Including RedForm LVL, RedForm-I65, I90 and I90H Joists. Lightweight for Fast Installation. Compatible with Standard Framing

FORMING AND SHORING Including RedForm LVL, RedForm-I65, I90 and I90H Joists Lightweight for Fast Installation Compatible with Standard Framing Available in Long Lengths Uniform and Predictable Resource-efficient Resists Bowing, Twisting and Shrinking Works with Multiple Spans Limited Product Warranty RedBuilt.com 1.866.859.6757

INTRODUCTION Welcome to RedBuilt Industrial Utilizing products that were pioneered by our founders, RedBuilt lifts the Industrial application to a whole new level of service. Backed by our manufacturing technologies and supported by industry-leading technical service and sales support for contractors and engineers, RedBuilt can help you increase productivity, lower costs and work safer. EFFICIENT FORMING PRODUCTS The characteristics of and RedForm I-joists make them ideal for working in concrete forming applications. With many of the natural inconsistencies found in wood like knots, splits and wane removed during the manufacturing process, reliable engineered and I-joist forms stand up to multiple reuses. You ll find all the reliable, innovative products that you ve been using, and you ll work with a single-source, service-oriented supplier. TABLE OF CONTENTS Structural Solutions 3 RedForm I-joist Descriptions 4 Beam Design Stresses 4 Design Properties 5 RedForm I-joist Load Table 6 Cambered RedForm I-joist Load Table 7 Beam Load Tables 8 9 for Bridge Decks 10 Bridge Deck Form and Post Shore Load Table 11 Wall and Column Forming 12 Wall Forms 13 Bridge Deck Forms 14 Bridge Deck Form Details 15 Bearing and Lateral Support Details 16 RedForm I-joist Table Assembly 17 Storage and Handling 18 Form Work Inspection 19 ABOUT THIS GUIDE The RedBuilt Forming and Shoring Specifier s Guide is one of several guides that offer technical information and design recommendations for RedBuilt products. This guide provides information regarding engineered wood products in forming and shoring applications. 2

STRUCTURAL SOLUTIONS Form Beams, Wales and Shores Supports heavy loads Available in long lengths Uniform, flat and level forming surfaces Durable for multiple reuse The following sizes are available: Form Beams Widths: 1 1 2", 1 3 4", 2 1 2" and 3 1 2" Depths: 3 1 2" 11 1 4" Wales Widths: 1 1 2", 1 3 4" and 2 1 2" Depths: 5 1 2" 11 1 4" Shores 3 1 2" x 3 1 2" Some sizes may not be available in your region. Custom sizes also available. RedForm I-joists Lightweight for fast installation Durable for multiple reuse Available in long lengths Resists bowing, twisting, and shrinking Camber available for long-span capability The following sizes are available: RedForm-I65 and I90 Joists Depths: 9 1 2", 11 7 8" and 14" 20" in 2" increments RedForm-I90H Joists Depths: 11 7 8" and 14" 20" in 2" increments Some sizes may not be available in your region. Custom sizes also available. BUILD SAFELY Please be sure you read, understand, and follow all OSHA fall protection guidelines. We at RedBuilt are committed to working safely and want to remind you to do the same. We encourage you to follow the recommendations of OSHA (www.osha.gov) in the U.S. regarding: Personal protective equipment (PPE) for hands, feet, head and eyes Fall protection Use of pneumatic nailers and other hand tools Forklift safety Please adhere to all applicable RedBuilt product installation details. 3

REDFORM I-JOIST DESCRIPTIONS 2 1 2" 3 1 2" 3 1 2" 1 1 2" 1 1 2" 1 3 4" 7 16" 9 1 2", 11 7 8", 14" 20" 7 16" 9 1 2", 11 7 8", 14" 20" 7 16" 11 7 8", 14" 20" RedForm-I65 Joist Top and bottom flanges of 1 1 2" x 2 1 2" RedLam LVL with 7 16" OSB web. RedForm-I90 Joist Top and bottom flanges of 1 1 2" x 3 1 2" RedLam LVL with 7 16" OSB web. Joist depths from 14" 20" are available in 2" increments RedForm-I90H Joist Top and bottom flanges of 1 3 4" x 3 1 2" RedLam LVL with 7 16" OSB web. BEAM DESIGN STRESSES Orientation RedLam LVL RedLam LVL Beam/Joist Plank (5) Grade 2.0E 2.0E Shear modulus of elasticity G = 125,000 psi 125,000 psi Modulus of elasticity E = 2.0 x 10 6 psi 2.0 x 10 6 psi Flexural stress F b = 2,900 psi (1) 3,255 psi Tension stress F t = 1,660 psi (2) 1,660 psi (2) Compression perpendicular to grain F c = 750 psi (3) 480 psi (3) Compression parallel to grain F cii = 2,635 psi 2,635 psi Horizontal shear parallel to grain F v = 285 psi 190 psi Equivalent specific gravity SG = 0.50 (4) 0.50 (4) 12 (1) For 12" depth. For other depths, multiply F b by [ ] 0.136 d (2) F t is adjusted for volume effects for a range of common conditions. (3) F c may not be increased for duration of load. (4) For lateral connection design only. (5) For square members only. Other rectangular members should be used in beam orientation. Values are for new or like-new product. Beam and Plank Orientation Diagrams Beam Orientation Load parallel to glue lines. Multiple-Member Connection for Top-Loaded Beams 1 1 2" and 1 3 4" Wide Pieces: Minimum of 3 rows of 10d (0.128" x 3") nails at 12" on-center. Plank Orientation Load perpendicular to glue lines. Minimum of 4 rows of 10d (0.128" x 3") nails at 12" on-center for 14" or deeper. If using 12d (0.148" x 31 4") or 16d (0.162" x 3 1 2") nails, the number of nailing rows may be reduced by one. Load must be applied evenly across entire beam width. Contact your RedBuilt representative for recommendations for side-loaded beams. 3 1 2" Wide Pieces: Minimum of 2 rows of 1 2" bolts at 24" on-center, staggered. Load must be applied evenly across entire beam width. Contact your RedBuilt representative for recommendations for side-loaded beams. Multiple pieces can be nailed or bolted together to form a header or beam of the required size, up to a maximum width of 7" 4

DESIGN PROPERTIES RedForm I-joist Allowable Design Properties RedForm I-joist I65 I90 I90H Design Property Depth 9 1 2" 11 7 8" 14" 16" 18" 20" (1) Moment (ft-lbs) 5,867 7,595 9,035 10,360 11,680 12,985 Shear (lbs) 1,880 2,165 2,390 2,620 2,850 3,085 El x 10 6 (in. 2 -lbs) 237 405 599 822 1,085 1,391 Weight (plf) 3.0 3.3 3.6 3.9 4.2 4.5 Allowable Reaction (lbs) At End Support (2) 2,120 2,120 2,120 2,120 2,120 2,120 Allowable Reaction (lbs) At Intermediate Support (2) 3,785 3,785 3,785 3,785 3,785 3,785 Moment (ft-lbs) 8,342 10,805 12,860 14,755 16,635 18,490 Shear (lbs) 1,880 2,165 2,390 2,620 2,850 3,085 El x 10 6 (in. 2 -lbs) 329 559 822 1,121 1,472 1,877 Weight (plf) 3.8 4.2 4.5 4.7 5.0 5.3 Allowable Reaction (lbs) At End Support (2) 2,120 2,120 2,120 2,120 2,120 2,120 Allowable Reaction (lbs) At Intermediate Support (2) 4,465 4,465 4,465 4,465 4,465 4,465 Moment (ft-lbs) 12,330 14,725 16,950 19,135 21,315 Shear (lbs) 2,165 2,390 2,620 2,850 3,085 El x 10 6 (in. 2 -lbs) 618 914 1,250 1,644 2,098 Weight (plf) 4.6 4.9 5.2 5.4 5.7 Allowable Reaction (lbs) At End Support (2) 2,120 2,120 2,120 2,120 2,120 Allowable Reaction (lbs) At Intermediate Support (2) 4,610 4,610 4,610 4,610 4,610 (1) All 20" depth RedForm I-joists require web stiffeners. See page 17 for fastening requirements. (2) For RedForm I-joists, reaction values are based on an assumed minimum bearing length of 3 1 2" at the ends, 5 1 4" at intermediate supports. For RedForm I-joists, the following formula approximates the uniform load deflection of Δ (inches): Δ = 22.5 wl 4 + El 2.26 wl 2 d x 10 5 w = uniform load in pounds per linear foot L = clear span in feet d = out-to-out depth of the joist in inches El = value from table Allowable Design Properties (1) Grade Width Design Property Depth 3 1 2" 4" 5 1 2" 6" 7 1 4" 8" 9 1 4" 10" 11 1 4" Moment (ft-lbs) 985 1,263 2,286 2,689 3,826 4,597 6,025 6,968 8,678 1 1 2" Shear (lbs) 1,122 1,283 1,763 1,924 2,325 2,565 2,966 3,206 3,607 El x 10 6 (in. 2 -lbs) 10 14 37 49 86 115 178 225 320 Weight (plf) 1.5 1.8 2.4 2.6 3.2 3.5 4.1 4.4 4.9 Moment (ft-lbs) 1,149 1,473 2,667 3,137 4,464 5,363 7,029 8,129 10,124 1 3 4" Shear (lbs) 1,309 1,496 2,057 2,244 2,712 2,993 3,460 3,741 4,208 El x 10 6 (in. 2 -lbs) 11 17 44 57 100 134 208 263 374 2.0E Weight (plf) 1.8 2.0 2.8 3.1 3.7 4.1 4.7 5.1 5.7 Moment (ft-lbs) 1,641 2,105 3,810 4,481 6,377 7,661 10,042 11,613 14,464 2 1 2" Shear (lbs) 1,870 2,138 2,939 3,206 3,874 4,275 4,943 5,344 6,012 El x 10 6 (in. 2 -lbs) 16 24 62 81 143 192 297 375 534 Weight (plf) 2.6 2.9 4.0 4.4 5.3 5.8 6.8 7.3 8.2 Moment (ft-lbs) 1,968 (2) 2,946 5,334 6,274 8,927 10,725 14,059 16,258 20,249 3 1 2" Shear (lbs) 1,746 (2) 2,993 4,115 4,489 5,424 5,985 6,920 7,481 8,416 El x 10 6 (in. 2 -lbs) 23 34 87 113 200 269 416 525 748 Weight (plf) 3.6 4.1 5.6 6.1 7.4 8.2 9.5 10.2 11.5 (1) For product in beam orientation, unless otherwise noted. (2) For plank or beam orientation. For, the following formula approximates the uniform load deflection of Δ (inches): Δ = 270wL 4 Ebd 3 + 28.8wL 2 Ebd w = Uniform load in plf L = Span, feet E = Modulus of Elasticity, psi b = Beam width, inches d = Beam depth, inches General Notes RedForm I-joist and values have been adjusted for wet use (no ground contact or saturated use) and construction load duration (125%). Values are for new or like-new product. 5

REDFORM I-JOIST LOAD TABLE RedForm I-joist (PLF) Span Conditions I65 I90 I90H 9 1 2" 11 7 8" 14" 16" 18" 20" 9 1 2" 11 7 8" 14" 16" 18" 20" 11 7 8" 14" 16" 18" 20" Concrete 505 565 565 565 564 564 504 564 564 564 564 563 564 564 563 563 563 Total 505 565 565 565 564 564 504 564 564 564 564 563 564 564 563 563 563 8' Continuous Concrete 401 459 459 459 458 458 399 462 513 528 528 528 461 512 542 541 541 Total 401 459 459 459 458 458 399 462 513 528 528 528 461 512 542 541 541 Min. End Bearing (in.) 3.50 4.00 4.00 4.00 4.00 4.00 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Min. Int. Bearing (in.) 5.75 7.00 7.00 7.00 7.00 7.00 5.25 5.50 6.75 7.00 7.00 7.00 5.25 6.25 7.00 7.00 7.00 Concrete 239 388 451 451 451 450 305 451 450 450 450 450 450 450 450 449 449 Total 397 452 451 451 451 450 396 451 450 450 450 450 450 450 450 449 449 10' Continuous Concrete 315 364 364 364 364 363 314 362 403 419 419 418 362 402 429 429 429 Total 315 364 364 364 364 363 314 362 403 419 419 418 362 402 429 429 429 Min. End Bearing (in.) 3.50 4.00 4.00 4.00 4.00 4.00 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Min. Int. Bearing (in.) 5.50 7.00 7.00 7.00 7.00 7.00 5.25 5.25 6.50 7.00 7.00 7.00 5.25 6.25 7.00 7.00 7.00 Concrete 121 200 280 364 375 375 157 254 349 374 374 374 273 374 374 374 373 Total 327 376 375 375 375 375 326 375 375 374 374 374 374 374 374 374 373 12' Continuous Concrete 207 301 302 301 301 301 259 298 331 347 346 346 298 329 355 355 355 Total 260 301 302 301 301 301 259 298 331 347 346 346 298 329 355 355 355 Min. End Bearing (in.) 3.50 4.00 4.00 4.00 4.00 4.00 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Min. Int. Bearing (in.) 5.50 7.00 7.00 7.00 7.00 7.00 5.25 5.25 6.50 7.00 7.00 7.00 5.25 6.00 7.00 7.00 7.00 Concrete 67 112 159 209 265 321 89 145 202 262 320 320 157 218 283 320 319 Total 251 322 321 321 321 321 277 321 320 320 320 320 320 320 320 320 319 14' Continuous Concrete 117 192 257 257 257 256 153 246 281 296 295 295 253 280 303 303 302 Total 221 256 257 257 257 256 220 253 281 296 295 295 253 280 303 303 302 Min. End Bearing (in.) 3.50 4.00 4.00 4.00 4.00 4.00 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Min. Int. Bearing (in.) 5.50 7.00 7.00 7.00 7.00 7.00 5.25 5.25 6.50 7.00 7.00 7.00 5.25 6.00 7.00 7.00 7.00 Concrete 66 96 128 163 202 53 88 124 163 205 251 96 135 176 222 271 Total 247 281 280 280 280 241 278 280 280 279 279 278 279 279 279 279 16' Continuous Concrete 70 116 166 219 223 223 94 152 213 258 257 257 165 231 264 264 263 Total 185 221 224 224 223 223 191 220 244 258 257 257 220 243 264 264 263 Min. End Bearing (in.) 3.50 3.50 4.00 4.00 4.00 4.00 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Min. Int. Bearing (in.) 5.25 7.00 7.00 7.00 7.00 7.00 5.25 5.25 6.50 7.00 7.00 7.00 5.25 6.00 7.00 7.00 7.00 Concrete 60 82 105 131 57 80 106 134 166 62 87 115 146 180 Total 230 249 249 248 246 248 248 248 247 245 248 248 247 247 18' Continuous Concrete 74 106 143 183 198 60 98 139 183 228 227 107 151 199 233 233 Total 189 198 198 198 198 169 194 215 228 228 227 194 215 234 233 233 Min. End Bearing (in.) 3.50 4.25 4.00 4.00 4.00 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Min. Int. Bearing (in.) 6.50 7.00 7.00 7.00 7.00 5.25 5.25 6.25 7.00 7.00 7.00 5.25 6.00 7.00 7.00 7.00 Concrete 54 71 89 54 71 91 113 59 78 100 123 Total 213 223 223 223 223 222 222 223 222 222 222 20' Continuous Concrete 96 124 155 94 125 159 196 103 136 173 209 Total 177 177 177 193 204 204 204 192 209 209 209 Min. End Bearing (in.) 4.25 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Min. Int. Bearing (in.) 7.00 7.00 7.00 6.25 7.00 7.00 7.00 6.00 7.00 7.00 7.00 Concrete 62 50 64 80 55 70 87 Total 202 202 202 201 202 201 201 22' Continuous Concrete 109 88 112 139 96 123 152 Total 160 185 185 185 190 189 189 Min. End Bearing (in.) 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Min. Int. Bearing (in.) 7.00 7.00 7.00 7.00 7.00 7.00 7.00 General Notes Table is based on: Design Load = concrete load + 50 psf live load + 5 psf form load 100 psf. Uniform loads. More restrictive of simple or continuous span. Ratio of short span to long span should be greater than 0.4 to prevent uplift. Wet use (no ground contact or saturated use) and construction load duration (125%). New or like-new product. Concrete values are based on the more restrictive deflection of L/360 or 1 4". All joists 20" deep require web stiffeners at end and intermediate bearings. Shallower depth joists do not. See page 17 for attachment requirements. It may be possible to reduce the required bearing lengths by using web stiffeners; contact your RedBuilt Representative for additional information. Joists must be laterally supported at the ends (see details on page 16) and every 24" (maximum) along compression edge. See Page 7 for information on how to use this table 6

Cambered RedForm I-joist (PLF) CAMBERED REDFORM I-JOIST LOAD TABLE Span Conditions I65 I90 I90H 9 1 2" 11 7 8" 14" 16" 18" 20" 9 1 2" 11 7 8" 14" 16" 18" 20" 11 7 8" 14" 16" 18" 20" Concrete Load 505 565 565 565 564 564 504 564 564 564 564 563 564 564 563 563 563 8' Total Load 505 565 565 565 564 564 504 564 564 564 564 563 564 564 563 563 563 Min. Bearing (in.) 3.50 4.00 4.00 4.00 4.00 4.00 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Concrete Load 303 451 451 451 451 450 386 451 450 450 450 450 450 450 450 449 449 10' Total Load 397 451 451 451 451 450 396 451 450 450 450 450 450 450 450 449 449 Min. Bearing (in.) 3.50 4.00 4.00 4.00 4.00 4.00 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Concrete Load 167 281 375 375 375 375 218 352 375 374 374 374 374 374 374 374 373 12' Total Load 327 376 375 375 375 375 326 375 375 374 374 374 374 374 374 374 373 Min. Bearing (in.) 3.50 4.00 4.00 4.00 4.00 4.00 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Concrete Load 102 173 245 321 321 320 135 221 308 320 320 320 239 320 320 320 319 14' Total Load 251 321 321 321 321 320 277 321 320 320 320 320 320 320 320 320 319 Min. Bearing (in.) 3.50 4.00 4.00 4.00 4.00 4.00 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Concrete Load 67 113 164 218 278 280 90 149 209 274 279 279 161 227 279 279 279 16' Total Load 190 247 281 280 280 280 241 278 280 280 279 279 278 279 279 279 279 Min. Bearing (in.) 3.50 3.50 4.00 4.00 4.00 4.00 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Concrete Load 80 114 155 199 248 63 105 149 197 248 247 115 163 215 247 247 18' Total Load 193 230 249 249 248 212 246 248 248 248 247 245 248 248 247 247 Min. Bearing (in.) 3.50 3.50 4.00 4.00 4.00 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Concrete Load 59 85 114 149 186 78 111 148 188 222 85 122 161 206 222 20' Total Load 155 185 213 223 223 220 223 223 222 222 219 223 222 222 222 Min. Bearing (in.) 3.50 3.50 3.75 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Concrete Load 65 87 115 144 59 86 114 146 182 65 94 125 160 199 22' Total Load 151 174 198 202 181 202 202 202 201 198 202 202 201 201 Min. Bearing (in.) 3.50 3.50 4.00 4.00 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Concrete Load 51 69 90 114 68 91 117 146 51 75 100 128 160 24' Total Load 126 145 164 184 182 185 185 184 172 185 184 184 184 Min. Bearing (in.) 3.50 3.50 3.50 4.00 4.00 4.00 4.00 4.00 3.50 4.00 4.00 4.00 4.00 Concrete Load 56 73 92 74 95 119 61 81 105 131 26' Total Load 123 139 154 170 170 170 170 170 170 169 Min. Bearing (in.) 3.50 3.50 3.50 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Concrete Load 60 76 61 79 99 50 67 87 109 28' Total Load 119 132 151 157 157 150 157 157 157 Min. Bearing (in.) 3.50 3.50 3.75 4.00 4.00 3.75 4.00 4.00 4.00 Concrete Load 51 64 51 66 84 57 73 92 30' Total Load 103 114 130 147 146 146 146 146 Min. Bearing (in.) 3.50 3.50 3.50 4.00 4.00 4.00 4.00 4.00 How To Use These Tables 1. Calculate the total load and the concrete load (neglect beam weight) on the beam in pounds per linear foot (plf). 2. Locate a Span that meets or exceeds the required beam span. See Span Definition on page 9. 3. Scan horizontally to find the proper width and depth where both the concrete and total load capacities meet or exceed the actual loads. 4. Review bearing length requirements to ensure adequacy. Example Given: RedForm I-joists spaced at 19.2" o.c.; span of 20' Concrete Load (CL) = 6" concrete slab of 12.5 psf /inch concrete = 75 psf Live Load (LL) = 50 psf; Dead Load (DL) = 5 psf form load Calculate the PLF Concrete Load: 75 psf x (19.2"/12") = 120 plf Verify that the minimum load requirement (CL + LL + DL > 100 psf) is met: 75 psf + 50 psf + 5 psf = 130 psf OK Calculate the PLF Total Load: (75 psf + 50 psf + 5 psf) x (19.2"/12") = 208 plf Find a solution in the tables on pages 6 and 7 that meets or exceeds both the Concrete and Total Loads calculated. Possible non-cambered solution: 20" RedForm-I90H. 4" of bearing at each end and web-stiffeners required. Possible cambered solutions: 18" RedForm-I65, 16" RedForm-I90, or 14" RedForm-I90H. 4" of bearing at each end required. General Notes Table is based on: Total Load = concrete load + 50 psf live load + 5 psf form load 100 psf. Uniform loads. spans. Fully-cambered joists. Camber will gradually be lost after multiple pours. Do not use this table for joists that have lost their camber. Wet use (no ground contact or saturated use) and construction load duration (125%). New or like-new product. Cantilevers greater than 2' or more than 20% of the back span require further analysis. Contact your RedBuilt representative for assistance. Concrete loads are based on the more restrictive net downward deflection (total deflection minus camber) of either L/360 or 1 4". Cambered RedForm I-joists are manufactured with a radius of 2,250'. For more information on camber, see page 19. All joists 20" deep require web stiffeners at end and intermediate bearings. Shallower depth joists do not. See page 17 for attachment requirements. It may be possible to reduce the required bearing lengths by using web stiffeners; contact your RedBuilt representative for additional information. Joists must be laterally supported at the ends (see details on page 16) and every 24" (maximum) along compression edge. 7

REDFORM LVL FORM BEAM LOAD TABLE Form Beam (PLF) Span Conditions 1 1 2" Width 1 3 4" Width 3 1 2" 4" 5 1 2" 6" 7 1 4" 8" 9 1 4" 10" 11 1 4" 3 1 2" 4" 5 1 2" 6" 7 1 4" 8" 9 1 4" 10" 11 1 4" Concrete 264 384 907 1,136 2,032 3,020 3,033 3,033 3,033 308 448 1,058 1,325 2,371 3,523 3,539 3,539 3,538 Total 584 750 1,358 1,589 2,274 3,034 3,033 3,033 3,033 682 875 1,584 1,854 2,653 3,540 3,539 3,539 3,538 4' Concrete 432 627 1,021 1,146 1,582 1,990 2,677 2,677 2,676 505 731 1,191 1,337 1,846 2,322 3,124 3,123 3,123 Continuous Total 534 686 1,021 1,146 1,582 1,990 2,677 2,677 2,676 624 800 1,191 1,337 1,846 2,322 3,124 3,123 3,123 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 4.50 6.00 6.00 6.00 6.00 3.50 3.50 3.50 3.50 4.50 6.00 6.00 6.00 6.00 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.50 7.50 9.00 12.00 12.00 12.00 5.25 5.25 5.25 5.50 7.50 9.00 12.00 12.00 12.00 Concrete 133 195 475 602 994 1,401 2,283 2,426 2,425 155 227 554 703 1,160 1,634 2,664 2,830 2,829 Total 360 462 837 985 1,402 1,755 2,409 2,426 2,425 420 539 977 1,149 1,636 2,048 2,810 2,830 2,829 5' Concrete 224 328 749 832 1,068 1,261 1,649 1,890 2,097 261 382 874 970 1,246 1,471 1,924 2,205 2,446 Continuous Total 336 431 749 832 1,068 1,261 1,649 1,890 2,097 392 502 874 970 1,246 1,471 1,924 2,205 2,446 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 4.50 6.00 6.00 6.00 3.50 3.50 3.50 3.50 3.50 4.50 6.00 6.00 6.00 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.25 6.50 7.50 9.50 11.00 12.00 5.25 5.25 5.25 5.25 6.50 7.50 9.50 11.00 12.00 Concrete 75 111 277 353 594 773 1,266 1,629 2,020 88 130 323 412 693 902 1,477 1,901 2,357 Total 244 313 567 667 950 1,142 1,632 1,896 2,020 284 365 662 778 1,108 1,332 1,904 2,212 2,357 6' Concrete 130 191 473 603 825 940 1,183 1,349 1,634 152 223 552 703 962 1,097 1,381 1,573 1,907 Continuous Total 230 295 535 630 825 940 1,183 1,349 1,634 268 344 624 734 962 1,097 1,381 1,573 1,907 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 5.00 5.75 6.00 3.50 3.50 3.50 3.50 3.50 3.50 5.00 5.75 6.00 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.25 6.00 7.00 8.50 9.50 11.50 5.25 5.25 5.25 5.25 6.00 7.00 8.50 9.50 11.50 Concrete 69 175 224 381 499 764 985 1,445 55 81 204 261 444 583 891 1,150 1,685 Total 226 409 481 686 824 1,108 1,332 1,731 205 263 477 562 800 961 1,293 1,554 2,019 7' Concrete 82 121 303 387 652 761 926 1,041 1,260 95 141 353 452 761 887 1,081 1,215 1,470 Continuous Total 167 215 389 458 652 761 926 1,041 1,260 195 250 454 534 761 887 1,081 1,215 1,470 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 4.00 4.75 6.00 3.50 3.50 3.50 3.50 3.50 3.50 4.00 4.75 6.00 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.25 5.75 6.50 8.00 8.75 10.50 5.25 5.25 5.25 5.25 5.75 6.50 8.00 8.75 10.50 Concrete 114 147 252 332 496 638 934 35 53 133 171 294 387 578 744 1,090 Total 309 363 518 622 816 965 1,257 155 198 360 424 604 726 952 1,126 1,467 8' Concrete 52 78 196 252 430 566 766 852 1,012 61 91 229 294 502 660 894 994 1,180 Continuous Total 127 163 296 348 496 596 766 852 1,012 148 190 345 406 578 695 894 994 1,180 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.00 5.00 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.00 5.00 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.25 5.25 6.00 7.50 8.25 9.75 5.25 5.25 5.25 5.25 5.25 6.00 7.50 8.25 9.75 Concrete 59 103 137 206 257 362 54 69 120 159 241 300 422 Total 228 324 390 512 592 744 226 265 378 455 597 691 869 10' Concrete 81 104 180 238 359 445 620 94 121 210 278 418 520 723 Continuous Total 187 220 313 377 494 572 716 218 256 366 440 577 667 835 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 3.75 3.50 3.50 3.50 3.50 3.50 3.50 3.75 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.25 6.25 7.00 8.75 5.25 5.25 5.25 5.25 6.25 7.00 8.75 Concrete 66 100 125 175 58 77 117 146 204 Total 267 350 405 505 259 311 408 473 589 12' Concrete 50 87 116 177 220 307 59 102 136 206 257 358 Continuous Total 151 215 259 340 394 491 176 251 302 397 459 573 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.25 6.00 7.25 5.25 5.25 5.25 5.25 6.00 7.25 Concrete 54 68 95 63 79 111 Total 254 294 367 296 343 428 14' Concrete 63 96 121 169 55 74 113 141 197 Continuous Total 189 248 287 358 183 220 289 335 418 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 Min. Int. Bearing (in.) 5.25 5.25 5.25 6.25 5.25 5.25 5.25 5.25 6.25 How To Use These Tables 1. Calculate the total load and the concrete load (neglect beam weight) on the beam in pounds per linear foot (plf). 2. Locate a Span that meets or exceeds the required beam span. See Span Definition on page 9. 3. Scan horizontally to find the proper width and depth where both the concrete and total load capacities meet or exceed the actual loads. 4. Review bearing length requirements to ensure adequacy. 5. If the selected beam is too deep or the Min. End or Min. Int. Bearing lengths are too long, select a wider beam that may require less depth and less bearing length. General Notes Tables are based on: Design Load = concrete load + 50 psf live load + 5 psf form load 100 psf. Member oriented with load parallel to glue lines (beam orientation). See page 4. Uniform loads. More restrictive of simple or continuous span. Ratio of short span to long span should be greater than 0.4 to prevent uplift. Wet use (no ground contact or saturated use) and construction load duration (125%). New or like-new product. Bearing lengths are based on F c = 750 psi. Concrete values are based on the more restrictive deflection of L/360 or 1 4". Beams must be laterally supported at the ends (see details on page 16) and every 24" (maximum) along the compression edge. 8

Form Beam (PLF) REDFORM LVL FORM BEAM LOAD TABLE Span Conditions 2 1 2" Width 3 1 2" Width 3 1 2" 4" 5 1 2" 6" 7 1 4" 8" 9 1 4" 10" 11 1 4" 3 1 2" 4" 5 1 2" 6" 7 1 4" 8" 9 1 4" 10" 11 1 4" Concrete 126 186 462 589 991 1,289 2,110 2,715 3,367 176 260 646 825 1,387 1,805 2,954 3,801 4,714 Total 406 521 945 1,112 1,583 1,903 2,720 3,159 3,367 487 730 1,323 1,557 2,217 2,664 3,809 4,423 4,714 6' Continuous Concrete 216 319 789 1,004 1,375 1,567 1,972 2,248 2,724 303 446 1,104 1,406 1,925 2,193 2,761 3,147 3,813 Total 383 492 892 1,049 1,375 1,567 1,972 2,248 2,724 459 689 1,249 1,469 1,925 2,193 2,761 3,147 3,813 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 5.00 5.75 6.00 3.50 3.50 3.50 3.50 3.50 3.50 5.00 5.75 6.00 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.25 6.00 7.00 8.50 9.50 11.50 5.25 5.25 5.25 5.25 6.00 7.00 8.50 9.50 11.50 Concrete 78 116 291 373 634 832 1,273 1,642 2,408 109 162 407 522 888 1,165 1,782 2,299 3,371 Total 293 376 682 802 1,143 1,373 1,847 2,220 2,885 351 526 955 1,123 1,600 1,922 2,586 3,108 4,039 7' Continuous Concrete 136 201 505 646 1,087 1,268 1,544 1,735 2,100 191 282 707 904 1,522 1,775 2,162 2,430 2,940 Total 279 358 649 763 1,087 1,268 1,544 1,735 2,100 334 501 908 1,069 1,522 1,775 2,162 2,430 2,940 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 4.00 4.75 6.00 3.50 3.50 3.50 3.50 3.50 3.50 4.00 4.75 6.00 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.25 5.75 6.50 8.00 8.75 10.50 5.25 5.25 5.25 5.25 5.75 6.50 8.00 8.75 10.50 Concrete 51 75 190 245 420 553 826 1,063 1,557 71 105 266 342 587 775 1,157 1,488 2,180 Total 221 284 515 606 863 1,037 1,360 1,608 2,095 264 397 720 848 1,208 1,452 1,904 2,251 2,933 8' Continuous Concrete 87 129 327 419 717 943 1,277 1,420 1,686 122 181 457 587 1,004 1,320 1,787 1,988 2,361 Total 211 271 493 580 826 993 1,277 1,420 1,686 253 380 690 812 1,157 1,390 1,787 1,988 2,361 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.00 5.00 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.00 5.00 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.25 5.25 6.00 7.50 8.25 9.75 5.25 5.25 5.25 5.25 5.25 6.00 7.50 8.25 9.75 Concrete 118 152 262 347 521 647 940 65 165 212 367 485 730 905 1,317 Total 402 473 674 810 1,063 1,230 1,578 310 563 662 943 1,134 1,488 1,721 2,209 9' Continuous Concrete 54 81 205 263 453 598 896 1,109 1,415 76 113 287 369 634 837 1,254 1,552 1,980 Total 166 213 387 455 648 780 1,023 1,183 1,415 198 298 541 637 908 1,091 1,432 1,657 1,980 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.25 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.25 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.25 5.25 5.25 6.75 8.00 9.25 5.25 5.25 5.25 5.25 5.25 5.25 6.75 8.00 9.25 Concrete 77 99 172 228 344 428 603 107 139 240 319 482 600 845 Total 322 379 541 650 853 987 1,241 451 531 757 910 1,194 1,382 1,737 10' Continuous Concrete 53 135 173 300 397 598 742 1,033 50 74 188 243 419 556 837 1,039 1,446 Total 171 311 366 522 628 824 953 1,194 159 240 436 513 731 879 1,154 1,335 1,671 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.75 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.75 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.25 5.25 6.25 7.00 8.75 5.25 5.25 5.25 5.25 5.25 5.25 6.25 7.00 8.75 Concrete 82 110 167 209 291 51 66 115 154 234 292 408 Total 370 444 583 675 842 308 363 517 622 817 945 1,179 12' Continuous Concrete 65 84 146 194 294 367 512 91 117 204 272 412 514 716 Total 214 252 359 432 567 656 818 299 352 503 605 794 919 1,145 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.25 5.25 6.00 7.25 5.25 5.25 5.25 5.25 5.25 6.00 7.25 Concrete 59 90 113 159 62 83 126 158 222 Total 322 423 490 611 375 451 593 686 856 14' Continuous Concrete 79 105 161 201 282 63 111 148 225 282 395 Total 261 314 413 478 596 256 366 440 578 669 835 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.25 6.25 5.25 5.25 5.25 5.25 5.25 6.25 Concrete 53 66 93 74 93 131 Total 321 371 463 449 520 648 16' Continuous Concrete 62 95 119 167 65 87 133 167 234 Total 239 314 363 453 277 334 439 509 635 Min. End Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 Min. Int. Bearing (in.) 5.25 5.25 5.25 5.50 5.25 5.25 5.25 5.25 5.50 See page 8 for General Notes and information on how to use this table. Span Definition span Continuous span C L 9

2.0E REDFORM LVL DOUBLE WALES FOR BRIDGE DECKS Double Wale 1 1 2" Width (PLF) Span Conditions 5 1 2" 6" 7 1 4" 8" 9 1 4" 10" 11 1 4" Concrete Load 554 707 1,189 1,547 2,532 3,258 4,931 6' Total Load 1,134 1,334 1,900 2,283 3,264 3,791 5,009 Min. Bearing (in.) 3.50 3.50 3.50 3.50 5.00 5.75 7.50 Concrete Load 349 447 761 999 1,528 1,971 2,938 7' Total Load 818 963 1,371 1,648 2,216 2,664 3,524 Min. Bearing (in.) 3.50 3.50 3.50 3.50 4.00 4.75 6.25 Concrete Load 228 293 503 664 991 1,275 1,868 8' Total Load 618 727 1,035 1,244 1,632 1,930 2,514 Min. Bearing (in.) 3.50 3.50 3.50 3.50 3.50 4.00 5.00 Concrete Load 314 416 625 776 1,129 9' Total Load 809 972 1,275 1,475 1,893 Min. Bearing (in.) 3.50 3.50 3.50 3.50 4.25 Concrete Load 206 273 413 514 724 10' Total Load 649 780 1,024 1,184 1,489 Min. Bearing (in.) 3.50 3.50 3.50 3.50 3.75 Concrete Load 283 353 492 11' Total Load 839 971 1,211 Min. Bearing (in.) 3.50 3.50 3.50 Concrete Load 200 250 350 12' Total Load 700 810 1,010 Min. Bearing (in.) 3.50 3.50 3.50 Double Wale 2 1 2" Width (PLF) Span Conditions 5 1 2" 6" 7 1 4" 8" 9 1 4" 10" 11 1 4" Concrete Load 923 1,178 1,981 2,578 4,220 5,430 8,218 6' Total Load 1,891 2,224 3,167 3,806 5,441 6,319 8,348 Min. Bearing (in.) 3.50 3.50 3.50 3.50 5.00 5.75 7.50 Concrete Load 582 746 1,269 1,664 2,546 3,285 4,896 7' Total Load 1,364 1,604 2,285 2,746 3,694 4,440 5,873 Min. Bearing (in.) 3.50 3.50 3.50 3.50 4.00 4.75 6.25 Concrete Load 380 489 839 1,106 1,652 2,126 3,114 8' Total Load 1,029 1,211 1,725 2,074 2,720 3,216 4,191 Min. Bearing (in.) 3.50 3.50 3.50 3.50 3.50 4.00 5.00 Concrete Load 236 304 524 693 1,042 1,293 1,881 9' Total Load 804 946 1,348 1,620 2,126 2,459 3,155 Min. Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.50 4.25 Concrete Load 198 343 455 688 857 1,207 10' Total Load 759 1,081 1,300 1,706 1,974 2,482 Min. Bearing (in.) 3.50 3.50 3.50 3.50 3.50 3.75 Concrete Load 234 311 472 589 819 11' Total Load 886 1,066 1,399 1,618 2,018 Min. Bearing (in.) 3.50 3.50 3.50 3.50 3.50 Concrete Load 219 334 417 583 12' Total Load 889 1,167 1,350 1,684 Min. Bearing (in.) 3.50 3.50 3.50 3.50 How To Use These Tables 1. Calculate the total load and the concrete load (neglect beam weight) on the double wale in pounds per linear foot (plf). 2. Select the appropriate table. 3. Locate a Span that meets or exceeds the required beam span. See Span Definition on page 9. General Notes Tables are based on: Member oriented with load parallel to glue lines (beam orientation). See page 4. Uniform loads. spans. Wet use (no ground contact or saturated use) and construction load duration (125%). New or like-new product. Double Wale 1 3 4" Width (PLF) Span Conditions 5 1 2" 6" 7 1 4" 8" 9 1 4" 10" 11 1 4" Concrete Load 646 825 1,387 1,805 2,954 3,801 5,753 6' Total Load 1,323 1,557 2,217 2,664 3,809 4,423 5,843 Min. Bearing (in.) 3.50 3.50 3.50 3.50 5.00 5.75 7.50 Concrete Load 407 522 888 1,165 1,782 2,299 3,427 7' Total Load 955 1,123 1,600 1,922 2,586 3,108 4,111 Min. Bearing (in.) 3.50 3.50 3.50 3.50 4.00 4.75 6.25 Concrete Load 266 342 587 775 1,157 1,488 2,180 8' Total Load 720 848 1,208 1,452 1,904 2,251 2,933 Min. Bearing (in.) 3.50 3.50 3.50 3.50 3.50 4.00 5.00 Concrete Load 212 367 485 730 905 1,317 9' Total Load 662 943 1,134 1,488 1,721 2,209 Min. Bearing (in.) 3.50 3.50 3.50 3.50 3.50 4.25 Concrete Load 240 319 482 600 845 10' Total Load 757 910 1,194 1,382 1,737 Min. Bearing (in.) 3.50 3.50 3.50 3.50 3.75 Concrete Load 218 330 412 574 11' Total Load 746 979 1,133 1,412 Min. Bearing (in.) 3.50 3.50 3.50 3.50 Concrete Load 234 292 408 12' Total Load 817 945 1,179 Min. Bearing (in.) 3.50 3.50 3.50 Example Given: RedForm LVL double wales spaced at 8' o.c. span of 9' Concrete Load (CL) = 6" concrete slab of 12.5 psf/inch concrete = 75 psf Live Load (LL) = 50 psf; Dead Load (DL) = 5 psf form load Calculate the PLF Concrete Load: 75 psf x 8' = 600 plf Verify that the minimum load requirement (CL + LL + DL 100 psf) is met: 75 psf + 50 psf + 5 psf = 130 psf > 100 psf minimum OK Calculate the PLF Total Load: (75 psf + 50 psf + 5 psf) x 8' = 1,040 plf Find a solution in the tables on this page that meets or exceeds both the Concrete and Total Loads calculated. Possible Double Wale solutions: 1.5" x 9.25", 1.75" x 9.25", or 2.5" x 8". 3.5" of bearing on each end required. Double wales include two pieces of. See pages 14 and 15 for assembly and typical construction details. Bearing lengths based on = 750 psi. Concrete values are based on the more restrictive deflection of L/360 or 1 4". Beams must be laterally supported at the ends (see details on page 16) and every 24" (maximum) along compression edge. 10

2.0E REDFORM LVL POST SHORE LOAD TABLE Typical Slab Form Assembly Sheathing Concrete slab Lateral bracing. See page 16 for details. RedForm I-joists, or form beams form beam Bracing throughout system (by others) shores Wedges Mudsill Post Shore Allowable Design Stresses (Dry Use, 100% Load Duration) Modulus of elasticity E = 2.0 x 10 6 psi Flexural stress F b = 2,750 psi (1) Compression parallel to grain F cii = 2,635 psi 12 0.136 (1) For 12" depth. For other depths, multiply by [ ] Values are for new or like-new product. General Notes Table is based on: One-piece column members. Bracing in both directions at the column ends. Effective column length is equal to the actual column length. Wet use (no ground contact or saturated use) and construction load duration (125%). National Design Specification for Wood Construction (NDS ) 2001. Allowable loads accommodate axial loads with 1 6 column width/thickness eccentricity. For other conditions, refer to the NDS. Custom shoring also available. Contact your RedBuilt industrial representative for more information. d Shoring Allowable Loads (lbs) Length 3 1 2" x 3 1 2" 4' 18,080 5' 14,820 6' 11,910 7' 9,630 8' 7,900 9' 6,580 10' 5,550 11' 4,740 12' 4,100 11

WALL AND COLUMN FORMING WITH 2.0E REDFORM LVL Double Wale Assembly for Wall Applications Tie Wood spacer strips sized to fit ties between and to avoid splitting Typical Wall Form Assembly form beam double wales Plywood sheathing form beam studs Spacers to be located at 4' o.c. maximum 16d (0.162" x 3 1 2") nails 3 nails for depth 6 1 2" 4 nails for depth > 6 1 2" Ties Tie o.c. spacing Maximum Lateral Wall Pressure (PSF) Rate of Placement Concrete Temperature F (ft/hr) 90 80 70 60 50 40 3 726 798 890 1,013 1,186 1,445 4 757 833 930 1,060 1,242 1,515 5 788 868 970 1,107 1,298 1,585 6 819 903 1,010 1,153 1,354 1,655 7 850 938 1,050 1,200 1,410 1,725 8 881 973 1,090 1,247 1,466 1,795 9 912 1,008 1,130 1,293 1,522 1,865 10 943 1,043 1,170 1,340 1,578 1,935 Stud o.c. spacing Double wale o.c. spacing Bottom tie should be no more than 9" above the bottom of the form Maximum Lateral Column Pressure (PSF) Rate of Placement (ft/hr) 1 2 Concrete Temperature F 90 80 70 60 50 40 600 psf minimum governs 3 690 825 4 664 750 870 1,050 5 650 713 793 900 1,050 1,275 6 750 825 921 1,050 1,230 1,500 7 850 938 1,050 1,200 1,410 1,725 8 950 1,050 1,179 1,350 1,590 1,950 9 1,050 1,163 1,307 1,500 1,770 2,175 10 1,150 1,275 1,436 1,650 1,950 2,400 11 1,250 1,388 1,564 1,800 2,130 2,625 12 1,350 1,500 1,693 1,950 2,310 2,850 13 1,450 1,613 1,821 2,100 2,490 14 1,550 1,725 1,950 2,250 2,670 16 1,750 1,950 2,207 2,550 18 1,950 2,175 2,464 2,850 20 2,150 2,400 2,721 22 2,350 2,625 2,979 24 2,550 2,850 26 2,750 3,000 psf maximum governs 28 2,950 30 General Notes Tables for maximum lateral pressures assume concrete with: Type I or Type III cement without retarders (C c =1.0). Density between 140 150 pcf (C w =1.0). Normal internal vibration to a depth of 4' or less. For conditions other than those listed above, refer to ACI 347-01. Form Beams Studs (PSF) Member Size 1 1 2" x 3 1 2" 1 1 2" x 5 1 2" 1 3 4" x 3 1 2" 1 3 4" x 5 1 2" 2 1 2" x 3 1 2" 2 1 2" x 5 1 2" 3 1 2" x 3 1 2" 3 1 2" x 5 1 2" Stud o.c. Maximum Span Between Wales Spacing 18" 24" 30" 36" 42" 48" 54" 60" 10" 2,916 1,966 1,350 1,028 788 12" 2,430 1,638 1,125 857 656 14" 2,083 1,404 964 734 16" 1,823 1,229 844 643 10" 2,916 2,102 1,644 1,349 1,144 993 878 786 12" 2,430 1,752 1,370 1,124 954 828 731 655 14" 2,083 1,502 1,174 964 817 710 627 16" 1,823 1,314 1,027 843 715 621 10" 3,000 2,294 1,575 1,199 919 621 12" 2,835 1,912 1,313 999 766 14" 2,430 1,638 1,125 857 656 16" 2,126 1,434 984 750 10" 3,000 2,453 1,917 1,574 1,335 1,159 1,024 917 12" 2,835 2,044 1,598 1,312 1,112 966 853 764 14" 2,430 1,752 1,370 1,124 954 828 731 655 16" 2,126 1,533 1,198 984 834 724 640 10" 3,000 3,000 2,250 1,713 1,313 886 625 12" 3,000 2,731 1,875 1,428 1,094 739 14" 3,000 2,341 1,607 1,224 938 633 16" 3,000 2,048 1,406 1,071 820 10" 3,000 3,000 2,739 2,249 1,907 1,656 1,463 1,310 12" 3,000 2,920 2,283 1,874 1,589 1,380 1,219 1,092 14" 3,000 2,503 1,957 1,606 1,362 1,183 1,045 936 16" 3,000 2,190 1,712 1,405 1,192 1,035 914 819 10" 3,000 3,000 2,100 1,599 1,291 1,083 875 638 12" 3,000 2,549 1,750 1,333 1,076 902 729 14" 3,000 2,185 1,500 1,142 922 773 625 16" 2,722 1,912 1,313 999 807 677 10" 3,000 3,000 3,000 3,000 2,670 2,318 2,048 1,834 12" 3,000 3,000 3,000 2,623 2,225 1,932 1,707 1,528 14" 3,000 3,000 2,739 2,249 1,907 1,656 1,463 1,310 16" 3,000 3,000 2,397 1,968 1,669 1,449 1,280 1,146 See page 13 for information on how to use this table and for general notes. 12

WALL FORMS Form Beams Double Wales (PSF) Member Size Double 1 1 2" x 3 1 2" Double 1 1 2" x 5 1 2" Double 1 1 2" x 6" Double 1 1 2" x 7 1 4" Double 1 3 4" x 3 1 2" Double 1 3 4" x 5 1 2" Double 1 3 4" x 6" Double 1 3 4" x 7 1 4" Double 2 1 2" x 5 1 2" Double Wale Maximum Span Between Ties On-Center Spacing 12" 14" 16" 19.2" 24" 26" 28" 30" 32" 12" 3,000 3,000 3,000 2,931 2,210 2,004 1,834 1,690 1,567 24" 2,777 2,268 1,874 1,466 1,105 1,002 917 845 783 36" 1,851 1,512 1,249 977 737 668 611 48" 1,389 1,134 937 733 12" 3,000 3,000 3,000 3,000 2,592 2,380 2,201 2,046 1,912 24" 2,777 2,333 2,011 1,647 1,296 1,190 1,100 1,023 956 36" 1,851 1,555 1,341 1,098 864 793 734 682 637 48" 1,389 1,166 1,006 824 648 12" 3,000 3,000 3,000 3,000 3,000 3,000 3,000 3,000 3,000 24" 3,000 3,000 3,000 3,000 2,239 1,997 1,802 1,642 1,508 36" 3,000 3,000 2,592 2,064 1,492 1,331 1,201 1,094 1,005 48" 2,859 2,314 1,944 1,548 1,119 998 901 821 754 12" 3,000 3,000 3,000 3,000 3,000 3,000 3,000 3,000 3,000 24" 3,000 3,000 3,000 3,000 2,371 2,160 1,984 1,834 1,705 36" 3,000 3,000 2,592 2,064 1,580 1,440 1,322 1,223 1,137 48" 2,859 2,314 1,944 1,548 1,185 1,080 992 917 853 24" 3,000 2,646 2,186 1,710 1,289 1,169 1,070 986 914 36" 2,160 1,764 1,457 1,140 859 779 713 657 609 48" 1,620 1,323 1,093 855 645 60" 1,296 1,058 874 684 24" 3,000 2,722 2,346 1,922 1,512 1,389 1,284 1,194 1,115 36" 2,160 1,814 1,564 1,281 1,008 926 856 796 744 48" 1,620 1,361 1,173 961 756 694 642 60" 1,296 1,089 938 769 605 24" 3,000 3,000 3,000 3,000 2,612 2,329 2,102 1,915 1,759 36" 3,000 3,000 3,000 2,408 1,741 1,553 1,401 1,277 1,173 48" 3,000 2,700 2,268 1,806 1,306 1,165 1,051 958 879 60" 2,668 2,160 1,814 1,445 1,045 932 841 766 704 24" 3,000 3,000 3,000 3,000 2,766 2,520 2,314 2,140 1,989 36" 3,000 3,000 3,000 2,408 1,844 1,680 1,543 1,426 1,326 48" 3,000 2,700 2,268 1,806 1,383 1,260 1,157 1,070 995 60" 2,668 2,160 1,814 1,445 1,106 1,008 926 856 796 24" 3,000 3,000 3,000 3,000 3,000 3,000 2,753 2,508 2,303 36" 3,000 3,000 3,000 3,000 2,280 2,034 1,835 1,672 1,536 48" 3,000 3,000 3,000 2,412 1,710 1,525 1,376 1,254 1,152 60" 3,000 3,000 2,592 1,929 1,368 1,220 1,101 1,003 921 Bearing Length 3" 3" 5" 5" 3" 3" 5" 5" 5" How to use These Tables 1. Determine the condition you are sizing for (studs, page 12, or double wales above) and select the appropriate table. Refer to Typical Wall Form Assembly detail. 2. Determine the wall or column pressure on the forms in pounds per square foot (psf) using either the maximum lateral pressure tables on page 12, or appropriate data applicable to the concrete and conditions. 3. Using either the member on-center spacing, or the span between ties or wales required by your application, scan down or to the right to choose the optimum double wale or stud. In general, sizing of deeper beam members results in a more economical system. 4. If sizing a double wale, be sure to check the bearing length in the far right column. General Notes Values shown are maximum uniform loads in pounds per square foot (psf). Spans indicated are continuous. When sizing a continuous span application, use the longest span. Where ratio of short span to long span is less than 0.4, contact your RedBuilt representative. Wall pressures are limited by worst case deflection of L/360 or 1 4". Tables have been adjusted for wet use (above ground service, no ground contact and no saturated use) and construction load duration (125%). Members may be cantilevered a maximum of 25% of span shown in table. Bearing lengths are based on F c =750 psi. All wall forms must be securely braced to resist wind or other external loads. See ACI 347 for bracing recommendations. Wall pressures indicated are based on stud or double wale capacities. All accessories (sheathing, ties, bracing, fasteners, etc.) must be specified by qualified designers. Stud design tables assume 3.5" bearing length. Where the bearing length is other than 3.5", contact your RedBuilt representative. 13

BRIDGE DECK FORMS Double Wale Assembly for Bridge Deck Applications Wood spacer strips: Thickness equal to coil bolt diameter Width as required to avoid splitting Recessed from the ends of the waler to accommodate the coil bolts Two rows of 16d (0.162" x 3 1 2") at 12" o.c. Typical Bridge Deck Formwork Systems Refer to the formwork drawings for waler and joist spacings and proper orientation. The high strength of RedBuilt Form Beams permits wider waler and/or joist spacings. Verify the adequacy of the plywood deck and coil bolt hangers or the adjustable hangers. A joists and double walers suspended from steel bridge girders by coil bolt hangers. See section detail A1 Plywood Steel girder Coil bolt hanger B joists and double walers suspended from pre-cast concrete bridge girders by coil bolt hangers. See section details B1 B3 Plywood Coil bolt hanger Pre-cast concrete girder C joists suspended from steel or pre-cast concrete bridge girders by adjustable hangers. See section detail C1 Plywood Steel girder Adjustable hanger Pre-cast concrete girder 14

BRIDGE DECK FORM DETAILS Detail A1 Detail B1 Steel girder Coil bolt hanger joist Coil bolt hanger double waler double waler Pre-cast concrete girder Plate washer Cut cannot exceed past inside face of bearing unless shown on approved formwork drawing or approved by the formwork designer. Detail B2 Detail B3 Coil bolt hanger joist Coil bolt hanger joist Sawn lumber sleeper Pre-cast concrete girder double waler Pre-cast concrete girder Plate washer double waler Plate washer Detail B4 Detail C1 Coil bolt hanger joist Adjustable hanger joist Plate washer Pre-cast concrete girder double waler Steel girder Wood block 15

BEARING AND LATERAL SUPPORT DETAILS Concrete slab and RedForm I-joists must be laterally supported at the ends. The details shown illustrate acceptable lateral support options. Detail RRP: 3 4" plywood backing RedForm LVL shown as main carrying members for clarity. Details are similar for RedForm I-joists. Detail RRX: Metal cross bracing Detail RRB: Full depth solid blocking (RedForm I-joists may be used as blocking in some applications) Concrete slab Detail RSP: 3 4" plywood backing Detail RSX: Rectangular member bearing on steel beam with metal cross bracing Detail RSB: Full depth solid blocking (RedForm I-Joists may be used as blocking in some applications) Steel beam Minimum Lateral Restraint Requirements Joists Depth to width ratio 2 to 1; none required. 2 to 1 depth to width ratio < 4 to 1; all points of bearing (e.g., solid blocking). Depth to width ratio 4 to 1; 24" on-center along the loaded edge of the member (typically provided by attachment to plywood sheathing with minimum 8d nails). Walers Both points of bearing and at mid-span. General Lateral restraint requirements for a particular project may be more stringent. Consult the formwork drawings for particular requirements and means of providing lateral restraint. Lateral Restraint of Walers Toenail in such a manner as not to split form beam Special cleats can be used WARNING Formwork is unstable until braced laterally as required to prevent buckling or roll-over. 16

REDFORM I-JOIST TABLE ASSEMBLY Assembled View Panel bolt insert. See Panel Bolt Assembly detail below. Nail plywood to each RedForm I-joist with 6d ring shank nails at 12" o.c. (typical) Put odd-width piece in center of table 4' x 8' x 3 4" plyform sheathing (typical) RedForm I-joists (typical) 3 4" x 6" plywood skid guards (locate at lift points) 2x4 located 4" max. from edge of table 3 8" sheathing at each end of table 3 4" x 6" plywood skid guards (locate at lift points) 4x4 stickers near each end of table See the Proper Use of RedForm I-joists (Available online at www.redbuilt.com) for more information on the assembly of tables Flange Nailing 1 2" Top of Flange Closest spacing Nailing pattern to be per plans and specifications. In addition, nail spacing must not be closer than the criteria listed. Nailing of Sheathing to RedForm I-joist Flange (1) Nail Type Nail Size Closest O.C. Spacing Per Row (3) Box 0.113" x 21 2" 2" 8d (2) Common 0.131" x 21 2" 2" 10d Box 0.128" x 3" 2" Common 0.148" x 3" 3" 12d Box 0.128" x 31 4" 2" Common 0.148" x 31 4" 3" Box 0.135" x 31 2" 3" 16d Sinker 0.148" x 31 4" 4" Common 0.162" x 31 2" 4" (1) Sheathing must be nailed to the full length of the top flange on the RedForm I-joist with a maximum nail spacing of 24" on-center. (2) 14-gauge staples may be a direct substitute for 8d (2 1 2") nails if a minimum penetration of 1" into the flange is maintained. (3) If more than one row of nails is used, the rows must be offset at least 1 2" and staggered. IMPORTANT Nailing closer than specified may cause the flange to split. Web Stiffeners If web stiffeners are required, follow the procedures below 1 8" min. 1 1 2" max. 23 4" max. Gap Space nails equally 1 1 2" max. Snug fit Nail Quantities for Web Stiffener Attachment RedForm I-joist Depth I65 I90, I90H 8d (0.113" x 2 1 2") Nails 16d (0.135" x 3 1 2") Nails End or Intermediate End Intermediate 11 7 8" 3 3 3 14" 5 3 3 16" 6 4 4 18" 7 4 4 20" 8 5 5 Web stiffeners for I65 joists are 1" x 2 5 16" sheathing (with face grain vertical) that meets the requirements of PS1 or PS2. Web stiffeners for I90 and I90H joists are 2x4 material of construction grade or better. Web stiffener requirements will vary based on joist series and depth; they are always required at bearing on joists 20" in depth or greater. See plan/details for requirements specific to the joists being used on this project. When required, web stiffeners must be installed properly or the following problems may occur: Web could punch through the bottom flange Web could buckle Panel Bolt Assembly Panel bolt insert (by others) 2x4 filler block Plyform sheathing One 6d (0.120" x 2") deformed nail each side of panel bolt 4x6 support block Four 16d (0.135" x 3 1 2") nails each side of support block 3 4" attachment strips Wing nut (by others) 17

STORAGE AND HANDLING Use forklift to remove and RedForm I-joists from truck. DO NOT lift RedForm I-joists by top flange. DO NOT lift RedForm I-joists in the flat orientation. Protect products from sun and water CAUTION: Wrap is slippery when wet or icy Store and handle joists in vertical orientation. Leave joists banded together until ready to install. DO NOT store flat. Use support blocks at 8' on-center to keep products out of mud and water Use support blocks at 8' on-center to keep products out of mud and water Storage and Handling The proper storage and handling of wood form beams and RedForm I-joists can prevent unnecessary damage. Strength and stiffness properties are affected by moisture content; therefore, it is important to stack form beams and RedForm I-joists off the ground. Bundles of form beams and RedForm I-joists should be supported on stickers spaced no more than 8' on-center to provide air circulation and easy access for forklifts. Stickers between bundles should line up with the stickers on the ground to prevent bowed or damaged form beams and RedForm I-joists. To prevent decay, store wet form beams and RedForm I-joists in a manner that allows for proper air circulation. When stacking, improve air circulation within a bundle of wet form beams and RedForm I-joists by separating each layer with stickers. Space the stickers no more than 8' on-center and line them up vertically. Bands should line up with the stickers to prevent bowed or damaged form beams and RedForm I-joists. Bundles of Form Beams or RedForm I-joists Bundles of form beams and RedForm I-joists should be assembled neatly and contain pieces of similar lengths. Form beams and RedForm I-joists sticking out from the ends of bundles can be snagged and damaged. Weather Conditions Certain geographical areas experience extreme weather conditions. In those areas, decay may be more likely to occur and the following precautions should be followed: Store form beams and RedForm I-joists in a level, well-drained location. Protect form beams and RedForm I-joists from weather by placing them under a roof or under a material that will shed water but is porous enough to allow moisture to escape. Stack form beams and RedForm I-joists neatly and sticker bundles properly. Keep form beams and RedForm I-joists dry when they are in storage. WARNING: DO NOT walk on joists until braced. Injury may result. WARNING: DO NOT stack building materials on unsheathed joists. Stack only over beams or walls. WARNING Joists are unstable until braced laterally Bracing Includes: Blocking Hangers Rim Board Sheathing Rim Joist Strut Lines WARNING NOTES: Lack of proper bracing during construction can result in serious accidents. Observe the following guidelines: 1. All blocking, hangers and rim boards at the end supports of the RedForm I-joists must be completely installed and properly nailed. 2. Sheathing must be totally attached to each RedForm I-joist before additional loads can be placed on the system. 3. The flanges must remain straight within a tolerance of 1 2" from the true alignment. 18

FORMWORK INSPECTION RedForm I-joists Proper inspection of RedForm I-joists used in concrete forming or scaffolding applications should include but not be limited to looking for these common types of damage: Web-to-flange separation Discoloration Notched flange Knifing of web through flange Holes in webs Split in flange Soft spots in web or flange Mold/Fungus Taper cuts extending beyond inside face of support Saw kerf in flange Buckling of web Torn wood fiber in the flange RedForm I-joists with flange-to-web separation should be cut back or removed from service. RedForm I-joists with the web knifing into a flange should be cut back or removed from service. RedForm I-joists with splits in a flange should be cut back or removed from service. DO NOT bevel end of RedForm I-joist beyond inside face of support. RedForm I-joists with holes in webs, or notches or saw kerfs in flanges should be cut back or removed from service. Inspecting Camber in RedForm I-joists Some RedForm I-joists are manufactured with camber. Cambered RedForm I-joists are stamped BOTTOM on the underside of the bottom flange. The table at the right shows the amount of initial camber typically found in a new joist. But this initial camber will be reduced after repeated use of the joist. It is important to occasionally inspect used RedForm I-joists to ensure that the remaining camber is adequate for satisfactory performance. To check the camber on a joist, run a string lengthwise across the bottom flange, from end to end, and measure the distance from the string to the bottom of the joist at the centerline. RedForm I-joists that have reduced camber will deflect more than the amount indicated in RedBuilt load tables and software. Initial Camber Length Camber 16' 5 32" 18' 7 32" 20' 1 4" 22' 5 16" 24' 3 8" 26' 7 16" 28' 1 2" 30' 19 32" Saw Cuts Face Break Dent End Split Narrow Face Split Do not cut, notch, or drill form beams except as shown on the formwork drawings. Inspect all form beams for damage before using them. Damaged form beams must be removed and replaced immediately. Failure to remove and replace damaged form beams may result in collapse of the formwork, serious injury, or death. Check for: Damage due to overloading (e.g. crushed bearing areas, stress cracks) Damage due to dropping, forklifts, or other improper handling Improper saw cuts, drill holes, or notches Signs of decay or insect damage Check for damage caused by overloading Check for impact damage Check for damage caused by overloading Check for forklift damage DO NOT cut, notch or drill holes in form beams Check for damage due to dropping 19

SERVICE AND SUPPORT YOU CAN COUNT ON. RedBuilt is committed to creating superior structural solutions. How? By offering efficient structural building products supported by the broadest range of services available: n RedBuilt representatives and experienced technical staff are located throughout the United States to help with technical information, installation questions, or code compliance. n At RedBuilt, our goal is to help you build solid and durable structures by providing high-quality commercial building products and unparalleled technical and field support. CONTACT US REPRESENTATIVE INFORMATION 1.866.859.6757 www.redbuilt.com 200 E. Mallard Drive, Boise, ID 83706 P.O. Box 60, Boise, ID 83707 2013 RedBuilt LLC. All rights reserved. RED0038 10/13 This document supersedes all previous versions. If this is more than one year old, contact your dealer or RedBuilt rep.