WELLS HOLLOWCORE DESIGN DATA

WELLS HOLLOWCORE DESIGN DATA

INTRODUCTION 1 PRODUCT OVERVIEW 2 A. The Manufacturing Process 3 B. Plank Design Considerations 3 C. Bottom Finishes 3 D. Fire Ratings 3 E. Production and Erection Tolerances 7 F. Narrow Hollowcore Widths 8 SPECIFICATIONS FOR PRECAST, PRESTRESSED HOLLOWCORE PLANK 9 A. General 9 B. Products 11 C. Execution 13 LOAD TABLES 15 8 Ultra-Span Load Tables 16 10 Ultra-Span Load Tables 18 12 Ultra-Span Load Tables 20 DETAILS 22 ERECTION PROCEDURES AND RECOMMENDATIONS 26 A. Pre-Erection Stage 27 B. Erection Stage - Handling and Setting Ultra-Span 28 C. Leveling & Grouting 29 D. Cutting Openings 30 E. Precautions 30 F. Visual Installation Guide 31 INTRODUCTION The purpose of this technical data is to provide assistance in selecting and detailing precast concrete hollowcore plank manufactured by Wells Concrete. The load tables presented herein are intended as a guide only. Final design is determined by our engineering department based on information presented in the final plans and specifications. To ensure the optimum selection for your application, please contact Wells Concrete for assistance. Although care has been taken to provide the most accurate data possible, Wells Concrete does not assume responsibility for errors and omissions. Reinforced concrete members must carry their own weight in addition to any applied superimposed loads. Short spans and thick depths of section are common limiting factors in conventionally reinforced members. Efforts to overcome these limitations resulted in the development of prestressing the precast concrete members. The major advantage of prestressed concrete is its ability to span longer distances with much thinner sections while carrying heavier loads. Span and load requirements determine the member thickness and the amount of prestressing force. It is important to note that camber is a result of the design and is not a design parameter. ii 1

PRODUCT OVERVIEW Hollowcore is an extruded, prestressed concrete slab with continuous voids to reduce weight and cost. It is primarily used as a floor and roof deck system. Hollowcore is very economical and provides great design flexibility. It is used in many different building systems. This unique product is strong, durable, and allows for significant floor loading and clear spans. Advantages of Hollowcore Provides clear spans in excess of 40 feet while maintaining a very thin cross section. Available in depths of 8, 10, and 12 inches Compatible with steel, masonry, cast-in-place, and other precast structures Indoor manufacturing ensures consistent quality and allows for year-round production Speed of erection schedule reduces down time for other trades and decreases the overall build time; speed of construction can reduce overall project time, increasing speed to market and reducing cost The steel form finish on the underside allows for a smooth paintable surface for a finished ceiling Fire resistant-offering up to 3-hour fire ratings with no additional fireproofing required, this can reduce insurance cost and potential loss of life and property Sound resistant, providing STC ratings of 50 or more Provides economical and efficient floor and roof systems Costly repairs or replacement due to water damage or other types of accidents are drastically reduced when compared with wood construction Precast/Prestressed Concrete Institute (PCI) Certified Plant insures a quality product manufactured under strict regulations A. The Manufacturing Process Ultra-Span is a machine-extruded, precast, prestressed hollowcore plank. The plank is manufactured on 500-foot long beds in a standard width of 48 inches and thicknesses of 8, 10, and 12 inches. Plank is cut to length for each project. High-strength prestressing strands are cast into the plank at the spacing and location required for the given span, loading, and fire cover requirements. All Ultra-Span materials equal or exceed the requirements of applicable ASTM specifications. The concrete mix is designed to have a release strength of 3,500 psi and a 28-day compressive strength of 7,000 psi. The prestressing strands are uncoated, sevenwire, low-lax with a minimum ultimate strength of 270,000 psi. B. Plank Design Considerations The following items will affect the selection of appropriate plank sizes and should be carefully reviewed by the architect/engineer while developing the plans and specifications for a project: 1. Fire Rating The fire rating requirement should be clearly specified in the contract documents. 2. Loading Conditions Specify all uniform loading requirements on structural plans. Identify line and point loads resulting from bearing walls, masonry walls, columns, mechanical equipment, etc. Identify diaphragm forces and lateral loads resulting from wind or earth pressures. Review roof plans for vertical protrusions such as parapets, penthouses, and adjacent buildings that could require designing for snow drift loads. Size and number of openings can affect design. Plank supporting stairs require special loading considerations. D. Fire Ratings Fire Rating Specifications are an important part of any building construction project and are often dealt with during the beginning of the design process. They sometimes drive the materials selected for the structure, its framing and exterior components for the need to protect the new structure from a fire event in an adjacent structure. Depending on the area of the project, there are a few different methods that can be utilized to determine the requirements. This is a brief overview of what is common in our area, however each project is unique and local codes should be consulted to ensure that the method selected is allowed. There is also a difference between Fire Rating and Fire Separation. A fire rating typically means the duration for which a passive fire protection system can withstand a standard fire resistance test. Fire Separation is a floor or wall having a fire rating required by appropriate authorities that acts as a barrier against the spread of fire within a building. Another factor in the fire rating of floors and roof members is the use of end conditions. Plank can be considered restrained by the Architect or Engineer of Record based on if thermal expansion is resisted by adjacent construction. Restrained bearing conditions offer longer fire endurances due to the restriction of the ends of the plank to move during an event. RESTRAINED UNRESTRAINED C. Bottom Finishes Bottom finish is the result of the extrusion process. Wells hollowcore is produced on a smooth steel form resulting in a flat, paintable finish. 2 3

Typical Methods to Determine Fire Endurance in Plank: 1. 2012 International Building Code (IBC) 2. Rational Design Method as defined by PCI MNL-124, Design for Fire Resistance of Precast Concrete *Industry-preferred method of design International Building Code (IBC): There are two requirements that have to be met in this code to achieve the desired fire endurance. They are the minimum total slab thickness and strand clear cover. Below is a step by step process on how Wells hollowcore can perform under the IBC code. Hollowcore Cross Section Wells Hollowcore Values Cross-Sectional Area, (in2) Equivalent Thickness, (in2/in) 8 226 4.70 10 248 5.17 12 275 5.74 Strand Clear Cover (in) 1. Equivalent concrete thickness. All Wells hollowcore sections are made with a siliceous concrete type. This value can be found in the table above under Equivalent Thickness. Equivalent thicknesses can be calculated by dividing the cross-sectional area by the nominal plank width (48 ). To obtain a higher slab thickness, normal carbonate concrete field topping can be added to gain a higher total slab thickness. Other topping materials such as gypcrete can be added to achieve a fire endurance using different tables. Example: Slab thickness = 8 Hollowcore + 2 of topping = 4.70 in + 2.0 in = 6.70 in 6.2 in. Therefore, we meet the requirement for a 3 hour slab thickness, but the strand clear cover needs to be met too! 1.50 Concrete Aggregate Type Table 722.2.3 (2) Cover Thickness for Prestressed Concrete Floor or Roof Slabs (inches) Fire-Resistance Rating (hours) Restrained Unrestrained 1 1.5 2 3 4 1 1.5 2 3 4 Siliceous 0.75 0.75 0.75 0.75 0.75 1.125 1.5 1.75 2.375 2.75 Carbonate 0.75 0.75 0.75 0.75 0.75 1 1.375 1.625 2.2125 2.25 Sand-lightweight or lightweight IBC, 2012, pp. 174 0.75 0.75 0.75 0.75 0.75 1 1.375 1.5 2 2.25 PCI Design by Rational Analysis PCI MNL-124 allows a method defined as rational analysis for determining the fire rating of the precast and prestressed members. This is the preferred method for determining a fire rating of our precast cross sections for both walls and floor members. Actual practice has provided evidence that this method is conservative when compared to the IBC method. This method utilizes elevated temperatures in the prestressing strands to determine the moment capacities based on reduced capacities in the strand. Those reductions are compared to the moments required for service loads. Prestressing strand temperatures are based on the amount of cover provided and the standard fire exposure as defined by the time-temperature relationship provided in ASTM E-119. Unlike the IBC rating, the PCI design does not require the distinction of restrained vs unrestrained. Table 722.2.2.1 Minimum Slab Thickness (inches) Fire-Resistance Rating (hours) Concrete Type 1 1.5 2 3 4 Siliceous 3.5 4.3 5 6.2 7 Carbonate 3.2 4 4.6 5 6.6 Sand-lightweight 2.7 3.3 3.8 4.6 5.4 Lightweight 2.5 3.1 3.6 4.4 5.1 IBC, 2012, pp. 172 2. Bottom strand clear cover over the prestressing strand is 1.5. Fire ratings utilizing this method are also impacted by the bearing condition, which can be restrained or unrestrained. Example: Unrestrained hollowcore bays that requires a 3 hour rating. Strand cover = 1.50 in 2.25 in. Therefore, we only meet the requirement for a 1.5 hour cover thickness. Example: Restrain every hollowcore bay that requires a 3 hour rating. Standard strand cover = 1.50 in 0.75 in. Therefore, we meet the requirement for a 3 hour cover thickness. 4 5 Total Uniform Superimposed Load (psf) 300 250 200 150 100 50 233 298 245 104 288 132 129 44 51 150 185 71 204 76 115 31 122 34 70 70 34 39 8" Standard 8" HC + 2" Tpg 10" Standard 10" HC + 2" Tpg 12" Standard 12" HC + 2" Tpg

E. Production and Erection Tolerances Hollowcore Slabs Product Tolerances a = Length...±1/2 in. [±13 mm] b = Width (overall)...±1/4 in. [±6 mm] b 1 = Web width: The total web width defined by the sum of the actual measured values of b 1 shall not be less than 85% of the sum of the nominal web widths b 1, nominal C = Depth (overall)...±1/4 in [±6 mm] c 1 = Top flange depth: Top flange area defined by the actual measured values of average c 1 x b shall not be less than 85% of the nominal area calculated by c 1, nominal x b nominal c 2 = Bottom flange depth: Top flange area defined by the actual measured values of average c 2 x b shall not be less than 85% of the nominal area calculated by c 2, nominal x b nominal d = Variation from specified plan end squareness or skew...±1/2 in. [±13 mm] e = Variation from specified elevation end squareness or skew...±1/8 in. per 12 in., ±1/2 in. maximum [±3 mm per 300 mm, ±13 mm maximum] f = Sweep...±3/8 in. in 10 ft. [6 mm in 3 m] g = Applications requiring close control of differential camber between adjacent members should be discussed with the producer to determine applicable tolerances. h = Local smoothness of any surface...1/4 in. in 10 ft. [6 mm in 3 m] k = Center of gravity (CG) of strand group... ±1/4 in. [±13 mm] k 1 = Location of strand perpendicular to plane of panel...±1/2 in. [±13 mm] Minimum cover...3/4 in. [19 mm] k 2 = Location of strand parallel to plane of panel...3/4 in. [19 mm] Minimum cover...3/4 in. [19 mm] l 1 = Location of embedment*...±2 in. [±50 mm] l 2 = Tipping and flushness of embedment...±1/4 in. [±6 mm] n 1 = Location of blockout...±2 in. [±50 mm] n 2 = Size of blockouts...±1/2 in. [±13 mm] x = Weight: Actual measured value shall not exceed 110 percent of the nominal published unit weight used in the design. Hollowcore Slabs Erection Tolerances The primary control surfaces are usually as shown. A majority of the time there is no designated vertical primary control surface, and in some scenarios there are no primary control surfaces at all. This needs to be determined on a job-by-job basis. a = Plan location from building grid datum...±1 in. [±25 mm] a 1 = Plan location from centerline of steel support*...±1 in. [±25 mm] b = Top elevation from building elevation datum at member ends: Covered with topping...±3/4 in. [±19 mm] Pretopped tee/carpet direct hollowcore...±1/4 in. [±6 mm] Untopped roof...±3/4 in. [±19 mm] c = Maximum jog alignment of matching edges (both topped and untopped construction)...1 in. [25 mm] d = Joint width: 0 to 40 ft. member...±1/2 in. [±13 mm] 41 to 60 ft. member...±3/4 in. [±19 mm] 61 ft. plus member...±1 in. [±25 mm] e = Differential top elevation as erected (for units of same design and length): Field topped...3/4 in. [19 mm] Pretopped tees at driving lanes/carpet direct hollowcore...1/4 in. [6 mm] Untopped roof**...3/4 in. [19 mm] f = Bearing length***(span-direction)...±3/4 in. [±19 mm] g = Differential bottom elevation of exposed hollowcore slabs****.,,...1/4 in. [6 mm] Note: When bearing pads are used at unarmored edges they should be set back a minimum of 1/2 in. [13mm] from the face of the support or at least the chamfered dimension at chamfered edges. * For precast concrete erected on a steel frame building, this tolerance takes precedence over tolerance on dimension a. ** It may be necessary to feather the edges to ±1/4 in. [±6mm] to properly apply some roof membranes. ***This is a setting tolerance and should not be confused with structural performance requirements set by the architect/engineer. The nominal bearing dimensions and the allowable variations in the bearing length and width should be specified by the engineer and shown on the erection drawings. ****Untopped installations will require a larger tolerance. 6 7

F. Narrow Hollowcore Widths Wells Concrete s standard manufactured hollowcore width is 4 feet. Most building layouts require a small amount of plank to be delivered in widths less than the standard 4 feet. Refer to the guidelines below for allowable ranges of narrow hollowcore widths. Note that not all narrow width slabs are available due to safety concerns during handling and erection. SPECIFICATIONS FOR PRECAST, PRESTRESSED HOLLOWCORE PLANK A. General 1.01 Description A. Work Included: 1. These specifications cover manufacture, transportation, and erection of precast/prestressed concrete hollowcore plank, including grouting of joints between adjacent units. B. Related Work Specified Elsewhere: 1. Cast-in-place concrete; architectural precast concrete; precast structural concrete; underlayments (floor and/or roof leveling); caulking and sealants; small holes for mechanical/plumbing; cast-in-place embedments; steel bearing lintels; insulation in plank cores. 1.02 Quality Assurance A. All precast/prestressed concrete shall be designed to support the loads shown on the drawings. B. Manufacturer Qualifications: The precast concrete manufacturing plant shall be certified by the Prestressed Concrete Institute (PCI) Plant Certification Program prior to the start of production. The manufacturer shall retain a registered structural engineer to certify that manufacturing is in accordance with design requirements; or the manufacturer shall, at his expense, meet the following requirements: 1. The basis of inspection shall be the Prestressed Concrete Institute s Manual for Quality Control for Plants and Production of Precast and Prestressed Concrete Products, MNL-116, and the criteria for acceptance shall be the same as the Plant Certification Program. 2. Retain a full-time structural engineer to certify that manufacturing is in accordance with design requirements. C. Erector Qualifications: Must be a PCI certified erector and regularly engaged for at least five years in the erection of precast structural concrete similar to the requirements of this project. Retain a registered structural engineer to certify that erection is in accordance with design requirements. D. Welder Qualifications: In accordance with AWS D1.1 E. Testing: In general compliance with applicable provisions of Prestressed Concrete Institute MNL-116, Manual for Quality Control for Plants and Production of Precast Prestressed Concrete Products. F. Requirements of Regulatory Agencies: All local codes plus the following specifications, standards and codes are a part of these specifications: 1. ACI 318-89 Building Code Requirements for Structural Concrete. All definitions of terms and symbols shall be defined in ACI 318-89 2. AWS D1.1 Structural Welding Code- 3. AWS D1.4 Structural Welding Code-Reinforcing 4. ACI 301-84 (Revised 1987) Specifications for Structural Concrete Buildings 5. PCI-MNL 116 Manual of Quality Control for Plant and Products of Precast 6. ASTM Specifications As referred to in Part 2-Products, of this Specification 7. 2nd Edition PCI Manual for the Design of Hollowcore Slabs 8 9

1.03 Submittals and Design B. Approvals: B. Products M. Grout: A. Shop Drawings: 1. Erection Drawings: a. Plans locating and defining all hollowcore plank furnished by manufacturer, with all major openings shown. b. Sections and details showing connections, weld plates, edge conditions and support conditions of the hollowcore plank units. c. All dead, live and other applicable loads used in the design. d. Fire rating. 2. Shop drawings shall be checked for compliance by the general contractor. All drawings shall be marked with any necessary corrections, initialed by the contractor and returned to the prestressed concrete manufacturer. 3. Shop drawings shall be complete and shall include a layout plan, fabrication details, connections and anchorage details, and member identification marks. The identification marks shall appear on the manufactured units to facilitate correct field placement. 4. The general contractor shall provide size and location of all rough openings required that must be cut into the precast prestressed concrete units. The openings should be marked on the hollowcore shop drawings by the general contractor and/or sub-contractors during the submittal approval process. 5. Openings may not be cut in the field without prior approval from manufacturer, unless the opening can be cut in a hollow void and no prestressed strand will be cut. 6. In addition to the above shop drawing requirements. The shop drawings shall include: a. Dimensions of all members. b. Dimensional location of all reinforcing steel and prestressing steel. c. Size, type, and location of all accessories. 1. Submit erection drawings for approval prior to fabrication. Fabrication not to proceed prior to receipt of approved drawings. Any changes made after approval may delay delivery schedule. C. Product Design Criteria: 1. Loadings for design: a. Initial handling and erection stresses. b. All dead and live loads as specified on the contract documents. c. All other loads specified for Hollowcore plank where applicable 2. Fire rating shall be a -hour. 3. Design steel plank support headers when such headers are determined necessary by manufacturer s engineer. 4. Design calculations shall be performed by a registered engineer experienced in precast/prestressed concrete design and submitted for approval upon request. 5. Design shall be in accordance with ACI 318 and applicable codes. D. Permissible Design Deviations: 1. Design deviations will be permitted only after the architect/ engineer s written approval of the manufacturer s proposed design supported by complete design calculations and drawings. 2. Design deviations shall provide an installation equivalent to the basic intent without incurring additional cost to the owner. E. Test Reports: Test reports on concrete and other materials shall be submitted upon request. 1.04 Quality Control and Inspection A. Release strength must be a minimum of 3,500 psi with minimum of 7,000 psi at 28 days. Panel design may require higher strengths due to project requirements. B. All products in this section shall be inspected prior to shipment by the manufacturer for conformance to these specifications. 2.01 Materials A. Slabs shall be manufactured by the continuous extrusion process. B. Concrete for precast/prestressed concrete shall be by central batching plant operated or controlled by the manufacturer to insure specified quality. C. Materials used shall conform to ACI 318-89. D. Use of calcium chloride will not be allowed. E. Portland Cement: 1. ASTM C150-Type I or III. F. Admixtures: 1. Water Reducing, Retarding, Accelerating, High- Range Water Reducing Admixtures: ASTM C494 G. Aggregates: 1. ASTM C33 or C330 H. Water: 1. Potable or free from foreign materials in amounts harmful to concrete and embedded steel. I. Reinforcing : 1. Uncoated, 7-wire strand complying with ASTM A-416, Grade 270K. 2. Bars: Deformed Billet : ASTM A615. Deformed Rail : ASTM A616. Deformed Axle : ASTM A617. Deformed Low Alloy : ASTM A706. 3. Wire: Cold Drawn : ASTM A82. J. Prestressing Strand: 1. Uncoated, 7-wire, Low Lax strand: ASTM A416 Grade 270K. K. Welded Studs: In accordance with AWS D1.1. L. Structural Plates and Shapes: ASTM A36. 1. Grout shall be a mixture of not less than one part Portland cement to three parts fine sand, and the consistency shall be such that joints can be completely filled but without seepage over adjacent surfaces. The grout shall achieve a minimum 28-day compressive strength of 3,000 psi. Any grout that seeps from the joint shall be completely removed before it hardens. N. Bearing Stripes: 1. Plastic: Multi-monomer plastic strips shall be non-leaching and support construction loads with no visible overall expansion. 2. Install bearing pads where indicated on the shop drawings. Set pads on level and uniform bearing surface. 3. Bearing pads shall be 1/8 by 3 Korolath or equal hard plastic with one side non-skid. O. Opening, Inserts & Fastenings: 1. All openings shall be located on structural drawings. 2. Other openings shall be located and field drilled or cut by trade requiring them after slabs have been erected and grout has been allowed to cure. Openings and/or cutting of prestress strand shall be approved by Architect/Engineer and Manufacturer before drilling or cutting. P. Weep holes will be provided at each core location at both ends of plank to allow drainage of any rainwater or water resulting form other construction activities. 10 11

2.02 Concrete Mixes A. 28-day compressive strength: minimum of 7,000 psi. B. Release strength: minimum of 3.500 psi. C. Use of calcium chloride or admixtures containing chlorides is not permitted. 2.03 Manufacture A. Hollowcore plank shall be machine-cast in 48-inch widths as manufactured by Wells Concrete under the trade name Ultra-Span. B. Manufacturing procedures and tolerances shall be in general compliance with PCI MNL 116. C. Openings: Manufacturer shall provide for rectangular openings 10 inches or larger on all sides and as clearly shown on the architectural and structural drawings. They shall be located by the trade requiring them and field cut by the erector. Round and small openings (less than 10 inches) shall be drilled or cut by the respective trades after grouting. Openings requiring cutting of prestressing strand shall be approved by manufacturer before drilling or cutting. D. Finishes: Bottom surface shall be flat and uniform as resulting from an extrusion process cast on a smooth steel form, without major chips, spalls and imperfections. Top Surface shall be machine troweled. Finish shall be standard grade. The steel form finish on the underside allows for a smooth paintable surface for a finished ceiling. E. Patching: Will be acceptable providing the structural adequacy of the hollowcore unit is not impaired. C. Execution 3.01 Product Delivery, Storage, and Handling A. Delivery and Handling: 1. Hollowcore plank shall be lifted and supported during manufacturing, stockpiling, transporting and erection operations only at the lifting or supporting points designated by manufacturer. 2. Transportation, site handling, and erection shall be performed with acceptable equipment and methods, and by qualified personnel. B. Storage: 1. Store all units off ground on firm, level surfaces with dunnage placed at bearing points. 2. Place stored units so that identification marks are discernible. 3. Separate stacked units by dunnage across full width of each plank. 3.02 Erection A. Site Access: Erection access suitable for cranes and trucks to move unassisted from public roads to all crane working areas as required by erector, or otherwise indicated herein, will be provided and maintained by the general contractor. Obstructing wires shall be shielded or removed and, when applicable, snow removal and winter heat will be provided by the general contractor. B. Preparation: The general contractor shall be responsible for: 3. All pipes, stacks, conduits and other such items shall be stubbed off at a level lower than the bearing plane until the plank is in place. C. Installation: Installation of hollowcore slab units shall be performed by manufacturer. Members shall be lifted with slings at points determined by manufacturer. Bearing strips shall be set where required. Grout keys shall be filled. Openings shall be field cut only after grout has cured, unless authorized by manufacturer s engineer. D. Alignment: Members shall be properly aligned. Variations between adjacent members shall be reasonably leveled out by jacking, loading or any other feasible method as recommended by manufacturer. 3.03 Field Welding A. Field welding is to be done by qualified welders using equipment and materials compatible to the base material. 3.04 Attachments and Small Holes A. Subject to approval of the architect/engineer, hollowcore plank units may be drilled or shot provided no contact is made with the prestressing steel. Round holes and those less than 10 inches on any side shall be drilled or cut by the respective trades. Should spalling occur, it shall be repaired by the trade doing the drilling, shooting, or cutting. 3.05 Clean Up A. Remove rubbish and debris resulting from hollowcore plank work from premises upon completion. 3.06 Safety 1. Providing true, level, bearing surfaces on all field-placed bearing walls and other field-placed supporting members. Masonry wall bearing surfaces shall be bond beams with properly filled and cured concrete. A. All safety barricades and opening covers will be provide by Wells Concrete during the precast installation process. Once installation is complete, this becomes the responsibility of the general contractor. 2. Assuring that all structural framing to support precast/prestressed concrete is braced against horizontal displacement or any other movement during erection. 12 13

HOLLOWCORE LOAD TABLES The tables herein list allowable live loads in pounds per square foot for uniformly distributed loading. Non-uniform loading conditions resulting from point loads, line loads, openings, and cantilevers require special design consideration. The allowable load is sometimes governed by the ultimate capacity of the section. As a design aid, the ultimate moment capacities in foot-kips per foot of width are listed in the tables. Short span allowable live loads for untopped plank may be governed by the shear capacity of the section. For topped plank, the governing criterion for short spans may be the horizontal shear stress between the plank and the topping. 14 Allowable live loads for long-span, heavily reinforced sections are limited to loads that result in a bottom-tension stress equal to the cracking stress, assumed to be 7.5 (F )c. Loads beyond this limit may result in deflections that exceed the allowable value set forth in the ACI Code. The load tables are based on a plank concrete strength of 7,000 psi. Tables for topped sections are based on a topping strength of 3,000 psi and a minimum thickness of 2 inches. Maximum spans and loads shown are not absolutes. Longer spans or heavier loads may be achieved under certain conditions or different criteria than assumed in the tables. Contact Wells Concrete for design assistance. 15

8 Wells Hollowcore Load Tables Allowable load in PSF. These tables are for general descriptive purposes only. Actual design load tables are dependent on local codes and standards, material properties and product end usage. Blue shaded values are controlled by shear. Filling of cores may be requested Designation Example 8808T INDICATES COMPOSITE TOPPING NUMBER OF STRANDS STRAND DIAMETER (16THS) PLANK THICKNESS 1.5 Hour Fire Rating, No Topping (kipft.) 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 8804 0.612 72.36 340 306 278 253 231 206 182 161 142 126 112 100 89 79 71 63 8805 0.765 88.84 427 385 350 319 293 263 233 207 185 165 148 133 120 108 97 87 79 71 64 57 51 46 8807 1.071 119.6 530 486 440 392 352 318 289 263 241 222 204 189 175 161 146 133 122 101 92 83 75 68 2 Hour Fire Rating, No Topping If hollowcore can be considered restranded, use this load chart for fire ratings up to 3 hours (kipft.) 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 8804 0.612 30.01 278 234 198 168 143 122 104 89 75 63 53 44 36 1.5 Hour Fire Rating, 2 Minimum Composite Topping (kipft.) 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 8804T 0.612 92.79 431 390 356 324 295 258 227 200 176 156 138 122 108 96 85 75 65 57 50 43 37 31 8805T 0.765 112.9 546 493 447 410 372 328 289 257 228 203 182 162 145 130 117 104 93 83 74 66 59 52 8807T 1.071 149.8 687 633 569 506 452 406 367 333 304 278 255 235 214 193 175 159 145 131 119 109 99 90 2 Hour Fire Rating, 2 Minimum Composite Topping (kipft.) 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 8804T 0.612 39.12 356 299 252 213 181 153 130 109 92 77 63 51 41 32 8805T 0.765 48.32 460 390 332 284 244 210 181 156 134 115 99 84 71 60 49 40 32 8807T 1.071 65.96 660 564 485 419 365 318 279 245 215 189 167 147 129 113 99 87 75 65 55 47 39 32 3 Hour Fire Rating, 2 Minimum Composite Topping (kipft.) Estimated Camber at erection, cambers in inches 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 8804T 0.612 22.83 171 138 111 88 69 53 39 8805T 0.765 28.32 233 192 158 130 107 87 70 55 42 31 8807T 1.071 39.01 355 298 251 212 180 152 129 109 91 76 63 51 41 31 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 8804 0.19 0.21 0.23 0.24 0.26 0.27 0.27 0.27 0.27 0.26 0.24 0.22 0.18 0.14 0.09 0.02 If hollowcore can be considered restranded, use this load chart for fire ratings up to 3 hours 8805 0.25 0.28 0.31 0.33 0.36 0.38 0.4 0.41 0.42 0.42 0.42 0.41 0.4 0.37 0.33 0.29 0.23 0.16 0.07 -.07 -.15 -.28 8807 0.37 0.41 0.46 0.51 0.55 0.6 0.64 0.68 0.72 0.75 0.78 0.8 0.82 0.82 0.82 0.81 0.79 0.76 0.71 0.66 0.58 0.49 8805 0.765 37.19 359 305 260 223 192 166 144 125 108 94 81 70 60 51 43 36 8807 1.071 51.16 517 443 381 331 288 252 222 195 172 152 135 119 105 93 82 72 64 56 48 42 36 30 3 Hour Fire Rating, No Topping (kipft.) 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 8804 0.612 17.44 135 110 89 71 57 45 34 8805 0.765 21.67 183 151 125 104 86 71 58 47 37 8807 1.071 29.98 277 233 198 168 143 122 104 88 75 63 53 44 36 Selection Properties Net Area 225.78 IN2 Strength of Concrete 7,000 psi Moment of Inertia 1767.9 IN4 Unit Weight of Concrete 150 PCF Centoid From Slab Bottom 4.00 IN Ultimate Strength 270 KSI Section Modules. Top 442.22 IN3 Strand Jacking Stress 202.5 KSI Section Modules. Bottom 442.22 IN3 Strand Type Low Relaxation Web Width 12.94 IN Thermal Resistance R = 1.34 V/S Ratio 2.13 IN Sound Transmission Class STC = 50 Self Weight 63 PSF Impact Insulation Class IIC = 28 Strength at Transfer 16 17 3,500 PSI

10 Wells Hollowcore Load Tables Allowable load in PSF. These tables are for general descriptive purposes only. Actual design load tables are dependent on local codes and standards, material properties and product end usage. Blue shaded values are controlled by shear. Filling of cores may be requested. Bold or gray shaded values: live load deflection exceeds L/360 or total deflection exceeds L/240. Designation Example 10808T 1.5 Hour Fire Rating, No Topping 2 Hour Fire Rating, No Topping 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 10804 0.612 97.21 103 89 77 66 56 48 41 34 10806 0.918 142.0 316 297 279 255 234 216 199 184 171 159 148 136 124 114 105 96 88 81 74 68 62 57 52 47 43 39 10808 1.224 184.0 316 297 281 266 252 240 228 217 202 188 175 163 152 143 134 125 118 110 104 98 92 87 81 75 70 65 60 55 51 47 43 10810 1.53 221.6 316 297 281 266 252 240 228 217 208 198 190 182 174 164 154 145 136 128 120 113 107 101 95 90 85 81 76 72 68 65 61 INDICATES COMPOSITE TOPPING NUMBER OF STRANDS STRAND DIAMETER (16THS) PLANK THICKNESS 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 10804 0.612 39.94 103 89 77 66 56 48 41 34 10806 0.918 59.17 260 230 203 180 160 142 126 112 99 88 78 68 60 52 45 39 33 10808 1.224 77.87 316 297 281 266 232 208 187 169 152 137 124 112 100 90 81 73 65 58 51 45 40 34 30 10810 1.53 96.02 316 297 281 266 252 239 216 195 176 160 145 131 119 108 98 88 80 72 64 58 52 46 40 35 31 3 Hour Fire Rating, No Topping If hollowcore can be considered restranded, use this load chart for fire ratings up to 3 hours 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 10804 0.612 23.14 60 48 38 10806 0.918 34.42 123 105 90 76 64 54 45 36 10808 1.224 45.51 184 161 140 123 107 93 81 70 61 52 44 37 30 10810 1.53 56.38 245 216 190 168 149 132 117 103 91 80 71 62 54 47 40 34 1.5 Hour Fire Rating, 2 Minimum Composite Topping 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 10804 0.612 117.2 116 99 84 71 60 50 41 33 10806 0.918 169.1 389 366 336 306 279 256 235 216 199 184 167 152 139 126 115 105 95 87 79 71 64 58 52 47 41 37 32 10808 1.224 217.2 389 366 345 326 309 293 279 259 239 221 205 190 177 164 153 142 133 124 116 109 101 94 86 79 72 66 61 55 50 45 41 10810 1.53 262.3 389 366 345 326 309 293 279 259 253 241 231 221 206 192 179 167 156 146 136 128 119 112 105 99 92 87 82 76 72 67 63 2 Hour Fire Rating, 2 Minimum Composite Topping 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 10804T 0.612 49.05 116 99 84 71 60 50 41 33 10806T 0.918 72.19 308 270 238 210 185 163 144 127 111 97 85 73 63 54 45 37 30 10808T 1.224 94.35 389 366 340 303 270 242 217 194 174 156 139 125 111 99 88 78 68 60 52 44 38 31 10810T 1.53 115.4 389 366 345 326 309 293 279 258 234 211 191 173 157 142 128 116 104 94 84 75 67 59 52 45 39 33 3 Hour Fire Rating, 2 Minimum Composite Topping Estimated Camber at erection, cambers in inches 10804T 0.612 28.54 65 50 38 Selection Properties Net Area 247.99 IN2 Strength of Concrete 7,000 psi Moment of Inertia 3262.4IN4 Unit Weight of Concrete 150 PCF Centoid From Slab Bottom 5.00 IN Ultimate Strength 270 KSI Section Modules. Top 652.46 IN3 Strand Jacking Stress 202.5 KSI Section Modules. Bottom 652.46 IN3 Strand Type Low Relaxation Web Width 9.25 IN Thermal Resistance R = 1.74 V/S Ratio 2.28 IN Sound Transmission Class STC = 52 Self Weight 69.0 PSF Impact Insulation Class IIC = 33 Strength at Transfer 3,500 PSI 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 10804 0.27 0.29 0.29 0.3 0.3 0.3 0.29 0.28 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 10806T 0.918 42.28 141 120 101 84 70 57 45 35 10808T 1.224 55.64 216 187 162 140 121 104 89 76 64 54 44 35 10810T 1.53 68.59 288 252 221 195 171 150 132 116 101 88 76 65 55 46 38 31 If hollowcore can be considered restranded, use this load chart for fire ratings up to 3 hours 10806 0.48 0.51 0.54 0.57 0.6 0.62 0.64 0.66 0.67 0.67 0.67 0.66 0.65 0.62 0.59 0.55 0.49 0.43 0.35 0.26 0.16 0.04-0.09-0.24-0.41-0.59 10808 0.68 0.73 0.79 0.84 0.89 0.94 0.98 1.02 1.06 1.1 1.13 1.15 1.17 1.18 1.18 1.17 1.16 1.13 1.1 1.05 0.99 0.91 0.82 0.72 0.6 0.46 0.31 0.14-0.06-0.27-0.51 10810 0.87 0.95 1.02 1.1 1.17 1.24 1.31 1.38 1.45 1.51 1.57 1.62 1.67 1.72 1.75 1.78 1.8 1.82 1.82 1.81 1.79 1.76 1.71 1.66 1.58 1.49 1.39 1.26 1.12 0.96 0.78 18 19

12 Wells Hollowcore Load Tables Allowable load in PSF. These tables are for general descriptive purposes only. Actual design load tables are dependent on local codes and standards, material properties and product end usage. Blue shaded values are controlled by shear. Filling of cores may be requested. Designation Example 12808T 1.5 Hour Fire Rating, No Topping 12805 0.765 151 49 42 36 31 2 Hour Fire Rating, No Topping 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 12807 1.071 207 209 194 181 169 158 149 140 131 123 114 106 98 91 84 78 72 67 61 57 52 48 44 40 36 12809 1.337 256.4 209 206 197 189 182 172 161 152 143 135 127 120 113 107 101 95 90 86 81 77 62 67 63 58 54 12811 1.683 297.7 209 201 192 184 177 170 164 158 152 146 141 134 127 120 113 107 101 96 91 86 82 78 74 70 66 INDICATES COMPOSITE TOPPING NUMBER OF STRANDS STRAND DIAMETER (16THS) PLANK THICKNESS 12805 0.765 62.04 49 42 36 31 26 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 12807 1.071 86.03 135 121 109 98 88 79 70 62 55 48 42 36 31 12809 1.337 123.5 209 206 191 175 160 147 134 123 113 103 94 86 78 71 64 58 52 47 42 37 32 12811 1.683 181.6 209 201 192 184 177 170 164 158 152 146 141 134 127 120 113 107 101 96 91 86 82 78 72 66 61 3 Hour Fire Rating, No Topping If hollowcore can be considered restranded, use this load chart for fire ratings up to 3 hours 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 12805 0.765 35.94 12807 1.071 49.99 46 38 31 12809 1.337 78.99 117 105 94 84 74 66 58 51 44 38 32 12811 1.683 106.2 185 168 153 139 127 115 105 95 86 78 70 63 56 50 44 39 34 1.5 Hour Fire Rating, 2 Minimum Composite Topping 12805T.765 175.0 47 39 32 26 2 Hour Fire Rating, 2 Minimum Composite Topping Selection Properties Net Area 275.35 IN2 Strength of Concrete 7,000 psi Moment of Inertia 5352.7 IN4 Unit Weight of Concrete 150 PCF Centoid From Slab Bottom 6.00 IN Ultimate Strength 270 KSI Section Modules. Top 892.12 IN3 Strand Jacking Stress 202.5 KSI Section Modules. Bottom 892.12 IN3 Strand Type Low Relaxation Web Width 8.50 IN Thermal Resistance R = 1.91 V/S Ratio 2.47 IN Sound Transmission Class STC = 54 Self Weight 78.0 PSF Impact Insulation Class IIC = 38 Strength at Transfer 3,500 PSI 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 12807T 1.071 237.1 235 218 203 188 176 164 153 142 131 120 111 102 94 86 79 72 66 60 54 49 44 39 35 31 12809T 1.337 292.8 251 240 230 220 206 192 179 168 157 147 138 129 121 114 107 100 94 88 83 78 72 66 61 56 12811T 1.683 341.7 246 235 225 216 207 198 191 183 176 166 156 147 138 129 122 114 107 101 95 89 84 79 74 70 65 12805T.765 73.14 47 39 32 26 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 12807T 1.071 100.8 146 131 116 103 91 80 70 61 53 45 38 31 12809T 1.337 143.6 251 230 209 191 174 158 144 131 119 107 97 87 78 70 62 55 48 42 36 30 12811T 1.683 208.4 246 235 225 216 207 198 191 183 176 166 156 147 138 129 122 114 107 101 95 89 83 76 69 62 56 3 Hour Fire Rating, 2 Minimum Composite Topping Estimated Camber at erection, cambers in inches 12805T.765 42.58 12807T 1.071 58.99 43 34 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 12805 0.41 0.4 0.39 0.37 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 12809T 1.337 92.7 126 112 99 87 76 66 56 48 40 33 12811T 1.683 124.0 204 184 167 151 136 122 110 99 88 79 70 61 54 47 40 34 If hollowcore can be considered restranded, use this load chart for fire ratings up to 3 hours 12807 0.76 0.77 0.79 0.79 0.8 0.79 0.79 0.77 0.75 0.72 0.68 0.63 0.58 0.51 0.43 0.35 0.25 0.13 0.01-0.13-0.28-0.45-0.64-0.84 12809 1.05 1.08 1.12 1.15 1.17 1.19 1.21 1.22 1.22 1.22 1.2 1.18 1.16 1.12 1.07 1.01 0.95 0.87 0.77 0.67 0.55 0.42 0.27 0.1-0.08 12811 1.28 1.33 1.38 1.43 1.47 1.51 1.55 1.57 1.6 1.61 1.62 1.63 1.62 1.61 1.58 1.55 1.51 1.45 1.39 1.31 1.22 1.11 0.99 0.86 0.7 20 21

DETAILS BEARING DETAIL PRECAST WALL NON-BEARING DETAIL PRECAST WALL BEARING DETAIL MASONRY WALL BEARING DETAIL MASONRY WALL WITH CANTILEVER BEARING DETAIL MASONRY WALL NON-BEARING DETAIL MASONRY WALL BEARING & LAP CONDITION ON CMU DETAIL BEARING DETAIL PRECAST BEAM 22 23

BEARING DETAIL STEEL BEAM BEARING DETAIL STEEL BEAM THRU-BOLT DETAIL NON-BEARING DETAIL INTERIOR WALLS BEARING DETAIL STEEL BEAM WITH CANTILEVER BEARING DETAIL STEEL ANGLE 24 25

ERECTION PROCEDURES AND RECOMMENDATIONS The following recommendations are provided as a guide to assist in the proper and efficient installation of the hollowcore roof and floor assembly. Some projects may have special applications that will need to be addressed on a per-job basis. When erecting Ultra-Span, use the right tools, correct procedures, and work safely. These recommendations are furnished in the interest of good construction practice for typical installation. Job requirements and conditions will vary. Wells Concrete assumes no liability for any claim, loss, or injury arising from installation practices or procedures conducted by others, whether or not in accordance with these recommendations. If you plan to set Ultra-Span plank instead of having Wells Concrete do it, be aware of two important points: You are accepting full responsibility for installing the plank properly, including all of the work normally handled by Wells Concrete. Wells Concrete will not be responsible for any problems or damage which result from incorrect procedures once the material is loaded on your trucks or delivered to the job-site. To erect Ultra-Span with a minimum of delays and problems, follow the suggestions and instructions provided on these pages. Additional help is available from Wells Concrete. A. Pre-Erection Stage PRIOR TO SCHEDULING DELIVERY, GO OVER THIS LIST CAREFULLY 1. The erector should familiarize themselves with shop drawings (provided by Wells Concrete), the architectural and structural plans and specifications as well as the job-site conditions. Access for erectors crane and suppliers rigs should be preplanned paying close attention to overhead clearance, surface stability and underground obstacles. The general contractor is responsible for providing access to job-site. 2. Erect all materials strictly in accordance with the shop drawings. 3. Other trades should be made aware of the requirements for dimensional accuracy of supporting walls and beams, uniform level bearing surfaces and anchorage locations. 4. The general contractor must determine which point of the structure to use as a starting point and sequence of erection. This information should be given to Wells prior to scheduling delivery time so as to allow Wells to prepare a load list. 5. Coordinate delivery times with Wells Concrete and/or the trucking company in advance. 6. Check product weights and determine the crane size required. 7. Make sure access is available for the crane and trucks. 8. Determine that the proper equipment is available for erecting the plank. 9. Have all erecting equipment sized by a competent rigger. 10. Check building dimensions and lay out the job. Become familiar with plank tolerances, and note that plank will have camber, and may gain or lose in dimensions. Make sure all bearing supports are in place. 11. Review the load lists and shipping sequence with Wells Concrete. 12. Insure that the crew, crane, delivery, grout or grout materials, and required tools are coordinated with the job schedule. Ultra-Span plank can usually be hoisted directly from the delivery truck into final position on the structure in one smooth, efficient operation. The allowable off-loading time per delivery truck is one hour. Trucks can be off loaded well within this amount of time with proper coordination. A typical shipping schedule would provide for sequential delivery trucks to arrive in one- to two-hour intervals after the first. This will be coordinated between the general contractor, erector, and Wells Concrete. 13. Be sure that personnel supervising and performing the erection are qualified. 14. INSIST ON SAFE WORKING CONDITIONS AND SAFE PROCEDURES AT ALL TIMES. 26 27

B. Erection Stage - Handling and Setting Ultra-Span Ultra-Span plank must be shipped, lifted, and handled properly to ensure good results. 1. Make sure dunnage and pickup points line up when plank are being shipped or stacked. 2. To avoid unnecessary handling or stockpiling, lift and place plank directly off the truck. 3. Your plank will be delivered with the correct side up. Always handle with this side up. 4. When lifting, make sure slings or chokers are located no more than 12 inches from the ends. NEVER LIFT FROM THE MIDDLE. One exception would be a cantilevered plank. Consult Wells Concrete in this instance. 5. Never cantilever (overhang) plank unless it has been designed as a cantilever. 6. Allow sufficient bearing. Minimum bearing is shown on the approved shop drawings. 7. Place bearing strips in accordance with the shop drawings. 8. Set each plank as close as possible to its final position, allowing just enough room to remove the slings. After removing slings, skid the plank into final position against the adjacent one. 9. Split or saw plank to obtain special widths as shown on shop drawings. 10. Be sure that the plank is being set squarely. 11. Make connections carefully. Bend and place bars or make welds per shop drawings and/or construction documents. 12. Depending on individual job requirements, erector shall arrange for crane of adequate capacity with two-way cable rigging of sufficient length and capacity to handle the maximum length and weight of the hollowcore plank. 13. General contractor or responsible subcontractor shall check for readiness of structure for hollowcore units. This includes accessibility by crane, delivery trucks, checking bearing surfaces, and dimensions of shop drawings. 14. Erector shall place Ultra-Span planks on supporting structure in conformance with shop drawings. All details indicated on shop drawings must be adhered to. Any deviation must be approved by Wells Concrete engineers. 15. Erector shall notify Wells Concrete if any plank is damaged upon arrival at job-site. This will insure that the unit can be taken care of or replaced in a timely manner. 16. Hollowcore units should never be lifted into place by any means other than as shown in the Visual Installation Guide. This includes placing bars into the hollow voids, using lift trucks, etc. 17. Any notching or cutting of the units shall be done in a workmanlike manner and in accordance with the Wells plans and drawings. Notching or cutting may be necessary around building members that interfere with unit placement. If the erector is unfamiliar with hollowcore erection and cutting, call Wells Concrete for general and specific guidelines. 18. Erection shall proceed in workmanlike manner until completion of erection phase. Check for proper alignment of the plank according to the shop drawings before leveling or grouting takes place. 19. Erector shall furnish all material required for erection, leveling, grouting or patching. 20. Erector shall install bearing pads and steel hangers (when required). Bearing pad and hangers are usually furnished by Wells Concrete. C. Leveling & Grouting 1. Erector should be alert to replace defective units prior to grouting and to conduct a final check of leveling and alignment prior to grouting. 2. All keyway joints between adjacent planks should be fully grouted by erector or responsible parties with a 3:1 sand cement grout having an approximate 6-inch slump. Grout may be mixed with portable mixer or purchased from ready mix suppliers. Wheel-barrows are normally used for delivery to grout box or trough which is used to place grout in to the keyways. 3. The erector shall remove excess grout from the top of the keyway joints with care as not to effect the bonding of the composite topping, leaving a flush and finished appearance to the joint. 4. Erector shall remove excess grout from the bottom chamber portion of the plank joints. 5. Erector is responsible for cleaning up any grout that flows through keyway joint and falls to floor below. This can be greatly reduced by utilizing a foam backer rod. 6. When feathering of keyway joints is required as part of the job specifications, the erector shall taper the keyway grout pour away from the keyway so as to present a surface without sharp or noticeable vertical rises between slabs. The correction of grout shrinkage is the responsibility of the erector. 7. Erector shall properly form any openings as required to prevent grout from falling through using plywood and hilti shots or other method. 8. Prior to grouting the keyways, variations between adjacent members should be reasonably leveled out by jacking, loading or other feasible methods in accordance with recommendations provided by Wells Concrete. 9. Clear keyways of debris. 10. To assure a good bond, wet down the keyways prior to grouting. This is especially important in hot weather. 11. Make sure grout is cured prior to placing loads of construction materials on the deck. 12. Standard procedure for grouting plank keyways during cold weather is as follows: a) No grouting will be done at temperatures below 20 F. unless the desk is covered and heated. Grouting will be done when the temperature is at least 20 F (and rising), with the following precautions. Keyways must be clean and free of ice and snow. A warm grout mix with an appropriate accelerator will be used. Freezing of the grout after it has reached its initial set is acceptable, but care must be taken to insure that the in-place grout is not subjected to repeated freeze/thaw cycles. b) Above 32 degrees, normal grouting procedures will be used. 13. When concrete topping is required, the plank must be grouted first. Unless specified otherwise, the Ultra-Span deck surface must be clean and thoroughly damp with no standing water. Precautions must be taken to clean the Ultra-Span surface of all laitance. 28 29

D. Cutting Openings 1. All hole cutting should be approved by Wells Concrete. 2. Plank is designed to support the required loads with the openings shown on the approved shop drawings. Do not cut openings that are not shown. 3. Openings should not be cut until the joints are grouted and the grout has reached 85% of its design strength (normally design strength is 3,000 psi). Holes are generally laid out by the trades requiring them. 4. Holes that are drilled or cut through the voids are acceptable. Holes or openings that cannot be shifted to miss all prestressed strands must be approved by Wells. This should be done during the shop drawing process. Additional cost may be incurred if this is done after shop drawings have been engineered. E. Precautions 1. Good construction practice must be maintained during erection and related operations. 2. Do not lift planks with hooks in end cores. 3. Do not lift planks by means other than support at both ends. Units are not designed to be lifted at or near the center of the span. Lifting points shall not be more than 18 inches from each end of panel. 4. If restacking of the planks is necessary, planks must be supported only at the dunnage points at or near the ends. Dunnage must be kept in close vertical alignment and only identical units stacked together. 5. End walls or other supports should be adequately braced to accommodate temporary loads if required. 6. Planks must not be inverted or turned upside down. 7. Prestress strands must not be cut unless shown on shop drawings or approved by a Wells Concrete engineer. F. Visual Installation Guide 30 31

PCI Certified in plant operations and field installation Wells, MN / Albany, MN 800.658.7049 Maple Grove, MN / Rosemount, MN 763.425.5555 Grand Forks, ND 800.732.4261 Fargo, ND 701.478.2100 Des Moines, IA 515.981.4624 Winnipeg, MB 204.509.6383 WELLSCONCRETE.COM 32