SEQUATCHIE CONCRETE SERVICE P.O. Box 11869 Knoxville, TN 37939 2100 Sutherland Avenue Knoxville, TN 37919 Contact Greg Anderson Phone: (865) 524-3351 Direct Line: (865) 549-7645 Fax: (865) 523-6113 Email: ganderson@seqconcrete.com Precast Prestressed Hollow Core Concrete Floor and Roof Systems Design Manual In addition to Our Hollow Core Panels Sequatchie Concrete Service supplies CMU, Retaining Wall Block, Ready Mix Concrete and Many other Items. BenefitsofusingHollowCorePanels Speed of construction can reduce overall project time, cost and overhead. Provide economical and efficient floor and roof systems Fire resistance can reduce insurance cost and potential loss of life and property. Sound control creates a better environment for occupants. Costly repairs or replacement due to water damage or other types of accidents are drastically reduced compared with wood construction. Inside production facility, so weather delays do not affect schedule as does other methods. PCI Certified Plant insures a quality product manufactured under strict regulations. Ultra Span Hollow Core Panels by Sequatchie Concrete Service have an excellent sound transmission class of about 50 with out topping. Typical Hotel Floors can be erected and grouted in as little two days. Hollow Core Panels Can be used on most applications requiring a floor and roof system. Motels, Schools, Offices, Rental Properties, Elevated Ramps, Retention Pond Cover, Parking Decks, Garage Floors, Home Floors, Decks, Church Buildings, Water Treatment Plants and many more are ideal applications for hollow core panels. Section 03400Precast Prestressed Hollow Core Concrete Slabs 1.00General 1.01Description A.Work described in this section includes manufacture and installation of precast prestressed hollow core concrete slabs. B.Related work specified elsewhere: Cast-in place concrete, Structural steel, and Concrete masonry. 1.02Applicable Standards A.All precast prestressed concrete shall be designed to support the loads shown on the drawings. B.All work specified herein shall comply with the applicable portions of the following standards and codes. 1.ACI 301-84 (Revised 1987) Specifications for Structural Concrete Buildings. 2.ACI 318-89 Building Code Requirements for Structural Concrete. 3.PCI-MNL 116 Manual of Quality Control for Plant and Products of Precast. 4.2nd Edition PCI Manual for the Design of Hollow Core Slabs. 1.03Definitions: All definitions of terms and symbols shall be defined in ACI 318-89. 1.04Submittals AShop Drawings and Details 1.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. 2.Shop drawings shall be complete and shall include a layout plan, fabrication details, connec-tions and anchorage details, and member identification marks. The identification marks shall appear on the manufactured units to facilitate correct field placement. 3.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 hol-lowcore shop drawings by the general contractor and/or sub contractors during the submittal process. 4.Openings may not be cut in the field without prior approval of the precast concrete manufac-turer unless the opening can be cut in a hollow void and no prestressed strand will be cut. 5.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. 1.05Manufacturers A.Precast prestressed hollow core slabs shall be Ultra Span as manufactured by Sequatchie Concrete Service or approved equal. B.Manufacturer shall have been engaged in the business of manufacturing precast and/or prestressed concrete structural components for a period of no less than five years. C.Plant must be a PCI certified Plant and participate in the PCI plant certification program. D.Manufacturer shall further comply with MNL-116. E.The manufacturers batching plant shall comply with the requirements of ASTM C-94. 1.06Quality Control and Inspections ARelease strength must be a minimum of 3500 psi with minimum of 5000 psi at 28-day. 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 confor-mance to these specifications. 2.00Products 2.01Concrete A.Slabs shall be manufactured by 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.Mixing and delivery of concrete to the forms shall be in accordance to ASTM C-94. D.Concrete shall have minimum 28-day compressive strength of 5000 psi. E.Materials used shall conform to ACI 318-89. F.Use of calcium chloride will not be allowed. G.Finish shall be standard grade. Top of panel finish shall be as a screed finish, except where rough surface is required for composite action. 2.02Reinforcement A.Uncoated, 7-wire strand complying with ASTM A-416, Grade 270K. 2.03Cement Grout A.Minimum compressive strength of 3000 psi at 28-days. 2.04Design A.The manufacture is responsible for the design of the prestressed slabs. B.Design work shall be in accordance to ACI 318-89 with supplements. C.Design loads shall be shown on the drawings. 2.05Bearing Pads A.Install bearing pads where indicated on the shop drawings. Set pads on level and uniform bearing surface. B.Bearing pads shall be 1/8 by 3 Korolathor equal hard plastic with one side non-skid. 2.06Openings, Inserts and Fastenings A.All openings larger than 12 x 12 square shall be cut in the plant. All openings shall be located on structural drawings. B.Other openings shall be located and field drilled or cut by trade requiring them after slabs have been erected.Openings and/or cutting of prestress strand shall be approved by Architect/Engineer and Manufacturer before drilling or cutting. 3.00Execution 3.01Transporting ACare shall be exercised in the handling and transporting of precast units. B.Precast units shall be lifted with proper equipment in accordance with the manufacturer standards. C.Erector shall follow erection procedures as shown on erection drawings or contact manufacture for erection procedures. 3.02Erection A.Erection companies specializing in erecting the work of this section should have a minimum of 3 years experience. B.All prestressed concrete members shall be erected into final position and all connections completed in accordance with approval shop drawings. C.The general contractor shall be responsible to assure that all structural framing to support precast prestressed concrete is braced against horizontal displacement or any other movement during erec-tion. 3.02Grouting A.Prestressed concrete units shall be aligned and leveled prior to grouting keyway joints. B.Keyways between units shall be cleaned and filled solidly with one part portland cement to three parts sand grout mix. Grout must be placed and allowed to cure prior to any topping placement or roofing material. Grout that may have seeped through to areas below shall be removed prior to hard-ening. End of Section Ultra Span Erection Procedures and Recommendations Sequatchie Concrete Service Installation/Erection The following recommendations are provided as a guide to assist in the proper and efficient installation of the hollow core roof and floor assembly. Some projects may have special applications that will need to be ad-dressed on per job basis. 1. General Ultra Span is the trade name for the type equipment used in the manufacturing of the hollow planks as manufac-tured by "Sequatchie Concrete Service". This product utilizes an extrusion method with voids running continu-ously lengthwise. High strength steel prestressing tendons are used in predetermined locations throughout the length of the plank as required by design considerations. The plank is manufactured to a nominal 48" width as dictated by the extruding equipment. Typical units are cast in 400' long beds that are subsequently cut to lengths according to job requirements. Sides are cast with a grout key configuration and a radius bottom chamfer. This key way is not present on "ripped units" (units cut down from the standard 48" width). Widths less than 48" require special cutting or splitting as do skewed end cuts, notches, holes, etc. Plant cuts are generally restricted to the sides and ends of the plank and are limited by the shipping and handling stress con-centrations that develop in the plank as a result of the cutting. Lifting eyes and other types of embedment's are not possible due to the extrusion manufacturing process. For additional cost, Sequatchie Concrete Service can install embed weld plates into the units. However, this can only be done in the hollow void of the unit. No plates, angles or other embedment items can be placed in the "web" or sides of the units. See recommended sections for alternatives. Shipments are normally accomplished by 40' to 48' tractor-trailer rigs capable of hauling 936, 698, 647 and 571 sf of 6", 8", 10 and 12" thickness, based upon 47, 63, 68 and 77 psf respectively, which may be used in determining handling equipment capacity requirement at the jobsite and size of full shipments. 2. Pre-Erection Stage A. The erector should familiarize themselves with shop drawings(provided by Sequatchie Concrete Service), the architectural and structural plans as well as the jobsite conditions. Access for erectors crane and suppliers rigs should be pre-planned paying close attention to overhead clearance, surface and underground obstacles. The general contractor is responsible for providing access to jobsite. B. Other trades should be made aware of the requirements for dimensional accuracy of supporting walls, beams, etc. uniform level bearing surfaces and anchorage locations. C. 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 SCS prior to scheduling delivery time so as to allow SCS to pre-pare load list. D. 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 2 hours. Trucks can be off loaded well with in this amount of time with proper coordination. A typical shipping schedule would provide for sequential delivery trucks to arrivein one to two hour intervals after the first. This will be coordi-nated between general contractor, erector and SCS. E. Tool requirements that may be needed during erection of the hollow core units are listed below and should be accessible during erection. Wheel Barrow Grout Bucket (1/2 cyd) Grout Box (Trough) Ladder for access Shovel 18#Pinch or Similar Tape Measure 4 Level Grinder w/concrete discs Electric Cords Concrete finishing tools String & Chalk Line Brooms Concrete Saw Chokers (by erector) ShimMaterial Bearing Pads Leveling Plate Assemblies Patching/Leveling Materials Sledge Hammer This list does not include safety gear as may be required by OSHA, the general contractor or as site characteristics may dictate. This may include fall protection on elevated surfaces. No one should ever walk under objects that are being hoisted overhead. 3. Erection Stage A. Depending on individual job requirements, erector shall arrange for crane of adequate capacity with two ways cable rigging of sufficient length and capacity to handle the maximum length and weight of the hollow core plank. See attached drawing for correct rigging technique. B. General Contractor or responsible subcontractor shall check for readiness of structure for hollow core units. This includes accessibility by crane, delivery trucks, etc. This also includes checking bearing surfaces and di-mensions of shop drawings. C. 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 Sequatchie Concrete Ser-vice Engineers. D. Erector shall notify Sequatchie Concrete Service's hollow core manager 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. 4. Leveling Stage A. Leveling tolerances should be in accordance with PCI standards. B. Erector shall correct for differential camber in adjacent slabs within tolerances by means of jacking and lev-eling plates at appropriate locations. Leveling plates must remain in place at least 24 hours after grout is applied to keyway between adjacent planks before removal. C. The erector shall provide for minor shimming at irregular bearing joints. Shimming of short planks next to long planks will be required to correct for differential camber. A. Erector should be alert to replace defective units prior to grouting and to conduct a final check of leveling and alignment prior to grouting. B. 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" 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. E. Hollow core units should never be lifted into place by any means other than as shown in the diagram. This includes placing bars into the hollow voids, using lift trucks, etc. F. Any notching or cutting of the units shall be done in a workmanlike manner. Notching or cutting may be necessary around building members that interfere with unit placement. If the erector is unfamiliar with hollow core erection and cutting, call Sequatchie Concrete Service for general and specific guidelines. G. Erection shall proceed in workmanlike manner until completion of erection phase. Check for proper align-ment of the plank according to the shop drawings before leveling or grouting takes place. H. Erector shall furnish all material required for erection, leveling, grouting or patching. I. Erector shall install bearing pads and steel hangers (when required). Bearing pad and hangers are usually fur-nished by Sequatchie Concrete Service. 5. Grouting Stage C. The erector shall remove excess grout from top of the keyway joints using floor scrapers and shovels, leav-ing a flush and finished appearance to the joint. E. Erector is responsible to clean up any grout that flows through keyway joint and falls to floor below. This can be greatly reduced by utilizing a foam backer rod. D. Erector shall remove excess grout from the bottom chamfer portion of the plank joints. F. 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 with out sharp or noticeable vertical rises between slabs. The correction of "grout shrinkage" is the responsibility of the erector. G. Erector shall properly form any openings as required to prevent grout from falling through using plywood and hilti shots or other method. 6. Rework Stage H. To Calculate Grout Quantities Required, use the table below. Allow an additional 25% for End J oint Waste. * Based on 250 linear feet of keyway per 1000 square feet. A. Good construction practice must be maintained during erection and related operations. 7. Precautions D. 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. E. End walls or other supports should be adequately braced to accommodate temporary loads if required. F. Planks must not be inverted or turned upside down. G. Prestress strands must not be cut unless shown on shop drawings or approved by Sequatchie Concrete Services engineer. All hole cutting should be approved by Sequatchie Concrete Services Engineering. Hole cutting shall be done after the plank is set and grouted. Holes are generally laid out by the trades requiring them. Use the attached drawing as a guide on how to cut holes or openings. Holes that are drilled or cut through the voids are accept-able. Holes or openings that can not be shifted to miss all prestressed strands must be approved by SCS. This should be done during the shop drawing process. Additional cost may be incurred if this is done after shop drawings have been engineered. B. All spalls, honeycomb, air pockets and other defects in excess of 3/8" in least dimension shall be filled with appropriate materials. A. General Contractor or responsible subcontractor shall grind any irregularities. B. Do not lift planks with hooks in end cores. C. 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. 8. Hole Cutting These recommendations are furnished in the interest of good construction practice for typical installation. J ob requirements and conditions will vary. Sequatchie Concrete Service 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. Thickness of Panel (Inches)Number of Cubic Yards per 100 Lineal Feet of Keyway Number of Cubic Yards per 1000 Square Feet of Area* 6-Inch0.1410.353 8-Inch0.2200.550 10-Inch0.2680.670 12-Inch0.3440.670 9. Disclaimer Sequatchie Concrete Service 6-Inch Ultra Span Precast Prestressed Hollow Core Plank Net Area180.74 IN2 Moment of Inertia763.47 IN4 Centoid FromSlab Bottom 3.00 IN Section Modules. Top 254.49 IN3 Section Modules. Bottom 254.49 IN3 Web Width14.75 IN V/S Ratio1.76 IN Self Weight47.0 PSF Strength at Transfer3,500 PSI Strength of Concrete5,000 PSI 6-Inch Ultra Span Section and Material Properties Unit Weight of Concrete156 PCF Ultimate Steel Strength270 KSI Strand J acking Stress202.5 KSI Strand TypeLow Relaxation Grout J oint Requirements2311 FT2 / YD3 Thermal ResistanceR =1.07 UL Design NumberN/A Sound Transmission ClassSTC =48 Impact Insulation ClassIIC =23 Topping Concrete Strength: 3,000 PSI Topping Reinforcing: 6 x 6 w 1.4 x 1.4 welded wire fabric recommended Keyway Joint Grout Mix: Sand / Cement Ratio =3:1 Topping Properties 6 Inch Untopped Panel Load Table Strand Pattern Span in Feet 10111213141516171819202122232425 6US76U 445 0.2 0.3 388 0.2 0.3 328 0.2 0.3 278 0.3 0.3 238 0.3 0.3 205 0.3 0.3 178 0.3 0.3 155 0.3 0.3 136 0.3 0.3 120 0.3 0.2 105 0.3 0.1 93 0.3 0.0 82 0.2 -0.1 73 0.1 -0.2 6US96U 466 0.3 0.3 421 0.3 0.4 386 0.3 0.4 338 0.4 0.5 292 0.4 0.5 263 0.4 0.5 229 0.5 0.6 201 0.5 0.6 177 0.5 0.6 157 0.5 0.5 139 0.5 0.5 124 0.5 0.4 110 0.5 0.3 99 0.5 0.2 88 0.4 0.1 6US97U 490 0.4 0.5 445 0.4 0.6 407 0.5 0.6 374 0.5 0.7 346 0.6 0.8 311 0.7 0.8 276 0.7 0.9 242 0.8 0.9 220 0.8 1.0 203 0.9 1.0 186 0.9 1.0 166 0.9 1.0 148 0.9 0.9 133 1.0 0.9 119 0.9 0.8 6 Inch Topped Panel Load Table * Strand Pattern Span in Feet 10111213141516171819202122232425 6US76T 461 0.2 0.2 391 0.3 0.2 334 0.3 0.2 287 0.3 0.2 248 0.3 0.2 216 0.3 0.2 188 0.3 0.1 163 0.3 0.1 137 0.3 0.0 115 0.3 -0.2 6US96T 473 0.4 0.4 424 0.4 0.4 367 0.4 0.4 319 0.5 0.4 279 0.5 0.4 245 0.5 0.4 216 0.5 0.3 186 0.5 0.3 160 0.5 0.2 137 0.5 0.1 116 0.5 -0.1 6US97T 494 0.5 0.6 455 0.6 0.6 421 0.7 0.7 394 0.7 0.7 357 0.8 0.7 327 0.8 0.7 288 0.9 0.7 251 0.9 0.7 219 0.9 0.6 192 0.9 0.6 168 1.0 0.5 146 0.9 0.4 Charts are estimated camber amounts. Camber will vary due to many factors. * Topped Panels are assumed to have a 2 inch, 3,000 psi composite topping. 6US96U Depth of Unit Ultra Span Total Number of Strands Strand Diameter in Sixteenths U = Untopped / T = Topped Key to Chart 120 =Load in PSF 0.3 =Camber at Erection 0.2 =Long TermCamber Sequatchie Concrete Service 8-Inch Ultra Span Precast Prestressed Hollow Core Plank Net Area225.78 IN2 Moment of Inertia1767.9 IN4 Centoid FromSlab Bottom 4.00 IN Section Modules. Top 442.22 IN3 Section Modules. Bottom 442.22 IN3 Web Width12.94 IN V/S Ratio2.13 IN Self Weight62.2 PSF Strength at Transfer3,500 PSI Strength of Concrete5,000 PSI 8-Inch Ultra Span Section and Material Properties Unit Weight of Concrete156 PCF Ultimate Steel Strength270 KSI Strand J acking Stress202.5 KSI Strand TypeLow Relaxation Grout J oint Requirements1707 FT2 / YD3 Thermal ResistanceR =1.34 UL Design NumberJ 930 & J 931 Sound Transmission ClassSTC =50 Impact Insulation ClassIIC =28 Topping Concrete Strength: 3,000 PSI Topping Reinforcing: 6 x 6 w 1.4 x 1.4 welded wire fabric recommended Keyway Joint Grout Mix: Sand / Cement Ratio =3:1 Topping Properties 8 Inch Untopped Panel Load Table Strand Pattern Span in Feet 15161718192021222324252627282930 8US76U 326 0.3 0.3 303 0.3 0.4 276 0.3 0.4 242 0.3 0.4 213 0.3 0.4 188 0.3 0.4 167 0.4 0.4 149 0.4 0.4 133 0.4 0.4 119 0.3 0.3 106 0.3 0.3 95 0.3 0.2 86 0.3 0.1 77 0.2 0.0 69 0.2 -0.1 8US58U 323 0.3 0.5 300 0.4 0.5 280 0.4 0.6 260 0.5 0.6 244 0.5 0.6 229 0.5 0.7 211 0.5 0.7 194 0.6 0.7 177 0.6 0.7 160 0.6 0.7 144 0.6 0.7 130 0.6 0.6 118 0.6 0.6 107 0.5 0.5 97 0.5 0.4 88 0.5 0.3 8US78U 341 0.5 0.7 318 0.6 0.8 295 0.6 0.8 275 0.7 0.9 259 0.7 1.0 241 0.8 1.0 229 0.9 1.1 215 0.9 1.2 203 1.0 1.2 195 1.0 1.2 180 1.0 1.3 168 1.1 1.3 157 1.1 1.3 144 1.1 1.3 135 1.1 1.3 126 1.1 1.2 8 Inch Topped Panel Load Table * Strand Pattern Span in Feet 15161718192021222324252627282930 8US76T 420 0.3 0.3 387 0.3 0.3 347 0.3 0.3 304 0.3 0.3 267 0.3 0.3 235 0.3 0.3 208 0.4 0.2 184 0.4 0.2 164 0.4 0.2 146 0.3 0.1 130 0.3 0.0 116 0.3 -0.1 8US58T 414 0.3 0.4 384 0.4 0.4 357 0.4 0.4 333 0.5 0.4 310 0.5 0.5 293 0.5 0.5 274 0.5 0.5 245 0.6 0.5 219 0.6 0.4 196 0.6 0.3 177 0.6 0.3 159 0.6 0.3 143 0.6 0.2 126 0.5 0.1 110 0.5 -0.1 8US78T 435 0.5 0.6 402 0.6 0.6 375 0.6 0.7 348 0.7 0.7 325 0.7 0.8 305 0.8 0.8 288 0.9 0.8 273 0.9 0.9 257 1.0 0.9 245 1.0 0.9 232 1.0 0.9 220 1.1 0.8 207 1.1 0.8 186 1.1 0.7 167 1.1 0.7 149 1.1 0.6 Charts are estimated camber amounts. Camber will vary due to many factors. * Topped Panels are assumed to have a 2 inch, 3,000 psi composite topping. 8US76U Depth of Unit Ultra Span Total Number of Strands Strand Diameter in Sixteenths U = Untopped / T = Topped Key to Chart 106 =Load in PSF 0.3 =Camber at Erection 0.3 =Long TermCamber Sequatchie Concrete Service 10-Inch Ultra Span Precast Prestressed Hollow Core Plank Net Area247.99 IN2 Moment of Inertia3262.4 IN4 Centoid FromSlab Bottom 5.00 IN Section Modules. Top 652.46 IN3 Section Modules. Bottom 652.46 IN3 Web Width9.25 IN V/S Ratio2.28 IN Self Weight68.0 PSF Strength at Transfer3,500 PSI Strength of Concrete5,000 PSI 10-Inch Ultra Span Section and Material Properties Unit Weight of Concrete156 PCF Ultimate Steel Strength270 KSI Strand J acking Stress202.5 KSI Strand TypeLow Relaxation Grout J oint Requirements1399 FT2 / YD3 Thermal ResistanceR =1.74 UL Design NumberJ 930 & J 931 Sound Transmission ClassSTC =52 Impact Insulation ClassIIC =33 Topping Concrete Strength: 3,000 PSI Topping Reinforcing: 6 x 6 w 1.4 x 1.4 welded wire fabric recommended Keyway Joint Grout Mix: Sand / Cement Ratio =3:1 Topping Properties 10 Inch Untopped Panel Load Table Strand Pattern Span in Feet 25262728293031323334353637383940 10US58U 197 0.5 0.6 179 0.5 0.6 162 0.5 0.6 148 0.5 0.6 134 0.5 0.5 122 0.5 0.5 112 0.4 0.4 102 0.4 0.3 93 0.4 0.2 85 0.3 0.1 77 0.2 0.0 70 0.2 -0.1 10US78U 212 0.8 1.1 202 0.9 1.1 193 0.9 1.1 185 0.9 1.1 174 0.9 1.1 165 0.9 1.1 153 1.0 1.1 144 1.0 1.1 136 1.0 1.1 129 0.9 1.0 119 0.9 1.0 113 0.9 0.9 104 0.8 0.8 96 0.8 0.6 89 0.7 0.5 82 0.6 0.3 10US88U 218 1.0 1.3 208 1.0 1.3 199 1.1 1.4 188 1.1 1.4 180 1.2 1.4 174 1.2 1.4 165 1.2 1.5 153 1.2 1.5 145 1.2 1.4 135 1.2 1.4 128 1.2 1.4 122 1.2 1.3 115 1.2 1.2 106 1.2 1.2 101 1.1 1.0 96 1.1 0.9 10 Inch Topped Panel Load Table * Strand Pattern Span in Feet 25262728293031323334353637383940 10US58T 237 0.5 0.4 219 0.5 0.4 198 0.5 0.3 180 0.5 0.3 163 0.5 0.2 148 0.5 0.1 134 0.4 0.0 120 0.4 -0.1 10US78T 252 0.8 0.8 240 0.9 0.8 228 0.9 0.8 218 0.9 0.8 208 0.9 0.8 196 0.9 0.7 189 1.0 0.7 181 1.0 0.6 165 1.0 0.5 150 0.9 0.4 135 0.9 0.3 122 0.9 0.2 109 0.8 0.0 97 0.8 -0.2 10US88T 258 1.0 1.0 246 1.0 1.0 234 1.1 1.0 221 1.1 1.0 211 1.2 1.0 202 1.2 1.0 195 1.2 1.0 184 1.2 0.9 178 1.2 0.9 172 1.2 0.8 158 1.2 0.7 144 1.2 0.6 130 1.2 0.4 118 1.2 0.3 107 1.1 0.1 96 1.1 -0.1 Charts are estimated camber amounts. Camber will vary due to many factors. * Topped Panels are assumed to have a 2 inch, 3,000 psi composite topping. 77 =Load in PSF 0.2 =Camber at Erection 0.0 =Long TermCamber 10US58U Depth of Unit Ultra Span Total Number of Strands Strand Diameter in Sixteenths U = Untopped / T = Topped Key to Chart Sequatchie Concrete Service 12-Inch Ultra Span Precast Prestressed Hollow Core Plank Net Area275.34 IN2 Moment of Inertia5352.7 IN4 Centoid FromSlab Bottom 6.00 IN Section Modules. Top 892.12 IN3 Section Modules. Bottom 892.12 IN3 Web Width8.50 IN V/S Ratio2.47 IN Self Weight77.0 PSF Strength at Transfer3,500 PSI Strength of Concrete5,000 PSI 12-Inch Ultra Span Section and Material Properties Unit Weight of Concrete156 PCF Ultimate Steel Strength270 KSI Strand J acking Stress202.5 KSI Strand TypeLow Relaxation Grout J oint Requirements1161 FT2 / YD3 Thermal ResistanceR =1.91 UL Design NumberN/A Sound Transmission ClassSTC =54 Impact Insulation ClassIIC =38 Topping Concrete Strength: 3,000 PSI Topping Reinforcing: 6 x 6 w 1.4 x 1.4 welded wire fabric recommended Keyway Joint Grout Mix: Sand / Cement Ratio =3:1 Topping Properties 12 Inch Untopped Panel Load Table Strand Pattern Span in Feet 30313233343536373839404142434445 12US58U 151 0.5 0.6 143 0.5 0.6 138 0.5 0.6 128 0.5 0.5 118 0.5 0.5 108 0.5 0.4 100 0.4 0.4 92 0.4 0.3 84 0.3 0.2 78 0.3 0.1 71 0.2 -0.1 12US78U 163 0.9 1.2 155 1.0 1.2 150 1.0 1.2 143 1.0 1.2 136 1.0 1.2 133 1.0 1.2 127 1.0 1.2 121 1.0 1.1 115 1.0 1.1 110 1.0 1.0 105 1.0 1.0 98 0.9 0.9 93 0.9 0.8 86 0.8 0.7 82 0.7 0.5 78 0.7 0.3 12US88U 169 1.1 1.4 161 1.2 1.5 153 1.2 1.5 149 1.2 1.5 142 1.3 1.5 136 1.3 1.6 130 1.3 1.6 127 1.3 1.5 121 1.3 1.5 116 1.3 1.5 114 1.3 1.4 107 1.3 1.4 102 1.3 1.3 95 1.2 1.2 91 1.2 1.1 84 1.1 1.0 12 Inch Topped Panel Load Table * Strand Pattern Span in Feet 30313233343536373839404142434445 12US58T 167 0.5 0.4 160 0.5 0.3 151 0.5 0.3 139 0.5 0.2 127 0.5 0.1 116 0.5 0.0 106 0.4 -0.1 12US78T 179 0.9 0.9 172 1.0 0.8 163 1.0 0.8 158 1.0 0.8 150 1.0 0.8 142 1.0 0.7 138 1.0 0.6 131 1.0 0.6 128 1.0 0.5 122 1.0 0.4 116 1.0 0.3 113 0.9 0.1 102 0.9 -0.1 12US88T 185 1.1 1.1 175 1.2 1.1 169 1.2 1.1 161 1.2 1.1 156 1.3 1.1 148 1.3 1.0 141 1.3 1.0 137 1.3 0.9 131 1.3 0.9 125 1.3 0.8 122 1.3 0.7 117 1.3 0.6 111 1.3 0.4 106 1.2 0.3 103 1.2 0.1 94 1.1 -0.1 Charts are estimated camber amounts. Camber will vary due to many factors. * Topped Panels are assumed to have a 2 inch, 3,000 psi composite topping. 12US58U Depth of Unit Ultra Span Total Number of Strands Strand Diameter in Sixteenths U = Untopped / T = Topped Key to Chart 78 =Load in PSF 0.3 =Camber at Erection 0.1 =Long TermCamber Wall Sections The attached sections are intended for aiding in the design of the building layout and general wall connections. These are recommendations and examples; Sequatchie Concrete Service is not responsible for building design, attachment to wall and conformance to local and state codes. This should be done by an engineer registered in the local state. Sections are general in nature, questions concerning special needs or special applications should be directed to the engineering department of Sequatchie Concrete Service. Sequatchie Concrete Service will work with the project owners, contractor, architects and engineer to provide specific detailed sections for your project. Openings for electrical, plumbing, etc. that will require the cutting of prestressing strands must be shown on shop drawing submittals and engineered for. Under no circumstances can any prestressing strands be cut with out approval by the engi-neering department of Sequatchie Concrete Service. It is not advisable to cut more than 2' out of any full width (4'-0" nominal) plank. Openings that are greater than 4' in width must use a steel hanger. Up to a 4'-0" opening can be cut by taking up to 2'-0" out of two adjacent planks. The opening must be centered on the plank joint. Some situations may require the use of a steel hanger even if the opening is not 4'-0" wide due to loading conditions. Openings must be clearly marked and dimen-sioned on drawings so as to allow plank engineering to incorporate the openings into the design. Notches around columns, beams, laminated beams, etc. can be field notched by utilization of a clip angle for plank bearing. The minimum recommended bearing for prestressed precast hollow core planks is 3-inches. No bearing is required in the span direction of the plank. Planks are designed to clear span distances with no in-termediate supports. The supporting structure must have a solid, level bearing surface to insure load distribution. Planks can be cantilevered, but cantilever length is dependent upon loading requirements. All cantilever situations should be submitted to Sequatchie Concrete Service for verification during design stages of the project. Buildings should be designed in accordance with local and state building codes for fire, earth quake, etc. Plank should be made an integral part of the building structure and attached to walls as required by codes as with any building system. Typical Hollow Core Connection DetailsCMU CMU CONNECTIONCMU CONNECTION CMU CONNECTION W/ STUD WALLCMU CONNECTION CMU CONNECTIONSTUD WALLCMU CONNECTIONDOUBLE BRG DETAILS ARE FOR GENERAL INFORMATION & DESIGN. CONTACT GREG ANDERSON AT SEQUATCHIE CONCRETE SERVICE FOR SPECIFIC DETAILS PERTAINING TO YOUR PROJ ECT Typical Hollow Core Connection DetailsCMU CMU CONNECTIONDOUBLE BRGCMU CONNECTIONNO LAP CMU CONNECTIONPLATECMU CONNECTIONBRG ANGLE CMU CONNECTIONNON BRG WALLCMU CONNECTIONCANTILEVER DETAILS ARE FOR GENERAL INFORMATION & DESIGN. CONTACT GREG ANDERSON AT SEQUATCHIE CONCRETE SERVICE FOR SPECIFIC DETAILS PERTAINING TO YOUR PROJ ECT Typical Hollow Core Connection DetailsCMU CMU CONNECTIONSHEAR WALLCMU CONNECTIONOPP. DIRECTION CMU CONNECTIONDIFF BRG ELEVCMU CONNECTIONHANDRAIL CMU CONNECTIONSLOPED SOFFITCMU CONNECTIONSLOPED DETAILS ARE FOR GENERAL INFORMATION & DESIGN. CONTACT GREG ANDERSON AT SEQUATCHIE CONCRETE SERVICE FOR SPECIFIC DETAILS PERTAINING TO YOUR PROJ ECT Typical Hollow Core Connection DetailsCMU CMU CONNECTIONBALCONYCMU CONNECTIONOVERHANG CMU CONNECTIONBRICK LEDGECMU CONNECTIONFLOOR TRUSS CMU CONNECTIONBEAMCMU CONNECTIONFLOOR TRUSS DETAILS ARE FOR GENERAL INFORMATION & DESIGN. CONTACT GREG ANDERSON AT SEQUATCHIE CONCRETE SERVICE FOR SPECIFIC DETAILS PERTAINING TO YOUR PROJ ECT Typical Hollow Core Connection DetailsPrecast POURED WALLBENT BARPOURED WALLEMBED PLATE POURED WALLLAP W/PLATEPOURED WALLBENT BAR PRECAST BEAMEMBED PLATEPRECAST BEAMEMBED PLATE DETAILS ARE FOR GENERAL INFORMATION & DESIGN. CONTACT GREG ANDERSON AT SEQUATCHIE CONCRETE SERVICE FOR SPECIFIC DETAILS PERTAINING TO YOUR PROJ ECT Typical Hollow Core Connection DetailsPrecast POURED WALLW/BRG LEDGEPOURED WALLLAP W/PLATE POURED WALLW/BRG ANGLEPRECAST BEAMFLAT PLATE SUPERIOR WALL SYSTEMW/BOLTICF WALL SYSTEMBENT BAR DETAILS ARE FOR GENERAL INFORMATION & DESIGN. CONTACT GREG ANDERSON AT SEQUATCHIE CONCRETE SERVICE FOR SPECIFIC DETAILS PERTAINING TO YOUR PROJ ECT Typical Hollow Core Connection DetailsSteel STEEL BEAMEMBED & FLAG PLATESTEEL BEAMDIRECTIONAL CHANGE STEEL BEAMEND CONDITIONSTEEL BEAMW/STEEL TUBE STEEL BEAMU BAR & METAL STUDSTEEL BEAMW/PLATE & CANTILEVER DETAILS ARE FOR GENERAL INFORMATION & DESIGN. CONTACT GREG ANDERSON AT SEQUATCHIE CONCRETE SERVICE FOR SPECIFIC DETAILS PERTAINING TO YOUR PROJ ECT Typical Hollow Core Connection DetailsSteel STEEL BEAMW/L NOTCH & U BARSTEEL BEAMCMU WALL @ END STEEL TBRICK LEDGEDOUBLE ANGLEPLATE STANDARD GROUT JOINTHSS W/BOTTOM PLATE DETAILS ARE FOR GENERAL INFORMATION & DESIGN. CONTACT GREG ANDERSON AT SEQUATCHIE CONCRETE SERVICE FOR SPECIFIC DETAILS PERTAINING TO YOUR PROJ ECT Flag Plate Connection Details 6 INCH FLAG PLATE DETAIL 8 INCH FLAG PLATE DETAIL 10 INCH FLAG PLATE DETAIL 12 INCH FLAG PLATE DETAIL DETAILS ARE FOR GENERAL INFORMATION & DESIGN. CONTACT GREG ANDERSON AT SEQUATCHIE CONCRETE SERVICE FOR SPECIFIC DETAILS PERTAINING TO YOUR PROJ ECT OpeningsCore Drilling and Cutting Large Openings Using Steel Hangers Proper Joint Grouting and Material Requirements Typical Method for Radius Panels 3D Building Section Sequatchie Concrete Service Manufactures Precast Specialty Beams and Out-Riggers. Sequatchie Concrete Service Manufactures Precast Specialty Lintels. Job Site Photos Hollow Core Panels Bearing on Steel with Cantilevered Walkway Hollow Core Parking Deck over a Retention Pond Job Site Photos Hollow Core Panels Bearing Precast Wall Panels Hollow Core Panels Bearing on Precast Walls and Steel Beams Job Site Photos Use of a Steel Hanger and Metal Decking to create a chase for electrical and plumbing Hollow Core Panels at Exterior Deck Job Site Photos Hollow Core Panel and Precast Beams by Sequatchie Concrete Service