Report (5) co(' 062'3
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DESIGN ASSOCIATES, IN . 1/4.1
JAN 2 9 2001
1/25/07 CD Y (j 'lu
BITIIPTNY; nn istm
Todd Pays Custom Homes
Plan 22137DA
Project Number MST2006 -00283
To Lorraine Williams:
1) The footing has been re- evaluated. Please see the calculation Fl attached.
2) The footing has been re- evaluated. Please see the calculation F2 attached.
3) To be provided by the truss designer
4) Please see the engineer of record response. The plans have been modified.
5) Please see the engineer of record response. The plans have been modified.
6) By others
7) Please see the engineer of record response. The L sheets have been modified.
8) Please see the engineer of record response. The L sheets have been modified.
9) Please see the engineer of record response. The L sheets have been modified.
10) Please see the engineer of record response. The L sheets have been modified.
11) Please see the engineer of record response. The L sheets have been modified.
12) Please see the engineer of record response. The L sheets have been modified.
Please feel free to co me with any questions that you might have on this issue.
Sinc ,
Shawn Schm
Plan Support
Alan Mascord Design Associates, Inc.
503 - 225 -9161 ext 226
503 - 225 -0933 fax
1305 NW 18 Avenue
Portland, Oregon 97209
503 / 225 - 9161 FAX 503 / 225 -0933
www.mascord.com
Alan Mascord Design As dates, Inc, Isolated Footing
' 1305 NW 18th-Avenue
Portland, OR 97209 (503) 225 -9161 Worksheet
Bearing Footing Information: Project: 22137DA
Location: F1- FOOTING UNDER M1 DINING /KITCHEN AREA
Callout: USE 48" x 48" x 24" CONC. FTG. W/ (2) #4 BARS EA. WAY
Rebar Grade 40 Steel Grade of reinforcing bars
fc fc (ksi) 3.00 Specified Concrete compressive strength (kips /in
fs fs (ksi) 20.00 Allowable tensile stress of steel reinforcement (kips /in
fy fy (ksi) 40.00 Yield strength of steel reinforcement (kips /in
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) 19,200.00
Ar Rebar cross section area 0.20 nr = u * (0.5 * 0.5)
Computed Values
Dr rebar diameter (in) 0.50 rebar number divided by 8
h h= footing height 24
d footing thickness less bar & cover 20.50 h-(drc + Dr) = (24 - (3 + 0.5))
wf Net Footing Pressure (psf) 300.00 (h / 12) * we = (24 / 12) * 150
pn Net Usable Soil Pressure (psf) 1,200.00 (1500- 300) = 1200
Abp Req'd Footing "Pad" Plan Area (sf) 16.00 P / pn = (19200 / 1500)
dpr Req'd Length of Pad Side (in.) 48.00 (('dpr)* 12) _ ((116) *12)
b Length of Pad Side (in.) - rounded 48 round dpr up to whole inch
bf Length of Pad Side (ft.) - rounded 4.00 express dpr in square feet based upon rounded value
di beam shear consideration dist (in) 0.75 (0.5 * b) - ((0.5 *dcs) + d) = (0.5 * 48) - ((0.5 * 5.5) + 20.5)
Beam Shear Investigation
V Shear Force (V) 300.0 (pn * bf * (d1 / 12)) _ (1200 *4 * (0.75 / 12))
v Shear Stress (v) 0.30 V / (b * d) = 300 / (48 * 20.5)
vc Maximum Stress (vc) 60.25 1.1* - \1(fc * 1000) = 1.1* I/ (3 * 1000)
Shear Investigation Result PASSES check to see if Shear stress "v" is less than maximum "vc"
Perpheral Shear Investigation
d2 peripheral shear consideration dist (in) 26.00 (d + dcs) = (20.5 + 5.5)
V Peripheral Shear (V) 13,566.7 V * ((b0 (d2/12) = 1200 * ((4) (26 / 12)
v Perpiheral Shear stress (v) 6.36 V / ((d2 * 4) * d) = 1200 / ((26 *4)* 20.5)
vc Maximum Perpheral Stress (vc) 109.54 2* 1 (fc * 1000) = 2* •J (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) 21.25 (0.5 * b) -(0.5 * dcs) = (0.5 *48) - (0.5 * 5.5)
M Cantilever Moment (M) 7,526.0 pn * bf * (d3/12) * (0.5 * (d3/12)) = 1200 * 4 * (21.25 / 12) * (0.5 * (21.25 / 12))
As Required Steel Area "As" (sq. in.) 0.24 M * 12 / ((fs * 1000) * j * d) = (7526 * 12) / ((20 * 1000) * 0.9 * 20.5)
Total Number of bars required (min) 2 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
rooting Rebar Worksheet xls Prepared by D.M.R. on 1/25/2007 at 10:06 AM
, Alpn Mascord Design A. :.fates, Inc. Isolated Footing
1305 NW 18th Avenue
Portland, OR 97209 (503) 225 -9161 Worksheet
Bearing Footing information: Project: 22137DA
Location: F2- FOOTING UNDER FOYER POWDER BATH
Callout: USE 44" x 44" x 12" CONC. FTG. W/ (4) #4 BARS EA. WAY
Rebar Grade 40 Steel Grade of reinforcing bars
fc f'c'(ksi) " 3.00 Specified Concrete compressive strength (kips /in
fs fs (ksi) 20.00 Allowable tensile stress of steel reinforcement (kips /in
fy fy (ksi) 40.00 Yield strength of steel reinforcement (kips /in
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 (lbs) 17,500.00
Ar Rebar cross section area 0.20 irr = Tr (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 + Dr) _ (12 - (3 + 0.5))
wf Net Footing Pressure (psf) 150.00 (h / 12) * we = (12/12) * 150
pn Net Usable Soil Pressure (psf) 1,350.00 (1500 - 150) = 1350
Abp Req'd Footing "Pad" Plan Area (sf) 12.96 P / pn = (17500 / 1500)
dpr Req'd Length of Pad Side (in.) 43.20 (('/dpr) * 12) = (( *12)
b Length of Pad Side (in.) - rounded 44 round dpr up to whole inch
bf Length of Pad Side (ft.) - rounded 3.67 express dpr in square feet based upon rounded value
di beam shear consideration dist (in) 10.75 (0.5 * b) - ((0.5* dcs) + d) _ (0.5 * 44) - ((0.5 * 5.5) + 8.5)
Beam Shear Investigation
V Shear Force (V) 4,438.4 (pn * bf *(d1 / 12)) _ (1350 * 3.67 * (10.75 / 12))
v Shear Stress (v) 11.87 V / (b * d) = 4438.4 / (44 * 8.5)
vc Maximum Stress (vc) 60.25 1.1 * d (fc * 1000) = 1.1 * 'I (3 * 1000)
Shear Investigation Result 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) 16,345.5 V* ((bf) (d2/12) =1350 * ((3.67) (14 / 12)
v Perpiheral Shear stress (v) 34.34 V / ((d2 * 4) * d) =1350 / ((14 * 4) * 8.5)
vc Maximum Perpheral Stress (vc) 109.54 2* AI (fc * 1000) = 2 * J (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) 19.25 (0.5 * b) -(0.5 * dcs) = (0.5 * 44) - (0.5 * 5.5)
M Cantilever Moment (M) 6,374.8 pn * bf * (d3/12) * (0.5* (d3112)) = 1350 * 3.67 * (19.25 / 12) * (0.5 * (19.25 / 12))
As Required Steel Area "As" (sq. in.) 0.50 M * 12 / ((fs * 1000) * j * d) = (6374.8 * 12) / ((20 * 1000) * 0.9 * 8.5)
Total Number of bars required (min) 3 total req. steel area divided by area of a bar, rounded up
Number of bars each way (min) 2 total number of bars divided by two and rounded up
Rule of thumb no. of bars each way 4 by preference, space rebar no more than footing thickness (h)
Callout rebar to use each way 4 greater of calculated or preference rebar spacing to determine number of bars
Footing Rebar Worksheet xis Prepared by D.M.R. on 1/16/2007 at 11:53 AM