HomeMy WebLinkAbout100 Diane Drive (2) MW k Industri s Inc
807 SOUTHWESTERN RUN
SUITE 2
M!TekYWNGSTOWN OH 44514
USA
FAX(330)629 8241
0 TELEPHONE(330)629 8040
Re:cortese
The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision
based on the parameters provided by Truss Manufacturing-Newington,CT
Pages or sheets covered by this seal: Y1497608 thruY1497608
My license renewal date for the state of Connecticut is January 31,2001.
1.."Ift.
�titi No.19211
p a�lCEt1S �.
1 �N�
i
January 19,2001
O'Donnell,Theodore P
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer,per ANSI/TPI-1995 Sec.2.
Job Tntss Tfuss Type Qty ply
F
Y1497608
CORTESE T01 COMMON 10 1 CORTESE RESIDNCE S.WINDSOR
(Optional)
TRUSS MANUFACTURING,INC.,NEWINGTON,CT.06111 4.201 SR1 s Sep 5 2000 NSTek Industries,Inc. Fri Jan 1910:32:34 2001 Page 1
.0-12A 64-5 12-0-0 17-7-11 24-0-0 24-10-1t
0-10-8 6-4-5 5-7-11 5-7-11 64-5 0-10-8
Scale=1:42.0
4x5=
D
4.50 12
2X4\\ 2x4
C E
B F
' I4
d
3x6 5- J I H
3x6
3x5= 3x5= 3x5=
B-2-14 15-9-2 2440-0
8-2-14 7-6-4 8-2-14
Plate Offsets(X.Y): r13:11-3-6.0-1-81,tF:0-3-6.0-1-81
LOADING(psi) SPACING 2404 CSI DEFL in (roc) Udefl PLATES GRIP
TCLL 30.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.15 B-J >999 M1120 197/144
TCDL 10.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.31 B-I >907
BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.08 F n/a
BCDL 10.0 Code BOCA/ANS195 (Matrix 1st LC LL Min Udefl=360 Weight:78 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-1-5 oc pudins.
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing.
WEBS 2 X 4 SPF Stud
REACTIONS(Ib/stze) B=1267/0-3-8,F=1267/0-3-8
Max UpliftB=-296(load case 2),F=-296(load case 2)
FORCES(Ib)-First Load Case Only
TOP CHORD A-13=23,B-C=-2578,C-D=-2247,D-E=-2247,E-F=-2578,F-G=23
BOT CHORD B-J=2330,I-J=1579,H-I=1579,F-H=2330
WEBS C-J=474,D-J=699,D-H=699,E-1-1--474
NOTES
1)This truss has been checked for unbalanced loading conditions.
2)This truss has been designed for the loads generated by 90 mph winds at 25 ft above ground level located 0 mi from the hurricane
oceanline. ASCE 7-95 components and cladding external pressure coefficients for tho interior(1)zone and 5.0 psf top chord and 5.0 psf
bottom ch rd dead load are being used. The design assumes occupancy category II,terrain exposure D and internal pressure coefficient
condition I. Th building dimensions are 45 It by 24 ft. If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,
they are not exposed to wind. The lumber DOL increase is 1.66,and the plate grip increase is 1.66
3)Provid mechanical connection(by others)of truss to bearing plate capable of withstanding 296 lb uplift at joint Band 296 lb uplift at joint
F.
4)This truss has been designed with ANSVTPI 1-1995 criteria.
I
LOAD CASE(S) Standard
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January 19,2001
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Design void for use only with MIT k connectors.This design Is based only upon parameters shown,and Is for an individual building component to be
instated and loaded vedicaBy. Apr ilm a fly of design parom ten and proper a icorporation of component Is tosponsbillty of building dedgner-not trust
designer.Bracing shown Is for krieral support of Individual web members only.Additional temporay bracing I insure stability during construction Is the
respon"y of the rector.Additional permanent brackg of the overall structure Is the mspons!Wy of the building designer.For general guidanc
negordi g fabrication,quality control,storage,deSvery,erection and bracing,cornuR QU-86 Quality Standard.OSB-69 Bracing Specification,and NI11-91 Handling Insta&V and Bracing RecommendatlonavaBabie from Truss Plot Institut .563 D'Crioklo Drive.Madison.Wl53719. M iTek