Reinforced Concrete Design

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 1: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C1 LEVEL 6

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Deep, Bottom: Deep Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.20 1.20 2600 2700

LEX=3120.0 MM, LEX/H=7.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, U NBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

777.7 k

.45x(600x400-2161)x25 + 0.95x2161.4x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-2161)x25 + 0.95x2161.4x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

-183.6 kN.m, 180.1 kN.m 777.7 kN, 20.0 mm

3620.2 k OK 3352.7 k

X-X Moments 15.6 kN.m 183.6 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

-103.6 kN.m, 217.2 kN.m 217.2 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(183.6² + 217.2² ) atn(217.2/ 183.6)

284.4 kN.m 49.8 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 2: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.439, 716 mm, 600 mm, 314.66 mm, 80702 mm², 188.1 m 1 x 20, 634.7, -0.356, -437, -276.5, -137.3 1 x 20, 265.1, 0.055, 110, 93.1, 34.7 1 x 12, 514.1, -0.222, -437, -155.9, -49.4 1 x 12, 390.9, -0.085, -170, -32.6, -19.2 1 x 12, 576.7, -0.291, -437, -218.4, -49.4 1 x 12, 515.5, -0.223, -437, -157.3, -49.4 1 x 20, 451.4, -0.152, -304, -93.1, -95.5 1 x 20, 81.7, 0.259, 437, 276.5, 137.3 1 x 12, 325.6, -0.012, -24, 32.6, -2.7 1 x 12, 202.4, 0.125, 250, 155.9, 28.3 1 x 12, 200.9, 0.127, 253, 157.3, 28.6 1 x 12, 139.8, 0.195, 389, 218.4, 44.0 80702 x 0.45 x 25 -137+35-49-19-49-49-96+137-3+28+29+4 +908-777.7

Max Moment/Mu

907.9 x (716 / 2 - 188.1) 154.4 + (38.0+3.2+7.7+0.6+10.8+7.8+8.9+38.0 + (-0.1+4.4+4.5+9.6) 284.4 / 287.8

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

236.1 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

279.3 mm, 360 m

OK

38.0 3.2 7.7 0.6 10.8 7.8 8.9 38.0 -0.1 4.4 4.5 9.6 907.9

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 154.4 kN 287.8kN 0.98

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

777.7 k

.45x(600x400-2161)x25 + 0.95x2161.4x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-2161)x25 + 0.95x2161.4x460

OK Applied Moments (Mx1, Mx2) Design Moment

3620.2 k OK 3352.7 k

X-X Moments

-183.6 kN.m, 180.1 kN.m 183.6 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

-103.6 kN.m, 217.2 kN.m 777.7, 20.0

15.6 kN.m 217.2 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(183.6² + 217.2² ) atn(217.2/ 183.6)

284.4 kN.m 49.8 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F)

0.439, 716 mm, 600 mm, 314.66 mm, 80702 mm², 188.1 m 1 x 20, 634.7, -0.356, -437, -276.5, -137.3 1 x 20, 265.1, 0.055, 110, 93.1, 34.7 1 x 12, 514.1, -0.222, -437, -155.9, -49.4 1 x 12, 390.9, -0.085, -170, -32.6, -19.2

38.0 3.2 7.7 0.6

kN kN kN kN

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

1 x 12, 576.7, -0.291, -437, -218.4, -49.4 1 x 12, 515.5, -0.223, -437, -157.3, -49.4 1 x 20, 451.4, -0.152, -304, -93.1, -95.5 1 x 20, 81.7, 0.259, 437, 276.5, 137.3 1 x 12, 325.6, -0.012, -24, 32.6, -2.7 1 x 12, 202.4, 0.125, 250, 155.9, 28.3 1 x 12, 200.9, 0.127, 253, 157.3, 28.6 1 x 12, 139.8, 0.195, 389, 218.4, 44.0 80702 x 0.45 x 25 -137+35-49-19-49-49-96+137-3+28+29+4 +908-777.7

Max Moment/Mu

907.9 x (716 / 2 - 188.1) 154.4 + (38.0+3.2+7.7+0.6+10.8+7.8+8.9+38.0 + (-0.1+4.4+4.5+9.6) 284.4 / 287.8

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

236.1 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

279.3 mm, 360 m

OK

: Job Ref : Sheet Ref / 3: D.O.C.K : OCT 2012 : F.O.O : K.M.M

10.8 7.8 8.9 38.0 -0.1 4.4 4.5 9.6 907.9

kN kN kN kN kN kN kN kN k

0.0

k OK 154.4 kN 287.8kN 0.98

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 4: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C1 LEVEL 5

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Deep, Bottom: Deep Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.20 1.20 2600 2700

LEX=3120.0 MM, LEX/H=7.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, U NBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1934.0 k

.45x(600x400-5730)x25 + 0.95x5730.3x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5730)x25 + 0.95x5730.3x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

5139.7 k OK 4876.1 k

X-X Moments

-157.0 kN.m, 134.9 kN.m 1934.0 kN, 20.0 mm

38.7 kN.m 157.0 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

36.4 kN.m, -52.9 kN.m 52.9 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(157.0² + 52.9² ) atn(52.9/ 157.0)

165.7 kN.m 18.6 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar

0.582, 571 mm, 600 mm, 331.88 mm, 128465 mm², 189.7 m

Bar group1:M1 fn(bars,d,ε%,,la,F)

1 x 32, 489.6, -0.166, -333, -204.2, -267.5

54.6 kN

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

: Job Ref : Sheet Ref / 5: D.O.C.K : OCT 2012 : F.O.O : K.M.M

1 x 32, 338.8, -0.007, -15, -53.5, -11.8 1 x 20, 445.0, -0.119, -239, -159.7, -75.0 1 x 20, 394.8, -0.066, -133, -109.4, -41.7 1 x 20, 405.6, -0.078, -155, -120.2, -48.8 1 x 20, 319.6, 0.013, 26, -34.3, 8.1 1 x 32, 231.8, 0.106, 211, 53.5, 169.8 1 x 32, 81.1, 0.264, 437, 204.2, 351.5 1 x 20, 175.9, 0.165, 329, 109.4, 103.4 1 x 20, 125.6, 0.218, 435, 159.7, 136.7 1 x 20, 251.0, 0.085, 171, 34.3, 53.6 1 x 20, 165.1, 0.176, 352, 120.2, 110.5 128465 x 0.45 x 25 -267-12-75-42-49+8+170+351+103+137+5 +111+1445-1934

Max Moment/Mu

1445.2 x (571 / 2 - 189.7) 138.2 + (54.6+0.6+12.0+4.6+5.9+-0.3+9.1 + (71.8+11.3+21.8+1.8+13.3) 165.7 / 344.7

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

81.2 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

27.4 mm, 360 m

OK

0.6 12.0 4.6 5.9 -0.3 9.1 71.8 11.3 21.8 1.8 13.3 1445.2

kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 138.2 kN 344.7kN 0.48

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1934.0 k

.45x(600x400-5730)x25 + 0.95x5730.3x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5730)x25 + 0.95x5730.3x460

OK Applied Moments (Mx1, Mx2) Design Moment

5139.7 k OK 4876.1 k

X-X Moments

-157.0 kN.m, 134.9 kN.m 157.0 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

36.4 kN.m, -52.9 kN.m 1934.0, 20.0

38.7 kN.m 52.9 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(157.0² + 52.9² ) atn(52.9/ 157.0)

165.7 kN.m 18.6 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F)

0.582, 571 mm, 600 mm, 331.88 mm, 128465 mm², 189.7 m 1 x 32, 489.6, -0.166, -333, -204.2, -267.5 1 x 32, 338.8, -0.007, -15, -53.5, -11.8 1 x 20, 445.0, -0.119, -239, -159.7, -75.0 1 x 20, 394.8, -0.066, -133, -109.4, -41.7

54.6 0.6 12.0 4.6

kN kN kN kN

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

1 x 20, 405.6, -0.078, -155, -120.2, -48.8 1 x 20, 319.6, 0.013, 26, -34.3, 8.1 1 x 32, 231.8, 0.106, 211, 53.5, 169.8 1 x 32, 81.1, 0.264, 437, 204.2, 351.5 1 x 20, 175.9, 0.165, 329, 109.4, 103.4 1 x 20, 125.6, 0.218, 435, 159.7, 136.7 1 x 20, 251.0, 0.085, 171, 34.3, 53.6 1 x 20, 165.1, 0.176, 352, 120.2, 110.5 128465 x 0.45 x 25 -267-12-75-42-49+8+170+351+103+137+5 +111+1445-1934

Max Moment/Mu

1445.2 x (571 / 2 - 189.7) 138.2 + (54.6+0.6+12.0+4.6+5.9+-0.3+9.1 + (71.8+11.3+21.8+1.8+13.3) 165.7 / 344.7

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

81.2 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

27.4 mm, 360 m

OK

: Job Ref : Sheet Ref / 6: D.O.C.K : OCT 2012 : F.O.O : K.M.M

5.9 -0.3 9.1 71.8 11.3 21.8 1.8 13.3 1445.2

kN kN kN kN kN kN kN kN k

0.0

k OK 138.2 kN 344.7kN 0.48

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 7: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C1 LEVEL 4

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Deep, Bottom: Deep Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.20 1.20 2600 2700

LEX=3120.0 MM, LEX/H=7.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2986.6 k

.45x(600x400-4477)x25 + 0.95x4476.8x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-4477)x25 + 0.95x4476.8x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

4606.0 k OK 4341.0 k

X-X Moments

-158.7 kN.m, 141.8 kN.m 2986.6 kN, 20.0 mm

59.7 kN.m 158.7 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

-14.1 kN.m, -14.1 kN.m 14.1 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(158.7² + 14.1² ) atn(14.1/ 158.7)

159.3 kN.m 5.1 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F)

0.789, 452 mm, 600 mm, 356.05 mm, 177032 mm², 173.1 m 1 x 25, 385.9, -0.029, -59, -160.1, -28.8 1 x 25, 343.5, 0.012, 25, -117.8, 12.1 1 x 20, 374.3, -0.018, -36, -148.5, -11.3

4.6 kN -1.4 kN 1.7 kN

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

: Job Ref : Sheet Ref / 8: D.O.C.K : OCT 2012 : F.O.O : K.M.M

1 x 20, 360.1, -0.004, -8, -134.4, -2.5 1 x 20, 293.5, 0.061, 123, -67.7, 38.6 1 x 20, 200.9, 0.153, 305, 24.9, 95.8 1 x 25, 108.0, 0.244, 437, 117.8, 214.5 1 x 25, 65.6, 0.285, 437, 160.1, 214.5 1 x 20, 91.4, 0.260, 437, 134.4, 137.3 1 x 20, 77.3, 0.274, 437, 148.5, 137.3 1 x 20, 250.7, 0.104, 207, -24.9, 65.1 1 x 20, 158.0, 0.195, 389, 67.7, 122.3 177032 x 0.45 x 25 -29+12-11-3+39+96+215+215+137+137+6 +122+1992-2986.6

Max Moment/Mu

1991.6 x (452 / 2 - 173.1) 104.9 + (4.6+-1.4+1.7+0.3+-2.6+2.4+25.3 + (34.4+18.4+20.4+-1.6+8.3) 159.3 / 215.0

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

53.1 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

4.7 mm, 360 m

OK

0.3 -2.6 2.4 25.3 34.4 18.4 20.4 -1.6 8.3 1991.6

kN kN kN kN kN kN kN kN kN k

0.0

k OK 104.9 kN 215.0kN 0.74

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2986.6 k

.45x(600x400-4477)x25 + 0.95x4476.8x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-4477)x25 + 0.95x4476.8x460

OK Applied Moments (Mx1, Mx2) Design Moment

4606.0 k OK 4341.0 k

X-X Moments

-158.7 kN.m, 141.8 kN.m 158.7 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

-14.1 kN.m, -14.1 kN.m 2986.6, 20.0

59.7 kN.m 59.7 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(158.7² + 59.7² ) atn(59.7/ 158.7)

169.6 kN.m 20.6 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F)

0.741, 586 mm, 600 mm, 434.02 mm, 182274 mm², 241.3 m 1 x 25, 507.8, -0.059, -119, -214.9, -58.4 1 x 25, 339.1, 0.077, 153, -46.2, 75.2 1 x 20, 453.9, -0.016, -32, -161.0, -10.1 1 x 20, 397.6, 0.029, 59, -104.8, 18.4 1 x 20, 421.6, 0.010, 20, -128.8, 6.3 1 x 20, 334.6, 0.080, 160, -41.7, 50.4

12.6 -3.5 1.6 -1.9 -0.8 -2.1

kN kN kN kN kN kN

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

Job ref Sheet Made By Date Checked Approved

1 x 25, 246.7, 0.151, 302, 46.2, 148.3 1 x 25, 77.9, 0.287, 437, 214.9, 214.5 1 x 20, 188.1, 0.198, 397, 104.8, 124.6 1 x 20, 131.8, 0.244, 437, 161.0, 137.3 1 x 20, 251.1, 0.147, 295, 41.7, 92.7 1 x 20, 164.1, 0.218, 435, 128.8, 136.8 182274 x 0.45 x 25 -58+75-10+18+6+50+148+215+125+137+9 +137+2051-2986.6

Max Moment/Mu

2050.6 x (586 / 2 - 241.3) 105.7 + (12.6+-3.5+1.6+-1.9+-0.8+-2.1+6.9 + (46.1+13.1+22.1+3.9+17.6) 169.6 / 221.2

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

53.1 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

20 mm, 360 m

OK

: Job Ref : Sheet Ref / 9: D.O.C.K : OCT 2012 : F.O.O : K.M.M

6.9 46.1 13.1 22.1 3.9 17.6 2050.6

kN kN kN kN kN kN k

0.0

k OK 105.7 kN 221.2kN 0.76

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 10: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Column @ COLUMN TYPE C1 Level 3

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Deep, Bottom: Deep Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.20 1.20 2600 2700

LEX=3120.0 MM, LEX/H=7.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, U NBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

3927.0 k

.45x(600x400-5730)x25 + 0.95x5730.3x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5730)x25 + 0.95x5730.3x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

5139.7 k OK 4876.1 k

X-X Moments

-162.7 kN.m, 137.0 kN.m 3927.0 kN, 20.0 mm

78.5 kN.m 162.7 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

70.6 kN.m, -47.0 kN.m 70.6 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(162.7² + 70.6² ) atn(70.6/ 162.7)

177.4 kN.m 23.5 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F)

0.859, 606 mm, 600 mm, 520.10 mm, 214039 mm², 277.3 m 1 x 32, 521.6, -0.001, -2, -218.7, -1.6

0.4 kN

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

: Job Ref : Sheet Ref / 11: D.O.C.K : OCT 2012 : F.O.O : K.M.M

1 x 32, 333.7, 0.125, 251, -30.8, 201.8 1 x 20, 464.5, 0.037, 75, -161.6, 23.5 1 x 20, 401.8, 0.080, 159, -99.0, 50.0 1 x 20, 440.8, 0.053, 107, -137.9, 33.5 1 x 20, 357.6, 0.109, 219, -54.7, 68.7 1 x 32, 272.1, 0.167, 334, 30.8, 268.5 1 x 32, 84.2, 0.293, 437, 218.7, 351.5 1 x 20, 203.9, 0.213, 426, 99.0, 133.7 1 x 20, 141.3, 0.255, 437, 161.6, 137.3 1 x 20, 248.1, 0.183, 366, 54.7, 115.0 1 x 20, 165.0, 0.239, 437, 137.9, 137.3 214039 x 0.45 x 25 -2+202+24+50+34+69+268+351+134+137+11 +137+2408-3927

Max Moment/Mu

2407.9 x (606 / 2 - 277.3) 61.7 + (0.4+-6.2+-3.8+-4.9+-4.6+-3.8+8.3 + (76.9+13.2+22.2+6.3+18.9) 177.4 / 184.4

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

41.4 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

18 mm, 360 m

OK

-6.2 -3.8 -4.9 -4.6 -3.8 8.3 76.9 13.2 22.2 6.3 18.9 2407.9

kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 61.7 kN 184.4kN 0.96

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

3927.0 k

.45x(600x400-5730)x25 + 0.95x5730.3x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5730)x25 + 0.95x5730.3x460

OK Applied Moments (Mx1, Mx2) Design Moment

5139.7 k OK 4876.1 k

X-X Moments

-162.7 kN.m, 137.0 kN.m 162.7 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

70.6 kN.m, -47.0 kN.m 3927.0, 20.0

78.5 kN.m 78.5 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(162.7² + 78.5² ) atn(78.5/ 162.7)

180.7 kN.m 25.8 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F)

0.858, 621 mm, 600 mm, 532.64 mm, 214363 mm², 284.7 m 1 x 32, 535.6, -0.002, -4, -225.1, -3.1 1 x 32, 330.4, 0.133, 266, -19.9, 213.7 1 x 20, 472.6, 0.039, 79, -162.1, 24.8 1 x 20, 404.2, 0.084, 169, -93.7, 53.0 1 x 20, 456.6, 0.050, 100, -146.0, 31.4 1 x 20, 374.9, 0.104, 207, -64.4, 65.1

0.7 -4.2 -4.0 -5.0 -4.6 -4.2

kN kN kN kN kN kN

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

1 x 32, 290.6, 0.159, 318, 19.9, 255.8 1 x 32, 85.5, 0.294, 437, 225.1, 351.5 1 x 20, 216.8, 0.208, 415, 93.7, 130.4 1 x 20, 148.5, 0.252, 437, 162.1, 137.3 1 x 20, 246.2, 0.188, 377, 64.4, 118.3 1 x 20, 164.5, 0.242, 437, 146.0, 137.3 214363 x 0.45 x 25 -3+214+25+53+31+65+256+351+130+137+11 +137+2412-3927

Max Moment/Mu

2411.6 x (621 / 2 - 284.7) 62.3 + (0.7+-4.2+-4.0+-5.0+-4.6+-4.2+5.1 + (79.1+12.2+22.3+7.6+20.0) 180.7 / 187.3

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

41.4 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

20 mm, 360 m

OK

: Job Ref : Sheet Ref / 12: D.O.C.K : OCT 2012 : F.O.O : K.M.M

5.1 79.1 12.2 22.3 7.6 20.0 2411.6

kN kN kN kN kN kN k

0.0

k OK 62.3 kN 187.3kN 0.96

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 13: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C1 LEVEL 2

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=5000

Top: Deep, Bottom: Deep Top: Deep, Bottom: Deep Lox=5000-(700+700)/2 Loy=5000-(600+600)/2

1.20 1.20 4300 4400

LEX=5160.0 MM, LEX/H=12.9, EXX=20.0 MM LEY=5280.0 MM, LEY/B=8.8, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

5105.0 k

.45x(600x400-12596)x25 + 0.95x12596.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-12596)x25 + 0.95x12596.2x460

OK

8062.8 k OK 7807.0 k

X-X Moments

Applied Moments (Mx1, Mx2) -122.6 kN.m, 111.4 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (8063 - 5105)/(8063 - 1296) < 1 au = βa • K • h 0.083, 1.000, 400 Madd= N • au 5105 x 33.3 Mi=fn(Mx1, Mx2) -122.6 kN.m, 111.4 kN.m M2+Madd, M nom 292.5 kN.m, 102.1 kN.m M nom=fn(N, exx) 5105.0 kN, 20.0 mm Design Moment

1.00 33.3 mm 169.9 kN.m 49.0 kN.m 169.9 kN.m 292.5 kN.m

Y-Y Moments Applied Moments (My1, My2) 138.6 kN.m, -87.8 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (8063 - 5105)/(8063 - 598) < 1 au = βa • K • h 0.039, 1.000, 400 Madd= N • au 5105 x 23.2 Mi=fn(My1, My2) 138.6 kN.m, -87.8 kN.m M nom=fn(M2+Madd) 257.2 M nom=fn(N, eyy) 5105.0, 20.0 Design Moment

1.00 23.2 mm 118.6 kN.m 55.4 kN.m 0.0 kN.m 118.6 kN.m 257.2 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 14: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(292.5² + 257.2² ) atn(257.2/ 292.5)

389.5 kN.m 41.3 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Bar group15:M15 fn(bars,d,ε%,,la,F) Bar group16:M16 fn(bars,d,ε%,,la,F) Bar group17:M17 fn(bars,d,ε%,,la,F) Bar group18:M18 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M18)

0.775, 697 mm, 600 mm, 539.74 mm, 195184 mm², 300.6 m 1 x 32, 606.3, -0.043, -86, -258.0, -69.4 1 x 32, 294.6, 0.159, 318, 53.7, 255.7 1 x 32, 543.9, -0.003, -5, -195.6, -4.4 1 x 32, 481.6, 0.038, 75, -133.3, 60.6 1 x 32, 419.3, 0.078, 156, -71.0, 125.7 1 x 32, 356.9, 0.119, 237, -8.6, 190.7 1 x 25, 557.5, -0.012, -23, -209.2, -11.3 1 x 25, 506.4, 0.022, 43, -158.1, 21.2 1 x 25, 455.4, 0.055, 109, -107.1, 53.7 1 x 32, 402.0, 0.089, 179, -53.7, 143.7 1 x 32, 90.3, 0.291, 437, 258.0, 351.5 1 x 32, 339.7, 0.130, 259, 8.6, 208.7 1 x 32, 277.3, 0.170, 340, 71.0, 273.7 1 x 32, 215.0, 0.211, 421, 133.3, 338.7 1 x 32, 152.7, 0.251, 437, 195.6, 351.5 1 x 25, 241.2, 0.194, 387, 107.1, 190.0 1 x 25, 190.1, 0.227, 437, 158.1, 214.5 1 x 25, 139.1, 0.260, 437, 209.2, 214.5 195184 x 0.45 x 25 -69+256-4+61+126+191-11+21+54+144+35 +209+274+339+351+190+215+215+2196-5105

Max Moment/Mu

2195.8 x (697 / 2 - 300.6) 104.7 + (17.9+13.7+0.9+-8.1+-8.9+-1.6+2.4 + (-3.4+-5.8+-7.7+90.7+1.8+19.4+45.2 + (68.8+20.4+33.9+44.9) 389.5 / 429.1

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

57.3 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

50.4 mm, 360 m

OK

17.9 13.7 0.9 -8.1 -8.9 -1.6 2.4 -3.4 -5.8 -7.7 90.7 1.8 19.4 45.2 68.8 20.4 33.9 44.9 2195.8

kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.1

k OK 104.7 kN

429.1kN 0.90

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

5105.0 k

.45x(600x400-12596)x25 + 0.95x12596.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-12596)x25 + 0.95x12596.2x460

OK

8062.8 k OK 7807.0 k

X-X Moments

Applied Moments (Mx1, Mx2) -122.6 kN.m, 111.4 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (8063 - 5105)/(8063 - 1296) < 1 au = βa • K • h 0.083, 1.000, 400 Madd= N • au 5105 x 33.3 Mi=fn(Mx1, Mx2) -122.6 kN.m, 111.4 kN.m M2+Madd, M nom 292.5 kN.m, 0.0 kN.m M nom=fn(N, exx) 5105.0 kN, 20.0 mm Design Moment

1.00 33.3 mm 169.9 kN.m 49.0 kN.m 169.9 kN.m 292.5 kN.m

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 15: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Y-Y Moments Applied Moments (My1, My2) 138.6 kN.m, -87.8 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (8063 - 5105)/(8063 - 598) < 1 au = βa • K • h 0.039, 1.000, 400 Madd= N • au 5105 x 23.2 Mi=fn(My1, My2) 138.6 kN.m, -87.8 kN.m M nom=fn(M2+Madd) 257.2 M nom=fn(N, eyy) 5105.0, 20.0 Design Moment

1.00 23.2 mm 118.6 kN.m 55.4 kN.m 102.1 kN.m 118.6 kN.m 257.2 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(292.5² + 257.2² ) atn(257.2/ 292.5)

389.5 kN.m 41.3 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Bar group15:M15 fn(bars,d,ε%,,la,F) Bar group16:M16 fn(bars,d,ε%,,la,F) Bar group17:M17 fn(bars,d,ε%,,la,F) Bar group18:M18 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M18)

0.775, 697 mm, 600 mm, 539.74 mm, 195184 mm², 300.6 m 1 x 32, 606.3, -0.043, -86, -258.0, -69.4 1 x 32, 294.6, 0.159, 318, 53.7, 255.7 1 x 32, 543.9, -0.003, -5, -195.6, -4.4 1 x 32, 481.6, 0.038, 75, -133.3, 60.6 1 x 32, 419.3, 0.078, 156, -71.0, 125.7 1 x 32, 356.9, 0.119, 237, -8.6, 190.7 1 x 25, 557.5, -0.012, -23, -209.2, -11.3 1 x 25, 506.4, 0.022, 43, -158.1, 21.2 1 x 25, 455.4, 0.055, 109, -107.1, 53.7 1 x 32, 402.0, 0.089, 179, -53.7, 143.7 1 x 32, 90.3, 0.291, 437, 258.0, 351.5 1 x 32, 339.7, 0.130, 259, 8.6, 208.7 1 x 32, 277.3, 0.170, 340, 71.0, 273.7 1 x 32, 215.0, 0.211, 421, 133.3, 338.7 1 x 32, 152.7, 0.251, 437, 195.6, 351.5 1 x 25, 241.2, 0.194, 387, 107.1, 190.0 1 x 25, 190.1, 0.227, 437, 158.1, 214.5 1 x 25, 139.1, 0.260, 437, 209.2, 214.5 195184 x 0.45 x 25 -69+256-4+61+126+191-11+21+54+144+35 +209+274+339+351+190+215+215+2196-5105

Max Moment/Mu

2195.8 x (697 / 2 - 300.6) 104.7 + (17.9+13.7+0.9+-8.1+-8.9+-1.6+2.4 + (-3.4+-5.8+-7.7+90.7+1.8+19.4+45.2 + (68.8+20.4+33.9+44.9) 389.5 / 429.1

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

57.3 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

50.4 mm, 360 m

OK

17.9 13.7 0.9 -8.1 -8.9 -1.6 2.4 -3.4 -5.8 -7.7 90.7 1.8 19.4 45.2 68.8 20.4 33.9 44.9 2195.8

kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.1

k OK 104.7 kN

429.1kN 0.90

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 16: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C1 LEVEL 1

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 500 mm deep column βy : for 600 mm wide column Lc=5000

Top: Deep, Bottom: Shallow Top: Deep, Bottom: Shallow Lox=5000-(700+0)/2 Loy=5000-(600+0)/2

1.30 1.30 4650 4700

LEX=6045.0 MM, LEX/H=12.1, EXX=20.0 MM LEY=6110.0 MM, LEY/B=10.2, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

6465.5 k

.45x(600x500-14476)x25 + 0.95x14476.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x500-14476)x25 + 0.95x14476.5x460

OK Applied Moments (Mx1, Mx2) -59.4 kN.m, 98.6 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (9538 - 6466)/(9538 - 846) < 1 au = βa • K • h 0.073, 1.000, 500 Madd= N • au 6466 x 36.5 Mi=fn(Mx1, Mx2) -59.4 kN.m, 98.6 kN.m M2+Madd, M nom 334.9 kN.m, 129.3 kN.m M nom=fn(N, exx) 6465.5 kN, 20.0 mm Design Moment

9538.4 k OK 9217.1 k

X-X Moments 1.00 36.5 mm 236.3 kN.m 39.4 kN.m 236.3 kN.m 334.9 kN.m

Y-Y Moments Applied Moments (My1, My2) 85.3 kN.m, -140.2 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (9538 - 6466)/(9538 - 872) < 1 au = βa • K • h 0.052, 1.000, 500 Madd= N • au 6466 x 31.1 Mi=fn(My1, My2) 85.3 kN.m, -140.2 kN.m M nom=fn(M2+Madd) 341.3

1.00 31.1 mm 201.1 kN.m 56.1 kN.m 0.0 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], M nom=fn(N, eyy) Design Moment

: Job Ref : Sheet Ref / 17: D.O.C.K : OCT 2012 : F.O.O : K.M.M

6465.5, 20.0

201.1 kN.m 341.3 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(334.9² + 341.3² ) atn(341.3/ 334.9)

478.2 kN.m 45.5 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Bar group15:M15 fn(bars,d,ε%,,la,F) Bar group16:M16 fn(bars,d,ε%,,la,F) Bar group17:M17 fn(bars,d,ε%,,la,F) Bar group18:M18 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M18)

0.811, 778 mm, 600 mm, 631.45 mm, 255828 mm², 346.2 m 1 x 32, 688.0, -0.031, -63, -298.7, -50.4 1 x 32, 351.0, 0.155, 311, 38.2, 250.0 1 x 32, 620.6, 0.006, 12, -231.3, 9.7 1 x 32, 553.2, 0.043, 87, -163.9, 69.8 1 x 32, 485.8, 0.081, 161, -96.6, 129.9 1 x 32, 418.4, 0.118, 236, -29.2, 189.9 1 x 32, 622.8, 0.005, 10, -233.6, 7.7 1 x 32, 557.7, 0.041, 82, -168.5, 65.8 1 x 32, 492.6, 0.077, 154, -103.3, 123.8 1 x 32, 427.4, 0.113, 226, -38.2, 181.9 1 x 32, 90.5, 0.300, 437, 298.7, 351.5 1 x 32, 360.1, 0.150, 301, 29.2, 242.0 1 x 32, 292.7, 0.188, 376, 96.6, 302.0 1 x 32, 225.3, 0.225, 437, 163.9, 351.5 1 x 32, 157.9, 0.262, 437, 231.3, 351.5 1 x 32, 285.9, 0.192, 383, 103.3, 308.1 1 x 32, 220.8, 0.228, 437, 168.5, 351.5 1 x 32, 155.6, 0.264, 437, 233.6, 351.5 255828 x 0.45 x 25 -50+250+10+70+130+190+8+66+124+182+35 +242+302+351+351+308+351+351+2878-6465.5

Max Moment/Mu

2878.1 x (778 / 2 - 346.2) 123.8 + (15.0+9.6+-2.2+-11.4+-12.5+-5.5 + (-1.8+-11.1+-12.8+-7.0+105.0+7.1 + (29.2+57.6+81.3+31.8+59.2+82.1) 478.2 / 537.3

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

51.8 mm, 300 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

52.8 mm, 360 m

OK

15.0 9.6 -2.2 -11.4 -12.5 -5.5 -1.8 -11.1 -12.8 -7.0 105.0 7.1 29.2 57.6 81.3 31.8 59.2 82.1 2878.1

kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.1

k OK 123.8 kN

537.3kN 0.89

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

6465.5 k

.45x(600x500-14476)x25 + 0.95x14476.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x500-14476)x25 + 0.95x14476.5x460

OK Applied Moments (Mx1, Mx2) -59.4 kN.m, 98.6 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (9538 - 6466)/(9538 - 846) < 1 au = βa • K • h 0.073, 1.000, 500 Madd= N • au 6466 x 36.5 Mi=fn(Mx1, Mx2) -59.4 kN.m, 98.6 kN.m

9538.4 k OK 9217.1 k

X-X Moments 1.00 36.5 mm 236.3 kN.m 39.4 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], M2+Madd, M nom M nom=fn(N, exx) Design Moment

: Job Ref : Sheet Ref / 18: D.O.C.K : OCT 2012 : F.O.O : K.M.M

334.9 kN.m, 0.0 kN.m 6465.5 kN, 20.0 mm

236.3 kN.m 334.9 kN.m

Y-Y Moments Applied Moments (My1, My2) 85.3 kN.m, -140.2 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (9538 - 6466)/(9538 - 872) < 1 au = βa • K • h 0.052, 1.000, 500 Madd= N • au 6466 x 31.1 Mi=fn(My1, My2) 85.3 kN.m, -140.2 kN.m M nom=fn(M2+Madd) 341.3 M nom=fn(N, eyy) 6465.5, 20.0 Design Moment

1.00 31.1 mm 201.1 kN.m 56.1 kN.m 129.3 kN.m 201.1 kN.m 341.3 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(334.9² + 341.3² ) atn(341.3/ 334.9)

478.2 kN.m 45.5 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Bar group15:M15 fn(bars,d,ε%,,la,F) Bar group16:M16 fn(bars,d,ε%,,la,F) Bar group17:M17 fn(bars,d,ε%,,la,F) Bar group18:M18 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M18)

0.811, 778 mm, 600 mm, 631.45 mm, 255828 mm², 346.2 m 1 x 32, 688.0, -0.031, -63, -298.7, -50.4 1 x 32, 351.0, 0.155, 311, 38.2, 250.0 1 x 32, 620.6, 0.006, 12, -231.3, 9.7 1 x 32, 553.2, 0.043, 87, -163.9, 69.8 1 x 32, 485.8, 0.081, 161, -96.6, 129.9 1 x 32, 418.4, 0.118, 236, -29.2, 189.9 1 x 32, 622.8, 0.005, 10, -233.6, 7.7 1 x 32, 557.7, 0.041, 82, -168.5, 65.8 1 x 32, 492.6, 0.077, 154, -103.3, 123.8 1 x 32, 427.4, 0.113, 226, -38.2, 181.9 1 x 32, 90.5, 0.300, 437, 298.7, 351.5 1 x 32, 360.1, 0.150, 301, 29.2, 242.0 1 x 32, 292.7, 0.188, 376, 96.6, 302.0 1 x 32, 225.3, 0.225, 437, 163.9, 351.5 1 x 32, 157.9, 0.262, 437, 231.3, 351.5 1 x 32, 285.9, 0.192, 383, 103.3, 308.1 1 x 32, 220.8, 0.228, 437, 168.5, 351.5 1 x 32, 155.6, 0.264, 437, 233.6, 351.5 255828 x 0.45 x 25 -50+250+10+70+130+190+8+66+124+182+35 +242+302+351+351+308+351+351+2878-6465.5

Max Moment/Mu

2878.1 x (778 / 2 - 346.2) 123.8 + (15.0+9.6+-2.2+-11.4+-12.5+-5.5 + (-1.8+-11.1+-12.8+-7.0+105.0+7.1 + (29.2+57.6+81.3+31.8+59.2+82.1) 478.2 / 537.3

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

51.8 mm, 300 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

52.8 mm, 360 m

OK

15.0 9.6 -2.2 -11.4 -12.5 -5.5 -1.8 -11.1 -12.8 -7.0 105.0 7.1 29.2 57.6 81.3 31.8 59.2 82.1 2878.1

kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.1

k OK 123.8 kN

537.3kN 0.89

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 19: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C2 LEVEL 6

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Deep, Bottom: Deep Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.20 1.20 2600 2700

LEX=3120.0 MM, LEX/H=7.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

991.7 k

.45x(600x400-4398)x25 + 0.95x4398.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-4398)x25 + 0.95x4398.2x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

310.0 kN.m, -331.6 kN.m 991.7 kN, 20.0 mm

4572.5 k OK 4307.5 k

X-X Moments 19.8 kN.m 331.6 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

0.0 kN.m, -8.6 kN.m 8.6 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(331.6² + 8.6² ) atn(8.6/ 331.6)

331.7 kN.m 1.5 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 20: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M14)

0.452, 415 mm, 600 mm, 187.62 mm, 96682 mm², 88.3 m 1 x 20, 355.9, -0.314, -437, -148.2, -137.3 1 x 20, 343.4, -0.291, -437, -135.7, -137.3 1 x 20, 352.8, -0.308, -437, -145.1, -137.3 1 x 20, 349.7, -0.302, -437, -142.0, -137.3 1 x 20, 346.5, -0.296, -437, -138.8, -137.3 1 x 20, 261.3, -0.137, -275, -53.6, -86.4 1 x 20, 166.7, 0.039, 78, 41.0, 24.6 1 x 20, 72.0, 0.216, 431, 135.7, 135.5 1 x 20, 59.5, 0.239, 437, 148.2, 137.3 1 x 20, 68.9, 0.221, 437, 138.8, 137.3 1 x 20, 65.8, 0.227, 437, 142.0, 137.3 1 x 20, 62.6, 0.233, 437, 145.1, 137.3 1 x 20, 248.8, -0.114, -228, -41.0, -71.7 1 x 20, 154.1, 0.062, 125, 53.6, 39.3 96682 x 0.45 x 25 -137-137-137-137-137-86+25+135+137+13 +137+137-72+39+1088-991.7

Max Moment/Mu

1087.7 x (415 / 2 - 88.3) 129.9 + (20.3+18.6+19.9+19.5+19.1+4.6+1.0 + (18.4+20.3+19.1+19.5+19.9+2.9+2.1) 331.7 / 335.2

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

334.4 mm, 240 m

100 As/bd, vc, vc' As/Svreq, Sv, Links Asvreq, Asvpvd

2.14%, 0.85 N/mm², 0.85 N/mm² 0 mm, 225 mm, 3 no 8 mm legs 0 mm², 151 mm²

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

8.7 mm, 360 m

OK

20.3 18.6 19.9 19.5 19.1 4.6 1.0 18.4 20.3 19.1 19.5 19.9 2.9 2.1 1087.7

kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 129.9 kN 335.2kN 0.98

X-X Shear Checks OK

links reqd. Link check

Nominal OK Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

991.7 k

.45x(600x400-4398)x25 + 0.95x4398.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-4398)x25 + 0.95x4398.2x460

OK Applied Moments (Mx1, Mx2) Design Moment

4572.5 k OK 4307.5 k

X-X Moments

310.0 kN.m, -331.6 kN.m 331.6 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

0.0 kN.m, -8.6 kN.m 991.7, 20.0

19.8 kN.m 19.8 kN.m

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 21: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(331.6² + 19.8² ) atn(19.8/ 331.6)

332.2 kN.m 3.4 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M14)

0.459, 435 mm, 600 mm, 199.91 mm, 97380 mm², 98.6 m 1 x 20, 373.8, -0.304, -437, -156.2, -137.3 1 x 20, 344.9, -0.254, -437, -127.3, -137.3 1 x 20, 366.5, -0.292, -437, -149.0, -137.3 1 x 20, 359.3, -0.279, -437, -141.7, -137.3 1 x 20, 352.1, -0.266, -437, -134.5, -137.3 1 x 20, 279.3, -0.139, -278, -61.7, -87.3 1 x 20, 184.8, 0.027, 53, 32.8, 16.7 1 x 20, 90.3, 0.192, 384, 127.3, 120.6 1 x 20, 61.4, 0.243, 437, 156.2, 137.3 1 x 20, 83.0, 0.205, 409, 134.5, 128.6 1 x 20, 75.8, 0.217, 435, 141.7, 136.5 1 x 20, 68.6, 0.230, 437, 149.0, 137.3 1 x 20, 250.4, -0.088, -177, -32.8, -55.5 1 x 20, 155.9, 0.077, 154, 61.7, 48.5 97380 x 0.45 x 25 -137-137-137-137-137-87+17+121+137+12 +137+137-55+48+1096-991.7

Max Moment/Mu

1095.5 x (435 / 2 - 98.6) 130.3 + (21.4+17.5+20.5+19.5+18.5+5.4+0.5 + (15.4+21.4+17.3+19.4+20.5+1.8+3.0) 332.2 / 332.3

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

334.4 mm, 240 m

100 As/bd, vc, vc' As/Svreq, Sv, Links Asvreq, Asvpvd

2.14%, 0.85 N/mm², 0.85 N/mm² 0 mm, 225 mm, 3 no 8 mm legs 0 mm², 151 mm²

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

20 mm, 360 m

OK

21.4 17.5 20.5 19.5 18.5 5.4 0.5 15.4 21.4 17.3 19.4 20.5 1.8 3.0 1095.5

kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.1

k OK 130.3 kN 332.3kN 1.00

X-X Shear Checks OK

links reqd. Link check

Nominal OK Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 22: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C2 LEVEL 5

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Deep, Bottom: Deep Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.20 1.20 2600 2700

LEX=3120.0 MM, LEX/H=7.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2014.6 k

.45x(600x400-3770)x25 + 0.95x3769.9x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-3770)x25 + 0.95x3769.9x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

243.4 kN.m, -200.8 kN.m 2014.6 kN, 20.0 mm

4305.0 k OK 4039.3 k

X-X Moments 40.3 kN.m 243.4 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

-7.3 kN.m, 10.0 kN.m 10.0 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(243.4² + 10.0² ) atn(10.0/ 243.4)

243.6 kN.m 2.4 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 23: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.635, 424 mm, 600 mm, 269.40 mm, 138206 mm², 127.3 m 1 x 20, 364.0, -0.123, -246, -151.8, -77.2 1 x 20, 344.1, -0.097, -194, -131.9, -61.0 1 x 20, 357.3, -0.114, -228, -145.2, -71.8 1 x 20, 350.7, -0.106, -211, -138.6, -66.4 1 x 20, 269.4, 0.000, 0, -57.2, 0.0 1 x 20, 174.8, 0.123, 246, 37.4, 77.2 1 x 20, 80.2, 0.246, 437, 131.9, 137.3 1 x 20, 60.3, 0.272, 437, 151.8, 137.3 1 x 20, 73.6, 0.254, 437, 138.6, 137.3 1 x 20, 67.0, 0.263, 437, 145.2, 137.3 1 x 20, 249.5, 0.026, 52, -37.4, 16.2 1 x 20, 154.9, 0.149, 297, 57.2, 93.5 138206 x 0.45 x 25 -77-61-72-66+0+77+137+137+137+137+1 +93+1555-2014.6

Max Moment/Mu

1554.8 x (424 / 2 - 127.3) 132.0 + (11.7+8.0+10.4+9.2+0.0+2.9+18.1 + (20.8+19.0+19.9+-0.6+5.3) 243.6 / 256.9

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

120.8 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

5 mm, 360 m

OK

11.7 8.0 10.4 9.2 0.0 2.9 18.1 20.8 19.0 19.9 -0.6 5.3 1554.8

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 132.0 kN 256.9kN 0.94

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

BI-AXIAL , SHORT, UNBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2014.6 k

.45x(600x400-3770)x25 + 0.95x3769.9x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-3770)x25 + 0.95x3769.9x460

OK Applied Moments (Mx1, Mx2) Design Moment

4305.0 k OK 4039.3 k

X-X Moments

243.4 kN.m, -200.8 kN.m 243.4 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

-7.3 kN.m, 10.0 kN.m 2014.6, 20.0

40.3 kN.m 40.3 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(243.4² + 40.3² ) atn(40.3/ 243.4)

246.7 kN.m 9.4 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F)

0.621, 493 mm, 600 mm, 306.10 mm, 137745 mm², 160.5 m 1 x 20, 425.9, -0.137, -274, -179.6, -86.1 1 x 20, 346.9, -0.047, -93, -100.6, -29.3

15.5 kN 2.9 kN

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

1 x 20, 399.6, -0.107, -214, -153.3, -67.2 1 x 20, 373.2, -0.077, -154, -126.9, -48.2 1 x 20, 332.5, -0.030, -60, -86.2, -19.0 1 x 20, 239.1, 0.077, 153, 7.2, 48.1 1 x 20, 145.7, 0.183, 367, 100.6, 115.2 1 x 20, 66.7, 0.274, 437, 179.6, 137.3 1 x 20, 119.4, 0.213, 427, 126.9, 134.1 1 x 20, 93.0, 0.244, 437, 153.3, 137.3 1 x 20, 253.5, 0.060, 120, -7.2, 37.8 1 x 20, 160.1, 0.167, 334, 86.2, 104.9 137745 x 0.45 x 25 -86-29-67-48-19+48+115+137+134+137+3 +105+1550-2014.6

Max Moment/Mu

1549.6 x (493 / 2 - 160.5) 133.0 + (15.5+2.9+10.3+6.1+1.6+0.3+11.6 + (24.7+17.0+21.0+-0.3+9.0) 246.7 / 252.9

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

120.8 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

20 mm, 360 m

OK

: Job Ref : Sheet Ref / 24: D.O.C.K : OCT 2012 : F.O.O : K.M.M

10.3 6.1 1.6 0.3 11.6 24.7 17.0 21.0 -0.3 9.0 1549.6

kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 133.0 kN 252.9kN 0.97

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 25: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C2 LEVEL 4

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Deep, Bottom: Deep Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.20 1.20 2600 2700

LEX=3120.0 MM, LEX/H=7.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2928.0 k

.45x(600x400-5890)x25 + 0.95x5890.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5890)x25 + 0.95x5890.5x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

257.0 kN.m, -224.5 kN.m 2928.0 kN, 20.0 mm

5207.9 k OK 4944.5 k

X-X Moments 58.6 kN.m 257.0 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

-2.8 kN.m, 0.0 kN.m 2.8 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(257.0² + 2.8² ) atn(2.8/ 257.0)

257.0 kN.m 0.6 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 26: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

0.742, 407 mm, 600 mm, 301.53 mm, 160874 mm², 137.3 m 1 x 25, 345.4, -0.051, -102, -142.1, -49.9 7.1 1 x 25, 340.1, -0.045, -90, -136.9, -44.0 6.0 1 x 25, 343.6, -0.049, -98, -140.4, -48.0 6.7 1 x 25, 341.9, -0.047, -94, -138.6, -46.0 6.4 1 x 25, 252.4, 0.057, 114, -49.1, 56.0 -2.8 1 x 25, 159.4, 0.165, 330, 43.9, 162.0 7.1 1 x 25, 66.4, 0.273, 437, 136.9, 214.5 29.4 1 x 25, 61.2, 0.279, 437, 142.1, 214.5 30.5 1 x 25, 64.6, 0.275, 437, 138.6, 214.5 29.7 1 x 25, 62.9, 0.277, 437, 140.4, 214.5 30.1 1 x 25, 247.1, 0.063, 126, -43.9, 62.0 -2.7 1 x 25, 154.2, 0.171, 342, 49.1, 167.9 8.2 160874 x 0.45 x 25 1809.8 -50-44-48-46+56+162+215+215+215+21+62+168+1810-2928 -0.1

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12) Max Moment/Mu

1809.8 x (407 / 2 - 137.3) 119.3 + (7.1+6.0+6.7+6.4+-2.8+7.1+29.4+30.5 + (29.7+30.1+-2.7+8.2) 257.0 / 275.1

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

87.8 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

1 mm, 360 m

OK

kN kN kN kN kN kN kN kN kN kN kN kN k k OK 119.3 kN 275.1kN 0.93

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2928.0 k

.45x(600x400-5890)x25 + 0.95x5890.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5890)x25 + 0.95x5890.5x460

OK Applied Moments (Mx1, Mx2) Design Moment

5207.9 k OK 4944.5 k

X-X Moments

257.0 kN.m, -224.5 kN.m 257.0 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

-2.8 kN.m, 0.0 kN.m 2928.0, 20.0

58.6 kN.m 58.6 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(257.0² + 58.6² ) atn(58.6/ 257.0)

263.6 kN.m 12.8 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F)

0.702, 523 mm, 600 mm, 367.62 mm, 162588 mm², 196.0 m 1 x 25, 450.9, -0.079, -159, -189.2, -77.8 1 x 25, 344.5, 0.022, 44, -82.8, 21.7 1 x 25, 415.4, -0.045, -91, -153.8, -44.7

14.7 kN -1.8 kN 6.9 kN

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

Job ref Sheet Made By Date Checked Approved

1 x 25, 379.9, -0.012, -23, -118.3, -11.5 1 x 25, 360.2, 0.007, 14, -98.5, 6.9 1 x 25, 269.5, 0.093, 187, -7.9, 91.7 1 x 25, 178.8, 0.180, 359, 82.8, 176.4 1 x 25, 72.4, 0.281, 437, 189.2, 214.5 1 x 25, 143.4, 0.213, 427, 118.3, 209.6 1 x 25, 107.9, 0.247, 437, 153.7, 214.5 1 x 25, 253.8, 0.108, 217, 7.9, 106.4 1 x 25, 163.1, 0.195, 389, 98.5, 191.2 162588 x 0.45 x 25 -78+22-45-12+7+92+176+215+210+215+10 +191+1829-2928

Max Moment/Mu

1829.1 x (523 / 2 - 196.0) 120.2 + (14.7+-1.8+6.9+1.4+-0.7+-0.7+14.6 + (40.6+24.8+33.0+0.8+18.8) 263.6 / 272.6

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

87.8 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

20 mm, 360 m

OK

: Job Ref : Sheet Ref / 27: D.O.C.K : OCT 2012 : F.O.O : K.M.M

1.4 -0.7 -0.7 14.6 40.6 24.8 33.0 0.8 18.8 1829.1

kN kN kN kN kN kN kN kN kN k

0.0

k OK 120.2 kN 272.6kN 0.96

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 28: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C2 LEVEL 3

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Deep, Bottom: Deep Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.20 1.20 2600 2700

LEX=3120.0 MM, LEX/H=7.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM U NI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

3736.0 k

.45x(600x400-7854)x25 + 0.95x7854.0x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-7854)x25 + 0.95x7854.0x460

OK M nom Design Moment

6043.8 k OK 5782.7 k

X-X Moments

74.7 257.0 kN.m

Moment Capacity Mu X-X Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0

0.819, 400 mm, 600 mm, 327.49 mm, 176845 mm², 147.4 m 6 x 25, 60.5, 0.285, 437, 139.5, 1287.1 6 x 25, 339.5, -0.013, -26, -139.5, -75.6 2 x 25, 242.3, 0.091, 182, -42.3, 178.7 2 x 25, 157.7, 0.181, 363, 42.3, 356.4 176845 x 0.45 x 25 1287 - 76 + 179 + 356 + 1990 - 3736.0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M4) Max Moment/Mu

1989.5 x (400 / 2 - 147.4) 104.7 + (179.5+10.5+-7.6+15.1) 257.0 / 302.3

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

68.8 mm, 240 m

OK

179.5 10.5 -7.6 15.1 1989.5 0.0

kN kN kN kN k k OK 104.7 kN 302.3kN 0.85

X-X Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 29: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C2 LEVEL 2

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=5000

Top: Deep, Bottom: Shallow Top: Deep, Bottom: Deep Lox=5000-(700+700)/2 Loy=5000-(600+600)/2

1.30 1.20 4300 4400

LEX=5590.0 MM, LEX/H=14.0, EXX=20.0 MM LEY=5280.0 MM, LEY/B=8.8, EYY=20.0 MM SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live

U NI-AXIAL ,

Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

4715.3 k

.45x(600x400-14205)x25 + 0.95x14204.7x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-14205)x25 + 0.95x14204.7x460

OK

8747.7 k OK 8493.6 k

X-X Moments

Applied Moments(M1, M2) -213.2 kN.m, 300.1 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (8748 - 4715)/(8748 - 1296) < 1 au = βa • K • h 0.098, 1.000, 400 Madd= N • au 4715 x 39.1 Initial Moment Mi=fn(M1,M2) -213.2 kN.m, 300.1 kN.m M2+Madd, M nom 484.3, 94.3 Design Moment

1.00 39.1 mm 184.2 kN.m 120.0 kN.m 484.3 kN.m

Moment Capacity Mu X-X Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F)

0.772, 400 mm, 600 mm, 308.80 mm, 166749 mm², 139.0 m 7 x 32, 64.0, 0.277, 437, 136.0, 2460.2 7 x 32, 336.0, -0.031, -62, -136.0, -347.2 2 x 25, 260.0, 0.055, 111, -60.0, 108.6

334.6 kN 47.2 kN -6.5 kN

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

2 x 25, 200.0, 0.123, 247, 0.0, 242.1 2 x 25, 140.0, 0.191, 383, 60.0, 375.7 166749 x 0.45 x 25 2460 -347 +109 +242 +376 +1876 -4715.3

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M5) Max Moment/Mu

1875.9 x (400 / 2 - 139.0) 114.5 + (334.6+47.2+-6.5+0.0+22.5) 484.3 / 512.3

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

102.7 mm, 240 m

OK

: Job Ref : Sheet Ref / 30: D.O.C.K : OCT 2012 : F.O.O : K.M.M

0.0 kN 22.5 kN 1875.9 k 0.0 k OK 114.5 kN 512.3kN 0.94

X-X Shear Checks OK

Nominal links

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 31: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C2 LEVEL 1

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 500 mm deep column βy : for 600 mm wide column Lc=5000

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Shallow Lox=5000-(700+0)/2 Loy=5000-(600+0)/2

1.50 1.30 4650 4700

LEX=6975.0 MM, LEX/H=14.0, EXX=20.0 MM LEY=6110.0 MM, LEY/B=10.2, EYY=20.0 MM SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live

U NI-AXIAL ,

Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

5486.0 k

.45x(600x500-12868)x25 + 0.95x12868.0x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x500-12868)x25 + 0.95x12868.0x460

OK

8853.5 k OK 8530.5 k

X-X Moments

Applied Moments(M1, M2) 175.9 kN.m, -283.7 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (8854 - 5486)/(8854 - 846) < 1 au = βa • K • h 0.097, 1.000, 500 Madd= N • au 5486 x 48.7 Initial Moment Mi=fn(M1,M2) 175.9 kN.m, -283.7 kN.m M2+Madd, M nom 550.6, 109.7 Design Moment

1.00 48.7 mm 266.9 kN.m 113.5 kN.m 550.6 kN.m

Moment Capacity Mu X-X Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu)

0.831, 500 mm, 600 mm, 415.39 mm, 224311 mm², 186.9 m 5 x 32, 64.0, 0.296, 437, 186.0, 1757.3 5 x 32, 436.0, -0.017, -35, -186.0, -139.7 2 x 32, 335.0, 0.068, 135, -85.0, 217.9 2 x 32, 250.0, 0.139, 279, 0.0, 448.3 2 x 32, 165.0, 0.211, 422, 85.0, 678.7 224311 x 0.45 x 25

326.9 26.0 -18.5 0.0 57.7 2523.5

kN kN kN kN kN k

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

F Equlibrum  (Ft) + FC - Fapp = 0

1757 -140 + 218 + 448 + 679 + 2523 -5486

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M5) Max Moment/Mu

2523.5 x (500 / 2 - 186.9) 159.2 + (326.9+26.0+-18.5+0.0+57.7) 550.6 / 551.2

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

100.4 mm, 300 m

OK

: Job Ref : Sheet Ref / 32: D.O.C.K : OCT 2012 : F.O.O : K.M.M

0.0

k OK 159.2 kN 551.2kN 0.99

X-X Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 33: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C3 LEVEL 6

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.20 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

598.9 k

.45x(600x400-4398)x25 + 0.95x4398.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-4398)x25 + 0.95x4398.2x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

-165.2 kN.m, 191.9 kN.m 598.9 kN, 20.0 mm

4572.5 k OK 4307.5 k

X-X Moments 12.0 kN.m 191.9 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

-129.1 kN.m, 153.5 kN.m 153.5 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(191.9² + 153.5² ) atn(153.5/ 191.9)

245.7 kN.m 38.7 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 34: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Max Moment/Mu

0.445, 687 mm, 600 mm, 305.98 mm, 77731 mm², 183.6 m 1 x 20, 605.6, -0.343, -437, -262.1, -137.3 1 x 20, 303.3, 0.003, 6, 40.3, 1.9 1 x 20, 530.0, -0.256, -437, -186.5, -137.3 1 x 20, 454.5, -0.170, -340, -110.9, -106.7 1 x 20, 378.9, -0.083, -167, -35.3, -52.4 1 x 20, 531.7, -0.258, -437, -188.1, -137.3 1 x 20, 457.8, -0.174, -347, -114.2, -109.1 1 x 20, 383.9, -0.089, -178, -40.3, -56.0 1 x 20, 81.5, 0.257, 437, 262.1, 137.3 1 x 20, 308.3, -0.003, -5, 35.3, -1.6 1 x 20, 232.7, 0.084, 168, 110.9, 52.7 1 x 20, 157.1, 0.170, 341, 186.5, 107.0 1 x 20, 229.4, 0.088, 175, 114.2, 55.1 1 x 20, 155.4, 0.172, 344, 188.1, 108.2 77731 x 0.45 x 25 -137+2-137-107-52-137-109-56+137-2+5 +107+55+108+874-598.9 874.5 x (687 / 2 - 183.6) 139.9 + (36.0+0.1+25.6+11.8+1.9+25.8+12.5 + (2.3+36.0+-0.1+5.8+20.0+6.3+20.4) 245.7 / 344.1

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

320.4 mm, 240 m

100 As/bd, vc, vc' As/Svreq, Sv, Links Asvreq, Asvpvd

2.14%, 0.85 N/mm², 0.85 N/mm² 0 mm, 225 mm, 3 no 8 mm legs 0 mm², 151 mm²

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

256.3 mm, 360 m

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M14)

OK

36.0 0.1 25.6 11.8 1.9 25.8 12.5 2.3 36.0 -0.1 5.8 20.0 6.3 20.4 874.5

kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.0 k 139.9 kN 344.1kN 0.71

X-X Shear Checks OK

links reqd. Link check

Nominal OK Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

598.9 k

.45x(600x400-4398)x25 + 0.95x4398.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-4398)x25 + 0.95x4398.2x460

OK Applied Moments (Mx1, Mx2) Design Moment

4572.5 k OK 4307.5 k

X-X Moments

-165.2 kN.m, 191.9 kN.m 191.9 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

-129.1 kN.m, 153.5 kN.m 598.9, 20.0

12.0 kN.m 153.5 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(191.9² + 153.5² ) atn(153.5/ 191.9)

245.7 kN.m 38.7 deg

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 35: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Max Moment/Mu

0.445, 687 mm, 600 mm, 305.98 mm, 77731 mm², 183.6 m 1 x 20, 605.6, -0.343, -437, -262.1, -137.3 1 x 20, 303.3, 0.003, 6, 40.3, 1.9 1 x 20, 530.0, -0.256, -437, -186.5, -137.3 1 x 20, 454.5, -0.170, -340, -110.9, -106.7 1 x 20, 378.9, -0.083, -167, -35.3, -52.4 1 x 20, 531.7, -0.258, -437, -188.1, -137.3 1 x 20, 457.8, -0.174, -347, -114.2, -109.1 1 x 20, 383.9, -0.089, -178, -40.3, -56.0 1 x 20, 81.5, 0.257, 437, 262.1, 137.3 1 x 20, 308.3, -0.003, -5, 35.3, -1.6 1 x 20, 232.7, 0.084, 168, 110.9, 52.7 1 x 20, 157.1, 0.170, 341, 186.5, 107.0 1 x 20, 229.4, 0.088, 175, 114.2, 55.1 1 x 20, 155.4, 0.172, 344, 188.1, 108.2 77731 x 0.45 x 25 -137+2-137-107-52-137-109-56+137-2+5 +107+55+108+874-598.9 874.5 x (687 / 2 - 183.6) 139.9 + (36.0+0.1+25.6+11.8+1.9+25.8+12.5 + (2.3+36.0+-0.1+5.8+20.0+6.3+20.4) 245.7 / 344.1

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

320.4 mm, 240 m

100 As/bd, vc, vc' As/Svreq, Sv, Links Asvreq, Asvpvd

2.14%, 0.85 N/mm², 0.85 N/mm² 0 mm, 225 mm, 3 no 8 mm legs 0 mm², 151 mm²

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

256.3 mm, 360 m

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M14)

OK

36.0 0.1 25.6 11.8 1.9 25.8 12.5 2.3 36.0 -0.1 5.8 20.0 6.3 20.4 874.5

kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.0 k 139.9 kN 344.1kN 0.71

X-X Shear Checks OK

links reqd. Link check

Nominal OK Y-Y Shear Checks OK

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 36: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C3 LEVEL 5

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.20 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1250.3 k

.45x(600x400-4398)x25 + 0.95x4398.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-4398)x25 + 0.95x4398.2x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

-101.1 kN.m, 83.3 kN.m 1250.3 kN, 20.0 mm

4572.5 k OK 4307.5 k

X-X Moments 25.0 kN.m 101.1 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

-78.8 kN.m, 61.8 kN.m 78.8 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(101.1² + 78.8² ) atn(78.8/ 101.1)

128.2 kN.m 37.9 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 37: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M14)

0.516, 684 mm, 600 mm, 352.89 mm, 104016 mm², 211.7 m 1 x 20, 602.9, -0.248, -437, -260.8, -137.3 1 x 20, 305.4, 0.047, 94, 36.8, 29.6 1 x 20, 528.6, -0.174, -348, -186.4, -109.5 1 x 20, 454.2, -0.100, -201, -112.0, -63.1 1 x 20, 379.8, -0.027, -53, -37.6, -16.8 1 x 20, 528.3, -0.174, -348, -186.1, -109.3 1 x 20, 453.6, -0.100, -200, -111.4, -62.8 1 x 20, 378.9, -0.026, -52, -36.8, -16.2 1 x 20, 81.4, 0.269, 437, 260.8, 137.3 1 x 20, 304.6, 0.048, 96, 37.6, 30.1 1 x 20, 230.2, 0.122, 243, 112.0, 76.5 1 x 20, 155.8, 0.195, 391, 186.4, 122.8 1 x 20, 230.7, 0.121, 242, 111.4, 76.1 1 x 20, 156.1, 0.195, 390, 186.1, 122.7 104016 x 0.45 x 25 -137+30-109-63-17-109-63-16+137+30+7 +123+76+123+1170-1250.3

Max Moment/Mu

1170.2 x (684 / 2 - 211.7) 152.6 + (35.8+1.1+20.4+7.1+0.6+20.3+7.0 + (0.6+35.8+1.1+8.6+22.9+8.5+22.8) 128.2 / 345.3

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

80.9 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

63 mm, 360 m

OK

35.8 1.1 20.4 7.1 0.6 20.3 7.0 0.6 35.8 1.1 8.6 22.9 8.5 22.8 1170.2

kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.1

k OK 152.6 kN 345.3kN 0.37

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1250.3 k

.45x(600x400-4398)x25 + 0.95x4398.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-4398)x25 + 0.95x4398.2x460

OK Applied Moments (Mx1, Mx2) Design Moment

4572.5 k OK 4307.5 k

X-X Moments

-101.1 kN.m, 83.3 kN.m 101.1 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

-78.8 kN.m, 61.8 kN.m 1250.3, 20.0

25.0 kN.m 78.8 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(101.1² + 78.8² ) atn(78.8/ 101.1)

128.2 kN.m 37.9 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F)

0.516, 684 mm, 600 mm, 352.89 mm, 104016 mm², 211.7 m 1 x 20, 602.9, -0.248, -437, -260.8, -137.3 1 x 20, 305.4, 0.047, 94, 36.8, 29.6

35.8 kN 1.1 kN

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M14)

1 x 20, 528.6, -0.174, -348, -186.4, -109.5 1 x 20, 454.2, -0.100, -201, -112.0, -63.1 1 x 20, 379.8, -0.027, -53, -37.6, -16.8 1 x 20, 528.3, -0.174, -348, -186.1, -109.3 1 x 20, 453.6, -0.100, -200, -111.4, -62.8 1 x 20, 378.9, -0.026, -52, -36.8, -16.2 1 x 20, 81.4, 0.269, 437, 260.8, 137.3 1 x 20, 304.6, 0.048, 96, 37.6, 30.1 1 x 20, 230.2, 0.122, 243, 112.0, 76.5 1 x 20, 155.8, 0.195, 391, 186.4, 122.8 1 x 20, 230.7, 0.121, 242, 111.4, 76.1 1 x 20, 156.1, 0.195, 390, 186.1, 122.7 104016 x 0.45 x 25 -137+30-109-63-17-109-63-16+137+30+7 +123+76+123+1170-1250.3

Max Moment/Mu

1170.2 x (684 / 2 - 211.7) 152.6 + (35.8+1.1+20.4+7.1+0.6+20.3+7.0 + (0.6+35.8+1.1+8.6+22.9+8.5+22.8) 128.2 / 345.3

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

80.9 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

63 mm, 360 m

OK

: Job Ref : Sheet Ref / 38: D.O.C.K : OCT 2012 : F.O.O : K.M.M

20.4 7.1 0.6 20.3 7.0 0.6 35.8 1.1 8.6 22.9 8.5 22.8 1170.2

kN kN kN kN kN kN kN kN kN kN kN kN k

0.1

k OK 152.6 kN 345.3kN 0.37

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 39: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C3 LEVEL 4

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.20 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1830.3 k

.45x(600x400-5890)x25 + 0.95x5890.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5890)x25 + 0.95x5890.5x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

5207.9 k OK 4944.5 k

X-X Moments

-105.8 kN.m, 96.2 kN.m 1830.3 kN, 20.0 mm

36.6 kN.m 105.8 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

-77.8 kN.m, 73.9 kN.m 77.8 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(105.8² + 77.8² ) atn(77.8/ 105.8)

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar

0.566, 678 mm, 600 mm, 383.85 mm, 124462 mm², 229.8 m

131.3 kN.m 36.3 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

: Job Ref : Sheet Ref / 40: D.O.C.K : OCT 2012 : F.O.O : K.M.M

1 x 25, 593.1, -0.191, -382, -254.3, -187.3 1 x 25, 309.4, 0.068, 136, 29.5, 66.7 1 x 25, 498.5, -0.105, -209, -159.7, -102.7 1 x 25, 403.9, -0.018, -37, -65.1, -18.0 1 x 25, 518.2, -0.123, -245, -179.3, -120.3 1 x 25, 443.3, -0.054, -108, -104.4, -53.2 1 x 25, 368.4, 0.014, 28, -29.5, 13.9 1 x 25, 84.6, 0.273, 437, 254.3, 214.5 1 x 25, 273.8, 0.100, 201, 65.1, 98.5 1 x 25, 179.2, 0.187, 373, 159.7, 183.2 1 x 25, 234.4, 0.136, 272, 104.4, 133.8 1 x 25, 159.5, 0.205, 409, 179.3, 200.8 124462 x 0.45 x 25 -187+67-103-18-120-53+14+215+99+18 +134+201+1400-1830.3

Max Moment/Mu

1400.2 x (678 / 2 - 229.8) 152.7 + (47.6+2.0+16.4+1.2+21.6+5.6+-0.4 + (54.5+6.4+29.3+14.0+36.0) 131.3 / 386.7

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

57.8 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

42.5 mm, 360 m

OK

47.6 2.0 16.4 1.2 21.6 5.6 -0.4 54.5 6.4 29.3 14.0 36.0 1400.2

kN kN kN kN kN kN kN kN kN kN kN kN k

-0.2

k OK 152.7 kN 386.7kN 0.34

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1830.3 k

.45x(600x400-5890)x25 + 0.95x5890.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5890)x25 + 0.95x5890.5x460

OK Applied Moments (Mx1, Mx2) Design Moment

5207.9 k OK 4944.5 k

X-X Moments

-105.8 kN.m, 96.2 kN.m 105.8 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

-77.8 kN.m, 73.9 kN.m 1830.3, 20.0

36.6 kN.m 77.8 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(105.8² + 77.8² ) atn(77.8/ 105.8)

131.3 kN.m 36.3 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F)

0.566, 678 mm, 600 mm, 383.85 mm, 124462 mm², 229.8 m 1 x 25, 593.1, -0.191, -382, -254.3, -187.3 1 x 25, 309.4, 0.068, 136, 29.5, 66.7 1 x 25, 498.5, -0.105, -209, -159.7, -102.7 1 x 25, 403.9, -0.018, -37, -65.1, -18.0 1 x 25, 518.2, -0.123, -245, -179.3, -120.3

47.6 2.0 16.4 1.2 21.6

kN kN kN kN kN

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 41: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

1 x 25, 443.3, -0.054, -108, -104.4, -53.2 5.6 1 x 25, 368.4, 0.014, 28, -29.5, 13.9 -0.4 1 x 25, 84.6, 0.273, 437, 254.3, 214.5 54.5 1 x 25, 273.8, 0.100, 201, 65.1, 98.5 6.4 1 x 25, 179.2, 0.187, 373, 159.7, 183.2 29.3 1 x 25, 234.4, 0.136, 272, 104.4, 133.8 14.0 1 x 25, 159.5, 0.205, 409, 179.3, 200.8 36.0 124462 x 0.45 x 25 1400.2 -187+67-103-18-120-53+14+215+99+18+134+201+1400-1830.3 -0.2

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

1400.2 x (678 / 2 - 229.8) 152.7 + (47.6+2.0+16.4+1.2+21.6+5.6+-0.4

+ (54.5+6.4+29.3+14.0+36.0)

Max Moment/Mu

kN kN kN kN kN kN kN k k OK 152.7 kN

386.7kN

131.3 / 386.7

0.34

OK App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

57.8 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

42.5 mm, 360 m

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 42: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C3 LEVEL 3

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.20 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2351.0 k

.45x(600x400-5890)x25 + 0.95x5890.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5890)x25 + 0.95x5890.5x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

5207.9 k OK 4944.5 k

X-X Moments

-88.2 kN.m, 83.6 kN.m 2351.0 kN, 20.0 mm

47.0 kN.m 88.2 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

-66.3 kN.m, 59.3 kN.m 66.3 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(88.2² + 66.3² ) atn(66.3/ 88.2)

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar

0.617, 680 mm, 600 mm, 419.75 mm, 144753 mm², 249.0 m

110.3 kN.m 36.9 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

Max Moment/Mu

: Job Ref : Sheet Ref / 43: D.O.C.K : OCT 2012 : F.O.O : K.M.M

1 x 25, 595.5, -0.147, -293, -255.4, -143.9 1 x 25, 307.7, 0.093, 187, 32.4, 91.7 1 x 25, 499.6, -0.067, -133, -159.5, -65.4 1 x 25, 403.7, 0.013, 27, -63.5, 13.2 1 x 25, 521.2, -0.085, -169, -181.1, -83.0 1 x 25, 446.9, -0.023, -45, -106.7, -22.2 1 x 25, 372.5, 0.039, 79, -32.4, 38.7 1 x 25, 84.7, 0.279, 437, 255.4, 214.5 1 x 25, 276.6, 0.119, 239, 63.5, 117.2 1 x 25, 180.7, 0.199, 399, 159.5, 195.7 1 x 25, 233.4, 0.155, 311, 106.7, 152.6 1 x 25, 159.1, 0.217, 435, 181.1, 213.4 144753 x 0.45 x 25 -144+92-65+13-83-22+39+215+117+196+15 +213+1628-2351

36.8 3.0 10.4 -0.8 15.0 2.4 -1.3 54.8 7.4 31.2 16.3 38.6 1628.5 -0.1

k OK 148.4 kN

1628.5 x (680 / 2 - 249.0) 148.4 + (36.8+3.0+10.4+-0.8+15.0+2.4+-1.3 + (54.8+7.4+31.2+16.3+38.6)

362.2kN

110.3 / 362.2

0.30

OK App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

37.5 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

28.2 mm, 360 m

kN kN kN kN kN kN kN kN kN kN kN kN k

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2351.0 k

.45x(600x400-5890)x25 + 0.95x5890.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5890)x25 + 0.95x5890.5x460

OK Applied Moments (Mx1, Mx2) Design Moment

5207.9 k OK 4944.5 k

X-X Moments

-88.2 kN.m, 83.6 kN.m 88.2 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

-66.3 kN.m, 59.3 kN.m 2351.0, 20.0

47.0 kN.m 66.3 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(88.2² + 66.3² ) atn(66.3/ 88.2)

110.3 kN.m 36.9 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F)

0.617, 680 mm, 600 mm, 419.75 mm, 144753 mm², 249.0 m 1 x 25, 595.5, -0.147, -293, -255.4, -143.9 1 x 25, 307.7, 0.093, 187, 32.4, 91.7 1 x 25, 499.6, -0.067, -133, -159.5, -65.4 1 x 25, 403.7, 0.013, 27, -63.5, 13.2 1 x 25, 521.2, -0.085, -169, -181.1, -83.0

36.8 3.0 10.4 -0.8 15.0

kN kN kN kN kN

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

Job ref Sheet Made By Date Checked Approved

1 x 25, 446.9, -0.023, -45, -106.7, -22.2 1 x 25, 372.5, 0.039, 79, -32.4, 38.7 1 x 25, 84.7, 0.279, 437, 255.4, 214.5 1 x 25, 276.6, 0.119, 239, 63.5, 117.2 1 x 25, 180.7, 0.199, 399, 159.5, 195.7 1 x 25, 233.4, 0.155, 311, 106.7, 152.6 1 x 25, 159.1, 0.217, 435, 181.1, 213.4 144753 x 0.45 x 25 -144+92-65+13-83-22+39+215+117+196+15 +213+1628-2351

Max Moment/Mu

1628.5 x (680 / 2 - 249.0) 148.4 + (36.8+3.0+10.4+-0.8+15.0+2.4+-1.3 + (54.8+7.4+31.2+16.3+38.6) 110.3 / 362.2

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

37.5 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

28.2 mm, 360 m

OK

: Job Ref : Sheet Ref / 44: D.O.C.K : OCT 2012 : F.O.O : K.M.M

2.4 -1.3 54.8 7.4 31.2 16.3 38.6 1628.5

kN kN kN kN kN kN kN k

-0.1

k OK 148.4 kN 362.2kN 0.30

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 45: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C3 LEVEL 2

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=5000

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Deep Lox=5000-(700+700)/2 Loy=5000-(600+600)/2

1.50 1.20 4300 4400

LEX=6450.0 MM, LEX/H=16.1, EXX=20.0 MM LEY=5280.0 MM, LEY/B=8.8, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2966.6 k

.45x(600x400-7144)x25 + 0.95x7144.0x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-7144)x25 + 0.95x7144.0x460

OK

5741.6 k OK 5479.6 k

X-X Moments

Applied Moments (Mx1, Mx2) -70.2 kN.m, 59.9 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (5742 - 2967)/(5742 - 1303) < 1 au = βa • K • h 0.130, 1.000, 400 Madd= N • au 2967 x 52.0 Mi=fn(Mx1, Mx2) -70.2 kN.m, 59.9 kN.m M2+Madd, M nom 224.5 kN.m, 59.3 kN.m M nom=fn(N, exx) 2966.6 kN, 20.0 mm Design Moment

1.00 52.0 mm 154.3 kN.m 28.1 kN.m 154.3 kN.m 224.5 kN.m

Y-Y Moments Applied Moments (My1, My2) -28.2 kN.m, 36.9 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (5742 - 2967)/(5742 - 1372) < 1 au = βa • K • h 0.039, 1.000, 400 Madd= N • au 2967 x 23.2 Mi=fn(My1, My2) -28.2 kN.m, 36.9 kN.m

1.00 23.2 mm 68.9 kN.m 14.8 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], M nom=fn(M2+Madd) M nom=fn(N, eyy) Design Moment

: Job Ref : Sheet Ref / 46: D.O.C.K : OCT 2012 : F.O.O : K.M.M

105.8 2966.6, 20.0

0.0 kN.m 68.9 kN.m 105.8 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(224.5² + 105.8² ) atn(105.8/ 224.5)

248.2 kN.m 25.2 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.667, 618 mm, 600 mm, 412.19 mm, 161112 mm², 238.1 m 1 x 32, 532.5, -0.102, -204, -223.6, -164.3 1 x 32, 331.2, 0.069, 138, -22.4, 110.6 1 x 25, 468.6, -0.048, -96, -159.7, -47.0 1 x 25, 401.5, 0.009, 18, -92.6, 8.9 1 x 25, 452.0, -0.034, -68, -143.1, -33.2 1 x 25, 369.9, 0.036, 72, -61.1, 35.2 1 x 32, 286.4, 0.107, 214, 22.4, 171.7 1 x 32, 85.2, 0.278, 437, 223.6, 351.5 1 x 25, 216.2, 0.166, 333, 92.6, 163.4 1 x 25, 149.1, 0.223, 437, 159.7, 214.5 1 x 25, 247.7, 0.140, 279, 61.1, 137.1 1 x 25, 165.7, 0.209, 419, 143.1, 205.5 161112 x 0.45 x 25 -164+111-47+9-33+35+172+351+163+21 +137+205+1813-2966.6

Max Moment/Mu

1812.5 x (618 / 2 - 238.1) 128.1 + (36.7+-2.5+7.5+-0.8+4.7+-2.2+3.8 + (78.6+15.1+34.3+8.4+29.4) 248.2 / 341.3

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

75.7 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

35.7 mm, 360 m

OK

36.7 -2.5 7.5 -0.8 4.7 -2.2 3.8 78.6 15.1 34.3 8.4 29.4 1812.5

kN kN kN kN kN kN kN kN kN kN kN kN k

-0.1

k OK 128.1 kN 341.3kN 0.72

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2966.6 k

.45x(600x400-7144)x25 + 0.95x7144.0x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-7144)x25 + 0.95x7144.0x460

OK

5741.6 k OK 5479.6 k

X-X Moments

Applied Moments (Mx1, Mx2) -70.2 kN.m, 59.9 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (5742 - 2967)/(5742 - 1303) < 1 au = βa • K • h 0.130, 1.000, 400 Madd= N • au 2967 x 52.0 Mi=fn(Mx1, Mx2) -70.2 kN.m, 59.9 kN.m M2+Madd, M nom 224.5 kN.m, 0.0 kN.m M nom=fn(N, exx) 2966.6 kN, 20.0 mm Design Moment

1.00 52.0 mm 154.3 kN.m 28.1 kN.m 154.3 kN.m 224.5 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 47: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Y-Y Moments Applied Moments (My1, My2) -28.2 kN.m, 36.9 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (5742 - 2967)/(5742 - 1372) < 1 au = βa • K • h 0.039, 1.000, 400 Madd= N • au 2967 x 23.2 Mi=fn(My1, My2) -28.2 kN.m, 36.9 kN.m M nom=fn(M2+Madd) 105.8 M nom=fn(N, eyy) 2966.6, 20.0 Design Moment

1.00 23.2 mm 68.9 kN.m 14.8 kN.m 59.3 kN.m 68.9 kN.m 105.8 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(224.5² + 105.8² ) atn(105.8/ 224.5)

248.2 kN.m 25.2 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.667, 618 mm, 600 mm, 412.19 mm, 161112 mm², 238.1 m 1 x 32, 532.5, -0.102, -204, -223.6, -164.3 1 x 32, 331.2, 0.069, 138, -22.4, 110.6 1 x 25, 468.6, -0.048, -96, -159.7, -47.0 1 x 25, 401.5, 0.009, 18, -92.6, 8.9 1 x 25, 452.0, -0.034, -68, -143.1, -33.2 1 x 25, 369.9, 0.036, 72, -61.1, 35.2 1 x 32, 286.4, 0.107, 214, 22.4, 171.7 1 x 32, 85.2, 0.278, 437, 223.6, 351.5 1 x 25, 216.2, 0.166, 333, 92.6, 163.4 1 x 25, 149.1, 0.223, 437, 159.7, 214.5 1 x 25, 247.7, 0.140, 279, 61.1, 137.1 1 x 25, 165.7, 0.209, 419, 143.1, 205.5 161112 x 0.45 x 25 -164+111-47+9-33+35+172+351+163+21 +137+205+1813-2966.6

Max Moment/Mu

1812.5 x (618 / 2 - 238.1) 128.1 + (36.7+-2.5+7.5+-0.8+4.7+-2.2+3.8 + (78.6+15.1+34.3+8.4+29.4) 248.2 / 341.3

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

75.7 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

35.7 mm, 360 m

OK

36.7 -2.5 7.5 -0.8 4.7 -2.2 3.8 78.6 15.1 34.3 8.4 29.4 1812.5

kN kN kN kN kN kN kN kN kN kN kN kN k

-0.1

k OK 128.1 kN 341.3kN 0.72

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 48: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C3 LEVEL 1

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=5000

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Shallow Lox=5000-(700+0)/2 Loy=5000-(600+0)/2

1.50 1.30 4650 4700

LEX=6975.0 MM, LEX/H=17.4, EXX=20.0 MM LEY=6110.0 MM, LEY/B=10.2, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

3523.6 k

.45x(600x400-9651)x25 + 0.95x9651.0x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-9651)x25 + 0.95x9651.0x460

OK

6808.9 k OK 6549.8 k

X-X Moments

Applied Moments (Mx1, Mx2) -37.2 kN.m, 62.6 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (6809 - 3524)/(6809 - 1321) < 1 au = βa • K • h 0.152, 1.000, 400 Madd= N • au 3524 x 60.8 Mi=fn(Mx1, Mx2) -37.2 kN.m, 62.6 kN.m M2+Madd, M nom 276.9 kN.m, 70.5 kN.m M nom=fn(N, exx) 3523.6 kN, 20.0 mm Design Moment

1.00 60.8 mm 214.3 kN.m 25.0 kN.m 214.3 kN.m 276.9 kN.m

Y-Y Moments Applied Moments (My1, My2) -8.8 kN.m, 15.1 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (6809 - 3524)/(6809 - 1258) < 1

1.00

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], au = βa • K • h Madd= N • au Mi=fn(My1, My2) M nom=fn(M2+Madd) M nom=fn(N, eyy) Design Moment

: Job Ref : Sheet Ref / 49: D.O.C.K : OCT 2012 : F.O.O : K.M.M

0.052, 1.000, 400 3524 x 31.1 -8.8 kN.m, 15.1 kN.m 124.7 3523.6, 20.0

31.1 mm 109.6 kN.m 6.0 kN.m 0.0 kN.m 109.6 kN.m 124.7 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(276.9² + 124.7² ) atn(124.7/ 276.9)

303.7 kN.m 24.2 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.679, 611 mm, 600 mm, 414.78 mm, 164477 mm², 238.1 m 1 x 32, 526.5, -0.094, -189, -220.9, -151.6 1 x 32, 332.6, 0.069, 139, -27.1, 111.5 1 x 32, 461.9, -0.040, -79, -156.3, -63.9 1 x 32, 397.3, 0.015, 30, -91.7, 23.8 1 x 32, 443.8, -0.025, -49, -138.3, -39.4 1 x 32, 361.2, 0.045, 90, -55.6, 72.8 1 x 32, 278.5, 0.115, 230, 27.1, 185.0 1 x 32, 84.6, 0.279, 437, 220.9, 351.5 1 x 32, 213.9, 0.170, 339, 91.7, 272.7 1 x 32, 149.3, 0.224, 437, 156.3, 351.5 1 x 32, 250.0, 0.139, 278, 55.6, 223.7 1 x 32, 167.3, 0.209, 418, 138.3, 335.9 164477 x 0.45 x 25 -152+111-64+24-39+73+185+351+273+35 +224+336+1850-3523.6

Max Moment/Mu

1850.4 x (611 / 2 - 238.1) 124.9 + (33.5+-3.0+10.0+-2.2+5.5+-4.0+5.0 + (77.6+25.0+54.9+12.4+46.4) 303.7 / 386.1

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

78.6 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

35.4 mm, 360 m

OK

33.5 -3.0 10.0 -2.2 5.5 -4.0 5.0 77.6 25.0 54.9 12.4 46.4 1850.4

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 124.9 kN 386.1kN 0.78

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

3523.6 k

.45x(600x400-9651)x25 + 0.95x9651.0x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-9651)x25 + 0.95x9651.0x460

OK

6808.9 k OK 6549.8 k

X-X Moments

Applied Moments (Mx1, Mx2) -37.2 kN.m, 62.6 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (6809 - 3524)/(6809 - 1321) < 1 au = βa • K • h 0.152, 1.000, 400 Madd= N • au 3524 x 60.8 Mi=fn(Mx1, Mx2) -37.2 kN.m, 62.6 kN.m M2+Madd, M nom 276.9 kN.m, 0.0 kN.m M nom=fn(N, exx) 3523.6 kN, 20.0 mm

1.00 60.8 mm 214.3 kN.m 25.0 kN.m 214.3 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 50: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Design Moment

276.9 kN.m

Y-Y Moments Applied Moments (My1, My2) -8.8 kN.m, 15.1 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (6809 - 3524)/(6809 - 1258) < 1 au = βa • K • h 0.052, 1.000, 400 Madd= N • au 3524 x 31.1 Mi=fn(My1, My2) -8.8 kN.m, 15.1 kN.m M nom=fn(M2+Madd) 124.7 M nom=fn(N, eyy) 3523.6, 20.0 Design Moment

1.00 31.1 mm 109.6 kN.m 6.0 kN.m 70.5 kN.m 109.6 kN.m 124.7 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(276.9² + 124.7² ) atn(124.7/ 276.9)

303.7 kN.m 24.2 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

Max Moment/Mu

0.679, 611 mm, 600 mm, 414.78 mm, 164477 mm², 238.1 m 1 x 32, 526.5, -0.094, -189, -220.9, -151.6 1 x 32, 332.6, 0.069, 139, -27.1, 111.5 1 x 32, 461.9, -0.040, -79, -156.3, -63.9 1 x 32, 397.3, 0.015, 30, -91.7, 23.8 1 x 32, 443.8, -0.025, -49, -138.3, -39.4 1 x 32, 361.2, 0.045, 90, -55.6, 72.8 1 x 32, 278.5, 0.115, 230, 27.1, 185.0 1 x 32, 84.6, 0.279, 437, 220.9, 351.5 1 x 32, 213.9, 0.170, 339, 91.7, 272.7 1 x 32, 149.3, 0.224, 437, 156.3, 351.5 1 x 32, 250.0, 0.139, 278, 55.6, 223.7 1 x 32, 167.3, 0.209, 418, 138.3, 335.9 164477 x 0.45 x 25 -152+111-64+24-39+73+185+351+273+35 +224+336+1850-3523.6 1850.4 x (611 / 2 - 238.1) 124.9 + (33.5+-3.0+10.0+-2.2+5.5+-4.0+5.0 + (77.6+25.0+54.9+12.4+46.4)

33.5 -3.0 10.0 -2.2 5.5 -4.0 5.0 77.6 25.0 54.9 12.4 46.4 1850.4 0.0

k OK 124.9 kN 386.1kN

303.7 / 386.1

0.78

OK App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

78.6 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

35.4 mm, 360 m

kN kN kN kN kN kN kN kN kN kN kN kN k

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 51: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C4 LEVEL 6

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.20 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

777.9 k

.45x(600x400-4398)x25 + 0.95x4398.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-4398)x25 + 0.95x4398.2x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

-69.7 kN.m, 101.1 kN.m 777.9 kN, 20.0 mm

4572.5 k OK 4307.5 k

X-X Moments 15.6 kN.m 101.1 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

1.8 kN.m, -7.6 kN.m 7.6 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(101.1² + 7.6² ) atn(7.6/ 101.1)

101.4 kN.m 4.3 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 52: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M14)

Max Moment/Mu

0.425, 444 mm, 600 mm, 188.73 mm, 88672 mm², 95.6 m 1 x 20, 381.7, -0.358, -437, -159.7, -137.3 1 x 20, 345.4, -0.291, -437, -123.5, -137.3 1 x 20, 372.6, -0.341, -437, -150.7, -137.3 1 x 20, 363.5, -0.324, -437, -141.6, -137.3 1 x 20, 354.5, -0.307, -437, -132.5, -137.3 1 x 20, 287.3, -0.183, -365, -65.3, -114.8 1 x 20, 192.9, -0.008, -15, 29.1, -4.8 1 x 20, 98.5, 0.167, 335, 123.5, 105.2 1 x 20, 62.2, 0.235, 437, 159.7, 137.3 1 x 20, 89.4, 0.184, 368, 132.5, 115.7 1 x 20, 80.3, 0.201, 402, 141.6, 126.3 1 x 20, 71.3, 0.218, 436, 150.7, 136.9 1 x 20, 251.0, -0.115, -231, -29.1, -72.5 1 x 20, 156.6, 0.060, 119, 65.3, 37.5 88672 x 0.45 x 25 -137-137-137-137-137-115-5+105+137+11 +126+137-73+37+998-777.9

21.9 16.9 20.7 19.4 18.2 7.5 -0.1 13.0 21.9 15.3 17.9 20.6 2.1 2.4 997.6 -0.1

k OK 126.0 kN

997.6 x (444 / 2 - 95.6) 126.0 + (21.9+16.9+20.7+19.4+18.2+7.5+-0.1 + (13.0+21.9+15.3+17.9+20.6+2.1+2.4)

323.9kN

101.4 / 323.9

0.31

OK App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

130 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

9.8 mm, 360 m

kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

777.9 k

.45x(600x400-4398)x25 + 0.95x4398.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-4398)x25 + 0.95x4398.2x460

OK Applied Moments (Mx1, Mx2) Design Moment

4572.5 k OK 4307.5 k

X-X Moments

-69.7 kN.m, 101.1 kN.m 101.1 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

1.8 kN.m, -7.6 kN.m 777.9, 20.0

15.6 kN.m 15.6 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(101.1² + 15.6² ) atn(15.6/ 101.1)

102.3 kN.m 8.7 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F)

0.443, 487 mm, 600 mm, 215.67 mm, 90135 mm², 117.5 m 1 x 20, 420.5, -0.332, -437, -177.2, -137.3

24.3 kN

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M14)

1 x 20, 346.8, -0.213, -426, -103.5, -133.7 1 x 20, 402.1, -0.302, -437, -158.8, -137.3 1 x 20, 383.7, -0.273, -437, -140.3, -137.3 1 x 20, 365.2, -0.243, -437, -121.9, -137.3 1 x 20, 326.9, -0.180, -361, -83.6, -113.4 1 x 20, 233.3, -0.029, -57, 10.0, -18.0 1 x 20, 139.8, 0.123, 246, 103.5, 77.4 1 x 20, 66.1, 0.243, 437, 177.2, 137.3 1 x 20, 121.4, 0.153, 306, 121.9, 96.2 1 x 20, 103.0, 0.183, 366, 140.3, 114.9 1 x 20, 84.6, 0.213, 426, 158.8, 133.7 1 x 20, 253.3, -0.061, -122, -10.0, -38.3 1 x 20, 159.7, 0.091, 182, 83.6, 57.1 90135 x 0.45 x 25 -137-134-137-137-137-113-18+77+137+9 +115+134-38+57+1014-777.9

Max Moment/Mu

1014.0 x (487 / 2 - 117.5) 127.5 + (24.3+13.8+21.8+19.3+16.7+9.5+-0.2 + (8.0+24.3+11.7+16.1+21.2+0.4+4.8) 102.3 / 319.4

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

130 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

20 mm, 360 m

OK

: Job Ref : Sheet Ref / 53: D.O.C.K : OCT 2012 : F.O.O : K.M.M

13.8 21.8 19.3 16.7 9.5 -0.2 8.0 24.3 11.7 16.1 21.2 0.4 4.8 1014.0

kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 127.5 kN 319.4kN 0.32

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 54: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C4 LEVEL 5

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.20 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1580.7 k

.45x(600x400-3770)x25 + 0.95x3769.9x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-3770)x25 + 0.95x3769.9x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

-14.5 kN.m, 7.7 kN.m 1580.7 kN, 20.0 mm

4305.0 k OK 4039.3 k

X-X Moments 31.6 kN.m 31.6 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

2.3 kN.m, 0.0 kN.m 2.3 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(31.6² + 2.3² ) atn(2.3/ 31.6)

31.7 kN.m 4.2 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 55: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.558, 442 mm, 600 mm, 246.94 mm, 120607 mm², 121.6 m 1 x 20, 380.4, -0.189, -378, -159.2, -118.9 1 x 20, 345.3, -0.139, -279, -124.1, -87.6 1 x 20, 368.7, -0.173, -345, -147.5, -108.4 1 x 20, 357.0, -0.156, -312, -135.8, -98.0 1 x 20, 286.0, -0.055, -111, -64.8, -34.8 1 x 20, 191.6, 0.078, 157, 29.6, 49.3 1 x 20, 97.2, 0.212, 425, 124.1, 133.4 1 x 20, 62.1, 0.262, 437, 159.2, 137.3 1 x 20, 85.5, 0.229, 437, 135.8, 137.3 1 x 20, 73.8, 0.245, 437, 147.5, 137.3 1 x 20, 250.9, -0.006, -11, -29.6, -3.5 1 x 20, 156.5, 0.128, 256, 64.8, 80.6 120607 x 0.45 x 25 -119-88-108-98-35+49+133+137+137+13 -4+81+1357-1580.7

Max Moment/Mu

1356.8 x (442 / 2 - 121.6) 135.2 + (18.9+10.9+16.0+13.3+2.3+1.5+16.5 + (21.9+18.6+20.2+0.1+5.2) 31.7 / 280.6

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

20 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

1.5 mm, 360 m

OK

18.9 10.9 16.0 13.3 2.3 1.5 16.5 21.9 18.6 20.2 0.1 5.2 1356.8

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 135.2 kN 280.6kN 0.11

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1580.7 k

.45x(600x400-3770)x25 + 0.95x3769.9x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-3770)x25 + 0.95x3769.9x460

OK Applied Moments (Mx1, Mx2) Design Moment

4305.0 k OK 4039.3 k

X-X Moments

-14.5 kN.m, 7.7 kN.m 14.5 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

2.3 kN.m, 0.0 kN.m 1580.7, 20.0

31.6 kN.m 31.6 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(14.5² + 31.6² ) atn(31.6/ 14.5)

34.8 kN.m 65.4 deg

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 56: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Max Moment/Mu

0.559, 712 mm, 600 mm, 398.05 mm, 120960 mm², 216.6 m 1 x 20, 635.2, -0.209, -417, -279.2, -131.0 1 x 20, 195.3, 0.178, 357, 160.8, 112.0 1 x 20, 488.6, -0.080, -159, -132.5, -50.0 1 x 20, 341.9, 0.049, 99, 14.1, 31.0 1 x 20, 595.8, -0.174, -348, -239.7, -109.2 1 x 20, 556.3, -0.139, -278, -200.2, -87.4 1 x 20, 516.8, -0.104, -209, -160.8, -65.6 1 x 20, 76.9, 0.282, 437, 279.2, 137.3 1 x 20, 370.2, 0.025, 49, -14.1, 15.4 1 x 20, 223.5, 0.153, 307, 132.5, 96.4 1 x 20, 155.8, 0.213, 426, 200.2, 133.8 1 x 20, 116.4, 0.248, 437, 239.7, 137.3 120960 x 0.45 x 25 -131+112-50+31-109-87-66+137+15+96+13 +137+1361-1580.7 1360.8 x (712 / 2 - 216.6) 189.8 + (36.6+18.0+6.6+0.4+26.2+17.5+10.5 + (38.3+-0.2+12.8+26.8+32.9) 34.8 / 416.3

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

9.2 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

20 mm, 360 m

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

OK

36.6 18.0 6.6 0.4 26.2 17.5 10.5 38.3 -0.2 12.8 26.8 32.9 1360.8

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0 k 189.8 kN 416.3kN 0.08

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 57: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C4 LEVEL 4

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.20 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2298.0 k

.45x(600x400-5890)x25 + 0.95x5890.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5890)x25 + 0.95x5890.5x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

-22.3 kN.m, 21.9 kN.m 2298.0 kN, 20.0 mm

5207.9 k OK 4944.5 k

X-X Moments 46.0 kN.m 46.0 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

3.9 kN.m, -3.1 kN.m 3.9 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(46.0² + 3.9² ) atn(3.9/ 46.0)

46.1 kN.m 4.9 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 58: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.629, 449 mm, 600 mm, 282.67 mm, 137916 mm², 139.4 m 1 x 25, 383.9, -0.125, -251, -159.3, -123.1 1 x 25, 343.4, -0.075, -150, -118.8, -73.8 1 x 25, 370.4, -0.109, -217, -145.8, -106.6 1 x 25, 356.9, -0.092, -184, -132.3, -90.2 1 x 25, 291.2, -0.011, -21, -66.6, -10.4 1 x 25, 198.6, 0.104, 208, 26.1, 102.2 1 x 25, 105.9, 0.219, 437, 118.8, 214.5 1 x 25, 65.4, 0.269, 437, 159.3, 214.5 1 x 25, 92.4, 0.236, 437, 132.3, 214.5 1 x 25, 78.9, 0.252, 437, 145.8, 214.5 1 x 25, 250.7, 0.040, 79, -26.1, 38.8 1 x 25, 158.1, 0.154, 309, 66.6, 151.5 137916 x 0.45 x 25 -123-74-107-90-10+102+215+215+215+21 +39+151+1552-2298

Max Moment/Mu

1551.6 x (449 / 2 - 139.4) 132.2 + (19.6+8.8+15.5+11.9+0.7+2.7+25.5 + (34.2+28.4+31.3+-1.0+10.1) 46.1 / 319.8

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

20 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

1.7 mm, 360 m

OK

19.6 8.8 15.5 11.9 0.7 2.7 25.5 34.2 28.4 31.3 -1.0 10.1 1551.6

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 132.2 kN 319.8kN 0.14

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2298.0 k

.45x(600x400-5890)x25 + 0.95x5890.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5890)x25 + 0.95x5890.5x460

OK Applied Moments (Mx1, Mx2) Design Moment

5207.9 k OK 4944.5 k

X-X Moments

-22.3 kN.m, 21.9 kN.m 22.3 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

3.9 kN.m, -3.1 kN.m 2298.0, 20.0

46.0 kN.m 46.0 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(22.3² + 46.0² ) atn(46.0/ 22.3)

51.1 kN.m 64.1 deg

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 59: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.626, 714 mm, 600 mm, 447.14 mm, 140101 mm², 240.8 m 1 x 25, 633.6, -0.146, -292, -276.4, -143.3 1 x 25, 202.6, 0.191, 383, 154.6, 187.9 1 x 25, 489.9, -0.033, -67, -132.7, -32.9 1 x 25, 346.3, 0.079, 158, 10.9, 77.5 1 x 25, 593.0, -0.114, -228, -235.8, -112.1 1 x 25, 552.4, -0.082, -165, -195.2, -80.9 1 x 25, 511.8, -0.051, -101, -154.6, -49.7 1 x 25, 80.8, 0.287, 437, 276.4, 214.5 1 x 25, 368.1, 0.062, 124, -10.9, 60.7 1 x 25, 224.5, 0.174, 349, 132.7, 171.1 1 x 25, 162.0, 0.223, 437, 195.2, 214.5 1 x 25, 121.4, 0.255, 437, 235.8, 214.5 140101 x 0.45 x 25 -143+188-33+78-112-81-50+215+61+17 +215+215+1576-2298

Max Moment/Mu

1576.1 x (714 / 2 - 240.8) 183.4 + (39.6+29.0+4.4+0.8+26.4+15.8+7.7 + (59.3+-0.7+22.7+41.9+50.6) 51.1 / 481.0

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

9.7 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

20 mm, 360 m

OK

39.6 29.0 4.4 0.8 26.4 15.8 7.7 59.3 -0.7 22.7 41.9 50.6 1576.1

kN kN kN kN kN kN kN kN kN kN kN kN k

0.1

k OK 183.4 kN 481.0kN 0.10

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 60: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C4 LEVEL 3

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Deep Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.20 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=3240.0 MM, LEY/B=5.4, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

3709.9 k

.45x(600x400-5890)x25 + 0.95x5890.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5890)x25 + 0.95x5890.5x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

-43.4 kN.m, 13.8 kN.m 3709.9 kN, 20.0 mm

5207.9 k OK 4944.5 k

X-X Moments 74.2 kN.m 74.2 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

4.0 kN.m, 0.0 kN.m 4.0 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(74.2² + 4.0² ) atn(4.0/ 74.2)

74.3 kN.m 3.1 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 61: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.873, 432 mm, 600 mm, 377.03 mm, 194188 mm², 177.6 m 1 x 25, 368.0, 0.008, 17, -152.2, 8.2 1 x 25, 342.3, 0.032, 65, -126.4, 31.7 1 x 25, 359.5, 0.016, 33, -143.6, 16.0 1 x 25, 350.9, 0.024, 49, -135.0, 23.9 1 x 25, 275.2, 0.095, 189, -59.3, 92.8 1 x 25, 182.3, 0.181, 362, 33.5, 177.5 1 x 25, 89.5, 0.267, 437, 126.4, 214.5 1 x 25, 63.7, 0.291, 437, 152.2, 214.5 1 x 25, 80.9, 0.275, 437, 135.0, 214.5 1 x 25, 72.3, 0.283, 437, 143.6, 214.5 1 x 25, 249.4, 0.118, 237, -33.5, 116.3 1 x 25, 156.5, 0.205, 409, 59.3, 201.0 194188 x 0.45 x 25 8+32+16+24+93+177+215+215+215+215+11 +201+2185-3709.9

Max Moment/Mu

2184.6 x (432 / 2 - 177.6) 83.6 + (-1.2+-4.0+-2.3+-3.2+-5.5+6.0+27.1 + (32.6+29.0+30.8+-3.9+11.9) 74.3 / 200.8

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

20 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

1.1 mm, 360 m

OK

-1.2 -4.0 -2.3 -3.2 -5.5 6.0 27.1 32.6 29.0 30.8 -3.9 11.9 2184.6

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 83.6 kN 200.8kN 0.37

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

3709.9 k

.45x(600x400-5890)x25 + 0.95x5890.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5890)x25 + 0.95x5890.5x460

OK Applied Moments (Mx1, Mx2) Design Moment

5207.9 k OK 4944.5 k

X-X Moments

-43.4 kN.m, 13.8 kN.m 43.4 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

4.0 kN.m, 0.0 kN.m 3709.9, 20.0

74.2 kN.m 74.2 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(43.4² + 74.2² ) atn(74.2/ 43.4)

86.0 kN.m 59.7 deg

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 62: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.824, 720 mm, 600 mm, 592.96 mm, 200224 mm², 313.1 m 1 x 25, 637.1, -0.026, -52, -277.2, -25.6 1 x 25, 223.6, 0.218, 436, 136.3, 214.0 1 x 25, 499.3, 0.055, 111, -139.3, 54.3 1 x 25, 361.5, 0.137, 273, -1.5, 134.2 1 x 25, 590.1, 0.002, 3, -230.2, 1.6 1 x 25, 543.2, 0.029, 59, -183.3, 28.8 1 x 25, 496.2, 0.057, 114, -136.3, 56.1 1 x 25, 82.8, 0.301, 437, 277.2, 214.5 1 x 25, 358.4, 0.138, 277, 1.5, 135.9 1 x 25, 220.6, 0.220, 437, 139.3, 214.5 1 x 25, 176.7, 0.246, 437, 183.3, 214.5 1 x 25, 129.7, 0.273, 437, 230.2, 214.5 200224 x 0.45 x 25 -26+214+54+134+2+29+56+215+136+215+21 +215+2253-3709.9

Max Moment/Mu

2252.5 x (720 / 2 - 313.1) 105.5 + (7.1+29.2+-7.6+-0.2+-0.4+-5.3+-7.6 + (59.5+0.2+29.9+39.3+49.4) 86.0 / 298.9

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

11.7 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

20 mm, 360 m

OK

7.1 29.2 -7.6 -0.2 -0.4 -5.3 -7.6 59.5 0.2 29.9 39.3 49.4 2252.5

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 105.5 kN 298.9kN 0.28

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 63: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C4 LEVEL 2

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=5000

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Deep Lox=5000-(700+700)/2 Loy=5000-(600+600)/2

1.50 1.20 4300 4400

LEX=6450.0 MM, LEX/H=16.1, EXX=20.0 MM LEY=5280.0 MM, LEY/B=8.8, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

3709.9 k

.45x(600x400-6872)x25 + 0.95x6872.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-6872)x25 + 0.95x6872.2x460

OK

5625.9 k OK 5363.6 k

X-X Moments

Applied Moments (Mx1, Mx2) -43.4 kN.m, 13.8 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (5626 - 3710)/(5626 - 1326) < 1 au = βa • K • h 0.130, 1.000, 400 Madd= N • au 3710 x 52.0 Mi=fn(Mx1, Mx2) -43.4 kN.m, 13.8 kN.m M2+Madd, M nom 236.3 kN.m, 74.2 kN.m M nom=fn(N, exx) 3709.9 kN, 20.0 mm Design Moment

1.00 52.0 mm 192.9 kN.m 20.5 kN.m 192.9 kN.m 236.3 kN.m

Y-Y Moments Applied Moments (My1, My2) 4.0 kN.m, 0.0 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (5626 - 3710)/(5626 - 864) < 1 au = βa • K • h 0.039, 1.000, 400 Madd= N • au 3710 x 23.2 Mi=fn(My1, My2) 4.0 kN.m, 0.0 kN.m M nom=fn(M2+Madd) 90.2

1.00 23.2 mm 86.2 kN.m 2.4 kN.m 0.0 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], M nom=fn(N, eyy) Design Moment

: Job Ref : Sheet Ref / 64: D.O.C.K : OCT 2012 : F.O.O : K.M.M

3709.9, 20.0

86.2 kN.m 90.2 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(236.3² + 90.2² ) atn(90.2/ 236.3)

253.0 kN.m 20.9 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M14)

Max Moment/Mu

0.768, 588 mm, 600 mm, 451.49 mm, 190664 mm², 249.1 m 1 x 25, 509.5, -0.045, -90, -215.7, -44.2 1 x 25, 338.8, 0.087, 175, -44.9, 85.8 1 x 25, 466.8, -0.012, -24, -173.0, -11.7 1 x 25, 424.2, 0.021, 42, -130.3, 20.8 1 x 25, 381.5, 0.054, 109, -87.6, 53.3 1 x 25, 422.7, 0.022, 45, -128.8, 21.9 1 x 25, 335.8, 0.090, 179, -41.9, 88.1 1 x 25, 248.9, 0.157, 314, 44.9, 154.2 1 x 25, 78.1, 0.289, 437, 215.7, 214.5 1 x 25, 206.2, 0.190, 380, 87.6, 186.7 1 x 25, 163.5, 0.223, 437, 130.3, 214.5 1 x 25, 120.8, 0.256, 437, 173.0, 214.5 1 x 25, 251.9, 0.155, 309, 41.9, 151.9 1 x 25, 165.0, 0.222, 437, 128.8, 214.5 190664 x 0.45 x 25 -44+86-12+21+53+22+88+154+215+187+21 +215+152+215+2145-3709.9 2145.0 x (588 / 2 - 249.1) 96.0 + (9.5+-3.9+2.0+-2.7+-4.7+-2.8+-3.7 + (6.9+46.3+16.4+28.0+37.1+6.4+27.6)

9.5 -3.9 2.0 -2.7 -4.7 -2.8 -3.7 6.9 46.3 16.4 28.0 37.1 6.4 27.6 2145.0 0.0

k OK 96.0 kN 258.4kN

253.0 / 258.4

0.97

OK App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

63.7 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

24.3 mm, 360 m

kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

3709.9 k

.45x(600x400-6872)x25 + 0.95x6872.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-6872)x25 + 0.95x6872.2x460

OK

5625.9 k OK 5363.6 k

X-X Moments

Applied Moments (Mx1, Mx2) -43.4 kN.m, 13.8 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (5626 - 3710)/(5626 - 1326) < 1 au = βa • K • h 0.130, 1.000, 400 Madd= N • au 3710 x 52.0 Mi=fn(Mx1, Mx2) -43.4 kN.m, 13.8 kN.m M2+Madd, M nom 236.3 kN.m, 0.0 kN.m M nom=fn(N, exx) 3709.9 kN, 20.0 mm

1.00 52.0 mm 192.9 kN.m 20.5 kN.m 192.9 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 65: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Design Moment

236.3 kN.m

Y-Y Moments Applied Moments (My1, My2) 4.0 kN.m, 0.0 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (5626 - 3710)/(5626 - 864) < 1 au = βa • K • h 0.039, 1.000, 400 Madd= N • au 3710 x 23.2 Mi=fn(My1, My2) 4.0 kN.m, 0.0 kN.m M nom=fn(M2+Madd) 90.2 M nom=fn(N, eyy) 3709.9, 20.0 Design Moment

1.00 23.2 mm 86.2 kN.m 2.4 kN.m 74.2 kN.m 86.2 kN.m 90.2 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(236.3² + 90.2² ) atn(90.2/ 236.3)

253.0 kN.m 20.9 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M14)

0.768, 588 mm, 600 mm, 451.49 mm, 190664 mm², 249.1 m 1 x 25, 509.5, -0.045, -90, -215.7, -44.2 1 x 25, 338.8, 0.087, 175, -44.9, 85.8 1 x 25, 466.8, -0.012, -24, -173.0, -11.7 1 x 25, 424.2, 0.021, 42, -130.3, 20.8 1 x 25, 381.5, 0.054, 109, -87.6, 53.3 1 x 25, 422.7, 0.022, 45, -128.8, 21.9 1 x 25, 335.8, 0.090, 179, -41.9, 88.1 1 x 25, 248.9, 0.157, 314, 44.9, 154.2 1 x 25, 78.1, 0.289, 437, 215.7, 214.5 1 x 25, 206.2, 0.190, 380, 87.6, 186.7 1 x 25, 163.5, 0.223, 437, 130.3, 214.5 1 x 25, 120.8, 0.256, 437, 173.0, 214.5 1 x 25, 251.9, 0.155, 309, 41.9, 151.9 1 x 25, 165.0, 0.222, 437, 128.8, 214.5 190664 x 0.45 x 25 -44+86-12+21+53+22+88+154+215+187+21 +215+152+215+2145-3709.9

Max Moment/Mu

2145.0 x (588 / 2 - 249.1) 96.0 + (9.5+-3.9+2.0+-2.7+-4.7+-2.8+-3.7 + (6.9+46.3+16.4+28.0+37.1+6.4+27.6) 253.0 / 258.4

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

63.7 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

24.3 mm, 360 m

OK

9.5 -3.9 2.0 -2.7 -4.7 -2.8 -3.7 6.9 46.3 16.4 28.0 37.1 6.4 27.6 2145.0

kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 96.0 kN 258.4kN 0.97

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 66: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C4 LEVEL 1

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=5000

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Shallow Lox=5000-(700+0)/2 Loy=5000-(600+0)/2

1.50 1.30 4650 4700

LEX=6975.0 MM, LEX/H=17.4, EXX=20.0 MM LEY=6110.0 MM, LEY/B=10.2, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

4253.7 k

.45x(600x400-10988)x25 + 0.95x10987.7x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-10988)x25 + 0.95x10987.7x460

OK Applied Moments (Mx1, Mx2) -39.0 kN.m, 65.2 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (7378 - 4254)/(7378 - 718) < 1 au = βa • K • h 0.152, 1.000, 400 Madd= N • au 4254 x 60.8 Mi=fn(Mx1, Mx2) -39.0 kN.m, 65.2 kN.m M2+Madd, M nom 323.9 kN.m, 85.1 kN.m M nom=fn(N, exx) 4253.7 kN, 20.0 mm Design Moment

7378.0 k OK 7120.4 k

X-X Moments 1.00 60.8 mm 258.7 kN.m 26.1 kN.m 258.7 kN.m 323.9 kN.m

Y-Y Moments Applied Moments (My1, My2) 1.2 kN.m, -1.5 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (7378 - 4254)/(7378 - 957) < 1 au = βa • K • h 0.052, 1.000, 400 Madd= N • au 4254 x 31.1 Mi=fn(My1, My2) 1.2 kN.m, -1.5 kN.m M nom=fn(M2+Madd) 133.8

1.00 31.1 mm 132.3 kN.m 0.6 kN.m 0.0 kN.m

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], M nom=fn(N, eyy) Design Moment

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 67: D.O.C.K : OCT 2012 : F.O.O : K.M.M

4253.7, 20.0

132.3 kN.m 133.8 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(323.9² + 133.8² ) atn(133.8/ 323.9)

350.4 kN.m 22.5 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Bar group15:M15 fn(bars,d,ε%,,la,F) Bar group16:M16 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M16)

0.726, 599 mm, 600 mm, 434.81 mm, 179009 mm², 244.5 m 1 x 32, 515.2, -0.065, -129, -215.8, -104.1 1 x 32, 335.0, 0.080, 161, -35.6, 129.3 1 x 25, 473.4, -0.031, -62, -174.0, -30.5 1 x 25, 428.3, 0.005, 10, -128.9, 5.1 1 x 25, 383.3, 0.041, 83, -83.9, 40.7 1 x 32, 452.4, -0.014, -28, -153.0, -22.8 1 x 32, 389.5, 0.036, 73, -90.1, 58.6 1 x 32, 326.7, 0.087, 174, -27.3, 140.0 1 x 32, 263.8, 0.138, 275, 35.6, 221.4 1 x 32, 83.6, 0.283, 437, 215.8, 351.5 1 x 25, 215.5, 0.176, 353, 83.9, 173.3 1 x 25, 170.5, 0.213, 426, 128.9, 208.9 1 x 25, 125.4, 0.249, 437, 174.0, 214.5 1 x 32, 272.1, 0.131, 262, 27.3, 210.6 1 x 32, 209.3, 0.182, 363, 90.1, 292.0 1 x 32, 146.4, 0.232, 437, 153.0, 351.5 179009 x 0.45 x 25 -104+129-30+5+41-23+59+140+221+351+17 +209+215+211+292+351+2014-4253.7

Max Moment/Mu

2013.8 x (599 / 2 - 244.5) 110.5 + (22.5+-4.6+5.3+-0.7+-3.4+3.5+-5.3 + (-3.8+7.9+75.9+14.5+26.9+37.3+5.7 + (26.3+53.8) 350.4 / 372.3

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

76.1 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

31.5 mm, 360 m

OK

22.5 -4.6 5.3 -0.7 -3.4 3.5 -5.3 -3.8 7.9 75.9 14.5 26.9 37.3 5.7 26.3 53.8 2013.8

kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 110.5 kN

372.3kN 0.94

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

.45x(600x400-10988)x25 + 0.95x10987.7x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-10988)x25 + 0.95x10987.7x460

OK Applied Moments (Mx1, Mx2) -39.0 kN.m, 65.2 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (7378 - 4254)/(7378 - 718) < 1 au = βa • K • h 0.152, 1.000, 400 Madd= N • au 4254 x 60.8 Mi=fn(Mx1, Mx2) -39.0 kN.m, 65.2 kN.m M2+Madd, M nom 323.9 kN.m, 0.0 kN.m M nom=fn(N, exx) 4253.7 kN, 20.0 mm Design Moment

4253.7 k 7378.0 k OK 7120.4 k

X-X Moments 1.00 60.8 mm 258.7 kN.m 26.1 kN.m 258.7 kN.m 323.9 kN.m

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 68: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Y-Y Moments Applied Moments (My1, My2) 1.2 kN.m, -1.5 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (7378 - 4254)/(7378 - 957) < 1 au = βa • K • h 0.052, 1.000, 400 Madd= N • au 4254 x 31.1 Mi=fn(My1, My2) 1.2 kN.m, -1.5 kN.m M nom=fn(M2+Madd) 133.8 M nom=fn(N, eyy) 4253.7, 20.0 Design Moment

1.00 31.1 mm 132.3 kN.m 0.6 kN.m 85.1 kN.m 132.3 kN.m 133.8 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(323.9² + 133.8² ) atn(133.8/ 323.9)

350.4 kN.m 22.5 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Bar group15:M15 fn(bars,d,ε%,,la,F) Bar group16:M16 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M16)

0.726, 599 mm, 600 mm, 434.81 mm, 179009 mm², 244.5 m 1 x 32, 515.2, -0.065, -129, -215.8, -104.1 1 x 32, 335.0, 0.080, 161, -35.6, 129.3 1 x 25, 473.4, -0.031, -62, -174.0, -30.5 1 x 25, 428.3, 0.005, 10, -128.9, 5.1 1 x 25, 383.3, 0.041, 83, -83.9, 40.7 1 x 32, 452.4, -0.014, -28, -153.0, -22.8 1 x 32, 389.5, 0.036, 73, -90.1, 58.6 1 x 32, 326.7, 0.087, 174, -27.3, 140.0 1 x 32, 263.8, 0.138, 275, 35.6, 221.4 1 x 32, 83.6, 0.283, 437, 215.8, 351.5 1 x 25, 215.5, 0.176, 353, 83.9, 173.3 1 x 25, 170.5, 0.213, 426, 128.9, 208.9 1 x 25, 125.4, 0.249, 437, 174.0, 214.5 1 x 32, 272.1, 0.131, 262, 27.3, 210.6 1 x 32, 209.3, 0.182, 363, 90.1, 292.0 1 x 32, 146.4, 0.232, 437, 153.0, 351.5 179009 x 0.45 x 25 -104+129-30+5+41-23+59+140+221+351+17 +209+215+211+292+351+2014-4253.7

Max Moment/Mu

2013.8 x (599 / 2 - 244.5) 110.5 + (22.5+-4.6+5.3+-0.7+-3.4+3.5+-5.3 + (-3.8+7.9+75.9+14.5+26.9+37.3+5.7 + (26.3+53.8) 350.4 / 372.3

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

76.1 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

31.5 mm, 360 m

OK

22.5 -4.6 5.3 -0.7 -3.4 3.5 -5.3 -3.8 7.9 75.9 14.5 26.9 37.3 5.7 26.3 53.8 2013.8

kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 110.5 kN

372.3kN 0.94

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 69: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C5 LEVEL 6

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 300 mm deep column βy : for 400 mm wide column Lc=3300

Top: Deep, Bottom: Deep Top: Shallow, Bottom: Shallow Lox=3300-(600+600)/2 Loy=3300-(600+600)/2

1.20 1.50 2700 2700

LEX=3240.0 MM, LEX/H=10.8, EXX=15.0 MM LEY=4050.0 MM, LEY/B=10.1, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

314.2 k

.45x(400x300-2513)x25 + 0.95x2513.3x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(400x300-2513)x25 + 0.95x2513.3x460

OK Applied Moments (Mx1, Mx2) -78.6 kN.m, 59.7 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (2420 - 314)/(2420 - 608) < 1 au = βa • K • h 0.058, 1.000, 300 Madd= N • au 314 x 17.5 Mi=fn(Mx1, Mx2) -78.6 kN.m, 59.7 kN.m M2+Madd, M nom 84.1 kN.m, 4.7 kN.m M nom=fn(N, exx) 314.2 kN, 15.0 mm Design Moment

2420.0 k OK 2287.9 k

X-X Moments 1.00 17.5 mm 5.5 kN.m 31.4 kN.m 5.5 kN.m 84.1 kN.m

Y-Y Moments Applied Moments (My1, My2) -22.7 kN.m, 14.7 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (2420 - 314)/(2420 - 660) < 1 au = βa • K • h 0.051, 1.000, 300 Madd= N • au 314 x 20.5 Mi=fn(My1, My2) -22.7 kN.m, 14.7 kN.m M nom=fn(M2+Madd) 29.1

1.00 20.5 mm 6.4 kN.m 9.1 kN.m 0.0 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], M nom=fn(N, eyy) Design Moment

: Job Ref : Sheet Ref / 70: D.O.C.K : OCT 2012 : F.O.O : K.M.M

314.2, 20.0

6.4 kN.m 29.1 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(84.1² + 29.1² ) atn(29.1/ 84.1)

89.0 kN.m 19.1 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

0.446, 414 mm, 400 mm, 184.74 mm, 42662 mm², 108.8 m 1 x 20, 340.6, -0.295, -437, -133.4, -137.3 1 x 20, 247.7, -0.119, -238, -40.4, -74.9 1 x 20, 294.1, -0.207, -415, -86.9, -130.2 1 x 20, 253.7, -0.131, -261, -46.5, -82.1 1 x 20, 166.8, 0.034, 68, 40.4, 21.4 1 x 20, 73.8, 0.210, 420, 133.4, 132.1 1 x 20, 120.3, 0.122, 244, 86.9, 76.7 1 x 20, 160.7, 0.045, 91, 46.5, 28.6 42662 x 0.45 x 25 -137-75-130-82+21+132+77+29+480-314.2

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M8) Max Moment/Mu

480.0 x (414 / 2 - 108.8) 47.2 + (18.3+3.0+11.3+3.8+0.9+17.6+6.7 + (1.3) 89.0 / 110.2

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

267.7 mm, 180 m

100 As/bd, vc, vc' As/Svreq, Sv, Links Asvreq, Asvpvd

2.60%, 0.98 N/mm², 0.98 N/mm² 0 mm, 225 mm, 3 no 8 mm legs 0 mm², 151 mm²

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

92.8 mm, 240 m

OK

18.3 3.0 11.3 3.8 0.9 17.6 6.7 1.3 480.0 0.0

kN kN kN kN kN kN kN kN k k OK 47.2 kN

110.2kN 0.80

X-X Shear Checks OK

links reqd. Link check

Nominal OK Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

314.2 k

.45x(400x300-2513)x25 + 0.95x2513.3x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(400x300-2513)x25 + 0.95x2513.3x460

OK Applied Moments (Mx1, Mx2) -78.6 kN.m, 59.7 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (2420 - 314)/(2420 - 608) < 1 au = βa • K • h 0.058, 1.000, 300 Madd= N • au 314 x 17.5 Mi=fn(Mx1, Mx2) -78.6 kN.m, 59.7 kN.m M2+Madd, M nom 84.1 kN.m, 0.0 kN.m M nom=fn(N, exx) 314.2 kN, 15.0 mm Design Moment

2420.0 k OK 2287.9 k

X-X Moments 1.00 17.5 mm 5.5 kN.m 31.4 kN.m 5.5 kN.m 84.1 kN.m

Y-Y Moments Applied Moments (My1, My2) -22.7 kN.m, 14.7 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (2420 - 314)/(2420 - 660) < 1

1.00

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], au = βa • K • h Madd= N • au Mi=fn(My1, My2) M nom=fn(M2+Madd) M nom=fn(N, eyy) Design Moment

: Job Ref : Sheet Ref / 71: D.O.C.K : OCT 2012 : F.O.O : K.M.M

0.051, 1.000, 300 314 x 20.5 -22.7 kN.m, 14.7 kN.m 29.1 314.2, 20.0

20.5 mm 6.4 kN.m 9.1 kN.m 6.3 kN.m 6.4 kN.m 29.1 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(84.1² + 29.1² ) atn(29.1/ 84.1)

89.0 kN.m 19.1 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

0.446, 414 mm, 400 mm, 184.74 mm, 42662 mm², 108.8 m 1 x 20, 340.6, -0.295, -437, -133.4, -137.3 1 x 20, 247.7, -0.119, -238, -40.4, -74.9 1 x 20, 294.1, -0.207, -415, -86.9, -130.2 1 x 20, 253.7, -0.131, -261, -46.5, -82.1 1 x 20, 166.8, 0.034, 68, 40.4, 21.4 1 x 20, 73.8, 0.210, 420, 133.4, 132.1 1 x 20, 120.3, 0.122, 244, 86.9, 76.7 1 x 20, 160.7, 0.045, 91, 46.5, 28.6 42662 x 0.45 x 25 -137-75-130-82+21+132+77+29+480-314.2

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M8) Max Moment/Mu

480.0 x (414 / 2 - 108.8) 47.2 + (18.3+3.0+11.3+3.8+0.9+17.6+6.7 + (1.3) 89.0 / 110.2

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

267.7 mm, 180 m

100 As/bd, vc, vc' As/Svreq, Sv, Links Asvreq, Asvpvd

2.60%, 0.98 N/mm², 0.98 N/mm² 0 mm, 225 mm, 3 no 8 mm legs 0 mm², 151 mm²

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

92.8 mm, 240 m

OK

18.3 3.0 11.3 3.8 0.9 17.6 6.7 1.3 480.0 0.0

kN kN kN kN kN kN kN kN k k OK 47.2 kN

110.2kN 0.80

X-X Shear Checks OK

links reqd. Link check

Nominal OK Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 72: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C5 LEVEL 5

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 300 mm deep column βy : for 400 mm wide column Lc=3300

Top: Deep, Bottom: Deep Top: Shallow, Bottom: Shallow Lox=3300-(600+600)/2 Loy=3300-(600+600)/2

1.20 1.50 2700 2700

LEX=3240.0 MM, LEX/H=10.8, EXX=15.0 MM LEY=4050.0 MM, LEY/B=10.1, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

826.7 k

.45x(400x300-3770)x25 + 0.95x3769.9x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(400x300-3770)x25 + 0.95x3769.9x460

OK Applied Moments (Mx1, Mx2) -94.0 kN.m, 87.7 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (2955 - 827)/(2955 - 608) < 1 au = βa • K • h 0.058, 1.000, 300 Madd= N • au 827 x 17.5 Mi=fn(Mx1, Mx2) -94.0 kN.m, 87.7 kN.m M2+Madd, M nom 108.5 kN.m, 12.4 kN.m M nom=fn(N, exx) 826.7 kN, 15.0 mm Design Moment

2955.0 k OK 2824.3 k

X-X Moments 1.00 17.5 mm 14.5 kN.m 37.6 kN.m 14.5 kN.m 108.5 kN.m

Y-Y Moments Applied Moments (My1, My2) -46.3 kN.m, 39.9 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (2955 - 827)/(2955 - 682) < 1 au = βa • K • h 0.051, 1.000, 300 Madd= N • au 827 x 20.5 Mi=fn(My1, My2) -46.3 kN.m, 39.9 kN.m M nom=fn(M2+Madd) 63.2

1.00 20.5 mm 16.9 kN.m 18.5 kN.m 0.0 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], M nom=fn(N, eyy) Design Moment

: Job Ref : Sheet Ref / 73: D.O.C.K : OCT 2012 : F.O.O : K.M.M

826.7, 20.0

16.9 kN.m 63.2 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(108.5² + 63.2² ) atn(63.2/ 108.5)

125.6 kN.m 30.2 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.540, 461 mm, 400 mm, 248.92 mm, 57083 mm², 148.7 m 1 x 20, 381.3, -0.186, -372, -151.0, -117.0 1 x 20, 238.3, 0.015, 30, -7.9, 9.4 1 x 20, 333.6, -0.119, -238, -103.3, -74.9 1 x 20, 286.0, -0.052, -104, -55.6, -32.7 1 x 20, 328.4, -0.112, -223, -98.0, -70.2 1 x 20, 275.4, -0.037, -74, -45.0, -23.4 1 x 20, 222.4, 0.037, 75, 7.9, 23.4 1 x 20, 79.3, 0.238, 437, 151.0, 137.3 1 x 20, 174.7, 0.104, 209, 55.6, 65.6 1 x 20, 127.0, 0.171, 343, 103.3, 107.7 1 x 20, 185.3, 0.089, 179, 45.0, 56.2 1 x 20, 132.3, 0.164, 328, 98.0, 103.0 57083 x 0.45 x 25 -117+9-75-33-70-23+23+137+66+108+5 +103+642-826.7

Max Moment/Mu

642.2 x (461 / 2 - 148.7) 52.4 + (17.7+-0.1+7.7+1.8+6.9+1.1+0.2+20.7 + (3.6+11.1+2.5+10.1) 125.6 / 135.8

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

131.2 mm, 180 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

76.5 mm, 240 m

OK

17.7 -0.1 7.7 1.8 6.9 1.1 0.2 20.7 3.6 11.1 2.5 10.1 642.2

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 52.4 kN 135.8kN 0.92

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

826.7 k

.45x(400x300-3770)x25 + 0.95x3769.9x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(400x300-3770)x25 + 0.95x3769.9x460

OK Applied Moments (Mx1, Mx2) -94.0 kN.m, 87.7 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (2955 - 827)/(2955 - 608) < 1 au = βa • K • h 0.058, 1.000, 300 Madd= N • au 827 x 17.5 Mi=fn(Mx1, Mx2) -94.0 kN.m, 87.7 kN.m M2+Madd, M nom 108.5 kN.m, 0.0 kN.m M nom=fn(N, exx) 826.7 kN, 15.0 mm Design Moment

2955.0 k OK 2824.3 k

X-X Moments 1.00 17.5 mm 14.5 kN.m 37.6 kN.m 14.5 kN.m 108.5 kN.m

Y-Y Moments Applied Moments (My1, My2) -46.3 kN.m, 39.9 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (2955 - 827)/(2955 - 682) < 1

1.00

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], au = βa • K • h Madd= N • au Mi=fn(My1, My2) M nom=fn(M2+Madd) M nom=fn(N, eyy) Design Moment

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 74: D.O.C.K : OCT 2012 : F.O.O : K.M.M

0.051, 1.000, 300 827 x 20.5 -46.3 kN.m, 39.9 kN.m 63.2 826.7, 20.0

20.5 mm 16.9 kN.m 18.5 kN.m 16.5 kN.m 16.9 kN.m 63.2 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(108.5² + 63.2² ) atn(63.2/ 108.5)

125.6 kN.m 30.2 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.540, 461 mm, 400 mm, 248.92 mm, 57083 mm², 148.7 m 1 x 20, 381.3, -0.186, -372, -151.0, -117.0 1 x 20, 238.3, 0.015, 30, -7.9, 9.4 1 x 20, 333.6, -0.119, -238, -103.3, -74.9 1 x 20, 286.0, -0.052, -104, -55.6, -32.7 1 x 20, 328.4, -0.112, -223, -98.0, -70.2 1 x 20, 275.4, -0.037, -74, -45.0, -23.4 1 x 20, 222.4, 0.037, 75, 7.9, 23.4 1 x 20, 79.3, 0.238, 437, 151.0, 137.3 1 x 20, 174.7, 0.104, 209, 55.6, 65.6 1 x 20, 127.0, 0.171, 343, 103.3, 107.7 1 x 20, 185.3, 0.089, 179, 45.0, 56.2 1 x 20, 132.3, 0.164, 328, 98.0, 103.0 57083 x 0.45 x 25 -117+9-75-33-70-23+23+137+66+108+5 +103+642-826.7

Max Moment/Mu

642.2 x (461 / 2 - 148.7) 52.4 + (17.7+-0.1+7.7+1.8+6.9+1.1+0.2+20.7 + (3.6+11.1+2.5+10.1) 125.6 / 135.8

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

131.2 mm, 180 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

76.5 mm, 240 m

OK

17.7 -0.1 7.7 1.8 6.9 1.1 0.2 20.7 3.6 11.1 2.5 10.1 642.2

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 52.4 kN 135.8kN 0.92

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 75: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C5 LEVEL 4

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 300 mm deep column βy : for 400 mm wide column Lc=3300

Top: Deep, Bottom: Deep Top: Shallow, Bottom: Shallow Lox=3300-(600+600)/2 Loy=3300-(600+600)/2

1.20 1.50 2700 2700

LEX=3240.0 MM, LEX/H=10.8, EXX=15.0 MM LEY=4050.0 MM, LEY/B=10.1, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1188.4 k

.45x(400x300-3848)x25 + 0.95x3848.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(400x300-3848)x25 + 0.95x3848.5x460

OK Applied Moments (Mx1, Mx2) -90.4 kN.m, 80.8 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (2988 - 1188)/(2988 - 608) < 1 au = βa • K • h 0.058, 1.000, 300 Madd= N • au 1188 x 17.5 Mi=fn(Mx1, Mx2) -90.4 kN.m, 80.8 kN.m M2+Madd, M nom 111.2 kN.m, 17.8 kN.m M nom=fn(N, exx) 1188.4 kN, 15.0 mm Design Moment

2988.5 k OK 2857.8 k

X-X Moments 1.00 17.5 mm 20.8 kN.m 36.2 kN.m 20.8 kN.m 111.2 kN.m

Y-Y Moments Applied Moments (My1, My2) -44.5 kN.m, 41.7 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (2988 - 1188)/(2988 - 654) < 1 au = βa • K • h 0.051, 1.000, 300 Madd= N • au 1188 x 20.5 Mi=fn(My1, My2) -44.5 kN.m, 41.7 kN.m M nom=fn(M2+Madd) 68.9

1.00 20.5 mm 24.4 kN.m 17.8 kN.m 0.0 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], M nom=fn(N, eyy) Design Moment

: Job Ref : Sheet Ref / 76: D.O.C.K : OCT 2012 : F.O.O : K.M.M

1188.4, 20.0

24.4 kN.m 68.9 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(111.2² + 68.9² ) atn(68.9/ 111.2)

130.8 kN.m 31.8 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M10)

0.599, 466 mm, 400 mm, 278.79 mm, 68509 mm², 165.4 m 1 x 25, 382.4, -0.130, -260, -149.5, -127.7 1 x 25, 235.5, 0.054, 109, -2.6, 53.4 1 x 20, 311.0, -0.040, -81, -78.2, -25.4 1 x 20, 333.0, -0.068, -136, -100.1, -42.7 1 x 20, 282.2, -0.004, -9, -49.4, -2.7 1 x 25, 230.2, 0.061, 122, 2.6, 59.9 1 x 25, 83.3, 0.245, 437, 149.5, 214.5 1 x 20, 154.6, 0.156, 312, 78.2, 98.0 1 x 20, 183.4, 0.120, 239, 49.4, 75.2 1 x 20, 132.7, 0.183, 367, 100.1, 115.2 68509 x 0.45 x 25 -128+53-25-43-3+60+215+98+75+115+77 -1188.4

Max Moment/Mu

770.7 x (466 / 2 - 165.4) 52.0 + (19.1+-0.1+2.0+4.3+0.1+0.2+32.1 + (7.7+3.7+11.5) 130.8 / 132.5

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

93.6 mm, 180 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

57.9 mm, 240 m

OK

19.1 -0.1 2.0 4.3 0.1 0.2 32.1 7.7 3.7 11.5 770.7

kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 52.0 kN 132.5kN 0.98

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1188.4 k

.45x(400x300-3848)x25 + 0.95x3848.5x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(400x300-3848)x25 + 0.95x3848.5x460

OK Applied Moments (Mx1, Mx2) -90.4 kN.m, 80.8 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (2988 - 1188)/(2988 - 608) < 1 au = βa • K • h 0.058, 1.000, 300 Madd= N • au 1188 x 17.5 Mi=fn(Mx1, Mx2) -90.4 kN.m, 80.8 kN.m M2+Madd, M nom 111.2 kN.m, 0.0 kN.m M nom=fn(N, exx) 1188.4 kN, 15.0 mm Design Moment

2988.5 k OK 2857.8 k

X-X Moments 1.00 17.5 mm 20.8 kN.m 36.2 kN.m 20.8 kN.m 111.2 kN.m

Y-Y Moments Applied Moments (My1, My2) -44.5 kN.m, 41.7 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (2988 - 1188)/(2988 - 654) < 1 au = βa • K • h 0.051, 1.000, 300 Madd= N • au 1188 x 20.5

1.00 20.5 mm 24.4 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], Mi=fn(My1, My2) M nom=fn(M2+Madd) M nom=fn(N, eyy) Design Moment

: Job Ref : Sheet Ref / 77: D.O.C.K : OCT 2012 : F.O.O : K.M.M

-44.5 kN.m, 41.7 kN.m 68.9 1188.4, 20.0

17.8 23.8 24.4 68.9

kN.m kN.m kN.m kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(111.2² + 68.9² ) atn(68.9/ 111.2)

130.8 kN.m 31.8 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M10)

0.599, 466 mm, 400 mm, 278.79 mm, 68509 mm², 165.4 m 1 x 25, 382.4, -0.130, -260, -149.5, -127.7 1 x 25, 235.5, 0.054, 109, -2.6, 53.4 1 x 20, 311.0, -0.040, -81, -78.2, -25.4 1 x 20, 333.0, -0.068, -136, -100.1, -42.7 1 x 20, 282.2, -0.004, -9, -49.4, -2.7 1 x 25, 230.2, 0.061, 122, 2.6, 59.9 1 x 25, 83.3, 0.245, 437, 149.5, 214.5 1 x 20, 154.6, 0.156, 312, 78.2, 98.0 1 x 20, 183.4, 0.120, 239, 49.4, 75.2 1 x 20, 132.7, 0.183, 367, 100.1, 115.2 68509 x 0.45 x 25 -128+53-25-43-3+60+215+98+75+115+77 -1188.4

Max Moment/Mu

770.7 x (466 / 2 - 165.4) 52.0 + (19.1+-0.1+2.0+4.3+0.1+0.2+32.1 + (7.7+3.7+11.5) 130.8 / 132.5

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

93.6 mm, 180 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

57.9 mm, 240 m

OK

19.1 -0.1 2.0 4.3 0.1 0.2 32.1 7.7 3.7 11.5 770.7

kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 52.0 kN 132.5kN 0.98

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 78: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C5 LEVEL 3

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 300 mm deep column βy : for 400 mm wide column Lc=3300

Top: Deep, Bottom: Deep Top: Shallow, Bottom: Shallow Lox=3300-(600+600)/2 Loy=3300-(600+600)/2

1.20 1.50 2700 2700

LEX=3240.0 MM, LEX/H=10.8, EXX=15.0 MM LEY=4050.0 MM, LEY/B=10.1, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1523.6 k

.45x(400x300-5730)x25 + 0.95x5730.3x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(400x300-5730)x25 + 0.95x5730.3x460

OK Applied Moments (Mx1, Mx2) -104.6 kN.m, 85.6 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (3790 - 1524)/(3790 - 504) < 1 au = βa • K • h 0.058, 1.000, 300 Madd= N • au 1524 x 17.5 Mi=fn(Mx1, Mx2) -104.6 kN.m, 85.6 kN.m M2+Madd, M nom 131.3 kN.m, 22.9 kN.m M nom=fn(N, exx) 1523.6 kN, 15.0 mm Design Moment

3789.7 k OK 3661.1 k

X-X Moments 1.00 17.5 mm 26.7 kN.m 41.8 kN.m 26.7 kN.m 131.3 kN.m

Y-Y Moments Applied Moments (My1, My2) -79.2 kN.m, 51.6 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (3790 - 1524)/(3790 - 653) < 1 au = βa • K • h 0.051, 1.000, 300 Madd= N • au 1524 x 20.5 Mi=fn(My1, My2) -79.2 kN.m, 51.6 kN.m M nom=fn(M2+Madd) 110.4

1.00 20.5 mm 31.2 kN.m 31.7 kN.m 0.0 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], M nom=fn(N, eyy) Design Moment

: Job Ref : Sheet Ref / 79: D.O.C.K : OCT 2012 : F.O.O : K.M.M

1523.6, 20.0

31.2 kN.m 110.4 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(131.3² + 110.4² ) atn(110.4/ 131.3)

171.5 kN.m 40.1 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.616, 487 mm, 400 mm, 299.94 mm, 72146 mm², 178.0 m 1 x 32, 396.9, -0.113, -226, -153.4, -182.0 1 x 32, 221.8, 0.091, 182, 21.8, 146.7 1 x 20, 343.1, -0.050, -101, -99.6, -31.7 1 x 20, 284.8, 0.018, 35, -41.2, 11.1 1 x 20, 356.9, -0.066, -133, -113.4, -41.8 1 x 20, 313.0, -0.015, -31, -69.5, -9.6 1 x 32, 265.3, 0.040, 81, -21.8, 65.0 1 x 32, 90.2, 0.245, 437, 153.4, 351.5 1 x 20, 202.3, 0.114, 228, 41.2, 71.6 1 x 20, 144.0, 0.182, 364, 99.6, 114.4 1 x 20, 174.1, 0.147, 294, 69.5, 92.3 1 x 20, 130.2, 0.198, 396, 113.4, 124.5 72146 x 0.45 x 25 -182+147-32+11-42-10+65+351+72+114+9 +124+812-1523.6

Max Moment/Mu

811.6 x (487 / 2 - 178.0) 53.2 + (27.9+3.2+3.2+-0.5+4.7+0.7+-1.4 + (53.9+2.9+11.4+6.4+14.1) 171.5 / 179.7

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

86.1 mm, 180 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

72.5 mm, 240 m

OK

27.9 3.2 3.2 -0.5 4.7 0.7 -1.4 53.9 2.9 11.4 6.4 14.1 811.6

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 53.2 kN 179.7kN 0.95

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1523.6 k

.45x(400x300-5730)x25 + 0.95x5730.3x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(400x300-5730)x25 + 0.95x5730.3x460

OK Applied Moments (Mx1, Mx2) -104.6 kN.m, 85.6 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (3790 - 1524)/(3790 - 504) < 1 au = βa • K • h 0.058, 1.000, 300 Madd= N • au 1524 x 17.5 Mi=fn(Mx1, Mx2) -104.6 kN.m, 85.6 kN.m M2+Madd, M nom 131.3 kN.m, 0.0 kN.m M nom=fn(N, exx) 1523.6 kN, 15.0 mm Design Moment

3789.7 k OK 3661.1 k

X-X Moments 1.00 17.5 mm 26.7 kN.m 41.8 kN.m 26.7 kN.m 131.3 kN.m

Y-Y Moments Applied Moments (My1, My2) -79.2 kN.m, 51.6 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (3790 - 1524)/(3790 - 653) < 1

1.00

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], au = βa • K • h Madd= N • au Mi=fn(My1, My2) M nom=fn(M2+Madd) M nom=fn(N, eyy) Design Moment

: Job Ref : Sheet Ref / 80: D.O.C.K : OCT 2012 : F.O.O : K.M.M

0.051, 1.000, 300 1524 x 20.5 -79.2 kN.m, 51.6 kN.m 110.4 1523.6, 20.0

20.5 mm 31.2 kN.m 31.7 kN.m 30.5 kN.m 31.2 kN.m 110.4 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(131.3² + 110.4² ) atn(110.4/ 131.3)

171.5 kN.m 40.1 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0

0.616, 487 mm, 400 mm, 299.94 mm, 72146 mm², 178.0 m 1 x 32, 396.9, -0.113, -226, -153.4, -182.0 1 x 32, 221.8, 0.091, 182, 21.8, 146.7 1 x 20, 343.1, -0.050, -101, -99.6, -31.7 1 x 20, 284.8, 0.018, 35, -41.2, 11.1 1 x 20, 356.9, -0.066, -133, -113.4, -41.8 1 x 20, 313.0, -0.015, -31, -69.5, -9.6 1 x 32, 265.3, 0.040, 81, -21.8, 65.0 1 x 32, 90.2, 0.245, 437, 153.4, 351.5 1 x 20, 202.3, 0.114, 228, 41.2, 71.6 1 x 20, 144.0, 0.182, 364, 99.6, 114.4 1 x 20, 174.1, 0.147, 294, 69.5, 92.3 1 x 20, 130.2, 0.198, 396, 113.4, 124.5 72146 x 0.45 x 25 -182+147-32+11-42-10+65+351+72+114+9+124+812-1523.6

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

811.6 x (487 / 2 - 178.0) 53.2 + (27.9+3.2+3.2+-0.5+4.7+0.7+-1.4 + (53.9+2.9+11.4+6.4+14.1)

Max Moment/Mu

171.5 / 179.7

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

86.1 mm, 180 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

72.5 mm, 240 m

27.9 3.2 3.2 -0.5 4.7 0.7 -1.4 53.9 2.9 11.4 6.4 14.1 811.6 0.0

kN kN kN kN kN kN kN kN kN kN kN kN k k OK 53.2 kN

179.7kN

0.95

OK

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

COLUMN @ COLUMN TYPE C5 LEVEL 2

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 81: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 500 mm wide column Lc=5000

Top: Shallow, Bottom: Shallow Top: Shallow, Bottom: Deep Lox=5000-(600+600)/2 Loy=5000-(600+600)/2

1.50 1.30 4400 4400

LEX=6600.0 MM, LEX/H=16.5, EXX=20.0 MM LEY=5720.0 MM, LEY/B=11.4, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1907.9 k

.45x(500x400-5730)x25 + 0.95x5730.3x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(500x400-5730)x25 + 0.95x5730.3x460

OK

4689.7 k OK 4471.1 k

X-X Moments

Applied Moments (Mx1, Mx2) -54.6 kN.m, 63.3 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (4690 - 1908)/(4690 - 1077) < 1 au = βa • K • h 0.136, 1.000, 400 Madd= N • au 1908 x 54.5 Mi=fn(Mx1, Mx2) -54.6 kN.m, 63.3 kN.m M2+Madd, M nom 167.2 kN.m, 38.2 kN.m M nom=fn(N, exx) 1907.9 kN, 20.0 mm Design Moment

1.00 54.5 mm 103.9 kN.m 25.3 kN.m 103.9 kN.m 167.2 kN.m

Y-Y Moments Applied Moments (My1, My2) 62.1 kN.m, 7.5 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (4690 - 1908)/(4690 - 1128) < 1 au = βa • K • h 0.065, 1.000, 400 Madd= N • au 1908 x 32.7 Mi=fn(My1, My2) 62.1 kN.m, 7.5 kN.m M nom=fn(M2+Madd) 124.5 M nom=fn(N, eyy) 1907.9, 20.0 Design Moment

1.00 32.7 mm 62.4 kN.m 40.3 kN.m 0.0 kN.m 62.4 kN.m 124.5 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(167.2² + 124.5² ) atn(124.5/ 167.2)

208.5 kN.m 36.7 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu)

0.602, 619 mm, 500 mm, 372.96 mm, 115936 mm², 222.3 m 1 x 32, 529.9, -0.147, -295, -220.2, -236.9 1 x 32, 307.7, 0.061, 122, 2.0, 98.5 1 x 20, 460.7, -0.082, -165, -150.9, -51.7 1 x 20, 386.6, -0.013, -26, -76.8, -8.0 1 x 20, 460.8, -0.082, -165, -151.0, -51.8 1 x 20, 388.1, -0.014, -28, -78.3, -8.9 1 x 32, 311.8, 0.057, 115, -2.0, 92.4 1 x 32, 89.6, 0.266, 437, 220.2, 351.5 1 x 20, 232.9, 0.131, 263, 76.8, 82.6 1 x 20, 158.8, 0.201, 402, 150.9, 126.3 1 x 20, 231.4, 0.133, 266, 78.3, 83.5 1 x 20, 158.7, 0.201, 402, 151.0, 126.3 115936 x 0.45 x 25

52.2 0.2 7.8 0.6 7.8 0.7 -0.2 77.4 6.3 19.1 6.5 19.1 1304.3

kN kN kN kN kN kN kN kN kN kN kN kN k

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

: Job Ref : Sheet Ref / 82: D.O.C.K : OCT 2012 : F.O.O : K.M.M

-237+99-52-8-52-9+92+351+83+126+83+12 +1304-1907.9

0.0

Max Moment/Mu

1304.3 x (619 / 2 - 222.3) 114.0 + (52.2+0.2+7.8+0.6+7.8+0.7+-0.2+77.4 + (6.3+19.1+6.5+19.1) 208.5 / 311.5

App. Shear Vx, v, v max M/N, 0.6h

0 kN, 0 N/mm², 4 N/mm² 87.6 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

65.3 mm, 300 m

OK

k OK 114.0 kN 311.5kN 0.66

X-X Shear Checks

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1907.9 k

.45x(500x400-5730)x25 + 0.95x5730.3x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(500x400-5730)x25 + 0.95x5730.3x460

OK

4689.7 k OK 4471.1 k

X-X Moments

Applied Moments (Mx1, Mx2) -54.6 kN.m, 63.3 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (4690 - 1908)/(4690 - 1077) < 1 au = βa • K • h 0.136, 1.000, 400 Madd= N • au 1908 x 54.5 Mi=fn(Mx1, Mx2) -54.6 kN.m, 63.3 kN.m M2+Madd, M nom 167.2 kN.m, 0.0 kN.m M nom=fn(N, exx) 1907.9 kN, 20.0 mm Design Moment

1.00 54.5 mm 103.9 kN.m 25.3 kN.m 103.9 kN.m 167.2 kN.m

Y-Y Moments Applied Moments (My1, My2) 62.1 kN.m, 7.5 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (4690 - 1908)/(4690 - 1128) < 1 au = βa • K • h 0.065, 1.000, 400 Madd= N • au 1908 x 32.7 Mi=fn(My1, My2) 62.1 kN.m, 7.5 kN.m M nom=fn(M2+Madd) 124.5 M nom=fn(N, eyy) 1907.9, 20.0 Design Moment

1.00 32.7 mm 62.4 kN.m 40.3 kN.m 38.2 kN.m 62.4 kN.m 124.5 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(167.2² + 124.5² ) atn(124.5/ 167.2)

208.5 kN.m 36.7 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F)

0.602, 619 mm, 500 mm, 372.96 mm, 115936 mm², 222.3 m 1 x 32, 529.9, -0.147, -295, -220.2, -236.9 1 x 32, 307.7, 0.061, 122, 2.0, 98.5 1 x 20, 460.7, -0.082, -165, -150.9, -51.7 1 x 20, 386.6, -0.013, -26, -76.8, -8.0 1 x 20, 460.8, -0.082, -165, -151.0, -51.8 1 x 20, 388.1, -0.014, -28, -78.3, -8.9 1 x 32, 311.8, 0.057, 115, -2.0, 92.4 1 x 32, 89.6, 0.266, 437, 220.2, 351.5 1 x 20, 232.9, 0.131, 263, 76.8, 82.6 1 x 20, 158.8, 0.201, 402, 150.9, 126.3 1 x 20, 231.4, 0.133, 266, 78.3, 83.5 1 x 20, 158.7, 0.201, 402, 151.0, 126.3

52.2 0.2 7.8 0.6 7.8 0.7 -0.2 77.4 6.3 19.1 6.5 19.1

kN kN kN kN kN kN kN kN kN kN kN kN

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

Job ref Sheet Made By Date Checked Approved

115936 x 0.45 x 25 -237+99-52-8-52-9+92+351+83+126+83+12 +1304-1907.9

Max Moment/Mu

1304.3 x (619 / 2 - 222.3) 114.0 + (52.2+0.2+7.8+0.6+7.8+0.7+-0.2+77.4 + (6.3+19.1+6.5+19.1) 208.5 / 311.5

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

87.6 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

65.3 mm, 300 m

OK

: Job Ref : Sheet Ref / 83: D.O.C.K : OCT 2012 : F.O.O : K.M.M

1304.3

k

0.0

k OK 114.0 kN 311.5kN 0.66

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 84: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ COLUMN TYPE C5 LEVEL 1

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 500 mm wide column Lc=5000

Top: Shallow, Bottom: Shallow Top: Deep, Bottom: Shallow Lox=5000-(600+0)/2 Loy=5000-(600+0)/2

1.50 1.30 4700 4700

LEX=7050.0 MM, LEX/H=17.6, EXX=20.0 MM LEY=6110.0 MM, LEY/B=12.2, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2784.3 k

.45x(500x400-6987)x25 + 0.95x6986.9x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(500x400-6987)x25 + 0.95x6986.9x460

OK

5224.7 k OK 5007.5 k

X-X Moments

Applied Moments (Mx1, Mx2) -18.2 kN.m, 30.7 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (5225 - 2784)/(5225 - 1084) < 1 au = βa • K • h 0.155, 1.000, 400 Madd= N • au 2784 x 62.1 Mi=fn(Mx1, Mx2) -18.2 kN.m, 30.7 kN.m M2+Madd, M nom 203.7 kN.m, 55.7 kN.m M nom=fn(N, exx) 2784.3 kN, 20.0 mm Design Moment

1.00 62.1 mm 173.0 kN.m 12.3 kN.m 173.0 kN.m 203.7 kN.m

Y-Y Moments Applied Moments (My1, My2) 65.7 kN.m, -109.9 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (5225 - 2784)/(5225 - 1070) < 1 au = βa • K • h 0.075, 1.000, 400 Madd= N • au 2784 x 37.3 Mi=fn(My1, My2) 65.7 kN.m, -109.9 kN.m M nom=fn(M2+Madd) 213.8

1.00 37.3 mm 103.9 kN.m 44.0 kN.m 0.0 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], M nom=fn(N, eyy) Design Moment

: Job Ref : Sheet Ref / 85: D.O.C.K : OCT 2012 : F.O.O : K.M.M

2784.3, 20.0

103.9 kN.m 213.8 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(203.7² + 213.8² ) atn(213.8/ 203.7)

295.3 kN.m 46.4 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Bar group15:M15 fn(bars,d,ε%,,la,F) Bar group16:M16 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M16)

0.685, 638 mm, 500 mm, 437.26 mm, 140201 mm², 252.4 m 1 x 32, 547.4, -0.088, -176, -228.5, -141.9 1 x 32, 278.1, 0.127, 255, 40.9, 204.9 1 x 20, 484.2, -0.038, -75, -165.3, -23.6 1 x 20, 416.9, 0.016, 33, -97.9, 10.2 1 x 20, 349.6, 0.070, 140, -30.6, 44.1 1 x 20, 504.9, -0.054, -108, -185.9, -34.0 1 x 20, 458.0, -0.017, -33, -139.0, -10.4 1 x 20, 411.1, 0.021, 42, -92.1, 13.2 1 x 32, 359.8, 0.062, 124, -40.9, 99.7 1 x 32, 90.5, 0.278, 437, 228.5, 351.5 1 x 20, 288.4, 0.119, 238, 30.6, 74.9 1 x 20, 221.0, 0.173, 346, 97.9, 108.8 1 x 20, 153.7, 0.227, 437, 165.3, 137.3 1 x 20, 226.8, 0.168, 337, 92.1, 105.8 1 x 20, 179.9, 0.206, 412, 139.0, 129.4 1 x 20, 133.0, 0.244, 437, 185.9, 137.3 140201 x 0.45 x 25 -142+205-24+10+44-34-10+13+100+351+7 +109+137+106+129+137+1577-2784.3

Max Moment/Mu

1577.3 x (638 / 2 - 252.4) 105.0 + (32.4+8.4+3.9+-1.0+-1.3+6.3+1.4 + (-1.2+-4.1+80.3+2.3+10.7+22.7+9.7 + (18.0+25.5) 295.3 / 319.0

App. Shear Vx, v, v max M/N, 0.6h

0 kN, 0 N/mm², 4 N/mm² 73.2 mm, 240 m

App. Shear Vy, v, v max M/N, 0.6b

0 kN, 0 N/mm², 4 N/mm² 76.8 mm, 300 m

OK

32.4 8.4 3.9 -1.0 -1.3 6.3 1.4 -1.2 -4.1 80.3 2.3 10.7 22.7 9.7 18.0 25.5 1577.3

kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.1

k OK 105.0 kN

319.0kN 0.92

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

2784.3 k

.45x(500x400-6987)x25 + 0.95x6986.9x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(500x400-6987)x25 + 0.95x6986.9x460

OK

5224.7 k OK 5007.5 k

X-X Moments

Applied Moments (Mx1, Mx2) -18.2 kN.m, 30.7 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (5225 - 2784)/(5225 - 1084) < 1 au = βa • K • h 0.155, 1.000, 400 Madd= N • au 2784 x 62.1 Mi=fn(Mx1, Mx2) -18.2 kN.m, 30.7 kN.m M2+Madd, M nom 203.7 kN.m, 0.0 kN.m M nom=fn(N, exx) 2784.3 kN, 20.0 mm Design Moment

1.00 62.1 mm 173.0 kN.m 12.3 kN.m 173.0 kN.m 203.7 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 86: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Y-Y Moments Applied Moments (My1, My2) 65.7 kN.m, -109.9 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (5225 - 2784)/(5225 - 1070) < 1 au = βa • K • h 0.075, 1.000, 400 Madd= N • au 2784 x 37.3 Mi=fn(My1, My2) 65.7 kN.m, -109.9 kN.m M nom=fn(M2+Madd) 213.8 M nom=fn(N, eyy) 2784.3, 20.0 Design Moment

1.00 37.3 mm 103.9 kN.m 44.0 kN.m 55.7 kN.m 103.9 kN.m 213.8 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(203.7² + 213.8² ) atn(213.8/ 203.7)

295.3 kN.m 46.4 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Bar group13:M13 fn(bars,d,ε%,,la,F) Bar group14:M14 fn(bars,d,ε%,,la,F) Bar group15:M15 fn(bars,d,ε%,,la,F) Bar group16:M16 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M16)

0.685, 638 mm, 500 mm, 437.26 mm, 140201 mm², 252.4 m 1 x 32, 547.4, -0.088, -176, -228.5, -141.9 1 x 32, 278.1, 0.127, 255, 40.9, 204.9 1 x 20, 484.2, -0.038, -75, -165.3, -23.6 1 x 20, 416.9, 0.016, 33, -97.9, 10.2 1 x 20, 349.6, 0.070, 140, -30.6, 44.1 1 x 20, 504.9, -0.054, -108, -185.9, -34.0 1 x 20, 458.0, -0.017, -33, -139.0, -10.4 1 x 20, 411.1, 0.021, 42, -92.1, 13.2 1 x 32, 359.8, 0.062, 124, -40.9, 99.7 1 x 32, 90.5, 0.278, 437, 228.5, 351.5 1 x 20, 288.4, 0.119, 238, 30.6, 74.9 1 x 20, 221.0, 0.173, 346, 97.9, 108.8 1 x 20, 153.7, 0.227, 437, 165.3, 137.3 1 x 20, 226.8, 0.168, 337, 92.1, 105.8 1 x 20, 179.9, 0.206, 412, 139.0, 129.4 1 x 20, 133.0, 0.244, 437, 185.9, 137.3 140201 x 0.45 x 25 -142+205-24+10+44-34-10+13+100+351+7 +109+137+106+129+137+1577-2784.3

Max Moment/Mu

1577.3 x (638 / 2 - 252.4) 105.0 + (32.4+8.4+3.9+-1.0+-1.3+6.3+1.4 + (-1.2+-4.1+80.3+2.3+10.7+22.7+9.7 + (18.0+25.5) 295.3 / 319.0

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

73.2 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

76.8 mm, 300 m

OK

32.4 8.4 3.9 -1.0 -1.3 6.3 1.4 -1.2 -4.1 80.3 2.3 10.7 22.7 9.7 18.0 25.5 1577.3

kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN kN k

0.1

k OK 105.0 kN

319.0kN 0.92

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 87: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C7 LEVEL 8

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.50 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=4050.0 MM, LEY/B=6.8, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

233.1 k

.45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

-99.9 kN.m, 92.2 kN.m 233.1 kN, 20.0 mm

3277.8 k OK 3009.3 k

X-X Moments 4.7 kN.m 99.9 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

-1.3 kN.m, 0.0 kN.m 1.3 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(99.9² + 1.3² ) atn(1.3/ 99.9)

99.9 kN.m 0.7 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 88: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.219, 408 mm, 600 mm, 89.42 mm, 45948 mm², 42.2 m 1 x 12, 353.1, -1.032, -437, -149.2, -49.4 1 x 12, 346.7, -1.007, -437, -142.8, -49.4 1 x 12, 350.9, -1.024, -437, -147.1, -49.4 1 x 12, 348.8, -1.015, -437, -144.9, -49.4 1 x 12, 255.8, -0.651, -437, -51.9, -49.4 1 x 12, 158.4, -0.270, -437, 45.5, -49.4 1 x 12, 61.1, 0.111, 222, 142.8, 25.1 1 x 12, 54.7, 0.136, 272, 149.2, 30.7 1 x 12, 59.0, 0.119, 238, 144.9, 27.0 1 x 12, 56.8, 0.128, 255, 147.1, 28.9 1 x 12, 249.3, -0.626, -437, -45.5, -49.4 1 x 12, 152.0, -0.245, -437, 51.9, -49.4 45948 x 0.45 x 25 -49-49-49-49-49-49+25+31+27+29-49-4 +517-233.1

Max Moment/Mu

516.9 x (408 / 2 - 42.2) 83.6 + (7.4+7.1+7.3+7.2+2.6+-2.2+3.6+4.6 + (3.9+4.2+2.2+-2.6) 99.9 / 128.8

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

428.6 mm, 240 m

100 As/bd, vc, vc' As/Svreq, Sv, Links Asvreq, Asvpvd

0.65%, 0.57 N/mm², 0.57 N/mm² 0 mm, 125 mm, 4 no 8 mm legs 0 mm², 201 mm²

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

5.6 mm, 360 m

OK

7.4 7.1 7.3 7.2 2.6 -2.2 3.6 4.6 3.9 4.2 2.2 -2.6 516.9

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 83.6 kN 128.8kN 0.77

X-X Shear Checks OK

links reqd. Link check

Nominal OK Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

233.1 k

.45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK Applied Moments (Mx1, Mx2) Design Moment

3277.8 k OK 3009.3 k

X-X Moments

-99.9 kN.m, 92.2 kN.m 99.9 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

-1.3 kN.m, 0.0 kN.m 233.1, 20.0

4.7 kN.m 4.7 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(99.9² + 4.7² ) atn(4.7/ 99.9)

100.0 kN.m 2.7 deg

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 89: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.235, 428 mm, 600 mm, 100.67 mm, 46019 mm², 51.9 m 1 x 12, 371.1, -0.940, -437, -157.3, -49.4 1 x 12, 348.1, -0.860, -437, -134.4, -49.4 1 x 12, 363.4, -0.914, -437, -149.7, -49.4 1 x 12, 355.8, -0.887, -437, -142.0, -49.4 1 x 12, 273.8, -0.602, -437, -60.1, -49.4 1 x 12, 176.6, -0.264, -437, 37.1, -49.4 1 x 12, 79.4, 0.074, 148, 134.4, 16.7 1 x 12, 56.5, 0.154, 307, 157.3, 34.8 1 x 12, 71.7, 0.101, 201, 142.0, 22.7 1 x 12, 64.1, 0.127, 254, 149.7, 28.8 1 x 12, 250.9, -0.522, -437, -37.1, -49.4 1 x 12, 153.7, -0.184, -369, 60.1, -41.7 46019 x 0.45 x 25 -49-49-49-49-49-49+17+35+23+29-49-4 +518-233.1

Max Moment/Mu

517.7 x (428 / 2 - 51.9) 83.8 + (7.8+6.6+7.4+7.0+3.0+-1.8+2.2+5.5 + (3.2+4.3+1.8+-2.5) 100.0 / 128.4

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

428.6 mm, 240 m

100 As/bd, vc, vc' As/Svreq, Sv, Links Asvreq, Asvpvd

0.65%, 0.57 N/mm², 0.57 N/mm² 0 mm, 125 mm, 4 no 8 mm legs 0 mm², 201 mm²

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

20 mm, 360 m

OK

7.8 6.6 7.4 7.0 3.0 -1.8 2.2 5.5 3.2 4.3 1.8 -2.5 517.7

kN kN kN kN kN kN kN kN kN kN kN kN k

-0.1

k OK 83.8 kN

128.4kN 0.77

X-X Shear Checks OK

links reqd. Link check

Nominal OK Y-Y Shear Checks OK

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 90: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C7 LEVEL 7

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.50 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=4050.0 MM, LEY/B=6.8, EYY=20.0 MM U NI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

560.0 k

.45x(600x400-2061)x25 + 0.95x2060.9x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-2061)x25 + 0.95x2060.9x460

OK M nom Design Moment

3577.4 k OK 3309.7 k

X-X Moments

11.2 122.2 kN.m

Moment Capacity Mu X-X Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0 Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M6) Max Moment/Mu

0.334, 400 mm, 600 mm, 133.44 mm, 72058 mm², 60.0 m 2 x 12, 58.0, 0.198, 396, 142.0, 89.5 2 x 16, 340.0, -0.542, -437, -140.0, -175.7 2 x 12, 342.0, -0.547, -437, -142.0, -98.8 2 x 16, 60.0, 0.193, 385, 140.0, 154.9 2 x 16, 245.3, -0.293, -437, -45.3, -175.7 2 x 16, 154.7, -0.056, -111, 45.3, -44.8 72058 x 0.45 x 25 90 -176 -99 + 155 -176 -45 + 811 -560 810.7 x (400 / 2 - 60.0) 113.5 + (12.7+24.6+14.0+21.7+8.0+-2.0) 122.2 / 192.4

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

218.2 mm, 240 m

OK

12.7 kN 24.6 kN 14.0 kN 21.7 kN 8.0 kN -2.0 kN 810.7 k 0.0 k 113.5 kN 192.4kN 0.63

X-X Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 91: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C7 LEVEL 6

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.50 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=4050.0 MM, LEY/B=6.8, EYY=20.0 MM U NI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

946.9 k

.45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK M nom Design Moment

3277.8 k OK 3009.3 k

X-X Moments

18.9 129.3 kN.m

Moment Capacity Mu X-X Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0 Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M4) Max Moment/Mu

0.416, 400 mm, 600 mm, 166.40 mm, 89856 mm², 74.9 m 4 x 12, 58.0, 0.228, 437, 142.0, 197.7 4 x 12, 342.0, -0.369, -437, -142.0, -197.7 2 x 12, 245.3, -0.166, -332, -45.3, -75.1 2 x 12, 154.7, 0.025, 49, 45.3, 11.2 89856 x 0.45 x 25 198 - 198 - 75 + 11 + 1011 - 946.9 1010.9 x (400 / 2 - 74.9) 126.5 + (28.1+28.1+3.4+0.5) 129.3 / 186.5

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

136.6 mm, 240 m

OK

28.1 kN 28.1 kN 3.4 kN 0.5 kN 1010.9 k 0.0 k 126.5 kN 186.5kN 0.69

X-X Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 92: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C7 LEVEL 5

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.50 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=4050.0 MM, LEY/B=6.8, EYY=20.0 MM U NI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1309.9 k

.45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK M nom Design Moment

3277.8 k OK 3009.3 k

X-X Moments

26.2 98.3 kN.m

Moment Capacity Mu X-X Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0

0.531, 400 mm, 600 mm, 212.54 mm, 114773 mm², 95.6 m 4 x 12, 54.0, 0.261, 437, 146.0, 197.7 4 x 12, 346.0, -0.220, -437, -146.0, -197.7 2 x 12, 246.7, -0.056, -112, -46.7, -25.4 2 x 12, 153.3, 0.098, 195, 46.7, 44.1 114773 x 0.45 x 25 198 - 198 - 25 + 44 + 1291 - 1309.9

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M4) Max Moment/Mu

1291.2 x (400 / 2 - 95.6) 134.7 + (28.9+28.9+1.2+2.1) 98.3 / 195.7

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

75 mm, 240 m

OK

28.9 28.9 1.2 2.1 1291.2 0.0

kN kN kN kN k k OK 134.7 kN 195.7kN 0.50

X-X Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 93: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C7 LEVEL 4

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.50 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=4050.0 MM, LEY/B=6.8, EYY=20.0 MM U NI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

.45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK M nom Design Moment

1652.8 k 3277.8 k OK 3009.3 k

X-X Moments

33.1 93.4 kN.m

Moment Capacity Mu X-X Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0 Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M4) Max Moment/Mu

0.623, 400 mm, 600 mm, 249.40 mm, 134674 mm², 112.2 m 4 x 12, 54.0, 0.274, 437, 146.0, 197.7 4 x 12, 346.0, -0.136, -271, -146.0, -122.7 2 x 12, 246.7, 0.004, 8, -46.7, 1.7 2 x 12, 153.3, 0.135, 270, 46.7, 61.0 134674 x 0.45 x 25 198 - 123 + 2 + 61 + 1515 - 1652.8 1515.1 x (400 / 2 - 112.2) 133.0 + (28.9+17.9+-0.1+2.8) 93.4 / 182.5

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

56.5 mm, 240 m

OK

28.9 kN 17.9 kN -0.1 kN 2.8 kN 1515.1 k 0.0 k 133.0 kN 182.5kN 0.51

X-X Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 94: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C7 LEVEL 3

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3500

Top: Shallow, Bottom: Deep Top: Shallow, Bottom: Shallow Lox=3500-(700+950)/2 Loy=3500-(600+950)/2

1.30 1.50 2675 2725

LEX=3477.5 MM, LEX/H=8.7, EXX=20.0 MM LEY=4087.5 MM, LEY/B=6.8, EYY=20.0 MM U NI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

1978.6 k .45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK M nom Design Moment

3277.8 k OK 3009.3 k

X-X Moments

39.6 90.9 kN.m

Moment Capacity Mu X-X Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0 Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M4) Max Moment/Mu

0.719, 400 mm, 600 mm, 287.79 mm, 155408 mm², 129.5 m 4 x 12, 54.0, 0.284, 437, 146.0, 197.7 4 x 12, 346.0, -0.071, -142, -146.0, -64.0 2 x 12, 246.7, 0.050, 100, -46.7, 22.6 2 x 12, 153.3, 0.164, 327, 46.7, 74.0 155408 x 0.45 x 25 198 - 64 + 23 + 74 + 1748 - 1978.6 1748.3 x (400 / 2 - 129.5) 123.2 + (28.9+9.4+-1.1+3.5) 90.9 / 163.9

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

45.9 mm, 240 m

OK

28.9 kN 9.4 kN -1.1 kN 3.5 kN 1748.3 k 0.0 k 123.2 kN 163.9kN 0.55

X-X Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 95: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C7 LEVEL 2

Basic Data Design to Grades Fy, Fyv, Fcu

BS 8110: 199 460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=5000

Top: Deep, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=5000-(950+700)/2 Loy=5000-(950+600)/2

1.30 1.50 4175 4225

LEX=5427.5 MM, LEX/H=13.6, EXX=20.0 MM LEY=6337.5 MM, LEY/B=10.6, EYY=20.0 MM UNI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

.45x(600x400-2865)x25 + 0.95x2865.1x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-2865)x25 + 0.95x2865.1x460

OK

2400.0 k 3919.8 k OK 3653.1 k

X-X Moments

Applied Moments(M1, M2) 62.0 kN.m, -90.9 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (3920 - 2400)/(3920 - 1308) < 1 au = βa • K • h 0.092, 1.000, 400 Madd= N • au 2400 x 36.8 Initial Moment Mi=fn(M1,M2) 62.0 kN.m, -90.9 kN.m M2+Madd, M nom 179.3, 48.0 Design Moment

1.00 36.8 mm 88.4 kN.m 36.4 kN.m 179.3 kN.m

Moment Capacity Mu X-X Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0 Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M6) Max Moment/Mu

0.761, 400 mm, 600 mm, 304.23 mm, 164284 mm², 136.9 m 2 x 20, 58.0, 0.283, 437, 142.0, 274.6 2 x 16, 344.0, -0.046, -92, -144.0, -36.8 2 x 20, 342.0, -0.043, -87, -142.0, -54.6 2 x 16, 56.0, 0.286, 437, 144.0, 175.7 2 x 16, 244.0, 0.069, 139, -44.0, 55.7 2 x 16, 156.0, 0.171, 341, 44.0, 137.1 164284 x 0.45 x 25 275 -37 -55 +176 +56 +137 +1848 -2400 1848.2 x (400 / 2 - 136.9) 116.6 + (39.0+5.3+7.8+25.3+-2.5+6.0) 179.3 / 197.5

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

74.7 mm, 240 m

OK

39.0 kN 5.3 kN 7.8 kN 25.3 kN -2.5 kN 6.0 kN 1848.2 k 0.0 k 116.6 kN 197.5kN 0.90

X-X Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 96: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C7 LEVEL 1

Basic Data Design to Grades Fy, Fyv, Fcu

BS 8110: 199 460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=5000

Top: Shallow, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=5000-(700+0)/2 Loy=5000-(600+0)/2

1.50 1.50 4650 4700

LEX=6975.0 MM, LEX/H=17.4, EXX=20.0 MM LEY=7050.0 MM, LEY/B=11.8, EYY=20.0 MM SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live

U NI-AXIAL ,

Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

.45x(600x400-5105)x25 + 0.95x5105.1x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-5105)x25 + 0.95x5105.1x460

OK

2927.7 k 4873.5 k OK 4609.2 k

X-X Moments

Applied Moments(M1, M2) -34.3 kN.m, 58.6 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (4873 - 2928)/(4873 - 1308) < 1 au = βa • K • h 0.152, 1.000, 400 Madd= N • au 2928 x 60.8 Initial Moment Mi=fn(M1,M2) -34.3 kN.m, 58.6 kN.m M2+Madd, M nom 236.6, 58.6 Design Moment

1.00 60.8 mm 178.0 kN.m 23.4 kN.m 236.6 kN.m

Moment Capacity Mu X-X Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0 Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M6) Max Moment/Mu

0.780, 400 mm, 600 mm, 311.97 mm, 168463 mm², 140.4 m 2 x 25, 60.5, 0.282, 437, 139.5, 429.0 3 x 20, 342.0, -0.034, -67, -142.0, -63.5 2 x 25, 339.5, -0.031, -62, -139.5, -60.6 3 x 20, 58.0, 0.285, 437, 142.0, 411.9 2 x 20, 242.3, 0.078, 156, -42.3, 98.2 2 x 20, 157.7, 0.173, 346, 42.3, 217.5 168463 x 0.45 x 25 429 -64 -61 +412 +98 +218 +1895 -2927.7 1895.2 x (400 / 2 - 140.4) 113.0 + (59.8+9.0+8.5+58.5+-4.2+9.2) 236.6 / 253.8

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

80.8 mm, 240 m

OK

59.8 kN 9.0 kN 8.5 kN 58.5 kN -4.2 kN 9.2 kN 1895.2 k 0.0 k 113.0 kN 253.8kN 0.93

X-X Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 97: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C8 LEVEL 8

Basic Data Design to Grades Fy, Fyv, Fcu

BS 8110: 199 460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.50 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=4050.0 MM, LEY/B=6.8, EYY=20.0 MM U NI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

.45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK M nom Design Moment

55.7 k 3277.8 k OK 3009.3 k

Y-Y Moments

1.1 150.4 kN.m

Moment Capacity Mu Y-Y Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0

0.139, 600 mm, 400 mm, 83.65 mm, 30115 mm², 37.6 m 4 x 12, 54.0, 0.124, 248, 246.0, 112.2 4 x 12, 546.0, -1.934, -437, -246.0, -197.7 2 x 12, 380.0, -1.240, -437, -80.0, -98.8 2 x 12, 220.0, -0.570, -437, 80.0, -98.8 30115 x 0.45 x 25 112 - 198 - 99 - 99 + 339 - 55.7

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M4) Max Moment/Mu

338.8 x (600 / 2 - 37.6) 88.9 + (27.6+48.6+7.9+-7.9) 150.4 / 165.1

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

2700.2 mm, 360 m

100 As/bd, vc, vc' As/Svreq, Sv, Links Asvreq, Asvpvd OK

0.62%, 0.54 N/mm², 0.54 N/mm² 0 mm, 125 mm, 4 no 8 mm legs 0 mm², 201 mm²

OK

27.6 48.6 7.9 -7.9 338.8 0.0

kN kN kN kN k k OK 88.9 kN 165.1kN 0.91

Y-Y Shear Checks OK

links reqd. Link check 0.00

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 98: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C8 LEVEL 7

Basic Data Design to Grades Fy, Fyv, Fcu

BS 8110: 199 460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.50 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=4050.0 MM, LEY/B=6.8, EYY=20.0 MM U NI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

.45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK M nom Design Moment

131.2 k 3277.8 k OK 3009.3 k

Y-Y Moments

2.6 88.6 kN.m

Moment Capacity Mu Y-Y Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0 Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M4) Max Moment/Mu

0.163, 600 mm, 400 mm, 98.08 mm, 35309 mm², 44.1 m 4 x 12, 58.0, 0.143, 286, 242.0, 129.4 4 x 12, 542.0, -1.584, -437, -242.0, -197.7 2 x 12, 378.7, -1.001, -437, -78.7, -98.8 2 x 12, 221.3, -0.440, -437, 78.7, -98.8 35309 x 0.45 x 25 129 - 198 - 99 - 99 + 397 - 131.2 397.2 x (600 / 2 - 44.1) 101.6 + (31.3+47.8+7.8+-7.8) 88.6 / 180.8

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

675.3 mm, 360 m

100 As/bd, vc, vc' As/Svreq, Sv, Links Asvreq, Asvpvd

0.63%, 0.54 N/mm², 0.54 N/mm² 0 mm, 125 mm, 4 no 12 mm legs 0 mm², 452 mm²

OK

31.3 kN 47.8 kN 7.8 kN -7.8 kN 397.2 k 0.0 k 101.6 kN 180.8kN 0.49

Y-Y Shear Checks OK

links reqd. Link check 0.00 OK

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 99: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C8 LEVEL 6

Basic Data Design to Grades Fy, Fyv, Fcu

BS 8110: 199 460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.50 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=4050.0 MM, LEY/B=6.8, EYY=20.0 MM U NI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

.45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK M nom Design Moment

259.3 k 3277.8 k OK 3009.3 k

Y-Y Moments

5.2 132.4 kN.m

Moment Capacity Mu Y-Y Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0 Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M4) Max Moment/Mu

0.202, 600 mm, 400 mm, 120.95 mm, 43542 mm², 54.4 m 4 x 12, 58.0, 0.182, 364, 242.0, 164.8 4 x 12, 542.0, -1.218, -437, -242.0, -197.7 2 x 12, 378.7, -0.746, -437, -78.7, -98.8 2 x 12, 221.3, -0.290, -437, 78.7, -98.8 43542 x 0.45 x 25 165 - 198 - 99 - 99 + 490 - 259.3 489.8 x (600 / 2 - 54.4) 120.3 + (39.9+47.8+7.8+-7.8) 132.4 / 208.0

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

510.6 mm, 360 m

100 As/bd, vc, vc' As/Svreq, Sv, Links Asvreq, Asvpvd

0.63%, 0.54 N/mm², 0.54 N/mm² 0 mm, 125 mm, 4 no 12 mm legs 0 mm², 452 mm²

OK

39.9 kN 47.8 kN 7.8 kN -7.8 kN 489.8 k 0.0 k 120.3 kN 208.0kN 0.63

Y-Y Shear Checks OK

links reqd. Link check 0.00 OK

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 100: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C8 LEVEL 5

Basic Data Design to Grades Fy, Fyv, Fcu

BS 8110: 199 460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.50 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=4050.0 MM, LEY/B=6.8, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

.45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

402.8 k 3277.8 k OK 3009.3 k

X-X Moments

1.5 kN.m, 0.0 kN.m 402.8 kN, 20.0 mm

8.1 kN.m 8.1 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

-136.4 kN.m, 126.6 kN.m 136.4 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(8.1² + 136.4² ) atn(136.4/ 8.1)

136.6 kN.m 86.6 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F)

0.254, 623 mm, 600 mm, 157.87 mm, 52206 mm², 76.8 m 1 x 12, 565.5, -0.904, -437, -254.2, -49.4 1 x 12, 74.3, 0.185, 371, 237.0, 41.9 1 x 12, 401.7, -0.541, -437, -90.5, -49.4 1 x 12, 238.0, -0.178, -355, 73.2, -40.2 1 x 12, 559.7, -0.891, -437, -248.4, -49.4 1 x 12, 554.0, -0.878, -437, -242.7, -49.4 1 x 12, 548.2, -0.865, -437, -237.0, -49.4 1 x 12, 57.1, 0.223, 437, 254.2, 49.4 1 x 12, 384.5, -0.502, -437, -73.2, -49.4 1 x 12, 220.8, -0.140, -279, 90.5, -31.6 1 x 12, 68.6, 0.198, 396, 242.7, 44.8

12.6 9.9 4.5 -2.9 12.3 12.0 11.7 12.6 3.6 -2.9 10.9

kN kN kN kN kN kN kN kN kN kN kN

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 101: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Bar group12:M12 fn(bars,d,ε%,,la,F) 1 x 12, 62.8, 0.211, 421, 248.4, 47.7 Concrete Fc=(Ac•.45•fcu) 52206 x 0.45 x 25 F Equlibrum  (Ft) + FC - Fapp = 0 -49+42-49-40-49-49-49+49-49-32+45+4 +587-402.8 Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12) Max Moment/Mu

587.3 x (623 / 2 - 76.8) 137.7 + (12.6+9.9+4.5+-2.9+12.3+12.0+11.7 + (12.6+3.6+-2.9+10.9+11.8) 136.6 / 233.8

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

20 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

338.6 mm, 360 m

OK

11.8 kN 587.3 k 0.0

k OK 137.7 kN 233.8kN 0.58

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

.45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK Applied Moments (Mx1, Mx2) Design Moment

402.8 k 3277.8 k OK 3009.3 k

X-X Moments

1.5 kN.m, 0.0 kN.m 1.5 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

-136.4 kN.m, 126.6 kN.m 402.8, 20.0

8.1 kN.m 136.4 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(1.5² + 136.4² ) atn(136.4/ 1.5)

136.4 kN.m 89.4 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.243, 604 mm, 600 mm, 146.58 mm, 51893 mm², 67.1 m 1 x 12, 549.8, -0.963, -437, -247.6, -49.4 1 x 12, 57.8, 0.212, 424, 244.4, 47.9 1 x 12, 385.8, -0.571, -437, -83.6, -49.4 1 x 12, 221.8, -0.180, -359, 80.4, -40.6 1 x 12, 548.7, -0.960, -437, -246.5, -49.4 1 x 12, 547.6, -0.958, -437, -245.5, -49.4 1 x 12, 546.6, -0.955, -437, -244.4, -49.4 1 x 12, 54.6, 0.220, 437, 247.6, 49.4 1 x 12, 382.6, -0.563, -437, -80.4, -49.4 1 x 12, 218.6, -0.172, -344, 83.6, -38.9 1 x 12, 56.7, 0.215, 429, 245.5, 48.5 1 x 12, 55.7, 0.217, 434, 246.5, 49.1 51893 x 0.45 x 25 -49+48-49-41-49-49-49+49-49-39+49+4 +584-402.8

583.8 x (604 / 2 - 67.1) 137.3 + (12.2+11.7+4.1+-3.3+12.2+12.1+12.1

12.2 11.7 4.1 -3.3 12.2 12.1 12.1 12.2 4.0 -3.3 11.9 12.1 583.8

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k

OK 137.3 kN

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Max Moment/Mu

Job ref Sheet Made By Date Checked Approved

+ (12.2+4.0+-3.3+11.9+12.1) 136.4 / 235.5

OK App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

3.7 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

338.6 mm, 360 m

: Job Ref : Sheet Ref / 102: D.O.C.K : OCT 2012 : F.O.O : K.M.M

235.5kN 0.57

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 103: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C8 LEVEL 4

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3300

Top: Shallow, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=3300-(700+700)/2 Loy=3300-(600+600)/2

1.50 1.50 2600 2700

LEX=3900.0 MM, LEX/H=9.8, EXX=20.0 MM LEY=4050.0 MM, LEY/B=6.8, EYY=20.0 MM BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

531.3 k

.45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK Applied Moments (Mx1, Mx2) M nom=fn(N, exx) Design Moment

1.3 kN.m, 0.0 kN.m 531.3 kN, 20.0 mm

3277.8 k OK 3009.3 k

X-X Moments 10.6 kN.m 10.6 kN.m

Y-Y Moments Applied Moments (My1, My2) Design Moment

-125.9 kN.m, 114.0 kN.m 125.9 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(10.6² + 125.9² ) atn(125.9/ 10.6)

126.3 kN.m 85.2 deg

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 104: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.294, 632 mm, 600 mm, 185.76 mm, 60358 mm², 91.7 m 1 x 12, 573.2, -0.730, -437, -257.4, -49.4 1 x 12, 82.9, 0.194, 388, 232.8, 43.8 1 x 12, 409.7, -0.422, -437, -94.0, -49.4 1 x 12, 246.3, -0.114, -228, 69.4, -25.8 1 x 12, 565.0, -0.715, -437, -249.2, -49.4 1 x 12, 556.8, -0.699, -437, -241.0, -49.4 1 x 12, 548.6, -0.684, -437, -232.8, -49.4 1 x 12, 58.4, 0.240, 437, 257.4, 49.4 1 x 12, 385.2, -0.376, -437, -69.4, -49.4 1 x 12, 221.8, -0.068, -136, 94.0, -15.3 1 x 12, 74.7, 0.209, 418, 241.0, 47.3 1 x 12, 66.5, 0.225, 437, 249.2, 49.4 60358 x 0.45 x 25 -49+44-49-26-49-49-49+49-49-15+47+4 +679-531.3

Max Moment/Mu

679.0 x (632 / 2 - 91.7) 152.1 + (12.7+10.2+4.6+-1.8+12.3+11.9+11.5 + (12.7+3.4+-1.4+11.4+12.3) 126.3 / 252.1

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

20 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

237 mm, 360 m

OK

12.7 10.2 4.6 -1.8 12.3 11.9 11.5 12.7 3.4 -1.4 11.4 12.3 679.0

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 152.1 kN 252.1kN 0.50

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

531.3 k

.45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK Applied Moments (Mx1, Mx2) Design Moment

3277.8 k OK 3009.3 k

X-X Moments

1.3 kN.m, 0.0 kN.m 1.3 kN.m

Y-Y Moments Applied Moments (My1, My2) M nom=fn(N, eyy) Design Moment

-125.9 kN.m, 114.0 kN.m 531.3, 20.0

10.6 kN.m 125.9 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(1.3² + 125.9² ) atn(125.9/ 1.3)

125.9 kN.m 89.4 deg

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 105: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.281, 604 mm, 600 mm, 169.52 mm, 60206 mm², 77.3 m 1 x 12, 549.5, -0.785, -437, -247.5, -49.4 1 x 12, 57.6, 0.231, 437, 244.5, 49.4 1 x 12, 385.6, -0.446, -437, -83.5, -49.4 1 x 12, 221.6, -0.107, -215, 80.5, -24.3 1 x 12, 548.5, -0.783, -437, -246.5, -49.4 1 x 12, 547.5, -0.780, -437, -245.5, -49.4 1 x 12, 546.5, -0.778, -437, -244.5, -49.4 1 x 12, 54.6, 0.237, 437, 247.5, 49.4 1 x 12, 382.5, -0.440, -437, -80.5, -49.4 1 x 12, 218.5, -0.101, -202, 83.5, -22.9 1 x 12, 56.6, 0.233, 437, 245.5, 49.4 1 x 12, 55.6, 0.235, 437, 246.5, 49.4 60206 x 0.45 x 25 -49+49-49-24-49-49-49+49-49-23+49+4 +677-531.3

Max Moment/Mu

677.3 x (604 / 2 - 77.3) 152.2 + (12.2+12.1+4.1+-2.0+12.2+12.1+12.1 + (12.2+4.0+-1.9+12.1+12.2) 125.9 / 253.7

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

2.4 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

237 mm, 360 m

OK

12.2 12.1 4.1 -2.0 12.2 12.1 12.1 12.2 4.0 -1.9 12.1 12.2 677.3

kN kN kN kN kN kN kN kN kN kN kN kN k

0.0

k OK 152.2 kN 253.7kN 0.49

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 106: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C8 LEVEL 3

Basic Data Design to Grades Fy, Fyv, Fcu

BS 8110: 199 460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=3500

Top: Shallow, Bottom: Deep Top: Shallow, Bottom: Shallow Lox=3500-(700+950)/2 Loy=3500-(600+950)/2

1.30 1.50 2675 2725

LEX=3477.5 MM, LEX/H=8.7, EXX=20.0 MM LEY=4087.5 MM, LEY/B=6.8, EYY=20.0 MM U NI-AXIAL , SHORT, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

.45x(600x400-1357)x25 + 0.95x1357.2x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-1357)x25 + 0.95x1357.2x460

OK M nom Design Moment

644.1 k 3277.8 k OK 3009.3 k

Y-Y Moments

12.9 125.4 kN.m

Moment Capacity Mu Y-Y Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp= 0 Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M4) Max Moment/Mu App. Shear Vy, v, v max

0.316, 600 mm, 400 mm, 189.69 mm, 68288 mm², 85.4 m 4 x 12, 54.0, 0.250, 437, 246.0, 197.7 4 x 12, 546.0, -0.657, -437, -246.0, -197.7 2 x 12, 380.0, -0.351, -437, -80.0, -98.8 2 x 12, 220.0, -0.056, -112, 80.0, -25.3 68288 x 0.45 x 25 198 - 198 - 99 - 25 + 768 - 644.1 768.2 x (600 / 2 - 85.4) 164.9 + (48.6+48.6+7.9+-2.0) 125.4 / 268.0 0 kN, 0 N/mm², 4 N/mm²

48.6 kN 48.6 kN 7.9 kN -2.0 kN 768.2 k 0.0 k 164.9 kN 268.0kN 0.46

OK M/N, 0.6b

194.7 mm, 360 m Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 107: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C8 LEVEL 2

Basic Data Design to Grades Fy, Fyv, Fcu

BS 8110: 199 460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=5000

Top: Deep, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=5000-(950+700)/2 Loy=5000-(950+600)/2

1.30 1.50 4175 4225

LEX=5427.5 MM, LEX/H=13.6, EXX=20.0 MM LEY=6337.5 MM, LEY/B=10.6, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

.45x(600x400-2413)x25 + 0.95x2412.7x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-2413)x25 + 0.95x2412.7x460

OK Applied Moments (Mx1, Mx2) 0.0 kN.m, 1.5 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (3727 - 779)/(3727 - 1316) < 1 au = βa • K • h 0.092, 1.000, 400 Madd= N • au 779 x 36.8 Mi=fn(Mx1, Mx2) 0.0 kN.m, 1.5 kN.m M2+Madd, M nom 30.2 kN.m, 15.6 kN.m M nom=fn(N, exx) 779.2 kN, 20.0 mm Design Moment

779.2 k 3727.2 k OK 3459.9 k

X-X Moments 1.00 36.8 mm 28.7 kN.m 0.9 kN.m 28.7 kN.m 30.2 kN.m

Y-Y Moments Applied Moments (My1, My2) -86.4 kN.m, 81.8 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (3727 - 779)/(3727 - 1393) < 1 au = βa • K • h 0.056, 1.000, 400 Madd= N • au 779 x 33.5 Mi=fn(My1, My2) -86.4 kN.m, 81.8 kN.m M nom=fn(M2+Madd) 112.5 M nom=fn(N, eyy) 779.2, 20.0 Design Moment

1.00 33.5 mm 26.1 kN.m 34.6 kN.m 0.0 kN.m 26.1 kN.m 112.5 kN.m

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 108: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(30.2² + 112.5² ) atn(112.5/ 30.2)

116.5 kN.m 75.0 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) Equlibrum  (Ft) + FC - Fapp= 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.409, 683 mm, 600 mm, 279.18 mm, 82589 mm², 149.3 m 1 x 16, 614.6, -0.420, -437, -273.0, -87.9 1 x 16, 143.3, 0.170, 341, 198.3, 68.5 1 x 16, 457.5, -0.224, -437, -115.9, -87.9 1 x 16, 300.4, -0.027, -53, 41.2, -10.7 1 x 16, 589.7, -0.389, -437, -248.1, -87.9 1 x 16, 564.8, -0.358, -437, -223.2, -87.9 1 x 16, 539.9, -0.327, -437, -198.3, -87.9 1 x 16, 68.6, 0.264, 437, 273.0, 87.9 1 x 16, 382.8, -0.130, -260, -41.2, -52.2 1 x 16, 225.7, 0.067, 134, 115.9, 27.0 1 x 16, 118.4, 0.202, 403, 223.2, 81.1 1 x 16, 93.5, 0.233, 437, 248.1, 87.9 82589 x 0.45 x 25 -88+69-88-11-88-88-88+88-52+27+81+8 +929-779.2

Max Moment/Mu

929.1 x (683 / 2 - 149.3) 178.7 + (24.0+13.6+10.2+-0.4+21.8+19.6+17.4 + (24.0+2.2+3.1+18.1+21.8) 116.5 / 354.0

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

38.7 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

144.4 mm, 360 m

OK

24.0 13.6 10.2 -0.4 21.8 19.6 17.4 24.0 2.2 3.1 18.1 21.8 929.1

kN kN kN kN kN kN kN kN kN kN kN kN k

-0.1

k OK 178.7 kN 354.0kN 0.32

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

.45x(600x400-2413)x25 + 0.95x2412.7x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-2413)x25 + 0.95x2412.7x460

OK Applied Moments (Mx1, Mx2) 0.0 kN.m, 1.5 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (3727 - 779)/(3727 - 1316) < 1 au = βa • K • h 0.092, 1.000, 400 Madd= N • au 779 x 36.8 Mi=fn(Mx1, Mx2) 0.0 kN.m, 1.5 kN.m M2+Madd, M nom 30.2 kN.m, 0.0 kN.m M nom=fn(N, exx) 779.2 kN, 20.0 mm Design Moment

779.2 k 3727.2 k OK 3459.9 k

X-X Moments 1.00 36.8 mm 28.7 kN.m 0.9 kN.m 28.7 kN.m 30.2 kN.m

Y-Y Moments Applied Moments (My1, My2) -86.4 kN.m, 81.8 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (3727 - 779)/(3727 - 1393) < 1 au = βa • K • h 0.056, 1.000, 400 Madd= N • au 779 x 33.5 Mi=fn(My1, My2) -86.4 kN.m, 81.8 kN.m M nom=fn(M2+Madd) 112.5

1.00 33.5 mm 26.1 kN.m 34.6 kN.m 15.6 kN.m

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], M nom=fn(N, eyy) Design Moment

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 109: D.O.C.K : OCT 2012 : F.O.O : K.M.M

779.2, 20.0

26.1 kN.m 112.5 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(30.2² + 112.5² ) atn(112.5/ 30.2)

116.5 kN.m 75.0 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.409, 683 mm, 600 mm, 279.18 mm, 82589 mm², 149.3 m 1 x 16, 614.6, -0.420, -437, -273.0, -87.9 1 x 16, 143.3, 0.170, 341, 198.3, 68.5 1 x 16, 457.5, -0.224, -437, -115.9, -87.9 1 x 16, 300.4, -0.027, -53, 41.2, -10.7 1 x 16, 589.7, -0.389, -437, -248.1, -87.9 1 x 16, 564.8, -0.358, -437, -223.2, -87.9 1 x 16, 539.9, -0.327, -437, -198.3, -87.9 1 x 16, 68.6, 0.264, 437, 273.0, 87.9 1 x 16, 382.8, -0.130, -260, -41.2, -52.2 1 x 16, 225.7, 0.067, 134, 115.9, 27.0 1 x 16, 118.4, 0.202, 403, 223.2, 81.1 1 x 16, 93.5, 0.233, 437, 248.1, 87.9 82589 x 0.45 x 25 -88+69-88-11-88-88-88+88-52+27+81+8 +929-779.2

Max Moment/Mu

929.1 x (683 / 2 - 149.3) 178.7 + (24.0+13.6+10.2+-0.4+21.8+19.6+17.4 + (24.0+2.2+3.1+18.1+21.8) 116.5 / 354.0

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

38.7 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

144.4 mm, 360 m

OK

24.0 13.6 10.2 -0.4 21.8 19.6 17.4 24.0 2.2 3.1 18.1 21.8 929.1

kN kN kN kN kN kN kN kN kN kN kN kN k

-0.1

k OK 178.7 kN 354.0kN 0.32

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

: Job Ref : Sheet Ref / 110: D.O.C.K : OCT 2012 : F.O.O : K.M.M

COLUMN @ TYPE C8 LEVEL 1

Basic Data Design to

BS 8110: 199

Grades Fy, Fyv, Fcu

460 N/mm², 460 N/mm², 25 N/mm

Restraint Conditions and Effective Lengths βx : for 400 mm deep column βy : for 600 mm wide column Lc=5000

Top: Shallow, Bottom: Shallow Top: Shallow, Bottom: Shallow Lox=5000-(700+0)/2 Loy=5000-(600+0)/2

1.50 1.50 4650 4700

LEX=6975.0 MM, LEX/H=17.4, EXX=20.0 MM LEY=7050.0 MM, LEY/B=11.8, EYY=20.0 MM BI-AXIAL , SLENDER, UNBRACED, COLUMN D ESIGN Critical Case : 1 : Dead plus Live Part 1 of 2 with Mxx Nominal considered Axial Capacity Applied Axial N

Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

963.8 k

.45x(600x400-3770)x25 + 0.95x3769.9x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-3770)x25 + 0.95x3769.9x460

OK Applied Moments (Mx1, Mx2) 0.0 kN.m, 2.0 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (4305 - 964)/(4305 - 1321) < 1 au = βa • K • h 0.152, 1.000, 400 Madd= N • au 964 x 60.8 Mi=fn(Mx1, Mx2) 0.0 kN.m, 2.0 kN.m M2+Madd, M nom 60.6 kN.m, 19.3 kN.m M nom=fn(N, exx) 963.8 kN, 20.0 mm Design Moment

4305.0 k OK 4039.3 k

X-X Moments 1.00 60.8 mm 58.6 kN.m 1.2 kN.m 58.6 kN.m 60.6 kN.m

Y-Y Moments Applied Moments (My1, My2) -36.2 kN.m, 64.4 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (4305 - 964)/(4305 - 1367) < 1

1.00

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], au = βa • K • h Madd= N • au Mi=fn(My1, My2) M nom=fn(M2+Madd) M nom=fn(N, eyy) Design Moment

: Job Ref : Sheet Ref / 111: D.O.C.K : OCT 2012 : F.O.O : K.M.M

0.069, 1.000, 400 964 x 41.4 -36.2 kN.m, 64.4 kN.m 104.3 963.8, 20.0

41.4 mm 39.9 kN.m 25.8 kN.m 0.0 kN.m 39.9 kN.m 104.3 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(60.6² + 104.3² ) atn(104.3/ 60.6)

120.6 kN.m 59.8 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0

Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12)

0.472, 720 mm, 600 mm, 339.70 mm, 94952 mm², 194.9 m 1 x 20, 640.5, -0.310, -437, -280.6, -137.3 1 x 20, 222.0, 0.121, 243, 137.9, 76.2 1 x 20, 501.0, -0.166, -332, -141.1, -104.4 1 x 20, 361.5, -0.022, -45, -1.6, -14.1 1 x 20, 592.9, -0.261, -437, -233.0, -137.3 1 x 20, 545.3, -0.212, -424, -185.5, -133.1 1 x 20, 497.8, -0.163, -326, -137.9, -102.3 1 x 20, 79.3, 0.268, 437, 280.6, 137.3 1 x 20, 358.3, -0.019, -38, 1.6, -12.0 1 x 20, 218.8, 0.125, 249, 141.1, 78.3 1 x 20, 174.4, 0.170, 341, 185.5, 107.0 1 x 20, 126.8, 0.219, 437, 233.0, 137.3 94952 x 0.45 x 25 -137+76-104-14-137-133-102+137-12+7 +107+137+1068-963.8

Max Moment/Mu

1068.2 x (720 / 2 - 194.9) 176.2 + (38.5+10.5+14.7+0.0+32.0+24.7+14.1 + (38.5+0.0+11.0+19.8+32.0) 120.6 / 412.2

App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

62.9 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

108.2 mm, 360 m

OK

38.5 10.5 14.7 0.0 32.0 24.7 14.1 38.5 0.0 11.0 19.8 32.0 1068.2

kN kN kN kN kN kN kN kN kN kN kN kN k

-0.1

k OK 176.2 kN 412.2kN 0.29

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

NOMINAL LINKS BI-AXIAL , SLENDER, U NBRACED, COLUMN DESIGN Critical Case : 1 : Dead plus Live Part 2 of 2: with Myy Nominal considered Axial Capacity Applied Axial N Nuz=.45•(B•H-acs)•fcu + .95•asc•fy

.45x(600x400-3770)x25 + 0.95x3769.9x460

Ncap=.9•.45•(B•H-acs)•fcu + .95•asc•fy.9x.45x(600x400-3770)x25 + 0.95x3769.9x460

OK Applied Moments (Mx1, Mx2) 0.0 kN.m, 2.0 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (4305 - 964)/(4305 - 1321) < 1 au = βa • K • h 0.152, 1.000, 400 Madd= N • au 964 x 60.8 Mi=fn(Mx1, Mx2) 0.0 kN.m, 2.0 kN.m M2+Madd, M nom 60.6 kN.m, 0.0 kN.m M nom=fn(N, exx) 963.8 kN, 20.0 mm Design Moment

963.8 k 4305.0 k OK 4039.3 k

X-X Moments 1.00 60.8 mm 58.6 kN.m 1.2 kN.m 58.6 kN.m 60.6 kN.m

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 112: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Y-Y Moments Applied Moments (My1, My2) -36.2 kN.m, 64.4 kN.m K = Kmin > (Nuz - N)/(Nuz - Nbal) < 1 1.00 > (4305 - 964)/(4305 - 1367) < 1 au = βa • K • h 0.069, 1.000, 400 Madd= N • au 964 x 41.4 Mi=fn(My1, My2) -36.2 kN.m, 64.4 kN.m M nom=fn(M2+Madd) 104.3 M nom=fn(N, eyy) 963.8, 20.0 Design Moment

1.00 41.4 mm 39.9 kN.m 25.8 kN.m 19.3 kN.m 39.9 kN.m 104.3 kN.m

Resultant Design Moment M=sqr(Mx² + My²) θ = atn(My / Mx)

sqr(60.6² + 104.3² ) atn(104.3/ 60.6)

120.6 kN.m 59.8 deg

Moment Capacity Design Data X/h, h, b, X, Ac, Ybar Bar group1:M1 fn(bars,d,ε%,,la,F) Bar group2:M2 fn(bars,d,ε%,,la,F) Bar group3:M3 fn(bars,d,ε%,,la,F) Bar group4:M4 fn(bars,d,ε%,,la,F) Bar group5:M5 fn(bars,d,ε%,,la,F) Bar group6:M6 fn(bars,d,ε%,,la,F) Bar group7:M7 fn(bars,d,ε%,,la,F) Bar group8:M8 fn(bars,d,ε%,,la,F) Bar group9:M9 fn(bars,d,ε%,,la,F) Bar group10:M10 fn(bars,d,ε%,,la,F) Bar group11:M11 fn(bars,d,ε%,,la,F) Bar group12:M12 fn(bars,d,ε%,,la,F) Concrete Fc=(Ac•.45•fcu) F Equlibrum  (Ft) + FC - Fapp = 0 Concrete Mc=Fc•(H/2-Ybar) Mu =Mc + (M1+...+M12) Max Moment/Mu

0.472, 720 mm, 600 mm, 339.70 mm, 94952 mm², 194.9 m 1 x 20, 640.5, -0.310, -437, -280.6, -137.3 1 x 20, 222.0, 0.121, 243, 137.9, 76.2 1 x 20, 501.0, -0.166, -332, -141.1, -104.4 1 x 20, 361.5, -0.022, -45, -1.6, -14.1 1 x 20, 592.9, -0.261, -437, -233.0, -137.3 1 x 20, 545.3, -0.212, -424, -185.5, -133.1 1 x 20, 497.8, -0.163, -326, -137.9, -102.3 1 x 20, 79.3, 0.268, 437, 280.6, 137.3 1 x 20, 358.3, -0.019, -38, 1.6, -12.0 1 x 20, 218.8, 0.125, 249, 141.1, 78.3 1 x 20, 174.4, 0.170, 341, 185.5, 107.0 1 x 20, 126.8, 0.219, 437, 233.0, 137.3 94952 x 0.45 x 25 -137+76-104-14-137-133-102+137-12+7 +107+137+1068-963.8 1068.2 x (720 / 2 - 194.9) 176.2 + (38.5+10.5+14.7+0.0+32.0+24.7+14.1 + (38.5+0.0+11.0+19.8+32.0) 120.6 / 412.2

OK App. Shear Vx, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6h

62.9 mm, 240 m

App. Shear Vy, v, v max

0 kN, 0 N/mm², 4 N/mm²

M/N, 0.6b

108.2 mm, 360 m

38.5 10.5 14.7 0.0 32.0 24.7 14.1 38.5 0.0 11.0 19.8 32.0 1068.2

kN kN kN kN kN kN kN kN kN kN kN kN k

-0.1 k 176.2 kN 412.2kN 0.29

X-X Shear Checks OK

Nominal links

Y-Y Shear Checks OK

Nominal links

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 113: D.O.C.K : OCT 2012 : F.O.O : K.M.M

PAD FOOTING DESIGN RESULTS BASE TYPE E GRID F/10 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1C3 1 -3191.9 -34.8 -99.2 G+Q *F 2 -3109.9 -32.3 -96.6 (G+Q)P11 *F 3 -3015.1 -32.7 -95.9 (G+Q)P12 *F 4 -2571.6 -22.5 -87.4 (G+Q)P21 *F 5 -2245.6 -38.6 -57.3 (G+Q)P22 *F 6 -3173.2 -33.4 -99.3 (G+Q)P31 *F 7 -3113.8 -34.3 -95.8 (G+Q)P32 *F 8 -2577.0 -22.9 -87.2 (G+Q)P41 *F 9 -2246.5 -38.6 -57.0 (G+Q)P42 *F 10 -3104.0 -31.9 -96.5 (G+Q)P51 *F 11 -3015.4 -32.6 -96.3 (G+Q)P52 *F 12 -2657.4 -10.4 -92.8 G+Q+Nx 13 -2688.1 -48.8 -72.8 G+Q-Nx 14 -2658.9 -32.0 -75.6 G+Q+Ny 15 -2686.6 -27.1 -89.9 G+Q-Ny Column: 1C1 bx = 400.0 mm by = 600.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -3191.9 kN Mx = 34.8 kN.m My = 99.2 kN.m Footing Dimensions: Lx = 3000.0 mm Ly = 3000.0 mm h = 800.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 403.620 kN/m2 S-min = 344.086 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 1600.00 mm2/m X Dir: Footing Design: M = 339.2 kN.m/m K/K' = 0.15 < 1.0 As = 1600.00 mm2/m T20-175 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.70 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.30 N/mm2 < vc = 0.39 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 3275.0 kN V-eff = 3331.7 kN v = 2.25 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 602.5 kN V-eff = 621.0 kN v = 0.08 N/mm2 < vc = 0.39 N/mm2 Y Dir: Footing Design: M = 286.4 kN.m/m K/K' = 0.14 < 1.0 As = 1600.00 mm2/m T20-175 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.66 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.26 N/mm2 < vc = 0.40 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 3275.0 kN V-eff = 3331.7 kN v = 2.25 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 602.5 kN V-eff = 659.3 kN v = 0.08 N/mm2 < vc = 0.40 N/mm2

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 114: D.O.C.K : OCT 2012 : F.O.O : K.M.M

BASE TYPE F GRID G/10 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1C4 1 -4173.0 -0.9 -120.2 G+Q *F 2 -3270.5 15.3 -119.7 (G+Q)P11 *F 3 -3453.4 1.1 -126.6 (G+Q)P12 *F 4 -2923.8 -14.5 -83.8 (G+Q)P21 *F 5 -3590.4 6.4 -36.7 (G+Q)P22 *F 6 -3674.3 0.5 -120.9 (G+Q)P31 *F 7 -4021.7 1.1 -106.9 (G+Q)P32 *F 8 -3014.2 -15.5 -86.6 (G+Q)P41 *F 9 -3607.9 6.0 -42.0 (G+Q)P42 *F 10 -3269.0 15.9 -119.4 (G+Q)P51 *F 11 -3456.0 1.3 -126.5 (G+Q)P52 *F 12 -3454.2 24.3 -97.9 G+Q+Nx 13 -3479.2 -25.1 -98.4 G+Q-Nx 14 -3445.6 -3.8 -92.1 G+Q+Ny 15 -3487.8 3.1 -104.1 G+Q-Ny Column: 1C2 bx = 400.0 mm by = 600.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -4173.0 kN Mx = 0.9 kN.m My = 120.2 kN.m Footing Dimensions: Lx = 3400.0 mm Ly = 3400.0 mm h = 900.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 413.416 kN/m2 S-min = 376.440 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 1800.00 mm2/m X Dir: Footing Design: M = 465.0 kN.m/m K/K' = 0.17 < 1.0 As = 1800.00 mm2/m T20-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.73 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.32 N/mm2 < vc = 0.40 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 4470.6 kN V-eff = 4532.4 kN v = 2.70 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 967.4 kN V-eff = 967.8 kN v = 0.10 N/mm2 < vc = 0.40 N/mm2 Y Dir: Footing Design: M = 400.2 kN.m/m K/K' = 0.15 < 1.0 As = 1800.00 mm2/m T20-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.70 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.28 N/mm2 < vc = 0.40 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 4470.6 kN V-eff = 4532.4 kN v = 2.70 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 967.4 kN V-eff = 1029.2 kN v = 0.10 N/mm2 < vc = 0.40 N/mm2

BASE TYPE G GRID H/10 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1C3 1 -2266.6 35.3 -97.3 G+Q *F 2 -1772.3 21.1 -95.9 (G+Q)P11 *F 3 -2124.0 33.1 -94.3 (G+Q)P12 *F

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], 4 5 6 7 8 9 10 11 12 13 14 15

-2101.4 -1779.1 -2149.6 -2203.0 -2139.8 -1777.4 -1798.9 -2132.0 -1924.2 -1848.7 -1865.4 -1907.5

28.3 35.4 33.5 35.6 28.2 35.4 21.5 33.2 50.0 8.1 26.3 31.9

-61.7 -45.4 -94.6 -94.1 -63.3 -45.1 -96.2 -94.9 -72.8 -87.4 -75.6 -84.6

: Job Ref : Sheet Ref / 115: D.O.C.K : OCT 2012 : F.O.O : K.M.M

(G+Q)P21 (G+Q)P22 (G+Q)P31 (G+Q)P32 (G+Q)P41 (G+Q)P42 (G+Q)P51 (G+Q)P52 G+Q+Nx G+Q-Nx G+Q+Ny G+Q-Ny

*F *F *F *F *F *F *F *F

Column:

1C3 bx = 400.0 mm by = 600.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -2266.6 kN Mx = 35.3 kN.m My = 97.3 kN.m Footing Dimensions: Lx = 2600.0 mm Ly = 2600.0 mm h = 700.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 409.527 kN/m2 S-min = 318.975 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 1400.00 mm2/m X Dir: Footing Design: M = 245.7 kN.m/m K/K' = 0.15 < 1.0 As = 1400.00 mm2/m T20-200 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.69 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.28 N/mm2 < vc = 0.39 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 2374.9 kN V-eff = 2437.8 kN v = 1.90 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 332.8 kN V-eff = 353.8 kN v = 0.06 N/mm2 < vc = 0.39 N/mm2 Y Dir: Footing Design: M = 200.5 kN.m/m K/K' = 0.13 < 1.0 As = 1400.00 mm2/m T20-200 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.65 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.24 N/mm2 < vc = 0.40 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 2374.9 kN V-eff = 2437.8 kN v = 1.90 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 332.8 kN V-eff = 395.7 kN v = 0.06 N/mm2 < vc = 0.40 N/mm2

BASE TYPE D GRID F/9 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1C2 1 -5097.5 -111.9 31.6 G+Q *F 2 -4122.6 -129.3 35.4 (G+Q)P11 *F 3 -3664.6 -122.2 63.5 (G+Q)P12 *F 4 -4475.5 -13.6 19.4 (G+Q)P21 *F 5 -3308.5 -121.3 -3.7 (G+Q)P22 *F 6 -5056.4 -105.2 32.1 (G+Q)P31 *F 7 -4131.4 -121.7 35.7 (G+Q)P32 *F 8 -4480.6 -17.5 19.4 (G+Q)P41 *F 9 -3346.3 -122.8 -2.4 (G+Q)P42 *F 10 -4115.8 -128.7 35.5 (G+Q)P51 *F 11 -3663.6 -122.1 62.4 (G+Q)P52 *F

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], 12 13 14 15

-4187.3 -4232.3 -4213.7 -4205.8

-73.9 -104.7 -91.3 -87.3

Job ref Sheet Made By Date Checked Approved

15.2 40.2 36.2 19.2

: Job Ref : Sheet Ref / 116: D.O.C.K : OCT 2012 : F.O.O : K.M.M

G+Q+Nx G+Q-Nx G+Q+Ny G+Q-Ny

Column:

1C4 bx = 400.0 mm by = 600.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -5097.5 kN Mx = 111.9 kN.m My = 31.6 kN.m Footing Dimensions: Lx = 3800.0 mm Ly = 3800.0 mm h = 1000.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 405.093 kN/m2 S-min = 373.711 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 2000.00 mm2/m X Dir: Footing Design: M = 580.1 kN.m/m K/K' = 0.16 < 1.0 As = 2000.00 mm2/m T20-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.72 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.32 N/mm2 < vc = 0.38 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 5529.5 kN V-eff = 5578.6 kN v = 2.97 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1334.7 kN V-eff = 1383.8 kN v = 0.11 N/mm2 < vc = 0.38 N/mm2 Y Dir: Footing Design: M = 517.3 kN.m/m K/K' = 0.15 < 1.0 As = 2000.00 mm2/m T20-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.70 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.29 N/mm2 < vc = 0.38 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 5529.5 kN V-eff = 5578.6 kN v = 2.97 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1334.7 kN V-eff = 1349.5 kN v = 0.11 N/mm2 < vc = 0.38 N/mm2

BASE TYPE D GRID F/8 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1C2 1 -5486.0 -175.9 -1.9 G+Q *F 2 -4269.7 -197.4 -3.4 (G+Q)P11 *F 3 -3916.9 -188.9 -32.9 (G+Q)P12 *F 4 -4710.7 -29.1 0.2 (G+Q)P21 *F 5 -3447.1 -186.4 24.8 (G+Q)P22 *F 6 -5437.2 -168.9 -2.0 (G+Q)P31 *F 7 -3929.4 -189.3 24.5 (G+Q)P32 *F 8 -4716.1 -33.4 0.4 (G+Q)P41 *F 9 -3905.3 -185.7 -5.4 (G+Q)P42 *F 10 -4263.5 -196.6 -3.3 (G+Q)P51 *F 11 -3943.2 -190.1 -29.8 (G+Q)P52 *F 12 -4494.6 -128.7 -13.8 G+Q+Nx 13 -4527.6 -151.8 10.6 G+Q-Nx 14 -4513.7 -141.7 6.8 G+Q+Ny 15 -4508.5 -138.8 -10.0 G+Q-Ny Column: 1C5 bx = 400.0 mm by = 600.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -5486.0 kN Mx = 175.9 kN.m

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 117: D.O.C.K : OCT 2012 : F.O.O : K.M.M

My = 1.9 kN.m Footing Dimensions: Lx = 3900.0 mm Ly = 3900.0 mm h = 1000.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 415.061 kN/m2 S-min = 379.103 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 2000.00 mm2/m X Dir: Footing Design: M = 627.4 kN.m/m K/K' = 0.18 < 1.0 As = 2000.00 mm2/m T20-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.76 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.35 N/mm2 < vc = 0.38 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 5944.3 kN V-eff = 6021.4 kN v = 3.20 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1666.8 kN V-eff = 1743.9 kN v = 0.14 N/mm2 < vc = 0.38 N/mm2 Y Dir: Footing Design: M = 564.9 kN.m/m K/K' = 0.17 < 1.0 As = 2000.00 mm2/m T20-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.74 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.32 N/mm2 < vc = 0.38 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 5944.3 kN V-eff = 6021.4 kN v = 3.20 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1666.8 kN V-eff = 1667.7 kN v = 0.13 N/mm2 < vc = 0.38 N/mm2

BASE TYPE D GRID F/7 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1C2 1 -4841.8 -132.4 -26.7 G+Q *F 2 -3912.3 -147.7 -34.4 (G+Q)P11 *F 3 -3593.9 -140.3 21.9 (G+Q)P12 *F 4 -3986.4 -23.6 7.4 (G+Q)P21 *F 5 -3337.4 -141.2 -61.7 (G+Q)P22 *F 6 -4802.4 -127.1 -26.7 (G+Q)P31 *F 7 -3515.6 -143.3 -58.3 (G+Q)P32 *F 8 -3991.6 -26.8 7.4 (G+Q)P41 *F 9 -3443.0 -139.5 19.2 (G+Q)P42 *F 10 -3906.8 -147.3 -34.3 (G+Q)P51 *F 11 -3959.5 -141.2 -31.5 (G+Q)P52 *F 12 -3974.0 -97.9 -33.9 G+Q+Nx 13 -4010.9 -113.4 -10.1 G+Q-Nx 14 -3988.8 -106.5 -13.4 G+Q+Ny 15 -3996.1 -104.8 -30.6 G+Q-Ny Column: 1C6 bx = 400.0 mm by = 600.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -4841.8 kN Mx = 132.4 kN.m My = 26.7 kN.m Footing Dimensions: Lx = 3700.0 mm Ly = 3700.0 mm h = 900.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 406.490 kN/m2 S-min = 368.817 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

X Dir:

Y Dir:

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 118: D.O.C.K : OCT 2012 : F.O.O : K.M.M

As-min (Both Dir's) = 1800.00 mm2/m Footing Design: M = 547.0 kN.m/m K/K' = 0.19 < 1.0 As = 1800.00 mm2/m T20-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.79 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.38 N/mm2 < vc = 0.40 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 5213.9 kN V-eff = 5277.6 kN v = 3.14 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1775.3 kN V-eff = 1838.9 kN v = 0.18 N/mm2 < vc = 0.40 N/mm2 Footing Design: M = 487.2 kN.m/m K/K' = 0.18 < 1.0 As = 1800.00 mm2/m T20-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.76 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.35 N/mm2 < vc = 0.40 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 5213.9 kN V-eff = 5277.6 kN v = 3.14 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1775.3 kN V-eff = 1789.0 kN v = 0.18 N/mm2 < vc = 0.40 N/mm2

BASE TYPE C GRID G/9 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1C1 1 -5757.7 43.2 24.8 G+Q *F 2 -3864.4 82.9 34.7 (G+Q)P11 *F 3 -3718.3 47.0 86.6 (G+Q)P12 *F 4 -4038.1 -27.8 1.9 (G+Q)P21 *F 5 -3667.9 47.4 -28.6 (G+Q)P22 *F 6 -4389.9 39.7 31.9 (G+Q)P31 *F 7 -3921.5 45.9 26.5 (G+Q)P32 *F 8 -4582.8 -24.5 -1.2 (G+Q)P41 *F 9 -4075.6 47.9 -14.7 (G+Q)P42 *F 10 -3870.1 82.3 35.0 (G+Q)P51 *F 11 -3743.5 47.3 80.5 (G+Q)P52 *F 12 -4694.6 54.1 22.2 G+Q+Nx 13 -4724.7 14.8 21.8 G+Q-Nx 14 -4712.8 31.9 29.4 G+Q+Ny 15 -4706.5 37.0 14.6 G+Q-Ny Column: 1C9 bx = 400.0 mm by = 600.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -5757.7 kN Mx = 43.2 kN.m My = 24.8 kN.m Footing Dimensions: Lx = 4000.0 mm Ly = 4000.0 mm h = 1000.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 402.640 kN/m2 S-min = 389.890 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 2000.00 mm2/m X Dir: Footing Design: M = 650.3 kN.m/m K/K' = 0.18 < 1.0 As = 2000.00 mm2/m T20-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.76 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.36 N/mm2 < vc = 0.38 N/mm2

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Y Dir:

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 119: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 6245.1 kN V-eff = 6264.1 kN v = 3.33 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1976.4 kN V-eff = 1995.4 kN v = 0.16 N/mm2 < vc = 0.38 N/mm2 Footing Design: M = 580.9 kN.m/m K/K' = 0.17 < 1.0 As = 2000.00 mm2/m T20-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.74 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.33 N/mm2 < vc = 0.38 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 6245.1 kN V-eff = 6264.1 kN v = 3.33 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1976.4 kN V-eff = 1987.9 kN v = 0.16 N/mm2 < vc = 0.38 N/mm2

BASE TYPE C GRID G/8 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1C1 1 -6085.6 79.2 2.1 G+Q *F 2 -3923.5 123.2 -0.3 (G+Q)P11 *F 3 -3798.8 83.3 -59.9 (G+Q)P12 *F 4 -4294.2 -22.7 1.1 (G+Q)P21 *F 5 -3789.8 85.0 55.6 (G+Q)P22 *F 6 -4592.1 75.5 0.4 (G+Q)P31 *F 7 -3815.8 82.8 48.8 (G+Q)P32 *F 8 -4880.3 -17.9 1.6 (G+Q)P41 *F 9 -4000.1 84.3 -7.6 (G+Q)P42 *F 10 -3928.9 121.0 0.0 (G+Q)P51 *F 11 -4208.4 84.3 -43.9 (G+Q)P52 *F 12 -4948.9 77.7 1.8 G+Q+Nx 13 -4973.8 48.1 1.5 G+Q-Nx 14 -4963.4 61.0 8.9 G+Q+Ny 15 -4959.3 64.8 -5.6 G+Q-Ny Column: 1C10 bx = 400.0 mm by = 600.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -6085.6 kN Mx = 79.2 kN.m My = 2.1 kN.m Footing Dimensions: Lx = 4100.0 mm Ly = 4100.0 mm h = 1100.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 407.920 kN/m2 S-min = 393.765 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 2200.00 mm2/m X Dir: Footing Design: M = 694.5 kN.m/m K/K' = 0.16 < 1.0 As = 2200.00 mm2/m T20-125 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.72 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.31 N/mm2 < vc = 0.39 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 6642.0 kN V-eff = 6673.9 kN v = 3.21 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1489.4 kN V-eff = 1521.3 kN v = 0.10 N/mm2 < vc = 0.39 N/mm2 Y Dir: Footing Design: M = 624.5 kN.m/m K/K' = 0.15 < 1.0

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 120: D.O.C.K : OCT 2012 : F.O.O : K.M.M

As = 2200.00 mm2/m T20-125 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.69 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.29 N/mm2 < vc = 0.39 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 6642.0 kN V-eff = 6673.9 kN v = 3.21 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1489.4 kN V-eff = 1490.3 kN v = 0.10 N/mm2 < vc = 0.39 N/mm2

BASE TYPE C GRID G/7 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1C1 1 -6465.5 59.4 -85.3 G+Q *F 2 -4542.7 93.0 -68.3 (G+Q)P11 *F 3 -4447.5 61.3 21.3 (G+Q)P12 *F 4 -4531.3 -17.0 -42.4 (G+Q)P21 *F 5 -4773.7 63.7 -144.6 (G+Q)P22 *F 6 -5339.2 56.7 -90.7 (G+Q)P31 *F 7 -4996.8 62.6 -141.0 (G+Q)P32 *F 8 -4990.4 -14.2 -39.6 (G+Q)P41 *F 9 -4438.3 62.0 15.4 (G+Q)P42 *F 10 -4547.4 92.2 -67.8 (G+Q)P51 *F 11 -4995.6 62.5 -90.9 (G+Q)P52 *F 12 -5278.9 57.2 -69.8 G+Q+Nx 13 -5309.9 37.4 -71.1 G+Q-Nx 14 -5286.7 46.1 -62.7 G+Q+Ny 15 -5302.1 48.4 -78.1 G+Q-Ny Column: 1C11 bx = 400.0 mm by = 600.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -6465.5 kN Mx = 59.4 kN.m My = 85.3 kN.m Footing Dimensions: Lx = 4200.0 mm Ly = 4200.0 mm h = 1100.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 417.069 kN/m2 S-min = 393.643 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 2200.00 mm2/m X Dir: Footing Design: M = 750.2 kN.m/m K/K' = 0.17 < 1.0 As = 2200.00 mm2/m T20-125 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.75 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.34 N/mm2 < vc = 0.39 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 7053.2 kN V-eff = 7089.5 kN v = 3.41 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1842.6 kN V-eff = 1866.5 kN v = 0.12 N/mm2 < vc = 0.39 N/mm2 Y Dir: Footing Design: M = 672.5 kN.m/m K/K' = 0.16 < 1.0 As = 2200.00 mm2/m T20-125 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.73 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.31 N/mm2 < vc = 0.39 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 7053.2 kN V-eff = 7089.5 kN v = 3.41 N/mm2 < v-max = 4.00 N/mm2

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 121: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1842.6 kN V-eff = 1878.9 kN v = 0.12 N/mm2 < vc = 0.39 N/mm2

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 122: D.O.C.K : OCT 2012 : F.O.O : K.M.M

BASE TYPE F GRID H/9 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1C4 1 -3741.6 42.6 15.5 G+Q *F 2 -3299.1 -8.9 18.3 (G+Q)P11 *F 3 -2684.5 38.9 46.5 (G+Q)P12 *F 4 -3075.1 57.9 -3.5 (G+Q)P21 *F 5 -2585.5 39.0 -16.2 (G+Q)P22 *F 6 -3077.4 44.1 18.3 (G+Q)P31 *F 7 -3135.2 36.9 17.9 (G+Q)P32 *F 8 -3429.4 52.3 -4.4 (G+Q)P41 *F 9 -2638.1 40.9 -14.6 (G+Q)P42 *F 10 -3519.2 -8.5 17.3 (G+Q)P51 *F 11 -2695.2 39.1 45.3 (G+Q)P52 *F 12 -3127.0 50.6 21.7 G+Q+Nx 13 -3054.5 17.2 4.5 G+Q-Nx 14 -3084.8 31.7 18.5 G+Q+Ny 15 -3096.7 36.1 7.7 G+Q-Ny Column: 1C13 bx = 400.0 mm by = 600.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -3741.6 kN Mx = 42.6 kN.m My = 15.5 kN.m Footing Dimensions: Lx = 3200.0 mm Ly = 3200.0 mm h = 800.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 407.549 kN/m2 S-min = 386.251 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 1600.00 mm2/m X Dir: Footing Design: M = 397.2 kN.m/m K/K' = 0.18 < 1.0 As = 1600.00 mm2/m T20-175 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.76 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.35 N/mm2 < vc = 0.39 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 3969.0 kN V-eff = 3991.7 kN v = 2.70 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1131.8 kN V-eff = 1154.5 kN v = 0.14 N/mm2 < vc = 0.39 N/mm2 Y Dir: Footing Design: M = 343.7 kN.m/m K/K' = 0.17 < 1.0 As = 1600.00 mm2/m T20-175 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.73 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.32 N/mm2 < vc = 0.40 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 3969.0 kN V-eff = 3991.7 kN v = 2.70 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1131.8 kN V-eff = 1140.7 kN v = 0.14 N/mm2 < vc = 0.40 N/mm2

BASE TYPE F GRID H/8 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1C4 1 -4253.7 39.0 -1.2 G+Q *F 2 -3572.8 -19.8 -0.2 (G+Q)P11 *F 3 -3211.4 32.9 -28.4 (G+Q)P12 *F

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], 4 5 6 7 8 9 10 11 12 13 14 15

-3559.4 -2777.4 -3512.6 -3224.0 -3743.9 -3206.1 -4029.9 -3270.4 -3537.0 -3479.0 -3503.4 -3512.6

63.9 33.4 40.1 32.5 57.6 31.9 -19.0 35.2 43.7 18.5 29.5 32.7

Job ref Sheet Made By Date Checked Approved

-0.9 27.4 -1.2 26.1 -0.8 0.1 0.3 -28.0 7.4 -9.5 4.3 -6.4

: Job Ref : Sheet Ref / 123: D.O.C.K : OCT 2012 : F.O.O : K.M.M

(G+Q)P21 (G+Q)P22 (G+Q)P31 (G+Q)P32 (G+Q)P41 (G+Q)P42 (G+Q)P51 (G+Q)P52 G+Q+Nx G+Q-Nx G+Q+Ny G+Q-Ny

*F *F *F *F *F *F *F *F

Column:

1C14 bx = 400.0 mm by = 600.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -4253.7 kN Mx = 39.0 kN.m My = 1.2 kN.m Footing Dimensions: Lx = 3400.0 mm Ly = 3400.0 mm h = 900.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 408.049 kN/m2 S-min = 395.761 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 1800.00 mm2/m X Dir: Footing Design: M = 457.1 kN.m/m K/K' = 0.16 < 1.0 As = 1800.00 mm2/m T20-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.72 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.31 N/mm2 < vc = 0.40 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 4549.6 kN V-eff = 4568.3 kN v = 2.72 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 984.5 kN V-eff = 1003.3 kN v = 0.10 N/mm2 < vc = 0.40 N/mm2 Y Dir: Footing Design: M = 399.8 kN.m/m K/K' = 0.15 < 1.0 As = 1800.00 mm2/m T20-150 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.69 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.28 N/mm2 < vc = 0.40 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 4549.6 kN V-eff = 4568.3 kN v = 2.72 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 984.5 kN V-eff = 985.1 kN v = 0.10 N/mm2 < vc = 0.40 N/mm2

BASE TYPE E GRID H/7 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1C3 1 -3523.6 37.2 8.8 G+Q *F 2 -2889.1 -8.7 29.1 (G+Q)P11 *F 3 -2717.4 30.9 34.3 (G+Q)P12 *F 4 -3031.2 52.7 -5.3 (G+Q)P21 *F 5 -2441.8 34.5 -22.2 (G+Q)P22 *F 6 -2927.8 38.5 6.3 (G+Q)P31 *F 7 -2607.8 34.6 -19.9 (G+Q)P32 *F 8 -3342.3 48.1 -4.7 (G+Q)P41 *F 9 -2583.6 31.2 31.5 (G+Q)P42 *F 10 -3098.4 -8.4 31.3 (G+Q)P51 *F 11 -3025.9 32.9 8.1 (G+Q)P52 *F

Job ref Sheet Made By Date Checked Approved

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], 12 13 14 15

-2941.7 -2888.8 -2903.4 -2927.0

38.1 21.4 28.8 30.7

14.9 -1.3 12.5 1.1

: Job Ref : Sheet Ref / 124: D.O.C.K : OCT 2012 : F.O.O : K.M.M

G+Q+Nx G+Q-Nx G+Q+Ny G+Q-Ny

Column:

1C15 bx = 400.0 mm by = 600.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -3523.6 kN Mx = 37.2 kN.m My = 8.8 kN.m Footing Dimensions: Lx = 3100.0 mm Ly = 3100.0 mm h = 800.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 407.415 kN/m2 S-min = 388.876 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 1600.00 mm2/m X Dir: Footing Design: M = 369.3 kN.m/m K/K' = 0.17 < 1.0 As = 1600.00 mm2/m T20-175 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.73 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.33 N/mm2 < vc = 0.39 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 3730.6 kN V-eff = 3750.4 kN v = 2.53 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 884.5 kN V-eff = 904.3 kN v = 0.11 N/mm2 < vc = 0.39 N/mm2 Y Dir: Footing Design: M = 317.9 kN.m/m K/K' = 0.15 < 1.0 As = 1600.00 mm2/m T20-175 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.70 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.29 N/mm2 < vc = 0.40 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 3730.6 kN V-eff = 3750.4 kN v = 2.53 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 884.5 kN V-eff = 889.6 kN v = 0.11 N/mm2 < vc = 0.40 N/mm2

BASE TYPE G GRID F5/9b -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1C5 1 -2784.3 18.2 -65.7 G+Q *F 2 -2642.1 18.9 -63.8 (G+Q)P11 *F 3 -2403.6 19.1 -62.8 (G+Q)P12 *F 4 -1695.5 15.5 -35.2 (G+Q)P21 *F 5 -2025.5 13.8 -26.9 (G+Q)P22 *F 6 -2717.2 18.6 -65.6 (G+Q)P31 *F 7 -2733.3 18.2 -63.3 (G+Q)P32 *F 8 -1704.3 15.4 -35.5 (G+Q)P41 *F 9 -2035.5 13.7 -27.3 (G+Q)P42 *F 10 -2641.4 19.1 -63.8 (G+Q)P51 *F 11 -2401.8 19.1 -62.9 (G+Q)P52 *F 12 -2318.2 21.1 -55.1 G+Q+Nx 13 -2320.3 10.4 -53.2 G+Q-Nx 14 -2324.9 15.1 -52.3 G+Q+Ny 15 -2313.7 16.5 -56.0 G+Q-Ny Column: 1C19 bx = 300.0 mm by = 400.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -2784.3 kN Mx = 18.2 kN.m

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 125: D.O.C.K : OCT 2012 : F.O.O : K.M.M

My = 65.7 kN.m Footing Dimensions: Lx = 2800.0 mm Ly = 2800.0 mm h = 700.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 407.303 kN/m2 S-min = 361.396 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 1400.00 mm2/m X Dir: Footing Design: M = 317.0 kN.m/m K/K' = 0.19 < 1.0 As = 1400.00 mm2/m T20-200 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.78 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.38 N/mm2 < vc = 0.39 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 2967.2 kN V-eff = 3011.6 kN v = 3.36 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1033.7 kN V-eff = 1045.5 kN v = 0.18 N/mm2 < vc = 0.39 N/mm2 Y Dir: Footing Design: M = 289.6 kN.m/m K/K' = 0.19 < 1.0 As = 1400.00 mm2/m T20-200 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.78 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.37 N/mm2 < vc = 0.40 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 2967.2 kN V-eff = 3011.6 kN v = 3.36 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 1033.7 kN V-eff = 1078.2 kN v = 0.19 N/mm2 < vc = 0.40 N/mm2

BASE TYPE A GRID F/5-6 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1W1 1 -1496.8 -149.4 -0.2 G+Q *F 2 -1448.6 -145.4 -0.4 (G+Q)P11 *F 3 -1317.1 -124.7 -0.2 (G+Q)P12 *F 4 -1205.3 -68.9 0.1 (G+Q)P21 *F 5 -1038.4 -90.9 -0.4 (G+Q)P22 *F 6 -1412.8 -129.7 -0.2 (G+Q)P31 *F 7 -1286.6 -133.7 -0.3 (G+Q)P32 *F 8 -1304.6 -78.9 0.1 (G+Q)P41 *F 9 -1173.3 -104.5 -0.3 (G+Q)P42 *F 10 -1454.2 -143.2 -0.4 (G+Q)P51 *F 11 -1194.6 -107.7 -0.3 (G+Q)P52 *F 12 -1035.3 -85.9 -1.7 G+Q+Nx 13 -1466.3 -156.1 1.3 G+Q-Nx 14 -1600.2 -110.0 1.5 G+Q+Ny 15 -901.3 -131.9 -1.9 G+Q-Ny 1W5 1 -3890.3 -1256.9 -0.5 G+Q *F 2 -3597.7 -1140.6 -1.0 (G+Q)P11 *F 3 -3084.6 -1058.2 -0.6 (G+Q)P12 *F 4 -3189.7 -696.7 0.4 (G+Q)P21 *F 5 -2894.8 -756.4 -0.9 (G+Q)P22 *F 6 -3766.6 -1090.0 -0.5 (G+Q)P31 *F 7 -3326.3 -1196.4 -0.7 (G+Q)P32 *F 8 -3265.3 -797.7 0.3 (G+Q)P41 *F 9 -2866.3 -895.6 -0.8 (G+Q)P42 *F 10 -3580.2 -1064.8 -0.9 (G+Q)P51 *F 11 -3099.1 -898.6 -0.6 (G+Q)P52 *F 12 -3417.8 329.5 -4.4 G+Q+Nx

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

1W7

1W8

1W3

1C7

1C8

13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4

-3069.5 -2761.3 -3726.0 -3301.4 -3123.1 -2789.9 -2623.0 -2373.1 -3170.1 -2878.0 -2738.7 -2545.4 -3108.7 -2618.6 -2489.6 -3019.3 -2872.7 -2636.2 -2465.0 -2298.6 -1983.6 -2138.2 -1786.9 -2366.0 -2017.6 -2246.2 -1808.6 -2324.0 -1975.2 -2309.8 -1807.7 -2100.8 -2016.7 -1601.7 -1506.0 -1325.9 -1322.5 -1155.5 -1537.7 -1359.8 -1384.6 -1209.4 -1509.0 -1276.0 -1333.1 -1340.8 -1381.5 -1292.4 -963.8 -909.3 -786.5 -741.9 -714.1 -920.8 -855.7 -770.5 -724.5 -895.1 -770.7 -688.6 -918.1 -742.1 -864.6 -2604.1 -2594.4 -2599.5 -1840.5

-2387.6 -1204.1 -854.0 -259.7 -235.9 -69.3 -157.5 -334.3 -279.9 -217.0 -108.0 -156.8 -218.7 -224.7 -1082.4 666.9 710.5 -1126.0 -215.6 -152.9 -42.0 -153.0 -270.8 -248.6 -178.1 -92.4 -129.5 -124.7 -162.3 -764.6 420.3 727.1 -1071.4 -138.0 -116.7 -109.4 -75.8 -69.9 -116.6 -118.5 -87.3 -87.4 -111.1 -88.6 37.2 -261.0 -116.0 -107.7 -0.3 0.5 0.1 -0.5 0.5 -0.1 0.1 -0.6 0.3 0.5 0.3 3.7 -4.1 -0.3 -0.1 -82.1 -83.7 -82.0 -40.0

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 126: D.O.C.K : OCT 2012 : F.O.O : K.M.M

3.6 G+Q-Nx 3.2 G+Q+Ny -4.0 G+Q-Ny -1.0 G+Q *F -0.7 (G+Q)P11 -0.6 (G+Q)P12 -0.7 (G+Q)P21 -0.3 (G+Q)P22 -0.7 (G+Q)P31 -0.6 (G+Q)P32 -0.9 (G+Q)P41 -0.3 (G+Q)P42 -0.7 (G+Q)P51 -0.5 (G+Q)P52 1.1 G+Q+Nx -2.8 G+Q-Nx -0.8 G+Q+Ny -0.9 G+Q-Ny -1.0 G+Q *F -0.7 (G+Q)P11 -0.6 (G+Q)P12 -0.7 (G+Q)P21 -0.3 (G+Q)P22 -0.7 (G+Q)P31 -0.6 (G+Q)P32 -0.9 (G+Q)P41 -0.3 (G+Q)P42 -0.7 (G+Q)P51 -0.5 (G+Q)P52 1.1 G+Q+Nx -2.8 G+Q-Nx -0.8 G+Q+Ny -0.9 G+Q-Ny -0.2 G+Q *F -0.4 (G+Q)P11 -0.2 (G+Q)P12 0.1 (G+Q)P21 -0.4 (G+Q)P22 -0.2 (G+Q)P31 -0.3 (G+Q)P32 0.1 (G+Q)P41 -0.3 (G+Q)P42 -0.4 (G+Q)P51 -0.2 (G+Q)P52 -1.7 G+Q+Nx 1.3 G+Q-Nx 1.5 G+Q+Ny -1.9 G+Q-Ny 36.2 G+Q *F 32.6 (G+Q)P11 -6.7 (G+Q)P12 19.8 (G+Q)P21 46.6 (G+Q)P22 36.0 (G+Q)P31 33.1 (G+Q)P32 19.8 (G+Q)P41 -7.4 (G+Q)P42 32.7 (G+Q)P51 47.1 (G+Q)P52 17.1 G+Q+Nx 40.5 G+Q-Nx 36.9 G+Q+Ny 20.8 G+Q-Ny 42.0 G+Q *F 40.7 (G+Q)P11 44.7 (G+Q)P12 38.4 (G+Q)P21

*F *F *F *F *F *F *F *F *F *F

*F *F *F *F *F *F *F *F *F *F

*F *F *F *F *F *F *F *F *F *F

*F *F *F *F *F *F *F *F *F *F

*F *F *F

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 127: D.O.C.K : OCT 2012 : F.O.O : K.M.M

5 -2183.3 -82.5 17.7 (G+Q)P22 *F 6 -2595.6 -82.0 41.9 (G+Q)P31 *F 7 -2591.2 -82.1 41.3 (G+Q)P32 *F 8 -1848.8 -40.0 38.6 (G+Q)P41 *F 9 -2501.0 -82.0 44.3 (G+Q)P42 *F 10 -2592.6 -83.7 40.7 (G+Q)P51 *F 11 -2281.0 -82.4 18.2 (G+Q)P52 *F 12 -2150.5 -68.8 24.5 G+Q+Nx 13 -2213.3 -67.0 46.1 G+Q-Nx 14 -2209.7 -67.5 42.3 G+Q+Ny 15 -2154.1 -68.3 28.2 G+Q-Ny Columns: 1W9, 1W7, 1W8, 1W10, 1W11, 1C7, 1C8 bx = 6300.0 mm by = 8100.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -16323.1 kN Mx = 3822.5 kN.m My = 15138.9 kN.m Footing Dimensions: Lx = 7500.0 mm Ly = 9700.0 mm h = 500.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 414.254 kN/m2 S-min = 72.750 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 1000.00 mm2/m X Dir: Footing Design: M = 74.2 kN.m/m K/K' = 0.10 < 1.0 As = 1000.00 mm2/m T20-250 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.58 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.16 N/mm2 < vc = 0.42 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 5288.9 kN V-eff = 8316.6 kN v = 0.66 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 511.4 kN V-eff = 1120.0 kN v = 0.08 N/mm2 < vc = 0.42 N/mm2 Y Dir: Footing Design: M = 130.3 kN.m/m K/K' = 0.16 < 1.0 As = 1000.00 mm2/m T20-250 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.74 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.32 N/mm2 < vc = 0.41 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 5288.9 kN V-eff = 8316.6 kN v = 0.66 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 511.4 kN V-eff = 3539.1 kN v = 0.24 N/mm2 < vc = 0.41 N/mm2

BASE TYPE B GRID G-H/5-6 -------------------------------------------------------------------------------Columns/Loadings: Column Cmb N Mx My 1W2 1 -2111.5 -882.1 0.5 G+Q *F 2 -1887.5 -839.9 1.0 (G+Q)P11 *F 3 -1850.6 -764.4 0.9 (G+Q)P12 *F 4 -1935.1 -407.5 -0.3 (G+Q)P21 *F 5 -1689.2 -498.1 0.5 (G+Q)P22 *F 6 -1940.5 -762.4 0.5 (G+Q)P31 *F 7 -1779.8 -800.8 0.7 (G+Q)P32 *F 8 -1978.0 -471.4 -0.2 (G+Q)P41 *F 9 -1793.8 -634.4 0.6 (G+Q)P42 *F 10 -2041.6 -814.6 1.1 (G+Q)P51 *F 11 -1795.5 -604.7 0.7 (G+Q)P52 *F 12 -1958.9 -405.3 2.9 G+Q+Nx

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

1W6

1W11

1W9

1W4

1W10

13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4

-1584.1 -2215.2 -1327.8 -3241.8 -2782.2 -2538.7 -2744.9 -2668.2 -2885.1 -2852.6 -2939.4 -2458.2 -2778.5 -2755.9 -2537.9 -2869.2 -2235.3 -3171.8 -1627.3 -1376.5 -1305.2 -1697.3 -1496.5 -1491.6 -1371.4 -1737.8 -1355.2 -1483.4 -1493.2 -1798.4 -946.5 -1339.5 -1405.4 -3161.1 -2801.9 -2630.8 -2532.8 -2417.1 -2829.4 -2761.8 -2697.7 -2467.5 -2847.2 -2590.3 -2294.3 -2970.9 -2686.8 -2578.3 -2437.4 -2127.0 -2003.8 -2153.4 -1992.3 -2199.5 -2104.0 -2257.9 -1946.2 -2204.4 -2078.7 -2082.9 -1994.5 -2049.1 -2028.3 -1165.2 -1028.7 -987.4 -1044.6

-1025.1 -706.1 -724.3 -1276.9 -1068.5 -1028.6 -695.6 -685.3 -1102.0 -1132.8 -786.7 -843.6 -1001.7 -847.1 160.1 -2231.8 -1149.5 -922.2 -190.1 -5.4 45.1 -210.2 -147.8 -99.6 -145.7 -288.4 15.3 100.4 -97.7 620.5 -928.1 508.9 -816.5 -268.8 -129.8 -43.2 -209.5 -275.0 -220.1 -240.2 -242.0 -98.7 -45.7 -200.8 -74.5 -357.3 546.6 -978.5 -880.0 -794.5 -742.7 -444.0 -493.6 -764.3 -800.4 -505.9 -616.6 -755.8 -600.5 -96.0 -1333.4 -755.2 -674.2 -2.0 29.8 32.9 -26.9

Job ref Sheet Made By Date Checked Approved

-2.1 3.1 -2.3 0.2 0.6 0.6 -0.4 0.2 0.2 0.4 -0.3 0.4 0.7 0.4 2.0 -1.8 2.6 -2.3 -1.0 -0.9 -0.9 -0.7 -0.7 -1.0 -1.0 -0.6 -0.8 -0.8 -0.7 1.4 -3.0 -0.9 -0.8 -1.0 -0.8 -0.8 -0.7 -0.6 -0.9 -1.0 -0.7 -0.7 -0.7 -0.6 1.4 -3.0 -0.8 -0.8 0.5 1.0 0.9 -0.2 0.4 0.5 0.7 -0.1 0.6 1.0 0.7 2.8 -2.0 3.1 -2.3 -0.6 -0.6 -0.5 -0.3

: Job Ref : Sheet Ref / 128: D.O.C.K : OCT 2012 : F.O.O : K.M.M

G+Q-Nx G+Q+Ny G+Q-Ny G+Q *F (G+Q)P11 (G+Q)P12 (G+Q)P21 (G+Q)P22 (G+Q)P31 (G+Q)P32 (G+Q)P41 (G+Q)P42 (G+Q)P51 (G+Q)P52 G+Q+Nx G+Q-Nx G+Q+Ny G+Q-Ny G+Q *F (G+Q)P11 (G+Q)P12 (G+Q)P21 (G+Q)P22 (G+Q)P31 (G+Q)P32 (G+Q)P41 (G+Q)P42 (G+Q)P51 (G+Q)P52 G+Q+Nx G+Q-Nx G+Q+Ny G+Q-Ny G+Q *F (G+Q)P11 (G+Q)P12 (G+Q)P21 (G+Q)P22 (G+Q)P31 (G+Q)P32 (G+Q)P41 (G+Q)P42 (G+Q)P51 (G+Q)P52 G+Q+Nx G+Q-Nx G+Q+Ny G+Q-Ny G+Q *F (G+Q)P11 (G+Q)P12 (G+Q)P21 (G+Q)P22 (G+Q)P31 (G+Q)P32 (G+Q)P41 (G+Q)P42 (G+Q)P51 (G+Q)P52 G+Q+Nx G+Q-Nx G+Q+Ny G+Q-Ny G+Q *F (G+Q)P11 (G+Q)P12 (G+Q)P21

*F *F *F *F *F *F *F *F *F *F

*F *F *F *F *F *F *F *F *F *F

*F *F *F *F *F *F *F *F *F *F

*F *F *F *F *F *F *F *F *F *F

*F *F *F

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

1C6

1C6

1C7

1C7

5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11

-941.3 -1060.1 -995.2 -1082.8 -957.2 -1087.4 -991.3 -1031.0 -920.7 -1091.8 -859.9 -831.7 -723.6 -665.4 -645.2 -645.8 -741.8 -738.6 -694.2 -625.7 -714.5 -683.7 -565.7 -816.4 -611.5 -770.5 -424.1 -354.1 -317.7 -418.3 -387.9 -375.9 -366.5 -444.5 -326.2 -361.7 -384.0 -417.0 -295.4 -254.2 -458.3 -2927.7 -2485.7 -2918.7 -2210.3 -2893.0 -2925.5 -2916.1 -2209.6 -2914.2 -2490.8 -2902.2 -2447.8 -2446.7 -2460.9 -2433.6 -783.7 -581.1 -733.1 -818.8 -775.6 -782.1 -713.8 -809.7 -783.0 -613.5 -772.6

-1.9 3.0 9.8 -28.3 19.4 40.5 13.9 125.7 -128.7 161.4 -164.4 -0.1 0.2 0.0 -0.5 0.3 0.0 -0.1 -0.6 0.1 0.3 0.2 4.6 -4.8 -0.5 0.2 -0.2 0.1 -0.1 -0.6 0.2 -0.1 -0.2 -0.7 0.0 0.2 0.1 4.4 -4.8 -0.6 0.1 34.3 47.4 34.7 4.9 34.6 34.6 34.7 4.9 34.7 47.2 34.5 27.2 29.7 28.7 28.1 25.0 7.3 25.4 30.3 25.9 25.2 25.4 30.2 25.5 7.2 25.7

Job ref Sheet Made By Date Checked Approved

-0.4 -0.6 -0.6 -0.3 -0.5 -0.5 -0.4 0.1 -1.0 -0.4 -0.5 145.2 120.3 48.2 102.6 146.5 142.0 144.4 104.8 48.7 120.6 141.2 118.2 117.2 124.2 111.1 1.7 3.7 2.8 -0.9 1.8 1.6 2.4 -0.6 2.2 3.9 2.4 12.2 -9.5 6.6 -3.9 -0.2 0.1 0.4 -0.3 -0.4 -0.2 -0.1 -0.3 0.0 0.2 0.0 0.0 -0.4 3.9 -4.3 -6.3 -0.2 -6.0 -7.9 -6.4 -6.2 -7.3 -8.2 -5.5 0.6 -5.6

: Job Ref : Sheet Ref / 129: D.O.C.K : OCT 2012 : F.O.O : K.M.M

(G+Q)P22 (G+Q)P31 (G+Q)P32 (G+Q)P41 (G+Q)P42 (G+Q)P51 (G+Q)P52 G+Q+Nx G+Q-Nx G+Q+Ny G+Q-Ny G+Q *F (G+Q)P11 (G+Q)P12 (G+Q)P21 (G+Q)P22 (G+Q)P31 (G+Q)P32 (G+Q)P41 (G+Q)P42 (G+Q)P51 (G+Q)P52 G+Q+Nx G+Q-Nx G+Q+Ny G+Q-Ny G+Q *F (G+Q)P11 (G+Q)P12 (G+Q)P21 (G+Q)P22 (G+Q)P31 (G+Q)P32 (G+Q)P41 (G+Q)P42 (G+Q)P51 (G+Q)P52 G+Q+Nx G+Q-Nx G+Q+Ny G+Q-Ny G+Q *F (G+Q)P11 (G+Q)P12 (G+Q)P21 (G+Q)P22 (G+Q)P31 (G+Q)P32 (G+Q)P41 (G+Q)P42 (G+Q)P51 (G+Q)P52 G+Q+Nx G+Q-Nx G+Q+Ny G+Q-Ny G+Q *F (G+Q)P11 (G+Q)P12 (G+Q)P21 (G+Q)P22 (G+Q)P31 (G+Q)P32 (G+Q)P41 (G+Q)P42 (G+Q)P51 (G+Q)P52

*F *F *F *F *F *F *F

*F *F *F *F *F *F *F *F *F *F

*F *F *F *F *F *F *F *F *F *F

*F *F *F *F *F *F *F *F *F *F

*F *F *F *F *F *F *F *F *F *F

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 130: D.O.C.K : OCT 2012 : F.O.O : K.M.M

12 -720.8 19.6 4.7 G+Q+Nx 13 -600.2 21.9 -15.2 G+Q-Nx 14 -739.1 20.9 0.8 G+Q+Ny 15 -581.9 20.6 -11.3 G+Q-Ny Columns: 1W3, 1W1, 1W2, 1W4, 1W5, 1W6, 1C12, 1C16, 1C18, 1C17 bx = 6400.0 mm by = 8100.0 mm Effects: Critical Combination = 1 (G+Q *F) N = -18711.5 kN Mx = 10921.8 kN.m My = 8340.7 kN.m Footing Dimensions: Lx = 8000.0 mm Ly = 10200.0 mm h = 600.0 mm h-Tap = 0.0 mm Soil Stresses: S-max = 410.337 kN/m2 S-min = 89.318 kN/m2 Allowable Soil Stress will be amplified by the factor (x1.4) = 420.000 kN/m2 As-min (Both Dir's) = 1200.00 mm2/m X Dir: Footing Design: M = 129.2 kN.m/m K/K' = 0.12 < 1.0 As = 1200.00 mm2/m T20-250 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.62 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.21 N/mm2 < vc = 0.39 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 7434.9 kN V-eff = 9120.3 kN v = 0.58 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 959.3 kN V-eff = 2644.8 kN v = 0.14 N/mm2 < vc = 0.39 N/mm2 Y Dir: Footing Design: M = 223.9 kN.m/m K/K' = 0.19 < 1.0 As = 1200.00 mm2/m T20-250 Shear Check (At Column Face): (BS8110-Cl.3.4.5.2) v = 0.78 N/mm2 < v-max = 4.00 N/mm2 Shear Check (At 'd' from Column): (BS8110-Cl.3.4.5.2) v = 0.37 N/mm2 < vc = 0.39 N/mm2 Punching Check (At Column Face): (BS8110-Cl.3.7.6.4) Vt = 7434.9 kN V-eff = 9120.3 kN v = 0.58 N/mm2 < v-max = 4.00 N/mm2 Punching Check (At '1.5d'): (BS8110-Cl.3.7.6.4) Vt = 959.3 kN V-eff = 2523.2 kN v = 0.13 N/mm2 < vc = 0.39 N/mm2

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 131: D.O.C.K : OCT 2012 : F.O.O : K.M.M

STRUT AND TIE (MEMBER) Member 1 (N.10-N.11) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.56 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

48.3x3.2 CHS 3.56 [Grade 43] 15.09, 275 1

(Axial: Non-Slender)

Plastic

113.7 58.696 kN 0.375

OK Table 24 a OK

(Axial: Non-Slender)

Plastic

104.87 66.56 kN 0.543

OK Table 24 a OK

(Axial: Non-Slender)

Plastic

100.13 71.183 kN 0.620

OK Table 24 a OK

(Axial: Non-Slender)

Plastic

97.88 73.461 kN 0.632

OK Table 24 a OK

(Axial: Non-Slender)

Plastic

115.14 64.241 kN

OK Table 24 a

Strut by One Row of Bolts or Equivalent Weld (Case 1) λ = Fn(Lx,Ly,rx,ry) Pc = Area.pc F (Strut)/Pc

1.819,1.819,1.6,1.6 4.53x129.57/10 = 21.992 / 58.696

STRUT AND TIE (MEMBER) Member 3 (N.11-N.12) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.56 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

48.3x3.2 CHS 3.56 [Grade 43] 15.09, 275 1

Strut by One Row of Bolts or Equivalent Weld (Case 1) λ = Fn(Lx,Ly,rx,ry) Pc = Area.pc F (Strut)/Pc

1.678,1.678,1.6,1.6 4.53x146.93/10 = 36.147 / 66.56

STRUT AND TIE (MEMBER) Member 5 (N.12-N.13) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.56 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

48.3x3.2 CHS 3.56 [Grade 43] 15.09, 275 1

Strut by One Row of Bolts or Equivalent Weld (Case 1) λ = Fn(Lx,Ly,rx,ry) Pc = Area.pc F (Strut)/Pc

1.602,1.602,1.6,1.6 4.53x157.14/10 = 44.142 / 71.183

STRUT AND TIE (MEMBER) Member 7 (N.13-N.14) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.56 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

48.3x3.2 CHS 3.56 [Grade 43] 15.09, 275 1

Strut by One Row of Bolts or Equivalent Weld (Case 1) λ = Fn(Lx,Ly,rx,ry) Pc = Area.pc F (Strut)/Pc

1.566,1.566,1.6,1.6 4.53x162.17/10 = 46.435 / 73.461

STRUT AND TIE (MEMBER) Member 9 (N.1-N.2) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.97 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

48.3x3.6 CHS 3.97 [Grade 43] 13.42, 275 1

Strut by One Row of Bolts or Equivalent Weld (Case 1) λ = Fn(Lx,Ly,rx,ry) Pc = Area.pc

1.819,1.819,1.58,1.58 5.06x126.96/10 =

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected], F (Strut)/Pc

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 132: D.O.C.K : OCT 2012 : F.O.O : K.M.M

62.227 / 64.241

0.969

OK

(Axial: Non-Slender)

Plastic

104.87 66.56 kN 0.570

OK Table 24 a OK

(Axial: Non-Slender)

Plastic

100.13 71.183 kN 0.296

OK Table 24 a OK

(Axial: Non-Slender)

Plastic

97.88 73.461 kN 0.152

OK Table 24 a OK

(Axial: Non-Slender)

Plastic

3.94 cm² 108.35 kN 0.181

OK

(Axial: Non-Slender)

Plastic

STRUT AND TIE (MEMBER) Member 11 (N.2-N.3) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.56 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

48.3x3.2 CHS 3.56 [Grade 43] 15.09, 275 1

Strut by One Row of Bolts or Equivalent Weld (Case 1) λ = Fn(Lx,Ly,rx,ry) Pc = Area.pc F (Strut)/Pc

1.678,1.678,1.6,1.6 4.53x146.93/10 = 37.917 / 66.56

STRUT AND TIE (MEMBER) Member 13 (N.3-N.4) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.56 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

48.3x3.2 CHS 3.56 [Grade 43] 15.09, 275 1

Strut by One Row of Bolts or Equivalent Weld (Case 1) λ = Fn(Lx,Ly,rx,ry) Pc = Area.pc F (Strut)/Pc

1.602,1.602,1.6,1.6 4.53x157.14/10 = 21.056 / 71.183

STRUT AND TIE (MEMBER) Member 15 (N.4-N.5) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.56 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

48.3x3.2 CHS 3.56 [Grade 43] 15.09, 275 1

Strut by One Row of Bolts or Equivalent Weld (Case 1) λ = Fn(Lx,Ly,rx,ry) Pc = Area.pc F (Strut)/Pc

1.566,1.566,1.6,1.6 4.53x162.17/10 = 11.156 / 73.461

STRUT AND TIE (MEMBER) Member 17 (N.2-N.10) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.09 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

42.4x3.2 CHS 3.09 [Grade 43] 13.25, 275 1

Axially Loaded Member in Tension : 3.4.3 (Case 1) Ae = Fn(Ag,A.net,py,Us) Tc = Ae.py F (Tie)/Tc

3.94,3.94,275,410 3.94x275/10 = 19.594 / 108.35

STRUT AND TIE (MEMBER) Member 19 (N.3-N.11) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.09 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

42.4x3.2 CHS 3.09 [Grade 43] 13.25, 275 1

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 133: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Axially Loaded Member in Tension : 3.4.3 (Case 1) Ae = Fn(Ag,A.net,py,Us) Tc = Ae.py F (Tie)/Tc

3.94,3.94,275,410 3.94x275/10 = 17.27 / 108.35

3.94 cm² 108.35 kN 0.159

OK

(Axial: Non-Slender)

Plastic

3.94 cm² 108.35 kN 0.110

OK

(Axial: Non-Slender)

Plastic

3.94 cm² 108.35 kN 0.041

OK

(Axial: Non-Slender)

Plastic

STRUT AND TIE (MEMBER) Member 21 (N.4-N.12) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.09 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

42.4x3.2 CHS 3.09 [Grade 43] 13.25, 275 1

Axially Loaded Member in Tension : 3.4.3 (Case 1) Ae = Fn(Ag,A.net,py,Us) Tc = Ae.py F (Tie)/Tc

3.94,3.94,275,410 3.94x275/10 = 11.91 / 108.35

STRUT AND TIE (MEMBER) Member 23 (N.5-N.13) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.09 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

42.4x3.2 CHS 3.09 [Grade 43] 13.25, 275 1

Axially Loaded Member in Tension : 3.4.3 (Case 1) Ae = Fn(Ag,A.net,py,Us) Tc = Ae.py F (Tie)/Tc

3.94,3.94,275,410 3.94x275/10 = 4.432 / 108.35

STRUT AND TIE (MEMBER) Member 25 (N.1-N.10) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.56 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

48.3x3.2 CHS 3.56 [Grade 43] 15.09, 275 1

STRUT AND TIE (MEMBER) Member 27 (N.2-N.11) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.09 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

42.4x3.2 CHS 3.09 [Grade 43] 13.25, 275 1

(Axial: Non-Slender)

Plastic

112.45 51.971 kN 0.488

OK Table 24 a OK

(Axial: Non-Slender)

Plastic

Strut by One Row of Bolts or Equivalent Weld (Case 1) λ = Fn(Lx,Ly,rx,ry) Pc = Area.pc F (Strut)/Pc

1.563,1.563,1.39,1.39 3.94x131.91/10 = 25.338 / 51.971

STRUT AND TIE (MEMBER) Member 29 (N.3-N.12) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.09 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

42.4x3.2 CHS 3.09 [Grade 43] 13.25, 275 1

Kiri Consult Ltd Civil, Structural, Project Management, Surveying & Environmental Consultants Lenana Close, Off Lenana Road, Hurlingham NAIROBI Tel: 020-2714897 P.O Box: 4125-00506 Nbr. Fax: 020- 2714896 Email: [email protected],

Job ref Sheet Made By Date Checked Approved

: Job Ref : Sheet Ref / 134: D.O.C.K : OCT 2012 : F.O.O : K.M.M

Strut by One Row of Bolts or Equivalent Weld (Case 1) λ = Fn(Lx,Ly,rx,ry) Pc = Area.pc F (Strut)/Pc

1.563,1.563,1.39,1.39 3.94x131.91/10 = 18.2 / 51.971

112.45 51.971 kN 0.350

OK Table 24 a OK

(Axial: Non-Slender)

Plastic

112.45 51.971 kN 0.214

OK Table 24 a OK

(Axial: Non-Slender)

Plastic

112.45 51.971 kN 0.147

OK Table 24 a OK

STRUT AND TIE (MEMBER) Member 31 (N.4-N.13) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.09 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

42.4x3.2 CHS 3.09 [Grade 43] 13.25, 275 1

Strut by One Row of Bolts or Equivalent Weld (Case 1) λ = Fn(Lx,Ly,rx,ry) Pc = Area.pc F (Strut)/Pc

1.563,1.563,1.39,1.39 3.94x131.91/10 = 11.108 / 51.971

STRUT AND TIE (MEMBER) Member 33 (N.5-N.14) @ Level 1 Classification and Properties (BS 5950: 2000) Section (3.09 kg/m) Class = Fn(D/t,py) Auto Design Load Cases

42.4x3.2 CHS 3.09 [Grade 43] 13.25, 275 1

Strut by One Row of Bolts or Equivalent Weld (Case 1) λ = Fn(Lx,Ly,rx,ry) Pc = Area.pc F (Strut)/Pc

1.563,1.563,1.39,1.39 3.94x131.91/10 = 7.625 / 51.971