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79 Paul Foulke Parkway JobNante:19OMS93 SMITI-I- CARMEL
Hagerstown, Indiana 47346 Designer. Mark
765489-0261 Date: 09/10/19 12:28:59
Page: I of I
SPAN PITCH QTY OHL OHR CANTL CANTR PLYS SPACING WGT/PLY
14.0-0 4/12 13 0-1" 0.10.8 0-" t140 1 24in %Ihs
TT
�q
TIT
alas s10 8 S 1 8 s 1 s F s ne r}10$
31t}8 7-0D 10-1-8 14a0
—�a31
49"
ran 000
7-040 -- 7-a°
7.00 14060
All plates showvn to be Eagle 20 runless otherwise rioted
L.oading(psf)
General
CSI
Deflection 11
(loc) Allowed
TCLL 20
Bldg Code:
IBC20121
TC:
0.20(4-5)
Wrl11. Quo L/Syr
;-() L/240
TCDL 10
'IPII-2007
BC:
0.53(5.6)
WnI.L. 0, +.11r :.(W)
(5.6) Li360
BOLL: 0
RepMbr:
Yes
Va:
0.13(3-6)
Hom.—l. 11t11im
5
BCDL: 10
Lumber D.O.L.:
115 %
09/10/20potcuuua,,,a
Reaction
JT BrRCombo BrgWdth RgdBrpwldth
Max React MaxGmvWft M&xMlb'FRSU.tHRhaaxC&CL lift NfaxUplilt
,�� pHE
MaxHoriz
1 1 3.5 in 1.50 in
752lbs lOG ms 3 0lhs 320 Ars
QQ •••••••••
-18 8rs •• � S. •••
5 1 3.5 in 1.50 in
752lbs 406lbs -320 bs-320Ibs
:� No.•�
Material
Bracing
- �• 10606011
TC: SYP/rl 2x 4
TC: SheahedorPurlinsw4.11-0,Purlindcsignby(Ahers,
BC: SYP# 12 x 4
BC: Sheathed or Paulin at9.14)Purfin design by Othas.
sYP z
�. .. x
Loads
,, • ;Np N•a
I)Thistruss hasbeen designed for the effoelsofbalarteed(17.5psf) flat roof snow loads inaccordanncewithASCE7-10eceptasnoted, with the falbwing er
to
definedinput: 25 psfground snow load. NOTE: Conservetivel,allllat/sbpedrooffaxorshavebeenignoredandthegroundsnowbadhasbeenusedfor ,
snow bad. DOL m 1,15. Ifthe roofoo�guration differs from hip/gabk; Building Designer shtdl verify snow bads. a a a'r a a r r e a"et
2) Thns truss has not been designed for the effects ofuntralanced snow bads.
3) This t russ has been designed to account for the effects of ice dams fomting at thecaves.
4)llcis truss has been designed forthc efforts ofwvind bads in aarordanoewithASCU - 10 with the following userdeGned input: 110 mph (Facrored), Exposure
C,Enclosed, Creble/Hip, Risk Category U,h-B-L-15ft, End Zone Truss, Both aid websconsidered. DOL-1.60
5) Unba6vwed roof live bads have not been consi dered
6) Minimum storage attic loading has been applied in woordanoewvith IBC 1607.1
Member Forces TabkarAc =. 1%kn 6a a), ma M ram asdai rarm trrwe amw Lam ifdffamt flan mu • al face) Ordyfbiwo w wUm Soolbs aeshmn in dds mhle
Tc 11-2 01%-1,526Ibs 134 0139 -1,201 lbs
Notes
1) Unless noted othenwise,do not cut or ahaany truss me mberor plate without priorapproval from a Professional Fngin=
2) The fabrication toterim for this roof truss is 20 %(Cq - 0.80).
3) Brace bottom chord with approved sheathing or purlins per Brad ng Summary.
4)A cnxp factor of 1.50 has been applied far this truss analysis.
5) the- SYP" label shown in the'?vWeried Summary-' above indicates the new SPIB design values et&d ive]une 1, 2013 wv= used.
6)Listed wind uplift reactions based on MWFRS& C&C baling.
ALL JIFRSCM FABRICAnWA t V.IJD N[;, l3 WnNGOR INSIAWNG ANMLISS BASED LFW' I OS TRLSS DESIGN MAW WUARE lMTRLUUDIORUTR TDALL I TrwBuild®Truss So(lwaM V5.6.313
OF TH,I\SIRLL-I10IS.JMITAnaSANDQUAIIFICATIONSSLrrGRTHINTFIFACEMFLU-PRODUCrSDESIGNNOTMISSUMV01HT10SDESIGNAhD Eagle MetalProdtcts
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1113668 0003/0003