HomeMy WebLinkAboutSnowLoadcavco_
GOSHEN
October 28, 2025
Project:
Wieben
6953 County Road 309
Garfield, CO 81650
Serial #: 14222AB-RMD
Order / Plan #: 2025-1009695
To Whom it May Concern,
Cavco-Goshen
1902 Century Drive
Goshen, IN 46528
www.cavcohomes.com
The modular home referenced above is constructed with a 40 lb. roof load and 52 lb. ground
snow load. I have included a truss print with this letter as evidence.
If you have any questions, please don't hesitate to contact me at (574) 971-3423 or
chance.hoppes@cavco.com
Regards,
1 � -
Chance Hoppes
Senior Account Manager
Cavco Goshen
€.lob r:us4 'Truss Type
116229 HMF20B05 (HINGE MONO
UFP Indusdnaa Inc., Grand Rapids, NI4962E, Andrew Mulalner
,•ar}�, g.Ls1
dd•a 4-3-TI -_--
Copyright Q2024 UFP Industries, Inc. All Rights Reserved
ay Ply
Commodore (G30R5F-M)
1 1 �30' wide 5/12 hinged mono (MOD)
Ili3ea)onad 6v ATla�fl]
8.730 a Jan 4 21324 n11Tek Indadlrica, Inc. Sat M4r 23 16:11:28 2024 Pagel or
w1o.a 1s.q.a
1 D-6-13 ap
ua t 5x6
44-11 14.1.0 _ Il-T ^.1
' 4444 105-1i T -
SPACING.: 2-0-0 SPACING-:14•0
LOADING (psf) LOADING (psf)
TCLL 40.0 TCLL BD.1
w
(Ground Snow-52.0) (Ground Sno=78.0)
TCDL 10.0 TCDL 15.0
BCLL 0.0 ' BCLL 0.0 '
8C.DL10.0 BCDL 15.0
LUMBER.
TOP CHORD 20 SP No.1 'Except'
T2: 2xs SP No.1, T3: 2x4 SPF No.2
BOT CHORD 2x4 SP No.1
WEBS 2z3 SPF Stud'Except-
W2: 20 SPF No.2, W4: 2x6 SPF No.2
SPACING. 2-0-0 C51.
Plate Grip DOL 1,16 TC 0.91
Lumber DOL 1.16 BC 0.82
Rep Stress Irt YES WE 0.78
Code ISC2021/TPI2014 Matrlx•R
DEFL, In (loc) Ildell L/d
Vert(LL) -0.35 8-9 >499 240
Vert(CT) -0.67 8-9 >266 190
Horz(CT) 0-03 a File We
I PLATES GRIP
MT20 1971144
MT18HS 1971144
Weight: 73 lb
L FT=Oh
BRACING -
TOP CHORD Structural wood sheathing directly applied or2-2.0 oc purllns, except and
verticals.
BOT CHORD Rlgld Gelling directly applied or 9.0-4 oc bracing.
WEBS 1 Row at micipt 3.8
REACTIONS. (lb/size) 2=100610.6-B (min. 0.1.12), 7.01Mechanlcal, 8=858/Mechanlcal
Max Herz 2=238(LC 12), 7=•125(LC 19)
Max Upllrt2=-177(LC 12), 8=-244(LC 12)
Max Grav 2=1106(LC 19), 8=1109(LC 19)
FORCES. (lb) -Maximum Compress ion/Maxlmum Tension
TAP CHORD 1-2-013D, 2.11=-2038/227, 3.11=•1879f236, 3-4=-58110, 4.12=-60616, 5.12=.435119, 5.6=430130, 6.7=.141137, 8-10=.7191227
SOT CHORD 2.9=-42311670, 8-9=-423/1670
WEBS 3-9-0/426, 3.6=-14191342, 5-10=-7701243
REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression jib)/ Maximum Tension (lb)/ Maximum Shear (lb)I Maximum Moment (lb -In)
8=171134n210, 10-7701243,276/0
NOTES-
1) Wind: ASCE 7-16; Vull=115mph (3-3econd gustl Vasel-81mph (g241n o.c.; TCOL=4.Opsf; BCDL=4.Dpsf; (AIL 141mph @161n o.c.; TCDL-6.0psf; BCDL=S.Dp5% h-30f1: Cat, II: Exp C; Enclosed;
MWFRS (cnvelnpel gable end zone and C-C Exterlor12E) -0.9.4 to 2-2-12, Interthrll l 2.2-12 to 1 .-11-12
zone;C•C for members and forces 6 MWFRS
plate grip DOL=1,6D
for reaelions shown: LUMhOr DOL-1,90
2) TCLL; ASCE 7-16: Py=62,0 pat; Ps-4v,0 psi (Lum DCL-11,115 Plate DOL-1.16); Is=1.0; Rough Cat C; Partially Exp.; Cen1.0; Cs=1.0c; Ct=1.10
3) Roof daslgn snow load has been reduced la account for stope.
4) Unbake ncad snow loads have been cortald tuned for MIS de a lg It.
6) Thls truss has been dealgned for greater of min roof Ilve load 0f 19.0 pat or 2.00llmes flat roof lead of 40.0;1 on overhangs non-ce IF cu rren
other live loads.
61 All plates are MT20 plates unless otherwise Indicated.
1n
7) See HINGE PLATE DETAILS for plate placement.
Provisions
h�At�
V I�.ssa". 4s
6660
e) must be made to prevent lateral movement of hinged mernbar(s) durfng tranaportalton.
9) All
[f .
CG�rd `
additional member connectiarts aholl be provldad by others for forces as Indicated.
101 Thir Iruss has been designed for a 10.0 pal bottom chord live load nonconcurrent whh any other live loads.
+[l
IU D **•
11)' Thla truss has been designed fora live load of 20.Dpsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0.0 wide will fit be
the bottom chord and any othermerrild".
12) Provide mechanical Conn actlon (by otheral of Irks to bearing place capable of wlthstanding 1771b uplift atjoinl2 and 244Ib upilft otIeint-
39 142
13)This truss is designed In accordence with she 2021 113C Sne 2306.1 and referenced gland and ANSIrrPl1
14) This truss Is dealgnad in accordance with the 2010 IBC Sac 2308,1 and referenced standard ANSI7TPl i
Take
f•
16) precaution to keep the chords In plane, any sendl mg or twisting of the hinge plate must be repa lrad before the bull di ng ks put Into ser
16) The
11eldanstalled members are an Integral pan of the truss design. Relaln a dealgn pro far, etonaI to specify final field connections and terns
supports, All geld•inslalled members [oust be lastem+:d to
•' ,; �
�'`�[•
properly prior applying any loading t0 the lrues.ThIs design anUclpatesthe final
pos
17) Baseded on: HMF20802. Changes: IBC 2021,
f�SlD�Y�1, fS.1'i
Y 1
i no uvo,,nsmm u cnglttcerthg sear ma.:ote; :frm aticeltsac proTes6tp aI engineer has IP,1rwad the trtsx of tat ms stendaftls WWen wtdxn m s 3/26,'2024
daultoerll, no? necessarily A* Garen start Widfig cede `rin engineering l6el Is not an aprAdva' To use In 0 spes+lla ousts. The irnal deterntinanon
on whether a trues design is acrPotaW.r3 under nrF lvrV-y gdopl{n: huild:r� cndr. rext will I" bui1L'rng D4,r �al or ciasignaYfo appo•ntac
AWARNING - Verify design parameters and READ NOTES UFP Industries, Ina 2BC1 EAST BELTLINE RD, NE
Tmssshall not be cut or modified w.thout approval of the truss design engineer, PHONE (6161-364-15161 GRAND RAPIDS. MI 49525
This component has only been designed for the loads noted on this drawing Construction and tilling forces have not been considered. The builder is responsible
for filling metnods and system design. Builder responsibill0es are defined under TPlt. This design, is based only upon parameters shown, and is for
an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building
designer- not truss designer. Bracing shown is for lateral support or individual wall members only Adddional temporary bracing to insure stablil:y during ronslruclion
is the responsibility of the erector. Additional permanent bracing of the overall structure is the resconsibility of the building designer -For general guidance regarding
Fabrication, quality control, storage, delivery, erection end bracing, consul( SCSI 1-06 from the Wood Truss Council of America and Truss Plate Inslitute Recommendation available
from W7CA, 63GG Enterprise LN Madison. WI 63719 JlsupportWv.tExSuppBemplaleslufp.ips
Jlitf 1i55 TN6s Type
116229 HMF20805 HINGE MONO
UFP Industries Inc., Grand Raplde, MI A9525, Andrew Mulalnar
Copyright02024 UFP Industries, Inc. All Rights Reserved
�Qty iRy 'Commodore (G30R5F-M)
1 I 1 I30' wide 5112 hinged mono (MOD)
1 r7eatynOA.GY.GIrss �a' ...
8.730 a Jan 4 272c MI1 el• Industries, Inc, Sec Mar i3 `:6:'1:29 2024 Pepsi
SMH18E. '
6� .
5.OD 12 __• ' � �7F �1
SMaH18A p ��
Jt ej ,
_N
10
N 44 t
aT 1 s
1x3 II 5x6
I c�.ts tsrJ.a r[.:r e
l.:.-it 16-Sd -fir
SPACING-:2-0-0 SPACING-:14-0
LOADING (psf) LOADING (psf)
SPACING-
2-0•D
-0.0
TCLL 40.0 TCLL 60.1
plate Grip DOL
11
(Ground Snow-52.0) (Ground Snow=78.0)
Lumber
1.16
TCDL 10.0 TCLL 16.0
Rep Stress Incr
YES
L BCLL
BCL0.0 D,0 '
Code IBC20211TPI2014
33DL sD.a -_. BCDL 15.D
LUMBER.
TOP CHORD 2x4 SP No.1'Except'
T2: 2x6 SP No.1, T3: 2x4 SPF No.2
BOT CHORD 2x4 SP No.1
WEBS 2z3 SPF Stud 'Except-
W2: 2x4 SPF N0-2, W4: 2x6 SPF No.2
CSI, DEFL. In (loc) Ildefl Lid
TC 0.91 Vert(LL) .0.35 B-9 >499 240
BC 0.82 Vert(CT) -0.67 9.9 >268 iB0
WB 0.78 Horz(CT) 0.03 6 nla n/a
Matrix-R
BRACING.
TOP CHORD
BOT CHORD
WEBS
PLATES GRIP
MT20 1:11144
MTIBHS 171144
Weight: 73 Ill
FT-0%
Structural wood sheathing directly applied or 2.2-D oc purllns, except end
verticals.
Rlgld ce'ling directly applied or 9-04 oc bracing.
1 Row at micipt 3-8
REACTIONS. (Ib/size) 2=1 D061D-5-11 Ill 111i-12), 7=O1Mechanlcal, 8=858(Mechanlcal
Max Herz 2=238(LC 12), 7�125(LC 19)
Max Uplift2=-177(1_C 12), 8=-244(LC 12)
Max Grav 2=1106(LC 19). 8=1109(LC 19)
FORCES. (lb) - Maximum Compres>sionWplixlmum Tension
TOP CHORD 1-2-013D, 2.11w2638f227, 3.11=.18791236, 3-4=-58110, 4.12=.60516, 6.12=435119, 5.6=.230130, 6.7=-141137, B.10=-7191227
BOT CHORD 2.9-42311670, 8-9=-423/1670
WEBS 3.9=0/425, 3.6=-14191342, SAD=-770/243
REQUIRED FIELD JOINT CONNECTIONS - Maximum Compression (ib)1 Maximum Tension (lb)f Maximum Shear (Ib)l Maximum Moment pb-In)
6=171/3417210, 10=770/24327610
NOTES-
1) Wind: ASCE7-15; Vult=115rnph {3•-5eSdnd gusty Vesda91mph r$241n o.c.; TCOL-4.opsf; 19CDLs4,0psf; (AIS. 141mptr R,:6tn o.c.; TCDL=6.0psf; BCDI..=6.0p5fb h=30h: Cat. II; Exp C., Enclosed;
MWFRS irnvelope7 gable end zone and C-C F.xterlar(E_) .11-4 to 2.2-12, Interlbrlll 2.2-12ts14.11-12 zoirl for members gnu t=vL & MWFRS forreaettpns shvwn: Lumber D01.91.60
plate grlp DOL=1.60
2) TCLL: ASCE T-16t Pg=52,D lysr; Ps=44.D. psi (Lum DOL=1,15 Plate DOL-1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.o0; Ct=i,10
3) Roof deslgn snow load has been reduced to account far siopd.
4) Unbalanced Snow IDeds have been considered fD is design.
6) ThIs truss has been designed for greater of m1n roof five load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurren
other live loads.
6) All plates are MT20 plates unless otherwise Indicated.L,
77) See HINGE PLATE DETAILS
r
for pli le placemerrL
+
Provisions muss be made to prevent lateral movament of hinged inemberlsl during transportation,
t,
9)All aadltloral member ton naaIll shall be provided by ethers for farces as Indicated.
10) This truss has boon designed for a 10.0 psf bottom chord live load nonconcurrer
+µ"ti E 1
wlttl any other live loads,
11) • Thls truss has been dealgngd fare lire load of 20.Opsl tin She bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 wide will fit be
: y�.
the buttotn Clord and any olharmembDrs.
M a
12) Provide mechanical connecllon (by others) of trussio Ill plate capable ofwlthstanding 177 Ill uplift atjolnl 2 and 2441b uplift etjolnt•
13)
� % ' .3 r�
This truss Is designed In accordance with the 2021 IBC Sec 2306.1 and referenced standard ANSI/TPI 1
14) This truss Is designed In accordance with the 2018 IBC Sec
2306.1 and referenced standard ANSIl 1
15) Take precaution to keep the chords In bending
plane. any ortwlsflng of the hinge plate must ee repaired before the building Is pill Into Into ser
16) The Ilaldanstalled members are an Integral part of the truss design. Retain a design professional to i lfy final fleld
is �--^
col and rem
supports. Atl Fleiddristalled members must be properly fasierted prior to applying any loading to the truss. This deslgn anticipatesthe final
f.- •. .+` y'
17) Based on: HMF20802. Changes: IBC 2021.
1litl
The Beal Ind;cat=5 Ih6: a hcanrE� pro assf reel Dng}tl8ai rtus mule .�a 1ho tt trf 0:17 ::_.. arandvd: re!Dren:cy w:ihn trf s
du_ufl rt9C rinm*uwily lire a_r."t state "[ding code. The lnnorlrlg 6E81Is xrdt 9n aj7prUra: Iv1-4E h u 5peDh=State. left Frfgl ga:ezrnna:lgrr
n whatnot atrgse design is ar: eaatYe �md0 the la ells' 9d7pSAi b 41d pl cD9e [get wtd the twliving c icaf Or daigr top .1p74rflgt
3/26.12024
AWARNING -Verify design parameters and READ NOTES UFP Industries, Inc. 2801 EAST SELTLINE RD, NE
Truss shall not be cut or modified wthoul approval of the Iruss design engineer. PHONE 16161-aSA-616I GRAND RAPIDS, K 49525
This component ha, only been designed for the leads noted or, this drawing Consiruction and lifting forces have not been considerelL The builder is responsible
far rifting melnods and system design Builder responsibilities are defined under T?It This design is hosed pray upon peramelew shown, end is for
an individual building component to be installed and loaded vertically. Applicability Di design parameters End proper incorporation of component is responsibility of building
designer - not truss designer. Bracing ahown is for lateral support of indfvidua'vveb members onl[: Addltlonei temporary bracing to insure siabIlty, durmil consirLdion
is the responsibility of the erector. Addilional permanent bracing of the overall structure is the responsibility of he building designer. For general guidance regarding
fabrication, quality control, slorace, deiivery, erection and bracing, consuil BCSI 1-06 from the Wood Truss Council of Amazes and Truss Plate Institute Recommendation available
from Vv7CA, 6300 Enterprise LN k4adisen. VJl 53719 J:lsupporLIAllekSuppllemptateslufp.ipe