Plans RED ..0 -,sz WED
MAR 2 7 2007
CITY OF TIGARD
,, BUILDING DIVISION
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Mar 26 07 03:09p Watton Design Works • 5036552542
p.2 •
• BeamChek v2005 licensed to: Watton Design Works, inc. Reg # 6464 - 649
summit construction roof support/wall replacement
— 1 Date: 3/19/07
Selection 5 -118x 12 GLB 24F -V4 DF /DF Lu = 0.0 Ft
Conditions
Min Bearing Area R1= 6.9 in R2= 6.9 in
Data Beam Span 18.0 ft
Beam Wt per ft 14.94 # Reaction 1 TL 4455 # Reaction 2 TL 4455 #
Bm Wt Included 269 # Maximum V 4455 #
Max Moment 20045'# Max V (Reduced) 3960 #
TL Max Defl L / 180 TL Actual Defl L / 246
Attributes Section (in') Shear (in TL Defl (in)
Actual 123.00 61.50 0.88
Critical 100.23 24.75 1.20
Status OK OK OK
Ratio 81% 40% 73%
Fb (psi) Fv (psi) E (psi x mil) Fc (psi)
Values Base Values ' 2400 240 1.8 650
Base Adjusted 2400 240 1.8 650
Adjustments Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Loads Uniform TL: 480 = A
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Uniform Load A 1
R1 = 4455 R2 = 4455
SPAN = 18 FT
Uniform and partial uniform loads are lbs per lineal ft.
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iviar [b U/ U:3:U9p Walton Design Works 5036552542
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BeamChek v2005 licensed to: Watton Design Works, Inc. Reg # 6464-649 •
SUMMIT CONSTRUCTION • FRONT TO BACK CENTER SPAN -.7t> 14>C
1— Date: 3/20/07
Selection ( 4x 12 DF North #2 Lu = 0.0 Ft
Conditions NOS 2001
Min Bearing Area R1= 2.6 in R2= 2.6 in
Data Beam Span 14.0 ft
Beam Wt per ft 9.57 # Reaction 1 TL 1607 # Reaction 2 TL • 1607 #
Bm Wt Induded 134 # Maximum V 1607 #
Max Moment 5624'# Max V (Reduced) .1392 #
TL Max Defl L / 180 TL Actual Defl L / 563
Attributes Section (in') Shear (in TL Defl (in)
Actual 73.83 39.38 0.30
Critical 72.19 11.60 0.93
Status OK OK OK
Ratio 98% 29% 32%
Fb (psi) Fv (psi) E (psi x mil) Fc (psi)
Values Base Values 850 180 1.6 625
Base Adjusted 935 180 1.6 625 •
Adjustments CF Size Factor 1.100
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
• CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe•= 0.0
Loads Uniform TL: 220 = A
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Uniform Load A
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R1 = 1607 R2 607 •
SPAN =14 FT •
Uniform and partial uniform loads are lbs per lineal ft.
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Mar 26 07 03:09p Watton Design Works 5036552542 p.4 •
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7'Ji i • ��J.26-7 7
BeamChek v2005 licensed to: Watton Design Works, Inc. Reg # 6464 -649
SUMMIT CONSTRUCTION FRONT TO BACK MID -SPAN RIGHT
Date: 3/20107
Selection I 5-1/8x12 GLB 24F -V4 DF /DF Lu = 0.0 Ft
Conditions
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Min Bearing Area R1= 5.9 in' R2= 5.9 in
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Data Beam Span 20.5 ft
Beam Wt per ft 14.94 # Reaction 1 TL 3843 # Reaction 2 TL
Bm Wt Included 306 # Maximum V • 3843 # 3843 #
Max Moment 19696 `# Max V (Reduced) 3468 #
TL Max Defl L / 180 TL Actual Deil • L 1 220
Attributes Section (in') Shear (in TL Defl (in)
Actual 123.00 61.50 1.12
Critical 98.48 21.66 1.37
Status OK OK OK
Ratio 80% 35% o
82 /a
Values Fb (psi) Fri (psi) E (psi x mil) Fc ± (psi)
Base Values 2400 240 1.8 650
Base Adjusted 2400 240 1.8 650
Adius ments Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0
Loads Uniform TL: 360 = A
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Uniform Load A
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R1 =3843 R2 = 3843
SPAN = 20.5 FT
Uniform and partial uniform Toads are lbs per lineal ft.
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• iviar zb Uf u3:u9p Walton Design Works 5036552542
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Isolated Footing
Worksheet
Bearing Footing Information: Project: SUMMIT CONSTRUCTION
Location: FTG. @. CENTER POST LOCATION
Callout: USE 26" x 26" x 12" CONC. FTG. W/ (2) #4 BARS EA. WAY
Rebar Grade 40 Steel Grade of reinforcing bars
fc ?c (ksi) 3.00 Specified Concrete compressive strength (kipsfin
fs fs (ksi) 20.00 Allowable tensile stress of steel reinforcement (kipslin
fy y (ksi) 40.00 Yield strength of steel reinforcement (kips/iin
rebar size (number) 4 bar number... the bar diameter in eighths of an inch
Soil Bearing Pressure (psf) • 1,500
dre Rebar Cover (in) 3.00 minimum rebar cover
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Entered Values
dcs Square Column Side Dimension (in) 5.50 assumes a square section column or column with square bearing plate
j Value "j" 0.90 Lookup from table of Balanced Section Properties
we concrete weight (psf) 150.00 (h/12) *150
P Column Load (Ibs) 6,062.00
Ar Rebar cross section area 0.20 rrr = u * (0.5 * 0.5)
Computed Values
Dr rebar diameter (in) 0.50 rebar number divided by 8
h h= footing height 12
d footing thickness less bar & cover 8.50 h-(drc + Dr) _ (12 - (3 + 0.5))
wf Net Footing Pressure (psf) 150.00 (h 112) * we = (12 / 12)' 150
pn Net Usable Soil Pressure (psf) 1,350.00 , (1500 - 150) =1350
Abp Req'd Footing "Pad" Plan Area (sf) 4.49 P 1 pn = (6062/1500)
dpr Req'd Length of Pad Side (in.) 25.43 ((ddpr) * 12) _ ((/4.49) *12)
b Length of Pad Side (in.) - rounded 26 round dpr up to whole inch
br Length of Pad Side (ft.).- rounded 2.17 express dpr in square feet based upon rounded value
di beam shear consideration dist (in) 1.75 (0.5 * b) - ((0.5 * dcs) + d) = (0.5* 26) - ((0.5 * 5.5) + 8.5)
Beam Shear Investigation .
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V Shear Force (V) 427.2 (pn * bf * (dl 112)) = (1350 * 2.17 * (1.75 /12))
v Shear Stress (v) 1.93 V / (b * d) = 427.21(26 * 8.5)
vc Maximum Stress (vc) 60.25 1.1 * v (Pc* 1000) = 1.1 ` * 1000)
Shear Investigation Result PASSES I check to see if Shear stress "v" is less than maximum °vc"
Perpheral Shear Investigation
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d2 'peripheral shear consideration dist (in) 14.00 (d + dcs) = (8.5 + 5.5)
V Peripheral Shear (V) 4,519.5 V • ((bf) (d2/12) = 1350 *42.17) -(14112)1
v Perpiheral Shear stress (v) 9.49 V / ((d2 * 4) * d) = 13501((14 * 4) * 8.5)
vc Maximum Perpheral Stress (vc) 109.54 2* \/ (fc * 1000) = 2* \1(3 *1000)
'Peripheral Shear Investigation Result I PASSES check to see if Peripheral shear 'V is less than the maximum "vc'
Cantilever Moment Investigation
d3 Bending/dev. consideration dist (in) 10.25 (0.5 *b)-(0.5 *dcs) _ (0.5'6) - (0.5 * 5.5)
M Cantilever Moment (M) 1,066.7 pn * bf * (d3/12) * (0.5 * (d3/12)) =1350 * 2.17 * (10.25 / 12) * (0.5 • (10.25 / 12))
As Required Steel Area "As" (sq. in.) 0.08 M * 12 ((fs 1000) *j* d) _ (1068.7 * 12) /020 * 1000) *0.9 * 8.5) •
Total Number of bars required (min) 1 total req. steel area divided by area of a bar, rounded up
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Number of bars each way (min) 1 total number of bars divided by two and rounded up
Rule of thumb no. of bars each way 2 by preference, space rebar no more than footing thickness (h)
Callout rebar to use each way 2, greater of calculated or preference rebar spacing to determine number of bars
rilotnguk .am Prepared by J.C.J. on 3/20/2007 at 8:39 AM
iviai Lo ui ua:':up VVatton Design Works 5036552542
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Isolated Footing
Worksheet .
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Bearing Footing Information: Project: Summit Construction
Location: left end of sid to side beam
Callout: USE 22" x 22" x 12" CONC. FTG. WI (2) #4 BARS EA. WAY
Rebar Grade 40 Steel Grade of reinforcing bars
fc fc (ksi) 3.00 Specified Concrete compressive strength (kipsiin
fs fs (ksi) 20.00 Allowable tensile stress of steel reinforcement (kips /in
fy fy (ksi) • 40.00 Yield strength of steel reinforcement (kipslin
rebar size (number) 4 bar number... the bar diameter in eighths of an inch
Soil Bearing Pressure (psf) 1,500,
drc Rebar Cover (in) 3.00 , minimum rebar cover
Entered Values
dcs Square Column Side Dimension (in) 5.50 . assumes a square section column or column with square bearing plate
j Value. "j" 0.90 Lookup from table of Balanced Section Properties
we concrete weight (psf) 150.00 (h/12)'150
P Column Load (Ibs) 4,455.00
. • Ar Rebar cross section area 0.20 yr = if* (0.5 * 0.5)
Computed Values •
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Dr rebar diameter (in) 0.50 rebar number divided by 8
h h= footing height 12
d footing thickness less bar & cover 8,50 h-(drc + Dr) = (12 - (3 + 0.5))
wf Net Footing Pressure (psf) 150.00 (h 112) ' we = (121 12) * 150
on Net Usable Soil Pressure (psf) 1,350.00 (1500 -150) = 1350
Abp Req'd Footing "Pad" Plan Area (sf) 3.30 P/ pn = (445511500)
• dpr Req'd Length of Pad Side (in.) 21.80 ((l1dpr) * 12) = ((q3.3) *12)
b Length of Pad Side (in.) - rounded 22 round dpr up to whole inch
b Length of Pad Side (ft.) - rounded 1.83 express dpr in square feet based upon rounded value
di beam shear consideration dist (in) -0.25 (0.5' b) - ((0.5 *dcs) + d) _ (0.5'22) - ((0.5' 5.5) + 8.5)
Beam Shear Investigation
V Shear Force (V) - 51.5 (pn * bf' (dl / 12)) = (1350 * 1.83' (- 0.25112))
v Shear Stress (v) -0.28 V l (b' d) = -51.5 f (22* 8.5)
vc Maximum Stress ( Rvc) 60.25 1.1 * 1 (fc' 1000) = 1.1 ' y (3'1000)
Shear Investigatioesult PASSES check to see if Shear stress "v° is less than maximum "vc'
Perpheral Shear Investigation
d2 peripheral shear consideration dist (in) 14.00 (d + dcs) _ (8.5 + 5.5)
V Peripheral Shear (V) 2,683.5 V' ((bf)z (d2/12) = 1350 '((1.83) - (14 / 12)1
v Perpieral Shear stress (v) 5.64 V /((d2 * 4)' d) = 1350 /((14 '4) * 8.5)
vc Maximum Perpheral Stress (vc) 109.54 2 *q (fc * 1000) = 2* 'l (3"* 1000)
.Peripheral Shear Investigation Result PASSES check to see if Peripheral shear "v" is less than the maximum "vc°
Cantilever Moment Investigation
d3 Bending /dev. consideration dist (in) 8.25 (0.5 * b) -(0.5 *dcs) _ (0.5 * 22) - (0.5 * 5.5) -
M Cantilever Moment (M) 583.8 pn * bf * (d3.112)* (0.5 * (d3!12)) =1350' 1.83 * (8.251 12) * (0.5 * (8.25112))
As 'Required Steel Area "As" (sq. in.) 0.05 M * 12 / ((fs *1000) * j * d) _ (583.8'12)/ ((20' 1000) *0.9 *8.5)
Total Number of bars required (min) 1 total req. steel area divided by area of a bar, rounded up .
Number of bars each way (min) 1 total number of bars divided by two and rounded up
Rule of thumb no. of bars each way 2 by preference, space rebar no more than footing thickness (h)
Callout rebar to use each way 2 greater of calculated or preference rebar spacing to determine number of bars
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Prepared by J.C.J. on 3/19/2007 at 11:05 AM
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