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STRUCTURAL PRECAST CONCRETE BUILDING SYSTEMS

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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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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


Defl. (inches) .03 .08 .20


Defl. (inches) .04 .10 .36


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)



Defl. (inches) .01 .03 .08 .19 .39


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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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


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)


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


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


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


-5-


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)


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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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


Defl. (cm) .08 .20 .51


Defl. (cm) .10 .25 .91


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)


Reinforcing 12 mm 12 mm 20 mm 25 mm 25 mm 1.0 KN/m2

Defl. (inches) .03 .08 .20 .48 .99


Defl. (inches) .01 .04 .12 .28


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.

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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)


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


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


-8-


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


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)


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


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


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


-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.

structural structural precast precast concrete … · structural precast concrete building systems...

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