Double Rc Beam (wsd)
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- Pages: 17
Proj. Name: Location: Client: Designer: Date:
2-Storey Resd'l. Bldg. Lolita Village, Brgy. Caibaan, Tacloban City Pitao BL Pitao BL Feb. 14, 2008
General Description: Terrace Beam (RCB2) 4.5 m. span
DOUBLE REINFORCED BEAM (WSD) AT MID SPAN POSITIVE MOMENT DESIGN DATA FOR CONCRETE BEAMS: 13.8 fc' = 2,000.00 fc = .45fc' 6.21 Es 200,000.00 Ec = 4730√fc' 17,564.80 n = Es/Ec 11.00 k = n/(n+fs/fc) 0.1984 j = 1 - k/3 0.93 Given: fc': 3,000.00 psi fc = 1,350.00 psi 9.308 mpa fs = 40,000.00 psi 275.80 mpa Concrete Covering: Top = 25 Bottom = 35 ITEM
17.2 2,500.00 7.76 200,000.00 19,638.05 10.00 0.2195 0.93 Span L: Beam Section: b d Slab Thickness: Slab Width : Wall Ht. : Wall Thk.:
20.7 3,000.00 9.31 200,000.00 21,512.40 9.00 0.2330 0.92 4.5 250 300 0.12 2 2.6 0.13
27.6 4,000.00 12.41 200,000.00 24,840.38 8.00 0.2647 0.91 meters mm mm meters meters meters meters
DEADLOAD: BEAM : SLAB : WALL : SIESMIC: LIVELOAD: TOTAL LOAD: W =
2.8
1.766 Kn / m 5.674 Kn / m 7.958 Kn / m 1.134 Kn / m 5.6 Kn / m 22.132 Kn / m
TRY: Tension Compression
No. of Bars 2 1 2 1
Bar Diameter 16 16 16 16
Unit mm mm mm mm
Area 201.06 201.06 201.06 201.06
vaSm : USE ACI CODE: Sm = D/2
150
mm
150.00
mm
sq.mm. sq.mm. sq.mm. sq.mm.
CB2) 4.5 m. span
34.5 5,000.00 15.51 200,000.00 27,772.39 7.00 0.2825 0.91
2.00 pcs. 1.00 pcs.
mpa psi mpa mpa
300 mm
10 mm. dia. Stirrups sp.@ 150 mm o.c.
pcs. 2.00 pcs. 1.00 pcs. 250 mm. @ Mid-span
Total Area 402.12 201.06 402.12 201.06
603.19
OK, SAFE Kana BAY!!!!
603.19
UNSAFE, TRY AGAIN!!!!
16 mm. dia. RC Bars 16 mm. dia. RC Bars
mm. dia. RC Bars 16 mm. dia. RC Bars 16 mm. dia. RC Bars
mm. dia. RC Bars mm. dia. RC Bars
mm. dia. RC Bars mm. dia. RC Bars mm. dia. RC Bars
Proj. Name: Location: Client: Designer: Date:
2-Storey Resd'l. Bldg. Lolita Village, Brgy. Caibaan, Tacloban City Pitao BL Pitao BL Feb. 14, 2008
General Description:
INVESTIGATION OF DOUBLE REINF. BEAM AT MID SPAN POSITIVE MOMENT DESIGN DATA FOR CONCRETE BEAMS: 13.8 ITEM fc' = 2,000.00 fc = .45fc' 6.21 Es 200,000.00 17,564.80 Ec = 4730√fc' n = Es/Ec 11.00 k = n/(n+fs/fc) 0.1984 j = 1 - k/3 0.93 Given: fc': 3,000.00 psi fc = 1,350.00 psi 9.308 mpa fs = 40,000.00 psi 275.80 mpa Concrete Covering: Top = 25 Bottom = 35
17.2 2,500.00 7.76 200,000.00 19,638.05 10.00 0.2195 0.93 Span L: Beam Section: b d Slab Thickness: Slab Width : Wall Ht. : Wall Thk.:
20.7 3,000.00 9.31 200,000.00 21,512.40 9.00 0.2330 0.92 4.5 250 300 0.12 2 2.6 0.13
DEADLOAD: BEAM : SLAB : WALL : SIESMIC: LIVELOAD: TOTAL LOAD: W = DESIGN MOMENT: Md =
2.8
1.766 Kn / m 5.674 Kn / m 7.958 Kn / m 1.134 Kn / m 5.6 Kn / m 22.132 Kn / m WL^2/14
32.012
Kn - m
TRIAL BARS: No. of Bars Diameter Tension 2 16 mm. Tension 2 12 mm. Compression 2 16 mm. IF: Mc > Md : SAFE, KAAYO BAY !!! IF: Ms > Md: SAFE, G'YUD NA BAY !!!
As = As = As' =
Area,mm^2 402.12 226.20 402.12
mpa psi mpa mpa
meters mm mm meters meters meters meters
2 pcs.
16 mm. dia. RC Bars
pcs. 2.00 pcs. 2.00 pcs.
mm. dia. RC Bars 16 mm. dia. RC Bars 12 mm. dia. RC Bars
300 mm
250 mm. @ Mid-span
Proj. Name: Location: Client: Designer: Date:
General Description:
DOUBLE REINFORCED BEAM (WSD) AT CONTINUOUS END POSITIVE MOMENT DESIGN DATA FOR CONCRETE BEAMS: 13.79 fc' = 2,000.00 fc = .45fc' 6.21 Es 200,000.00 Ec = 4730√fc' 17,564.80 n = Es/Ec 11.00 k = n/(n+fs/fc) 0.1984 j = 1 - k/3 0.93 Given: fc': 3,000.00 psi fc = 1,350.00 psi 9.308 mpa fs = 40,000.00 psi 275.80 mpa Concrete Covering: Top = 25 Bottom = 35 ITEM
17.2 2,500.00 7.74 200,000.00 19,616.67 10.00 0.2191 0.93 Span L: Beam Section: b d Slab Thickness: Slab Width : Wall Ht. : Wall Thk.:
20.7 3,000.00 9.32 200,000.00 21,520.20 9.00 0.2331 0.92 4.5 0 250 300 0.12 2 2.6 0.13
Mpa psi mpa mpa
meters meters mm mm meters meters meters meters
DEADLOAD: BEAM : SLAB : WALL : SIESMIC: LIVELOAD:
2.8
DESIGN MOMENT: Md =
1.766 5.674 7.958 1.134 5.6
Kn / m Kn / m Kn / m Kn / m Kn / m
W((L1+L2)/2)^2/10
9.337
Kn - m
IF: M1 > Md: THEREFORE: ANALYZE SINGLE REINFORCE BEAM IF: fs' < fs USE: COMPUTED fs' TRY: Tension Compression
No. of Bars 2.00 1.00 2.00 -
Bar Diameter 16 12 16 16
va
Unit mm mm mm mm
Area 201.06 113.10 201.06 201.06
Total Area sq.mm. sq.mm. sq.mm. sq.mm.
ACI CODE: MAX. SPACING, Sm = IF: S>Sm : USE ACI CODE: Sm = D/2
150
mm
150.00
mm
2.00 pcs. 1.00 pcs.
16 mm. dia. RC Bars 12 mm. dia. RC Bars
300 mm 10 mm dia. Stirrups sp.@ 150 mm o.c.
2.00 pcs. - pcs. 250 mm.
@ Continues Edge Support
Total Area 402.12 113.10 402.12 -
515.22 OK, SAFE Kana BAY!!!!
402.12 OK, SAFE Kana BAY!!!!
16 mm. dia. RC Bars 16 mm. dia. RC Bars
Proj. Name: Location: Client: Designer: Date:
General Description:
INVESTIGATION OF DOUBLE REINF. BEAM AT CONTINUOUS NEGATIVE MOMENT DESIGN DATA FOR CONCRETE BEAMS: 13.79 ITEM fc' = 2,000.00 fc = .45fc' 6.21 Es 200,000.00 17,564.80 Ec = 4730√fc' n = Es/Ec 11.00 k = n/(n+fs/fc) 0.1984 j = 1 - k/3 0.93 Given: fc': 3,000.00 psi fc = 1,350.00 psi 9.308 mpa fs = 40,000.00 psi 275.80 mpa Concrete Covering: Top = 25 Bottom = 35
17.2 2,500.00 7.74 200,000.00 19,616.67 10.00 0.2191 0.93 Span L: Beam Section: b d Slab Thickness: Slab Width : Wall Ht. : Wall Thk.:
20.7 3,000.00 9.32 200,000.00 21,520.20 9.00 0.2331 0.92 4.5 0 250 300 0.12 2 2.6 0.13
DEADLOAD: BEAM : SLAB : WALL : SIESMIC: LIVELOAD: TOTAL LOAD: W = DESIGN MOMENT: Md =
2.8
1.766 5.674 7.958 1.134 5.6
Kn / m Kn / m Kn / m Kn / m Kn / m 22.132 Kn / m
W((L1+L2)/2)^2/10
9.337
Kn - m
TRIAL BARS: Tension Tension Compression
No. of Bars 2 1 2
Diameter 16 12 16
IF: Mc > Md : SAFE, KAAYO BAY !!! IF: Ms > Md: SAFE, G'YUD NA BAY !!!
mm. mm. mm.
As = As = As' =
Area,mm^2 402.12 113.10 402.12
mpa psi mpa mpa
meters meters mm mm meters meters meters meters
2.00 pcs. 1.00 pcs.
16 mm. dia. RC Bars 12 mm. dia. RC Bars
2 pcs.
16 mm. dia. RC Bars
300 mm
250 mm.
@ Continues Edge Support
Proj. Name: Location: Client: Designer: Date:
General Description:
DOUBLE REINFORCED BEAM (WSD) AT DISCONTINUOUS END POSITIVE MOMENT DESIGN DATA FOR CONCRETE BEAMS: 13.79 17.2 ITEM fc' = 2,000.00 2,500.00 fc = .45fc' 6.21 7.74 Es 200,000.00 200,000.00 17,564.80 19,616.67 Ec = 4730√fc' n = Es/Ec 11.00 10.00 k = n/(n+fs/fc) 0.1984 0.2191 j = 1 - k/3 0.93 0.93 Given: fc': 3,000.00 psi Span L: fc = 1,350.00 psi Beam Section: 9.308 mpa b fs = 40,000.00 psi d 275.80 mpa Slab Thickness: Concrete Covering: Top = 25 Slab Width : Bottom = 35 Wall Ht. : Wall Thk.: DEADLOAD: BEAM : 1.766 Kn / m 1/2L SLAB : 2.837 Kn / m WALL : 7.958 Kn / m SIESMIC: 1.049 Kn / m LIVELOAD: 2.8 5.6 Kn / m TOTAL LOAD: W = 19.210 Kn / m DESIGN MOMENT: Md =
WL^2/16
24.312
20.7 3,000.00 9.32 200,000.00 21,520.20 9.00 0.2331 0.92 4.5 250 300 0.12 2 2.6 0.13
mpa psi mpa mpa
meters mm mm meters meters meters meters
Kn - m
IF: M1 < Md: THEREFORE : PROVIDE COMPRESION BARS IF: fs' < fs USE: COMPUTED fs' TRY: Tension Compression
No. of Bars 2.00 1.00 2.00
Bar Diameter 16 12 16
Unit mm mm mm
Area 201.06 113.10 201.06
va
2Avfv/v'b
ACI CODE: MAX. SPACING, Sm =
1,042.41
mm 150
mm
Total Area sq.mm. sq.mm. sq.mm.
IF: S>Sm : USE ACI CODE: Sm = D/2
150.00
mm
2.00 pcs. 1.00 pcs.
16 mm. dia. RC Bars 12 mm. dia. RC Bars
300 mm 10 mm dia. Stirrups sp.@ 150 mm o.c.
2.00 pcs. 250 mm.
@ Discontinues Edge Support
Total Area 402.12 113.10 402.12
515.22 OK, SAFE Kana BAY!!!! OK, SAFE Kana BAY!!!!
16 mm. dia. RC Bars
Proj. Name: Location: Client: Designer: Date:
2 storey Resd'l. bldg. Lolita Village, Tac. City Pitao BL Pitao BL
General Description: RC beam Terrace 4 m. span
INVESTIGATION OF DOUBLE REINF. BEAM AT DISCONTINUOUS NEGATIVE MOMENT DESIGN DATA FOR CONCRETE BEAMS: 13.79 ITEM fc' = 2,000.00 fc = .45fc' 6.21 Es 200,000.00 17,564.80 Ec = 4730√fc' n = Es/Ec 11.00 k = n/(n+fs/fc) 0.1984 j = 1 - k/3 0.93 Given: fc': 3,000.00 psi fc = 1,350.00 psi 9.308 mpa fs = 40,000.00 psi 275.80 mpa Concrete Covering: Top = 25 Bottom = 35
17.2 2,500.00 7.74 200,000.00 19,616.67 10.00 0.2191 0.93 Span L: Beam Section: b d Slab Thickness: Slab Width : Wall Ht. : Wall Thk.:
20.7 3,000.00 9.32 200,000.00 21,520.20 9.00 0.2331 0.92 4.5 250 300 0.12 2 2.6 0.13
DEADLOAD: 1/2L
BEAM : SLAB : WALL : SIESMIC:
LIVELOAD: TOTAL LOAD: W =
2.8
DESIGN MOMENT: Md =
1.766 2.837 7.958 1.049 5.6
Kn / m Kn / m Kn / m Kn / m Kn / m 19.210 Kn / m
WL^2/16
24.312
Kn - m
TRIAL BARS: Tension Tension Compression
No. of Bars 2 1 2
Diameter 16 12 16
mm. mm. mm.
IF: Mc > Md : SAFE, KAAYO BAY !!! IF: Ms > Md: SAFE, G'YUD NA BAY !!!
As = As = As' =
Area,mm^2 402.12 113.10 402.12
mpa psi mpa mpa
meters mm mm meters meters meters meters
2 pcs. 1 pcs.
16 mm. dia. RC Bars 12 mm. dia. RC Bars
2.00 pcs.
16 mm. dia. RC Bars
300 mm
250 mm.
@ Discontinues Edge Support
2-Storey Resd'l. Bldg. Lolita Village, Brgy. Caibaan, Tacloban City Pitao BL Pitao BL Feb. 14, 2008
General Description: Terrace Beam (RCB2) 4.5 m. span
DOUBLE REINFORCED BEAM (WSD) AT MID SPAN POSITIVE MOMENT DESIGN DATA FOR CONCRETE BEAMS: 13.8 fc' = 2,000.00 fc = .45fc' 6.21 Es 200,000.00 Ec = 4730√fc' 17,564.80 n = Es/Ec 11.00 k = n/(n+fs/fc) 0.1984 j = 1 - k/3 0.93 Given: fc': 3,000.00 psi fc = 1,350.00 psi 9.308 mpa fs = 40,000.00 psi 275.80 mpa Concrete Covering: Top = 25 Bottom = 35 ITEM
17.2 2,500.00 7.76 200,000.00 19,638.05 10.00 0.2195 0.93 Span L: Beam Section: b d Slab Thickness: Slab Width : Wall Ht. : Wall Thk.:
20.7 3,000.00 9.31 200,000.00 21,512.40 9.00 0.2330 0.92 4.5 250 300 0.12 2 2.6 0.13
27.6 4,000.00 12.41 200,000.00 24,840.38 8.00 0.2647 0.91 meters mm mm meters meters meters meters
DEADLOAD: BEAM : SLAB : WALL : SIESMIC: LIVELOAD: TOTAL LOAD: W =
2.8
1.766 Kn / m 5.674 Kn / m 7.958 Kn / m 1.134 Kn / m 5.6 Kn / m 22.132 Kn / m
TRY: Tension Compression
No. of Bars 2 1 2 1
Bar Diameter 16 16 16 16
Unit mm mm mm mm
Area 201.06 201.06 201.06 201.06
va
150
mm
150.00
mm
sq.mm. sq.mm. sq.mm. sq.mm.
CB2) 4.5 m. span
34.5 5,000.00 15.51 200,000.00 27,772.39 7.00 0.2825 0.91
2.00 pcs. 1.00 pcs.
mpa psi mpa mpa
300 mm
10 mm. dia. Stirrups sp.@ 150 mm o.c.
pcs. 2.00 pcs. 1.00 pcs. 250 mm. @ Mid-span
Total Area 402.12 201.06 402.12 201.06
603.19
OK, SAFE Kana BAY!!!!
603.19
UNSAFE, TRY AGAIN!!!!
16 mm. dia. RC Bars 16 mm. dia. RC Bars
mm. dia. RC Bars 16 mm. dia. RC Bars 16 mm. dia. RC Bars
mm. dia. RC Bars mm. dia. RC Bars
mm. dia. RC Bars mm. dia. RC Bars mm. dia. RC Bars
Proj. Name: Location: Client: Designer: Date:
2-Storey Resd'l. Bldg. Lolita Village, Brgy. Caibaan, Tacloban City Pitao BL Pitao BL Feb. 14, 2008
General Description:
INVESTIGATION OF DOUBLE REINF. BEAM AT MID SPAN POSITIVE MOMENT DESIGN DATA FOR CONCRETE BEAMS: 13.8 ITEM fc' = 2,000.00 fc = .45fc' 6.21 Es 200,000.00 17,564.80 Ec = 4730√fc' n = Es/Ec 11.00 k = n/(n+fs/fc) 0.1984 j = 1 - k/3 0.93 Given: fc': 3,000.00 psi fc = 1,350.00 psi 9.308 mpa fs = 40,000.00 psi 275.80 mpa Concrete Covering: Top = 25 Bottom = 35
17.2 2,500.00 7.76 200,000.00 19,638.05 10.00 0.2195 0.93 Span L: Beam Section: b d Slab Thickness: Slab Width : Wall Ht. : Wall Thk.:
20.7 3,000.00 9.31 200,000.00 21,512.40 9.00 0.2330 0.92 4.5 250 300 0.12 2 2.6 0.13
DEADLOAD: BEAM : SLAB : WALL : SIESMIC: LIVELOAD: TOTAL LOAD: W = DESIGN MOMENT: Md =
2.8
1.766 Kn / m 5.674 Kn / m 7.958 Kn / m 1.134 Kn / m 5.6 Kn / m 22.132 Kn / m WL^2/14
32.012
Kn - m
TRIAL BARS: No. of Bars Diameter Tension 2 16 mm. Tension 2 12 mm. Compression 2 16 mm. IF: Mc > Md : SAFE, KAAYO BAY !!! IF: Ms > Md: SAFE, G'YUD NA BAY !!!
As = As = As' =
Area,mm^2 402.12 226.20 402.12
mpa psi mpa mpa
meters mm mm meters meters meters meters
2 pcs.
16 mm. dia. RC Bars
pcs. 2.00 pcs. 2.00 pcs.
mm. dia. RC Bars 16 mm. dia. RC Bars 12 mm. dia. RC Bars
300 mm
250 mm. @ Mid-span
Proj. Name: Location: Client: Designer: Date:
General Description:
DOUBLE REINFORCED BEAM (WSD) AT CONTINUOUS END POSITIVE MOMENT DESIGN DATA FOR CONCRETE BEAMS: 13.79 fc' = 2,000.00 fc = .45fc' 6.21 Es 200,000.00 Ec = 4730√fc' 17,564.80 n = Es/Ec 11.00 k = n/(n+fs/fc) 0.1984 j = 1 - k/3 0.93 Given: fc': 3,000.00 psi fc = 1,350.00 psi 9.308 mpa fs = 40,000.00 psi 275.80 mpa Concrete Covering: Top = 25 Bottom = 35 ITEM
17.2 2,500.00 7.74 200,000.00 19,616.67 10.00 0.2191 0.93 Span L: Beam Section: b d Slab Thickness: Slab Width : Wall Ht. : Wall Thk.:
20.7 3,000.00 9.32 200,000.00 21,520.20 9.00 0.2331 0.92 4.5 0 250 300 0.12 2 2.6 0.13
Mpa psi mpa mpa
meters meters mm mm meters meters meters meters
DEADLOAD: BEAM : SLAB : WALL : SIESMIC: LIVELOAD:
2.8
DESIGN MOMENT: Md =
1.766 5.674 7.958 1.134 5.6
Kn / m Kn / m Kn / m Kn / m Kn / m
W((L1+L2)/2)^2/10
9.337
Kn - m
IF: M1 > Md: THEREFORE: ANALYZE SINGLE REINFORCE BEAM IF: fs' < fs USE: COMPUTED fs' TRY: Tension Compression
No. of Bars 2.00 1.00 2.00 -
Bar Diameter 16 12 16 16
va
Unit mm mm mm mm
Area 201.06 113.10 201.06 201.06
Total Area sq.mm. sq.mm. sq.mm. sq.mm.
ACI CODE: MAX. SPACING, Sm = IF: S>Sm : USE ACI CODE: Sm = D/2
150
mm
150.00
mm
2.00 pcs. 1.00 pcs.
16 mm. dia. RC Bars 12 mm. dia. RC Bars
300 mm 10 mm dia. Stirrups sp.@ 150 mm o.c.
2.00 pcs. - pcs. 250 mm.
@ Continues Edge Support
Total Area 402.12 113.10 402.12 -
515.22 OK, SAFE Kana BAY!!!!
402.12 OK, SAFE Kana BAY!!!!
16 mm. dia. RC Bars 16 mm. dia. RC Bars
Proj. Name: Location: Client: Designer: Date:
General Description:
INVESTIGATION OF DOUBLE REINF. BEAM AT CONTINUOUS NEGATIVE MOMENT DESIGN DATA FOR CONCRETE BEAMS: 13.79 ITEM fc' = 2,000.00 fc = .45fc' 6.21 Es 200,000.00 17,564.80 Ec = 4730√fc' n = Es/Ec 11.00 k = n/(n+fs/fc) 0.1984 j = 1 - k/3 0.93 Given: fc': 3,000.00 psi fc = 1,350.00 psi 9.308 mpa fs = 40,000.00 psi 275.80 mpa Concrete Covering: Top = 25 Bottom = 35
17.2 2,500.00 7.74 200,000.00 19,616.67 10.00 0.2191 0.93 Span L: Beam Section: b d Slab Thickness: Slab Width : Wall Ht. : Wall Thk.:
20.7 3,000.00 9.32 200,000.00 21,520.20 9.00 0.2331 0.92 4.5 0 250 300 0.12 2 2.6 0.13
DEADLOAD: BEAM : SLAB : WALL : SIESMIC: LIVELOAD: TOTAL LOAD: W = DESIGN MOMENT: Md =
2.8
1.766 5.674 7.958 1.134 5.6
Kn / m Kn / m Kn / m Kn / m Kn / m 22.132 Kn / m
W((L1+L2)/2)^2/10
9.337
Kn - m
TRIAL BARS: Tension Tension Compression
No. of Bars 2 1 2
Diameter 16 12 16
IF: Mc > Md : SAFE, KAAYO BAY !!! IF: Ms > Md: SAFE, G'YUD NA BAY !!!
mm. mm. mm.
As = As = As' =
Area,mm^2 402.12 113.10 402.12
mpa psi mpa mpa
meters meters mm mm meters meters meters meters
2.00 pcs. 1.00 pcs.
16 mm. dia. RC Bars 12 mm. dia. RC Bars
2 pcs.
16 mm. dia. RC Bars
300 mm
250 mm.
@ Continues Edge Support
Proj. Name: Location: Client: Designer: Date:
General Description:
DOUBLE REINFORCED BEAM (WSD) AT DISCONTINUOUS END POSITIVE MOMENT DESIGN DATA FOR CONCRETE BEAMS: 13.79 17.2 ITEM fc' = 2,000.00 2,500.00 fc = .45fc' 6.21 7.74 Es 200,000.00 200,000.00 17,564.80 19,616.67 Ec = 4730√fc' n = Es/Ec 11.00 10.00 k = n/(n+fs/fc) 0.1984 0.2191 j = 1 - k/3 0.93 0.93 Given: fc': 3,000.00 psi Span L: fc = 1,350.00 psi Beam Section: 9.308 mpa b fs = 40,000.00 psi d 275.80 mpa Slab Thickness: Concrete Covering: Top = 25 Slab Width : Bottom = 35 Wall Ht. : Wall Thk.: DEADLOAD: BEAM : 1.766 Kn / m 1/2L SLAB : 2.837 Kn / m WALL : 7.958 Kn / m SIESMIC: 1.049 Kn / m LIVELOAD: 2.8 5.6 Kn / m TOTAL LOAD: W = 19.210 Kn / m DESIGN MOMENT: Md =
WL^2/16
24.312
20.7 3,000.00 9.32 200,000.00 21,520.20 9.00 0.2331 0.92 4.5 250 300 0.12 2 2.6 0.13
mpa psi mpa mpa
meters mm mm meters meters meters meters
Kn - m
IF: M1 < Md: THEREFORE : PROVIDE COMPRESION BARS IF: fs' < fs USE: COMPUTED fs' TRY: Tension Compression
No. of Bars 2.00 1.00 2.00
Bar Diameter 16 12 16
Unit mm mm mm
Area 201.06 113.10 201.06
va
2Avfv/v'b
ACI CODE: MAX. SPACING, Sm =
1,042.41
mm 150
mm
Total Area sq.mm. sq.mm. sq.mm.
IF: S>Sm : USE ACI CODE: Sm = D/2
150.00
mm
2.00 pcs. 1.00 pcs.
16 mm. dia. RC Bars 12 mm. dia. RC Bars
300 mm 10 mm dia. Stirrups sp.@ 150 mm o.c.
2.00 pcs. 250 mm.
@ Discontinues Edge Support
Total Area 402.12 113.10 402.12
515.22 OK, SAFE Kana BAY!!!! OK, SAFE Kana BAY!!!!
16 mm. dia. RC Bars
Proj. Name: Location: Client: Designer: Date:
2 storey Resd'l. bldg. Lolita Village, Tac. City Pitao BL Pitao BL
General Description: RC beam Terrace 4 m. span
INVESTIGATION OF DOUBLE REINF. BEAM AT DISCONTINUOUS NEGATIVE MOMENT DESIGN DATA FOR CONCRETE BEAMS: 13.79 ITEM fc' = 2,000.00 fc = .45fc' 6.21 Es 200,000.00 17,564.80 Ec = 4730√fc' n = Es/Ec 11.00 k = n/(n+fs/fc) 0.1984 j = 1 - k/3 0.93 Given: fc': 3,000.00 psi fc = 1,350.00 psi 9.308 mpa fs = 40,000.00 psi 275.80 mpa Concrete Covering: Top = 25 Bottom = 35
17.2 2,500.00 7.74 200,000.00 19,616.67 10.00 0.2191 0.93 Span L: Beam Section: b d Slab Thickness: Slab Width : Wall Ht. : Wall Thk.:
20.7 3,000.00 9.32 200,000.00 21,520.20 9.00 0.2331 0.92 4.5 250 300 0.12 2 2.6 0.13
DEADLOAD: 1/2L
BEAM : SLAB : WALL : SIESMIC:
LIVELOAD: TOTAL LOAD: W =
2.8
DESIGN MOMENT: Md =
1.766 2.837 7.958 1.049 5.6
Kn / m Kn / m Kn / m Kn / m Kn / m 19.210 Kn / m
WL^2/16
24.312
Kn - m
TRIAL BARS: Tension Tension Compression
No. of Bars 2 1 2
Diameter 16 12 16
mm. mm. mm.
IF: Mc > Md : SAFE, KAAYO BAY !!! IF: Ms > Md: SAFE, G'YUD NA BAY !!!
As = As = As' =
Area,mm^2 402.12 113.10 402.12
mpa psi mpa mpa
meters mm mm meters meters meters meters
2 pcs. 1 pcs.
16 mm. dia. RC Bars 12 mm. dia. RC Bars
2.00 pcs.
16 mm. dia. RC Bars
300 mm
250 mm.
@ Discontinues Edge Support
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