+ All Categories
Home > Documents > Design Guide Deep-Dek Composite

Design Guide Deep-Dek Composite

Date post: 25-Nov-2021
Category:
Upload: others
View: 2 times
Download: 0 times
Share this document with a friend
78
INTERACTIVE PDF VERSION 2.1 Design Guide Deep-Dek ® Composite LONG-SPAN COMPOSITE SYSTEMS
Transcript
Page 1: Design Guide Deep-Dek Composite

INTERACTIVE PDF VERSION 2.1

Design Guide

Deep-Dek® CompositeLONG-SPAN COMPOSITE SYSTEMS

Page 2: Design Guide Deep-Dek Composite

LIABILITY STATEMENTThe data published in this design guide has been developed using recognized engineering principles and is intended for general information only. Although the data shown is believed to be accurate, New Millennium Building Systems does not assume any liability or obligation of any kind or nature arising from or related to the data provided herein and/or its use. Applicability of the products and the accuracy of the data should be assessed by a licensed professional engineer or architect to determine the suitability for the intended application. New Millennium Building Systems’ Standard Terms and Conditions shall supersede any statements to the contrary contained herein.

Page 3: Design Guide Deep-Dek Composite

Table of Contents

System Overview

Maximum Span Tables

Page 4: Design Guide Deep-Dek Composite

4 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

S Y S T E M O V E R V I E W

LOW PROFILE SLAB, LONG SPANDeep-Dek® Composite is our longest spanning composite floor option. It integrates concrete and deep-ribbed deck profiles with custom side lap treatments to create a unique composite bond. The system is an excellent fit in structures demanding com-binations of shallow depth, high-load capacity and stringent serviceability demands.

Consider Deep-Dek® Composite in building markets traditionally served with concrete floors...whether hollow-core plank, conventional CIP or PT slabs. Placed on steel frames, Deep-Dek® Composite optimizes space design with wide-open, flat ceiling planes devoid of filler beams.

Introduction

Deep-Dek® Composite is versatile and efficient, providing many options for installation, serviceability, and finish.

Only New Millennium offers you the most complete range of long-span composite systems engineered to optimize the cost and performance of multi-story building projects. System selection should be determined by span, load, fire, vibration and sound control requirements. Additional considerations include aesthetics and overall desired floor depth.

Deep-Dek® Composite construction readily adapts to traditional means and methods. Deck bundles can be placed and spread directly on the frame or the sections can be pre-assembled into panels on the ground then hoisted into position.

Non-combustible, unprotected fire-rated assemblies can be left exposed to create a bold, deep-fluted appearance. Combined with factory installed liner panels and acoustical treatments, Deep-Dek® Composite Cellular Acoustical can control noise reverberation in any space.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Deep-Dek® Composite 4.5

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Deep-Dek® Composite 6.0

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Deep-Dek® Composite 7.5

Versa-Dek® Composite

Composite Joists

Learn more about our long-span composite systemswww.newmill.com/longspan

Page 5: Design Guide Deep-Dek Composite

5Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

S Y S T E M O V E R V I E W

AdvantagesSPACE OPTIMIZATION• Low-profile slabs as thin as 7.625-inches maximize

ceiling height and reduce building height

• Spans up to 36 ft. create open interior spaces• Integrates mechanical, electrical

and fire suppression

AESTHETICS AND PERFORMANCE• Ceiling options: Deep-fluted ribs or smooth cellular• Noncombustible and not susceptible

to termites, mold or dry-rot• High-performance STC and IIC ratings• Galvanized coating weight and factory-applied

coating options• Predictable floor vibration performance• Thermal mass helps regulate room temperatures• Durable and dimensionally stable

EFFICIENT CONSTRUCTION• Up to 40% less weight than comparably

utilized cast-in-place concrete• Quick installation including optional field

panelized lift-in-place sections

• Integrates with any structural system

APPROVALS AND STANDARDS• Up to 2-hr. UL tested fire-rated assemblies – Options for 3- and 4-hr. ratings• Compliant with International Building Code (IBC) – ICC ESR-2839 – Also LA County LARR-25758• Proven conformance with AISC

vibration design standard

Page 6: Design Guide Deep-Dek Composite

6 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

COMMERCIALCost effective and performance optimized for office, retail and academic spaces, Deep-Dek® Composite creates large bays designed for high-load combinations. Architecturally exposed deck options eliminate suspended or furred ceilings.

S Y S T E M O V E R V I E W

MULTI-STORY RESIDENTIAL Managing floor height, fire and sound control, Deep-Dek® Composite is a low profile composite-floor solution for mid- and high-rise residences. It integrates with any structural system. Engineered floor-openings, sleeves, hanging devices and chase-way spaces streamline MEP installations.

Applications

100 Norfolk Street | New York, NY Long-spans and lightweight concrete slabs made possible the architectural vision of this cantilevered building to overcome zoning height restrictions in a crowded neighborhood.

100 West 125th Street | New York, NYThis 6-story, 200,000-square-foot vertical mall with bay sizes up to 1,300-square-foot made room for wide-open retail spaces

Page 7: Design Guide Deep-Dek Composite

7Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

S Y S T E M O V E R V I E W

443 Greenwich Street | New York, NYA breakthrough in space optimization, the integration of shallow depth composite floors helped preserve the original exposed wood timber frame.

RETROFIT Long-span composite floors are ideal for adaptive re-use of historic buildings. Lightweight deck panels allow for maximum maneuverability without resorting to heavy lifting equipment. Lightweight concrete topping option reduces loads to supports and foundations.

White Plains Hospital | White Plains, NYThe design of this expanded cancer center called for vibration control on office/patient room floors and the support of medical equipment above operating rooms.

HEALTHCARE Designed to meet the specific needs of healthcare facilities, Deep-Dek® Composite provides high-load capacity and assures full flexibility in anticipation of future occupancy changes. Capable of meeting stringent floor vibration criteria and support specialized medical equipment, its shallow depth helps match elevations of additions to existing facilities.

Page 8: Design Guide Deep-Dek Composite

8 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

S Y S T E M O V E R V I E W

Fairfield Inn and Suites | Tulsa, OKDeep-Dek® Composite's long-span capacity helped achieve an open, fully convertible floor plan below the 3-story wood frame above.

Homewood Suites Hotel | Moab, UTDeep-Dek® Composite combined with Diversakore's frame for this 2-level garage supporting a 2-story hotel above.

PARKING GARAGES Co-developed with composite frame system partner Diversakore,® Deep-Dek® Composite combines the best attributes of steel and concrete. The exposed frame, placed in 'receptive' climates, is fire-rated without fire resistive protections. Minimal 36-in. deep beams can span up to 62 ft., supporting composite slabs covering 3-car stall widths (27 ft.).

PODIUM SLABS Deep-Dek® Composite integrated with high-load capacity frames can create wide open mixed-use spaces below multi-story resi-dences. In-slab thermal separation without resorting to insulated ceilings are attainable.

Page 9: Design Guide Deep-Dek Composite

9Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

EDUCATIONOpen learning environments make academic buildings a perfect fit for Deep-Dek® Composite. Acoustical treatments incorporated in exposed cellular profiles reduce sound reverberation.

S Y S T E M O V E R V I E W

HIGH-RISE Deep-Dek® Composite optimizes the design and construction of high-rise hotels and residences with Panelized Delivery Methods. Spandrel beams integrated within the slab can eliminate bulkheads supporting glass curtain-walls.

Texaco Oil Building | Houston, TXThe conversion of the historic Texaco Oil Building into 309 high-end rental units brought new life to a long-deserted site in the middle of Houston.

University of Arizona Health Sciences Innovation Building | Tucson, AZThis 220,000-square-foot building features a three-story tall interior open-learning atrium created by unshored Deep-Dek® Composite Cellular Acoustical floors spanning 24 ft. between 80 ft. long plate girders.

Page 10: Design Guide Deep-Dek Composite

10 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite integrates normal- or light-density concrete in strengths ranging between 4,000 and 6,000 psi. The 12-in. wide panels are offered in nominal sizes 4.5 (4-5/8-in. actual depth), 6.0 (6-1/8-in) and 7.5 (7-5/8-in.). Deep-Dek® Composite 4.5 and 6 are manufactured with factory-closed (pressed ends that block fluid-concrete from passing through the flutes and stiffen the ends to increase construction loading capacity.

Deep-Dek® Composite 7.5 is only offered with open ends, requiring closure angle.

S Y S T E M O V E R V I E W

Form and Function

854 ˝

12˝ Coverage

12˝ Coverage

6 ˝81

12˝ Coverage

857 ˝

854 ˝

6 ˝81

857 ˝

.0

854 ˝

12˝ Coverage

12˝ Coverage

6 ˝81

12˝ Coverage

857 ˝

854 ˝

6 ˝81

857 ˝

.0

854 ˝

12˝ Coverage

12˝ Coverage

6 ˝81

12˝ Coverage

857 ˝

854 ˝

6 ˝81

857 ˝

.0

Page 11: Design Guide Deep-Dek Composite

11Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

S Y S T E M O V E R V I E W

Exposed Deep-Dek Composite eliminates dropped, plenum ceilings.

AESTHETIC OPTIONSThe standard underside of Deep-Dek® Composite is deep ribbed.

Options for a smooth, cellular appearance features minimal surface reliefs. Cellular deck has an additional option to address acoustics. This is an integrated solution for entry, lobby or commercial spaces wanting to reduce ambient noise.

Each deck profile can be factory prime-painted and readied for field-applied finish paints after installation. For a flat, smooth ceiling aesthetic, specify Deep-Dek® Composite Cellular. Deep-Dek® Composite Cellular Acoustical adds acoustical treatments to the cell can dramatically deaden noise reverberation.

Deep-Dek® Composite 6.0 Deep-Dek® Composite Cellular Acoustical

Deep-Dek® Composite 7.5

Page 12: Design Guide Deep-Dek Composite

12 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

S Y S T E M O V E R V I E W

Page 13: Design Guide Deep-Dek Composite

13Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

DESIGN-BUILD ADVANTAGEDeep-Dek® Composite offers engineered solutions ideal for design-build project delivery. A team consisting of architect, engineer, builder and owner collaborate to select “best value methods and systems.

Design-build firms pursue projects of every typology. Market specific Deep-Dek® Composite offerings meet their needs, providing custom solutions that transcend the standard composite building approach. Design-build contractors examine facts and draw conclusions that best serve the project goals.

Pre-construction encapsulates features and benefits beyond structure: aesthetics, maintenance, speed, safety, etc. New Millennium aligns with the team's vision to ensure project success.

Selection of "best value" system is based on conclusions drawn from comparative studies of competitive methods. Comparisons include each system’s technical merit, constructability, labor and material sources, initial and life-cycle costs, longevity, and schedule. Additionally, implementation of green methods, BIM, worker safety, and system familiarity can impact decisions.

BUILD ASSISTANCENew Millennium Building Systems assists builders through the bid and installation phases. Material estimates and pricing are offered at any project stage.

In addition to the Deep-Dek® Composite panel materials, New Millennium offers accessories to complete the installation. They include gage steel pour stop at boundary conditions, end- and side-closures and screw fasteners.

Our estimates do not include accessories to form MEP openings and holes. Additionally, concrete, slab reinforcement and shoring materials are the responsibility of others.

Our Dek-LokTM HSL side-lap connection tool is supplied, on loan, with every Deep-Dek® Composite sale. Tool quantities are determined based on project size. The side-lap connection is critical to the composite slab's structural performance.

Upon award, we can provide necessary approval and field-use deck placement drawings. Project management services help match manufacturing and delivery schedules with customer needs. Field seminars to familiarize installers with specified floor system are also available upon request.

S Y S T E M O V E R V I E W

Page 14: Design Guide Deep-Dek Composite

14 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

SOUND CONTROL BETWEEN SPACESDeep-Dek® Composite serves as the base system of sound- absorption rated floor assemblies. Collateral flooring and ceiling treatments enhance the ratings.

STC refers to Sound Transmission Class. Generally, the STC rating reflects how well the floor assembly reduces airborne noise (energy loss) between spaces. IIC refers to Impact Insulation Class. IIC rating measures the floor assembly's ability to isolate impact footfall noise between spaces. Flooring and ceiling componentry type, arrangement and installation will influence acoustical performance. Decoupling, damping and flanking techniques should also be considered in noise reduction strategies.

IN-SPACE SOUND CONTROLTo control sound reverberation within a space, specify Deep-Dek® Composite Cellular Acoustical. The profile consists of two Deep-Dek® hats factory attached to a 24" wide perforated liner panel. The cellular cavity is filled with acoustical batt insulation placed over lath separators. Field-applied finish paint is applied to the factory prime painted liner after installation.

VIBRATION CONTROLFloor vibration researchers have concluded Deep-Dek® Composite responds predictably to vibration after extensive testing in various span, loading and support configurations.

Vibration studies are available through New Millennium Building Systems. Regular bays consist of long-span composite slabs placed in square or rectangular bays with column supported beams at each corner. Slabs with continuous wall supports are also acceptable. Designs involving irregularly framed bays require finite element analysis.

S Y S T E M O V E R V I E W

Serviceability

NOISE REDUCTION COEFFICIENT (NRC) = 1.00

SPECIAL CONDITIONSDeep-Dek® Composite has been designed into buildings with unique needs. Consider Deep-Dek® Compositewhen floors require:

• Sloped surfaces with in-floor drainage

• Thermal separation between conditioned and non-conditioned spaces

• Slab depressions (e.g. shower pans for handicapped access)

• Vibration control for sensitive equipment

• Placement on re-purposed structures

ESTIMATED STC & IIC RATINGS OF DEEP-DEK® COMPOSITE FLOOR ASSEMBLIES

NOTES1. Consult component manufacturers for information regarding sizes, types, spacings and/or installation requirements for all collateral flooring and ceiling materials.2. STC values for base systems (bare slabs) were calculated as STC=0.1304*W+43.48 in accordance with Section 9.2 of PCI Design Handbook, 6th Edition.3. IIC values for base systems (bare slabs) were calculated as IIC=(19.4+0.5*h)+(0.02+0.0036*h)*W. The formula was derived from the data published in Section 9.2 of PCI Design Handbook, 6th Edition.4. Reference Architectural Acoustics handbook by David Egan for acoustical enhancements provided by floors and ceiling materials.

Page 15: Design Guide Deep-Dek Composite

15Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

.0

.0

NOTES:(1) Concrete properties: a. Minimum compressive strength = 4,000 PSI b. Density range: 1) Protected Assemblies: LWT = 112 PCF and NWT = 150 PCF (+/- 3 PCF) 2) Unprotected Assemblies: Between LWT = 110 PCF and NWT = 144 PCF (+/- 3 PCF)

(2) Contact New Millennium for 3- and 4-hour rated assemblies and alternative unprotected designs utilizing IBC equivalent slab design methodology.

(3) Refer to UL/ULc Certification Directory for additional information on the fire-resistance ratings.

LWT

Concrete Cover Depth(1, 2)

NWT

Restrained Assembly

RatingDESIGN NO.

UL D501/ULc D501UL D505 2-Hr. 2” [51 mm] 2.5” [64 mm]

Protected Floor Assembly

LWT

Concrete Cover Depth(1, 2)

NWT

Restrained Assembly

RatingDESIGN NO.

UL D960UL D951ULc F914

1-Hr.

2-Hr.

4.25 ” [108 mm]

5 ” [127 mm]

4.25 ” [108 mm]

5 ” [127 mm]

Unprotected Floor Assembly

.0

.0

S Y S T E M O V E R V I E W

FIRE RESISTANCE RATINGSDeep-Dek® Composite is non-combustible and fire-tested in accordance with ANSI/UL 263 at Underwriters Laboratory.

Fire ratings are obtained with unprotected or protected ceiling assemblies. The deck, topped with 4.25-in. light- or normal weight concrete, provides a one-hour unprotected endurance rating. Two-hour rated slabs are obtained with 5-inch concrete cover of either density. Unprotected fire resistance can also be established by rational design in accordance with

IBC. This approach allows for a shallower concrete cover and requires reinforcing bars above the deck sidelap.

Concrete cover can be further reduced with protected ceiling assemblies consisting of one layer of 5/8-inch-thick gypsum board furred to or suspended from the deck-slab. For example, two-hour ratings are achieved with only 2-inch lightweight or 2.5-inch normal weight concrete cover when gypsum ceilings protect the slab.

Page 16: Design Guide Deep-Dek Composite

16 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

S Y S T E M O V E R V I E W

MEP INTEGRATIONPreset pipe sleeves, junction boxes and engineered openings help streamline MEP service installations while deck inserts, and drilled-in hangers are used to suspend services below the floor.

MEP integration is streamlined with preset and built-in features.

Page 17: Design Guide Deep-Dek Composite

17Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite deck sections can be spread directly on the frame or pre-assembled into panels on the ground and crane lifted in place.

The deck sections are self-aligning with nestable side laps. The side laps are intermittently sheared and folded with our Dek-LokTM HSL tool. The tool is powered by a low-output air compressor. The side lap formation and connection is critical to achieving composite strength. Steel reinforcement (rebar) is added as specified on drawings.

• Permanent galvanized steel form with factory closed ends

• Provides positive bending reinforcement of composite slab

• Closed ends: – eliminate end closure angle and block wet concrete – stiffen web to support construction load reaction force

• Deck side lap formation and connection: – are both critical to achieving composite strength – locks to concrete for vertical and horizontal restraint

SHORINGDeep-Dek® Composite is commonly line-shored at mid-span, although unshored installations are achievable over mid-range span lengths. Construction stage loading consists of the self -weight of the deck panels and wet concrete (based on specified cover dimension) and superimposed live load for workers and equipment. Please see the System Design narrative preceding the load tables for additional information.

Because Deep-Dek® Composite usually has some reserve superimposed load capacity in its unshored state, it may have sufficient strength to support workers needing to access the work surface. Contact New Millennium for unshored load capacities before allowing workers to access unshored Deep-Dek® Composite.

Shoring may be removed after the concrete topping reaches specified strength. In stacked, multi-level shoring installations supporting active concrete pours above, the Shoring System Engineer shall evaluate placement, re-shoring, and removal sequencing.

SLAB REINFORCINGPrior to placing concrete, slab reinforcing, as designed by the Slab Engineer, is installed over the deck.

In addition to reinforcement to control temperature-shrinkage (e.g. welded wire fabric), reinforcement may be specified for:

• Slab continuity over supports

• Control of long-term deflection between supports

• Cantilevered slabs

• Diaphragm-shear transfer

• Slab openings and boundary conditions

FAMILIAR TECHNIQUESThe concrete topping is monolithically cast and finished using familiar equipment and techniques. The topping, utilizing either normal or lightweight concrete (fc=6,000 to 4,000 psi), finishes flat without camber. Minor slab deflection should be anticipated upon release of shoring however. The depth of the topping slab is influenced by structural and fire-separation need.

Integrated slab-beams can be used to frame floor openings or carry post across the span. Methods include dropped slab-beams consisting of inverted Deep-Dek® Composite panels and flush slab-beams formed with shored steel liner panels or plywood.

Installation

Dek-Lok™ HSL side lap connection tool operation. The tool is powered by a low-output air compressor.

S Y S T E M O V E R V I E W

Page 18: Design Guide Deep-Dek Composite

18 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

S Y S T E M O V E R V I E W

Interior Composite Beam

CMU Bearing Wall CFS Bearing Wall

Exterior Composite Beam

Interior Steel Beam Up-Turned Interior Steel Beam

FRAMING OPTIONSDeep-Dek® Composite integrates with any beam or wall bearing support system.

Page 19: Design Guide Deep-Dek Composite

19Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

S Y S T E M O V E R V I E W

Deep-Dek® Composite integrates with any structural system. In this example, it breathes new life into a historic book bindery. Deep-Dek® Composite replaces the deflecting and decrepit existing floor while preserving the heavy timber construction.

Another example of Deep-Dek® Composite integrating into existing framing structure is this 11-story Brooklyn multi-family residential combining structural steel frame and CFS bearing walls.

Page 20: Design Guide Deep-Dek Composite

20 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

S Y S T E M O V E R V I E W

According to the Steel Deck Institute's Code, composite slab design is the responsibility of the Project Structural Engineer of Record.

LOAD TABLESTo assist designers, New Millennium offers Deep-Dek® Composite slab design tables. Tables include:

• Deck properties (section properties, strengths and maximum allowable construction stage clear spans)

• Maximum allowable spans based on given superimposed load combinations

• Maximum allowable superimposed uniform loads based on given span lengths

• Composite slab properties (moment of inertia (MOI), positive moment capacity and one-way shear capacities)

• Factored shear bond strength of composite slabs

• Suggested reinforcing steel over supports for continuous spans based on given superimposed load combinations

• Maximum design negative moment capacity as defined by rebar type and spacing, slab depth and concrete strength

The tables cover Deep-Dek® Composite over a range of slab depths. Both normal weight (145 pcf) and lightweight (110 pcf) concrete density of three strengths (4,000, 5,000 and 6,000 psi) are shown. Deep-Dek® Composite profile depth (4.5, 6 and 7.5) serves as the primary heading for each section of load tables. Service stage deflection limits are based on L/240 total load and L/360 live load.

The maximum span, uniform load and suggested reinforcing steel tables are applicable to single span slabs and continuous slabs with approximately equal span lengths.

Upon request, we can prepare project specific tables based on alternative criteria. Studies are also available. Please contact us for assistance.

CUSTOM SLAB DESIGNSComposite slab property tables are used for designs not conforming to the limiting criteria of standard load tables. Examples include continuous slabs with unequal spans and loading, concentrated loads, variable deflection limits, etc. In these and other cases, use a standard beam analysis program to determine strength and stiffness needs based

on defined load combinations and patterns. The moment, shear and stiffness requirements obtained from that analysis are then compared to the composite slab properties. Slab deflections, determined using the average of cracked and uncracked MOI as published in the property tables, shall be compared against the required stiffness.

Contact New Millennium for design examples. We can also provide assistance with custom composite slab designs. Vibration and detailed serviceability studies are also available. Please contact us for assistance.

CONSTRUCTION STAGE (NON-COMPOSITE) DECK DESIGNMaximum unshored clear span values were based on ANSI/SDI C-2017 for the design of deck as a form supporting the weight of deck and fluid concrete plus the worse case effect of either 20 psf uniform or 150 lb. concentrated (on a 1 ft. width) construction live load. Construction stage deck deflection is limited to the lessor of L/180 or 3/4".

The 20 psf construction live load is considered adequate for concrete transport and placement by hose and concrete finishing using hand tools. It may not be adequate for motorized concrete finishers which may require the deck to be designed for heavier construction live loads.

Contact New Millennium for maximum unshored clear spans based on construction live loads or deflection limits different than the criteria listed above.

Composite Slab Design

Page 21: Design Guide Deep-Dek Composite

21Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek Composite 4.5PROPERTIES SECTION PROPERTIES STRENGTHS (Bare Deck)

Gage Thickness (in.) Coverage (in.) Weight(psf) Fy (ksi) As

(in.2/ft)ID (in.4/ft) Sp

(in.3/ft)Sn

(in.3/ft)ffVn

(lb/ft)ffRbe

(lb/ft)ffRbi

(lb/ft)single multi20 0.0358 12 3.09 50 0.909 2.677 2.978 0.928 1.162 2847 1859 172918 0.0474 12 4.09 50 1.202 3.745 3.939 1.414 1.596 6625 3179 289116 0.0598 12 5.16 50 1.516 4.938 4.963 1.947 2.011 11441 4938 442314 0.0747 12 6.44 50 1.891 6.191 6.191 2.480 2.507 17853 7512 6645

Fy is steel yield stress; As is area of deck; ID is deck moment of inertia for deflection calculations; Sp and Sn are deck section moduli in positive and negative bending,respectively; fVn is design shear strength of deck; fRbe and fRbi are design web crippling strengths of deck for end and interior bearing, respectively.

CONSTRUCTION CLEAR SPANS

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Ligh

twei

ght C

oncr

ete

(110

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Single Double Triple Single Double Triple7.625" 20 14' - 7" 11' - 7" 12' - 1" 7.625" 20 15' - 7" 14' - 1" 14' - 8"55 PSF 18 15' - 10" 19' - 2" 18' - 9" 42 PSF 18 16' - 10" 21' - 3" 20' - 0"

1.4 cu.yd/(100sq.ft) 16 16' - 11" 21' - 1" 19' - 10" 1.4 cu.yd/(100sq.ft) 16 18' - 0" 22' - 5" 21' - 1"6x6 - W1.4 x W1.4 14 17' - 9" 22' - 2" 20' - 10" 6x6 - W1.4 x W1.4 14 18' - 11" 23' - 6" 22' - 1"

8.125" 20 14' - 3" 10' - 9" 11' - 2" 8.125" 20 15' - 3" 13' - 1" 13' - 8"61 PSF 18 15' - 5" 17' - 9" 18' - 4" 46 PSF 18 16' - 6" 20' - 9" 19' - 6"

1.55 cu.yd/(100sq.ft) 16 16' - 6" 20' - 7" 19' - 4" 1.55 cu.yd/(100sq.ft) 16 17' - 7" 21' - 11" 20' - 7"6x6 - W2.0 x W2.0 14 17' - 4" 21' - 7" 20' - 4" 6x6 - W2.0 x W2.0 14 18' - 5" 23' - 0" 21' - 7"

8.625" 20 13' - 11" 10' - 0" 10' - 5" 8.625" 20 14' - 11" 12' - 3" 12' - 9"67 PSF 18 15' - 1" 16' - 6" 17' - 3" 51 PSF 18 16' - 1" 20' - 3" 19' - 1"

1.71 cu.yd/(100sq.ft) 16 16' - 1" 20' - 1" 18' - 11" 1.71 cu.yd/(100sq.ft) 16 17' - 2" 21' - 5" 20' - 2"6x6 - W2.0 x W2.0 14 17' - 0" 21' - 2" 19' - 11" 6x6 - W2.0 x W2.0 14 18' - 1" 22' - 6" 21' - 2"

9.125" 20 13' - 7" 9' - 4" 9' - 9" 9.125" 20 14' - 7" 11' - 6" 12' - 0"73 PSF 18 14' - 9" 15' - 6" 16' - 1" 55 PSF 18 15' - 9" 19' - 1" 18' - 9"

1.86 cu.yd/(100sq.ft) 16 15' - 10" 19' - 8" 18' - 6" 1.86 cu.yd/(100sq.ft) 16 16' - 10" 21' - 0" 19' - 9"4x4 - W1.4 x W1.4 14 16' - 8" 20' - 9" 19' - 6" 4x4 - W1.4 x W1.4 14 17' - 9" 22' - 1" 20' - 9"

9.625" 20 13' - 1" 8' - 9" 9' - 1" 9.625" 20 14' - 4" 10' - 10" 11' - 4"79 PSF 18 14' - 6" 14' - 6" 15' - 2" 60 PSF 18 15' - 6" 18' - 0" 18' - 5"

2.02 cu.yd/(100sq.ft) 16 15' - 6" 19' - 4" 18' - 2" 2.02 cu.yd/(100sq.ft) 16 16' - 6" 20' - 7" 19' - 5"6x6 - W2.9 x W2.9 14 16' - 4" 20' - 4" 19' - 2" 6x6 - W2.9 x W2.9 14 17' - 5" 21' - 8" 20' - 5"

10.125" 20 12' - 8" 8' - 3" 8' - 7" 10.125" 20 14' - 1" 10' - 3" 10' - 8"85 PSF 18 14' - 3" 13' - 8" 14' - 3" 64 PSF 18 15' - 3" 17' - 0" 17' - 8"

2.17 cu.yd/(100sq.ft) 16 15' - 3" 18' - 10" 17' - 11" 2.17 cu.yd/(100sq.ft) 16 16' - 3" 20' - 3" 19' - 1"6x6 - W2.9 x W2.9 14 16' - 1" 20' - 0" 18' - 10" 6x6 - W2.9 x W2.9 14 17' - 1" 21' - 4" 20' - 1"

NOTES:1. Deck section properties are calculated in accordance with AISI S100-07.2. Maximum clear spans without shoring and design web crippling strengths are based on deck bearing of 1.5" at end supports and 3" at interior supports.3. Maximum construction clear spans are based on ANSI/SDI C-2017 design criteria. For maximum clear spans based on different criteria contact New Millennium.4. Temperature and shrinkage reinforcement in accordance with ANSI/SDI C-2017 shall be provided in the slab.

Deep-Dek® Composite 4.5 NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

NOTES:1. Deck section properties are calculated in accordance with AISI S100-07.2. Maximum clear spans without shoring and design web crippling strengths are based on deck bearing of 1.5" at end supports and 3" at interior supports.3.MaximumconstructionclearspansarebasedonANSI/SDIC-2017designcriteria.FormaximumclearspansbasedondifferentcriteriacontactNewMillennium.4. Temperature and shrinkage reinforcement in accordance with ANSI/SDI C-2017 shall be provided in the slab.

Deep-Dek 7.5 Composite PROPERTIES SECTION PROPERTIES STRENGTHS (Bare Deck)

Gage Thickness (in.) Coverage (in.) Weight(psf) Fy (ksi) As

(in.2/ft)ID (in.4/ft) Sp

(in.3/ft)Sn

(in.3/ft)ffVn

(lb/ft)ffRbe

(lb/ft)ffRbi

(lb/ft)single multi20 0.0358 12 3.79 50 1.113 8.505 9.285 1.558 2.101 1686 716 170518 0.0474 12 5.01 50 1.473 12.109 12.51 2.631 2.994 3919 1252 285716 0.0598 12 6.32 50 1.857 15.895 15.992 3.884 4.009 7881 1972 437614 0.0747 12 7.89 50 2.318 19.952 19.952 4.965 5.000 15392 3035 6582

Fy is steel yield stress; As is area of deck; ID is deck moment of inertia for deflection calculations; Sp and Sn are deck section moduli in positive and negative bending,respectively; fVn is design shear strength of deck; fRbe and fRbi are design web crippling strengths of deck for end and interior bearing, respectively.

CONSTRUCTION CLEAR SPANS

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Ligh

twei

ght C

oncr

ete

(110

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Single Double Triple Single Double Triple10.125" 20 19' - 1" 10' - 8" 11' - 1" 10.125" 20 20' - 4" 13' - 0" 13' - 6"60 PSF 18 20' - 9" 17' - 8" 18' - 5" 45 PSF 18 22' - 1" 21' - 6" 22' - 4"

1.52 cu.yd/(100sq.ft) 16 22' - 1" 26' - 9" 25' - 11" 1.52 cu.yd/(100sq.ft) 16 23' - 6" 29' - 3" 27' - 6"6x6 - W1.4 x W1.4 14 23' - 3" 28' - 11" 27' - 3" 6x6 - W1.4 x W1.4 14 24' - 8" 30' - 9" 28' - 11"

10.625" 20 18' - 5" 9' - 11" 10' - 4" 10.625" 20 19' - 11" 12' - 2" 12' - 8"66 PSF 18 20' - 3" 16' - 5" 17' - 1" 50 PSF 18 21' - 7" 20' - 1" 20' - 11"

1.68 cu.yd/(100sq.ft) 16 21' - 7" 24' - 11" 25' - 4" 1.68 cu.yd/(100sq.ft) 16 23' - 0" 28' - 8" 27' - 0"6x6 - W1.4 x W1.4 14 22' - 9" 28' - 4" 26' - 8" 6x6 - W1.4 x W1.4 14 24' - 2" 30' - 1" 28' - 4"

11.125" 20 17' - 10" 9' - 3" 9' - 8" 11.125" 20 19' - 6" 11' - 5" 11' - 11"72 PSF 18 19' - 10" 15' - 4" 16' - 0" 54 PSF 18 21' - 2" 18' - 10" 19' - 8"

1.83 cu.yd/(100sq.ft) 16 21' - 2" 23' - 3" 24' - 3" 1.83 cu.yd/(100sq.ft) 16 22' - 6" 28' - 1" 26' - 5"6x6 - W2.0 x W2.0 14 22' - 3" 27' - 9" 26' - 1" 6x6 - W2.0 x W2.0 14 23' - 8" 29' - 6" 27' - 9"

11.625" 20 17' - 3" 8' - 8" 9' - 1" 11.625" 20 19' - 1" 10' - 9" 11' - 2"78 PSF 18 19' - 6" 14' - 5" 15' - 0" 59 PSF 18 20' - 9" 17' - 9" 18' - 6"

1.99 cu.yd/(100sq.ft) 16 20' - 9" 21' - 10" 22' - 9" 1.99 cu.yd/(100sq.ft) 16 22' - 2" 26' - 11" 26' - 0"6x6 - W2.0 x W2.0 14 21' - 11" 27' - 3" 25' - 8" 6x6 - W2.0 x W2.0 14 23' - 3" 29' - 0" 27' - 3"

12.125" 20 16' - 9" 8' - 2" 8' - 6" 12.125" 20 18' - 8" 10' - 2" 10' - 7"84 PSF 18 19' - 2" 13' - 7" 14' - 2" 64 PSF 18 20' - 5" 16' - 10" 17' - 6"

2.14 cu.yd/(100sq.ft) 16 20' - 5" 20' - 8" 21' - 6" 2.14 cu.yd/(100sq.ft) 16 21' - 9" 25' - 6" 25' - 6"4x4 - W1.4 x W1.4 14 21' - 6" 26' - 10" 25' - 3" 4x4 - W1.4 x W1.4 14 22' - 11" 28' - 6" 26' - 10"

12.625" 20 16' - 3" 7' - 9" 8' - 1" 12.625" 20 18' - 2" 9' - 8" 10' - 0"90 PSF 18 18' - 10" 12' - 10" 13' - 5" 68 PSF 18 20' - 1" 16' - 0" 16' - 8"

2.3 cu.yd/(100sq.ft) 16 20' - 1" 19' - 6" 20' - 4" 2.3 cu.yd/(100sq.ft) 16 21' - 5" 24' - 2" 25' - 1"6x6 - W2.9 x W2.9 14 21' - 2" 26' - 5" 24' - 10" 6x6 - W2.9 x W2.9 14 22' - 7" 28' - 1" 26' - 5"

NOTES:1. Deck section properties are calculated in accordance with AISI S100-07.2. Maximum clear spans without shoring and design web crippling strengths are based on deck bearing of 1.5" at end supports and 3" at interior supports.3. Maximum construction clear spans are based on ANSI/SDI C-2017 design criteria. For maximum clear spans based on different criteria contact New Millennium.4. Temperature and shrinkage reinforcement in accordance with ANSI/SDI C-2017 shall be provided in the slab.

Deep-Dek 7.5 Composite PROPERTIES SECTION PROPERTIES STRENGTHS (Bare Deck)

Gage Thickness (in.) Coverage (in.) Weight(psf) Fy (ksi) As

(in.2/ft)ID (in.4/ft) Sp

(in.3/ft)Sn

(in.3/ft)ffVn

(lb/ft)ffRbe

(lb/ft)ffRbi

(lb/ft)single multi20 0.0358 12 3.79 50 1.113 8.505 9.285 1.558 2.101 1686 716 170518 0.0474 12 5.01 50 1.473 12.109 12.51 2.631 2.994 3919 1252 285716 0.0598 12 6.32 50 1.857 15.895 15.992 3.884 4.009 7881 1972 437614 0.0747 12 7.89 50 2.318 19.952 19.952 4.965 5.000 15392 3035 6582

Fy is steel yield stress; As is area of deck; ID is deck moment of inertia for deflection calculations; Sp and Sn are deck section moduli in positive and negative bending,respectively; fVn is design shear strength of deck; fRbe and fRbi are design web crippling strengths of deck for end and interior bearing, respectively.

CONSTRUCTION CLEAR SPANS

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Ligh

twei

ght C

oncr

ete

(110

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Single Double Triple Single Double Triple10.125" 20 19' - 1" 10' - 8" 11' - 1" 10.125" 20 20' - 4" 13' - 0" 13' - 6"60 PSF 18 20' - 9" 17' - 8" 18' - 5" 45 PSF 18 22' - 1" 21' - 6" 22' - 4"

1.52 cu.yd/(100sq.ft) 16 22' - 1" 26' - 9" 25' - 11" 1.52 cu.yd/(100sq.ft) 16 23' - 6" 29' - 3" 27' - 6"6x6 - W1.4 x W1.4 14 23' - 3" 28' - 11" 27' - 3" 6x6 - W1.4 x W1.4 14 24' - 8" 30' - 9" 28' - 11"

10.625" 20 18' - 5" 9' - 11" 10' - 4" 10.625" 20 19' - 11" 12' - 2" 12' - 8"66 PSF 18 20' - 3" 16' - 5" 17' - 1" 50 PSF 18 21' - 7" 20' - 1" 20' - 11"

1.68 cu.yd/(100sq.ft) 16 21' - 7" 24' - 11" 25' - 4" 1.68 cu.yd/(100sq.ft) 16 23' - 0" 28' - 8" 27' - 0"6x6 - W1.4 x W1.4 14 22' - 9" 28' - 4" 26' - 8" 6x6 - W1.4 x W1.4 14 24' - 2" 30' - 1" 28' - 4"

11.125" 20 17' - 10" 9' - 3" 9' - 8" 11.125" 20 19' - 6" 11' - 5" 11' - 11"72 PSF 18 19' - 10" 15' - 4" 16' - 0" 54 PSF 18 21' - 2" 18' - 10" 19' - 8"

1.83 cu.yd/(100sq.ft) 16 21' - 2" 23' - 3" 24' - 3" 1.83 cu.yd/(100sq.ft) 16 22' - 6" 28' - 1" 26' - 5"6x6 - W2.0 x W2.0 14 22' - 3" 27' - 9" 26' - 1" 6x6 - W2.0 x W2.0 14 23' - 8" 29' - 6" 27' - 9"

11.625" 20 17' - 3" 8' - 8" 9' - 1" 11.625" 20 19' - 1" 10' - 9" 11' - 2"78 PSF 18 19' - 6" 14' - 5" 15' - 0" 59 PSF 18 20' - 9" 17' - 9" 18' - 6"

1.99 cu.yd/(100sq.ft) 16 20' - 9" 21' - 10" 22' - 9" 1.99 cu.yd/(100sq.ft) 16 22' - 2" 26' - 11" 26' - 0"6x6 - W2.0 x W2.0 14 21' - 11" 27' - 3" 25' - 8" 6x6 - W2.0 x W2.0 14 23' - 3" 29' - 0" 27' - 3"

12.125" 20 16' - 9" 8' - 2" 8' - 6" 12.125" 20 18' - 8" 10' - 2" 10' - 7"84 PSF 18 19' - 2" 13' - 7" 14' - 2" 64 PSF 18 20' - 5" 16' - 10" 17' - 6"

2.14 cu.yd/(100sq.ft) 16 20' - 5" 20' - 8" 21' - 6" 2.14 cu.yd/(100sq.ft) 16 21' - 9" 25' - 6" 25' - 6"4x4 - W1.4 x W1.4 14 21' - 6" 26' - 10" 25' - 3" 4x4 - W1.4 x W1.4 14 22' - 11" 28' - 6" 26' - 10"

12.625" 20 16' - 3" 7' - 9" 8' - 1" 12.625" 20 18' - 2" 9' - 8" 10' - 0"90 PSF 18 18' - 10" 12' - 10" 13' - 5" 68 PSF 18 20' - 1" 16' - 0" 16' - 8"

2.3 cu.yd/(100sq.ft) 16 20' - 1" 19' - 6" 20' - 4" 2.3 cu.yd/(100sq.ft) 16 21' - 5" 24' - 2" 25' - 1"6x6 - W2.9 x W2.9 14 21' - 2" 26' - 5" 24' - 10" 6x6 - W2.9 x W2.9 14 22' - 7" 28' - 1" 26' - 5"

NOTES:1. Deck section properties are calculated in accordance with AISI S100-07.2. Maximum clear spans without shoring and design web crippling strengths are based on deck bearing of 1.5" at end supports and 3" at interior supports.3. Maximum construction clear spans are based on ANSI/SDI C-2017 design criteria. For maximum clear spans based on different criteria contact New Millennium.4. Temperature and shrinkage reinforcement in accordance with ANSI/SDI C-2017 shall be provided in the slab.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 22: Design Guide Deep-Dek Composite

22 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 4.5MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS

MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

Gage

Maximum Uniform Superimposed Service Loads (psf)

Simple Spans Continuous SpansNegative Moment Steel Reinforcing Required

19' - 0" 20' - 0" 21' - 0" 22' - 0" 23' - 0" 24' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0"

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625" 20 71 / 77 53 / 71 - / 65 - / 60 - / 56 - / 50 - / 44 - / 41 - - -55 PSF 18 84 / 146 63 / 138 47 / 130 - / 123 - / 116 - / 110 43 / 56 - / 49 - / 42 - -

1.4 cu.yd/(100sq.ft) 16 96 / 194 74 / 171 56 / 151 41 / 133 - / 118 - / 105 52 / 55 40 / 48 - / 41 - -6x6 - W1.4 x W1.4 14 111 / 230 86 / 203 66 / 180 49 / 160 - / 142 - / 127 54 47 - / 40 - -

8.125" 20 85 70 / 78 51 / 72 - / 64 - / 59 - / 55 48 - / 45 - / 42 - -61 PSF 18 107 / 160 83 / 151 62 / 142 46 / 134 - / 127 - / 121 58 / 67 45 / 59 - / 51 - / 44 -

1.55 cu.yd/(100sq.ft) 16 122 / 234 95 / 222 73 / 211 55 / 201 40 / 191 - / 168 66 54 / 58 42 / 50 - / 44 -6x6 - W2.0 x W2.0 14 139 / 263 109 / 232 85 / 206 65 / 183 49 / 163 - / 146 65 57 49 - / 43 -

8.625" 20 92 82 67 / 76 49 / 70 - / 65 - / 60 52 48 - / 45 - / 42 - / 4067 PSF 18 133 / 175 104 / 164 80 / 155 60 / 146 44 / 138 - / 132 76 / 79 60 / 70 46 / 61 - / 53 - / 46

1.71 cu.yd/(100sq.ft) 16 151 / 255 119 / 241 93 / 230 72 / 219 54 / 209 - / 192 79 69 56 / 60 43 / 53 - / 466x6 - W2.0 x W2.0 14 171 / 299 136 / 265 108 / 235 84 / 209 64 / 187 48 / 167 78 68 59 52 40 / 45

9.125" 20 97 89 82 65 / 75 47 / 70 - / 65 56 52 49 - / 46 - / 4273 PSF 18 164 / 189 129 / 177 101 / 167 78 / 158 58 / 150 42 / 142 93 77 / 82 61 / 72 47 / 63 - / 55

1.86 cu.yd/(100sq.ft) 16 185 / 275 147 / 261 116 / 248 91 / 236 70 / 226 52 / 210 92 81 71 57 / 63 44 / 554x4 - W1.4 x W1.4 14 208 / 419 167 / 398 133 / 362 106 / 325 82 / 292 63 / 263 91 80 70 62 54

9.625" 20 105 96 88 81 63 / 75 46 / 69 60 56 51 48 41 / 4579 PSF 18 200 / 203 160 / 191 127 / 180 99 / 170 76 / 161 57 / 153 107 95 80 / 84 63 / 74 52 / 65

2.02 cu.yd/(100sq.ft) 16 224 / 296 180 / 281 144 / 267 114 / 254 90 / 243 69 / 229 107 94 83 73 59 / 646x6 - W2.9 x W2.9 14 251 / 450 203 / 428 164 / 395 131 / 354 104 / 319 81 / 287 106 93 82 72 63

10.125" 20 112 102 94 87 80 60 / 74 63 58 54 51 4885 PSF 18 217 193 / 204 154 / 192 122 / 182 96 / 172 74 / 163 123 109 97 84 / 86 67 / 76

2.17 cu.yd/(100sq.ft) 16 267 / 317 216 / 300 174 / 285 140 / 272 111 / 259 87 / 247 122 109 96 85 756x6 - W2.9 x W2.9 14 298 / 481 243 / 458 197 / 428 159 / 384 128 / 346 102 / 312 121 108 95 84 74

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625" 20 55 / 80 41 / 73 - / 68 - / 63 - / 58 - / 54 - / 48 - / 45 - / 42 - -42 PSF 18 67 / 149 50 / 140 - / 132 - / 125 - / 118 - / 107 - / 66 - / 59 - / 52 - / 46 - / 41

1.4 cu.yd/(100sq.ft) 16 77 / 204 60 / 181 45 / 161 - / 143 - / 128 - / 115 42 / 65 - / 58 - / 51 - / 45 - / 406x6 - W1.4 x W1.4 14 89 / 240 70 / 213 54 / 190 40 / 170 - / 152 - / 137 51 / 64 40 / 57 - / 50 - / 45 -

8.125" 20 72 / 87 54 / 80 40 / 74 - / 69 - / 64 - / 60 - / 52 - / 48 - / 45 - / 42 - / 4046 PSF 18 85 / 163 65 / 153 50 / 145 - / 137 - / 130 - / 123 47 / 78 - / 70 - / 62 - / 55 - / 49

1.55 cu.yd/(100sq.ft) 16 98 / 237 76 / 224 59 / 213 45 / 194 - / 170 - / 149 56 / 77 44 / 69 - / 61 - / 55 - / 496x6 - W2.0 x W2.0 14 112 / 274 88 / 243 69 / 217 53 / 194 40 / 174 - / 157 66 / 76 53 / 68 42 / 60 - / 54 - / 48

8.625" 20 89 / 95 69 / 87 52 / 81 - / 75 - / 70 - / 65 51 / 55 40 / 52 - / 49 - / 46 - / 4351 PSF 18 105 / 177 82 / 167 64 / 157 48 / 149 - / 141 - / 134 60 / 92 48 / 82 - / 73 - / 66 - / 59

1.71 cu.yd/(100sq.ft) 16 120 / 257 95 / 244 75 / 232 58 / 221 43 / 198 - / 174 71 / 91 57 / 81 45 / 72 - / 65 - / 586x6 - W2.0 x W2.0 14 137 / 309 109 / 277 87 / 247 68 / 222 52 / 199 - / 179 83 / 90 68 / 80 54 / 72 43 / 64 - / 57

9.125" 20 103 86 / 94 66 / 87 50 / 81 - / 75 - / 68 60 52 / 56 40 / 53 - / 49 - / 4755 PSF 18 129 / 192 102 / 180 80 / 170 62 / 161 47 / 153 - / 145 76 / 106 61 / 95 48 / 85 - / 77 - / 69

1.86 cu.yd/(100sq.ft) 16 147 / 278 117 / 264 93 / 251 73 / 239 56 / 229 42 / 201 89 / 105 73 / 94 59 / 85 46 / 76 - / 684x4 - W1.4 x W1.4 14 166 / 329 134 / 311 107 / 295 85 / 280 67 / 266 51 / 239 103 / 104 85 / 93 70 / 84 56 / 75 44 / 67

9.625" 20 110 101 84 / 94 65 / 85 49 / 79 - / 73 64 60 54 / 56 42 / 53 - / 5060 PSF 18 157 / 206 126 / 194 100 / 183 78 / 173 61 / 164 46 / 156 96 / 122 78 / 109 63 / 98 50 / 88 - / 80

2.02 cu.yd/(100sq.ft) 16 178 / 299 143 / 284 115 / 270 91 / 257 72 / 246 55 / 232 111 / 121 91 / 109 75 / 98 60 / 88 48 / 796x6 - W2.9 x W2.9 14 201 / 348 163 / 329 131 / 312 106 / 296 84 / 282 66 / 269 120 106 / 108 88 / 97 72 / 87 58 / 78

10.125" 20 118 109 98 81 / 91 62 / 84 47 / 78 69 64 60 54 / 57 42 / 5464 PSF 18 188 / 221 151 / 208 121 / 196 96 / 185 76 / 176 58 / 167 116 / 139 96 / 125 79 / 112 64 / 101 51 / 91

2.17 cu.yd/(100sq.ft) 16 212 / 320 171 / 304 139 / 289 111 / 275 89 / 263 70 / 252 134 / 138 112 / 124 92 / 112 76 / 101 61 / 916x6 - W2.9 x W2.9 14 238 / 368 194 / 348 158 / 330 128 / 313 103 / 298 82 / 284 137 123 107 / 111 89 / 100 73 / 90

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg.37) for details.4. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.5. Where two maximum uniform superimposed service loads are shown, first load is for slabs with no top reinforcing steel within the slab span. Second load is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.6. Where only one load is shown, the load is for slabs without top reinforcement. Addition of top reinforcement does not affect the maximum service loads in thosecases.7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg. 27) for details.4.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.5.Wheretwomaximumuniformsuperimposedserviceloadsareshown,firstloadisforslabswithnotopreinforcingsteelwithintheslabspan.Secondloadis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheentireslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

6.Whereonlyoneloadisshown,theloadisforslabswithouttopreinforcement.Additionoftopreinforcementdoesnotaffect the maximum service loads in those cases.

7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 23: Design Guide Deep-Dek Composite

23Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 4.5MAXIMUM ALLOWABLE SPANS OF

COMPOSITE SLABS FOR SERVICE STAGE

MAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

Total Slab Depth(in.) Gage

Max. Service Stage Spans (ft-in.)

LL=40 psf; SDL=20 psf (88 psf LRFD load) LL=100 psf; SDL=5 psf (166 psf LRFD load)

Single SpanContinuous Span

Single SpanContinuous Span

End Interior End Interior

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625

20 20' - 9" / 23' - 3" 23' - 3" 27' - 8" 16' - 0" 16' - 0" 19' - 2"18 21' - 5" / 27' - 9" 26' - 2" 27' - 7" 20' - 5" / 24' - 11" 21' - 5" 22' - 7"16 22' - 0" / 29' - 1" 26' - 0" 27' - 5" 21' - 0" / 24' - 1" 21' - 4" 22' - 6"14 22' - 7" / 30' - 6" 25' - 11" 27' - 4" 21' - 7" / 25' - 10" 21' - 3" 22' - 5"

8.125

20 21' - 8" / 24' - 0" 24' - 0" 28' - 10" 16' - 10" 16' - 10" 20' - 3"18 22' - 4" / 28' - 10" 27' - 6" 29' - 0" 21' - 4" / 26' - 0" 22' - 8" 23' - 11"16 22' - 11" / 30' - 2" 27' - 5" 28' - 10" 21' - 11" / 27' - 3" 22' - 7" 23' - 10"14 23' - 7" / 31' - 8" 27' - 3" 28' - 9" 22' - 7" / 27' - 1" 22' - 6" 23' - 9"

8.625

20 22' - 6" / 25' - 2" 25' - 2" 30' - 2" 17' - 9" 17' - 9" 21' - 3"18 23' - 3" / 30' - 0" 28' - 8" / 28' - 9" 30' - 4" 22' - 3" / 27' - 2" 23' - 11" 25' - 2"16 23' - 10" / 31' - 4" 28' - 8" 30' - 3" 22' - 10" / 28' - 5" 23' - 10" 25' - 2"14 24' - 6" / 32' - 10" 28' - 7" 30' - 1" 23' - 6" / 28' - 5" 23' - 9" 25' - 1"

9.125

20 23' - 5" / 26' - 3" 26' - 3" 31' - 6" 18' - 7" 18' - 7" 22' - 3"18 24' - 1" / 31' - 1" 29' - 9" / 30' - 1" 31' - 8" 23' - 1" / 28' - 0" 25' - 1" 26' - 6"16 24' - 9" / 32' - 6" 29' - 11" 31' - 7" 23' - 9" / 29' - 7" 25' - 1" 26' - 5"14 25' - 5" / 34' - 0" 29' - 10" 31' - 5" 24' - 5" / 31' - 0" 25' - 0" 26' - 4"

9.625

20 24' - 4" / 27' - 4" 27' - 4" 32' - 9" 19' - 1" 19' - 1" 22' - 11"18 25' - 0" / 32' - 2" 30' - 11" / 31' - 3" 33' - 0" 24' - 0" / 28' - 9" 26' - 3" 27' - 9"16 25' - 8" / 33' - 7" 31' - 2" 32' - 10" 24' - 8" / 30' - 8" 26' - 3" 27' - 8"14 26' - 4" / 35' - 2" 31' - 1" 32' - 9" 25' - 4" / 32' - 2" 26' - 2" 27' - 7"

10.125

20 25' - 2" / 27' - 10" 27' - 10" 33' - 5" 19' - 10" 19' - 10" 23' - 10"18 25' - 10" / 33' - 2" 31' - 11" / 32' - 6" 34' - 3" 24' - 11" / 29' - 5" 27' - 5" 28' - 11"16 26' - 6" / 34' - 8" 32' - 4" 34' - 1" 25' - 7" / 31' - 9" 27' - 5" 28' - 10"14 27' - 3" / 36' - 3" 32' - 3" 34' - 0" 26' - 3" / 33' - 3" 27' - 4" 28' - 9"

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625

20 20' - 0" / 23' - 10" 23' - 10" 28' - 7" 16' - 2" 16' - 2" 19' - 5"18 20' - 9" / 27' - 6" 25' - 8" / 27' - 7" 29' - 0" 19' - 8" / 24' - 6" 22' - 2" 23' - 4"16 21' - 4" / 29' - 1" 26' - 5" / 27' - 5" 28' - 11" 20' - 3" / 24' - 11" 22' - 1" 23' - 3"14 22' - 0" / 30' - 9" 27' - 2" / 27' - 3" 28' - 9" 20' - 10" / 26' - 8" 22' - 0" 23' - 2"

8.125

20 20' - 11" / 25' - 2" 25' - 2" 30' - 3" 17' - 1" 17' - 1" 20' - 6"18 21' - 8" / 28' - 8" 26' - 9" / 29' - 1" 30' - 8" 20' - 7" / 25' - 7" 23' - 6" 24' - 10"16 22' - 4" / 30' - 3" 27' - 7" / 28' - 11" 30' - 6" 21' - 2" / 27' - 0" 23' - 6" 24' - 9"14 22' - 11" / 32' - 0" 28' - 4" / 28' - 10" 30' - 4" 21' - 10" / 28' - 1" 23' - 5" 24' - 8"

8.625

20 21' - 10" / 26' - 1" 26' - 1" 31' - 3" 18' - 0" 18' - 0" 21' - 7"18 22' - 7" / 29' - 10" 27' - 10" / 30' - 7" 32' - 2" 21' - 5" / 26' - 8" 24' - 11" 26' - 3"16 23' - 3" / 31' - 5" 28' - 8" / 30' - 5" 32' - 1" 22' - 1" / 28' - 2" 24' - 10" 26' - 2"14 23' - 11" / 33' - 2" 29' - 6" / 30' - 3" 31' - 11" 22' - 9" / 29' - 6" 24' - 9" 26' - 1"

9.125

20 22' - 8" / 27' - 3" 27' - 3" 32' - 9" 18' - 11" 18' - 11" 22' - 8"18 23' - 5" / 30' - 11" 29' - 0" / 32' - 0" 33' - 9" 22' - 4" / 27' - 10" 26' - 2" 27' - 7"16 24' - 1" / 32' - 7" 29' - 10" / 31' - 10" 33' - 7" 23' - 0" / 29' - 4" 26' - 2" 27' - 7"14 24' - 10" / 34' - 5" 30' - 8" / 31' - 8" 33' - 5" 23' - 8" / 31' - 0" 26' - 1" 27' - 6"

9.625

20 23' - 7" / 28' - 5" 28' - 5" 34' - 1" 19' - 9" 19' - 9" 23' - 8"18 24' - 4" / 32' - 0" 30' - 1" / 33' - 5" 35' - 2" 23' - 3" / 28' - 11" 27' - 6" 29' - 0"16 25' - 1" / 33' - 9" 30' - 11" / 33' - 3" 35' - 1" 23' - 11" / 30' - 5" 27' - 5" 28' - 11"14 25' - 9" / 35' - 7" 31' - 10" / 33' - 1" 34' - 11" 24' - 7" / 32' - 1" 27' - 4" 28' - 10"

10.125

20 24' - 5" / 29' - 7" 29' - 7" 35' - 6" 20' - 7" 20' - 7" 24' - 8"18 25' - 3" / 33' - 1" 31' - 2" / 34' - 9" 36' - 7" 24' - 1" / 29' - 11" 28' - 9" 30' - 4"16 25' - 11" / 34' - 10" 32' - 1" / 34' - 7" 36' - 6" 24' - 10" / 31' - 6" 28' - 8" 30' - 3"14 26' - 8" / 36' - 8" 32' - 11" / 34' - 5" 36' - 4" 25' - 6" / 33' - 3" 28' - 7" 30' - 2"

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement table (pg.34-36) for details.2. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.3. Where two maximum service stage spans are shown, first span is for slabs with no top reinforcing steel within the slab span. Second span is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.4. Where one span is shown, the maximum span is for slabs without top reinforcing steel. Addition of top reinforcing steel does not affect the maximum spans in those cases.5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement table (pg. 27) for details.2.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.3.Wheretwomaximumservicestagespansareshown,firstspanisforslabswithnotopreinforcingsteelwithintheslabspan.Secondspanis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

4.Whereonespanisshown,themaximumspanisforslabswithouttopreinforcingsteel.Additionoftopreinforcingsteeldoesnotaffect the maximum spans in those cases.

5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 24: Design Guide Deep-Dek Composite

24 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. Forslabdeflectioncalculations,thetabulatedmomentsofinertiashallbeusedwiththemodulusofelasticityof29500ksi. Thefirsttabulatedvalueisforslabswithnotopreinforcingsteelwithintheslabspan.Thesecondtabulatedvalueis for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.

2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4.Theshear-bondstrengthoftheslabsshallbecalculatedusingANSI/ASCE3-91Eq.(2-9)andthetabulatedmandkcoefficients.

See shear-bond strength table.

MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

Total SlabDepth (in.) Gage

Moment of Inertia of Slab Section Transformed to Steel (in.4/ft) ffMn

(ft-kips/ft)ffVn

(kips/ft)

Shear-Bond StrengthCoefficients

Uncracked, Iu Cracked, Ic Average, Iavg m k

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625

20 36.75 / 45.54 16 / 20.13 26.37 / 32.84 14.947 5.541 10555.3 0.231418 38.93 / 50.76 19.72 / 26.46 29.33 / 38.61 19.039 5.977 3913.6 0.702616 41.17 / 56.32 23.31 / 33.34 32.24 / 44.83 17.254 5.966 -542.0 1.178114 43.73 / 62.97 27.23 / 41.79 35.48 / 52.38 19.923 5.953 -2654.0 1.8511

8.125

20 44.22 / 54.34 19.06 / 23.7 31.64 / 39.02 16.537 5.754 10555.3 0.231418 46.78 / 60.41 23.5 / 31.09 35.14 / 45.75 21.145 6.403 3913.6 0.702616 49.4 / 66.87 27.78 / 39.09 38.59 / 52.98 25.664 6.392 -542.0 1.178114 52.39 / 74.62 32.44 / 48.9 42.42 / 61.76 22.615 6.379 -2654.0 1.8511

8.625

20 52.72 / 64.3 22.48 / 27.62 37.6 / 45.96 18.128 5.969 10555.3 0.231418 55.69 / 71.29 27.73 / 36.17 41.71 / 53.73 23.251 6.834 3913.6 0.702616 58.73 / 78.75 32.8 / 45.4 45.77 / 62.08 28.320 6.823 -542.0 1.178114 62.21 / 87.69 38.29 / 56.69 50.25 / 72.19 25.594 6.810 -2654.0 1.8511

9.125

20 62.33 / 75.51 26.25 / 31.91 44.29 / 53.71 19.718 6.187 10555.3 0.231418 65.76 / 83.52 32.42 / 41.71 49.09 / 62.61 25.356 7.269 3913.6 0.702616 69.27 / 92.05 38.36 / 52.28 53.81 / 72.17 30.977 7.259 -542.0 1.178114 73.28 / 102.28 44.8 / 65.17 59.04 / 83.72 37.175 7.246 -2654.0 1.8511

9.625

20 73.16 / 88.07 30.39 / 36.56 51.77 / 62.31 21.309 6.408 10555.3 0.231418 77.08 / 97.17 37.56 / 47.72 57.32 / 72.44 27.462 7.710 3913.6 0.702616 81.1 / 106.87 44.47 / 59.73 62.78 / 83.3 33.633 7.700 -542.0 1.178114 85.69 / 118.49 51.98 / 74.34 68.84 / 96.42 40.494 7.687 -2654.0 1.8511

10.125

20 85.3 / 102.07 34.88 / 41.57 60.09 / 71.82 22.899 6.631 10555.3 0.231418 89.75 / 112.34 43.16 / 54.2 66.45 / 83.27 29.568 8.156 3913.6 0.702616 94.31 / 123.29 51.15 / 67.75 72.73 / 95.52 36.290 8.146 -542.0 1.178114 99.54 / 136.41 59.83 / 84.22 79.69 / 110.31 43.812 8.133 -2654.0 1.8511

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625

20 26.55 / 35.58 14.38 / 20 20.47 / 27.79 14.947 4.490 10555.3 0.231418 28.59 / 40.79 17.53 / 26.55 23.06 / 33.67 19.039 4.482 3913.6 0.702616 30.64 / 46.33 20.53 / 33.78 25.58 / 40.05 17.254 4.475 -542.0 1.178114 32.96 / 52.97 23.77 / 42.73 28.37 / 47.85 19.923 4.465 -2654.0 1.8511

8.125

20 31.88 / 42.28 17.14 / 23.46 24.51 / 32.87 16.537 4.809 10555.3 0.231418 34.26 / 48.34 20.88 / 31.08 27.57 / 39.71 21.145 4.802 3913.6 0.702616 36.65 / 54.8 24.44 / 39.46 30.55 / 47.13 25.664 4.794 -542.0 1.178114 39.35 / 62.53 28.27 / 49.83 33.81 / 56.18 22.615 4.784 -2654.0 1.8511

8.625

20 37.93 / 49.84 20.22 / 27.27 29.08 / 38.55 18.128 5.114 10555.3 0.231418 40.69 / 56.83 24.65 / 36.04 32.67 / 46.44 23.251 5.125 3913.6 0.702616 43.47 / 64.28 28.85 / 45.67 36.16 / 54.97 28.320 5.117 -542.0 1.178114 46.59 / 73.2 33.35 / 57.57 39.97 / 65.38 25.594 5.108 -2654.0 1.8511

9.125

20 44.75 / 58.31 23.65 / 31.42 34.2 / 44.86 19.718 5.277 10555.3 0.231418 47.94 / 66.31 28.84 / 41.44 38.39 / 53.88 25.356 5.452 3913.6 0.702616 51.14 / 74.84 33.76 / 52.42 42.45 / 63.63 30.977 5.444 -542.0 1.178114 54.75 / 85.05 39.03 / 65.97 46.89 / 75.51 37.175 5.435 -2654.0 1.8511

9.625

20 52.42 / 67.75 27.41 / 35.92 39.91 / 51.84 21.309 5.443 10555.3 0.231418 56.07 / 76.84 33.46 / 47.29 44.76 / 62.07 27.462 5.783 3913.6 0.702616 59.74 / 86.54 39.19 / 59.71 49.46 / 73.12 33.633 5.775 -542.0 1.178114 63.87 / 98.15 45.31 / 75.02 54.59 / 86.58 40.494 5.765 -2654.0 1.8511

10.125

20 60.99 / 78.24 31.51 / 40.76 46.25 / 59.5 22.899 5.610 10555.3 0.231418 65.14 / 88.5 38.5 / 53.58 51.82 / 71.04 29.568 6.117 3913.6 0.702616 69.32 / 99.44 45.13 / 67.55 57.23 / 83.49 36.290 6.109 -542.0 1.178114 74.03 / 112.55 52.22 / 84.74 63.12 / 98.64 43.812 6.100 -2654.0 1.8511

fMn is factored positive moment capacity; fVn is factored vertical one-way shear capacity.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. For slab deflection calculations, the tabulated moments of inertia shall be used with the modulus of elasticity of 29500 ksi. The first tabulated value is for slabs with no top reinforcing steel within the slab span. The second tabulated value is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4. The shear-bond strength of the slabs shall be calculated using ANSI/ASCE 3-91 Eq. (2-9) and the tabulated m and k coefficients. See shear-bond strength table.

Deep-Dek® Composite 4.5MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 25: Design Guide Deep-Dek Composite

25Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek 4.5 Composite FACTORED SHEAR-BOND STRENGTH OF SLABS

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageFactored Shear-Bond Strength of Slab ffVn,shb (kips/ft) / Spans

19' - 0" 20' - 0" 21' - 0" 22' - 0" 23' - 0" 24' - 0" 25' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0"

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625" 20 1.588 1.569 1.553 1.540 1.529 1.577 1.572 1.569 1.567 1.567 1.568 1.56955 PSF 18 2.644 2.642 2.642 2.642 2.644 2.647 2.651 2.655 2.660 2.666 2.672 2.679

1.4 cu.yd/(100sq.ft) 16 3.669 3.686 3.703 3.719 3.735 3.751 3.767 3.783 3.798 3.814 3.829 3.8456x6 - W1.4 x W1.4 14 5.365 5.396 5.426 5.454 5.482 5.508 5.533 5.557 5.581 5.604 5.626 5.648

8.125" 20 1.744 1.723 1.706 1.749 1.739 1.732 1.727 1.724 1.722 1.722 1.723 1.72561 PSF 18 2.902 2.900 2.899 2.900 2.902 2.905 2.909 2.914 2.920 2.927 2.934 2.941

1.55 cu.yd/(100sq.ft) 16 4.026 4.045 4.063 4.081 4.099 4.116 4.134 4.151 4.168 4.185 4.202 4.2196x6 - W2.0 x W2.0 14 5.886 5.920 5.953 5.984 6.014 6.042 6.070 6.097 6.122 6.148 6.172 6.196

8.625" 20 1.900 1.934 1.918 1.906 1.896 1.888 1.883 1.879 1.877 1.877 1.878 1.88067 PSF 18 3.160 3.158 3.157 3.158 3.160 3.164 3.168 3.174 3.180 3.187 3.195 3.203

1.71 cu.yd/(100sq.ft) 16 4.383 4.403 4.423 4.443 4.462 4.481 4.500 4.519 4.538 4.556 4.575 4.5936x6 - W2.0 x W2.0 14 6.406 6.444 6.479 6.513 6.546 6.577 6.607 6.636 6.664 6.692 6.718 6.744

9.125" 20 2.114 2.093 2.076 2.063 2.052 2.044 2.038 2.034 2.033 2.032 2.034 2.09573 PSF 18 3.418 3.415 3.415 3.416 3.418 3.422 3.427 3.433 3.440 3.448 3.456 3.465

1.86 cu.yd/(100sq.ft) 16 4.740 4.762 4.783 4.805 4.826 4.846 4.867 4.887 4.908 4.928 4.948 4.9684x4 - W1.4 x W1.4 14 6.927 6.968 7.006 7.043 7.078 7.112 7.144 7.176 7.206 7.236 7.265 7.293

9.625" 20 2.275 2.252 2.234 2.219 2.208 2.199 2.193 2.190 2.188 2.247 2.251 2.25579 PSF 18 3.676 3.673 3.672 3.674 3.676 3.681 3.686 3.693 3.700 3.708 3.718 3.828

2.02 cu.yd/(100sq.ft) 16 5.097 5.120 5.143 5.166 5.189 5.211 5.234 5.256 5.277 5.299 5.321 5.3426x6 - W2.9 x W2.9 14 7.448 7.491 7.533 7.572 7.610 7.646 7.681 7.715 7.748 7.780 7.811 7.841

10.125" 20 2.435 2.411 2.392 2.376 2.364 2.355 2.349 2.404 2.404 2.407 2.410 2.41685 PSF 18 3.933 3.931 3.930 3.931 3.935 3.939 3.945 3.952 3.960 4.070 4.084 4.098

2.17 cu.yd/(100sq.ft) 16 5.453 5.479 5.504 5.528 5.552 5.576 5.600 5.624 5.647 5.670 5.693 5.7166x6 - W2.9 x W2.9 14 7.968 8.015 8.059 8.102 8.142 8.181 8.218 8.255 8.290 8.324 8.357 8.390

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625" 20 1.529 1.507 1.488 1.472 1.458 1.446 1.436 1.427 1.420 1.414 1.462 1.46042 PSF 18 2.585 2.580 2.576 2.574 2.573 2.572 2.573 2.574 2.576 2.579 2.582 2.586

1.4 cu.yd/(100sq.ft) 16 3.611 3.624 3.638 3.651 3.664 3.677 3.690 3.702 3.715 3.727 3.739 3.7526x6 - W1.4 x W1.4 14 5.306 5.334 5.361 5.386 5.410 5.433 5.455 5.476 5.497 5.517 5.536 5.555

8.125" 20 1.679 1.655 1.634 1.616 1.601 1.588 1.577 1.567 1.613 1.609 1.606 1.60446 PSF 18 2.837 2.831 2.827 2.824 2.823 2.823 2.823 2.825 2.827 2.830 2.834 2.838

1.55 cu.yd/(100sq.ft) 16 3.961 3.976 3.991 4.005 4.020 4.034 4.048 4.062 4.075 4.089 4.102 4.1166x6 - W2.0 x W2.0 14 5.820 5.851 5.880 5.908 5.934 5.960 5.984 6.007 6.029 6.051 6.072 6.093

8.625" 20 1.828 1.802 1.779 1.760 1.743 1.729 1.772 1.764 1.758 1.753 1.750 1.74751 PSF 18 3.088 3.082 3.078 3.075 3.073 3.073 3.074 3.075 3.078 3.081 3.085 3.090

1.71 cu.yd/(100sq.ft) 16 4.311 4.328 4.344 4.360 4.375 4.391 4.406 4.421 4.436 4.450 4.465 4.4806x6 - W2.0 x W2.0 14 6.334 6.368 6.400 6.430 6.459 6.486 6.512 6.538 6.562 6.586 6.609 6.631

9.125" 20 1.978 1.949 1.925 1.904 1.886 1.928 1.917 1.909 1.902 1.897 1.893 1.89155 PSF 18 3.339 3.333 3.328 3.325 3.323 3.323 3.324 3.326 3.329 3.332 3.337 3.341

1.86 cu.yd/(100sq.ft) 16 4.661 4.679 4.697 4.714 4.731 4.747 4.764 4.780 4.796 4.812 4.828 4.8444x4 - W1.4 x W1.4 14 6.849 6.885 6.919 6.952 6.983 7.013 7.041 7.068 7.095 7.120 7.145 7.169

9.625" 20 2.127 2.096 2.070 2.104 2.088 2.074 2.062 2.053 2.046 2.041 2.037 2.03560 PSF 18 3.591 3.584 3.579 3.575 3.574 3.573 3.574 3.576 3.579 3.583 3.588 3.593

2.02 cu.yd/(100sq.ft) 16 5.012 5.031 5.050 5.068 5.086 5.104 5.122 5.139 5.157 5.174 5.191 5.2086x6 - W2.9 x W2.9 14 7.363 7.402 7.439 7.474 7.507 7.539 7.570 7.599 7.627 7.655 7.681 7.707

10.125" 20 2.276 2.244 2.273 2.252 2.234 2.220 2.208 2.198 2.190 2.185 2.181 2.17864 PSF 18 3.842 3.834 3.829 3.826 3.824 3.824 3.825 3.827 3.830 3.834 3.839 3.845

2.17 cu.yd/(100sq.ft) 16 5.362 5.383 5.403 5.422 5.442 5.461 5.480 5.499 5.517 5.536 5.554 5.5726x6 - W2.9 x W2.9 14 7.877 7.919 7.958 7.996 8.032 8.066 8.098 8.130 8.160 8.189 8.218 8.245

NOTE:

The factored shear-bond strengths of the composite slabs were calculated using ANSI/ASCE 3-91 Eq. (2-9), the m and k coefficients obtained from testsand the resistance factor of 0.75 from ANSI/SDI C-2017.

NOTE:Thefactoredshear-bondstrengthsofthecompositeslabswerecalculatedusingANSI/ASCE3-91Eq.(2-9),themandkcoefficientsobtainedfromtests and the resistance factor of 0.75 from ANSI/SDI C-2017.

Deep-Dek® Composite 4.5FACTORED SHEAR-BOND STRENGTH OF SLABS

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 26: Design Guide Deep-Dek Composite

26 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

NOTES:1.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.

Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10columnsapplytofirstinterior

support of the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more than two spans.

Deep-Dek® Composite 4.5SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

Total SlabDepth (in.) Slab Span (ft)

LL=40 psf, SDL=20 psf LL=100 psf, SDL=5 psf(88 psf LRFD factored load) (166 psf LRFD factored load)

-WL2/9 -WL2/10 -WL2/11 -WL2/9 -WL2/10 -WL2/11

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625

24 5@9 5@10 5@11 - - -26 - 5@8 5@9 - - -28 - - 5@8 - - -30 - - - - - -

8.125

24 5@9 5@10 4@7 - - 5@726 5@7 5@9 5@10 - - -28 - 5@7 5@8 - - -30 - - - - - -

8.625

24 5@10 5@11 4@8 - 5@7 5@826 5@8 5@9 5@10 - - -28 5@6 5@7 5@8 - - -30 - - 5@7 - - -

9.125

24 5@10 5@11 5@11 5@6 5@7 5@826 5@8 5@9 5@10 - 5@6 5@728 5@7 5@8 5@9 - - -30 - 5@6 5@7 - - -

9.625

24 5@10 5@10 5@11 5@7 5@8 5@926 5@8 5@10 5@11 - 5@6 5@728 5@7 5@8 5@9 - - 5@630 5@6 5@7 5@8 - - -

10.125

24 5@10 5@10 5@10 5@7 5@8 5@926 5@9 5@10 5@10 5@6 5@7 5@728 5@7 5@8 5@9 - 6@8 5@630 5@6 5@7 5@8 - - -

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625

24 5@10 5@11 4@8 - - 5@726 5@8 5@9 5@10 - - -28 - 5@8 5@9 - - -30 - - - - - -

8.125

24 5@10 4@8 4@8 - 5@7 5@826 5@9 5@10 5@11 - - -28 5@7 5@8 5@9 - - -30 - - 5@8 - - -

8.625

24 5@11 4@8 4@8 5@7 5@8 5@926 5@9 5@10 5@11 - - 5@728 5@8 5@9 5@10 - - -30 - 5@7 5@8 - - -

9.125

24 5@11 5@11 5@11 5@7 5@8 5@926 5@9 5@11 5@11 - 5@7 5@728 5@8 5@9 5@10 - - 5@630 5@7 5@8 5@9 - - -

9.625

24 5@10 5@11 5@11 5@8 5@9 5@1026 5@10 5@11 5@11 5@6 5@7 5@828 5@8 5@9 5@10 - 5@6 5@730 5@7 5@8 5@9 - - -

10.125

24 5@10 5@10 5@10 5@8 5@9 5@1026 5@10 5@10 5@10 5@6 5@7 5@828 5@9 5@10 5@10 6@8 5@6 5@730 5@7 5@8 5@9 - - 5@6

NOTES:

1. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4.The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10 columns apply to first interiorsupport of the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous overmore than two spans.

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 27: Design Guide Deep-Dek Composite

27Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 4.5MAXIMUM DESIGN NEGATIVE MOMENT

CAPACITY OF COMPOSITE SLABS

MAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)7.625 8.125 8.625 9.125 9.625 10.125

4000

PSI

of A

ny D

ensi

ty

5@12 8.197 8.895 9.592 10.290 - -5@10 9.607 10.444 11.281 12.118 12.955 13.7925@9 10.504 11.434 12.364 13.294 14.224 15.1545@8 11.578 12.624 13.670 14.716 15.763 16.8095@7 - - 15.271 16.467 17.663 18.8585@6 - - - - - 21.454

6@12 10.941 11.931 12.921 13.911 14.901 15.8916@10 - - 15.042 16.230 17.418 18.6066@9 - - - - 19.011 20.3316@8 - - - - - -

7@12 - - - - 19.194 20.5447@10 - - - - - -

5000

PSI

of A

ny D

ensi

ty

5@12 8.389 9.086 9.784 - - -5@10 9.883 10.720 11.557 12.394 13.231 14.0685@9 10.844 11.774 12.704 13.634 14.564 15.4945@8 12.008 13.055 14.101 15.147 16.193 17.2405@7 13.443 14.638 15.834 17.030 18.225 19.4215@6 - - 18.035 19.430 20.825 22.220

6@12 11.327 12.317 13.307 14.297 15.287 16.2776@10 13.222 14.410 15.598 16.786 17.974 19.1626@9 - 15.737 17.057 18.377 19.697 21.0176@8 - - - 20.288 21.773 23.258

7@12 - - 17.212 18.562 19.912 21.2627@10 - - - - - 24.825

6000

PSI

of A

ny D

ensi

ty

5@12 8.516 9.214 9.911 - - -5@10 10.066 10.903 11.740 12.577 13.414 14.2515@9 11.071 12.001 12.931 13.861 14.791 15.7215@8 12.296 13.342 14.388 15.434 16.481 17.5275@7 13.818 15.013 16.209 17.405 18.601 19.7965@6 15.756 17.151 18.546 19.941 21.336 22.731

6@12 11.584 12.574 13.564 14.554 15.544 16.5346@10 13.592 14.780 15.968 17.156 18.344 19.5326@9 14.874 16.194 17.514 18.834 20.154 21.4746@8 - 17.897 19.382 20.867 22.352 23.837

7@12 14.990 16.340 17.690 19.040 20.390 21.7407@10 - - - 22.274 23.894 25.514

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

4000 PSI OF ANY DENSITY

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities.

It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwoadjacentspansnotgreaterthantheshorterbymorethan20%),ft;Mreq,LRFD = required LRFD factorednegativemomentcapacity,lb-ft/ftdeckwidth;C=negativebendingcoefficient(9forinteriorsupportoftwospancontinuouscompositeslab;10forfirstinteriorsupportofcompositeslabcontinuousovermorethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where oMn≥Mreq,LRFD (LRFD)

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 28: Design Guide Deep-Dek Composite

28 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 4.5MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS

MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

Gage

Maximum Uniform Superimposed Service Loads (psf)

Simple Spans Continuous SpansNegative Moment Steel Reinforcing Required

19' - 0" 20' - 0" 21' - 0" 22' - 0" 23' - 0" 24' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0"

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625" 20 81 / 83 61 / 76 45 / 70 - / 65 - / 60 - / 54 43 / 47 - / 44 - / 42 - -55 PSF 18 94 / 162 72 / 153 54 / 144 - / 136 - / 129 - / 123 51 / 75 - / 67 - / 59 - / 52 - / 45

1.4 cu.yd/(100sq.ft) 16 107 / 240 83 / 228 64 / 217 47 / 191 - / 168 - / 147 60 / 74 47 / 66 - / 58 - / 51 - / 456x6 - W1.4 x W1.4 14 122 / 250 96 / 221 74 / 196 56 / 175 42 / 156 - / 139 70 / 73 56 / 65 43 / 57 - / 50 - / 44

8.125" 20 91 80 / 83 60 / 77 44 / 69 - / 64 - / 60 52 46 / 49 - / 46 - / 43 - / 4061 PSF 18 119 / 178 93 / 167 71 / 158 54 / 150 - / 142 - / 135 67 / 89 53 / 79 40 / 70 - / 62 - / 55

1.55 cu.yd/(100sq.ft) 16 135 / 263 106 / 250 83 / 238 63 / 226 47 / 198 - / 174 79 / 89 63 / 79 49 / 70 - / 61 - / 546x6 - W2.0 x W2.0 14 152 / 287 121 / 254 95 / 226 74 / 201 56 / 180 42 / 161 88 74 / 78 59 / 69 46 / 61 - / 53

8.625" 20 98 88 78 / 81 58 / 75 42 / 70 - / 65 56 53 47 / 50 - / 47 - / 4467 PSF 18 148 / 194 117 / 182 91 / 172 70 / 163 52 / 154 - / 147 87 / 105 69 / 93 54 / 83 41 / 74 - / 66

1.71 cu.yd/(100sq.ft) 16 166 / 287 132 / 272 104 / 259 81 / 246 62 / 223 46 / 200 100 / 104 81 / 93 65 / 82 51 / 73 - / 656x6 - W2.0 x W2.0 14 187 / 435 150 / 387 119 / 346 94 / 307 73 / 269 56 / 236 103 92 76 / 81 61 / 72 48 / 64

9.125" 20 104 96 88 75 / 81 56 / 75 40 / 70 61 57 54 48 / 50 - / 4673 PSF 18 181 / 209 144 / 197 114 / 186 89 / 176 68 / 167 51 / 159 109 / 122 89 / 109 71 / 97 56 / 87 43 / 77

1.86 cu.yd/(100sq.ft) 16 203 / 310 163 / 294 130 / 279 103 / 266 80 / 243 61 / 219 121 102 / 108 83 / 96 67 / 86 52 / 764x4 - W1.4 x W1.4 14 227 / 473 183 / 424 147 / 379 118 / 340 93 / 306 72 / 275 120 107 95 79 / 85 63 / 75

9.625" 20 112 103 94 87 75 / 81 56 / 75 66 61 56 52 4979 PSF 18 221 / 225 177 / 212 142 / 200 112 / 189 88 / 179 67 / 170 136 / 140 112 / 125 92 / 112 74 / 100 62 / 90

2.02 cu.yd/(100sq.ft) 16 246 / 333 199 / 316 160 / 300 128 / 286 102 / 264 79 / 237 139 124 106 / 111 86 / 100 70 / 896x6 - W2.9 x W2.9 14 274 / 500 223 / 461 180 / 412 146 / 370 117 / 333 93 / 301 138 124 110 99 82 / 88

10.125" 20 120 110 101 93 87 72 / 80 68 64 60 56 5385 PSF 18 241 213 / 226 172 / 214 138 / 202 109 / 192 86 / 182 160 138 / 143 118 / 128 97 / 115 79 / 103

2.17 cu.yd/(100sq.ft) 16 292 / 356 238 / 338 193 / 321 156 / 306 125 / 285 99 / 256 159 142 128 108 / 114 88 / 1026x6 - W2.9 x W2.9 14 325 / 500 265 / 498 217 / 445 176 / 400 143 / 360 115 / 325 158 141 127 113 101

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625" 20 62 / 85 47 / 78 - / 72 - / 67 - / 63 - / 59 - / 52 - / 49 - / 46 - / 42 - / 4042 PSF 18 74 / 165 57 / 155 43 / 146 - / 139 - / 125 - / 110 40 / 85 - / 76 - / 69 - / 62 - / 55

1.4 cu.yd/(100sq.ft) 16 85 / 242 66 / 225 51 / 194 - / 169 - / 148 - / 130 48 / 84 - / 76 - / 68 - / 61 - / 556x6 - W1.4 x W1.4 14 98 / 260 77 / 231 60 / 206 46 / 184 - / 166 - / 149 57 / 83 45 / 75 - / 67 - / 60 - / 54

8.125" 20 80 / 93 61 / 86 46 / 79 - / 74 - / 69 - / 64 43 / 56 - / 52 - / 49 - / 46 - / 4346 PSF 18 94 / 181 73 / 170 56 / 161 42 / 152 - / 144 - / 130 53 / 100 42 / 90 - / 81 - / 73 - / 66

1.55 cu.yd/(100sq.ft) 16 107 / 266 84 / 252 66 / 229 51 / 199 - / 174 - / 153 63 / 100 50 / 90 - / 81 - / 72 - / 656x6 - W2.0 x W2.0 14 122 / 298 97 / 265 77 / 237 60 / 212 46 / 191 - / 172 73 / 99 59 / 89 48 / 80 - / 72 - / 64

8.625" 20 99 / 101 78 / 93 60 / 86 45 / 80 - / 75 - / 70 58 / 60 46 / 56 - / 53 - / 50 - / 4751 PSF 18 116 / 197 91 / 185 71 / 175 55 / 166 41 / 157 - / 149 68 / 117 54 / 105 43 / 95 - / 86 - / 78

1.71 cu.yd/(100sq.ft) 16 132 / 289 105 / 275 83 / 261 65 / 233 50 / 203 - / 179 79 / 116 65 / 105 52 / 94 41 / 85 - / 776x6 - W2.0 x W2.0 14 149 / 349 120 / 330 96 / 313 76 / 275 59 / 241 45 / 212 92 / 115 76 / 104 62 / 93 49 / 84 - / 76

9.125" 20 110 96 / 101 75 / 93 58 / 87 43 / 81 - / 74 65 60 / 61 47 / 57 - / 54 - / 5155 PSF 18 141 / 213 113 / 200 89 / 189 70 / 179 54 / 170 40 / 162 85 / 135 69 / 122 56 / 110 44 / 100 - / 90

1.86 cu.yd/(100sq.ft) 16 160 / 313 129 / 297 103 / 283 81 / 269 64 / 236 49 / 208 99 / 134 81 / 121 66 / 109 53 / 99 42 / 894x4 - W1.4 x W1.4 14 181 / 371 146 / 351 118 / 333 94 / 316 75 / 278 58 / 245 114 / 133 94 / 120 78 / 108 64 / 98 51 / 89

9.625" 20 118 108 95 / 100 74 / 91 57 / 85 43 / 79 69 65 61 49 / 58 - / 5560 PSF 18 172 / 228 138 / 215 111 / 203 88 / 192 69 / 183 53 / 174 107 / 154 88 / 140 72 / 126 58 / 115 46 / 104

2.02 cu.yd/(100sq.ft) 16 194 / 336 157 / 319 127 / 304 102 / 290 81 / 271 63 / 239 122 / 153 102 / 139 84 / 126 69 / 114 56 / 1036x6 - W2.9 x W2.9 14 218 / 393 177 / 372 144 / 353 116 / 335 94 / 319 74 / 281 139 / 153 117 / 138 98 / 125 81 / 113 66 / 102

10.125" 20 126 116 105 92 / 98 72 / 91 55 / 85 74 70 66 62 50 / 5964 PSF 18 205 / 244 166 / 230 134 / 217 107 / 206 85 / 195 67 / 186 129 / 169 108 / 159 89 / 144 73 / 131 59 / 119

2.17 cu.yd/(100sq.ft) 16 230 / 360 187 / 342 152 / 325 123 / 310 99 / 296 79 / 271 147 / 174 124 / 158 103 / 143 86 / 130 70 / 1186x6 - W2.9 x W2.9 14 258 / 415 211 / 393 172 / 373 141 / 354 114 / 337 92 / 321 167 / 173 141 / 157 119 / 142 100 / 129 83 / 117

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg.37) for details.4. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.5. Where two maximum uniform superimposed service loads are shown, first load is for slabs with no top reinforcing steel within the slab span. Second load is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.6. Where only one load is shown, the load is for slabs without top reinforcement. Addition of top reinforcement does not affect the maximum service loads in thosecases.7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg. 33) for details.4.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.5.Wheretwomaximumuniformsuperimposedserviceloadsareshown,firstloadisforslabswithnotopreinforcingsteelwithintheslabspan.Secondloadis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheentireslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

6.Whereonlyoneloadisshown,theloadisforslabswithouttopreinforcement.Additionoftopreinforcementdoesnotaffect the maximum service loads in those cases.

7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 29: Design Guide Deep-Dek Composite

29Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

Total Slab Depth(in.) Gage

Max. Service Stage Spans (ft-in.)

LL=40 psf; SDL=20 psf (88 psf LRFD load) LL=100 psf; SDL=5 psf (166 psf LRFD load)

Single SpanContinuous Span

Single SpanContinuous Span

End Interior End Interior

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625

20 21' - 3" / 23' - 10" 23' - 10" 28' - 8" 16' - 6" 16' - 6" 19' - 10"18 21' - 11" / 28' - 2" 27' - 1" / 28' - 6" 30' - 1" 20' - 11" / 25' - 3" 23' - 4" 24' - 7"16 22' - 6" / 29' - 5" 27' - 10" / 28' - 5" 29' - 11" 21' - 5" / 26' - 5" 23' - 4" 24' - 7"14 23' - 1" / 30' - 10" 28' - 3" 29' - 10" 22' - 0" / 26' - 8" 23' - 3" 24' - 6"

8.125

20 22' - 3" / 25' - 2" 25' - 2" 30' - 2" 17' - 6" 17' - 6" 21' - 0"18 22' - 10" / 29' - 3" 28' - 3" / 30' - 0" 31' - 7" 21' - 10" / 26' - 5" 24' - 9" 26' - 1"16 23' - 5" / 30' - 7" 29' - 0" / 29' - 11" 31' - 6" 22' - 5" / 27' - 8" 24' - 8" 26' - 0"14 24' - 1" / 32' - 0" 29' - 9" 31' - 4" 23' - 0" / 28' - 1" 24' - 7" 25' - 11"

8.625

20 23' - 1" / 26' - 5" 26' - 5" 31' - 8" 18' - 5" 18' - 5" 22' - 1"18 23' - 9" / 30' - 5" 29' - 4" / 31' - 5" 33' - 1" 22' - 9" / 27' - 7" 26' - 1" 27' - 6"16 24' - 5" / 31' - 9" 30' - 2" / 31' - 4" 33' - 0" 23' - 4" / 28' - 10" 26' - 0" 27' - 5"14 25' - 0" / 33' - 3" 30' - 11" / 31' - 2" 32' - 10" 24' - 0" / 30' - 2" 25' - 11" 27' - 4"

9.125

20 24' - 0" / 27' - 7" 27' - 7" 33' - 1" 19' - 0" 19' - 0" 22' - 10"18 24' - 8" / 31' - 7" 30' - 6" / 32' - 10" 34' - 7" 23' - 8" / 28' - 4" 27' - 5" 28' - 11"16 25' - 4" / 32' - 11" 31' - 3" / 32' - 8" 34' - 5" 24' - 3" / 30' - 0" 27' - 4" 28' - 10"14 25' - 11" / 34' - 5" 32' - 1" / 32' - 7" 34' - 4" 24' - 11" / 31' - 4" 27' - 3" 28' - 9"

9.625

20 24' - 11" / 28' - 3" 28' - 3" 33' - 11" 19' - 10" 19' - 10" 23' - 10"18 25' - 7" / 32' - 8" 31' - 8" / 34' - 2" 36' - 0" 24' - 7" / 29' - 1" 28' - 8" 30' - 3"16 26' - 3" / 34' - 1" 32' - 5" / 34' - 0" 35' - 10" 25' - 3" / 31' - 1" 28' - 8" 30' - 2"14 26' - 11" / 35' - 7" 33' - 3" / 33' - 11" 35' - 9" 25' - 11" / 32' - 6" 28' - 7" 30' - 1"

10.125

20 25' - 9" / 29' - 4" 29' - 4" 35' - 2" 20' - 8" 20' - 8" 24' - 10"18 26' - 6" / 33' - 9" 32' - 9" / 35' - 5" 37' - 4" 25' - 6" / 29' - 9" 29' - 11" 31' - 7"16 27' - 2" / 35' - 2" 33' - 6" / 35' - 4" 37' - 3" 26' - 2" / 32' - 3" 29' - 11" 31' - 6"14 27' - 10" / 36' - 9" 34' - 5" / 35' - 2" 37' - 1" 26' - 10" / 33' - 8" 29' - 10" 31' - 5"

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625

20 20' - 6" / 25' - 0" 25' - 0" 29' - 11" 16' - 9" 16' - 9" 20' - 1"18 21' - 2" / 27' - 10" 26' - 2" / 30' - 1" 31' - 5" / 31' - 8" 20' - 1" / 24' - 9" 24' - 2" 25' - 6"16 21' - 10" / 29' - 4" 26' - 11" / 29' - 11" 31' - 7" 20' - 8" / 26' - 1" 24' - 1" 25' - 5"14 22' - 5" / 30' - 11" 27' - 9" / 29' - 9" 31' - 5" 21' - 3" / 27' - 7" 24' - 0" 25' - 4"

8.125

20 21' - 5" / 26' - 5" 26' - 5" 31' - 9" 17' - 9" 17' - 9" 21' - 4"18 22' - 2" / 29' - 0" 27' - 4" / 31' - 9" 32' - 10" / 33' - 5" 21' - 0" / 25' - 11" 25' - 8" 27' - 1"16 22' - 9" / 30' - 7" 28' - 2" / 31' - 7" 33' - 4" 21' - 7" / 27' - 3" 25' - 7" 27' - 0"14 23' - 5" / 32' - 3" 28' - 11" / 31' - 5" 33' - 2" 22' - 3" / 28' - 10" 25' - 6" 26' - 11"

8.625

20 22' - 4" / 27' - 4" 27' - 4" 32' - 10" 18' - 9" 18' - 9" 22' - 6"18 23' - 0" / 30' - 2" 28' - 6" / 33' - 4" 34' - 2" / 35' - 2" 21' - 11" / 27' - 0" 27' - 1" / 27' - 2" 28' - 8"16 23' - 8" / 31' - 9" 29' - 3" / 33' - 2" 35' - 0" 22' - 7" / 28' - 5" 27' - 1" 28' - 7"14 24' - 4" / 33' - 5" 30' - 1" / 33' - 1" 34' - 10" 23' - 2" / 30' - 0" 27' - 0" 28' - 5"

9.125

20 23' - 2" / 28' - 8" 28' - 8" / 28' - 8" 34' - 5" / 34' - 5" 19' - 8" 19' - 8" 23' - 7"18 23' - 11" / 31' - 4" 29' - 7" / 34' - 11" 35' - 6" / 36' - 10" 22' - 10" / 28' - 2" 28' - 2" / 28' - 7" 30' - 2"16 24' - 8" / 32' - 11" 30' - 5" / 34' - 9" 36' - 6" / 36' - 8" 23' - 6" / 29' - 7" 28' - 6" 30' - 1"14 25' - 4" / 34' - 8" 31' - 3" / 34' - 7" 36' - 6" 24' - 2" / 31' - 2" 28' - 5" 30' - 0"

9.625

20 24' - 1" / 29' - 11" 29' - 10" / 29' - 11" 35' - 9" / 35' - 11" 20' - 7" 20' - 7" 24' - 8"18 24' - 11" / 32' - 5" 30' - 9" / 36' - 5" 36' - 11" / 38' - 5" 23' - 9" / 29' - 3" 29' - 4" / 30' - 0" 31' - 8"16 25' - 7" / 34' - 1" 31' - 7" / 36' - 4" 37' - 11" / 38' - 3" 24' - 5" / 30' - 9" 29' - 11" 31' - 7"14 26' - 3" / 35' - 10" 32' - 6" / 36' - 2" 38' - 1" 25' - 1" / 32' - 5" 29' - 10" 31' - 6"

10.125

20 25' - 0" / 31' - 2" 30' - 10" / 31' - 2" 37' - 0" / 37' - 4" 21' - 2" 21' - 2" 25' - 5"18 25' - 9" / 33' - 6" 31' - 10" / 37' - 11" 38' - 2" / 40' - 0" 24' - 7" / 30' - 4" 30' - 5" / 31' - 5" 33' - 1"16 26' - 6" / 35' - 2" 32' - 9" / 37' - 9" 39' - 3" / 39' - 10" 25' - 4" / 31' - 10" 31' - 4" / 31' - 4" 33' - 0"14 27' - 3" / 37' - 0" 33' - 7" / 37' - 7" 39' - 8" 26' - 1" / 33' - 6" 31' - 3" 32' - 11"

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement table (pg.34-36) for details.2. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.3. Where two maximum service stage spans are shown, first span is for slabs with no top reinforcing steel within the slab span. Second span is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.4. Where one span is shown, the maximum span is for slabs without top reinforcing steel. Addition of top reinforcing steel does not affect the maximum spans in those cases.5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement table (pg. 33) for details.2.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.3.Wheretwomaximumservicestagespansareshown,firstspanisforslabswithnotopreinforcingsteelwithintheslabspan.Secondspanis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

4.Whereonespanisshown,themaximumspanisforslabswithouttopreinforcingsteel.Additionoftopreinforcingsteeldoesnotaffect the maximum spans in those cases.

5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

Deep-Dek® Composite 4.5MAXIMUM ALLOWABLE SPANS OF

COMPOSITE SLABS FOR SERVICE STAGE

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 30: Design Guide Deep-Dek Composite

30 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

Total SlabDepth (in.) Gage

Moment of Inertia of Slab Section Transformed to Steel (in.4/ft) ffMn

(ft-kips/ft)ffVn

(kips/ft)

Shear-Bond StrengthCoefficients

Uncracked, Iu Cracked, Ic Average, Iavg m k

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625

20 40.26 / 49 16.42 / 20.21 28.34 / 34.61 15.297 5.894 10555.3 0.231418 42.48 / 54.22 20.3 / 26.51 31.39 / 40.37 19.653 6.682 3913.6 0.702616 44.76 / 59.79 24.05 / 33.33 34.41 / 46.56 23.984 6.670 -542.0 1.178114 47.38 / 66.45 28.16 / 41.67 37.77 / 54.06 21.343 6.656 -2654.0 1.8511

8.125

20 48.48 / 58.53 19.56 / 23.81 34.02 / 41.17 16.887 6.132 10555.3 0.231418 51.08 / 64.6 24.19 / 31.17 37.64 / 47.89 21.759 7.158 3913.6 0.702616 53.75 / 71.07 28.67 / 39.11 41.21 / 55.09 26.640 7.146 -542.0 1.178114 56.81 / 78.82 33.56 / 48.8 45.19 / 63.81 24.387 7.132 -2654.0 1.8511

8.625

20 57.82 / 69.32 23.06 / 27.77 40.44 / 48.55 18.478 6.373 10555.3 0.231418 60.84 / 76.32 28.54 / 36.29 44.69 / 56.31 23.864 7.640 3913.6 0.702616 63.95 / 83.79 33.84 / 45.46 48.89 / 64.62 29.297 7.628 -542.0 1.178114 67.51 / 92.72 39.62 / 56.63 53.56 / 74.68 35.381 7.614 -2654.0 1.8511

9.125

20 68.39 / 81.49 26.93 / 32.1 47.66 / 56.79 20.068 6.617 10555.3 0.231418 71.88 / 89.5 33.35 / 41.88 52.62 / 65.69 25.970 8.127 3913.6 0.702616 75.46 / 98.04 39.57 / 52.39 57.51 / 75.21 31.954 8.116 -542.0 1.178114 79.57 / 108.27 46.34 / 65.16 62.95 / 86.71 38.699 8.101 -2654.0 1.8511

9.625

20 80.31 / 95.13 31.15 / 36.79 55.73 / 65.96 21.659 6.863 10555.3 0.231418 84.3 / 104.23 38.62 / 47.94 61.46 / 76.09 28.076 8.620 3913.6 0.702616 88.39 / 113.94 45.86 / 59.89 67.13 / 86.91 34.610 8.609 -542.0 1.178114 93.1 / 125.56 53.75 / 74.38 73.42 / 99.97 42.018 8.594 -2654.0 1.8511

10.125

20 93.69 / 110.37 35.75 / 41.86 64.72 / 76.11 23.249 7.112 10555.3 0.231418 98.21 / 120.64 44.36 / 54.48 71.29 / 87.56 30.181 9.119 3913.6 0.702616 102.86 / 131.59 52.72 / 67.98 77.79 / 99.78 37.267 9.107 -542.0 1.178114 108.21 / 144.71 61.85 / 84.32 85.03 / 114.52 45.336 9.093 -2654.0 1.8511

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625

20 28.92 / 37.87 14.82 / 20.01 21.87 / 28.94 15.297 5.020 10555.3 0.231418 30.99 / 43.08 18.12 / 26.49 24.56 / 34.78 19.653 5.012 3913.6 0.702616 33.1 / 48.63 21.28 / 33.6 27.19 / 41.12 23.984 5.003 -542.0 1.178114 35.48 / 55.27 24.7 / 42.4 30.09 / 48.84 21.343 4.992 -2654.0 1.8511

8.125

20 34.74 / 45.06 17.66 / 23.49 26.2 / 34.28 16.887 5.236 10555.3 0.231418 37.17 / 51.12 21.6 / 31.03 29.38 / 41.08 21.759 5.369 3913.6 0.702616 39.63 / 57.58 25.35 / 39.29 32.49 / 48.43 26.640 5.360 -542.0 1.178114 42.41 / 65.31 29.39 / 49.49 35.9 / 57.4 24.387 5.349 -2654.0 1.8511

8.625

20 41.35 / 53.16 20.84 / 27.33 31.1 / 40.25 18.478 5.417 10555.3 0.231418 44.18 / 60.16 25.49 / 36.02 34.83 / 48.09 23.864 5.730 3913.6 0.702616 47.03 / 67.61 29.92 / 45.52 38.47 / 56.56 29.297 5.721 -542.0 1.178114 50.26 / 76.53 34.68 / 57.23 42.47 / 66.88 35.381 5.711 -2654.0 1.8511

9.125

20 48.82 / 62.26 24.36 / 31.51 36.59 / 46.89 20.068 5.600 10555.3 0.231418 52.08 / 70.27 29.82 / 41.45 40.95 / 55.86 25.970 6.096 3913.6 0.702616 55.37 / 78.8 35.01 / 52.29 45.19 / 65.54 31.954 6.087 -542.0 1.178114 59.09 / 89.01 40.58 / 65.63 49.84 / 77.32 38.699 6.076 -2654.0 1.8511

9.625

20 57.22 / 72.43 28.23 / 36.05 42.72 / 54.24 21.659 5.784 10555.3 0.231418 60.95 / 81.52 34.58 / 47.34 47.76 / 64.43 28.076 6.465 3913.6 0.702616 64.72 / 91.21 40.62 / 59.61 52.67 / 75.41 34.610 6.456 -542.0 1.178114 68.99 / 102.82 47.11 / 74.7 58.05 / 88.76 42.018 6.446 -2654.0 1.8511

10.125

20 66.62 / 83.72 32.44 / 40.94 49.53 / 62.33 23.249 5.971 10555.3 0.231418 70.86 / 93.98 39.78 / 53.67 55.32 / 73.83 30.181 6.839 3913.6 0.702616 75.15 / 104.92 46.77 / 67.49 60.96 / 86.21 37.267 6.830 -542.0 1.178114 80.01 / 118.03 54.28 / 84.45 67.14 / 101.24 45.336 6.820 -2654.0 1.8511

fMn is factored positive moment capacity; fVn is factored vertical one-way shear capacity.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. For slab deflection calculations, the tabulated moments of inertia shall be used with the modulus of elasticity of 29500 ksi. The first tabulated value is for slabs with no top reinforcing steel within the slab span. The second tabulated value is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4. The shear-bond strength of the slabs shall be calculated using ANSI/ASCE 3-91 Eq. (2-9) and the tabulated m and k coefficients. See shear-bond strength table.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. Forslabdeflectioncalculations,thetabulatedmomentsofinertiashallbeusedwiththemodulusofelasticityof29500ksi. Thefirsttabulatedvalueisforslabswithnotopreinforcingsteelwithintheslabspan.Thesecondtabulatedvalueis for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.

2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4.Theshear-bondstrengthoftheslabsshallbecalculatedusingANSI/ASCE3-91Eq.(2-9)andthetabulatedmandkcoefficients.

See shear-bond strength table.

Deep-Dek® Composite 4.5MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 31: Design Guide Deep-Dek Composite

31Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek 4.5 Composite FACTORED SHEAR-BOND STRENGTH OF SLABS

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageFactored Shear-Bond Strength of Slab ffVn,shb (kips/ft) / Spans

19' - 0" 20' - 0" 21' - 0" 22' - 0" 23' - 0" 24' - 0" 25' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0"

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625" 20 1.669 1.650 1.634 1.620 1.610 1.657 1.652 1.649 1.647 1.647 1.648 1.64955 PSF 18 2.888 2.886 2.885 2.886 2.888 2.890 2.894 2.898 2.904 2.909 2.916 2.923

1.4 cu.yd/(100sq.ft) 16 4.078 4.095 4.111 4.127 4.144 4.160 4.175 4.191 4.207 4.222 4.237 4.2536x6 - W1.4 x W1.4 14 6.006 6.038 6.067 6.096 6.123 6.149 6.174 6.198 6.222 6.245 6.267 6.289

8.125" 20 1.832 1.811 1.794 1.837 1.827 1.820 1.815 1.812 1.810 1.810 1.811 1.81361 PSF 18 3.169 3.167 3.166 3.167 3.169 3.172 3.177 3.182 3.187 3.194 3.201 3.208

1.55 cu.yd/(100sq.ft) 16 4.474 4.493 4.511 4.529 4.547 4.564 4.582 4.599 4.616 4.633 4.650 4.6676x6 - W2.0 x W2.0 14 6.589 6.623 6.656 6.687 6.717 6.746 6.773 6.800 6.826 6.851 6.876 6.899

8.625" 20 1.996 2.030 2.014 2.001 1.991 1.984 1.979 1.975 1.973 1.973 1.974 1.97667 PSF 18 3.451 3.448 3.448 3.449 3.451 3.454 3.459 3.465 3.471 3.478 3.486 3.494

1.71 cu.yd/(100sq.ft) 16 4.870 4.891 4.911 4.930 4.950 4.969 4.988 5.007 5.025 5.044 5.062 5.0816x6 - W2.0 x W2.0 14 7.172 7.209 7.245 7.279 7.311 7.343 7.373 7.402 7.430 7.457 7.484 7.510

9.125" 20 2.218 2.197 2.180 2.166 2.155 2.147 2.142 2.138 2.136 2.136 2.137 2.19973 PSF 18 3.732 3.730 3.729 3.730 3.733 3.737 3.742 3.748 3.754 3.762 3.771 3.780

1.86 cu.yd/(100sq.ft) 16 5.267 5.289 5.310 5.332 5.353 5.373 5.394 5.414 5.435 5.455 5.475 5.4944x4 - W1.4 x W1.4 14 7.755 7.795 7.834 7.871 7.906 7.939 7.972 8.003 8.034 8.064 8.092 8.121

9.625" 20 2.386 2.364 2.345 2.331 2.319 2.311 2.305 2.301 2.299 2.358 2.362 2.36779 PSF 18 4.014 4.011 4.010 4.012 4.014 4.019 4.024 4.031 4.038 4.046 4.055 4.166

2.02 cu.yd/(100sq.ft) 16 5.663 5.687 5.710 5.733 5.755 5.778 5.800 5.822 5.844 5.865 5.887 5.9086x6 - W2.9 x W2.9 14 8.338 8.381 8.423 8.462 8.500 8.536 8.571 8.605 8.638 8.670 8.701 8.731

10.125" 20 2.554 2.530 2.511 2.495 2.483 2.474 2.468 2.523 2.523 2.526 2.529 2.53585 PSF 18 4.295 4.292 4.292 4.293 4.296 4.301 4.306 4.314 4.322 4.432 4.445 4.459

2.17 cu.yd/(100sq.ft) 16 6.060 6.085 6.110 6.134 6.158 6.182 6.206 6.230 6.253 6.276 6.299 6.3226x6 - W2.9 x W2.9 14 8.921 8.967 9.012 9.054 9.094 9.133 9.171 9.207 9.242 9.276 9.309 9.342

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625" 20 1.610 1.588 1.569 1.552 1.538 1.526 1.516 1.508 1.500 1.495 1.542 1.54042 PSF 18 2.829 2.824 2.820 2.817 2.816 2.816 2.817 2.818 2.820 2.823 2.826 2.830

1.4 cu.yd/(100sq.ft) 16 4.019 4.033 4.046 4.059 4.072 4.085 4.098 4.110 4.123 4.135 4.148 4.1606x6 - W1.4 x W1.4 14 5.947 5.975 6.002 6.027 6.051 6.074 6.096 6.118 6.138 6.158 6.177 6.196

8.125" 20 1.767 1.743 1.722 1.704 1.689 1.676 1.665 1.655 1.701 1.697 1.694 1.69246 PSF 18 3.104 3.098 3.094 3.091 3.090 3.090 3.090 3.092 3.094 3.097 3.101 3.105

1.55 cu.yd/(100sq.ft) 16 4.409 4.424 4.439 4.453 4.467 4.482 4.495 4.509 4.523 4.537 4.550 4.5636x6 - W2.0 x W2.0 14 6.524 6.555 6.584 6.612 6.638 6.663 6.687 6.710 6.733 6.755 6.776 6.796

8.625" 20 1.924 1.898 1.875 1.856 1.839 1.825 1.868 1.860 1.853 1.849 1.845 1.84351 PSF 18 3.379 3.373 3.368 3.365 3.364 3.364 3.364 3.366 3.369 3.372 3.376 3.380

1.71 cu.yd/(100sq.ft) 16 4.799 4.815 4.831 4.847 4.862 4.878 4.893 4.908 4.923 4.938 4.952 4.9676x6 - W2.0 x W2.0 14 7.100 7.134 7.166 7.196 7.224 7.252 7.278 7.303 7.328 7.351 7.374 7.397

9.125" 20 2.081 2.053 2.028 2.008 1.990 2.031 2.021 2.012 2.005 2.000 1.997 1.99455 PSF 18 3.654 3.647 3.642 3.639 3.638 3.637 3.638 3.640 3.643 3.647 3.651 3.656

1.86 cu.yd/(100sq.ft) 16 5.188 5.206 5.224 5.241 5.258 5.274 5.291 5.307 5.323 5.339 5.355 5.3714x4 - W1.4 x W1.4 14 7.676 7.713 7.747 7.780 7.811 7.840 7.869 7.896 7.922 7.948 7.973 7.997

9.625" 20 2.238 2.208 2.182 2.215 2.199 2.185 2.174 2.165 2.157 2.152 2.148 2.14660 PSF 18 3.929 3.921 3.916 3.913 3.912 3.911 3.912 3.914 3.917 3.921 3.926 3.931

2.02 cu.yd/(100sq.ft) 16 5.578 5.597 5.616 5.635 5.653 5.671 5.688 5.706 5.723 5.740 5.757 5.7746x6 - W2.9 x W2.9 14 8.253 8.292 8.329 8.364 8.397 8.429 8.460 8.489 8.517 8.545 8.571 8.597

10.125" 20 2.395 2.363 2.392 2.371 2.354 2.339 2.327 2.317 2.310 2.304 2.300 2.29764 PSF 18 4.204 4.196 4.191 4.187 4.185 4.185 4.186 4.188 4.192 4.196 4.201 4.207

2.17 cu.yd/(100sq.ft) 16 5.968 5.989 6.009 6.028 6.048 6.067 6.086 6.105 6.123 6.142 6.160 6.1786x6 - W2.9 x W2.9 14 8.829 8.871 8.911 8.948 8.984 9.018 9.050 9.082 9.112 9.141 9.170 9.198

NOTE:

The factored shear-bond strengths of the composite slabs were calculated using ANSI/ASCE 3-91 Eq. (2-9), the m and k coefficients obtained from testsand the resistance factor of 0.75 from ANSI/SDI C-2017.

NOTE:Thefactoredshear-bondstrengthsofthecompositeslabswerecalculatedusingANSI/ASCE3-91Eq.(2-9),themandkcoefficientsobtainedfromtests and the resistance factor of 0.75 from ANSI/SDI C-2017.

Deep-Dek® Composite 4.5FACTORED SHEAR-BOND STRENGTH OF SLABS

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 32: Design Guide Deep-Dek Composite

32 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 4.5SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

Total SlabDepth (in.) Slab Span (ft)

LL=40 psf, SDL=20 psf LL=100 psf, SDL=5 psf(88 psf LRFD factored load) (166 psf LRFD factored load)

-WL2/9 -WL2/10 -WL2/11 -WL2/9 -WL2/10 -WL2/11

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625

24 5@9 5@10 5@11 - 5@6 5@726 5@7 5@8 5@9 - - -28 - 5@7 5@8 - - -30 - - 5@7 - - -

8.125

24 5@9 5@11 4@8 5@6 5@7 5@826 5@8 5@9 5@10 - - 5@628 5@6 5@7 5@8 - - -30 - 5@6 5@7 - - -

8.625

24 5@10 5@11 5@11 5@6 5@7 5@826 5@8 5@9 5@10 - 5@6 5@728 5@7 5@8 5@9 - - 6@830 5@6 5@6 5@7 - - -

9.125

24 5@10 5@10 5@11 5@7 5@8 5@826 5@8 5@10 5@11 6@8 5@6 5@728 5@7 5@8 5@9 - 6@7 5@630 5@6 5@7 5@8 - - -

9.625

24 5@10 5@10 5@10 5@7 5@8 5@926 5@9 5@10 5@10 5@6 5@7 5@728 5@7 5@8 5@9 6@7 6@8 5@630 5@6 5@7 5@8 - - 6@7

10.125

24 5@9 5@9 5@9 5@7 5@8 5@926 5@9 5@9 5@9 5@6 5@7 5@828 5@8 5@8 5@9 6@7 5@6 5@630 5@6 5@7 5@8 - 6@7 6@8

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625

24 5@10 4@7 4@8 - 5@7 5@826 5@8 5@10 5@11 - - 5@628 5@7 5@8 5@9 - - -30 - 5@7 5@8 - - -

8.125

24 5@11 4@8 4@8 5@6 5@7 5@826 5@9 5@10 5@11 - 5@6 5@728 5@7 5@8 5@9 - - -30 5@6 5@7 5@8 - - -

8.625

24 5@11 5@11 5@11 5@7 5@8 5@926 5@9 5@11 5@11 5@6 5@6 5@728 5@8 5@9 5@10 - 4@3 5@630 5@7 5@8 5@8 - - -

9.125

24 5@10 5@11 5@11 5@7 5@8 5@926 5@10 5@11 5@11 5@6 5@7 5@828 5@8 5@9 5@10 - 5@6 5@630 5@7 5@8 5@9 - - 6@8

9.625

24 5@10 5@10 5@10 5@8 5@9 5@1026 5@10 5@10 5@10 5@6 5@7 5@828 5@8 5@10 5@10 6@8 5@6 5@730 5@7 5@8 5@9 - 6@7 5@6

10.125

24 5@9 5@10 5@10 5@8 5@9 5@926 5@9 5@10 5@10 5@7 5@8 5@928 5@9 5@10 5@10 5@6 5@6 5@730 5@7 5@8 5@9 6@7 6@8 5@6

NOTES:

1. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10 columns apply to first interiorsupport of the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous overmore than two spans.

NOTES:1.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.

Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10columnsapplytofirstinterior

support of the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more than two spans.

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 33: Design Guide Deep-Dek Composite

33Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 4.5MAXIMUM DESIGN NEGATIVE MOMENT

CAPACITY OF COMPOSITE SLABS

MAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)7.625 8.125 8.625 9.125 9.625 10.125

4000

PSI

of A

ny D

ensi

ty

5@12 8.197 8.895 9.592 10.290 - -5@10 9.607 10.444 11.281 12.118 12.955 13.7925@9 10.504 11.434 12.364 13.294 14.224 15.1545@8 11.578 12.624 13.670 14.716 15.763 16.8095@7 - - 15.271 16.467 17.663 18.8585@6 - - - - - 21.454

6@12 10.941 11.931 12.921 13.911 14.901 15.8916@10 - - 15.042 16.230 17.418 18.6066@9 - - - - 19.011 20.3316@8 - - - - - -

7@12 - - - - 19.194 20.5447@10 - - - - - -

5000

PSI

of A

ny D

ensi

ty

5@12 8.389 9.086 9.784 - - -5@10 9.883 10.720 11.557 12.394 13.231 14.0685@9 10.844 11.774 12.704 13.634 14.564 15.4945@8 12.008 13.055 14.101 15.147 16.193 17.2405@7 13.443 14.638 15.834 17.030 18.225 19.4215@6 - - 18.035 19.430 20.825 22.220

6@12 11.327 12.317 13.307 14.297 15.287 16.2776@10 13.222 14.410 15.598 16.786 17.974 19.1626@9 - 15.737 17.057 18.377 19.697 21.0176@8 - - - 20.288 21.773 23.258

7@12 - - 17.212 18.562 19.912 21.2627@10 - - - - - 24.825

6000

PSI

of A

ny D

ensi

ty

5@12 8.516 9.214 9.911 - - -5@10 10.066 10.903 11.740 12.577 13.414 14.2515@9 11.071 12.001 12.931 13.861 14.791 15.7215@8 12.296 13.342 14.388 15.434 16.481 17.5275@7 13.818 15.013 16.209 17.405 18.601 19.7965@6 15.756 17.151 18.546 19.941 21.336 22.731

6@12 11.584 12.574 13.564 14.554 15.544 16.5346@10 13.592 14.780 15.968 17.156 18.344 19.5326@9 14.874 16.194 17.514 18.834 20.154 21.4746@8 - 17.897 19.382 20.867 22.352 23.837

7@12 14.990 16.340 17.690 19.040 20.390 21.7407@10 - - - 22.274 23.894 25.514

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

5000 PSI OF ANY DENSITYMAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)7.625 8.125 8.625 9.125 9.625 10.125

4000

PSI

of A

ny D

ensi

ty

5@12 8.197 8.895 9.592 10.290 - -5@10 9.607 10.444 11.281 12.118 12.955 13.7925@9 10.504 11.434 12.364 13.294 14.224 15.1545@8 11.578 12.624 13.670 14.716 15.763 16.8095@7 - - 15.271 16.467 17.663 18.8585@6 - - - - - 21.454

6@12 10.941 11.931 12.921 13.911 14.901 15.8916@10 - - 15.042 16.230 17.418 18.6066@9 - - - - 19.011 20.3316@8 - - - - - -

7@12 - - - - 19.194 20.5447@10 - - - - - -

5000

PSI

of A

ny D

ensi

ty

5@12 8.389 9.086 9.784 - - -5@10 9.883 10.720 11.557 12.394 13.231 14.0685@9 10.844 11.774 12.704 13.634 14.564 15.4945@8 12.008 13.055 14.101 15.147 16.193 17.2405@7 13.443 14.638 15.834 17.030 18.225 19.4215@6 - - 18.035 19.430 20.825 22.220

6@12 11.327 12.317 13.307 14.297 15.287 16.2776@10 13.222 14.410 15.598 16.786 17.974 19.1626@9 - 15.737 17.057 18.377 19.697 21.0176@8 - - - 20.288 21.773 23.258

7@12 - - 17.212 18.562 19.912 21.2627@10 - - - - - 24.825

6000

PSI

of A

ny D

ensi

ty

5@12 8.516 9.214 9.911 - - -5@10 10.066 10.903 11.740 12.577 13.414 14.2515@9 11.071 12.001 12.931 13.861 14.791 15.7215@8 12.296 13.342 14.388 15.434 16.481 17.5275@7 13.818 15.013 16.209 17.405 18.601 19.7965@6 15.756 17.151 18.546 19.941 21.336 22.731

6@12 11.584 12.574 13.564 14.554 15.544 16.5346@10 13.592 14.780 15.968 17.156 18.344 19.5326@9 14.874 16.194 17.514 18.834 20.154 21.4746@8 - 17.897 19.382 20.867 22.352 23.837

7@12 14.990 16.340 17.690 19.040 20.390 21.7407@10 - - - 22.274 23.894 25.514

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities.

It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span length taken as the average of the adjacent span lengths (spans shall be approximately equal with the larger of twoadjacentspansnotgreaterthantheshorterbymorethan20%),ft;Mreq,LRFD = required LRFD factored negativemomentcapacity,lb-ft/ftdeckwidth;C=negativebendingcoefficient(9forinteriorsupportof twospancontinuouscompositeslab;10forfirstinteriorsupportofcompositeslabcontinuousovermore than two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where oMn≥Mreq,LRFD (LRFD)

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 34: Design Guide Deep-Dek Composite

34 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 4.5MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS

MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

Gage

Maximum Uniform Superimposed Service Loads (psf)

Simple Spans Continuous SpansNegative Moment Steel Reinforcing Required

19' - 0" 20' - 0" 21' - 0" 22' - 0" 23' - 0" 24' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0"

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625" 20 87 68 / 80 51 / 74 - / 69 - / 64 - / 58 50 / 51 - / 48 - / 45 - / 42 - / 4055 PSF 18 103 / 177 80 / 167 61 / 157 45 / 149 - / 141 - / 130 57 / 92 44 / 82 - / 73 - / 65 - / 58

1.4 cu.yd/(100sq.ft) 16 116 / 264 91 / 251 70 / 228 53 / 198 - / 173 - / 152 67 / 91 53 / 81 41 / 72 - / 64 - / 576x6 - W1.4 x W1.4 14 131 / 266 104 / 235 81 / 209 63 / 186 47 / 167 - / 149 77 / 90 62 / 80 49 / 71 - / 63 - / 56

8.125" 20 96 88 68 / 82 51 / 74 - / 68 - / 64 56 52 40 / 49 - / 46 - / 4461 PSF 18 130 / 194 102 / 183 79 / 172 61 / 163 45 / 155 - / 144 75 / 109 60 / 97 47 / 87 - / 78 - / 69

1.55 cu.yd/(100sq.ft) 16 146 / 290 116 / 275 91 / 260 71 / 232 53 / 205 - / 181 87 / 108 70 / 96 56 / 86 43 / 77 - / 696x6 - W2.0 x W2.0 14 164 / 408 131 / 359 104 / 311 82 / 270 63 / 236 47 / 208 100 / 107 81 / 95 66 / 85 52 / 76 40 / 68

8.625" 20 104 94 87 66 / 80 49 / 74 - / 69 61 57 53 42 / 50 - / 4767 PSF 18 161 / 211 128 / 199 101 / 188 78 / 178 60 / 169 44 / 157 96 / 127 78 / 114 62 / 102 48 / 92 - / 82

1.71 cu.yd/(100sq.ft) 16 180 / 316 144 / 299 114 / 285 90 / 255 70 / 229 53 / 206 110 / 126 90 / 113 73 / 101 58 / 91 45 / 816x6 - W2.0 x W2.0 14 201 / 449 162 / 400 130 / 358 103 / 316 81 / 277 63 / 244 125 103 / 112 85 / 100 69 / 90 54 / 80

9.125" 20 110 101 94 85 / 87 65 / 80 48 / 75 65 61 58 54 43 / 5073 PSF 18 196 / 228 157 / 215 125 / 203 99 / 192 77 / 182 58 / 171 120 / 147 99 / 132 80 / 119 64 / 107 50 / 96

1.86 cu.yd/(100sq.ft) 16 219 / 341 176 / 324 142 / 308 113 / 278 89 / 250 69 / 224 136 / 146 113 / 131 93 / 118 75 / 106 60 / 954x4 - W1.4 x W1.4 14 244 / 491 198 / 437 160 / 391 129 / 351 103 / 316 81 / 283 145 129 / 130 107 / 117 88 / 105 71 / 94

9.625" 20 118 109 100 93 85 / 86 65 / 80 70 66 60 57 5379 PSF 18 239 / 245 193 / 231 155 / 218 124 / 206 98 / 196 76 / 185 150 / 168 124 / 151 102 / 136 83 / 123 70 / 111

2.02 cu.yd/(100sq.ft) 16 265 / 367 215 / 348 174 / 331 140 / 301 112 / 270 89 / 243 167 141 / 151 117 / 136 97 / 122 79 / 1106x6 - W2.9 x W2.9 14 294 / 500 239 / 474 195 / 424 159 / 381 128 / 343 102 / 309 166 150 134 / 135 111 / 121 92 / 109

10.125" 20 127 116 107 99 92 82 / 86 73 69 65 61 5785 PSF 18 262 231 / 247 188 / 233 151 / 221 121 / 209 96 / 199 181 152 / 172 130 / 156 108 / 141 89 / 127

2.17 cu.yd/(100sq.ft) 16 314 / 392 256 / 372 209 / 354 170 / 324 138 / 291 110 / 262 190 171 / 172 143 / 155 120 / 140 99 / 1266x6 - W2.9 x W2.9 14 348 / 500 285 / 500 234 / 457 191 / 410 156 / 370 126 / 334 189 171 154 137 / 139 114 / 125

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625" 20 68 / 90 52 / 83 - / 77 - / 71 - / 67 - / 62 - / 55 - / 52 - / 49 - / 45 - / 4342 PSF 18 80 / 179 62 / 169 48 / 160 - / 147 - / 129 - / 113 45 / 102 - / 92 - / 83 - / 75 - / 68

1.4 cu.yd/(100sq.ft) 16 92 / 267 72 / 230 56 / 199 43 / 173 - / 151 - / 133 53 / 101 42 / 91 - / 82 - / 74 - / 676x6 - W1.4 x W1.4 14 105 / 276 83 / 245 65 / 219 50 / 196 - / 177 - / 158 62 / 100 50 / 90 40 / 81 - / 73 - / 66

8.125" 20 87 / 98 68 / 91 52 / 84 - / 78 - / 73 - / 68 49 / 60 40 / 55 - / 52 - / 49 - / 4746 PSF 18 101 / 197 80 / 185 62 / 175 47 / 166 - / 152 - / 134 59 / 120 47 / 108 - / 98 - / 89 - / 80

1.55 cu.yd/(100sq.ft) 16 115 / 293 92 / 272 72 / 235 56 / 204 43 / 179 - / 157 69 / 119 56 / 107 44 / 97 - / 88 - / 806x6 - W2.0 x W2.0 14 131 / 361 105 / 320 83 / 277 65 / 241 51 / 211 - / 185 80 / 118 65 / 106 53 / 96 42 / 87 - / 79

8.625" 20 107 85 / 99 66 / 92 50 / 85 - / 79 - / 74 64 52 / 60 41 / 57 - / 54 - / 5151 PSF 18 125 / 214 99 / 202 78 / 190 61 / 180 46 / 171 - / 157 75 / 139 61 / 126 48 / 114 - / 104 - / 94

1.71 cu.yd/(100sq.ft) 16 142 / 318 113 / 302 90 / 274 71 / 239 55 / 209 42 / 184 87 / 138 71 / 125 58 / 113 46 / 103 - / 936x6 - W2.0 x W2.0 14 160 / 385 129 / 364 104 / 323 83 / 281 65 / 246 50 / 216 100 / 137 83 / 124 68 / 112 55 / 102 44 / 92

9.125" 20 116 105 / 107 83 / 99 65 / 92 49 / 86 - / 79 69 65 54 / 61 42 / 58 - / 5555 PSF 18 152 / 231 122 / 218 97 / 206 77 / 195 60 / 185 46 / 176 93 / 160 77 / 145 62 / 132 50 / 120 - / 109

1.86 cu.yd/(100sq.ft) 16 172 / 344 139 / 327 112 / 311 89 / 277 70 / 242 55 / 213 107 / 159 89 / 144 73 / 131 60 / 119 48 / 1084x4 - W1.4 x W1.4 14 193 / 409 157 / 387 127 / 367 102 / 325 82 / 284 65 / 250 123 / 158 103 / 143 85 / 130 70 / 118 57 / 107

9.625" 20 124 115 104 / 106 82 / 97 64 / 90 49 / 84 74 70 66 56 / 62 44 / 5960 PSF 18 185 / 249 150 / 234 120 / 221 96 / 210 76 / 199 59 / 190 116 / 173 97 / 165 80 / 151 65 / 137 52 / 125

2.02 cu.yd/(100sq.ft) 16 208 / 370 169 / 351 137 / 334 110 / 315 88 / 279 70 / 245 132 / 182 111 / 165 92 / 150 76 / 136 62 / 1246x6 - W2.9 x W2.9 14 232 / 433 190 / 410 155 / 389 126 / 370 102 / 327 82 / 287 150 / 181 127 / 164 106 / 149 89 / 135 73 / 123

10.125" 20 133 123 112 101 / 104 80 / 97 62 / 90 79 75 70 67 57 / 6364 PSF 18 220 / 266 179 / 251 145 / 237 117 / 224 94 / 213 74 / 203 140 / 185 118 / 177 98 / 170 81 / 156 66 / 142

2.17 cu.yd/(100sq.ft) 16 246 / 396 201 / 376 164 / 358 134 / 339 108 / 306 87 / 277 159 / 206 134 / 187 113 / 170 94 / 155 78 / 1426x6 - W2.9 x W2.9 14 275 / 458 225 / 434 185 / 411 152 / 391 124 / 373 100 / 328 180 / 205 153 / 186 129 / 169 109 / 154 91 / 141

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg.37) for details.4. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.5. Where two maximum uniform superimposed service loads are shown, first load is for slabs with no top reinforcing steel within the slab span. Second load is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.6. Where only one load is shown, the load is for slabs without top reinforcement. Addition of top reinforcement does not affect the maximum service loads in thosecases.7.Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg. 39) for details.4.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.5.Wheretwomaximumuniformsuperimposedserviceloadsareshown,firstloadisforslabswithnotopreinforcingsteelwithintheslabspan.Secondloadis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheentireslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

6.Whereonlyoneloadisshown,theloadisforslabswithouttopreinforcement.Additionoftopreinforcementdoesnotaffect the maximum service loads in those cases.

7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 35: Design Guide Deep-Dek Composite

35Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

Total Slab Depth(in.) Gage

Max. Service Stage Spans (ft-in.)

LL=40 psf; SDL=20 psf (88 psf LRFD load) LL=100 psf; SDL=5 psf (166 psf LRFD load)

Single SpanContinuous Span

Single SpanContinuous Span

End Interior End Interior

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625

20 21' - 8" / 24' - 10" 24' - 10" 29' - 10" 17' - 1" 17' - 1" 20' - 6"18 22' - 4" / 28' - 6" 27' - 7" / 30' - 5" 32' - 1" 21' - 3" / 25' - 7" 24' - 11" 26' - 3"16 22' - 11" / 29' - 9" 28' - 4" / 30' - 4" 32' - 0" 21' - 10" / 26' - 9" 24' - 10" 26' - 2"14 23' - 6" / 31' - 1" 29' - 0" / 30' - 2" 31' - 10" 22' - 5" / 27' - 5" 24' - 9" 26' - 1"

8.125

20 22' - 8" / 26' - 3" 26' - 3" 31' - 6" 18' - 1" 18' - 1" 21' - 8"18 23' - 4" / 29' - 8" 28' - 10" / 32' - 0" 33' - 9" 22' - 3" / 26' - 9" 26' - 5" 27' - 10"16 23' - 11" / 30' - 11" 29' - 6" / 31' - 11" 33' - 7" 22' - 10" / 28' - 0" 26' - 4" 27' - 9"14 24' - 6" / 32' - 4" 30' - 3" / 31' - 9" 33' - 6" 23' - 5" / 29' - 3" 26' - 3" 27' - 8"

8.625

20 23' - 7" / 27' - 6" 27' - 6" 33' - 1" 19' - 1" 19' - 1" 22' - 10"18 24' - 3" / 30' - 10" 29' - 11" / 33' - 6" 35' - 4" 23' - 2" / 27' - 10" 27' - 10" 29' - 4"16 24' - 10" / 32' - 2" 30' - 8" / 33' - 5" 35' - 3" 23' - 9" / 29' - 2" 27' - 9" 29' - 3"14 25' - 6" / 33' - 7" 31' - 6" / 33' - 3" 35' - 1" 24' - 5" / 30' - 6" 27' - 8" 29' - 2"

9.125

20 24' - 6" / 28' - 10" 28' - 10" 34' - 7" 19' - 9" 19' - 9" 23' - 8"18 25' - 2" / 32' - 0" 31' - 1" / 35' - 0" 36' - 11" 24' - 1" / 28' - 7" 29' - 3" 30' - 10"16 25' - 9" / 33' - 4" 31' - 10" / 34' - 11" 36' - 9" 24' - 9" / 30' - 4" 29' - 2" 30' - 9"14 26' - 5" / 34' - 9" 32' - 8" / 34' - 9" 36' - 7" 25' - 4" / 31' - 8" 29' - 1" 30' - 8"

9.625

20 25' - 5" / 29' - 6" 29' - 6" 35' - 5" 20' - 7" 20' - 7" 24' - 9"18 26' - 1" / 33' - 2" 32' - 3" / 36' - 5" 38' - 5" 25' - 1" / 29' - 3" 30' - 8" 32' - 3"16 26' - 9" / 34' - 6" 33' - 0" / 36' - 4" 38' - 3" 25' - 8" / 31' - 6" 30' - 7" 32' - 3"14 27' - 5" / 36' - 0" 33' - 10" / 36' - 2" 38' - 2" 26' - 4" / 32' - 11" 30' - 6" 32' - 1"

10.125

20 26' - 4" / 30' - 8" 30' - 8" 36' - 9" 21' - 5" 21' - 5" 25' - 9"18 27' - 0" / 34' - 3" 33' - 4" / 37' - 10" 39' - 11" 26' - 0" / 29' - 11" 32' - 0" 33' - 8"16 27' - 8" / 35' - 8" 34' - 2" / 37' - 8" 39' - 9" 26' - 7" / 32' - 8" 31' - 11" 33' - 7"14 28' - 4" / 37' - 2" 35' - 0" / 37' - 7" 39' - 7" 27' - 4" / 34' - 1" 31' - 10" 33' - 6"

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625

20 20' - 10" / 26' - 0" 25' - 9" / 26' - 0" 30' - 11" / 31' - 3" 17' - 4" 17' - 4" 20' - 9"18 21' - 7" / 28' - 1" 26' - 8" / 32' - 1" 31' - 11" / 33' - 10" 20' - 5" / 25' - 0" 25' - 2" / 25' - 10" 27' - 2"16 22' - 2" / 29' - 7" 27' - 5" / 31' - 11" 32' - 11" / 33' - 8" 21' - 0" / 26' - 4" 25' - 9" 27' - 1"14 22' - 10" / 31' - 2" 28' - 2" / 31' - 9" 33' - 6" 21' - 7" / 27' - 9" 25' - 8" 27' - 0"

8.125

20 21' - 10" / 27' - 1" 27' - 0" / 27' - 1" 32' - 4" / 32' - 6" 18' - 4" 18' - 4" 22' - 0"18 22' - 6" / 29' - 4" 27' - 10" / 33' - 10" 33' - 5" / 35' - 8" 21' - 4" / 26' - 2" 26' - 5" / 27' - 5" 28' - 11"16 23' - 2" / 30' - 10" 28' - 7" / 33' - 9" 34' - 4" / 35' - 7" 22' - 0" / 27' - 6" 27' - 2" / 27' - 4" 28' - 10"14 23' - 10" / 32' - 5" 29' - 5" / 33' - 7" 35' - 4" / 35' - 4" 22' - 7" / 29' - 0" 27' - 3" 28' - 9"

8.625

20 22' - 9" / 28' - 7" 28' - 1" / 28' - 7" 33' - 8" / 34' - 3" 19' - 5" 19' - 5" 23' - 3"18 23' - 5" / 30' - 6" 29' - 0" / 35' - 7" 34' - 9" / 37' - 6" 22' - 4" / 27' - 4" 27' - 7" / 29' - 0" 30' - 7"16 24' - 1" / 32' - 0" 29' - 10" / 35' - 5" 35' - 9" / 37' - 4" 22' - 11" / 28' - 8" 28' - 4" / 28' - 11" 30' - 6"14 24' - 9" / 33' - 8" 30' - 7" / 35' - 3" 36' - 9" / 37' - 2" 23' - 7" / 30' - 3" 28' - 10" 30' - 4"

9.125

20 23' - 7" / 30' - 0" 29' - 2" / 30' - 0" 35' - 0" / 35' - 11" 20' - 4" 20' - 4" 24' - 5"18 24' - 5" / 31' - 8" 30' - 1" / 37' - 3" 36' - 2" / 39' - 3" 23' - 3" / 28' - 5" 28' - 8" / 30' - 6" 32' - 2"16 25' - 1" / 33' - 2" 31' - 0" / 37' - 1" 37' - 2" / 39' - 1" 23' - 11" / 29' - 10" 29' - 6" / 30' - 5" 32' - 1"14 25' - 9" / 34' - 11" 31' - 10" / 36' - 11" 38' - 2" / 38' - 11" 24' - 7" / 31' - 5" 30' - 4" 32' - 0"

9.625

20 24' - 7" / 31' - 1" 30' - 4" / 31' - 4" 36' - 5" / 37' - 7" 21' - 4" 21' - 4" 25' - 7"18 25' - 4" / 32' - 9" 31' - 4" / 38' - 11" 37' - 7" / 41' - 0" 24' - 2" / 29' - 7" 29' - 10" / 32' - 0" 33' - 9"16 26' - 0" / 34' - 5" 32' - 2" / 38' - 9" 38' - 7" / 40' - 10" 24' - 10" / 31' - 0" 30' - 9" / 31' - 11" 33' - 8"14 26' - 9" / 36' - 1" 33' - 0" / 38' - 7" 39' - 8" / 40' - 8" 25' - 7" / 32' - 8" 31' - 7" / 31' - 10" 33' - 7"

10.125

20 25' - 5" / 32' - 2" 31' - 5" / 32' - 2" 37' - 9" / 38' - 7" 22' - 0" 22' - 0" 26' - 5"18 26' - 3" / 33' - 11" 32' - 5" / 40' - 6" 38' - 11" / 42' - 8" 25' - 1" / 30' - 8" 31' - 0" / 33' - 6" 35' - 4"16 26' - 11" / 35' - 6" 33' - 4" / 40' - 4" 40' - 0" / 42' - 6" 25' - 9" / 32' - 2" 31' - 10" / 33' - 5" 35' - 3"14 27' - 8" / 37' - 4" 34' - 2" / 40' - 2" 41' - 0" / 42' - 4" 26' - 6" / 33' - 10" 32' - 9" / 33' - 4" 35' - 2"

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement table (pg.34-36) for details.2. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.3. Where two maximum service stage spans are shown, first span is for slabs with no top reinforcing steel within the slab span. Second span is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.4. Where one span is shown, the maximum span is for slabs without top reinforcing steel. Addition of top reinforcing steel does not affect the maximum spans in those cases.5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement table (pg. 39) for details.2.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.3.Wheretwomaximumservicestagespansareshown,firstspanisforslabswithnotopreinforcingsteelwithintheslabspan.Secondspanis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

4.Whereonespanisshown,themaximumspanisforslabswithouttopreinforcingsteel.Additionoftopreinforcingsteeldoesnotaffect the maximum spans in those cases.

5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

Deep-Dek® Composite 4.5MAXIMUM ALLOWABLE SPANS OF

COMPOSITE SLABS FOR SERVICE STAGE

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 36: Design Guide Deep-Dek Composite

36 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

Total SlabDepth (in.) Gage

Moment of Inertia of Slab Section Transformed to Steel (in.4/ft) ffMn

(ft-kips/ft)ffVn

(kips/ft)

Shear-Bond StrengthCoefficients

Uncracked, Iu Cracked, Ic Average, Iavg m k

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625

20 43.43 / 52.13 16.76 / 20.29 30.09 / 36.21 15.530 6.214 10555.3 0.231418 45.68 / 57.36 20.76 / 26.57 33.22 / 41.96 20.062 7.320 3913.6 0.702616 47.99 / 62.92 24.66 / 33.34 36.32 / 48.13 24.635 7.307 -542.0 1.178114 50.66 / 69.59 28.92 / 41.6 39.79 / 55.6 22.491 7.291 -2654.0 1.8511

8.125

20 52.31 / 62.32 19.96 / 23.92 36.14 / 43.12 17.121 6.474 10555.3 0.231418 54.95 / 68.39 24.75 / 31.26 39.85 / 49.82 22.168 7.842 3913.6 0.702616 57.66 / 74.87 29.39 / 39.15 43.52 / 57.01 27.292 7.829 -542.0 1.178114 60.78 / 82.62 34.47 / 48.77 47.62 / 65.69 33.078 7.813 -2654.0 1.8511

8.625

20 62.41 / 73.87 23.53 / 27.91 42.97 / 50.89 18.711 6.738 10555.3 0.231418 65.48 / 80.87 29.19 / 36.41 47.34 / 58.64 24.273 8.369 3913.6 0.702616 68.63 / 88.33 34.68 / 45.54 51.66 / 66.94 29.948 8.356 -542.0 1.178114 72.26 / 97.27 40.69 / 56.63 56.47 / 76.95 36.397 8.341 -2654.0 1.8511

9.125

20 73.86 / 86.9 27.46 / 32.27 50.66 / 59.58 20.302 7.005 10555.3 0.231418 77.39 / 94.91 34.1 / 42.05 55.75 / 68.48 26.379 8.903 3913.6 0.702616 81.02 / 103.45 40.54 / 52.51 60.78 / 77.98 32.605 8.890 -542.0 1.178114 85.21 / 113.68 47.59 / 65.2 66.4 / 89.44 39.715 8.875 -2654.0 1.8511

9.625

20 86.77 / 101.52 31.76 / 37 59.27 / 69.26 21.892 7.275 10555.3 0.231418 90.81 / 110.62 39.48 / 48.16 65.14 / 79.39 28.485 9.443 3913.6 0.702616 94.96 / 120.33 46.98 / 60.07 70.97 / 90.2 35.261 9.430 -542.0 1.178114 99.75 / 131.95 55.18 / 74.48 77.47 / 103.22 43.034 9.415 -2654.0 1.8511

10.125

20 101.26 / 117.86 36.44 / 42.11 68.85 / 79.99 23.482 7.548 10555.3 0.231418 105.84 / 128.13 45.33 / 54.75 75.58 / 91.44 30.591 9.989 3913.6 0.702616 110.55 / 139.08 53.99 / 68.22 82.27 / 103.65 37.918 9.976 -542.0 1.178114 116 / 152.21 63.47 / 84.48 89.74 / 118.35 46.352 9.961 -2654.0 1.8511

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625

20 31.04 / 39.94 15.18 / 20.03 23.11 / 29.98 15.530 5.297 10555.3 0.231418 33.15 / 45.15 18.61 / 26.46 25.88 / 35.81 20.062 5.490 3913.6 0.702616 35.29 / 50.71 21.89 / 33.49 28.59 / 42.1 24.635 5.480 -542.0 1.178114 37.74 / 57.35 25.45 / 42.17 31.6 / 49.76 22.491 5.468 -2654.0 1.8511

8.125

20 37.31 / 47.56 18.09 / 23.54 27.7 / 35.55 17.121 5.493 10555.3 0.231418 39.78 / 53.63 22.18 / 31.02 30.98 / 42.32 22.168 5.881 3913.6 0.702616 42.29 / 60.09 26.08 / 39.19 34.19 / 49.64 27.292 5.871 -542.0 1.178114 45.14 / 67.82 30.3 / 49.26 37.72 / 58.54 33.078 5.860 -2654.0 1.8511

8.625

20 44.43 / 56.17 21.34 / 27.4 32.89 / 41.78 18.711 5.691 10555.3 0.231418 47.31 / 63.16 26.17 / 36.03 36.74 / 49.6 24.273 6.277 3913.6 0.702616 50.22 / 70.62 30.79 / 45.44 40.5 / 58.03 29.948 6.267 -542.0 1.178114 53.52 / 79.54 35.77 / 57.01 44.65 / 68.28 36.397 6.256 -2654.0 1.8511

9.125

20 52.48 / 65.84 24.94 / 31.61 38.71 / 48.72 20.302 5.891 10555.3 0.231418 55.8 / 73.84 30.61 / 41.5 43.2 / 57.67 26.379 6.677 3913.6 0.702616 59.16 / 82.37 36.02 / 52.24 47.59 / 67.31 32.605 6.668 -542.0 1.178114 62.97 / 92.59 41.86 / 65.42 52.41 / 79.01 39.715 6.656 -2654.0 1.8511

9.625

20 61.54 / 76.65 28.89 / 36.18 45.21 / 56.41 21.892 6.093 10555.3 0.231418 65.33 / 85.74 35.49 / 47.41 50.41 / 66.58 28.485 7.082 3913.6 0.702616 69.18 / 95.44 41.79 / 59.59 55.49 / 77.51 35.261 7.073 -542.0 1.178114 73.55 / 107.05 48.58 / 74.52 61.07 / 90.78 43.034 7.061 -2654.0 1.8511

10.125

20 71.68 / 88.67 33.19 / 41.1 52.43 / 64.89 23.482 6.298 10555.3 0.231418 75.99 / 98.94 40.81 / 53.79 58.4 / 76.36 30.591 7.492 3913.6 0.702616 80.36 / 109.88 48.1 / 67.51 64.23 / 88.7 37.918 7.482 -542.0 1.178114 85.34 / 122.99 55.96 / 84.29 70.65 / 103.64 46.352 7.470 -2654.0 1.8511

fMn is factored positive moment capacity; fVn is factored vertical one-way shear capacity.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. For slab deflection calculations, the tabulated moments of inertia shall be used with the modulus of elasticity of 29500 ksi. The first tabulated value is for slabs with no top reinforcing steel within the slab span. The second tabulated value is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4. The shear-bond strength of the slabs shall be calculated using ANSI/ASCE 3-91 Eq. (2-9) and the tabulated m and k coefficients. See shear-bond strength table.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. Forslabdeflectioncalculations,thetabulatedmomentsofinertiashallbeusedwiththemodulusofelasticityof29500ksi. Thefirsttabulatedvalueisforslabswithnotopreinforcingsteelwithintheslabspan.Thesecondtabulatedvalueis for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.

2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4.Theshear-bondstrengthoftheslabsshallbecalculatedusingANSI/ASCE3-91Eq.(2-9)andthetabulatedmandkcoefficients.

See shear-bond strength table.

Deep-Dek® Composite 4.5MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 37: Design Guide Deep-Dek Composite

37Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

NOTE:Thefactoredshear-bondstrengthsofthecompositeslabswerecalculatedusingANSI/ASCE3-91Eq.(2-9),themandkcoefficientsobtainedfromtests and the resistance factor of 0.75 from ANSI/SDI C-2017.

Deep-Dek 4.5 Composite FACTORED SHEAR-BOND STRENGTH OF SLABS

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageFactored Shear-Bond Strength of Slab ffVn,shb (kips/ft) / Spans

19' - 0" 20' - 0" 21' - 0" 22' - 0" 23' - 0" 24' - 0" 25' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0"

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625" 20 1.741 1.722 1.706 1.693 1.682 1.729 1.725 1.722 1.720 1.720 1.720 1.72255 PSF 18 3.108 3.106 3.105 3.106 3.108 3.110 3.114 3.119 3.124 3.130 3.136 3.143

1.4 cu.yd/(100sq.ft) 16 4.447 4.464 4.480 4.496 4.513 4.529 4.544 4.560 4.576 4.591 4.606 4.6226x6 - W1.4 x W1.4 14 6.586 6.617 6.647 6.675 6.702 6.729 6.754 6.778 6.802 6.824 6.847 6.869

8.125" 20 1.912 1.891 1.874 1.916 1.907 1.900 1.895 1.892 1.890 1.889 1.890 1.89261 PSF 18 3.411 3.408 3.408 3.409 3.411 3.414 3.418 3.423 3.429 3.435 3.442 3.450

1.55 cu.yd/(100sq.ft) 16 4.879 4.897 4.916 4.934 4.951 4.969 4.986 5.004 5.021 5.038 5.055 5.0716x6 - W2.0 x W2.0 14 7.225 7.259 7.292 7.323 7.353 7.382 7.409 7.436 7.462 7.487 7.511 7.535

8.625" 20 2.082 2.117 2.101 2.088 2.078 2.070 2.065 2.062 2.060 2.059 2.061 2.06367 PSF 18 3.713 3.711 3.710 3.711 3.714 3.717 3.722 3.727 3.734 3.741 3.748 3.757

1.71 cu.yd/(100sq.ft) 16 5.311 5.331 5.351 5.371 5.390 5.409 5.428 5.447 5.466 5.484 5.503 5.5216x6 - W2.0 x W2.0 14 7.864 7.902 7.937 7.971 8.004 8.035 8.065 8.094 8.122 8.149 8.176 8.202

9.125" 20 2.312 2.290 2.273 2.260 2.249 2.241 2.235 2.232 2.230 2.229 2.231 2.29273 PSF 18 4.016 4.014 4.013 4.014 4.017 4.021 4.026 4.032 4.039 4.046 4.055 4.064

1.86 cu.yd/(100sq.ft) 16 5.743 5.765 5.787 5.808 5.829 5.850 5.870 5.891 5.911 5.931 5.951 5.9714x4 - W1.4 x W1.4 14 8.503 8.544 8.582 8.619 8.654 8.688 8.720 8.752 8.782 8.812 8.841 8.869

9.625" 20 2.487 2.464 2.446 2.431 2.420 2.411 2.405 2.401 2.400 2.459 2.462 2.46779 PSF 18 4.319 4.316 4.316 4.317 4.320 4.324 4.329 4.336 4.343 4.352 4.361 4.472

2.02 cu.yd/(100sq.ft) 16 6.175 6.199 6.222 6.245 6.268 6.290 6.312 6.334 6.356 6.378 6.399 6.4216x6 - W2.9 x W2.9 14 9.142 9.186 9.227 9.267 9.305 9.341 9.376 9.410 9.443 9.474 9.505 9.536

10.125" 20 2.662 2.638 2.619 2.603 2.591 2.582 2.575 2.631 2.631 2.633 2.637 2.64285 PSF 18 4.622 4.619 4.618 4.620 4.623 4.627 4.633 4.640 4.648 4.758 4.772 4.786

2.17 cu.yd/(100sq.ft) 16 6.607 6.633 6.658 6.682 6.706 6.730 6.754 6.778 6.801 6.824 6.847 6.8706x6 - W2.9 x W2.9 14 9.781 9.828 9.872 9.915 9.955 9.994 10.031 10.068 10.103 10.137 10.170 10.203

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625" 20 1.682 1.660 1.641 1.625 1.611 1.599 1.589 1.580 1.573 1.567 1.615 1.61342 PSF 18 3.049 3.044 3.040 3.038 3.036 3.036 3.037 3.038 3.040 3.043 3.046 3.050

1.4 cu.yd/(100sq.ft) 16 4.388 4.402 4.415 4.428 4.441 4.454 4.467 4.479 4.492 4.504 4.517 4.5296x6 - W1.4 x W1.4 14 6.527 6.555 6.582 6.607 6.631 6.654 6.676 6.697 6.718 6.738 6.757 6.776

8.125" 20 1.846 1.822 1.801 1.784 1.768 1.755 1.744 1.735 1.781 1.776 1.773 1.77146 PSF 18 3.345 3.340 3.336 3.333 3.332 3.331 3.332 3.333 3.336 3.339 3.342 3.346

1.55 cu.yd/(100sq.ft) 16 4.813 4.829 4.843 4.858 4.872 4.886 4.900 4.914 4.928 4.941 4.955 4.9686x6 - W2.0 x W2.0 14 7.160 7.191 7.220 7.247 7.274 7.299 7.323 7.346 7.369 7.391 7.412 7.432

8.625" 20 2.010 1.984 1.962 1.942 1.926 1.912 1.954 1.946 1.940 1.935 1.932 1.93051 PSF 18 3.642 3.635 3.631 3.628 3.627 3.626 3.627 3.629 3.631 3.635 3.639 3.643

1.71 cu.yd/(100sq.ft) 16 5.239 5.256 5.272 5.287 5.303 5.318 5.334 5.349 5.364 5.378 5.393 5.4086x6 - W2.0 x W2.0 14 7.792 7.826 7.858 7.888 7.917 7.944 7.970 7.995 8.020 8.043 8.066 8.089

9.125" 20 2.175 2.146 2.122 2.101 2.083 2.125 2.114 2.106 2.099 2.094 2.090 2.08855 PSF 18 3.938 3.931 3.926 3.923 3.922 3.922 3.922 3.924 3.927 3.931 3.935 3.940

1.86 cu.yd/(100sq.ft) 16 5.665 5.683 5.700 5.717 5.734 5.751 5.767 5.783 5.799 5.815 5.831 5.8474x4 - W1.4 x W1.4 14 8.425 8.461 8.496 8.528 8.559 8.589 8.617 8.644 8.671 8.696 8.721 8.745

9.625" 20 2.339 2.308 2.282 2.316 2.299 2.286 2.274 2.265 2.258 2.253 2.249 2.24660 PSF 18 4.234 4.227 4.222 4.219 4.217 4.217 4.218 4.220 4.223 4.227 4.231 4.237

2.02 cu.yd/(100sq.ft) 16 6.090 6.110 6.128 6.147 6.165 6.183 6.200 6.218 6.235 6.253 6.270 6.2876x6 - W2.9 x W2.9 14 9.057 9.097 9.134 9.169 9.202 9.234 9.264 9.294 9.322 9.349 9.376 9.402

10.125" 20 2.503 2.470 2.500 2.479 2.461 2.446 2.434 2.425 2.417 2.411 2.407 2.40564 PSF 18 4.530 4.523 4.517 4.514 4.512 4.512 4.513 4.515 4.519 4.523 4.528 4.533

2.17 cu.yd/(100sq.ft) 16 6.516 6.537 6.557 6.576 6.596 6.615 6.634 6.653 6.671 6.690 6.708 6.7266x6 - W2.9 x W2.9 14 9.690 9.732 9.771 9.809 9.844 9.879 9.911 9.943 9.973 10.002 10.031 10.058

NOTE:

The factored shear-bond strengths of the composite slabs were calculated using ANSI/ASCE 3-91 Eq. (2-9), the m and k coefficients obtained from testsand the resistance factor of 0.75 from ANSI/SDI C-2017.

Deep-Dek® Composite 4.5FACTORED SHEAR-BOND STRENGTH OF SLABS

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 38: Design Guide Deep-Dek Composite

38 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 4.5SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

Total SlabDepth (in.) Slab Span (ft)

LL=40 psf, SDL=20 psf LL=100 psf, SDL=5 psf(88 psf LRFD factored load) (166 psf LRFD factored load)

-WL2/9 -WL2/10 -WL2/11 -WL2/9 -WL2/10 -WL2/11

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

7.625

24 5@9 5@10 4@7 5@6 5@7 5@726 5@8 5@9 5@10 - - 5@628 5@6 5@7 5@8 - - -30 - 5@6 5@7 - - -

8.125

24 5@10 5@11 4@8 5@6 5@7 5@826 5@8 5@9 5@10 - 5@6 5@628 5@7 5@8 5@8 - - 6@830 5@6 5@6 5@7 - - -

8.625

24 5@10 5@11 5@11 5@6 5@7 5@826 5@8 5@9 5@10 6@8 5@6 5@728 5@7 5@8 5@9 - 6@7 5@630 5@6 5@7 5@7 - - -

9.125

24 5@10 5@10 5@11 5@7 5@8 5@926 5@9 5@10 5@11 5@6 5@6 5@728 5@7 5@8 5@9 6@7 6@8 5@630 5@6 5@7 5@8 - 6@6 6@7

9.625

24 5@11 5@11 5@11 5@7 5@8 5@926 5@9 5@10 5@10 5@6 5@7 5@728 5@7 5@8 5@9 6@7 5@6 5@630 5@6 5@7 5@8 - 6@7 6@8

10.125

24 5@9 5@9 5@10 5@7 5@8 5@926 5@9 5@9 5@10 5@6 5@7 5@828 5@8 5@9 5@10 6@7 5@6 5@730 5@7 5@7 5@8 6@6 6@7 5@6

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

7.625

24 5@10 4@7 4@8 5@6 5@7 5@826 5@9 5@10 5@11 - 5@6 5@728 5@7 5@8 5@9 - - -30 5@6 5@7 5@8 - - -

8.125

24 5@11 4@8 4@8 5@7 5@8 5@926 5@9 5@10 5@11 6@8 5@6 5@728 5@8 5@9 5@10 - 6@7 5@630 5@6 5@7 5@8 - - -

8.625

24 5@11 5@11 5@11 5@7 5@8 5@926 5@9 5@11 5@11 5@6 5@7 5@728 5@8 5@9 5@10 6@7 5@6 5@630 5@7 5@8 5@9 - - 6@8

9.125

24 5@10 5@11 5@11 5@8 5@9 5@1026 5@10 5@11 5@11 5@6 5@7 5@828 5@8 5@9 5@10 6@7 5@6 5@730 5@7 5@8 5@9 4@3 6@7 5@6

9.625

24 5@10 5@10 5@10 5@8 5@9 5@1026 5@10 5@10 5@10 5@7 5@7 5@828 5@9 5@10 5@10 6@8 5@6 5@730 5@7 5@8 5@9 6@7 6@8 5@6

10.125

24 5@9 5@9 5@10 5@8 5@9 -26 5@9 5@9 5@10 5@7 5@8 5@928 5@9 5@9 5@10 5@6 5@7 5@730 5@8 5@9 5@10 6@7 5@6 5@6

NOTES:

1. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10 columns apply to first interiorsupport of the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous overmore than two spans.

NOTES:1.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.

Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10columnsapplytofirstinterior

support of the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more than two spans.

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 39: Design Guide Deep-Dek Composite

39Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 4.5MAXIMUM DESIGN NEGATIVE MOMENT

CAPACITY OF COMPOSITE SLABS

MAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)7.625 8.125 8.625 9.125 9.625 10.125

4000

PSI

of A

ny D

ensi

ty

5@12 8.197 8.895 9.592 10.290 - -5@10 9.607 10.444 11.281 12.118 12.955 13.7925@9 10.504 11.434 12.364 13.294 14.224 15.1545@8 11.578 12.624 13.670 14.716 15.763 16.8095@7 - - 15.271 16.467 17.663 18.8585@6 - - - - - 21.454

6@12 10.941 11.931 12.921 13.911 14.901 15.8916@10 - - 15.042 16.230 17.418 18.6066@9 - - - - 19.011 20.3316@8 - - - - - -

7@12 - - - - 19.194 20.5447@10 - - - - - -

5000

PSI

of A

ny D

ensi

ty

5@12 8.389 9.086 9.784 - - -5@10 9.883 10.720 11.557 12.394 13.231 14.0685@9 10.844 11.774 12.704 13.634 14.564 15.4945@8 12.008 13.055 14.101 15.147 16.193 17.2405@7 13.443 14.638 15.834 17.030 18.225 19.4215@6 - - 18.035 19.430 20.825 22.220

6@12 11.327 12.317 13.307 14.297 15.287 16.2776@10 13.222 14.410 15.598 16.786 17.974 19.1626@9 - 15.737 17.057 18.377 19.697 21.0176@8 - - - 20.288 21.773 23.258

7@12 - - 17.212 18.562 19.912 21.2627@10 - - - - - 24.825

6000

PSI

of A

ny D

ensi

ty

5@12 8.516 9.214 9.911 - - -5@10 10.066 10.903 11.740 12.577 13.414 14.2515@9 11.071 12.001 12.931 13.861 14.791 15.7215@8 12.296 13.342 14.388 15.434 16.481 17.5275@7 13.818 15.013 16.209 17.405 18.601 19.7965@6 15.756 17.151 18.546 19.941 21.336 22.731

6@12 11.584 12.574 13.564 14.554 15.544 16.5346@10 13.592 14.780 15.968 17.156 18.344 19.5326@9 14.874 16.194 17.514 18.834 20.154 21.4746@8 - 17.897 19.382 20.867 22.352 23.837

7@12 14.990 16.340 17.690 19.040 20.390 21.7407@10 - - - 22.274 23.894 25.514

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

6000 PSI OF ANY DENSITYMAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)7.625 8.125 8.625 9.125 9.625 10.125

4000

PSI

of A

ny D

ensi

ty

5@12 8.197 8.895 9.592 10.290 - -5@10 9.607 10.444 11.281 12.118 12.955 13.7925@9 10.504 11.434 12.364 13.294 14.224 15.1545@8 11.578 12.624 13.670 14.716 15.763 16.8095@7 - - 15.271 16.467 17.663 18.8585@6 - - - - - 21.454

6@12 10.941 11.931 12.921 13.911 14.901 15.8916@10 - - 15.042 16.230 17.418 18.6066@9 - - - - 19.011 20.3316@8 - - - - - -

7@12 - - - - 19.194 20.5447@10 - - - - - -

5000

PSI

of A

ny D

ensi

ty

5@12 8.389 9.086 9.784 - - -5@10 9.883 10.720 11.557 12.394 13.231 14.0685@9 10.844 11.774 12.704 13.634 14.564 15.4945@8 12.008 13.055 14.101 15.147 16.193 17.2405@7 13.443 14.638 15.834 17.030 18.225 19.4215@6 - - 18.035 19.430 20.825 22.220

6@12 11.327 12.317 13.307 14.297 15.287 16.2776@10 13.222 14.410 15.598 16.786 17.974 19.1626@9 - 15.737 17.057 18.377 19.697 21.0176@8 - - - 20.288 21.773 23.258

7@12 - - 17.212 18.562 19.912 21.2627@10 - - - - - 24.825

6000

PSI

of A

ny D

ensi

ty

5@12 8.516 9.214 9.911 - - -5@10 10.066 10.903 11.740 12.577 13.414 14.2515@9 11.071 12.001 12.931 13.861 14.791 15.7215@8 12.296 13.342 14.388 15.434 16.481 17.5275@7 13.818 15.013 16.209 17.405 18.601 19.7965@6 15.756 17.151 18.546 19.941 21.336 22.731

6@12 11.584 12.574 13.564 14.554 15.544 16.5346@10 13.592 14.780 15.968 17.156 18.344 19.5326@9 14.874 16.194 17.514 18.834 20.154 21.4746@8 - 17.897 19.382 20.867 22.352 23.837

7@12 14.990 16.340 17.690 19.040 20.390 21.7407@10 - - - 22.274 23.894 25.514

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities.

It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwoadjacentspansnotgreaterthantheshorterbymorethan20%),ft;Mreq,LRFD = required LRFD factorednegativemomentcapacity,lb-ft/ftdeckwidth;C=negativebendingcoefficient(9forinteriorsupportoftwospancontinuouscompositeslab;10forfirstinteriorsupportofcompositeslabcontinuousovermorethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where oMn≥Mreq,LRFD (LRFD)

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 40: Design Guide Deep-Dek Composite

40 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek 6.0 Composite PROPERTIES SECTION PROPERTIES STRENGTHS (Bare Deck)

Gage Thickness (in.) Coverage (in.) Weight(psf) Fy (ksi) As

(in.2/ft)ID (in.4/ft) Sp

(in.3/ft)Sn

(in.3/ft)ffVn

(lb/ft)ffRbe

(lb/ft)ffRbi

(lb/ft)single multi20 0.0358 12 3.44 50 1.011 5.199 5.668 1.240 1.667 2118 1746 171618 0.0474 12 4.55 50 1.338 7.237 7.601 2.068 2.358 4925 3019 287316 0.0598 12 5.74 50 1.687 9.522 9.579 2.878 2.971 9909 4724 439814 0.0747 12 7.16 50 2.105 11.950 11.95 3.675 3.705 17853 7229 6611

Fy is steel yield stress; As is area of deck; ID is deck moment of inertia for deflection calculations; Sp and Sn are deck section moduli in positive and negative bending,respectively; fVn is design shear strength of deck; fRbe and fRbi are design web crippling strengths of deck for end and interior bearing, respectively.

CONSTRUCTION CLEAR SPANS

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Ligh

twei

ght C

oncr

ete

(110

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Single Double Triple Single Double Triple9.125" 20 16' - 10" 10' - 8" 11' - 1" 9.125" 20 18' - 0" 13' - 0" 13' - 7"60 PSF 18 18' - 2" 17' - 8" 18' - 5" 46 PSF 18 19' - 5" 21' - 6" 22' - 5"

1.54 cu.yd/(100sq.ft) 16 19' - 5" 24' - 3" 22' - 9" 1.54 cu.yd/(100sq.ft) 16 20' - 8" 25' - 9" 24' - 3"6x6 - W1.4 x W1.4 14 20' - 5" 25' - 5" 23' - 11" 6x6 - W1.4 x W1.4 14 21' - 9" 27' - 0" 25' - 5"

9.625" 20 16' - 5" 9' - 11" 10' - 4" 9.625" 20 17' - 7" 12' - 2" 12' - 8"66 PSF 18 17' - 10" 16' - 5" 17' - 2" 50 PSF 18 19' - 0" 20' - 2" 21' - 0"

1.7 cu.yd/(100sq.ft) 16 19' - 0" 23' - 8" 22' - 3" 1.7 cu.yd/(100sq.ft) 16 20' - 3" 25' - 3" 23' - 9"6x6 - W2.0 x W2.0 14 20' - 0" 24' - 11" 23' - 5" 6x6 - W2.0 x W2.0 14 21' - 3" 26' - 6" 24' - 11"

10.125" 20 15' - 10" 9' - 3" 9' - 8" 10.125" 20 17' - 3" 11' - 5" 11' - 11"72 PSF 18 17' - 5" 15' - 5" 16' - 0" 55 PSF 18 18' - 7" 18' - 11" 19' - 9"

1.85 cu.yd/(100sq.ft) 16 18' - 7" 23' - 3" 21' - 10" 1.85 cu.yd/(100sq.ft) 16 19' - 10" 24' - 9" 23' - 3"6x6 - W2.0 x W2.0 14 19' - 7" 24' - 5" 23' - 0" 6x6 - W2.0 x W2.0 14 20' - 10" 26' - 0" 24' - 5"

10.625" 20 15' - 4" 8' - 8" 9' - 1" 10.625" 20 16' - 11" 10' - 9" 11' - 3"79 PSF 18 17' - 1" 14' - 5" 15' - 1" 60 PSF 18 18' - 3" 17' - 10" 18' - 7"

2.01 cu.yd/(100sq.ft) 16 18' - 3" 21' - 11" 21' - 5" 2.01 cu.yd/(100sq.ft) 16 19' - 6" 24' - 3" 22' - 10"4x4 - W1.4 x W1.4 14 19' - 3" 24' - 0" 22' - 7" 4x4 - W1.4 x W1.4 14 20' - 6" 25' - 6" 24' - 0"

11.125" 20 14' - 11" 8' - 2" 8' - 6" 11.125" 20 16' - 7" 10' - 2" 10' - 7"85 PSF 18 16' - 10" 13' - 7" 14' - 2" 64 PSF 18 17' - 11" 16' - 11" 17' - 7"

2.16 cu.yd/(100sq.ft) 16 17' - 11" 20' - 8" 21' - 1" 2.16 cu.yd/(100sq.ft) 16 19' - 2" 23' - 11" 22' - 6"6x6 - W2.9 x W2.9 14 18' - 11" 23' - 7" 22' - 2" 6x6 - W2.9 x W2.9 14 20' - 2" 25' - 1" 23' - 7"

11.625" 20 14' - 5" 7' - 9" 8' - 1" 11.625" 20 16' - 2" 9' - 8" 10' - 1"91 PSF 18 16' - 6" 12' - 11" 13' - 5" 69 PSF 18 17' - 8" 16' - 0" 16' - 8"

2.31 cu.yd/(100sq.ft) 16 17' - 8" 19' - 7" 20' - 5" 2.31 cu.yd/(100sq.ft) 16 18' - 10" 23' - 6" 22' - 1"6x6 - W2.9 x W2.9 14 18' - 8" 23' - 2" 21' - 10" 6x6 - W2.9 x W2.9 14 19' - 10" 24' - 9" 23' - 3"

NOTES:1. Deck section properties are calculated in accordance with AISI S100-07.2. Maximum clear spans without shoring and design web crippling strengths are based on deck bearing of 1.5" at end supports and 3" at interior supports.3. Maximum construction clear spans are based on ANSI/SDI C-2017 design criteria. For maximum clear spans based on different criteria contact New Millennium.4. Temperature and shrinkage reinforcement in accordance with ANSI/SDI C-2017 shall be provided in the slab.

Deep-Dek® Composite 6.0NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

NOTES:1. Deck section properties are calculated in accordance with AISI S100-07.2. Maximum clear spans without shoring and design web crippling strengths are based on deck bearing of 1.5" at end supports and 3" at interior supports.3.MaximumconstructionclearspansarebasedonANSI/SDIC-2017designcriteria.FormaximumclearspansbasedondifferentcriteriacontactNewMillennium.4. Temperature and shrinkage reinforcement in accordance with ANSI/SDI C-2017 shall be provided in the slab.

Deep-Dek 7.5 Composite PROPERTIES SECTION PROPERTIES STRENGTHS (Bare Deck)

Gage Thickness (in.) Coverage (in.) Weight(psf) Fy (ksi) As

(in.2/ft)ID (in.4/ft) Sp

(in.3/ft)Sn

(in.3/ft)ffVn

(lb/ft)ffRbe

(lb/ft)ffRbi

(lb/ft)single multi20 0.0358 12 3.79 50 1.113 8.505 9.285 1.558 2.101 1686 716 170518 0.0474 12 5.01 50 1.473 12.109 12.51 2.631 2.994 3919 1252 285716 0.0598 12 6.32 50 1.857 15.895 15.992 3.884 4.009 7881 1972 437614 0.0747 12 7.89 50 2.318 19.952 19.952 4.965 5.000 15392 3035 6582

Fy is steel yield stress; As is area of deck; ID is deck moment of inertia for deflection calculations; Sp and Sn are deck section moduli in positive and negative bending,respectively; fVn is design shear strength of deck; fRbe and fRbi are design web crippling strengths of deck for end and interior bearing, respectively.

CONSTRUCTION CLEAR SPANS

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Ligh

twei

ght C

oncr

ete

(110

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Single Double Triple Single Double Triple10.125" 20 19' - 1" 10' - 8" 11' - 1" 10.125" 20 20' - 4" 13' - 0" 13' - 6"60 PSF 18 20' - 9" 17' - 8" 18' - 5" 45 PSF 18 22' - 1" 21' - 6" 22' - 4"

1.52 cu.yd/(100sq.ft) 16 22' - 1" 26' - 9" 25' - 11" 1.52 cu.yd/(100sq.ft) 16 23' - 6" 29' - 3" 27' - 6"6x6 - W1.4 x W1.4 14 23' - 3" 28' - 11" 27' - 3" 6x6 - W1.4 x W1.4 14 24' - 8" 30' - 9" 28' - 11"

10.625" 20 18' - 5" 9' - 11" 10' - 4" 10.625" 20 19' - 11" 12' - 2" 12' - 8"66 PSF 18 20' - 3" 16' - 5" 17' - 1" 50 PSF 18 21' - 7" 20' - 1" 20' - 11"

1.68 cu.yd/(100sq.ft) 16 21' - 7" 24' - 11" 25' - 4" 1.68 cu.yd/(100sq.ft) 16 23' - 0" 28' - 8" 27' - 0"6x6 - W1.4 x W1.4 14 22' - 9" 28' - 4" 26' - 8" 6x6 - W1.4 x W1.4 14 24' - 2" 30' - 1" 28' - 4"

11.125" 20 17' - 10" 9' - 3" 9' - 8" 11.125" 20 19' - 6" 11' - 5" 11' - 11"72 PSF 18 19' - 10" 15' - 4" 16' - 0" 54 PSF 18 21' - 2" 18' - 10" 19' - 8"

1.83 cu.yd/(100sq.ft) 16 21' - 2" 23' - 3" 24' - 3" 1.83 cu.yd/(100sq.ft) 16 22' - 6" 28' - 1" 26' - 5"6x6 - W2.0 x W2.0 14 22' - 3" 27' - 9" 26' - 1" 6x6 - W2.0 x W2.0 14 23' - 8" 29' - 6" 27' - 9"

11.625" 20 17' - 3" 8' - 8" 9' - 1" 11.625" 20 19' - 1" 10' - 9" 11' - 2"78 PSF 18 19' - 6" 14' - 5" 15' - 0" 59 PSF 18 20' - 9" 17' - 9" 18' - 6"

1.99 cu.yd/(100sq.ft) 16 20' - 9" 21' - 10" 22' - 9" 1.99 cu.yd/(100sq.ft) 16 22' - 2" 26' - 11" 26' - 0"6x6 - W2.0 x W2.0 14 21' - 11" 27' - 3" 25' - 8" 6x6 - W2.0 x W2.0 14 23' - 3" 29' - 0" 27' - 3"

12.125" 20 16' - 9" 8' - 2" 8' - 6" 12.125" 20 18' - 8" 10' - 2" 10' - 7"84 PSF 18 19' - 2" 13' - 7" 14' - 2" 64 PSF 18 20' - 5" 16' - 10" 17' - 6"

2.14 cu.yd/(100sq.ft) 16 20' - 5" 20' - 8" 21' - 6" 2.14 cu.yd/(100sq.ft) 16 21' - 9" 25' - 6" 25' - 6"4x4 - W1.4 x W1.4 14 21' - 6" 26' - 10" 25' - 3" 4x4 - W1.4 x W1.4 14 22' - 11" 28' - 6" 26' - 10"

12.625" 20 16' - 3" 7' - 9" 8' - 1" 12.625" 20 18' - 2" 9' - 8" 10' - 0"90 PSF 18 18' - 10" 12' - 10" 13' - 5" 68 PSF 18 20' - 1" 16' - 0" 16' - 8"

2.3 cu.yd/(100sq.ft) 16 20' - 1" 19' - 6" 20' - 4" 2.3 cu.yd/(100sq.ft) 16 21' - 5" 24' - 2" 25' - 1"6x6 - W2.9 x W2.9 14 21' - 2" 26' - 5" 24' - 10" 6x6 - W2.9 x W2.9 14 22' - 7" 28' - 1" 26' - 5"

NOTES:1. Deck section properties are calculated in accordance with AISI S100-07.2. Maximum clear spans without shoring and design web crippling strengths are based on deck bearing of 1.5" at end supports and 3" at interior supports.3. Maximum construction clear spans are based on ANSI/SDI C-2017 design criteria. For maximum clear spans based on different criteria contact New Millennium.4. Temperature and shrinkage reinforcement in accordance with ANSI/SDI C-2017 shall be provided in the slab.

Deep-Dek 7.5 Composite PROPERTIES SECTION PROPERTIES STRENGTHS (Bare Deck)

Gage Thickness (in.) Coverage (in.) Weight(psf) Fy (ksi) As

(in.2/ft)ID (in.4/ft) Sp

(in.3/ft)Sn

(in.3/ft)ffVn

(lb/ft)ffRbe

(lb/ft)ffRbi

(lb/ft)single multi20 0.0358 12 3.79 50 1.113 8.505 9.285 1.558 2.101 1686 716 170518 0.0474 12 5.01 50 1.473 12.109 12.51 2.631 2.994 3919 1252 285716 0.0598 12 6.32 50 1.857 15.895 15.992 3.884 4.009 7881 1972 437614 0.0747 12 7.89 50 2.318 19.952 19.952 4.965 5.000 15392 3035 6582

Fy is steel yield stress; As is area of deck; ID is deck moment of inertia for deflection calculations; Sp and Sn are deck section moduli in positive and negative bending,respectively; fVn is design shear strength of deck; fRbe and fRbi are design web crippling strengths of deck for end and interior bearing, respectively.

CONSTRUCTION CLEAR SPANS

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Ligh

twei

ght C

oncr

ete

(110

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Single Double Triple Single Double Triple10.125" 20 19' - 1" 10' - 8" 11' - 1" 10.125" 20 20' - 4" 13' - 0" 13' - 6"60 PSF 18 20' - 9" 17' - 8" 18' - 5" 45 PSF 18 22' - 1" 21' - 6" 22' - 4"

1.52 cu.yd/(100sq.ft) 16 22' - 1" 26' - 9" 25' - 11" 1.52 cu.yd/(100sq.ft) 16 23' - 6" 29' - 3" 27' - 6"6x6 - W1.4 x W1.4 14 23' - 3" 28' - 11" 27' - 3" 6x6 - W1.4 x W1.4 14 24' - 8" 30' - 9" 28' - 11"

10.625" 20 18' - 5" 9' - 11" 10' - 4" 10.625" 20 19' - 11" 12' - 2" 12' - 8"66 PSF 18 20' - 3" 16' - 5" 17' - 1" 50 PSF 18 21' - 7" 20' - 1" 20' - 11"

1.68 cu.yd/(100sq.ft) 16 21' - 7" 24' - 11" 25' - 4" 1.68 cu.yd/(100sq.ft) 16 23' - 0" 28' - 8" 27' - 0"6x6 - W1.4 x W1.4 14 22' - 9" 28' - 4" 26' - 8" 6x6 - W1.4 x W1.4 14 24' - 2" 30' - 1" 28' - 4"

11.125" 20 17' - 10" 9' - 3" 9' - 8" 11.125" 20 19' - 6" 11' - 5" 11' - 11"72 PSF 18 19' - 10" 15' - 4" 16' - 0" 54 PSF 18 21' - 2" 18' - 10" 19' - 8"

1.83 cu.yd/(100sq.ft) 16 21' - 2" 23' - 3" 24' - 3" 1.83 cu.yd/(100sq.ft) 16 22' - 6" 28' - 1" 26' - 5"6x6 - W2.0 x W2.0 14 22' - 3" 27' - 9" 26' - 1" 6x6 - W2.0 x W2.0 14 23' - 8" 29' - 6" 27' - 9"

11.625" 20 17' - 3" 8' - 8" 9' - 1" 11.625" 20 19' - 1" 10' - 9" 11' - 2"78 PSF 18 19' - 6" 14' - 5" 15' - 0" 59 PSF 18 20' - 9" 17' - 9" 18' - 6"

1.99 cu.yd/(100sq.ft) 16 20' - 9" 21' - 10" 22' - 9" 1.99 cu.yd/(100sq.ft) 16 22' - 2" 26' - 11" 26' - 0"6x6 - W2.0 x W2.0 14 21' - 11" 27' - 3" 25' - 8" 6x6 - W2.0 x W2.0 14 23' - 3" 29' - 0" 27' - 3"

12.125" 20 16' - 9" 8' - 2" 8' - 6" 12.125" 20 18' - 8" 10' - 2" 10' - 7"84 PSF 18 19' - 2" 13' - 7" 14' - 2" 64 PSF 18 20' - 5" 16' - 10" 17' - 6"

2.14 cu.yd/(100sq.ft) 16 20' - 5" 20' - 8" 21' - 6" 2.14 cu.yd/(100sq.ft) 16 21' - 9" 25' - 6" 25' - 6"4x4 - W1.4 x W1.4 14 21' - 6" 26' - 10" 25' - 3" 4x4 - W1.4 x W1.4 14 22' - 11" 28' - 6" 26' - 10"

12.625" 20 16' - 3" 7' - 9" 8' - 1" 12.625" 20 18' - 2" 9' - 8" 10' - 0"90 PSF 18 18' - 10" 12' - 10" 13' - 5" 68 PSF 18 20' - 1" 16' - 0" 16' - 8"

2.3 cu.yd/(100sq.ft) 16 20' - 1" 19' - 6" 20' - 4" 2.3 cu.yd/(100sq.ft) 16 21' - 5" 24' - 2" 25' - 1"6x6 - W2.9 x W2.9 14 21' - 2" 26' - 5" 24' - 10" 6x6 - W2.9 x W2.9 14 22' - 7" 28' - 1" 26' - 5"

NOTES:1. Deck section properties are calculated in accordance with AISI S100-07.2. Maximum clear spans without shoring and design web crippling strengths are based on deck bearing of 1.5" at end supports and 3" at interior supports.3. Maximum construction clear spans are based on ANSI/SDI C-2017 design criteria. For maximum clear spans based on different criteria contact New Millennium.4. Temperature and shrinkage reinforcement in accordance with ANSI/SDI C-2017 shall be provided in the slab.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 41: Design Guide Deep-Dek Composite

41Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 6.0MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETEMAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

Gage

Maximum Uniform Superimposed Service Loads (psf)

Simple Spans Continuous SpansNegative Moment Steel Reinforcing Required

22' - 0" 23' - 0" 24' - 0" 25' - 0" 26' - 0" 27' - 0" 29' - 0" 30' - 0" 31' - 0" 32' - 0" 33' - 0"

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

9.125" 20 71 / 144 55 / 132 40 / 117 - / 104 - / 93 - / 82 47 / 71 - / 63 - / 56 - / 50 - / 4460 PSF 18 85 / 165 66 / 156 50 / 148 - / 141 - / 130 - / 117 55 / 70 43 / 62 - / 55 - / 49 - / 43

1.54 cu.yd/(100sq.ft) 16 98 / 176 77 / 157 60 / 140 45 / 125 - / 112 - / 100 65 / 69 52 / 62 41 / 55 - / 48 - / 426x6 - W1.4 x W1.4 14 112 / 213 90 / 191 71 / 171 55 / 154 41 / 138 - / 124 68 61 50 / 53 - / 47 - / 41

9.625" 20 89 / 156 69 / 144 52 / 128 - / 114 - / 101 - / 90 60 / 82 47 / 73 - / 65 - / 58 - / 5166 PSF 18 104 / 178 82 / 169 64 / 161 48 / 153 - / 143 - / 129 69 / 81 55 / 72 43 / 64 - / 57 - / 50

1.7 cu.yd/(100sq.ft) 16 119 / 198 95 / 176 75 / 158 58 / 141 43 / 126 - / 113 80 66 / 71 53 / 63 41 / 56 - / 496x6 - W2.0 x W2.0 14 136 / 237 109 / 212 87 / 191 69 / 171 53 / 154 - / 139 79 70 62 51 / 55 40 / 48

10.125" 20 108 / 168 85 / 156 65 / 139 49 / 123 - / 110 - / 98 75 / 93 60 / 83 47 / 74 - / 66 - / 5972 PSF 18 125 / 192 100 / 182 78 / 173 60 / 165 45 / 156 - / 140 85 / 92 69 / 82 58 / 74 46 / 65 - / 58

1.85 cu.yd/(100sq.ft) 16 142 / 225 115 / 213 91 / 202 72 / 192 55 / 182 41 / 174 91 82 66 / 73 53 / 65 41 / 576x6 - W2.0 x W2.0 14 162 / 264 131 / 237 106 / 213 85 / 191 66 / 172 51 / 155 90 81 72 64 51 / 56

10.625" 20 129 / 180 103 / 168 81 / 150 62 / 133 46 / 118 - / 105 92 / 106 75 / 95 60 / 85 47 / 76 - / 6779 PSF 18 149 / 206 120 / 195 96 / 186 75 / 177 57 / 169 42 / 152 105 89 / 94 72 / 84 58 / 75 46 / 67

2.01 cu.yd/(100sq.ft) 16 169 / 241 137 / 228 111 / 216 88 / 205 69 / 196 52 / 187 104 93 82 / 83 67 / 74 53 / 664x4 - W1.4 x W1.4 14 191 / 294 156 / 264 127 / 237 103 / 213 82 / 193 64 / 174 103 92 82 73 64 / 65

11.125" 20 156 / 192 125 / 181 100 / 160 78 / 143 59 / 127 44 / 113 112 / 119 93 / 107 76 / 96 61 / 86 48 / 7785 PSF 18 178 / 220 144 / 208 116 / 198 93 / 189 72 / 180 55 / 164 118 106 90 / 95 73 / 85 59 / 76

2.16 cu.yd/(100sq.ft) 16 200 / 258 164 / 244 133 / 231 107 / 219 85 / 209 66 / 199 117 105 94 83 / 84 67 / 756x6 - W2.9 x W2.9 14 225 / 366 185 / 349 152 / 333 124 / 319 100 / 297 79 / 271 116 104 93 83 74

11.625" 20 183 / 204 148 / 193 119 / 171 95 / 152 74 / 135 56 / 120 133 111 / 120 92 / 108 75 / 97 60 / 8791 PSF 18 208 / 234 170 / 222 138 / 211 111 / 201 88 / 188 68 / 175 132 119 107 89 / 96 73 / 86

2.31 cu.yd/(100sq.ft) 16 233 / 274 192 / 259 157 / 245 128 / 233 103 / 222 82 / 212 131 118 106 95 83 / 856x6 - W2.9 x W2.9 14 261 / 389 216 / 371 179 / 354 147 / 339 120 / 320 96 / 291 130 117 105 94 84

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125" 20 55 / 148 42 / 141 - / 128 - / 115 - / 104 - / 93 - / 82 - / 74 - / 67 - / 61 - / 5546 PSF 18 67 / 167 52 / 159 40 / 151 - / 144 - / 133 - / 119 44 / 81 - / 73 - / 66 - / 60 - / 54

1.54 cu.yd/(100sq.ft) 16 78 / 187 62 / 167 48 / 151 - / 136 - / 123 - / 111 53 / 80 43 / 73 - / 65 - / 59 - / 536x6 - W1.4 x W1.4 14 92 / 224 74 / 202 58 / 182 46 / 165 - / 149 - / 135 64 / 79 52 / 71 42 / 64 - / 58 - / 52

9.625" 20 69 / 161 53 / 153 40 / 140 - / 126 - / 113 - / 102 46 / 94 - / 85 - / 77 - / 70 - / 6350 PSF 18 82 / 181 65 / 172 50 / 164 - / 156 - / 149 - / 136 55 / 93 44 / 84 - / 76 - / 69 - / 62

1.7 cu.yd/(100sq.ft) 16 95 / 210 76 / 188 60 / 170 47 / 153 - / 138 - / 125 65 / 92 53 / 83 43 / 75 - / 68 - / 616x6 - W2.0 x W2.0 14 109 / 249 89 / 224 71 / 203 56 / 183 43 / 166 - / 151 77 / 91 64 / 82 52 / 74 42 / 67 - / 60

10.125" 20 83 / 173 65 / 163 50 / 152 - / 136 - / 123 - / 111 57 / 106 46 / 96 - / 88 - / 79 - / 7255 PSF 18 98 / 195 79 / 185 62 / 176 48 / 168 - / 160 - / 153 67 / 105 55 / 96 44 / 87 - / 79 - / 71

1.85 cu.yd/(100sq.ft) 16 113 / 228 92 / 216 73 / 205 58 / 195 45 / 185 - / 177 80 / 105 66 / 95 54 / 86 43 / 78 - / 706x6 - W2.0 x W2.0 14 130 / 278 106 / 250 86 / 226 69 / 204 54 / 185 42 / 169 93 / 103 78 / 94 64 / 85 52 / 77 42 / 69

10.625" 20 100 / 184 79 / 175 62 / 164 48 / 147 - / 133 - / 119 70 / 120 57 / 109 46 / 99 - / 90 - / 8260 PSF 18 117 / 209 94 / 199 75 / 189 59 / 180 45 / 172 - / 165 82 / 119 67 / 108 55 / 98 44 / 89 - / 81

2.01 cu.yd/(100sq.ft) 16 134 / 245 109 / 232 88 / 220 70 / 209 55 / 199 42 / 190 96 / 118 80 / 107 66 / 97 54 / 88 43 / 804x4 - W1.4 x W1.4 14 153 / 309 126 / 278 102 / 251 83 / 228 66 / 207 52 / 188 111 / 117 93 / 106 78 / 96 65 / 87 53 / 79

11.125" 20 120 / 196 96 / 187 77 / 176 60 / 158 46 / 142 - / 128 86 / 134 71 / 122 58 / 111 47 / 101 - / 9264 PSF 18 139 / 224 113 / 212 91 / 202 73 / 192 57 / 184 44 / 176 99 / 133 82 / 121 68 / 110 55 / 100 44 / 91

2.16 cu.yd/(100sq.ft) 16 159 / 261 130 / 247 106 / 234 86 / 223 68 / 212 53 / 203 115 / 132 96 / 120 81 / 109 67 / 99 54 / 906x6 - W2.9 x W2.9 14 180 / 340 148 / 323 122 / 308 100 / 295 81 / 282 64 / 270 131 112 / 119 94 / 108 79 / 98 65 / 89

11.625" 20 140 / 209 114 / 198 91 / 188 72 / 169 56 / 152 43 / 137 102 / 149 85 / 136 71 / 124 58 / 113 46 / 10369 PSF 18 162 / 238 133 / 225 108 / 214 87 / 204 69 / 195 54 / 187 117 / 149 98 / 135 82 / 123 67 / 112 58 / 102

2.31 cu.yd/(100sq.ft) 16 184 / 278 152 / 263 125 / 249 102 / 237 82 / 226 65 / 215 135 / 148 114 / 134 96 / 122 80 / 111 66 / 1016x6 - W2.9 x W2.9 14 209 / 356 173 / 339 143 / 324 118 / 309 96 / 296 78 / 284 147 132 / 133 112 / 121 95 / 110 79 / 100

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg.54) for details.4. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.5. Where two maximum uniform superimposed service loads are shown, first load is for slabs with no top reinforcing steel within the slab span. Second load is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.6. Where only one load is shown, the load is for slabs without top reinforcement. Addition of top reinforcement does not affect the maximum service loads in thosecases.7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg. 52) for details.4.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.5.Wheretwomaximumuniformsuperimposedserviceloadsareshown,firstloadisforslabswithnotopreinforcingsteelwithintheslabspan.Secondloadis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheentireslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

6.Whereonlyoneloadisshown,theloadisforslabswithouttopreinforcement.Additionoftopreinforcementdoesnotaffectthe maximum service loads in those cases.

7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 42: Design Guide Deep-Dek Composite

42 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

Total Slab Depth(in.) Gage

Max. Service Stage Spans (ft-in.)

LL=40 psf; SDL=20 psf (88 psf LRFD load) LL=100 psf; SDL=5 psf (166 psf LRFD load)

Single SpanContinuous Span

Single SpanContinuous Span

End Interior End Interior

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

9.125

20 24' - 0" / 30' - 4" 29' - 8" / 31' - 2" 32' - 10" 22' - 11" / 25' - 0" 25' - 8" 27' - 1"18 24' - 8" / 31' - 11" 30' - 6" / 31' - 1" 32' - 9" 23' - 7" / 28' - 2" 25' - 7" 27' - 0"16 25' - 4" / 32' - 3" 30' - 11" 32' - 7" 24' - 3" / 26' - 8" 25' - 7" 26' - 11"14 26' - 1" / 34' - 9" 30' - 9" 32' - 5" 24' - 11" / 28' - 9" 25' - 5" 26' - 10"

9.625

20 24' - 10" / 31' - 1" 30' - 8" / 32' - 5" 34' - 2" 23' - 9" / 25' - 9" 26' - 10" 28' - 4"18 25' - 6" / 32' - 11" 31' - 7" / 32' - 3" 34' - 0" 24' - 5" / 29' - 1" 26' - 10" 28' - 3"16 26' - 3" / 33' - 5" 32' - 2" 33' - 11" 25' - 1" / 27' - 9" 26' - 9" 28' - 2"14 26' - 11" / 35' - 10" 32' - 0" 33' - 9" 25' - 10" / 29' - 10" 26' - 8" 28' - 1"

10.125

20 25' - 7" / 31' - 9" 31' - 7" / 33' - 7" 35' - 5" 24' - 6" / 26' - 6" 28' - 0" 29' - 7"18 26' - 4" / 33' - 11" 32' - 6" / 33' - 5" 35' - 3" 25' - 3" / 29' - 11" 27' - 11" 29' - 6"16 27' - 0" / 35' - 5" 33' - 4" 35' - 2" 25' - 11" / 32' - 3" 27' - 11" 29' - 5"14 27' - 9" / 37' - 0" 33' - 2" 35' - 0" 26' - 8" / 31' - 0" 27' - 9" 29' - 3"

10.625

20 26' - 4" / 32' - 4" 32' - 7" / 34' - 9" 36' - 7" 25' - 4" / 27' - 1" 29' - 2" 30' - 9"18 27' - 1" / 34' - 11" 33' - 6" / 34' - 7" 36' - 6" 26' - 1" / 30' - 8" 29' - 1" 30' - 8"16 27' - 10" / 36' - 5" 34' - 5" / 34' - 6" 36' - 4" 26' - 9" / 33' - 3" 29' - 0" 30' - 7"14 28' - 7" / 38' - 1" 34' - 4" 36' - 2" 27' - 6" / 32' - 2" 28' - 11" 30' - 6"

11.125

20 27' - 2" / 32' - 10" 33' - 7" / 35' - 10" 37' - 9" 26' - 2" / 27' - 9" 30' - 3" 31' - 11"18 27' - 11" / 35' - 11" 34' - 6" / 35' - 9" 37' - 8" 26' - 11" / 31' - 5" 30' - 2" 31' - 10"16 28' - 8" / 37' - 5" 35' - 5" / 35' - 7" 37' - 6" 27' - 7" / 34' - 4" 30' - 1" 31' - 9"14 29' - 5" / 39' - 2" 35' - 5" 37' - 4" 28' - 4" / 35' - 11" 30' - 0" 31' - 8"

11.625

20 27' - 11" / 33' - 4" 34' - 6" / 36' - 11" 38' - 11" 26' - 11" / 28' - 3" 31' - 4" 33' - 0"18 28' - 9" / 36' - 10" 35' - 6" / 36' - 10" 38' - 9" 27' - 8" / 32' - 0" 31' - 3" 32' - 11"16 29' - 5" / 38' - 5" 36' - 5" / 36' - 8" 38' - 8" 28' - 5" / 35' - 4" 31' - 2" 32' - 10"14 30' - 2" / 40' - 2" 36' - 6" 38' - 6" 29' - 2" / 36' - 11" 31' - 1" 32' - 9"

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125

20 23' - 2" / 29' - 10" 28' - 7" / 33' - 0" 34' - 4" / 34' - 9" 21' - 11" / 26' - 0" 26' - 8" 28' - 1"18 23' - 11" / 31' - 8" 29' - 7" / 32' - 10" 34' - 7" 22' - 9" / 28' - 3" 26' - 7" 28' - 0"16 24' - 8" / 33' - 3" 30' - 6" / 32' - 8" 34' - 5" 23' - 5" / 27' - 8" 26' - 6" 27' - 11"14 25' - 5" / 34' - 10" 31' - 5" / 32' - 6" 34' - 3" 24' - 2" / 29' - 10" 26' - 5" 27' - 10"

9.625

20 24' - 0" / 30' - 10" 29' - 8" / 34' - 5" 35' - 7" / 36' - 3" 22' - 9" / 26' - 10" 28' - 0" 29' - 6"18 24' - 9" / 32' - 8" 30' - 8" / 34' - 3" 36' - 1" 23' - 7" / 29' - 3" 27' - 11" 29' - 5"16 25' - 6" / 34' - 5" 31' - 6" / 34' - 1" 35' - 11" 24' - 3" / 28' - 11" 27' - 10" 29' - 4"14 26' - 3" / 36' - 3" 32' - 5" / 33' - 11" 35' - 9" 25' - 0" / 31' - 0" 27' - 8" 29' - 2"

10.125

20 24' - 9" / 31' - 10" 30' - 7" / 35' - 9" 36' - 9" / 37' - 8" 23' - 7" / 27' - 8" 29' - 1" / 29' - 3" 30' - 10"18 25' - 7" / 33' - 9" 31' - 7" / 35' - 7" 37' - 6" 24' - 5" / 30' - 4" 29' - 2" 30' - 9"16 26' - 4" / 35' - 6" 32' - 7" / 35' - 5" 37' - 4" 25' - 1" / 31' - 11" 29' - 1" 30' - 8"14 27' - 1" / 37' - 5" 33' - 6" / 35' - 3" 37' - 2" 25' - 10" / 32' - 4" 29' - 0" 30' - 6"

10.625

20 25' - 6" / 32' - 10" 31' - 7" / 37' - 1" 37' - 10" / 39' - 1" 24' - 4" / 28' - 4" 30' - 1" / 30' - 6" 32' - 2"18 26' - 5" / 34' - 9" 32' - 7" / 36' - 11" 38' - 11" 25' - 2" / 31' - 4" 30' - 5" 32' - 1"16 27' - 2" / 36' - 6" 33' - 7" / 36' - 9" 38' - 9" 25' - 11" / 33' - 0" 30' - 4" 32' - 0"14 27' - 11" / 38' - 6" 34' - 6" / 36' - 7" 38' - 6" 26' - 8" / 33' - 7" 30' - 3" 31' - 10"

11.125

20 26' - 4" / 33' - 9" 32' - 7" / 38' - 4" 39' - 1" / 40' - 5" 25' - 2" / 29' - 1" 31' - 1" / 31' - 9" 33' - 5"18 27' - 3" / 35' - 9" 33' - 8" / 38' - 2" 40' - 3" 26' - 0" / 32' - 4" 31' - 8" 33' - 4"16 28' - 0" / 37' - 7" 34' - 7" / 38' - 0" 40' - 1" 26' - 9" / 34' - 0" 31' - 7" 33' - 3"14 28' - 9" / 39' - 7" 35' - 7" / 37' - 10" 39' - 11" 27' - 7" / 35' - 10" 31' - 5" 33' - 2"

11.625

20 27' - 1" / 34' - 9" 33' - 6" / 39' - 7" 40' - 3" / 41' - 9" 25' - 11" / 29' - 8" 32' - 1" / 32' - 11" 34' - 8"18 28' - 0" / 36' - 8" 34' - 7" / 39' - 5" 41' - 6" / 41' - 7" 26' - 10" / 33' - 4" 32' - 10" 34' - 7"16 28' - 10" / 38' - 7" 35' - 7" / 39' - 3" 41' - 5" 27' - 7" / 35' - 1" 32' - 9" 34' - 6"14 29' - 7" / 40' - 7" 36' - 7" / 39' - 1" 41' - 3" 28' - 5" / 36' - 11" 32' - 8" 34' - 5"

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement table (pg.51-53) for details.2. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.3. Where two maximum service stage spans are shown, first span is for slabs with no top reinforcing steel within the slab span. Second span is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.4. Where one span is shown, the maximum span is for slabs without top reinforcing steel. Addition of top reinforcing steel does not affect the maximum spans in those cases.5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement table (pg. 52) for details.2.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.3.Wheretwomaximumservicestagespansareshown,firstspanisforslabswithnotopreinforcingsteelwithintheslabspan.Secondspanis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

4.Whereonespanisshown,themaximumspanisforslabswithouttopreinforcingsteel.Additionoftopreinforcingsteeldoesnotaffect the maximum spans in those cases.

5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

Deep-Dek® Composite 6.0MAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 43: Design Guide Deep-Dek Composite

43Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

Total SlabDepth (in.) Gage

Moment of Inertia of Slab Section Transformed to Steel (in.4/ft) ffMn

(ft-kips/ft)ffVn

(kips/ft)

Shear-Bond StrengthCoefficients

Uncracked, Iu Cracked, Ic Average, Iavg m k

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

9.125

20 61.27 / 74.94 24.87 / 30.77 43.07 / 52.85 18.992 5.426 2678.8 0.768118 64.74 / 83.05 30.81 / 40.44 47.77 / 61.75 24.214 7.049 4196.8 0.809816 68.31 / 91.69 36.59 / 50.93 52.45 / 71.31 21.809 7.035 6152.2 0.863514 72.43 / 102.03 42.94 / 63.78 57.69 / 82.9 25.533 7.018 1357.8 1.4399

9.625

20 71.56 / 86.81 28.77 / 35.29 50.17 / 61.05 20.764 5.639 2678.8 0.768118 75.51 / 95.99 35.62 / 46.3 55.57 / 71.14 26.560 7.475 4196.8 0.809816 79.57 / 105.77 42.28 / 58.21 60.93 / 81.99 24.383 7.461 6152.2 0.863514 84.25 / 117.47 49.58 / 72.79 66.92 / 95.13 28.313 7.444 1357.8 1.4399

10.125

20 82.93 / 99.93 33.06 / 40.21 58 / 70.07 22.536 5.854 2678.8 0.768118 87.42 / 110.26 40.94 / 52.67 64.18 / 81.47 28.906 7.906 4196.8 0.809816 92.02 / 121.28 48.59 / 66.12 70.3 / 93.7 35.211 7.892 6152.2 0.863514 97.31 / 134.46 56.95 / 82.55 77.13 / 108.51 31.377 7.875 1357.8 1.4399

10.625

20 95.49 / 114.39 37.75 / 45.54 66.62 / 79.96 24.308 6.072 2678.8 0.768118 100.55 / 125.97 46.76 / 59.55 73.66 / 92.76 31.252 8.341 4196.8 0.809816 105.75 / 138.32 55.5 / 74.67 80.62 / 106.49 38.171 8.328 6152.2 0.863514 111.72 / 153.1 65.04 / 93.09 88.38 / 123.1 34.719 8.311 1357.8 1.4399

11.125

20 109.34 / 130.29 42.84 / 51.27 76.09 / 90.78 26.080 6.292 2678.8 0.768118 115.02 / 143.21 53.09 / 66.96 84.06 / 105.09 33.598 8.782 4196.8 0.809816 120.85 / 156.99 63.03 / 83.85 91.94 / 120.42 41.131 8.768 6152.2 0.863514 127.56 / 173.49 73.88 / 104.39 100.72 / 138.94 49.492 8.752 1357.8 1.4399

11.625

20 124.58 / 147.74 48.34 / 57.4 86.46 / 102.57 27.852 6.515 2678.8 0.768118 130.92 / 162.09 59.93 / 74.89 95.43 / 118.49 35.944 9.020 4196.8 0.809816 137.44 / 177.39 71.18 / 93.67 104.31 / 135.53 44.091 9.214 6152.2 0.863514 144.93 / 195.72 83.46 / 116.48 114.2 / 156.1 53.189 9.197 1357.8 1.4399

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125

20 44.1 / 58.04 22.52 / 30.54 33.31 / 44.29 18.992 4.543 2678.8 0.768118 47.36 / 66.13 27.62 / 40.53 37.49 / 53.33 24.214 5.286 4196.8 0.809816 50.69 / 74.74 32.59 / 50.3 41.64 / 62.52 21.809 5.276 6152.2 0.863514 54.49 / 85.03 38.46 / 60.57 46.48 / 72.8 25.533 5.263 1357.8 1.4399

9.625

20 51.4 / 67.01 26.03 / 34.94 38.72 / 50.97 20.764 4.703 2678.8 0.768118 55.11 / 76.16 31.9 / 46.26 43.5 / 61.21 26.560 5.606 4196.8 0.809816 58.87 / 85.91 37.53 / 58.69 48.2 / 72.3 24.383 5.596 6152.2 0.863514 63.16 / 97.58 43.65 / 73.73 53.4 / 85.66 28.313 5.583 1357.8 1.4399

10.125

20 59.47 / 76.89 29.91 / 39.71 44.69 / 58.3 22.536 4.864 2678.8 0.768118 63.66 / 87.2 36.63 / 52.48 50.15 / 69.84 28.906 5.929 4196.8 0.809816 67.91 / 98.19 43.07 / 66.47 55.49 / 82.33 35.211 5.919 6152.2 0.863514 72.74 / 111.35 50.04 / 83.76 61.39 / 97.56 31.377 5.906 1357.8 1.4399

10.625

20 68.36 / 87.75 34.17 / 44.87 51.26 / 66.31 24.308 5.028 2678.8 0.768118 73.1 / 99.32 41.84 / 59.19 57.47 / 79.26 31.252 6.256 4196.8 0.809816 77.88 / 111.65 49.18 / 74.86 63.53 / 93.25 38.171 6.246 6152.2 0.863514 83.31 / 126.41 57.1 / 94.19 70.21 / 110.3 34.719 6.233 1357.8 1.4399

11.125

20 78.16 / 99.67 38.8 / 50.41 58.48 / 75.04 26.080 5.193 2678.8 0.768118 83.47 / 112.58 47.52 / 66.4 65.5 / 89.49 33.598 6.587 4196.8 0.809816 88.84 / 126.33 55.86 / 83.85 72.35 / 105.09 41.131 6.576 6152.2 0.863514 94.93 / 142.81 64.83 / 105.35 79.88 / 124.08 49.492 6.564 1357.8 1.4399

11.625

20 88.92 / 112.7 43.81 / 56.34 66.36 / 84.52 27.852 5.360 2678.8 0.768118 94.86 / 127.03 53.69 / 74.1 74.27 / 100.57 35.944 6.921 4196.8 0.809816 100.86 / 142.32 63.11 / 93.44 81.99 / 117.88 44.091 6.911 6152.2 0.863514 107.66 / 160.63 73.26 / 117.25 90.46 / 138.94 53.189 6.898 1357.8 1.4399

fMn is factored positive moment capacity; fVn is factored vertical one-way shear capacity.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. For slab deflection calculations, the tabulated moments of inertia shall be used with the modulus of elasticity of 29500 ksi. The first tabulated value is for slabs with no top reinforcing steel within the slab span. The second tabulated value is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4. The shear-bond strength of the slabs shall be calculated using ANSI/ASCE 3-91 Eq. (2-9) and the tabulated m and k coefficients. See shear-bond strength table.

Deep-Dek® Composite 6.0MOMENTS OF INERTIA, POSITIVE MOMENT AND

ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. Forslabdeflectioncalculations,thetabulatedmomentsofinertiashallbeusedwiththemodulusofelasticityof29500ksi. Thefirsttabulatedvalueisforslabswithnotopreinforcingsteelwithintheslabspan.Thesecondtabulatedvalueis for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.

2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4.Theshear-bondstrengthoftheslabsshallbecalculatedusingANSI/ASCE3-91Eq.(2-9)andthetabulatedmandkcoefficients.

See shear-bond strength table.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 44: Design Guide Deep-Dek Composite

44 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek 6.0 Composite FACTORED SHEAR-BOND STRENGTH OF SLABS

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageFactored Shear-Bond Strength of Slab ffVn,shb (kips/ft) / Spans

22' - 0" 23' - 0" 24' - 0" 25' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0" 31' - 0" 32' - 0" 33' - 0"

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

9.125" 20 3.149 3.158 3.169 3.180 3.191 3.203 3.215 3.228 3.241 3.254 3.267 3.28160 PSF 18 3.432 3.431 3.431 3.432 3.435 3.438 3.443 3.448 3.453 3.460 3.466 3.474

1.54 cu.yd/(100sq.ft) 16 3.937 3.922 3.910 3.900 3.892 3.886 3.881 3.878 3.876 3.875 3.875 3.8766x6 - W1.4 x W1.4 14 5.375 5.383 5.391 5.400 5.409 5.419 5.429 5.440 5.451 5.462 5.474 5.486

9.625" 20 3.419 3.430 3.441 3.453 3.466 3.479 3.492 3.506 3.520 3.591 3.608 3.62466 PSF 18 3.725 3.724 3.725 3.726 3.729 3.733 3.738 3.743 3.750 3.757 3.764 3.867

1.7 cu.yd/(100sq.ft) 16 4.273 4.257 4.244 4.233 4.225 4.218 4.213 4.209 4.207 4.206 4.206 4.2086x6 - W2.0 x W2.0 14 5.832 5.841 5.850 5.859 5.869 5.880 5.891 5.903 5.915 5.927 5.940 5.953

10.125" 20 3.690 3.701 3.714 3.727 3.741 3.755 3.769 3.842 3.859 3.877 3.895 3.91372 PSF 18 4.019 4.018 4.018 4.020 4.023 4.028 4.033 4.039 4.046 4.150 4.162 4.174

1.85 cu.yd/(100sq.ft) 16 4.609 4.592 4.578 4.566 4.557 4.550 4.545 4.541 4.539 4.538 4.538 4.5396x6 - W2.0 x W2.0 14 6.290 6.299 6.308 6.319 6.330 6.341 6.354 6.366 6.379 6.393 6.406 6.420

10.625" 20 3.960 3.973 3.986 4.001 4.015 4.031 4.106 4.125 4.143 4.163 4.182 4.20279 PSF 18 4.313 4.311 4.312 4.314 4.318 4.322 4.328 4.432 4.443 4.455 4.467 4.480

2.01 cu.yd/(100sq.ft) 16 4.945 4.927 4.912 4.899 4.890 4.882 4.876 4.872 4.870 4.869 4.870 4.8714x4 - W1.4 x W1.4 14 6.747 6.756 6.767 6.778 6.790 6.803 6.816 6.829 6.843 6.858 6.873 6.888

11.125" 20 4.231 4.244 4.259 4.274 4.349 4.368 4.388 4.407 4.428 4.449 4.470 4.49185 PSF 18 4.606 4.605 4.606 4.608 4.612 4.617 4.724 4.735 4.747 4.760 4.773 4.787

2.16 cu.yd/(100sq.ft) 16 5.281 5.261 5.245 5.232 5.222 5.214 5.208 5.204 5.202 5.201 5.201 5.2036x6 - W2.9 x W2.9 14 7.204 7.214 7.226 7.238 7.251 7.264 7.278 7.293 7.308 7.323 7.339 7.355

11.625" 20 4.501 4.516 4.532 4.609 4.628 4.648 4.669 4.690 4.712 4.734 4.757 4.78091 PSF 18 4.900 4.899 4.900 4.902 5.007 5.016 5.026 5.038 5.051 5.064 5.078 5.093

2.31 cu.yd/(100sq.ft) 16 5.617 5.596 5.579 5.565 5.554 5.546 5.540 5.535 5.533 5.532 5.533 5.5356x6 - W2.9 x W2.9 14 7.661 7.672 7.684 7.697 7.711 7.725 7.740 7.756 7.772 7.788 7.805 7.822

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125" 20 3.017 3.020 3.025 3.029 3.035 3.095 3.103 3.111 3.120 3.130 3.139 3.14946 PSF 18 3.357 3.352 3.349 3.347 3.346 3.346 3.347 3.348 3.351 3.354 3.357 3.361

1.54 cu.yd/(100sq.ft) 16 3.862 3.844 3.828 3.815 3.803 3.794 3.785 3.779 3.773 3.769 3.765 3.7636x6 - W1.4 x W1.4 14 5.300 5.304 5.309 5.314 5.320 5.327 5.334 5.341 5.348 5.356 5.364 5.373

9.625" 20 3.274 3.278 3.283 3.343 3.351 3.360 3.369 3.378 3.388 3.398 3.409 3.41950 PSF 18 3.643 3.638 3.634 3.632 3.631 3.632 3.633 3.634 3.637 3.640 3.644 3.648

1.7 cu.yd/(100sq.ft) 16 4.190 4.171 4.154 4.139 4.127 4.116 4.108 4.100 4.094 4.090 4.086 4.0836x6 - W2.0 x W2.0 14 5.750 5.754 5.759 5.765 5.772 5.779 5.786 5.794 5.802 5.811 5.820 5.829

10.125" 20 3.532 3.591 3.598 3.607 3.616 3.625 3.635 3.645 3.656 3.667 3.678 3.69055 PSF 18 3.929 3.924 3.920 3.918 3.917 3.917 3.918 3.920 3.923 3.927 3.931 3.935

1.85 cu.yd/(100sq.ft) 16 4.519 4.498 4.479 4.464 4.450 4.439 4.430 4.422 4.416 4.411 4.407 4.4046x6 - W2.0 x W2.0 14 6.199 6.204 6.210 6.216 6.223 6.231 6.239 6.247 6.256 6.265 6.275 6.285

10.625" 20 3.846 3.853 3.861 3.870 3.880 3.890 3.901 3.912 3.923 3.935 3.948 3.96060 PSF 18 4.215 4.209 4.205 4.203 4.202 4.202 4.204 4.206 4.209 4.213 4.217 4.223

2.01 cu.yd/(100sq.ft) 16 4.847 4.824 4.805 4.788 4.774 4.762 4.752 4.744 4.737 4.731 4.727 4.7254x4 - W1.4 x W1.4 14 6.649 6.654 6.660 6.667 6.675 6.683 6.691 6.701 6.710 6.720 6.730 6.741

11.125" 20 4.107 4.115 4.124 4.134 4.144 4.155 4.167 4.179 4.191 4.204 4.273 4.28864 PSF 18 4.501 4.495 4.491 4.489 4.488 4.488 4.489 4.492 4.495 4.499 4.504 4.510

2.16 cu.yd/(100sq.ft) 16 5.175 5.151 5.131 5.113 5.098 5.085 5.074 5.065 5.058 5.052 5.048 5.0456x6 - W2.9 x W2.9 14 7.099 7.104 7.111 7.118 7.126 7.135 7.144 7.154 7.164 7.175 7.186 7.197

11.625" 20 4.369 4.378 4.387 4.398 4.409 4.420 4.433 4.446 4.459 4.530 4.546 4.56369 PSF 18 4.787 4.781 4.776 4.774 4.773 4.773 4.775 4.778 4.781 4.786 4.791 4.895

2.31 cu.yd/(100sq.ft) 16 5.504 5.478 5.456 5.437 5.421 5.408 5.396 5.387 5.379 5.373 5.369 5.3666x6 - W2.9 x W2.9 14 7.548 7.554 7.561 7.569 7.578 7.587 7.597 7.607 7.618 7.629 7.641 7.653

NOTE:

The factored shear-bond strengths of the composite slabs were calculated using ANSI/ASCE 3-91 Eq. (2-9), the m and k coefficients obtained from testsand the resistance factor of 0.75 from ANSI/SDI C-2017.

NOTE:Thefactoredshear-bondstrengthsofthecompositeslabswerecalculatedusingANSI/ASCE3-91Eq.(2-9),themandkcoefficientsobtainedfromtests and the resistance factor of 0.75 from ANSI/SDI C-2017.

Deep-Dek® Composite 6.0FACTORED SHEAR-BOND STRENGTH OF SLABS

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 45: Design Guide Deep-Dek Composite

45Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

Total SlabDepth (in.) Slab Span (ft)

LL=40 psf, SDL=20 psf LL=100 psf, SDL=5 psf(88 psf LRFD factored load) (166 psf LRFD factored load)

-WL2/9 -WL2/10 -WL2/11 -WL2/9 -WL2/10 -WL2/1140

00 P

SI N

orm

al-W

eigh

t Con

cret

e (1

45 P

CF)

9.125

27 5@8 5@9 5@10 - - 5@729 5@7 5@8 5@9 - - -31 - 5@7 5@7 - - -33 - - 5@6 - - -

9.625

27 5@8 5@10 5@11 - 5@6 5@729 5@7 5@8 5@9 - - 5@631 5@6 5@7 5@8 - - -33 - 5@6 5@7 - - -

10.125

27 5@9 5@10 5@10 5@6 5@6 5@729 5@7 5@8 5@9 - - 5@631 5@6 5@7 5@8 - - -33 - 5@6 5@7 - - -

10.625

27 5@9 5@9 5@10 5@6 5@7 5@829 5@7 5@9 5@10 - 5@6 5@631 5@6 5@7 5@8 - - 6@833 6@8 5@6 5@7 - - -

11.125

27 5@9 5@9 5@9 5@6 5@7 5@829 5@8 5@9 5@9 6@7 5@6 5@731 5@7 5@7 5@8 - 6@7 5@633 5@6 5@6 5@7 - - -

11.625

27 5@8 5@9 5@9 5@6 5@7 5@829 5@8 5@9 5@9 6@8 5@6 5@731 5@7 5@8 5@8 - 6@7 5@633 5@6 5@7 5@7 - - 6@7

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125

27 5@9 5@11 5@11 - 5@6 5@729 5@8 5@9 5@10 - - -31 5@7 5@8 5@9 - - -33 - 5@6 5@7 - - -

9.625

27 5@10 5@11 5@11 5@6 5@7 5@829 5@8 5@9 5@10 - - 5@631 5@7 5@8 5@9 - - -33 5@6 5@7 5@8 - - -

10.125

27 5@10 5@10 5@10 5@6 5@7 5@829 5@8 5@10 5@10 - 5@6 5@731 5@7 5@8 5@9 - - 5@633 5@6 5@7 5@8 - - -

10.625

27 5@9 5@10 5@10 5@7 5@7 5@829 5@9 5@10 5@10 6@8 5@6 5@731 5@7 5@8 5@9 - 6@8 5@633 5@6 5@7 5@8 - - 4@3

11.125

27 5@9 5@9 5@9 5@7 5@8 5@929 5@9 5@9 5@9 5@6 5@7 5@731 5@8 5@9 5@9 4@3 6@8 5@633 5@7 5@7 5@8 - - 6@8

11.625

27 5@8 5@9 5@9 5@7 5@8 5@829 5@8 5@9 5@9 5@6 5@7 5@831 5@8 5@9 5@9 6@7 5@6 5@633 5@7 5@8 5@9 - 6@7 5@6

NOTES:

1. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10 columns apply to first interior supportof the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more thantwo spans.

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

Deep-Dek® Composite 6.0SUGGESTED REINFORCING STEEL OVER

SUPPORTS FOR CONTINUOUS SPANS

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 46: Design Guide Deep-Dek Composite

46 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 6.0MAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

4000 PSI OF ANY DENSITYMAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)9.125 9.625 10.125 10.625 11.125 11.625

4000

PSI

of A

ny D

ensi

ty

5@12 10.273 - - - - -5@10 12.093 12.930 13.767 14.604 - -5@9 13.264 14.194 15.124 16.054 16.984 17.9145@8 14.678 15.724 16.770 17.817 18.863 19.9095@7 16.417 17.612 18.808 20.004 21.199 22.3955@6 - - 21.386 22.781 24.176 25.571

6@12 13.877 14.867 15.857 16.847 17.837 18.8276@10 16.181 17.369 18.557 19.745 20.933 22.1216@9 - 18.949 20.269 21.589 22.909 24.2296@8 - - - 23.797 25.282 26.767

7@12 - - 20.480 21.830 23.180 24.5307@10 - - - - - 28.560

5000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 12.374 13.211 14.048 - - -5@9 13.610 14.540 15.470 16.400 17.330 -5@8 15.116 16.163 17.209 18.255 19.301 20.3485@7 16.989 18.185 19.381 20.577 21.772 22.9685@6 19.376 20.771 22.166 23.561 24.956 26.351

6@12 14.269 15.259 16.249 17.239 18.229 19.2196@10 16.746 17.934 19.122 20.310 21.498 22.6866@9 18.327 19.647 20.967 22.287 23.607 24.9276@8 20.226 21.711 23.196 24.681 26.166 27.651

7@12 18.510 19.860 21.210 22.560 23.910 25.2607@10 - - 24.751 26.371 27.991 29.611

6000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 12.561 13.398 14.235 - - -5@9 13.841 14.771 15.701 16.631 17.561 -5@8 15.409 16.455 17.501 18.548 19.594 20.6405@7 17.371 18.567 19.763 20.959 22.154 23.3505@6 19.895 21.290 22.685 24.080 25.475 26.870

6@12 14.531 15.521 16.511 17.501 18.491 19.4816@10 17.123 18.311 19.499 20.687 21.875 23.0636@9 18.793 20.113 21.433 22.753 24.073 25.3936@8 20.815 22.300 23.785 25.270 26.755 28.240

7@12 18.997 20.347 21.697 23.047 24.397 25.7477@10 22.212 23.832 25.452 27.072 28.692 30.312

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities.

It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span length taken as the average of the adjacent span lengths (spans shall be approximately equal with the larger of twoadjacentspansnotgreaterthantheshorterbymorethan20%),ft;Mreq,LRFD = required LRFD factored negativemomentcapacity,lb-ft/ftdeckwidth;C=negativebendingcoefficient(9forinteriorsupportof twospancontinuouscompositeslab;10forfirstinteriorsupportofcompositeslabcontinuousovermore than two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where oMn≥Mreq,LRFD (LRFD)

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 47: Design Guide Deep-Dek Composite

47Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 6.0MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS

MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

Gage

Maximum Uniform Superimposed Service Loads (psf)

Simple Spans Continuous SpansNegative Moment Steel Reinforcing Required

22' - 0" 23' - 0" 24' - 0" 25' - 0" 26' - 0" 27' - 0" 29' - 0" 30' - 0" 31' - 0" 32' - 0" 33' - 0"

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

9.125" 20 82 / 153 64 / 136 48 / 121 - / 108 - / 96 - / 85 55 / 94 44 / 85 - / 76 - / 69 - / 6260 PSF 18 95 / 183 75 / 173 58 / 165 44 / 151 - / 136 - / 123 64 / 93 51 / 84 40 / 75 - / 68 - / 61

1.54 cu.yd/(100sq.ft) 16 109 / 189 87 / 169 68 / 151 53 / 135 40 / 121 - / 109 75 / 92 61 / 83 48 / 74 - / 67 - / 606x6 - W1.4 x W1.4 14 124 / 229 100 / 205 80 / 184 63 / 166 48 / 149 - / 135 87 / 91 71 / 82 58 / 73 46 / 66 - / 59

9.625" 20 101 / 167 80 / 148 62 / 132 46 / 117 - / 104 - / 93 70 / 107 57 / 97 45 / 87 - / 79 - / 7166 PSF 18 116 / 198 93 / 188 73 / 179 57 / 165 42 / 149 - / 134 80 / 107 65 / 96 52 / 87 40 / 78 - / 70

1.7 cu.yd/(100sq.ft) 16 132 / 230 106 / 218 85 / 207 67 / 196 51 / 187 - / 175 92 / 106 76 / 95 62 / 86 49 / 77 - / 696x6 - W2.0 x W2.0 14 149 / 257 122 / 230 98 / 207 78 / 186 61 / 168 47 / 152 105 89 / 94 73 / 85 59 / 76 47 / 68

10.125" 20 122 / 180 97 / 160 76 / 142 59 / 127 44 / 113 - / 101 87 / 122 71 / 110 57 / 100 45 / 90 - / 8172 PSF 18 140 / 214 113 / 203 90 / 193 70 / 180 54 / 162 40 / 146 97 / 121 80 / 109 68 / 99 55 / 89 43 / 80

1.85 cu.yd/(100sq.ft) 16 158 / 248 128 / 235 103 / 223 82 / 212 64 / 202 49 / 191 112 / 120 93 / 108 77 / 98 62 / 88 49 / 796x6 - W2.0 x W2.0 14 178 / 288 145 / 258 118 / 232 95 / 209 76 / 189 59 / 171 119 107 90 / 97 74 / 87 60 / 78

10.625" 20 146 / 194 117 / 172 93 / 153 73 / 136 56 / 122 41 / 108 105 / 137 87 / 124 71 / 113 57 / 102 45 / 9279 PSF 18 166 / 229 135 / 217 109 / 207 86 / 194 68 / 174 51 / 157 121 / 137 101 / 124 84 / 112 69 / 101 55 / 91

2.01 cu.yd/(100sq.ft) 16 186 / 266 153 / 252 124 / 239 100 / 227 79 / 216 62 / 206 134 / 136 113 / 123 94 / 111 77 / 100 63 / 904x4 - W1.4 x W1.4 14 209 / 384 172 / 366 141 / 350 115 / 317 93 / 288 74 / 263 135 122 109 / 110 91 / 99 75 / 89

11.125" 20 175 / 208 142 / 185 114 / 164 91 / 146 71 / 130 54 / 116 128 / 151 107 / 137 88 / 124 72 / 112 58 / 10185 PSF 18 197 / 244 161 / 232 131 / 221 106 / 208 84 / 187 66 / 169 146 / 153 123 / 139 103 / 126 85 / 114 70 / 103

2.16 cu.yd/(100sq.ft) 16 220 / 284 181 / 269 149 / 255 121 / 242 98 / 231 77 / 220 152 136 / 138 114 / 125 95 / 113 79 / 1026x6 - W2.9 x W2.9 14 246 / 410 204 / 391 168 / 373 138 / 342 113 / 311 91 / 284 151 137 124 111 / 112 92 / 101

11.625" 20 204 / 222 167 / 197 136 / 175 109 / 156 87 / 139 67 / 123 151 / 161 127 / 146 107 / 132 88 / 119 72 / 10891 PSF 18 230 / 260 189 / 246 155 / 234 126 / 222 102 / 200 81 / 180 171 146 / 155 123 / 141 103 / 128 85 / 116

2.31 cu.yd/(100sq.ft) 16 256 / 302 212 / 285 175 / 271 144 / 257 117 / 245 94 / 234 170 154 136 / 140 115 / 127 96 / 1156x6 - W2.9 x W2.9 14 286 / 436 238 / 415 197 / 397 163 / 367 134 / 334 109 / 304 169 153 139 126 111 / 114

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125" 20 63 / 164 49 / 147 - / 132 - / 118 - / 107 - / 96 42 / 105 - / 96 - / 87 - / 79 - / 7346 PSF 18 75 / 185 59 / 176 46 / 168 - / 155 - / 138 - / 123 50 / 104 40 / 95 - / 86 - / 79 - / 72

1.54 cu.yd/(100sq.ft) 16 86 / 200 69 / 180 55 / 162 42 / 146 - / 132 - / 120 60 / 103 48 / 94 - / 85 - / 78 - / 716x6 - W1.4 x W1.4 14 100 / 240 81 / 216 65 / 195 51 / 177 40 / 160 - / 146 70 / 102 58 / 93 47 / 84 - / 77 - / 70

9.625" 20 77 / 179 61 / 160 47 / 144 - / 129 - / 116 - / 105 54 / 119 43 / 109 - / 99 - / 91 - / 8350 PSF 18 91 / 201 73 / 191 57 / 182 44 / 173 - / 158 - / 141 62 / 119 51 / 108 41 / 99 - / 90 - / 82

1.7 cu.yd/(100sq.ft) 16 105 / 233 84 / 221 68 / 209 53 / 199 41 / 185 - / 166 73 / 118 61 / 107 49 / 98 - / 89 - / 816x6 - W2.0 x W2.0 14 120 / 269 97 / 242 79 / 219 63 / 198 50 / 180 - / 164 85 / 117 71 / 106 59 / 97 48 / 88 - / 80

10.125" 20 93 / 193 74 / 173 58 / 156 45 / 140 - / 126 - / 114 66 / 135 54 / 123 43 / 113 - / 103 - / 9455 PSF 18 109 / 217 88 / 206 70 / 196 55 / 187 42 / 175 - / 159 76 / 134 63 / 122 51 / 112 41 / 102 - / 93

1.85 cu.yd/(100sq.ft) 16 124 / 251 101 / 238 82 / 226 65 / 215 51 / 205 - / 189 89 / 133 74 / 122 61 / 111 50 / 101 40 / 936x6 - W2.0 x W2.0 14 142 / 301 116 / 271 95 / 245 77 / 222 61 / 202 48 / 184 103 / 132 86 / 120 72 / 110 60 / 100 49 / 91

10.625" 20 111 / 206 89 / 187 71 / 168 55 / 151 42 / 136 - / 122 80 / 150 66 / 139 54 / 127 43 / 116 - / 10660 PSF 18 129 / 232 105 / 221 85 / 210 67 / 200 53 / 189 40 / 171 92 / 151 76 / 138 63 / 126 51 / 115 41 / 106

2.01 cu.yd/(100sq.ft) 16 147 / 269 120 / 255 98 / 242 79 / 230 63 / 220 49 / 210 106 / 150 89 / 137 74 / 125 61 / 114 50 / 1054x4 - W1.4 x W1.4 14 167 / 365 138 / 347 113 / 332 92 / 317 75 / 282 59 / 252 122 / 149 104 / 136 87 / 124 73 / 113 60 / 104

11.125" 20 133 / 219 108 / 200 87 / 179 69 / 161 54 / 145 41 / 131 97 / 161 81 / 152 67 / 139 55 / 127 44 / 11764 PSF 18 153 / 248 125 / 235 102 / 224 82 / 214 66 / 203 51 / 184 111 / 169 93 / 154 77 / 141 64 / 129 52 / 118

2.16 cu.yd/(100sq.ft) 16 173 / 287 143 / 272 117 / 258 96 / 246 77 / 234 62 / 224 127 / 168 108 / 153 91 / 140 76 / 128 62 / 1186x6 - W2.9 x W2.9 14 196 / 384 162 / 365 134 / 349 111 / 333 90 / 317 73 / 283 145 / 167 124 / 152 105 / 139 89 / 127 74 / 117

11.625" 20 156 / 233 127 / 213 103 / 191 83 / 172 66 / 155 51 / 140 115 / 171 96 / 162 81 / 148 67 / 136 55 / 12469 PSF 18 179 / 264 147 / 250 121 / 238 98 / 227 79 / 217 63 / 197 130 / 187 110 / 172 93 / 157 77 / 144 67 / 132

2.31 cu.yd/(100sq.ft) 16 201 / 305 167 / 289 138 / 275 113 / 261 92 / 249 75 / 238 149 / 187 127 / 171 108 / 156 91 / 143 76 / 1316x6 - W2.9 x W2.9 14 227 / 403 189 / 384 157 / 366 130 / 350 107 / 335 88 / 318 169 / 186 145 / 170 124 / 155 106 / 142 89 / 130

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg.54) for details.4. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.5. Where two maximum uniform superimposed service loads are shown, first load is for slabs with no top reinforcing steel within the slab span. Second load is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.6. Where only one load is shown, the load is for slabs without top reinforcement. Addition of top reinforcement does not affect the maximum service loads in thosecases.7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg. 52) for details.4.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.5.Wheretwomaximumuniformsuperimposedserviceloadsareshown,firstloadisforslabswithnotopreinforcingsteelwithintheslabspan.Secondloadis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheentireslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

6.Whereonlyoneloadisshown,theloadisforslabswithouttopreinforcement.Additionoftopreinforcementdoesnotaffectthe maximum service loads in those cases.

7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 48: Design Guide Deep-Dek Composite

48 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

Total Slab Depth(in.) Gage

Max. Service Stage Spans (ft-in.)

LL=40 psf; SDL=20 psf (88 psf LRFD load) LL=100 psf; SDL=5 psf (166 psf LRFD load)

Single SpanContinuous Span

Single SpanContinuous Span

End Interior End Interior

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

9.125

20 24' - 7" / 30' - 9" 30' - 4" / 34' - 1" 35' - 11" 23' - 5" / 25' - 4" 28' - 0" 29' - 7"18 25' - 3" / 32' - 5" 31' - 3" / 33' - 11" 35' - 9" 24' - 2" / 28' - 7" 28' - 0" 29' - 6"16 25' - 11" / 33' - 3" 32' - 1" / 33' - 9" 35' - 7" 24' - 10" / 27' - 5" 27' - 11" 29' - 5"14 26' - 7" / 35' - 4" 32' - 11" / 33' - 7" 35' - 5" 25' - 6" / 29' - 7" 27' - 9" 29' - 3"

9.625

20 25' - 5" / 31' - 5" 31' - 5" / 35' - 4" 37' - 3" 24' - 4" / 26' - 1" 29' - 4" 30' - 11"18 26' - 2" / 33' - 5" 32' - 4" / 35' - 3" 37' - 2" 25' - 0" / 29' - 6" 29' - 3" 30' - 10"16 26' - 10" / 34' - 10" 33' - 1" / 35' - 1" 37' - 0" 25' - 8" / 31' - 7" 29' - 2" 30' - 9"14 27' - 6" / 36' - 5" 34' - 0" / 34' - 11" 36' - 10" 26' - 4" / 30' - 10" 29' - 1" 30' - 8"

10.125

20 26' - 3" / 32' - 0" 32' - 5" / 36' - 8" 38' - 8" 25' - 2" / 26' - 9" 30' - 7" 32' - 3"18 26' - 11" / 34' - 6" 33' - 4" / 36' - 6" 38' - 6" 25' - 10" / 30' - 4" 30' - 6" 32' - 2"16 27' - 8" / 35' - 11" 34' - 2" / 36' - 4" 38' - 4" 26' - 6" / 32' - 8" 30' - 5" 32' - 1"14 28' - 4" / 37' - 6" 35' - 0" / 36' - 2" 38' - 2" 27' - 3" / 32' - 1" 30' - 4" 32' - 0"

10.625

20 27' - 0" / 32' - 7" 33' - 4" / 37' - 11" 39' - 11" 25' - 11" / 27' - 4" 31' - 10" 33' - 7"18 27' - 9" / 35' - 6" 34' - 4" / 37' - 9" 39' - 10" 26' - 8" / 31' - 1" 31' - 9" 33' - 6"16 28' - 5" / 37' - 0" 35' - 2" / 37' - 7" 39' - 8" 27' - 4" / 33' - 9" 31' - 8" 33' - 4"14 29' - 2" / 38' - 7" 36' - 1" / 37' - 5" 39' - 6" 28' - 1" / 35' - 3" 31' - 7" 33' - 3"

11.125

20 27' - 10" / 33' - 1" 34' - 5" / 38' - 10" 41' - 3" 26' - 9" / 27' - 11" 32' - 9" 34' - 10"18 28' - 7" / 36' - 6" 35' - 4" / 39' - 0" 41' - 1" 27' - 6" / 31' - 9" 32' - 11" 34' - 9"16 29' - 4" / 38' - 0" 36' - 3" / 38' - 10" 40' - 11" 28' - 3" / 34' - 10" 32' - 10" 34' - 8"14 30' - 1" / 39' - 8" 37' - 2" / 38' - 8" 40' - 9" 28' - 11" / 36' - 4" 32' - 9" 34' - 6"

11.625

20 28' - 8" / 33' - 7" 35' - 5" / 39' - 4" 42' - 6" / 42' - 6" 27' - 7" / 28' - 6" 33' - 5" 36' - 1"18 29' - 5" / 37' - 6" 36' - 4" / 40' - 2" 42' - 4" 28' - 4" / 32' - 4" 34' - 1" 36' - 0"16 30' - 1" / 39' - 0" 37' - 3" / 40' - 0" 42' - 2" 29' - 1" / 35' - 10" 34' - 0" 35' - 11"14 30' - 10" / 40' - 8" 38' - 2" / 39' - 10" 42' - 0" 29' - 10" / 37' - 5" 33' - 11" 35' - 9"

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125

20 23' - 8" / 30' - 3" 29' - 3" / 36' - 0" 35' - 1" / 37' - 11" 22' - 5" / 26' - 3" 27' - 9" / 29' - 1" 30' - 8"18 24' - 5" / 32' - 0" 30' - 3" / 35' - 10" 36' - 3" / 37' - 9" 23' - 3" / 28' - 7" 28' - 8" / 29' - 0" 30' - 7"16 25' - 2" / 33' - 8" 31' - 1" / 35' - 8" 37' - 4" / 37' - 7" 23' - 11" / 28' - 6" 28' - 11" 30' - 6"14 25' - 11" / 35' - 3" 32' - 0" / 35' - 6" 37' - 5" 24' - 8" / 30' - 8" 28' - 10" 30' - 5"

9.625

20 24' - 6" / 31' - 4" 30' - 4" / 37' - 6" 36' - 4" / 39' - 7" 23' - 4" / 27' - 1" 28' - 9" / 30' - 6" 32' - 2"18 25' - 4" / 33' - 1" 31' - 4" / 37' - 4" 37' - 7" / 39' - 5" 24' - 1" / 29' - 8" 29' - 9" / 30' - 5" 32' - 1"16 26' - 1" / 34' - 9" 32' - 2" / 37' - 2" 38' - 8" / 39' - 2" 24' - 9" / 31' - 2" 30' - 4" 32' - 0"14 26' - 9" / 36' - 7" 33' - 1" / 37' - 0" 39' - 0" 25' - 6" / 32' - 1" 30' - 3" 31' - 11"

10.125

20 25' - 4" / 32' - 4" 31' - 4" / 39' - 0" 37' - 7" / 41' - 1" 24' - 1" / 27' - 11" 29' - 9" / 31' - 11" 33' - 8"18 26' - 2" / 34' - 2" 32' - 4" / 38' - 10" 38' - 9" / 40' - 11" 24' - 11" / 30' - 8" 30' - 9" / 31' - 10" 33' - 7"16 26' - 11" / 35' - 10" 33' - 3" / 38' - 8" 39' - 10" / 40' - 9" 25' - 8" / 32' - 3" 31' - 8" / 31' - 9" 33' - 5"14 27' - 8" / 37' - 9" 34' - 2" / 38' - 6" 40' - 7" 26' - 5" / 33' - 5" 31' - 7" 33' - 4"

10.625

20 26' - 1" / 33' - 4" 32' - 3" / 40' - 5" 38' - 9" / 42' - 8" 24' - 11" / 28' - 7" 30' - 9" / 33' - 3" 35' - 1"18 27' - 0" / 35' - 2" 33' - 4" / 40' - 3" 40' - 0" / 42' - 6" 25' - 9" / 31' - 9" 31' - 10" / 33' - 2" 35' - 0"16 27' - 9" / 36' - 11" 34' - 3" / 40' - 1" 41' - 1" / 42' - 3" 26' - 6" / 33' - 4" 32' - 9" / 33' - 1" 34' - 11"14 28' - 6" / 38' - 10" 35' - 3" / 39' - 11" 42' - 1" 27' - 3" / 35' - 1" 33' - 0" 34' - 9"

11.125

20 27' - 0" / 34' - 4" 33' - 4" / 41' - 6" 40' - 0" / 44' - 1" 25' - 9" / 29' - 4" 31' - 10" / 34' - 4" 36' - 6"18 27' - 10" / 36' - 2" 34' - 5" / 41' - 8" 41' - 3" / 43' - 11" 26' - 7" / 32' - 9" 32' - 10" / 34' - 6" 36' - 5"16 28' - 7" / 38' - 0" 35' - 4" / 41' - 6" 42' - 5" / 43' - 9" 27' - 4" / 34' - 5" 33' - 10" / 34' - 5" 36' - 4"14 29' - 5" / 39' - 11" 36' - 4" / 41' - 4" 43' - 7" 28' - 2" / 36' - 2" 34' - 4" 36' - 2"

11.625

20 27' - 9" / 35' - 4" 34' - 4" / 42' - 3" 41' - 2" / 45' - 7" 26' - 7" / 29' - 11" 32' - 10" / 35' - 1" 37' - 11"18 28' - 7" / 37' - 2" 35' - 4" / 43' - 1" 42' - 5" / 45' - 5" 27' - 5" / 33' - 9" 33' - 10" / 35' - 10" 37' - 9"16 29' - 5" / 39' - 0" 36' - 4" / 42' - 11" 43' - 7" / 45' - 2" 28' - 2" / 35' - 5" 34' - 10" / 35' - 9" 37' - 8"14 30' - 3" / 41' - 0" 37' - 4" / 42' - 8" 44' - 10" / 45' - 0" 29' - 0" / 37' - 3" 35' - 7" 37' - 7"

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement table (pg.51-53) for details.2. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.3. Where two maximum service stage spans are shown, first span is for slabs with no top reinforcing steel within the slab span. Second span is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.4. Where one span is shown, the maximum span is for slabs without top reinforcing steel. Addition of top reinforcing steel does not affect the maximum spans in those cases.5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement table (pg. 52) for details.2.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.3.Wheretwomaximumservicestagespansareshown,firstspanisforslabswithnotopreinforcingsteelwithintheslabspan.Secondspanis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

4.Whereonespanisshown,themaximumspanisforslabswithouttopreinforcingsteel.Additionoftopreinforcingsteeldoesnotaffect the maximum spans in those cases.

5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

Deep-Dek® Composite 6.0MAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 49: Design Guide Deep-Dek Composite

49Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

Total SlabDepth (in.) Gage

Moment of Inertia of Slab Section Transformed to Steel (in.4/ft) ffMn

(ft-kips/ft)ffVn

(kips/ft)

Shear-Bond StrengthCoefficients

Uncracked, Iu Cracked, Ic Average, Iavg m k

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

9.125

20 67.2 / 80.81 25.48 / 30.9 46.34 / 55.85 19.427 5.842 2678.8 0.768118 70.72 / 88.93 31.65 / 40.51 51.18 / 64.72 24.976 7.881 4196.8 0.809816 74.34 / 97.58 37.67 / 50.91 56.01 / 74.25 23.105 7.865 6152.2 0.863514 78.55 / 107.93 44.3 / 63.61 61.42 / 85.77 27.045 7.846 1357.8 1.4399

9.625

20 78.52 / 93.7 29.48 / 35.46 54 / 64.58 21.199 6.081 2678.8 0.768118 82.53 / 102.88 36.6 / 46.42 59.57 / 74.65 27.322 8.357 4196.8 0.809816 86.66 / 112.67 43.55 / 58.24 65.11 / 85.46 33.464 8.341 6152.2 0.863514 91.44 / 124.38 51.18 / 72.66 71.31 / 98.52 30.181 8.323 1357.8 1.4399

10.125

20 91.04 / 107.94 33.88 / 40.43 62.46 / 74.18 22.971 6.321 2678.8 0.768118 95.59 / 118.28 42.07 / 52.84 68.83 / 85.56 29.668 8.826 4196.8 0.809816 100.27 / 129.3 50.04 / 66.21 75.16 / 97.75 36.423 8.823 6152.2 0.863514 105.68 / 142.49 58.8 / 82.48 82.24 / 112.48 33.632 8.804 1357.8 1.4399

10.625

20 104.86 / 123.65 38.68 / 45.8 71.77 / 84.73 24.743 6.565 2678.8 0.768118 110 / 135.24 48.04 / 59.79 79.02 / 97.51 32.014 9.069 4196.8 0.809816 115.28 / 147.59 57.16 / 74.81 86.22 / 111.2 39.383 9.310 6152.2 0.863514 121.38 / 162.38 67.16 / 93.07 94.27 / 127.73 47.687 9.292 1357.8 1.4399

11.125

20 120.11 / 140.95 43.88 / 51.59 82 / 96.27 26.515 6.812 2678.8 0.768118 125.88 / 153.87 54.54 / 67.26 90.21 / 110.57 34.360 9.316 4196.8 0.809816 131.81 / 167.65 64.91 / 84.06 98.36 / 125.86 42.343 9.803 6152.2 0.863514 138.66 / 184.16 76.28 / 104.44 107.47 / 144.3 51.384 9.785 1357.8 1.4399

11.625

20 136.9 / 159.93 49.5 / 57.78 93.2 / 108.86 28.287 7.061 2678.8 0.768118 143.34 / 174.28 61.55 / 75.26 102.45 / 124.77 36.706 9.565 4196.8 0.809816 149.97 / 189.59 73.3 / 93.97 111.63 / 141.78 45.303 10.302 6152.2 0.863514 157.62 / 207.92 86.17 / 116.61 121.9 / 162.27 55.081 10.283 1357.8 1.4399

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125

20 48.07 / 61.93 23.16 / 30.57 35.61 / 46.25 19.427 4.855 2678.8 0.768118 51.39 / 70.03 28.48 / 40.44 39.94 / 55.23 24.976 5.910 4196.8 0.809816 54.79 / 78.64 33.63 / 51.26 44.21 / 64.95 23.105 5.899 6152.2 0.863514 58.68 / 88.95 39.5 / 61.61 49.09 / 75.28 27.045 5.885 1357.8 1.4399

9.625

20 56.06 / 71.56 26.78 / 34.99 41.42 / 53.28 21.199 5.034 2678.8 0.768118 59.84 / 80.73 32.91 / 46.2 46.38 / 63.46 27.322 6.268 4196.8 0.809816 63.69 / 90.48 38.81 / 58.46 51.25 / 74.47 33.464 6.256 6152.2 0.863514 68.09 / 102.16 45.24 / 73.59 56.66 / 87.87 30.181 6.242 1357.8 1.4399

10.125

20 64.89 / 82.19 30.78 / 39.8 47.84 / 60.99 22.971 5.215 2678.8 0.768118 69.17 / 92.51 37.81 / 52.45 53.49 / 72.48 29.668 6.629 4196.8 0.809816 73.53 / 103.5 44.57 / 66.27 59.05 / 84.89 36.423 6.617 6152.2 0.863514 78.49 / 116.67 51.9 / 83.29 65.19 / 99.98 33.632 6.603 1357.8 1.4399

10.625

20 74.64 / 93.88 35.15 / 44.99 54.9 / 69.44 24.743 5.398 2678.8 0.768118 79.47 / 105.45 43.19 / 59.2 61.33 / 82.33 32.014 6.995 4196.8 0.809816 84.37 / 117.78 50.89 / 74.68 67.63 / 96.23 39.383 6.983 6152.2 0.863514 89.96 / 132.55 59.24 / 93.73 74.6 / 113.14 47.687 6.969 1357.8 1.4399

11.125

20 85.37 / 106.71 39.91 / 50.58 62.64 / 78.65 26.515 5.582 2678.8 0.768118 90.79 / 119.62 49.05 / 66.45 69.92 / 93.04 34.360 7.364 4196.8 0.809816 96.3 / 133.38 57.81 / 83.71 77.05 / 108.55 42.343 7.353 6152.2 0.863514 102.56 / 149.87 67.28 / 104.91 84.92 / 127.39 51.384 7.338 1357.8 1.4399

11.625

20 97.16 / 120.76 45.06 / 56.56 71.11 / 88.66 28.287 5.769 2678.8 0.768118 103.22 / 135.1 55.4 / 74.21 79.31 / 104.65 36.706 7.738 4196.8 0.809816 109.38 / 150.38 65.31 / 93.36 87.34 / 121.87 45.303 7.726 6152.2 0.863514 116.38 / 168.7 76.02 / 116.84 96.2 / 142.77 55.081 7.712 1357.8 1.4399

fMn is factored positive moment capacity; fVn is factored vertical one-way shear capacity.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. For slab deflection calculations, the tabulated moments of inertia shall be used with the modulus of elasticity of 29500 ksi. The first tabulated value is for slabs with no top reinforcing steel within the slab span. The second tabulated value is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4. The shear-bond strength of the slabs shall be calculated using ANSI/ASCE 3-91 Eq. (2-9) and the tabulated m and k coefficients. See shear-bond strength table.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. Forslabdeflectioncalculations,thetabulatedmomentsofinertiashallbeusedwiththemodulusofelasticityof29500ksi. Thefirsttabulatedvalueisforslabswithnotopreinforcingsteelwithintheslabspan.Thesecondtabulatedvalueis for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.

2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4.Theshear-bondstrengthoftheslabsshallbecalculatedusingANSI/ASCE3-91Eq.(2-9)andthetabulatedmandkcoefficients.

See shear-bond strength table.

Deep-Dek® Composite 6.0MAXIMUM ALLOWABLE SPANS OF

COMPOSITE SLABS FOR SERVICE STAGE

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 50: Design Guide Deep-Dek Composite

50 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek 6.0 Composite FACTORED SHEAR-BOND STRENGTH OF SLABS

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageFactored Shear-Bond Strength of Slab ffVn,shb (kips/ft) / Spans

22' - 0" 23' - 0" 24' - 0" 25' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0" 31' - 0" 32' - 0" 33' - 0"

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

9.125" 20 3.453 3.463 3.473 3.484 3.496 3.507 3.520 3.532 3.545 3.558 3.572 3.58660 PSF 18 3.753 3.752 3.752 3.754 3.756 3.759 3.764 3.769 3.774 3.781 3.788 3.795

1.54 cu.yd/(100sq.ft) 16 4.280 4.265 4.253 4.243 4.234 4.228 4.223 4.220 4.218 4.217 4.217 4.2186x6 - W1.4 x W1.4 14 5.946 5.953 5.962 5.970 5.980 5.990 6.000 6.011 6.022 6.033 6.044 6.056

9.625" 20 3.750 3.760 3.772 3.784 3.796 3.809 3.823 3.837 3.851 3.921 3.938 3.95566 PSF 18 4.074 4.073 4.073 4.075 4.077 4.081 4.086 4.092 4.098 4.105 4.112 4.215

1.7 cu.yd/(100sq.ft) 16 4.644 4.628 4.615 4.605 4.596 4.589 4.584 4.581 4.578 4.578 4.578 4.5796x6 - W2.0 x W2.0 14 6.452 6.460 6.469 6.478 6.489 6.499 6.511 6.522 6.534 6.546 6.559 6.572

10.125" 20 4.046 4.058 4.070 4.083 4.097 4.111 4.126 4.198 4.215 4.233 4.251 4.27072 PSF 18 4.395 4.393 4.394 4.396 4.399 4.403 4.408 4.415 4.421 4.526 4.537 4.549

1.85 cu.yd/(100sq.ft) 16 5.009 4.992 4.978 4.967 4.957 4.950 4.945 4.941 4.939 4.938 4.938 4.9406x6 - W2.0 x W2.0 14 6.957 6.966 6.976 6.986 6.997 7.009 7.021 7.034 7.047 7.060 7.074 7.088

10.625" 20 4.342 4.355 4.368 4.383 4.397 4.413 4.488 4.507 4.525 4.545 4.564 4.58479 PSF 18 4.715 4.714 4.715 4.717 4.720 4.725 4.731 4.835 4.846 4.858 4.870 4.883

2.01 cu.yd/(100sq.ft) 16 5.374 5.356 5.341 5.329 5.319 5.311 5.306 5.302 5.299 5.299 5.299 5.3004x4 - W1.4 x W1.4 14 7.463 7.472 7.483 7.494 7.506 7.519 7.532 7.545 7.559 7.574 7.588 7.603

11.125" 20 4.639 4.652 4.667 4.682 4.757 4.776 4.795 4.815 4.836 4.856 4.877 4.89985 PSF 18 5.036 5.035 5.036 5.038 5.042 5.047 5.154 5.165 5.177 5.189 5.203 5.217

2.16 cu.yd/(100sq.ft) 16 5.739 5.720 5.704 5.691 5.680 5.672 5.666 5.662 5.660 5.659 5.660 5.6616x6 - W2.9 x W2.9 14 7.968 7.979 7.990 8.002 8.015 8.028 8.042 8.057 8.072 8.087 8.103 8.119

11.625" 20 4.935 4.950 4.965 5.042 5.062 5.082 5.103 5.124 5.146 5.168 5.191 5.21391 PSF 18 5.357 5.356 5.357 5.359 5.464 5.473 5.484 5.495 5.508 5.521 5.536 5.550

2.31 cu.yd/(100sq.ft) 16 6.104 6.083 6.067 6.053 6.042 6.033 6.027 6.023 6.020 6.020 6.020 6.0226x6 - W2.9 x W2.9 14 8.474 8.485 8.497 8.510 8.523 8.538 8.553 8.568 8.584 8.601 8.618 8.635

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125" 20 3.321 3.325 3.329 3.334 3.339 3.399 3.407 3.416 3.425 3.434 3.444 3.45446 PSF 18 3.678 3.673 3.670 3.668 3.667 3.667 3.668 3.670 3.672 3.675 3.678 3.682

1.54 cu.yd/(100sq.ft) 16 4.204 4.186 4.171 4.157 4.146 4.136 4.128 4.121 4.115 4.111 4.108 4.1056x6 - W1.4 x W1.4 14 5.871 5.875 5.880 5.885 5.891 5.897 5.904 5.911 5.919 5.927 5.935 5.944

9.625" 20 3.605 3.609 3.614 3.673 3.682 3.690 3.699 3.709 3.719 3.729 3.739 3.75050 PSF 18 3.991 3.986 3.983 3.981 3.980 3.980 3.981 3.983 3.985 3.988 3.992 3.997

1.7 cu.yd/(100sq.ft) 16 4.562 4.542 4.525 4.511 4.498 4.488 4.479 4.472 4.466 4.461 4.457 4.4556x6 - W2.0 x W2.0 14 6.369 6.373 6.379 6.384 6.391 6.398 6.405 6.413 6.421 6.430 6.439 6.448

10.125" 20 3.888 3.947 3.955 3.963 3.972 3.981 3.991 4.001 4.012 4.023 4.034 4.04655 PSF 18 4.304 4.299 4.295 4.293 4.292 4.293 4.294 4.296 4.298 4.302 4.306 4.311

1.85 cu.yd/(100sq.ft) 16 4.919 4.898 4.880 4.864 4.851 4.840 4.830 4.822 4.816 4.811 4.807 4.8046x6 - W2.0 x W2.0 14 6.867 6.872 6.877 6.884 6.891 6.898 6.906 6.915 6.924 6.933 6.943 6.952

10.625" 20 4.228 4.235 4.243 4.252 4.262 4.272 4.283 4.294 4.306 4.317 4.330 4.34260 PSF 18 4.618 4.612 4.608 4.606 4.605 4.605 4.606 4.609 4.612 4.616 4.620 4.625

2.01 cu.yd/(100sq.ft) 16 5.276 5.254 5.234 5.218 5.203 5.191 5.181 5.173 5.166 5.161 5.157 5.1544x4 - W1.4 x W1.4 14 7.365 7.370 7.376 7.383 7.391 7.399 7.407 7.416 7.426 7.436 7.446 7.457

11.125" 20 4.515 4.523 4.532 4.542 4.552 4.563 4.575 4.587 4.599 4.612 4.681 4.69664 PSF 18 4.931 4.925 4.921 4.919 4.918 4.918 4.919 4.922 4.925 4.929 4.934 4.940

2.16 cu.yd/(100sq.ft) 16 5.634 5.610 5.589 5.571 5.556 5.543 5.532 5.524 5.516 5.511 5.506 5.5036x6 - W2.9 x W2.9 14 7.863 7.869 7.875 7.882 7.890 7.899 7.908 7.918 7.928 7.939 7.950 7.961

11.625" 20 4.803 4.811 4.821 4.831 4.842 4.854 4.866 4.879 4.893 4.964 4.980 4.99669 PSF 18 5.244 5.238 5.234 5.231 5.230 5.231 5.232 5.235 5.238 5.243 5.248 5.352

2.31 cu.yd/(100sq.ft) 16 5.991 5.966 5.944 5.925 5.909 5.895 5.884 5.874 5.867 5.861 5.856 5.8536x6 - W2.9 x W2.9 14 8.361 8.367 8.374 8.382 8.390 8.399 8.409 8.420 8.431 8.442 8.454 8.466

NOTE:

The factored shear-bond strengths of the composite slabs were calculated using ANSI/ASCE 3-91 Eq. (2-9), the m and k coefficients obtained from tests andthe resistance factor of 0.75 from ANSI/SDI C-2017.

NOTE:Thefactoredshear-bondstrengthsofthecompositeslabswerecalculatedusingANSI/ASCE3-91Eq.(2-9),themandkcoefficientsobtainedfromtests and the resistance factor of 0.75 from ANSI/SDI C-2017.

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

Deep-Dek® Composite 6.0FACTORED SHEAR-BOND STRENGTH OF SLABS

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 51: Design Guide Deep-Dek Composite

51Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

Total SlabDepth (in.) Slab Span (ft)

LL=40 psf, SDL=20 psf LL=100 psf, SDL=5 psf(88 psf LRFD factored load) (166 psf LRFD factored load)

-WL2/9 -WL2/10 -WL2/11 -WL2/9 -WL2/10 -WL2/1150

00 P

SI N

orm

al-W

eigh

t Con

cret

e (1

45 P

CF)

9.125

27 5@8 5@10 5@11 6@8 5@6 5@729 5@7 5@8 5@9 - - 5@631 5@6 5@7 5@8 - - -33 - 5@6 5@7 - - -

9.625

27 5@9 5@10 5@10 5@6 5@6 5@729 5@7 5@8 5@9 - 6@8 5@631 5@6 5@7 5@8 - - 6@733 6@8 5@6 5@7 - - -

10.125

27 5@9 5@9 5@10 5@6 5@7 5@729 5@8 5@9 5@10 6@7 5@6 5@631 5@6 5@7 5@8 - 6@7 6@833 6@8 5@6 5@7 - - 4@3

10.625

27 5@9 5@9 5@9 5@6 5@7 5@829 5@8 5@9 5@9 6@7 5@6 5@731 5@7 5@7 5@8 6@6 6@7 5@633 5@6 5@6 5@7 - - 6@7

11.125

27 5@8 5@9 5@9 5@6 5@7 5@829 5@8 5@9 5@9 6@8 5@6 5@731 5@7 5@8 5@9 6@6 6@7 5@633 5@6 5@7 5@7 - 6@6 6@7

11.625

27 5@8 5@8 5@8 5@7 5@7 5@829 5@8 5@8 5@8 6@8 5@6 5@731 5@7 5@8 5@8 6@7 6@8 5@633 5@6 5@7 5@8 6@6 6@7 6@7

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125

27 5@10 5@11 5@11 5@6 5@7 5@729 5@8 5@9 5@10 - 5@6 5@631 5@7 5@8 5@9 - - 6@833 5@6 5@7 5@8 - - -

9.625

27 5@10 5@10 5@11 5@6 5@7 5@829 5@8 5@10 5@11 6@7 5@6 5@731 5@7 5@8 5@9 - 6@7 5@633 5@6 5@7 5@8 - - -

10.125

27 5@9 5@10 5@10 5@6 5@7 5@829 5@9 5@10 5@10 6@8 5@6 5@731 5@7 5@8 5@9 6@7 6@8 5@633 5@6 5@7 5@8 - - 6@7

10.625

27 5@9 5@9 5@9 5@7 5@8 5@929 5@9 5@9 5@9 5@6 5@6 5@731 5@8 5@9 5@9 6@7 6@8 5@633 5@7 5@7 5@8 - 6@7 6@8

11.125

27 5@8 5@9 5@9 5@7 5@8 5@929 5@8 5@9 5@9 5@6 5@7 5@831 5@8 5@9 5@9 6@7 5@6 5@633 5@7 5@8 5@9 6@6 6@7 5@6

11.625

27 5@8 5@8 5@8 5@7 5@8 5@829 5@8 5@8 5@8 5@6 5@7 5@831 5@8 5@8 5@8 6@8 5@6 5@733 5@7 5@8 5@8 6@6 6@7 5@6

NOTES:

1. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10 columns apply to first interior supportof the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more thantwo spans.

NOTES:1.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.

Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10columnsapplytofirstinterior

support of the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more than two spans.

Deep-Dek® Composite 6.0SUGGESTED REINFORCING STEEL OVER

SUPPORTS FOR CONTINUOUS SPANS

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 52: Design Guide Deep-Dek Composite

52 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 6.0MAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

5000 PSI OF ANY DENSITYMAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)9.125 9.625 10.125 10.625 11.125 11.625

4000

PSI

of A

ny D

ensi

ty

5@12 10.273 - - - - -5@10 12.093 12.930 13.767 14.604 - -5@9 13.264 14.194 15.124 16.054 16.984 17.9145@8 14.678 15.724 16.770 17.817 18.863 19.9095@7 16.417 17.612 18.808 20.004 21.199 22.3955@6 - - 21.386 22.781 24.176 25.571

6@12 13.877 14.867 15.857 16.847 17.837 18.8276@10 16.181 17.369 18.557 19.745 20.933 22.1216@9 - 18.949 20.269 21.589 22.909 24.2296@8 - - - 23.797 25.282 26.767

7@12 - - 20.480 21.830 23.180 24.5307@10 - - - - - 28.560

5000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 12.374 13.211 14.048 - - -5@9 13.610 14.540 15.470 16.400 17.330 -5@8 15.116 16.163 17.209 18.255 19.301 20.3485@7 16.989 18.185 19.381 20.577 21.772 22.9685@6 19.376 20.771 22.166 23.561 24.956 26.351

6@12 14.269 15.259 16.249 17.239 18.229 19.2196@10 16.746 17.934 19.122 20.310 21.498 22.6866@9 18.327 19.647 20.967 22.287 23.607 24.9276@8 20.226 21.711 23.196 24.681 26.166 27.651

7@12 18.510 19.860 21.210 22.560 23.910 25.2607@10 - - 24.751 26.371 27.991 29.611

6000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 12.561 13.398 14.235 - - -5@9 13.841 14.771 15.701 16.631 17.561 -5@8 15.409 16.455 17.501 18.548 19.594 20.6405@7 17.371 18.567 19.763 20.959 22.154 23.3505@6 19.895 21.290 22.685 24.080 25.475 26.870

6@12 14.531 15.521 16.511 17.501 18.491 19.4816@10 17.123 18.311 19.499 20.687 21.875 23.0636@9 18.793 20.113 21.433 22.753 24.073 25.3936@8 20.815 22.300 23.785 25.270 26.755 28.240

7@12 18.997 20.347 21.697 23.047 24.397 25.7477@10 22.212 23.832 25.452 27.072 28.692 30.312

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

MAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)9.125 9.625 10.125 10.625 11.125 11.625

4000

PSI

of A

ny D

ensi

ty

5@12 10.273 - - - - -5@10 12.093 12.930 13.767 14.604 - -5@9 13.264 14.194 15.124 16.054 16.984 17.9145@8 14.678 15.724 16.770 17.817 18.863 19.9095@7 16.417 17.612 18.808 20.004 21.199 22.3955@6 - - 21.386 22.781 24.176 25.571

6@12 13.877 14.867 15.857 16.847 17.837 18.8276@10 16.181 17.369 18.557 19.745 20.933 22.1216@9 - 18.949 20.269 21.589 22.909 24.2296@8 - - - 23.797 25.282 26.767

7@12 - - 20.480 21.830 23.180 24.5307@10 - - - - - 28.560

5000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 12.374 13.211 14.048 - - -5@9 13.610 14.540 15.470 16.400 17.330 -5@8 15.116 16.163 17.209 18.255 19.301 20.3485@7 16.989 18.185 19.381 20.577 21.772 22.9685@6 19.376 20.771 22.166 23.561 24.956 26.351

6@12 14.269 15.259 16.249 17.239 18.229 19.2196@10 16.746 17.934 19.122 20.310 21.498 22.6866@9 18.327 19.647 20.967 22.287 23.607 24.9276@8 20.226 21.711 23.196 24.681 26.166 27.651

7@12 18.510 19.860 21.210 22.560 23.910 25.2607@10 - - 24.751 26.371 27.991 29.611

6000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 12.561 13.398 14.235 - - -5@9 13.841 14.771 15.701 16.631 17.561 -5@8 15.409 16.455 17.501 18.548 19.594 20.6405@7 17.371 18.567 19.763 20.959 22.154 23.3505@6 19.895 21.290 22.685 24.080 25.475 26.870

6@12 14.531 15.521 16.511 17.501 18.491 19.4816@10 17.123 18.311 19.499 20.687 21.875 23.0636@9 18.793 20.113 21.433 22.753 24.073 25.3936@8 20.815 22.300 23.785 25.270 26.755 28.240

7@12 18.997 20.347 21.697 23.047 24.397 25.7477@10 22.212 23.832 25.452 27.072 28.692 30.312

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities.

It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span length taken as the average of the adjacent span lengths (spans shall be approximately equal with the larger of twoadjacentspansnotgreaterthantheshorterbymorethan20%),ft;Mreq,LRFD = required LRFD factored negativemomentcapacity,lb-ft/ftdeckwidth;C=negativebendingcoefficient(9forinteriorsupportof twospancontinuouscompositeslab;10forfirstinteriorsupportofcompositeslabcontinuousovermore than two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where oMn≥Mreq,LRFD (LRFD)

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 53: Design Guide Deep-Dek Composite

53Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 6.0MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS

MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

Gage

Maximum Uniform Superimposed Service Loads (psf)

Simple Spans Continuous SpansNegative Moment Steel Reinforcing Required

22' - 0" 23' - 0" 24' - 0" 25' - 0" 26' - 0" 27' - 0" 29' - 0" 30' - 0" 31' - 0" 32' - 0" 33' - 0"

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

9.125" 20 91 / 156 72 / 138 55 / 123 42 / 110 - / 98 - / 87 63 / 113 51 / 103 40 / 93 - / 84 - / 7760 PSF 18 105 / 199 84 / 189 66 / 173 51 / 155 - / 140 - / 126 72 / 113 58 / 102 46 / 93 - / 84 - / 76

1.54 cu.yd/(100sq.ft) 16 119 / 230 95 / 218 76 / 207 60 / 197 46 / 182 - / 165 83 / 112 68 / 101 55 / 92 44 / 83 - / 756x6 - W1.4 x W1.4 14 134 / 241 109 / 216 88 / 195 70 / 175 54 / 158 41 / 143 95 / 111 79 / 100 65 / 91 53 / 82 42 / 74

9.625" 20 112 / 170 89 / 151 70 / 134 54 / 119 40 / 107 - / 95 79 / 123 65 / 112 52 / 101 41 / 92 - / 8366 PSF 18 128 / 216 103 / 205 82 / 188 64 / 169 49 / 153 - / 138 89 / 129 73 / 117 59 / 106 47 / 96 - / 87

1.7 cu.yd/(100sq.ft) 16 144 / 249 117 / 236 94 / 224 75 / 213 58 / 199 44 / 181 102 / 128 85 / 116 70 / 105 56 / 95 45 / 866x6 - W2.0 x W2.0 14 162 / 272 132 / 244 107 / 220 87 / 198 69 / 179 53 / 162 116 / 127 98 / 115 81 / 104 67 / 94 54 / 85

10.125" 20 134 / 183 108 / 163 86 / 145 67 / 129 51 / 115 - / 103 97 / 133 80 / 121 65 / 109 53 / 99 41 / 9072 PSF 18 153 / 233 124 / 221 100 / 204 79 / 184 62 / 165 47 / 149 108 / 146 90 / 133 77 / 120 63 / 110 50 / 100

1.85 cu.yd/(100sq.ft) 16 171 / 269 140 / 254 114 / 241 91 / 230 73 / 217 56 / 197 123 / 145 103 / 132 86 / 120 71 / 109 57 / 996x6 - W2.0 x W2.0 14 192 / 392 158 / 368 129 / 333 105 / 302 85 / 275 67 / 251 140 / 144 118 / 131 99 / 119 83 / 108 68 / 98

10.625" 20 160 / 197 130 / 175 104 / 156 83 / 139 65 / 124 49 / 110 117 / 143 98 / 130 81 / 118 66 / 107 53 / 9779 PSF 18 181 / 250 148 / 237 120 / 220 97 / 198 77 / 178 60 / 161 133 / 164 112 / 149 94 / 136 78 / 124 64 / 113

2.01 cu.yd/(100sq.ft) 16 202 / 288 166 / 273 136 / 259 111 / 246 89 / 234 70 / 212 147 / 163 124 / 149 104 / 135 87 / 123 71 / 1124x4 - W1.4 x W1.4 14 226 / 421 187 / 398 154 / 361 126 / 327 103 / 298 83 / 271 162 142 / 148 120 / 134 101 / 122 84 / 111

11.125" 20 191 / 211 157 / 187 127 / 167 102 / 148 81 / 132 63 / 118 142 / 153 119 / 139 100 / 126 83 / 114 68 / 10385 PSF 18 215 / 266 177 / 253 145 / 236 118 / 212 95 / 191 75 / 172 160 / 184 136 / 168 115 / 153 96 / 139 80 / 127

2.16 cu.yd/(100sq.ft) 16 238 / 307 197 / 291 163 / 276 133 / 263 109 / 251 87 / 228 176 / 183 149 / 167 127 / 152 106 / 138 89 / 1266x6 - W2.9 x W2.9 14 265 / 449 220 / 428 183 / 388 151 / 352 124 / 321 101 / 292 182 166 144 / 151 122 / 137 103 / 125

11.625" 20 224 / 225 184 / 200 151 / 178 122 / 158 98 / 141 78 / 125 163 142 / 148 120 / 134 100 / 121 83 / 11091 PSF 18 250 / 283 207 / 269 171 / 252 140 / 226 114 / 204 91 / 184 188 / 202 160 / 187 136 / 170 115 / 155 97 / 142

2.31 cu.yd/(100sq.ft) 16 277 / 327 230 / 309 191 / 294 158 / 280 129 / 266 105 / 244 204 176 / 186 150 / 169 127 / 155 107 / 1416x6 - W2.9 x W2.9 14 307 / 477 256 / 455 214 / 416 178 / 377 147 / 343 121 / 313 203 185 168 145 / 153 123 / 140

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125" 20 69 / 167 54 / 149 42 / 134 - / 121 - / 109 - / 98 48 / 124 - / 114 - / 104 - / 95 - / 8846 PSF 18 81 / 202 65 / 192 51 / 180 - / 160 - / 142 - / 127 56 / 124 45 / 113 - / 104 - / 95 - / 87

1.54 cu.yd/(100sq.ft) 16 94 / 232 75 / 220 60 / 209 47 / 187 - / 166 - / 148 65 / 123 54 / 112 44 / 103 - / 94 - / 866x6 - W1.4 x W1.4 14 107 / 252 87 / 227 70 / 206 56 / 186 44 / 169 - / 154 76 / 122 64 / 111 52 / 102 43 / 93 - / 85

9.625" 20 85 / 182 68 / 163 53 / 146 41 / 132 - / 119 - / 107 60 / 135 49 / 124 - / 113 - / 104 - / 9550 PSF 18 99 / 219 80 / 208 64 / 198 50 / 181 - / 163 - / 146 69 / 141 57 / 129 46 / 118 - / 108 - / 99

1.7 cu.yd/(100sq.ft) 16 113 / 252 92 / 239 74 / 227 59 / 214 46 / 190 - / 170 80 / 140 67 / 128 55 / 117 45 / 107 - / 986x6 - W2.0 x W2.0 14 129 / 284 105 / 256 86 / 232 69 / 210 55 / 191 43 / 174 93 / 139 78 / 127 65 / 116 54 / 106 44 / 97

10.125" 20 102 / 196 82 / 176 65 / 158 51 / 142 - / 128 - / 116 73 / 146 60 / 134 49 / 123 - / 112 - / 10355 PSF 18 118 / 236 96 / 224 77 / 213 61 / 197 48 / 179 - / 162 84 / 159 70 / 146 57 / 134 46 / 123 - / 113

1.85 cu.yd/(100sq.ft) 16 134 / 272 110 / 257 89 / 245 72 / 233 57 / 217 45 / 194 97 / 158 81 / 145 68 / 133 56 / 122 45 / 1126x6 - W2.0 x W2.0 14 152 / 382 125 / 364 103 / 324 84 / 286 68 / 255 54 / 227 111 / 157 94 / 144 79 / 132 66 / 121 54 / 111

10.625" 20 121 / 211 98 / 189 79 / 170 62 / 153 48 / 138 - / 124 88 / 157 73 / 144 60 / 132 49 / 121 - / 11160 PSF 18 140 / 253 114 / 240 93 / 229 75 / 212 59 / 192 46 / 175 101 / 179 84 / 164 70 / 150 58 / 138 47 / 127

2.01 cu.yd/(100sq.ft) 16 158 / 291 130 / 276 107 / 262 87 / 250 70 / 238 55 / 220 116 / 178 98 / 163 82 / 149 68 / 137 56 / 1264x4 - W1.4 x W1.4 14 179 / 402 148 / 384 122 / 366 100 / 324 82 / 288 66 / 257 132 / 177 112 / 162 95 / 148 80 / 136 67 / 125

11.125" 20 145 / 226 118 / 203 96 / 182 77 / 164 61 / 148 47 / 133 107 / 168 90 / 154 75 / 141 62 / 129 51 / 11964 PSF 18 166 / 270 136 / 257 112 / 244 91 / 227 73 / 206 58 / 188 121 / 197 102 / 183 86 / 168 71 / 154 59 / 142

2.16 cu.yd/(100sq.ft) 16 186 / 311 154 / 295 127 / 280 105 / 267 85 / 254 69 / 243 138 / 198 117 / 182 99 / 167 84 / 154 70 / 1416x6 - W2.9 x W2.9 14 210 / 423 174 / 403 145 / 385 120 / 365 99 / 325 80 / 290 156 / 197 134 / 181 114 / 166 97 / 152 82 / 140

11.625" 20 169 / 241 139 / 216 114 / 194 92 / 174 74 / 157 58 / 142 126 / 179 106 / 164 90 / 150 75 / 138 62 / 12669 PSF 18 193 / 287 159 / 273 131 / 260 108 / 243 88 / 220 70 / 200 142 / 209 121 / 201 102 / 187 86 / 172 74 / 158

2.31 cu.yd/(100sq.ft) 16 216 / 331 180 / 313 149 / 298 123 / 283 101 / 270 83 / 258 161 / 220 138 / 202 118 / 186 100 / 171 84 / 1576x6 - W2.9 x W2.9 14 242 / 444 203 / 424 169 / 404 141 / 387 117 / 360 96 / 325 182 / 219 157 / 201 135 / 185 115 / 170 98 / 156

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg.54) for details.4. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.5. Where two maximum uniform superimposed service loads are shown, first load is for slabs with no top reinforcing steel within the slab span. Second load is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.6. Where only one load is shown, the load is for slabs without top reinforcement. Addition of top reinforcement does not affect the maximum service loads in thosecases.7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structural components. Long-term deflection has been taken into consideration.

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg. 58) for details.4.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.5.Wheretwomaximumuniformsuperimposedserviceloadsareshown,firstloadisforslabswithnotopreinforcingsteelwithintheslabspan.Secondloadis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheentireslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

6.Whereonlyoneloadisshown,theloadisforslabswithouttopreinforcement.Additionoftopreinforcementdoesnotaffectthe maximum service loads in those cases.

7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 54: Design Guide Deep-Dek Composite

54 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 6.0MAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

MAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

Total Slab Depth(in.) Gage

Max. Service Stage Spans (ft-in.)

LL=40 psf; SDL=20 psf (88 psf LRFD load) LL=100 psf; SDL=5 psf (166 psf LRFD load)

Single SpanContinuous Span

Single SpanContinuous Span

End Interior End Interior

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

9.125

20 25' - 1" / 30' - 11" 31' - 0" / 36' - 4" 37' - 2" / 38' - 4" 23' - 11" / 25' - 6" 29' - 7" / 29' - 11" 31' - 7"18 25' - 9" / 32' - 10" 31' - 10" / 36' - 2" 38' - 2" 24' - 7" / 28' - 11" 29' - 10" 31' - 6"16 26' - 5" / 34' - 2" 32' - 8" / 36' - 0" 38' - 0" 25' - 3" / 30' - 11" 29' - 9" 31' - 4"14 27' - 1" / 35' - 8" 33' - 6" / 35' - 10" 37' - 9" 25' - 11" / 30' - 3" 29' - 8" 31' - 3"

9.625

20 25' - 11" / 31' - 8" 32' - 1" / 37' - 1" 38' - 6" / 39' - 9" 24' - 10" / 26' - 3" 30' - 8" / 30' - 9" 33' - 0"18 26' - 8" / 33' - 11" 32' - 11" / 37' - 7" 39' - 6" / 39' - 8" 25' - 6" / 29' - 9" 31' - 3" 32' - 11"16 27' - 4" / 35' - 3" 33' - 9" / 37' - 5" 39' - 6" 26' - 2" / 32' - 0" 31' - 2" 32' - 10"14 28' - 0" / 36' - 10" 34' - 7" / 37' - 3" 39' - 3" 26' - 10" / 31' - 7" 31' - 0" 32' - 9"

10.125

20 26' - 9" / 32' - 3" 33' - 1" / 37' - 10" 39' - 8" / 41' - 3" 25' - 8" / 26' - 11" 31' - 7" 34' - 5"18 27' - 6" / 34' - 11" 33' - 11" / 39' - 0" 40' - 9" / 41' - 1" 26' - 4" / 30' - 7" 32' - 7" 34' - 4"16 28' - 2" / 36' - 4" 34' - 9" / 38' - 10" 40' - 11" 27' - 0" / 33' - 1" 32' - 6" 34' - 3"14 28' - 10" / 37' - 11" 35' - 8" / 38' - 8" 40' - 9" 27' - 8" / 34' - 7" 32' - 4" 34' - 1"

10.625

20 27' - 7" / 32' - 9" 34' - 1" / 38' - 5" 40' - 11" / 42' - 8" 26' - 6" / 27' - 6" 32' - 3" 35' - 10"18 28' - 4" / 36' - 0" 35' - 0" / 40' - 4" 42' - 0" / 42' - 6" 27' - 2" / 31' - 4" 33' - 7" / 33' - 11" 35' - 9"16 29' - 0" / 37' - 5" 35' - 10" / 40' - 2" 42' - 4" 27' - 11" / 34' - 2" 33' - 9" 35' - 7"14 29' - 8" / 39' - 0" 36' - 8" / 40' - 0" 42' - 2" 28' - 7" / 35' - 8" 33' - 8" 35' - 6"

11.125

20 28' - 5" / 33' - 3" 35' - 2" / 39' - 0" 42' - 2" / 44' - 0" 27' - 4" / 28' - 1" 32' - 11" 37' - 2"18 29' - 2" / 37' - 0" 36' - 1" / 41' - 7" 43' - 3" / 43' - 10" 28' - 1" / 32' - 0" 34' - 8" / 35' - 2" 37' - 1"16 29' - 10" / 38' - 6" 36' - 11" / 41' - 5" 43' - 8" 28' - 9" / 35' - 3" 35' - 1" 37' - 0"14 30' - 7" / 40' - 1" 37' - 10" / 41' - 3" 43' - 6" 29' - 6" / 36' - 9" 35' - 0" 36' - 10"

11.625

20 29' - 3" / 33' - 9" 36' - 2" / 39' - 7" 43' - 4" / 45' - 4" 28' - 2" / 28' - 8" 33' - 7" 38' - 6"18 30' - 0" / 38' - 1" 37' - 1" / 42' - 10" 44' - 6" / 45' - 2" 28' - 11" / 32' - 7" 35' - 9" / 36' - 5" 38' - 5"16 30' - 8" / 39' - 6" 37' - 11" / 42' - 9" 45' - 0" 29' - 7" / 36' - 2" 36' - 4" 38' - 3"14 31' - 5" / 41' - 2" 38' - 10" / 42' - 7" 44' - 10" 30' - 4" / 37' - 10" 36' - 3" 38' - 2"

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125

20 24' - 1" / 30' - 8" 29' - 9" / 37' - 11" 35' - 9" / 40' - 6" 22' - 10" / 26' - 6" 28' - 3" / 31' - 0" 32' - 9"18 24' - 11" / 32' - 4" 30' - 9" / 38' - 3" 36' - 11" / 40' - 4" 23' - 7" / 28' - 10" 29' - 2" / 31' - 0" 32' - 8"16 25' - 7" / 33' - 11" 31' - 8" / 38' - 1" 38' - 0" / 40' - 2" 24' - 4" / 30' - 4" 30' - 1" / 30' - 11" 32' - 7"14 26' - 4" / 35' - 7" 32' - 6" / 37' - 10" 39' - 0" / 39' - 11" 25' - 0" / 31' - 5" 30' - 9" 32' - 5"

9.625

20 25' - 0" / 31' - 9" 30' - 11" / 39' - 2" 37' - 1" / 42' - 3" 23' - 9" / 27' - 4" 29' - 4" / 32' - 0" 34' - 4"18 25' - 9" / 33' - 5" 31' - 10" / 39' - 11" 38' - 3" / 42' - 0" 24' - 6" / 29' - 11" 30' - 3" / 32' - 6" 34' - 3"16 26' - 6" / 35' - 1" 32' - 9" / 39' - 8" 39' - 3" / 41' - 10" 25' - 3" / 31' - 5" 31' - 2" / 32' - 5" 34' - 2"14 27' - 3" / 36' - 10" 33' - 8" / 39' - 6" 40' - 4" / 41' - 7" 25' - 11" / 32' - 10" 32' - 1" / 32' - 3" 34' - 0"

10.125

20 25' - 10" / 32' - 9" 31' - 11" / 40' - 3" 38' - 3" / 43' - 11" 24' - 7" / 28' - 1" 30' - 4" / 32' - 11" 35' - 11"18 26' - 7" / 34' - 6" 32' - 11" / 41' - 6" 39' - 6" / 43' - 8" 25' - 4" / 31' - 0" 31' - 4" / 34' - 0" 35' - 10"16 27' - 4" / 36' - 2" 33' - 10" / 41' - 3" 40' - 7" / 43' - 6" 26' - 1" / 32' - 7" 32' - 3" / 33' - 10" 35' - 8"14 28' - 1" / 38' - 0" 34' - 9" / 41' - 1" 41' - 8" / 43' - 3" 26' - 10" / 34' - 3" 33' - 2" / 33' - 9" 35' - 7"

10.625

20 26' - 7" / 33' - 9" 32' - 11" / 41' - 0" 39' - 6" / 45' - 6" 25' - 5" / 28' - 9" 31' - 5" / 33' - 9" 37' - 5"18 27' - 5" / 35' - 7" 33' - 11" / 43' - 0" 40' - 9" / 45' - 4" 26' - 3" / 32' - 1" 32' - 5" / 35' - 5" 37' - 4"16 28' - 2" / 37' - 3" 34' - 10" / 42' - 10" 41' - 10" / 45' - 2" 26' - 11" / 33' - 8" 33' - 4" / 35' - 4" 37' - 3"14 29' - 0" / 39' - 1" 35' - 10" / 42' - 7" 43' - 0" / 44' - 11" 27' - 8" / 35' - 4" 34' - 3" / 35' - 2" 37' - 1"

11.125

20 27' - 6" / 34' - 9" 34' - 0" / 41' - 9" 40' - 9" / 47' - 1" 26' - 3" / 29' - 5" 32' - 5" / 34' - 7" 38' - 11" / 38' - 11"18 28' - 4" / 36' - 7" 35' - 0" / 44' - 6" 42' - 0" / 46' - 11" 27' - 1" / 33' - 1" 33' - 6" / 36' - 10" 38' - 10"16 29' - 1" / 38' - 4" 35' - 11" / 44' - 4" 43' - 2" / 46' - 8" 27' - 10" / 34' - 9" 34' - 5" / 36' - 9" 38' - 9"14 29' - 11" / 40' - 3" 36' - 11" / 44' - 1" 44' - 4" / 46' - 6" 28' - 7" / 36' - 6" 35' - 4" / 36' - 7" 38' - 7"

11.625

20 28' - 4" / 35' - 9" 35' - 0" / 42' - 5" 41' - 11" / 48' - 8" 27' - 1" / 30' - 1" 33' - 5" / 35' - 3" 40' - 2" / 40' - 5"18 29' - 2" / 37' - 8" 36' - 0" / 45' - 11" 43' - 3" / 48' - 5" 27' - 11" / 34' - 2" 34' - 6" / 38' - 3" 40' - 4"16 29' - 11" / 39' - 5" 37' - 0" / 45' - 9" 44' - 5" / 48' - 3" 28' - 8" / 35' - 9" 35' - 5" / 38' - 2" 40' - 3"14 30' - 9" / 41' - 4" 38' - 0" / 45' - 7" 45' - 7" / 48' - 0" 29' - 6" / 37' - 7" 36' - 5" / 38' - 0" 40' - 1"

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement table (pg.51-53) for details.2. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.3. Where two maximum service stage spans are shown, first span is for slabs with no top reinforcing steel within the slab span. Second span is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.4. Where one span is shown, the maximum span is for slabs without top reinforcing steel. Addition of top reinforcing steel does not affect the maximum spans in those cases.5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structural components.Long-term deflection has been taken into consideration.

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement table (pg. 58) for details.2.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.3.Wheretwomaximumservicestagespansareshown,firstspanisforslabswithnotopreinforcingsteelwithintheslabspan.Secondspanis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

4.Whereonespanisshown,themaximumspanisforslabswithouttopreinforcingsteel.Additionoftopreinforcingsteeldoesnotaffect the maximum spans in those cases.

5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 55: Design Guide Deep-Dek Composite

55Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

Total SlabDepth (in.) Gage

Moment of Inertia of Slab Section Transformed to Steel (in.4/ft) ffMn

(ft-kips/ft)ffVn

(kips/ft)

Shear-Bond StrengthCoefficients

Uncracked, Iu Cracked, Ic Average, Iavg m k

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

9.125

20 72.55 / 86.11 25.97 / 31.01 49.26 / 58.56 19.717 6.219 2678.8 0.768118 76.1 / 94.24 32.32 / 40.6 54.21 / 67.42 25.484 8.633 4196.8 0.809816 79.78 / 102.9 38.54 / 50.94 59.16 / 76.92 31.312 8.616 6152.2 0.863514 84.04 / 113.25 45.41 / 63.54 64.72 / 88.4 28.262 8.595 1357.8 1.4399

9.625

20 84.8 / 99.92 30.05 / 35.61 57.43 / 67.77 21.488 6.480 2678.8 0.768118 88.86 / 109.11 37.39 / 46.55 63.13 / 77.83 27.830 8.984 4196.8 0.809816 93.04 / 118.9 44.57 / 58.31 68.81 / 88.61 34.272 9.137 6152.2 0.863514 97.89 / 130.62 52.48 / 72.62 75.19 / 101.62 31.683 9.117 1357.8 1.4399

10.125

20 98.35 / 115.18 34.53 / 40.62 66.44 / 77.9 23.260 6.744 2678.8 0.768118 102.95 / 125.53 42.98 / 53.02 72.96 / 89.27 30.176 9.247 4196.8 0.809816 107.7 / 136.55 51.22 / 66.33 79.46 / 101.44 37.232 9.665 6152.2 0.863514 113.19 / 149.75 60.3 / 82.48 86.75 / 116.12 45.251 9.645 1357.8 1.4399

10.625

20 113.31 / 132.03 39.42 / 46.04 76.37 / 89.03 25.032 7.011 2678.8 0.768118 118.51 / 143.62 49.08 / 60.02 83.79 / 101.82 32.522 9.514 4196.8 0.809816 123.87 / 155.97 58.51 / 74.99 91.19 / 115.48 40.192 10.199 6152.2 0.863514 130.06 / 170.77 68.88 / 93.13 99.47 / 131.95 48.948 10.179 1357.8 1.4399

11.125

20 129.83 / 150.57 44.72 / 51.87 87.27 / 101.22 26.804 7.281 2678.8 0.768118 135.66 / 163.5 55.7 / 67.55 95.68 / 115.52 34.868 9.784 4196.8 0.809816 141.68 / 177.28 66.43 / 84.3 104.05 / 130.79 43.152 10.739 6152.2 0.863514 148.64 / 193.8 78.23 / 104.57 113.43 / 149.18 52.645 10.718 1357.8 1.4399

11.625

20 148.02 / 170.95 50.42 / 58.11 99.22 / 114.53 28.576 7.554 2678.8 0.768118 154.53 / 185.3 62.85 / 75.61 108.69 / 130.46 37.214 10.057 4196.8 0.809816 161.25 / 200.61 75 / 94.27 118.12 / 147.44 46.111 11.285 6152.2 0.863514 169.02 / 218.95 88.35 / 116.81 128.69 / 167.88 56.343 11.265 1357.8 1.4399

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125

20 51.64 / 65.44 23.68 / 30.61 37.66 / 48.02 19.717 5.138 2678.8 0.768118 55.01 / 73.54 29.19 / 40.41 42.1 / 56.97 25.484 6.475 4196.8 0.809816 58.46 / 82.17 34.52 / 51.11 46.49 / 66.64 31.312 6.462 6152.2 0.863514 62.43 / 92.48 40.45 / 62.55 51.44 / 77.52 28.262 6.446 1357.8 1.4399

9.625

20 60.26 / 75.68 27.39 / 35.06 43.83 / 55.37 21.488 5.334 2678.8 0.768118 64.1 / 84.85 33.73 / 46.19 48.92 / 65.52 27.830 6.866 4196.8 0.809816 68.01 / 94.61 39.86 / 58.33 53.94 / 76.47 34.272 6.853 6152.2 0.863514 72.5 / 106.3 46.54 / 73.27 59.52 / 89.78 31.683 6.838 1357.8 1.4399

10.125

20 69.78 / 86.98 31.48 / 39.9 50.63 / 63.44 23.260 5.532 2678.8 0.768118 74.13 / 97.3 38.76 / 52.48 56.44 / 74.89 30.176 7.262 4196.8 0.809816 78.56 / 108.3 45.78 / 66.16 62.17 / 87.23 37.232 7.249 6152.2 0.863514 83.62 / 121.48 53.42 / 82.98 68.52 / 102.23 45.251 7.233 1357.8 1.4399

10.625

20 80.29 / 99.42 35.95 / 45.13 58.12 / 72.27 25.032 5.732 2678.8 0.768118 85.19 / 110.99 44.28 / 59.26 64.73 / 85.13 32.522 7.662 4196.8 0.809816 90.19 / 123.33 52.29 / 74.61 71.24 / 98.97 40.192 7.649 6152.2 0.863514 95.89 / 138.1 60.99 / 93.44 78.44 / 115.77 48.948 7.634 1357.8 1.4399

11.125

20 91.86 / 113.08 40.81 / 50.76 66.34 / 81.92 26.804 5.934 2678.8 0.768118 97.37 / 125.99 50.28 / 66.55 73.82 / 96.27 34.868 8.067 4196.8 0.809816 102.98 / 139.76 59.39 / 83.68 81.18 / 111.72 43.152 8.054 6152.2 0.863514 109.38 / 156.25 69.27 / 104.65 89.33 / 130.45 52.645 8.039 1357.8 1.4399

11.625

20 104.59 / 128.04 46.06 / 56.78 75.33 / 92.41 28.576 6.139 2678.8 0.768118 110.74 / 142.38 56.78 / 74.36 83.76 / 108.37 37.214 8.477 4196.8 0.809816 117.01 / 157.67 67.09 / 93.37 92.05 / 125.52 46.111 8.464 6152.2 0.863514 124.16 / 176 78.27 / 116.62 101.22 / 146.31 56.343 8.448 1357.8 1.4399

fMn is factored positive moment capacity; fVn is factored vertical one-way shear capacity.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. For slab deflection calculations, the tabulated moments of inertia shall be used with the modulus of elasticity of 29500 ksi. The first tabulated value is for slabs with no top reinforcing steel within the slab span. The second tabulated value is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4. The shear-bond strength of the slabs shall be calculated using ANSI/ASCE 3-91 Eq. (2-9) and the tabulated m and k coefficients. See shear-bond strength table.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. Forslabdeflectioncalculations,thetabulatedmomentsofinertiashallbeusedwiththemodulusofelasticityof29500ksi. Thefirsttabulatedvalueisforslabswithnotopreinforcingsteelwithintheslabspan.Thesecondtabulatedvalueis for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.

2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4.Theshear-bondstrengthoftheslabsshallbecalculatedusingANSI/ASCE3-91Eq.(2-9)andthetabulatedmandkcoefficients.

See shear-bond strength table.

Deep-Dek® Composite 6.0MOMENTS OF INERTIA, POSITIVE MOMENT AND

ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 56: Design Guide Deep-Dek Composite

56 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek 6.0 Composite FACTORED SHEAR-BOND STRENGTH OF SLABS

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageFactored Shear-Bond Strength of Slab ffVn,shb (kips/ft) / Spans

22' - 0" 23' - 0" 24' - 0" 25' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0" 31' - 0" 32' - 0" 33' - 0"

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

9.125" 20 3.729 3.738 3.749 3.760 3.771 3.783 3.795 3.808 3.821 3.834 3.847 3.86160 PSF 18 4.043 4.042 4.042 4.044 4.046 4.050 4.054 4.059 4.065 4.071 4.078 4.085

1.54 cu.yd/(100sq.ft) 16 4.589 4.574 4.562 4.552 4.544 4.538 4.533 4.530 4.527 4.526 4.527 4.5286x6 - W1.4 x W1.4 14 6.462 6.469 6.478 6.486 6.496 6.506 6.516 6.527 6.538 6.549 6.560 6.572

9.625" 20 4.048 4.059 4.070 4.082 4.095 4.108 4.121 4.135 4.149 4.220 4.237 4.25466 PSF 18 4.389 4.388 4.388 4.390 4.392 4.396 4.401 4.407 4.413 4.420 4.427 4.530

1.7 cu.yd/(100sq.ft) 16 4.980 4.964 4.951 4.940 4.932 4.925 4.920 4.916 4.914 4.913 4.913 4.9156x6 - W2.0 x W2.0 14 7.011 7.019 7.028 7.038 7.048 7.059 7.070 7.082 7.094 7.106 7.119 7.132

10.125" 20 4.368 4.380 4.392 4.405 4.419 4.433 4.448 4.520 4.537 4.555 4.573 4.59272 PSF 18 4.734 4.733 4.733 4.735 4.738 4.743 4.748 4.754 4.761 4.865 4.877 4.889

1.85 cu.yd/(100sq.ft) 16 5.371 5.354 5.340 5.329 5.319 5.312 5.307 5.303 5.301 5.300 5.300 5.3026x6 - W2.0 x W2.0 14 7.561 7.569 7.579 7.590 7.601 7.612 7.625 7.637 7.650 7.663 7.677 7.691

10.625" 20 4.688 4.700 4.714 4.728 4.743 4.758 4.833 4.852 4.871 4.890 4.910 4.93079 PSF 18 5.079 5.078 5.079 5.081 5.085 5.089 5.095 5.199 5.210 5.222 5.234 5.247

2.01 cu.yd/(100sq.ft) 16 5.762 5.744 5.729 5.717 5.707 5.699 5.694 5.690 5.688 5.687 5.687 5.6894x4 - W1.4 x W1.4 14 8.110 8.119 8.130 8.141 8.153 8.166 8.179 8.192 8.206 8.221 8.236 8.251

11.125" 20 5.007 5.021 5.036 5.051 5.126 5.145 5.164 5.184 5.204 5.225 5.246 5.26885 PSF 18 5.425 5.424 5.424 5.427 5.431 5.436 5.543 5.554 5.566 5.578 5.591 5.605

2.16 cu.yd/(100sq.ft) 16 6.153 6.134 6.118 6.105 6.095 6.087 6.081 6.077 6.074 6.073 6.074 6.0766x6 - W2.9 x W2.9 14 8.659 8.669 8.681 8.693 8.706 8.719 8.733 8.748 8.763 8.778 8.794 8.810

11.625" 20 5.327 5.342 5.357 5.434 5.454 5.474 5.495 5.516 5.538 5.560 5.583 5.60691 PSF 18 5.770 5.769 5.770 5.773 5.877 5.886 5.897 5.908 5.921 5.935 5.949 5.964

2.31 cu.yd/(100sq.ft) 16 6.545 6.524 6.507 6.493 6.482 6.474 6.468 6.463 6.461 6.460 6.461 6.4636x6 - W2.9 x W2.9 14 9.208 9.219 9.232 9.244 9.258 9.272 9.287 9.303 9.319 9.335 9.352 9.370

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125" 20 3.597 3.600 3.605 3.609 3.615 3.675 3.683 3.691 3.700 3.710 3.719 3.72946 PSF 18 3.968 3.964 3.960 3.958 3.957 3.957 3.958 3.960 3.962 3.965 3.969 3.972

1.54 cu.yd/(100sq.ft) 16 4.514 4.496 4.480 4.467 4.455 4.445 4.437 4.430 4.425 4.421 4.417 4.4156x6 - W1.4 x W1.4 14 6.387 6.391 6.396 6.401 6.407 6.413 6.420 6.427 6.435 6.443 6.451 6.459

9.625" 20 3.903 3.907 3.912 3.972 3.980 3.989 3.998 4.007 4.017 4.027 4.038 4.04950 PSF 18 4.306 4.301 4.298 4.296 4.295 4.295 4.296 4.298 4.300 4.303 4.307 4.311

1.7 cu.yd/(100sq.ft) 16 4.897 4.878 4.861 4.846 4.834 4.823 4.815 4.807 4.801 4.797 4.793 4.7916x6 - W2.0 x W2.0 14 6.929 6.933 6.938 6.944 6.951 6.958 6.965 6.973 6.981 6.990 6.999 7.008

10.125" 20 4.210 4.269 4.277 4.285 4.294 4.303 4.313 4.323 4.334 4.345 4.356 4.36855 PSF 18 4.644 4.639 4.635 4.633 4.632 4.632 4.633 4.635 4.638 4.641 4.646 4.650

1.85 cu.yd/(100sq.ft) 16 5.281 5.260 5.242 5.226 5.213 5.201 5.192 5.184 5.178 5.173 5.169 5.1666x6 - W2.0 x W2.0 14 7.470 7.475 7.481 7.487 7.494 7.502 7.510 7.518 7.527 7.536 7.546 7.556

10.625" 20 4.573 4.581 4.589 4.598 4.607 4.618 4.628 4.639 4.651 4.663 4.675 4.68860 PSF 18 4.982 4.976 4.972 4.970 4.969 4.969 4.971 4.973 4.976 4.980 4.984 4.989

2.01 cu.yd/(100sq.ft) 16 5.665 5.642 5.622 5.606 5.592 5.580 5.569 5.561 5.554 5.549 5.545 5.5424x4 - W1.4 x W1.4 14 8.012 8.017 8.023 8.030 8.038 8.046 8.054 8.064 8.073 8.083 8.093 8.104

11.125" 20 4.884 4.892 4.901 4.911 4.921 4.932 4.943 4.955 4.968 4.981 5.050 5.06564 PSF 18 5.319 5.314 5.310 5.307 5.306 5.307 5.308 5.310 5.314 5.318 5.323 5.328

2.16 cu.yd/(100sq.ft) 16 6.048 6.024 6.003 5.986 5.970 5.958 5.947 5.938 5.931 5.925 5.921 5.9186x6 - W2.9 x W2.9 14 8.554 8.559 8.566 8.573 8.581 8.590 8.599 8.609 8.619 8.630 8.641 8.652

11.625" 20 5.195 5.203 5.213 5.223 5.234 5.246 5.258 5.271 5.285 5.356 5.372 5.38869 PSF 18 5.657 5.651 5.647 5.644 5.643 5.644 5.645 5.648 5.652 5.656 5.661 5.765

2.31 cu.yd/(100sq.ft) 16 6.432 6.406 6.384 6.365 6.349 6.336 6.324 6.315 6.307 6.301 6.297 6.2946x6 - W2.9 x W2.9 14 9.096 9.102 9.109 9.116 9.125 9.134 9.144 9.154 9.165 9.177 9.188 9.200

NOTE:

The factored shear-bond strengths of the composite slabs were calculated using ANSI/ASCE 3-91 Eq. (2-9), the m and k coefficients obtained from tests andthe resistance factor of 0.75 from ANSI/SDI C-2017.

NOTE:Thefactoredshear-bondstrengthsofthecompositeslabswerecalculatedusingANSI/ASCE3-91Eq.(2-9),themandkcoefficientsobtainedfromtests and the resistance factor of 0.75 from ANSI/SDI C-2017.

Deep-Dek® Composite 6.0FACTORED SHEAR-BOND STRENGTH OF SLABS

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 57: Design Guide Deep-Dek Composite

57Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

Total SlabDepth (in.) Slab Span (ft)

LL=40 psf, SDL=20 psf LL=100 psf, SDL=5 psf(88 psf LRFD factored load) (166 psf LRFD factored load)

-WL2/9 -WL2/10 -WL2/11 -WL2/9 -WL2/10 -WL2/1160

00 P

SI N

orm

al-W

eigh

t Con

cret

e (1

45 P

CF)

9.125

27 5@9 5@10 5@11 6@8 5@6 5@729 5@7 5@8 5@9 6@7 6@8 5@631 5@6 5@7 5@8 - - 6@733 6@8 5@6 5@7 - - -

9.625

27 5@9 5@10 5@10 5@6 5@7 5@729 5@7 5@8 5@9 6@7 6@8 5@631 5@6 5@7 5@8 - 6@7 6@833 6@8 5@6 5@7 - - 6@6

10.125

27 5@9 5@9 5@10 5@6 5@7 5@829 5@8 5@9 5@10 6@7 5@6 5@631 5@7 5@7 5@8 6@6 6@7 6@833 5@6 5@6 5@7 - 6@6 6@7

10.625

27 5@9 5@9 5@9 5@6 5@7 5@829 5@8 5@9 5@9 6@8 5@6 5@731 5@7 5@8 5@8 6@6 6@7 5@633 5@6 5@7 5@7 6@5 6@6 6@7

11.125

27 5@8 5@8 5@9 5@6 5@7 5@829 5@8 5@8 5@9 6@8 5@6 5@731 5@7 5@8 5@9 6@7 6@8 5@633 5@6 5@7 5@7 6@6 6@7 6@7

11.625

27 5@8 5@8 5@8 5@7 5@7 5@829 5@8 5@8 5@8 5@6 5@6 5@731 5@7 5@8 5@8 6@7 6@8 5@633 5@6 5@7 5@8 6@6 6@7 6@8

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

9.125

27 5@10 5@11 5@11 5@6 5@7 5@829 5@8 5@9 5@10 6@7 5@6 5@631 5@7 5@8 5@9 - 6@7 6@833 5@6 5@7 5@8 - - 6@7

9.625

27 5@10 5@10 5@10 5@6 5@7 5@829 5@9 5@10 5@10 6@8 5@6 5@731 5@7 5@8 5@9 6@6 6@7 5@633 5@6 5@7 5@8 - 6@6 6@7

10.125

27 5@9 5@10 5@10 5@7 5@7 5@829 5@9 5@10 5@10 5@6 5@6 5@731 5@8 5@9 5@10 6@7 6@8 5@633 5@7 5@7 5@8 6@6 6@7 6@7

10.625

27 5@9 5@9 5@9 5@7 5@8 5@929 5@9 5@9 5@9 5@6 5@7 5@731 5@8 5@9 5@9 6@7 5@6 5@633 5@7 5@8 5@8 6@6 6@7 6@8

11.125

27 5@8 5@8 5@9 5@7 5@8 5@829 5@8 5@8 5@9 5@6 5@7 5@831 5@8 5@8 5@9 6@7 5@6 5@733 5@7 5@8 5@9 6@6 6@7 5@6

11.625

27 5@8 5@8 5@8 5@7 5@8 5@829 5@8 5@8 5@8 5@6 5@7 5@831 5@8 5@8 5@8 6@8 5@6 5@733 5@7 5@8 5@8 6@7 6@8 5@6

NOTES:

1. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10 columns apply to first interior supportof the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more thantwo spans.

NOTES:1.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.

Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10columnsapplytofirstinterior

support of the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more than two spans.

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

Deep-Dek® Composite 6.0SUGGESTED REINFORCING STEEL OVER

SUPPORTS FOR CONTINUOUS SPANS

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 58: Design Guide Deep-Dek Composite

58 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 6.0MAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

6000 PSI OF ANY DENSITYMAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)9.125 9.625 10.125 10.625 11.125 11.625

4000

PSI

of A

ny D

ensi

ty

5@12 10.273 - - - - -5@10 12.093 12.930 13.767 14.604 - -5@9 13.264 14.194 15.124 16.054 16.984 17.9145@8 14.678 15.724 16.770 17.817 18.863 19.9095@7 16.417 17.612 18.808 20.004 21.199 22.3955@6 - - 21.386 22.781 24.176 25.571

6@12 13.877 14.867 15.857 16.847 17.837 18.8276@10 16.181 17.369 18.557 19.745 20.933 22.1216@9 - 18.949 20.269 21.589 22.909 24.2296@8 - - - 23.797 25.282 26.767

7@12 - - 20.480 21.830 23.180 24.5307@10 - - - - - 28.560

5000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 12.374 13.211 14.048 - - -5@9 13.610 14.540 15.470 16.400 17.330 -5@8 15.116 16.163 17.209 18.255 19.301 20.3485@7 16.989 18.185 19.381 20.577 21.772 22.9685@6 19.376 20.771 22.166 23.561 24.956 26.351

6@12 14.269 15.259 16.249 17.239 18.229 19.2196@10 16.746 17.934 19.122 20.310 21.498 22.6866@9 18.327 19.647 20.967 22.287 23.607 24.9276@8 20.226 21.711 23.196 24.681 26.166 27.651

7@12 18.510 19.860 21.210 22.560 23.910 25.2607@10 - - 24.751 26.371 27.991 29.611

6000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 12.561 13.398 14.235 - - -5@9 13.841 14.771 15.701 16.631 17.561 -5@8 15.409 16.455 17.501 18.548 19.594 20.6405@7 17.371 18.567 19.763 20.959 22.154 23.3505@6 19.895 21.290 22.685 24.080 25.475 26.870

6@12 14.531 15.521 16.511 17.501 18.491 19.4816@10 17.123 18.311 19.499 20.687 21.875 23.0636@9 18.793 20.113 21.433 22.753 24.073 25.3936@8 20.815 22.300 23.785 25.270 26.755 28.240

7@12 18.997 20.347 21.697 23.047 24.397 25.7477@10 22.212 23.832 25.452 27.072 28.692 30.312

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

MAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)9.125 9.625 10.125 10.625 11.125 11.625

4000

PSI

of A

ny D

ensi

ty

5@12 10.273 - - - - -5@10 12.093 12.930 13.767 14.604 - -5@9 13.264 14.194 15.124 16.054 16.984 17.9145@8 14.678 15.724 16.770 17.817 18.863 19.9095@7 16.417 17.612 18.808 20.004 21.199 22.3955@6 - - 21.386 22.781 24.176 25.571

6@12 13.877 14.867 15.857 16.847 17.837 18.8276@10 16.181 17.369 18.557 19.745 20.933 22.1216@9 - 18.949 20.269 21.589 22.909 24.2296@8 - - - 23.797 25.282 26.767

7@12 - - 20.480 21.830 23.180 24.5307@10 - - - - - 28.560

5000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 12.374 13.211 14.048 - - -5@9 13.610 14.540 15.470 16.400 17.330 -5@8 15.116 16.163 17.209 18.255 19.301 20.3485@7 16.989 18.185 19.381 20.577 21.772 22.9685@6 19.376 20.771 22.166 23.561 24.956 26.351

6@12 14.269 15.259 16.249 17.239 18.229 19.2196@10 16.746 17.934 19.122 20.310 21.498 22.6866@9 18.327 19.647 20.967 22.287 23.607 24.9276@8 20.226 21.711 23.196 24.681 26.166 27.651

7@12 18.510 19.860 21.210 22.560 23.910 25.2607@10 - - 24.751 26.371 27.991 29.611

6000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 12.561 13.398 14.235 - - -5@9 13.841 14.771 15.701 16.631 17.561 -5@8 15.409 16.455 17.501 18.548 19.594 20.6405@7 17.371 18.567 19.763 20.959 22.154 23.3505@6 19.895 21.290 22.685 24.080 25.475 26.870

6@12 14.531 15.521 16.511 17.501 18.491 19.4816@10 17.123 18.311 19.499 20.687 21.875 23.0636@9 18.793 20.113 21.433 22.753 24.073 25.3936@8 20.815 22.300 23.785 25.270 26.755 28.240

7@12 18.997 20.347 21.697 23.047 24.397 25.7477@10 22.212 23.832 25.452 27.072 28.692 30.312

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities.

It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span length taken as the average of the adjacent span lengths (spans shall be approximately equal with the larger of twoadjacentspansnotgreaterthantheshorterbymorethan20%),ft;Mreq,LRFD = required LRFD factored negativemomentcapacity,lb-ft/ftdeckwidth;C=negativebendingcoefficient(9forinteriorsupportof twospancontinuouscompositeslab;10forfirstinteriorsupportofcompositeslabcontinuousovermore than two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where oMn≥Mreq,LRFD (LRFD)

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 59: Design Guide Deep-Dek Composite

59Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 7.5NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

Deep-Dek 7.5 Composite PROPERTIES SECTION PROPERTIES STRENGTHS (Bare Deck)

Gage Thickness (in.) Coverage (in.) Weight(psf) Fy (ksi) As

(in.2/ft)ID (in.4/ft) Sp

(in.3/ft)Sn

(in.3/ft)ffVn

(lb/ft)ffRbe

(lb/ft)ffRbi

(lb/ft)single multi20 0.0358 12 3.79 50 1.113 8.505 9.285 1.558 2.101 1686 716 170518 0.0474 12 5.01 50 1.473 12.109 12.51 2.631 2.994 3919 1252 285716 0.0598 12 6.32 50 1.857 15.895 15.992 3.884 4.009 7881 1972 437614 0.0747 12 7.89 50 2.318 19.952 19.952 4.965 5.000 15392 3035 6582

Fy is steel yield stress; As is area of deck; ID is deck moment of inertia for deflection calculations; Sp and Sn are deck section moduli in positive and negative bending,respectively; fVn is design shear strength of deck; fRbe and fRbi are design web crippling strengths of deck for end and interior bearing, respectively.

CONSTRUCTION CLEAR SPANS

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Ligh

twei

ght C

oncr

ete

(110

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Single Double Triple Single Double Triple10.125" 20 19' - 1" 10' - 8" 11' - 1" 10.125" 20 20' - 4" 13' - 0" 13' - 6"60 PSF 18 20' - 9" 17' - 8" 18' - 5" 45 PSF 18 22' - 1" 21' - 6" 22' - 4"

1.52 cu.yd/(100sq.ft) 16 22' - 1" 26' - 9" 25' - 11" 1.52 cu.yd/(100sq.ft) 16 23' - 6" 29' - 3" 27' - 6"6x6 - W1.4 x W1.4 14 23' - 3" 28' - 11" 27' - 3" 6x6 - W1.4 x W1.4 14 24' - 8" 30' - 9" 28' - 11"

10.625" 20 18' - 5" 9' - 11" 10' - 4" 10.625" 20 19' - 11" 12' - 2" 12' - 8"66 PSF 18 20' - 3" 16' - 5" 17' - 1" 50 PSF 18 21' - 7" 20' - 1" 20' - 11"

1.68 cu.yd/(100sq.ft) 16 21' - 7" 24' - 11" 25' - 4" 1.68 cu.yd/(100sq.ft) 16 23' - 0" 28' - 8" 27' - 0"6x6 - W1.4 x W1.4 14 22' - 9" 28' - 4" 26' - 8" 6x6 - W1.4 x W1.4 14 24' - 2" 30' - 1" 28' - 4"

11.125" 20 17' - 10" 9' - 3" 9' - 8" 11.125" 20 19' - 6" 11' - 5" 11' - 11"72 PSF 18 19' - 10" 15' - 4" 16' - 0" 54 PSF 18 21' - 2" 18' - 10" 19' - 8"

1.83 cu.yd/(100sq.ft) 16 21' - 2" 23' - 3" 24' - 3" 1.83 cu.yd/(100sq.ft) 16 22' - 6" 28' - 1" 26' - 5"6x6 - W2.0 x W2.0 14 22' - 3" 27' - 9" 26' - 1" 6x6 - W2.0 x W2.0 14 23' - 8" 29' - 6" 27' - 9"

11.625" 20 17' - 3" 8' - 8" 9' - 1" 11.625" 20 19' - 1" 10' - 9" 11' - 2"78 PSF 18 19' - 6" 14' - 5" 15' - 0" 59 PSF 18 20' - 9" 17' - 9" 18' - 6"

1.99 cu.yd/(100sq.ft) 16 20' - 9" 21' - 10" 22' - 9" 1.99 cu.yd/(100sq.ft) 16 22' - 2" 26' - 11" 26' - 0"6x6 - W2.0 x W2.0 14 21' - 11" 27' - 3" 25' - 8" 6x6 - W2.0 x W2.0 14 23' - 3" 29' - 0" 27' - 3"

12.125" 20 16' - 9" 8' - 2" 8' - 6" 12.125" 20 18' - 8" 10' - 2" 10' - 7"84 PSF 18 19' - 2" 13' - 7" 14' - 2" 64 PSF 18 20' - 5" 16' - 10" 17' - 6"

2.14 cu.yd/(100sq.ft) 16 20' - 5" 20' - 8" 21' - 6" 2.14 cu.yd/(100sq.ft) 16 21' - 9" 25' - 6" 25' - 6"4x4 - W1.4 x W1.4 14 21' - 6" 26' - 10" 25' - 3" 4x4 - W1.4 x W1.4 14 22' - 11" 28' - 6" 26' - 10"

12.625" 20 16' - 3" 7' - 9" 8' - 1" 12.625" 20 18' - 2" 9' - 8" 10' - 0"90 PSF 18 18' - 10" 12' - 10" 13' - 5" 68 PSF 18 20' - 1" 16' - 0" 16' - 8"

2.3 cu.yd/(100sq.ft) 16 20' - 1" 19' - 6" 20' - 4" 2.3 cu.yd/(100sq.ft) 16 21' - 5" 24' - 2" 25' - 1"6x6 - W2.9 x W2.9 14 21' - 2" 26' - 5" 24' - 10" 6x6 - W2.9 x W2.9 14 22' - 7" 28' - 1" 26' - 5"

NOTES:1. Deck section properties are calculated in accordance with AISI S100-07.2. Maximum clear spans without shoring and design web crippling strengths are based on deck bearing of 1.5" at end supports and 3" at interior supports.3. Maximum construction clear spans are based on ANSI/SDI C-2017 design criteria. For maximum clear spans based on different criteria contact New Millennium.4. Temperature and shrinkage reinforcement in accordance with ANSI/SDI C-2017 shall be provided in the slab.

NOTES:1. Deck section properties are calculated in accordance with AISI S100-07.2. Maximum clear spans without shoring and design web crippling strengths are based on deck bearing of 1.5" at end supports and 3" at interior supports.3.MaximumconstructionclearspansarebasedonANSI/SDIC-2017designcriteria.FormaximumclearspansbasedondifferentcriteriacontactNewMillennium.4. Temperature and shrinkage reinforcement in accordance with ANSI/SDI C-2017 shall be provided in the slab.

Deep-Dek 7.5 Composite PROPERTIES SECTION PROPERTIES STRENGTHS (Bare Deck)

Gage Thickness (in.) Coverage (in.) Weight(psf) Fy (ksi) As

(in.2/ft)ID (in.4/ft) Sp

(in.3/ft)Sn

(in.3/ft)ffVn

(lb/ft)ffRbe

(lb/ft)ffRbi

(lb/ft)single multi20 0.0358 12 3.79 50 1.113 8.505 9.285 1.558 2.101 1686 716 170518 0.0474 12 5.01 50 1.473 12.109 12.51 2.631 2.994 3919 1252 285716 0.0598 12 6.32 50 1.857 15.895 15.992 3.884 4.009 7881 1972 437614 0.0747 12 7.89 50 2.318 19.952 19.952 4.965 5.000 15392 3035 6582

Fy is steel yield stress; As is area of deck; ID is deck moment of inertia for deflection calculations; Sp and Sn are deck section moduli in positive and negative bending,respectively; fVn is design shear strength of deck; fRbe and fRbi are design web crippling strengths of deck for end and interior bearing, respectively.

CONSTRUCTION CLEAR SPANS

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Ligh

twei

ght C

oncr

ete

(110

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Single Double Triple Single Double Triple10.125" 20 19' - 1" 10' - 8" 11' - 1" 10.125" 20 20' - 4" 13' - 0" 13' - 6"60 PSF 18 20' - 9" 17' - 8" 18' - 5" 45 PSF 18 22' - 1" 21' - 6" 22' - 4"

1.52 cu.yd/(100sq.ft) 16 22' - 1" 26' - 9" 25' - 11" 1.52 cu.yd/(100sq.ft) 16 23' - 6" 29' - 3" 27' - 6"6x6 - W1.4 x W1.4 14 23' - 3" 28' - 11" 27' - 3" 6x6 - W1.4 x W1.4 14 24' - 8" 30' - 9" 28' - 11"

10.625" 20 18' - 5" 9' - 11" 10' - 4" 10.625" 20 19' - 11" 12' - 2" 12' - 8"66 PSF 18 20' - 3" 16' - 5" 17' - 1" 50 PSF 18 21' - 7" 20' - 1" 20' - 11"

1.68 cu.yd/(100sq.ft) 16 21' - 7" 24' - 11" 25' - 4" 1.68 cu.yd/(100sq.ft) 16 23' - 0" 28' - 8" 27' - 0"6x6 - W1.4 x W1.4 14 22' - 9" 28' - 4" 26' - 8" 6x6 - W1.4 x W1.4 14 24' - 2" 30' - 1" 28' - 4"

11.125" 20 17' - 10" 9' - 3" 9' - 8" 11.125" 20 19' - 6" 11' - 5" 11' - 11"72 PSF 18 19' - 10" 15' - 4" 16' - 0" 54 PSF 18 21' - 2" 18' - 10" 19' - 8"

1.83 cu.yd/(100sq.ft) 16 21' - 2" 23' - 3" 24' - 3" 1.83 cu.yd/(100sq.ft) 16 22' - 6" 28' - 1" 26' - 5"6x6 - W2.0 x W2.0 14 22' - 3" 27' - 9" 26' - 1" 6x6 - W2.0 x W2.0 14 23' - 8" 29' - 6" 27' - 9"

11.625" 20 17' - 3" 8' - 8" 9' - 1" 11.625" 20 19' - 1" 10' - 9" 11' - 2"78 PSF 18 19' - 6" 14' - 5" 15' - 0" 59 PSF 18 20' - 9" 17' - 9" 18' - 6"

1.99 cu.yd/(100sq.ft) 16 20' - 9" 21' - 10" 22' - 9" 1.99 cu.yd/(100sq.ft) 16 22' - 2" 26' - 11" 26' - 0"6x6 - W2.0 x W2.0 14 21' - 11" 27' - 3" 25' - 8" 6x6 - W2.0 x W2.0 14 23' - 3" 29' - 0" 27' - 3"

12.125" 20 16' - 9" 8' - 2" 8' - 6" 12.125" 20 18' - 8" 10' - 2" 10' - 7"84 PSF 18 19' - 2" 13' - 7" 14' - 2" 64 PSF 18 20' - 5" 16' - 10" 17' - 6"

2.14 cu.yd/(100sq.ft) 16 20' - 5" 20' - 8" 21' - 6" 2.14 cu.yd/(100sq.ft) 16 21' - 9" 25' - 6" 25' - 6"4x4 - W1.4 x W1.4 14 21' - 6" 26' - 10" 25' - 3" 4x4 - W1.4 x W1.4 14 22' - 11" 28' - 6" 26' - 10"

12.625" 20 16' - 3" 7' - 9" 8' - 1" 12.625" 20 18' - 2" 9' - 8" 10' - 0"90 PSF 18 18' - 10" 12' - 10" 13' - 5" 68 PSF 18 20' - 1" 16' - 0" 16' - 8"

2.3 cu.yd/(100sq.ft) 16 20' - 1" 19' - 6" 20' - 4" 2.3 cu.yd/(100sq.ft) 16 21' - 5" 24' - 2" 25' - 1"6x6 - W2.9 x W2.9 14 21' - 2" 26' - 5" 24' - 10" 6x6 - W2.9 x W2.9 14 22' - 7" 28' - 1" 26' - 5"

NOTES:1. Deck section properties are calculated in accordance with AISI S100-07.2. Maximum clear spans without shoring and design web crippling strengths are based on deck bearing of 1.5" at end supports and 3" at interior supports.3. Maximum construction clear spans are based on ANSI/SDI C-2017 design criteria. For maximum clear spans based on different criteria contact New Millennium.4. Temperature and shrinkage reinforcement in accordance with ANSI/SDI C-2017 shall be provided in the slab.

Deep-Dek 7.5 Composite PROPERTIES SECTION PROPERTIES STRENGTHS (Bare Deck)

Gage Thickness (in.) Coverage (in.) Weight(psf) Fy (ksi) As

(in.2/ft)ID (in.4/ft) Sp

(in.3/ft)Sn

(in.3/ft)ffVn

(lb/ft)ffRbe

(lb/ft)ffRbi

(lb/ft)single multi20 0.0358 12 3.79 50 1.113 8.505 9.285 1.558 2.101 1686 716 170518 0.0474 12 5.01 50 1.473 12.109 12.51 2.631 2.994 3919 1252 285716 0.0598 12 6.32 50 1.857 15.895 15.992 3.884 4.009 7881 1972 437614 0.0747 12 7.89 50 2.318 19.952 19.952 4.965 5.000 15392 3035 6582

Fy is steel yield stress; As is area of deck; ID is deck moment of inertia for deflection calculations; Sp and Sn are deck section moduli in positive and negative bending,respectively; fVn is design shear strength of deck; fRbe and fRbi are design web crippling strengths of deck for end and interior bearing, respectively.

CONSTRUCTION CLEAR SPANS

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Ligh

twei

ght C

oncr

ete

(110

PCF

)

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageMaximum Construction

Clear Span (ft.-in.)

Single Double Triple Single Double Triple10.125" 20 19' - 1" 10' - 8" 11' - 1" 10.125" 20 20' - 4" 13' - 0" 13' - 6"60 PSF 18 20' - 9" 17' - 8" 18' - 5" 45 PSF 18 22' - 1" 21' - 6" 22' - 4"

1.52 cu.yd/(100sq.ft) 16 22' - 1" 26' - 9" 25' - 11" 1.52 cu.yd/(100sq.ft) 16 23' - 6" 29' - 3" 27' - 6"6x6 - W1.4 x W1.4 14 23' - 3" 28' - 11" 27' - 3" 6x6 - W1.4 x W1.4 14 24' - 8" 30' - 9" 28' - 11"

10.625" 20 18' - 5" 9' - 11" 10' - 4" 10.625" 20 19' - 11" 12' - 2" 12' - 8"66 PSF 18 20' - 3" 16' - 5" 17' - 1" 50 PSF 18 21' - 7" 20' - 1" 20' - 11"

1.68 cu.yd/(100sq.ft) 16 21' - 7" 24' - 11" 25' - 4" 1.68 cu.yd/(100sq.ft) 16 23' - 0" 28' - 8" 27' - 0"6x6 - W1.4 x W1.4 14 22' - 9" 28' - 4" 26' - 8" 6x6 - W1.4 x W1.4 14 24' - 2" 30' - 1" 28' - 4"

11.125" 20 17' - 10" 9' - 3" 9' - 8" 11.125" 20 19' - 6" 11' - 5" 11' - 11"72 PSF 18 19' - 10" 15' - 4" 16' - 0" 54 PSF 18 21' - 2" 18' - 10" 19' - 8"

1.83 cu.yd/(100sq.ft) 16 21' - 2" 23' - 3" 24' - 3" 1.83 cu.yd/(100sq.ft) 16 22' - 6" 28' - 1" 26' - 5"6x6 - W2.0 x W2.0 14 22' - 3" 27' - 9" 26' - 1" 6x6 - W2.0 x W2.0 14 23' - 8" 29' - 6" 27' - 9"

11.625" 20 17' - 3" 8' - 8" 9' - 1" 11.625" 20 19' - 1" 10' - 9" 11' - 2"78 PSF 18 19' - 6" 14' - 5" 15' - 0" 59 PSF 18 20' - 9" 17' - 9" 18' - 6"

1.99 cu.yd/(100sq.ft) 16 20' - 9" 21' - 10" 22' - 9" 1.99 cu.yd/(100sq.ft) 16 22' - 2" 26' - 11" 26' - 0"6x6 - W2.0 x W2.0 14 21' - 11" 27' - 3" 25' - 8" 6x6 - W2.0 x W2.0 14 23' - 3" 29' - 0" 27' - 3"

12.125" 20 16' - 9" 8' - 2" 8' - 6" 12.125" 20 18' - 8" 10' - 2" 10' - 7"84 PSF 18 19' - 2" 13' - 7" 14' - 2" 64 PSF 18 20' - 5" 16' - 10" 17' - 6"

2.14 cu.yd/(100sq.ft) 16 20' - 5" 20' - 8" 21' - 6" 2.14 cu.yd/(100sq.ft) 16 21' - 9" 25' - 6" 25' - 6"4x4 - W1.4 x W1.4 14 21' - 6" 26' - 10" 25' - 3" 4x4 - W1.4 x W1.4 14 22' - 11" 28' - 6" 26' - 10"

12.625" 20 16' - 3" 7' - 9" 8' - 1" 12.625" 20 18' - 2" 9' - 8" 10' - 0"90 PSF 18 18' - 10" 12' - 10" 13' - 5" 68 PSF 18 20' - 1" 16' - 0" 16' - 8"

2.3 cu.yd/(100sq.ft) 16 20' - 1" 19' - 6" 20' - 4" 2.3 cu.yd/(100sq.ft) 16 21' - 5" 24' - 2" 25' - 1"6x6 - W2.9 x W2.9 14 21' - 2" 26' - 5" 24' - 10" 6x6 - W2.9 x W2.9 14 22' - 7" 28' - 1" 26' - 5"

NOTES:1. Deck section properties are calculated in accordance with AISI S100-07.2. Maximum clear spans without shoring and design web crippling strengths are based on deck bearing of 1.5" at end supports and 3" at interior supports.3. Maximum construction clear spans are based on ANSI/SDI C-2017 design criteria. For maximum clear spans based on different criteria contact New Millennium.4. Temperature and shrinkage reinforcement in accordance with ANSI/SDI C-2017 shall be provided in the slab.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 60: Design Guide Deep-Dek Composite

60 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

Gage

Maximum Uniform Superimposed Service Loads (psf)

Simple Spans Continuous SpansNegative Moment Steel Reinforcing Required

25' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0" 32' - 0" 33' - 0" 34' - 0" 35' - 0" 36' - 0"

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125" 20 58 / 125 44 / 112 - / 100 - / 90 - / 80 - / 72 45 / 73 - / 66 - / 59 - / 53 - / 4860 PSF 18 69 / 115 54 / 103 42 / 92 - / 82 - / 73 - / 65 53 / 72 42 / 65 - / 58 - / 52 - / 47

1.52 cu.yd/(100sq.ft) 16 82 / 147 65 / 132 51 / 119 - / 107 - / 97 - / 87 64 / 71 52 / 64 41 / 57 - / 51 - / 466x6 - W1.4 x W1.4 14 96 / 184 78 / 166 63 / 150 49 / 136 - / 124 - / 112 70 63 52 / 56 42 / 50 - / 45

10.625" 20 70 / 136 54 / 122 41 / 109 - / 98 - / 88 - / 78 56 / 82 45 / 74 - / 67 - / 60 - / 5466 PSF 18 83 / 128 66 / 115 51 / 103 - / 92 - / 82 - / 73 64 / 81 55 / 73 44 / 66 - / 59 - / 53

1.68 cu.yd/(100sq.ft) 16 96 / 162 78 / 146 62 / 131 48 / 118 - / 106 - / 96 76 / 80 62 / 72 51 / 65 40 / 58 - / 526x6 - W1.4 x W1.4 14 112 / 200 91 / 181 73 / 164 58 / 148 45 / 134 - / 122 79 71 62 / 64 50 / 57 40 / 51

11.125" 20 85 / 147 67 / 132 52 / 118 - / 106 - / 95 - / 85 68 / 92 56 / 83 44 / 75 - / 68 - / 6172 PSF 18 100 / 173 80 / 165 63 / 158 49 / 150 - / 136 - / 123 81 / 91 67 / 82 55 / 74 44 / 67 - / 60

1.83 cu.yd/(100sq.ft) 16 114 / 179 93 / 161 75 / 145 59 / 130 45 / 118 - / 106 90 76 / 81 62 / 73 50 / 66 40 / 596x6 - W2.0 x W2.0 14 131 / 219 108 / 198 88 / 179 70 / 162 55 / 147 42 / 134 89 80 72 61 / 65 49 / 58

11.625" 20 100 / 158 80 / 141 63 / 127 48 / 114 - / 102 - / 91 82 / 103 67 / 93 54 / 84 43 / 76 - / 6878 PSF 18 117 / 185 95 / 177 76 / 169 59 / 161 45 / 147 - / 133 96 / 102 80 / 92 66 / 83 54 / 75 43 / 67

1.99 cu.yd/(100sq.ft) 16 134 / 197 110 / 178 89 / 160 71 / 145 55 / 130 42 / 118 101 90 / 91 75 / 82 61 / 74 49 / 666x6 - W2.0 x W2.0 14 153 / 239 126 / 216 103 / 196 84 / 178 67 / 161 52 / 147 99 90 81 73 61 / 65

12.125" 20 118 / 169 95 / 151 76 / 136 59 / 121 44 / 109 - / 97 97 / 114 81 / 103 66 / 93 53 / 84 #VALUE!84 PSF 18 137 / 197 112 / 188 90 / 180 72 / 169 56 / 158 42 / 143 113 95 / 102 79 / 92 65 / 83 53 / 75

2.14 cu.yd/(100sq.ft) 16 156 / 231 128 / 219 105 / 209 85 / 200 67 / 191 52 / 183 112 101 90 / 91 74 / 82 60 / 744x4 - W1.4 x W1.4 14 177 / 262 147 / 237 121 / 215 99 / 195 80 / 177 63 / 161 111 100 90 81 73

12.625" 20 140 / 180 114 / 161 91 / 144 72 / 129 56 / 116 41 / 104 115 / 126 97 / 114 #VALUE! #VALUE! #VALUE!90 PSF 18 160 / 209 132 / 197 107 / 188 86 / 179 68 / 168 52 / 153 125 113 95 / 102 79 / 93 65 / 84

2.3 cu.yd/(100sq.ft) 16 181 / 245 150 / 233 124 / 222 101 / 212 81 / 203 64 / 194 124 112 101 89 / 92 74 / 836x6 - W2.9 x W2.9 14 204 / 287 171 / 260 142 / 236 117 / 214 96 / 195 77 / 177 123 111 100 90 82

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125" 20 45 / 135 - / 122 - / 111 - / 101 - / 91 - / 83 - / 84 - / 77 - / 70 - / 64 - / 5945 PSF 18 56 / 126 45 / 114 - / 103 - / 93 - / 84 - / 76 43 / 83 - / 76 - / 69 - / 63 - / 58

1.52 cu.yd/(100sq.ft) 16 69 / 158 55 / 143 44 / 130 - / 118 - / 108 - / 98 54 / 82 44 / 75 - / 68 - / 62 - / 576x6 - W1.4 x W1.4 14 83 / 195 68 / 177 55 / 161 44 / 147 - / 134 - / 123 67 / 81 56 / 74 46 / 67 - / 61 - / 56

10.625" 20 54 / 144 42 / 133 - / 121 - / 110 - / 99 - / 90 43 / 94 - / 86 - / 79 - / 72 - / 6650 PSF 18 66 / 140 52 / 127 41 / 114 - / 104 - / 94 - / 85 51 / 93 41 / 85 - / 78 - / 71 - / 65

1.68 cu.yd/(100sq.ft) 16 79 / 174 64 / 157 51 / 143 40 / 130 - / 118 - / 108 62 / 92 51 / 84 42 / 77 - / 70 - / 646x6 - W1.4 x W1.4 14 93 / 212 77 / 193 62 / 176 50 / 160 - / 146 - / 134 75 / 91 63 / 83 53 / 76 43 / 69 - / 63

11.125" 20 65 / 155 51 / 144 40 / 131 - / 119 - / 108 - / 98 52 / 105 42 / 96 - / 88 - / 81 - / 7454 PSF 18 78 / 176 63 / 168 50 / 161 - / 154 - / 148 - / 136 62 / 104 51 / 95 41 / 87 - / 80 - / 73

1.83 cu.yd/(100sq.ft) 16 91 / 192 75 / 174 60 / 158 47 / 143 - / 131 - / 119 73 / 103 61 / 94 50 / 86 41 / 79 - / 726x6 - W2.0 x W2.0 14 107 / 232 88 / 211 72 / 192 58 / 175 46 / 160 - / 146 87 / 102 73 / 93 61 / 85 51 / 78 41 / 71

11.625" 20 77 / 165 61 / 156 48 / 141 - / 128 - / 116 - / 105 62 / 117 51 / 107 42 / 98 - / 90 - / 8259 PSF 18 92 / 188 74 / 180 60 / 172 47 / 165 - / 158 - / 147 73 / 116 61 / 106 50 / 97 40 / 89 - / 81

1.99 cu.yd/(100sq.ft) 16 107 / 211 87 / 192 71 / 174 57 / 159 45 / 145 - / 132 86 / 115 72 / 105 60 / 96 49 / 88 40 / 806x6 - W2.0 x W2.0 14 123 / 253 102 / 230 84 / 210 68 / 192 55 / 175 43 / 161 100 / 114 85 / 104 72 / 95 60 / 87 50 / 79

12.125" 20 90 / 176 73 / 167 58 / 151 45 / 137 - / 124 - / 112 74 / 124 62 / 118 51 / 108 41 / 99 - / 9164 PSF 18 107 / 201 87 / 192 71 / 183 56 / 175 44 / 168 - / 158 86 / 128 72 / 117 62 / 108 51 / 99 42 / 90

2.14 cu.yd/(100sq.ft) 16 124 / 234 102 / 223 84 / 213 68 / 203 54 / 195 42 / 187 101 / 127 85 / 116 72 / 107 59 / 98 49 / 894x4 - W1.4 x W1.4 14 142 / 277 118 / 252 98 / 230 80 / 210 65 / 192 52 / 176 117 / 126 100 / 115 85 / 105 71 / 96 60 / 88

12.625" 20 107 / 187 87 / 178 70 / 161 55 / 146 42 / 132 - / 120 88 / 126 74 / 121 62 / 116 50 / 110 40 / 10168 PSF 18 125 / 213 103 / 203 84 / 194 68 / 186 54 / 179 41 / 169 104 / 141 89 / 129 75 / 119 62 / 109 51 / 100

2.3 cu.yd/(100sq.ft) 16 143 / 248 119 / 237 98 / 226 80 / 216 65 / 207 51 / 198 118 / 140 100 / 128 85 / 118 71 / 108 59 / 996x6 - W2.9 x W2.9 14 164 / 304 137 / 276 114 / 252 94 / 230 77 / 211 62 / 193 136 / 139 117 / 127 100 / 117 85 / 107 71 / 98

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg.71) for details.4. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.5. Where two maximum uniform superimposed service loads are shown, first load is for slabs with no top reinforcing steel within the slab span. Second load is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.6. Where only one load is shown, the load is for slabs without top reinforcement. Addition of top reinforcement does not affect the maximum service loads in thosecases.7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

Deep-Dek® Composite 7.5MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg. 65) for details.4.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.5.Wheretwomaximumuniformsuperimposedserviceloadsareshown,firstloadisforslabswithnotopreinforcingsteelwithintheslabspan.Secondloadis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheentireslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

6.Whereonlyoneloadisshown,theloadisforslabswithouttopreinforcement.Additionoftopreinforcementdoesnotaffectthe maximum service loads in those cases.

7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 61: Design Guide Deep-Dek Composite

61Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

Total Slab Depth(in.) Gage

Max. Service Stage Spans (ft-in.)

LL=40 psf; SDL=20 psf (88 psf LRFD load) LL=100 psf; SDL=5 psf (166 psf LRFD load)

Single SpanContinuous Span

Single SpanContinuous Span

End Interior End Interior

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125

20 26' - 4" / 32' - 5" 32' - 6" / 34' - 9" 36' - 7" 25' - 1" / 26' - 8" 28' - 7" 30' - 2"18 27' - 1" / 31' - 6" 33' - 6" / 34' - 7" 36' - 5" 25' - 11" / 25' - 11" 28' - 6" 30' - 0"16 27' - 10" / 34' - 4" 34' - 5" 36' - 3" 26' - 8" / 28' - 4" 28' - 5" 29' - 11"14 28' - 9" / 37' - 3" 34' - 2" 36' - 1" 27' - 6" / 30' - 10" 28' - 4" 29' - 10"

10.625

20 27' - 1" / 33' - 1" 33' - 5" / 35' - 10" 37' - 9" 25' - 11" / 27' - 5" 29' - 8" 31' - 4"18 27' - 10" / 32' - 5" 34' - 5" / 35' - 8" 37' - 7" 26' - 8" / 26' - 11" 29' - 7" 31' - 3"16 28' - 7" / 35' - 2" 35' - 4" / 35' - 6" 37' - 5" 27' - 5" / 29' - 3" 29' - 6" 31' - 2"14 29' - 4" / 38' - 1" 35' - 4" 37' - 3" 28' - 2" / 31' - 8" 29' - 5" 31' - 0"

11.125

20 27' - 10" / 33' - 9" 34' - 5" / 36' - 11" 38' - 11" 26' - 8" / 28' - 2" 30' - 10" 32' - 6"18 28' - 7" / 36' - 10" 35' - 4" / 36' - 9" 38' - 9" 27' - 5" / 31' - 9" 30' - 9" 32' - 5"16 29' - 4" / 36' - 2" 36' - 3" / 36' - 7" 38' - 7" 28' - 2" / 30' - 3" 30' - 8" 32' - 3"14 30' - 2" / 38' - 11" 36' - 5" 38' - 5" 28' - 11" / 32' - 7" 30' - 6" 32' - 2"

11.625

20 28' - 6" / 34' - 4" 35' - 3" / 38' - 0" 40' - 0" 27' - 5" / 28' - 10" 31' - 11" 33' - 7"18 29' - 4" / 37' - 9" 36' - 3" / 37' - 10" 39' - 11" 28' - 2" / 32' - 7" 31' - 10" 33' - 6"16 30' - 1" / 37' - 2" 37' - 2" / 37' - 8" 39' - 9" 28' - 11" / 31' - 3" 31' - 8" 33' - 5"14 30' - 11" / 39' - 11" 37' - 6" 39' - 6" 29' - 9" / 33' - 7" 31' - 7" 33' - 4"

12.125

20 29' - 3" / 34' - 10" 36' - 2" / 39' - 0" 41' - 2" 28' - 2" / 29' - 5" 32' - 11" 34' - 9"18 30' - 1" / 38' - 8" 37' - 2" / 38' - 10" 41' - 0" 28' - 11" / 33' - 3" 32' - 10" 34' - 7"16 30' - 10" / 40' - 4" 38' - 1" / 38' - 9" 40' - 10" 29' - 8" / 36' - 8" 32' - 9" 34' - 6"14 31' - 8" / 40' - 11" 38' - 6" 40' - 7" 30' - 6" / 34' - 7" 32' - 8" 34' - 5"

12.625

20 30' - 0" / 35' - 4" 37' - 1" / 40' - 0" 42' - 2" 28' - 11" / 30' - 0" 34' - 0" 35' - 10"18 30' - 10" / 39' - 7" 38' - 1" / 39' - 11" 42' - 0" 29' - 9" / 33' - 11" 33' - 10" 35' - 8"16 31' - 7" / 41' - 3" 39' - 1" / 39' - 9" 41' - 11" 30' - 6" / 37' - 5" 33' - 9" 35' - 7"14 32' - 5" / 41' - 11" 39' - 7" 41' - 8" 31' - 3" / 35' - 8" 33' - 8" 35' - 6"

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125

20 25' - 5" / 32' - 7" 31' - 5" / 36' - 8" 37' - 8" / 38' - 8" 24' - 1" / 27' - 8" 29' - 8" 31' - 3"18 26' - 5" / 33' - 3" 32' - 7" / 36' - 6" 38' - 6" 25' - 0" / 26' - 11" 29' - 7" 31' - 2"16 27' - 4" / 36' - 0" 33' - 9" / 36' - 4" 38' - 4" 25' - 11" / 29' - 5" 29' - 6" 31' - 1"14 28' - 4" / 37' - 9" 35' - 0" / 36' - 1" 38' - 1" 26' - 11" / 31' - 11" 29' - 4" 30' - 11"

10.625

20 26' - 1" / 33' - 8" 32' - 3" / 38' - 0" 38' - 9" / 40' - 1" 24' - 10" / 28' - 7" 30' - 8" / 30' - 11" 32' - 7"18 27' - 0" / 34' - 4" 33' - 5" / 37' - 10" 39' - 10" 25' - 9" / 28' - 0" 30' - 10" 32' - 6"16 27' - 11" / 37' - 2" 34' - 6" / 37' - 8" 39' - 8" 26' - 7" / 30' - 5" 30' - 9" 32' - 4"14 28' - 10" / 38' - 11" 35' - 8" / 37' - 5" 39' - 5" 27' - 6" / 32' - 11" 30' - 7" 32' - 3"

11.125

20 26' - 11" / 34' - 7" 33' - 3" / 39' - 3" 39' - 11" / 41' - 5" 25' - 7" / 29' - 4" 31' - 8" / 32' - 2" 33' - 10"18 27' - 10" / 36' - 7" 34' - 4" / 39' - 1" 41' - 3" 26' - 6" / 32' - 11" 32' - 0" 33' - 9"16 28' - 8" / 38' - 4" 35' - 4" / 38' - 11" 41' - 0" 27' - 4" / 31' - 6" 31' - 11" 33' - 8"14 29' - 6" / 40' - 2" 36' - 6" / 38' - 8" 40' - 9" 28' - 2" / 34' - 0" 31' - 10" 33' - 6"

11.625

20 27' - 7" / 35' - 6" 34' - 2" / 40' - 6" 41' - 0" / 42' - 9" 26' - 4" / 30' - 2" 32' - 7" / 33' - 4" 35' - 2"18 28' - 6" / 37' - 6" 35' - 3" / 40' - 4" 42' - 4" / 42' - 6" 27' - 3" / 33' - 10" 33' - 3" 35' - 0"16 29' - 4" / 39' - 6" 36' - 3" / 40' - 2" 42' - 4" 28' - 1" / 32' - 8" 33' - 2" 34' - 11"14 30' - 3" / 41' - 5" 37' - 4" / 39' - 11" 42' - 1" 28' - 11" / 35' - 1" 33' - 0" 34' - 9"

12.125

20 28' - 4" / 36' - 5" 35' - 0" / 41' - 9" 42' - 0" / 44' - 0" 27' - 1" / 30' - 10" 33' - 6" / 34' - 6" 36' - 5"18 29' - 3" / 38' - 6" 36' - 2" / 41' - 7" 43' - 5" / 43' - 10" 28' - 0" / 34' - 10" 34' - 5" 36' - 3"16 30' - 1" / 40' - 5" 37' - 3" / 41' - 4" 43' - 7" 28' - 10" / 36' - 7" 34' - 4" 36' - 2"14 31' - 0" / 42' - 7" 38' - 3" / 41' - 2" 43' - 4" 29' - 8" / 36' - 3" 34' - 2" 36' - 0"

12.625

20 29' - 1" / 37' - 4" 36' - 0" / 42' - 11" 43' - 2" / 45' - 3" 27' - 10" / 31' - 6" 34' - 5" / 35' - 8" 37' - 7"18 30' - 1" / 39' - 5" 37' - 2" / 42' - 9" 44' - 7" / 45' - 1" 28' - 9" / 35' - 8" 35' - 7" / 35' - 7" 37' - 6"16 30' - 11" / 41' - 5" 38' - 2" / 42' - 7" 44' - 10" 29' - 7" / 37' - 7" 35' - 5" 37' - 4"14 31' - 9" / 43' - 6" 39' - 3" / 42' - 4" 44' - 7" 30' - 6" / 37' - 5" 35' - 4" 37' - 3"

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement tables (pg.68-70) for details.2. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.3. Where two maximum service stage spans are shown, first span is for slabs with no top reinforcing steel within the slab span. Second span is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.4. Where one span is shown, the maximum span is for slabs without top reinforcing steel. Addition of top reinforcing steel does not affect the maximum spans in those cases.7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement tables (pg. 65) for details.2.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.3.Wheretwomaximumservicestagespansareshown,firstspanisforslabswithnotopreinforcingsteelwithintheslabspan.Secondspanis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

4.Whereonespanisshown,themaximumspanisforslabswithouttopreinforcingsteel.Additionoftopreinforcingsteeldoesnotaffect the maximum spans in those cases.

7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

Deep-Dek® Composite 7.5MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 62: Design Guide Deep-Dek Composite

62 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

Total SlabDepth (in.) Gage

Moment of Inertia of Slab Section Transformed to Steel (in.4/ft) ffMn

(ft-kips/ft)ffVn

(kips/ft)

Shear-Bond StrengthCoefficients

Uncracked, Iu Cracked, Ic Average, Iavg m k

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125

20 81.42 / 100.01 31.98 / 39.32 56.7 / 69.67 21.534 5.334 2678.8 0.768118 86 / 110.74 39.9 / 50.64 62.95 / 80.69 20.498 7.324 4196.8 0.809816 90.75 / 122.14 48.27 / 61.81 69.51 / 91.97 24.601 7.619 6152.2 0.863514 96.29 / 135.74 58.29 / 75.19 77.29 / 105.47 29.314 7.598 1357.8 1.4399

10.625

20 94.12 / 114.34 36.38 / 44.46 65.25 / 79.4 23.486 5.545 2678.8 0.768118 99.24 / 126.25 45.22 / 58.42 72.23 / 92.34 22.679 7.535 4196.8 0.809816 104.54 / 138.92 53.89 / 73.39 79.21 / 106.15 26.986 8.040 6152.2 0.863514 110.69 / 154.05 63.91 / 88.25 87.3 / 121.15 31.901 8.019 1357.8 1.4399

11.125

20 107.81 / 129.86 41.21 / 50.05 74.51 / 89.95 25.439 5.758 2678.8 0.768118 113.54 / 143.06 51.19 / 65.66 82.36 / 104.36 32.550 7.748 4196.8 0.809816 119.45 / 157.11 60.94 / 82.54 90.2 / 119.83 29.637 8.465 6152.2 0.863514 126.29 / 173.92 71.7 / 103.18 99 / 138.55 34.779 8.445 1357.8 1.4399

11.625

20 122.62 / 146.69 46.47 / 56.07 84.55 / 101.38 27.391 5.973 2678.8 0.768118 129.01 / 161.29 57.7 / 73.45 93.36 / 117.37 35.135 7.963 4196.8 0.809816 135.59 / 176.84 68.67 / 92.22 102.13 / 134.53 32.548 8.896 6152.2 0.863514 143.19 / 195.45 80.73 / 115.13 111.96 / 155.29 37.938 8.876 1357.8 1.4399

12.125

20 138.67 / 164.94 52.16 / 62.53 95.42 / 113.73 29.343 6.191 2678.8 0.768118 145.77 / 181.04 64.77 / 81.81 105.27 / 131.43 37.719 8.181 4196.8 0.809816 153.07 / 198.2 77.06 / 102.59 115.07 / 150.39 46.061 9.332 6152.2 0.863514 161.51 / 218.74 90.56 / 127.92 126.03 / 173.33 41.368 9.312 1357.8 1.4399

12.625

20 156.06 / 184.71 58.3 / 69.44 107.18 / 127.07 31.295 6.412 2678.8 0.768118 163.92 / 202.42 72.4 / 90.74 118.16 / 146.58 40.304 8.401 4196.8 0.809816 172.01 / 221.29 86.14 / 113.66 129.07 / 167.48 49.322 9.773 6152.2 0.863514 181.34 / 243.89 101.21 / 141.56 141.27 / 192.73 45.069 9.752 1357.8 1.4399

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125

20 58.58 / 77.35 29.43 / 37.55 44.01 / 57.45 21.534 4.378 2678.8 0.768118 62.95 / 88 37.28 / 48.02 50.11 / 68.01 20.498 5.727 4196.8 0.809816 67.46 / 99.3 45.65 / 59.19 56.55 / 79.25 24.601 5.714 6152.2 0.863514 72.69 / 112.81 55.67 / 72.57 64.18 / 92.69 29.314 5.698 1357.8 1.4399

10.625

20 67.53 / 88.06 33.12 / 44.12 50.32 / 66.09 23.486 4.536 2678.8 0.768118 72.39 / 99.9 40.99 / 56.46 56.69 / 78.18 22.679 6.043 4196.8 0.809816 77.38 / 112.5 49.36 / 68.86 63.37 / 90.68 26.986 6.030 6152.2 0.863514 83.14 / 127.56 59.39 / 83.72 71.26 / 105.64 31.901 6.014 1357.8 1.4399

11.125

20 77.21 / 99.67 37.47 / 49.54 57.34 / 74.6 25.439 4.695 2678.8 0.768118 82.62 / 112.82 46.09 / 65.58 64.35 / 89.2 32.550 6.362 4196.8 0.809816 88.15 / 126.82 54.54 / 81.08 71.35 / 103.95 29.637 6.349 6152.2 0.863514 94.5 / 143.56 64.57 / 97.69 79.53 / 120.63 34.779 6.334 1357.8 1.4399

11.625

20 87.68 / 112.26 42.22 / 55.38 64.95 / 83.82 27.391 4.857 2678.8 0.768118 93.69 / 126.82 51.9 / 73.18 72.8 / 100 35.135 6.685 4196.8 0.809816 99.82 / 142.32 61.24 / 92.67 80.53 / 117.5 32.548 6.672 6152.2 0.863514 106.84 / 160.88 71.47 / 114.73 89.15 / 137.8 37.938 6.657 1357.8 1.4399

12.125

20 99.02 / 125.9 47.39 / 61.64 73.2 / 93.77 29.343 5.020 2678.8 0.768118 105.69 / 141.96 58.23 / 81.33 81.96 / 111.65 37.719 7.012 4196.8 0.809816 112.48 / 159.08 68.65 / 102.85 90.57 / 130.97 46.061 6.999 6152.2 0.863514 120.23 / 179.58 79.99 / 129.39 100.11 / 154.48 41.368 6.984 1357.8 1.4399

12.625

20 111.3 / 140.65 52.97 / 68.32 82.14 / 104.48 31.295 5.186 2678.8 0.768118 118.69 / 158.32 65.07 / 90.02 91.88 / 124.17 40.304 7.178 4196.8 0.809816 126.19 / 177.16 76.7 / 113.7 101.45 / 145.43 49.322 7.330 6152.2 0.863514 134.74 / 199.72 89.31 / 142.86 112.02 / 171.29 45.069 7.314 1357.8 1.4399

fMn is factored positive moment capacity; fVn is factored vertical one-way shear capacity.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. For slab deflection calculations, the tabulated moments of inertia shall be used with the modulus of elasticity of 29500 ksi. The first tabulated value is for slabs with no top reinforcing steel within the slab span. The second tabulated value is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4. The shear-bond strength of the slabs shall be calculated using ANSI/ASCE 3-91 Eq. (2-9) and the tabulated m and k coefficients. See shear-bond strength table.

Deep-Dek® Composite 7.5MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. Forslabdeflectioncalculations,thetabulatedmomentsofinertiashallbeusedwiththemodulusofelasticityof29500ksi. Thefirsttabulatedvalueisforslabswithnotopreinforcingsteelwithintheslabspan.Thesecondtabulatedvalueis for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.

2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4.Theshear-bondstrengthoftheslabsshallbecalculatedusingANSI/ASCE3-91Eq.(2-9)andthetabulatedmandkcoefficients.

See shear-bond strength table.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 63: Design Guide Deep-Dek Composite

63Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek 7.5 Composite FACTORED SHEAR-BOND STRENGTH OF SLABS

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageFactored Shear-Bond Strength of Slab ffVn,shb (kips/ft) / Spans

25' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0" 31' - 0" 32' - 0" 33' - 0" 34' - 0" 35' - 0" 36' - 0"

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125" 20 3.303 3.313 3.324 3.336 3.348 3.360 3.372 3.385 3.398 3.467 3.483 3.49860 PSF 18 3.587 3.588 3.590 3.592 3.596 3.600 3.605 3.610 3.617 3.623 3.631 3.732

1.52 cu.yd/(100sq.ft) 16 4.104 4.092 4.083 4.075 4.069 4.064 4.061 4.059 4.057 4.057 4.058 4.0606x6 - W1.4 x W1.4 14 5.617 5.625 5.634 5.644 5.654 5.664 5.675 5.686 5.697 5.708 5.720 5.732

10.625" 20 3.578 3.590 3.602 3.614 3.627 3.641 3.710 3.726 3.742 3.759 3.775 3.79266 PSF 18 3.884 3.885 3.887 3.890 3.894 3.899 3.904 3.910 4.012 4.022 4.033 4.044

1.68 cu.yd/(100sq.ft) 16 4.442 4.430 4.420 4.411 4.405 4.400 4.396 4.394 4.393 4.393 4.394 4.3966x6 - W1.4 x W1.4 14 6.078 6.087 6.097 6.107 6.118 6.129 6.141 6.153 6.165 6.178 6.191 6.204

11.125" 20 3.853 3.866 3.879 3.893 3.964 3.980 3.997 4.014 4.032 4.050 4.068 4.08772 PSF 18 4.181 4.182 4.184 4.188 4.192 4.197 4.300 4.310 4.320 4.332 4.344 4.356

1.83 cu.yd/(100sq.ft) 16 4.780 4.767 4.756 4.748 4.741 4.736 4.732 4.730 4.729 4.729 4.730 4.7326x6 - W2.0 x W2.0 14 6.539 6.549 6.560 6.571 6.583 6.595 6.607 6.620 6.634 6.647 6.661 6.676

11.625" 20 4.128 4.142 4.156 4.230 4.248 4.266 4.284 4.303 4.322 4.341 4.361 4.38178 PSF 18 4.478 4.479 4.482 4.485 4.587 4.597 4.607 4.618 4.629 4.641 4.654 4.668

1.99 cu.yd/(100sq.ft) 16 5.119 5.105 5.093 5.084 5.077 5.072 5.068 5.066 5.065 5.065 5.066 5.0696x6 - W2.0 x W2.0 14 7.000 7.011 7.022 7.034 7.047 7.060 7.074 7.088 7.102 7.117 7.132 7.147

12.125" 20 4.403 4.477 4.495 4.513 4.532 4.551 4.571 4.591 4.612 4.633 4.654 4.72384 PSF 18 4.775 4.776 4.779 4.884 4.893 4.903 4.914 4.925 4.938 4.951 4.965 4.979

2.14 cu.yd/(100sq.ft) 16 5.457 5.442 5.430 5.421 5.413 5.408 5.404 5.401 5.400 5.401 5.402 5.4054x4 - W1.4 x W1.4 14 7.461 7.472 7.485 7.498 7.511 7.526 7.540 7.555 7.571 7.586 7.603 7.619

12.625" 20 4.739 4.757 4.776 4.796 4.816 4.837 4.858 4.880 4.902 4.972 4.996 5.02190 PSF 18 5.071 5.173 5.180 5.188 5.198 5.209 5.220 5.233 5.247 5.261 5.276 5.291

2.3 cu.yd/(100sq.ft) 16 5.795 5.780 5.767 5.757 5.749 5.743 5.739 5.737 5.736 5.737 5.739 5.7426x6 - W2.9 x W2.9 14 7.922 7.934 7.947 7.961 7.976 7.991 8.007 8.023 8.039 8.056 8.073 8.091

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125" 20 3.154 3.159 3.218 3.225 3.233 3.241 3.250 3.258 3.268 3.277 3.287 3.29645 PSF 18 3.503 3.500 3.498 3.498 3.498 3.499 3.500 3.502 3.505 3.509 3.512 3.517

1.52 cu.yd/(100sq.ft) 16 4.019 4.004 3.992 3.980 3.971 3.963 3.956 3.951 3.946 3.943 3.940 3.9386x6 - W1.4 x W1.4 14 5.533 5.538 5.543 5.549 5.556 5.563 5.570 5.578 5.585 5.594 5.602 5.611

10.625" 20 3.469 3.476 3.484 3.492 3.501 3.510 3.519 3.529 3.539 3.549 3.560 3.57150 PSF 18 3.791 3.788 3.787 3.786 3.786 3.787 3.789 3.791 3.795 3.798 3.803 3.807

1.68 cu.yd/(100sq.ft) 16 4.349 4.333 4.319 4.307 4.297 4.288 4.281 4.275 4.271 4.267 4.264 4.2626x6 - W1.4 x W1.4 14 5.985 5.991 5.997 6.003 6.010 6.018 6.026 6.034 6.043 6.052 6.061 6.070

11.125" 20 3.734 3.742 3.750 3.759 3.769 3.779 3.789 3.800 3.811 3.822 3.833 3.89954 PSF 18 4.079 4.076 4.075 4.074 4.074 4.076 4.078 4.080 4.084 4.088 4.093 4.098

1.83 cu.yd/(100sq.ft) 16 4.679 4.662 4.647 4.634 4.623 4.614 4.606 4.600 4.595 4.591 4.588 4.5866x6 - W2.0 x W2.0 14 6.437 6.443 6.450 6.457 6.465 6.473 6.482 6.491 6.500 6.509 6.519 6.529

11.625" 20 3.999 4.008 4.017 4.027 4.037 4.048 4.059 4.070 4.082 4.149 4.164 4.17859 PSF 18 4.368 4.365 4.363 4.362 4.363 4.364 4.366 4.369 4.373 4.378 4.383 4.482

1.99 cu.yd/(100sq.ft) 16 5.009 4.990 4.975 4.961 4.949 4.940 4.932 4.925 4.920 4.915 4.912 4.9106x6 - W2.0 x W2.0 14 6.890 6.896 6.903 6.911 6.919 6.928 6.937 6.947 6.957 6.967 6.978 6.989

12.125" 20 4.264 4.273 4.283 4.294 4.305 4.316 4.328 4.397 4.411 4.426 4.441 4.45764 PSF 18 4.656 4.653 4.651 4.650 4.651 4.653 4.655 4.658 4.663 4.762 4.770 4.779

2.14 cu.yd/(100sq.ft) 16 5.338 5.319 5.302 5.288 5.276 5.265 5.257 5.250 5.244 5.240 5.237 5.2344x4 - W1.4 x W1.4 14 7.342 7.349 7.357 7.365 7.374 7.383 7.393 7.403 7.414 7.425 7.437 7.448

12.625" 20 4.529 4.539 4.550 4.561 4.573 4.585 4.656 4.671 4.686 4.702 4.719 4.73568 PSF 18 4.944 4.941 4.939 4.938 4.939 4.941 4.944 5.042 5.050 5.058 5.067 5.076

2.3 cu.yd/(100sq.ft) 16 5.668 5.647 5.630 5.615 5.602 5.591 5.582 5.574 5.568 5.564 5.561 5.5596x6 - W2.9 x W2.9 14 7.795 7.802 7.810 7.819 7.828 7.838 7.849 7.860 7.871 7.883 7.895 7.908

NOTE:

The factored shear-bond strengths of the composite slabs were calculated using ANSI/ASCE 3-91 Eq. (2-9), the m and k coefficients obtained from tests andthe resistance factor of 0.75 from ANSI/SDI C-2017.

NOTE:Thefactoredshear-bondstrengthsofthecompositeslabswerecalculatedusingANSI/ASCE3-91Eq.(2-9),themandkcoefficientsobtainedfromtests and the resistance factor of 0.75 from ANSI/SDI C-2017.

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

Deep-Dek® Composite 7.5FACTORED SHEAR-BOND STRENGTH OF SLABS

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 64: Design Guide Deep-Dek Composite

64 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

Total SlabDepth (in.) Slab Span (ft)

LL=40 psf, SDL=20 psf LL=100 psf, SDL=5 psf(88 psf LRFD factored load) (166 psf LRFD factored load)

-WL2/9 -WL2/10 -WL2/11 -WL2/9 -WL2/10 -WL2/11

4000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125

30 5@7 5@8 5@9 - - 5@632 5@6 5@7 5@8 - - -34 - 5@6 5@7 - - -36 - - 5@6 - - -

10.625

30 5@8 5@9 5@10 - 6@8 5@632 5@6 5@7 5@8 - - -34 5@6 5@6 5@7 - - -36 - 6@8 5@6 - - -

11.125

30 5@8 5@9 5@9 6@7 5@6 5@632 5@7 5@8 5@8 - - 6@834 5@6 5@6 5@7 - - -36 - 5@6 5@6 - - -

11.625

30 5@8 5@9 5@9 6@7 5@6 5@732 5@7 5@8 5@9 - 6@7 5@634 5@6 5@7 5@7 - - 6@736 6@7 5@6 5@6 - - -

12.125

30 5@8 5@8 5@8 6@8 5@6 5@732 5@7 5@8 5@8 6@7 6@7 5@634 5@6 5@7 5@8 - - 6@736 6@7 5@6 5@7 - - -

12.625

30 5@7 5@8 5@8 6@8 5@6 5@732 5@7 5@8 5@8 6@7 6@8 5@634 5@6 5@7 5@8 - 6@7 6@736 6@8 5@6 5@7 - - 6@6

4000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125

30 5@8 5@10 5@10 - 5@6 5@632 5@7 5@8 5@9 - - -34 5@6 5@7 5@8 - - -36 - 5@6 5@7 - - -

10.625

30 5@9 5@10 5@10 6@8 5@6 5@732 5@7 5@8 5@9 - - 5@634 5@6 5@7 5@8 - - -36 5@6 5@6 5@7 - - -

11.125

30 5@9 5@9 5@9 5@6 5@6 5@732 5@8 5@9 5@9 - 6@8 5@634 5@7 5@8 5@8 - - 6@736 5@6 5@7 5@7 - - -

11.625

30 5@8 5@9 5@9 5@6 5@7 5@732 5@8 5@9 5@9 6@7 5@6 5@634 5@7 5@8 5@9 - 6@7 6@836 5@6 5@7 5@8 - - 4@3

12.125

30 5@8 5@8 5@8 5@6 5@7 5@832 5@8 5@8 5@8 6@7 5@6 5@734 5@7 5@8 5@8 - 6@7 5@636 5@6 5@7 5@8 - - 6@7

12.625

30 5@7 5@8 5@8 5@6 5@7 5@832 5@7 5@8 5@8 6@8 5@6 5@734 5@7 5@8 5@8 6@7 6@7 5@636 5@6 5@7 5@8 - 6@6 6@7

NOTES:

1. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10 columns apply to first interior supportof the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more thantwo spans.

NOTES:1.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.

Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10columnsapplytofirstinterior

support of the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more than two spans.

Deep-Dek® Composite 7.5SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

4000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 65: Design Guide Deep-Dek Composite

65Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 7.5MAXIMUM DESIGN NEGATIVE MOMENT

CAPACITY OF COMPOSITE SLABS

MAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)10.125 10.625 11.125 11.625 12.125 12.625

4000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 13.738 14.575 - - - -5@9 15.087 16.017 16.947 17.877 - -5@8 16.725 17.771 18.817 19.863 20.910 21.9565@7 18.748 19.944 21.140 22.335 23.531 24.7275@6 21.304 22.699 24.094 25.489 26.884 28.279

6@12 15.816 16.806 17.796 18.786 19.776 20.7666@10 18.498 19.686 20.874 22.062 23.250 24.4386@9 20.197 21.517 22.837 24.157 25.477 26.7976@8 - - 25.190 26.675 28.160 29.645

7@12 20.404 21.754 23.104 24.454 25.804 27.1547@10 - - - 28.450 30.070 31.690

5000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 14.024 - - - - -5@9 15.441 16.371 17.301 - - -5@8 17.172 18.219 19.265 20.311 21.357 22.4045@7 19.333 20.529 21.725 22.920 24.116 25.3125@6 22.100 23.495 24.890 26.285 27.680 29.075

6@12 16.216 17.206 18.196 19.186 20.176 -6@10 19.075 20.263 21.451 22.639 23.827 25.0156@9 20.909 22.229 23.549 24.869 26.189 27.5096@8 23.122 24.607 26.092 27.577 29.062 30.547

7@12 21.149 22.499 23.849 25.199 26.549 27.8997@10 24.664 26.284 27.904 29.524 31.144 32.764

6000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 14.215 - - - - -5@9 15.677 16.607 17.537 - - -5@8 17.471 18.517 19.563 20.610 21.656 22.7025@7 19.723 20.919 22.114 23.310 24.506 25.7025@6 22.631 24.026 25.421 26.816 28.211 29.606

6@12 16.484 17.474 18.464 19.454 20.444 -6@10 19.460 20.648 21.836 23.024 24.212 25.4006@9 21.384 22.704 24.024 25.344 26.664 27.9846@8 23.723 25.208 26.693 28.178 29.663 31.148

7@12 21.646 22.996 24.346 25.696 27.046 28.3967@10 25.379 26.999 28.619 30.239 31.859 33.479

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

4000 PSI OF ANY DENSITY

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities.

It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span length taken as the average of the adjacent span lengths (spans shall be approximately equal with the larger of twoadjacentspansnotgreaterthantheshorterbymorethan20%),ft;Mreq,LRFD = required LRFD factored negativemomentcapacity,lb-ft/ftdeckwidth;C=negativebendingcoefficient(9forinteriorsupportof twospancontinuouscompositeslab;10forfirstinteriorsupportofcompositeslabcontinuousovermore than two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where oMn≥Mreq,LRFD (LRFD)

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 66: Design Guide Deep-Dek Composite

66 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

Deep-Dek® Composite 7.5MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS

MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

Gage

Maximum Uniform Superimposed Service Loads (psf)

Simple Spans Continuous SpansNegative Moment Steel Reinforcing Required

25' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0" 32' - 0" 33' - 0" 34' - 0" 35' - 0" 36' - 0"

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125" 20 67 / 129 52 / 116 40 / 104 - / 93 - / 84 - / 75 53 / 96 43 / 88 - / 80 - / 73 - / 6660 PSF 18 79 / 123 63 / 110 49 / 98 - / 88 - / 79 - / 70 61 / 95 50 / 87 40 / 79 - / 72 - / 65

1.52 cu.yd/(100sq.ft) 16 91 / 156 74 / 140 59 / 127 46 / 114 - / 103 - / 93 72 / 94 60 / 86 49 / 78 - / 71 - / 646x6 - W1.4 x W1.4 14 106 / 194 87 / 176 70 / 159 56 / 145 43 / 131 - / 119 85 / 93 71 / 85 59 / 77 48 / 70 - / 63

10.625" 20 81 / 140 64 / 126 50 / 113 - / 101 - / 91 - / 81 65 / 108 53 / 98 43 / 90 - / 82 - / 7466 PSF 18 94 / 179 76 / 171 60 / 159 47 / 144 - / 131 - / 119 74 / 107 64 / 97 52 / 89 42 / 81 - / 73

1.68 cu.yd/(100sq.ft) 16 108 / 173 88 / 156 71 / 140 56 / 127 43 / 115 - / 104 86 / 106 72 / 96 59 / 88 48 / 80 - / 726x6 - W1.4 x W1.4 14 123 / 213 101 / 193 83 / 175 66 / 159 52 / 144 40 / 131 100 / 105 84 / 95 70 / 87 58 / 79 47 / 71

11.125" 20 97 / 151 78 / 135 62 / 121 47 / 109 - / 98 - / 88 80 / 118 66 / 107 54 / 98 43 / 89 - / 8172 PSF 18 112 / 192 91 / 184 73 / 172 58 / 156 44 / 141 - / 128 93 / 120 78 / 109 64 / 99 52 / 90 42 / 82

1.83 cu.yd/(100sq.ft) 16 128 / 192 105 / 173 85 / 156 68 / 141 54 / 128 41 / 115 103 / 119 87 / 108 72 / 98 59 / 90 48 / 816x6 - W2.0 x W2.0 14 145 / 234 120 / 212 99 / 192 80 / 175 64 / 159 50 / 145 117 101 / 107 85 / 97 71 / 88 58 / 80

11.625" 20 115 / 162 93 / 145 74 / 130 58 / 117 44 / 105 - / 94 94 / 126 79 / 115 65 / 105 53 / 96 42 / 8778 PSF 18 132 / 206 108 / 197 87 / 185 70 / 168 54 / 152 41 / 138 109 / 133 92 / 121 77 / 111 64 / 101 52 / 92

1.99 cu.yd/(100sq.ft) 16 149 / 239 123 / 227 101 / 217 82 / 207 65 / 199 51 / 183 121 / 132 103 / 120 86 / 110 72 / 100 59 / 916x6 - W2.0 x W2.0 14 169 / 258 140 / 234 116 / 212 95 / 193 77 / 175 61 / 160 131 118 / 119 101 / 109 85 / 99 71 / 90

12.125" 20 134 / 173 110 / 155 88 / 139 70 / 125 54 / 112 41 / 100 111 / 135 94 / 123 78 / 112 64 / 102 #VALUE!84 PSF 18 153 / 219 126 / 209 103 / 198 83 / 180 66 / 163 51 / 148 128 / 147 109 / 134 92 / 123 77 / 112 63 / 102

2.14 cu.yd/(100sq.ft) 16 173 / 254 144 / 242 119 / 231 97 / 221 78 / 211 62 / 196 142 / 146 121 / 133 102 / 122 86 / 111 71 / 1014x4 - W1.4 x W1.4 14 195 / 369 163 / 354 136 / 326 112 / 298 92 / 273 74 / 251 145 132 118 / 121 101 / 110 85 / 100

12.625" 20 158 / 184 130 / 165 106 / 148 85 / 133 67 / 119 52 / 107 132 / 143 112 / 131 #VALUE! #VALUE! #VALUE!90 PSF 18 179 / 233 149 / 219 122 / 209 100 / 192 80 / 174 63 / 158 150 / 162 129 / 148 109 / 136 92 / 124 77 / 113

2.3 cu.yd/(100sq.ft) 16 201 / 270 168 / 257 139 / 245 115 / 234 94 / 224 75 / 210 161 142 / 147 121 / 135 103 / 123 86 / 1126x6 - W2.9 x W2.9 14 225 / 392 189 / 376 158 / 349 132 / 320 109 / 293 89 / 269 160 146 134 119 / 122 101 / 111

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125" 20 51 / 140 40 / 126 - / 115 - / 104 - / 94 - / 86 41 / 107 - / 98 - / 91 - / 83 - / 7745 PSF 18 63 / 134 50 / 121 - / 109 - / 99 - / 90 - / 81 49 / 106 40 / 97 - / 90 - / 82 - / 76

1.52 cu.yd/(100sq.ft) 16 75 / 167 61 / 151 49 / 137 - / 125 - / 114 - / 104 60 / 105 50 / 97 41 / 89 - / 82 - / 756x6 - W1.4 x W1.4 14 89 / 205 74 / 187 60 / 170 48 / 155 - / 142 - / 130 72 / 104 61 / 95 51 / 88 42 / 80 - / 74

10.625" 20 61 / 152 49 / 137 - / 124 - / 113 - / 103 - / 93 49 / 120 40 / 110 - / 102 - / 94 - / 8650 PSF 18 74 / 182 59 / 174 47 / 166 - / 156 - / 143 - / 130 58 / 119 48 / 109 - / 101 - / 93 - / 85

1.68 cu.yd/(100sq.ft) 16 86 / 185 70 / 168 57 / 152 45 / 139 - / 126 - / 115 69 / 118 58 / 108 48 / 100 - / 92 - / 846x6 - W1.4 x W1.4 14 101 / 225 84 / 205 69 / 187 55 / 171 44 / 156 - / 143 83 / 117 70 / 107 59 / 98 49 / 90 40 / 83

11.125" 20 74 / 164 59 / 148 47 / 134 - / 122 - / 111 - / 101 60 / 131 50 / 120 40 / 111 - / 102 - / 9454 PSF 18 87 / 196 71 / 187 57 / 179 45 / 169 - / 154 - / 141 70 / 133 58 / 122 48 / 112 - / 103 - / 95

1.83 cu.yd/(100sq.ft) 16 101 / 205 83 / 186 68 / 169 54 / 154 43 / 141 - / 128 82 / 132 69 / 121 57 / 111 47 / 102 - / 946x6 - W2.0 x W2.0 14 117 / 247 97 / 225 80 / 205 65 / 188 52 / 172 41 / 157 96 / 130 81 / 120 69 / 110 58 / 101 48 / 93

11.625" 20 87 / 176 70 / 159 56 / 144 44 / 131 - / 119 - / 108 71 / 139 59 / 129 49 / 119 40 / 110 - / 10159 PSF 18 102 / 209 84 / 200 68 / 191 54 / 182 42 / 166 - / 152 82 / 147 69 / 135 57 / 125 47 / 115 40 / 106

1.99 cu.yd/(100sq.ft) 16 118 / 242 97 / 231 80 / 220 65 / 211 52 / 202 40 / 194 96 / 146 81 / 134 69 / 124 57 / 114 47 / 1056x6 - W2.0 x W2.0 14 135 / 272 112 / 248 93 / 226 76 / 207 62 / 189 49 / 174 111 / 145 95 / 133 81 / 123 68 / 113 57 / 104

12.125" 20 102 / 188 83 / 170 67 / 154 53 / 140 41 / 127 - / 115 84 / 138 71 / 132 59 / 127 48 / 117 - / 10864 PSF 18 119 / 223 98 / 213 80 / 204 65 / 195 51 / 178 40 / 163 97 / 162 82 / 150 71 / 138 60 / 127 49 / 117

2.14 cu.yd/(100sq.ft) 16 136 / 258 113 / 246 93 / 235 77 / 224 62 / 215 49 / 206 112 / 161 95 / 149 81 / 137 68 / 126 57 / 1174x4 - W1.4 x W1.4 14 155 / 357 130 / 342 108 / 328 90 / 313 74 / 285 59 / 257 129 / 160 111 / 147 95 / 136 81 / 125 68 / 115

12.625" 20 119 / 201 98 / 181 80 / 164 64 / 149 51 / 135 - / 123 100 / 141 85 / 135 71 / 130 59 / 125 49 / 11568 PSF 18 139 / 236 115 / 226 95 / 216 77 / 207 62 / 190 49 / 174 116 / 175 100 / 165 85 / 152 72 / 140 60 / 130

2.3 cu.yd/(100sq.ft) 16 158 / 274 132 / 261 110 / 249 91 / 238 74 / 228 60 / 219 130 / 178 112 / 164 96 / 151 81 / 139 68 / 1296x6 - W2.9 x W2.9 14 179 / 373 150 / 358 126 / 343 105 / 329 87 / 309 71 / 285 149 / 176 129 / 162 111 / 150 95 / 138 81 / 127

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg.71) for details.4. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.5. Where two maximum uniform superimposed service loads are shown, first load is for slabs with no top reinforcing steel within the slab span. Second load is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.6. Where only one load is shown, the load is for slabs without top reinforcement. Addition of top reinforcement does not affect the maximum service loads in thosecases.7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structural components.Long-term deflection has been taken into consideration.

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg. 71) for details.4.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.5.Wheretwomaximumuniformsuperimposedserviceloadsareshown,firstloadisforslabswithnotopreinforcingsteelwithintheslabspan.Secondloadis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheentireslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

6.Whereonlyoneloadisshown,theloadisforslabswithouttopreinforcement.Additionoftopreinforcementdoesnotaffectthe maximum service loads in those cases.

7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 67: Design Guide Deep-Dek Composite

67Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 7.5MAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETEMAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

Total Slab Depth(in.) Gage

Max. Service Stage Spans (ft-in.)

LL=40 psf; SDL=20 psf (88 psf LRFD load) LL=100 psf; SDL=5 psf (166 psf LRFD load)

Single SpanContinuous Span

Single SpanContinuous Span

End Interior End Interior

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125

20 26' - 11" / 32' - 10" 33' - 4" / 37' - 11" 39' - 11" 25' - 9" / 27' - 0" 31' - 2" 32' - 11"18 27' - 9" / 32' - 2" 34' - 3" / 37' - 8" 39' - 9" 26' - 6" / 26' - 6" 31' - 1" 32' - 9"16 28' - 6" / 35' - 1" 35' - 2" / 37' - 7" 39' - 7" 27' - 3" / 28' - 11" 31' - 0" 32' - 8"14 29' - 3" / 38' - 1" 36' - 2" / 37' - 4" 39' - 4" 28' - 0" / 31' - 6" 30' - 11" 32' - 7"

10.625

20 27' - 9" / 33' - 6" 34' - 3" / 39' - 1" 41' - 1" / 41' - 3" 26' - 6" / 27' - 9" 32' - 5" 34' - 2"18 28' - 6" / 36' - 6" 35' - 3" / 38' - 11" 41' - 1" 27' - 4" / 31' - 5" 32' - 4" 34' - 1"16 29' - 3" / 36' - 1" 36' - 1" / 38' - 9" 40' - 10" 28' - 0" / 30' - 0" 32' - 3" 34' - 0"14 30' - 0" / 39' - 0" 37' - 1" / 38' - 7" 40' - 8" 28' - 9" / 32' - 6" 32' - 1" 33' - 10"

11.125

20 28' - 6" / 34' - 1" 35' - 3" / 40' - 0" 42' - 3" / 42' - 6" 27' - 4" / 28' - 5" 33' - 4" 35' - 5"18 29' - 4" / 37' - 6" 36' - 2" / 40' - 2" 42' - 4" 28' - 1" / 32' - 3" 33' - 6" 35' - 4"16 30' - 0" / 37' - 2" 37' - 1" / 40' - 0" 42' - 2" 28' - 10" / 31' - 1" 33' - 5" 35' - 3"14 30' - 9" / 40' - 0" 38' - 0" / 39' - 9" 41' - 11" 29' - 7" / 33' - 6" 33' - 4" 35' - 1"

11.625

20 29' - 3" / 34' - 8" 36' - 2" / 40' - 8" 43' - 4" / 43' - 8" 28' - 1" / 29' - 1" 34' - 1" 36' - 8"18 30' - 1" / 38' - 5" 37' - 2" / 41' - 4" 43' - 6" 28' - 11" / 33' - 0" 34' - 8" 36' - 7"16 30' - 9" / 40' - 0" 38' - 0" / 41' - 2" 43' - 4" 29' - 7" / 36' - 5" 34' - 7" 36' - 6"14 31' - 7" / 41' - 1" 39' - 0" / 40' - 11" 43' - 2" 30' - 4" / 34' - 8" 34' - 6" 36' - 4"

12.125

20 30' - 0" / 35' - 2" 37' - 1" / 41' - 3" 44' - 5" / 44' - 11" 28' - 10" / 29' - 8" 34' - 10" 37' - 11"18 30' - 9" / 39' - 4" 38' - 1" / 42' - 5" 44' - 9" 29' - 8" / 33' - 8" 35' - 10" 37' - 9"16 31' - 6" / 40' - 11" 39' - 0" / 42' - 3" 44' - 7" 30' - 5" / 37' - 3" 35' - 9" 37' - 8"14 32' - 4" / 42' - 8" 39' - 11" / 42' - 1" 44' - 4" 31' - 2" / 39' - 2" 35' - 7" 37' - 7"

12.625

20 30' - 9" / 35' - 8" 38' - 0" / 41' - 10" 45' - 8" / 46' - 1" 29' - 8" / 30' - 3" 35' - 6" 39' - 1"18 31' - 7" / 40' - 3" 39' - 0" / 43' - 6" 45' - 11" 30' - 5" / 34' - 4" 37' - 0" 39' - 0"16 32' - 4" / 41' - 11" 39' - 11" / 43' - 4" 45' - 9" 31' - 2" / 38' - 0" 36' - 10" 38' - 10"14 33' - 2" / 43' - 8" 40' - 11" / 43' - 2" 45' - 6" 32' - 0" / 40' - 2" 36' - 9" 38' - 9"

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125

20 25' - 11" / 33' - 1" 32' - 1" / 40' - 1" 38' - 6" / 42' - 3" 24' - 7" / 28' - 0" 30' - 5" / 32' - 5" 34' - 2"18 26' - 11" / 34' - 0" 33' - 3" / 39' - 10" 39' - 11" / 42' - 0" 25' - 6" / 27' - 6" 31' - 6" / 32' - 3" 34' - 0"16 27' - 10" / 36' - 5" 34' - 4" / 39' - 8" 41' - 3" / 41' - 10" 26' - 5" / 30' - 0" 32' - 2" 33' - 11"14 28' - 9" / 38' - 1" 35' - 7" / 39' - 5" 41' - 6" 27' - 4" / 32' - 8" 32' - 0" 33' - 9"

10.625

20 26' - 9" / 34' - 2" 33' - 0" / 41' - 6" 39' - 7" / 43' - 9" 25' - 5" / 28' - 11" 31' - 5" / 33' - 9" 35' - 7"18 27' - 7" / 36' - 0" 34' - 1" / 41' - 3" 40' - 11" / 43' - 6" 26' - 3" / 32' - 3" 32' - 5" / 33' - 8" 35' - 5"16 28' - 5" / 37' - 7" 35' - 2" / 41' - 1" 42' - 2" / 43' - 4" 27' - 1" / 31' - 2" 33' - 6" / 33' - 6" 35' - 4"14 29' - 4" / 39' - 4" 36' - 3" / 40' - 10" 43' - 1" 28' - 0" / 33' - 9" 33' - 5" 35' - 2"

11.125

20 27' - 6" / 35' - 1" 34' - 0" / 42' - 6" 40' - 10" / 45' - 2" 26' - 2" / 29' - 8" 32' - 5" / 34' - 10" 37' - 0"18 28' - 5" / 37' - 1" 35' - 1" / 42' - 8" 42' - 1" / 45' - 0" 27' - 1" / 33' - 4" 33' - 5" / 35' - 0" 36' - 10"16 29' - 3" / 38' - 11" 36' - 1" / 42' - 6" 43' - 4" / 44' - 9" 27' - 10" / 32' - 5" 34' - 5" / 34' - 10" 36' - 9"14 30' - 1" / 40' - 7" 37' - 2" / 42' - 3" 44' - 6" 28' - 8" / 34' - 11" 34' - 9" 36' - 7"

11.625

20 28' - 3" / 36' - 1" 34' - 11" / 43' - 4" 41' - 11" / 46' - 7" 27' - 0" / 30' - 5" 33' - 4" / 35' - 8" 38' - 4"18 29' - 2" / 38' - 0" 36' - 0" / 44' - 0" 43' - 3" / 46' - 5" 27' - 10" / 34' - 3" 34' - 5" / 36' - 3" 38' - 3"16 30' - 0" / 39' - 11" 37' - 1" / 43' - 10" 44' - 6" / 46' - 2" 28' - 8" / 36' - 0" 35' - 5" / 36' - 2" 38' - 1"14 30' - 10" / 41' - 11" 38' - 1" / 43' - 7" 45' - 8" / 45' - 11" 29' - 6" / 36' - 2" 36' - 0" 38' - 0"

12.125

20 29' - 0" / 37' - 0" 35' - 10" / 44' - 1" 43' - 0" / 48' - 0" 27' - 9" / 31' - 1" 34' - 3" / 36' - 6" 39' - 9"18 29' - 11" / 39' - 0" 37' - 0" / 45' - 4" 44' - 4" / 47' - 10" 28' - 7" / 35' - 3" 35' - 4" / 37' - 7" 39' - 7"16 30' - 9" / 40' - 11" 38' - 0" / 45' - 2" 45' - 7" / 47' - 7" 29' - 5" / 37' - 0" 36' - 5" / 37' - 5" 39' - 6"14 31' - 7" / 42' - 11" 39' - 1" / 44' - 11" 46' - 10" / 47' - 4" 30' - 3" / 38' - 11" 37' - 4" 39' - 4"

12.625

20 29' - 10" / 37' - 11" 36' - 10" / 44' - 10" 44' - 2" / 49' - 4" 28' - 6" / 31' - 9" 35' - 3" / 37' - 3" 41' - 0"18 30' - 9" / 39' - 11" 37' - 11" / 46' - 8" 45' - 7" / 49' - 2" 29' - 5" / 36' - 1" 36' - 4" / 38' - 10" 40' - 11"16 31' - 7" / 41' - 10" 39' - 0" / 46' - 5" 46' - 10" / 48' - 11" 30' - 3" / 38' - 0" 37' - 5" / 38' - 8" 40' - 10"14 32' - 5" / 43' - 11" 40' - 1" / 46' - 2" 48' - 1" / 48' - 8" 31' - 1" / 39' - 11" 38' - 5" / 38' - 7" 40' - 8"

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement tables (pg.68-70) for details.2. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.3. Where two maximum service stage spans are shown, first span is for slabs with no top reinforcing steel within the slab span. Second span is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.4. Where one span is shown, the maximum span is for slabs without top reinforcing steel. Addition of top reinforcing steel does not affect the maximum spans in those cases.5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement tables (pg. 71) for details.2.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.3.Wheretwomaximumservicestagespansareshown,firstspanisforslabswithnotopreinforcingsteelwithintheslabspan.Secondspanis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

4.Whereonespanisshown,themaximumspanisforslabswithouttopreinforcingsteel.Additionoftopreinforcingsteeldoesnotaffect the maximum spans in those cases.

5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 68: Design Guide Deep-Dek Composite

68 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

Total SlabDepth (in.) Gage

Moment of Inertia of Slab Section Transformed to Steel (in.4/ft) ffMn

(ft-kips/ft)ffVn

(kips/ft)

Shear-Bond StrengthCoefficients

Uncracked, Iu Cracked, Ic Average, Iavg m k

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125

20 89.33 / 107.88 32.72 / 39.45 61.02 / 73.67 22.062 5.786 2678.8 0.768118 93.95 / 118.63 40.81 / 51.55 67.38 / 85.09 21.404 7.775 4196.8 0.809816 98.76 / 130.05 49.18 / 62.72 73.97 / 96.38 25.681 8.518 6152.2 0.863514 104.37 / 143.68 59.21 / 76.1 81.79 / 109.89 30.607 8.494 1357.8 1.4399

10.625

20 103.32 / 123.47 37.23 / 44.64 70.27 / 84.06 24.014 6.021 2678.8 0.768118 108.5 / 135.4 46.39 / 58.54 77.44 / 96.97 30.890 8.010 4196.8 0.809816 113.87 / 148.08 55.39 / 73.55 84.63 / 110.82 28.353 8.988 6152.2 0.863514 120.12 / 163.24 65.49 / 89.82 92.81 / 126.53 33.523 8.965 1357.8 1.4399

11.125

20 118.4 / 140.35 42.18 / 50.28 80.29 / 95.31 25.966 6.259 2678.8 0.768118 124.19 / 153.57 52.53 / 65.83 88.36 / 109.7 33.475 8.248 4196.8 0.809816 130.19 / 167.63 62.67 / 82.59 96.43 / 125.11 31.321 9.465 6152.2 0.863514 137.16 / 184.46 73.89 / 103.02 105.52 / 143.74 36.760 9.441 1357.8 1.4399

11.625

20 134.71 / 158.66 47.57 / 56.35 91.14 / 107.51 27.918 6.500 2678.8 0.768118 141.18 / 173.27 59.22 / 73.69 100.2 / 123.48 36.059 8.489 4196.8 0.809816 147.86 / 188.83 70.63 / 92.34 109.25 / 140.58 44.272 9.947 6152.2 0.863514 155.61 / 207.46 83.22 / 115.03 119.42 / 161.24 40.306 9.923 1357.8 1.4399

12.125

20 152.38 / 178.52 53.39 / 62.88 102.89 / 120.7 29.871 6.744 2678.8 0.768118 159.57 / 194.63 66.48 / 82.12 113.03 / 138.37 38.644 8.733 4196.8 0.809816 167 / 211.79 79.28 / 102.79 123.14 / 157.29 47.533 10.434 6152.2 0.863514 175.6 / 232.35 93.38 / 127.89 134.49 / 180.12 57.544 10.411 1357.8 1.4399

12.625

20 171.54 / 200.04 59.67 / 69.85 115.6 / 134.95 31.823 6.990 2678.8 0.768118 179.5 / 217.75 74.31 / 91.13 126.91 / 154.44 41.229 8.979 4196.8 0.809816 187.73 / 236.63 88.62 / 113.95 138.17 / 175.29 50.794 10.927 6152.2 0.863514 197.24 / 259.24 104.38 / 141.61 150.81 / 200.43 61.617 10.904 1357.8 1.4399

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125

20 63.85 / 82.57 30.04 / 38.15 46.94 / 60.36 22.062 4.716 2678.8 0.768118 68.28 / 93.24 37.88 / 48.62 53.08 / 70.93 21.404 6.403 4196.8 0.809816 72.86 / 104.57 46.25 / 59.79 59.55 / 82.18 25.681 6.388 6152.2 0.863514 78.18 / 118.1 56.28 / 73.18 67.23 / 95.64 30.607 6.371 1357.8 1.4399

10.625

20 73.68 / 94.11 34.01 / 44.16 53.84 / 69.13 24.014 4.893 2678.8 0.768118 78.61 / 105.97 42.03 / 57.5 60.32 / 81.74 30.890 6.756 4196.8 0.809816 83.69 / 118.59 50.4 / 69.9 67.05 / 94.24 28.353 6.741 6152.2 0.863514 89.55 / 133.67 60.43 / 84.76 74.99 / 109.22 33.523 6.724 1357.8 1.4399

11.125

20 84.28 / 106.62 38.49 / 49.61 61.39 / 78.12 25.966 5.072 2678.8 0.768118 89.78 / 119.78 47.48 / 65.5 68.63 / 92.64 33.475 7.063 4196.8 0.809816 95.42 / 133.79 56.2 / 82.74 75.81 / 108.26 31.321 7.099 6152.2 0.863514 101.91 / 150.55 66.22 / 99.35 84.07 / 124.95 36.760 7.081 1357.8 1.4399

11.625

20 95.75 / 120.18 43.39 / 55.5 69.57 / 87.84 27.918 5.252 2678.8 0.768118 101.88 / 134.75 53.48 / 73.15 77.68 / 103.95 36.059 7.243 4196.8 0.809816 108.14 / 150.26 63.25 / 92.4 85.69 / 121.33 44.272 7.460 6152.2 0.863514 115.32 / 168.84 73.92 / 116.1 94.62 / 142.47 40.306 7.442 1357.8 1.4399

12.125

20 108.18 / 134.88 48.7 / 61.81 78.44 / 98.34 29.871 5.435 2678.8 0.768118 114.98 / 150.95 60.01 / 81.34 87.5 / 116.15 38.644 7.426 4196.8 0.809816 121.92 / 168.08 70.94 / 102.62 96.43 / 135.35 47.533 7.825 6152.2 0.863514 129.86 / 188.59 82.84 / 128.77 106.35 / 158.68 57.544 7.808 1357.8 1.4399

12.625

20 121.65 / 150.78 54.44 / 68.55 88.04 / 109.66 31.823 5.620 2678.8 0.768118 129.17 / 168.46 67.08 / 90.09 98.12 / 129.28 41.229 7.611 4196.8 0.809816 136.84 / 187.31 79.27 / 113.51 108.05 / 150.41 50.794 8.195 6152.2 0.863514 145.61 / 209.89 92.52 / 142.26 119.07 / 176.07 61.617 8.178 1357.8 1.4399

fMn is factored positive moment capacity; fVn is factored vertical one-way shear capacity.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. For slab deflection calculations, the tabulated moments of inertia shall be used with the modulus of elasticity of 29500 ksi. The first tabulated value is for slabs with no top reinforcing steel within the slab span. The second tabulated value is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4. The shear-bond strength of the slabs shall be calculated using ANSI/ASCE 3-91 Eq. (2-9) and the tabulated m and k coefficients. See shear-bond strength table.

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

Deep-Dek® Composite 7.5MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. Forslabdeflectioncalculations,thetabulatedmomentsofinertiashallbeusedwiththemodulusofelasticityof29500ksi. Thefirsttabulatedvalueisforslabswithnotopreinforcingsteelwithintheslabspan.Thesecondtabulatedvalueis for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.

2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4.Theshear-bondstrengthoftheslabsshallbecalculatedusingANSI/ASCE3-91Eq.(2-9)andthetabulatedmandkcoefficients.

See shear-bond strength table.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 69: Design Guide Deep-Dek Composite

69Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek 7.5 Composite FACTORED SHEAR-BOND STRENGTH OF SLABS

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageFactored Shear-Bond Strength of Slab ffVn,shb (kips/ft) / Spans

25' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0" 31' - 0" 32' - 0" 33' - 0" 34' - 0" 35' - 0" 36' - 0"

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125" 20 3.620 3.630 3.641 3.653 3.664 3.677 3.689 3.702 3.715 3.784 3.799 3.81560 PSF 18 3.921 3.922 3.924 3.926 3.930 3.934 3.939 3.944 3.951 3.957 3.964 4.066

1.52 cu.yd/(100sq.ft) 16 4.460 4.448 4.439 4.431 4.425 4.420 4.417 4.415 4.413 4.413 4.414 4.4166x6 - W1.4 x W1.4 14 6.210 6.219 6.228 6.237 6.247 6.257 6.268 6.279 6.290 6.302 6.314 6.326

10.625" 20 3.921 3.932 3.944 3.957 3.970 3.983 4.053 4.069 4.085 4.101 4.118 4.13566 PSF 18 4.245 4.246 4.248 4.251 4.255 4.260 4.265 4.272 4.373 4.383 4.394 4.405

1.68 cu.yd/(100sq.ft) 16 4.827 4.815 4.805 4.796 4.790 4.785 4.782 4.779 4.778 4.778 4.779 4.7816x6 - W1.4 x W1.4 14 6.720 6.729 6.739 6.749 6.760 6.771 6.783 6.795 6.807 6.820 6.833 6.846

11.125" 20 4.222 4.234 4.247 4.261 4.332 4.349 4.366 4.383 4.401 4.419 4.437 4.45572 PSF 18 4.569 4.570 4.573 4.576 4.580 4.586 4.688 4.698 4.709 4.720 4.732 4.744

1.83 cu.yd/(100sq.ft) 16 5.194 5.181 5.170 5.162 5.155 5.150 5.146 5.144 5.143 5.143 5.144 5.1466x6 - W2.0 x W2.0 14 7.229 7.239 7.250 7.261 7.273 7.285 7.298 7.311 7.324 7.338 7.352 7.366

11.625" 20 4.522 4.536 4.550 4.624 4.642 4.660 4.678 4.697 4.716 4.736 4.755 4.77578 PSF 18 4.893 4.895 4.897 4.901 5.003 5.012 5.022 5.033 5.045 5.057 5.070 5.083

1.99 cu.yd/(100sq.ft) 16 5.562 5.548 5.536 5.527 5.520 5.515 5.511 5.509 5.508 5.508 5.509 5.5126x6 - W2.0 x W2.0 14 7.738 7.749 7.761 7.773 7.786 7.799 7.812 7.826 7.841 7.856 7.871 7.886

12.125" 20 4.823 4.897 4.915 4.933 4.952 4.971 4.991 5.011 5.032 5.053 5.074 5.14384 PSF 18 5.217 5.219 5.222 5.327 5.335 5.345 5.356 5.368 5.381 5.394 5.408 5.422

2.14 cu.yd/(100sq.ft) 16 5.929 5.914 5.902 5.893 5.885 5.880 5.876 5.873 5.872 5.873 5.875 5.8774x4 - W1.4 x W1.4 14 8.248 8.259 8.272 8.285 8.298 8.313 8.327 8.342 8.358 8.373 8.390 8.406

12.625" 20 5.185 5.203 5.222 5.242 5.262 5.283 5.304 5.326 5.348 5.418 5.442 5.46690 PSF 18 5.541 5.643 5.650 5.658 5.668 5.679 5.690 5.703 5.716 5.731 5.746 5.761

2.3 cu.yd/(100sq.ft) 16 6.296 6.281 6.268 6.258 6.250 6.244 6.240 6.238 6.237 6.238 6.240 6.2436x6 - W2.9 x W2.9 14 8.757 8.769 8.783 8.797 8.811 8.826 8.842 8.858 8.874 8.891 8.908 8.926

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125" 20 3.471 3.476 3.534 3.542 3.550 3.558 3.566 3.575 3.584 3.594 3.603 3.61345 PSF 18 3.837 3.834 3.832 3.832 3.832 3.833 3.834 3.836 3.839 3.843 3.846 3.851

1.52 cu.yd/(100sq.ft) 16 4.375 4.360 4.348 4.336 4.327 4.319 4.312 4.307 4.302 4.299 4.296 4.2946x6 - W1.4 x W1.4 14 6.126 6.131 6.137 6.143 6.149 6.156 6.163 6.171 6.179 6.187 6.196 6.204

10.625" 20 3.812 3.819 3.827 3.835 3.843 3.852 3.862 3.872 3.882 3.892 3.903 3.91350 PSF 18 4.152 4.149 4.148 4.147 4.147 4.148 4.150 4.153 4.156 4.159 4.164 4.168

1.68 cu.yd/(100sq.ft) 16 4.734 4.718 4.704 4.692 4.682 4.674 4.666 4.660 4.656 4.652 4.649 4.6476x6 - W1.4 x W1.4 14 6.627 6.632 6.638 6.645 6.652 6.660 6.668 6.676 6.684 6.693 6.703 6.712

11.125" 20 4.103 4.110 4.119 4.128 4.137 4.147 4.157 4.168 4.179 4.190 4.202 4.26854 PSF 18 4.468 4.465 4.463 4.462 4.463 4.464 4.466 4.469 4.472 4.476 4.481 4.486

1.83 cu.yd/(100sq.ft) 16 5.093 5.076 5.061 5.048 5.037 5.028 5.020 5.014 5.009 5.005 5.002 5.0006x6 - W2.0 x W2.0 14 7.128 7.134 7.140 7.147 7.155 7.163 7.172 7.181 7.190 7.200 7.210 7.220

11.625" 20 4.393 4.402 4.411 4.421 4.431 4.442 4.453 4.464 4.476 4.544 4.558 4.57259 PSF 18 4.783 4.780 4.778 4.778 4.778 4.780 4.782 4.785 4.789 4.793 4.798 4.897

1.99 cu.yd/(100sq.ft) 16 5.452 5.433 5.418 5.404 5.392 5.383 5.375 5.368 5.363 5.358 5.355 5.3536x6 - W2.0 x W2.0 14 7.628 7.635 7.642 7.650 7.658 7.667 7.676 7.686 7.696 7.706 7.717 7.727

12.125" 20 4.684 4.693 4.703 4.714 4.725 4.736 4.748 4.817 4.831 4.846 4.861 4.87764 PSF 18 5.099 5.095 5.094 5.093 5.094 5.095 5.098 5.101 5.105 5.205 5.213 5.222

2.14 cu.yd/(100sq.ft) 16 5.810 5.791 5.774 5.760 5.748 5.737 5.729 5.722 5.716 5.712 5.709 5.7064x4 - W1.4 x W1.4 14 8.129 8.136 8.144 8.152 8.161 8.170 8.180 8.190 8.201 8.212 8.224 8.235

12.625" 20 4.975 4.985 4.996 5.007 5.019 5.031 5.102 5.117 5.132 5.148 5.164 5.18168 PSF 18 5.414 5.411 5.409 5.408 5.409 5.411 5.414 5.512 5.520 5.528 5.537 5.546

2.3 cu.yd/(100sq.ft) 16 6.169 6.149 6.131 6.116 6.103 6.092 6.083 6.075 6.070 6.065 6.062 6.0606x6 - W2.9 x W2.9 14 8.630 8.637 8.645 8.654 8.664 8.674 8.684 8.695 8.707 8.718 8.731 8.743

NOTE:

The factored shear-bond strengths of the composite slabs were calculated using ANSI/ASCE 3-91 Eq. (2-9), the m and k coefficients obtained from tests andthe resistance factor of 0.75 from ANSI/SDI C-2017.

NOTE:Thefactoredshear-bondstrengthsofthecompositeslabswerecalculatedusingANSI/ASCE3-91Eq.(2-9),themandkcoefficientsobtainedfromtests and the resistance factor of 0.75 from ANSI/SDI C-2017.

Deep-Dek® Composite 7.5FACTORED SHEAR-BOND STRENGTH OF SLABS

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 70: Design Guide Deep-Dek Composite

70 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

Total SlabDepth (in.) Slab Span (ft)

LL=40 psf, SDL=20 psf LL=100 psf, SDL=5 psf(88 psf LRFD factored load) (166 psf LRFD factored load)

-WL2/9 -WL2/10 -WL2/11 -WL2/9 -WL2/10 -WL2/11

5000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125

30 5@8 5@9 5@10 6@7 6@8 5@632 5@7 5@7 5@8 - 4@3 6@834 5@6 5@6 5@7 - - -36 6@7 5@6 5@6 - - -

10.625

30 5@8 5@9 5@9 6@7 5@6 5@632 5@7 5@8 5@8 - 6@7 6@834 5@6 5@7 5@7 - - 6@736 6@7 5@6 5@6 - - -

11.125

30 5@8 5@8 5@9 6@7 5@6 5@732 5@7 5@8 5@9 6@6 6@7 5@634 5@6 5@7 5@7 - 6@6 6@736 6@7 5@6 5@7 - - 6@6

11.625

30 5@8 5@8 5@8 6@8 5@6 5@732 5@7 5@8 5@8 6@7 6@8 5@634 5@6 5@7 5@8 4@2 6@6 6@736 6@8 5@6 5@7 - - 6@6

12.125

30 5@7 5@8 5@8 5@6 5@6 5@732 5@7 5@8 5@8 6@7 6@8 5@634 5@6 5@7 5@8 6@6 6@7 6@836 6@8 5@6 5@7 - 6@6 6@7

12.625

30 5@7 5@7 5@7 5@6 5@6 5@732 5@7 5@7 5@7 6@7 5@6 5@634 5@6 5@7 5@7 6@6 6@7 6@836 6@8 5@6 5@7 6@5 6@6 6@7

5000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125

30 5@9 5@10 5@10 6@8 5@6 5@732 5@7 5@8 5@9 - 6@7 5@634 5@6 5@7 5@8 - - 6@736 5@6 5@6 5@7 - - -

10.625

30 5@9 5@9 5@9 6@8 5@6 5@732 5@8 5@9 5@9 6@7 6@8 5@634 5@7 5@8 5@8 - 6@7 6@736 5@6 5@7 5@7 - - 6@6

11.125

30 5@8 5@9 5@9 5@6 5@7 5@732 5@8 5@9 5@9 6@7 5@6 5@634 5@7 5@8 5@9 6@6 6@7 6@836 5@6 5@7 5@8 - - 6@7

11.625

30 5@8 5@8 5@8 5@6 5@7 5@832 5@8 5@8 5@8 6@7 5@6 5@634 5@7 5@8 5@8 6@6 6@7 5@636 5@6 5@7 5@8 - 6@6 6@7

12.125

30 5@7 5@8 5@8 5@6 5@7 5@832 5@7 5@8 5@8 6@8 5@6 5@734 5@7 5@8 5@8 6@7 6@7 5@636 5@6 5@7 5@8 6@6 6@6 6@7

12.625

30 5@7 5@7 5@7 5@6 5@7 5@732 5@7 5@7 5@7 6@8 5@6 5@734 5@7 5@7 5@7 6@7 6@8 5@636 5@6 5@7 5@7 6@6 6@7 6@8

NOTES:

1. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10 columns apply to first interior supportof the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more thantwo spans.

NOTES:1.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.

Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10columnsapplytofirstinterior

support of the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more than two spans.

5000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

Deep-Dek® Composite 7.5SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 71: Design Guide Deep-Dek Composite

71Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 7.5MAXIMUM DESIGN NEGATIVE MOMENT

CAPACITY OF COMPOSITE SLABS

MAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)10.125 10.625 11.125 11.625 12.125 12.625

4000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 13.738 14.575 - - - -5@9 15.087 16.017 16.947 17.877 - -5@8 16.725 17.771 18.817 19.863 20.910 21.9565@7 18.748 19.944 21.140 22.335 23.531 24.7275@6 21.304 22.699 24.094 25.489 26.884 28.279

6@12 15.816 16.806 17.796 18.786 19.776 20.7666@10 18.498 19.686 20.874 22.062 23.250 24.4386@9 20.197 21.517 22.837 24.157 25.477 26.7976@8 - - 25.190 26.675 28.160 29.645

7@12 20.404 21.754 23.104 24.454 25.804 27.1547@10 - - - 28.450 30.070 31.690

5000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 14.024 - - - - -5@9 15.441 16.371 17.301 - - -5@8 17.172 18.219 19.265 20.311 21.357 22.4045@7 19.333 20.529 21.725 22.920 24.116 25.3125@6 22.100 23.495 24.890 26.285 27.680 29.075

6@12 16.216 17.206 18.196 19.186 20.176 -6@10 19.075 20.263 21.451 22.639 23.827 25.0156@9 20.909 22.229 23.549 24.869 26.189 27.5096@8 23.122 24.607 26.092 27.577 29.062 30.547

7@12 21.149 22.499 23.849 25.199 26.549 27.8997@10 24.664 26.284 27.904 29.524 31.144 32.764

6000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 14.215 - - - - -5@9 15.677 16.607 17.537 - - -5@8 17.471 18.517 19.563 20.610 21.656 22.7025@7 19.723 20.919 22.114 23.310 24.506 25.7025@6 22.631 24.026 25.421 26.816 28.211 29.606

6@12 16.484 17.474 18.464 19.454 20.444 -6@10 19.460 20.648 21.836 23.024 24.212 25.4006@9 21.384 22.704 24.024 25.344 26.664 27.9846@8 23.723 25.208 26.693 28.178 29.663 31.148

7@12 21.646 22.996 24.346 25.696 27.046 28.3967@10 25.379 26.999 28.619 30.239 31.859 33.479

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

5000 PSI OF ANY DENSITY

MAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)10.125 10.625 11.125 11.625 12.125 12.625

4000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 13.738 14.575 - - - -5@9 15.087 16.017 16.947 17.877 - -5@8 16.725 17.771 18.817 19.863 20.910 21.9565@7 18.748 19.944 21.140 22.335 23.531 24.7275@6 21.304 22.699 24.094 25.489 26.884 28.279

6@12 15.816 16.806 17.796 18.786 19.776 20.7666@10 18.498 19.686 20.874 22.062 23.250 24.4386@9 20.197 21.517 22.837 24.157 25.477 26.7976@8 - - 25.190 26.675 28.160 29.645

7@12 20.404 21.754 23.104 24.454 25.804 27.1547@10 - - - 28.450 30.070 31.690

5000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 14.024 - - - - -5@9 15.441 16.371 17.301 - - -5@8 17.172 18.219 19.265 20.311 21.357 22.4045@7 19.333 20.529 21.725 22.920 24.116 25.3125@6 22.100 23.495 24.890 26.285 27.680 29.075

6@12 16.216 17.206 18.196 19.186 20.176 -6@10 19.075 20.263 21.451 22.639 23.827 25.0156@9 20.909 22.229 23.549 24.869 26.189 27.5096@8 23.122 24.607 26.092 27.577 29.062 30.547

7@12 21.149 22.499 23.849 25.199 26.549 27.8997@10 24.664 26.284 27.904 29.524 31.144 32.764

6000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 14.215 - - - - -5@9 15.677 16.607 17.537 - - -5@8 17.471 18.517 19.563 20.610 21.656 22.7025@7 19.723 20.919 22.114 23.310 24.506 25.7025@6 22.631 24.026 25.421 26.816 28.211 29.606

6@12 16.484 17.474 18.464 19.454 20.444 -6@10 19.460 20.648 21.836 23.024 24.212 25.4006@9 21.384 22.704 24.024 25.344 26.664 27.9846@8 23.723 25.208 26.693 28.178 29.663 31.148

7@12 21.646 22.996 24.346 25.696 27.046 28.3967@10 25.379 26.999 28.619 30.239 31.859 33.479

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities.

It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span length taken as the average of the adjacent span lengths (spans shall be approximately equal with the larger of twoadjacentspansnotgreaterthantheshorterbymorethan20%),ft;Mreq,LRFD = required LRFD factored negativemomentcapacity,lb-ft/ftdeckwidth;C=negativebendingcoefficient(9forinteriorsupportof twospancontinuouscompositeslab;10forfirstinteriorsupportofcompositeslabcontinuousovermore than two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where oMn≥Mreq,LRFD (LRFD)

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 72: Design Guide Deep-Dek Composite

72 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

Gage

Maximum Uniform Superimposed Service Loads (psf)

Simple Spans Continuous SpansNegative Moment Steel Reinforcing Required

25' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0" 32' - 0" 33' - 0" 34' - 0" 35' - 0" 36' - 0"

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125" 20 75 / 132 60 / 118 47 / 106 - / 95 - / 86 - / 77 61 / 103 50 / 94 40 / 86 - / 78 - / 7160 PSF 18 87 / 181 70 / 165 56 / 150 43 / 136 - / 123 - / 112 69 / 115 57 / 106 46 / 97 - / 88 - / 81

1.52 cu.yd/(100sq.ft) 16 100 / 163 81 / 147 66 / 133 52 / 120 40 / 108 - / 98 80 / 114 67 / 105 55 / 96 45 / 88 - / 806x6 - W1.4 x W1.4 14 115 / 202 94 / 183 77 / 166 62 / 151 49 / 137 - / 125 93 / 113 78 / 103 66 / 95 54 / 86 44 / 79

10.625" 20 90 / 143 73 / 128 57 / 115 44 / 103 - / 93 - / 83 74 / 111 61 / 102 50 / 93 40 / 85 - / 7766 PSF 18 104 / 195 85 / 180 68 / 163 54 / 148 41 / 134 - / 122 83 / 129 72 / 118 60 / 108 49 / 99 - / 91

1.68 cu.yd/(100sq.ft) 16 118 / 182 97 / 164 79 / 148 63 / 134 50 / 121 - / 110 95 / 128 80 / 117 67 / 107 55 / 98 44 / 906x6 - W1.4 x W1.4 14 134 / 223 111 / 202 91 / 184 74 / 167 59 / 152 46 / 138 109 / 127 93 / 116 78 / 106 65 / 97 54 / 89

11.125" 20 108 / 154 88 / 138 70 / 124 55 / 111 42 / 100 - / 90 90 / 120 75 / 110 62 / 100 50 / 91 40 / 8372 PSF 18 124 / 210 102 / 195 82 / 176 66 / 160 52 / 145 - / 132 103 / 144 87 / 132 73 / 121 60 / 111 49 / 102

1.83 cu.yd/(100sq.ft) 16 140 / 242 115 / 231 95 / 220 77 / 209 61 / 191 48 / 175 114 / 143 96 / 131 81 / 120 68 / 110 55 / 1016x6 - W2.0 x W2.0 14 157 / 247 131 / 224 108 / 203 89 / 185 72 / 168 57 / 153 129 / 142 111 / 130 94 / 119 79 / 109 66 / 100

11.625" 20 127 / 165 104 / 148 84 / 133 67 / 119 52 / 107 - / 96 106 / 129 89 / 117 75 / 107 62 / 97 50 / 8978 PSF 18 145 / 225 119 / 209 98 / 189 79 / 172 63 / 156 49 / 142 121 / 160 103 / 147 87 / 135 73 / 124 60 / 113

1.99 cu.yd/(100sq.ft) 16 163 / 259 135 / 247 112 / 235 91 / 225 74 / 206 58 / 188 134 / 159 114 / 146 97 / 134 81 / 123 67 / 1126x6 - W2.0 x W2.0 14 183 / 376 153 / 343 127 / 313 105 / 287 86 / 263 69 / 241 151 / 158 130 / 145 111 / 133 94 / 121 79 / 111

12.125" 20 149 / 176 122 / 158 100 / 142 80 / 127 64 / 114 49 / 102 124 / 137 106 / 125 89 / 114 74 / 104 #VALUE!84 PSF 18 168 / 239 140 / 224 115 / 203 94 / 184 76 / 167 60 / 151 141 / 176 121 / 162 103 / 149 87 / 137 73 / 126

2.14 cu.yd/(100sq.ft) 16 188 / 276 157 / 263 131 / 251 108 / 240 88 / 221 71 / 202 156 / 176 134 / 161 114 / 148 97 / 136 81 / 1254x4 - W1.4 x W1.4 14 211 / 404 177 / 368 148 / 336 123 / 308 102 / 282 83 / 259 175 152 / 160 130 / 147 111 / 135 95 / 124

12.625" 20 174 / 187 144 / 168 119 / 150 97 / 135 78 / 121 61 / 109 146 125 / 133 #VALUE! #VALUE! #VALUE!90 PSF 18 196 / 254 163 / 238 136 / 216 112 / 196 91 / 178 73 / 161 166 / 187 142 / 179 122 / 164 104 / 151 88 / 139

2.3 cu.yd/(100sq.ft) 16 218 / 292 183 / 279 153 / 266 127 / 255 105 / 236 85 / 216 181 / 194 156 / 178 134 / 163 115 / 150 97 / 1386x6 - W2.9 x W2.9 14 243 / 430 205 / 394 173 / 360 145 / 329 120 / 302 99 / 278 193 177 153 / 162 131 / 149 112 / 137

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125" 20 57 / 143 45 / 129 - / 117 - / 106 - / 96 - / 88 46 / 114 - / 105 - / 97 - / 89 - / 8245 PSF 18 68 / 183 55 / 175 44 / 161 - / 147 - / 132 - / 119 54 / 126 45 / 116 - / 107 - / 99 - / 92

1.52 cu.yd/(100sq.ft) 16 81 / 174 66 / 158 53 / 143 43 / 131 - / 119 - / 109 65 / 125 54 / 115 45 / 106 - / 98 - / 916x6 - W1.4 x W1.4 14 95 / 213 79 / 194 65 / 177 52 / 162 42 / 148 - / 136 78 / 124 66 / 114 55 / 105 46 / 97 - / 90

10.625" 20 68 / 155 55 / 140 43 / 127 - / 115 - / 105 - / 95 55 / 123 46 / 114 - / 105 - / 97 - / 8950 PSF 18 81 / 198 66 / 189 53 / 175 41 / 160 - / 146 - / 134 64 / 141 53 / 130 44 / 120 - / 111 - / 103

1.68 cu.yd/(100sq.ft) 16 93 / 193 77 / 176 62 / 160 50 / 146 40 / 133 - / 121 76 / 140 64 / 129 53 / 119 44 / 110 - / 1026x6 - W1.4 x W1.4 14 109 / 235 90 / 214 74 / 196 60 / 179 49 / 164 - / 150 89 / 139 76 / 128 64 / 118 54 / 109 44 / 101

11.125" 20 82 / 167 66 / 151 53 / 137 41 / 124 - / 113 - / 103 67 / 133 56 / 122 46 / 113 - / 104 - / 9654 PSF 18 96 / 213 78 / 204 64 / 189 51 / 173 40 / 158 - / 145 77 / 157 65 / 145 54 / 134 44 / 124 - / 115

1.83 cu.yd/(100sq.ft) 16 110 / 245 91 / 234 74 / 223 60 / 214 48 / 200 - / 181 89 / 156 76 / 144 64 / 133 53 / 123 44 / 1146x6 - W2.0 x W2.0 14 125 / 260 104 / 237 87 / 216 71 / 198 58 / 181 46 / 166 103 / 155 88 / 143 75 / 132 63 / 122 53 / 113

11.625" 20 96 / 179 78 / 162 63 / 147 50 / 133 - / 121 - / 110 79 / 143 67 / 131 56 / 121 46 / 112 - / 10359 PSF 18 112 / 228 92 / 218 75 / 204 61 / 186 48 / 170 - / 156 91 / 172 77 / 161 64 / 149 53 / 138 46 / 128

1.99 cu.yd/(100sq.ft) 16 127 / 262 106 / 250 87 / 239 72 / 229 58 / 219 46 / 202 105 / 173 89 / 160 76 / 148 64 / 137 53 / 1276x6 - W2.0 x W2.0 14 145 / 376 121 / 357 101 / 324 84 / 291 69 / 262 55 / 236 120 / 172 103 / 159 88 / 147 75 / 136 63 / 125

12.125" 20 112 / 191 92 / 173 75 / 157 60 / 142 47 / 129 - / 117 93 / 151 79 / 140 67 / 129 55 / 119 45 / 11064 PSF 18 129 / 243 107 / 232 89 / 218 72 / 199 58 / 182 46 / 167 106 / 183 90 / 176 79 / 164 67 / 152 56 / 141

2.14 cu.yd/(100sq.ft) 16 147 / 279 123 / 266 102 / 254 84 / 243 69 / 233 55 / 217 122 / 191 105 / 177 89 / 163 76 / 151 64 / 1404x4 - W1.4 x W1.4 14 167 / 394 140 / 378 118 / 352 98 / 323 81 / 292 66 / 264 139 / 190 120 / 175 104 / 162 89 / 150 75 / 139

12.625" 20 131 / 203 108 / 184 89 / 167 72 / 151 58 / 137 45 / 125 110 / 154 94 / 148 80 / 137 67 / 127 56 / 11768 PSF 18 150 / 258 126 / 246 104 / 232 86 / 212 70 / 194 56 / 178 127 / 192 109 / 185 94 / 179 80 / 167 67 / 155

2.3 cu.yd/(100sq.ft) 16 170 / 296 143 / 282 120 / 270 99 / 258 82 / 248 67 / 232 142 / 210 122 / 194 105 / 180 90 / 166 76 / 1546x6 - W2.9 x W2.9 14 192 / 412 162 / 395 137 / 376 115 / 346 95 / 318 79 / 293 161 / 209 140 / 193 121 / 179 104 / 165 89 / 153

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg.71) for details.4. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.5. Where two maximum uniform superimposed service loads are shown, first load is for slabs with no top reinforcing steel within the slab span. Second load is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.6. Where only one load is shown, the load is for slabs without top reinforcement. Addition of top reinforcement does not affect the maximum service loads in thosecases.7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structuralcomponents. Long-term deflection has been taken into consideration.

NOTES:1. The slab weight has been subtracted from the loads listed above.2. Uniform superimposed service loads were determined by dividing the superimposed LRFD design loads controlled by strength by the load factor of 1.6.3. Negative moment (top) reinforcement is required over supports of continuous slabs. See negative reinforcement table (pg. 77) for details.4.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.5.Wheretwomaximumuniformsuperimposedserviceloadsareshown,firstloadisforslabswithnotopreinforcingsteelwithintheslabspan.Secondloadis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheentireslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

6.Whereonlyoneloadisshown,theloadisforslabswithouttopreinforcement.Additionoftopreinforcementdoesnotaffectthe maximum service loads in those cases.

7. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.8.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

Deep-Dek® Composite 7.5MAXIMUM UNIFORM SUPERIMPOSED SERVICE LOADS

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 73: Design Guide Deep-Dek Composite

73Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

Deep-Dek® Composite 7.5MAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

MAXIMUM ALLOWABLE SPANS OF COMPOSITE SLABS FOR SERVICE STAGE

Total Slab Depth(in.) Gage

Max. Service Stage Spans (ft-in.)

LL=40 psf; SDL=20 psf (88 psf LRFD load) LL=100 psf; SDL=5 psf (166 psf LRFD load)

Single SpanContinuous Span

Single SpanContinuous Span

End Interior End Interior

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125

20 27' - 6" / 33' - 1" 34' - 0" / 38' - 9" 40' - 9" / 42' - 8" 26' - 3" / 27' - 3" 31' - 11" 35' - 1"18 28' - 3" / 36' - 0" 34' - 11" / 40' - 3" 41' - 11" / 42' - 5" 27' - 0" / 30' - 10" 33' - 2" 35' - 0"16 29' - 0" / 35' - 8" 35' - 10" / 40' - 1" 42' - 3" 27' - 8" / 29' - 5" 33' - 1" 34' - 11"14 29' - 9" / 38' - 8" 36' - 9" / 39' - 10" 42' - 0" 28' - 6" / 32' - 0" 33' - 0" 34' - 9"

10.625

20 28' - 4" / 33' - 9" 35' - 0" / 39' - 7" 42' - 0" / 44' - 0" 27' - 1" / 27' - 11" 32' - 9" 36' - 6"18 29' - 1" / 37' - 0" 35' - 11" / 41' - 7" 43' - 1" / 43' - 10" 27' - 10" / 31' - 8" 34' - 5" / 34' - 6" 36' - 5"16 29' - 9" / 36' - 9" 36' - 9" / 41' - 5" 43' - 7" 28' - 6" / 30' - 7" 34' - 5" 36' - 3"14 30' - 6" / 39' - 9" 37' - 8" / 41' - 2" 43' - 5" 29' - 3" / 33' - 1" 34' - 3" 36' - 2"

11.125

20 29' - 1" / 34' - 4" 36' - 0" / 40' - 3" 43' - 2" / 45' - 4" 27' - 11" / 28' - 8" 33' - 7" 37' - 10"18 29' - 11" / 38' - 0" 36' - 11" / 42' - 10" 44' - 4" / 45' - 2" 28' - 8" / 32' - 6" 35' - 5" / 35' - 9" 37' - 9"16 30' - 7" / 39' - 6" 37' - 10" / 42' - 8" 45' - 0" 29' - 4" / 36' - 0" 35' - 8" 37' - 7"14 31' - 4" / 40' - 11" 38' - 9" / 42' - 5" 44' - 9" 30' - 1" / 34' - 3" 35' - 7" 37' - 6"

11.625

20 29' - 10" / 34' - 11" 36' - 11" / 40' - 11" 44' - 3" / 46' - 8" 28' - 8" / 29' - 3" 34' - 4" 39' - 2"18 30' - 8" / 39' - 0" 37' - 10" / 44' - 1" 45' - 5" / 46' - 6" 29' - 5" / 33' - 3" 36' - 5" / 37' - 0" 39' - 1"16 31' - 4" / 40' - 6" 38' - 9" / 43' - 11" 46' - 3" 30' - 2" / 36' - 10" 36' - 11" 38' - 11"14 32' - 2" / 42' - 2" 39' - 8" / 43' - 8" 46' - 1" 30' - 11" / 38' - 7" 36' - 10" 38' - 9"

12.125

20 30' - 7" / 35' - 5" 37' - 10" / 41' - 6" 45' - 5" / 47' - 11" 29' - 5" / 29' - 10" 35' - 0" 40' - 5"18 31' - 5" / 39' - 11" 38' - 10" / 45' - 3" 46' - 7" / 47' - 9" 30' - 3" / 33' - 11" 37' - 4" / 38' - 3" 40' - 4"16 32' - 2" / 41' - 6" 39' - 9" / 45' - 1" 47' - 7" 31' - 0" / 37' - 7" 38' - 2" 40' - 3"14 32' - 11" / 43' - 2" 40' - 8" / 44' - 11" 47' - 4" 31' - 9" / 39' - 7" 38' - 0" 40' - 1"

12.625

20 31' - 5" / 35' - 10" 38' - 10" / 42' - 0" 46' - 7" / 49' - 2" 30' - 3" / 30' - 5" 35' - 8" 41' - 8"18 32' - 2" / 40' - 9" 39' - 10" / 46' - 6" 47' - 9" / 49' - 0" 31' - 1" / 34' - 7" 38' - 4" / 39' - 6" 41' - 7"16 32' - 11" / 42' - 6" 40' - 9" / 46' - 3" 48' - 9" 31' - 9" / 38' - 4" 39' - 3" / 39' - 4" 41' - 6"14 33' - 9" / 44' - 2" 41' - 8" / 46' - 1" 48' - 7" 32' - 7" / 40' - 8" 39' - 3" 41' - 4"

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125

20 26' - 5" / 33' - 7" 32' - 8" / 41' - 0" 39' - 2" / 45' - 1" 25' - 1" / 28' - 3" 31' - 0" / 33' - 1" 36' - 5"18 27' - 4" / 35' - 3" 33' - 9" / 42' - 7" 40' - 6" / 44' - 10" 25' - 11" / 31' - 5" 32' - 1" / 34' - 5" 36' - 4"16 28' - 2" / 36' - 10" 34' - 10" / 42' - 4" 41' - 10" / 44' - 7" 26' - 10" / 30' - 6" 33' - 1" / 34' - 4" 36' - 2"14 29' - 2" / 38' - 6" 36' - 0" / 42' - 1" 43' - 3" / 44' - 4" 27' - 9" / 33' - 2" 34' - 2" 36' - 0"

10.625

20 27' - 3" / 34' - 7" 33' - 8" / 41' - 11" 40' - 5" / 46' - 8" 25' - 11" / 29' - 1" 32' - 0" / 34' - 1" 38' - 0"18 28' - 1" / 36' - 6" 34' - 9" / 44' - 1" 41' - 8" / 46' - 5" 26' - 9" / 32' - 8" 33' - 0" / 35' - 11" 37' - 10"16 28' - 11" / 38' - 0" 35' - 9" / 43' - 10" 42' - 10" / 46' - 3" 27' - 6" / 31' - 9" 34' - 0" / 35' - 9" 37' - 9"14 29' - 9" / 39' - 9" 36' - 10" / 43' - 7" 44' - 2" / 45' - 11" 28' - 5" / 34' - 5" 35' - 1" / 35' - 8" 37' - 7"

11.125

20 28' - 1" / 35' - 7" 34' - 8" / 42' - 10" 41' - 7" / 48' - 3" 26' - 8" / 29' - 11" 33' - 0" / 35' - 0" 39' - 6"18 28' - 11" / 37' - 6" 35' - 9" / 45' - 7" 42' - 11" / 48' - 0" 27' - 7" / 33' - 8" 34' - 1" / 37' - 4" 39' - 4"16 29' - 9" / 39' - 3" 36' - 9" / 45' - 4" 44' - 1" / 47' - 9" 28' - 4" / 35' - 4" 35' - 0" / 37' - 2" 39' - 3"14 30' - 6" / 41' - 0" 37' - 9" / 45' - 1" 45' - 3" / 47' - 6" 29' - 2" / 35' - 8" 36' - 0" / 37' - 1" 39' - 1"

11.625

20 28' - 10" / 36' - 7" 35' - 7" / 43' - 8" 42' - 9" / 49' - 9" 27' - 6" / 30' - 7" 34' - 0" / 35' - 11" 40' - 9" / 40' - 11"18 29' - 8" / 38' - 5" 36' - 8" / 47' - 0" 44' - 0" / 49' - 6" 28' - 4" / 34' - 8" 35' - 0" / 38' - 9" 40' - 10"16 30' - 6" / 40' - 3" 37' - 8" / 46' - 9" 45' - 3" / 49' - 4" 29' - 2" / 36' - 4" 36' - 0" / 38' - 7" 40' - 8"14 31' - 4" / 42' - 3" 38' - 9" / 46' - 6" 46' - 6" / 49' - 0" 30' - 0" / 38' - 2" 37' - 0" / 38' - 5" 40' - 6"

12.125

20 29' - 7" / 37' - 6" 36' - 6" / 44' - 4" 43' - 10" / 51' - 3" 28' - 3" / 31' - 4" 34' - 11" / 36' - 8" 41' - 11" / 42' - 5"18 30' - 6" / 39' - 5" 37' - 8" / 48' - 5" 45' - 2" / 51' - 0" 29' - 2" / 35' - 7" 36' - 0" / 40' - 1" 42' - 3"16 31' - 3" / 41' - 3" 38' - 8" / 48' - 2" 46' - 5" / 50' - 9" 29' - 11" / 37' - 5" 37' - 0" / 40' - 0" 42' - 1"14 32' - 2" / 43' - 3" 39' - 8" / 47' - 11" 47' - 8" / 50' - 6" 30' - 9" / 39' - 3" 38' - 1" / 39' - 10" 42' - 0"

12.625

20 30' - 5" / 38' - 5" 37' - 6" / 45' - 1" 45' - 1" / 52' - 8" 29' - 1" / 31' - 11" 35' - 11" / 37' - 5" 43' - 1" / 43' - 10"18 31' - 3" / 40' - 5" 38' - 8" / 49' - 9" 46' - 5" / 52' - 6" 30' - 0" / 36' - 4" 37' - 0" / 41' - 5" 43' - 8"16 32' - 1" / 42' - 3" 39' - 8" / 49' - 7" 47' - 7" / 52' - 3" 30' - 9" / 38' - 5" 38' - 0" / 41' - 4" 43' - 6"14 33' - 0" / 44' - 4" 40' - 9" / 49' - 4" 48' - 11" / 52' - 0" 31' - 7" / 40' - 3" 39' - 1" / 41' - 2" 43' - 5"

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement tables (pg.68-70) for details.2. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Contact New Millennium for unequal span slab design.3. Where two maximum service stage spans are shown, first span is for slabs with no top reinforcing steel within the slab span. Second span is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the slab span for long-term deflection control. This amount of top reinforcing steel results in the long-term deflection coefficient of 0.6.4. Where one span is shown, the maximum span is for slabs without top reinforcing steel. Addition of top reinforcing steel does not affect the maximum spans in those cases.5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6. Composite slab service stage tables are based on deflection limits of L/360 under live load and L/240 under total load after attachment of non-structural components.Long-term deflection has been taken into consideration.

NOTES:1. Negative moment (top) reinforcement is required over supports of continuous spans. See negative reinforcement tables (pg. 77) for details.2.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.ContactNewMillenniumforunequalspanslabdesign.3.Wheretwomaximumservicestagespansareshown,firstspanisforslabswithnotopreinforcingsteelwithintheslabspan.Secondspanis

for slabs with top reinforcing steel in the amount of not less than 1.17As (where Asisdeckarea)alongtheslabspanforlong-termdeflectioncontrol. Thisamountoftopreinforcingsteelresultsinthelong-termdeflectioncoefficientof0.6.

4.Whereonespanisshown,themaximumspanisforslabswithouttopreinforcingsteel.Additionoftopreinforcingsteeldoesnotaffect the maximum spans in those cases.

5. Composite slab service stage calculations are based on ANSI/SDI C-2017 and ASCE 3-91.6.CompositeslabservicestagetablesarebasedondeflectionlimitsofL/360underliveloadandL/240undertotalloadafterattachmentofnon-structural components.Long-termdeflectionhasbeentakenintoconsideration.

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 74: Design Guide Deep-Dek Composite

74 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

Total SlabDepth (in.) Gage

Moment of Inertia of Slab Section Transformed to Steel (in.4/ft) ffMn

(ft-kips/ft)ffVn

(kips/ft)

Shear-Bond StrengthCoefficients

Uncracked, Iu Cracked, Ic Average, Iavg m k

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125

20 96.47 / 114.99 33.31 / 39.58 64.89 / 77.29 22.413 6.194 2678.8 0.768118 101.12 / 125.76 41.62 / 51.91 71.37 / 88.83 28.921 8.182 4196.8 0.809816 105.98 / 137.19 50 / 63.54 77.99 / 100.37 26.543 9.331 6152.2 0.863514 111.65 / 150.85 60.03 / 76.93 85.84 / 113.89 31.638 9.305 1357.8 1.4399

10.625

20 111.62 / 131.72 37.91 / 44.81 74.76 / 88.27 24.366 6.452 2678.8 0.768118 116.84 / 143.66 47.33 / 58.67 82.09 / 101.17 31.506 8.440 4196.8 0.809816 122.27 / 156.36 56.61 / 73.6 89.44 / 114.98 29.447 9.846 6152.2 0.863514 128.6 / 171.54 66.91 / 91.25 97.76 / 131.39 34.818 9.821 1357.8 1.4399

11.125

20 127.95 / 149.84 42.96 / 50.49 85.45 / 100.16 26.318 6.713 2678.8 0.768118 133.8 / 163.06 53.6 / 66.01 93.7 / 114.54 34.091 8.701 4196.8 0.809816 139.87 / 177.14 64.07 / 82.7 101.97 / 129.92 41.992 10.368 6152.2 0.863514 146.93 / 193.98 75.66 / 102.98 111.29 / 148.48 38.341 10.343 1357.8 1.4399

11.625

20 145.61 / 169.48 48.44 / 56.61 97.03 / 113.05 28.270 6.977 2678.8 0.768118 152.14 / 184.1 60.44 / 73.93 106.29 / 129.01 36.676 8.965 4196.8 0.809816 158.91 / 199.67 72.22 / 92.5 115.57 / 146.09 45.253 10.896 6152.2 0.863514 166.77 / 218.31 85.25 / 115.04 126.01 / 166.67 55.001 10.870 1357.8 1.4399

12.125

20 164.75 / 190.79 54.38 / 63.19 109.56 / 126.99 30.222 7.244 2678.8 0.768118 172.02 / 206.9 67.85 / 82.42 119.93 / 144.66 39.261 9.232 4196.8 0.809816 179.53 / 224.08 81.07 / 103.02 130.3 / 163.55 48.514 11.430 6152.2 0.863514 188.26 / 244.64 95.67 / 127.97 141.96 / 186.31 59.075 11.404 1357.8 1.4399

12.625

20 185.5 / 213.89 60.76 / 70.22 123.13 / 142.06 32.175 7.514 2678.8 0.768118 193.55 / 231.61 75.84 / 91.5 134.69 / 161.55 41.846 9.502 4196.8 0.809816 201.88 / 250.49 90.62 / 114.25 146.25 / 182.37 51.775 11.970 6152.2 0.863514 211.53 / 273.12 106.94 / 141.77 159.24 / 207.44 63.149 11.944 1357.8 1.4399

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125

20 68.61 / 87.28 30.58 / 38.7 49.59 / 62.99 22.413 5.023 2678.8 0.768118 73.08 / 97.97 38.43 / 49.17 55.76 / 73.57 28.921 7.013 4196.8 0.809816 77.71 / 109.32 46.79 / 60.33 62.25 / 84.83 26.543 6.998 6152.2 0.863514 83.1 / 122.87 56.82 / 73.72 69.96 / 98.3 31.638 6.979 1357.8 1.4399

10.625

20 79.21 / 99.57 34.73 / 44.22 56.97 / 71.9 24.366 5.216 2678.8 0.768118 84.2 / 111.45 42.97 / 58.36 63.59 / 84.9 31.506 7.207 4196.8 0.809816 89.35 / 124.08 51.34 / 70.84 70.35 / 97.46 29.447 7.385 6152.2 0.863514 95.31 / 139.18 61.37 / 85.71 78.34 / 112.44 34.818 7.366 1357.8 1.4399

11.125

20 90.65 / 112.89 39.32 / 49.71 64.99 / 81.3 26.318 5.412 2678.8 0.768118 96.22 / 126.07 48.61 / 65.5 72.42 / 95.78 34.091 7.402 4196.8 0.809816 101.95 / 140.09 57.63 / 82.69 79.79 / 111.39 41.992 7.776 6152.2 0.863514 108.55 / 156.87 67.72 / 100.84 88.13 / 128.85 38.341 7.757 1357.8 1.4399

11.625

20 103.03 / 127.34 44.33 / 55.63 73.68 / 91.49 28.270 5.610 2678.8 0.768118 109.24 / 141.92 54.77 / 73.18 82 / 107.55 36.676 7.600 4196.8 0.809816 115.6 / 157.44 64.89 / 92.26 90.24 / 124.85 45.253 8.172 6152.2 0.863514 122.91 / 176.02 75.97 / 115.69 99.44 / 145.86 55.001 8.153 1357.8 1.4399

12.125

20 116.44 / 142.99 49.76 / 61.98 83.1 / 102.49 30.222 5.810 2678.8 0.768118 123.33 / 159.08 61.46 / 81.42 92.4 / 120.25 39.261 7.800 4196.8 0.809816 130.39 / 176.21 72.79 / 102.52 101.59 / 139.37 48.514 8.572 6152.2 0.863514 138.48 / 196.73 85.17 / 128.39 111.83 / 162.56 59.075 8.553 1357.8 1.4399

12.625

20 130.96 / 159.94 55.62 / 68.77 93.29 / 114.36 32.175 6.012 2678.8 0.768118 138.6 / 177.63 68.7 / 90.22 103.65 / 133.92 41.846 8.003 4196.8 0.809816 146.4 / 196.48 81.35 / 113.46 113.88 / 154.97 51.775 8.977 6152.2 0.863514 155.35 / 219.07 95.15 / 141.91 125.25 / 180.49 63.149 8.958 1357.8 1.4399

fMn is factored positive moment capacity; fVn is factored vertical one-way shear capacity.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. For slab deflection calculations, the tabulated moments of inertia shall be used with the modulus of elasticity of 29500 ksi. The first tabulated value is for slabs with no top reinforcing steel within the slab span. The second tabulated value is for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4. The shear-bond strength of the slabs shall be calculated using ANSI/ASCE 3-91 Eq. (2-9) and the tabulated m and k coefficients. See shear-bond strength table.

NOTES:1. Uncracked, cracked and average moments of inertia were calculated in accordance with ANSI/SDI C-2017. Forslabdeflectioncalculations,thetabulatedmomentsofinertiashallbeusedwiththemodulusofelasticityof29500ksi. Thefirsttabulatedvalueisforslabswithnotopreinforcingsteelwithintheslabspan.Thesecondtabulatedvalueis for slabs with top reinforcing steel in the amount of not less than 1.17As (where As is deck area) along the entire slab span.

2. Factored positive moment capacities of the slabs were calculated using the ANSI/ASCE 3-91 general strain analysis method.3. Factored vertical one-way shear capacities of the slabs were determined in accordance with ANSI/SDI C-2017.4.Theshear-bondstrengthoftheslabsshallbecalculatedusingANSI/ASCE3-91Eq.(2-9)andthetabulatedmandkcoefficients.

See shear-bond strength table.

Deep-Dek® Composite 7.5MOMENTS OF INERTIA, POSITIVE MOMENT AND ONE-WAY SHEAR CAPACITIES OF COMPOSITE SLABS

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 75: Design Guide Deep-Dek Composite

75Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek 7.5 Composite FACTORED SHEAR-BOND STRENGTH OF SLABS

Total Slab Depth,Concrete Weight,Concrete Volume,

Min. Required WWF

GageFactored Shear-Bond Strength of Slab ffVn,shb (kips/ft) / Spans

25' - 0" 26' - 0" 27' - 0" 28' - 0" 29' - 0" 30' - 0" 31' - 0" 32' - 0" 33' - 0" 34' - 0" 35' - 0" 36' - 0"

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125" 20 3.906 3.917 3.928 3.939 3.951 3.963 3.976 3.988 4.001 4.071 4.086 4.10160 PSF 18 4.223 4.224 4.225 4.228 4.232 4.236 4.241 4.246 4.252 4.259 4.266 4.368

1.52 cu.yd/(100sq.ft) 16 4.782 4.770 4.761 4.753 4.747 4.742 4.739 4.736 4.735 4.735 4.736 4.7376x6 - W1.4 x W1.4 14 6.747 6.755 6.764 6.774 6.784 6.794 6.805 6.816 6.827 6.838 6.850 6.862

10.625" 20 4.231 4.242 4.254 4.267 4.280 4.293 4.363 4.378 4.395 4.411 4.428 4.44566 PSF 18 4.572 4.573 4.575 4.578 4.581 4.586 4.592 4.598 4.699 4.710 4.721 4.732

1.68 cu.yd/(100sq.ft) 16 5.175 5.163 5.153 5.144 5.138 5.133 5.130 5.127 5.126 5.126 5.127 5.1296x6 - W1.4 x W1.4 14 7.300 7.309 7.319 7.329 7.340 7.352 7.363 7.375 7.387 7.400 7.413 7.426

11.125" 20 4.555 4.567 4.580 4.594 4.665 4.682 4.699 4.716 4.734 4.752 4.770 4.78872 PSF 18 4.920 4.921 4.924 4.927 4.931 4.937 5.039 5.049 5.060 5.071 5.083 5.095

1.83 cu.yd/(100sq.ft) 16 5.569 5.555 5.545 5.536 5.529 5.524 5.521 5.518 5.517 5.517 5.519 5.5216x6 - W2.0 x W2.0 14 7.853 7.863 7.874 7.885 7.897 7.909 7.922 7.935 7.948 7.962 7.976 7.990

11.625" 20 4.879 4.893 4.907 4.981 4.998 5.016 5.035 5.054 5.073 5.092 5.112 5.13278 PSF 18 5.269 5.270 5.273 5.277 5.379 5.388 5.398 5.409 5.420 5.433 5.445 5.459

1.99 cu.yd/(100sq.ft) 16 5.962 5.948 5.937 5.928 5.921 5.915 5.911 5.909 5.908 5.909 5.910 5.9126x6 - W2.0 x W2.0 14 8.406 8.417 8.429 8.441 8.453 8.467 8.480 8.494 8.509 8.523 8.538 8.554

12.125" 20 5.203 5.277 5.294 5.313 5.332 5.351 5.371 5.391 5.412 5.433 5.454 5.52384 PSF 18 5.618 5.619 5.622 5.727 5.736 5.746 5.757 5.768 5.781 5.794 5.808 5.822

2.14 cu.yd/(100sq.ft) 16 6.356 6.341 6.329 6.319 6.312 6.306 6.302 6.300 6.299 6.300 6.301 6.3044x4 - W1.4 x W1.4 14 8.959 8.971 8.983 8.996 9.010 9.024 9.039 9.054 9.069 9.085 9.101 9.117

12.625" 20 5.588 5.606 5.625 5.645 5.665 5.686 5.707 5.729 5.751 5.821 5.845 5.86990 PSF 18 5.966 6.068 6.075 6.083 6.093 6.104 6.115 6.128 6.141 6.156 6.170 6.186

2.3 cu.yd/(100sq.ft) 16 6.749 6.734 6.721 6.711 6.703 6.697 6.693 6.691 6.690 6.691 6.693 6.6966x6 - W2.9 x W2.9 14 9.512 9.525 9.538 9.552 9.566 9.581 9.597 9.613 9.630 9.646 9.664 9.681

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125" 20 3.758 3.762 3.821 3.828 3.836 3.844 3.853 3.862 3.871 3.880 3.890 3.90045 PSF 18 4.139 4.136 4.134 4.134 4.134 4.135 4.136 4.138 4.141 4.144 4.148 4.153

1.52 cu.yd/(100sq.ft) 16 4.697 4.682 4.669 4.658 4.649 4.641 4.634 4.628 4.624 4.620 4.618 4.6166x6 - W1.4 x W1.4 14 6.663 6.668 6.673 6.679 6.686 6.693 6.700 6.708 6.716 6.724 6.732 6.741

10.625" 20 4.122 4.129 4.136 4.145 4.153 4.162 4.172 4.181 4.191 4.202 4.212 4.22350 PSF 18 4.479 4.476 4.474 4.473 4.474 4.475 4.477 4.479 4.482 4.486 4.490 4.495

1.68 cu.yd/(100sq.ft) 16 5.082 5.066 5.052 5.040 5.030 5.022 5.014 5.008 5.004 5.000 4.997 4.9956x6 - W1.4 x W1.4 14 7.207 7.213 7.219 7.225 7.232 7.240 7.248 7.256 7.265 7.274 7.283 7.292

11.125" 20 4.436 4.444 4.452 4.461 4.470 4.480 4.490 4.501 4.512 4.523 4.535 4.60154 PSF 18 4.819 4.816 4.814 4.813 4.814 4.815 4.817 4.820 4.823 4.827 4.832 4.837

1.83 cu.yd/(100sq.ft) 16 5.467 5.450 5.435 5.422 5.412 5.402 5.395 5.388 5.383 5.379 5.377 5.3756x6 - W2.0 x W2.0 14 7.752 7.758 7.764 7.771 7.779 7.787 7.796 7.805 7.814 7.824 7.834 7.844

11.625" 20 4.750 4.758 4.767 4.777 4.787 4.798 4.809 4.821 4.833 4.900 4.914 4.92959 PSF 18 5.159 5.156 5.154 5.153 5.154 5.155 5.158 5.161 5.165 5.169 5.174 5.273

1.99 cu.yd/(100sq.ft) 16 5.852 5.834 5.818 5.805 5.793 5.783 5.775 5.768 5.763 5.759 5.756 5.7546x6 - W2.0 x W2.0 14 8.296 8.303 8.310 8.317 8.326 8.335 8.344 8.353 8.363 8.374 8.384 8.395

12.125" 20 5.064 5.073 5.083 5.094 5.105 5.116 5.128 5.196 5.211 5.226 5.241 5.25664 PSF 18 5.499 5.496 5.494 5.493 5.494 5.496 5.498 5.501 5.506 5.605 5.613 5.622

2.14 cu.yd/(100sq.ft) 16 6.237 6.218 6.201 6.187 6.174 6.164 6.155 6.148 6.143 6.138 6.135 6.1334x4 - W1.4 x W1.4 14 8.841 8.848 8.855 8.863 8.872 8.882 8.892 8.902 8.913 8.924 8.935 8.947

12.625" 20 5.378 5.388 5.399 5.410 5.422 5.434 5.505 5.520 5.535 5.551 5.568 5.58468 PSF 18 5.839 5.836 5.834 5.833 5.834 5.836 5.839 5.937 5.945 5.953 5.962 5.971

2.3 cu.yd/(100sq.ft) 16 6.622 6.602 6.584 6.569 6.556 6.545 6.536 6.528 6.522 6.518 6.515 6.5136x6 - W2.9 x W2.9 14 9.385 9.393 9.401 9.410 9.419 9.429 9.440 9.450 9.462 9.474 9.486 9.498

NOTE:

The factored shear-bond strengths of the composite slabs were calculated using ANSI/ASCE 3-91 Eq. (2-9), the m and k coefficients obtained from tests andthe resistance factor of 0.75 from ANSI/SDI C-2017.

NOTE:Thefactoredshear-bondstrengthsofthecompositeslabswerecalculatedusingANSI/ASCE3-91Eq.(2-9),themandkcoefficientsobtainedfromtests and the resistance factor of 0.75 from ANSI/SDI C-2017.

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE

Deep-Dek® Composite 7.5FACTORED SHEAR-BOND STRENGTH OF SLABS

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 76: Design Guide Deep-Dek Composite

76 Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 7.5SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

SUGGESTED REINFORCING STEEL OVER SUPPORTS FOR CONTINUOUS SPANS

Total SlabDepth (in.) Slab Span (ft)

LL=40 psf, SDL=20 psf LL=100 psf, SDL=5 psf(88 psf LRFD factored load) (166 psf LRFD factored load)

-WL2/9 -WL2/10 -WL2/11 -WL2/9 -WL2/10 -WL2/11

6000

PSI

Nor

mal

-Wei

ght C

oncr

ete

(145

PCF

)

10.125

30 5@8 5@9 5@10 6@7 5@6 5@632 5@7 5@8 5@8 6@6 6@7 6@834 5@6 5@7 5@7 - 6@6 6@736 6@7 5@6 5@6 - - 4@2

10.625

30 5@8 5@9 5@9 6@7 5@6 5@732 5@7 5@8 5@9 6@6 6@7 5@634 5@6 5@7 5@7 - 6@6 6@736 6@7 5@6 5@7 - - 6@6

11.125

30 5@8 5@8 5@9 6@8 5@6 5@732 5@7 5@8 5@9 6@7 6@7 5@634 5@6 5@7 5@8 6@6 6@6 6@736 6@8 5@6 5@7 - 6@6 6@6

11.625

30 5@8 5@8 5@8 6@8 5@6 5@732 5@7 5@8 5@8 6@7 6@8 5@634 5@6 5@7 5@8 6@6 6@7 6@736 6@8 5@6 5@7 6@5 6@6 6@7

12.125

30 5@7 5@7 5@8 5@6 5@6 5@732 5@7 5@7 5@8 6@7 6@8 5@634 5@6 5@7 5@8 6@6 6@7 6@836 6@8 5@6 5@7 6@5 6@6 6@7

12.625

30 5@7 5@7 5@7 5@6 5@7 5@732 5@7 5@7 5@7 6@7 5@6 5@634 5@6 5@7 5@7 6@6 6@7 6@836 5@6 5@6 5@7 6@5 6@6 6@7

6000

PSI

Lig

htw

eigh

t Con

cret

e (1

10 P

CF)

10.125

30 5@9 5@10 5@10 6@8 5@6 5@732 5@8 5@9 5@10 6@7 6@8 5@634 5@7 5@7 5@8 - 6@7 6@736 5@6 5@7 5@7 - - 6@6

10.625

30 5@9 5@9 5@9 5@6 5@6 5@732 5@8 5@9 5@9 6@7 6@8 5@634 5@7 5@8 5@9 6@6 6@7 6@836 5@6 5@7 5@7 - 6@6 6@7

11.125

30 5@8 5@8 5@9 5@6 5@7 5@732 5@8 5@8 5@9 6@7 5@6 5@634 5@7 5@8 5@9 6@6 6@7 5@636 5@6 5@7 5@8 6@5 6@6 6@7

11.625

30 5@8 5@8 5@8 5@6 5@7 5@832 5@8 5@8 5@8 6@8 5@6 5@734 5@7 5@8 5@8 6@7 6@7 5@636 5@6 5@7 5@8 6@6 6@6 6@7

12.125

30 5@7 5@7 5@8 5@6 5@7 5@832 5@7 5@7 5@8 6@8 5@6 5@734 5@7 5@7 5@8 6@7 6@8 5@636 5@6 5@7 5@8 6@6 6@7 6@8

12.625

30 5@7 5@7 5@7 5@6 5@7 5@732 5@7 5@7 5@7 5@6 5@6 5@734 5@7 5@7 5@7 6@7 6@8 5@636 5@6 5@7 5@7 6@6 6@7 6@8

NOTES:

1. Continuous spans should be approximately equal with the span length difference not exceeding 20%. Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10 columns apply to first interior supportof the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more thantwo spans.

NOTES:1.Continuousspansshouldbeapproximatelyequalwiththespanlengthdifferencenotexceeding20%.

Slab span can be taken as an average of the adjacent spans. Contact New Millennium for unequal span slab design.2. Reinforcing over supports should extend a minimum of 0.3 x L on both sides of the supports (L is the longer of the two adjacent spans).3. Table is based on 60 ksi reinforcing bars and 0.75 in. concrete cover for reinforcing steel over supports.4. The -WL2/9 columns apply to the interior support of the slab continuous over two spans; the -WL2/10columnsapplytofirstinterior

support of the slab continuous over more than two spans; the -WL2/11 columns apply to other interior supports of the slab continuous over more than two spans.

6000 PSI NORMAL-WEIGHT AND LIGHTWEIGHT CONCRETE12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 77: Design Guide Deep-Dek Composite

77Please visit: www.newmill.comFor the latest information about Long-Span Composite Systems:

Deep-Dek® Composite 7.5MAXIMUM DESIGN NEGATIVE MOMENT

CAPACITY OF COMPOSITE SLABS

MAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)10.125 10.625 11.125 11.625 12.125 12.625

4000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 13.738 14.575 - - - -5@9 15.087 16.017 16.947 17.877 - -5@8 16.725 17.771 18.817 19.863 20.910 21.9565@7 18.748 19.944 21.140 22.335 23.531 24.7275@6 21.304 22.699 24.094 25.489 26.884 28.279

6@12 15.816 16.806 17.796 18.786 19.776 20.7666@10 18.498 19.686 20.874 22.062 23.250 24.4386@9 20.197 21.517 22.837 24.157 25.477 26.7976@8 - - 25.190 26.675 28.160 29.645

7@12 20.404 21.754 23.104 24.454 25.804 27.1547@10 - - - 28.450 30.070 31.690

5000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 14.024 - - - - -5@9 15.441 16.371 17.301 - - -5@8 17.172 18.219 19.265 20.311 21.357 22.4045@7 19.333 20.529 21.725 22.920 24.116 25.3125@6 22.100 23.495 24.890 26.285 27.680 29.075

6@12 16.216 17.206 18.196 19.186 20.176 -6@10 19.075 20.263 21.451 22.639 23.827 25.0156@9 20.909 22.229 23.549 24.869 26.189 27.5096@8 23.122 24.607 26.092 27.577 29.062 30.547

7@12 21.149 22.499 23.849 25.199 26.549 27.8997@10 24.664 26.284 27.904 29.524 31.144 32.764

6000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 14.215 - - - - -5@9 15.677 16.607 17.537 - - -5@8 17.471 18.517 19.563 20.610 21.656 22.7025@7 19.723 20.919 22.114 23.310 24.506 25.7025@6 22.631 24.026 25.421 26.816 28.211 29.606

6@12 16.484 17.474 18.464 19.454 20.444 -6@10 19.460 20.648 21.836 23.024 24.212 25.4006@9 21.384 22.704 24.024 25.344 26.664 27.9846@8 23.723 25.208 26.693 28.178 29.663 31.148

7@12 21.646 22.996 24.346 25.696 27.046 28.3967@10 25.379 26.999 28.619 30.239 31.859 33.479

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

6000 PSI OF ANY DENSITY

MAXIMUM DESIGN NEGATIVE MOMENT CAPACITY OF COMPOSITE SLABS

RebarffMn (ft-kips/ft)

Total Slab Thickness (in.)10.125 10.625 11.125 11.625 12.125 12.625

4000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 13.738 14.575 - - - -5@9 15.087 16.017 16.947 17.877 - -5@8 16.725 17.771 18.817 19.863 20.910 21.9565@7 18.748 19.944 21.140 22.335 23.531 24.7275@6 21.304 22.699 24.094 25.489 26.884 28.279

6@12 15.816 16.806 17.796 18.786 19.776 20.7666@10 18.498 19.686 20.874 22.062 23.250 24.4386@9 20.197 21.517 22.837 24.157 25.477 26.7976@8 - - 25.190 26.675 28.160 29.645

7@12 20.404 21.754 23.104 24.454 25.804 27.1547@10 - - - 28.450 30.070 31.690

5000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 14.024 - - - - -5@9 15.441 16.371 17.301 - - -5@8 17.172 18.219 19.265 20.311 21.357 22.4045@7 19.333 20.529 21.725 22.920 24.116 25.3125@6 22.100 23.495 24.890 26.285 27.680 29.075

6@12 16.216 17.206 18.196 19.186 20.176 -6@10 19.075 20.263 21.451 22.639 23.827 25.0156@9 20.909 22.229 23.549 24.869 26.189 27.5096@8 23.122 24.607 26.092 27.577 29.062 30.547

7@12 21.149 22.499 23.849 25.199 26.549 27.8997@10 24.664 26.284 27.904 29.524 31.144 32.764

6000

PSI

of A

ny D

ensi

ty

5@12 - - - - - -5@10 14.215 - - - - -5@9 15.677 16.607 17.537 - - -5@8 17.471 18.517 19.563 20.610 21.656 22.7025@7 19.723 20.919 22.114 23.310 24.506 25.7025@6 22.631 24.026 25.421 26.816 28.211 29.606

6@12 16.484 17.474 18.464 19.454 20.444 -6@10 19.460 20.648 21.836 23.024 24.212 25.4006@9 21.384 22.704 24.024 25.344 26.664 27.9846@8 23.723 25.208 26.693 28.178 29.663 31.148

7@12 21.646 22.996 24.346 25.696 27.046 28.3967@10 25.379 26.999 28.619 30.239 31.859 33.479

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities. It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span lengthtaken as the average of the adjacent span lengths (spans shall be approximately equal with the larger oftwo adjacent spans not greater than the shorter by more than 20%), ft; Mreq,LRFD = required LRFD factorednegative moment capacity, lb-ft/ft deck width; C = negative bending coefficient (9 for interior support oftwo span continuous composite slab; 10 for first interior support of composite slab continuous over morethan two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where fMn ≥ Mreq,LRFD (LRFD)

NOTES:1. Table is based on Grade 60 ASTM A615 reinforcing bars with 3/4" concrete cover over supports.2. Slab self-weight has not been accounted for in the tabulated moment capacities.

It should be included into the loads applied to the slab.

INSTRUCTIONS ON HOW TO SELECT A REINFORCEMENT PATTERN:Step 1 – Calculate required negative moment capacity, Mreq, as follows:Mreq,LRFD=[1.2(wslab+wD)+1.6wL]L2/C (LRFD)Where: wD = superimposed dead load, psf; wL = live load, psf; wslab = slab weight, psf; L = span length taken as the average of the adjacent span lengths (spans shall be approximately equal with the larger of twoadjacentspansnotgreaterthantheshorterbymorethan20%),ft;Mreq,LRFD = required LRFD factored negativemomentcapacity,lb-ft/ftdeckwidth;C=negativebendingcoefficient(9forinteriorsupportof twospancontinuouscompositeslab;10forfirstinteriorsupportofcompositeslabcontinuousovermore than two spans; 11 for other interior supports of composite slab continuous over more than two spans).Step 2 – Select reinforcement size and spacing from table where oMn≥Mreq,LRFD (LRFD)

12˝ Coverage

857 ˝

12˝ Coverage

6 ˝81

854 ˝

12˝ Coverage

Page 78: Design Guide Deep-Dek Composite

Building a better steel experience

Indiana Manufacturing Facility6115 County Road 42Butler, IN 46721Phone: (260) 868-6000Fax: (260) 868-6001

Nevada Manufacturing Facility8200 Woolery WayFallon, NV 89406Phone: (775) 867-2130Fax: (775) 867-2169

Virginia Manufacturing Facility100 Diuguids LaneSalem, VA 24153Phone: (540) 389-0211Fax: (540) 389-0378

Mexico Manufacturing FacilityCarr. Panamericana 9920 Col. Puente Alto Cd. Juárez, Chihuahua C.P. 32680 Phone: (915) 298-5050 Fax: (915) 298-4040

Florida Manufacturing Facility1992 NW Bascom Norris DriveLake City, FL 32055Phone: (386) 466-1300Fax: (386) 466-1301

Arkansas Manufacturing Facility3565 Highway 32 NorthHope, AR 71801Phone: (870) 722-4100Fax: (870) 722-4245

Tennessee Manufacturing Facility4900 Hungerford RoadMemphis, TN 38118Phone: (901) 969-3033Fax: (901) 375-1547

Corporate Office7575 W. Jefferson Blvd.Fort Wayne, IN 46804 Phone: (260) 969-3500

© 2021 New Millennium Building Systems, LLC All rights reserved.New Millennium Building Systems is a wholly owned subsidiary of Steel Dynamics Inc.

New Millennium is your nationwide resource for the broadest range of cost-optimized, high-performance structural steel joist and deck solutions.

• Structural steel joists, Joist Girders and deck

• Architectural decking solutions

• Multi-story long-span composite systems

• Custom engineering and design assistance

• BIM-based steel joist and deck design

• Nationwide manufacturing and availability

• Design-Build and Integrated Project Delivery (IPD)

• AIA and PDH courses for project optimization


Recommended