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STRUCTURAL PRECAST CONCRETE BUILDING SYSTEMS
WAFFLE-CRETE ® D
ES
IGN
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FOR MORE INFORMATION, WRITE OR CALL
P.O. BOX 1008
Hays, Kansas 67601 USA Ph: 785-625-3486 Fx: 785-625-8542
Web: waffle-crete.com & picturetrail.com/wafflecrete1 e-mail: [email protected]
WAFFLE-CRETE® International, Inc.
STRUCTURAL PRECAST CONCRETE BUILDING SYSTEMSWAFFLE-CRETE ®
WAFFLE-CRETE
Copyright WAFFLE-CRETE ® International, Inc. 2001 All rights reserved.
WAFFLE-CRETE ®molds are covered by: U.S. PATENT NO. 5,667,192; CANADA PATENT NO. 1,109,653; JAPAN PATENT NO. 1,364,341. WAFFLE-CRETE ® is a registered trademark of WAFFLE-CRETE® International, Inc. of Hays, Kansas. “Reg. U.S. Pat. Off.”, Reg. No. 1,116,050. Canadian Trade Mark Office Registration No. 241,383. Other foreign patents pending.
WAFFLE-CRETE ® panels are recognized by the I.C.B.O. (International Conference of Building Officials). See I.C.B.O. Research Report Number PFC 3602.
NOTICE Design Information for WAFFLE-CRETE ® panels has been prepared by WAFFLE-CRETE ® International, Inc. to provide fabricators, designers, and contractors with suggested uses and practical applications of the WAFFLE-CRETE ® panels in building construction. The structural capacities and characteristics described herein are to be used as guidelines only. The included information is not to be considered as a final structural design. WAFFLE-CRETE ® International, Inc. recommends that a qualified structural engineer evaluate each application of WAFFLE-CRETE ® panels. The engineer shall be directed to determine the actual loads and limitations of the panels under each specific application. Materials, codes and manufacturing methods peculiar to the particular operation and market area shall be considered.
STRUCTURAL PRECAST CONCRETE BUILDING SYSTEMS
MATERIALS Material properties and criteria used in the design information contained herein are as follows: A. Normal Weight Precast Concrete (145-150#/cubic foot)
1. 28 day compressive strength f’c = 5000 psi (34,416 KN/m2) or 4000 psi (27,533 KN/m2) 2. Maximum shear strength vc = .75 (2) √f’c 3. Modulus of elasticity e = w(1.5) 33 √f’c
B. Reinforcing Steel
1. Deformed Billet Steel Bars, ASTM A-615, Grade 60 fy = 60 ksi (412,992 KN/m2) or 40 ksi (275,328 KN/m2)
2. Welded wire fabric, ASTM A-185 fy = 60 ksi (412,992 KN/m2) or 40 ksi (275,328 KN/m2)
DESIGN A. Code
1. Uniform Building Code, 1991 Edition 2. American Concrete Institute Building Code 318-89
B. Spans
1. The spans are in 2 and 4 foot intervals to best utilize the WAFFLE-CRETE ® form dimensions. Lengths other than those shown may be obtained through the use of headers in the forms during fabrications.
2. Panels were designed in accordance with ultimate strength design methods for maximum allowable stresses.
3. All panels are designed for yield of reinforcing steel prior to concrete failure. C. Loading
1. Panel loading was calculated with dead load and superimposed loads. The dead load included only the panel weight. All superimposed weight, such as partitions, toppings, and live loads shall be considered superimposed loads.
2. Design loading was calculated in conformance with ACI 318-89 Ultimate strength load factors as follows:
U = 1.4D + 1.7L D = dead load or L= live load
U = .75 (1.4D + 1.7L + 1.7 W) W = wind load D. Deflections
1. Live load deflections were calculated by:
∆ = W = uniform live load L = span length E = modulus of elasticity I = effective moment of inertia
2. Deflections shown are elastic short duration only. Upper limit of span lengths do not consider
deflection limits for varying applications. General deflection limits are L/240 for roofs and L/360 for floors.
E. Transportation and Erection
1. Handling designs assumes “Swift Lift” anchors cast in the top edge of walls and top of floors. 2. Panels 16 feet and longer require two “Swift Lifts” for walls and four for floors to be located in
top surface of panel in ribs 4 feet from each end.
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5WL4 384 El
REINFORCING AND DEFLECTION
U.S. TABLES
6” FLOOR/ROOF PANEL -- f’c = 5000 psi fy = 60,000 psi (grade 60 steel) FLOOR AND ROOF SPAN Superimposed
Load 8’ 12’ 16’ 20’ 24’ Reinforcing #3 #4 #5 #6 #8
20 psf Defl. (inches) .01 .05 .13 .33 .71
Reinforcing #3 #4 #5 #7 #8 30 psf
Defl. (inches) .02 .06 .19 .49 1.09
Reinforcing #3 #4 #6 #8 40 psf
Defl. (inches) .03 .08 .28 .69
Reinforcing #4 #5 #6 50 psf
Defl. (inches) .04 .12 .37
Reinforcing #4 #6 100 psf Defl. (inches) .06 .22
8” FLOOR/ROOF PANEL -- f’c = 5000 psi fy = 60,000 psi (grade 60 steel)
FLOOR AND ROOF SPAN Superimposed Load 8’ 12’ 16’ 20’ 24’
Reinforcing #4 #4 #5 #6 #7 20 psf Defl. (inches) .01 .02 .06 .15 .31 Reinforcing #4 #4 #5 #6 #7 30 psf
Defl. (inches) .01 .03 .09 .24 .51 Reinforcing #4 #4 #5 #6 #8 40 psf
Defl. (inches) .01 .04 .11 .28 .58 Reinforcing #4 #5 #6 #7 #8 * 50 psf
Defl. (inches) .01 .05 .14 .35 .73
Reinforcing #4 #5 #7 #8 * 100 psf Defl. (inches) .02 .10 .28 .71
* - Indicates shear reinforcement is required. DESIGN NOTES: 1. Design assumes fy = 60 ksi for all reinforcing. Area of reinforcing may be approximated at 1.5 times
that shown if fy = 40 ksi. 2. Reinforcing shown above is for span direction only. 3. All panel designs require 6x6 W1.4xW1.4 welded wire fabric at middle of skin, and #3 bar at bottom of
each non-span rib in 6” thick panels and #4 bar in non-span ribs of 8” panels. 4. Deflection design in chart is for superimposed loads only. Design assumes all loads other than
panel weight are superimposed loads. 5. Panels over 12 feet long should be pre-cambered to minimize deflection. 6. Design information in these charts was derived utilizing ACI-SP17-2.2 and Defl. 7.
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REINFORCING AND DEFLECTION
U.S. TABLES
6” FLOOR/ROOF PANEL -- f’c = 4000 psi fy = 40,000 psi (grade 40 steel) FLOOR AND ROOF SPAN Superimposed
Load 8’ 12’ 16’ 20’ Reinforcing #3 #5 #6 #8
20 psf Defl. (inches) .01 .06 .17 .43
Reinforcing #3 #5 #6 30 psf
Defl. (inches) .03 .08 .20
Reinforcing #3 #5 #7 40 psf
Defl. (inches) .04 .10 .36
Reinforcing #3 #6 #7 50 psf
Defl. (inches) .05 .15 .50
Reinforcing #3 #7 100 psf
Defl. (inches) .06 .29
8” FLOOR/ROOF PANEL -- f’c = 4000 psi fy = 40,000 psi (grade 40 steel)
FLOOR AND ROOF SPAN Superimposed Load 8’ 12’ 16’ 20’ 24’
Reinforcing #4 #4 #6 #7 #8 20 psf
Defl. (inches) .01 .03 .08 .19 .39
Reinforcing #4 #5 #6 #7 #9 30 psf
Defl. (inches) .01 .04 .12 .28 .51
Reinforcing #4 #5 #6 #8 40 psf
Defl. (inches) .01 .05 .14 .37
Reinforcing #4 #6 #7 #8 * 50 psf
Defl. (inches) .01 .07 .18 .46
Reinforcing #4 #6 #8 * 100 psf
Defl. (inches) .03 .13 .37 • - Indicates shear reinforcement is required. DESIGN NOTES: 1. Design assumes fy = 40 ksi for all reinforcing. Area of reinforcing may be approximated at 0.67 times
that shown if fy = 60 ksi (grade 60 steel). 2. Reinforcing shown above is for span direction only. 3. All panel designs require 6x6 W1.4xW1.4 welded wire fabric at middle of skin, and #3 bar at bottom
of each non-span rib in 6” thick panels and #4 bar in non-span ribs of 8” panels. 4. Deflection design in chart is for superimposed loads only. Design assumes all loads other than
panel weight are superimposed loads. 5. Panels over 12 feet long should be pre-cambered to minimize deflection. 6. Design information in these charts was derived utilizing ACI-SP17-2.2 and Defl. 7.
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REINFORCING AND ALLOWABLE AXIAL LOAD
U.S. TABLES
6” WALL PANEL -- f’c = 5000 psi fy = 60,000 psi (grade 60 steel) UNBRACED WALL HEIGHT Wind Speed
Mph
Exposure
UBC
Pressure
psf 8’ 10’ 12’ 16’ 20’ 24’ Reinforcing B-#4 B-#4 B-#4 B-#5, T-#4 B-#5, T-#4 B-#6, T-#5
70 C 18.0 Load/plf 13,500 13,500 13,500 13,200 12,700 12,050
Reinforcing B-#4 B-#4, T-#3 B-#4, T-#4 B-#5, T-#4 B-#6, T-#580 C 23.4
Load/plf 13,500 13,500 13,200 12,700 12,050
Reinforcing B-#4 B-#5, T-#4 B-#5, T-#4 B-#6, T-#5 100 C 36.5
Load/plf 13,500 13,500 12,700 12,050
Reinforcing B-#5,T-#4 B-#6, T-#5 B-#6, T-#5120 D 66.4
Load/plf 12,700 12,700 12,050
Reinforcing B-#5, T-#4 B-#6, T-#5 150 D 101.9
Load/plf 12,700 12,700
8” WALL PANEL -- f’c = 5000 psi fy = 60,000 psi (grade 60 steel)
UNBRACED WALL HEIGHT Wind Speed
Mph
Exposure
UBC
Pressure
psf 8’ 10’ 12’ 16’ 20’ 24’ Reinforcing B-#4 B-#4 B-#4 B-#5, T-#4 B-#5, T-#4 B-#6, T-#5
70 C 18.0 Load/plf 15,500 15,500 15,500 13,200 12,700 12,050
Reinforcing B-#4 B-#4 B-#4 B-#5, T-#4 B-#6, T-#5 B-#6, T-#5 80 C 23.4
Load/plf 15,500 15,500 15,500 12,700 12,050 15,200
Reinforcing B-#4 B-#4 B-#4 B-#6, T-#5 B-#6, T-#5 B-#7, T-#6 100 C 36.5
Load/plf 15,500 15,500 15,500 12,050 15,200 14,600
Reinforcing B-#5,T-#4 B-#5, T-#4 B-#5, T-#4 B-#6, T-#5 B-#7, T-#6120 D 66.4
Load/plf 15,500 15,500 15,500 15,200 12,300
Reinforcing B-#5, T-#4 B-#5, T-#4 B-#6, T-#5 B-#7, T-#6 150 D 101.9
Load/plf 15,500 15,500 15,200 12,300
T - Refers to reinforcing at skin side of each vertical rib. B – Refers to reinforcing at bottom of each vertical rib.
DESIGN NOTES: 1. Design assumes fy = 60 ksi for all reinforcing. Area of reinforcing may be approximated at 1.5
times that shown if fy = 40 ksi. 2. All panel designs require 6x6 W2.9xW2.9 welded wire fabric at middle of skin, and #4 bar at
bottom of each horizontal rib. 3. Allowable axial load assumes concentric loading with maximum .84 inch eccentricity from
centroid of panel. 4. Design information in these charts was derived utilizing ACI-SP17-2.3 and 8.19.
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REINFORCING AND ALLOWABLE AXIAL LOAD
U.S. TABLES
6” WALL PANEL -- f’c = 4000 psi fy = 40,000 psi (grade 40 steel) UNBRACED WALL HEIGHT Wind Speed
Mph
Exposure
UBC
Pressure
psf 8’ 10’ 12’ 16’ 20’ 24’ Reinforcing B-#4 B-#4 B-#5, T-#4 B-#6, T-#5 B-#7, T-#6 B-#8, T-#7
70 C 18.0 Load/plf 10,600 10,600 10,600 10,600 9,700 9,300
Reinforcing B-#4 B-#5, T-#4 B-#5, T-#4 B-#6, T-#5 B-#7, T-#680 C 23.4
Load/plf 10,600 10,600 10,600 9,700 9,300
Reinforcing B-#5, T-#4 B-#5, T-#4 B-#6, T-#5 B-#7, T-#6 100 C 36.5
Load/plf 10,600 10,600 9,700 9,300
Reinforcing B-#5,T-#4 B-#6, T-#5 B-#7, T-#6120 D 66.4
Load/plf 10,600 9,700 9,300
Reinforcing B-#6, T-#5150 D 101.9
Load/plf 9,700
8” WALL PANEL -- f’c = 4000 psi fy = 40,000 psi (grade 40 steel)
UNBRACED WALL HEIGHT Wind Speed
Mph
Exposure
UBC
Pressure
psf 8’ 10’ 12’ 16’ 20’ 24’ Reinforcing B-#4 B-#4 B-#5, T-#4 B-#5, T-#4 B-#6, T-#5 B-#7, T-#6
70 C 18.0 Load/plf 12,800 12,800 12,800 12,800 12,800 11,700
Reinforcing B-#4 B-#5, T-#4 B-#5, T-#4 B-#6, T-#5 B-#6, T-#5 B-#7, T-#6 80 C 23.4
Load/plf 12,800 12,800 12,800 12,800 11,700 11,000
Reinforcing B-#4 B-#5, T-#4 B-#5, T-#4 B-#6, T-#5 B-#8, T-#7100 C 36.5
Load/plf 12,800 12,800 12,800 11,700 11,000
Reinforcing B-#5,T-#4 B-#5, T-#4 B-#6, T-#5 B-#7, T-#6 120 D 66.4
Load/plf 12,800 12,800 11,700 11,000
Reinforcing B-#6, T-#5 B-#6, T-#5 B-#7, T-#6150 D 101.9
Load/plf 12,800 11,700 11,000
T - Refers to reinforcing at skin side of each vertical rib. B – Refers to reinforcing at bottom of each vertical rib.
DESIGN NOTES: 1. Design assumes fy = 40 ksi for all reinforcing. Area of reinforcing may be approximated at .67
times that shown if fy = 60 ksi (greade 60 steel). 2. All panel designs require 6x6 W2.9xW2.9 welded wire fabric at middle of skin, and #4 bar at
bottom of each horizontal rib. 3. Allowable axial load assumes concentric loading with maximum .84 inch eccentricity from
centroid of panel. 4. Design information in these charts was derived utilizing ACI-SP17-2.2 and 8.1.
-5-
REINFORCING AND DEFLECTION
METRIC TABLES
6” FLOOR/ROOF PANEL -- f’c = 34,416 KN/m2 fy = 412,992 KN/m2 (grade 60 steel) FLOOR AND ROOF SPAN Superimposed
Load 8’ 12’ 16’ 20’ 24’ Reinforcing 10 mm 12 mm 16 mm 20 mm 25 mm
1.0 KN/m2 Defl. (cm) .03 .13 .33 .88 1.78
Reinforcing 10 mm 12 mm 16 mm 20 mm 25 mm 1.5 KN/m2
Defl. (cm) .06 .15 .50 1.27 2.80
Reinforcing 10 mm 16 mm 20 mm 25 mm 2.0 KN/m2
Defl. (cm) .08 .20 .70 1.78
Reinforcing 12 mm 16 mm 20 mm 2.5 KN/m2
Defl. (cm) .10 .30 .94
Reinforcing 12 mm 20 mm 5.0 KN/m2 Defl. (cm) .15 .56
8” FLOOR/ROOF PANEL -- f’c = 34,416 KN/m2 fy = 412,992 KN/m2 (grade 60 steel)
FLOOR AND ROOF SPAN Superimposed Load 8’ 12’ 16’ 20’ 24’
Reinforcing 12 mm 12 mm 16 mm 20 mm 25 mm 1.0 KN/m2 Defl. (cm) .03 .06 .15 .38 .80
Reinforcing 12 mm 12 mm 16 mm 20 mm 25 mm 1.5 KN/m2 Defl. (cm) .03 .08 .25 .61 1.30
Reinforcing 12 mm 16 mm 16 mm 20 mm 25 mm 2.0 KN/m2 Defl. (cm) .03 .10 .28 .71 1.47
Reinforcing 12 mm 16 mm 20 mm 25 mm 25 mm * 2.5 KN/m2 Defl. (cm) .03 .13 .36 .89 1.85
Reinforcing 16 mm 16 mm 20 mm 25 mm 5.0 KN/m2 Defl. (cm) .06 .26 .72 1.80
* - Indicates shear reinforcement is required. DESIGN NOTES: 1. Design assumes fy = 412,992 KN/m2 for all reinforcing. Area of reinforcing may be approximated
at 1.5 times that shown if fy = 275,328 KN/m2 (grade 40 steel). 2. Reinforcing shown above is for span direction only 2. All panel designs require 6x6 W1.4xW1.4 welded wire fabric at middle of skin, and 10 mm bar at
bottom of each non-span rib in 6” thick panels and 12 mm bar in non-span ribs of 8” panels. 3. Allowable axial load assumes concentric loading with maximum 2.2 cm eccentricity from
centroid of panel 5. Panels over 3.7 meters long should be pre-cambered to minimize deflection. 6. Design information in these charts was derived utilizing ACI-SP17-2.3 and Defl. 7.
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REINFORCING AND DEFLECTION
METRIC TABLES
6” FLOOR/ROOF PANEL -- f’c = 27,533 KN/m2 fy = 275,328 KN/m2 (grade 40 steel) FLOOR AND ROOF SPAN Superimposed
Load 8’ 12’ 16’ 20’ Reinforcing 10 mm 16 mm 20 mm 25 mm
1.0 KN/m2 Defl. (cm) .03 .15 .43 1.09
Reinforcing 10 mm 16 mm 20 mm 1.5 KN/m2
Defl. (cm) .08 .20 .51
Reinforcing 10 mm 16 mm 25 mm 2.0 KN/m2
Defl. (cm) .10 .25 .91
Reinforcing 16 mm 20 mm 25 mm 2.5 KN/m2
Defl. (cm) .12 .38 1.27
Reinforcing 16 mm 25 mm 5.0 KN/m2
Defl. (cm) .14 .74
8” FLOOR/ROOF PANEL -- f’c = 27,533 KN/m2 fy = 275,328 KN/m2 (grade 40 steel)
FLOOR AND ROOF SPAN Superimposed Load 8’ 12’ 16’ 20’ 24’
Reinforcing 12 mm 12 mm 20 mm 25 mm 25 mm 1.0 KN/m2
Defl. (inches) .03 .08 .20 .48 .99
Reinforcing 12 mm 16 mm 20 mm 25 mm 1.5 KN/m2
Defl. (inches) .01 .04 .12 .28
Reinforcing 12 mm 16 mm 20 mm 25 mm 2.0 KN/m2
Defl. (inches) .03 .13 .36 .94
Reinforcing 12 mm 20 mm 20 mm 25 mm * 2.5 KN/m2
Defl. (inches) .03 .18 .46 1.17
Reinforcing 12 mm 20 mm 25 mm * 5.0 KN/m2 Defl. (inches) .08 .33 .94
• - Indicates shear reinforcement is required. DESIGN NOTES: 1. Design assumes fy = 275,328 KN/m2 for all reinforcing. Area of reinforcing may be
approximated at 0.67 times that shown if fy = 412,992 (grade 60 steel). 2. Reinforcing shown above is for span direction only. 3. All panel designs require 6x6 W1.4xW1.4 welded wire fabric at middle of skin, and 10 mm bar
At bottom of each non-span rib in 6” thick panels and 12 mm bar in non-span ribs of 8” panels. 4. Deflection design in chart is for superimposed loads only. Design assumes all loads other than
Panel weight are superimposed loads. 5. Panels over 3.7 meters long should be pre-cambered to minimize deflection. 6. Design information in these charts was derived utilizing ACI-SP17-2.2 and Defl. 7.
-7-
REINFORCING AND ALLOWABLE AXIAL LOAD
METRIC TABLES
6” WALL PANEL -- f’c = 34,416 KN/m2 fy = 412,992 KN/m2 (grade 60 steel) UNBRACED WALL HEIGHT Wind Speed
Km/h
Exposure
UBC
Pressure
N/m2 8’ 10’ 12’ 16’ 20’ 24’ Reinf. (mm) B-12 B-12 B-12 B-16, T-12 B-16, T-12 B-20, T-16
112.7 C 860.4 Load (KN/m) 197 197 192 197 185 175
Reinf. (mm) B-12 B-12, T-10 B-12, T-10 B-16, T-12 B-20, T-16128.8 C 1118.5
Load (KN/m) 197 197 192 185 175
Reinf. (mm) B-12 B-16, T-12 B-16, T-12 B-20, T-16 161.0 C 1744.7
Load (KN/m) 197 197 185 175
Reinf. (mm) B-16, T-12 B-20, T-16 B-20, T-16193.2 D 3173.9
Load (KN/m) 185 185 175
Reinf. (mm) B-16, T-12 B-20, T-16241.5 D 4870.8
Load (KN/m) 175 185
8” WALL PANEL -- f’c = 34,416 KN/m2 fy = 412,992 KN/m2 (grade 60 steel)
UNBRACED WALL HEIGHT Wind Speed
Mph
Exposure
UBC
Pressure
psf 8’ 10’ 12’ 16’ 20’ 24’ Reinf. (mm) B-12 B-12 B-12 B-12, T-10 B-16, T-12 B-20, T-16
112.7 C 860.4 Load (KN/m) 226 226 226 226 226 222
Reinf. (mm) B-12 B-12 B-12 B-12, T-10 B-16, T-12 B-20, T-16 128.8 C 1118.5
Load (KN/m) 226 226 226 226 226 222
Reinf. (mm) B-12 B-12 B-12 B-16, T-12 B-20, T-16 B-25, T-20 161.0 C 1744.7
Load (KN/m) 226 226 226 226 222 213
Reinf. (mm) B-12 B-16, T-12 B-16, T-12 B-20, T-16 B-25, T-20193.2 D 3173.9
Load (KN/m) 226 226 226 222 213
Reinf. (mm) B-16, T-12 B-16, T-12 B-20, T-16 B-25, T-20 241.5 D 4870.8
Load (KN/m) 226 226 222 180
T - Refers to reinforcing at skin side of each vertical rib. B – Refers to reinforcing at bottom of each vertical rib.
DESIGN NOTES: 1. Design assumes fy = 412,992 KN/m2 for all reinforcing. Area of reinforcing may be
approximated at 1.5 times that shown if fy = 275,328 KN/m2 (grade 40 steel). 2. All panel designs require 6x6 W2.9xW2.9 welded wire fabric at middle of skin, and 12 mm bar
at bottom of each horizontal rib. 3. Allowable axial load assumes concentric loading with maximum 2.2 cm inch eccentricity from
centroid of panel. 4. Design information in these charts was derived utilizing ACI-SP17-2.3 and 8.19.
-8-
REINFORCING AND ALLOWABLE AXIAL LOAD
METRIC TABLES
6” WALL PANEL -- f’c = 27,533 KN/m2 fy = 275,328 KN/m2 (grade 40 steel) UNBRACED WALL HEIGHT Wind Speed
Km/h
Exposure
UBC
Pressure
N/m2 8’ 10’ 12’ 16’ 20’ 24’ Reinf. (mm) B-12 B-12 B-16, T-12 B-20, T-16 B-25, T-20 B-25, T-20
112.7 C 860.4 Load (KN/m) 155 155 155 155 142 142
Reinf. (mm) B-12 B-16, T-12 B-16, T-12 B-20, T-16 B-25, T-20128.8 C 1118.5
Load (KN/m) 155 155 155 142 136
Reinf. (mm) B-16, T-12 B-16, T-12 B-20, T-16 B-25, T-20 161.0 C 1744.7
Load (KN/m) 155 155 142 136
Reinf. (mm) B-20, T-16 B-20, T-16 B-25, T-20193.2 D 3173.9
Load (KN/m) 155 142 136
Reinf. (mm) B-20, T-16241.5 D 4870.8
Load (KN/m) 142
8” WALL PANEL -- f’c = 27,533 KN/m2 fy = 275,328 KN/m2 (grade 40 steel)
UNBRACED WALL HEIGHT Wind Speed
Mph
Exposure
UBC
Pressure
psf 8’ 10’ 12’ 16’ 20’ 24’ Reinf. (mm) B-12 B-12 B-16, T-12 B-16, T-12 B-20, T-16 B-25, T-20
112.7 C 860.4 Load (KN/m) 187 187 187 187 187 171
Reinf. (mm) B-12 B-16, T-12 B-16, T-12 B-20, T-16 B-20, T-16 B-25, T-20 128.8 C 1118.5
Load (KN/m) 187 187 187 187 171 161
Reinf. (mm) B-12 B-16, T-12 B-16, T-12 B-20, T-16 B-25, T-20161.0 C 1744.7
Load (KN/m) 187 187 187 171 161
Reinf. (mm) B-16, T-12 B-16, T-12 B-20, T-16 B-25, T-20 193.2 D 3173.9
Load (KN/m) 187 187 171 161
Reinf. (mm) B-20, T-16 B-20, T-16 B-25, T-20241.5 D 4870.8
Load (KN/m) 187 171 161
T - Refers to reinforcing at skin side of each vertical rib. B – Refers to reinforcing at bottom of each vertical rib.
DESIGN NOTES: 1. Design assumes fy = 275,328 KN/m2 for all reinforcing. Area of reinforcing may be
approximated at .67 times that shown if fy = 412,992 KN/m2 (grade 60 steel). 2. All panel designs require 6x6 W2.9xW2.9 welded wire fabric at middle of skin, and 12 mm bar
at bottom of each horizontal rib. 3. Allowable axial load assumes concentric loading with maximum 2.2 cm inch eccentricity from
centroid of panel. 4. Design information in these charts was derived utilizing ACI-SP17-2.2 and 8.1.
-9-
FOR MORE INFORMATION, WRITE OR CALL
P.O. BOX 1008
Hays, Kansas 67601 USA Ph: 785-625-3486 Fx: 785-625-8542
Web: waffle-crete.com & picturetrail.com/wafflecrete1 e-mail: [email protected]
WAFFLE-CRETE® International, Inc.