rectbeam_(318-05).pdf
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"RECTBEAM" --- RECTANGULAR CONCRETE BEAM ANALYSIS/DESIGN
Program Description:
"RECTBEAM" is a spreadsheet program written in MS-Excel for the purpose of analysis/design of rectangular
beam or column sections. Specifically, the ultimate moment capacity, bar spacing for crack control, moments
of inertia for deflection, beam shear and torsion requirements, and member capacity for flexure (uniaxial and
biaxial) with axial load are calculated. There is also a worksheet which contains reinforcing bar data tables.
This version is based on the ACI 318-05 Code.
This program is a workbook consisting of ten (10) worksheets, described as follows:
Worksheet Name Description
Doc This documentation sheet
Complete Analysis Beam flexure, shear, crack control, and inertia
Flexure Ultimate moment capacity of singly or doubly reinforced beams/sections
Crack Control Crack control - distribution of flexural reinforcing
Shear Beam or one-way type shear
Torsion Beam torsion and shear Inertia Moments of inertia of singly or doubly reinforced beams/sections
Uniaxial Combined uniaxial flexure and axial load
Biaxial Combined biaxial flexure and axial load
Rebar Data Reinforcing bar data tables
Program Assumptions and Limitations:
1. This program follows the procedures and guidelines of the ACI 318-05 Building Code.
2. This program utilizes the following references:
a. "Design of Reinforced Concrete - ACI318-05 Code Edition", by Jack C. McCormac (7th Ed.)
b. "Notes of the ACI318-05 Building Code Requirements for Structural Concrete", by PCA
3. The "Complete Analysis" worksheet combines the analyses performed by four (4) of the individual
worksheets all into one. This includes member flexural moment capacity, as well as shear, crack control,
and inertia calculations. Thus, any items below pertaining to any of the similar individual worksheets
included in this one are also applicable here.
4. In the "Flexure", "Uniaxial", and "Biaxial" worksheets, when the calculated distance to the neutral axis, 'c',
is less than the distance to the reinforcement nearest the compression face, the program will ignore that
reinforcing and calculate the ultimate moment capacity based on an assumed singly-reinforced section.
5. In the "Uniaxial" and "Biaxial" worksheets, the CRSI "Universal Column Formulas" are used by this program
to determine Points #1 through #7 of the 10 point interaction curve. For the most part, these formulas yield
close, yet approximate results. However, these results should be accurate enough for most applications
and situations.
6. To account for the fact that the CRSI "Universal Column Formulas" originally utilized =0.70 for compression,
which was applicable up through the ACI 318-99 Code, they have been factored by (0.65/0.70) to account for
the reduction in the factor = 0.65 for compression beginning with ACI 318-02 Code and continuing with theACI 318-05 Code. This modification has been made to the equations applicable to Points #1 through #7.
7. In the "Uniaxial" and "Biaxial" worksheets, the CRSI "Universal Column Formulas", which are used by this
program, assume the use of the reinforcing yield strength, fy =60 ksi.
8. In the "Uniaxial" and "Biaxial" worksheets, this program assumes a "short", non-slender rectangular column
with symmetrically arranged and sized bars.
9. In the "Uniaxial" and "Biaxial" worksheets, for cases with axial load only (compression or tension) and no
moment(s) the program calculates total reinforcing area as follows:
Ast = (Ntb*Abt) + (Nsb*Abs) , where: Abt and Abs = area of one top/bottom and side bar respectively.
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10. In the "Uniaxial" and "Biaxial" worksheets, for pure moment capacity with no axial load, the program assumes
bars in 2 outside faces parallel to axis of bending plus 50% of the total area of the side bars divided equally
by and added to the 2 outside faces, and program calculates reinforcing areas as follows:
for X-axis: As = A's = ((Ntb*Abt) + (0.50*Nsb*Abs))/2
for Y-axis: As = A's = ((Nsb*Asb+4*Atb) + (0.50*(Ntb-4)*Atb))/2
11. In the "Uniaxial" and "Biaxial" worksheets, for Point #8 ( Pn = 0.1*f'c*Ag) on the interaction curve the
corresponding value ofMn is determined from interpolation between the moment values at Point #7(balanced condition, = 0.65) and Point #9 (pure flexure, = 0.005 ("tension-controlled" section): = 0.90.
b. For fy/Es < t < 0.005 ("transition" section): = 0.65+0.25*(t-fy/Es)/(0.005-fy/Es) < 0.90 (Es=29000 ksi)
c. Fort = 0.004 for both singly and
doubly reinforced sections.
13. In the "Uniaxial" and "Biaxial" worksheets, design capacities, Pn and Mn, at design eccentricity,
e = Mu*12/Pu, are determined from interpolation within the interaction curve for the applicable axis.
14. In the "Biaxial" worksheet, the biaxial capacity is determined by the following approximations:a. For Pu >= 0.1*f'c*Ag, use Bresler Reciprocal Load equation:
1/Pn = 1/Pnx + 1/Pny - 1/Po
Biaxial interaction stress ratio, S.R. = Pu/ Pn
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"RECTBEAM (318-05).xls" Program
Version 1.2
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISFlexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections
Per ACI 318-05 Code
Job Name: Subject:
Job Number: Originator: Checker:
Input Data: b=12''
Beam or Slab Section? Beam
Exterior or Interior Exposure? Exterior
Reinforcing Yield Strength, fy = 60 ksi
Concrete Comp. Strength, f 'c = 4 ksi h=18'' d=15''
Beam Width, b = 12,000 in.
Depth to Tension Reinforcing, d = 15,000 in.
Total Beam Depth, h = 18,000 in. As=3
Tension Reinforcing, As = 3,000 in.^2 Singly Reinforced Section
No. of Tension Bars in Beam, Nb = 4,000
Tension Reinf. Bar Spacing, s1 = 3,000 in. d' b
Clear Cover to Tension Reinf., Cc = 2,000 in.
Depth to Compression Reinf., d' = 0,000 in. A's
Compression Reinforcing, A's = 0,000 in.^2Working Stress Moment, Ma = 120,00 ft-kips h d
Ultimate Design Moment, Mu = 170,00 ft-kips
Ultimate Design Shear, Vu = 20,00 kips
Total Stirrup Area, Av(stirrup) = 0,220 in.^2 As
Tie/Stirrup Spacing, s2 = 6,0000 in. Doubly Reinforced Section
Results:
Moment Capacity Check for Beam-Type Section: Crack Control (Distribution of Reinf.):
1 = 0,85 Per ACI 318-05 Code:
c = 5,190 in. Es = 29000 ksi
a = 4,412 in. Ec = 3605 ksib = 0,02851 n = 8,04
= 0,01667 fs = 36,93 ksi(min) = 0,00333 fs(used) = 36,93 ksi
As(min) = 0,600 in.^2 = s1 = 3 in., O.K.(temp) = N.A. (total for section)
As(temp) = N.A. in.^2 (total) Per ACI 318-95 Code (for reference only):(max) = 0,02064 dc = 3,0000 in.
As(max) = 3,716 in.^2 >= As = 3 in.^2, O.K. z = 139,61 k/in.'s = N.A. z(allow) = 145,00 k/in. >= z = 139,61 k/in.,f 's = N.A. ksi O.K.t = 0,00567 >= 0.005, Tension-controlled = 0,900
Mn = 172,72 ft-k >= Mu = 170 ft-k, O.K.
Shear Capacity Check for Beam-Type Section: Moment of Inertia for Deflection:Vc = 17,08 kips fr = 0,474 ksiVs = 24,75 kips kd = 6,0125 in.Vn = 41,83 kips >= Vu = 20 kips, O.K. Ig = 5832,00 in.^4
Vs(max) = 68,31 kips >= Vu-(phi)Vc = 2,92 kips, O.K. Mcr = 25,61 ft-k
Av(prov) = 0,220 in.^2 = Av(stirrup) Icr = 2818,77 in.^4
Av(req'd) = 0,026 in.^2
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"RECTBEAM (318-05).xls" Program
Version 1.2
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISUltimate Moment Capacity of Singly or Doubly Reinforced Sections
Per ACI 318-05 Code
Job Name: Subject:
Job Number: Originator: Checker:
Input Data: b=12''
Beam or Slab Section? Beam
Reinforcing Yield Strength, fy = 60 ksi
Concrete Comp. Strength, f 'c = 4 ksi h=18'' d=15''
Beam Width, b = 12,000 in.
Depth to Tension Reinforcing, d = 15,000 in.
Total Beam Depth, h = 18,000 in. As=3
Ultimate Design Moment, Mu = 170,00 ft-kips Singly Reinforced Section
Tension Reinforcing, As = 3,000 in.^2
Depth to Compression Reinf., d' = 0,000 in. d' b
Compression Reinforcing, A's = 0,000 in.^2
A's
Results: h d
Stress Block Data:
As
1 = 0,85 1 = 1.05-0.05*f'c >= 0.65 Doubly Reinforced Section
c = 5,190 in. c = (As*fy/(0.85*f'c*b))/Beta1
a = 4,412 in. a = 1*c
Reinforcing Criteria:
= 0,01667 = As/(b*d)
b = 0,02851 b = 0.85* 1*f'c/fy*(87/(87+fy)(min) = 0,00333 (min) >= 3*SQRT(f'c)/fy >= 200/fy
As(min) = 0,600 As(min) = (min)*b*d = 60, else 0.002-0.00002*(fy-50)
As(temp) = N.A. in.^2 (total) As(temp) = (temp)*b*h(max) = 0,02064 (max) = 0.85*f'c*Beta1*(0.003/(0.003+0.004))/fy
As(max) = 3,716 in.^2 As(max) = (max)*b*d for singly reinforced, or for doubly reinforced:
As(max) = (0.85*f'c* 1*c*b+A's*(c-d')/c*ec*Es)/fy for c = c*d/(c+0.004)
Ultimate Moment Capacity: >= As = 3 in.^2, O.K.
's = N.A. 's = c*(c-d')/c
f 's = N.A. ksi f 's = 's*Est = 0,00567 t = c*(d-c)/c >= 0.005, Tension-controlled
= 0,900 = 0.65+0.25*(t-fy/Es)/(0.005-fy/Es)
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"RECTBEAM (318-05).xls" Program
Version 1.2
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISBeam or One-Way Type Shear
Per ACI 318-05 Code
Job Name: Subject:
Job Number: Originator: Checker:
Input Data:
Beam or Slab Section? Beam
Reinforcing Yield Strength, fy = 60 ksi
Concrete Comp. Strength, f 'c = 4 ksi.
Beam Width, b = 10,000 in.
Depth to Tension Reinforcing, d = 13,500 in.
Total Beam Depth, h = 16,000 in. d Vu Vu d d Vu
Ultimate Design Shear, Vu = 20,00 kips
Ultimate Design Axial Load, Pu = 0,00 kips
Total Stirrup Area, Av(used) = 0,220 in.^2
Tie/Stirrup Spacing, s = 6,0000 in.
Vu
d
Results: Vu
Typical Critical Sections for Shear
For Beam:
Vc = 12,81 kips
Vs = 22,28 kipsVn = Vc+Vs = 35,08 kips >= Vu = 20 kips, O.K.
Vs(max) = 51,23 kips >= Vu-(phi)Vc = 7,19 kips, O.K.
Av(prov) = 0,220 in.^2 = Av(used)
Av(req'd) = 0,071 in.^2
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"RECTBEAM (318-05).xls" Program
Version 1.2
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISCrack Control - Distribution of Flexural Reinforcing
Per ACI 318-05 Code
Job Name: Subject:
Job Number: Originator: Checker:
Input Data:
Beam or Slab Section? Beam b=10''
Exterior or Interior Exposure? Exterior
Reinforcing Yield Strength, fy = 60 ksi
Concrete Comp. Strength, f 'c = 4 ksi
Beam Width, b = 10,000 in. h=16'' d=13,5''
Depth to Tension Reinforcing, d = 13,500 in.
Total Beam Depth, h = 16,000 in. 2*dc
Tension Reinforcing, As = 2,400 in.^2 As=2,4
No. of Tension Bars in Beam, Nb = 4,000 dc=2,5''
Tension Reinf. Bar Spacing, s = 3,000 in. Beam
Clear Cover to Tension Reinf., Cc = 2,000 in.
Working Stress Moment, Ma = 75,00 ft-kips b
h d
2*dc
As
dc
One-Way Slab
Results:
Per ACI 318-05 Code:
Es = 29000 ksi Es = modulus of elasticity for steel
Ec = 3605 ksi Ec = 57*SQRT(f'c*1000)
n = 8,04 n = Es/Ec
fs = 32,18 ksi fs = 12*Ma/(As*d*(1-(SQRT(2*As/(b*d)*n+(As/(b*d)*n)^2)-As/(b*d)*n)/3))
fs(used) = 32,18 ksi fs(used) = minimum of: fs and 2/3*fy
s(max) = 13,64 in. s(max) = minimum of: 15*40/fs(used)-2.5*Cc and 12*40/fs(used)
>= s = 3 in., O.K.
Per ACI 318-95 Code: (for reference only)
dc = 2,5000 in. dc = h-d
z = 101,37 k/in. z = fs(used)*(dc*2*dc*b/Nb)^(1/3)
z(allow) = 145,00 z(allow) >= z = 101,37 k/in., O.K.
Note: The above calculation of the 'z' factor is done solely for comparison purposes to ACI 318-05 Code.
Comments:
6 of 15 20-05-2013 1:54
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"RECTBEAM (318-05).xls" Program
Version 1.2
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISMoment of Inertia of Singly or Doubly Reinforced Sections
Per ACI 318-05 Code
Job Name: Subject:
Job Number: Originator: Checker:
Input Data:
Reinforcing Yield Strength, fy = 60 ksi b=10''
Concrete Comp. Strength, f 'c = 4 ksi
Beam/Section Width, b = 10,000 in.
Depth to Tension Reinforcing, d = 13,500 in.
Beam/Section Total Depth, h = 16,000 in. h=16'' d=13,5''
Tension Reinforcing, As = 2,400 in.^2
Depth to Compression Reinf., d' = 0,000 in.
Compression Reinforcing, A's = 0,000 in.^2 As=2,4
Working Stress Moment, Ma = 75,00 ft-kips Singly Reinforced Section
d' b
A's
h d
As
Doubly Reinforced Section
Results:
fr = 0,474 ksi fr = 7.5*SQRT(f'c*1000)/1000Es = 29000 ksi Es = modulus of elasticity for steel
Ec = 3605 ksi Ec = 57*SQRT(f'c*1000)
n = 8,04 n = Es/Ec
r = N.A. r = (n-1)*A's/(n*As)
B = 0,5180 B = b/(n*As)
kd = 5,5430 in. kd = (SQRT(2*d*B+1)-1)/BIg = 3413,33 in.^4 Ig = b*h^3/12
Mcr = 16,87 ft-k Mcr = fr*Ig/(h/2)/12Icr = 1790,06 in.^4 Icr = b*kd^3/3+n*As*(d-kd)^2
Ig/Icr = 1,907 Ig/Icr = ratio of gross to cracked inertiasIe = 1808,52 in.^4 Ie = (Mcr/Ma)^3*Ig+(1-(Mcr/Ma)^3)*Icr
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"RECTBEAM (318-05).xls" Program
Version 1.2
RECTANGULAR CONCRETE BEAM/SECTION ANALYSISBeam Torsion and Shear
Per ACI 318-05 Code
Job Name: Subject:
Job Number: Originator: Checker:
Input Data:
Reinforcing Yield Strength, fy = 60 ksi b=16''
Concrete Comp. Strength, f 'c = 4 ksi xo=12,5''
Beam Width, b = 16,000 in.
Depth to Tension Reinforcing, d = 23,500 in.
Total Beam Depth, h = 26,000 in. A
Ultimate Design Shear, Vu = 60,00 kips h = yo At d=23,5''
Ultimate Design Torsion, Tu = 30,00 ft-kips 26''
Ultimate Design Axial Load, Pu = 0,00 kips
Total Stirrup Area, Av+t(used) = 0,400 in.^2
Closed Stirrup Spacing, s = 7,0000 in. As dt=1,75''
Edge Distance to Tie/Stirrup, dt = 1,7500in.
Beam Section
Results:
For Shear:
Vc = 35,67 kipsVs = 60,43 kips
Vn = Vc+Vs = 96,10 kips >= Vu = 60 kips, O.K.Vs(max) = 142,68 kips >= Vu-(phi)Vc = 24,33 kips, O.K.
Av(prov) = 0,400 in.^2 = Av+t(used)
Av(req'd) = 0,161 in.^2 = Tu = 30 kips, O.K.
At(prov) = 0,119 in.^2 = (Av+t(used)-Av(req'd))/2
At(req'd) = 0,117 in.^2
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"RECTBEAM (318-05).xls" Program
Version 1.2
RECTANGULAR CONCRETE BEAM/COLUMN ANALYSISFor X-Axis Flexure with Axial Compression or Tension Load
Assuming "Short", Non-Slender Member with Symmetric Reinforcing (per ACI 318-05 Code)
Job Name: Subject:
Job Number: Originator: Checker:
Input Data:Lx=18
Reinforcing Yield Strength, fy = 60 ksi.
Concrete Comp. Strength, f 'c = 4 ksi
Total Member Width, Lx = 18,000 in.
Total Member Depth, Ly = 18,000 in.
Distance to Long. Reinforcing, d' = 2,500 in. Ly=18 Ntb=8
Ultimate Design Axial Load, Pu = 200,00 kips Nsb=0
Ultimate Design Moment, Mux = 100,00 ft-kips
Total Top/Bot. Long. Bars, Ntb = 8
Top/Bot. Longitudinal Bar Size = 8 d'=2,5 (typ.)
Total Side Long. Bars, Nsb = 0 Member Section
Side Longitudinal Bar Size = 8
Results:
X-axis Flexure and Axial Load Interaction Diagram Points
Location Pnx (k) Mnx (ft-k) ey (in.) Comments
Point #1 948,55 0,00 0,00 Nom. max. compression = Po
Point #2 758,84 0,00 0,00 Allowable Pn(max) = 0.8*Po
Point #3 758,84 105,09 1,66 Min. eccentricity
Point #4 640,36 170,72 3,20 0% rebar tension = 0 ksi
Point #5 534,60 207,29 4,65 25% rebar tension = 15 ksi
Point #6 447,71 232,10 6,22 50% rebar tension = 30 ksi
Point #7 303,20 261,59 10,35 100% rebar tension = 60 ksi
Point #8 129,60 225,87 20,91 Pn = 0.1*f'c*Ag
Point #9 0,00 199,20 (Infinity) Pure moment capacity
Point #10 -341,28 0,00 0,00 Pure axial tension capacity
Gross Reinforcing Ratio Provided:g = 0,01951
Member Uniaxial Capacity at Design Eccentricity:
Interpolated Results from Above:Pnx (k) Mnx (ft-k) ey (in.)
457,21 228,60 6,00
Effective Length Criteria for "Short" Column:
k*Lu
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"RECTBEAM (318-05).xls" Program
Version 1.2
RECTANGULAR CONCRETE BEAM/COLUMN ANALYSISFor Biaxial Flexure with Axial Compression or Tension Load
Assuming "Short", Non-Slender Member with Symmetric Reinforcing (per ACI 318-05 Code)
Job Name: Subject:
Job Number: Originator: Checker:
Input Data:
Lx=18
Reinforcing Yield Strength, fy = 60 ksi.
Concrete Comp. Strength, f 'c = 4 ksi
Total Member Width, Lx = 18,000 in.
Total Member Depth, Ly = 18,000 in.
Distance to Long. Reinforcing, d' = 2,500 in. Ly=18 Ntb=8
Ultimate Design Axial Load, Pu = 200,00 kips Nsb=0
Ultimate Design Moment, Mux = 100,00 ft-kips
Ultimate Design Moment, Muy = 100,00 ft-kips
Total Top/Bot. Long. Bars, Ntb = 8 d'=2,5 (typ.)
Top/Bot. Longitudinal Bar Size = 8
Total Side Long. Bars, Nsb = 0 Member Section
Side Longitudinal Bar Size = 8
Results:
Gross reinforcing ratio provided:g = 0,01951
X-axis Flexure and Axial Load Interact ion Diagram Points Y-axis Flexure and Axial Load Interact ion Diagram Points
Location Pnx (k) Mnx (ft-k) ey (in.) Comments Location Pny (k) Mny (ft-k) ex (in.) Comments
Point #1 948,55 0,00 0,00 Nom. max. compression = Po Point #1 948,55 0,00 0,00 Nom. max. compression = Po
Point #2 758,84 0,00 0,00 Allowable Pn(max) = 0.8*Po Point #2 758,84 0,00 0,00 Allowable Pn(max) = 0.8*Po
Point #3 758,84 105,09 1,66 Min. eccentricity Point #3 758,84 87,47 1,38 Min. eccentricity
Point #4 640,36 170,72 3,20 0% rebar tension = 0 ksi Point #4 651,66 136,89 2,52 0% rebar tension = 0 ksi
Point #5 534,60 207,29 4,65 25% rebar tension = 15 ksi Point #5 543,64 165,23 3,65 25% rebar tension = 15 ksi
Point #6 447,71 232,10 6,22 50% rebar tension = 30 ksi Point #6 456,48 181,87 4,78 50% rebar tension = 30 ksi
Point #7 303,20 261,59 10,35 re ar tenson = ksi o nt , , , re ar tenson = ksi
Point #8 129,60 225,87 20,91Pn = 0.1*f'c*Ag Point #8 129,60 170,84 15,82
Pn = 0.1*f'c*AgPoint #9 0,00 199,20 (Infinity) Pure moment capacity Point #9 0,00 152,76 (Infinity) Pure moment capacity
Point #10 -341,28 0,00 0,00 Pure axial tension capacity Point #10 -341,28 0,00 0,00 Pure axial tension capacity
Member Uniaxial Capacity at Design Eccentricity, ey: Member Uniaxial Capacity at Design Eccentricity, ex:
Interpolated Results from Above: Interpolated Results from Above:Pnx (k) Mnx (ft-k) ey (in.) Pny (k) Mny (ft-k) ex (in.)
457,21 228,60 6,00 376,52 188,26 6,00
Biaxial Capacity and Stress Ratio for Pu >= 0.1*f'c*Ag: Effective Length Criteria for "Short" Column:Pn = 263,93 kips Pn = 1/(1/Pnx + 1/Pny -1/Po)
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REINFORCING BAR DATA TABLES:
Reinforcing Bar Properties
Bar Size Diameter Area Perimeter Weight
(in.) (in.^2) (in.) (lbs./ft.)#3 0,375 0,11 1,178 0,376
#4 0,500 0,20 1,571 0,668
#5 0,625 0,31 1,963 1,043
#6 0,750 0,44 2,356 1,502
#7 0,875 0,60 2,749 2,044
#8 1,000 0,79 3,142 2,670
#9 1,128 1,00 3,544 3,400
#10 1,270 1,27 3,990 4,303
#11 1,410 1,56 4,430 5,313
#14 1,693 2,26 5,320 7,650
#18 2,257 4,00 7,091 13,600
Typical specification: ASTM A615 Grade 60 Deformed Bars
Reinforcing Bar Area for Various Bar Spacings (in.^2/ft.)
Spacing Bar Size
(in.) #3 #4 #5 #6 #7 #8 #9 #10 #11
3 0,44 0,80 1,24 1,76 2,40 3,16 4,00 5,08 6,24
3-1/2 0,38 0,69 1,06 1,51 2,06 2,71 3,43 4,35 5,35
4 0,33 0,60 0,93 1,32 1,80 2,37 3,00 3,81 4,68
4-1/2 0,29 0,53 0,83 1,17 1,60 2,11 2,67 3,39 4,16
5 0,26 0,48 0,74 1,06 1,44 1,90 2,40 3,05 3,74
5-1/2 0,24 0,44 0,68 0,96 1,31 1,72 2,18 2,77 3,40
6 0,22 0,40 0,62 0,88 1,20 1,58 2,00 2,54 3,12
6-1/2 0,20 0,37 0,57 0,81 1,11 1,46 1,85 2,34 2,887 0,19 0,34 0,53 0,75 1,03 1,35 1,71 2,18 2,67
7-1/2 0,18 0,32 0,50 0,70 0,96 1,26 1,60 2,03 2,50
8 0,17 0,30 0,47 0,66 0,90 1,19 1,50 1,91 2,34
8-1/2 0,16 0,28 0,44 0,62 0,85 1,12 1,41 1,79 2,20
9 0,15 0,27 0,41 0,59 0,80 1,05 1,33 1,69 2,08
9-1/2 0,14 0,25 0,39 0,56 0,76 1,00 1,26 1,60 1,97
10 0,13 0,24 0,37 0,53 0,72 0,95 1,20 1,52 1,87
10-1/2 0,13 0,23 0,35 0,50 0,69 0,90 1,14 1,45 1,78
11 0,12 0,22 0,34 0,48 0,65 0,86 1,09 1,39 1,70
11-1/2 0,115 0,21 0,32 0,46 0,63 0,82 1,04 1,33 1,63
12 0,11 0,20 0,31 0,44 0,60 0,79 1,00 1,27 1,56
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Tension Development and Splice Lengths for f 'c=3,000 psi and fy=60 ksi
Development Class "B" Splice Standard 90 deg. Hook
Bar Size Top Bar Other Bar Top Bar Other Bar Embed. Leg Length Bend Dia.
(in.) (in.) (in.) (in.) (in.) (in.) (in.)
#3 22 17 28 22 6 6 2-1/4
#4 29 22 37 29 8 8 3#5 36 28 47 36 10 10 3-3/4
#6 43 33 56 43 12 12 4-1/2
#7 63 48 81 63 14 14 5-1/4
#8 72 55 93 72 16 16 6
#9 81 62 105 81 18 19 9-1/2
#10 91 70 118 91 20 22 10-3/4
#11 101 78 131 101 22 24 12
#14 121 93 --- --- 37 31 18-1/4
#18 161 124 --- --- 50 41 24
Notes:
1. Straight development and Class "B" splice lengths shown in above tables are
based on uncoated bars assuming center-to-center bar spacing >= 3*db without
ties or stirrups or >= 2*db with ties or stirrups, and bar clear cover >= 1.0*db.Normal weight concrete as well as no transverse reinforcing are both assumed.
2. Standard 90 deg. hook embedment lengths are based on bar side cover >= 2.5"
and bar end cover >= 2" without ties around hook.
3. For special seismic considerations, refer to ACI 318-05 Code Chapter 21.
Tension Development and Splice Lengths for f 'c=4,000 psi and fy=60 ksi
Development Class "B" Splice Standard 90 deg. Hook
Bar Size Top Bar Other Bar Top Bar Other Bar Embed. Leg Length Bend Dia.
(in.) (in.) (in.) (in.) (in.) (in.) (in.)
#3 19 15 24 19 6 6 2-1/4
#4 25 19 32 25 7 8 3#5 31 24 40 31 9 10 3-3/4
#6 37 29 48 37 10 12 4-1/2
#7 54 42 70 54 12 14 5-1/4
#8 62 48 80 62 14 16 6
#9 70 54 91 70 15 19 9-1/2
#10 79 61 102 79 17 22 10-3/4
#11 87 67 113 87 19 24 12
#14 105 81 --- --- 32 31 18-1/4
#18 139 107 --- --- 43 41 24
Notes:
1. Straight development and Class "B" splice lengths shown in above tables are
based on uncoated bars assuming center-to-center bar spacing >= 3*db without
ties or stirrups or >= 2*db with ties or stirrups, and bar clear cover >= 1.0*db.Normal weight concrete as well as no transverse reinforcing are both assumed.
2. Standard 90 deg. hook embedment lengths are based on bar side cover >= 2.5"
and bar end cover >= 2" without ties around hook.
3. For special seismic considerations, refer to ACI 318-05 Code Chapter 21.
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Tension Development and Splice Lengths for f 'c=5,000 psi and fy=60 ksi
Development Class "B" Splice Standard 90 deg. Hook
Bar Size Top Bar Other Bar Top Bar Other Bar Embed. Leg Length Bend Dia.
(in.) (in.) (in.) (in.) (in.) (in.) (in.)
#3 17 13 22 17 6 6 2-1/4
#4 22 17 29 22 6 8 3#5 28 22 36 28 8 10 3-3/4
#6 33 26 43 33 9 12 4-1/2
#7 49 37 63 49 11 14 5-1/4
#8 55 43 72 55 12 16 6
#9 63 48 81 63 14 19 9-1/2
#10 70 54 91 70 15 22 10-3/4
#11 78 60 101 78 17 24 12
#14 94 72 --- --- 29 31 18-1/4
#18 125 96 --- --- 39 41 24
Notes:
1. Straight development and Class "B" splice lengths shown in above tables are
based on uncoated bars assuming center-to-center bar spacing >= 3*db without
ties or stirrups or >= 2*db with ties or stirrups, and bar clear cover >= 1.0*db.Normal weight concrete as well as no transverse reinforcing are both assumed.
2. Standard 90 deg. hook embedment lengths are based on bar side cover >= 2.5"
and bar end cover >= 2" without ties around hook.
3. For special seismic considerations, refer to ACI 318-05 Code Chapter 21.
Tension Lap Splice Classes
For Other than Columns For Columns
Area (Provided) / Area (Req'd) % of Bars Spliced Maximum Tension Stress % of Bars Spliced
50% in Reinforcing Bars 50%
< 2 B B = 2 A B > 0.5*fy B B
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Compression Development and Splice Lengths for fy=60 ksi
Bar Size Development Length (in.) Splice Length (in.)
f 'c=3000 f 'c=4000 f 'c=5000 f 'c=3000 f 'c=4000 f 'c=5000
#3 9 8 8 12 12 12
#4 11 10 9 15 15 15
#5 14 12 12 19 19 19#6 17 15 14 23 23 23
#7 19 17 16 27 27 27
#8 22 19 18 30 30 30
#9 25 22 21 34 34 34
#10 28 24 23 38 38 38
#11 31 27 26 43 43 43
#14 37 32 31 --- --- ---
#18 50 43 41 --- --- ---
Notes:
1. For development in columns with reinforcement enclosed with #4 ties spaced
= 1/4" diameter and =
1/4" diameter and
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Plain Welded Wire Reinforcement Properties
Welded Wire Reinf. Wire Diameter Wire Area Reinf. Weight
Designation Each Way (in.) Each Way (in.^2/ft.) (psf)
6x6 - W1.4xW1.4 0,135 0,028 0.21
6x6 - W2.0xW2.0 0,159 0,040 0,29
6x6 - W2.9xW2.9 0,192 0,058 0,426x6 - W4.0xW4.0 0,225 0,080 0,58
4x4 - W1.4xW1.4 0,135 0,042 0,31
4x4 - W2.0xW2.0 0,159 0,060 0,43
4x4 - W2.9xW2.9 0,192 0,087 0,62
4x4 - W4.0xW4.0 0,225 0,120 0,85
Notes:
1. Welded wire reinforcement designations are some common stock styles
assuming plain wire reinf. per ASTM Specification A185. (fy = 65,000 psi)
2. First part of welded wire reinf. designation denotes the wire spacing each way.
3. Second part of welded wire reinf. designation denotes the wire size as follows:
W1.4 ~= 10 gage , W2.0 ~= 8 gage
W2.9 ~= 6 gage , W4.0 ~= 4 gage
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