Re Bars
This document was uploaded by user and they confirmed that they have the permission to share it. If you are author or own the copyright of this book, please report to us by using this DMCA report form. Report DMCA
Overview
Download & View Re Bars as PDF for free.
More details
- Words: 2,439
- Pages: 31
"REBARS" --- REINFORCING BAR DEVELOPMENT AND SPLICE LENGTHS Program Description: "REBARS" is a spreadsheet program written in MS-Excel for the purpose of determining reinforcing bar development and splice lengths. Specifically, the development lengths and splice lengths for straight bars in tension as well as compression are determined. Also, the development length for standard hook bars is determined. There is also a worksheet which contains reinforcing bar data tables. This program is a workbook consisting of three (3) worksheets, described as follows:
Worksheet Name
Description
Doc Calc Development Rebar Data
This documentation sheet Reinforcing Bar Development and Splice Lengths (Low Seismic Zone) Reinforcing Bar Data Tables
Program Assumptions and Limitations: 1. This program follows the procedures and guidelines of the ACI 318-99 Building Code. 2. The "Calc Development" worksheet, for a given reinforcing bar size, determines the straight development and splice lengths for a "top" bar and an "other" bar in tension, the straight development and splice lengths for the bar in compression, and the tension development length of the bar as a standard hook, all at one time. A complete table of reinforcing bar development and splice lengths is also created for #3 through #18 bars. 3. The "Rebar Data" worksheet contains tables of reinforcing bar data which include various bar properties, reinforcing bar areas based on spacing, tension development and splice lengths for straight bars, tension development lengths for 90 degree standard hooks, tension lap splice criteria, compression development and splice lengths for straight bars, maximum spacing for column ties, and various plain welded wire fabric properties. 4. This program contains numerous “comment boxes” which contain a wide variety of information including explanations of input or output items, equations used, data tables, etc. (Note: presence of a “comment box” is denoted by a “red triangle” in the upper right-hand corner of a cell. Merely move the mouse pointer to the desired cell to view the contents of that particular "comment box".)
"REBARS.xls" Program Version 2.4
REINFORCING BAR DEVELOPMENT AND SPLICE LENGTHS Job Name: Job Number:
Per ACI 318-99 Building Code For Low Seismic Zone Applications Subject: Originator:
Checker:
Input Data: General Information: Reinforcing Bar Size = Reinforcing Yield Strength, fy = Concrete Comp. Strength, f 'c = Lightweight Concrete? Epoxy Coated Bars? Ratio: As(required)/As(provided) =
6 60 3.0 No No 1.000
Ldt=25.6'' ksi
bc=2''
ksi
>12"
For Straight Reinforcing Tension Bars:
Ldo=19.7''
Center-to-Center Bar Spacing, bs =
12.000
in.
Clear Cover to Face of Bar, bc =
2.000
in.
Transverse Reinforcing Index, Ktr =
0.000
lb./in.
bc=2''
Straight Bar Development
For Straight Reinforcing Compression Bars: Enclosed with #4 Ties @ <= 4"? For Standard Hooks in Tension: Side Cover to Face of Bar, sc = Clear Cover to Bar Hook, hc = Enclosed with Ties @ <= 3*db?
No Lat=25.6'' Lbt=33.3''
2.500 2.000 No
in.
bc=2''
in.
>12"
Results: Reinforcing Bar Diameter, db =
Lao=19.7'' Lbo=25.6''
0.750
For Straight Reinforcing Tension Bars: Top Bar Development, Ldt = 25.6 Other Bar Development, Ldo = 19.7 Top Bar Class "A" Splice, Lat = 25.6 Other Bar Class "A" Splice, Lao = 19.7 Top Bar Class "B" Splice, Lbt = 33.3 Other Bar Class "B" Splice, Lbo = 25.6 For Straight Reinforcing Compression Bars: Development Length, Ldb = 16.4 Splice Length = 22.5
Straight Bar Splices
in.
in. in. in.
Ldh=11.5''
in.
hc=2''
in.
sc=2.5''
in.
Lh=12'' in. in.
D=4.5''
For Standard Hook Tension Bars: Development Length, Ldh = Standard Hook Leg Length, Lh =
11.5 12.0
Standard Hook Development
in. in.
2 of 31
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
Tabulation of Calculated Results for All Bar Sizes Based on Specific Input:
Reinforcing Bar Development and Splice Lengths for f 'c = 3,000 psi and fy = 60 ksi Tension Development Bar Size
Class "B" Splice
Std. 90 deg. Hook
Compression Bars
Top Bar
Other Bar
Top Bar
Other Bar
Embed. Leg Length Develop.
Ldt
Ldo
Lbt
Lbo
Ldh
Lh
Ldb
(in.)
(in.)
(in.)
(in.)
(in.)
(in.)
(in.)
#3 12.8 12.0 16.7 15.6 6.0 6.0 8.2 #4 17.1 13.1 22.2 17.1 7.7 8.0 11.0 #5 21.4 16.4 27.8 21.4 9.6 10.0 13.7 #6 25.6 19.7 33.3 25.6 11.5 12.0 16.4 #7 37.4 28.8 48.6 37.4 13.4 14.0 19.2 #8 42.7 32.9 55.5 42.7 15.3 16.0 21.9 #9 53.0 40.8 68.9 53.0 17.3 19.0 24.7 #10 65.4 50.3 85.0 65.4 19.5 22.0 27.8 #11 78.5 60.4 102.0 78.5 21.6 24.0 30.9 #14 107.5 82.7 ----37.1 31.0 37.1 #18 173.9 133.8 ----49.4 41.0 49.4 Notes: 1. Straight development and Class "B" splice lengths shown in above table are based on uncoated bars assuming center-to-center bar spacing = 12" without ties or stirrups and bar clear cover = 2". Normal weight concrete with no transverse reinforcing are both assumed. No excess reinforcing is 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 318-99 Code Chapter 21.
3 of 31
Splice (in.) 12.0 15.0 18.8 22.5 26.3 30.0 33.8 38.1 42.3 -----
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
4 of 31
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
5 of 31
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
6 of 31
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
7 of 31
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
8 of 31
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
9 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
10 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
11 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4 Version 2.4
12 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
13 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
14 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
15 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
16 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
17 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
18 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
19 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
20 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
21 of 31
08/25/2009 03:54:20
REINFORCING BAR DATA TABLES:
Bar Size #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18
Spacing (in.) 3 3-1/2 4 4-1/2 5 5-1/2 6 6-1/2 7 7-1/2 8 8-1/2 9 9-1/2 10 10-1/2 11 11-1/2 12
#3 0.44 0.38 0.33 0.29 0.26 0.24 0.22 0.20 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.13 0.12 0.115 0.11
Reinforcing Bar Properties Diameter Area Perimeter (in.) (in.^2) (in.) 0.375 0.11 1.178 0.500 0.20 1.571 0.625 0.31 1.963 0.750 0.44 2.356 0.875 0.60 2.749 1.000 0.79 3.142 1.128 1.00 3.544 1.270 1.27 3.990 1.410 1.56 4.430 1.693 2.26 5.320 2.257 4.00 7.091 Typical specification: ASTM A615 Grade 60 Deformed Bars
Reinforcing Bar Area for Various Bar Spacings (in.^2/ft.) Bar Size #4 #5 #6 #7 #8 #9 0.80 1.24 1.76 2.40 3.16 4.00 0.69 1.06 1.51 2.06 2.71 3.43 0.60 0.93 1.32 1.80 2.37 3.00 0.53 0.83 1.17 1.60 2.11 2.67 0.48 0.74 1.06 1.44 1.90 2.40 0.44 0.68 0.96 1.31 1.72 2.18 0.40 0.62 0.88 1.20 1.58 2.00 0.37 0.57 0.81 1.11 1.46 1.85 0.34 0.53 0.75 1.03 1.35 1.71 0.32 0.50 0.70 0.96 1.26 1.60 0.30 0.47 0.66 0.90 1.19 1.50 0.28 0.44 0.62 0.85 1.12 1.41 0.27 0.41 0.59 0.80 1.05 1.33 0.25 0.39 0.56 0.76 1.00 1.26 0.24 0.37 0.53 0.72 0.95 1.20 0.23 0.35 0.50 0.69 0.90 1.14 0.22 0.34 0.48 0.65 0.86 1.09 0.21 0.32 0.46 0.63 0.82 1.04 0.20 0.31 0.44 0.60 0.79 1.00
Weight (lbs./ft.) 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600
#10 5.08 4.35 3.81 3.39 3.05 2.77 2.54 2.34 2.18 2.03 1.91 1.79 1.69 1.60 1.52 1.45 1.39 1.33 1.27
#11 6.24 5.35 4.68 4.16 3.74 3.40 3.12 2.88 2.67 2.50 2.34 2.20 2.08 1.97 1.87 1.78 1.70 1.63 1.56
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 318-99 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 318-99 Code Chapter 21.
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 318-99 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% > 50% in Reinforcing Bars <= 50 % > 50% <2 B B <= 0.5*fy A B >= 2 A B > 0.5*fy B B
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 <= 4" on center, values above may be multiplied by 0.75, but shall not be < 8". 2. For development in columns with reinforcement enclosed by spiral reinforcement >= 1/4" diameter and <= 4" pitch, values above may be multiplied by 0.83, but shall not be < 8". 3. For splices in columns with reinforcement enclosed with #4 ties spaced <= 4" on center, values shown above may be multiplied by 0.83 for #3 thru #11 bars, but shall not be < 12". 4. For splices in columns with reinforcement enclosed by spiral reinforcement >= 1/4" diameter and <= 4" pitch, values above may be multiplied by 0.75 for #3 thru #11 bars, but shall not be < 12".
Maximum Allowable Spacing of Column Ties (in.) Vertical Bar Size Tie Bar Size Tie Bar Size Tie Bar Size #3 #4 #5 #5 10 ----#6 12 ----#7 14 ----#8 16 16 --#9 18 18 --#10 18 20 --#11 --22 22 #14 --24 27 #18 --24 30 Notes: 1. Maximum tie spacing should be <= least column dimension. 2. For special seismic considerations, refer to ACI 318-99 Code Chapter 21.
Plain Welded Wire Fabric Properties Welded Wire Fabric Wire Diameter Wire Area Fabric 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 0.42 6x6 - 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 Fabric designations are some common stock styles assuming plain wire fabric per ASTM Specification A185. (fy = 65,000 psi) 2. First part of Welded Wire Fabric designation denotes the wire spacing each way. 3. Second part of Welded Wire Fabric designation denotes the wire size as follows: W1.4 ~= 10 gage , W2.0 ~= 8 gage W2.9 ~= 6 gage , W4.0 ~= 4 gage
Worksheet Name
Description
Doc Calc Development Rebar Data
This documentation sheet Reinforcing Bar Development and Splice Lengths (Low Seismic Zone) Reinforcing Bar Data Tables
Program Assumptions and Limitations: 1. This program follows the procedures and guidelines of the ACI 318-99 Building Code. 2. The "Calc Development" worksheet, for a given reinforcing bar size, determines the straight development and splice lengths for a "top" bar and an "other" bar in tension, the straight development and splice lengths for the bar in compression, and the tension development length of the bar as a standard hook, all at one time. A complete table of reinforcing bar development and splice lengths is also created for #3 through #18 bars. 3. The "Rebar Data" worksheet contains tables of reinforcing bar data which include various bar properties, reinforcing bar areas based on spacing, tension development and splice lengths for straight bars, tension development lengths for 90 degree standard hooks, tension lap splice criteria, compression development and splice lengths for straight bars, maximum spacing for column ties, and various plain welded wire fabric properties. 4. This program contains numerous “comment boxes” which contain a wide variety of information including explanations of input or output items, equations used, data tables, etc. (Note: presence of a “comment box” is denoted by a “red triangle” in the upper right-hand corner of a cell. Merely move the mouse pointer to the desired cell to view the contents of that particular "comment box".)
"REBARS.xls" Program Version 2.4
REINFORCING BAR DEVELOPMENT AND SPLICE LENGTHS Job Name: Job Number:
Per ACI 318-99 Building Code For Low Seismic Zone Applications Subject: Originator:
Checker:
Input Data: General Information: Reinforcing Bar Size = Reinforcing Yield Strength, fy = Concrete Comp. Strength, f 'c = Lightweight Concrete? Epoxy Coated Bars? Ratio: As(required)/As(provided) =
6 60 3.0 No No 1.000
Ldt=25.6'' ksi
bc=2''
ksi
>12"
For Straight Reinforcing Tension Bars:
Ldo=19.7''
Center-to-Center Bar Spacing, bs =
12.000
in.
Clear Cover to Face of Bar, bc =
2.000
in.
Transverse Reinforcing Index, Ktr =
0.000
lb./in.
bc=2''
Straight Bar Development
For Straight Reinforcing Compression Bars: Enclosed with #4 Ties @ <= 4"? For Standard Hooks in Tension: Side Cover to Face of Bar, sc = Clear Cover to Bar Hook, hc = Enclosed with Ties @ <= 3*db?
No Lat=25.6'' Lbt=33.3''
2.500 2.000 No
in.
bc=2''
in.
>12"
Results: Reinforcing Bar Diameter, db =
Lao=19.7'' Lbo=25.6''
0.750
For Straight Reinforcing Tension Bars: Top Bar Development, Ldt = 25.6 Other Bar Development, Ldo = 19.7 Top Bar Class "A" Splice, Lat = 25.6 Other Bar Class "A" Splice, Lao = 19.7 Top Bar Class "B" Splice, Lbt = 33.3 Other Bar Class "B" Splice, Lbo = 25.6 For Straight Reinforcing Compression Bars: Development Length, Ldb = 16.4 Splice Length = 22.5
Straight Bar Splices
in.
in. in. in.
Ldh=11.5''
in.
hc=2''
in.
sc=2.5''
in.
Lh=12'' in. in.
D=4.5''
For Standard Hook Tension Bars: Development Length, Ldh = Standard Hook Leg Length, Lh =
11.5 12.0
Standard Hook Development
in. in.
2 of 31
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
Tabulation of Calculated Results for All Bar Sizes Based on Specific Input:
Reinforcing Bar Development and Splice Lengths for f 'c = 3,000 psi and fy = 60 ksi Tension Development Bar Size
Class "B" Splice
Std. 90 deg. Hook
Compression Bars
Top Bar
Other Bar
Top Bar
Other Bar
Embed. Leg Length Develop.
Ldt
Ldo
Lbt
Lbo
Ldh
Lh
Ldb
(in.)
(in.)
(in.)
(in.)
(in.)
(in.)
(in.)
#3 12.8 12.0 16.7 15.6 6.0 6.0 8.2 #4 17.1 13.1 22.2 17.1 7.7 8.0 11.0 #5 21.4 16.4 27.8 21.4 9.6 10.0 13.7 #6 25.6 19.7 33.3 25.6 11.5 12.0 16.4 #7 37.4 28.8 48.6 37.4 13.4 14.0 19.2 #8 42.7 32.9 55.5 42.7 15.3 16.0 21.9 #9 53.0 40.8 68.9 53.0 17.3 19.0 24.7 #10 65.4 50.3 85.0 65.4 19.5 22.0 27.8 #11 78.5 60.4 102.0 78.5 21.6 24.0 30.9 #14 107.5 82.7 ----37.1 31.0 37.1 #18 173.9 133.8 ----49.4 41.0 49.4 Notes: 1. Straight development and Class "B" splice lengths shown in above table are based on uncoated bars assuming center-to-center bar spacing = 12" without ties or stirrups and bar clear cover = 2". Normal weight concrete with no transverse reinforcing are both assumed. No excess reinforcing is 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 318-99 Code Chapter 21.
3 of 31
Splice (in.) 12.0 15.0 18.8 22.5 26.3 30.0 33.8 38.1 42.3 -----
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
4 of 31
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
5 of 31
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
6 of 31
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
7 of 31
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
8 of 31
08/25/2009 03:54:19
"REBARS.xls" Program Version 2.4
9 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
10 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
11 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4 Version 2.4
12 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
13 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
14 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
15 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
16 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
17 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
18 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
19 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
20 of 31
08/25/2009 03:54:20
"REBARS.xls" Program Version 2.4
21 of 31
08/25/2009 03:54:20
REINFORCING BAR DATA TABLES:
Bar Size #3 #4 #5 #6 #7 #8 #9 #10 #11 #14 #18
Spacing (in.) 3 3-1/2 4 4-1/2 5 5-1/2 6 6-1/2 7 7-1/2 8 8-1/2 9 9-1/2 10 10-1/2 11 11-1/2 12
#3 0.44 0.38 0.33 0.29 0.26 0.24 0.22 0.20 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.13 0.12 0.115 0.11
Reinforcing Bar Properties Diameter Area Perimeter (in.) (in.^2) (in.) 0.375 0.11 1.178 0.500 0.20 1.571 0.625 0.31 1.963 0.750 0.44 2.356 0.875 0.60 2.749 1.000 0.79 3.142 1.128 1.00 3.544 1.270 1.27 3.990 1.410 1.56 4.430 1.693 2.26 5.320 2.257 4.00 7.091 Typical specification: ASTM A615 Grade 60 Deformed Bars
Reinforcing Bar Area for Various Bar Spacings (in.^2/ft.) Bar Size #4 #5 #6 #7 #8 #9 0.80 1.24 1.76 2.40 3.16 4.00 0.69 1.06 1.51 2.06 2.71 3.43 0.60 0.93 1.32 1.80 2.37 3.00 0.53 0.83 1.17 1.60 2.11 2.67 0.48 0.74 1.06 1.44 1.90 2.40 0.44 0.68 0.96 1.31 1.72 2.18 0.40 0.62 0.88 1.20 1.58 2.00 0.37 0.57 0.81 1.11 1.46 1.85 0.34 0.53 0.75 1.03 1.35 1.71 0.32 0.50 0.70 0.96 1.26 1.60 0.30 0.47 0.66 0.90 1.19 1.50 0.28 0.44 0.62 0.85 1.12 1.41 0.27 0.41 0.59 0.80 1.05 1.33 0.25 0.39 0.56 0.76 1.00 1.26 0.24 0.37 0.53 0.72 0.95 1.20 0.23 0.35 0.50 0.69 0.90 1.14 0.22 0.34 0.48 0.65 0.86 1.09 0.21 0.32 0.46 0.63 0.82 1.04 0.20 0.31 0.44 0.60 0.79 1.00
Weight (lbs./ft.) 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600
#10 5.08 4.35 3.81 3.39 3.05 2.77 2.54 2.34 2.18 2.03 1.91 1.79 1.69 1.60 1.52 1.45 1.39 1.33 1.27
#11 6.24 5.35 4.68 4.16 3.74 3.40 3.12 2.88 2.67 2.50 2.34 2.20 2.08 1.97 1.87 1.78 1.70 1.63 1.56
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 318-99 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 318-99 Code Chapter 21.
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 318-99 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% > 50% in Reinforcing Bars <= 50 % > 50% <2 B B <= 0.5*fy A B >= 2 A B > 0.5*fy B B
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 <= 4" on center, values above may be multiplied by 0.75, but shall not be < 8". 2. For development in columns with reinforcement enclosed by spiral reinforcement >= 1/4" diameter and <= 4" pitch, values above may be multiplied by 0.83, but shall not be < 8". 3. For splices in columns with reinforcement enclosed with #4 ties spaced <= 4" on center, values shown above may be multiplied by 0.83 for #3 thru #11 bars, but shall not be < 12". 4. For splices in columns with reinforcement enclosed by spiral reinforcement >= 1/4" diameter and <= 4" pitch, values above may be multiplied by 0.75 for #3 thru #11 bars, but shall not be < 12".
Maximum Allowable Spacing of Column Ties (in.) Vertical Bar Size Tie Bar Size Tie Bar Size Tie Bar Size #3 #4 #5 #5 10 ----#6 12 ----#7 14 ----#8 16 16 --#9 18 18 --#10 18 20 --#11 --22 22 #14 --24 27 #18 --24 30 Notes: 1. Maximum tie spacing should be <= least column dimension. 2. For special seismic considerations, refer to ACI 318-99 Code Chapter 21.
Plain Welded Wire Fabric Properties Welded Wire Fabric Wire Diameter Wire Area Fabric 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 0.42 6x6 - 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 Fabric designations are some common stock styles assuming plain wire fabric per ASTM Specification A185. (fy = 65,000 psi) 2. First part of Welded Wire Fabric designation denotes the wire spacing each way. 3. Second part of Welded Wire Fabric designation denotes the wire size as follows: W1.4 ~= 10 gage , W2.0 ~= 8 gage W2.9 ~= 6 gage , W4.0 ~= 4 gage
Related Documents
Re Bars
May 2020 6
Bars
May 2020 8
Bars
November 2019 17
Bars Are Rebelling
November 2019 19
Availability Bars Chi06
December 2019 11
