Structural Design Samples

STRUCTURAL DESIGN SAMPLES

HAN DING

M.S.CEE, Structural Engineering M.Arch, Structures Option

University of Illinois at Urbana-Champaign

CONTENTS

Internship Projects 1Gravity Analysis by RAM Structural SystemLateral Analysis by RISADetailing of Steel Moment Connection: End Plates, Column Stiffeners and DoublersDesign of Grade BeamsDesign of Column Base PlatesBuilding Information Modeling and Preparation of Construction Documents by Revit Structure

Steel Structures 13Preliminary Design: Process by Flow Chart Preliminary Design: Lateral Load Calculation by Portal Method Lateral Analysis: Moment and Cable-Stayed Frames by SAP2000 Detailing of Beam-to-column Connections Composite Beam and Concrete-Filled-Tube (CFT) Column Strength

Reinforced Concrete 21Moment Distribution of a Three-Span Continuous Beam Design of Wide Module Slab System: Stirrup Design and Bars Placement Check Design of Spandrel Girders: Torsion Design and Bars Placement Column Strength of Biaxial Bending and Compression

Other Works 29Timber Column Capacity by NDS 2005Masonry Shear Wall: Post-Crack BehaviorWind Load Study by Code ASCE7-10

Physics and Mathematics Ability 33Why a searchlight should have a paraboloid reflection surface? Simplified by Trigonometric IdentitiesWhy the Moon has much larger influence on the tides than the Sun? Approximated by Taylor Series

Structural Expressions in Design Studios 35

GPA of Relevant Courses: 3.72/4.00 Steel Structures II Structural Analysis Structural Wood DesignReinforced Concrete Advanced Reinforced Concrete Prestressed Concrete Masonry Structures Soil Mechanics and Foundations Structural DynamicsStructural Mechanics Finite Element Methods Earthquake Engineering

INTERNSHIP PROJECTS

Supervisors: Bob Magruder, Kurt GoodfriendGoodfriend Magruder Structures LLC Chicago,IL

May-August 2012

Gravity Analysis by RAM Structural System

1

Flo

or

Ma

p

RA

M S

teel

v14.0

4.0

7

Dat

aBas

e: J

ohnso

n-R

AM

TE

ST

20120624ori

gin

al06/2

5/1

2 1

6:3

8:2

6

Buil

din

g C

ode:

IB

CS

teel

Code:

AIS

C360-0

5 A

SD

Flo

or

Typ

e: 2

nd

11

10.9

10

98

76

54

32

1

GF.9FEDCB

A.1A

90

45

321

58

52

173176

174177

175178

357

389

5635537960

319

195179

196180

197181

59

198182

60

199183

200184

320

201185

202186

203187

204188

20575

54

206189

207190

58

208191

385

209192

76

210193

211194

3603946

279

86

83

256

257

258

41

259

260

261

77

4253

361

362

363

364

55

78

367

368

342

67

27 80

365

366

68

50

894

0

228

229

230

231

232

47

233

234

340

235

236

237

238

239

240

241

242

243

244

245

369

61

370

371

372

373

374

375

376

377

378

51

70

69

34

29

3533

380

743273317230

L2

L2

L2

L2

L3

L3 L3

L3

L6

L6

L6

L6L

3

L3

L3L3L3

L6

L3

L3

L3

L7

P1

P1

P1

P3

P3

P2

Lateral Analysis by RISA

2

ECC West Lateral Analysis

SK - 2

May 23, 2012 at 5:09 PM

ECC West Lateral Analysis 20120523.r3d

W16x36

W14x22

W18x60W14x22

W14x22

W12X30

W14x22 W14x22

W10x19

W14x22

W16x26

W10x19

W12x22

W10x19

W16x26

W14x22

W14x22

W14x22

W14x22

W16x31

W16x31

W16x26

W16x26

W14X43

W16x26

W16x26

W14x22

W14x22

W16x26

W14X43

W16x26

W16x26

W16x26

W16x26

W16x31

W18x55

HS

S5.5

x0. 5

HS

S4.5

x0. 3

37

HS

S4.5

x0. 3

75

HS

S4.5

x0. 3

37

HS

S4.5

x0. 3

37

HS

S5.5

x0. 5

HS

S5.5

x0. 5

HS

S5.5

x0. 5

HS

S4.5

x0. 3

37

HS

S5.5

x0. 5

HS

S5.5

x0. 5

HS

S5.5

x0. 5

HS

S5.5

x0. 5

HS

S4.5

x0. 3

37

HS

S4.5

x0. 2

37

HS

S4.5

x0. 3

37

HS

S4.5

x0. 3

37

HS

S4.5

x0. 3

37

HS

S4.5

x0. 3

37

HS

S4.5

x0. 3

37

HS

S4.5

x0. 3

37

HS

S4.5

x0. 2

37

W16x26

W16x26

HS

S4.5

x0. 2

37

HS

S5.5

x0. 5

HS

S5.5

x0. 5

HS

S4.5

x0. 2

37HS

S4.5

x0. 2

37

HSS4x

4x5/

16

HSS4x4x5/16

HSS4x

4x5/

16

HSS4x4x5/16

HS

S4.5

x0.3

37

HS

S4.5

x0. 3

37

W10x19

W10x19

HS

S4.5

x0. 3

37

HS

S4.5

x0. 3

37

W16x36

W16x26

W16x2

6

HS

S5.5

x0. 5

HS

S5.5

x0. 5

W16x31

HSS4x4x5/16

HSS4x4x5/16

W16x2

6

W16x2

6

Y X

Z

1

1.82

3

4

5

G

E.8F

E.2E

D.4

D.8

D

C.6

C

C.5

B

C.4

A.4

A

ECC West Lateral Analysis

SK - 19

May 23, 2012 at 3:47 PM

ECC West Lateral Analysis 20120523.r3d

2.12k

4.47k

6.58k

4.24k

1.09k

1.09k

4.6

-3.9

3.6

-1.6

-.8

0.5

-.2

0

0

0

0

0

-.1

0

-7.3

7.3

-3.9

3.8

-.1

0.1

Y X

Z

Loads: BLC 4, Wind E-W Direction Results for LC 1, Wind(E-W) Member Axial Forces (k)

1

1.82

3

4

5

G

E.8

F

E.2E

D.4

D.8

D

C.6

C

C.5

B

C.4

A.4

A

Detailing of Steel Moment Connection: End Plates, Column Stiffeners and Doublers

3


4

Photos During Construction


5


6


Design of Grade Beams

7

Design of Grade Beams

8


Design of Column Base Plates

9

Design of Column Base Plates

10


6.4

6.7

G.6 H

7

6

G.7

5

6.4

6.7

8

G.6 H

7

6

G.7 J

5

6.4

6.7

8

G.6F.45 H

7

6

G.7 J

HSS12X6X5/8

HSS1

2X4X

3/8

HSS12X6X5/8 (LOW)

HSS1

0X6X

1/2

@2x

121'-

4"

16' - 3" 9' - 4"

26' -

1"

15' - 6" 9" 9' - 4"

@HS

S10X

2X1/4

0'-8"

@HS

S10X

2X1/4

0'-8"

6.4

6.7

H

7

6

G.7

Goodfriend Magruder Structure LLC53 W Jackson Blvd, Suite 352Chicago IL 60604312 265 2645www.gmstructure.com

Structural Design and Engineering

PROJECT NUMBER

NO. DESCRIPTION DATE

BOOTH HANSEN

Chicago, Illinois 60661

333 South Des Plaines Street

Architecture Interiors Planning

C:\_

revi

t_lo

cal_

files

\Goe

the

STR

UC

TUR

E20

12_B

ob_2

012.

rvt

65 E. Goethe - 8th FloorChicago, IL 60610

S101FRAMING PLANS

PRIVATECONDOMINIUMRESIDENCE

1205.00

SCALE: 1/4" = 1'-0" 3 STAIR LANDING FRAMING PLANSTAIR LANDING FRAMING PLANSCALE: 1/4" = 1'-0" 2 9TH FLOOR FRAMING PLAN9TH FLOOR FRAMING PLAN

SCALE: 1/4" = 1'-0" 1 ROOF FRAMING PLANROOF FRAMING PLAN

SCALE: 1/4" = 1'-0" 4 8TH FLOOR FRAMING PLAN8TH FLOOR FRAMING PLAN

SCALE: 5 STRUCTURAL AXONSTRUCTURAL AXON

1 PROGRESS 08.01.12

6.4

6.7

G.6 H

7

6

G.7

5

6.4

6.7

8

G.6 H

7

6

G.7 J

5

6.4

6.7

8

G.6F.45 H

7

6

G.7 J

HSS12X6X5/8

HSS1

2X4X

3/8

HSS12X6X5/8 (LOW)

HSS1

0X6X

1/2

@2x

121'-

4"

16' - 3" 9' - 4"

26' -

1"

15' - 6" 9" 9' - 4"

@HS

S10X

2X1/4

0'-8"

@HS

S10X

2X1/4

0'-8"

6.4

6.7

H

7

6

G.7

Goodfriend Magruder Structure LLC53 W Jackson Blvd, Suite 352Chicago IL 60604312 265 2645www.gmstructure.com

Structural Design and Engineering

PROJECT NUMBER

NO. DESCRIPTION DATE

BOOTH HANSEN

Chicago, Illinois 60661

333 South Des Plaines Street

Architecture Interiors Planning

C:\_

revi

t_lo

cal_

files

\Goe

the

STR

UC

TUR

E20

12_B

ob_2

012.

rvt

65 E. Goethe - 8th FloorChicago, IL 60610

S101FRAMING PLANS

PRIVATECONDOMINIUMRESIDENCE

1205.00

SCALE: 1/4" = 1'-0" 3 STAIR LANDING FRAMING PLANSTAIR LANDING FRAMING PLANSCALE: 1/4" = 1'-0" 2 9TH FLOOR FRAMING PLAN9TH FLOOR FRAMING PLAN

SCALE: 1/4" = 1'-0" 1 ROOF FRAMING PLANROOF FRAMING PLAN

SCALE: 1/4" = 1'-0" 4 8TH FLOOR FRAMING PLAN8TH FLOOR FRAMING PLAN

SCALE: 5 STRUCTURAL AXONSTRUCTURAL AXON

1 PROGRESS 08.01.12

Modeling and Preparation of Construction Documents by Revit Structure

11

T/EX WALL DiningEL: 127'-2 1/2"

T/EX WALL - Level 1EL: 106'-0"

T/EX SLAB Bsmt N DiningEL: 98'-6"

T/EX FTG N DiningEL: 97'-7"

T/STL Roof EastEL: 122'-11"

T/FF Level 1EL: 108'-0"

Ex Roof HP Kitchen WEL: 120'-2 1/2"

Ex Roof KitchenEL: 121'-10"

T/EX SLAB Bsmt W KitchenEL: 100'-11"

T/STL Roof WestEL: 124'-1"

B/COP Ex DinningEL: 126'-4 1/2"

B/COP Ex KitchenEL: 123'-5"

B/COP Ex Kitchen WEL: 120'-11"

B/COP Ex Kitchen EntryEL: 119'-11"





1.9


T/EX SLAB Tunnel EEL: 96'-6"

T/EX SLAB Bsmt S DiningEL: 99'-11"

B/DECK MECHEL: 119'-11"

T/EX SLAB - Pipe RoofEL: 104'-0"











T/EX SLAB Tunnel WEL: 100'-5"


1.9



B/DECK MECHEL: 119'-11"











T/EX SLAB Tunnel WEL: 100'-5"


F











IN P

RO

GR

ES

S

COPYRIGHT 2012 BUREAU-AD

sheet numberproject numberchecked bydrawn byscaledate

ISSUE

BUREAU-AD20 WEST HUBBARD STREET

SECOND FLOORCHICAGO, ILLINOIS 60654

PROJECT TEAM

ARCHITECT:BUREAU OF ARCHITECTURE AND DESIGN LLC20 West Hubbard Street, Second FloorChicago, Illinois 60654312-386-5860www.bureau-ad.com

STRUCTURAL ENGINEER:GOODFRIEND MAGRUDER STRUCTURE LLC53 West Jackson BoulevardSuite 352Chicago, Illinois 60604312-265-2645www.gmstructure.com

MEP ENGINEER:ADVANCE CONSULTING GROUP INTERNATIONALPC300 West Adams StreetSuite 420Chicago, Illinois 60606312-357-1840www.acgintl.com

LANDSCAPE ARCHITECT:DANIEL WEINBACH AND PARTNERS, LTD.53 West Jackson boulevardSuite 250Chicago, Illinois 60604312-427-2888www.dwpltd.com

CIVIL ENGINEER:ERIKSSON ENGINEERING ASSOCIATES, LTD.145 Commerce DriveSuite AGrayslake, Illinois 60030847-223-4804www.eea-ltd.com

FOODSERVICE CONSULTANT:MVP SERVICES GROUP900 West Jackson BoulevardSuite 7 WestChicago, Illinois 60607888-582-5109

UNIVERSITY OF SAINTMARY OF THE LAKE

REFECTORYIMPROVEMENT

PROJECT1000 EAST MAPLE AVENUE

MUNDELEIN, ILLINOIS 60060

1/2" = 1'-0"

2013

/3/2

3 18

:08:

48

2013

/3/2

3 18

:08:

48

S-301

WALL SECTIONS

CheckerAuthor

07/24/12

2012.002

1/2" = 1'-0"

1 DINING NORTH EX WALLDINING NORTH EX WALL 1/2" = 1'-0"

2 EAST TUNNELEAST TUNNEL 1/2" = 1'-0"

3 DINING EAST EX WALLDINING EAST EX WALL 1/2" = 1'-0"

4 DINING SOUTH EX WALLDINING SOUTH EX WALL

PRODUCED BY AN AUTODESK STUDENT PRODUCT





T/SLAB Level 1EL: 107'-9"





























IN P

RO

GR

ES

S



ISSUE



PROJECT TEAM











1/2" = 1'-0"

2013

/3/2

3 18

:09:

09

2013

/3/2

3 18

:09:

09

S-302

WALL SECTIONS

CheckerAuthor

07/25/12

2012.002

1/2" = 1'-0"

1 NORTHWEST1NORTHWEST1 1/2" = 1'-0"

2 NORTHWEST2NORTHWEST2



































IN P

RO

GR

ES

S



ISSUE



PROJECT TEAM











1/2" = 1'-0"

2013

/3/2

3 18

:09:

09

2013

/3/2

3 18

:09:

09

S-302

WALL SECTIONS

CheckerAuthor

07/25/12

2012.002

1/2" = 1'-0"

1 NORTHWEST1NORTHWEST1 1/2" = 1'-0"

2 NORTHWEST2NORTHWEST2





Modeling and Preparation of Construction Documents by Revit Structure

12

STEEL STRUCTURES

Preliminary Design: Process by Flow Chart

13

Preliminary Design: Lateral Load Distribution by Portal Method

14

Lateral Analysis of a Moment Frame by SAP2000

15

SAP2000

SAP2000 v14.1.0 - File:20111012Moment_Frame - Moment 3-3 Diagram (Rigorous 1.2DL+0.5LL+1.0W) - Kip, ft, F Units

10/12/11 19:01:50

Lateral Analysis of a Cable-Stayed Frame by SAP2000

16

SAP2000

SAP2000 v14.1.0 - File:20120402Structure Section3 - 3-D View - KN, mm, C Units

4/3/12 15:50:00

SAP2000

SAP2000 v14.1.0 - File:20120402Structure Section3 - Axial Force Diagram (1.0DL+0.9LL+1.6W1) - KN, mm, C Units

4/3/12 15:44:32

Detailing of Beam-to-column Connections

17

Stuctural Analysis-Portal Method for Lateral Load

18

Detailing of Beam-to-column Connections

Composite Beam Flexural Design

19

Concrete-Filled-Tube (CFT) Column: P-M Interaction Diagram

20

REINFORCED CONCRETE

Moment Distribution of a Three-Span Continuous Beam

21

Moment Distribution of a Three-Span Continuous Beam

22

Design of Wide Module Slab System: Stirrup Design

23

Design of Wide Module Slab System: Bars Placement Check

24

Design of Spandrel Girders: Torsion

25

Design of Spandrel Girders: Bars Placement

26

Column Strength of Biaxial Bending and Compression

27

Column Strength of Biaxial Bending and Compression

28

OTHER WORKS

Timber Column Capacity by NDS 2005

29

Masonry Shear Wall: Post-Crack Behavior

30

CEE 467 MASONRY STRUCTURES Fall 2012 Problem Assignment No. 8

URM Shear Walls due October 9, 2012

Part A: Determine the horizontal load, H (in kips), permitted by the 2011 MSJC for the unreinforced masonry shear wall shown. The wall is a single story cantilever as shown with a height of 9’-4”. The wall is constructed using 8” concrete masonry units with a compressive strength equal to 2150 psi. The wall is grouted solid but no reinforcement is placed in either the vertical or horizontal directions. Mortar is Type N with Portland Cement. The wall is subjected to a gravity compressive stress due to dead load equal to 75 psi that is applied at the top of wall as shown.

!"#$%&'()*

+#,&'()*-.-

/012/3

4512/3

56.73*

8*

- -

9%*:*4;*<='

Part B: Determine an allowable value of horizontal load for the shear wall if tensile strength of the masonry is neglected entirely, and post-cracking behavior is assumed. Consider a limiting compressive ledge stress equal to the allowable value for axial stress per the 2011 MSJC code. Comment on how the shear capacity might be checked.

CEE 467 MASONRY STRUCTURES Fall 2012 Problem Assignment No. 8

URM Shear Walls due October 9, 2012

Part A: Determine the horizontal load, H (in kips), permitted by the 2011 MSJC for the unreinforced masonry shear wall shown. The wall is a single story cantilever as shown with a height of 9’-4”. The wall is constructed using 8” concrete masonry units with a compressive strength equal to 2150 psi. The wall is grouted solid but no reinforcement is placed in either the vertical or horizontal directions. Mortar is Type N with Portland Cement. The wall is subjected to a gravity compressive stress due to dead load equal to 75 psi that is applied at the top of wall as shown.

!"#$%&'()*

+#,&'()*-.-

/012/3

4512/3

56.73*

8*

- -

9%*:*4;*<='

Part B: Determine an allowable value of horizontal load for the shear wall if tensile strength of the masonry is neglected entirely, and post-cracking behavior is assumed. Consider a limiting compressive ledge stress equal to the allowable value for axial stress per the 2011 MSJC code. Comment on how the shear capacity might be checked.

Wind Load Study by Code ASCE7-10

31

Wind Load Study by Code ASCE7-10

32

Why a searchlight should have a paraboloid reflection surface? Simplified by Trigonometric Identities

33

Why the Moon has much larger influence on the tides than the Sun? Approximated by Taylor Series

34

3

35

1 - Tubular hanger (also resists uplift)2 - Main beam, IPE3303 - Concrete-filled steel column, 355 mm dia4 - Tie with clevis5 - Column head6 - Base plate of the steel column, 20mm7 - Iron wire mesh (separating the upper pipe space and the lower corridor)8 - 36mm low-radiation glass, 6mm+18mm (vacuum) +12mm9 - Cable, 40mm dia10 - Box beam section11 - HSFG bolts12 - Blinds13 - Beam grid junction component14 -Turnbuckle accommodating length tolerances in the cable15 - Ground anchor

Structural Expressions in Design Studios

36

3

a

a

a-a

37

Detailing of Trusses in the Exhibition Hall

b

b

b-b

38

Construction Detail: From Foundation to Roof39

Exhibition HallStructure, Roof and Interior View

40

Date post:	28-Mar-2016
Category:	Documents
Upload:	han-ding
View:	234 times
Download:	8 times