Beam Desgin Sheet
Short Description
beam...
Description
Job No.
ARUP
Sheet No.
Revision.
25088/60 Ove Arup & Partners Calculation Spreadsheet Member/Location
Job Title
Proposed Residential Development at Hoi Fai Road Beam Design (B2B041) T- Beam
VL Mar-15
Made By Date
Filename Checked by
1. DESIGN PARAMETERS Beam Properties Support Condition : Actual Span, l = Actual Width of Left Slab (between beam faces), b1 = Actual Width of Right Slab (between beam faces), b2 =
1 4 2300 2300
Section Properties Beam Section : Effective Flange Width, bf = Web Width, bw = Member Depth, h = Flange Depth, hf = rminal cover to all reinforcement at compression zone = Norminal cover to all reinforcement at tension zone =
T1660 400 600 125 70 70
(1 for SIMPLY SUPPORTED, 2 for END SPAN, 3 for INTERMEDIATE SPAN) m mm Reinforcement mm Compression Steel Diameter = 16 No = 4 Beam d' = 88 mm mm Tension Steel (larger size) mm No. of layers = 1 mm Diameter = 40 mm mm No = 8 mm Spacing c/c = 29 mm mm Tension Steel (smaller size) Diameter = mm No = N/mm2 N/mm2 Links N/mm2 Diameter of Link = 10 mm
Material Properties fcu = fy = fyv =
40 460 460
2. TENSION REINFORCEMENT DESIGN (ULTIMATE LIMIT DESIGN CHECK) Maximium Design Ulitmate Bending Moment Maximium Resistance Moment of the Flange Mf =
Mu =
1634 KNm
1000.0 KNm Depth of stess block lying within the flange Design as T-beam
Effective Depth d = 500.0 mm z = d[0.5+(0.25-K/0.9)^0.5] = 464 mm 0.5Vc, PROVIDE SHEAR LINKS AS DESCRIBED IN HK Code 2004 i) Minimum link requirement, Asv = 120 mm2 ii) HK Code 2004 requirement, Asv = 1029.66 mm2 Desgin Shear Reinforcement: Links Diameter L = Spacing = No. of Legs = fyv = Asv Provided = Provide
10 300 6 460 471 T
mm
mm Legs N/mm2 mm2 10
< Asv, Provide more links 300
Job No.
ARUP
Sheet No.
Revision.
25088/60 Ove Arup & Partners Calculation Spreadsheet Member/Location
Job Title
Proposed Residential Development at Hoi Fai Road Beam Design (B2B001)
Made By Date
VL Mar-15
Filename
20 16 90
mm
Checked by
1. DESIGN PARAMETERS Section Properties Effective Width, b Member Depth, h rminal cover to all reinforcement at compression zone Norminal cover to all reinforcement at tension zone
Reinforcement = = = =
300 650 70 70
mm mm mm mm
Compression Steel
Diameter = No = d' =
mm
Tension Steel (larger size)
Material Properties fcu = fy = fyv =
40 460 460
No. of layers Diameter No Spacing c/c
N/mm2 N/mm2 N/mm2
= = = =
1 32 16 7
mm mm
Tension Steel (smaller size)
Support Properties Support Width, Sw =
1080
mm
10
mm
Diameter = No =
mm
Links Diameter of Link =
2. TENSION REINFORCEMENT DESIGN (ULTIMATE LIMIT DESIGN CHECK) Maximum Ultimate Bending Moment at Support Centreline M = Design Ultimate Support Reaction F = Design Ulitmate Bending Moment Mu = F(Sw)/8 = Effective Depth d = 554.0 mm z = d[0.5+(0.25-K/0.9)^0.5] = 535 mm >0.95d = M/(bd2fcu) = 0.030 As REQUIRED, OK!
3. SHEAR REINFORCEMENT DESIGN Maximum Design Shear Force V = 2200.0 KN 100As/bd = 3.00 should not be taken greater than 3 from Table 6.39 vc= 1.07 N/mm2 1.466 v= 13.24 N/mm2 SINCE V > 0.5Vc, PROVIDE SHEAR LINKS AS DESCRIBED IN HK Code 2004 i) Minimum link requirement, Asv 90 mm2 ii) HK Code 2004 requirement, Asv 2737.10 mm2 Desgin Shear Reinforcement: Links Diameter L = Spacing = No. of Legs = fyv = Asv Provided = Provide
10 300 8 460 628 T
mm
mm Legs N/mm2 mm2 10
< Asv, Provide more links 300
Job No.
ARUP
Sheet No.
Revision.
25088/60 Ove Arup & Partners Calculation Spreadsheet Member/Location
Job Title
Proposed Residential Development at Hoi Fai Road Beam Design (GB228)
Made By Date
AC Mar-15
Filename
16 2 88
mm
Checked by
1. DESIGN PARAMETERS Section Properties Effective Width, b Member Depth, h rminal cover to all reinforcement at compression zone Norminal cover to all reinforcement at tension zone
Reinforcement = = = =
300 650 70 70
mm mm mm mm
Compression Steel
Diameter = No = d' =
mm
Tension Steel (larger size)
Material Properties fcu = fy = fyv =
40 460 460
No. of layers Diameter No Spacing c/c
N/mm2 N/mm2 N/mm2
= = = =
1 20 2 120
mm mm
Tension Steel (smaller size)
Links Diameter of Link =
10
Diameter = No =
mm
mm
2. TENSION REINFORCEMENT DESIGN (ULTIMATE LIMIT DESIGN CHECK) Design Ulitmate Bending Moment * Mu =
126.7 KNm
Effective Depth d = 560.0 mm z = d[0.5+(0.25-K/0.9)^0.5] = 538 mm >0.95d = M/(bd2fcu) = 0.034 As REQUIRED, OK!
0.3% 2
T
20
3. SHEAR REINFORCEMENT DESIGN Maximum Design Shear Force V = 100As/bd = 0.37 vc= v=
0.53 N/mm2 0.933 0.75 N/mm2 PROVIDE MINIMUM SHEAR LINKS! i) Minimum link requirement, Asv 90 ii) HK Code 2004 requirement, Asv 0.00
Desgin Shear Reinforcement: Links Diameter L = Spacing =
10 mm 300 mm
No. of Legs = fyv = Asv Provided = Provide
126.7 KN
T
2 Legs 460 N/mm2 157 mm2 10
>Asv Required, OK! 300
mm2 mm2
Job No.
ARUP
Sheet No.
Revision.
25088/60 Ove Arup & Partners Calculation Spreadsheet Member/Location
Job Title
Proposed Residential Development at Hoi Fai Road Beam Design (B2B043)
Made By Date
VL Mar-15
Filename
16 8 88
mm
Checked by
1. DESIGN PARAMETERS Section Properties Effective Width, b Member Depth, h rminal cover to all reinforcement at compression zone Norminal cover to all reinforcement at tension zone
Reinforcement = = = =
1000 700 70 70
mm mm mm mm
Compression Steel
Diameter = No = d' =
mm
Tension Steel (larger size)
Material Properties fcu = fy = fyv =
40 460 460
No. of layers Diameter No Spacing c/c
N/mm2 N/mm2 N/mm2
= = = =
1 16 8 118
mm mm
Tension Steel (smaller size)
Links Diameter of Link =
10
Diameter = No =
mm
mm
2. TENSION REINFORCEMENT DESIGN (ULTIMATE LIMIT DESIGN CHECK) Design Ulitmate Bending Moment * Mu = 340.0 KNm * Design Bending Moment = max(BM at 0.2xSupport Dia. inside Support Face, 0.65xBM at Support C.L.) Effective Depth d = 612.0 mm z = d[0.5+(0.25-K/0.9)^0.5] = 596 mm >0.95d = 581 mm M/(bd2fcu) = 0.023 As REQUIRED, OK!
0.2% 8
T
16
3. SHEAR REINFORCEMENT DESIGN Maximum Design Shear Force V = 100As/bd = 0.26 vc= v=
0.47 N/mm2 0.873 0.65 N/mm2 PROVIDE MINIMUM SHEAR LINKS! i) Minimum link requirement, Asv 300 ii) HK Code 2004 requirement, Asv 0.00
Desgin Shear Reinforcement: Links Diameter L = Spacing =
10 mm 300 mm
No. of Legs = fyv = Asv Provided = Provide
400.0 KN
T
4 Legs 460 N/mm2 314 mm2 10
>Asv Required, OK! 300
mm2 mm2
03/15/2015_18:26:50
T2TB001
Job No.
ARUP
Sheet No.
Revision.
25088/60 Ove Arup & Partners Calculation Spreadsheet Member/Location
Job Title
Proposed Residential Development at Hoi Fai Road #VALUE!
AC
Made By Date
Filename Checked by
1. DESIGN PARAMETERS Section Properties Effective Width, b Member Depth, h rminal cover to all reinforcement at compression zone Norminal cover to all reinforcement at tension zone
Reinforcement = = = =
1000 180 32 32
mm mm mm mm
Compression Steel
Diameter = No = d' =
10 3 47
mm mm
Tension Steel (larger size)
Material Properties fcu = fy = fyv =
25 500 500
No. of layers Diameter No Spacing c/c
N/mm2 N/mm2 N/mm2
= = = =
1 10 10 103
mm mm
Tension Steel (smaller size)
Links Diameter of Link =
0
Diameter = No =
mm
0 0
mm
2. TENSION REINFORCEMENT DESIGN (ULTIMATE LIMIT DESIGN CHECK) Design Ulitmate Bending Moment * Mu =
31.9 KNm
Effective Depth d = 143.0 mm z = d[0.5+(0.25-K/0.9)^0.5] = 132 mm
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