Structural Design Samples by Han Ding

STRUCTURAL DESIGN SAMPLES

HAN DING M.S.CEE, Structural Engineering M.Arch, Structures Option University of Illinois at Urbana-Champaign

CONTENTS

Internship Projects

Gravity Analysis by RAM Structural System Lateral Analysis by RISA Detailing of Steel Moment Connection: End Plates, Column Stiffeners and Doublers Design of Grade Beams Design of Column Base Plates Building Information Modeling and Preparation of Construction Documents by Revit Structure

Steel Structures

Reinforced Concrete

Other Works

Physics and Mathematics Ability

Structural Expressions in Design Studios

Preliminary 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

Moment 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

Timber Column Capacity by NDS 2005 Masonry Shear Wall: Post-Crack Behavior Wind Load Study by Code ASCE7-10

Why a searchlight should have a paraboloid reflection surface? Simplified by Trigonometric Identities Why the Moon has much larger influence on the tides than the Sun? Approximated by Taylor Series

GPA of Relevant Courses: 3.72/4.00 Steel Structures II Reinforced Concrete Masonry Structures Structural Mechanics

Structural Analysis Advanced Reinforced Concrete Soil Mechanics and Foundations Finite Element Methods

Structural Wood Design Prestressed Concrete Structural Dynamics Earthquake Engineering

INTERNSHIP PROJECTS Supervisors: Bob Magruder, Kurt Goodfriend Goodfriend Magruder Structures LLC Chicago,IL May-August 2012

F.9 G

176

173

L3 321

L3 90

10.9 11

179

319

180

196

L3 389

183

199

188 204

187 203

189 206

186 202

185 201

184 200

L6 385

L2 78

L3 67

361

362

363

364

L6 279

77 261 260 259 258 257 256 83

367

368

342

L3 68

365

366

3 2

230 229 228 L3 70

231

237 236 235 234 233 232

238

242 241 240 239

243

244

245

373 372 371 370 369

374

375

376

377

378

L6 69

06/25/12 16:38:26 Steel Code: AISC360-05 ASD

L3 380

320

190 207

191 208

192 209

A A.1

193 210

Floor Type: 2nd

RAM Steel v14.04.07 DataBase: Johnson-RAMTEST20120624original Building Code: IBC

177

174

181 197

178 60

175 379

L3 355

L3 357

195

182 198

L7 75 205

194 211

L242 41 86 46 39

L6 360

61 340 47

L6 89

L3 72 31

L3 73 32

L3 74 33

Floor Map

Gravity Analysis by RAM Structural System

Lateral Analysis by RISA Z X

C.4 C.5

HSS4.5x0.237

W1 4x 22

C.6

6 x2

W1 6x 26

W1 6x 26 W1 6x 26

W1 6x 31

HSS4.5x0.337

4x W1

HSS4x4x5

/16

HSS5.5x0.5

E E.2

HS S4 x

4x 5

D.8

4x W1

W1 6x 31

/1 6

D.4

4x W1

W1 6x 26

HSS4.5x0.237

0x W1

HSS4x4x5/16

HSS4.5x0.237

9 x1

HSS4.5x0.337

W1 0 4X W1 43

W1 6x 26

6 x2 16 W x26 6 W1

W1 W16x3 2x 1 22

HSS5.5x0.5

HSS4.5x0.337

A.4

6x W1

W1 4x 22

HSS4.5x0.375

HSS4.5x0.337

2 x2

W1 4x 22

19 0x W 1 W1 9 x1 6x 26 W10

W1 6x 36

HSS5.5x0.5 HSS5.5x0.5

x5 / 4 W1

HS S4 x4

W1 6x 36

W1 6x 26

6 x2 16 W 26 6x W1

HSS5.5x0.5

/16 S4x4x5

W1 6x 26

HSS4.5x0.337

/16

W1 4X 43

30 2X HSS4x4 x5 W1

W1 6x 26

HSS5.5x0.5 HSS5.5x0.5

HSS4.5x0.237

0x W1

HSS4.5x0.337

HSS4.5x0.237

W1 4x 22

HSS4.5x0.337

W1 8x 60

HSS5.5x0.5

W1 8x 55

HSS4.5x0.337 HSS4.5x0.337

1.8

4x W1

W1 6x 26

HSS4.5x0.337 HSS5.5x0.5 HSS4.5x0.337

HSS5.5x0.5 HSS4.5x0.337

4x W1

HSS5.5x0.5

4x W1

HSS5.5x0.5

4x W1

HSS4.5x0.337

E.8 F

Z X 5

SK - 2 ECC West Lateral Analysis

May 23, 2012 at 5:09 PM

ECC West Lateral Analysis 20120523.r3d

0.5

7.3 4.6

2 1.8

0.1

1.09k

-.2 -.1

-3.9

2.12k

0 1

-.8

1.09k

A.4

-7.3

4.47k

-.1

6.58k

C C.4 C.5 C.6

3.8 3.6

D.4

-1.6 D.8 E

4.24k

E.2

E.8 F

-3.9

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

SK - 19 ECC West Lateral Analysis

May 23, 2012 at 3:47 PM ECC West Lateral Analysis 20120523.r3d

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

Photos During Construction

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

Photos During Construction

Design of Grade Beams

Photos During Construction 8

Design of Column Base Plates

Photos During Construction 10

F.45 Modeling and Preparation of Construction Documents by Revit Structure

G.6 15' - 6"

G.7 9' - 4"

HSS10X2X1/4 @ 0'-8"

HSS10X6X1/2

2x12 @ 1'-4"

HSS12X6X5/8 (LOW)

HSS12X6X5/8 16' - 3"

9' - 4"

5 STRUCTURAL AXON SCALE:

F.45

G.6 15' - 6"

G.7

G.6

BOOTH HANSEN

9' - 4"

Architecture Interiors Planning 333 South Des Plaines Street

HSS12X6X5/8 (LOW)

Chicago, Illinois 60661

G.6

H 6

G.7

Goodfriend Magruder Structure LLC 53 W Jackson Blvd, Suite 352 Chicago IL 60604 312 265 2645 www.gmstructure.com

6.4

26' - 1"

HSS12X4X3/8

HSS10X6X1/2

2x12 @ 1'-4"

G.7

6.4

Structural Design and Engineering

HSS10X2X1/4 @ 0'-8"

6.4

6.7

HSS10X2X1/4 @ 0'-8"

6.7 7

7 HSS12X6X5/8

16' - 3"

9' - 4"

4 8TH FLOOR FRAMING PLAN

3 STAIR LANDING FRAMING PLAN

SCALE: 1/4" = 1'-0"

5 STRUCTURAL AXON

1 ROOF FRAMING PLAN

SCALE:

SCALE: 1/4" = 1'-0"

G.6

G.7

J 5

G.7

Modeling and Preparation of Construction Documents by Revit Structure

ODUCT

PRODUCED BY AN AUTODESK STUDENT PRODUCT

1.9

T/EX WALL Dining EL: 127'-2 1/2" B/COP Ex Dinning T/EX126'-4 WALL1/2" Dining EL: EL: 127'-2 1/2" B/COP Ex Dinning EL: 126'-4 1/2"

T/EX WALL Dining EL: 127'-2 1/2" T/EX WALL Dining EL: 127'-2 1/2"

B/COP Ex Dinning T/EX126'-4 WALL1/2" Dining EL: EL: 127'-2 1/2" T/EX WALL Dining EL: 127'-2 1/2"

T/EX WALL Dining EL: 127'-2 1/2"

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

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

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

T/STL Roof West EL: 124'-1" B/COP Ex Kitchen EL: 123'-5" West T/STL T/STL Roof Roof East EL: EL: 124'-1" 122'-11" B/COP Ex Kitchen EL: 123'-5" T/STL East Ex RoofRoof Kitchen EL: 122'-11" 121'-10" B/COP Ex Kitchen W Ex Roof Kitchen EL: 120'-11" EL: 121'-10"

Ex Roof HP Kitchen W EL: 120'-2 1/2" W B/COP Ex Kitchen Kitchen Entry B/COP Ex EL: EL: 119'-11" 120'-11" Ex Roof HP Kitchen W EL: 120'-2 1/2" Entry B/COP Ex Kitchen EL: 119'-11"

T/STL Roof West EL: 124'-1" B/COP Ex Kitchen EL: 123'-5" West T/STL T/STL Roof Roof East T/STL Roof West EL: 124'-1" EL: 122'-11" EL: 124'-1" B/COP Ex Kitchen B/COP Ex Kitchen EL: 123'-5" T/STL East EL: 123'-5" Ex RoofRoof Kitchen T/STL Roof East 122'-11" EL: 121'-10" EL: 122'-11"

T/STL Roof West EL: 124'-1" B/COP Ex Kitchen EL: 123'-5" T/STL Roof East EL: 122'-11"

B/COP Ex Kitchen W Ex Roof Kitchen EL: 120'-11" Ex Roof Kitchen EL: 121'-10" EL: 121'-10" Ex Roof HP Kitchen W

Ex Roof Kitchen EL: 121'-10"

EL: 120'-2 1/2" W B/COP Ex Kitchen Kitchen Entry B/COP Ex B/COP Ex Kitchen W EL: EL: 119'-11" 120'-11" EL: 120'-11" Ex Roof HP Kitchen W Roof HP Kitchen W EL: 120'-2 1/2" Ex B/COP Ex Kitchen Entry EL: 120'-2 1/2" Entry B/DECK B/COP ExMECH Kitchen EL: 119'-11" EL: 119'-11"

B/COP Ex Kitchen W EL: 120'-11" Ex Roof HP Kitchen W EL: 120'-2 1/2" Entry B/COP Ex Kitchen EL: 119'-11"

B/COP Ex Kitchen W EL: 120'-11" Ex Roof HP Kitchen W EL: 120'-2 1/2" Entry B/DECK B/COP ExMECH Kitchen EL: 119'-11"

PROJECT TEAM

T/FF Level 1 T/SLAB Level 1 EL: 108'-0" EL: 107'-9" T/FF Level 1 T/SLAB Level 1 T/FF Level 1 EL: 108'-0" EL: 108'-0" EL: 107'-9"

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

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

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

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

T/EX SLAB - Pipe Roof EL: 104'-0"

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

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

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

T/EX SLAB Bsmt S Dining T/EX SLAB Bsmt EL: N Dining 99'-11" EL: 98'-6"

T/EX SLAB Bsmt N Dining EL: 98'-6" T/EX FTG N Dining T/EX SLAB Bsmt N Dining EL: 97'-7" EL: 98'-6" T/EX FTG N Dining EL: 97'-7"

T/EX FTG N Dining T/EX SLAB Bsmt N Dining EL: 97'-7" T/EX SLAB Bsmt N Dining EL: 98'-6" EL: 98'-6"

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

T/EX FTG N Dining EL: 97'-7"

BUREAU-AD

UNIVERSITY OF SAINT BUREAU-AD MARY OF THE LAKE UNIVERSITYREFECTORY OF SAINT IMPROVEMENT MARY OF THE LAKE PROJECT REFECTORY 1000IMPROVEMENT EAST MAPLE AVENUE MUNDELEIN, ILLINOIS 60060 PROJECT ISSUE

2" = 1'-0"

T/EX SLAB Bsmt W Kitchen EL: 100'-11" T/EX SLAB Tunnel W EL: 100'-5" T/EX SLAB Bsmt S Dining EL: 99'-11"

1000 EAST MAPLE AVENUE MUNDELEIN, ILLINOIS 60060

WEST2 DINING NORTH EX WALL

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

BUREAU-AD

T/EX SLAB Tunnel E EL: 96'-6"

WEST2

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

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

ISSUE

1 NORTHWEST1 = 1'-0" 11/2" NORTHWEST1 2 EAST TUNNEL 1/2" = 1'-0" 1/2" = 1'-0"

WALL SECTIONS

date scale WALL drawn date by checked scale by projectby number drawn

07/25/12

SECTIONS1/2" = 1'-0"

sheet number

Author 07/25/12 1/2" Checker = 1'-0" 2012.002 Author Checker 2012.002

S-302 S-302

checked by project number

sheet number

2013/3/23 18:09:09 18:09:09 ININ PROGRESS PROGRESS2013/3/23

T/FF Level 1 T/SLAB Level 1 EL: 108'-0" EL: 107'-9"

PRODUCED PRODUCED BY ANBYAUTODESK AN AUTODESK STUDENT STUDENT PRODUCT PRODUCT

T/FF Level 1 T/SLAB Level 1 EL: 108'-0" EL: 107'-9"

ARCHITECT: BUREAU OF ARCHITECTURE AND DESIGN LLC PROJECTSecond TEAM 20 West Hubbard Street, Floor Chicago, Illinois 60654 312-386-5860 ARCHITECT: BUREAU OF ARCHITECTURE AND DESIGN LLC www.bureau-ad.com 20 West Hubbard Street, Second Floor Chicago, Illinois 60654 STRUCTURAL ENGINEER: 312-386-5860 GOODFRIEND MAGRUDER STRUCTURE LLC 53 West Jackson Boulevard www.bureau-ad.com Suite 352 Chicago, Illinois 60604 STRUCTURAL ENGINEER: GOODFRIEND 312-265-2645 MAGRUDER STRUCTURE LLC 53 West Jackson Boulevard www.gmstructure.com Suite 352 Chicago, Illinois 60604 MEP ENGINEER: 312-265-2645 ADVANCE CONSULTING GROUP INTERNATIONAL www.gmstructure.com PC 300 West Adams Street MEP Suite ENGINEER: 420 ADVANCE CONSULTING Chicago, Illinois 60606 GROUP INTERNATIONAL PC 312-357-1840 300 West Adams Street www.acgintl.com Suite 420 Chicago, Illinois 60606 LANDSCAPE ARCHITECT: 312-357-1840 DANIEL WEINBACH AND PARTNERS, LTD. 53 West Jackson boulevard www.acgintl.com Suite 250 LANDSCAPE ARCHITECT: Chicago, Illinois 60604 312-427-2888 DANIEL WEINBACH AND PARTNERS, LTD. 53 West Jackson boulevard www.dwpltd.com Suite 250 Chicago, Illinois 60604 CIVIL ENGINEER: 312-427-2888 ERIKSSON ENGINEERING ASSOCIATES, LTD. www.dwpltd.com 145 Commerce Drive Suite A CIVIL ENGINEER: Grayslake, Illinois 60030 ERIKSSON ENGINEERING ASSOCIATES, LTD. 847-223-4804 145 Commerce Drive www.eea-ltd.com Suite A FOODSERVICE CONSULTANT: Grayslake, Illinois 60030 847-223-4804 MVP SERVICES GROUP www.eea-ltd.com 900 West Jackson Boulevard Suite 7 West FOODSERVICE Chicago, IllinoisCONSULTANT: 60607 MVP SERVICES GROUP 888-582-5109 900 West Jackson Boulevard Suite 7 West Chicago, Illinois 60607 888-582-5109

PROD PROD

PRODUCED BY AN AUTODESK STUDENT PRODUCT

DINING EAST EX WALL

1/2" = 1'-0"

STEEL STRUCTURES

Preliminary Design: Process by Flow Chart

Preliminary Design: Lateral Load Distribution by Portal Method

Lateral Analysis of a Moment Frame by SAP2000

Lateral Analysis of a Cable-Stayed Frame by SAP2000

SAP2000

4/3/12 15:50:00

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

Detailing of Beam-to-column Connections

Stuctural Analysis-Portal MethodConnections for Lateral Load Detailing of Beam-to-column

Composite Beam Flexural Design

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

REINFORCED CONCRETE

Moment Distribution of a Three-Span Continuous Beam

Design of Wide Module Slab System: Stirrup Design

Design of Wide Module Slab System: Bars Placement Check

Design of Spandrel Girders: Torsion

Design of Spandrel Girders: Bars Placement

Column Strength of Biaxial Bending and Compression

OTHER WORKS

Timber Column Capacity by NDS 2005

Masonry Shear Wall: Post-Crack Behavior

CEE 467

MASONRY STRUCTURES Problem Assignment No. 8 URM Shear Walls due October 9, 2012

Fall 2012

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

56.73*

4;*<='

/012/3

4512/3

+#,&'()*-.30

!"#$%&'()*

Wind Load Study by Code ASCE7-10

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

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

Structural Expressions in Design Studios

1 - Tubular hanger (also resists uplift) 2 - Main beam, IPE330 3 - Concrete-filled steel column, 355 mm dia 4 - Tie with clevis 5 - Column head 6 - Base plate of the steel column, 20mm 7 - Iron wire mesh (separating the upper pipe space and the lower corridor) 8 - 36mm low-radiation glass, 6mm+18mm (vacuum) +12mm 9 - Cable, 40mm dia 10 - Box beam section 11 - HSFG bolts 12 - Blinds 13 - Beam grid junction component 14 -Turnbuckle accommodating length tolerances in the cable 15 - Ground anchor

Detailing of Trusses in the Exhibition Hall a

a-a

b-b

Construction Detail: From Foundation to Roof 39

Exhibition Hall

Structure, Roof and Interior View