Y 1 - SUNY Polytechnic Institute



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VEHICLE MAINTENANCE FACILITY

STRUCTURAL REPORT

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Written by:

Brian Decker

Benjamin Kasprowicz

Daniel Luley

Timothy Mastro

Thomas Mayne

TABLE OF CONTENTS

List of Figures……………………………………………………………. 2

Appendices………………………………………………........................... 3

Structural Overview

Introduction………………………………………………………. 5

Location & Building Information………………………………… 7

Design Results Summary………………………………………… 13

Design Procedure…………………………………………………. 14

Conclusion……………………………………………………….. 16

List of Definitions………………………………………………… 17

References………………………………………………………... 20

LIST OF FIGURES

Slab/Foundation Plan ………………………………………….. S-1

Second Floor Framing Plan ……………………………………… S-2

Roof Framing Plan …………………………………………….. S-3

Column Schedule ………………………………………………… S-4

Sections ………………………………………………………… S-5 to S-6

APPENDICES

Total live and dead loads table……………………………………. Appendix A

Stairway load calculations………………………………………… Appendix B

Deflection criteria…………………………………………………. Appendix C

Snow/drifting load calculations…………………………………… Appendix D

Manufactures catalog……………………………………………… Appendix E

Soil bearing pressure calculations……………………………........ Appendix F

Foundation wall calculations………………………………….. …. Appendix G

Footers/slabs calculations…………………………………………. Appendix H

Roof deck and joist tables…………………………………….. …. Appendix I

High roof calculations…………………………………………….. Appendix J

Mezzanine level calculations…………………………………....... Appendix K

Base plate calculations……………………………………….. ….. Appendix L

Column design calculations………………………………………. Appendix M

Column/beam summaries………………………………………… Appendix N

General building layout……………………………………........... Appendix O

Canopy Design……………………………………....................... Appendix P

STRUCTURAL OVERVIEW

INTRODUCTION

The following report represents an abbreviated illustration of the design process and describes the various considerations required to generate the final structural design solution. Please take note that the design procedure and all of its intricate details are incorporated in the form of appendices and are referenced regularly within this report.

The structural design of the proposed vehicle maintenance facility was created based on architectural concept drawings. A final structural design was generated using these concept drawings, any applicable local codes, and the Building Code of New York State.

The following features were designed:

1) Structural steel components including: beams, joists, decking and columns.

2) Foundation components including: reinforced concrete foundation walls and footings

3) Other components including: structural concrete slabs

Assumptions were made as to the characteristics of some of the materials to be permanently incorporated within the portion of the structure considered to be dead load items. A dead load is any load (weight) that is permanently incorporated and constantly supported directly by the structure for the duration of the structure’s life. The weight of the structural steel, concrete floor slabs and, HVAC units are all examples of dead loads.

The major material assumptions were in relation to the following:

1) Roof and floor decking

2) Roofing materials

3) Roofing units (HVAC/Air Handlers)

4) Storage function designation on the mezzanine level (light storage)

5) Vehicle lifts’ capacity

During the design phase many sources were utilized in developing the finished product. The New York State Building Code (NYBC) specifies steel deflection requirements, occupancy loads, and snows loads. Other sources that were referenced include; manufacturer’s literature and online websites (United Steel Deck manual/catalog, New Columbia Joist Company manual/catalog) and the American Institute of Steel Construction Allowable Stress Design Manual. The design software used was; RAM Analysis Version 11 along with the drafting software AutoCAD 2007.

Note: For further clarifications, please see the List of Definitions immediately following this report.

LOCATION AND BUILDING DESCRIPTION

The building site is located in the Town of Marcy, County of Oneida, State of New York.

The site is a five acre subdivision of a twenty acre parcel.

The building itself is 9,489 square feet and will be used as a vehicle maintenance facility.

The structural portion of the building consists of a steel frame enclosed by a concrete masonry unit (CMU) wall system. The framing includes standard floor and roof decking and structural steel members in the form of columns, beams, and joists. The foundation is a cast-in-place reinforced concrete system which includes wall footings, column footings and foundation walls. The ground floor consists of a reinforced thickened-slab-on-grade. The mezzanine level consists of a reinforced slab with steel decking.

Foundation

The foundation wall and column systems are cast-in-place reinforced concrete.

The wall footings and column footings are the portion of the foundation that are directly below the vertical components (walls or columns) and are typically the final load carrying structural component of a building system. The footing width is typically greater than its thickness and its function is to transfer the accumulated loading effects of the entire structure to the earth by distributing this final load so that the sub-material realizes a stress considerably less than its own inherent strength.

The foundation walls carry the loading effects of the structure above them to the footing. The foundation walls and footings will require a step treatment to assure that the footings are bearing on an existing material that is suitable to support the applied loading. To accomplish this, the bottom-of-footing elevation is located at a depth of at least two feet into the existing soil. This is also done to prevent the construction of a building on recently placed fill which could result in differential settling of the structure’s foundation and could ultimately affect the entire structure’s form and stability. None of the proposed structure’s foundation bears on fill material. Additionally, the foundation is stepped to guarantee that a suitable depth below finished grade is obtained to prevent the effects of frost heaving (see foundation plan, Fig. S-1). The local frost line elevation is 42 inches below finished grade. The bottom-of -footing elevations are at a minimum of 48 inches below any of the finished grade elevations. See appendix F for the determination of the allowable soil bearing pressure.

Ground Floor

The ground floor concrete slab is a thickened slab-on-grade that, as a structural component, supports and distributes the loading effects of the interior non-load bearing masonry walls and the three individual 15,000 lb capacity vehicle lifts to the underlying sub-base material. A thickened concrete slab is a slab whose thickness or depth is increased due to the resulting loading effects of the interior non-load bearing masonry walls that bear on its surface and, in this project’s case, is thickened directly under the vehicle lift towers. The increased thickness acts as an integral footing that, as stated above, distributes the increased loading directly under the interior walls and is stronger than the single thickness of the floor alone. The “on-grade” portion of the slab’s description refers to the fact that the slab rests directly on the earth (grade) or more accurately on the structural sub-base fill material. The design of the ground floor thickened slab was accomplished by an empirical table and was determined to be 6 inches in thickness with 6”x6”xW4.0xW4.0 welded wire fabric (WWF) used for reinforcing steel. This reinforcing steel is provided to resist and control the effects of temperature expansion and contraction of the concrete which causes cracking. The WWF is also provided to increase the load caring capacity of the concrete.

Two KlassikDrain – K100S/KS100S trenches will be installed in various sections of the ground floor slab. Building access will be through several overhead garage doors for vehicles and passage doors for humans. There will be three 10’-0” wide doors, one 14’-6” wide door, and one 16’-0” foot wide door. Three passage doors are found on the north, west, and south exterior walls. The building’s door and trench locations effected the placement of the steel columns and several beams of the structure.

Mezzanine Level

The mezzanine level’s floor framing includes structural W-shape steel beams with a reinforced concrete slab on steel decking. The steel slab decking is 1.5 inch corrugated Lok-Floor and supports a 4 inch reinforced concrete slab. The total slab thickness is 5 ½ inches and is determined by adding the above dimensions (4” + 1.5” = 5.5”) The slab reinforcing is 6”x6”xW4.0xW4.0 welded wire fabric. The decking increases the load carrying capacity of the floor slab and is also used as a concrete form. The live load that the mezzanine was designed to support is 125 pounds per square foot. The term live load refers to any non-permanent dynamic load (weight) that will be applied to the structure. These loads are typically applied for short durations and vary in magnitude and/or location over the projected life of the structure, such as furniture or people.

A stairway accessing the mezzanine is found in the northwest most corner of the building. The loading effects of the stairs on the structural steel frame were considered during the frame design.

High and Low Roofs

Structural steel joists will be used for the high roof while steel beams will be placed over the low roof portions of the building. The high roof will cover approximately 6250 square feet (as seen on structural drawing S-3, Roof Framing Plan). Above the main maintenance area, one heating, ventilation, and air conditioning unit (HVAC) was considered within the high roof joist design. The paint bay requires that an air filtration unit be installed above it on the high roof. This was considered during frame design.

Long-span steel (LH-series) roof joists were used due to the required clear-span of the building. These joists support the roof’s decking material, the roof’s weather proofing treatment, any required air handling units, and the loading effects of snow. Type B corrugated steel roof decking was used. The roof’s weatherproofing is provided by Mule Hide’s Ballasted EPDM System. See manufacturer catalogs (Appendix E) for material details and structural plans for dimensions and locations.

Structural Framing Results

Columns – The dimension required to conceal the steel columns within the masonry walls is 8 inches, therefore all column section depths were limited to a nominal dimension of 8 inches resulting in all W-shape columns having a W8 x XX designation. The only non W-shape column is a 6 inch diameter hollow steel section (HSS) which was designed to support the canopy. Other than the one HSS column three different column sizes were designed (see structural drawings for column location and sizes).

Beams – The structural beam sizes range from W8 x XX to W24 x XX, where the 8 and 24 represent the member’s nominal depth in inches. There were no limiting restrictions on the nominal beam sizing.

Joists – Structural steel joists were used for the high roof only and span 58’-8” over the main maintenance area. Another set of joists were designed to span 23’-7” over the mezzanine level. Joist spacing’s and total quantities can be found on the structural high roof plan and (Appendices N) respectively. The joists above the mezzanine are 22 K 6’s while the joists spanning over the open maintenance area are 36 LH 10’s, other than the middle bay where 40 LH 11’s are used specifically due to the installment of the HVAC and the increased joist spacing that was chosen. Two 32 LH 10SP joists are used for the framing the HVAC unit over the open maintenance area. The unit itself is framed directed onto the joists with two C-shaped channels framing perpendicular (transverse) to the joists along the short sides of the unit. The first number in the joist designation represents the overall depth of the member.

C-Shapes – Structural C-shapes (channels) were used in framing the clear openings for both of the air handling units, the rim members of the canopy, and the clear opening for the mezzanine stairs. Two channels will span the entire length clear span distance above the mezzanine level. These two channels will take the place of joists in this location.

DESIGN RESULTS SUMMARY

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DESIGN PROCEDURE

Steps

1) Basic assumptions and considerations

Appendix A-1.2 to A-1.5

2) Load determination

Appendix Load Determination A-1.5 to A-2.3

Load Summary A-1.1

3) Determine roof joists, members

Joists

Appendix Procedure J-1.01 to J-1.04

USD Roof Deck I-1.1 to I-1.2 (Tables)

NC Joist Tables I-2.1 to I-2.3 and I-3

Manual Calculations J-5 to J-15

Joist Summary N-3

W-Shape Beams

Appendix Procedure J-1.01 to J-1.04

Manual Calculations J-16 to J-20, K-5 to K-6 and P-1 to

P-3.2

Beam Summary N-2.1 to N-2.3 and P-1 to P-3.2

C-Shape Beams

Appendix Procedure J-1.01 to J-1.04

Manual Calculations J-3 to J-6, J-20 and P-1 to P-3.2

Beam Summary N-2.1 to N-2.3 and P-1 to P-3.2

4) Determine floor framing members

Appendix Procedure J-1.01 to J-1.04

USD Floor Deck I-1.3 to I-1.4 (Tables)

Manual Calculations K-1 to K-4 and B-1

Beam Summary N-2.1 to 2.3

5) Determine columns, base plates

Columns

Appendix Procedure M-1.01 to M-1.05

Manual Calculations M-1.1 to M-9 and P-1 to P-3.2

Summary N-1.1 to N-1.3, and P-1 to P-3.2

Base Plates

Appendix Procedure L-1.01 to L-1.03

Calculations L-2.8 to L-3.3

Summary L-1, and P-1 to P3.2

6) Determine foundation, column and wall footings, on-grade slab

Soil Bearing Pressure

Appendix Procedure F-1.01

Soil Boring Details F-1.1 to F-4.3

Foundation Wall and Footing

Appendix G-1 to G-5

Column Footings

Appendix Procedure H-2.01 to H-2

Slabs

Appendix On-grade slab H-1

Mezzanine slab I-1.3 to I-1.4 and H-3

CONCLUSION

In short, arriving at the final structural design solution incorporated many assumptions, considerations and determinations. The final product meets all pertinent local and New York State Building Codes. The resulting structure will certainly meet the intended design use of the structure.

LIST OF DEFINTIONS

NOTE: The following definitions have been found through the use of various online sources, textbooks, and building codes.

Allowable Stress Design (ASD) - A method of proportioning structural members,

such that elastically computed stresses produced in the members by

nominal loads do not exceed specified allowable stresses (also called

working stress design).

Area, Building - The area included within surrounding exterior walls (or

exterior walls and fire walls) exclusive of vent shafts and courts. Areas

of the building not provided with surrounding walls shall be included in

the building area if such areas are included within the horizontal

projection of the roof or floor above.

Axial load - A load that acts parallel to the longitudinal axis of a member but need to be applied at any particular point on the cross section, such as a centroid or a geometric center.

Building - Any structure used or intended for supporting or sheltering any use or occupancy.

Column - A member with a ratio of height-to-least-lateral dimension

exceeding three, used primarily to support axial compressive load.

Concrete - A mixture of Portland cement or any other hydraulic cement, fine aggregate, coarse aggregate, and water, with or without admixtures.

Dead loads - The weight of materials of construction incorporated into

the building, including but not limited to walls, floors, roofs,

ceilings, stairways, built-in partitions, finishes, cladding, and other

similarly incorporated architectural and structural items, and fixed

service equipment, including the weight of cranes.

Deck -An exterior floor supported on at least two opposing sides by an

adjacent structure, and/or posts, piers or other independent supports.

Deflection - The degree to which a structural element is displaced under a load.

Finished floor elevation – The elevation of the top of completed ground floor slab.

Fire rating – The length of time a member can maintain its strength under the effects of temperature.

Foundation - Part of a structural system that supports and anchors the superstructure of a building and transmits its loads directly to the earth. To prevent damage from repeated freeze-thaw cycles, the bottom of the foundation must be below the frost line.

Kip – 1 kip = 1000 pounds

Live loads - Those loads produced by the use and occupancy of the

building or other structure and do not include construction or

environmental loads such as wind load, snow load, rain load, earthquake

load, flood load or dead load.

Masonry - A built-up construction or combination of building units or

materials of clay, shale, concrete, glass, gypsum, stone or other

approved units bonded together with or without mortar or grout or other

accepted method of joining.

Mezzanine - An intermediate level or levels between the floor and ceiling

of any story with an aggregate floor area of not more than one-third of

the area of the room or space in which the level or levels are located.

Reinforcement - Most often used to overcome the tensile deficiencies in concrete. Most exclusively are round deformed bars with some form or pattern ribbed projections rolled onto there surface. Must conform to American Society for Testing and Materials (ASTM).

Pinned-pinned end connection – A theoretical description of a member’s inability to resist moment causing rotation at its ends.

Sidesway – Lateral structural displacement as a result of lateral forces acting on a structure. (i.e. wind loads)

Slab - A shallow, reinforced-concrete structural member that is very wide compared with depth. Spanning between beams, girders, or columns, slabs are used for floors, roofs, and bridge decks.

Stairway - One or more flights of stairs, either exterior or interior,

with the necessary landings and platforms connecting them, to form a

continuous and uninterrupted passage from one level to another.

Steel joist - Any steel structural member of a building or structure

made of hot-rolled or cold-formed solid or open-web sections, or riveted

or welded bars, strip or sheet steel members, or slotted and expanded, or

otherwise deformed rolled sections.

Steel member - Any steel structural member of a building or

structure consisting of a rolled steel structural shape other than cold-

formed steel, or steel joist members.

Thickened slab - A concrete slab whose thickness or depth is increased due to the loading effects bearing on its surface.

Uniform - load is a load that exerts equal force along each point of the beam's length.

Wall - A vertical element with a horizontal length to thickness ratio greater than 3, used to enclose space.

Welded wire fabric (WWF) - Commonly called mesh. It consists of cold-drawn wire in orthogonal patterns, square or rectangular, resistance welded at all intersections typically found in concrete slabs.

REFERENCES

American Institute of Steel Construction, Inc. (1989). Manual of Steel Construction Allowable Stress Design. Chicago, Illinois: American Institute of Steel Construction, Inc.

American Institute of Steel Construction, Inc. (2005). ASD/LRFD Steel Construction Manual. Chicago, Illinois: American Institute of Steel Construction, Inc.

Bouras, Nicholas J. (1999). Steel Joists and Joist Girders -series, LH and DLH series, joist girders. Summit, N.J: The New Columbia Joist Company.

Bouras, Nicholas J. (1997). United Steel Deck-design manual and catalog of products. Summit, N.J: Sales and Engineering by Nicholas J. Bouras, Inc.

Limbrunner, George F., and Abi O. Aghayere. Reinforced Concrete Design, Sixth Edition. Upper Saddle River, New Jersey 07458: Pearson Prentice Hall, 2007.

Spiegel , Leonard, and George Limbrunner. Applied Structural Steel Design, Fourth Edition. Upper Saddle River, New Jersey, Columbus, Ohio: Prentice Hall, 2002.

Online Sources:

1) Vehicle Maintenance Lift



2) Mule-Hide Ballasted EPDM System Specifications

roofing_systems/specifications/EPDM_Ballasted_Guide_Sped_RS8512.pdf

3) Page 2 of 4, Thermal Properties / Product Data (table)

Thermaroof%20Composite%203%2004-05.pdf

4) KlassikDrain – K100s/KS100S Concrete trench drain system



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