Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97

DCCD ENGINEERING CORPORATION SHEET 1 OF 16

PROJECT : velasco PROJECT NO.

CHECKED BY: DATESUBJECT : F1

PREP'D BY: HNJ DATE 1/24/2005

Footing Dimensions MATERIALS LOAD FACTORSL 1.80 M fc' 28.00 MPa D 1.50 M DL 1.20B 1.30 M fy 460.00 MPa qnet 220.00 kPa LL 1.60t 400 mm qa 220.00 kPa 22.46 kN EQ 1.27

c. c. 65 mm 21.00 b 0.85 WL 0.00Column Dimensions SERVICE LOADSCL1 300 mm Axial Loads Moment X Moment YCB1 600 mm -50.00 kN 21.00 kN-M 21.00 kN-MCL1 300 mm 54.20 kN 21.00 kN-M 21.00 kN-M

CB1 600 mm 30.00 kN 16.00 kN-M 16.00 kN-M

Reinforcing Bar 0.00 kN 0.00 kN-M 0.00 kN-M

16 mmc.c. - conc. cover DL - Dead Load EQ - Earthquake Load

16 mm

150 mmLL - Live Load WL - Wind Load

150 mm

CHECK FOR BEARING CAPACITYA. GRAVITY LOADS

q =P

+6Mx

+6My

A

q = 154.06 <qnet

= 220 ok

B. GRAVITY + LATERAL LOADS

q =P

+6Mx

+6My

A

q = 221.23 <1.3qnet

= 286 ok

d = 311 mm fua = 53.29 kPaPu = 48.62 kN fub = 222.35 kPa

Mux = 59.34 Kn-M fuc = -11.74 kPaMuy = 59.34 Kn-M fud = -180.80 kPa

Pu/LB = 20.78 kPa = 20.78 kPa

CHECK FOR ONE WAY SHEAR (BEAM SHEAR@CRITICAL SECTION)0.439 0.039

Vu = fumax[(L-CL)/2-d][(B-CB)/2-d] = 3.8068 kN = = 0.37 MPa= = ### MPa > = 0.37 ok

CHECK FOR TWO WAY SHEAR (PUNCHING SHEAR)1 3.044

WTftg

d soil kN/M3

PDL MXDL MYDL

PLL MXLL MYLL

PEQ MXEQ MYEQ

PWL MXWL MYWL

FL D - depth of soil if considered

FB

SPACING ALONG L - DIR d soil - soil density if

consideredSPACING ALONG B - DIR

LB2 BL2

LB2 BL2

fuave.

nu Vu/fbdna nu√ fc ' /6

Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97

DCCD ENGINEERING CORPORATION SHEET 2 OF 16

PROJECT : velasco PROJECT NO.

CHECKED BY: DATESUBJECT : F1

PREP'D BY: HNJ DATE 1/24/2005

Vu = Pu-qu*Ap = ### kN = = 0.05 MPa= = ### MPa > = 0.05 ok

CHECK FOR FLEXURAL (BENDING) CAPACITYREINFORCEMENT ALONG L DIRECTION REINFORCEMENT ALONG B DIRECTION

As = 30,159.29 As = 30,159.29r = 0.07460 r = 0.05388

= 0.00304 < r ok = 0.00304 < r ok= 0.01867 < rnot good = 0.01867 < rnot good

a = 448.39 0.75 a = 323.84 0.35Mcap = = 1,083.83 Mcap = = 1,861.41Mu = = 81.30 Mu = = 17.70

Mcap > Mu ok Mcap > Mu ok

CHECK FOR DEVELOPMENT LENGTHREINFORCEMENT ALONG L DIRECTION REINFORCEMENT ALONG B DIRECTION

201.06 201.06Ldreq = = 350 mm Ldreq = = 350 mm

Ldprov = [(L-CL)/2]-cc = 685 mm Ldprov = [(B-CB)/2]-cc = 285 mm

Ldprov > Ldreq ok Ldprov < Ldreq not good

CHECK FOR BEARING ON FOOTINGA1 180000 A2### 3.97711 2Pc = = 5,998 kN > Pu = 48.615 kN safe

np Vu/fbdna np

mm2 mm2

rmin rminrmax rmax

f0.85fc'aBd(1-a/2d) f0.85fc'aLd(1-a/2d)

√ fc ' /3

qu(B)(L−CL2

)2

2

qu(L)(B−CB2

)2

2

0 .02 Abfy

√ fc '0 .02 Abfy

√ fc '

φ0 .85 fc ' A1√ A2 A1

Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97

DCCD ENGINEERING CORPORATION SHEET 3 OF 16

PROJECT : velasco PROJECT NO.

CHECKED BY: DATESUBJECT : F1

PREP'D BY: HNJ DATE 1/24/2005

Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97

DCCD ENGINEERING CORPORATION SHEET 4 OF 16

1/24/2005

LOAD FACTORS1.201.601.270.00

SERVICE LOADSMoment Y

kN-MkN-M

kN-M

kN-M

D - depth of soil if considered

Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97

DCCD ENGINEERING CORPORATION SHEET 5 OF 16

1/24/2005

REINFORCEMENT ALONG B DIRECTION

REINFORCEMENT ALONG B DIRECTION

Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97

DCCD ENGINEERING CORPORATION SHEET 6 OF 16

1/24/2005

Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97

DCCD ENGINEERING CORPORATION SHEET 7 OF 16

NODE NUMBER FX (kN) FY (kN) FZ (kN) MX (kNm) MY (kNm) MZ (kNm)

33 -12.15 3.4 74.97 0 0 033 -12.16 3.15 48.71 0 0 033 -4.33 0.98 8.89 0 0 033 20.41 1.77 34.65 0 0 033 0.84 6.87 41.42 0 0 033 0.31 0.81 5.85 0 0 035 12.59 3.35 75.31 0 0 035 12.61 3.09 48.94 0 0 035 4.56 0.95 9.01 0 0 035 20.41 1.51 32.87 0 0 035 0.85 6.9 42.82 0 0 035 0.3 0.79 6.04 0 0 037 6.31 26.62 178.85 0 0 037 6.44 25.1 156.35 0 0 037 3.04 7.75 54.2 0 0 037 3.47 8.04 7.58 0 0 037 0.14 39.3 29.61 0 0 037 0.04 4.11 6.8 0 0 039 -6.24 26.95 178.59 0 0 039 -6.39 25.58 156.07 0 0 039 -3.02 7.99 54.05 0 0 039 3.46 9.57 8.41 0 0 039 0.14 39.16 29.45 0 0 039 0.05 4.24 7.03 0 0 0

Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97

DCCD ENGINEERING CORPORATION SHEET 8 OF 16

Case name FX (kN) FY (kN) FZ (kN)

SW 33 -12.15 3.4 74.97 0 0 0SDL 33 -12.16 3.15 48.71 0 0 0LL 33 -4.33 0.98 8.89 0 0 0

Seismic UBC 97 Direction_X 33 20.41 1.77 34.65 0 0 0Seismic UBC 97 Direction_Y 33 0.84 6.87 41.42 0 0 0Seismic UBC 97 Direction_Z 33 0.31 0.81 5.85 0 0 0

SW 35 12.59 3.35 75.31 0 0 0SDL 35 12.61 3.09 48.94 0 0 0LL 35 4.56 0.95 9.01 0 0 0

Seismic UBC 97 Direction_X 35 20.41 1.51 32.87 0 0 0Seismic UBC 97 Direction_Y 35 0.85 6.9 42.82 0 0 0Seismic UBC 97 Direction_Z 35 0.3 0.79 6.04 0 0 0

SW 37 6.31 26.62 178.85 0 0 0SDL 37 6.44 25.1 156.35 0 0 0LL 37 3.04 7.75 54.2 0 0 0

Seismic UBC 97 Direction_X 37 3.47 8.04 7.58 0 0 0Seismic UBC 97 Direction_Y 37 0.14 39.3 29.61 0 0 0Seismic UBC 97 Direction_Z 37 0.04 4.11 6.8 0 0 0

SW 39 -6.24 26.95 178.59 0 0 0SDL 39 -6.39 25.58 156.07 0 0 0LL 39 -3.02 7.99 54.05 0 0 0

Seismic UBC 97 Direction_X 39 3.46 9.57 8.41 0 0 0Seismic UBC 97 Direction_Y 39 0.14 39.16 29.45 0 0 0Seismic UBC 97 Direction_Z 39 0.05 4.24 7.03 0 0 0

NODE NUMBE

R

MX (kNm)

MY (kNm)

MZ (kNm)

Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97

DCCD ENGINEERING CORPORATION SHEET 9 OF 16

Case name FX (kN) FY (kN) FZ (kN)

SW 20.41 39.3 178.85 0 0SDL -12.16 0.79 5.85 0 0LL

Seismic UBC 97 Direction_XSeismic UBC 97 Direction_YSeismic UBC 97 Direction_Z

SW SUPPORT FX (kN) FY (kN) FZ (kN)SDL 33 20.41 1.77 34.65 0 0LL 33 -12.16 3.15 48.71 0 0

Seismic UBC 97 Direction_X 37 0.14 39.3 29.61 0 0Seismic UBC 97 Direction_Y 35 0.3 0.79 6.04 0 0Seismic UBC 97 Direction_Z 37 6.31 26.62 178.85 0 0

SW 33 0.31 0.81 5.85 0 0SDL 33 -12.15 3.4 74.97 0 0LL 33 -12.15 3.4 74.97 0 0

Seismic UBC 97 Direction_X 33 -12.15 3.4 74.97 0 0Seismic UBC 97 Direction_Y 33 -12.15 3.4 74.97 0 0Seismic UBC 97 Direction_Z 33 -12.15 3.4 74.97 0 0

SW 33 -12.15 3.4 74.97 0 0SDLLL

Seismic UBC 97 Direction_XSeismic UBC 97 Direction_YSeismic UBC 97 Direction_Z

MX (kNm)

MY (kNm)

MX (kNm)

MY (kNm)

Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97

DCCD ENGINEERING CORPORATION SHEET 10 OF 16

Axial Loads Moment X0 -50.00 kN0 54.20 kN

30.00 kN0.00 kN

000000000000

MZ (kNm)

PDL MXDL

PLL MXLL

PEQ MXEQ

PWL MXWL

MZ (kNm)

Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97

DCCD ENGINEERING CORPORATION SHEET 11 OF 16

PROJECT : velasco PROJECT NO.

CHECKED BY: DATESUBJECT : F1

PREP'D BY: HNJ DATE 1/24/2005

Footing Dimensions MATERIALS LOAD FACTORSL 1.80 M fc' 28.00 MPa D 1.50 M DL 1.20B 1.30 M fy 460.00 MPa qnet 220.00 kPa LL 1.60t 400 mm qa 220.00 kPa 22.46 kN EQ 1.27

c. c. 65 mm 21.00 b 0.85 WL 0.00Column Dimensions SERVICE LOADSCL 300 mm Axial Loads Moment X Moment Y

CB 600 mm -50.00 kN 21.00 kN-M 21.00 kN-M

Reinforcing Bar 54.20 kN 21.00 kN-M 21.00 kN-M16 mm 30.00 kN 16.00 kN-M 16.00 kN-M

16 mm 0.00 kN 0.00 kN-M 0.00 kN-MNL 7 c.c. - conc. cover DL - Dead Load EQ - Earthquake Load D - depth of soil if considered

NB 7 NL/NB- no. of bars along L or B LL - Live Load WL - Wind Load

CHECK FOR BEARING CAPACITYA. GRAVITY LOADS

q =P

+6Mx

+6My

A

q = 154.06 < qnet = 220 ok

B. GRAVITY + LATERAL LOADS

q =P

+6Mx

+6My

A

q = 221.23 < 1.3qnet = 286 ok

d = 311 mm fua = 53.29 kPaPu = 48.62 kN fub = 222.35 kPa

Mux = 59.34 Kn-M fuc = -11.74 kPaMuy = 59.34 Kn-M fud = -180.80 kPa

Pu/LB = 20.78 kPa = 20.78 kPa

CHECK FOR ONE WAY SHEAR (BEAM SHEAR@CRITICAL SECTION)0.439 0.039

Vu = fumax[(L-CL)/2-d][(B-CB)/2-d] = 3.8068 kN = = 0.37 MPa= = 0.88 MPa > = 0.37 ok

CHECK FOR TWO WAY SHEAR (PUNCHING SHEAR)0.55662 3.044

Vu = Pu-qu*Ap = 37.0508 kN = = 0.05 MPa= = 1.76 MPa > = 0.05 ok

WTftg

d soil kN/M3

PDL MXDL MYDL

PLL MXLL MYLL

FL PEQ MXEQ MYEQ

FB PWL MXWL MYWL

No. of bars d soil - soil density if considered

LB2 BL2

LB2 BL2

fuave.

nu Vu/fbdna nu

np Vu/fbdna np

X

YL

t

Mx

MyB

P

a

c

b

d

CL

CB

D

soil

√ fc ' /6

√ fc ' /3

Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97

DCCD ENGINEERING CORPORATION SHEET 12 OF 16

PROJECT : velasco PROJECT NO.

CHECKED BY: DATESUBJECT : F1

PREP'D BY: HNJ DATE 1/24/2005

CHECK FOR FLEXURAL (BENDING) CAPACITYREINFORCEMENT ALONG L DIRECTION REINFORCEMENT ALONG B DIRECTION

As = 1,407.43 As = 1,407.43r = 0.00348 r = 0.00251

= 0.00304 < r ok = 0.00304 > r not good= 0.01867 > r ok = 0.01867 > r ok

a = 20.92 0.75 a = 15.11 0.35Mcap = = 175.12 Mcap = = 176.81Mu = = 81.30 Mu = = 17.70

Mcap > Mu ok Mcap > Mu ok

CHECK FOR DEVELOPMENT LENGTHREINFORCEMENT ALONG L DIRECTION REINFORCEMENT ALONG B DIRECTION

201.06 201.06Ldreq = = 350 mm Ldreq = = 350 mm

Ldprov = [(L-CL)/2]-cc = 685 mm Ldprov = [(B-CB)/2]-cc = 285 mm

Ldprov > Ldreq ok Ldprov < Ldreq not good

CHECK FOR BEARING ON FOOTINGA1 180000 A2 2847136 3.97711 2Pc = = 5,998 kN > Pu = 48.615 kN safe

mm2 mm2

rmin rminrmax rmax

f0.85fc'aBd(1-a/2d) f0.85fc'aLd(1-a/2d)

qu(B)(L−CL2

)2

2

qu(L)(B−CB2

)2

2

0 .02 Abfy

√ fc '0 .02 Abfy

√ fc '

φ0 .85 fc ' A1√ A2 A1

FX (kN) FY (kN) FZ (kN) MX (kNm) MY (kNm) MZ (kNm)

33 -12.15 3.4 74.97 0 0 033 -12.16 3.15 48.71 0 0 033 -4.33 0.98 8.89 0 0 033 20.41 1.77 34.65 0 0 033 0.84 6.87 41.42 0 0 033 0.31 0.81 5.85 0 0 035 12.59 3.35 75.31 0 0 035 12.61 3.09 48.94 0 0 035 4.56 0.95 9.01 0 0 035 20.41 1.51 32.87 0 0 035 0.85 6.9 42.82 0 0 035 0.3 0.79 6.04 0 0 037 6.31 26.62 178.85 0 0 037 6.44 25.1 156.35 0 0 037 3.04 7.75 54.2 0 0 037 3.47 8.04 7.58 0 0 037 0.14 39.3 29.61 0 0 037 0.04 4.11 6.8 0 0 039 -6.24 26.95 178.59 0 0 039 -6.39 25.58 156.07 0 0 039 -3.02 7.99 54.05 0 0 039 3.46 9.57 8.41 0 0 039 0.14 39.16 29.45 0 0 039 0.05 4.24 7.03 0 0 0

NODE NUMBER

SWSDLLL

SWSDLLL

SWSDLLL

SWSDLLL

Case name

Seismic UBC 97

Direction_X

Seismic UBC 97

Direction_Y

Seismic UBC 97

Direction_Z

Seismic UBC 97

Direction_X

Seismic UBC 97

Direction_Y

Seismic UBC 97

Direction_Z

Seismic UBC 97

Direction_X

Seismic UBC 97

Direction_Y

Seismic UBC 97

Direction_Z

Seismic UBC 97

Direction_X

Seismic UBC 97

Direction_Y

Seismic UBC 97

Direction_Z

NODE NUMBER COUNTER 24#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!

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