llrt h, TCDL-6.0pst; BCDL=3.0psl: h=25f1; Cat. ll; Exp C; Pr- Enctôsed;
MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end verl¡cal left änd righl exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1 .00 plate grip DOL=1.00
2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.10
3) i.jnbaiancecj snow ioäds have been cons¡cjered for this cies¡gn.
4) this truss has been designed for grealer of m¡n roof live loa; of 16-0 psf or 1.00 times ftat roof load of 40-0 psf on overhangs
non-concurrent with other live loads.
5) All plates are l\4T20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bolfom chord l¡ve load nonconcuffent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of w¡thstanding 283 lb uplift at joinl 2 and 2821b uplift at
joint 8.
8) Thls truss ls designed in accordance with the 2015 lnternattonal Resìdent¡âl Code seclions R502.1 1.1 and R802.10.2 and
referenced standard ANgl/TPl 1.
9) Hange(s) or other connection device(s) shall be provided sufflcient to support concentrated load(s) 156 lb down and 51 lb up at
11-1-0onbottomchord. Thedesign/selectionotsuchconnectiondevice(s)istheresponsibilityofothers.
LOADCASE(S) Standard
1 ) Dead + Snow (balanced): Lumber lncrease= 1 .1 5, Plate lncrease=1 .1 5
Uniform Loads (plf)
Vert: 1-5=-1 10, 5-9='1 10, 2-8=-10
Concentrated Loads (lb)
Vert: 13=-156
SPAC|NG- 2-0-0
Platê Grip DOL 1.15
Lumber DOL 1.15
Rep Stress lncr NO
Codô lRC2015/TP12014
csr.TC 0.78BC 0.94wB 0.14
Matrix R
¡n (loc)
-0.32 10-12
-0.50 10-120.09 8
l/defl
>875
>555
nla
L/d
240
180
nla
DEFL,
Vert(LL)
Vert(CT)
Horz(CT)
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