Design Guidev1.2 A REVOLUTIONARY STRUCTURAL SYSTEM FOR MID AND HIGH-RISE RESIDENTIAL CONSTRUCTION.

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1 Design Guidev1.2 A REVOLUTIONARY STRUCTURAL SYSTEM FOR MID AND HIGH-RISE RESIDENTIAL CONSTRUCTION.

COMPOSITE STEEL AND PRECAST SYSTEM A revolutionary steel-based framing system that offers low floor-to-floor height and unobstructed ceilings.

assembly. This innovative technology uses proven materials long available within the construction industry. The Girder-Slab System is slated for use in mid to high-rise residential construction.

2 COMPOSITE STEEL AND PRECAST SYSTEM A revolutionary steel-based framing system that offers low floor-to-floor height and unobstructed ceilings. Developed by Girder-Slab Technologies LLC, the Girder-Slab System is a steel and precast hybrid, the first to use precast slabs with an integral steel girder to form a monolithic structural slab assembly. This innovative technology uses proven materials long available within the construction industry. The Girder-Slab System is slated for use in mid to high-rise residential construction. The lightweight assembly develops composite action enabling it to support residential live loads. A special steel beam is used as an interior girder supporting the precast slab on its bottom flange. The web and top flange are concealed within the plane of the slab. The flat structural slab permits minimum and variable floor-to-floor heights. The Girder-Slab System is rated for use in high-rise buildings when constructed in accordance with Underwriters Laboratories Inc. Floor-Ceiling Design K912. The Girder-Slab System in combination with a structural steel frame offers a complete steel and concrete superstructure. Unlike cast-in-place concrete structures, the Girder-Slab System is Assembled-In-Place. The Girder-Slab System consists of an interior girder (known as an open-web dissymmetric beam or D-Beam ), and prestressed hollow-core slabs, connected by cementitious grout. Applications include floor and roof slabs, which are supported by a steel frame that resists all gravity and lateral loads. WF beams are typically used at spandrel, shaft and other conditions. Grouting is easily achieved after slabs are set in place. Grout flows through the web openings and into the slab cores and after curing develops composite action. GROUT D-BEAM GIRDER COLUMN PRECAST SLAB

3 The Girder-Slab System and the open web D-Beam technology are the result of more than ten years of research and development. In order to develop a rational analysis that would maximize the use of this technology, extensive laboratory testing and analysis was undertaken. This included both small-scale specimens and full-scale assemblies in order to simulate actual bays. Each assembly was load tested in excess of 100 psf, well above required residential design loads. The D- Beam Girder performed without failure. There are two basic D-Beam Girder sections available for use with 8 precast slabs. The DB-8 is used for typical assemblies while the DB-9 is used for 2 concrete topped assemblies. As a result of extensive testing it was determined that the transformed section is equivalent to the steel section illustrated below. Refer to the D-Beam Girder Properties table on the following pages along with Girder-Slab System example calculations. Following is a specification guide along with suggested structural and architectural details. 3

4 D-BEAM DIMENSIONS Table d-beam reference calculator is available on website, technical bulletin Web Included Depth Web Parent Beam Designation Weight AVG AREA d Thickness t w Size a b Top Bar w x t lb./ft. In. 2 In. In. DB 8 x W10 x 49 DB 8 x W12 x 53 DB 8 x W10 x 49 DB 8 x 42 DB 9 x W12 x 53 W14 x 61 DB 9 x W14 x 61 In In In. x In. 3 x 1 3 x 1 3 x x x 1 3 x 1.5 sample system calculations Design Example - Untopped Live load reduction is not incorporated in these examples due to code differences. The Design Engineer should incorporate the appropriate live load reduction for the most economical design. Plank DL = 60 psf, partition load = 20 psf, live load = 40 psf DB 8 x 37 Properties: Plank f c = 5 ksi, Grout f c = 4 ksi Steel Section Transformed Section 8 Hollow Core Plank Span = 28 ft I s = 103 in 4 I t = 282 in 4 DB Span = 15-0 S t =19.7 in 3 S t = 63.8 in 3 Allowable LL = L/360 = (15 ft)(12 in/ft)/360 = 0.50 in S b = 37.3 in 3 M s cap = 49.0kft S b = 67.7 in 3 b = 5 in t w = in Initial Load - Precomposite MDL = (28 ft) (.06 ksf) (15 ft) 2 /8 = 47.3 kft < 49 kft OK DL = (5) (28 ft) (.06 ksf ) (15 ft)4 (1728 in 3 /ft 3 ) = 0.64 in. (384) (103 in 4 ) (29,000 k/in 2 ) Total Load - Composite The transformed section carries the superimposed loads and is used to calculate deflection. M SUP = (28 ft) ( ksf) (15ft) 2 /8 = 47.3kft M TL = 47.3 kft kft = 94.6 kft S REQ = (94.6 kft ) (12 in/ft) / (0.60) (50 k/in 2 ) = 37.8 in 3 < 63.8 in 3 OK SUP = (5) (28 ft) ( ksf) (15 ft)4 (1728 in 3 /ft 3 ) = 0.23 in < 0.50 in OK (384) (282 in 4 ) (29,000 k/in 2 ) Check Superimposed Compressive Stress on Concrete Transformed steel section must be converted to concrete section. N value = E steel 29,000 ksi = = 29,000 ksi = Stc =8.04 (63.8 in 3 ) = 513 in 3 E concrete 57,000 (4,000 psi) 1/2 3,605 ksi f c = (47.3 kft ) (12 in/ft) / (513 in 3 ) = 1.11 ksi F c = (0.45) (4 ksi) = 1.80 ksi > 1.11 ksi OK Check Bottom Flange Tension Stress (Total Load) f b = (47.3 kft) (12 in/ft) + (47.3 kft) (12 in/ft) = 15.2 ksi ksi = 23.6 ksi 37.3 in in 3 F b = 0.9 (50 ksi) = 45 ksi > 23.6 ksi OK Check Shear Total load = ( psf)) = 120 psf f v = (25.2k)/(0.345 in)(5 in) = 14.6 ksi w = (0.12 ksf) (28 ft) = 3.36 k/ft F v = 0.4 (50 ksi) = 20 ksi > 14.6 ksi OK R = (3.36 k/ft) (15 ft) /2 = 25.2 k 4

5 Steel Only Web Ignored Transformed Section Web Ignored Allowable Designation Ix C bot C top S bot S top Moment Fy=50 KSI Ix C bot C top S bot S top f b = 0.6Fy In. 4 In. In. In. 3 In. 3 kft In. 4 In. In. In. 3 In. 3 DB 8 x DB 8 x DB 8 x DB 8 x DB 9 x DB 9 x D-BEAM Properties Table Design Example - 2 Concrete Topping Plank DL = 60 psf, partition load = 20 psf, live load = 40 psf DB 9 x 41 Properties: Topping = 25 psf, installed after grout has cured Steel Section Transformed Section Plank f c = 5 ksi, Grout f c = 4 ksi I s = 159 in 4 I t = 332 in 4 8 Hollow Core Plank Span = 28 ft S t = 24.4 in 3 S t = 62.1 in 3 DB span = 15-0 Sb = 51.0 S b = 77.7 in 3 M s cap = 61.0 kft b = 5.25 in Allowable LL = L/360 = (15 ft)(12 in/ft)/360 = 0.50 in t w = in Initial Load - Precomposite M DL = (28 ft) (.06 ksf) (15 ft) 2 /8 = 47.3 kft < 61 kft OK DL = (5) (28 ft) (.06 ksf) (15 (1728 in ft)4 3 /ft 3 ) = 0.42 in (384) (159 in 4 ) (29,000 k/in 2 ) Total Load - Composite The transformed section carries the superimposed loads and is used to calculate deflection. M SUP = (28 ft) ( ksf) (15 ft) 2 /8 = 66.9 kft M TL = 47.3 kft kft = kft S REQ = (114.2 kft) (12 in/ft) / (0.60) (50 k/in 2 ) = 45.7 in 3 < 62.1 in 3 OK SUP = (5) (28 ft) ( ksf) (15 (1728 in ft)4 3 /ft 3 ) = 0.28 in < 0.50 in OK (384) (332 in 4 ) (29,000 k/in 2 ) Check Compressive Stress on Concrete Transformed steel section must be converted to concrete section. N value = E steel = 29,000 ksi = 29,000 ksi = S tc = 8.04 (62.1 in 3 ) = 499 in 3 E concrete 57,000 (4,000 psi) 1/2 3,605 ksi f c = (66.9 kft ) (12 in/ft) / (499 in 3 ) = 1.61 ksi F c = (0.45) (4 ksi) = 1.80 ksi > 1.61 ksi OK Check Bottom Flange Tension Stress (Total Load) f b = (47.3 kft) (12 in/ft) + (66.9 kft) (12 in/ft) = 11.1 ksi ksi = 21.4 ksi 51.0 in in 3 F b = 0.9 (50 ksi) = 45 ksi > 21.4 ksi OK Check Shear Total load = ( psf) = 145 psf f v = (30.50k)/(0.375 in)(5.25 in) = 15.5 ksi w = (0.145 ksf) (28 ft) = 4.06 k/ft F v = 0.4 (50 ksi) = 20 ksi > 15.5 ksi OK R = (4.06 k/ft) (15 ft)/2 = 30.5 k 5

For the first time ever, a new steel and PRECAST concrete FRAMING system that gives you low floor-to-floor height. Allows faster access for the work of other trades.

6 For the first time ever, a new steel and PRECAST concrete FRAMING system that gives you low floor-to-floor height. Allows faster access for the work of other trades. Coring of slabs for utilities is easier and permits final adjustment. The grouting process is easily performed with a few tradesmen. The cement grout is liquefied and pumped through a hose. Workers puddle the grout in order to fill in the voids and slab cores. Unlike cast-in-place concrete structures, the Girder-Slab System is Assembled-In-Place. The underside of slab is ready made for ceiling finish. The innovative D-Beam Girder was designed to allow the precast slab to set on its bottom flange concealing its top flange and web. No formwork or shoring is needed. The underside of slab is free of support beams providing a flat surface for ducts and piping systems. Minimum ceiling heights of 8-0 are easily attained. Girder-Slab SYSTEM TECHNOLOGY Girder-Slab SYSTEM APPLICATION This Assembled-In-Place technology is the first ever to use precast slabs with an integral steel girder to form a monolithic structural slab assembly. The Girder-Slab System consists of an interior girder (known as an open-web dissymmetric beam or D-Beam ) supporting precast prestressed hollow core slabs on its bottom flange. Upon grouting, the Girder-Slab System develops composite action enabling it to support residential live loads. Grouting is easily achieved after slabs are set in place. The Girder-Slab System affords users advantages never before available with cast-in-place concrete superstructures. It is lightweight and offers rapid construction and assembly. The Girder-Slab System in combination with a structural steel frame offers a complete steel and concrete superstructure. It is slated for use in mid to high-rise residential structures such as hotels, apartments and condominiums. There are two basic D-Beam Girder sections available for use with an 8 thick precast slab. The DB-8 provides an 8 thick slab assembly, while the DB-9 is designed for use with 2 concrete topping resulting in a 10 thick slab. Precast slabs generally span as long as The Girder-Slab System is rated for use in high-rise buildings when constructed in accordance with Underwriters Laboratories Inc. Floor-Ceiling Design K912. The Girder-Slab System greatly improves construction operations and the ability to meet critical deadlines. 6

After grouting, the slab is complete and ready for use. Finish floor preparation work can take place before or after interior walls.

After slabs are set, grout is easily placed flowing around the D-Beam and through its trapezoidal shape web openings and into the slab cores. Precast slabs readily drop in place.

GIRDER-SLAB SYSTEM AVAILABILITY Girder-Slab SYSTEM BENEFITS The application and use of the Girder-Slab System technology requires design by a registered professional engineer or architect.

The Girder-Slab System and D-Beam Girder are distributed and assembled solely by steel contractors authorized by Girder-Slab Technologies LLC of NJ, the exclusive Distributor Representative in North

7 After grouting, the slab is complete and ready for use. Finish floor preparation work can take place before or after interior walls. Precast slabs can be set in place in nearly any climate condition including freezing temperatures. A sample D-Beam Girder used for testing is fully encapsulated by hardened grout. After slabs are set, grout is easily placed flowing around the D-Beam and through its trapezoidal shape web openings and into the slab cores. Precast slabs readily drop in place. The D-Beam Girder self centers each slab. GROUT D-BEAM GIRDER COLUMN PRECAST SLAB The Girder-Slab System was used in this seven story student housing project for a prestigious Philadelphia university. GIRDER-SLAB SYSTEM AVAILABILITY Girder-Slab SYSTEM BENEFITS The application and use of the Girder-Slab System technology requires design by a registered professional engineer or architect. This Design-Guide provides all required engineering information and is available for use by industry professionals. The Girder-Slab System and D-Beam Girder are distributed and assembled solely by steel contractors authorized by Girder-Slab Technologies LLC of NJ, the exclusive Distributor Representative in North America. Contact your preferred steel contractors for budgeting, proposals and system availability. Low floor-to-floor heights, minimize building height Super-fast structure and building completion Reduced building structure weight Floor plan design flexibility Limited weather impact (including cold climates) Structure assembly is one process, one source Integrates well with mixed use spaces below Meets AISC tolerance standards Meets fire code ratings using UL K912 Meets required sound (STC) ratings Limited on-site labor Reduced on-site overhead costs Eliminates/reduces soffits Factory made quality components 7

8 GIRDER-SLAB SYSTEM SPECIFICATION GUIDE 1. The open web Dissymmetric Beam shall be fabricated from (ASTM A992/A572 Grade 50) standard steel wide flange sections with flat bar at top-flange and shall meet AISC standards (except for depth, tolerance ±1/8 ), unpainted unless specified. The open web Dissymmetric Beam can be specified to include camber. Cambering can be built in during assembly of the girder. 2. If the structural engineer of record determines that shoring of the pre-composite assembly is needed, leave in place until grout attains required strength. 3. Precast prestressed concrete hollow core slab units (min PSI) shall be in 4 or 8 foot widths and shall meet PCI standards and tolerances, 2 min. bearing unless specified otherwise. Open the top of each slab core for proper grout placement and inspection. 4. Reinforcing steel (ASTM A615 Grade 60) shall be placed through the Dissymmetric Beam web openings and into slab cores. 5. Cementitious grout (min. 4,000 PSI) shall be placed monolithically around and through the Dissymmetric Beam web openings and into slab cores filled solid for a minimum of 8, level to the slab surface with 9/16 min. average thickness over the top-flange (exceptions may apply if using concrete topping). When concrete topping is used, attain specified strength of grout prior to placement. 6. The Girder-Slab System shall be constructed in accordance with Underwriters Laboratories Inc., Floor-Ceiling Assembly Design No. K912 in order to meet fire classification standards and ratings set forth by BOCA and ICC codes. 7. The Girder-Slab System and D-Beam Girders shall be distributed and assembled by steel contractors authorized by Girder-Slab Technologies LLC of NJ in conformance with its Design-Guide & Distribution requirements. Steel Contractor/ Distributor contact information: or 8. The Distributor of the Girder-Slab System shall provide to the Project Owner (or its representative) a Girder-Slab Compliance Certificate for each project upon completion of system assembly and construction. 9. Comply with all applicable provisions of the following standards and codes: Girder-Slab Technologies LLC Design-Guide American Institute of Steel Construction (AISC) American Welding Society (AWS) Precast Concrete Institute (PCI) American Concrete Institute (ACI) American Society of Testing and Materials (ASTM) Underwriters Laboratories Inc. (UL) Fire Resistance Directory Building Officials and Code Administrators International Inc. (BOCA) National Building Code International Code Council Inc. (ICC) International Building Code Other applicable codes and standards The Girder-Slab System Design-Guide and the patented technology is available for use by industry professionals. Application and use of this information requires design by a registered professional engineer or architect. The Girder-Slab System and D-Beam Girder are available competitively from your preferred steel contractors. Fabrication, construction and assembly shall be in conformance with the Design-Guide specifications & details, and distribution requirements of Girder-Slab Technologies LLC of New Jersey. FIRE RESISTANCE INFORMATION Fire Resistance Ratings ANSI/UL 263 Design No. K912 April 19, 2001 Restrained Assembly Ratings 3 Hr Unrestrained Assembly Ratings 2 Hr Unrestrained Beam Ratings 2 Hr Includes gypsum board and spray-applied methods. The D-Beam fabrication process begins with a WF section, uniquely cut to produce two D-Beam Girders without waste. 8

9 TYPICAL SYSTEM STRUCTURAL DETAILS CHECK PCI BLOCKOUT TOLLERANCE S1 CAD Details are Available. Check website for Technical Bulletins and CAQ. S2 9 S3

10 NOTE: DB9 TOP FLANGE WILL BE ABOVE THE SLAB. S4 S5 10 S6 Check website for Project Solutions S7

11 S8 S9 TYPICAL SECTION: 8 PRECAST SLAB AT ELEVATOR DOOR SILL Check website for Technical Bulletins S10 11 S11

12 ALTERNATIVE D-BEAM CONNECTION TO WF COLUMN ENG. NOTE: CHECK WEBSITE TECHNICAL BULLETINS CAQ ON CONNECTION DESIGN S12 12 S13 S14

13 TYPICAL SYSTEM ARCHITECTURAL DETAILS The partition and rated protection details are provided for illustration purposes only and not intended for actual use. Girder-Slab Technologies, LLC is not responsible for design, means, or methods associated with this detail. The partition and rated protection details are provided for illustration purposes only and not intended for actual use. Girder-Slab Technologies, LLC is not responsible for design, means, or methods associated with this detail. A1 A2 The partition and rated protection details are provided for illustration purposes only and not intended for actual use. Girder-Slab Technologies, LLC is not responsible for design, means, or methods associated with this detail. The partition and rated protection details are provided for illustration purposes only and not intended for actual use. Girder-Slab Technologies, LLC is not responsible for design, means, or methods associated with this detail. A3 13 A4

14 BXUV.K912 Fire Resistance Ratings - ANSI/UL 263 Design No. K912 April 15, 2003 Restrained Assembly Ratings-3 Hr (See Item 2) Unrestrained Assembly Ratings-2 Hr Unrestrained Beam Ratings-2 Hr 2. Concrete Topping (Optional for unrestrained rating) 3000 psi compressive strength, 150 (+or-) 3 pcf unit weight. Normal weight concrete. Min 1-1/8 in. thickness required for 3 hr Restrained Assembly Rating. 3. Precast Concrete Units* Carbonate, siliceous or lightweight aggregate. Min 8 in. thick by 4 or 8 ft wide units with cross section similar to that shown for Design No. J952. Openings may be provided through the units for piping, ducts or similar services and should be suitably enclosed with constructions having at least equal resistance, acceptable to authorities having jurisdiction. Units have a min 1-1/2 in. bearing on the bottom flange of Item Grout Sand-cement grout (3500 psi min compressive strength). Min avg thickness of 9/16 in. above top bar. Hollow cores in precast concrete units grouted 6 in. min from beam web. 5. Runner Channel Fabricated from 25 MSG galv steel, min 1/2 in. deep, with 1 in. legs, fastened to steel beam with XZF powder actuated pins spaced 12 in. OC. 6. Gypsum Board* 1/2 or 5/8 in. thick gypsum board fastened to runner channels with 1 in. long, in. diam steel screws spaced 16 in. OC. 7. Corner Bead Fabricated from min 28 MSG galv steel to form an angle with 1-1/4 in. legs. Legs perforated with 1/4 in. diam holes approximately 1 in. OC. Attached to runner channel through gypsum board with 1 in. long, in. diam steel screws spaced 16 in. OC. 8. Joint Compound (Not shown) 1/32 in. thick on bottom and sides of wallboard from corner beads and feathered out. Paper tape embedded in joint compound over joints with edges of compound feathered out. 1. Steel Beam Composite dissymmetric steel beam fabricated from structural steel members in accordance with the Specification for the Design, Fabrication and Erection of Structural Steel for Buildings, published by the American Institute of Steel Construction. The steel beam, with an open web, has a 34.7 lb/ft min weight. The beam consists of the bottom flange and partial web of a min. W10(x)49 with a bar welded to the web that serves as the top flange. Top bar min dimensions of 1x3 in., a min overall beam depth of 8 in. and a min avg cross-section are of 10.2 in2. 9. Spray-Applied Fire Resistive Material* As an alternate to Items 5 through 8, the bottom flange of the steel beam may be protected with a spray applied fire resistive material. Applied in one coat to a final untamped thickness of 3/8 in. to steel surfaces which are free of dirt, oil or scale. Min avg untamped density of 13 pcf with min ind untamped density of 11 pcf for Types II and D-C/F. Min avg and min ind untamped densities of 22 and 19 pcf, respectively, for Type HP. For Type I, min avg density of 15 pcf with min ind value of 12 pcf. UL assembly listing as shown is provided for convenience only, refer to appropriate UL publication for Design No. K19. 14

15 interior examples DBEAM BOTTOM FLANGE (SEE SECTIONS A1, A2, A3, A4) xxxxxxxxxxxxxxxxxxx TEXTURED PAINT GWB 2HR F.R. 8'0" VARIABLE HVAC SUSPENDED CEILING 8" HCS

Design Guidev1.2 Marriott Fairfield Inn & Suites, Newark, NJ.

consult the web site at www.girder-slab.com.

COMPOSITE STEEL AND PRECAST SYSTEM GIRDER-SLAB TECHNOLOGIES,LLC 856

University Girder-Slab and D-Beam are trademarks of Girder-Slab

16 Design Guidev1.2 Marriott Fairfield Inn & Suites, Newark, NJ. For more examples of completed and under-construction projects, consult the web site at Drexel University student housing, Philadelphia, PA. COMPOSITE STEEL AND PRECAST SYSTEM GIRDER-SLAB TECHNOLOGIES,LLC Tel Toll Free Fax West Chester University Lawrenceville Appartments at Princeton University Girder-Slab and D-Beam are trademarks of Girder-Slab Technologies LLC. The Girder-Slab System and D-Beam Girder are protected under United States Patents with International Patents pending. COPYRIGHT 2005 GIRDER-SLAB TECHNOLOGIES, LLC

Table of Contents.2. Introduction...3 Gravity Loading and Deflections..4. Existing Structural System..8

Table of Contents.2. Introduction...3 Gravity Loading and Deflections..4. Existing Structural System..8 WISCONSIN PLACE RESIDENTIAL TECHNICAL ASSIGNMENT 2 OCTOBER 29, 2007 KURT KRASAVAGE THE PENNSYLVANIA STATE UNIVERSITY STRUCTURAL OPTION FACULTY ADVISOR: DR. ALI MEMARI 1 Table of Contents Table of Contents.2