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ASHA National Office – Technical Report I October 5, 2010

Page 2 of 41 Ryan Dalrymple – Structures Option Advisor: Dr. Thomas Boothby

Table of Contents

Executive Summary……………………………………………… Page 3

Introduction …………………………………………………….... Page 4

Structural System Substructure Foundation………………………………………………… Page 6 Floor Structure…………………………………………….. Page 8 Columns…………………………………………………… Page 9 Superstructure Floor Structure……………………………………………. Page 10 Columns…………………………………………………... Page 11 Roof Structure…………………………………………….. Page 12 Lateral System………………………………………………… Page 13

Codes and References…………………………………………… Page 14

Material Properties………………………………………………. Page 16

Design Loads Gravity Loads……………………………………………... Page 17 Wind Loads……………………………………………….. Page 19 Seismic Loads…………………………………………….. Page 22

Spot Checks……………………………………………………… Page 24

Appendix A: Typical Framing Plans……………………………. Page 25

Appendix B: Calculations……………………………………….. Page 28



Executive Summary

In this technical report, the existing structural system of the ASHA National Office building is discussed and analyzed. The report includes a detailed description of the building’s structural system. The ASHA National Office is a five story office building with two floors of subgrade parking. The substructure is composed of a flat slab system with drop panels and the superstructure is composite steel. Images are used to allow for a better understanding of the system and its components. A list of building codes and standards used to design the building are also included in this report. The properties and strengths of the materials used for the structure of the building are also provided.

The wind and seismic loads were analyzed for the building using ASCE 7-10. The MWFRS Directional Procedure was used to determine the wind loads on the building in both directions. Seismic loads were calculated using The Equivalent Lateral Force Procedure. The wind loads in the North-South direction were found to control the design of the structure with a base shear of 435 kips.

Spot checks were done on a beam, girder and column to verify the sizes that were chosen by the structural engineer. A typical composite wide flange beam and girder on the second floor were checked, and a typical steel column was checked below the second floor and below the fourth floor. This was done because the columns are spliced above the third floor. The spot checked members were determined to be adequate for the gravity loads.

The appendix includes the hand calculations done for the snow, wind and seismic loads. The detailed spot check calculations are also shown. Typical framing plans are also provided in the appendix to help describe the structural framing of the building.



Introduction

The ASHA National Office building is a five story office building in Rockville, MD. The American Speech-Language-Hearing Association owns and operates the building. The building was designed with the employees in mind. There is a generous amount of workspace for the employees and the conference rooms are very flexible. A café and kitchen are provided for the employees on the first floor of the office building. There are two levels of subgrade parking beneath the building in addition to surface parking with a total of 446 spaces.

One of the main architectural themes that Boggs & Partners incorporated throughout the building is curves. This was done to mimic the sound waves in the ASHA logo. The pre-function space has the curve incorporated into it, and there is a curved piece of art on the landing of the stairway that leads from the lobby to the second floor. The exterior façade has large three story curved glass curtain wall above the main entrance, and the sidewalks on the exterior of the building are curved as well to further emphasize the main theme of the building.

The five story office building has a total floor area of 133,870 square feet and the roof the building is 69 feet above grade. The top of the penthouse roof is 85 feet above grade. The building façade of the office tower consists of a window wall system and precast concrete spandrels.

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ors of subgrae parking r Plan. The office tower

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Foundati

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nforced concings at the bardance with antic, LLC. S’ and range f

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Floor Str

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e is composeick slab and 10’-0”x10’-0es from 20’

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stem that is d, the drop pa

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Columns

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ns in the parkars. The coluColumn Sch

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bars, and ngth of 4000ucture are s. See Figure

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Columns

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office towermns are spliceove level 5. S

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r are steel wied above levSee figure 8:

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2 and W14 e penthouse

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roof

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Roof Sys

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onsists of “Kmal weight cf framing pla

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sting elemening structurecombinationoads are colle loads are tto the bracedar walls belond Shear Wal

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Codes and References

Design Codes and References

“The International Building Code – 2003”, International Code Council. “Minimum Design Loads for Buildings and Other Structures” (ASCE 7), American Society of Civil Engineers. “Building Code Requirements for Structural Concrete, ACI 318-02”, American Concrete Institute. “ACI Manual of Concrete Practice – Parts 1 through 5”, American Concrete Institute. “Manual of Standard Practice”, Concrete Reinforcing Steel Institute. “Building Code Requirements for Masonry Structures (ACI 530, ASCE 5/ TMS 402)”, American Concrete Institute, American Society of Civil Engineers, and The Masonry Society. “Specifications for Masonry Structures (ACI 530.1/ASCE 6/TMS 602)”, American Concrete Institute, American Society of Civil Engineers, and The Masonry Society. “Manual of Steel Construction – Load and Resistance Factor Design”, Third Edition, 2001, American Institute of Steel Construction (Including Specifications for Structural Steel Buildings, Specification for Structural Joints using ASTM A325 or A490 bolts, and AISC Code of Standard Practice. “Detailing for Steel Construction”, American Institute of Steel Construction. “Structural Welding Code ANSI/AWS D1.1” American Welding Society. “Design Manual for Floor Decks and Roof Decks”, Steel Deck Institute. “Standard Specifications for Open Web Steel Joists, K-Series”, Steel Joist Institute. “Standard Specifications for Longspan Steel Joists, LH-Series and Deep Longspan Steel Joists, DLH-Series”, Steel Joist Institute.



Thesis Codes and References Steel Construction Manual 13th edition, American Institute of Steel Construction (AISC). Building Code Requirements for Structural Concrete, American Concrete Institute (ACI 318-08). Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers (ASCE 7-10).



Material Properties Minimum Concrete Compressive Strength (f’c)

Member Type 28 Day Strength Footings 3000 psi Grade Beams 3000 psi Foundation Walls 4000 psi Shear Walls 4000 psi Columns 4000 psi Slabs‐on‐grade 3500 psi Reinforced Slabs 5000 psi Reinforced Beams 5000 psi Parking Structure 5000 psi Normal Weight on Steel Deck 3000 psi Elevator Machine Room 4000 psi Lightweight Topping 3000 psi

Reinforcement: Deformed Reinforcing Bars ASTM A615, Grade 60 Weldable Deformed Reinforcing Bars ASTM A706 Welded Wire Reinforcement (WWF) ASTM A185 Full Mechanical Connection Splices Dywidag, Lenton or equal meeting (Threadbar and Coupler) ACI 318 Section 12.14.3 Adhesive Reinforcing Bar Dowels Hilti HIT HY-150 System or equal Slab Shear Reinforcement Decon Studrails or equal Steel: Wide Flange Shapes and Tees ASTM A992 Round Hollow Structural Shapes ASTM A53, Grade B, Fy=35 ksi or ASTM A501, Fy=36 ksi Square or Rectangular Hollow ASTM A500, Grade B, Fy=46 ksi Structural Shapes Base Plates and Rigid Frame ASTM A572, Grade 50 Continuity Plates Other Structural Shapes and Plates ASTM A36 High Strength Bolts ASTM A325-N or ASTM F1852 Anchor Bolts ASTM F1554, Grade 36 Galvanized Steel Floor Deck ASTM A653 SS, Grade 33, G-60 Galvanized Steel Roof Deck ASTM A653 SS, Grade 33, G-90 Grout ASTM C1107, Non-Shrink, Non-Metallic f’c = 5000 psi



Gravity Loads

Live Loads Area Design Load ASCE 7‐10 LoadAssembly Areas 100 psf 100 psf Corridors 100 psf 100 psf Corridors Above the First Floor 80 psf 80 psf Mechanical Rooms 150 psf ‐ Offices 80 + 20 psf 50 + 20 psf Parking Garages 50 psf 40 psf Stairs & Exitways 100 psf 100 psf Storage (Light) 125 psf 125 psf Roof (Minimum) 30 psf 20 psf

Snow Loads

Load Type Design Load ASCE 7‐10 Load

Flat Roof Snow Load pf 21.0 psf 21.0 psf

Drift Surcharge Load pd ‐ 55.5 psf

Superimposed Dead Loads Area Design Load Floors 10 psf Roof 15 psf Mech/Elec 15 psf

Composite Slab and Deck Weight Floor Area (sq. ft.) Load (psf) Weight 2nd 24116 54 1302.3 k3rd 24116 44 1061.1 k4th 24116 44 1061.1 k5th 23615 44 1039.1 kRoof 23615 44 1039.1 k



Column Self Weight

Floor Height Below

(ft) Height Above

(ft) Weight Below

(plf) Weight Above

(plf) Total Weight

2nd 15 6.75 3097 3097 67.4 k

3rd 10.75 2.75 3097 2167 39.3 k

4th 6.75 6.75 2167 2167 29.3 k

5th 6.75 6.75 2167 2167 29.3 k

Roof 6.75 0 2167 0 14.6 k

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Wind L The windused to c210’x100to controon each sthe wind

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e determinedloads. Whenfor simplifice wind loadsbuilding. Thhown in App

Design Wind Pht z (ft) kz‐15 0.520 0.625 0.630 0.740 0.750 0.860 0.869 0.8All 0.8

Figure 1

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d using ASCEn calculatingcation. The ws act upon a e total base

pendix B.

Pressures, p z qz (psf) 7 16.40

62 17.84 66 18.99 70 20.14 76 21.87 81 23.31 85 24.46 89 25.61 89 25.61

11: Wind Pre

E 7-10. The g the wind lowind loads inlarger surfacshear came t

p (psf) 15.63 16.60 17.37 18.14 19.31 20.27 21.05 21.82 ‐11.06

essures East

MWFRS Dioads, the buin the North-ce area, therto be 434.7 k

t-West Direc

irectional Prilding was as-South Direcrefore creatinkips. Detaile

ction

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rocedure wasssumed to bection were fong a larger foed calculatio

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s e a ound force ons of

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Wall

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North‐South heigh

0‐22

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Figure 12

Design Windht z (ft) kz‐15 0.520 0.625 0.630 0.740 0.750 0.860 0.869 0.8All 0.8

Figure 12

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2: Wind Stor

Pressures, pz qz (psf) 7 16.40

62 17.84 66 18.99 70 20.14 76 21.87 81 23.31 85 24.46 89 25.61 89 25.61

2: Wind Pres

ry Forces Ea

p (psf) 15.24 16.17 16.92 17.66 18.78 19.71 20.46 21.21 ‐14.98

ssures North

ast-West Dire

h-South Dire

ection

ection

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Figure 13:

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Wind Storyy Forces Nor

rth-South Dirrection

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Seismic Loads The seismic loads on the building were calculated using The Equivalent Lateral Force Procedure of ASCE 7-10. The effective seismic weight of the building was estimated and used to calculate the total base shear of the building due to the seismic loads. The total base shear was calculated to be 288.3 kips which is very close to the base shear of 277 kips on the structural drawings. Detailed seismic load calculations are shown in Appendix B. Effective Seismic Weight Floor Weight

2nd 2420.5 k 3rd 2135.0 k 4th 2125.0 k 5th 2102.9 k Roof 2303.6 k Total 11087.1 k

V=CsW= 288.3 k

Vertical Distribution of Seismic Forces Floor wx hx (ft) wxhx^k Cvx Fx 2nd 2035.566 15.0 48385.1 0.068 19.6 k3rd 1773.251 28.5 89317.9 0.126 36.3 k4th 1763.254 42.0 139803.0 0.197 56.8 k5th 1741.21 55.5 191281.9 0.269 77.7 kRoof 1700.687 69.0 241033.8 0.340 97.9 k

Sum 709821.7 1.000 288.3 k

Overturning Moment 14778.4 ft‐k

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Compar Total Ba Overturn

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rison of W

se Shear:

Wind Wind Seism

ning Moment

Wind Wind Seism

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Wind and Se

East-West: North-South

mic Both Dire

t:

East-West: North-South

mic Both Dire

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Figure 14: S

eismic Loa

h: ections:

h: ections:

Seismic Story

ads

184.3 kips434.7 kips 288.3 kips

7387 ft-kips17258 ft-kip14778 ft-kip

y Forces

Controls

s ps Contrps

s

rols

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Spot Ch

Spot checwas also 15: Partiafor the lobecause tactual dethe actuaare used may alsoso the str

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cks were dondone for col

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o be because rength of the

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ne on a typiclumn H1. Thloor Plan. Thlumn was chumns are splcomposite bemembers are the building,these memb

e composite m

Fig

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Column H1Column H1

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cal composithe members he members hecked belowliced 4’ aboveam and girdlarger may

, including sbers are usedmembers wi

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Sp

ember osite Beam osite Girder : Below Level: Below Level

te beam and that were spin the actua

w the secondve the third fder is differebe attributed

spaces that hd on other floill be reduce

rtial Second

pot Checks ActuaDesig

W21x44W18x35

l 2 W12xl 4 W12x4

girder on thpot checked al design werd floor and bfloor. As seeent than the d to the fact have higher loors that havd.

Floor Plan

al gn

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4 (42) W18x5 (24) W14x58 W140 W1

he second floare shown bre determinebelow the fouen in the tablthesis designthat these ty

live loads thave thinner co

hesis esign x40 (26) x22 (32) 12x53 12x40

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oor. A spot cbelow in Figued to be adequrth floor le below, then. The fact th

ypical memban the officeomposite slab

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check ure quate

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Append

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ical Framin

F

F

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ng Plans

Figure 16: Fo

Figure 17: Fo

oundation Pl

oundation Pl

lan Part A

lan Part B

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Figure

Figure

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e 18: Plaza L

e 19: Plaza L

Level Framin

Level Framin

ng Plan Part

ng Plan Part

A

t B

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Fig

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gure 20: Seco

Figure 21:

ond Floor Fr

Roof Framin

raming Plan

ng Plan

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Append

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dix B: Calc

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culations

eport I

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Beam Self Weight Per Floor Beam Size Length Number Weight W21x 44 40 35 61600 lb W24x 55 40 5 11000 lb W18x 35 20 20 14000 lb W21x 44 20 5 4400 lb W27x 84 40 2 6720 lb W12x 14 10 4 560 lb W10x 12 10 10 1200 lb W18x 40 20 4 3200 lb W24x 62 30 1 1860 lb W14x 22 20 5 2200 lb W10x 12 4 4 192 lb W24x 55 20 1 1100 lb W16x 26 15 1 390 lb W21x 50 20 1 1000 lb W16x 31 24 1 744 lb W16x 40 20 1 800 lb W14x 22 21 2 924 lb W14x 22 26 1 572 lb W16x 31 26 2 1612 lb W18x 35 26 1 910 lb W12x 16 12 1 192 lb W12x 14 15 1 210 lb W12x 16 18 1 288 lb W14x 22 23 1 506 lb W14x 22 25 1 550 lb W12x 19 25 1 475 lb W16x 26 28 1 728 lb W18x 35 30 1 1050 lb W16x 31 32 1 992 lb W18x 35 34 2 2380 lb W21x 44 37 1 1628 lb W21x 44 40 2 3520 lb W21x 44 43 1 1892 lb W14x 22 25 1 550 lb W16x 31 28 1 868 lb W18x 35 30 1 1050 lb W16x 31 32 1 992 lb W18x 35 34 1 1190 lb W18x 40 38 1 1520 lb W21x 50 20 2 2000 lb W14x 61 20 1 1220 lb

Total 138785 lb Total 138.8 k

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Documents

ASHA Na tiona l Office Rockville, MDthe North-South direction were found to control the design of the structure with a base shear of ... C Mid-Atla sually 6’x6 October 5, Page 6