20120323180727911.pdf - LEGACYEffisport
Engineemigjnc.
Client:
Site:
Calculated by:
STRUCTURAL CALCULATIONS
for the
PROPOSED PERRINE REMODEL
December 15, 2011
Patrick Perrine
401 10fl'Ave S.
Edmonds, WA 98020
Eric L. Rice, PE
Ellisport Engineering, Inc.
These calculations are valid only with an original wet stamp signed in ink.
20501 81st Ave. S.W.
Vashon, WA 98070
Telephone (206) 463-5311
FAX (206) 463-2578
email@ellispoftengineeriDg.com
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Ellisport Engineering, Inc.
Title :
20�01 81 st Ave SW
Engineer: ELR
Vashon, WA 98070
Project Desc.:
phone - 206.4615311
Project Notes
fax - 206.463.2578
: > Framinq members
BEAM Size: 2-1.75x14, Microllam, Fully Braced
Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending
Wood Species : il-evel Truss Joist Wood Grade: Microl-arn LVL 1.9 E
Fb - Tension 2,600.0 psi Fc - PrIl 2,510.0 psi Fv 285.0 psi Ebend-xx 1,900.Oksi
Fb - Compr 2,600.0 psi Fc - Perp 750.0 psi Ft 1,555.0 psi Eminbend - xx 965.71 ksi
Applied Loa
Beam self weight calculated and added to loads
Unif Load: D = 0,0050 k/ft, TO= 12,670 ft
Unif Load: D = 0.010, S = 0.0250 k/ft, Trib= 4.550 ft
Unif Load: D = 0,010, S = 0.0250 k/ft, Trib= 2.840 ft
Unif Load: L = 0,020 k/ft, Trib= 8.450 ft
Des4cin Summa
Max fb/Fb Ratio
0.494-1
fb : Actual :
1,477.02 psi at 8.250 fl: in Span # I
Fb: Allowable:
2,990.00 psi
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio
0.274: 1
fv : Actual :
89.81 psi at 0.000 ft in Span # 1
Fv: Allowable:
327.75 psi
Load Comb:
+D+0.750L+0.750S+H
Job #
Pdnted: 15 DEC 2011, 9:16AM
Density 32.210 pcf
Max Reactions (k) Q L Lr 9i V E 1i Max Deflections
Left Support 1.22 1.39 1.52 Downward L+Lr+S 0.390 in Downward Total 0.553 in
Right Support 1.22 1.39 1.52 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load Defl Ratio 507 >360 Total DO Ratio 357 >240
eam An : oor Member = 2
Wood B � - - Desi n : - H
BEAM Size: 2-1.75x9.25, Microllarn, Fully Braced
Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending
WoodSpecies: i Level Truss Joist Wood Grade: Microl-arn LVL 1.9 E
Fb - Tension 2,600.0 psi Fc - Pril 2,510.0 psi Fv 285.0 psi Ebend-xx 1,900.0 ksi Density 32.210 pcf
Fb - Compr 2,600.0 psi Fc - Perp, 750.0 psi Ft 1,555.0 psi Eminbend - xx 965.71 ksi
Applied Loa
Beam self weight calculated and added to loads
Point: D = 1.220, L = 1.390, S = 1.520 k @ 2.130 ft
Desi.qn Summa
Max fb/Fb Ratio
0.482; 1
fb : Actual:
1440.75 psi at 2.140 ft in Span # 1
Fb: Allowable:
2:990.00 psi
Load Comb:
+D+0.750L+0.750S+H
Max fv/FvRatio
0.398: 1
fv : Actual:
130.58 psi at 0.000 ft in Span # I
Fv: Allowable:
327.75 psi
Load Comb:
+D+0.750L+0.750S+H
Max Reactions (k)
Q i Lr 9i V 9
Left Support
1.04 1.14 1.24
Right Support
0.26 0.25 0.28
1i Max Uetlections
Downward L+Lr+S 0.204 in Downward Total 0.297 in
Upward L+Lr+S 0.000 in Upward Total 0.000 in
Live Load DO Ratio 685 >360 Total DO Ratio 472 >240
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