Specifications (9) 00 S b S cc) Tib-i -( r)
RECOUP
FEB 16 2010
CIT 'OFTIGA W
STRUCTURALBUILDIIVISIa
CALCULATIONS FOR THE
SFR HOUSE MOVE
10600 SJAI TIGARD ST.
TIGARD, OR 97223
FEBRUARY 15, 2016
ROOF SNOW LOAD = 25 Ib/ft 2
ROOF DEAD LOAD = 15 lb/ft2 (COMP. ROOF)
FLOOR LIVE LOAD = 40 Ib/ft2
ASSUMED ALLOWABLE SOIL PRESSURE = 1500 Ib/ft 2
BASED ON 2014 O.S.S.C.
WIND: 120 M.P.H., EXPOSURE B
_ F.D PROPS.
ANG I NEF� %
3 7PE r
4
OREGON
40' 13,200 ,'
L
E
EXPI- TION DATE: 1 31/14
BY MIKE PLATZ, P.E.
26215 5E FROG POND LANE
EAGLE GREEK, OR 97022
(OFFICE): 503-349-2511
(EMAIL): mikeplatz@hotmail.com
PAGE 1 OF "
WIND FORGE CALCULATION WORKSHEET
RISK CAT II
V1IND SPEED (mph) = 120
EXPOSURE = B
Iw = 1.0
P = q.GC„-c6GCp, (ASCE 7-10:27.4-1)
Ka = 0.85 ASCE 7-10: 26.6
Kzt = 1.0
ADUSTED
Kz (ASCE 7-10 FOR
HEIGHT (Pt) TABLE 27.3-1) A1-LOYYABLE
0-15 (lb/ft�) STRESS
0.57 17.86 13.83
15-20 0.62
19.43 15.05
20-25 0.66
20.68 16.02
25-30 0.7
21.93 16.99
30-35 0.76
23.81 18.45
35-40 0.76
23.81 18.45
40-45 0.81
25.38 19.66
WIND LOAD GENERATION WORKSHEET
DIRECTION: FRONT TO REAR
WIND
DIAPHRAGM AREA PRESSURE LOAD E LOADS DIAPHRAGM
LEVEL HEIGHT (FT2) (Ib/FT2) (Ib) (Ibs) LOAD (Ibs)
MAIN 0-15 505 13.53 11175 111/8 11175
DIRECTION: SIDE TO SIDE
YVIND
DIAPHRAGM AREA PRESSURE LOAD E LOADS DIAPHRAGM
LEVEL HEIGHT (FT2) (Ib/FT2) (Ib) (Ibs) LOAD (Ibs)
MAIN 0-15 224 13.53 3099 3099 3099
3
SEISMIC LOAD GENERATION YVORKSHEET 2/16/2016
DEAD LOADS
DIAPHRAGM
LEVEL BUILDING COMPONENT AREA (ft 2) w (paf) W (/1,5) Nt (Ibs)
ROOF: ROOF DIAPHRAGM 2606 10 26060 26060
MAIN FLOOR WALLS 12395 10 123950 123950
E LEVEL (/b5) = 150010
SASE- .ct-(r = v I i tJ ; 6_1(65-00/0 L = l c 5d/ )s coNr-ie-Rs
/6561 iL 67U /8 : 2,5- cops
page
Project: 10600 SW TIGARD
Mike Platz,P.E.
26215 SE Frog Pond Lane
Eagle Creek,O97022
of
StruCaic Version 8.0.113.0 2/16/2016 8:54:24 AM
Location:FLOOR BEAM AT CRAWL
Uniformly Loaded Floor Beam
[2009 International Building Code(2005 NDS)]
5.5 IN x 7.5 IN x 6.0 FT
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By: 1.0%
Controlling Factor:Moment
Location:CRAWL SPACE FOOTINGS
Footing
[2009 International Building Code(2005 NDS)]
Footing Size: 1.5 FT Round Diameter X 9.00 IN Deep
Section Footing Design Adequate
•
•
6
Project: 10600 SW TIGARD
Mike Platz,P.E.o
page
Location:FLOOR BEAM AT CRAWL
,Uniformly Loaded Floor Beam 26215 SE Frog Pond Lane
[2009 International Building Code(2005 NDS)] Eagle Creek,OR 97022
w
5.5 IN x 7.5 IN x 6.0 FT StruCalc Version 8.0.113.0 2/16/2016 8:54:25 AM
#2-Douglas-Fir-Larch-Dry Use GOADING DIAGRAM
Section Adequate By:1.0%
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.06 IN U1108
Dead Load 0.02 in
Total Load 0.08 IN U876
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:U360
REACTIONS A B
Live Load 1680 lb 1680 lb
Dead Load 447 lb 447 lb
Total Load 2127 lb 2127 lb
Bearing Length 0.62 in 0.62 in e ff
BEAM DATA Center
Span Length 6 ft
Unbraced Length-Top 0 ft FLOOR LOADING
Floor Duration Factor 1.00 Side 1 Side 2
Notch Depth 0.00 Floor Live Load FLL= 40 psf 40 psf
MATERIAL PROPERTIES Floor Dead Load FDL= 10 psf 10 psf
#2-Douglas-Fir-Larch Floor Tributary Width FTW= 7 ft 7 ft
Wall Load WALL= 0 plf
Base Values Adiusted
Bending Stress: Fb= 750 psi Fb'= 750 psi BEAM LOADING
Cd=1.00 CF=1.00 Beam Total Live Load: wL= 560 plf
Shear Stress: Fv= 170 psi Fv'= 170 psi Beam Total Dead Load: wD= 140 plf
Cd=1.00 Beam Self Weight: BSW= 9 plf
Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Total Maximum Load: wT= 709 plf
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp. L to Grain: Fc--L= 625 psi Fc--I-'= 625 psi
Controlling Moment: 3190 ft-lb
3.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 1701 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 51.04 in3 51.56 in3
Area(Shear): 15.01 in2 41.25 in2
Moment of Inertia(deflection): 83.73 in4 193.36 in4
Moment: 3190 ft-lb 3223 ft-lb
Shear: 1701 lb 4675 lb
NOTES
7
Project:10600 SW TIGARD page
Mike Platz,P.E.
Location:CRAWL SPACE FOOTINGS 26215 SE Frog Pond Lane
Footing Eagle Creek,OR 97022
[2009 International Building Code(2005 NDS)] of
Footing Size: 1.5 FT Round Diameter X 9.00 IN Deep StruCalc Version 8.0.113.0 2/16/2016 8:54:25 AM
Section Footing Design Adequate
CAUTIONS
*Footing has been designed without reinforcement
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Pc= 2500 psi
Reinforcing Steel Yield Strength: Fy= 60000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Diameter: Dia.= 1.5 ft
Effective Depth to Top Layer of Steel: d= 7 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS I 5.5 in--1
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1204 psf
Effective Allowable Soil Bearing Pressure:Qe= 1388 psf
Required Footing Area: Areq= 1.53 sf
Area Provided: A= 1.77 sf
Baseplate Bearing:
Bearing Required: Bear= 3224 lb s'"
Allowable Bearing: Bear-A= 70709 lb
Beam Shear Calculations(One Way Shear): T
Beam Shear: Vu1 = 197 lb
Allowable Beam Shear: Vc1 = 4094 lb 3 in
Punching Shear Calculations(Two Way Shear): 1
Critical Perimeter: Bo= 50 in
Punching Shear: Vu2= 1245 lb I 1.5 ft
Controlling Allowable Punching Shear: vc2= 25603 lb
Bending Calculations: FOOTING LOADING
Factored Moment: Mu= 6429 in-lb Live Load: PL= 1680 lb
Nominal Moment Strength: Mn= 17913 in-lb Dead Load: PD= 447 lb
NOTES Total Load: PT= 2127 lb
Ultimate Factored Load: Pu= 3224 lb
Weight to resist uplift w/1.5 F.S.: U.R.= 128 lb
g