TECHNICAL GUIDE FOR PRECAST PRESTRSSED CONCRETE HOLLOW CORE PLANK

Transcription

1 TECHNICAL GUIDE FOR PRECAST PRESTRSSED CONCRETE HOLLOW CORE PLANK COMMERCIAL INDUSTRIAL AGRICULTURAL INSITUTIONAL

2 Table of Contents Introduction... 1 Manufacturing Process...1 Load Table Design Criteria...1 Plank Design Considerations...1 Fire Ratings... 2 Sound Ratings... 2 Tolerances... 3 Load Tables Details

3 Introduction The purpose of this technical guide is to provide assistance in selecting and detailing precast hollow core plank manufactured by Silverstone Precast Inc.. Additional information and standard specifications are available at silverstoneprecast.ca The load tables presented herein are intended as a guide only. Final design is determined by our engineering department based on infor-mation presented in the final plans and specifications. To ensure the optimum selection for your application, please contact us for assistance. Although care has been taken to provide the most accurate data possible, Silverstone Precast Inc. does not assume responsibility for errors and omissions. The Manufacturing Process Elematic is a machine extruded, precast, prestressed hollow core plank. Standard widths are 48 inches and thickness of 8,10 and 12 inches. High strength prestressing strands are cast into the planks at the spacing and location required for the given span, loading and fire cover conditions. The planks are cut to length for each project using a diamond-blade saw. After the planks are cut, they are removed from the casting beds and placed into storage. All Elematic materials equal or exceed the requirements of applicable ASTM specifications. The concrete mix is designed to have release strength of 3,000 psi or 3,500 psi, and a 28-day compressive strength of 5,000 psi. The prestressing strands are uncoated, seven wire, low relaxation with a minimum ultimate strength of 270 ksi. Load Table Design Criteria 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 usually governed by the ultimate capacity of the section. As a design aid, the ultimate moment capacities in governing criterion for short spans may be the horizontal shear stress between the plank and the topping. Allowable live loads for long-span, heavily reinforced sections are limited to loads that result in a bottom-tension stress equal to the crack-ing stress. 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 5,000 psi. Tables for topped sections are based on a topping strength of 3,500 psi and 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 us if you need assistance. 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: Fire Rating The fire rating requirement should be clearly specified in the contract documents. Loading Conditions Specify all uniform loading requirements on structural plans. Identify line and point loads resulting from bearing walls, masonry walls, face brick, 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. Plank supporting stairs require special loading considerations. Large openings or closely spaced groups of smaller openings will reduce the plank load carrying capacity. Topping Specify whether or not concrete topping is to be composite. Composite action requires the topping to be bonded to the top surface of the plank. Topping separated by a vapor barrier or insulation is non-composite and must be considered a superimposed load. Large cambers resulting from long spans and/or heavy loads will affect the quantity of topping, assuming a level floor is required. Two inches of composite topping at mid span is minimal, and additional thickness at the ends of the plank may be required to maintain level floor elevations. Camber Camber is inherent in all prestressed products. It is the result of the eccentric prestress force required to resist design loads, and cannot be designed in, out, or to an exact number. The amount of camber will depend upon the span, design loads and thickness of plank. Planks stored in the yard for more than 6 weeks, usually due to construction schedule changes, will experience more camber growth. Adjacent plank of dissimilar length, strand pattern or with openings will have inherent camber differences. Silverstone Precast Inc.Hollow Core PLank Technical Guide 1

4 Fire Rating Fire rating specifications are as important as all other design parameters. Plank rating requirements are determined by the Architect or Engineer of Record, who is also responsible for establishing the fire rating criteria for the total project. Three methods generally for determining hollowcore plank fire-resistive ratings are: International Building Code 2. Rational analysis as defined by PCI MNL 124, Design for Fire Resistance of Precast Concrete 3. Underwriters Laboratories Fire Resistive Ratings International Building Code IBC Fire Rating The IBC code prescribes fire ratings to any hollowcore plank section. Since 2000, the IBC code has replaced the BOCA, SBC and UBC model codes in many states. The two criteria that are measured to determine the fire rating are: 1. Equivalent concrete thickness 4. inches is required for 2 hrs 2. Bottom strand cover ¾" cover is required for 2 hrs (restrained condition) Underwriters Laboratories Fire Resistive Ratings Prior to codes including prescriptive fire-endurance rating methods, fire tests provided the primary source of ratings classifications. While some plank sections were fire tested, others can be evaluated by UL to qualify for existing UL numbers. The table below lists the UL ratings available with Elematic plank. Note that these ratings are dependent upon whether or not the ends of the planks are restrained. Determination of the restraint must be made by the Architect or the Engineer of Record, as it is primarily a function of the support structure. UL Number Restrained Rating (Hour) Unrestrained Plank Thickness (inch) Topping Thickness (inch) J994 1½ 1½ 8,10,12 0 J ½ 8,10,12 ½ Gypcrete J ½ 8,10, / 8 Topping J ½ 8, 10, / 8 Topping Fire Ratings by Rational Analysis PCI MNL 124 defines the rational analysis method for determining the fire rating of precast, prestressed members. It is useful when a fire rating cannot be obtained by either of the two previous methods. Actual practice has shown that this method is very conservative and that the span of the hollowcore plank will have to be reduced (approx. 10% to 20%) to achieve the same fire rating from both IBC and UL. In using this method, the reduced strength of the prestressed strands at elevated temperatures is determined and the resulting moment capacities are compared to that required for service loads. Strand temperatures are based on the amount of concrete cover and the standard fire exposure as defined by the time-temperature relationship specified in ASTM E119. Fire ratings will also be improved if the plank assembly is restrained against thermal expansion. It should be noted that the only universally accepted definition of full restraint is an interior bay of a multi-bay building. Sound Ratings The following tables contain values for the Sound Transmission Class (STC) and the Impact Insulations Class (IIC) of various floor systems utilizing Elematic hollowcore plank. Sound Transmission Class (STC) The values for the Sound Transmission Sound Transmission Class (STC) Class were determined by tests which Elematic 51 were in accordance Elematic + Topping 54 with ASTM E90. The H Heavy Elematic 51 STC is a measure (in decibels) of the ease H Heavy Elematic + Topping 55 at which air-borne sound is transmitted through a floor system. The larger the value of the STC for a given system, the greater the sound insulation. 10" Elematic 10" Elematic + Topping 1 Elematic 1 Elematic + Topping Impact Insulation Class (IIC) The values for the Impact Insulation Class (IIC) were determined by tests which were in accordance with ASTM ES492. The Impact Insulation Class is the resistance to impact noise transmission and is highly dependent on the floor surface and structural connection details. As with the STC, the higher IIC values are more desirable. Types of Floor Systems Impact Insulation Class (IIC) Rating Hollowcore Plank 28 Hollowcore Plank + ½" wood block flooring adhered directly Hollowcore Plank vinyl tile 50 Hollowcore Plank + quarry tile w/reinforced mortar bed with 0.4" nylon and carbon black spinneret matting. Hollowcore Plank + pad & carpet 73 Add Acoustical Ceiling Silverstone Precast Inc. Hollow Core Plank Technical Guide

5 Production and Erection Tolerances: (Reprinted from PCI Manual for the Design of Hollowcore Slabs) Product Tolerances: Hollowcore Slabs a = Length...± 1 /2 in. b = Width...± 1 /4 in. c = Depth...± 1 /4 in. d t = Top flange thickness Top flange area defined by the actual measured values of average d t x b shall not be less than 85% of the nominal area calculated by d t nominal x b nominal. d b = Bottom flange thickness Bottom flange area defined by the actual measured values of average d b x b shall not be less than 85% of the nominal area calculated by d b nominal x b nominal. e = Web thickness The total cumulative web thickness defined by the actual measured value of e shall not be less than 85% of the nominal cumulative width calculated by e nominal. f = Blockout location... ±2 in. g = Flange angle... 1 /4 in. per 12 in., 1 /2 in. max h = Variation from specified end squareness or skew...± 1 /2 in. i = Sweep (variation from straight line parallel to centerline of member)...± 3 /8 in. j = Center of gravity of strand group The CG of the strand group relative to the top of the plank shall be within ± 1 /4 in. of the nominal strand group CG. The position of any individual strand shall be with ± 1 /2 in. of nominal vertical position and ± 3 /4 in. of nominal horizontal position and shall have a minimum cover of ± 3 /4 in. k = Position of plates... ±2 in. l = Tipping and flushness of plates...± 1 /4 in. m = Local smoothness...± 1 /4 in. in 10 ft. (does not apply to top deck surface left rough to receive a topping or to visually concealed surfaces) Plank weight: Excess concrete material in the plank internal features is within tolerance as long as the measured weight of the individual plank does not exceed 110% of the nominal published unit weight used in the load capacity calucation. n = Applications requiring close control of differential camber between adjacent membes of the same design should be discussed in detail with the producer to determine applicable tolerances. Erection Tolerances: Hollowcore Floor & Roof Members a = Plan location from building grid datum... ±1 in. a 1 = Plan location from centerline of steel 1... ±1 in. b = Top elevation from nonminal elevation at member ends Covered with topping...± 3 /4 in. Untopped floor...± 1 /4 in. Untopped roof...± 3 /4 in. c = Maximum jog in alighment of matching edges (both topped and untopped construction)... ±1 in. d = Joint width 0 to 40 ft. member length...± 1 /2 in. 41 to 60 ft. member length...± 3 /4 in. 61 ft. plus... ±1 in. e = Differential top elevation as erected Covered with topping... 3 /4 in. Untopped floor... 1 /4 in. Untopped roof /4 in. f = Bearing length 3 (span direction)...± 3 /4 in. g = Differential bottom elevation of exposed hollowcore slabs /4 in. 1 For precast concrete erected on a steel frame building, this tolerance takes precedence over tolerance on dimension a. 2 It may be necessary to feather the edges to ± 1 /4 in. to properly apply some roof membranes. 3 This is a setting tolerance and should not be confused with structural performance requirements set by the architect/engineer. 4 Untopped installation will require a larger tolerance here. silverstone Precast Inc. Hollow Core plank Technical Guide 3

6 ELEMATIC Hollow core Plank 2 11/3 6 3/3 1 11/3 21/3 1/ 5/1 R3 3/1 31/3 25/3 3 3/4" 5 29/3 1 31/3 1 1/ 1 5 1/ E x 4 SECTION WITH NO TOPPING UNIFORMLY DISTRIBUTED SUPERIMPOSED* LOAD IN LBS. PER SQ. FT. Standard Designation 7-Wire 270 Lolax P/S Strand Combination P/S Strand Area Sq. In. Ultimate Bending Moment, o Mn Kip-Ft. per Unit SIMPLE SPAN IN FEET o Vcw in Kips per Unit 20_ /1o _ /1o _ /1o _ /o _ /o * _ /1o INCLUDES THE LIVE LOAD PLUS ANY DEAD LOAD THAT IS ADDITIONAL TO THE WEIGHT OF THE BARE GROUTED PLANKS IN PLACE NOTES 1. Design Standard: ACI For complete and detailed calculations consult Silverstone Precast Inc. 3. For longer spans, heavier loads, or special conditions, consult Silverstone Precast Inc. 4. The table indicates maximum safe loads. Camber and 5. deflection must always be investigated by the architect, and/or engineer for the contemplated loading and span so that these factors are compatible with the contiguous materials in the proposed structure. Values to the left and below the heavy stepped line are controlled by shear. 6. Shaded region indicates expected camber greater than 1". 7 1/ 4'-0" 7 1/ Grouted weight of plank is 54 lbs. per sq. ft. f'c = 5,000 psi f'ci = 3,000 psi Area = 207 in. f'pu = 270, 000 psi I = 1,580 in. 4 2 bw = 10.0 in. 4 Silverstone PRecast Inc. Hollow Core PLank Technical Guide

7 ELEMATIC Hollow core Plank 2 11/3 6 3/3 1 11/3 1/ 21/3 5/1 1 1/ R3 3/1 25/3 3 3/4" 31/3 5 29/ / 1 31/3 E x 4 SECTION WITH TOPPING (3500 PSI) UNIFORMLY DISTRIBUTED SUPERIMPOSED* LOAD IN LBS. PER SQ. FT. Standard Designation 7-Wire 270 Lolax P/S Strand Combination P/S Strand Area Sq. In. Ultimate Bending Moment, o Mn Kip-Ft. per Unit SIMPLE SPAN IN FEET o Vcw in Kips per Unit 20_08704T 4-7/1o _08705T 5-7/1o _08706T 6-7/1o _08707T 7-7/1o _08806T 6-1/o _08807T 7-1/o *INCLUDES THE LIVE LOAD PLUS ANY DEAD LOAD THAT IS ADDITIONAL TO THE WEIGHT OF THE BARE GROUTED PLANKS & TOPPING NOTES 1. Design Standard: ACI For complete and detailed calculations consult silverstone Precast Inc. 3. For longer spans, heavier loads, or special conditions, consult Silverstone PRecast Inc. The table indicates maximum safe loads. Camber and deflection must always be investigated by the architect, and/or engineer for the contemplated loading and span so that these factors are compatible with the contiguous materials in the proposed structure. Values to the left and below the heavy stepped line are controlled by shear. 6. Shaded region indicates expected camber greater than 1". 7 1/ 4'-0" 7 1/ Grouted weight of plank & topping is = 79 lbs. per sq. ft. f'c = 5,000 psi f'ci = 3,000 psi f'pu = 270,000 psi Ic = 3,072 in. 4 Area = 207 in. 2 bw = 10.0 in. ww.silverstoneprecast.ca Silverstone Precast Inc. Hollow core Plank Technical Guide 5

8 Heavy ELEMATIC Hollow core Plank 2 21/3 5 1/ 1 15/1 31/3 1/ 5/1 1 25/3 3 3/4" 31/3 5 21/3 5 1/ 1 31/3 1 H x 4 SECTION WITH NO TOPPING UNIFORMLY DISTRIBUTED SUPERIMPOSED* LOAD IN LBS. PER SQ. FT. Standard Designation 7-Wire 270 Lolax P/S Strand Combination P/S Strand Area Sq. In. Ultimate Bending Moment, o Mn Kip-Ft. per Unit SIMPLE SPAN IN FEET o Vcw in Kips per Unit 30_ /1o _ /1o _ /1o _ /1o _ /o _ /o * INCLUDES THE LIVE LOAD PLUS ANY DEAD LOAD THAT IS ADDITIONAL TO THE WEIGHT OF THE BARE GROUTED PLANKS IN PLACE NOTES R3 15/1 1. Design Standard: ACI R3 15/1 2. For complete and detailed calculations consult Silverstone Precast INc. 3. For longer spans, heavier loads, or special conditions, consult Silverstone Precast Inc. The table indicates maximum safe loads. Camber and deflection must always be investigated by the architect, and/or engineer for the contemplated loading and span so that these factors are compatible with the contiguous materials in the proposed structure. Values to the left and below the heavy stepped line are controlled by shear. 6. Shaded region indicates expected camber greater than 1". 7 1/ 4'-0" Grouted weight of plank is 60 lbs. per sq. ft. 7 1/ f'c = 5,000 psi f'ci = 3,000 psi Area = 230 in. f'pu = 270, 000 psi I = 1,667 in. 4 2 bw = in. 6 Silverstone Precast INc.Hollow core Plank Technical Guide

9 Heavy ELEMATIC Hollow core Plank 2 21/3 5 1/ 1 15/1 31/3 1/ 5/1 31/3 25/3 3 3/4" 5 21/3 1 31/ / H x 4 SECTION WITH TOPPING (3500 PSI) UNIFORMLY DISTRIBUTED SUPERIMPOSED* LOAD IN LBS. PER SQ. FT. Standard Designation 7-Wire 270 Lolax P/S Strand Combination P/S Strand Area Sq. In. Ultimate Bending Moment, o Mn Kip-Ft. per Unit SIMPLE SPAN IN FEET o Vcw in Kips per Unit 30_08704T 4-7/1o _08705T 5-7/1o _08706T 6-7/1o _08707T 7-7/1o _08806T 6-1/o _08807T 7-1/o *INCLUDES THE LIVE LOAD PLUS ANY DEAD LOAD THAT IS ADDITIONAL TO THE WEIGHT OF THE BARE GROUTED PLANKS & TOPPING NOTES R3 15/1 1. Design Standard: ACI R3 15/1 2. For complete and detailed calculations consult Silverstone PRecast Inc. 3. For longer spans, heavier loads, or special conditions, consult Silverstone Precast Inc. The table indicates maximum safe loads. Camber and deflection must always be investigated by the architect, and/or engineer for the contemplated loading and span so that these factors are compatible with the contiguous materials in the proposed structure. Values to the left and below the heavy stepped line are controlled by shear. 6. Shaded region indicates expected camber greater than 1". 7 1/ 4'-0" 7 1/ Grouted weight of plank & topping is = 85 lbs. per sq. ft. f'c = 5,000 psi f'ci = 3,000 psi f'pu = 270,000 psi Ic = 3,143 in. 4 bw = in. Area = 230 in. 2 Inc.ca Silverstone Precast INc. Hollow core Plank Technical Guide 7

10 ELEMATIC Hollow core Plank 2 3/4" 7 1/4" 1 19/3 7 1/4" 4 13/3 8 13/ /3 1/ 5/1 1 3/1 25/3 5 3/4" 7 1/4" 1 31/ " E10" x 4 SECTION WITH NO TOPPING UNIFORMLY DISTRIBUTED SUPERIMPOSED* LOAD IN LBS. PER SQ. FT. Standard Designation 7-Wire 270 Lolax P/S Strand Combination P/S Strand Area Sq. In. Ultimate Bending Moment, o Mn Kip-Ft. per Unit SIMPLE SPAN IN FEET o Vcw in Kips per Unit 20_ _ /1o /1o _ /o _ /1o * INCLUDES THE LIVE LOAD PLUS ANY DEAD LOAD THAT IS ADDITIONAL TO THE WEIGHT OF THE BARE GROUTED PLANKS IN PLACE R3 13/ /1 8 7/3 7 5/ 1 3/1 1 3/1 7 5/ 4'-0" 7 5/ 1 3/1 1 3/1 8 7/3 NOTES 1. Design Standard: ACI For complete and detailed calculations consult Silverstone Precast Inc. 3. For longer spans, heavier loads, or special conditions, consult Silverstone Precast Inc. The table indicates maximum safe loads. Camber and deflection must always be investigated by the architect, and/or engineer for the contemplated loading and span so that these factors are compatible with the contiguous materials in the proposed structure. Values to the left and below the heavy stepped line are controlled by shear. 6. Shaded region indicates expected camber greater than 1". f'c = 5,000 psi Grouted weight of plank is 67 lbs. per sq. ft. f'ci = 3,000 psi Area = 257 in. f'pu = 270,000 psi I = 3,080 in. bw = 10.0 in /1 8 Silverstone Precast Inc. Hollow core Plank Technical Guide

11 ELEMATIC Hollow core Plank 2 3/4" 7 1/4" 1 19/3 7 1/4" 4 13/3 8 13/ /3 5/1 1 R3 13/1 1 3/1 25/3 5 3/4" 1 31/3 1 15/1 1/ 8 7/3 1 3/1 7 5/ 1 3/1 7 5/ 4'-0" 1 7 1/4" 1 10" E10" x 4 SECTION WITH TOPPING (3500 PSI) UNIFORMLY DISTRIBUTED SUPERIMPOSED* LOAD IN LBS. PER SQ. FT. Standard Designation 7-Wire 270 Lolax P/S Strand Combination P/S Strand Area Sq. In. Ultimate Bending Moment, o Mn Kip-Ft. per Unit SIMPLE SPAN IN FEET o Vcw in Kips per Unit 20_10706T 20_10708T 6-7/1o /1o _10806T 6-1/o _10710T 10-7/1o * INCLUDES THE LIVE LOAD PLUS ANY DEAD LOAD THAT IS ADDITIONAL TO THE WEIGHT OF THE BARE GROUTED PLANKS & TOPPING NOTES 1. Design Standard: ACI For complete and detailed calculations consult Silverstone Precast Inc. 3. For longer spans, heavier loads, or special conditions, consult Silverstone Precast Inc. The table indicates maximum safe loads. Camber and deflection must always be investigated by the architect, and/or engineer for the contemplated loading and span so that these factors are compatible with the contiguous materials in the proposed structure. Values to the left and below the heavy stepped line are controlled by shear. 6. Shaded region indicates expected camber greater than 1". 1 3/1 7 5/ 1 3/1 8 7/3 Grouted weight of plank & topping is = 92 lbs. per sq. ft. f'c = 5,000 psi f'pu = 270,000 psi f'ci = 3,000 psi Ic = 5,238 in. 4 Area = 257 in. 2 bw = 10.0 in. 1 15/1 Silverstone Precast Inc. Hollow core Plank Technical Guide 9

12 H10" x 4 SECTION WITH NO TOPPING Heavy ELEMATIC Hollow core Plank UNIFORMLY DISTRIBUTED SUPERIMPOSED* LOAD IN LBS. PER SQ. FT. Standard Designation 7-Wire 270 Lolax P/S Strand Combination P/S Strand Area Sq. In. Ultimate Bending Moment, o Mn Kip-Ft. per Unit SIMPLE SPAN IN FEET o Vcw in Kips per Unit 30_ _ /1o /1o _ /o _ /1o * INCLUDES THE LIVE LOAD PLUS ANY DEAD LOAD THAT IS ADDITIONAL TO THE WEIGHT OF THE BARE GROUTED PLANKS IN PLACE NOTES 1. Design Standard: ACI For complete and detailed calculations consult Silverstone Precast INc. 3. For longer spans, heavier loads, or special conditions, consult Silverstone Precast Inc. The table indicates maximum safe loads. Camber and deflection must always be investigated by the architect, and/or engineer for the contemplated loading and span so that these factors are compatible with the contiguous materials in the proposed structure. Values to the left and below the heavy stepped line are controlled by shear. 6. Shaded region indicates expected camber greater than 1". 3 1/4" 1/ R3 15/1 11/3 6 1/4" 2 9/1 6 1/4" 4 13/3 8 13/ /3 R3 11/3 1 15/1 8 7/3 7 5/ 7 5/ 7 5/ 8 7/3 1 15/1 f'c = 5,000 psi 1 3/1 1 3/1 1 3/1 1 3/1 4'-0" Grouted weight of plank is 71 lbs. per sq. ft. f'ci = 3,000 psi Area = 271 in. f'pu = 270,000 psi I = 3,080 in. bw = in /3 5 3/4" 7 3/3 1 31/3 17/ /4" 1 10" 10 Silverstone Precast Inc. Hollow core Plank Technical Guide

13 Heavy ELEMATIC Hollow core Plank 3 1/4" 1/ R3 15/1 11/3 6 1/4" 2 9/1 6 1/4" 4 13/3 8 13/ /3 R3 11/3 1 15/1 8 7/3 7 5/ 7 5/ 7 5/ 8 7/3 1 15/1 1 3/1 1 3/1 1 3/1 1 3/1 4'-0" 1 25/3 5 3/4" 7 3/3 1 31/3 17/ /4" 10" H10" x 4 SECTION WITH TOPPING (3500 PSI) UNIFORMLY DISTRIBUTED SUPERIMPOSED* LOAD IN LBS. PER SQ. FT. Standard Designation 7-Wire 270 Lolax P/S Strand Combination P/S Strand Area Sq. In. Ultimate Bending Moment, o Mn Kip-Ft. per Unit SIMPLE SPAN IN FEET o Vcw in Kips per Unit 30_10706T 30_10708T 6-7/1o /1o _10806T 6-1/o _10710T 10-7/1o * INCLUDES THE LIVE LOAD PLUS ANY DEAD LOAD THAT IS ADDITIONAL TO THE WEIGHT OF THE BARE GROUTED PLANKS & TOPPING NOTES 1. Design Standard: ACI For complete and detailed calculations consult Silverstone Precast inc. 3. For longer spans, heavier loads, or special conditions, consult Silverstone Precast Inc. The table indicates maximum safe loads. Camber and deflection must always be investigated by the architect, and/or engineer for the contemplated loading and span so that these factors are compatible with the contiguous materials in the proposed structure. Values to the left and below the heavy stepped line are controlled by shear. 6. Shaded region indicates expected camber greater than 1". Grouted weight of plank & topping is = 96 lbs. per sq. ft. f'c = 5,000 psi f'pu = 270,000 psi f'ci = 3,000 psi Ic = 5,336 in. 4 Area = 271 in. 2 bw = in. Silverstone Precast Inc. Hollow core Plank Technical Guide 11

14 N1 x 4 SECTION WITH NO TOPPING ELEMATIC Hollow core Plank UNIFORMLY DISTRIBUTED SUPERIMPOSED* LOAD IN LBS. PER SQ. FT. Standard Designation 7-Wire 270 Lolax P/S Strand Combination P/S Strand Area Sq. In. Ultimate Bending Moment, o Mn Kip-Ft. per Unit SIMPLE SPAN IN FEET o Vcw in Kips per Unit 20_ /1o _ _ /1o * _ /o INCLUDES THE LIVE LOAD PLUS ANY DEAD LOAD THAT IS ADDITIONAL TO THE WEIGHT OF THE BARE GROUTED PLANKS IN PLACE _ /1o /1o 20_ /o NOTES 1. Design Standard: ACI For complete and detailed calculations consult Silverstone Precast Inc. 3. For longer spans, heavier loads, or special conditions, consult Silverstone Precast Inc The table indicates maximum safe loads. Camber and deflection must always be investigated by the architect, and/or engineer for the contemplated loading and span so that these factors are compatible with the contiguous materials in the proposed structure. Values to the left and below the heavy stepped line are controlled by shear. 6. Shaded region indicates expected camber greater than 1". 3 13/1 1/ 8 19/3 Grouted weight of plank is 80 lbs. per sq. ft. f'c = 5,000 psi f'ci = 3,000 psi 2 Area = 307 in. f'pu = 270,000 psi 4 I = 5,246 in. bw = in /1 1 9/1 R4 29/3 1 3/1 25/3 7 3/4" 9 17/3 1 15/1 7 3/4" 10 29/3 2 9/1 11 1/ 2 5/1 1 5/1 5/1 1 31/3 1" 1" 4'-0" 4 9/3 11 1/ 11 1/ 4 9/3 4 7/3 1'-0 7/ 3 17/3 1'-0" 10 29/3 1 15/1 12 Silverstone Precast Inc. Hollow core Plank Technical Guide

15 N1 x 4 SECTION WITH TOPPING (3500 PSI) ELEMATIC Hollow core Plank UNIFORMLY DISTRIBUTED SUPERIMPOSED* LOAD IN LBS. PER SQ. FT. Standard Designation 7-Wire 270 Lolax P/S Strand Combination P/S Strand Area Sq. In. Ultimate Bending Moment, o Mn Kip-Ft. per Unit SIMPLE SPAN IN FEET o Vcw in Kips per Unit 20_12706T 20_12707T 20_12708T 6-7/1o 7-7/1o 8-7/1o 8-1/o * _12709T 9-7/1o _12807T 20_12808T 7-1/o INCLUDES THE LIVE LOAD PLUS ANY DEAD LOAD THAT IS ADDITIONAL TO THE WEIGHT OF THE BARE GROUTED PLANKS & TOPPING NOTES 1. Design Standard: ACI For complete and detailed calculations consult Silverstone PRecast Inc. 3. For longer spans, heavier loads, or special conditions, consult Silverstone Precast Inc. The table indicates maximum safe loads. Camber and deflection must always be investigated by the architect, and/or engineer for the contemplated loading and span so that these factors are compatible with the contiguous materials in the proposed structure. Values to the left and below the heavy stepped line are controlled by shear. 6. Shaded region indicates expected camber greater than 1". 3 13/1 1/ Grouted weight of plank & topping is = 105 lbs. per sq. ft. f'c = 5,000 psi f'pu = 270,000 psi 8 19/3 f'ci = 3,000 psi Area = 307 in. Ic = 8,393 in. 4 bw = in /1 1 9/1 R4 29/3 1 3/1 25/3 7 3/4" 9 17/3 1 15/1 7 3/4" 10 29/3 2 9/1 11 1/ 2 5/1 1 5/1 5/1 1 31/3 1" 1" 4'-0" 4 9/3 11 1/ 11 1/ 4 9/3 4 7/3 1'-0 7/ 3 17/3 1'-0" 10 29/ /1 Silverstone Precast Inc. Hollow core Plank Technical Guide 13

16 Hollow core Plank Details FORM AS REQ D PERIMETER 1:3 GROUT FORM AS REQ D PERIMETER 1:3 GROUT 2'-0" EXT. FIN. FILL TOP COURSE SOLID 3" BRG 2'-0" #4 BENT BAR GROUTED INTO KEYWAY WALL REINFORCING (1/ CLR FROM PLANK BRG) 2'-0" EXT. FIN. FILL TOP COURSE SOLID NOT BY OBS 3" BRG #4 BENT BAR GROUTED INTO KEYWAY WALL REINFORCING (1/ CLR FROM PLANK BRG) REFER TO AN-1.0 REGARDING BRICK RELIEVING ANGLE DETAILS REFER TO AN-1.0 REGARDING BRICK RELIEVING ANGLE DETAILS E1.0 Exterior Bearing (Typ. Flr.) E2.0 Exterior Bearing (Roof) FORM AS REQ D PERIMETER 1:3 GROUT 10" FILL TOP COURSE SOLID SIMILAR #4 X 4'-0" TIE ROD GROUTED INTO KEYWAY WALL REINFORCING 3" BRG FOR CMU 3 1/ BRG FOR 10" CMU 4 1/ BRG FOR 1 CMU EXT. FIN. FILL TOP COURSE SOLID #4 U-BAR GROUTED INTO 4'-0" O/C PLANK CAMBER HIDDEN BY FINISH MATERIALS WALL REINFORCING 1" MIN. LAP RECOMMENDED (VARIES WITH BLDG LAYOUT) VARIES 3'-0" #4 BENT BAR GROUTED INTO KEYWAY E3.0 Interior Bearing E4.0 Exterior Side Lap FILL TOP COURSE SOLID SIMILAR #4 U-BAR GROUTED INTO 4'-0" O/C PLANK CAMBER HIDDEN BY FINISH MATERIALS WALL REINFORCING 1" MIN. LAP RECOMMENDED FILL TOP COURSE SOLID 3" BRG FOR CMU 3 1/ BRG FOR 10" CMU 4 1/ BRG FOR 1 CMU PLANK CAMBER HIDDEN BY FINISH MATERIALS 1" MIN. LAP RECOMMENDED E5.0 Interior Shear Wall E6.0 Interior Change of Direction 14 Silverstone Precast INc. Hollow core Plank Technical Guide

17 Hollowcore Plank Details STEEL HEADER 3'-0" TO 5'-0" (NTS) A PLAN VIEW STANDARD TWO EAR HEADER GROUT SOLID CORE IF REQ D. ONE EAR HEADER THIS END SUPPORTED ON CMU BRG WALL (RECESS FOR ANGLE THK) 1" PLANK THK HEADER ANGLE EAR PLATE HEADER ANGLE SECT A ELEMATIC L x4"x PLT 4"x1/ X 1'-1" ELEMATIC 10" L 7"x4"x1/ PLT 4"x5/ X 1'-1" ELEMATIC 1 L x4"x1/ PLT 4"x3/4" X 1'-1" E7.0 Header Support at Large Opening E8.0 Plank Header Types ROOFING MATERIAL NOT SHOWN FOR CLARITY #4 X 1'-0" DOWEL DRILL & GROUT AFTER PLANK 8'-0" O.C. BAY WINDOW WALL EXTERIOR FINISH TO BYPASS PLANK END #4 X 1'-0" DOWEL DRILL & GROUT IN O/C AFTER PLANK ERECTION PLK 1'-4" MAX 1'-0" INSULATION BY OTHERS TOP REINFORCING FILL TOP COURSE SOLID #4 U-BAR GROUTED INTO 4'-0" O/C PLANK CAMBER HIDDEN BY FINISH MATERIALS CANTILEVER LENGTH VARIES 4'-0" MAX. FOR PLANK 5'-0" MAX. FOR 10" PLANK 6'-0" MAX. FOR 1 PLANK FILL TOP COURSE SOLID E9.0 Small Side Plank Roof Overhang E10.0 Cantilever Plank for Bay Windows STEEL SHIM IF REQ D WELDED CONNECTION PC SOLID BAONY SLAB WITH 1/4" IN 1 PITCH PC SOLID AT CONNECTIONS BRG WALL ADJ. PLANK SEE U-BAR DETAIL PER SECTION 9 BRG WALL T DRIP EDGE CANTILEVER LENGTH VARIES 5'-0" MAX. FOR T = 4" 6'-0" MAX. FOR T = 7'-0" MAX. FOR T = 3" BRG T+ FILL TOP COURSE SOLID 4'-0" PC SOLID SLAB W/ INTEGRAL SIDE BAONY 6'-0" MAX. 1/4:12 PITCH L/2 MAX. L 10'-0" MAX. TEMP. SHORING IF REQ D PLAN VIEW E11.0 Cantilever Solid Slab Balconies E12.0 Side Cantilever Balconies Silverstone Precast Inc. Hollow core Plank Technical Guide 15

18 Hollow core Plank Details 1" PASS 1" 1" 2 1/ MIN. BRG 7" MIN RECOMMENDED #4 X 4'-0" TIE ROD GROUTED INTO KEYWAY NOTE: DO NOT WELD BOTH ENDS OF THE SAME PLANK IF RESTRAINT IS EXCESSIVE. WELDING ALTERNATING PLANKS WILL STILL PROVIDE LATERAL BEAM BRACING. NOTE: DO NOT WELD BOTH ENDS OF THE SAME PLANK IF RESTRAINT IS EXCESSIVE. WELDING ALTERNATING PLANKS WILL STILL PROVIDE LATERAL BEAM BRACING. E13.0 End Bearing on Steel E14.0 Interior Bearing on Steel VARIES 1'-0" MAX. SIDE WELD 8'-0" O/C SIDE WELD 8'-0" O/C JUMPER PLATES AS REQ'D MAX CAMBER AT MIDSPAN JUMPER PLATES AS REQ'D MAX CAMBER AT MIDSPAN E15.0 Exterior Side Lap on Steel E16.0 Interior Side Lap on Steel 3'-0" #4 BENT BAR GROUTED INTO KEYWAY 1" PASS JT. FOR 1/ THK ANGLES 3" JT. FOR 3/4" THK ANGLES #4 X 4'-0" TIE ROD GROUTED INTO KEYWAY PLANK CAMBER HIDDEN BY FINISH MATERIALS 1/ MIN. LAP 4" MIN. ANGLE LEG E17.0 Interior Change of Direction E18.0 Angle Support at Corridors 16 Silverstone Precast Inc. Hollow core Plank Technical Guide

19 Hollow core Plank Details 3'-0" #4 BENT BAR GROUTED INTO KEYWAY 1" CLR FOR 1/ THK ANGLES CLR FOR 3/4" THK ANGLES GROUT SOLID 1" CLR NOTE: DO NOT USE THIS DETAIL AT BOTH ENDS OF PLANK. (FLG INTERFERES WITH ERECTION) 1 1/4" CLR MIN. FOR ERECTION 7" MIN. PLANK CAMBER HIDDEN BY FINISH MATERIALS 1/ MIN. LAP 4" MIN. ANGLE LEG NOTE: DO NOT WELD BOTH ENDS OF THE SAME PLANK IF RESTRAINT IS EXCESSIVE. WELDING ALTERNATING PLANKS WILL STILL PROVIDE LATERAL BEAM BRACING. E19.0 Change of Direction on Angles E20.0 End Bearing on Upset Steel COV. 1" CLR 1" CLR COV. 1" CLR 1" CLR FORMING 2 1/ 2 1/ 4" 4" ANGLES OR PLATES WITH STIFFENERS NOT BY OBS ANGLES OR PLATES WITH STIFFENERS NOTE: DO NOT WELD BOTH ENDS OF THE SAME PLANK IF RESTRAINT IS EXCESSIVE. WELDING ALTERNATING PLANKS WILL STILL PROVIDE LATERAL BEAM BRACING. NOTE: DO NOT WELD BOTH ENDS OF THE SAME PLANK IF RESTRAINT IS EXCESSIVE. WELDING ALTERNATING PLANKS WILL STILL PROVIDE LATERAL BEAM BRACING. E21.0 Interior Bearing on Upset Steel (1) E22.0 Interior Bearing on Upset Steel (2) 1 5/ COV. 1" CLR 1" CLR BAY WINDOW WALL EXTERIOR FINISH TO BYPASS PLANK END TOP REINFORCING PLK CONT. BOT. PLT 14"x 1'- #4 X 4'-0" TIE ROD GROUTED INTO KEYWAY INSULATION BY OTHERS CANTILEVER LENGTH VARIES 4'-0" MAX. FOR PLANK 5'-0" MAX. FOR 10" PLANK 6'-0" MAX. FOR 1 PLANK E23.0 Interior Bearing on Upset Steel (3) E24.0 Cantilever Plank for Bay Windows Silverstone Precast Inc. Hollow core Plank Technical Guide 17

20 Hollow core Plank Details 1" BENT PLATE OR ANGLE FIELD INSTALLED ANCHOR FORM AS REQ D CFS METAL WALL (LOAD BEARING) 3 1/BRG CFS METAL WALL (NONLOAD BEARING) SMALL CORE 4" OR CFS METAL WALL E25.0 Exterior Bearing on Metal Stud E26.0 Exterior Bypass Side on Metal Stud FIELD INSTALLED ANCHOR #4 X 4'-0" TIE ROD GROUTED INTO KEYWAY CFS METAL WALL (NONLOAD BEARING) SMALL CORE FIELD INSTALLED ANCHOR ELD PLATE 4'-0" O.C. 4" OR CFS METAL WALL SHIMMING OF METAL STUDS REQ D TO ADJUST FOR PLANK CAMBER /1 3" 3" BRG 3" BRG E27.0 Exterior Side Lap on Metal Stud E28.0 Interior Bearing on Metal Wall TOP FINGER SLOTS IN PLANKS FOR GROUT ACCESS 1" #4 X 4'-0" TIE ROD GROUTED INTO KEYWAY 4000 PSI GROUT CONT. ALONG DB8 MIN. GROUT 4" MIN. GROUT FACTORY SLOTS FOR GROUT ACCESS AT EACH CORE 2 1/ BRG 2 1/ BRG #4 X 2'-0" O.C. 3" BRG ( MIN.) DB8 GIRDER E29.0 Interior Bearing on Metal Wall E30.0 Typ. Girder-Slab System 18 Silverstone Precast Inc. Hollow core Plank Technical Guide

21 Hollow core Plank Details SOLID LNDG GROUT BY ERECTOR 1/ 3 3/4" SHIM 1/ 4" 4 1/ 0" 3 3/4" 5 1/ THROAT AT HALF FLIGHT 7" THROAT AT FULL FLIGHT 5 1/ 1/ 5 1/ THROAT AT HALF FLIGHT 7" THROAT AT FULL FLIGHT GROUT BY ERECTOR SOLID LNDG SHIM BY ERECTOR E31.0 Precast Stair Landing & Stair Down E32.0 Precast Stair Landing & Stair Up SOLID LANDING CAULKING B.O. DIA. SLEEVE CAST BY OBS #5 X 11" (2 PER STAIR) DRILLED & GROUTED INTO FLOOR SLAB BY ERECTOR CIP FLOOR SLAB WALL REINF. B.O. 5" LANDING THK TO MATCH PLK SHIM BY ERECTOR 1:3 GROUT BY ERECTOR 3" BRG FOR CMU 3 1/ BRG FOR 10" CMU 4 1/ BRG FOR 1 CMU E33.0 Precast Stair at Ground Slab E34.0 Floor Landing End Bearing SOLID LANDING WALL REINF. B.O. LAP LANDING THK TO MATCH PLK SOLID LANDING 1" CLR TYP HILTI 3/4"Ø HAS SPCG 5" FILL CMU SOLID CLR FILL WITH 1:3 GROUT EMBED PLT x4"x SOLID LANDING THK MID-LANDING 6 3/4" EMBED. L 5"x5"x1/ X MID-LANDING WIDTH FLOOR LANDING MID-LANDING E35.0 Floor & Mid-Landing Back Side Lap E36.0 Mid-Landing Support Angle Silverstone Precast Inc. Hollow core Plank Technical Guide 19

22 Hollow core Plank Details ELEVATOR SHAFT ELEVATOR SHAFT FORM AS REQ D OR AS REQ D PERIMETER 1:3 GROUT 2'-0" FORM AS REQ D OR AS REQ D PERIMETER 1:3 GROUT 1 SHELF ANGLE FILL TOP COURSE SOLID 3" BRG #4 BENT BAR GROUTED INTO KEYWAY WALL REINFORCING (1/ CLR FROM PLANK BRG) SHELF ANGLE FILL TOP COURSE SOLID #4 U-BAR GROUTED INTO 4'-0" O/C PLANK CAMBER HIDDEN BY FINISH MATERIALS WALL REINFORCING 1" MIN. LAP RECOMMENDED (VARIES WITH BLDG LAYOUT) E37.0 Elevator Door Support Detail (1) E38.0 Elevator Door Support Detail (2) ELEVATOR SHAFT ELEVATOR SHAFT DAP AS REQ D CANT. AS REQ D DAP AS REQ D DAP AS REQ D CANT. AS REQ D DAP AS REQ D SIDE WELD 8'-0" O/C SOLID END ELEVATOR SHAFT SMALL CORE ELEVATOR SHAFT JUMPER PLATES AS REQ D MAX CAMBER AT MIDSPAN E39.0 Elevator Door Support Detail (3) E40.0 Elevator Door Support Detail (4) L x4"x1/ X0'- SET BY ELEV. INSTALLER 1/4" TOP PLATE xx1'-0" CAST-IN PLANK FORM AS REQ D PERIMETER 1:3 GROUT ELEVATOR GUIDE RAIL VARIES CFS METAL WALL (LOAD BEARING) (1) BOTTOM WELD PLATE BY OBS FLARE TOP OF CIP WALL #4 BENT BAR GROUTED INTO KEYWAY 2'-0" WALL REINFORCING (1/ CLR FROM PLANK BRG) 2'-0" 3" BRG E41.0 Elevator Stud & Plank at Elevator Wall E42.0 Exterior Bearing on ICF Wall Silverstone Precast Inc. Hollow core Plank Technical Guide 20

23 Hollow core Plank Details FLARE TOP OF CIP WALL 3" BRG #4 X 4'-0" TIE ROD GROUTED INTO KEYWAY WALL REINFORCING 3" BRG E43.0 Interior Bearing on ICF Wall SILVERSTONE PRECAST INC. DOES NOT SUPPLY OR INSTALL BRICK RELIEVING ANGLES. FORM AS REQ D PERIMETER 1:3 GROUT #4 BENT BAR GROUTED INTO KEYWAY WALL REINFORCING (1/ CLR FROM PLANK BRG) 3" BRG 2'-0" 2'-0" IF GROUT AND INSTALLION OF PLANK IS TO BE PERFORMED BY SILVERSTONE PRECAST THEN THE CONTRACTOR IS TO REFRAIN FROM INSTALLING BRICK RELIEVING ANGLES UNTILL THE WORK HAS BEEN COMPLETED. ESPECIALLY IN SITUATIONS WHERE THE ANGLE WOULD HINDER SILVERSTONE PRECAST FROM PERFORMING THE AGREED UPON SCOPE OF WORK. ALL BRICK RELIEVING ANGLES SHOULD BE ANCHORED INTO THE WALL SYSTEM (SEE SECTIONS BELOW), WHICH HAS BEEN DESIGNED TO ACCOUNT FOR SUCH LOADING. DO NOT INSTALL RELIEVING ANGLES INTO GROUT OR ATTACH DIRECTLY TO THE HOLLOWCORE (PLANK). IF YOU NEED ADDITIONAL INFORMATION OR ASSISTANCE PLEASE CONTACT SILVERSTONE PRECAST INC. PLANK PLANK E44.0 Exterior Bearing on ICF Wall RELIEVING ANGLE RELIEVING ANGLE TYPICAL FOR CONCRETE WALL TYPICAL FOR METAL STUD #4 X 4'-0" TIE ROD GROUTED INTO KEYWAY WALL REINFORCING 3" BRG 3" BRG E45.0 Interior Bearing on ICF Wall AN-1.0 Brick Relieving Angle 21 Silverstone Precast Inc. Hollow core Plank Technical Guide

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