Engineering Calculation Critique - 7 Questions

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285 Liberty St. NE, Suite 350 Salem, OR 97301

Bridge Design Calculations 100%_ Main Span Superstructure – Bent 1 & 4 Concrete Caps and Diaphragms

Bridge No. 21493 Willamette River (Sellwood) Bridge Location:

Portland, OR

Project Title:

Sellwood Bridge Project Oswego Highway and Tacoma St.

Project Number:

500042.00

Client:

Multnomah County Design Calculations By:

Evan Kristof, EIT T.Y.Lin International 8625 SW Cascade Ave., Suite 604 Portland, OR 97008 Jesse Escamilla III, P.E. T.Y.Lin International 60 East Rio Salado Parkway, Suite 501 Tempe, AZ 85281

The bridge design calculations contained herein have been prepared by or under the direction of the following

Registered Civil Engineer:

May 2012

Sellwood Willamette River Bridge

100% Calculation Book

TABLE OF CONTENTS

Design Overview 3

Drawings

Bent 1 5 ‐ 15

Pages

Bent 1 5 15

Bent 4 16 ‐ 19

Bent Cap Beams

P‐M Interaction Design (All demands)

General 21

STR/EE2/500YR: Inside Face of Column 22 ‐ 53

STR/EE2/500YR: Midspan 54 71STR/EE2/500YR: Midspan 54 ‐ 71

1000YR: Inside Face of Column 72 ‐ 79

1000YR: Midspan 80 ‐ 85

XTRACT Input File 86 ‐ 126

Strut & Tie Design (EQ loads only)

NOTE: only Bent 1 calculations included in this calculation book

G l 28 30General 128 ‐ 130

Top of Column Connection Demands 131 ‐ 136

Anchorage C/T Resultant Calculations 137 ‐ 152

Column/Girder Resultant Summary 153 ‐ 154

Truss Diagrams 155 ‐ 159

Ties: Steel Areas 160 ‐ 162

Force Diagrams 163 ‐ 166

Strut and Tie Calculations 167 ‐ 178

CAST Input/Output Files 179 ‐ 245

Shear Lugs

Loads 247

Design 248 ‐ 249

End Diaphragm & Transverse Restrainer

Background 251

Plan Sheets 252 ‐ 257

Restrainer Design Calculations 258 ‐ 263

End Diaphragm Design Calculations 264 ‐ 274

5/25/2012 Page 1 of 1

Sellwood Willamette River Bridge 100% Calculation Book

5/18/2012 3

General Design Overview

The calculations provided herein are for the following main span elements at Bents 1 & 4: concrete cap

beams, concrete shear lugs, and steel end diaphragms/restrainers.

The design of these members is in accordance with the Sellwood Bridge Project Specific Design Criteria,

which adheres to the provisions of the AASHTO LRFD Specification for Highway Bridges 2010 (“LRFD”).

The calculations are based on design forces provided by the 3D LARSA Structural Analysis Model, as

described in a separate calculation book. The calculations evaluated applicable limit states for the

various combinations of Strength, Service, and Extreme Events, which include both seismic and vessel

collision.

Bent Cap Beams

The bent cap beams are reinforced concrete members designed per LRFD § 5. The bent cap beams are

designed for combined axial and bending demands per § 5.7, with capacities calculated using XTRACT.

For transverse seismic events, the bent cap beams are also designed with a strut‐and‐tie model

developed in accordance with LRFD § 5.6.3.

Shear Lugs

The shear lugs are reinforced concrete members, with force transfer to the end diaphragm occurring

through a horizontally oriented bearing. The shear lugs are designed to resist 1.2 times the main span

transverse seismic shears, using the strut‐and‐tie provisions of LRFD § 5.6.3 to determine capacity.

End Diaphragms

See the end diaphragm/restrainer portion of the calc book for applicable design information.

EKristof

Text Box

Drawings

engineers | planners | scientists

Q :\ 5 0 0 0 4 2 .0 0 _ S e ll w o o d \6 0 0 C A D D \1 _ O ff ic ia l\ S L W _ B R ID G E _ S H E E T _ 2 0 1 3 -0 0 _ T Y L I_ B E N T 1 C A P B E A M D E T A IL S 1 .d w g , 5 /2 4 /2 0 1 2 7 :5 3 :1 7 A M

engineers | planners | scientists

Q :\ 5 0 0 0 4 2 .0 0 _ S e ll w o o d \6 0 0 C A D D \1 _ O ff ic ia l\ S L W _ B R ID G E _ S H E E T _ 2 0 1 4 -0 0 _ T Y L I_ B E N T 1 C A P B E A M D E T A IL S 2 .d w g , 5 /2 4 /2 0 1 2 7 :5 5 :2 3 A M

engineers | planners | scientists

Q :\ 5 0 0 0 4 2 .0 0 _ S e ll w o o d \6 0 0 C A D D \1 _ O ff ic ia l\ S L W _ B R ID G E _ S H E E T _ 2 0 1 5 -0 1 _ T Y L I_ B E N T 1 C A P B E A M D E T A IL S 4 .d w g , 5 /2 4 /2 0 1 2 7 :0 8 :2 7 A M

engineers | planners | scientists

Q :\ 5 0 0 0 4 2 .0 0 _ S e ll w o o d \6 0 0 C A D D \1 _ O ff ic ia l\ S L W _ B R ID G E _ S H E E T _ 2 0 8 0 -0 0 _ T Y L I_ B E N T 4 E L E V A T IO N S .d w g , 5 /2 4 /2 0 1 2 1 0 :4 1 :2 1 A M

engineers | planners | scientists

Q :\ 5 0 0 0 4 2 .0 0 _ S e ll w o o d \6 0 0 C A D D \1 _ O ff ic ia l\ S L W _ B R ID G E _ S H E E T _ 2 0 9 3 -0 0 _ T Y L I_ B E N T 4 C A P B E A M D E T A IL S 1 .d w g , 5 /2 4 /2 0 1 2 7 :5 2 :1 3 A M

EKristof

Text Box

Bent Cap Beams P-M Design

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Summary

50000

60000

Demand‐Capacity

Factored Capacity Nominal Capacity Demand

30000

40000

50000

x ia l F o rc e ( k )

10000

20000

A x

Capacity (from XTRACT)

‐6007 ‐45250 0.0000 0.75 ‐5406 ‐35006 min

49850 45100 0.0080 0.90 37388 35352 max

‐10000

‐50000 ‐40000 ‐30000 ‐20000 ‐10000 0 10000 20000 30000 40000 50000

Moment (k‐ft)

Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft

49850 1 0.00000 0.75 37388 1

49760 ‐11 0.00000 0.75 37320 ‐8

49590 129 0.00000 0.75 37193 97

49310 462 0.00000 0.75 36983 347

48910 1037 0.00000 0.75 36683 778

48270 2208 0.00000 0.75 36203 1656

0° Bending Angle

47390 3968 0.00000 0.75 35543 2976

46310 6125 0.00000 0.75 34733 4594

44990 8708 0.00000 0.75 33743 6531

43420 11720 0.00000 0.75 32565 8790

41640 15130 0.00000 0.75 31230 11348

39650 18910 0.00000 0.75 29738 14183

37470 23030 0.00000 0.75 28103 17273

35120 27430 0.00000 0.75 26340 20573

32660 31890 0.00000 0.75 24495 23918

30400 35380 0.00017 0.75 22800 26535

28390 37980 0.00038 0.75 21293 28485

26580 39920 0.00059 0.75 19935 29940

24940 41360 0.00080 0.75 18705 31020

23450 42450 0.00101 0.75 17588 31838

22070 43290 0.00122 0.75 16553 32468

20790 43930 0.00143 0.75 15593 32948

19600 44430 0.00164 0.75 14700 33323

18500 44800 0.00185 0.75 13875 33600

17470 45100 0.00207 0.75 13159 33972

16630 44830 0.00228 0.76 12702 34241

15850 44490 0.00249 0.77 12273 34451

15130 44130 0.00270 0.78 11876 34638

14440 43730 0.00291 0.80 11486 34785

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 1 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Capacity (from XTRACT)

‐6007 ‐45250 0.0000 0.75 ‐5406 ‐35006 min

49850 45100 0.0080 0.90 37388 35352 max

Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft

0° Bending Angle

13810 43300 0.00312 0.81 11132 34902

13210 42860 0.00333 0.82 10787 34999

12630 42400 0.00354 0.83 10447 35071

12100 41960 0.00375 0.84 10136 35150

11570 41510 0.00397 0.85 9814 35211

11090 41050 0.00418 0.86 9524 35254

10640 40600 0.00439 0.87 9250 35296

10180 40140 0.00460 0.88 8957 35319

9762 39700 0.00481 0.89 8693 35351

9368 39280 0.00502 0.90 8431 35352

8976 38870 0 00523 0 90 8078 349838976 38870 0.00523 0.90 8078 34983

8586 38440 0.00544 0.90 7727 34596

8221 38040 0.00565 0.90 7399 34236

7966 37630 0.00586 0.90 7169 33867

7725 37220 0.00608 0.90 6953 33498

7482 36790 0.00629 0.90 6734 33111

7250 36380 0.00650 0.90 6525 32742

7033 35990 0.00671 0.90 6330 32391

6833 35620 0.00692 0.90 6150 32058

6641 35260 0.00713 0.90 5977 31734

6447 34890 0 00734 0 90 5802 314016447 34890 0.00734 0.90 5802 31401

6250 34520 0.00755 0.90 5625 31068

6066 34170 0.00776 0.90 5459 30753

5894 33830 0.00798 0.90 5305 30447

5267 32480 0.00800 0.90 4740 29232

4493 30700 0.00800 0.90 4044 27630

3611 28480 0.00800 0.90 3250 25632

2658 25970 0.00800 0.90 2392 23373

1697 23360 0.00800 0.90 1527 21024

730 20640 0.00800 0.90 657 18576

‐225 17880 0.00800 0.90 ‐202 16092

‐1165 15100 0.00800 0.90 ‐1049 13590

‐2022 12500 0.00800 0.90 ‐1820 11250

‐2826 10020 0.00800 0.90 ‐2543 9018

‐3486 7922 0.00800 0.90 ‐3137 7130

‐4017 6214 0.00800 0.90 ‐3615 5593

‐4406 4962 0.00800 0.90 ‐3965 4466

‐4631 4268 0.00800 0.90 ‐4168 3841

‐4841 3625 0.00800 0.90 ‐4357 3263

‐5051 2982 0.00800 0.90 ‐4546 2684

‐5255 2353 0.00800 0.90 ‐4730 2118

‐5448 1748 0.00800 0.90 ‐4903 1573

‐5641 1144 0.00800 0.90 ‐5077 1030

‐5834 540 0.00800 0.90 ‐5251 486

‐5995 34 0.00800 0.90 ‐5396 31

‐6007 ‐4 0.00800 0.90 ‐5406 ‐3

‐6007 ‐4 0.00800 0.90 ‐5406 ‐36007 4 0.00800 0.90 5406 3

‐6007 ‐4 0.00800 0.90 ‐5406 ‐3

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 2 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Capacity (from XTRACT)

‐6007 ‐45250 0.0000 0.75 ‐5406 ‐35006 min

49850 45100 0.0080 0.90 37388 35352 max

Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft

0° Bending Angle

‐6007 ‐4 0.00800 0.90 ‐5406 ‐3

‐6007 ‐4 0 00800 0 90 ‐5406 ‐3‐6007 ‐4 0.00800 0.90 ‐5406 ‐3

‐6007 ‐4 0.00800 0.90 ‐5406 ‐3

6007 4 0 00800 0 90 5406 3‐6007 ‐4 0.00800 0.90 ‐5406 ‐3

‐6007 ‐4 0.00800 0.90 ‐5406 ‐3

‐5842 ‐525 0.00800 0.90 ‐5258 ‐473

‐5670 ‐1069 0.00800 0.90 ‐5103 ‐962

‐5499 ‐1613 0.00800 0.90 ‐4949 ‐1452

‐5327 ‐2156 0.00800 0.90 ‐4794 ‐1940

‐5147 ‐2718 0.00800 0.90 ‐4632 ‐2446

‐4958 ‐3300 0.00800 0.90 ‐4462 ‐2970

‐4769 ‐3882 0.00800 0.90 ‐4292 ‐3494

‐4575 ‐4483 0.00800 0.90 ‐4118 ‐4035

‐4224 ‐5617 0.00800 0.90 ‐3802 ‐5055

‐3741 ‐7181 0.00800 0.90 ‐3367 ‐6463

‐3113 ‐9183 0.00800 0.90 ‐2802 ‐8265

‐2337 ‐11590 0.00800 0.90 ‐2103 ‐10431

‐1506 ‐14130 0.00800 0.90 ‐1355 ‐12717

‐588 ‐16850 0.00800 0.90 ‐530 ‐15165

336 ‐19530 0.00800 0.90 302 ‐17577

1294 ‐22230 0.00800 0.90 1165 ‐20007

2227 ‐24780 0.00800 0.90 2004 ‐22302

3171 ‐27260 0.00800 0.90 2854 ‐24534

4054 ‐29500 0.00800 0.90 3649 ‐26550

4793 ‐31180 0.00800 0.90 4314 ‐28062

5507 ‐32680 0.00800 0.90 4956 ‐29412

5762 ‐33080 0.00780 0.90 5186 ‐29772

6014 ‐33470 0.00758 0.90 5413 ‐30123

6278 ‐33870 0.00737 0.90 5650 ‐304836278 33870 0.00737 0.90 5650 30483

6538 ‐34260 0.00716 0.90 5884 ‐30834

6798 ‐34650 0.00695 0.90 6118 ‐31185

7065 ‐35050 0.00674 0.90 6359 ‐31545

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 3 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Capacity (from XTRACT)

‐6007 ‐45250 0.0000 0.75 ‐5406 ‐35006 min

49850 45100 0.0080 0.90 37388 35352 max

Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft

0° Bending Angle

7350 ‐35470 0.00653 0.90 6615 ‐31923

7648 ‐35910 0.00631 0.90 6883 ‐32319

7959 ‐36360 0.00610 0.90 7163 ‐32724

8267 ‐36800 0.00589 0.90 7440 ‐33120

8579 ‐37240 0.00568 0.90 7721 ‐33516

8922 ‐37710 0.00547 0.90 8030 ‐33939

9293 ‐38190 0.00526 0.90 8364 ‐34371

9668 ‐38680 0.00504 0.90 8701 ‐34812

10040 ‐39160 0.00483 0.89 8951 ‐34913

10450 ‐39660 0.00462 0.88 9206 ‐34940

10890 ‐40180 0 00441 0 87 9479 ‐3497310890 ‐40180 0.00441 0.87 9479 ‐34973

11320 ‐40690 0.00420 0.86 9733 ‐34985

11780 ‐41220 0.00399 0.85 10004 ‐35006

12290 ‐41730 0.00377 0.84 10307 ‐34997

12800 ‐42230 0.00356 0.83 10599 ‐34969

13350 ‐42740 0.00335 0.82 10914 ‐34940

13930 ‐43250 0.00314 0.81 11240 ‐34898

14520 ‐43740 0.00293 0.80 11562 ‐34830

15190 ‐44200 0.00272 0.79 11936 ‐34730

15880 ‐44620 0.00250 0.78 12309 ‐34587

16640 45010 0 00229 0 76 12722 3441216640 ‐45010 0.00229 0.76 12722 ‐34412

17480 ‐45250 0.00208 0.75 13180 ‐34119

18510 ‐44980 0.00187 0.75 13883 ‐33735

19620 ‐44590 0.00166 0.75 14715 ‐33443

20820 ‐44090 0.00145 0.75 15615 ‐33068

22100 ‐43450 0.00123 0.75 16575 ‐32588

23490 ‐42610 0.00102 0.75 17618 ‐31958

24990 ‐41510 0.00081 0.75 18743 ‐31133

26630 ‐40070 0.00060 0.75 19973 ‐30053

28450 ‐38130 0.00039 0.75 21338 ‐28598

30470 ‐35530 0.00017 0.75 22853 ‐26648

32720 ‐32050 0.00000 0.75 24540 ‐24038

35190 ‐27600 0.00000 0.75 26393 ‐20700

37550 ‐23210 0.00000 0.75 28163 ‐17408

39730 ‐19100 0.00000 0.75 29798 ‐14325

41710 ‐15330 0.00000 0.75 31283 ‐11498

43460 ‐11910 0.00000 0.75 32595 ‐8933

44960 ‐8875 0.00000 0.75 33720 ‐6656

46260 ‐6253 0.00000 0.75 34695 ‐4690

47360 ‐4040 0.00000 0.75 35520 ‐3030

48270 ‐2224 0.00000 0.75 36203 ‐1668

48910 ‐1033 0.00000 0.75 36683 ‐775

49310 ‐460 0.00000 0.75 36983 ‐345

49590 ‐127 0.00000 0.75 37193 ‐95

49760 13 0.00000 0.75 37320 10

49850 1 0.00000 0.75 37388 1

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 4 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data Summary

Fx Fy Fz Mx My Mz

k k k kip‐ft kip‐ft kip‐ft

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 487 1572 ‐1279 ‐53 182 ‐80 6937 max FX

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 487 ‐1885 ‐1279 ‐53 182 ‐80 6937 min FX

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 482 1559 1370 ‐54 182 ‐79 7080 max FY

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 482 1559 ‐2038 ‐54 182 ‐79 7080 min FY

ColumnCaps_500YR_EnvRSA_EQ_A 482 306 893 182 80 60 948 max FZ

Load Combination Element

p _ _ _ _

ColumnCaps_500YR_EnvRSA_EQ_A 482 306 893 ‐182 80 60 948 min FZ

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 782 938 781 40 410 365 6422 max MX

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 782 938 781 40 ‐410 365 6422 min MX

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 782 446 452 86 150 379 1737 max MY

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 782 446 452 86 150 ‐379 1737 min MY

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 786 977 ‐2038 42 407 347 7746 max MZ

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 786 977 ‐2038 42 407 347 ‐10594 max MZ

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

B1&B4_CapBeams_EE2_HalfScour_Fx_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams EE2 HalfScour Fx Max 483 0 0 0 0 0 0 0 00 0 0

Load Combination Element

Transformed Demands

B1&B4_CapBeams_EE2_HalfScour_Fx_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fx_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fx_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fx_Max 782 246 249 0 0 0 ‐441 0.00 ‐246 ‐441

B1&B4_CapBeams_EE2_HalfScour_Fx_Max 783 246 249 0 0 0 ‐287 0.00 ‐246 ‐287

B1&B4_CapBeams_EE2_HalfScour_Fx_Max 785 255 ‐247 0 0 0 ‐715 0.00 ‐255 ‐715

B1&B4_CapBeams_EE2_HalfScour_Fx_Max 786 27 ‐735 0 0 0 139 0.00 ‐27 139

B1&B4_CapBeams_EE2_HalfScour_Fx_Min 482 ‐312 827 0 0 ‐7 ‐2182 0.18 312 ‐2182

B1&B4_CapBeams_EE2_HalfScour_Fx_Min 483 ‐312 827 0 0 ‐7 ‐2377 0.17 312 ‐2377

B1&B4_CapBeams_EE2_HalfScour_Fx_Min 486 ‐265 ‐734 0 1 ‐6 ‐2564 0.14 265 ‐2564

B1&B4_CapBeams_EE2_HalfScour_Fx_Min 487 ‐265 ‐734 0 1 ‐6 ‐2399 0.15 265 ‐2399

B1&B4_CapBeams_EE2_HalfScour_Fx_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fx_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fx_Min 786 ‐131 ‐1171 0 0 0 ‐333 0.00 131 ‐333

B1&B4_CapBeams_EE2_HalfScour_Fy_Max 482 ‐274 865 0 0 ‐6 ‐2239 0.17 274 ‐2239

B1&B4_CapBeams_EE2_HalfScour_Fy_Max 483 ‐274 865 0 0 ‐6 ‐2411 0.15 274 ‐2411

B1&B4_CapBeams_EE2_HalfScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fy_Max 782 168 315 0 0 0 ‐999 0.00 ‐168 ‐999

B1&B4_CapBeams_EE2_HalfScour_Fy_Max 783 168 315 0 0 0 ‐895 0.00 ‐168 ‐895

B1&B4_CapBeams_EE2_HalfScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fy_Min 486 ‐228 ‐797 0 1 ‐7 ‐2739 0.15 228 ‐2739

B1&B4_CapBeams_EE2_HalfScour_Fy_Min 487 ‐228 ‐797 0 1 ‐7 ‐2596 0.16 228 ‐2596

B1&B4_CapBeams_EE2_HalfScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fy_Min 785 159 ‐325 0 0 0 ‐1429 0.00 ‐159 ‐1429

B1&B4_CapBeams_EE2_HalfScour_Fy_Min 786 ‐114 ‐1219 0 0 0 ‐313 0.00 114 ‐313

B1&B4_CapBeams_EE2_HalfScour_Fz_Max 482 ‐241 604 0 ‐1 ‐5 ‐1627 0.19 241 ‐1627

B1&B4_CapBeams_EE2_HalfScour_Fz_Max 483 ‐241 604 0 ‐1 ‐5 ‐1778 0.17 241 ‐1778

B1&B4_CapBeams_EE2_HalfScour_Fz_Max 486 ‐32 ‐468 0 ‐1 ‐3 ‐1388 0.12 32 ‐1388

B1&B4_CapBeams_EE2_HalfScour_Fz_Max 487 ‐32 ‐468 0 ‐1 ‐3 ‐1368 0.12 32 ‐1368

B1&B4_CapBeams_EE2_HalfScour_Fz_Max 782 183 255 0 0 0 ‐506 0.00 ‐183 ‐506

B1&B4_CapBeams_EE2_HalfScour_Fz_Max 783 183 255 0 0 0 ‐392 0.00 ‐183 ‐392

B1&B4_CapBeams_EE2_HalfScour_Fz_Max 785 169 ‐290 0 0 0 ‐1150 0.00 ‐169 ‐1150

B1&B4_CapBeams_EE2_HalfScour_Fz_Max 786 ‐81 ‐1118 0 0 0 ‐274 0.00 81 ‐274

B1&B4 CapBeams EE2 HalfScour Fz Min 482 ‐108 704 0 1 ‐3 ‐1654 0.12 108 ‐1654_ p _ _ _ _

B1&B4_CapBeams_EE2_HalfScour_Fz_Min 483 ‐108 704 0 1 ‐3 ‐1721 0.11 108 ‐1721

B1&B4_CapBeams_EE2_HalfScour_Fz_Min 486 ‐246 ‐734 0 1 ‐7 ‐2565 0.15 246 ‐2565

B1&B4_CapBeams_EE2_HalfScour_Fz_Min 487 ‐246 ‐734 0 1 ‐7 ‐2411 0.16 246 ‐2411

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 5 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams EE2 HalfScour Fz Min 782 117 205 0 0 0 ‐583 0.00 ‐117 ‐583_ p _ _ _ _

B1&B4_CapBeams_EE2_HalfScour_Fz_Min 783 117 205 0 0 0 ‐510 0.00 ‐117 ‐510

B1&B4_CapBeams_EE2_HalfScour_Fz_Min 785 141 ‐186 0 0 0 ‐570 0.00 ‐141 ‐570

B1&B4_CapBeams_EE2_HalfScour_Fz_Min 786 ‐24 ‐749 0 0 0 7 0.00 24 7

B1&B4_CapBeams_EE2_HalfScour_Mx_Max 482 ‐108 704 0 1 ‐3 ‐1656 0.12 108 ‐1656

B1&B4_CapBeams_EE2_HalfScour_Mx_Max 483 ‐108 705 0 1 ‐3 ‐1724 0.11 108 ‐1724

B1&B4_CapBeams_EE2_HalfScour_Mx_Max 486 ‐246 ‐735 0 1 ‐7 ‐2568 0.15 246 ‐2568

B1&B4_CapBeams_EE2_HalfScour_Mx_Max 487 ‐246 ‐735 0 1 ‐7 ‐2415 0.16 246 ‐2415

B1&B4_CapBeams_EE2_HalfScour_Mx_Max 782 154 164 0 0 0 ‐183 0.00 ‐154 ‐183

B1&B4_CapBeams_EE2_HalfScour_Mx_Max 783 150 151 0 0 0 ‐42 0.00 ‐150 ‐42

B1&B4 CapBeams EE2 HalfScour Mx Max 785 105 ‐230 0 0 0 ‐1054 0 00 ‐105 ‐1054B1&B4_CapBeams_EE2_HalfScour_Mx_Max 785 105 ‐230 0 0 0 ‐1054 0.00 ‐105 ‐1054

B1&B4_CapBeams_EE2_HalfScour_Mx_Max 786 ‐93 ‐840 0 0 0 ‐361 0.00 93 ‐361

B1&B4_CapBeams_EE2_HalfScour_Mx_Min 482 ‐241 604 0 ‐1 ‐5 ‐1626 0.19 241 ‐1626

B1&B4_CapBeams_EE2_HalfScour_Mx_Min 483 ‐241 604 0 ‐1 ‐5 ‐1777 0.17 241 ‐1777

B1&B4_CapBeams_EE2_HalfScour_Mx_Min 486 ‐33 ‐468 0 ‐1 ‐3 ‐1390 0.12 33 ‐1390

B1&B4_CapBeams_EE2_HalfScour_Mx_Min 487 ‐33 ‐468 0 ‐1 ‐3 ‐1370 0.12 33 ‐1370

B1&B4_CapBeams_EE2_HalfScour_Mx_Min 782 147 297 0 0 0 ‐890 0.00 ‐147 ‐890

B1&B4_CapBeams_EE2_HalfScour_Mx_Min 783 149 301 0 0 0 ‐826 0.00 ‐149 ‐826

B1&B4_CapBeams_EE2_HalfScour_Mx_Min 785 215 ‐248 0 0 0 ‐707 0.00 ‐215 ‐707

B1&B4_CapBeams_EE2_HalfScour_Mx_Min 786 ‐7 ‐1029 0 0 0 70 0.00 7 70

B1&B4 C B EE2 H lfS M M 482 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_EE2_HalfScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_My_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_My_Max 782 157 279 0 0 0 ‐740 0.00 ‐157 ‐740

B1&B4_CapBeams_EE2_HalfScour_My_Max 783 157 279 0 0 0 ‐642 0.00 ‐157 ‐642

B1&B4_CapBeams_EE2_HalfScour_My_Max 785 162 ‐287 0 0 0 ‐1114 0.00 ‐162 ‐1114

B1&B4_CapBeams_EE2_HalfScour_My_Max 786 ‐83 ‐1111 0 0 0 ‐256 0.00 83 ‐256

B1&B4_CapBeams_EE2_HalfScour_My_Min 482 ‐299 825 0 ‐1 ‐7 ‐2174 0.19 299 ‐2174

B1&B4_CapBeams_EE2_HalfScour_My_Min 483 ‐299 825 0 ‐1 ‐7 ‐2361 0.17 299 ‐2361

B1&B4_CapBeams_EE2_HalfScour_My_Min 486 ‐252 ‐761 0 1 ‐8 ‐2655 0.17 252 ‐2655

B1&B4_CapBeams_EE2_HalfScour_My_Min 487 ‐252 ‐761 0 1 ‐8 ‐2497 0.18 252 ‐2497

B1&B4_CapBeams_EE2_HalfScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Mz_Max 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Mz_Max 783 139 142 0 0 0 23 0.00 ‐139 23

B1&B4_CapBeams_EE2_HalfScour_Mz_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Mz_Max 786 10 ‐756 0 0 0 301 0.00 ‐10 301

B1&B4_CapBeams_EE2_HalfScour_Mz_Min 482 ‐277 848 0 0 ‐6 ‐2262 0.16 277 ‐2262

B1&B4_CapBeams_EE2_HalfScour_Mz_Min 483 ‐286 847 0 0 ‐7 ‐2438 0.15 286 ‐2438

B1&B4_CapBeams_EE2_HalfScour_Mz_Min 486 ‐237 ‐796 0 1 ‐7 ‐2754 0.15 237 ‐2754

B1&B4_CapBeams_EE2_HalfScour_Mz_Min 487 ‐236 ‐797 0 1 ‐7 ‐2606 0.16 236 ‐2606

B1&B4_CapBeams_EE2_HalfScour_Mz_Min 782 173 313 0 0 0 ‐1009 0.00 ‐173 ‐1009

B1&B4_CapBeams_EE2_HalfScour_Mz_Min 783 171 313 0 0 0 ‐902 0.00 ‐171 ‐902

B1&B4_CapBeams_EE2_HalfScour_Mz_Min 785 171 ‐323 0 0 0 ‐1438 0.00 ‐171 ‐1438

B1&B4_CapBeams_EE2_HalfScour_Mz_Min 786 ‐116 ‐1173 0 0 0 ‐487 0.00 116 ‐487

B1&B4_CapBeams_EE2_NoScour_Fx_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fx_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fx_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fx_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fx_Max 782 244 251 0 0 0 ‐464 0.00 ‐244 ‐464

B1&B4_CapBeams_EE2_NoScour_Fx_Max 783 244 251 0 0 0 ‐312 0.00 ‐244 ‐312

B1&B4_CapBeams_EE2_NoScour_Fx_Max 785 253 ‐249 0 0 0 ‐744 0.00 ‐253 ‐744

B1&B4 CapBeams EE2 NoScour Fx Max 786 22 ‐741 0 0 0 118 0.00 ‐22 118B1&B4_CapBeams_EE2_NoScour_Fx_Max 786 22 741 0 0 0 118 0.00 22 118

B1&B4_CapBeams_EE2_NoScour_Fx_Min 482 ‐308 827 0 0 ‐7 ‐2175 0.18 308 ‐2175

B1&B4_CapBeams_EE2_NoScour_Fx_Min 483 ‐308 827 0 0 ‐7 ‐2367 0.17 308 ‐2367

B1&B4_CapBeams_EE2_NoScour_Fx_Min 486 ‐260 ‐734 0 1 ‐6 ‐2553 0.14 260 ‐2553

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 6 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams EE2 NoScour Fx Min 487 ‐260 ‐734 0 1 ‐6 ‐2391 0.15 260 ‐2391_ p _ _ _ _

B1&B4_CapBeams_EE2_NoScour_Fx_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fx_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fx_Min 786 ‐127 ‐1166 0 0 0 ‐313 0.00 127 ‐313

B1&B4_CapBeams_EE2_NoScour_Fy_Max 482 ‐271 864 0 0 ‐6 ‐2232 0.17 271 ‐2232

B1&B4_CapBeams_EE2_NoScour_Fy_Max 483 ‐271 864 0 0 ‐6 ‐2401 0.15 271 ‐2401

B1&B4_CapBeams_EE2_NoScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fy_Max 782 170 312 0 0 0 ‐975 0.00 ‐170 ‐975

B1&B4 CapBeams EE2 NoScour Fy Max 783 170 312 0 0 0 ‐868 0 00 ‐170 ‐868B1&B4_CapBeams_EE2_NoScour_Fy_Max 783 170 312 0 0 0 ‐868 0.00 ‐170 ‐868

B1&B4_CapBeams_EE2_NoScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fy_Min 486 ‐230 ‐796 0 1 ‐7 ‐2739 0.15 230 ‐2739

B1&B4_CapBeams_EE2_NoScour_Fy_Min 487 ‐230 ‐796 0 1 ‐7 ‐2596 0.16 230 ‐2596

B1&B4_CapBeams_EE2_NoScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fy_Min 785 162 ‐323 0 0 0 ‐1402 0.00 ‐162 ‐1402

B1&B4 C B EE2 N S F Mi 786 110 1214 0 0 0 293 0 00 110 293B1&B4_CapBeams_EE2_NoScour_Fy_Min 786 ‐110 ‐1214 0 0 0 ‐293 0.00 110 ‐293

B1&B4_CapBeams_EE2_NoScour_Fz_Max 482 ‐237 603 0 ‐1 ‐5 ‐1618 0.19 237 ‐1618

B1&B4_CapBeams_EE2_NoScour_Fz_Max 483 ‐237 603 0 ‐1 ‐5 ‐1766 0.17 237 ‐1766

B1&B4_CapBeams_EE2_NoScour_Fz_Max 486 ‐37 ‐471 0 ‐1 ‐3 ‐1407 0.12 37 ‐1407

B1&B4_CapBeams_EE2_NoScour_Fz_Max 487 ‐37 ‐471 0 ‐1 ‐3 ‐1384 0.13 37 ‐1384

B1&B4_CapBeams_EE2_NoScour_Fz_Max 782 187 257 0 0 0 ‐503 0.00 ‐187 ‐503

B1&B4_CapBeams_EE2_NoScour_Fz_Max 783 187 257 0 0 0 ‐386 0.00 ‐187 ‐386

B1&B4_CapBeams_EE2_NoScour_Fz_Max 785 175 ‐294 0 0 0 ‐1183 0.00 ‐175 ‐1183

B1&B4_CapBeams_EE2_NoScour_Fz_Max 786 ‐79 ‐1131 0 0 0 ‐294 0.00 79 ‐294

B1&B4_CapBeams_EE2_NoScour_Fz_Min 482 ‐113 708 0 1 ‐3 ‐1671 0.12 113 ‐1671

B1&B4_CapBeams_EE2_NoScour_Fz_Min 483 ‐113 708 0 1 ‐3 ‐1742 0.11 113 ‐1742

B1&B4_CapBeams_EE2_NoScour_Fz_Min 486 ‐241 ‐733 0 1 ‐7 ‐2554 0.15 241 ‐2554

B1&B4_CapBeams_EE2_NoScour_Fz_Min 487 ‐241 ‐733 0 1 ‐7 ‐2403 0.16 241 ‐2403

B1&B4_CapBeams_EE2_NoScour_Fz_Min 782 114 207 0 0 0 ‐598 0.00 ‐114 ‐598

B1&B4_CapBeams_EE2_NoScour_Fz_Min 783 114 207 0 0 0 ‐527 0.00 ‐114 ‐527

B1&B4_CapBeams_EE2_NoScour_Fz_Min 785 141 ‐184 0 0 0 ‐550 0.00 ‐141 ‐550

B1&B4_CapBeams_EE2_NoScour_Fz_Min 786 ‐21 ‐745 0 0 0 18 0.00 21 18

B1&B4_CapBeams_EE2_NoScour_Mx_Max 482 ‐114 709 0 1 ‐3 ‐1673 0.12 114 ‐1673

B1&B4_CapBeams_EE2_NoScour_Mx_Max 483 ‐114 709 0 1 ‐3 ‐1744 0.11 114 ‐1744

B1&B4_CapBeams_EE2_NoScour_Mx_Max 486 ‐241 ‐735 0 1 ‐7 ‐2557 0.15 241 ‐2557

B1&B4_CapBeams_EE2_NoScour_Mx_Max 487 ‐241 ‐735 0 1 ‐7 ‐2407 0.16 241 ‐2407

B1&B4_CapBeams_EE2_NoScour_Mx_Max 782 148 163 0 0 0 ‐203 0.00 ‐148 ‐203

B1&B4_CapBeams_EE2_NoScour_Mx_Max 783 148 163 0 0 0 ‐96 0.00 ‐148 ‐96

B1&B4_CapBeams_EE2_NoScour_Mx_Max 785 100 ‐223 0 0 0 ‐988 0.00 ‐100 ‐988

B1&B4_CapBeams_EE2_NoScour_Mx_Max 786 ‐92 ‐829 0 0 0 ‐315 0.00 92 ‐315

B1&B4_CapBeams_EE2_NoScour_Mx_Min 482 ‐236 603 0 ‐1 ‐5 ‐1618 0.19 236 ‐1618

B1&B4_CapBeams_EE2_NoScour_Mx_Min 483 ‐236 603 0 ‐1 ‐5 ‐1766 0.17 236 ‐1766

B1&B4_CapBeams_EE2_NoScour_Mx_Min 486 ‐37 ‐472 0 ‐1 ‐3 ‐1410 0.12 37 ‐1410

B1&B4_CapBeams_EE2_NoScour_Mx_Min 487 ‐37 ‐472 0 ‐1 ‐3 ‐1386 0.13 37 ‐1386

B1&B4_CapBeams_EE2_NoScour_Mx_Min 782 145 292 0 0 0 ‐859 0.00 ‐145 ‐859

B1&B4_CapBeams_EE2_NoScour_Mx_Min 783 143 294 0 0 0 ‐785 0.00 ‐143 ‐785

B1&B4_CapBeams_EE2_NoScour_Mx_Min 785 200 ‐249 0 0 0 ‐708 0.00 ‐200 ‐708

B1&B4_CapBeams_EE2_NoScour_Mx_Min 786 ‐19 ‐1029 0 0 0 57 0.00 19 57

B1&B4_CapBeams_EE2_NoScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_My_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_My_Max 782 156 281 0 0 0 ‐753 0.00 ‐156 ‐753

B1&B4_CapBeams_EE2_NoScour_My_Max 783 156 281 0 0 0 ‐655 0.00 ‐156 ‐655

B1&B4 CapBeams EE2 NoScour My Max 785 159 ‐289 0 0 0 ‐1134 0.00 ‐159 ‐1134B1&B4_CapBeams_EE2_NoScour_My_Max 785 159 289 0 0 0 1134 0.00 159 1134

B1&B4_CapBeams_EE2_NoScour_My_Max 786 ‐87 ‐1115 0 0 0 ‐273 0.00 87 ‐273

B1&B4_CapBeams_EE2_NoScour_My_Min 482 ‐295 824 0 ‐1 ‐7 ‐2167 0.19 295 ‐2167

B1&B4_CapBeams_EE2_NoScour_My_Min 483 ‐295 824 0 ‐1 ‐7 ‐2351 0.17 295 ‐2351

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 7 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams EE2 NoScour My Min 486 ‐248 ‐760 0 1 ‐8 ‐2642 0.17 248 ‐2642_ p _ _ _ y_

B1&B4_CapBeams_EE2_NoScour_My_Min 487 ‐248 ‐760 0 1 ‐8 ‐2488 0.18 248 ‐2488

B1&B4_CapBeams_EE2_NoScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams EE2 NoScour Mz Max 782 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_EE2_NoScour_Mz_Max 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Mz_Max 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Mz_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Mz_Max 786 5 ‐762 0 0 0 280 0.00 ‐5 280

B1&B4_CapBeams_EE2_NoScour_Mz_Min 482 ‐273 847 0 0 ‐6 ‐2254 0.16 273 ‐2254

B1&B4_CapBeams_EE2_NoScour_Mz_Min 483 ‐282 846 0 0 ‐7 ‐2427 0.15 282 ‐2427

B1&B4_CapBeams_EE2_NoScour_Mz_Min 486 ‐232 ‐795 0 1 ‐7 ‐2742 0.15 232 ‐2742

B1&B4_CapBeams_EE2_NoScour_Mz_Min 487 ‐232 ‐795 0 1 ‐7 ‐2597 0.16 232 ‐2597

B1&B4_CapBeams_EE2_NoScour_Mz_Min 782 176 311 0 0 0 ‐985 0.00 ‐176 ‐985

B1&B4_CapBeams_EE2_NoScour_Mz_Min 783 174 311 0 0 0 ‐876 0.00 ‐174 ‐876

B1&B4 C B EE2 N S M Mi 785 173 321 0 0 0 1411 0 00 173 1411B1&B4_CapBeams_EE2_NoScour_Mz_Min 785 173 ‐321 0 0 0 ‐1411 0.00 ‐173 ‐1411

B1&B4_CapBeams_EE2_NoScour_Mz_Min 786 ‐112 ‐1168 0 0 0 ‐467 0.00 112 ‐467

B1&B4_CapBeams_SERV_1_FullScour_Fx_Max 482 18 603 0 1 ‐3 ‐1481 0.12 ‐18 ‐1481

B1&B4_CapBeams_SERV_1_FullScour_Fx_Max 483 18 603 0 1 ‐3 ‐1470 0.12 ‐18 ‐1470

B1&B4_CapBeams_SERV_1_FullScour_Fx_Max 486 26 ‐591 0 0 ‐4 ‐1834 0.12 ‐26 ‐1834

B1&B4_CapBeams_SERV_1_FullScour_Fx_Max 487 26 ‐591 0 0 ‐4 ‐1850 0.12 ‐26 ‐1850

B1&B4_CapBeams_SERV_1_FullScour_Fx_Max 782 321 208 0 0 0 ‐450 0.00 ‐321 ‐450

B1&B4_CapBeams_SERV_1_FullScour_Fx_Max 783 321 208 0 0 0 ‐249 0.00 ‐321 ‐249

B1&B4_CapBeams_SERV_1_FullScour_Fx_Max 785 335 ‐196 0 0 0 ‐665 0.00 ‐335 ‐665

B1&B4_CapBeams_SERV_1_FullScour_Fx_Max 786 74 ‐862 0 0 0 130 0.00 ‐74 130

B1&B4_CapBeams_SERV_1_FullScour_Fx_Min 482 ‐307 652 0 ‐1 ‐6 ‐1694 0.19 307 ‐1694

B1&B4_CapBeams_SERV_1_FullScour_Fx_Min 483 ‐307 652 0 ‐1 ‐6 ‐1886 0.17 307 ‐1886

B1&B4_CapBeams_SERV_1_FullScour_Fx_Min 486 ‐297 ‐583 0 1 ‐5 ‐2020 0.14 297 ‐2020

B1&B4_CapBeams_SERV_1_FullScour_Fx_Min 487 ‐297 ‐583 0 1 ‐5 ‐1835 0.16 297 ‐1835

B1&B4_CapBeams_SERV_1_FullScour_Fx_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fx_Min 785 ‐4 ‐248 0 0 0 ‐988 0.00 4 ‐988

B1&B4_CapBeams_SERV_1_FullScour_Fx_Min 786 ‐174 ‐1002 0 0 0 ‐275 0.00 174 ‐275

B1&B4_CapBeams_SERV_1_FullScour_Fy_Max 482 ‐141 754 0 0 ‐6 ‐1928 0.17 141 ‐1928

B1&B4_CapBeams_SERV_1_FullScour_Fy_Max 483 ‐141 754 0 0 ‐6 ‐2016 0.16 141 ‐2016

B1&B4_CapBeams_SERV_1_FullScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fy_Max 782 221 283 0 0 0 ‐1049 0.00 ‐221 ‐1049

B1&B4_CapBeams_SERV_1_FullScour_Fy_Max 783 221 283 0 0 0 ‐911 0.00 ‐221 ‐911

B1&B4_CapBeams_SERV_1_FullScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fy_Min 486 ‐94 ‐695 0 0 ‐6 ‐2370 0.15 94 ‐2370

B1&B4_CapBeams_SERV_1_FullScour_Fy_Min 487 ‐94 ‐695 0 1 ‐6 ‐2311 0.15 94 ‐2311

B1&B4_CapBeams_SERV_1_FullScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fy_Min 785 202 ‐297 0 0 0 ‐1492 0.00 ‐202 ‐1492

B1&B4_CapBeams_SERV_1_FullScour_Fy_Min 786 ‐138 ‐1099 0 0 0 ‐235 0.00 138 ‐235

B1&B4_CapBeams_SERV_1_FullScour_Fz_Max 482 ‐277 648 0 ‐1 ‐6 ‐1682 0.21 277 ‐1682

B1&B4_CapBeams_SERV_1_FullScour_Fz_Max 483 ‐277 648 0 ‐1 ‐6 ‐1855 0.19 277 ‐1855

B1&B4_CapBeams_SERV_1_FullScour_Fz_Max 486 ‐138 ‐532 0 ‐1 ‐3 ‐1631 0.10 138 ‐1631

B1&B4_CapBeams_SERV_1_FullScour_Fz_Max 487 ‐138 ‐532 0 ‐1 ‐3 ‐1545 0.10 138 ‐1545

B1&B4_CapBeams_SERV_1_FullScour_Fz_Max 782 59 212 0 0 0 ‐456 0.00 ‐59 ‐456

B1&B4 CapBeams SERV 1 FullScour Fz Max 783 59 212 0 0 0 ‐419 0.00 ‐59 ‐419B1&B4_CapBeams_SERV_1_FullScour_Fz_Max 783 59 212 0 0 0 419 0.00 59 419

B1&B4_CapBeams_SERV_1_FullScour_Fz_Max 785 72 ‐209 0 0 0 ‐623 0.00 ‐72 ‐623

B1&B4_CapBeams_SERV_1_FullScour_Fz_Max 786 ‐80 ‐845 0 0 0 ‐91 0.00 80 ‐91

B1&B4_CapBeams_SERV_1_FullScour_Fz_Min 482 ‐51 575 0 1 ‐2 ‐1392 0.09 51 ‐1392

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 8 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams SERV 1 FullScour Fz Min 483 ‐51 575 0 1 ‐2 ‐1424 0.09 51 ‐1424_ p _ _ _ _ _

B1&B4_CapBeams_SERV_1_FullScour_Fz_Min 486 ‐132 ‐596 0 1 ‐7 ‐2099 0.19 132 ‐2099

B1&B4_CapBeams_SERV_1_FullScour_Fz_Min 487 ‐132 ‐596 0 1 ‐7 ‐2016 0.19 132 ‐2016

B1&B4_CapBeams_SERV_1_FullScour_Fz_Min 782 205 207 0 0 0 ‐489 0.00 ‐205 ‐489

B1&B4_CapBeams_SERV_1_FullScour_Fz_Min 783 205 207 0 0 0 ‐360 0.00 ‐205 ‐360

B1&B4_CapBeams_SERV_1_FullScour_Fz_Min 785 183 ‐235 0 0 0 ‐969 0.00 ‐183 ‐969

B1&B4_CapBeams_SERV_1_FullScour_Fz_Min 786 ‐42 ‐899 0 0 0 ‐181 0.00 42 ‐181

B1&B4_CapBeams_SERV_1_FullScour_Mx_Max 482 ‐51 577 0 1 ‐2 ‐1396 0.09 51 ‐1396

B1&B4_CapBeams_SERV_1_FullScour_Mx_Max 483 ‐51 577 0 1 ‐2 ‐1428 0.09 51 ‐1428

B1&B4_CapBeams_SERV_1_FullScour_Mx_Max 486 ‐133 ‐598 0 1 ‐7 ‐2109 0.19 133 ‐2109

B1&B4 CapBeams SERV 1 FullScour Mx Max 487 ‐133 ‐598 0 1 ‐7 ‐2025 0 19 133 ‐2025B1&B4_CapBeams_SERV_1_FullScour_Mx_Max 487 ‐133 ‐598 0 1 ‐7 ‐2025 0.19 133 ‐2025

B1&B4_CapBeams_SERV_1_FullScour_Mx_Max 782 210 190 0 0 0 ‐274 0.00 ‐210 ‐274

B1&B4_CapBeams_SERV_1_FullScour_Mx_Max 783 234 178 0 0 0 ‐123 0.00 ‐234 ‐123

B1&B4_CapBeams_SERV_1_FullScour_Mx_Max 785 161 ‐261 0 0 0 ‐1247 0.00 ‐161 ‐1247

B1&B4_CapBeams_SERV_1_FullScour_Mx_Max 786 ‐73 ‐953 0 0 0 ‐427 0.00 73 ‐427

B1&B4_CapBeams_SERV_1_FullScour_Mx_Min 482 ‐276 648 0 ‐1 ‐6 ‐1682 0.20 276 ‐1682

B1&B4_CapBeams_SERV_1_FullScour_Mx_Min 483 ‐276 648 0 ‐1 ‐6 ‐1855 0.19 276 ‐1855

B1&B4_CapBeams_SERV_1_FullScour_Mx_Min 486 ‐139 ‐532 0 ‐1 ‐3 ‐1633 0.10 139 ‐1633

B1&B4_CapBeams_SERV_1_FullScour_Mx_Min 487 ‐139 ‐532 0 ‐1 ‐3 ‐1547 0.10 139 ‐1547

B1&B4_CapBeams_SERV_1_FullScour_Mx_Min 782 78 244 0 0 0 ‐712 0.00 ‐78 ‐712

B1&B4 C B SERV 1 F llS M Mi 783 75 251 0 0 0 711 0 00 75 711B1&B4_CapBeams_SERV_1_FullScour_Mx_Min 783 75 251 0 0 0 ‐711 0.00 ‐75 ‐711

B1&B4_CapBeams_SERV_1_FullScour_Mx_Min 785 134 ‐197 0 0 0 ‐474 0.00 ‐134 ‐474

B1&B4_CapBeams_SERV_1_FullScour_Mx_Min 786 ‐33 ‐832 0 0 0 112 0.00 33 112

B1&B4_CapBeams_SERV_1_FullScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_My_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_My_Max 782 203 204 0 0 0 ‐468 0.00 ‐203 ‐468

B1&B4_CapBeams_SERV_1_FullScour_My_Max 783 203 204 0 0 0 ‐341 0.00 ‐203 ‐341

B1&B4_CapBeams_SERV_1_FullScour_My_Max 785 210 ‐213 0 0 0 ‐792 0.00 ‐210 ‐792

B1&B4_CapBeams_SERV_1_FullScour_My_Max 786 4 ‐864 0 0 0 ‐71 0.00 ‐4 ‐71

B1&B4_CapBeams_SERV_1_FullScour_My_Min 482 ‐183 668 0 ‐1 ‐7 ‐1779 0.22 183 ‐1779

B1&B4_CapBeams_SERV_1_FullScour_My_Min 483 ‐183 668 0 ‐1 ‐7 ‐1894 0.21 183 ‐1894

B1&B4_CapBeams_SERV_1_FullScour_My_Min 486 ‐136 ‐618 0 1 ‐8 ‐2176 0.20 136 ‐2176

B1&B4_CapBeams_SERV_1_FullScour_My_Min 487 ‐136 ‐618 0 1 ‐8 ‐2091 0.21 136 ‐2091

B1&B4_CapBeams_SERV_1_FullScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Mz_Max 782 87 166 0 0 0 69 0.00 ‐87 69

B1&B4_CapBeams_SERV_1_FullScour_Mz_Max 783 90 166 0 0 0 124 0.00 ‐90 124

B1&B4_CapBeams_SERV_1_FullScour_Mz_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Mz_Max 786 ‐34 ‐911 0 0 0 462 0.00 34 462

B1&B4_CapBeams_SERV_1_FullScour_Mz_Min 482 ‐147 720 0 0 ‐6 ‐1974 0.17 147 ‐1974

B1&B4_CapBeams_SERV_1_FullScour_Mz_Min 483 ‐165 717 0 0 ‐6 ‐2071 0.16 165 ‐2071

B1&B4_CapBeams_SERV_1_FullScour_Mz_Min 486 ‐112 ‐694 0 1 ‐7 ‐2401 0.16 112 ‐2401

B1&B4_CapBeams_SERV_1_FullScour_Mz_Min 487 ‐111 ‐694 0 1 ‐7 ‐2332 0.16 111 ‐2332

B1&B4_CapBeams_SERV_1_FullScour_Mz_Min 782 232 280 0 0 0 ‐1070 0.00 ‐232 ‐1070

B1&B4_CapBeams_SERV_1_FullScour_Mz_Min 783 228 280 0 0 0 ‐926 0.00 ‐228 ‐926

B1&B4_CapBeams_SERV_1_FullScour_Mz_Min 785 225 ‐292 0 0 0 ‐1510 0.00 ‐225 ‐1510

B1&B4_CapBeams_SERV_1_FullScour_Mz_Min 786 ‐68 ‐999 0 0 0 ‐595 0.00 68 ‐595

B1&B4_CapBeams_SERV_1_NoScour_Fx_Max 482 16 609 0 1 ‐3 ‐1498 0.12 ‐16 ‐1498

B1&B4_CapBeams_SERV_1_NoScour_Fx_Max 483 16 609 0 1 ‐3 ‐1488 0.12 ‐16 ‐1488

B1&B4_CapBeams_SERV_1_NoScour_Fx_Max 486 25 ‐596 0 0 ‐4 ‐1850 0.12 ‐25 ‐1850

B1&B4_CapBeams_SERV_1_NoScour_Fx_Max 487 25 ‐596 0 0 ‐4 ‐1866 0.12 ‐25 ‐1866

B1&B4 CapBeams SERV 1 NoScour Fx Max 782 321 208 0 0 0 ‐452 0.00 ‐321 ‐452B1&B4_CapBeams_SERV_1_NoScour_Fx_Max 782 321 208 0 0 0 452 0.00 321 452

B1&B4_CapBeams_SERV_1_NoScour_Fx_Max 783 321 208 0 0 0 ‐251 0.00 ‐321 ‐251

B1&B4_CapBeams_SERV_1_NoScour_Fx_Max 785 334 ‐197 0 0 0 ‐671 0.00 ‐334 ‐671

B1&B4_CapBeams_SERV_1_NoScour_Fx_Max 786 73 ‐863 0 0 0 125 0.00 ‐73 125

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 9 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams SERV 1 NoScour Fx Min 482 ‐307 654 0 ‐1 ‐6 ‐1699 0.19 307 ‐1699_ p _ _ _ _ _

B1&B4_CapBeams_SERV_1_NoScour_Fx_Min 483 ‐307 654 0 ‐1 ‐6 ‐1891 0.17 307 ‐1891

B1&B4_CapBeams_SERV_1_NoScour_Fx_Min 486 ‐296 ‐585 0 1 ‐5 ‐2025 0.14 296 ‐2025

B1&B4_CapBeams_SERV_1_NoScour_Fx_Min 487 ‐296 ‐585 0 1 ‐5 ‐1840 0.16 296 ‐1840

B1&B4_CapBeams_SERV_1_NoScour_Fx_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fx_Min 785 ‐4 ‐248 0 0 0 ‐986 0.00 4 ‐986

B1&B4_CapBeams_SERV_1_NoScour_Fx_Min 786 ‐174 ‐1003 0 0 0 ‐272 0.00 174 ‐272

B1&B4_CapBeams_SERV_1_NoScour_Fy_Max 482 ‐143 757 0 0 ‐6 ‐1937 0.17 143 ‐1937

B1&B4_CapBeams_SERV_1_NoScour_Fy_Max 483 ‐143 757 0 0 ‐6 ‐2026 0.17 143 ‐2026

B1&B4 CapBeams SERV 1 NoScour Fy Max 486 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_SERV_1_NoScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fy_Max 782 222 282 0 0 0 ‐1043 0.00 ‐222 ‐1043

B1&B4_CapBeams_SERV_1_NoScour_Fy_Max 783 222 282 0 0 0 ‐905 0.00 ‐222 ‐905

B1&B4_CapBeams_SERV_1_NoScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fy_Min 486 ‐108 ‐697 0 1 ‐7 ‐2402 0.16 108 ‐2402

B1&B4_CapBeams_SERV_1_NoScour_Fy_Min 487 ‐108 ‐697 0 1 ‐7 ‐2335 0.16 108 ‐2335

B1&B4 C B SERV 1 N S F Mi 782 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_SERV_1_NoScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fy_Min 785 202 ‐296 0 0 0 ‐1489 0.00 ‐202 ‐1489

B1&B4_CapBeams_SERV_1_NoScour_Fy_Min 786 ‐138 ‐1099 0 0 0 ‐233 0.00 138 ‐233

B1&B4_CapBeams_SERV_1_NoScour_Fz_Max 482 ‐277 650 0 ‐1 ‐6 ‐1688 0.21 277 ‐1688

B1&B4_CapBeams_SERV_1_NoScour_Fz_Max 483 ‐277 650 0 ‐1 ‐6 ‐1861 0.19 277 ‐1861

B1&B4_CapBeams_SERV_1_NoScour_Fz_Max 486 ‐139 ‐535 0 ‐1 ‐3 ‐1641 0.10 139 ‐1641

B1&B4_CapBeams_SERV_1_NoScour_Fz_Max 487 ‐139 ‐535 0 ‐1 ‐3 ‐1555 0.10 139 ‐1555

B1&B4_CapBeams_SERV_1_NoScour_Fz_Max 782 87 234 0 0 0 ‐536 0.00 ‐87 ‐536

B1&B4_CapBeams_SERV_1_NoScour_Fz_Max 783 87 234 0 0 0 ‐481 0.00 ‐87 ‐481

B1&B4_CapBeams_SERV_1_NoScour_Fz_Max 785 125 ‐225 0 0 0 ‐745 0.00 ‐125 ‐745

B1&B4_CapBeams_SERV_1_NoScour_Fz_Max 786 ‐54 ‐906 0 0 0 ‐119 0.00 54 ‐119

B1&B4_CapBeams_SERV_1_NoScour_Fz_Min 482 ‐53 582 0 1 ‐2 ‐1410 0.10 53 ‐1410

B1&B4_CapBeams_SERV_1_NoScour_Fz_Min 483 ‐53 582 0 1 ‐2 ‐1443 0.09 53 ‐1443

B1&B4_CapBeams_SERV_1_NoScour_Fz_Min 486 ‐132 ‐601 0 1 ‐7 ‐2113 0.19 132 ‐2114

B1&B4_CapBeams_SERV_1_NoScour_Fz_Min 487 ‐132 ‐601 0 1 ‐7 ‐2031 0.20 132 ‐2031

B1&B4_CapBeams_SERV_1_NoScour_Fz_Min 782 216 209 0 0 0 ‐509 0.00 ‐216 ‐509

B1&B4_CapBeams_SERV_1_NoScour_Fz_Min 783 216 209 0 0 0 ‐374 0.00 ‐216 ‐374

B1&B4_CapBeams_SERV_1_NoScour_Fz_Min 785 194 ‐237 0 0 0 ‐992 0.00 ‐194 ‐992

B1&B4_CapBeams_SERV_1_NoScour_Fz_Min 786 ‐35 ‐899 0 0 0 ‐192 0.00 35 ‐192

B1&B4_CapBeams_SERV_1_NoScour_Mx_Max 482 ‐54 583 0 1 ‐2 ‐1412 0.10 54 ‐1412

B1&B4_CapBeams_SERV_1_NoScour_Mx_Max 483 ‐53 583 0 1 ‐2 ‐1446 0.09 53 ‐1446

B1&B4_CapBeams_SERV_1_NoScour_Mx_Max 486 ‐133 ‐603 0 1 ‐7 ‐2122 0.19 133 ‐2122

B1&B4_CapBeams_SERV_1_NoScour_Mx_Max 487 ‐133 ‐603 0 1 ‐7 ‐2039 0.19 133 ‐2039

B1&B4_CapBeams_SERV_1_NoScour_Mx_Max 782 221 183 0 0 0 ‐275 0.00 ‐221 ‐275

B1&B4_CapBeams_SERV_1_NoScour_Mx_Max 783 222 182 0 0 0 ‐106 0.00 ‐222 ‐106

B1&B4_CapBeams_SERV_1_NoScour_Mx_Max 785 172 ‐254 0 0 0 ‐1218 0.00 ‐172 ‐1218

B1&B4_CapBeams_SERV_1_NoScour_Mx_Max 786 ‐68 ‐943 0 0 0 ‐380 0.00 68 ‐380

B1&B4_CapBeams_SERV_1_NoScour_Mx_Min 482 ‐276 651 0 ‐1 ‐6 ‐1688 0.21 276 ‐1688

B1&B4_CapBeams_SERV_1_NoScour_Mx_Min 483 ‐276 651 0 ‐1 ‐6 ‐1861 0.19 276 ‐1861

B1&B4_CapBeams_SERV_1_NoScour_Mx_Min 486 ‐140 ‐535 0 ‐1 ‐3 ‐1645 0.10 140 ‐1645

B1&B4_CapBeams_SERV_1_NoScour_Mx_Min 487 ‐140 ‐535 0 ‐1 ‐3 ‐1557 0.10 140 ‐1557

B1&B4_CapBeams_SERV_1_NoScour_Mx_Min 782 64 242 0 0 0 ‐702 0.00 ‐64 ‐702

B1&B4_CapBeams_SERV_1_NoScour_Mx_Min 783 59 246 0 0 0 ‐697 0.00 ‐59 ‐697

B1&B4_CapBeams_SERV_1_NoScour_Mx_Min 785 112 ‐195 0 0 0 ‐430 0.00 ‐112 ‐430

B1&B4_CapBeams_SERV_1_NoScour_Mx_Min 786 ‐42 ‐826 0 0 0 111 0.00 42 111

B1&B4_CapBeams_SERV_1_NoScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_My_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams SERV 1 NoScour My Max 487 0 0 0 0 0 0 0.00 0 0B1&B4_CapBeams_SERV_1_NoScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_My_Max 782 206 205 0 0 0 ‐471 0.00 ‐206 ‐471

B1&B4_CapBeams_SERV_1_NoScour_My_Max 783 206 205 0 0 0 ‐343 0.00 ‐206 ‐343

B1&B4_CapBeams_SERV_1_NoScour_My_Max 785 209 ‐214 0 0 0 ‐804 0.00 ‐209 ‐804

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 10 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams SERV 1 NoScour My Max 786 3 ‐865 0 0 0 ‐85 0.00 ‐3 ‐85_ p _ _ _ _ y_

B1&B4_CapBeams_SERV_1_NoScour_My_Min 482 ‐184 673 0 ‐1 ‐7 ‐1790 0.23 184 ‐1790

B1&B4_CapBeams_SERV_1_NoScour_My_Min 483 ‐184 673 0 ‐1 ‐7 ‐1904 0.21 184 ‐1904

B1&B4_CapBeams_SERV_1_NoScour_My_Min 486 ‐136 ‐621 0 1 ‐8 ‐2185 0.20 136 ‐2185

B1&B4_CapBeams_SERV_1_NoScour_My_Min 487 ‐136 ‐621 0 1 ‐8 ‐2100 0.21 136 ‐2100

B1&B4_CapBeams_SERV_1_NoScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams SERV 1 NoScour Mz Max 483 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_SERV_1_NoScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Mz_Max 782 87 166 0 0 0 65 0.00 ‐87 65

B1&B4_CapBeams_SERV_1_NoScour_Mz_Max 783 90 167 0 0 0 120 0.00 ‐90 120

B1&B4_CapBeams_SERV_1_NoScour_Mz_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Mz_Max 786 ‐35 ‐913 0 0 0 457 0.00 35 457

B1&B4_CapBeams_SERV_1_NoScour_Mz_Min 482 ‐148 722 0 0 ‐6 ‐1980 0.17 148 ‐1980

B1&B4_CapBeams_SERV_1_NoScour_Mz_Min 483 ‐165 720 0 0 ‐6 ‐2079 0.16 165 ‐2079

B1&B4_CapBeams_SERV_1_NoScour_Mz_Min 486 ‐111 ‐696 0 1 ‐7 ‐2407 0.16 111 ‐2407

B1&B4 C B SERV 1 N S M Mi 487 110 696 0 1 7 2338 0 16 110 2338B1&B4_CapBeams_SERV_1_NoScour_Mz_Min 487 ‐110 ‐696 0 1 ‐7 ‐2338 0.16 110 ‐2338

B1&B4_CapBeams_SERV_1_NoScour_Mz_Min 782 233 279 0 0 0 ‐1063 0.00 ‐233 ‐1063

B1&B4_CapBeams_SERV_1_NoScour_Mz_Min 783 228 279 0 0 0 ‐919 0.00 ‐228 ‐919

B1&B4_CapBeams_SERV_1_NoScour_Mz_Min 785 225 ‐292 0 0 0 ‐1506 0.00 ‐225 ‐1506

B1&B4_CapBeams_SERV_1_NoScour_Mz_Min 786 ‐68 ‐999 0 0 0 ‐592 0.00 68 ‐592

B1&B4_CapBeams_STR_1_FullScour_Fx_Max 482 77 615 0 0 ‐4 ‐1643 0.13 ‐77 ‐1643

B1&B4_CapBeams_STR_1_FullScour_Fx_Max 483 77 615 0 0 ‐4 ‐1595 0.14 ‐77 ‐1595

B1&B4_CapBeams_STR_1_FullScour_Fx_Max 486 60 ‐583 0 ‐1 ‐3 ‐1800 0.10 ‐60 ‐1800

B1&B4_CapBeams_STR_1_FullScour_Fx_Max 487 60 ‐583 0 ‐1 ‐3 ‐1838 0.10 ‐60 ‐1838

B1&B4_CapBeams_STR_1_FullScour_Fx_Max 782 409 311 0 0 0 ‐951 0.00 ‐409 ‐951

B1&B4_CapBeams_STR_1_FullScour_Fx_Max 783 409 311 0 0 0 ‐696 0.00 ‐409 ‐696

B1&B4_CapBeams_STR_1_FullScour_Fx_Max 785 439 ‐276 0 0 0 ‐1139 0.00 ‐439 ‐1139

B1&B4_CapBeams_STR_1_FullScour_Fx_Max 786 82 ‐862 0 0 0 22 0.00 ‐82 22

B1&B4_CapBeams_STR_1_FullScour_Fx_Min 482 ‐373 820 0 ‐1 ‐8 ‐2119 0.22 373 ‐2119

B1&B4_CapBeams_STR_1_FullScour_Fx_Min 483 ‐373 820 0 ‐1 ‐8 ‐2352 0.20 373 ‐2352

B1&B4_CapBeams_STR_1_FullScour_Fx_Min 486 ‐354 ‐728 0 1 ‐7 ‐2491 0.16 354 ‐2491

B1&B4_CapBeams_STR_1_FullScour_Fx_Min 487 ‐354 ‐728 0 1 ‐7 ‐2269 0.18 354 ‐2269

B1&B4_CapBeams_STR_1_FullScour_Fx_Min 782 ‐12 193 0 0 0 ‐268 0.00 12 ‐268

B1&B4_CapBeams_STR_1_FullScour_Fx_Min 783 ‐12 193 0 0 0 ‐276 0.00 12 ‐276

B1&B4_CapBeams_STR_1_FullScour_Fx_Min 785 ‐22 ‐208 0 0 0 ‐632 0.00 22 ‐632

B1&B4_CapBeams_STR_1_FullScour_Fx_Min 786 ‐161 ‐1229 0 0 0 ‐30 0.00 161 ‐30

B1&B4_CapBeams_STR_1_FullScour_Fy_Max 482 ‐149 980 0 ‐1 ‐8 ‐2441 0.18 149 ‐2441

B1&B4_CapBeams_STR_1_FullScour_Fy_Max 483 ‐149 980 0 ‐1 ‐8 ‐2534 0.17 149 ‐2534

B1&B4_CapBeams_STR_1_FullScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fy_Max 782 324 352 0 0 0 ‐1192 0.00 ‐324 ‐1192

B1&B4_CapBeams_STR_1_FullScour_Fy_Max 783 324 352 0 0 0 ‐990 0.00 ‐324 ‐990

B1&B4_CapBeams_STR_1_FullScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fy_Min 486 ‐88 ‐901 0 1 ‐8 ‐2989 0.15 88 ‐2989

B1&B4_CapBeams_STR_1_FullScour_Fy_Min 487 ‐88 ‐901 0 1 ‐8 ‐2935 0.16 88 ‐2935

B1&B4_CapBeams_STR_1_FullScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fy_Min 785 293 ‐362 0 0 0 ‐1641 0.00 ‐293 ‐1641

B1&B4_CapBeams_STR_1_FullScour_Fy_Min 786 ‐100 ‐1398 0 0 0 41 0.00 100 41

B1&B4_CapBeams_STR_1_FullScour_Fz_Max 482 ‐273 597 0 ‐2 ‐7 ‐1574 0.25 273 ‐1574

B1&B4_CapBeams_STR_1_FullScour_Fz_Max 483 ‐273 597 0 ‐1 ‐7 ‐1745 0.23 273 ‐1745

B1&B4 CapBeams STR 1 FullScour Fz Max 486 ‐120 ‐469 0 ‐1 ‐1 ‐1421 0.04 120 ‐1421B1&B4_CapBeams_STR_1_FullScour_Fz_Max 486 120 469 0 1 1 1421 0.04 120 1421

B1&B4_CapBeams_STR_1_FullScour_Fz_Max 487 ‐120 ‐469 0 ‐2 ‐1 ‐1346 0.05 120 ‐1346

B1&B4_CapBeams_STR_1_FullScour_Fz_Max 782 112 245 0 0 0 ‐351 0.00 ‐112 ‐351

B1&B4_CapBeams_STR_1_FullScour_Fz_Max 783 112 245 0 0 0 ‐281 0.00 ‐112 ‐281

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 11 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 1 FullScour Fz Max 785 79 ‐293 0 0 0 ‐1091 0.00 ‐79 ‐1091_ p _ _ _ _ _

B1&B4_CapBeams_STR_1_FullScour_Fz_Max 786 ‐136 ‐1143 0 0 0 ‐341 0.00 136 ‐341

B1&B4_CapBeams_STR_1_FullScour_Fz_Min 482 ‐92 727 0 2 ‐2 ‐1778 0.07 92 ‐1778

B1&B4_CapBeams_STR_1_FullScour_Fz_Min 483 ‐92 727 0 2 ‐2 ‐1835 0.06 92 ‐1835

B1&B4_CapBeams_STR_1_FullScour_Fz_Min 486 ‐170 ‐743 0 2 ‐9 ‐2592 0.21 170 ‐2592

B1&B4_CapBeams_STR_1_FullScour_Fz_Min 487 ‐170 ‐743 0 2 ‐9 ‐2486 0.22 170 ‐2486

B1&B4_CapBeams_STR_1_FullScour_Fz_Min 782 156 223 0 0 0 ‐734 0.00 ‐156 ‐734

B1&B4_CapBeams_STR_1_FullScour_Fz_Min 783 156 223 0 0 0 ‐636 0.00 ‐156 ‐636

B1&B4_CapBeams_STR_1_FullScour_Fz_Min 785 185 ‐186 0 0 0 ‐534 0.00 ‐185 ‐534

B1&B4_CapBeams_STR_1_FullScour_Fz_Min 786 3 ‐767 0 0 0 106 0.00 ‐3 106

B1&B4 CapBeams STR 1 FullScour Mx Max 482 ‐93 730 0 2 ‐2 ‐1787 0 07 93 ‐1787B1&B4_CapBeams_STR_1_FullScour_Mx_Max 482 ‐93 730 0 2 ‐2 ‐1787 0.07 93 ‐1787

B1&B4_CapBeams_STR_1_FullScour_Mx_Max 483 ‐93 730 0 2 ‐2 ‐1846 0.06 93 ‐1846

B1&B4_CapBeams_STR_1_FullScour_Mx_Max 486 ‐170 ‐747 0 2 ‐9 ‐2606 0.21 170 ‐2606

B1&B4_CapBeams_STR_1_FullScour_Mx_Max 487 ‐170 ‐747 0 2 ‐9 ‐2499 0.21 170 ‐2499

B1&B4_CapBeams_STR_1_FullScour_Mx_Max 782 153 201 0 0 0 ‐432 0.00 ‐153 ‐432

B1&B4_CapBeams_STR_1_FullScour_Mx_Max 783 199 191 0 0 0 ‐319 0.00 ‐199 ‐319

B1&B4_CapBeams_STR_1_FullScour_Mx_Max 785 154 ‐224 0 0 0 ‐930 0.00 ‐154 ‐930

B1&B4_CapBeams_STR_1_FullScour_Mx_Max 786 ‐38 ‐844 0 0 0 ‐259 0.00 38 ‐259

B1&B4_CapBeams_STR_1_FullScour_Mx_Min 482 ‐271 597 0 ‐2 ‐7 ‐1571 0.25 271 ‐1571

B1&B4_CapBeams_STR_1_FullScour_Mx_Min 483 ‐271 597 0 ‐1 ‐7 ‐1740 0.23 271 ‐1740

B1&B4 C B STR 1 F llS M Mi 486 123 470 0 1 1 1428 0 05 123 1428B1&B4_CapBeams_STR_1_FullScour_Mx_Min 486 ‐123 ‐470 0 ‐1 ‐1 ‐1428 0.05 123 ‐1428

B1&B4_CapBeams_STR_1_FullScour_Mx_Min 487 ‐123 ‐470 0 ‐2 ‐1 ‐1352 0.05 123 ‐1352

B1&B4_CapBeams_STR_1_FullScour_Mx_Min 782 150 286 0 0 0 ‐711 0.00 ‐150 ‐711

B1&B4_CapBeams_STR_1_FullScour_Mx_Min 783 146 298 0 0 0 ‐699 0.00 ‐146 ‐699

B1&B4_CapBeams_STR_1_FullScour_Mx_Min 785 178 ‐275 0 0 0 ‐901 0.00 ‐178 ‐901

B1&B4_CapBeams_STR_1_FullScour_Mx_Min 786 ‐66 ‐1110 0 0 0 ‐45 0.00 66 ‐45

B1&B4_CapBeams_STR_1_FullScour_My_Max 482 ‐130 494 0 2 0 ‐1148 0.01 130 ‐1148

B1&B4_CapBeams_STR_1_FullScour_My_Max 483 ‐130 494 0 2 0 ‐1229 0.01 130 ‐1229

B1&B4_CapBeams_STR_1_FullScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_My_Max 782 214 294 0 0 0 ‐890 0.00 ‐214 ‐890

B1&B4_CapBeams_STR_1_FullScour_My_Max 783 214 294 0 0 0 ‐757 0.00 ‐214 ‐757

B1&B4_CapBeams_STR_1_FullScour_My_Max 785 230 ‐294 0 0 0 ‐1248 0.00 ‐230 ‐1248

B1&B4_CapBeams_STR_1_FullScour_My_Max 786 ‐43 ‐1153 0 0 0 ‐293 0.00 43 ‐293

B1&B4_CapBeams_STR_1_FullScour_My_Min 482 ‐236 836 0 ‐2 ‐10 ‐2212 0.25 236 ‐2212

B1&B4_CapBeams_STR_1_FullScour_My_Min 483 ‐236 836 0 ‐1 ‐10 ‐2359 0.23 236 ‐2359

B1&B4_CapBeams_STR_1_FullScour_My_Min 486 ‐172 ‐772 0 2 ‐10 ‐2692 0.22 172 ‐2692

B1&B4_CapBeams_STR_1_FullScour_My_Min 487 ‐172 ‐772 0 2 ‐10 ‐2584 0.23 172 ‐2584

B1&B4_CapBeams_STR_1_FullScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Mz_Max 782 34 161 0 0 0 36 0.00 ‐34 36

B1&B4_CapBeams_STR_1_FullScour_Mz_Max 783 40 161 0 0 0 59 0.00 ‐40 59

B1&B4_CapBeams_STR_1_FullScour_Mz_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Mz_Max 786 ‐53 ‐942 0 0 0 596 0.00 53 596

B1&B4_CapBeams_STR_1_FullScour_Mz_Min 482 ‐160 919 0 0 ‐7 ‐2522 0.17 160 ‐2522

B1&B4_CapBeams_STR_1_FullScour_Mz_Min 483 ‐191 915 0 ‐1 ‐8 ‐2631 0.17 191 ‐2631

B1&B4_CapBeams_STR_1_FullScour_Mz_Min 486 ‐118 ‐899 0 1 ‐9 ‐3045 0.16 118 ‐3045

B1&B4_CapBeams_STR_1_FullScour_Mz_Min 487 ‐116 ‐899 0 1 ‐9 ‐2972 0.17 116 ‐2972

B1&B4_CapBeams_STR_1_FullScour_Mz_Min 782 343 346 0 0 0 ‐1228 0.00 ‐343 ‐1228

B1&B4_CapBeams_STR_1_FullScour_Mz_Min 783 335 346 0 0 0 ‐1015 0.00 ‐335 ‐1015

B1&B4_CapBeams_STR_1_FullScour_Mz_Min 785 333 ‐354 0 0 0 ‐1672 0.00 ‐333 ‐1672

B1&B4_CapBeams_STR_1_FullScour_Mz_Min 786 ‐33 ‐1229 0 0 0 ‐579 0.00 33 ‐579

B1&B4_CapBeams_STR_1_NoScour_Fx_Max 482 75 619 0 0 ‐4 ‐1654 0.14 ‐75 ‐1654

B1&B4 CapBeams STR 1 NoScour Fx Max 483 75 619 0 0 ‐4 ‐1607 0.14 ‐75 ‐1607B1&B4_CapBeams_STR_1_NoScour_Fx_Max 483 75 619 0 0 4 1607 0.14 75 1607

B1&B4_CapBeams_STR_1_NoScour_Fx_Max 486 59 ‐588 0 ‐1 ‐3 ‐1817 0.10 ‐59 ‐1817

B1&B4_CapBeams_STR_1_NoScour_Fx_Max 487 59 ‐588 0 ‐1 ‐3 ‐1853 0.10 ‐59 ‐1853

B1&B4_CapBeams_STR_1_NoScour_Fx_Max 782 409 310 0 0 0 ‐950 0.00 ‐409 ‐950

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 12 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 1 NoScour Fx Max 783 409 310 0 0 0 ‐694 0.00 ‐409 ‐694_ p _ _ _ _ _

B1&B4_CapBeams_STR_1_NoScour_Fx_Max 785 439 ‐276 0 0 0 ‐1142 0.00 ‐439 ‐1142

B1&B4_CapBeams_STR_1_NoScour_Fx_Max 786 81 ‐863 0 0 0 17 0.00 ‐81 17

B1&B4_CapBeams_STR_1_NoScour_Fx_Min 482 ‐373 824 0 ‐1 ‐8 ‐2129 0.22 373 ‐2129

B1&B4_CapBeams_STR_1_NoScour_Fx_Min 483 ‐373 824 0 ‐1 ‐8 ‐2362 0.20 373 ‐2362

B1&B4_CapBeams_STR_1_NoScour_Fx_Min 486 ‐354 ‐731 0 1 ‐7 ‐2501 0.16 354 ‐2501

B1&B4_CapBeams_STR_1_NoScour_Fx_Min 487 ‐354 ‐731 0 1 ‐7 ‐2279 0.18 354 ‐2280

B1&B4_CapBeams_STR_1_NoScour_Fx_Min 782 ‐11 193 0 0 0 ‐266 0.00 11 ‐266

B1&B4_CapBeams_STR_1_NoScour_Fx_Min 783 ‐11 193 0 0 0 ‐273 0.00 11 ‐273

B1&B4_CapBeams_STR_1_NoScour_Fx_Min 785 ‐21 ‐208 0 0 0 ‐634 0.00 21 ‐634

B1&B4 CapBeams STR 1 NoScour Fx Min 786 ‐161 ‐1231 0 0 0 ‐30 0 00 161 ‐30B1&B4_CapBeams_STR_1_NoScour_Fx_Min 786 ‐161 ‐1231 0 0 0 ‐30 0.00 161 ‐30

B1&B4_CapBeams_STR_1_NoScour_Fy_Max 482 ‐152 983 0 ‐1 ‐8 ‐2452 0.18 152 ‐2452

B1&B4_CapBeams_STR_1_NoScour_Fy_Max 483 ‐152 983 0 ‐1 ‐8 ‐2547 0.17 152 ‐2548

B1&B4_CapBeams_STR_1_NoScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fy_Max 782 324 351 0 0 0 ‐1186 0.00 ‐324 ‐1186

B1&B4_CapBeams_STR_1_NoScour_Fy_Max 783 324 351 0 0 0 ‐984 0.00 ‐324 ‐984

B1&B4_CapBeams_STR_1_NoScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4 C B STR 1 N S F Mi 483 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_1_NoScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fy_Min 486 ‐111 ‐902 0 1 ‐9 ‐3042 0.16 111 ‐3042

B1&B4_CapBeams_STR_1_NoScour_Fy_Min 487 ‐111 ‐902 0 1 ‐9 ‐2973 0.17 111 ‐2973

B1&B4_CapBeams_STR_1_NoScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fy_Min 785 293 ‐362 0 0 0 ‐1641 0.00 ‐293 ‐1641

B1&B4_CapBeams_STR_1_NoScour_Fy_Min 786 ‐100 ‐1399 0 0 0 40 0.00 100 40

B1&B4_CapBeams_STR_1_NoScour_Fz_Max 482 ‐273 600 0 ‐2 ‐7 ‐1580 0.25 273 ‐1580

B1&B4_CapBeams_STR_1_NoScour_Fz_Max 483 ‐273 600 0 ‐1 ‐7 ‐1751 0.23 273 ‐1751

B1&B4_CapBeams_STR_1_NoScour_Fz_Max 486 ‐121 ‐473 0 ‐1 ‐1 ‐1433 0.05 121 ‐1433

B1&B4_CapBeams_STR_1_NoScour_Fz_Max 487 ‐121 ‐473 0 ‐2 ‐1 ‐1358 0.05 121 ‐1358

B1&B4_CapBeams_STR_1_NoScour_Fz_Max 782 159 277 0 0 0 ‐483 0.00 ‐159 ‐483

B1&B4_CapBeams_STR_1_NoScour_Fz_Max 783 159 277 0 0 0 ‐384 0.00 ‐159 ‐384

B1&B4_CapBeams_STR_1_NoScour_Fz_Max 785 169 ‐314 0 0 0 ‐1279 0.00 ‐169 ‐1279

B1&B4_CapBeams_STR_1_NoScour_Fz_Max 786 ‐88 ‐1220 0 0 0 ‐381 0.00 88 ‐381

B1&B4_CapBeams_STR_1_NoScour_Fz_Min 482 ‐94 735 0 2 ‐2 ‐1801 0.07 94 ‐1801

B1&B4_CapBeams_STR_1_NoScour_Fz_Min 483 ‐94 735 0 2 ‐2 ‐1860 0.07 94 ‐1860

B1&B4_CapBeams_STR_1_NoScour_Fz_Min 486 ‐170 ‐750 0 2 ‐10 ‐2613 0.21 170 ‐2613

B1&B4_CapBeams_STR_1_NoScour_Fz_Min 487 ‐170 ‐750 0 2 ‐10 ‐2507 0.22 170 ‐2507

B1&B4_CapBeams_STR_1_NoScour_Fz_Min 782 191 226 0 0 0 ‐785 0.00 ‐191 ‐785

B1&B4_CapBeams_STR_1_NoScour_Fz_Min 783 191 226 0 0 0 ‐666 0.00 ‐191 ‐666

B1&B4_CapBeams_STR_1_NoScour_Fz_Min 785 221 ‐190 0 0 0 ‐601 0.00 ‐221 ‐601

B1&B4_CapBeams_STR_1_NoScour_Fz_Min 786 25 ‐767 0 0 0 83 0.00 ‐25 83

B1&B4_CapBeams_STR_1_NoScour_Mx_Max 482 ‐96 737 0 2 ‐2 ‐1808 0.07 96 ‐1808

B1&B4_CapBeams_STR_1_NoScour_Mx_Max 483 ‐96 737 0 2 ‐2 ‐1868 0.07 96 ‐1868

B1&B4_CapBeams_STR_1_NoScour_Mx_Max 486 ‐170 ‐754 0 2 ‐10 ‐2624 0.21 170 ‐2624

B1&B4_CapBeams_STR_1_NoScour_Mx_Max 487 ‐170 ‐754 0 2 ‐10 ‐2518 0.22 170 ‐2518

B1&B4_CapBeams_STR_1_NoScour_Mx_Max 782 192 189 0 0 0 ‐451 0.00 ‐192 ‐451

B1&B4_CapBeams_STR_1_NoScour_Mx_Max 783 194 187 0 0 0 ‐279 0.00 ‐194 ‐279

B1&B4_CapBeams_STR_1_NoScour_Mx_Max 785 192 ‐211 0 0 0 ‐913 0.00 ‐192 ‐913

B1&B4_CapBeams_STR_1_NoScour_Mx_Max 786 ‐18 ‐826 0 0 0 ‐178 0.00 18 ‐178

B1&B4_CapBeams_STR_1_NoScour_Mx_Min 482 ‐271 600 0 ‐2 ‐7 ‐1579 0.25 271 ‐1579

B1&B4_CapBeams_STR_1_NoScour_Mx_Min 483 ‐271 600 0 ‐1 ‐7 ‐1748 0.23 271 ‐1748

B1&B4_CapBeams_STR_1_NoScour_Mx_Min 486 ‐124 ‐474 0 ‐1 ‐1 ‐1442 0.05 124 ‐1442

B1&B4_CapBeams_STR_1_NoScour_Mx_Min 487 ‐124 ‐474 0 ‐2 ‐1 ‐1365 0.05 124 ‐1365

B1&B4_CapBeams_STR_1_NoScour_Mx_Min 782 126 284 0 0 0 ‐698 0.00 ‐126 ‐698

B1&B4_CapBeams_STR_1_NoScour_Mx_Min 783 117 291 0 0 0 ‐680 0.00 ‐117 ‐680

B1&B4_CapBeams_STR_1_NoScour_Mx_Min 785 140 ‐271 0 0 0 ‐816 0.00 ‐140 ‐816

B1&B4_CapBeams_STR_1_NoScour_Mx_Min 786 ‐81 ‐1097 0 0 0 ‐42 0.00 81 ‐42

B1&B4 CapBeams STR 1 NoScour My Max 482 ‐133 499 0 2 0 ‐1165 0.01 133 ‐1165B1&B4_CapBeams_STR_1_NoScour_My_Max 482 133 499 0 2 0 1165 0.01 133 1165

B1&B4_CapBeams_STR_1_NoScour_My_Max 483 ‐133 499 0 2 0 ‐1248 0.01 133 ‐1248

B1&B4_CapBeams_STR_1_NoScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 13 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 1 NoScour My Max 782 219 294 0 0 0 ‐892 0.00 ‐219 ‐892_ p _ _ _ _ y_

B1&B4_CapBeams_STR_1_NoScour_My_Max 783 219 294 0 0 0 ‐755 0.00 ‐219 ‐755

B1&B4_CapBeams_STR_1_NoScour_My_Max 785 229 ‐296 0 0 0 ‐1265 0.00 ‐229 ‐1265

B1&B4_CapBeams_STR_1_NoScour_My_Max 786 ‐42 ‐1155 0 0 0 ‐316 0.00 42 ‐316

B1&B4_CapBeams_STR_1_NoScour_My_Min 482 ‐237 841 0 ‐2 ‐10 ‐2225 0.25 237 ‐2225

B1&B4_CapBeams_STR_1_NoScour_My_Min 483 ‐237 841 0 ‐1 ‐10 ‐2373 0.24 237 ‐2373

B1&B4_CapBeams_STR_1_NoScour_My_Min 486 ‐173 ‐776 0 2 ‐10 ‐2702 0.22 173 ‐2702

B1&B4_CapBeams_STR_1_NoScour_My_Min 487 ‐173 ‐776 0 2 ‐10 ‐2594 0.23 173 ‐2594

B1&B4_CapBeams_STR_1_NoScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 1 NoScour My Min 785 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_1_NoScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 782 35 162 0 0 0 34 0.00 ‐35 34

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 783 40 162 0 0 0 57 0.00 ‐40 57

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 786 ‐53 ‐944 0 0 0 592 0.00 53 592

B1&B4 C B STR 1 N S M Mi 482 161 922 0 0 8 2529 0 17 161 2529B1&B4_CapBeams_STR_1_NoScour_Mz_Min 482 ‐161 922 0 0 ‐8 ‐2529 0.17 161 ‐2529

B1&B4_CapBeams_STR_1_NoScour_Mz_Min 483 ‐192 918 0 ‐1 ‐8 ‐2640 0.17 192 ‐2640

B1&B4_CapBeams_STR_1_NoScour_Mz_Min 486 ‐118 ‐901 0 1 ‐9 ‐3051 0.17 118 ‐3051

B1&B4_CapBeams_STR_1_NoScour_Mz_Min 487 ‐116 ‐901 0 1 ‐9 ‐2978 0.17 116 ‐2978

B1&B4_CapBeams_STR_1_NoScour_Mz_Min 782 343 345 0 0 0 ‐1222 0.00 ‐343 ‐1222

B1&B4_CapBeams_STR_1_NoScour_Mz_Min 783 336 346 0 0 0 ‐1009 0.00 ‐336 ‐1009

B1&B4_CapBeams_STR_1_NoScour_Mz_Min 785 333 ‐354 0 0 0 ‐1671 0.00 ‐333 ‐1671

B1&B4_CapBeams_STR_1_NoScour_Mz_Min 786 ‐33 ‐1230 0 0 0 ‐579 0.00 33 ‐579

B1&B4_CapBeams_STR_2_FullScour_Fx_Max 482 38 560 0 1 ‐2 ‐1410 0.09 ‐38 ‐1410

B1&B4_CapBeams_STR_2_FullScour_Fx_Max 483 38 560 0 1 ‐2 ‐1386 0.09 ‐38 ‐1386

B1&B4_CapBeams_STR_2_FullScour_Fx_Max 486 36 ‐564 0 0 ‐3 ‐1767 0.11 ‐36 ‐1767

B1&B4_CapBeams_STR_2_FullScour_Fx_Max 487 36 ‐564 0 0 ‐3 ‐1789 0.11 ‐36 ‐1789

B1&B4_CapBeams_STR_2_FullScour_Fx_Max 782 358 298 0 0 0 ‐806 0.00 ‐358 ‐806

B1&B4_CapBeams_STR_2_FullScour_Fx_Max 783 358 298 0 0 0 ‐582 0.00 ‐358 ‐582

B1&B4_CapBeams_STR_2_FullScour_Fx_Max 785 395 ‐285 0 0 0 ‐1177 0.00 ‐395 ‐1177

B1&B4_CapBeams_STR_2_FullScour_Fx_Max 786 61 ‐884 0 0 0 13 0.00 ‐61 13

B1&B4_CapBeams_STR_2_FullScour_Fx_Min 482 ‐321 836 0 0 ‐7 ‐2082 0.18 321 ‐2082

B1&B4_CapBeams_STR_2_FullScour_Fx_Min 483 ‐321 836 0 0 ‐7 ‐2283 0.17 321 ‐2283

B1&B4_CapBeams_STR_2_FullScour_Fx_Min 486 ‐345 ‐713 0 1 ‐7 ‐2407 0.16 345 ‐2407

B1&B4_CapBeams_STR_2_FullScour_Fx_Min 487 ‐345 ‐713 0 1 ‐7 ‐2191 0.17 345 ‐2191

B1&B4_CapBeams_STR_2_FullScour_Fx_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fx_Min 785 ‐10 ‐204 0 0 0 ‐641 0.00 10 ‐641

B1&B4_CapBeams_STR_2_FullScour_Fx_Min 786 ‐152 ‐1165 0 0 0 9 0.00 152 9

B1&B4_CapBeams_STR_2_FullScour_Fy_Max 482 ‐171 925 0 0 ‐7 ‐2347 0.17 171 ‐2347

B1&B4_CapBeams_STR_2_FullScour_Fy_Max 483 ‐171 925 0 0 ‐7 ‐2454 0.16 171 ‐2454

B1&B4_CapBeams_STR_2_FullScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fy_Max 782 307 330 0 0 0 ‐993 0.00 ‐307 ‐993

B1&B4_CapBeams_STR_2_FullScour_Fy_Max 783 307 330 0 0 0 ‐801 0.00 ‐307 ‐801

B1&B4_CapBeams_STR_2_FullScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fy_Min 486 ‐114 ‐863 0 1 ‐8 ‐2910 0.16 114 ‐2910

B1&B4_CapBeams_STR_2_FullScour_Fy_Min 487 ‐114 ‐863 0 1 ‐8 ‐2839 0.17 114 ‐2839

B1&B4_CapBeams_STR_2_FullScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fy_Min 785 284 ‐345 0 0 0 ‐1542 0.00 ‐284 ‐1542

B1&B4 CapBeams STR 2 FullScour Fy Min 786 ‐98 ‐1339 0 0 0 ‐28 0.00 98 ‐28B1&B4_CapBeams_STR_2_FullScour_Fy_Min 786 98 1339 0 0 0 28 0.00 98 28

B1&B4_CapBeams_STR_2_FullScour_Fz_Max 482 ‐223 575 0 ‐1 ‐5 ‐1487 0.20 223 ‐1487

B1&B4_CapBeams_STR_2_FullScour_Fz_Max 483 ‐223 575 0 ‐1 ‐5 ‐1626 0.19 223 ‐1626

B1&B4_CapBeams_STR_2_FullScour_Fz_Max 486 ‐135 ‐490 0 ‐1 ‐3 ‐1520 0.10 135 ‐1520

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 14 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 2 FullScour Fz Max 487 ‐135 ‐490 0 ‐1 ‐3 ‐1435 0.11 135 ‐1435_ p _ _ _ _ _

B1&B4_CapBeams_STR_2_FullScour_Fz_Max 782 105 246 0 0 0 ‐371 0.00 ‐105 ‐371

B1&B4_CapBeams_STR_2_FullScour_Fz_Max 783 105 246 0 0 0 ‐305 0.00 ‐105 ‐305

B1&B4_CapBeams_STR_2_FullScour_Fz_Max 785 72 ‐288 0 0 0 ‐1034 0.00 ‐72 ‐1034

B1&B4_CapBeams_STR_2_FullScour_Fz_Max 786 ‐138 ‐1135 0 0 0 ‐301 0.00 138 ‐301

B1&B4_CapBeams_STR_2_FullScour_Fz_Min 482 ‐102 733 0 2 ‐2 ‐1806 0.08 102 ‐1806

B1&B4_CapBeams_STR_2_FullScour_Fz_Min 483 ‐102 733 0 2 ‐2 ‐1870 0.08 102 ‐1870

B1&B4_CapBeams_STR_2_FullScour_Fz_Min 486 ‐154 ‐734 0 2 ‐9 ‐2531 0.20 154 ‐2531

B1&B4_CapBeams_STR_2_FullScour_Fz_Min 487 ‐154 ‐734 0 2 ‐9 ‐2435 0.21 154 ‐2435

B1&B4_CapBeams_STR_2_FullScour_Fz_Min 782 142 206 0 0 0 ‐605 0.00 ‐142 ‐605

B1&B4 CapBeams STR 2 FullScour Fz Min 783 142 206 0 0 0 ‐516 0 00 ‐142 ‐516B1&B4_CapBeams_STR_2_FullScour_Fz_Min 783 142 206 0 0 0 ‐516 0.00 ‐142 ‐516

B1&B4_CapBeams_STR_2_FullScour_Fz_Min 785 164 ‐187 0 0 0 ‐602 0.00 ‐164 ‐602

B1&B4_CapBeams_STR_2_FullScour_Fz_Min 786 ‐12 ‐754 0 0 0 15 0.00 12 15

B1&B4_CapBeams_STR_2_FullScour_Mx_Max 482 ‐104 735 0 2 ‐2 ‐1813 0.08 104 ‐1813

B1&B4_CapBeams_STR_2_FullScour_Mx_Max 483 ‐104 735 0 2 ‐2 ‐1878 0.08 104 ‐1878

B1&B4_CapBeams_STR_2_FullScour_Mx_Max 486 ‐155 ‐737 0 2 ‐9 ‐2543 0.20 155 ‐2543

B1&B4_CapBeams_STR_2_FullScour_Mx_Max 487 ‐155 ‐737 0 2 ‐9 ‐2445 0.21 155 ‐2445

B1&B4_CapBeams_STR_2_FullScour_Mx_Max 782 189 184 0 0 0 ‐439 0.00 ‐189 ‐439

B1&B4_CapBeams_STR_2_FullScour_Mx_Max 783 190 186 0 0 0 ‐315 0.00 ‐190 ‐315

B1&B4_CapBeams_STR_2_FullScour_Mx_Max 785 172 ‐212 0 0 0 ‐907 0.00 ‐172 ‐907

B1&B4 C B STR 2 F llS M M 786 34 776 0 0 0 189 0 00 34 189B1&B4_CapBeams_STR_2_FullScour_Mx_Max 786 ‐34 ‐776 0 0 0 ‐189 0.00 34 ‐189

B1&B4_CapBeams_STR_2_FullScour_Mx_Min 482 ‐221 574 0 ‐1 ‐5 ‐1482 0.20 221 ‐1482

B1&B4_CapBeams_STR_2_FullScour_Mx_Min 483 ‐221 574 0 ‐1 ‐5 ‐1620 0.19 221 ‐1620

B1&B4_CapBeams_STR_2_FullScour_Mx_Min 486 ‐137 ‐490 0 ‐1 ‐3 ‐1520 0.10 137 ‐1520

B1&B4_CapBeams_STR_2_FullScour_Mx_Min 487 ‐137 ‐490 0 ‐1 ‐3 ‐1434 0.11 137 ‐1434

B1&B4_CapBeams_STR_2_FullScour_Mx_Min 782 137 275 0 0 0 ‐620 0.00 ‐137 ‐620

B1&B4_CapBeams_STR_2_FullScour_Mx_Min 783 129 284 0 0 0 ‐610 0.00 ‐129 ‐610

B1&B4_CapBeams_STR_2_FullScour_Mx_Min 785 149 ‐279 0 0 0 ‐942 0.00 ‐149 ‐942

B1&B4_CapBeams_STR_2_FullScour_Mx_Min 786 ‐85 ‐1109 0 0 0 ‐124 0.00 85 ‐124

B1&B4_CapBeams_STR_2_FullScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_My_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_My_Max 782 212 281 0 0 0 ‐796 0.00 ‐212 ‐796

B1&B4_CapBeams_STR_2_FullScour_My_Max 783 212 281 0 0 0 ‐664 0.00 ‐212 ‐664

B1&B4_CapBeams_STR_2_FullScour_My_Max 785 227 ‐291 0 0 0 ‐1224 0.00 ‐227 ‐1224

B1&B4_CapBeams_STR_2_FullScour_My_Max 786 ‐41 ‐1128 0 0 0 ‐287 0.00 41 ‐287

B1&B4_CapBeams_STR_2_FullScour_My_Min 482 ‐190 813 0 ‐1 ‐8 ‐2112 0.22 190 ‐2112

B1&B4_CapBeams_STR_2_FullScour_My_Min 483 ‐190 813 0 ‐1 ‐8 ‐2231 0.21 190 ‐2231

B1&B4_CapBeams_STR_2_FullScour_My_Min 486 ‐160 ‐761 0 1 ‐10 ‐2633 0.21 160 ‐2633

B1&B4_CapBeams_STR_2_FullScour_My_Min 487 ‐160 ‐761 0 2 ‐10 ‐2533 0.22 160 ‐2533

B1&B4_CapBeams_STR_2_FullScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Mz_Max 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Mz_Max 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Mz_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Mz_Max 786 ‐60 ‐901 0 0 0 412 0.00 60 412

B1&B4_CapBeams_STR_2_FullScour_Mz_Min 482 ‐157 888 0 0 ‐7 ‐2396 0.17 157 ‐2396

B1&B4_CapBeams_STR_2_FullScour_Mz_Min 483 ‐169 886 0 0 ‐7 ‐2497 0.16 169 ‐2497

B1&B4_CapBeams_STR_2_FullScour_Mz_Min 486 ‐118 ‐862 0 1 ‐8 ‐2915 0.17 118 ‐2916

B1&B4_CapBeams_STR_2_FullScour_Mz_Min 487 ‐116 ‐862 0 1 ‐8 ‐2842 0.17 116 ‐2842

B1&B4_CapBeams_STR_2_FullScour_Mz_Min 782 293 322 0 0 0 ‐1042 0.00 ‐293 ‐1042

B1&B4_CapBeams_STR_2_FullScour_Mz_Min 783 288 322 0 0 0 ‐860 0.00 ‐288 ‐860

B1&B4 CapBeams STR 2 FullScour Mz Min 785 313 ‐339 0 0 0 ‐1567 0.00 ‐313 ‐1567B1&B4_CapBeams_STR_2_FullScour_Mz_Min 785 313 339 0 0 0 1567 0.00 313 1567

B1&B4_CapBeams_STR_2_FullScour_Mz_Min 786 ‐29 ‐1207 0 0 0 ‐507 0.00 29 ‐507

B1&B4_CapBeams_STR_2_NoScour_Fx_Max 482 36 566 0 1 ‐2 ‐1427 0.09 ‐36 ‐1427

B1&B4_CapBeams_STR_2_NoScour_Fx_Max 483 36 566 0 1 ‐2 ‐1404 0.09 ‐36 ‐1404

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 15 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 2 NoScour Fx Max 486 35 ‐568 0 0 ‐3 ‐1782 0.11 ‐35 ‐1782_ p _ _ _ _ _

B1&B4_CapBeams_STR_2_NoScour_Fx_Max 487 35 ‐568 0 0 ‐3 ‐1804 0.11 ‐35 ‐1804

B1&B4_CapBeams_STR_2_NoScour_Fx_Max 782 358 297 0 0 0 ‐805 0.00 ‐358 ‐805

B1&B4_CapBeams_STR_2_NoScour_Fx_Max 783 358 297 0 0 0 ‐581 0.00 ‐358 ‐581

B1&B4_CapBeams_STR_2_NoScour_Fx_Max 785 394 ‐285 0 0 0 ‐1181 0.00 ‐394 ‐1181

B1&B4_CapBeams_STR_2_NoScour_Fx_Max 786 60 ‐886 0 0 0 10 0.00 ‐60 10

B1&B4_CapBeams_STR_2_NoScour_Fx_Min 482 ‐321 838 0 0 ‐7 ‐2088 0.18 321 ‐2088

B1&B4_CapBeams_STR_2_NoScour_Fx_Min 483 ‐321 838 0 0 ‐7 ‐2289 0.17 321 ‐2289

B1&B4_CapBeams_STR_2_NoScour_Fx_Min 486 ‐345 ‐715 0 1 ‐7 ‐2414 0.16 345 ‐2414

B1&B4_CapBeams_STR_2_NoScour_Fx_Min 487 ‐345 ‐715 0 1 ‐7 ‐2199 0.18 345 ‐2199

B1&B4 CapBeams STR 2 NoScour Fx Min 782 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_2_NoScour_Fx_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fx_Min 785 ‐9 ‐204 0 0 0 ‐642 0.00 9 ‐642

B1&B4_CapBeams_STR_2_NoScour_Fx_Min 786 ‐152 ‐1167 0 0 0 9 0.00 152 9

B1&B4_CapBeams_STR_2_NoScour_Fy_Max 482 ‐172 928 0 0 ‐7 ‐2359 0.17 172 ‐2359

B1&B4_CapBeams_STR_2_NoScour_Fy_Max 483 ‐172 928 0 0 ‐7 ‐2467 0.16 172 ‐2467

B1&B4_CapBeams_STR_2_NoScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fy_Max 782 307 329 0 0 0 ‐989 0.00 ‐307 ‐989

B1&B4_CapBeams_STR_2_NoScour_Fy_Max 783 307 329 0 0 0 ‐797 0.00 ‐307 ‐797

B1&B4 C B STR 2 N S F M 785 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_2_NoScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fy_Min 486 ‐113 ‐866 0 1 ‐8 ‐2917 0.17 113 ‐2917

B1&B4_CapBeams_STR_2_NoScour_Fy_Min 487 ‐113 ‐866 0 1 ‐8 ‐2846 0.17 113 ‐2846

B1&B4_CapBeams_STR_2_NoScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fy_Min 785 284 ‐345 0 0 0 ‐1542 0.00 ‐284 ‐1542

B1&B4_CapBeams_STR_2_NoScour_Fy_Min 786 ‐98 ‐1340 0 0 0 ‐29 0.00 98 ‐29

B1&B4_CapBeams_STR_2_NoScour_Fz_Max 482 ‐222 576 0 ‐1 ‐5 ‐1488 0.20 222 ‐1488

B1&B4_CapBeams_STR_2_NoScour_Fz_Max 483 ‐222 576 0 ‐1 ‐5 ‐1627 0.19 222 ‐1627

B1&B4_CapBeams_STR_2_NoScour_Fz_Max 486 ‐137 ‐492 0 ‐1 ‐3 ‐1527 0.10 137 ‐1527

B1&B4_CapBeams_STR_2_NoScour_Fz_Max 487 ‐137 ‐492 0 ‐1 ‐3 ‐1442 0.11 137 ‐1442

B1&B4_CapBeams_STR_2_NoScour_Fz_Max 782 114 251 0 0 0 ‐391 0.00 ‐114 ‐391

B1&B4_CapBeams_STR_2_NoScour_Fz_Max 783 114 251 0 0 0 ‐319 0.00 ‐114 ‐319

B1&B4_CapBeams_STR_2_NoScour_Fz_Max 785 90 ‐292 0 0 0 ‐1074 0.00 ‐90 ‐1074

B1&B4_CapBeams_STR_2_NoScour_Fz_Max 786 ‐127 ‐1140 0 0 0 ‐314 0.00 127 ‐314

B1&B4_CapBeams_STR_2_NoScour_Fz_Min 482 ‐104 741 0 2 ‐3 ‐1827 0.08 104 ‐1827

B1&B4_CapBeams_STR_2_NoScour_Fz_Min 483 ‐104 741 0 2 ‐3 ‐1892 0.08 104 ‐1892

B1&B4_CapBeams_STR_2_NoScour_Fz_Min 486 ‐154 ‐740 0 2 ‐9 ‐2550 0.20 154 ‐2550

B1&B4_CapBeams_STR_2_NoScour_Fz_Min 487 ‐154 ‐740 0 2 ‐9 ‐2454 0.21 154 ‐2454

B1&B4_CapBeams_STR_2_NoScour_Fz_Min 782 177 208 0 0 0 ‐650 0.00 ‐177 ‐650

B1&B4_CapBeams_STR_2_NoScour_Fz_Min 783 177 208 0 0 0 ‐539 0.00 ‐177 ‐539

B1&B4_CapBeams_STR_2_NoScour_Fz_Min 785 203 ‐190 0 0 0 ‐667 0.00 ‐203 ‐667

B1&B4_CapBeams_STR_2_NoScour_Fz_Min 786 11 ‐757 0 0 0 5 0.00 ‐11 5

B1&B4_CapBeams_STR_2_NoScour_Mx_Max 482 ‐106 742 0 2 ‐3 ‐1832 0.08 106 ‐1832

B1&B4_CapBeams_STR_2_NoScour_Mx_Max 483 ‐106 742 0 2 ‐3 ‐1899 0.08 106 ‐1899

B1&B4_CapBeams_STR_2_NoScour_Mx_Max 486 ‐155 ‐743 0 2 ‐9 ‐2560 0.20 155 ‐2560

B1&B4_CapBeams_STR_2_NoScour_Mx_Max 487 ‐155 ‐743 0 2 ‐9 ‐2463 0.21 155 ‐2463

B1&B4_CapBeams_STR_2_NoScour_Mx_Max 782 191 193 0 0 0 ‐462 0.00 ‐191 ‐462

B1&B4_CapBeams_STR_2_NoScour_Mx_Max 783 180 175 0 0 0 ‐268 0.00 ‐180 ‐268

B1&B4_CapBeams_STR_2_NoScour_Mx_Max 785 198 ‐211 0 0 0 ‐909 0.00 ‐198 ‐909

B1&B4_CapBeams_STR_2_NoScour_Mx_Max 786 ‐11 ‐841 0 0 0 ‐177 0.00 11 ‐177

B1&B4_CapBeams_STR_2_NoScour_Mx_Min 482 ‐221 576 0 ‐1 ‐5 ‐1487 0.20 221 ‐1487

B1&B4_CapBeams_STR_2_NoScour_Mx_Min 483 ‐221 576 0 ‐1 ‐5 ‐1625 0.19 221 ‐1625

B1&B4_CapBeams_STR_2_NoScour_Mx_Min 486 ‐138 ‐492 0 ‐1 ‐3 ‐1528 0.10 138 ‐1528

B1&B4_CapBeams_STR_2_NoScour_Mx_Min 487 ‐138 ‐492 0 ‐1 ‐3 ‐1442 0.11 138 ‐1442

B1&B4_CapBeams_STR_2_NoScour_Mx_Min 782 121 273 0 0 0 ‐616 0.00 ‐121 ‐616

B1&B4 CapBeams STR 2 NoScour Mx Min 783 112 280 0 0 0 ‐603 0.00 ‐112 ‐603B1&B4_CapBeams_STR_2_NoScour_Mx_Min 783 112 280 0 0 0 603 0.00 112 603

B1&B4_CapBeams_STR_2_NoScour_Mx_Min 785 125 ‐274 0 0 0 ‐871 0.00 ‐125 ‐871

B1&B4_CapBeams_STR_2_NoScour_Mx_Min 786 ‐94 ‐1095 0 0 0 ‐106 0.00 94 ‐106

B1&B4_CapBeams_STR_2_NoScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 16 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 2 NoScour My Max 483 0 0 0 0 0 0 0.00 0 0_ p _ _ _ _ y_

B1&B4_CapBeams_STR_2_NoScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_My_Max 782 216 281 0 0 0 ‐796 0.00 ‐216 ‐796

B1&B4_CapBeams_STR_2_NoScour_My_Max 783 216 281 0 0 0 ‐661 0.00 ‐216 ‐661

B1&B4_CapBeams_STR_2_NoScour_My_Max 785 225 ‐291 0 0 0 ‐1227 0.00 ‐225 ‐1227

B1&B4_CapBeams_STR_2_NoScour_My_Max 786 ‐41 ‐1127 0 0 0 ‐295 0.00 41 ‐295

B1&B4_CapBeams_STR_2_NoScour_My_Min 482 ‐186 814 0 ‐1 ‐8 ‐2106 0.22 186 ‐2106

B1&B4_CapBeams_STR_2_NoScour_My_Min 483 ‐186 814 0 ‐1 ‐8 ‐2222 0.21 186 ‐2222

B1&B4_CapBeams_STR_2_NoScour_My_Min 486 ‐160 ‐766 0 1 ‐10 ‐2647 0.21 160 ‐2647

B1&B4 CapBeams STR 2 NoScour My Min 487 ‐160 ‐766 0 2 ‐10 ‐2547 0 22 160 ‐2547B1&B4_CapBeams_STR_2_NoScour_My_Min 487 ‐160 ‐766 0 2 ‐10 ‐2547 0.22 160 ‐2547

B1&B4_CapBeams_STR_2_NoScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Mz_Max 782 0 0 0 0 0 0 0.00 0 0

B1&B4 C B STR 2 N S M M 783 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_2_NoScour_Mz_Max 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Mz_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Mz_Max 786 ‐61 ‐903 0 0 0 409 0.00 61 409

B1&B4_CapBeams_STR_2_NoScour_Mz_Min 482 ‐158 891 0 0 ‐7 ‐2405 0.17 158 ‐2405

B1&B4_CapBeams_STR_2_NoScour_Mz_Min 483 ‐170 890 0 0 ‐7 ‐2507 0.16 170 ‐2507

B1&B4_CapBeams_STR_2_NoScour_Mz_Min 486 ‐118 ‐864 0 1 ‐9 ‐2924 0.17 118 ‐2924

B1&B4_CapBeams_STR_2_NoScour_Mz_Min 487 ‐117 ‐865 0 1 ‐9 ‐2850 0.17 117 ‐2850

B1&B4_CapBeams_STR_2_NoScour_Mz_Min 782 293 321 0 0 0 ‐1037 0.00 ‐293 ‐1037

B1&B4_CapBeams_STR_2_NoScour_Mz_Min 783 288 322 0 0 0 ‐855 0.00 ‐288 ‐855

B1&B4_CapBeams_STR_2_NoScour_Mz_Min 785 313 ‐339 0 0 0 ‐1567 0.00 ‐313 ‐1567

B1&B4_CapBeams_STR_2_NoScour_Mz_Min 786 ‐29 ‐1207 0 0 0 ‐507 0.00 29 ‐507

B1&B4_CapBeams_STR_3_FullScour_Fx_Max 482 11 507 0 0 ‐4 ‐1137 0.20 ‐11 ‐1137

B1&B4_CapBeams_STR_3_FullScour_Fx_Max 483 11 507 0 0 ‐4 ‐1131 0.20 ‐11 ‐1131

B1&B4_CapBeams_STR_3_FullScour_Fx_Max 486 51 ‐462 0 0 ‐4 ‐1331 0.19 ‐51 ‐1331

B1&B4_CapBeams_STR_3_FullScour_Fx_Max 487 51 ‐462 0 0 ‐4 ‐1363 0.18 ‐51 ‐1363

B1&B4_CapBeams_STR_3_FullScour_Fx_Max 782 310 159 0 0 0 278 0.00 ‐310 278

B1&B4_CapBeams_STR_3_FullScour_Fx_Max 783 310 159 0 0 0 472 0.00 ‐310 472

B1&B4_CapBeams_STR_3_FullScour_Fx_Max 785 319 ‐170 0 0 0 41 0.00 ‐319 41

B1&B4_CapBeams_STR_3_FullScour_Fx_Max 786 160 ‐546 0 0 0 710 0.00 ‐160 710

B1&B4_CapBeams_STR_3_FullScour_Fx_Min 482 ‐393 828 0 0 ‐6 ‐2209 0.16 393 ‐2209

B1&B4_CapBeams_STR_3_FullScour_Fx_Min 483 ‐393 828 0 0 ‐6 ‐2455 0.14 393 ‐2455

B1&B4_CapBeams_STR_3_FullScour_Fx_Min 486 ‐362 ‐766 0 1 ‐7 ‐2730 0.14 362 ‐2730

B1&B4_CapBeams_STR_3_FullScour_Fx_Min 487 ‐362 ‐766 0 1 ‐7 ‐2504 0.15 362 ‐2504

B1&B4_CapBeams_STR_3_FullScour_Fx_Min 782 ‐54 289 0 0 0 ‐1346 0.00 54 ‐1346

B1&B4_CapBeams_STR_3_FullScour_Fx_Min 783 ‐54 289 0 0 0 ‐1380 0.00 54 ‐1380

B1&B4_CapBeams_STR_3_FullScour_Fx_Min 785 ‐57 ‐296 0 0 0 ‐1742 0.00 57 ‐1742

B1&B4_CapBeams_STR_3_FullScour_Fx_Min 786 ‐297 ‐1287 0 0 0 ‐1014 0.00 297 ‐1014

B1&B4_CapBeams_STR_3_FullScour_Fy_Max 482 ‐303 853 0 0 ‐7 ‐2326 0.17 303 ‐2326

B1&B4_CapBeams_STR_3_FullScour_Fy_Max 483 ‐303 853 0 0 ‐7 ‐2516 0.16 303 ‐2516

B1&B4_CapBeams_STR_3_FullScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fy_Max 782 106 367 0 0 0 ‐1604 0.00 ‐106 ‐1604

B1&B4_CapBeams_STR_3_FullScour_Fy_Max 783 106 367 0 0 0 ‐1537 0.00 ‐106 ‐1537

B1&B4_CapBeams_STR_3_FullScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fy_Min 486 ‐243 ‐783 0 1 ‐7 ‐2831 0.15 243 ‐2831

B1&B4_CapBeams_STR_3_FullScour_Fy_Min 487 ‐243 ‐783 0 1 ‐7 ‐2679 0.16 243 ‐2679

B1&B4 CapBeams STR 3 FullScour Fy Min 782 0 0 0 0 0 0 0.00 0 0B1&B4_CapBeams_STR_3_FullScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fy_Min 785 116 ‐377 0 0 0 ‐2147 0.00 ‐116 ‐2147

B1&B4_CapBeams_STR_3_FullScour_Fy_Min 786 ‐297 ‐1287 0 0 0 ‐1014 0.00 297 ‐1014

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 17 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 3 FullScour Fz Max 482 ‐304 591 0 0 ‐5 ‐1580 0.16 304 ‐1580_ p _ _ _ _ _

B1&B4_CapBeams_STR_3_FullScour_Fz_Max 483 ‐304 591 0 0 ‐5 ‐1770 0.15 304 ‐1770

B1&B4_CapBeams_STR_3_FullScour_Fz_Max 486 ‐102 ‐438 0 0 ‐2 ‐1211 0.10 102 ‐1211

B1&B4_CapBeams_STR_3_FullScour_Fz_Max 487 ‐102 ‐438 0 0 ‐2 ‐1147 0.11 102 ‐1147

B1&B4_CapBeams_STR_3_FullScour_Fz_Max 782 7 359 0 0 0 ‐1416 0.00 ‐7 ‐1416

B1&B4_CapBeams_STR_3_FullScour_Fz_Max 783 7 359 0 0 0 ‐1411 0.00 ‐7 ‐1411

B1&B4_CapBeams_STR_3_FullScour_Fz_Max 785 194 ‐177 0 0 0 123 0.00 ‐194 123

B1&B4_CapBeams_STR_3_FullScour_Fz_Max 786 53 ‐877 0 0 0 615 0.00 ‐53 615

B1&B4_CapBeams_STR_3_FullScour_Fz_Min 482 ‐86 720 0 1 ‐4 ‐1648 0.15 86 ‐1648

B1&B4_CapBeams_STR_3_FullScour_Fz_Min 483 ‐86 720 0 1 ‐4 ‐1702 0.14 86 ‐1702

B1&B4 CapBeams STR 3 FullScour Fz Min 486 ‐214 ‐769 0 1 ‐8 ‐2735 0 16 214 ‐2735B1&B4_CapBeams_STR_3_FullScour_Fz_Min 486 ‐214 ‐769 0 1 ‐8 ‐2735 0.16 214 ‐2735

B1&B4_CapBeams_STR_3_FullScour_Fz_Min 487 ‐214 ‐769 0 1 ‐8 ‐2602 0.17 214 ‐2602

B1&B4_CapBeams_STR_3_FullScour_Fz_Min 782 223 90 0 0 0 422 0.00 ‐223 422

B1&B4_CapBeams_STR_3_FullScour_Fz_Min 783 223 90 0 0 0 561 0.00 ‐223 561

B1&B4_CapBeams_STR_3_FullScour_Fz_Min 785 39 ‐290 0 0 0 ‐1739 0.00 ‐39 ‐1739

B1&B4_CapBeams_STR_3_FullScour_Fz_Min 786 ‐205 ‐955 0 0 0 ‐883 0.00 205 ‐883

B1&B4_CapBeams_STR_3_FullScour_Mx_Max 482 ‐86 720 0 1 ‐4 ‐1648 0.15 86 ‐1648

B1&B4_CapBeams_STR_3_FullScour_Mx_Max 483 ‐86 720 0 1 ‐4 ‐1702 0.14 86 ‐1702

B1&B4_CapBeams_STR_3_FullScour_Mx_Max 486 ‐214 ‐769 0 1 ‐8 ‐2735 0.16 214 ‐2735

B1&B4_CapBeams_STR_3_FullScour_Mx_Max 487 ‐214 ‐769 0 1 ‐8 ‐2602 0.17 214 ‐2602

B1&B4 C B STR 3 F llS M M 782 218 78 0 0 0 512 0 00 218 512B1&B4_CapBeams_STR_3_FullScour_Mx_Max 782 218 78 0 0 0 512 0.00 ‐218 512

B1&B4_CapBeams_STR_3_FullScour_Mx_Max 783 218 78 0 0 0 648 0.00 ‐218 648

B1&B4_CapBeams_STR_3_FullScour_Mx_Max 785 30 ‐291 0 0 0 ‐1795 0.00 ‐30 ‐1795

B1&B4_CapBeams_STR_3_FullScour_Mx_Max 786 ‐217 ‐960 0 0 0 ‐933 0.00 217 ‐933

B1&B4_CapBeams_STR_3_FullScour_Mx_Min 482 ‐304 591 0 0 ‐5 ‐1580 0.16 304 ‐1580

B1&B4_CapBeams_STR_3_FullScour_Mx_Min 483 ‐304 591 0 0 ‐5 ‐1770 0.15 304 ‐1770

B1&B4_CapBeams_STR_3_FullScour_Mx_Min 486 ‐102 ‐438 0 0 ‐2 ‐1211 0.10 102 ‐1211

B1&B4_CapBeams_STR_3_FullScour_Mx_Min 487 ‐102 ‐438 0 0 ‐2 ‐1147 0.11 102 ‐1147

B1&B4_CapBeams_STR_3_FullScour_Mx_Min 782 ‐3 361 0 0 0 ‐1484 0.00 3 ‐1484

B1&B4_CapBeams_STR_3_FullScour_Mx_Min 783 ‐3 361 0 0 0 ‐1486 0.00 3 ‐1486

B1&B4_CapBeams_STR_3_FullScour_Mx_Min 785 190 ‐163 0 0 0 244 0.00 ‐190 244

B1&B4_CapBeams_STR_3_FullScour_Mx_Min 786 59 ‐827 0 0 0 703 0.00 ‐59 703

B1&B4_CapBeams_STR_3_FullScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_My_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_My_Max 782 304 165 0 0 0 223 0.00 ‐304 223

B1&B4_CapBeams_STR_3_FullScour_My_Max 783 304 165 0 0 0 413 0.00 ‐304 413

B1&B4_CapBeams_STR_3_FullScour_My_Max 785 313 ‐176 0 0 0 ‐22 0.00 ‐313 ‐22

B1&B4_CapBeams_STR_3_FullScour_My_Max 786 130 ‐869 0 0 0 617 0.00 ‐130 617

B1&B4_CapBeams_STR_3_FullScour_My_Min 482 ‐273 839 0 0 ‐7 ‐2254 0.18 273 ‐2254

B1&B4_CapBeams_STR_3_FullScour_My_Min 483 ‐273 839 0 0 ‐7 ‐2425 0.17 273 ‐2425

B1&B4_CapBeams_STR_3_FullScour_My_Min 486 ‐214 ‐769 0 1 ‐8 ‐2735 0.16 214 ‐2735

B1&B4_CapBeams_STR_3_FullScour_My_Min 487 ‐214 ‐769 0 1 ‐8 ‐2602 0.17 214 ‐2602

B1&B4_CapBeams_STR_3_FullScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Mz_Max 782 149 73 0 0 0 643 0.00 ‐149 643

B1&B4_CapBeams_STR_3_FullScour_Mz_Max 783 149 73 0 0 0 736 0.00 ‐149 736

B1&B4_CapBeams_STR_3_FullScour_Mz_Max 785 146 ‐81 0 0 0 566 0.00 ‐146 566

B1&B4_CapBeams_STR_3_FullScour_Mz_Max 786 85 ‐509 0 0 0 780 0.00 ‐85 780

B1&B4_CapBeams_STR_3_FullScour_Mz_Min 482 ‐303 853 0 0 ‐7 ‐2326 0.17 303 ‐2326

B1&B4_CapBeams_STR_3_FullScour_Mz_Min 483 ‐303 853 0 0 ‐7 ‐2516 0.16 303 ‐2516

B1&B4_CapBeams_STR_3_FullScour_Mz_Min 486 ‐243 ‐783 0 1 ‐7 ‐2831 0.15 243 ‐2831

B1&B4 CapBeams STR 3 FullScour Mz Min 487 ‐243 ‐783 0 1 ‐7 ‐2679 0.16 243 ‐2679B1&B4_CapBeams_STR_3_FullScour_Mz_Min 487 243 783 0 1 7 2679 0.16 243 2679

B1&B4_CapBeams_STR_3_FullScour_Mz_Min 782 99 366 0 0 0 ‐1640 0.00 ‐99 ‐1640

B1&B4_CapBeams_STR_3_FullScour_Mz_Min 783 99 366 0 0 0 ‐1578 0.00 ‐99 ‐1578

B1&B4_CapBeams_STR_3_FullScour_Mz_Min 785 109 ‐375 0 0 0 ‐2182 0.00 ‐109 ‐2182

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 18 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 3 FullScour Mz Min 786 ‐223 ‐1281 0 0 0 ‐1022 0.00 223 ‐1022_ p _ _ _ _ _

B1&B4_CapBeams_STR_3_NoScour_Fx_Max 482 8 511 0 0 ‐4 ‐1151 0.20 ‐8 ‐1151

B1&B4_CapBeams_STR_3_NoScour_Fx_Max 483 8 511 0 0 ‐4 ‐1146 0.20 ‐8 ‐1146

B1&B4_CapBeams_STR_3_NoScour_Fx_Max 486 50 ‐466 0 0 ‐4 ‐1346 0.19 ‐50 ‐1346

B1&B4_CapBeams_STR_3_NoScour_Fx_Max 487 50 ‐466 0 0 ‐4 ‐1377 0.18 ‐50 ‐1377

B1&B4_CapBeams_STR_3_NoScour_Fx_Max 782 309 160 0 0 0 269 0.00 ‐309 269

B1&B4_CapBeams_STR_3_NoScour_Fx_Max 783 309 160 0 0 0 462 0.00 ‐309 462

B1&B4_CapBeams_STR_3_NoScour_Fx_Max 785 317 ‐171 0 0 0 27 0.00 ‐317 27

B1&B4_CapBeams_STR_3_NoScour_Fx_Max 786 157 ‐549 0 0 0 700 0.00 ‐157 700

B1&B4_CapBeams_STR_3_NoScour_Fx_Min 482 ‐392 828 0 0 ‐6 ‐2207 0.16 392 ‐2207

B1&B4 CapBeams STR 3 NoScour Fx Min 483 ‐392 828 0 0 ‐6 ‐2452 0 14 392 ‐2452B1&B4_CapBeams_STR_3_NoScour_Fx_Min 483 ‐392 828 0 0 ‐6 ‐2452 0.14 392 ‐2452

B1&B4_CapBeams_STR_3_NoScour_Fx_Min 486 ‐360 ‐765 0 1 ‐7 ‐2724 0.14 360 ‐2724

B1&B4_CapBeams_STR_3_NoScour_Fx_Min 487 ‐360 ‐765 0 1 ‐7 ‐2499 0.15 360 ‐2499

B1&B4_CapBeams_STR_3_NoScour_Fx_Min 782 ‐53 288 0 0 0 ‐1333 0.00 53 ‐1333

B1&B4_CapBeams_STR_3_NoScour_Fx_Min 783 ‐53 288 0 0 0 ‐1365 0.00 53 ‐1365

B1&B4_CapBeams_STR_3_NoScour_Fx_Min 785 ‐55 ‐295 0 0 0 ‐1730 0.00 55 ‐1730

B1&B4_CapBeams_STR_3_NoScour_Fx_Min 786 ‐295 ‐1285 0 0 0 ‐1005 0.00 295 ‐1005

B1&B4_CapBeams_STR_3_NoScour_Fy_Max 482 ‐303 855 0 0 ‐7 ‐2330 0.17 303 ‐2330

B1&B4_CapBeams_STR_3_NoScour_Fy_Max 483 ‐303 855 0 0 ‐7 ‐2519 0.16 303 ‐2519

B1&B4_CapBeams_STR_3_NoScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4 C B STR 3 N S F M 487 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_3_NoScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fy_Max 782 108 365 0 0 0 ‐1591 0.00 ‐108 ‐1591

B1&B4_CapBeams_STR_3_NoScour_Fy_Max 783 108 365 0 0 0 ‐1523 0.00 ‐108 ‐1523

B1&B4_CapBeams_STR_3_NoScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fy_Min 486 ‐241 ‐785 0 1 ‐8 ‐2832 0.15 241 ‐2832

B1&B4_CapBeams_STR_3_NoScour_Fy_Min 487 ‐241 ‐785 0 1 ‐8 ‐2681 0.16 241 ‐2681

B1&B4_CapBeams_STR_3_NoScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fy_Min 785 117 ‐376 0 0 0 ‐2137 0.00 ‐117 ‐2137

B1&B4_CapBeams_STR_3_NoScour_Fy_Min 786 ‐287 ‐1285 0 0 0 ‐974 0.00 287 ‐974

B1&B4_CapBeams_STR_3_NoScour_Fz_Max 482 ‐302 590 0 0 ‐4 ‐1575 0.16 302 ‐1575

B1&B4_CapBeams_STR_3_NoScour_Fz_Max 483 ‐302 590 0 0 ‐4 ‐1764 0.15 302 ‐1764

B1&B4_CapBeams_STR_3_NoScour_Fz_Max 486 ‐104 ‐438 0 0 ‐2 ‐1214 0.10 104 ‐1214

B1&B4_CapBeams_STR_3_NoScour_Fz_Max 487 ‐104 ‐438 0 0 ‐2 ‐1149 0.11 104 ‐1149

B1&B4_CapBeams_STR_3_NoScour_Fz_Max 782 9 358 0 0 0 ‐1405 0.00 ‐9 ‐1405

B1&B4_CapBeams_STR_3_NoScour_Fz_Max 783 9 358 0 0 0 ‐1400 0.00 ‐9 ‐1400

B1&B4_CapBeams_STR_3_NoScour_Fz_Max 785 193 ‐178 0 0 0 108 0.00 ‐193 108

B1&B4_CapBeams_STR_3_NoScour_Fz_Max 786 51 ‐881 0 0 0 605 0.00 ‐51 605

B1&B4_CapBeams_STR_3_NoScour_Fz_Min 482 ‐88 724 0 1 ‐4 ‐1661 0.15 88 ‐1661

B1&B4_CapBeams_STR_3_NoScour_Fz_Min 483 ‐88 724 0 1 ‐4 ‐1716 0.15 88 ‐1716

B1&B4_CapBeams_STR_3_NoScour_Fz_Min 486 ‐213 ‐771 0 1 ‐8 ‐2737 0.16 213 ‐2737

B1&B4_CapBeams_STR_3_NoScour_Fz_Min 487 ‐213 ‐771 0 1 ‐8 ‐2604 0.17 213 ‐2604

B1&B4_CapBeams_STR_3_NoScour_Fz_Min 782 254 92 0 0 0 377 0.00 ‐254 377

B1&B4_CapBeams_STR_3_NoScour_Fz_Min 783 254 92 0 0 0 536 0.00 ‐254 536

B1&B4_CapBeams_STR_3_NoScour_Fz_Min 785 76 ‐290 0 0 0 ‐1778 0.00 ‐76 ‐1778

B1&B4_CapBeams_STR_3_NoScour_Fz_Min 786 ‐181 ‐952 0 0 0 ‐879 0.00 181 ‐879

B1&B4_CapBeams_STR_3_NoScour_Mx_Max 482 ‐88 724 0 1 ‐4 ‐1661 0.15 88 ‐1661

B1&B4_CapBeams_STR_3_NoScour_Mx_Max 483 ‐88 724 0 1 ‐4 ‐1716 0.15 88 ‐1716

B1&B4_CapBeams_STR_3_NoScour_Mx_Max 486 ‐213 ‐771 0 1 ‐8 ‐2737 0.16 213 ‐2737

B1&B4_CapBeams_STR_3_NoScour_Mx_Max 487 ‐213 ‐771 0 1 ‐8 ‐2604 0.17 213 ‐2604

B1&B4_CapBeams_STR_3_NoScour_Mx_Max 782 249 80 0 0 0 463 0.00 ‐249 463

B1&B4_CapBeams_STR_3_NoScour_Mx_Max 783 250 79 0 0 0 631 0.00 ‐250 631

B1&B4_CapBeams_STR_3_NoScour_Mx_Max 785 67 ‐290 0 0 0 ‐1829 0.00 ‐67 ‐1829

B1&B4_CapBeams_STR_3_NoScour_Mx_Max 786 ‐192 ‐955 0 0 0 ‐924 0.00 192 ‐924

B1&B4_CapBeams_STR_3_NoScour_Mx_Min 482 ‐302 590 0 0 ‐4 ‐1575 0.16 302 ‐1575

B1&B4_CapBeams_STR_3_NoScour_Mx_Min 483 ‐302 590 0 0 ‐4 ‐1764 0.15 302 ‐1764

B1&B4 CapBeams STR 3 NoScour Mx Min 486 ‐104 ‐438 0 0 ‐2 ‐1214 0.10 104 ‐1214B1&B4_CapBeams_STR_3_NoScour_Mx_Min 486 104 438 0 0 2 1214 0.10 104 1214

B1&B4_CapBeams_STR_3_NoScour_Mx_Min 487 ‐104 ‐438 0 0 ‐2 ‐1149 0.11 104 ‐1149

B1&B4_CapBeams_STR_3_NoScour_Mx_Min 782 ‐1 359 0 0 0 ‐1468 0.00 1 ‐1468

B1&B4_CapBeams_STR_3_NoScour_Mx_Min 783 ‐1 359 0 0 0 ‐1469 0.00 1 ‐1469

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 19 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 3 NoScour Mx Min 785 189 ‐165 0 0 0 225 0.00 ‐189 225_ p _ _ _ _ _

B1&B4_CapBeams_STR_3_NoScour_Mx_Min 786 56 ‐831 0 0 0 689 0.00 ‐56 689

B1&B4_CapBeams_STR_3_NoScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_My_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_My_Max 782 303 166 0 0 0 215 0.00 ‐303 215

B1&B4_CapBeams_STR_3_NoScour_My_Max 783 303 166 0 0 0 404 0.00 ‐303 404

B1&B4_CapBeams_STR_3_NoScour_My_Max 785 311 ‐177 0 0 0 ‐37 0.00 ‐311 ‐37

B1&B4_CapBeams_STR_3_NoScour_My_Max 786 127 ‐872 0 0 0 607 0.00 ‐127 607

B1&B4 CapBeams STR 3 NoScour My Min 482 ‐273 841 0 0 ‐7 ‐2258 0 18 273 ‐2258B1&B4_CapBeams_STR_3_NoScour_My_Min 482 ‐273 841 0 0 ‐7 ‐2258 0.18 273 ‐2258

B1&B4_CapBeams_STR_3_NoScour_My_Min 483 ‐273 841 0 0 ‐7 ‐2429 0.17 273 ‐2429

B1&B4_CapBeams_STR_3_NoScour_My_Min 486 ‐213 ‐771 0 1 ‐8 ‐2737 0.16 213 ‐2737

B1&B4_CapBeams_STR_3_NoScour_My_Min 487 ‐213 ‐771 0 1 ‐8 ‐2604 0.17 213 ‐2604

B1&B4_CapBeams_STR_3_NoScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4 C B STR 3 N S M M 486 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_3_NoScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Mz_Max 782 148 74 0 0 0 632 0.00 ‐148 632

B1&B4_CapBeams_STR_3_NoScour_Mz_Max 783 148 74 0 0 0 725 0.00 ‐148 725

B1&B4_CapBeams_STR_3_NoScour_Mz_Max 785 145 ‐83 0 0 0 550 0.00 ‐145 550

B1&B4_CapBeams_STR_3_NoScour_Mz_Max 786 83 ‐512 0 0 0 768 0.00 ‐83 768

B1&B4_CapBeams_STR_3_NoScour_Mz_Min 482 ‐303 855 0 0 ‐7 ‐2330 0.17 303 ‐2330

B1&B4_CapBeams_STR_3_NoScour_Mz_Min 483 ‐303 855 0 0 ‐7 ‐2519 0.16 303 ‐2519

B1&B4_CapBeams_STR_3_NoScour_Mz_Min 486 ‐241 ‐785 0 1 ‐8 ‐2832 0.15 241 ‐2832

B1&B4_CapBeams_STR_3_NoScour_Mz_Min 487 ‐241 ‐785 0 1 ‐8 ‐2681 0.16 241 ‐2681

B1&B4_CapBeams_STR_3_NoScour_Mz_Min 782 100 364 0 0 0 ‐1625 0.00 ‐100 ‐1625

B1&B4_CapBeams_STR_3_NoScour_Mz_Min 783 100 364 0 0 0 ‐1563 0.00 ‐100 ‐1563

B1&B4_CapBeams_STR_3_NoScour_Mz_Min 785 109 ‐374 0 0 0 ‐2169 0.00 ‐109 ‐2169

B1&B4_CapBeams_STR_3_NoScour_Mz_Min 786 ‐221 ‐1277 0 0 0 ‐1013 0.00 221 ‐1013

B1&B4_CapBeams_STR_4_FullScour_Fx_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fx_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fx_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fx_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fx_Max 782 253 314 0 0 0 ‐787 0.00 ‐253 ‐787

B1&B4_CapBeams_STR_4_FullScour_Fx_Max 783 253 314 0 0 0 ‐629 0.00 ‐253 ‐629

B1&B4_CapBeams_STR_4_FullScour_Fx_Max 785 263 ‐326 0 0 0 ‐1248 0.00 ‐263 ‐1248

B1&B4_CapBeams_STR_4_FullScour_Fx_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fx_Min 482 ‐288 913 0 0 ‐6 ‐2257 0.15 288 ‐2257

B1&B4_CapBeams_STR_4_FullScour_Fx_Min 483 ‐288 913 0 0 ‐6 ‐2437 0.14 288 ‐2437

B1&B4_CapBeams_STR_4_FullScour_Fx_Min 486 ‐251 ‐842 0 0 ‐7 ‐2743 0.14 251 ‐2743

B1&B4_CapBeams_STR_4_FullScour_Fx_Min 487 ‐251 ‐842 0 0 ‐7 ‐2587 0.15 251 ‐2587

B1&B4_CapBeams_STR_4_FullScour_Fx_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fx_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fx_Min 786 ‐114 ‐1280 0 0 0 ‐181 0.00 114 ‐181

B1&B4_CapBeams_STR_4_FullScour_Fy_Max 482 ‐198 938 0 0 ‐7 ‐2375 0.17 198 ‐2375

B1&B4_CapBeams_STR_4_FullScour_Fy_Max 483 ‐198 938 0 0 ‐7 ‐2498 0.16 198 ‐2498

B1&B4_CapBeams_STR_4_FullScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fy_Max 782 253 314 0 0 0 ‐789 0.00 ‐253 ‐789

B1&B4_CapBeams_STR_4_FullScour_Fy_Max 783 253 314 0 0 0 ‐630 0.00 ‐253 ‐630

B1&B4_CapBeams_STR_4_FullScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 4 FullScour Fy Min 483 0 0 0 0 0 0 0.00 0 0B1&B4_CapBeams_STR_4_FullScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fy_Min 486 ‐132 ‐860 0 0 ‐8 ‐2844 0.15 132 ‐2844

B1&B4_CapBeams_STR_4_FullScour_Fy_Min 487 ‐132 ‐860 0 0 ‐8 ‐2762 0.16 132 ‐2762

B1&B4_CapBeams_STR_4_FullScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 20 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 4 FullScour Fy Min 783 0 0 0 0 0 0 0.00 0 0_ p _ _ _ _ y_

B1&B4_CapBeams_STR_4_FullScour_Fy_Min 785 263 ‐326 0 0 0 ‐1250 0.00 ‐263 ‐1250

B1&B4_CapBeams_STR_4_FullScour_Fy_Min 786 ‐114 ‐1280 0 0 0 ‐181 0.00 114 ‐181

B1&B4_CapBeams_STR_4_FullScour_Fz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fz_Max 782 147 313 0 0 0 ‐669 0.00 ‐147 ‐669

B1&B4_CapBeams_STR_4_FullScour_Fz_Max 783 147 313 0 0 0 ‐577 0.00 ‐147 ‐577

B1&B4_CapBeams_STR_4_FullScour_Fz_Max 785 146 ‐325 0 0 0 ‐1090 0.00 ‐146 ‐1090

B1&B4 CapBeams STR 4 FullScour Fz Max 786 ‐114 ‐1279 0 0 0 ‐180 0 00 114 ‐180B1&B4_CapBeams_STR_4_FullScour_Fz_Max 786 ‐114 ‐1279 0 0 0 ‐180 0.00 114 ‐180

B1&B4_CapBeams_STR_4_FullScour_Fz_Min 482 ‐198 938 0 0 ‐7 ‐2375 0.17 198 ‐2375

B1&B4_CapBeams_STR_4_FullScour_Fz_Min 483 ‐198 938 0 0 ‐7 ‐2498 0.16 198 ‐2498

B1&B4_CapBeams_STR_4_FullScour_Fz_Min 486 ‐132 ‐860 0 0 ‐8 ‐2844 0.15 132 ‐2844

B1&B4_CapBeams_STR_4_FullScour_Fz_Min 487 ‐132 ‐860 0 0 ‐8 ‐2762 0.16 132 ‐2762

B1&B4_CapBeams_STR_4_FullScour_Fz_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fz_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fz_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Max 482 ‐198 938 0 0 ‐7 ‐2375 0.17 198 ‐2375

B1&B4 C B STR 4 F llS M M 483 198 938 0 0 7 2498 0 16 198 2498B1&B4_CapBeams_STR_4_FullScour_Mx_Max 483 ‐198 938 0 0 ‐7 ‐2498 0.16 198 ‐2498

B1&B4_CapBeams_STR_4_FullScour_Mx_Max 486 ‐132 ‐860 0 0 ‐8 ‐2844 0.15 132 ‐2844

B1&B4_CapBeams_STR_4_FullScour_Mx_Max 487 ‐132 ‐860 0 0 ‐8 ‐2762 0.16 132 ‐2762

B1&B4_CapBeams_STR_4_FullScour_Mx_Max 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Max 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Min 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Min 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Min 782 147 313 0 0 0 ‐669 0.00 ‐147 ‐669

B1&B4_CapBeams_STR_4_FullScour_Mx_Min 783 147 313 0 0 0 ‐577 0.00 ‐147 ‐577

B1&B4_CapBeams_STR_4_FullScour_Mx_Min 785 146 ‐325 0 0 0 ‐1090 0.00 ‐146 ‐1090

B1&B4_CapBeams_STR_4_FullScour_Mx_Min 786 ‐114 ‐1279 0 0 0 ‐180 0.00 114 ‐180

B1&B4_CapBeams_STR_4_FullScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_My_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_My_Max 782 253 314 0 0 0 ‐787 0.00 ‐253 ‐787

B1&B4_CapBeams_STR_4_FullScour_My_Max 783 253 314 0 0 0 ‐629 0.00 ‐253 ‐629

B1&B4_CapBeams_STR_4_FullScour_My_Max 785 263 ‐326 0 0 0 ‐1248 0.00 ‐263 ‐1248

B1&B4_CapBeams_STR_4_FullScour_My_Max 786 ‐40 ‐1273 0 0 0 ‐188 0.00 40 ‐188

B1&B4_CapBeams_STR_4_FullScour_My_Min 482 ‐198 938 0 0 ‐7 ‐2375 0.17 198 ‐2375

B1&B4_CapBeams_STR_4_FullScour_My_Min 483 ‐198 938 0 0 ‐7 ‐2498 0.16 198 ‐2498

B1&B4_CapBeams_STR_4_FullScour_My_Min 486 ‐132 ‐860 0 0 ‐8 ‐2844 0.15 132 ‐2844

B1&B4_CapBeams_STR_4_FullScour_My_Min 487 ‐132 ‐860 0 0 ‐8 ‐2762 0.16 132 ‐2762

B1&B4_CapBeams_STR_4_FullScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mz_Max 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mz_Max 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mz_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mz_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 4 FullScour Mz Min 482 ‐198 938 0 0 ‐7 ‐2375 0.17 198 ‐2375B1&B4_CapBeams_STR_4_FullScour_Mz_Min 482 198 938 0 0 7 2375 0.17 198 2375

B1&B4_CapBeams_STR_4_FullScour_Mz_Min 483 ‐198 938 0 0 ‐7 ‐2498 0.16 198 ‐2498

B1&B4_CapBeams_STR_4_FullScour_Mz_Min 486 ‐132 ‐860 0 0 ‐8 ‐2844 0.15 132 ‐2844

B1&B4_CapBeams_STR_4_FullScour_Mz_Min 487 ‐132 ‐860 0 0 ‐8 ‐2762 0.16 132 ‐2762

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 21 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 4 FullScour Mz Min 782 253 314 0 0 0 ‐789 0.00 ‐253 ‐789_ p _ _ _ _ _

B1&B4_CapBeams_STR_4_FullScour_Mz_Min 783 253 314 0 0 0 ‐630 0.00 ‐253 ‐630

B1&B4_CapBeams_STR_4_FullScour_Mz_Min 785 263 ‐326 0 0 0 ‐1250 0.00 ‐263 ‐1250

B1&B4_CapBeams_STR_4_FullScour_Mz_Min 786 ‐40 ‐1273 0 0 0 ‐189 0.00 40 ‐189

B1&B4_CapBeams_STR_4_NoScour_Fx_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fx_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fx_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fx_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fx_Max 782 254 313 0 0 0 ‐785 0.00 ‐254 ‐785

B1&B4_CapBeams_STR_4_NoScour_Fx_Max 783 254 313 0 0 0 ‐627 0.00 ‐254 ‐627

B1&B4 CapBeams STR 4 NoScour Fx Max 785 263 ‐326 0 0 0 ‐1252 0 00 ‐263 ‐1252B1&B4_CapBeams_STR_4_NoScour_Fx_Max 785 263 ‐326 0 0 0 ‐1252 0.00 ‐263 ‐1252

B1&B4_CapBeams_STR_4_NoScour_Fx_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fx_Min 482 ‐289 916 0 0 ‐6 ‐2266 0.15 289 ‐2266

B1&B4_CapBeams_STR_4_NoScour_Fx_Min 483 ‐289 916 0 0 ‐6 ‐2447 0.14 289 ‐2447

B1&B4_CapBeams_STR_4_NoScour_Fx_Min 486 ‐251 ‐845 0 0 ‐7 ‐2751 0.14 251 ‐2751

B1&B4_CapBeams_STR_4_NoScour_Fx_Min 487 ‐251 ‐845 0 0 ‐7 ‐2594 0.15 251 ‐2594

B1&B4_CapBeams_STR_4_NoScour_Fx_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fx_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fx_Min 786 ‐115 ‐1281 0 0 0 ‐183 0.00 115 ‐183

B1&B4 C B STR 4 N S F M 482 199 944 0 0 7 2390 0 17 199 2390B1&B4_CapBeams_STR_4_NoScour_Fy_Max 482 ‐199 944 0 0 ‐7 ‐2390 0.17 199 ‐2390

B1&B4_CapBeams_STR_4_NoScour_Fy_Max 483 ‐199 944 0 0 ‐7 ‐2514 0.16 199 ‐2514

B1&B4_CapBeams_STR_4_NoScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fy_Max 782 254 313 0 0 0 ‐786 0.00 ‐254 ‐786

B1&B4_CapBeams_STR_4_NoScour_Fy_Max 783 254 313 0 0 0 ‐627 0.00 ‐254 ‐627

B1&B4_CapBeams_STR_4_NoScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fy_Min 486 ‐132 ‐864 0 0 ‐8 ‐2859 0.15 132 ‐2859

B1&B4_CapBeams_STR_4_NoScour_Fy_Min 487 ‐132 ‐864 0 0 ‐8 ‐2777 0.16 132 ‐2777

B1&B4_CapBeams_STR_4_NoScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fy_Min 785 263 ‐326 0 0 0 ‐1252 0.00 ‐263 ‐1252

B1&B4_CapBeams_STR_4_NoScour_Fy_Min 786 ‐115 ‐1281 0 0 0 ‐183 0.00 115 ‐183

B1&B4_CapBeams_STR_4_NoScour_Fz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fz_Max 782 147 313 0 0 0 ‐667 0.00 ‐147 ‐667

B1&B4_CapBeams_STR_4_NoScour_Fz_Max 783 147 313 0 0 0 ‐574 0.00 ‐147 ‐574

B1&B4_CapBeams_STR_4_NoScour_Fz_Max 785 146 ‐326 0 0 0 ‐1094 0.00 ‐146 ‐1094

B1&B4_CapBeams_STR_4_NoScour_Fz_Max 786 ‐114 ‐1281 0 0 0 ‐183 0.00 114 ‐183

B1&B4_CapBeams_STR_4_NoScour_Fz_Min 482 ‐199 944 0 0 ‐7 ‐2390 0.17 199 ‐2390

B1&B4_CapBeams_STR_4_NoScour_Fz_Min 483 ‐199 944 0 0 ‐7 ‐2514 0.16 199 ‐2514

B1&B4_CapBeams_STR_4_NoScour_Fz_Min 486 ‐132 ‐864 0 0 ‐8 ‐2859 0.15 132 ‐2859

B1&B4_CapBeams_STR_4_NoScour_Fz_Min 487 ‐132 ‐864 0 0 ‐8 ‐2777 0.16 132 ‐2777

B1&B4_CapBeams_STR_4_NoScour_Fz_Min 782 174 187 0 0 0 ‐494 0.00 ‐174 ‐494

B1&B4_CapBeams_STR_4_NoScour_Fz_Min 783 174 187 0 0 0 ‐385 0.00 ‐174 ‐385

B1&B4_CapBeams_STR_4_NoScour_Fz_Min 785 182 ‐194 0 0 0 ‐781 0.00 ‐182 ‐781

B1&B4_CapBeams_STR_4_NoScour_Fz_Min 786 ‐8 ‐756 0 0 0 ‐115 0.00 8 ‐115

B1&B4_CapBeams_STR_4_NoScour_Mx_Max 482 ‐199 944 0 0 ‐7 ‐2390 0.17 199 ‐2390

B1&B4_CapBeams_STR_4_NoScour_Mx_Max 483 ‐199 944 0 0 ‐7 ‐2514 0.16 199 ‐2514

B1&B4_CapBeams_STR_4_NoScour_Mx_Max 486 ‐132 ‐864 0 0 ‐8 ‐2859 0.15 132 ‐2859

B1&B4_CapBeams_STR_4_NoScour_Mx_Max 487 ‐132 ‐864 0 0 ‐8 ‐2777 0.16 132 ‐2777

B1&B4_CapBeams_STR_4_NoScour_Mx_Max 782 174 187 0 0 0 ‐494 0.00 ‐174 ‐494

B1&B4_CapBeams_STR_4_NoScour_Mx_Max 783 174 187 0 0 0 ‐385 0.00 ‐174 ‐385

B1&B4_CapBeams_STR_4_NoScour_Mx_Max 785 182 ‐194 0 0 0 ‐781 0.00 ‐182 ‐781

B1&B4 CapBeams STR 4 NoScour Mx Max 786 ‐8 ‐756 0 0 0 ‐115 0.00 8 ‐115B1&B4_CapBeams_STR_4_NoScour_Mx_Max 786 8 756 0 0 0 115 0.00 8 115

B1&B4_CapBeams_STR_4_NoScour_Mx_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mx_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mx_Min 486 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 22 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 4 NoScour Mx Min 487 0 0 0 0 0 0 0.00 0 0_ p _ _ _ _ _

B1&B4_CapBeams_STR_4_NoScour_Mx_Min 782 147 313 0 0 0 ‐667 0.00 ‐147 ‐667

B1&B4_CapBeams_STR_4_NoScour_Mx_Min 783 147 313 0 0 0 ‐574 0.00 ‐147 ‐574

B1&B4_CapBeams_STR_4_NoScour_Mx_Min 785 146 ‐326 0 0 0 ‐1094 0.00 ‐146 ‐1094

B1&B4_CapBeams_STR_4_NoScour_Mx_Min 786 ‐114 ‐1281 0 0 0 ‐183 0.00 114 ‐183

B1&B4_CapBeams_STR_4_NoScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_My_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_My_Max 782 254 313 0 0 0 ‐785 0.00 ‐254 ‐785

B1&B4 CapBeams STR 4 NoScour My Max 783 254 313 0 0 0 ‐627 0 00 ‐254 ‐627B1&B4_CapBeams_STR_4_NoScour_My_Max 783 254 313 0 0 0 ‐627 0.00 ‐254 ‐627

B1&B4_CapBeams_STR_4_NoScour_My_Max 785 263 ‐326 0 0 0 ‐1252 0.00 ‐263 ‐1252

B1&B4_CapBeams_STR_4_NoScour_My_Max 786 ‐40 ‐1273 0 0 0 ‐191 0.00 40 ‐191

B1&B4_CapBeams_STR_4_NoScour_My_Min 482 ‐199 944 0 0 ‐7 ‐2390 0.17 199 ‐2390

B1&B4_CapBeams_STR_4_NoScour_My_Min 483 ‐199 944 0 0 ‐7 ‐2514 0.16 199 ‐2514

B1&B4_CapBeams_STR_4_NoScour_My_Min 486 ‐132 ‐864 0 0 ‐8 ‐2859 0.15 132 ‐2859

B1&B4_CapBeams_STR_4_NoScour_My_Min 487 ‐132 ‐864 0 0 ‐8 ‐2777 0.16 132 ‐2777

B1&B4_CapBeams_STR_4_NoScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4 C B STR 4 N S M Mi 786 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_4_NoScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mz_Max 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mz_Max 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mz_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mz_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mz_Min 482 ‐199 944 0 0 ‐7 ‐2390 0.17 199 ‐2390

B1&B4_CapBeams_STR_4_NoScour_Mz_Min 483 ‐199 944 0 0 ‐7 ‐2514 0.16 199 ‐2514

B1&B4_CapBeams_STR_4_NoScour_Mz_Min 486 ‐132 ‐864 0 0 ‐8 ‐2859 0.15 132 ‐2859

B1&B4_CapBeams_STR_4_NoScour_Mz_Min 487 ‐132 ‐864 0 0 ‐8 ‐2777 0.16 132 ‐2777

B1&B4_CapBeams_STR_4_NoScour_Mz_Min 782 254 313 0 0 0 ‐786 0.00 ‐254 ‐786

B1&B4_CapBeams_STR_4_NoScour_Mz_Min 783 254 313 0 0 0 ‐627 0.00 ‐254 ‐627

B1&B4_CapBeams_STR_4_NoScour_Mz_Min 785 263 ‐326 0 0 0 ‐1252 0.00 ‐263 ‐1252

B1&B4_CapBeams_STR_4_NoScour_Mz_Min 786 ‐40 ‐1274 0 0 0 ‐191 0.00 40 ‐191

B1&B4_CapBeams_STR_4A_FullScour_Fx_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fx_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fx_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fx_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fx_Max 782 355 329 0 0 0 ‐967 0.00 ‐355 ‐967

B1&B4_CapBeams_STR_4A_FullScour_Fx_Max 783 355 329 0 0 0 ‐745 0.00 ‐355 ‐745

B1&B4_CapBeams_STR_4A_FullScour_Fx_Max 785 378 ‐313 0 0 0 ‐1286 0.00 ‐378 ‐1286

B1&B4_CapBeams_STR_4A_FullScour_Fx_Max 786 17 ‐1188 0 0 0 ‐107 0.00 ‐17 ‐107

B1&B4_CapBeams_STR_4A_FullScour_Fx_Min 482 ‐314 878 0 0 ‐7 ‐2219 0.18 314 ‐2219

B1&B4_CapBeams_STR_4A_FullScour_Fx_Min 483 ‐314 878 0 0 ‐7 ‐2415 0.16 314 ‐2415

B1&B4_CapBeams_STR_4A_FullScour_Fx_Min 486 ‐319 ‐790 0 1 ‐7 ‐2650 0.15 319 ‐2650

B1&B4_CapBeams_STR_4A_FullScour_Fx_Min 487 ‐319 ‐790 0 1 ‐7 ‐2451 0.16 319 ‐2451

B1&B4_CapBeams_STR_4A_FullScour_Fx_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fx_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fx_Min 786 ‐143 ‐1228 0 0 0 ‐54 0.00 143 ‐54

B1&B4_CapBeams_STR_4A_FullScour_Fy_Max 482 ‐137 984 0 0 ‐7 ‐2452 0.16 137 ‐2452

B1&B4_CapBeams_STR_4A_FullScour_Fy_Max 483 ‐137 984 0 0 ‐7 ‐2537 0.15 137 ‐2538

B1&B4_CapBeams_STR_4A_FullScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fy_Max 782 330 339 0 0 0 ‐1034 0.00 ‐330 ‐1034

B1&B4_CapBeams_STR_4A_FullScour_Fy_Max 783 330 339 0 0 0 ‐827 0.00 ‐330 ‐827

B1&B4 CapBeams STR 4A FullScour Fy Max 785 0 0 0 0 0 0 0.00 0 0B1&B4_CapBeams_STR_4A_FullScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 23 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 4A FullScour Fy Min 486 ‐88 ‐903 0 0 ‐8 ‐2983 0.15 88 ‐2983_ p _ _ _ _ y_

B1&B4_CapBeams_STR_4A_FullScour_Fy_Min 487 ‐88 ‐903 0 0 ‐8 ‐2929 0.15 88 ‐2929

B1&B4_CapBeams_STR_4A_FullScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fy_Min 785 315 ‐350 0 0 0 ‐1488 0.00 ‐315 ‐1488

B1&B4_CapBeams_STR_4A_FullScour_Fy_Min 786 ‐94 ‐1364 0 0 0 ‐8 0.00 94 ‐8

B1&B4_CapBeams_STR_4A_FullScour_Fz_Max 482 ‐282 848 0 ‐1 ‐7 ‐2153 0.17 282 ‐2153

B1&B4_CapBeams_STR_4A_FullScour_Fz_Max 483 ‐282 848 0 ‐1 ‐7 ‐2329 0.16 282 ‐2329

B1&B4_CapBeams_STR_4A_FullScour_Fz_Max 486 ‐202 ‐744 0 ‐1 ‐4 ‐2376 0.10 202 ‐2376

B1&B4_CapBeams_STR_4A_FullScour_Fz_Max 487 ‐202 ‐744 0 ‐1 ‐4 ‐2249 0.10 202 ‐2249

B1&B4 CapBeams STR 4A FullScour Fz Max 782 237 275 0 0 0 ‐601 0 00 ‐237 ‐601B1&B4_CapBeams_STR_4A_FullScour_Fz_Max 782 237 275 0 0 0 ‐601 0.00 ‐237 ‐601

B1&B4_CapBeams_STR_4A_FullScour_Fz_Max 783 237 275 0 0 0 ‐453 0.00 ‐237 ‐453

B1&B4_CapBeams_STR_4A_FullScour_Fz_Max 785 224 ‐311 0 0 0 ‐1277 0.00 ‐224 ‐1277

B1&B4_CapBeams_STR_4A_FullScour_Fz_Max 786 ‐55 ‐1206 0 0 0 ‐298 0.00 55 ‐298

B1&B4_CapBeams_STR_4A_FullScour_Fz_Min 482 ‐135 824 0 1 ‐4 ‐2046 0.10 135 ‐2046

B1&B4_CapBeams_STR_4A_FullScour_Fz_Min 483 ‐135 824 0 1 ‐4 ‐2131 0.10 135 ‐2131

B1&B4_CapBeams_STR_4A_FullScour_Fz_Min 486 ‐160 ‐807 0 1 ‐9 ‐2752 0.18 160 ‐2752

B1&B4_CapBeams_STR_4A_FullScour_Fz_Min 487 ‐160 ‐807 0 1 ‐9 ‐2652 0.19 160 ‐2652

B1&B4_CapBeams_STR_4A_FullScour_Fz_Min 782 174 287 0 0 0 ‐721 0.00 ‐174 ‐721

B1&B4_CapBeams_STR_4A_FullScour_Fz_Min 783 174 287 0 0 0 ‐612 0.00 ‐174 ‐612

B1&B4 C B STR 4A F llS F Mi 785 177 286 0 0 0 955 0 00 177 955B1&B4_CapBeams_STR_4A_FullScour_Fz_Min 785 177 ‐286 0 0 0 ‐955 0.00 ‐177 ‐955

B1&B4_CapBeams_STR_4A_FullScour_Fz_Min 786 ‐72 ‐1115 0 0 0 ‐83 0.00 72 ‐83

B1&B4_CapBeams_STR_4A_FullScour_Mx_Max 482 ‐137 826 0 1 ‐4 ‐2053 0.10 137 ‐2053

B1&B4_CapBeams_STR_4A_FullScour_Mx_Max 483 ‐137 826 0 1 ‐4 ‐2139 0.10 137 ‐2139

B1&B4_CapBeams_STR_4A_FullScour_Mx_Max 486 ‐160 ‐810 0 1 ‐9 ‐2760 0.18 160 ‐2760

B1&B4_CapBeams_STR_4A_FullScour_Mx_Max 487 ‐160 ‐810 0 1 ‐9 ‐2660 0.19 160 ‐2660

B1&B4_CapBeams_STR_4A_FullScour_Mx_Max 782 141 283 0 0 0 ‐574 0.00 ‐141 ‐574

B1&B4_CapBeams_STR_4A_FullScour_Mx_Max 783 134 278 0 0 0 ‐425 0.00 ‐134 ‐425

B1&B4_CapBeams_STR_4A_FullScour_Mx_Max 785 131 ‐304 0 0 0 ‐1066 0.00 ‐131 ‐1066

B1&B4_CapBeams_STR_4A_FullScour_Mx_Max 786 ‐109 ‐1170 0 0 0 ‐226 0.00 109 ‐226

B1&B4_CapBeams_STR_4A_FullScour_Mx_Min 482 ‐281 850 0 ‐1 ‐7 ‐2158 0.17 281 ‐2158

B1&B4_CapBeams_STR_4A_FullScour_Mx_Min 483 ‐281 850 0 ‐1 ‐7 ‐2333 0.16 281 ‐2333

B1&B4_CapBeams_STR_4A_FullScour_Mx_Min 486 ‐203 ‐745 0 ‐1 ‐4 ‐2380 0.10 203 ‐2380

B1&B4_CapBeams_STR_4A_FullScour_Mx_Min 487 ‐203 ‐745 0 ‐1 ‐4 ‐2253 0.10 203 ‐2253

B1&B4_CapBeams_STR_4A_FullScour_Mx_Min 782 282 298 0 0 0 ‐815 0.00 ‐282 ‐815

B1&B4_CapBeams_STR_4A_FullScour_Mx_Min 783 276 297 0 0 0 ‐662 0.00 ‐276 ‐662

B1&B4_CapBeams_STR_4A_FullScour_Mx_Min 785 297 ‐307 0 0 0 ‐1241 0.00 ‐297 ‐1241

B1&B4_CapBeams_STR_4A_FullScour_Mx_Min 786 ‐10 ‐1165 0 0 0 ‐166 0.00 10 ‐166

B1&B4_CapBeams_STR_4A_FullScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_My_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_My_Max 782 254 307 0 0 0 ‐861 0.00 ‐254 ‐861

B1&B4_CapBeams_STR_4A_FullScour_My_Max 783 254 307 0 0 0 ‐702 0.00 ‐254 ‐702

B1&B4_CapBeams_STR_4A_FullScour_My_Max 785 272 ‐314 0 0 0 ‐1281 0.00 ‐272 ‐1281

B1&B4_CapBeams_STR_4A_FullScour_My_Max 786 ‐29 ‐1220 0 0 0 ‐226 0.00 29 ‐226

B1&B4_CapBeams_STR_4A_FullScour_My_Min 482 ‐200 898 0 ‐1 ‐8 ‐2320 0.20 200 ‐2320

B1&B4_CapBeams_STR_4A_FullScour_My_Min 483 ‐200 898 0 ‐1 ‐8 ‐2445 0.19 200 ‐2445

B1&B4_CapBeams_STR_4A_FullScour_My_Min 486 ‐156 ‐806 0 1 ‐9 ‐2736 0.19 156 ‐2736

B1&B4_CapBeams_STR_4A_FullScour_My_Min 487 ‐156 ‐806 0 1 ‐9 ‐2638 0.19 156 ‐2638

B1&B4_CapBeams_STR_4A_FullScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Mz_Max 782 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 4A FullScour Mz Max 783 0 0 0 0 0 0 0.00 0 0B1&B4_CapBeams_STR_4A_FullScour_Mz_Max 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Mz_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Mz_Max 786 ‐92 ‐1236 0 0 0 215 0.00 92 215

B1&B4_CapBeams_STR_4A_FullScour_Mz_Min 482 ‐146 949 0 0 ‐7 ‐2499 0.15 146 ‐2499

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 24 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 4A FullScour Mz Min 483 ‐165 932 0 0 ‐7 ‐2595 0.14 165 ‐2595_ p _ _ _ _ _

B1&B4_CapBeams_STR_4A_FullScour_Mz_Min 486 ‐93 ‐902 0 0 ‐8 ‐2988 0.15 93 ‐2988

B1&B4_CapBeams_STR_4A_FullScour_Mz_Min 487 ‐91 ‐903 0 0 ‐8 ‐2930 0.15 91 ‐2930

B1&B4_CapBeams_STR_4A_FullScour_Mz_Min 782 328 339 0 0 0 ‐1037 0.00 ‐328 ‐1037

B1&B4_CapBeams_STR_4A_FullScour_Mz_Min 783 325 338 0 0 0 ‐833 0.00 ‐325 ‐833

B1&B4_CapBeams_STR_4A_FullScour_Mz_Min 785 327 ‐348 0 0 0 ‐1493 0.00 ‐327 ‐1493

B1&B4_CapBeams_STR_4A_FullScour_Mz_Min 786 ‐41 ‐1217 0 0 0 ‐419 0.00 41 ‐419

B1&B4_CapBeams_STR_4A_NoScour_Fx_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fx_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fx_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 4A NoScour Fx Max 487 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_4A_NoScour_Fx_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fx_Max 782 355 329 0 0 0 ‐964 0.00 ‐355 ‐964

B1&B4_CapBeams_STR_4A_NoScour_Fx_Max 783 355 329 0 0 0 ‐742 0.00 ‐355 ‐742

B1&B4_CapBeams_STR_4A_NoScour_Fx_Max 785 378 ‐313 0 0 0 ‐1289 0.00 ‐378 ‐1289

B1&B4_CapBeams_STR_4A_NoScour_Fx_Max 786 16 ‐1189 0 0 0 ‐110 0.00 ‐16 ‐110

B1&B4_CapBeams_STR_4A_NoScour_Fx_Min 482 ‐315 882 0 0 ‐7 ‐2230 0.18 315 ‐2230

B1&B4_CapBeams_STR_4A_NoScour_Fx_Min 483 ‐315 882 0 0 ‐7 ‐2427 0.17 315 ‐2427

B1&B4_CapBeams_STR_4A_NoScour_Fx_Min 486 ‐318 ‐793 0 1 ‐7 ‐2660 0.15 318 ‐2660

B1&B4_CapBeams_STR_4A_NoScour_Fx_Min 487 ‐318 ‐793 0 1 ‐7 ‐2461 0.16 318 ‐2461

B1&B4_CapBeams_STR_4A_NoScour_Fx_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4 C B STR 4A N S F Mi 783 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_4A_NoScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fx_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fx_Min 786 ‐143 ‐1230 0 0 0 ‐54 0.00 143 ‐54

B1&B4_CapBeams_STR_4A_NoScour_Fy_Max 482 ‐139 988 0 0 ‐7 ‐2465 0.16 139 ‐2465

B1&B4_CapBeams_STR_4A_NoScour_Fy_Max 483 ‐139 988 0 0 ‐7 ‐2552 0.15 139 ‐2552

B1&B4_CapBeams_STR_4A_NoScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fy_Max 782 330 339 0 0 0 ‐1030 0.00 ‐330 ‐1030

B1&B4_CapBeams_STR_4A_NoScour_Fy_Max 783 330 339 0 0 0 ‐824 0.00 ‐330 ‐824

B1&B4_CapBeams_STR_4A_NoScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fy_Min 486 ‐88 ‐906 0 0 ‐8 ‐2995 0.15 88 ‐2995

B1&B4_CapBeams_STR_4A_NoScour_Fy_Min 487 ‐88 ‐906 0 0 ‐8 ‐2939 0.15 88 ‐2939

B1&B4_CapBeams_STR_4A_NoScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fy_Min 785 315 ‐350 0 0 0 ‐1490 0.00 ‐315 ‐1490

B1&B4_CapBeams_STR_4A_NoScour_Fy_Min 786 ‐95 ‐1366 0 0 0 ‐10 0.00 95 ‐10

B1&B4_CapBeams_STR_4A_NoScour_Fz_Max 482 ‐282 853 0 ‐1 ‐7 ‐2165 0.18 282 ‐2165

B1&B4_CapBeams_STR_4A_NoScour_Fz_Max 483 ‐282 853 0 ‐1 ‐7 ‐2341 0.16 282 ‐2341

B1&B4_CapBeams_STR_4A_NoScour_Fz_Max 486 ‐203 ‐749 0 ‐1 ‐4 ‐2389 0.10 203 ‐2389

B1&B4_CapBeams_STR_4A_NoScour_Fz_Max 487 ‐203 ‐749 0 ‐1 ‐4 ‐2262 0.10 203 ‐2262

B1&B4_CapBeams_STR_4A_NoScour_Fz_Max 782 158 277 0 0 0 ‐533 0.00 ‐158 ‐533

B1&B4_CapBeams_STR_4A_NoScour_Fz_Max 783 158 277 0 0 0 ‐435 0.00 ‐158 ‐435

B1&B4_CapBeams_STR_4A_NoScour_Fz_Max 785 144 ‐309 0 0 0 ‐1144 0.00 ‐144 ‐1144

B1&B4_CapBeams_STR_4A_NoScour_Fz_Max 786 ‐104 ‐1203 0 0 0 ‐279 0.00 104 ‐279

B1&B4_CapBeams_STR_4A_NoScour_Fz_Min 482 ‐138 832 0 1 ‐4 ‐2067 0.10 138 ‐2067

B1&B4_CapBeams_STR_4A_NoScour_Fz_Min 483 ‐138 832 0 1 ‐4 ‐2153 0.10 138 ‐2153

B1&B4_CapBeams_STR_4A_NoScour_Fz_Min 486 ‐160 ‐814 0 1 ‐9 ‐2771 0.18 160 ‐2771

B1&B4_CapBeams_STR_4A_NoScour_Fz_Min 487 ‐160 ‐814 0 1 ‐9 ‐2671 0.19 160 ‐2671

B1&B4_CapBeams_STR_4A_NoScour_Fz_Min 782 231 286 0 0 0 ‐777 0.00 ‐231 ‐777

B1&B4_CapBeams_STR_4A_NoScour_Fz_Min 783 231 286 0 0 0 ‐633 0.00 ‐231 ‐633

B1&B4_CapBeams_STR_4A_NoScour_Fz_Min 785 245 ‐287 0 0 0 ‐1068 0.00 ‐245 ‐1068

B1&B4_CapBeams_STR_4A_NoScour_Fz_Min 786 ‐22 ‐1103 0 0 0 ‐130 0.00 22 ‐130

B1&B4_CapBeams_STR_4A_NoScour_Mx_Max 482 ‐139 833 0 1 ‐4 ‐2072 0.10 139 ‐2073

B1&B4_CapBeams_STR_4A_NoScour_Mx_Max 483 ‐139 833 0 1 ‐4 ‐2159 0.10 139 ‐2159

B1&B4_CapBeams_STR_4A_NoScour_Mx_Max 486 ‐160 ‐816 0 1 ‐9 ‐2778 0.18 160 ‐2778

B1&B4_CapBeams_STR_4A_NoScour_Mx_Max 487 ‐160 ‐816 0 1 ‐9 ‐2678 0.19 160 ‐2678

B1&B4 CapBeams STR 4A NoScour Mx Max 782 142 276 0 0 0 ‐565 0.00 ‐142 ‐565B1&B4_CapBeams_STR_4A_NoScour_Mx_Max 782 142 276 0 0 0 565 0.00 142 565

B1&B4_CapBeams_STR_4A_NoScour_Mx_Max 783 137 276 0 0 0 ‐426 0.00 ‐137 ‐426

B1&B4_CapBeams_STR_4A_NoScour_Mx_Max 785 131 ‐297 0 0 0 ‐1030 0.00 ‐131 ‐1030

B1&B4_CapBeams_STR_4A_NoScour_Mx_Max 786 ‐110 ‐1151 0 0 0 ‐186 0.00 110 ‐186

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 25 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 4A NoScour Mx Min 482 ‐282 854 0 ‐1 ‐7 ‐2168 0.17 282 ‐2168_ p _ _ _ _ _

B1&B4_CapBeams_STR_4A_NoScour_Mx_Min 483 ‐282 854 0 ‐1 ‐7 ‐2345 0.16 282 ‐2345

B1&B4_CapBeams_STR_4A_NoScour_Mx_Min 486 ‐203 ‐749 0 ‐1 ‐4 ‐2393 0.10 203 ‐2393

B1&B4_CapBeams_STR_4A_NoScour_Mx_Min 487 ‐203 ‐749 0 ‐1 ‐4 ‐2266 0.10 203 ‐2266

B1&B4_CapBeams_STR_4A_NoScour_Mx_Min 782 222 290 0 0 0 ‐720 0.00 ‐222 ‐720

B1&B4_CapBeams_STR_4A_NoScour_Mx_Min 783 228 294 0 0 0 ‐615 0.00 ‐228 ‐615

B1&B4_CapBeams_STR_4A_NoScour_Mx_Min 785 241 ‐299 0 0 0 ‐1159 0.00 ‐241 ‐1159

B1&B4_CapBeams_STR_4A_NoScour_Mx_Min 786 ‐38 ‐1155 0 0 0 ‐185 0.00 38 ‐185

B1&B4_CapBeams_STR_4A_NoScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_My_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 4A NoScour My Max 486 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_4A_NoScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_My_Max 782 254 308 0 0 0 ‐859 0.00 ‐254 ‐859

B1&B4_CapBeams_STR_4A_NoScour_My_Max 783 254 308 0 0 0 ‐700 0.00 ‐254 ‐700

B1&B4_CapBeams_STR_4A_NoScour_My_Max 785 271 ‐315 0 0 0 ‐1288 0.00 ‐271 ‐1288

B1&B4_CapBeams_STR_4A_NoScour_My_Max 786 ‐29 ‐1219 0 0 0 ‐238 0.00 29 ‐238

B1&B4_CapBeams_STR_4A_NoScour_My_Min 482 ‐201 904 0 ‐1 ‐8 ‐2336 0.20 201 ‐2336

B1&B4_CapBeams_STR_4A_NoScour_My_Min 483 ‐201 904 0 ‐1 ‐8 ‐2462 0.19 201 ‐2462

B1&B4_CapBeams_STR_4A_NoScour_My_Min 486 ‐156 ‐811 0 1 ‐9 ‐2751 0.19 156 ‐2751

B1&B4_CapBeams_STR_4A_NoScour_My_Min 487 ‐156 ‐811 0 1 ‐9 ‐2653 0.19 156 ‐2653

B1&B4 C B STR 4A N S M Mi 782 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_4A_NoScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Mz_Max 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Mz_Max 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Mz_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Mz_Max 786 ‐93 ‐1237 0 0 0 212 0.00 93 212

B1&B4_CapBeams_STR_4A_NoScour_Mz_Min 482 ‐147 953 0 0 ‐7 ‐2510 0.16 147 ‐2511

B1&B4_CapBeams_STR_4A_NoScour_Mz_Min 483 ‐167 950 0 0 ‐7 ‐2608 0.15 167 ‐2608

B1&B4_CapBeams_STR_4A_NoScour_Mz_Min 486 ‐93 ‐906 0 0 ‐8 ‐2999 0.15 93 ‐2999

B1&B4_CapBeams_STR_4A_NoScour_Mz_Min 487 ‐92 ‐906 0 0 ‐8 ‐2941 0.15 92 ‐2941

B1&B4_CapBeams_STR_4A_NoScour_Mz_Min 782 329 338 0 0 0 ‐1033 0.00 ‐329 ‐1033

B1&B4_CapBeams_STR_4A_NoScour_Mz_Min 783 326 338 0 0 0 ‐829 0.00 ‐326 ‐829

B1&B4_CapBeams_STR_4A_NoScour_Mz_Min 785 326 ‐348 0 0 0 ‐1495 0.00 ‐326 ‐1495

B1&B4_CapBeams_STR_4A_NoScour_Mz_Min 786 ‐41 ‐1217 0 0 0 ‐419 0.00 41 ‐419

B1&B4_CapBeams_STR_5_FullScour_Fx_Max 482 78 583 0 0 ‐4 ‐1491 0.15 ‐78 ‐1491

B1&B4_CapBeams_STR_5_FullScour_Fx_Max 483 78 583 0 0 ‐4 ‐1442 0.15 ‐78 ‐1442

B1&B4_CapBeams_STR_5_FullScour_Fx_Max 486 69 ‐547 0 0 ‐3 ‐1646 0.11 ‐69 ‐1646

B1&B4_CapBeams_STR_5_FullScour_Fx_Max 487 69 ‐547 0 0 ‐3 ‐1689 0.11 ‐69 ‐1689

B1&B4_CapBeams_STR_5_FullScour_Fx_Max 782 398 264 0 0 0 ‐562 0.00 ‐398 ‐562

B1&B4_CapBeams_STR_5_FullScour_Fx_Max 783 398 264 0 0 0 ‐313 0.00 ‐398 ‐313

B1&B4_CapBeams_STR_5_FullScour_Fx_Max 785 417 ‐245 0 0 0 ‐801 0.00 ‐417 ‐801

B1&B4_CapBeams_STR_5_FullScour_Fx_Max 786 110 ‐777 0 0 0 230 0.00 ‐110 230

B1&B4_CapBeams_STR_5_FullScour_Fx_Min 482 ‐383 825 0 ‐1 ‐7 ‐2156 0.20 383 ‐2156

B1&B4_CapBeams_STR_5_FullScour_Fx_Min 483 ‐383 825 0 ‐1 ‐7 ‐2396 0.18 383 ‐2396

B1&B4_CapBeams_STR_5_FullScour_Fx_Min 486 ‐366 ‐736 0 1 ‐7 ‐2564 0.15 366 ‐2564

B1&B4_CapBeams_STR_5_FullScour_Fx_Min 487 ‐366 ‐736 0 1 ‐7 ‐2335 0.16 366 ‐2335

B1&B4_CapBeams_STR_5_FullScour_Fx_Min 782 ‐27 222 0 0 0 ‐564 0.00 27 ‐564

B1&B4_CapBeams_STR_5_FullScour_Fx_Min 783 ‐27 222 0 0 0 ‐581 0.00 27 ‐581

B1&B4_CapBeams_STR_5_FullScour_Fx_Min 785 ‐43 ‐238 0 0 0 ‐996 0.00 43 ‐996

B1&B4_CapBeams_STR_5_FullScour_Fx_Min 786 ‐213 ‐1267 0 0 0 ‐342 0.00 213 ‐342

B1&B4_CapBeams_STR_5_FullScour_Fy_Max 482 ‐190 954 0 0 ‐7 ‐2431 0.17 190 ‐2431

B1&B4_CapBeams_STR_5_FullScour_Fy_Max 483 ‐190 954 0 0 ‐7 ‐2550 0.16 190 ‐2550

B1&B4_CapBeams_STR_5_FullScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 5 FullScour Fy Max 487 0 0 0 0 0 0 0.00 0 0B1&B4_CapBeams_STR_5_FullScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Fy_Max 782 267 362 0 0 0 ‐1344 0.00 ‐267 ‐1344

B1&B4_CapBeams_STR_5_FullScour_Fy_Max 783 267 362 0 0 0 ‐1177 0.00 ‐267 ‐1177

B1&B4_CapBeams_STR_5_FullScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 26 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 5 FullScour Fy Max 786 0 0 0 0 0 0 0.00 0 0_ p _ _ _ _ y_

B1&B4_CapBeams_STR_5_FullScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Fy_Min 486 ‐134 ‐880 0 1 ‐8 ‐2993 0.15 134 ‐2993

B1&B4_CapBeams_STR_5_FullScour_Fy_Min 487 ‐134 ‐880 0 1 ‐8 ‐2909 0.15 134 ‐2909

B1&B4_CapBeams_STR_5_FullScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Fy_Min 785 241 ‐377 0 0 0 ‐1885 0.00 ‐241 ‐1885

B1&B4_CapBeams_STR_5_FullScour_Fy_Min 786 ‐165 ‐1398 0 0 0 ‐287 0.00 165 ‐287

B1&B4_CapBeams_STR_5_FullScour_Fz_Max 482 ‐283 598 0 ‐1 ‐6 ‐1586 0.23 283 ‐1586

B1&B4 CapBeams STR 5 FullScour Fz Max 483 ‐283 598 0 ‐1 ‐6 ‐1763 0 20 283 ‐1763B1&B4_CapBeams_STR_5_FullScour_Fz_Max 483 ‐283 598 0 ‐1 ‐6 ‐1763 0.20 283 ‐1763

B1&B4_CapBeams_STR_5_FullScour_Fz_Max 486 ‐108 ‐463 0 ‐1 ‐2 ‐1376 0.07 108 ‐1376

B1&B4_CapBeams_STR_5_FullScour_Fz_Max 487 ‐108 ‐463 0 ‐1 ‐2 ‐1308 0.07 108 ‐1308

B1&B4_CapBeams_STR_5_FullScour_Fz_Max 782 84 269 0 0 0 ‐602 0.00 ‐84 ‐602

B1&B4_CapBeams_STR_5_FullScour_Fz_Max 783 84 269 0 0 0 ‐549 0.00 ‐84 ‐549

B1&B4_CapBeams_STR_5_FullScour_Fz_Max 785 105 ‐261 0 0 0 ‐786 0.00 ‐105 ‐786

B1&B4_CapBeams_STR_5_FullScour_Fz_Max 786 ‐89 ‐1063 0 0 0 ‐105 0.00 89 ‐105

B1&B4_CapBeams_STR_5_FullScour_Fz_Min 482 ‐74 718 0 2 ‐3 ‐1726 0.09 74 ‐1726

B1&B4_CapBeams_STR_5_FullScour_Fz_Min 483 ‐74 718 0 1 ‐3 ‐1772 0.08 74 ‐1772

B1&B4_CapBeams_STR_5_FullScour_Fz_Min 486 ‐186 ‐748 0 1 ‐9 ‐2635 0.19 186 ‐2635

B1&B4 C B STR 5 F llS F Mi 487 186 748 0 2 9 2519 0 20 186 2519B1&B4_CapBeams_STR_5_FullScour_Fz_Min 487 ‐186 ‐748 0 2 ‐9 ‐2519 0.20 186 ‐2519

B1&B4_CapBeams_STR_5_FullScour_Fz_Min 782 178 185 0 0 0 ‐403 0.00 ‐178 ‐403

B1&B4_CapBeams_STR_5_FullScour_Fz_Min 783 178 185 0 0 0 ‐292 0.00 ‐178 ‐292

B1&B4_CapBeams_STR_5_FullScour_Fz_Min 785 144 ‐217 0 0 0 ‐886 0.00 ‐144 ‐886

B1&B4_CapBeams_STR_5_FullScour_Fz_Min 786 ‐58 ‐825 0 0 0 ‐178 0.00 58 ‐178

B1&B4_CapBeams_STR_5_FullScour_Mx_Max 482 ‐75 719 0 2 ‐3 ‐1731 0.09 75 ‐1731

B1&B4_CapBeams_STR_5_FullScour_Mx_Max 483 ‐75 719 0 1 ‐3 ‐1778 0.08 75 ‐1778

B1&B4_CapBeams_STR_5_FullScour_Mx_Max 486 ‐187 ‐751 0 1 ‐9 ‐2648 0.19 187 ‐2648

B1&B4_CapBeams_STR_5_FullScour_Mx_Max 487 ‐187 ‐751 0 2 ‐9 ‐2531 0.20 187 ‐2531

B1&B4_CapBeams_STR_5_FullScour_Mx_Max 782 182 163 0 0 0 ‐127 0.00 ‐182 ‐127

B1&B4_CapBeams_STR_5_FullScour_Mx_Max 783 216 153 0 0 0 4 0.00 ‐216 4

B1&B4_CapBeams_STR_5_FullScour_Mx_Max 785 115 ‐251 0 0 0 ‐1245 0.00 ‐115 ‐1245

B1&B4_CapBeams_STR_5_FullScour_Mx_Max 786 ‐98 ‐895 0 0 0 ‐498 0.00 98 ‐498

B1&B4_CapBeams_STR_5_FullScour_Mx_Min 482 ‐282 598 0 ‐1 ‐6 ‐1585 0.22 282 ‐1585

B1&B4_CapBeams_STR_5_FullScour_Mx_Min 483 ‐282 598 0 ‐1 ‐6 ‐1761 0.20 282 ‐1761

B1&B4_CapBeams_STR_5_FullScour_Mx_Min 486 ‐109 ‐464 0 ‐1 ‐2 ‐1379 0.07 109 ‐1379

B1&B4_CapBeams_STR_5_FullScour_Mx_Min 487 ‐109 ‐464 0 ‐1 ‐2 ‐1311 0.07 109 ‐1311

B1&B4_CapBeams_STR_5_FullScour_Mx_Min 782 111 309 0 0 0 ‐932 0.00 ‐111 ‐932

B1&B4_CapBeams_STR_5_FullScour_Mx_Min 783 107 319 0 0 0 ‐926 0.00 ‐107 ‐926

B1&B4_CapBeams_STR_5_FullScour_Mx_Min 785 188 ‐246 0 0 0 ‐597 0.00 ‐188 ‐597

B1&B4_CapBeams_STR_5_FullScour_Mx_Min 786 ‐28 ‐1043 0 0 0 158 0.00 28 158

B1&B4_CapBeams_STR_5_FullScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_My_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_My_Max 782 240 257 0 0 0 ‐572 0.00 ‐240 ‐572

B1&B4_CapBeams_STR_5_FullScour_My_Max 783 240 257 0 0 0 ‐422 0.00 ‐240 ‐422

B1&B4_CapBeams_STR_5_FullScour_My_Max 785 250 ‐265 0 0 0 ‐954 0.00 ‐250 ‐954

B1&B4_CapBeams_STR_5_FullScour_My_Max 786 ‐2 ‐1086 0 0 0 ‐74 0.00 2 ‐74

B1&B4_CapBeams_STR_5_FullScour_My_Min 482 ‐247 839 0 ‐1 ‐9 ‐2232 0.23 247 ‐2232

B1&B4_CapBeams_STR_5_FullScour_My_Min 483 ‐247 839 0 ‐1 ‐9 ‐2387 0.21 247 ‐2387

B1&B4_CapBeams_STR_5_FullScour_My_Min 486 ‐190 ‐776 0 1 ‐10 ‐2732 0.20 190 ‐2732

B1&B4_CapBeams_STR_5_FullScour_My_Min 487 ‐190 ‐776 0 1 ‐10 ‐2614 0.21 190 ‐2614

B1&B4_CapBeams_STR_5_FullScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 5 FullScour Mz Max 486 0 0 0 0 0 0 0.00 0 0B1&B4_CapBeams_STR_5_FullScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Mz_Max 782 73 131 0 0 0 269 0.00 ‐73 269

B1&B4_CapBeams_STR_5_FullScour_Mz_Max 783 77 131 0 0 0 316 0.00 ‐77 316

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 27 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 5 FullScour Mz Max 785 95 ‐141 0 0 0 39 0.00 ‐95 39_ p _ _ _ _ _

B1&B4_CapBeams_STR_5_FullScour_Mz_Max 786 ‐11 ‐840 0 0 0 675 0.00 11 675

B1&B4_CapBeams_STR_5_FullScour_Mz_Min 482 ‐199 908 0 0 ‐7 ‐2494 0.17 199 ‐2494

B1&B4_CapBeams_STR_5_FullScour_Mz_Min 483 ‐223 904 0 0 ‐7 ‐2625 0.16 223 ‐2625

B1&B4_CapBeams_STR_5_FullScour_Mz_Min 486 ‐157 ‐878 0 1 ‐8 ‐3035 0.16 157 ‐3035

B1&B4_CapBeams_STR_5_FullScour_Mz_Min 487 ‐156 ‐878 0 1 ‐8 ‐2938 0.16 156 ‐2938

B1&B4_CapBeams_STR_5_FullScour_Mz_Min 782 282 357 0 0 0 ‐1371 0.00 ‐282 ‐1371

B1&B4_CapBeams_STR_5_FullScour_Mz_Min 783 276 358 0 0 0 ‐1197 0.00 ‐276 ‐1197

B1&B4_CapBeams_STR_5_FullScour_Mz_Min 785 271 ‐371 0 0 0 ‐1908 0.00 ‐271 ‐1908

B1&B4_CapBeams_STR_5_FullScour_Mz_Min 786 ‐97 ‐1266 0 0 0 ‐770 0.00 97 ‐770

B1&B4 CapBeams STR 5 NoScour Fx Max 482 76 587 0 0 ‐4 ‐1503 0 15 ‐76 ‐1503B1&B4_CapBeams_STR_5_NoScour_Fx_Max 482 76 587 0 0 ‐4 ‐1503 0.15 ‐76 ‐1503

B1&B4_CapBeams_STR_5_NoScour_Fx_Max 483 76 587 0 0 ‐4 ‐1456 0.15 ‐76 ‐1456

B1&B4_CapBeams_STR_5_NoScour_Fx_Max 486 67 ‐551 0 0 ‐3 ‐1664 0.11 ‐67 ‐1664

B1&B4_CapBeams_STR_5_NoScour_Fx_Max 487 67 ‐551 0 ‐1 ‐3 ‐1705 0.11 ‐67 ‐1705

B1&B4_CapBeams_STR_5_NoScour_Fx_Max 782 398 264 0 0 0 ‐564 0.00 ‐398 ‐564

B1&B4_CapBeams_STR_5_NoScour_Fx_Max 783 398 264 0 0 0 ‐315 0.00 ‐398 ‐315

B1&B4_CapBeams_STR_5_NoScour_Fx_Max 785 416 ‐246 0 0 0 ‐808 0.00 ‐416 ‐808

B1&B4_CapBeams_STR_5_NoScour_Fx_Max 786 109 ‐778 0 0 0 223 0.00 ‐109 223

B1&B4_CapBeams_STR_5_NoScour_Fx_Min 482 ‐383 828 0 ‐1 ‐8 ‐2164 0.20 383 ‐2164

B1&B4_CapBeams_STR_5_NoScour_Fx_Min 483 ‐383 828 0 ‐1 ‐8 ‐2404 0.18 383 ‐2404

B1&B4 C B STR 5 N S F Mi 486 365 739 0 1 7 2571 0 15 365 2571B1&B4_CapBeams_STR_5_NoScour_Fx_Min 486 ‐365 ‐739 0 1 ‐7 ‐2571 0.15 365 ‐2571

B1&B4_CapBeams_STR_5_NoScour_Fx_Min 487 ‐365 ‐739 0 1 ‐7 ‐2343 0.16 365 ‐2343

B1&B4_CapBeams_STR_5_NoScour_Fx_Min 782 ‐26 222 0 0 0 ‐559 0.00 26 ‐559

B1&B4_CapBeams_STR_5_NoScour_Fx_Min 783 ‐26 222 0 0 0 ‐575 0.00 26 ‐575

B1&B4_CapBeams_STR_5_NoScour_Fx_Min 785 ‐42 ‐238 0 0 0 ‐993 0.00 42 ‐993

B1&B4_CapBeams_STR_5_NoScour_Fx_Min 786 ‐212 ‐1268 0 0 0 ‐339 0.00 212 ‐339

B1&B4_CapBeams_STR_5_NoScour_Fy_Max 482 ‐192 957 0 0 ‐7 ‐2442 0.17 192 ‐2442

B1&B4_CapBeams_STR_5_NoScour_Fy_Max 483 ‐192 957 0 0 ‐7 ‐2562 0.17 192 ‐2562

B1&B4_CapBeams_STR_5_NoScour_Fy_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Fy_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Fy_Max 782 268 361 0 0 0 ‐1336 0.00 ‐268 ‐1336

B1&B4_CapBeams_STR_5_NoScour_Fy_Max 783 268 361 0 0 0 ‐1168 0.00 ‐268 ‐1168

B1&B4_CapBeams_STR_5_NoScour_Fy_Max 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Fy_Max 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Fy_Min 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Fy_Min 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Fy_Min 486 ‐152 ‐881 0 1 ‐8 ‐3035 0.16 152 ‐3035

B1&B4_CapBeams_STR_5_NoScour_Fy_Min 487 ‐152 ‐881 0 1 ‐8 ‐2940 0.16 152 ‐2940

B1&B4_CapBeams_STR_5_NoScour_Fy_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Fy_Min 785 241 ‐377 0 0 0 ‐1881 0.00 ‐241 ‐1881

B1&B4_CapBeams_STR_5_NoScour_Fy_Min 786 ‐164 ‐1398 0 0 0 ‐285 0.00 164 ‐285

B1&B4_CapBeams_STR_5_NoScour_Fz_Max 482 ‐283 600 0 ‐1 ‐6 ‐1591 0.23 283 ‐1591

B1&B4_CapBeams_STR_5_NoScour_Fz_Max 483 ‐283 600 0 ‐1 ‐6 ‐1767 0.20 283 ‐1767

B1&B4_CapBeams_STR_5_NoScour_Fz_Max 486 ‐109 ‐466 0 ‐1 ‐2 ‐1387 0.07 109 ‐1387

B1&B4_CapBeams_STR_5_NoScour_Fz_Max 487 ‐109 ‐466 0 ‐1 ‐2 ‐1319 0.07 109 ‐1319

B1&B4_CapBeams_STR_5_NoScour_Fz_Max 782 122 297 0 0 0 ‐707 0.00 ‐122 ‐707

B1&B4_CapBeams_STR_5_NoScour_Fz_Max 783 122 297 0 0 0 ‐631 0.00 ‐122 ‐631

B1&B4_CapBeams_STR_5_NoScour_Fz_Max 785 176 ‐282 0 0 0 ‐946 0.00 ‐176 ‐946

B1&B4_CapBeams_STR_5_NoScour_Fz_Max 786 ‐54 ‐1140 0 0 0 ‐142 0.00 54 ‐142

B1&B4_CapBeams_STR_5_NoScour_Fz_Min 482 ‐77 725 0 2 ‐3 ‐1747 0.09 77 ‐1747

B1&B4_CapBeams_STR_5_NoScour_Fz_Min 483 ‐77 725 0 1 ‐3 ‐1795 0.09 77 ‐1795

B1&B4_CapBeams_STR_5_NoScour_Fz_Min 486 ‐186 ‐754 0 1 ‐9 ‐2653 0.19 186 ‐2653

B1&B4_CapBeams_STR_5_NoScour_Fz_Min 487 ‐186 ‐754 0 2 ‐9 ‐2537 0.20 186 ‐2537

B1&B4_CapBeams_STR_5_NoScour_Fz_Min 782 212 188 0 0 0 ‐454 0.00 ‐212 ‐454

B1&B4_CapBeams_STR_5_NoScour_Fz_Min 783 212 188 0 0 0 ‐321 0.00 ‐212 ‐321

B1&B4_CapBeams_STR_5_NoScour_Fz_Min 785 180 ‐220 0 0 0 ‐946 0.00 ‐180 ‐946

B1&B4_CapBeams_STR_5_NoScour_Fz_Min 786 ‐35 ‐824 0 0 0 ‐194 0.00 35 ‐194

B1&B4_CapBeams_STR_5_NoScour_Mx_Max 482 ‐77 727 0 2 ‐3 ‐1752 0.09 77 ‐1752

B1&B4 CapBeams STR 5 NoScour Mx Max 483 ‐77 727 0 1 ‐3 ‐1800 0.09 77 ‐1800B1&B4_CapBeams_STR_5_NoScour_Mx_Max 483 77 727 0 1 3 1800 0.09 77 1800

B1&B4_CapBeams_STR_5_NoScour_Mx_Max 486 ‐187 ‐757 0 1 ‐9 ‐2664 0.19 187 ‐2664

B1&B4_CapBeams_STR_5_NoScour_Mx_Max 487 ‐187 ‐757 0 2 ‐9 ‐2547 0.20 187 ‐2547

B1&B4_CapBeams_STR_5_NoScour_Mx_Max 782 217 154 0 0 0 ‐151 0.00 ‐217 ‐151

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 28 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

B1&B4 CapBeams STR 5 NoScour Mx Max 783 218 153 0 0 0 25 0.00 ‐218 25_ p _ _ _ _ _

B1&B4_CapBeams_STR_5_NoScour_Mx_Max 785 152 ‐241 0 0 0 ‐1236 0.00 ‐152 ‐1236

B1&B4_CapBeams_STR_5_NoScour_Mx_Max 786 ‐77 ‐880 0 0 0 ‐435 0.00 77 ‐435

B1&B4_CapBeams_STR_5_NoScour_Mx_Min 482 ‐282 601 0 ‐1 ‐6 ‐1591 0.23 282 ‐1591

B1&B4_CapBeams_STR_5_NoScour_Mx_Min 483 ‐282 601 0 ‐1 ‐6 ‐1767 0.20 282 ‐1767

B1&B4_CapBeams_STR_5_NoScour_Mx_Min 486 ‐111 ‐467 0 ‐1 ‐2 ‐1392 0.07 111 ‐1392

B1&B4_CapBeams_STR_5_NoScour_Mx_Min 487 ‐111 ‐467 0 ‐1 ‐2 ‐1323 0.07 111 ‐1323

B1&B4_CapBeams_STR_5_NoScour_Mx_Min 782 92 307 0 0 0 ‐917 0.00 ‐92 ‐917

B1&B4_CapBeams_STR_5_NoScour_Mx_Min 783 85 313 0 0 0 ‐907 0.00 ‐85 ‐907

B1&B4_CapBeams_STR_5_NoScour_Mx_Min 785 158 ‐243 0 0 0 ‐537 0.00 ‐158 ‐537

B1&B4 CapBeams STR 5 NoScour Mx Min 786 ‐40 ‐1035 0 0 0 157 0 00 40 157B1&B4_CapBeams_STR_5_NoScour_Mx_Min 786 ‐40 ‐1035 0 0 0 157 0.00 40 157

B1&B4_CapBeams_STR_5_NoScour_My_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_My_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_My_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_My_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_My_Max 782 244 258 0 0 0 ‐576 0.00 ‐244 ‐576

B1&B4_CapBeams_STR_5_NoScour_My_Max 783 244 258 0 0 0 ‐423 0.00 ‐244 ‐423

B1&B4_CapBeams_STR_5_NoScour_My_Max 785 248 ‐267 0 0 0 ‐971 0.00 ‐248 ‐971

B1&B4_CapBeams_STR_5_NoScour_My_Max 786 ‐2 ‐1088 0 0 0 ‐94 0.00 2 ‐94

B1&B4_CapBeams_STR_5_NoScour_My_Min 482 ‐248 844 0 ‐1 ‐9 ‐2244 0.23 248 ‐2244

B1&B4 C B STR 5 N S M Mi 483 248 844 0 1 9 2399 0 21 248 2399B1&B4_CapBeams_STR_5_NoScour_My_Min 483 ‐248 844 0 ‐1 ‐9 ‐2399 0.21 248 ‐2399

B1&B4_CapBeams_STR_5_NoScour_My_Min 486 ‐190 ‐780 0 1 ‐10 ‐2742 0.20 190 ‐2743

B1&B4_CapBeams_STR_5_NoScour_My_Min 487 ‐190 ‐780 0 1 ‐10 ‐2624 0.21 190 ‐2624

B1&B4_CapBeams_STR_5_NoScour_My_Min 782 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_My_Min 785 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_My_Min 786 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Mz_Max 482 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Mz_Max 483 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Mz_Max 486 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Mz_Max 487 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Mz_Max 782 73 132 0 0 0 264 0.00 ‐73 264

B1&B4_CapBeams_STR_5_NoScour_Mz_Max 783 77 132 0 0 0 310 0.00 ‐77 310

B1&B4_CapBeams_STR_5_NoScour_Mz_Max 785 94 ‐142 0 0 0 29 0.00 ‐94 29

B1&B4_CapBeams_STR_5_NoScour_Mz_Max 786 ‐12 ‐843 0 0 0 669 0.00 12 669

B1&B4_CapBeams_STR_5_NoScour_Mz_Min 482 ‐199 910 0 0 ‐7 ‐2501 0.17 199 ‐2501

B1&B4_CapBeams_STR_5_NoScour_Mz_Min 483 ‐223 907 0 0 ‐7 ‐2633 0.16 223 ‐2633

B1&B4_CapBeams_STR_5_NoScour_Mz_Min 486 ‐157 ‐880 0 1 ‐8 ‐3042 0.16 157 ‐3042

B1&B4_CapBeams_STR_5_NoScour_Mz_Min 487 ‐155 ‐881 0 1 ‐8 ‐2944 0.16 155 ‐2944

B1&B4_CapBeams_STR_5_NoScour_Mz_Min 782 282 356 0 0 0 ‐1363 0.00 ‐282 ‐1363

B1&B4_CapBeams_STR_5_NoScour_Mz_Min 783 277 357 0 0 0 ‐1188 0.00 ‐277 ‐1188

B1&B4_CapBeams_STR_5_NoScour_Mz_Min 785 271 ‐371 0 0 0 ‐1904 0.00 ‐271 ‐1904

B1&B4_CapBeams_STR_5_NoScour_Mz_Min 786 ‐96 ‐1265 0 0 0 ‐767 0.00 96 ‐767

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 482 377 925 ‐166 77 ‐66 1322 2.86 ‐377 1324

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 482 306 893 ‐182 80 ‐69 948 4.17 ‐306 950

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 483 201 923 ‐120 77 ‐66 1220 3.09 ‐201 1222

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 483 153 891 ‐132 80 ‐69 845 4.68 ‐153 848

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 486 220 ‐850 ‐115 77 ‐76 985 4.42 ‐220 988

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 486 175 ‐821 ‐127 80 ‐77 628 6.94 ‐175 633

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 487 398 ‐852 ‐166 77 ‐76 1067 4.08 ‐398 1069

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 487 331 ‐823 ‐182 80 ‐77 710 6.16 ‐331 714

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 782 446 452 86 150 379 1737 12.31 ‐446 1778

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 782 452 450 86 164 379 1768 12.09 ‐452 1808

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 783 339 441 45 150 379 1820 11.77 ‐339 1859

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 783 338 441 45 164 379 1851 11.57 ‐338 1890

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 785 443 ‐470 86 150 269 1721 8.87 ‐443 1742

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 785 448 ‐469 86 164 268 1749 8.72 ‐448 1770

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 786 267 ‐1425 110 150 269 2378 6.45 ‐267 2393

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 786 271 ‐1418 110 164 268 2406 6.36 ‐271 2421

ColumnCaps 500YR EnvRSA EQ (A\B) (P‐max/Mz‐min) 482 377 925 ‐166 77 ‐66 ‐4412 0.86 ‐377 ‐4413ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P max/Mz min) 482 377 925 166 77 66 4412 0.86 377 4413

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 482 306 893 ‐182 80 ‐69 ‐4047 0.98 ‐306 ‐4047

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 483 201 923 ‐120 77 ‐66 ‐4514 0.84 ‐201 ‐4514

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 483 153 891 ‐132 80 ‐69 ‐4149 0.95 ‐153 ‐4149

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 29 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

ColumnCaps 500YR EnvRSA EQ (A\B) (P‐max/Mz‐min) 486 220 ‐850 ‐115 77 ‐76 ‐4723 0.92 ‐220 ‐4724p _ _ _ Q_( \ ) ( / )

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 486 175 ‐821 ‐127 80 ‐77 ‐4367 1.00 ‐175 ‐4368

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 487 398 ‐852 ‐166 77 ‐76 ‐4642 0.94 ‐398 ‐4642

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 487 331 ‐823 ‐182 80 ‐77 ‐4286 1.02 ‐331 ‐4287

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 782 446 452 86 150 379 ‐2697 8.00 ‐446 ‐2723

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 782 452 450 86 164 379 ‐2723 7.92 ‐452 ‐2749

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 783 339 441 45 150 379 ‐2614 8.25 ‐339 ‐2641

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 783 338 441 45 164 379 ‐2640 8.17 ‐338 ‐2667

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 785 443 ‐470 86 150 269 ‐3287 4.67 ‐443 ‐3298

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 785 448 ‐469 86 164 268 ‐3321 4.62 ‐448 ‐3331

ColumnCaps 500YR EnvRSA EQ (A\B) (P‐max/Mz‐min) 786 267 ‐1425 110 150 269 ‐2631 5 83 ‐267 ‐2644ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 786 267 ‐1425 110 150 269 ‐2631 5.83 ‐267 ‐2644

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 786 271 ‐1418 110 164 268 ‐2664 5.75 ‐271 ‐2677

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 482 ‐702 925 ‐166 77 ‐66 1322 2.86 702 1324

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 482 ‐633 893 ‐182 80 ‐69 948 4.17 633 950

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 483 ‐527 923 ‐120 77 ‐66 1220 3.09 527 1222

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 483 ‐481 891 ‐132 80 ‐69 845 4.68 481 848

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 486 ‐481 ‐850 ‐115 77 ‐76 985 4.42 481 988

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 486 ‐435 ‐821 ‐127 80 ‐77 628 6.94 435 633

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 487 ‐659 ‐852 ‐166 77 ‐76 1067 4.08 659 1069

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 487 ‐591 ‐823 ‐182 80 ‐77 710 6.16 591 714

C l C 500YR E RSA EQ (A\B) (P i /M ) 782 182 452 86 150 379 1737 12 31 182 1778ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 782 ‐182 452 86 150 379 1737 12.31 182 1778

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 782 ‐186 450 86 164 379 1768 12.09 186 1808

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 783 ‐75 441 45 150 379 1820 11.77 75 1859

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 783 ‐73 441 45 164 379 1851 11.57 73 1890

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 785 ‐175 ‐470 86 150 269 1721 8.87 175 1742

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 785 ‐181 ‐469 86 164 268 1749 8.72 181 1770

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 786 ‐373 ‐1425 110 150 269 2378 6.45 373 2393

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 786 ‐379 ‐1418 110 164 268 2406 6.36 379 2421

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 482 ‐702 925 ‐166 77 ‐66 ‐4412 0.86 702 ‐4413

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 482 ‐633 893 ‐182 80 ‐69 ‐4047 0.98 633 ‐4047

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 483 ‐527 923 ‐120 77 ‐66 ‐4514 0.84 527 ‐4514

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 483 ‐481 891 ‐132 80 ‐69 ‐4149 0.95 481 ‐4149

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 486 ‐481 ‐850 ‐115 77 ‐76 ‐4723 0.92 481 ‐4724

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 486 ‐435 ‐821 ‐127 80 ‐77 ‐4367 1.00 435 ‐4368

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 487 ‐659 ‐852 ‐166 77 ‐76 ‐4642 0.94 659 ‐4642

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 487 ‐591 ‐823 ‐182 80 ‐77 ‐4286 1.02 591 ‐4287

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 782 ‐182 452 86 150 379 ‐2697 8.00 182 ‐2723

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 782 ‐186 450 86 164 379 ‐2723 7.92 186 ‐2749

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 783 ‐75 441 45 150 379 ‐2614 8.25 75 ‐2641

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 783 ‐73 441 45 164 379 ‐2640 8.17 73 ‐2667

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 785 ‐175 ‐470 86 150 269 ‐3287 4.67 175 ‐3298

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 785 ‐181 ‐469 86 164 268 ‐3321 4.62 181 ‐3331

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 786 ‐373 ‐1425 110 150 269 ‐2631 5.83 373 ‐2644

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 786 ‐379 ‐1418 110 164 268 ‐2664 5.75 379 ‐2677

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 482 1559 1370 ‐54 182 ‐79 7080 0.64 ‐1559 7080

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 482 1320 1268 ‐59 202 ‐86 5868 0.84 ‐1320 5868

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 483 975 1369 ‐38 182 ‐79 6978 0.65 ‐975 6978

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 483 818 1267 ‐42 202 ‐86 5766 0.86 ‐818 5766

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 486 984 ‐1278 ‐37 182 ‐80 6856 0.67 ‐984 6856

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 486 831 ‐1181 ‐40 202 ‐86 5641 0.88 ‐831 5642

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 487 1572 ‐1279 ‐53 182 ‐80 6937 0.66 ‐1572 6938

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 487 1339 ‐1183 ‐58 202 ‐86 5722 0.86 ‐1339 5723

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 782 938 781 40 410 365 6422 3.26 ‐938 6433

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 782 965 790 39 407 360 6551 3.15 ‐965 6561

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 616 778 34 410 365 6505 3.21 ‐616 6515

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 621 787 33 407 360 6634 3.11 ‐621 6644

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 785 942 ‐792 39 410 353 6950 2.91 ‐942 6959

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 785 969 ‐801 39 407 347 7089 2.80 ‐969 7097

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 786 957 ‐2022 42 410 353 7606 2.66 ‐957 7614

ColumnCaps 500YR EnvRSA EQ (C\D) (P‐max/Mz‐max) 786 977 ‐2038 42 407 347 7746 2.57 ‐977 7753ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P max/Mz max) 786 977 2038 42 407 347 7746 2.57 977 7753

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 482 1559 1370 ‐54 182 ‐79 ‐10170 0.45 ‐1559 ‐10170

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 482 1320 1268 ‐59 202 ‐86 ‐8967 0.55 ‐1320 ‐8967

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 483 975 1369 ‐38 182 ‐79 ‐10271 0.44 ‐975 ‐10272

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 30 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

ColumnCaps 500YR EnvRSA EQ (C\D) (P‐max/Mz‐min) 483 818 1267 ‐42 202 ‐86 ‐9069 0.54 ‐818 ‐9069p _ _ _ Q_( \ ) ( / )

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 486 984 ‐1278 ‐37 182 ‐80 ‐10594 0.43 ‐984 ‐10594

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 486 831 ‐1181 ‐40 202 ‐86 ‐9380 0.53 ‐831 ‐9381

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 487 1572 ‐1279 ‐53 182 ‐80 ‐10512 0.44 ‐1572 ‐10512

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 487 1339 ‐1183 ‐58 202 ‐86 ‐9299 0.53 ‐1339 ‐9300

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 782 938 781 40 410 365 ‐7381 2.83 ‐938 ‐7390

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 782 965 790 39 407 360 ‐7505 2.75 ‐965 ‐7514

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 783 616 778 34 410 365 ‐7299 2.87 ‐616 ‐7308

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 783 621 787 33 407 360 ‐7423 2.78 ‐621 ‐7431

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 785 942 ‐792 39 410 353 ‐8515 2.37 ‐942 ‐8523

ColumnCaps 500YR EnvRSA EQ (C\D) (P‐max/Mz‐min) 785 969 ‐801 39 407 347 ‐8660 2 30 ‐969 ‐8667ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 785 969 ‐801 39 407 347 ‐8660 2.30 ‐969 ‐8667

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 786 957 ‐2022 42 410 353 ‐7859 2.57 ‐957 ‐7867

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 786 977 ‐2038 42 407 347 ‐8003 2.48 ‐977 ‐8010

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 482 ‐1885 1370 ‐54 182 ‐79 7080 0.64 1885 7080

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 482 ‐1648 1268 ‐59 202 ‐86 5868 0.84 1648 5868

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 483 ‐1300 1369 ‐38 182 ‐79 6978 0.65 1300 6978

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 483 ‐1145 1267 ‐42 202 ‐86 5766 0.86 1145 5766

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 486 ‐1245 ‐1278 ‐37 182 ‐80 6856 0.67 1245 6856

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 486 ‐1091 ‐1181 ‐40 202 ‐86 5641 0.88 1091 5642

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 487 ‐1833 ‐1279 ‐53 182 ‐80 6937 0.66 1833 6938

C l C 500YR E RSA EQ (C\D) (P i /M ) 487 1598 1183 58 202 86 5722 0 86 1598 5723ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 487 ‐1598 ‐1183 ‐58 202 ‐86 5722 0.86 1598 5723

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 782 ‐674 781 40 410 365 6422 3.26 674 6433

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 782 ‐700 790 39 407 360 6551 3.15 700 6561

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 783 ‐352 778 34 410 365 6505 3.21 352 6515

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 783 ‐355 787 33 407 360 6634 3.11 355 6644

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 785 ‐674 ‐792 39 410 353 6950 2.91 674 6959

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 785 ‐701 ‐801 39 407 347 7089 2.80 701 7097

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 786 ‐1064 ‐2022 42 410 353 7606 2.66 1064 7614

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 786 ‐1084 ‐2038 42 407 347 7746 2.57 1084 7753

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 482 ‐1885 1370 ‐54 182 ‐79 ‐10170 0.45 1885 ‐10170

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 482 ‐1648 1268 ‐59 202 ‐86 ‐8967 0.55 1648 ‐8967

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 483 ‐1300 1369 ‐38 182 ‐79 ‐10271 0.44 1300 ‐10272

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 483 ‐1145 1267 ‐42 202 ‐86 ‐9069 0.54 1145 ‐9069

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 486 ‐1245 ‐1278 ‐37 182 ‐80 ‐10594 0.43 1245 ‐10594

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 486 ‐1091 ‐1181 ‐40 202 ‐86 ‐9380 0.53 1091 ‐9381

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 487 ‐1833 ‐1279 ‐53 182 ‐80 ‐10512 0.44 1833 ‐10512

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 487 ‐1598 ‐1183 ‐58 202 ‐86 ‐9299 0.53 1598 ‐9300

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 782 ‐674 781 40 410 365 ‐7381 2.83 674 ‐7390

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 782 ‐700 790 39 407 360 ‐7505 2.75 700 ‐7514

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 783 ‐352 778 34 410 365 ‐7299 2.87 352 ‐7308

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 783 ‐355 787 33 407 360 ‐7423 2.78 355 ‐7431

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 785 ‐674 ‐792 39 410 353 ‐8515 2.37 674 ‐8523

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 785 ‐701 ‐801 39 407 347 ‐8660 2.30 701 ‐8667

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 786 ‐1064 ‐2022 42 410 353 ‐7859 2.57 1064 ‐7867

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 786 ‐1084 ‐2038 42 407 347 ‐8003 2.48 1084 ‐8010

ColumnCaps_500YR_EnvRSA_EQ_A 482 377 925 166 77 57 1322 2.48 ‐377 1323

ColumnCaps_500YR_EnvRSA_EQ_A 482 306 893 182 80 60 948 3.65 ‐306 949

ColumnCaps_500YR_EnvRSA_EQ_A 483 201 923 120 77 57 1220 2.69 ‐201 1222

ColumnCaps_500YR_EnvRSA_EQ_A 483 153 891 132 80 60 845 4.09 ‐153 847

ColumnCaps_500YR_EnvRSA_EQ_A 486 220 ‐288 115 77 67 985 3.87 ‐220 988

ColumnCaps_500YR_EnvRSA_EQ_A 486 175 ‐319 127 80 67 628 6.08 ‐175 632

ColumnCaps_500YR_EnvRSA_EQ_A 487 398 ‐286 166 77 67 1067 3.57 ‐398 1069

ColumnCaps_500YR_EnvRSA_EQ_A 487 331 ‐316 182 80 67 710 5.39 ‐331 713

ColumnCaps_500YR_EnvRSA_EQ_A 782 446 452 86 150 379 1737 12.31 ‐446 1778

ColumnCaps_500YR_EnvRSA_EQ_A 782 452 450 86 164 379 1768 12.09 ‐452 1808

ColumnCaps_500YR_EnvRSA_EQ_A 783 339 441 45 150 379 1820 11.77 ‐339 1859

ColumnCaps_500YR_EnvRSA_EQ_A 783 338 441 45 164 379 1851 11.57 ‐338 1890

ColumnCaps_500YR_EnvRSA_EQ_A 785 443 35 86 150 269 1721 8.87 ‐443 1742

ColumnCaps_500YR_EnvRSA_EQ_A 785 448 33 86 164 268 1749 8.72 ‐448 1770

ColumnCaps 500YR EnvRSA EQ A 786 267 ‐280 110 150 269 2378 6.45 ‐267 2393ColumnCaps_500YR_EnvRSA_EQ_A 786 267 280 110 150 269 2378 6.45 267 2393

ColumnCaps_500YR_EnvRSA_EQ_A 786 271 ‐287 110 164 268 2406 6.36 ‐271 2421

ColumnCaps_500YR_EnvRSA_EQ_B 482 ‐702 312 ‐166 ‐77 ‐66 ‐4412 0.86 702 ‐4413

ColumnCaps_500YR_EnvRSA_EQ_B 482 ‐633 346 ‐182 ‐80 ‐69 ‐4047 0.98 633 ‐4047

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 31 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Inside Column Face

Load Data (from LARSA)

min 0.00 ‐255 ‐2754

max 0.19 312 301

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft Load Combination

Element

Transformed Demands

ColumnCaps 500YR EnvRSA EQ B 483 ‐527 313 ‐120 ‐77 ‐66 ‐4514 0.84 527 ‐4514p _ _ _ Q_

ColumnCaps_500YR_EnvRSA_EQ_B 483 ‐481 348 ‐132 ‐80 ‐69 ‐4149 0.95 481 ‐4149

ColumnCaps_500YR_EnvRSA_EQ_B 486 ‐481 ‐850 ‐115 ‐77 ‐76 ‐4723 0.92 481 ‐4724

ColumnCaps_500YR_EnvRSA_EQ_B 486 ‐435 ‐821 ‐127 ‐80 ‐77 ‐4367 1.00 435 ‐4368

ColumnCaps_500YR_EnvRSA_EQ_B 487 ‐659 ‐852 ‐166 ‐77 ‐76 ‐4642 0.94 659 ‐4642

ColumnCaps_500YR_EnvRSA_EQ_B 487 ‐591 ‐823 ‐182 ‐80 ‐77 ‐4286 1.02 591 ‐4287

ColumnCaps_500YR_EnvRSA_EQ_B 782 ‐182 ‐34 ‐86 ‐150 ‐379 ‐2697 8.00 182 ‐2723

ColumnCaps_500YR_EnvRSA_EQ_B 782 ‐186 ‐34 ‐86 ‐164 ‐379 ‐2723 7.92 186 ‐2749

ColumnCaps_500YR_EnvRSA_EQ_B 783 ‐75 ‐24 ‐45 ‐150 ‐379 ‐2614 8.25 75 ‐2641

ColumnCaps_500YR_EnvRSA_EQ_B 783 ‐73 ‐24 ‐45 ‐164 ‐379 ‐2640 8.17 73 ‐2667

ColumnCaps 500YR EnvRSA EQ B 785 ‐175 ‐470 ‐86 ‐150 ‐269 ‐3287 4 67 175 ‐3298ColumnCaps_500YR_EnvRSA_EQ_B 785 ‐175 ‐470 ‐86 ‐150 ‐269 ‐3287 4.67 175 ‐3298

ColumnCaps_500YR_EnvRSA_EQ_B 785 ‐181 ‐469 ‐86 ‐164 ‐268 ‐3321 4.62 181 ‐3331

ColumnCaps_500YR_EnvRSA_EQ_B 786 ‐373 ‐1425 ‐110 ‐150 ‐269 ‐2631 5.83 373 ‐2644

ColumnCaps_500YR_EnvRSA_EQ_B 786 ‐379 ‐1418 ‐110 ‐164 ‐268 ‐2664 5.75 379 ‐2677

ColumnCaps_500YR_EnvRSA_EQ_C 482 1559 1370 54 182 71 7080 0.57 ‐1559 7080

ColumnCaps_500YR_EnvRSA_EQ_C 482 1320 1268 59 202 77 5868 0.76 ‐1320 5868

ColumnCaps_500YR_EnvRSA_EQ_C 483 975 1369 38 182 71 6978 0.58 ‐975 6978

ColumnCaps_500YR_EnvRSA_EQ_C 483 818 1267 42 202 77 5766 0.77 ‐818 5766

ColumnCaps_500YR_EnvRSA_EQ_C 486 984 139 36 182 71 6856 0.59 ‐984 6856

ColumnCaps_500YR_EnvRSA_EQ_C 486 831 42 40 202 77 5641 0.78 ‐831 5642

C l C 500YR E RSA EQ C 487 1572 141 53 182 71 6937 0 58 1572 6938ColumnCaps_500YR_EnvRSA_EQ_C 487 1572 141 53 182 71 6937 0.58 ‐1572 6938

ColumnCaps_500YR_EnvRSA_EQ_C 487 1339 43 58 202 77 5722 0.77 ‐1339 5723

ColumnCaps_500YR_EnvRSA_EQ_C 782 938 781 40 410 365 6422 3.26 ‐938 6433

ColumnCaps_500YR_EnvRSA_EQ_C 782 965 790 39 407 360 6551 3.15 ‐965 6561

ColumnCaps_500YR_EnvRSA_EQ_C 783 616 778 34 410 365 6505 3.21 ‐616 6515

ColumnCaps_500YR_EnvRSA_EQ_C 783 621 787 33 407 360 6634 3.11 ‐621 6644

ColumnCaps_500YR_EnvRSA_EQ_C 785 942 357 39 410 353 6950 2.91 ‐942 6959

ColumnCaps_500YR_EnvRSA_EQ_C 785 969 365 39 407 347 7089 2.80 ‐969 7097

ColumnCaps_500YR_EnvRSA_EQ_C 786 957 318 42 410 353 7606 2.66 ‐957 7614

ColumnCaps_500YR_EnvRSA_EQ_C 786 977 332 42 407 347 7746 2.57 ‐977 7753

ColumnCaps_500YR_EnvRSA_EQ_D 482 ‐1885 ‐134 ‐54 ‐182 ‐79 ‐10170 0.45 1885 ‐10170

ColumnCaps_500YR_EnvRSA_EQ_D 482 ‐1648 ‐29 ‐59 ‐201 ‐86 ‐8967 0.55 1648 ‐8967

ColumnCaps_500YR_EnvRSA_EQ_D 483 ‐1300 ‐133 ‐38 ‐182 ‐79 ‐10271 0.44 1300 ‐10272

ColumnCaps_500YR_EnvRSA_EQ_D 483 ‐1145 ‐28 ‐42 ‐201 ‐86 ‐9069 0.54 1145 ‐9069

ColumnCaps_500YR_EnvRSA_EQ_D 486 ‐1245 ‐1278 ‐37 ‐182 ‐80 ‐10594 0.43 1245 ‐10594

ColumnCaps_500YR_EnvRSA_EQ_D 486 ‐1091 ‐1181 ‐40 ‐201 ‐86 ‐9380 0.53 1091 ‐9381

ColumnCaps_500YR_EnvRSA_EQ_D 487 ‐1833 ‐1279 ‐53 ‐182 ‐80 ‐10512 0.44 1833 ‐10512

ColumnCaps_500YR_EnvRSA_EQ_D 487 ‐1598 ‐1183 ‐58 ‐201 ‐86 ‐9299 0.53 1598 ‐9300

ColumnCaps_500YR_EnvRSA_EQ_D 782 ‐674 ‐364 ‐40 ‐410 ‐365 ‐7381 2.83 674 ‐7390

ColumnCaps_500YR_EnvRSA_EQ_D 782 ‐700 ‐373 ‐39 ‐407 ‐360 ‐7505 2.75 700 ‐7514

ColumnCaps_500YR_EnvRSA_EQ_D 783 ‐352 ‐361 ‐34 ‐410 ‐365 ‐7299 2.87 352 ‐7308

ColumnCaps_500YR_EnvRSA_EQ_D 783 ‐355 ‐370 ‐33 ‐407 ‐360 ‐7423 2.78 355 ‐7431

ColumnCaps_500YR_EnvRSA_EQ_D 785 ‐674 ‐792 ‐39 ‐410 ‐353 ‐8515 2.37 674 ‐8523

ColumnCaps_500YR_EnvRSA_EQ_D 785 ‐701 ‐801 ‐39 ‐407 ‐347 ‐8660 2.30 701 ‐8667

ColumnCaps_500YR_EnvRSA_EQ_D 786 ‐1064 ‐2022 ‐42 ‐410 ‐353 ‐7859 2.57 1064 ‐7867

ColumnCaps_500YR_EnvRSA_EQ_D 786 ‐1084 ‐2038 ‐42 ‐407 ‐347 ‐8003 2.48 1084 ‐8010

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 32 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Summary

35000

40000

Demand‐Capacity

Factored Capacity Nominal Capacity Demand

15000

20000

25000

30000

A x ia l F o rc e ( k )

‐5000

5000

10000

Capacity (from XTRACT)

‐5441 ‐20770 0.0000 0.75 ‐4897 ‐16965 min

33240 20400 0.0080 0.90 24930 15754 max

‐10000

‐25000 ‐20000 ‐15000 ‐10000 ‐5000 0 5000 10000 15000 20000 25000

Moment (k‐ft)

Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft

33240 360 0.00000 0.75 24930 270

33210 311 0.00000 0.75 24908 233

33120 326 0.00000 0.75 24840 245

32960 429 0.00000 0.75 24720 321

32720 641 0.00000 0.75 24540 481

32290 1160 0.00000 0.75 24218 870

31660 1989 0.00000 0.75 23745 1492

0° Bending Angle

30900 3006 0.00000 0.75 23175 2255

30010 4209 0.00000 0.75 22508 3157

28970 5599 0.00000 0.75 21728 4199

27790 7166 0.00000 0.75 20843 5375

26470 8892 0.00000 0.75 19853 6669

25040 10760 0.00000 0.75 18780 8070

23490 12740 0.00000 0.75 17618 9555

21890 14630 0.00000 0.75 16418 10973

20430 16050 0.00013 0.75 15323 12038

19110 17130 0.00034 0.75 14333 1284819110 17130 0.00034 0.75 14333 12848

17920 17950 0.00055 0.75 13440 13463

16820 18590 0.00076 0.75 12615 13943

15830 19080 0.00097 0.75 11873 14310

14920 19460 0.00117 0.75 11190 14595

14050 19780 0.00138 0.75 10538 14835

13270 20020 0.00159 0.75 9953 15015

12510 20230 0.00180 0.75 9383 15173

11810 20400 0.00201 0.75 8863 15309

11240 20330 0.00222 0.76 8553 15469

10770 20140 0 00243 0 77 8307 1553410770 20140 0.00243 0.77 8307 15534

10340 19940 0.00264 0.78 8083 15588

9909 19740 0.00284 0.79 7850 15638

9517 19530 0.00305 0.80 7638 15675

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 33 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Capacity (from XTRACT)

‐5441 ‐20770 0.0000 0.75 ‐4897 ‐16965 min

33240 20400 0.0080 0.90 24930 15754 max

Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft

0° Bending Angle

9163 19320 0.00326 0.81 7450 15708

8809 19100 0.00347 0.82 7254 15729

8473 18880 0.00368 0.83 7066 15744

8169 18640 0.00389 0.84 6897 15739

7894 18430 0.00410 0.85 6748 15754

7625 18200 0.00431 0.87 6598 15748

7354 17980 0.00451 0.88 6440 15744

7090 17750 0.00472 0.89 6282 15728

6851 17540 0.00493 0.90 6142 15725

6622 17330 0.00514 0.90 5960 15597

6414 17130 0.00535 0.90 5773 15417

6205 16930 0.00556 0.90 5585 15237

5993 16730 0.00577 0.90 5394 15057

5779 16530 0.00597 0.90 5201 14877

5582 16330 0.00618 0.90 5024 14697

5399 16140 0.00639 0.90 4859 14526

5215 15940 0.00660 0.90 4694 14346

5054 15770 0.00681 0.90 4549 14193

4897 15600 0.00702 0.90 4407 14040

4737 15420 0.00723 0.90 4263 13878

4570 15230 0.00744 0.90 4113 13707

4402 15040 0.00764 0.90 3962 13536

4232 14840 0.00785 0.90 3809 13356

3928 14480 0.00800 0.90 3535 13032

3298 13630 0.00800 0.90 2968 12267

2604 12630 0.00800 0.90 2344 11367

1860 11520 0.00800 0.90 1674 10368

1091 10330 0.00800 0.90 982 9297

340 9133 0.00800 0.90 306 8220

‐424 7878 0.00800 0.90 ‐381 7090

‐1211 6558 0.00800 0.90 ‐1090 5902

‐1939 5306 0.00800 0.90 ‐1745 4775

‐2630 4086 0.00800 0.90 ‐2367 3677

‐3176 3018 0.00800 0.90 ‐2858 2716

‐3614 2148 0.00800 0.90 ‐3253 1933

‐3988 1406 0.00800 0.90 ‐3589 1265

‐4237 927 0.00800 0.90 ‐3813 834

‐4426 577 0.00800 0.90 ‐3983 519

‐4616 227 0.00800 0.90 ‐4154 204

‐4805 ‐123 0.00800 0.90 ‐4325 ‐111

‐4994 ‐473 0.00800 0.90 ‐4495 ‐4264994 473 0.00800 0.90 4495 426

‐5183 ‐823 0.00800 0.90 ‐4665 ‐741

‐5366 ‐1163 0.00800 0.90 ‐4829 ‐1047

‐5441 ‐1306 0.00800 0.90 ‐4897 ‐1175

‐5441 ‐1306 0 00800 0 90 ‐4897 ‐11755441 1306 0.00800 0.90 4897 1175

‐5441 ‐1306 0.00800 0.90 ‐4897 ‐1175

‐5441 ‐1306 0 00800 0 90 ‐4897 ‐1175‐5441 ‐1306 0.00800 0.90 ‐4897 ‐1175

‐5441 ‐1306 0.00800 0.90 ‐4897 ‐1175

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 34 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Capacity (from XTRACT)

‐5441 ‐20770 0.0000 0.75 ‐4897 ‐16965 min

33240 20400 0.0080 0.90 24930 15754 max

Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft

0° Bending Angle

‐5441 ‐1306 0.00800 0.90 ‐4897 ‐1175

‐5389 ‐1407 0.00800 0.90 ‐4850 ‐1266

‐5215 ‐1745 0.00800 0.90 ‐4694 ‐1571

‐5042 ‐2083 0.00800 0.90 ‐4538 ‐1875

‐4868 ‐2421 0.00800 0.90 ‐4381 ‐2179

‐4694 ‐2759 0.00800 0.90 ‐4225 ‐2483

‐4520 ‐3098 0.00800 0.90 ‐4068 ‐2788

‐4346 ‐3435 0.00800 0.90 ‐3911 ‐3092

‐4137 ‐3851 0.00800 0.90 ‐3723 ‐34664137 3851 0.00800 0.90 3723 3466

‐3789 ‐4570 0.00800 0.90 ‐3410 ‐4113

‐3353 ‐5454 0.00800 0.90 ‐3018 ‐4909

‐2817 ‐6529 0.00800 0.90 ‐2535 ‐5876

‐2214 ‐7722 0.00800 0.90 ‐1993 ‐6950

‐1595 ‐8925 0.00800 0.90 ‐1436 ‐8033

‐914 ‐10210 0.00800 0.90 ‐823 ‐9189

‐256 ‐11430 0.00800 0.90 ‐230 ‐10287

390 ‐12580 0.00800 0.90 351 ‐11322

1056 ‐13730 0.00800 0.90 950 ‐12357

1688 ‐14780 0 00800 0 90 1519 ‐133021688 14780 0.00800 0.90 1519 13302

2278 ‐15740 0.00800 0.90 2050 ‐14166

2756 ‐16430 0.00800 0.90 2480 ‐14787

2932 ‐16670 0.00783 0.90 2639 ‐15003

3041 ‐16810 0.00763 0.90 2737 ‐15129

3149 ‐16950 0.00742 0.90 2834 ‐15255

3255 ‐17090 0.00722 0.90 2930 ‐15381

3361 ‐17230 0.00702 0.90 3025 ‐15507

3474 ‐17370 0.00681 0.90 3127 ‐15633

3599 ‐17510 0.00661 0.90 3239 ‐15759

3739 ‐17670 0 00640 0 90 3365 ‐159033739 ‐17670 0.00640 0.90 3365 ‐15903

3878 ‐17830 0.00620 0.90 3490 ‐16047

4033 ‐18000 0.00599 0.90 3630 ‐16200

4201 ‐18180 0.00579 0.90 3781 ‐16362

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 35 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Capacity (from XTRACT)

‐5441 ‐20770 0.0000 0.75 ‐4897 ‐16965 min

33240 20400 0.0080 0.90 24930 15754 max

Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft

0° Bending Angle

4366 ‐18350 0.00558 0.90 3929 ‐16515

4530 ‐18530 0.00538 0.90 4077 ‐16677

4690 ‐18700 0.00518 0.90 4221 ‐16830

4873 ‐18880 0.00497 0.90 4379 ‐16965

5065 ‐19070 0.00477 0.89 4499 ‐16941

5278 ‐19270 0.00456 0.88 4635 ‐16921

5502 ‐19480 0.00436 0.87 4775 ‐16907

5722 ‐19680 0.00415 0.86 4907 ‐16879

5942 ‐19870 0.00395 0.85 5036 ‐16839

6295 ‐19990 0.00375 0.84 5270 ‐16737

6689 ‐20110 0.00354 0.83 5532 ‐16631

7094 ‐20230 0.00334 0.82 5794 ‐16524

7496 ‐20340 0.00313 0.81 6046 ‐16405

7933 ‐20460 0.00293 0.80 6317 ‐16293

8404 ‐20570 0.00272 0.79 6607 ‐16171

8881 ‐20680 0.00252 0.78 6891 ‐16046

9383 ‐20770 0.00231 0.77 7185 ‐15904

9980 ‐20770 0.00211 0.76 7540 ‐15692

10700 ‐20540 0.00191 0.75 8025 ‐15405

11500 ‐20240 0.00170 0.75 8625 ‐15180

12330 ‐19930 0.00150 0.75 9248 ‐14948

13210 ‐19550 0.00129 0.75 9908 ‐14663

14150 ‐19130 0.00109 0.75 10613 ‐14348

15150 ‐18620 0.00088 0.75 11363 ‐13965

16210 ‐18020 0.00068 0.75 12158 ‐13515

17370 ‐17260 0.00047 0.75 13028 ‐12945

18640 ‐16300 0.00027 0.75 13980 ‐12225

20040 ‐15060 0.00007 0.75 15030 ‐11295

21580 ‐13480 0.00000 0.75 16185 ‐10110

23250 ‐11510 0.00000 0.75 17438 ‐8633

24830 ‐9600 0.00000 0.75 18623 ‐7200

26310 ‐7799 0.00000 0.75 19733 ‐5849

27660 ‐6130 0.00000 0.75 20745 ‐4598

28900 ‐4608 0.00000 0.75 21675 ‐3456

29990 ‐3248 0.00000 0.75 22493 ‐2436

30950 ‐2056 0.00000 0.75 23213 ‐1542

31760 ‐1053 0.00000 0.75 23820 ‐790

32370 ‐282 0.00000 0.75 24278 ‐211

32750 145 0.00000 0.75 24563 108

32980 325 0.00000 0.75 24735 244

33130 408 0.00000 0.75 24848 30633130 408 0.00000 0.75 24848 306

33210 413 0.00000 0.75 24908 310

33240 360 0.00000 0.75 24930 270

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 36 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data Summary

Fx Fy Fz Mx My Mz

k k k kip‐ft kip‐ft kip‐ft

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 484 874 412 ‐20 182 ‐449 2223 max FX

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 484 ‐356 412 ‐20 182 ‐449 2223 min FX

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 621 713 33 407 256 2095 max FY

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 621 ‐713 33 407 256 2095 min FY

ColumnCaps_500YR_EnvRSA_EQ_A 484 509 186 61 80 1541 2377 max FZ

Load Combination Element

ColumnCaps_500YR_EnvRSA_EQ_A 484 509 186 ‐61 80 1541 2377 min FZ

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 616 703 34 410 257 2107 max MX

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 616 703 34 ‐410 257 2107 min MX

ColumnCaps_500YR_EnvRSA_EQ_A 484 509 186 61 80 1541 2377 max MY

ColumnCaps_500YR_EnvRSA_EQ_A 484 509 186 61 80 ‐1550 2377 min MY

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 484 510 175 0 0 ‐7 3152 max MZ

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 484 510 175 0 0 ‐7 0 max MZ

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

B1&B4_CapBeams_EE2_HalfScour_Fx_Max 484 500 89 0 0 ‐6 2371 0.14 ‐500 2371

B1&B4_CapBeams_EE2_HalfScour_Fx_Max 485 529 ‐59 0 0 ‐6 2300 0.15 ‐529 2300

Transformed Demands

Load Combination Element

B1&B4_CapBeams_EE2_HalfScour_Fx_Max 783 246 156 0 0 0 2243 0.00 ‐246 2243

B1&B4_CapBeams_EE2_HalfScour_Fx_Max 784 255 ‐140 0 0 0 2136 0.00 ‐255 2136

B1&B4_CapBeams_EE2_HalfScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fx_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fy_Max 484 392 140 0 0 ‐6 2632 0.13 ‐392 2632

B1&B4_CapBeams_EE2_HalfScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fy_Max 783 168 222 0 0 0 2464 0.00 ‐168 2464

B1&B4 CapBeams EE2 HalfScour Fy Max 784 0 0 0 0 0 0 0.00 0 0_ p _ _ _ y_

B1&B4_CapBeams_EE2_HalfScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fy_Min 485 454 ‐100 0 0 ‐6 2503 0.13 ‐454 2503

B1&B4_CapBeams_EE2_HalfScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Fy_Min 784 159 ‐219 0 0 0 2465 0.00 ‐159 2465

B1&B4_CapBeams_EE2_HalfScour_Fz_Max 484 239 94 0 ‐1 ‐4 1782 0.13 ‐239 1782

B1&B4_CapBeams_EE2_HalfScour_Fz_Max 485 339 ‐28 0 ‐1 ‐4 1495 0.16 ‐339 1495

B1&B4_CapBeams_EE2_HalfScour_Fz_Max 783 183 162 0 0 0 2218 0.00 ‐183 2218

B1&B4_CapBeams_EE2_HalfScour_Fz_Max 784 169 ‐184 0 0 0 2257 0.00 ‐169 2257

B1&B4_CapBeams_EE2_HalfScour_Fz_Min 484 422 78 0 1 ‐5 2171 0.13 ‐422 2171

B1&B4 CapBeams EE2 HalfScour Fz Min 485 390 ‐82 0 1 ‐5 2261 0.13 ‐390 2261_ p _ _ _ _

B1&B4_CapBeams_EE2_HalfScour_Fz_Min 783 117 139 0 0 0 1641 0.00 ‐117 1641

B1&B4_CapBeams_EE2_HalfScour_Fz_Min 784 141 ‐109 0 0 0 1574 0.00 ‐141 1574

B1&B4_CapBeams_EE2_HalfScour_Mx_Max 484 422 78 0 1 ‐5 2174 0.13 ‐422 2174

B1&B4_CapBeams_EE2_HalfScour_Mx_Max 485 391 ‐81 0 1 ‐5 2264 0.13 ‐391 2264

B1&B4_CapBeams_EE2_HalfScour_Mx_Max 783 150 84 0 0 0 1423 0.00 ‐150 1423

B1&B4_CapBeams_EE2_HalfScour_Mx_Max 784 95 ‐145 0 0 0 1582 0.00 ‐95 1582

B1&B4_CapBeams_EE2_HalfScour_Mx_Min 484 240 94 0 ‐1 ‐4 1781 0.13 ‐240 1781

B1&B4_CapBeams_EE2_HalfScour_Mx_Min 485 339 ‐28 0 ‐1 ‐4 1496 0.16 ‐339 1496

B1&B4_CapBeams_EE2_HalfScour_Mx_Min 783 149 208 0 0 0 2359 0.00 ‐149 2359

B1&B4 CapBeams EE2 HalfScour Mx Min 784 218 ‐142 0 0 0 2161 0.00 ‐218 2161B1&B4_CapBeams_EE2_HalfScour_Mx_Min 784 218 142 0 0 0 2161 0.00 218 2161

B1&B4_CapBeams_EE2_HalfScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_My_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_My_Max 783 164 174 0 0 0 2244 0.00 ‐164 2244

B1&B4_CapBeams_EE2_HalfScour_My_Max 784 169 ‐170 0 0 0 2229 0.00 ‐169 2229

B1&B4_CapBeams_EE2_HalfScour_My_Min 484 402 105 0 0 ‐6 2368 0.15 ‐402 2368

B1&B4_CapBeams_EE2_HalfScour_My_Min 485 442 ‐67 0 0 ‐6 2252 0.16 ‐442 2252

B1&B4_CapBeams_EE2_HalfScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Mz_Max 484 378 139 0 0 ‐6 2643 0.13 ‐378 2643

B1&B4 CapBeams EE2 HalfScour Mz Max 485 452 ‐99 0 0 ‐6 2507 0 13 ‐452 2507B1&B4_CapBeams_EE2_HalfScour_Mz_Max 485 452 99 0 0 6 2507 0.13 452 2507

B1&B4_CapBeams_EE2_HalfScour_Mz_Max 783 168 220 0 0 0 2482 0.00 ‐168 2482

B1&B4_CapBeams_EE2_HalfScour_Mz_Max 784 131 ‐215 0 0 0 2491 0.00 ‐131 2491

B1&B4_CapBeams_EE2_HalfScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 37 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

B1&B4_CapBeams_EE2_HalfScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_HalfScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fx_Max 484 499 91 0 0 ‐6 2382 0.14 ‐499 2382

B1&B4_CapBeams_EE2_NoScour_Fx_Max 485 528 ‐60 0 0 ‐6 2308 0.15 ‐528 2308

B1&B4_CapBeams_EE2_NoScour_Fx_Max 783 244 159 0 0 0 2250 0.00 ‐244 2250

B1&B4_CapBeams_EE2_NoScour_Fx_Max 784 253 ‐143 0 0 0 2144 0.00 ‐253 2144

B1&B4_CapBeams_EE2_NoScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fx_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fy_Max 484 395 139 0 0 ‐6 2631 0.13 ‐395 2631

B1&B4_CapBeams_EE2_NoScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fy_Max 783 170 220 0 0 0 2456 0.00 ‐170 2456

B1&B4_CapBeams_EE2_NoScour_Fy_Max 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fy_Min 485 457 ‐99 0 0 ‐6 2501 0.13 ‐457 2501

B1&B4_CapBeams_EE2_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Fy_Min 784 162 ‐216 0 0 0 2458 0.00 ‐162 2458

B1&B4_CapBeams_EE2_NoScour_Fz_Max 484 242 93 0 ‐1 ‐4 1781 0.14 ‐242 1781

B1&B4 CapBeams EE2 NoScour Fz Max 485 338 ‐29 0 ‐1 ‐4 1505 0.16 ‐338 1505_ p _ _ _ _

B1&B4_CapBeams_EE2_NoScour_Fz_Max 783 187 164 0 0 0 2248 0.00 ‐187 2248

B1&B4_CapBeams_EE2_NoScour_Fz_Max 784 175 ‐188 0 0 0 2282 0.00 ‐175 2282

B1&B4_CapBeams_EE2_NoScour_Fz_Min 484 421 80 0 1 ‐5 2183 0.13 ‐421 2183

B1&B4_CapBeams_EE2_NoScour_Fz_Min 485 393 ‐81 0 1 ‐5 2262 0.13 ‐393 2262

B1&B4_CapBeams_EE2_NoScour_Fz_Min 783 114 140 0 0 0 1645 0.00 ‐114 1645

B1&B4_CapBeams_EE2_NoScour_Fz_Min 784 141 ‐107 0 0 0 1568 0.00 ‐141 1568

B1&B4_CapBeams_EE2_NoScour_Mx_Max 484 421 80 0 1 ‐5 2186 0.13 ‐421 2186

B1&B4_CapBeams_EE2_NoScour_Mx_Max 485 394 ‐81 0 1 ‐5 2264 0.13 ‐394 2264

B1&B4_CapBeams_EE2_NoScour_Mx_Max 783 148 96 0 0 0 1519 0.00 ‐148 1519

B1&B4 CapBeams EE2 NoScour Mx Max 784 98 ‐149 0 0 0 1662 0.00 ‐98 1662_ p _ _ _ _

B1&B4_CapBeams_EE2_NoScour_Mx_Min 484 242 93 0 ‐1 ‐4 1780 0.14 ‐242 1780

B1&B4_CapBeams_EE2_NoScour_Mx_Min 485 338 ‐29 0 ‐1 ‐4 1506 0.16 ‐338 1506

B1&B4_CapBeams_EE2_NoScour_Mx_Min 783 143 201 0 0 0 2308 0.00 ‐143 2308

B1&B4_CapBeams_EE2_NoScour_Mx_Min 784 201 ‐141 0 0 0 2140 0.00 ‐201 2140

B1&B4_CapBeams_EE2_NoScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_My_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_My_Max 783 163 174 0 0 0 2242 0.00 ‐163 2242

B1&B4_CapBeams_EE2_NoScour_My_Max 784 168 ‐170 0 0 0 2228 0.00 ‐168 2228

B1&B4_CapBeams_EE2_NoScour_My_Min 484 402 105 0 0 ‐6 2371 0.15 ‐402 2371

B1&B4 CapBeams EE2 NoScour My Min 485 442 ‐67 0 0 ‐6 2254 0.16 ‐442 2254B1&B4_CapBeams_EE2_NoScour_My_Min 485 442 67 0 0 6 2254 0.16 442 2254

B1&B4_CapBeams_EE2_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Mz_Max 484 381 138 0 0 ‐6 2642 0.13 ‐381 2642

B1&B4_CapBeams_EE2_NoScour_Mz_Max 485 454 ‐98 0 0 ‐6 2506 0.13 ‐454 2506

B1&B4_CapBeams_EE2_NoScour_Mz_Max 783 171 217 0 0 0 2474 0.00 ‐171 2474

B1&B4_CapBeams_EE2_NoScour_Mz_Max 784 134 ‐212 0 0 0 2484 0.00 ‐134 2484

B1&B4_CapBeams_EE2_NoScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_EE2_NoScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams EE2 NoScour Mz Min 784 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_EE2_NoScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fx_Max 484 543 83 0 0 ‐5 2072 0.14 ‐543 2072

B1&B4_CapBeams_SERV_1_FullScour_Fx_Max 485 570 ‐67 0 0 ‐5 2053 0.14 ‐570 2053

B1&B4_CapBeams_SERV_1_FullScour_Fx_Max 783 321 134 0 0 0 1890 0.00 ‐321 1890

B1&B4_CapBeams_SERV_1_FullScour_Fx_Max 784 335 ‐111 0 0 0 1686 0.00 ‐335 1686

B1&B4_CapBeams_SERV_1_FullScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fx_Min 784 ‐4 ‐163 0 0 0 1871 0.00 4 1871

B1&B4_CapBeams_SERV_1_FullScour_Fy_Max 484 424 133 0 0 ‐5 2347 0.13 ‐424 2347

B1&B4 CapBeams SERV 1 FullScour Fy Max 485 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_SERV_1_FullScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fy_Max 783 221 209 0 0 0 2164 0.00 ‐221 2164

B1&B4_CapBeams_SERV_1_FullScour_Fy_Max 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 38 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

B1&B4_CapBeams_SERV_1_FullScour_Fy_Min 485 498 ‐100 0 0 ‐5 2199 0.13 ‐498 2199

B1&B4_CapBeams_SERV_1_FullScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Fy_Min 784 202 ‐211 0 0 0 2178 0.00 ‐202 2178

B1&B4_CapBeams_SERV_1_FullScour_Fz_Max 484 213 91 0 ‐1 ‐4 1916 0.13 ‐213 1916

B1&B4_CapBeams_SERV_1_FullScour_Fz_Max 485 283 ‐37 0 ‐1 ‐4 1715 0.15 ‐283 1715

B1&B4_CapBeams_SERV_1_FullScour_Fz_Max 783 59 138 0 0 0 1771 0.00 ‐59 1771

B1&B4_CapBeams_SERV_1_FullScour_Fz_Max 784 72 ‐124 0 0 0 1735 0.00 ‐72 1735

B1&B4_CapBeams_SERV_1_FullScour_Fz_Min 484 394 69 0 1 ‐4 1785 0.14 ‐394 1785

B1&B4_CapBeams_SERV_1_FullScour_Fz_Min 485 387 ‐66 0 1 ‐4 1806 0.14 ‐387 1806

B1&B4_CapBeams_SERV_1_FullScour_Fz_Min 783 205 133 0 0 0 1766 0.00 ‐205 1766

B1&B4_CapBeams_SERV_1_FullScour_Fz_Min 784 183 ‐150 0 0 0 1829 0.00 ‐183 1829

B1&B4_CapBeams_SERV_1_FullScour_Mx_Max 484 395 70 0 1 ‐4 1792 0.14 ‐395 1792

B1&B4_CapBeams_SERV_1_FullScour_Mx_Max 485 388 ‐67 0 1 ‐4 1813 0.14 ‐388 1813

B1&B4_CapBeams_SERV_1_FullScour_Mx_Max 783 234 104 0 0 0 1643 0.00 ‐234 1643

B1&B4_CapBeams_SERV_1_FullScour_Mx_Max 784 166 ‐171 0 0 0 1839 0.00 ‐166 1839

B1&B4_CapBeams_SERV_1_FullScour_Mx_Min 484 213 91 0 ‐1 ‐4 1914 0.13 ‐213 1914

B1&B4_CapBeams_SERV_1_FullScour_Mx_Min 485 282 ‐37 0 ‐1 ‐4 1716 0.15 ‐282 1716

B1&B4_CapBeams_SERV_1_FullScour_Mx_Min 783 75 177 0 0 0 1964 0.00 ‐75 1964

B1&B4_CapBeams_SERV_1_FullScour_Mx_Min 784 134 ‐113 0 0 0 1796 0.00 ‐134 1796

B1&B4_CapBeams_SERV_1_FullScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams SERV 1 FullScour My Max 485 0 0 0 0 0 0 0.00 0 0_ p _ _ _ _ y_

B1&B4_CapBeams_SERV_1_FullScour_My_Max 783 185 139 0 0 0 1788 0.00 ‐185 1788

B1&B4_CapBeams_SERV_1_FullScour_My_Max 784 191 ‐140 0 0 0 1771 0.00 ‐191 1771

B1&B4_CapBeams_SERV_1_FullScour_My_Min 484 373 90 0 0 ‐6 1907 0.17 ‐373 1907

B1&B4_CapBeams_SERV_1_FullScour_My_Min 485 431 ‐50 0 0 ‐6 1740 0.19 ‐431 1740

B1&B4_CapBeams_SERV_1_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Mz_Max 484 397 131 0 0 ‐5 2369 0.12 ‐397 2369

B1&B4_CapBeams_SERV_1_FullScour_Mz_Max 485 494 ‐98 0 0 ‐5 2208 0.13 ‐494 2208

B1&B4_CapBeams_SERV_1_FullScour_Mz_Max 783 116 204 0 0 0 2250 0.00 ‐116 2250

B1&B4 CapBeams SERV 1 FullScour Mz Max 784 27 ‐203 0 0 0 2312 0.00 ‐27 2312_ p _ _ _ _ _

B1&B4_CapBeams_SERV_1_FullScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_FullScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fx_Max 484 544 84 0 0 ‐5 2082 0.14 ‐544 2082

B1&B4_CapBeams_SERV_1_NoScour_Fx_Max 485 571 ‐67 0 0 ‐5 2058 0.15 ‐571 2058

B1&B4_CapBeams_SERV_1_NoScour_Fx_Max 783 321 134 0 0 0 1889 0.00 ‐321 1889

B1&B4_CapBeams_SERV_1_NoScour_Fx_Max 784 334 ‐112 0 0 0 1686 0.00 ‐334 1686

B1&B4_CapBeams_SERV_1_NoScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams SERV 1 NoScour Fx Min 485 0 0 0 0 0 0 0.00 0 0B1&B4_CapBeams_SERV_1_NoScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fx_Min 784 ‐4 ‐163 0 0 0 1873 0.00 4 1873

B1&B4_CapBeams_SERV_1_NoScour_Fy_Max 484 426 133 0 0 ‐5 2356 0.13 ‐426 2356

B1&B4_CapBeams_SERV_1_NoScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fy_Max 783 222 208 0 0 0 2161 0.00 ‐222 2161

B1&B4_CapBeams_SERV_1_NoScour_Fy_Max 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Fy_Min 485 500 ‐100 0 0 ‐5 2208 0.13 ‐500 2208

B1&B4_CapBeams_SERV_1_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams SERV 1 NoScour Fy Min 784 202 ‐211 0 0 0 2176 0 00 ‐202 2176B1&B4_CapBeams_SERV_1_NoScour_Fy_Min 784 202 211 0 0 0 2176 0.00 202 2176

B1&B4_CapBeams_SERV_1_NoScour_Fz_Max 484 215 92 0 ‐1 ‐4 1925 0.13 ‐215 1925

B1&B4_CapBeams_SERV_1_NoScour_Fz_Max 485 284 ‐38 0 ‐1 ‐4 1726 0.15 ‐284 1726

B1&B4_CapBeams_SERV_1_NoScour_Fz_Max 783 87 159 0 0 0 1976 0.00 ‐87 1976

B1&B4_CapBeams_SERV_1_NoScour_Fz_Max 784 125 ‐139 0 0 0 1869 0.00 ‐125 1869

B1&B4_CapBeams_SERV_1_NoScour_Fz_Min 484 397 71 0 1 ‐5 1807 0.15 ‐397 1807

B1&B4_CapBeams_SERV_1_NoScour_Fz_Min 485 391 ‐67 0 1 ‐5 1825 0.14 ‐391 1825

B1&B4_CapBeams_SERV_1_NoScour_Fz_Min 783 216 135 0 0 0 1778 0.00 ‐216 1778

B1&B4_CapBeams_SERV_1_NoScour_Fz_Min 784 194 ‐152 0 0 0 1843 0.00 ‐194 1843

B1&B4_CapBeams_SERV_1_NoScour_Mx_Max 484 398 71 0 1 ‐5 1813 0.14 ‐398 1813

B1&B4 CapBeams SERV 1 NoScour Mx Max 485 391 ‐67 0 1 ‐5 1830 0 14 ‐391 1830B1&B4_CapBeams_SERV_1_NoScour_Mx_Max 485 391 ‐67 0 1 ‐5 1830 0.14 ‐391 1830

B1&B4_CapBeams_SERV_1_NoScour_Mx_Max 783 222 108 0 0 0 1703 0.00 ‐222 1703

B1&B4_CapBeams_SERV_1_NoScour_Mx_Max 784 168 ‐174 0 0 0 1857 0.00 ‐168 1857

B1&B4_CapBeams_SERV_1_NoScour_Mx_Min 484 215 92 0 ‐1 ‐4 1925 0.13 ‐215 1925

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 39 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

B1&B4_CapBeams_SERV_1_NoScour_Mx_Min 485 284 ‐38 0 ‐1 ‐4 1728 0.15 ‐284 1728

B1&B4_CapBeams_SERV_1_NoScour_Mx_Min 783 59 172 0 0 0 1919 0.00 ‐59 1919

B1&B4_CapBeams_SERV_1_NoScour_Mx_Min 784 115 ‐107 0 0 0 1758 0.00 ‐115 1758

B1&B4_CapBeams_SERV_1_NoScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_My_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_My_Max 783 186 139 0 0 0 1787 0.00 ‐186 1787

B1&B4_CapBeams_SERV_1_NoScour_My_Max 784 190 ‐142 0 0 0 1776 0.00 ‐190 1776

B1&B4_CapBeams_SERV_1_NoScour_My_Min 484 377 91 0 0 ‐6 1930 0.17 ‐377 1930

B1&B4_CapBeams_SERV_1_NoScour_My_Min 485 435 ‐52 0 0 ‐6 1763 0.19 ‐435 1763

B1&B4_CapBeams_SERV_1_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Mz_Max 484 397 132 0 0 ‐5 2378 0.13 ‐397 2378

B1&B4_CapBeams_SERV_1_NoScour_Mz_Max 485 496 ‐99 0 0 ‐5 2216 0.13 ‐496 2216

B1&B4_CapBeams_SERV_1_NoScour_Mz_Max 783 116 204 0 0 0 2248 0.00 ‐116 2248

B1&B4_CapBeams_SERV_1_NoScour_Mz_Max 784 27 ‐203 0 0 0 2311 0.00 ‐27 2311

B1&B4_CapBeams_SERV_1_NoScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_SERV_1_NoScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fx_Max 484 718 116 0 0 ‐6 2742 0.13 ‐718 2742

B1&B4 CapBeams STR 1 FullScour Fx Max 485 751 ‐99 0 0 ‐6 2769 0.13 ‐751 2769_ p _ _ _ _ _

B1&B4_CapBeams_STR_1_FullScour_Fx_Max 783 409 218 0 0 0 2608 0.00 ‐409 2608

B1&B4_CapBeams_STR_1_FullScour_Fx_Max 784 439 ‐169 0 0 0 2237 0.00 ‐439 2237

B1&B4_CapBeams_STR_1_FullScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fx_Min 783 ‐12 126 0 0 0 1720 0.00 12 1720

B1&B4_CapBeams_STR_1_FullScour_Fx_Min 784 ‐22 ‐131 0 0 0 1718 0.00 22 1718

B1&B4_CapBeams_STR_1_FullScour_Fy_Max 484 558 177 0 0 ‐7 3104 0.12 ‐558 3104

B1&B4_CapBeams_STR_1_FullScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fy_Max 783 324 259 0 0 0 2833 0.00 ‐324 2833

B1&B4 CapBeams STR 1 FullScour Fy Max 784 0 0 0 0 0 0 0.00 0 0_ p _ _ _ _ y_

B1&B4_CapBeams_STR_1_FullScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fy_Min 485 662 ‐133 0 1 ‐6 2895 0.13 ‐662 2895

B1&B4_CapBeams_STR_1_FullScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Fy_Min 784 293 ‐255 0 0 0 2846 0.00 ‐293 2846

B1&B4_CapBeams_STR_1_FullScour_Fz_Max 484 170 84 0 ‐1 ‐4 1743 0.14 ‐170 1743

B1&B4_CapBeams_STR_1_FullScour_Fz_Max 485 243 ‐31 0 ‐1 ‐4 1532 0.15 ‐243 1532

B1&B4_CapBeams_STR_1_FullScour_Fz_Max 783 112 152 0 0 0 2200 0.00 ‐112 2200

B1&B4_CapBeams_STR_1_FullScour_Fz_Max 784 79 ‐186 0 0 0 2296 0.00 ‐79 2296

B1&B4_CapBeams_STR_1_FullScour_Fz_Min 484 469 91 0 2 ‐6 2262 0.14 ‐469 2262

B1&B4 CapBeams STR 1 FullScour Fz Min 485 469 ‐80 0 2 ‐6 2262 0.14 ‐469 2262B1&B4_CapBeams_STR_1_FullScour_Fz_Min 485 469 80 0 2 6 2262 0.14 469 2262

B1&B4_CapBeams_STR_1_FullScour_Fz_Min 783 156 156 0 0 0 1728 0.00 ‐156 1728

B1&B4_CapBeams_STR_1_FullScour_Fz_Min 784 185 ‐110 0 0 0 1643 0.00 ‐185 1643

B1&B4_CapBeams_STR_1_FullScour_Mx_Max 484 470 92 0 2 ‐6 2276 0.14 ‐470 2276

B1&B4_CapBeams_STR_1_FullScour_Mx_Max 485 471 ‐80 0 2 ‐6 2273 0.14 ‐471 2273

B1&B4_CapBeams_STR_1_FullScour_Mx_Max 783 199 124 0 0 0 1646 0.00 ‐199 1646

B1&B4_CapBeams_STR_1_FullScour_Mx_Max 784 166 ‐148 0 0 0 1741 0.00 ‐166 1741

B1&B4_CapBeams_STR_1_FullScour_Mx_Min 484 171 83 0 ‐1 ‐4 1739 0.14 ‐171 1739

B1&B4_CapBeams_STR_1_FullScour_Mx_Min 485 242 ‐31 0 ‐1 ‐4 1535 0.15 ‐242 1535

B1&B4_CapBeams_STR_1_FullScour_Mx_Min 783 146 206 0 0 0 2452 0.00 ‐146 2452

B1&B4 CapBeams STR 1 FullScour Mx Min 784 177 ‐171 0 0 0 2362 0 00 ‐177 2362B1&B4_CapBeams_STR_1_FullScour_Mx_Min 784 177 171 0 0 0 2362 0.00 177 2362

B1&B4_CapBeams_STR_1_FullScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_My_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_My_Max 783 213 182 0 0 0 2303 0.00 ‐213 2303

B1&B4_CapBeams_STR_1_FullScour_My_Max 784 227 ‐176 0 0 0 2262 0.00 ‐227 2262

B1&B4_CapBeams_STR_1_FullScour_My_Min 484 462 105 0 0 ‐7 2349 0.18 ‐462 2349

B1&B4_CapBeams_STR_1_FullScour_My_Min 485 512 ‐68 0 0 ‐7 2205 0.19 ‐512 2205

B1&B4_CapBeams_STR_1_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Mz_Max 484 511 174 0 0 ‐6 3144 0.12 ‐511 3144

B1&B4 CapBeams STR 1 FullScour Mz Max 485 656 ‐131 0 0 ‐6 2911 0 13 ‐656 2911B1&B4_CapBeams_STR_1_FullScour_Mz_Max 485 656 ‐131 0 0 ‐6 2911 0.13 ‐656 2911

B1&B4_CapBeams_STR_1_FullScour_Mz_Max 783 219 252 0 0 0 2946 0.00 ‐219 2946

B1&B4_CapBeams_STR_1_FullScour_Mz_Max 784 78 ‐241 0 0 0 3019 0.00 ‐78 3019

B1&B4_CapBeams_STR_1_FullScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 40 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

B1&B4_CapBeams_STR_1_FullScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_FullScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fx_Max 484 718 117 0 0 ‐7 2751 0.14 ‐718 2751

B1&B4_CapBeams_STR_1_NoScour_Fx_Max 485 752 ‐98 0 0 ‐7 2769 0.14 ‐752 2769

B1&B4_CapBeams_STR_1_NoScour_Fx_Max 783 409 218 0 0 0 2605 0.00 ‐409 2605

B1&B4_CapBeams_STR_1_NoScour_Fx_Max 784 439 ‐170 0 0 0 2235 0.00 ‐439 2235

B1&B4_CapBeams_STR_1_NoScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fx_Min 783 ‐11 126 0 0 0 1725 0.00 11 1725

B1&B4_CapBeams_STR_1_NoScour_Fx_Min 784 ‐21 ‐132 0 0 0 1721 0.00 21 1721

B1&B4_CapBeams_STR_1_NoScour_Fy_Max 484 559 178 0 0 ‐7 3114 0.12 ‐559 3114

B1&B4_CapBeams_STR_1_NoScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fy_Max 783 324 259 0 0 0 2829 0.00 ‐324 2829

B1&B4_CapBeams_STR_1_NoScour_Fy_Max 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fy_Min 485 664 ‐133 0 1 ‐7 2903 0.13 ‐664 2903

B1&B4_CapBeams_STR_1_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Fy_Min 784 293 ‐255 0 0 0 2844 0.00 ‐293 2844

B1&B4_CapBeams_STR_1_NoScour_Fz_Max 484 172 85 0 ‐1 ‐4 1753 0.14 ‐172 1753

B1&B4 CapBeams STR 1 NoScour Fz Max 485 245 ‐31 0 ‐1 ‐4 1544 0.16 ‐245 1544_ p _ _ _ _ _

B1&B4_CapBeams_STR_1_NoScour_Fz_Max 783 159 184 0 0 0 2495 0.00 ‐159 2495

B1&B4_CapBeams_STR_1_NoScour_Fz_Max 784 169 ‐208 0 0 0 2465 0.00 ‐169 2465

B1&B4_CapBeams_STR_1_NoScour_Fz_Min 484 473 93 0 2 ‐6 2292 0.14 ‐473 2292

B1&B4_CapBeams_STR_1_NoScour_Fz_Min 485 475 ‐81 0 2 ‐6 2288 0.14 ‐475 2288

B1&B4_CapBeams_STR_1_NoScour_Fz_Min 783 191 159 0 0 0 1743 0.00 ‐191 1743

B1&B4_CapBeams_STR_1_NoScour_Fz_Min 784 221 ‐114 0 0 0 1656 0.00 ‐221 1656

B1&B4_CapBeams_STR_1_NoScour_Mx_Max 484 473 94 0 2 ‐6 2303 0.14 ‐473 2303

B1&B4_CapBeams_STR_1_NoScour_Mx_Max 485 476 ‐81 0 2 ‐6 2297 0.14 ‐476 2297

B1&B4_CapBeams_STR_1_NoScour_Mx_Max 783 194 120 0 0 0 1637 0.00 ‐194 1637

B1&B4 CapBeams STR 1 NoScour Mx Max 784 187 ‐144 0 0 0 1656 0.00 ‐187 1656_ p _ _ _ _ _

B1&B4_CapBeams_STR_1_NoScour_Mx_Min 484 173 84 0 ‐1 ‐4 1751 0.14 ‐173 1751

B1&B4_CapBeams_STR_1_NoScour_Mx_Min 485 244 ‐32 0 ‐1 ‐4 1549 0.16 ‐244 1549

B1&B4_CapBeams_STR_1_NoScour_Mx_Min 783 117 198 0 0 0 2373 0.00 ‐117 2373

B1&B4_CapBeams_STR_1_NoScour_Mx_Min 784 145 ‐159 0 0 0 2293 0.00 ‐145 2293

B1&B4_CapBeams_STR_1_NoScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_My_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_My_Max 783 213 183 0 0 0 2309 0.00 ‐213 2309

B1&B4_CapBeams_STR_1_NoScour_My_Max 784 228 ‐176 0 0 0 2264 0.00 ‐228 2264

B1&B4_CapBeams_STR_1_NoScour_My_Min 484 468 107 0 0 ‐8 2382 0.18 ‐468 2382

B1&B4 CapBeams STR 1 NoScour My Min 485 519 ‐70 0 0 ‐8 2237 0.20 ‐519 2237B1&B4_CapBeams_STR_1_NoScour_My_Min 485 519 70 0 0 8 2237 0.20 519 2237

B1&B4_CapBeams_STR_1_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 484 510 175 0 0 ‐7 3152 0.12 ‐510 3152

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 485 657 ‐131 0 0 ‐7 2918 0.13 ‐657 2918

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 783 219 251 0 0 0 2944 0.00 ‐219 2944

B1&B4_CapBeams_STR_1_NoScour_Mz_Max 784 78 ‐241 0 0 0 3019 0.00 ‐78 3019

B1&B4_CapBeams_STR_1_NoScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_1_NoScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 1 NoScour Mz Min 784 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_1_NoScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fx_Max 484 637 115 0 1 ‐6 2655 0.14 ‐637 2655

B1&B4_CapBeams_STR_2_FullScour_Fx_Max 485 678 ‐90 0 0 ‐6 2602 0.14 ‐678 2602

B1&B4_CapBeams_STR_2_FullScour_Fx_Max 783 358 205 0 0 0 2558 0.00 ‐358 2558

B1&B4_CapBeams_STR_2_FullScour_Fx_Max 784 395 ‐179 0 0 0 2303 0.00 ‐395 2303

B1&B4_CapBeams_STR_2_FullScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fx_Min 784 ‐10 ‐127 0 0 0 1655 0.00 10 1655

B1&B4_CapBeams_STR_2_FullScour_Fy_Max 484 485 156 0 0 ‐6 2921 0.13 ‐485 2921

B1&B4 CapBeams STR 2 FullScour Fy Max 485 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_2_FullScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fy_Max 783 307 237 0 0 0 2740 0.00 ‐307 2740

B1&B4_CapBeams_STR_2_FullScour_Fy_Max 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 41 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

B1&B4_CapBeams_STR_2_FullScour_Fy_Min 485 609 ‐116 0 1 ‐6 2685 0.14 ‐609 2685

B1&B4_CapBeams_STR_2_FullScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Fy_Min 784 284 ‐239 0 0 0 2713 0.00 ‐284 2713

B1&B4_CapBeams_STR_2_FullScour_Fz_Max 484 218 81 0 ‐1 ‐4 1714 0.13 ‐218 1714

B1&B4_CapBeams_STR_2_FullScour_Fz_Max 485 261 ‐38 0 ‐1 ‐4 1590 0.14 ‐261 1590

B1&B4_CapBeams_STR_2_FullScour_Fz_Max 783 105 153 0 0 0 2188 0.00 ‐105 2188

B1&B4_CapBeams_STR_2_FullScour_Fz_Max 784 72 ‐182 0 0 0 2283 0.00 ‐72 2283

B1&B4_CapBeams_STR_2_FullScour_Fz_Min 484 467 93 0 2 ‐6 2269 0.14 ‐467 2269

B1&B4_CapBeams_STR_2_FullScour_Fz_Min 485 477 ‐77 0 2 ‐6 2242 0.14 ‐477 2242

B1&B4_CapBeams_STR_2_FullScour_Fz_Min 783 142 139 0 0 0 1638 0.00 ‐142 1638

B1&B4_CapBeams_STR_2_FullScour_Fz_Min 784 164 ‐111 0 0 0 1574 0.00 ‐164 1574

B1&B4_CapBeams_STR_2_FullScour_Mx_Max 484 467 94 0 2 ‐6 2279 0.14 ‐467 2279

B1&B4_CapBeams_STR_2_FullScour_Mx_Max 485 477 ‐77 0 2 ‐6 2250 0.14 ‐477 2250

B1&B4_CapBeams_STR_2_FullScour_Mx_Max 783 190 119 0 0 0 1590 0.00 ‐190 1590

B1&B4_CapBeams_STR_2_FullScour_Mx_Max 784 165 ‐140 0 0 0 1662 0.00 ‐165 1662

B1&B4_CapBeams_STR_2_FullScour_Mx_Min 484 218 80 0 ‐1 ‐4 1708 0.13 ‐218 1708

B1&B4_CapBeams_STR_2_FullScour_Mx_Min 485 259 ‐39 0 ‐1 ‐4 1589 0.14 ‐259 1589

B1&B4_CapBeams_STR_2_FullScour_Mx_Min 783 129 191 0 0 0 2360 0.00 ‐129 2360

B1&B4_CapBeams_STR_2_FullScour_Mx_Min 784 148 ‐168 0 0 0 2305 0.00 ‐148 2305

B1&B4_CapBeams_STR_2_FullScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 2 FullScour My Max 485 0 0 0 0 0 0 0.00 0 0_ p _ _ _ _ y_

B1&B4_CapBeams_STR_2_FullScour_My_Max 783 213 177 0 0 0 2246 0.00 ‐213 2246

B1&B4_CapBeams_STR_2_FullScour_My_Max 784 223 ‐172 0 0 0 2217 0.00 ‐223 2217

B1&B4_CapBeams_STR_2_FullScour_My_Min 484 463 105 0 0 ‐7 2348 0.17 ‐463 2348

B1&B4_CapBeams_STR_2_FullScour_My_Min 485 511 ‐69 0 0 ‐7 2209 0.19 ‐511 2209

B1&B4_CapBeams_STR_2_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Mz_Max 484 488 155 0 0 ‐6 2931 0.12 ‐488 2931

B1&B4_CapBeams_STR_2_FullScour_Mz_Max 485 620 ‐107 0 1 ‐6 2738 0.13 ‐620 2738

B1&B4_CapBeams_STR_2_FullScour_Mz_Max 783 197 235 0 0 0 2806 0.00 ‐197 2806

B1&B4 CapBeams STR 2 FullScour Mz Max 784 178 ‐235 0 0 0 2809 0.00 ‐178 2809_ p _ _ _ _ _

B1&B4_CapBeams_STR_2_FullScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_FullScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fx_Max 484 639 115 0 1 ‐7 2662 0.14 ‐639 2662

B1&B4_CapBeams_STR_2_NoScour_Fx_Max 485 679 ‐90 0 0 ‐7 2603 0.14 ‐679 2603

B1&B4_CapBeams_STR_2_NoScour_Fx_Max 783 358 205 0 0 0 2556 0.00 ‐358 2556

B1&B4_CapBeams_STR_2_NoScour_Fx_Max 784 394 ‐179 0 0 0 2302 0.00 ‐394 2302

B1&B4_CapBeams_STR_2_NoScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 2 NoScour Fx Min 485 0 0 0 0 0 0 0.00 0 0B1&B4_CapBeams_STR_2_NoScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fx_Min 784 ‐9 ‐127 0 0 0 1658 0.00 9 1658

B1&B4_CapBeams_STR_2_NoScour_Fy_Max 484 486 157 0 0 ‐7 2933 0.13 ‐486 2933

B1&B4_CapBeams_STR_2_NoScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fy_Max 783 307 236 0 0 0 2737 0.00 ‐307 2737

B1&B4_CapBeams_STR_2_NoScour_Fy_Max 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Fy_Min 485 612 ‐116 0 1 ‐7 2698 0.14 ‐612 2698

B1&B4_CapBeams_STR_2_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 2 NoScour Fy Min 784 284 ‐239 0 0 0 2712 0 00 ‐284 2712B1&B4_CapBeams_STR_2_NoScour_Fy_Min 784 284 239 0 0 0 2712 0.00 284 2712

B1&B4_CapBeams_STR_2_NoScour_Fz_Max 484 219 81 0 ‐1 ‐4 1718 0.14 ‐219 1718

B1&B4_CapBeams_STR_2_NoScour_Fz_Max 485 261 ‐39 0 ‐1 ‐4 1596 0.15 ‐261 1596

B1&B4_CapBeams_STR_2_NoScour_Fz_Max 783 114 158 0 0 0 2237 0.00 ‐114 2237

B1&B4_CapBeams_STR_2_NoScour_Fz_Max 784 90 ‐185 0 0 0 2306 0.00 ‐90 2306

B1&B4_CapBeams_STR_2_NoScour_Fz_Min 484 471 95 0 2 ‐6 2296 0.14 ‐471 2296

B1&B4_CapBeams_STR_2_NoScour_Fz_Min 485 482 ‐78 0 2 ‐6 2265 0.14 ‐482 2265

B1&B4_CapBeams_STR_2_NoScour_Fz_Min 783 177 141 0 0 0 1644 0.00 ‐177 1644

B1&B4_CapBeams_STR_2_NoScour_Fz_Min 784 203 ‐113 0 0 0 1570 0.00 ‐203 1570

B1&B4_CapBeams_STR_2_NoScour_Mx_Max 484 470 95 0 2 ‐6 2304 0.14 ‐470 2304

B1&B4 CapBeams STR 2 NoScour Mx Max 485 481 ‐78 0 2 ‐6 2272 0 14 ‐481 2272B1&B4_CapBeams_STR_2_NoScour_Mx_Max 485 481 ‐78 0 2 ‐6 2272 0.14 ‐481 2272

B1&B4_CapBeams_STR_2_NoScour_Mx_Max 783 180 108 0 0 0 1501 0.00 ‐180 1501

B1&B4_CapBeams_STR_2_NoScour_Mx_Max 784 167 ‐129 0 0 0 1538 0.00 ‐167 1538

B1&B4_CapBeams_STR_2_NoScour_Mx_Min 484 219 81 0 ‐1 ‐4 1716 0.14 ‐219 1716

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 42 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

B1&B4_CapBeams_STR_2_NoScour_Mx_Min 485 261 ‐39 0 ‐1 ‐4 1597 0.15 ‐261 1597

B1&B4_CapBeams_STR_2_NoScour_Mx_Min 783 112 187 0 0 0 2320 0.00 ‐112 2320

B1&B4_CapBeams_STR_2_NoScour_Mx_Min 784 130 ‐161 0 0 0 2269 0.00 ‐130 2269

B1&B4_CapBeams_STR_2_NoScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_My_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_My_Max 783 213 178 0 0 0 2252 0.00 ‐213 2252

B1&B4_CapBeams_STR_2_NoScour_My_Max 784 224 ‐172 0 0 0 2219 0.00 ‐224 2219

B1&B4_CapBeams_STR_2_NoScour_My_Min 484 468 107 0 0 ‐7 2380 0.18 ‐468 2380

B1&B4_CapBeams_STR_2_NoScour_My_Min 485 517 ‐70 0 0 ‐7 2239 0.19 ‐517 2239

B1&B4_CapBeams_STR_2_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Mz_Max 484 488 156 0 0 ‐6 2942 0.13 ‐488 2942

B1&B4_CapBeams_STR_2_NoScour_Mz_Max 485 621 ‐108 0 1 ‐6 2748 0.14 ‐621 2748

B1&B4_CapBeams_STR_2_NoScour_Mz_Max 783 197 235 0 0 0 2806 0.00 ‐197 2806

B1&B4_CapBeams_STR_2_NoScour_Mz_Max 784 177 ‐235 0 0 0 2810 0.00 ‐177 2810

B1&B4_CapBeams_STR_2_NoScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_2_NoScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fx_Max 484 508 80 0 0 ‐6 2246 0.16 ‐508 2246

B1&B4 CapBeams STR 3 FullScour Fx Max 485 547 ‐43 0 0 ‐6 2096 0.17 ‐547 2096_ p _ _ _ _ _

B1&B4_CapBeams_STR_3_FullScour_Fx_Max 783 310 66 0 0 0 1880 0.00 ‐310 1880

B1&B4_CapBeams_STR_3_FullScour_Fx_Max 784 319 ‐63 0 0 0 1858 0.00 ‐319 1858

B1&B4_CapBeams_STR_3_FullScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fx_Min 783 ‐54 223 0 0 0 1820 0.00 54 1820

B1&B4_CapBeams_STR_3_FullScour_Fx_Min 784 ‐57 ‐220 0 0 0 1824 0.00 57 1824

B1&B4_CapBeams_STR_3_FullScour_Fy_Max 484 392 136 0 0 ‐6 2492 0.14 ‐392 2492

B1&B4_CapBeams_STR_3_FullScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fy_Max 783 106 274 0 0 0 2468 0.00 ‐106 2468

B1&B4 CapBeams STR 3 FullScour Fy Max 784 0 0 0 0 0 0 0.00 0 0_ p _ _ _ _ y_

B1&B4_CapBeams_STR_3_FullScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fy_Min 485 451 ‐96 0 1 ‐6 2355 0.14 ‐451 2355

B1&B4_CapBeams_STR_3_FullScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Fy_Min 784 116 ‐270 0 0 0 2437 0.00 ‐116 2437

B1&B4_CapBeams_STR_3_FullScour_Fz_Max 484 159 91 0 0 ‐3 1721 0.11 ‐159 1721

B1&B4_CapBeams_STR_3_FullScour_Fz_Max 485 253 ‐23 0 0 ‐3 1451 0.13 ‐253 1451

B1&B4_CapBeams_STR_3_FullScour_Fz_Max 783 7 266 0 0 0 2493 0.00 ‐7 2493

B1&B4_CapBeams_STR_3_FullScour_Fz_Max 784 194 ‐70 0 0 0 1957 0.00 ‐194 1957

B1&B4_CapBeams_STR_3_FullScour_Fz_Min 484 488 85 0 1 ‐6 2247 0.15 ‐488 2247

B1&B4 CapBeams STR 3 FullScour Fz Min 485 462 ‐89 0 1 ‐6 2321 0.15 ‐462 2321B1&B4_CapBeams_STR_3_FullScour_Fz_Min 485 462 89 0 1 6 2321 0.15 462 2321

B1&B4_CapBeams_STR_3_FullScour_Fz_Min 783 223 24 0 0 0 1274 0.00 ‐223 1274

B1&B4_CapBeams_STR_3_FullScour_Fz_Min 784 39 ‐214 0 0 0 1801 0.00 ‐39 1801

B1&B4_CapBeams_STR_3_FullScour_Mx_Max 484 488 85 0 1 ‐6 2247 0.15 ‐488 2247

B1&B4_CapBeams_STR_3_FullScour_Mx_Max 485 462 ‐89 0 1 ‐6 2321 0.15 ‐462 2321

B1&B4_CapBeams_STR_3_FullScour_Mx_Max 783 218 11 0 0 0 1209 0.00 ‐218 1209

B1&B4_CapBeams_STR_3_FullScour_Mx_Max 784 30 ‐214 0 0 0 1750 0.00 ‐30 1750

B1&B4_CapBeams_STR_3_FullScour_Mx_Min 484 159 91 0 0 ‐3 1721 0.11 ‐159 1721

B1&B4_CapBeams_STR_3_FullScour_Mx_Min 485 253 ‐23 0 0 ‐3 1451 0.13 ‐253 1451

B1&B4_CapBeams_STR_3_FullScour_Mx_Min 783 ‐3 268 0 0 0 2448 0.00 3 2448

B1&B4 CapBeams STR 3 FullScour Mx Min 784 190 ‐57 0 0 0 1891 0 00 ‐190 1891B1&B4_CapBeams_STR_3_FullScour_Mx_Min 784 190 57 0 0 0 1891 0.00 190 1891

B1&B4_CapBeams_STR_3_FullScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_My_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_My_Max 783 217 174 0 0 0 2182 0.00 ‐217 2182

B1&B4_CapBeams_STR_3_FullScour_My_Max 784 234 ‐163 0 0 0 2133 0.00 ‐234 2133

B1&B4_CapBeams_STR_3_FullScour_My_Min 484 419 128 0 0 ‐6 2471 0.14 ‐419 2471

B1&B4_CapBeams_STR_3_FullScour_My_Min 485 537 ‐50 0 0 ‐6 2131 0.17 ‐537 2131

B1&B4_CapBeams_STR_3_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Mz_Max 484 405 135 0 0 ‐6 2504 0.14 ‐405 2504

B1&B4 CapBeams STR 3 FullScour Mz Max 485 464 ‐95 0 0 ‐6 2371 0 15 ‐464 2371B1&B4_CapBeams_STR_3_FullScour_Mz_Max 485 464 ‐95 0 0 ‐6 2371 0.15 ‐464 2371

B1&B4_CapBeams_STR_3_FullScour_Mz_Max 783 0 274 0 0 0 2517 0.00 0 2517

B1&B4_CapBeams_STR_3_FullScour_Mz_Max 784 ‐1 ‐270 0 0 0 2518 0.00 1 2518

B1&B4_CapBeams_STR_3_FullScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 43 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

B1&B4_CapBeams_STR_3_FullScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_FullScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fx_Max 484 510 81 0 0 ‐6 2265 0.16 ‐510 2265

B1&B4_CapBeams_STR_3_NoScour_Fx_Max 485 550 ‐44 0 0 ‐6 2114 0.17 ‐550 2114

B1&B4_CapBeams_STR_3_NoScour_Fx_Max 783 309 67 0 0 0 1882 0.00 ‐309 1882

B1&B4_CapBeams_STR_3_NoScour_Fx_Max 784 317 ‐65 0 0 0 1862 0.00 ‐317 1862

B1&B4_CapBeams_STR_3_NoScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fx_Min 783 ‐53 221 0 0 0 1817 0.00 53 1817

B1&B4_CapBeams_STR_3_NoScour_Fx_Min 784 ‐55 ‐219 0 0 0 1821 0.00 55 1821

B1&B4_CapBeams_STR_3_NoScour_Fy_Max 484 394 136 0 0 ‐6 2501 0.14 ‐394 2501

B1&B4_CapBeams_STR_3_NoScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fy_Max 783 108 273 0 0 0 2464 0.00 ‐108 2464

B1&B4_CapBeams_STR_3_NoScour_Fy_Max 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fy_Min 485 454 ‐96 0 1 ‐6 2363 0.14 ‐454 2363

B1&B4_CapBeams_STR_3_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Fy_Min 784 117 ‐269 0 0 0 2434 0.00 ‐117 2434

B1&B4_CapBeams_STR_3_NoScour_Fz_Max 484 159 90 0 0 ‐3 1718 0.11 ‐159 1718

B1&B4 CapBeams STR 3 NoScour Fz Max 485 252 ‐24 0 0 ‐3 1451 0.13 ‐252 1451_ p _ _ _ _ _

B1&B4_CapBeams_STR_3_NoScour_Fz_Max 783 9 265 0 0 0 2493 0.00 ‐9 2493

B1&B4_CapBeams_STR_3_NoScour_Fz_Max 784 193 ‐72 0 0 0 1964 0.00 ‐193 1964

B1&B4_CapBeams_STR_3_NoScour_Fz_Min 484 488 86 0 1 ‐6 2260 0.15 ‐488 2260

B1&B4_CapBeams_STR_3_NoScour_Fz_Min 485 464 ‐89 0 1 ‐6 2328 0.15 ‐464 2328

B1&B4_CapBeams_STR_3_NoScour_Fz_Min 783 254 25 0 0 0 1263 0.00 ‐254 1263

B1&B4_CapBeams_STR_3_NoScour_Fz_Min 784 76 ‐213 0 0 0 1775 0.00 ‐76 1775

B1&B4_CapBeams_STR_3_NoScour_Mx_Max 484 488 86 0 1 ‐6 2260 0.15 ‐488 2260

B1&B4_CapBeams_STR_3_NoScour_Mx_Max 485 464 ‐89 0 1 ‐6 2328 0.15 ‐464 2328

B1&B4_CapBeams_STR_3_NoScour_Mx_Max 783 250 12 0 0 0 1196 0.00 ‐250 1196

B1&B4 CapBeams STR 3 NoScour Mx Max 784 66 ‐214 0 0 0 1726 0.00 ‐66 1726_ p _ _ _ _ _

B1&B4_CapBeams_STR_3_NoScour_Mx_Min 484 159 90 0 0 ‐3 1718 0.11 ‐159 1718

B1&B4_CapBeams_STR_3_NoScour_Mx_Min 485 252 ‐24 0 0 ‐3 1451 0.13 ‐252 1451

B1&B4_CapBeams_STR_3_NoScour_Mx_Min 783 ‐1 267 0 0 0 2444 0.00 1 2444

B1&B4_CapBeams_STR_3_NoScour_Mx_Min 784 189 ‐59 0 0 0 1898 0.00 ‐189 1898

B1&B4_CapBeams_STR_3_NoScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_My_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_My_Max 783 223 168 0 0 0 2164 0.00 ‐223 2164

B1&B4_CapBeams_STR_3_NoScour_My_Max 784 228 ‐168 0 0 0 2150 0.00 ‐228 2150

B1&B4_CapBeams_STR_3_NoScour_My_Min 484 422 129 0 0 ‐6 2487 0.14 ‐422 2487

B1&B4 CapBeams STR 3 NoScour My Min 485 539 ‐51 0 0 ‐6 2149 0.17 ‐539 2149B1&B4_CapBeams_STR_3_NoScour_My_Min 485 539 51 0 0 6 2149 0.17 539 2149

B1&B4_CapBeams_STR_3_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Mz_Max 484 409 136 0 0 ‐6 2519 0.14 ‐409 2519

B1&B4_CapBeams_STR_3_NoScour_Mz_Max 485 468 ‐96 0 0 ‐6 2385 0.15 ‐468 2385

B1&B4_CapBeams_STR_3_NoScour_Mz_Max 783 2 272 0 0 0 2515 0.00 ‐2 2515

B1&B4_CapBeams_STR_3_NoScour_Mz_Max 784 0 ‐269 0 0 0 2517 0.00 0 2517

B1&B4_CapBeams_STR_3_NoScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_3_NoScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 3 NoScour Mz Min 784 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_3_NoScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fx_Max 484 544 127 0 0 ‐7 2829 0.15 ‐544 2829

B1&B4_CapBeams_STR_4_FullScour_Fx_Max 485 601 ‐82 0 0 ‐7 2665 0.15 ‐601 2665

B1&B4_CapBeams_STR_4_FullScour_Fx_Max 783 253 202 0 0 0 2594 0.00 ‐253 2594

B1&B4_CapBeams_STR_4_FullScour_Fx_Max 784 263 ‐198 0 0 0 2565 0.00 ‐263 2565

B1&B4_CapBeams_STR_4_FullScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fx_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fy_Max 484 544 127 0 0 ‐7 2829 0.15 ‐544 2829

B1&B4 CapBeams STR 4 FullScour Fy Max 485 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_4_FullScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fy_Max 783 253 202 0 0 0 2594 0.00 ‐253 2594

B1&B4_CapBeams_STR_4_FullScour_Fy_Max 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 44 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

B1&B4_CapBeams_STR_4_FullScour_Fy_Min 485 601 ‐82 0 0 ‐7 2665 0.15 ‐601 2665

B1&B4_CapBeams_STR_4_FullScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fy_Min 784 263 ‐198 0 0 0 2565 0.00 ‐263 2565

B1&B4_CapBeams_STR_4_FullScour_Fz_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fz_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fz_Max 783 147 202 0 0 0 2643 0.00 ‐147 2643

B1&B4_CapBeams_STR_4_FullScour_Fz_Max 784 146 ‐198 0 0 0 2645 0.00 ‐146 2645

B1&B4_CapBeams_STR_4_FullScour_Fz_Min 484 544 127 0 0 ‐7 2829 0.15 ‐544 2829

B1&B4_CapBeams_STR_4_FullScour_Fz_Min 485 601 ‐82 0 0 ‐7 2665 0.15 ‐601 2665

B1&B4_CapBeams_STR_4_FullScour_Fz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Fz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Max 484 544 127 0 0 ‐7 2829 0.15 ‐544 2829

B1&B4_CapBeams_STR_4_FullScour_Mx_Max 485 601 ‐82 0 0 ‐7 2665 0.15 ‐601 2665

B1&B4_CapBeams_STR_4_FullScour_Mx_Max 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Max 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mx_Min 783 147 202 0 0 0 2643 0.00 ‐147 2643

B1&B4_CapBeams_STR_4_FullScour_Mx_Min 784 146 ‐198 0 0 0 2645 0.00 ‐146 2645

B1&B4_CapBeams_STR_4_FullScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 4 FullScour My Max 485 0 0 0 0 0 0 0.00 0 0_ p _ _ _ _ y_

B1&B4_CapBeams_STR_4_FullScour_My_Max 783 253 202 0 0 0 2594 0.00 ‐253 2594

B1&B4_CapBeams_STR_4_FullScour_My_Max 784 263 ‐198 0 0 0 2565 0.00 ‐263 2565

B1&B4_CapBeams_STR_4_FullScour_My_Min 484 544 127 0 0 ‐7 2829 0.15 ‐544 2829

B1&B4_CapBeams_STR_4_FullScour_My_Min 485 601 ‐82 0 0 ‐7 2665 0.15 ‐601 2665

B1&B4_CapBeams_STR_4_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mz_Max 484 544 127 0 0 ‐7 2829 0.15 ‐544 2829

B1&B4_CapBeams_STR_4_FullScour_Mz_Max 485 601 ‐82 0 0 ‐7 2665 0.15 ‐601 2665

B1&B4_CapBeams_STR_4_FullScour_Mz_Max 783 147 202 0 0 0 2643 0.00 ‐147 2643

B1&B4 CapBeams STR 4 FullScour Mz Max 784 146 ‐198 0 0 0 2646 0.00 ‐146 2646_ p _ _ _ _ _

B1&B4_CapBeams_STR_4_FullScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_FullScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fx_Max 484 547 129 0 0 ‐7 2849 0.15 ‐547 2849

B1&B4_CapBeams_STR_4_NoScour_Fx_Max 485 605 ‐83 0 0 ‐7 2683 0.16 ‐605 2683

B1&B4_CapBeams_STR_4_NoScour_Fx_Max 783 254 202 0 0 0 2593 0.00 ‐254 2593

B1&B4_CapBeams_STR_4_NoScour_Fx_Max 784 263 ‐198 0 0 0 2565 0.00 ‐263 2565

B1&B4_CapBeams_STR_4_NoScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 4 NoScour Fx Min 485 0 0 0 0 0 0 0.00 0 0B1&B4_CapBeams_STR_4_NoScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fx_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fy_Max 484 547 129 0 0 ‐7 2849 0.15 ‐547 2849

B1&B4_CapBeams_STR_4_NoScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fy_Max 783 254 202 0 0 0 2593 0.00 ‐254 2593

B1&B4_CapBeams_STR_4_NoScour_Fy_Max 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fy_Min 485 605 ‐83 0 0 ‐7 2683 0.16 ‐605 2683

B1&B4_CapBeams_STR_4_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 4 NoScour Fy Min 784 263 ‐198 0 0 0 2566 0 00 ‐263 2566B1&B4_CapBeams_STR_4_NoScour_Fy_Min 784 263 198 0 0 0 2566 0.00 263 2566

B1&B4_CapBeams_STR_4_NoScour_Fz_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fz_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Fz_Max 783 147 202 0 0 0 2645 0.00 ‐147 2645

B1&B4_CapBeams_STR_4_NoScour_Fz_Max 784 146 ‐198 0 0 0 2649 0.00 ‐146 2649

B1&B4_CapBeams_STR_4_NoScour_Fz_Min 484 547 129 0 0 ‐7 2849 0.15 ‐547 2849

B1&B4_CapBeams_STR_4_NoScour_Fz_Min 485 605 ‐83 0 0 ‐7 2683 0.16 ‐605 2683

B1&B4_CapBeams_STR_4_NoScour_Fz_Min 783 174 120 0 0 0 1531 0.00 ‐174 1531

B1&B4_CapBeams_STR_4_NoScour_Fz_Min 784 182 ‐118 0 0 0 1508 0.00 ‐182 1508

B1&B4_CapBeams_STR_4_NoScour_Mx_Max 484 547 129 0 0 ‐7 2849 0.15 ‐547 2849

B1&B4 CapBeams STR 4 NoScour Mx Max 485 605 ‐83 0 0 ‐7 2683 0 16 ‐605 2683B1&B4_CapBeams_STR_4_NoScour_Mx_Max 485 605 ‐83 0 0 ‐7 2683 0.16 ‐605 2683

B1&B4_CapBeams_STR_4_NoScour_Mx_Max 783 174 120 0 0 0 1531 0.00 ‐174 1531

B1&B4_CapBeams_STR_4_NoScour_Mx_Max 784 182 ‐118 0 0 0 1508 0.00 ‐182 1508

B1&B4_CapBeams_STR_4_NoScour_Mx_Min 484 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 45 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

B1&B4_CapBeams_STR_4_NoScour_Mx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mx_Min 783 147 202 0 0 0 2645 0.00 ‐147 2645

B1&B4_CapBeams_STR_4_NoScour_Mx_Min 784 146 ‐198 0 0 0 2649 0.00 ‐146 2649

B1&B4_CapBeams_STR_4_NoScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_My_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_My_Max 783 254 202 0 0 0 2593 0.00 ‐254 2593

B1&B4_CapBeams_STR_4_NoScour_My_Max 784 263 ‐198 0 0 0 2566 0.00 ‐263 2566

B1&B4_CapBeams_STR_4_NoScour_My_Min 484 547 129 0 0 ‐7 2849 0.15 ‐547 2849

B1&B4_CapBeams_STR_4_NoScour_My_Min 485 605 ‐83 0 0 ‐7 2683 0.16 ‐605 2683

B1&B4_CapBeams_STR_4_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mz_Max 484 547 129 0 0 ‐7 2849 0.15 ‐547 2849

B1&B4_CapBeams_STR_4_NoScour_Mz_Max 485 605 ‐83 0 0 ‐7 2683 0.16 ‐605 2683

B1&B4_CapBeams_STR_4_NoScour_Mz_Max 783 147 202 0 0 0 2645 0.00 ‐147 2645

B1&B4_CapBeams_STR_4_NoScour_Mz_Max 784 146 ‐198 0 0 0 2649 0.00 ‐146 2649

B1&B4_CapBeams_STR_4_NoScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4_NoScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fx_Max 484 666 129 0 0 ‐7 2902 0.14 ‐666 2902

B1&B4 CapBeams STR 4A FullScour Fx Max 485 713 ‐99 0 0 ‐7 2848 0.14 ‐713 2848_ p _ _ _ _ _

B1&B4_CapBeams_STR_4A_FullScour_Fx_Max 783 355 225 0 0 0 2721 0.00 ‐355 2721

B1&B4_CapBeams_STR_4A_FullScour_Fx_Max 784 378 ‐194 0 0 0 2478 0.00 ‐378 2478

B1&B4_CapBeams_STR_4A_FullScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fx_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fy_Max 484 597 157 0 0 ‐7 3072 0.13 ‐597 3072

B1&B4_CapBeams_STR_4A_FullScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fy_Max 783 330 235 0 0 0 2760 0.00 ‐330 2760

B1&B4 CapBeams STR 4A FullScour Fy Max 784 0 0 0 0 0 0 0.00 0 0_ p _ _ _ _ y_

B1&B4_CapBeams_STR_4A_FullScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fy_Min 485 683 ‐110 0 0 ‐7 2872 0.14 ‐683 2872

B1&B4_CapBeams_STR_4A_FullScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Fy_Min 784 315 ‐231 0 0 0 2756 0.00 ‐315 2756

B1&B4_CapBeams_STR_4A_FullScour_Fz_Max 484 358 110 0 ‐1 ‐5 2525 0.12 ‐358 2525

B1&B4_CapBeams_STR_4A_FullScour_Fz_Max 485 410 ‐61 0 ‐1 ‐5 2375 0.13 ‐410 2375

B1&B4_CapBeams_STR_4A_FullScour_Fz_Max 783 237 171 0 0 0 2336 0.00 ‐237 2336

B1&B4_CapBeams_STR_4A_FullScour_Fz_Max 784 224 ‐192 0 0 0 2371 0.00 ‐224 2371

B1&B4_CapBeams_STR_4A_FullScour_Fz_Min 484 508 106 0 1 ‐6 2527 0.14 ‐508 2527

B1&B4 CapBeams STR 4A FullScour Fz Min 485 530 ‐80 0 1 ‐6 2462 0.14 ‐530 2462B1&B4_CapBeams_STR_4A_FullScour_Fz_Min 485 530 80 0 1 6 2462 0.14 530 2462

B1&B4_CapBeams_STR_4A_FullScour_Fz_Min 783 174 183 0 0 0 2324 0.00 ‐174 2324

B1&B4_CapBeams_STR_4A_FullScour_Fz_Min 784 177 ‐167 0 0 0 2315 0.00 ‐177 2315

B1&B4_CapBeams_STR_4A_FullScour_Mx_Max 484 508 106 0 1 ‐6 2536 0.14 ‐508 2536

B1&B4_CapBeams_STR_4A_FullScour_Mx_Max 485 532 ‐80 0 1 ‐6 2469 0.14 ‐532 2469

B1&B4_CapBeams_STR_4A_FullScour_Mx_Max 783 134 174 0 0 0 2395 0.00 ‐134 2395

B1&B4_CapBeams_STR_4A_FullScour_Mx_Max 784 121 ‐189 0 0 0 2431 0.00 ‐121 2431

B1&B4_CapBeams_STR_4A_FullScour_Mx_Min 484 358 110 0 ‐1 ‐5 2528 0.12 ‐358 2528

B1&B4_CapBeams_STR_4A_FullScour_Mx_Min 485 410 ‐62 0 ‐1 ‐5 2380 0.13 ‐410 2380

B1&B4_CapBeams_STR_4A_FullScour_Mx_Min 783 276 193 0 0 0 2401 0.00 ‐276 2401

B1&B4 CapBeams STR 4A FullScour Mx Min 784 291 ‐181 0 0 0 2357 0 00 ‐291 2357B1&B4_CapBeams_STR_4A_FullScour_Mx_Min 784 291 181 0 0 0 2357 0.00 291 2357

B1&B4_CapBeams_STR_4A_FullScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_My_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_My_Max 783 256 195 0 0 0 2475 0.00 ‐256 2475

B1&B4_CapBeams_STR_4A_FullScour_My_Max 784 271 ‐189 0 0 0 2434 0.00 ‐271 2434

B1&B4_CapBeams_STR_4A_FullScour_My_Min 484 531 116 0 0 ‐7 2621 0.16 ‐531 2621

B1&B4_CapBeams_STR_4A_FullScour_My_Min 485 576 ‐78 0 0 ‐7 2494 0.17 ‐576 2494

B1&B4_CapBeams_STR_4A_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Mz_Max 484 565 156 0 0 ‐7 3092 0.13 ‐565 3092

B1&B4 CapBeams STR 4A FullScour Mz Max 485 680 ‐110 0 0 ‐7 2879 0 14 ‐680 2879B1&B4_CapBeams_STR_4A_FullScour_Mz_Max 485 680 ‐110 0 0 ‐7 2879 0.14 ‐680 2879

B1&B4_CapBeams_STR_4A_FullScour_Mz_Max 783 223 230 0 0 0 2848 0.00 ‐223 2848

B1&B4_CapBeams_STR_4A_FullScour_Mz_Max 784 133 ‐222 0 0 0 2889 0.00 ‐133 2889

B1&B4_CapBeams_STR_4A_FullScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 46 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

B1&B4_CapBeams_STR_4A_FullScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_FullScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fx_Max 484 668 131 0 0 ‐7 2917 0.14 ‐668 2917

B1&B4_CapBeams_STR_4A_NoScour_Fx_Max 485 716 ‐99 0 0 ‐7 2858 0.14 ‐716 2858

B1&B4_CapBeams_STR_4A_NoScour_Fx_Max 783 355 225 0 0 0 2719 0.00 ‐355 2719

B1&B4_CapBeams_STR_4A_NoScour_Fx_Max 784 378 ‐194 0 0 0 2477 0.00 ‐378 2477

B1&B4_CapBeams_STR_4A_NoScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fx_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fx_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fy_Max 484 599 158 0 0 ‐7 3086 0.13 ‐599 3086

B1&B4_CapBeams_STR_4A_NoScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fy_Max 783 330 235 0 0 0 2758 0.00 ‐330 2758

B1&B4_CapBeams_STR_4A_NoScour_Fy_Max 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fy_Min 485 686 ‐111 0 0 ‐7 2885 0.14 ‐686 2885

B1&B4_CapBeams_STR_4A_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Fy_Min 784 315 ‐231 0 0 0 2755 0.00 ‐315 2755

B1&B4_CapBeams_STR_4A_NoScour_Fz_Max 484 360 111 0 ‐1 ‐5 2541 0.12 ‐360 2541

B1&B4 CapBeams STR 4A NoScour Fz Max 485 412 ‐62 0 ‐1 ‐5 2390 0.13 ‐412 2390_ p _ _ _ _ _

B1&B4_CapBeams_STR_4A_NoScour_Fz_Max 783 158 173 0 0 0 2376 0.00 ‐158 2376

B1&B4_CapBeams_STR_4A_NoScour_Fz_Max 784 144 ‐190 0 0 0 2417 0.00 ‐144 2417

B1&B4_CapBeams_STR_4A_NoScour_Fz_Min 484 512 108 0 1 ‐6 2553 0.14 ‐512 2553

B1&B4_CapBeams_STR_4A_NoScour_Fz_Min 485 535 ‐81 0 1 ‐6 2486 0.14 ‐535 2486

B1&B4_CapBeams_STR_4A_NoScour_Fz_Min 783 231 182 0 0 0 2296 0.00 ‐231 2296

B1&B4_CapBeams_STR_4A_NoScour_Fz_Min 784 245 ‐168 0 0 0 2256 0.00 ‐245 2256

B1&B4_CapBeams_STR_4A_NoScour_Mx_Max 484 512 108 0 1 ‐6 2561 0.14 ‐512 2561

B1&B4_CapBeams_STR_4A_NoScour_Mx_Max 485 536 ‐81 0 1 ‐6 2491 0.14 ‐536 2491

B1&B4_CapBeams_STR_4A_NoScour_Mx_Max 783 137 172 0 0 0 2379 0.00 ‐137 2379

B1&B4 CapBeams STR 4A NoScour Mx Max 784 124 ‐188 0 0 0 2416 0.00 ‐124 2416_ p _ _ _ _ _

B1&B4_CapBeams_STR_4A_NoScour_Mx_Min 484 361 111 0 ‐1 ‐5 2543 0.12 ‐361 2543

B1&B4_CapBeams_STR_4A_NoScour_Mx_Min 485 412 ‐62 0 ‐1 ‐5 2394 0.13 ‐412 2394

B1&B4_CapBeams_STR_4A_NoScour_Mx_Min 783 228 190 0 0 0 2412 0.00 ‐228 2412

B1&B4_CapBeams_STR_4A_NoScour_Mx_Min 784 249 ‐181 0 0 0 2352 0.00 ‐249 2352

B1&B4_CapBeams_STR_4A_NoScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_My_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_My_Max 783 257 195 0 0 0 2473 0.00 ‐257 2473

B1&B4_CapBeams_STR_4A_NoScour_My_Max 784 271 ‐189 0 0 0 2433 0.00 ‐271 2433

B1&B4_CapBeams_STR_4A_NoScour_My_Min 484 536 118 0 0 ‐8 2650 0.16 ‐536 2650

B1&B4 CapBeams STR 4A NoScour My Min 485 581 ‐80 0 0 ‐8 2521 0.17 ‐581 2521B1&B4_CapBeams_STR_4A_NoScour_My_Min 485 581 80 0 0 8 2521 0.17 581 2521

B1&B4_CapBeams_STR_4A_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Mz_Max 484 567 157 0 0 ‐7 3107 0.13 ‐567 3107

B1&B4_CapBeams_STR_4A_NoScour_Mz_Max 485 683 ‐110 0 0 ‐7 2892 0.14 ‐683 2892

B1&B4_CapBeams_STR_4A_NoScour_Mz_Max 783 223 230 0 0 0 2848 0.00 ‐223 2848

B1&B4_CapBeams_STR_4A_NoScour_Mz_Max 784 133 ‐222 0 0 0 2891 0.00 ‐133 2891

B1&B4_CapBeams_STR_4A_NoScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_4A_NoScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 4A NoScour Mz Min 784 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_4A_NoScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Fx_Max 484 677 104 0 0 ‐6 2612 0.14 ‐677 2612

B1&B4_CapBeams_STR_5_FullScour_Fx_Max 485 707 ‐84 0 0 ‐6 2604 0.14 ‐707 2604

B1&B4_CapBeams_STR_5_FullScour_Fx_Max 783 398 171 0 0 0 2407 0.00 ‐398 2407

B1&B4_CapBeams_STR_5_FullScour_Fx_Max 784 417 ‐139 0 0 0 2132 0.00 ‐417 2132

B1&B4_CapBeams_STR_5_FullScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Fx_Min 783 ‐27 155 0 0 0 1774 0.00 27 1774

B1&B4_CapBeams_STR_5_FullScour_Fx_Min 784 ‐43 ‐162 0 0 0 1765 0.00 43 1765

B1&B4_CapBeams_STR_5_FullScour_Fy_Max 484 518 170 0 0 ‐6 2978 0.12 ‐518 2978

B1&B4 CapBeams STR 5 FullScour Fy Max 485 0 0 0 0 0 0 0 00 0 0B1&B4_CapBeams_STR_5_FullScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Fy_Max 783 267 269 0 0 0 2768 0.00 ‐267 2768

B1&B4_CapBeams_STR_5_FullScour_Fy_Max 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 47 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

B1&B4_CapBeams_STR_5_FullScour_Fy_Min 485 612 ‐128 0 0 ‐6 2795 0.13 ‐612 2795

B1&B4_CapBeams_STR_5_FullScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Fy_Min 784 241 ‐271 0 0 0 2787 0.00 ‐241 2787

B1&B4_CapBeams_STR_5_FullScour_Fz_Max 484 167 87 0 ‐1 ‐4 1748 0.13 ‐167 1748

B1&B4_CapBeams_STR_5_FullScour_Fz_Max 485 249 ‐27 0 ‐1 ‐4 1512 0.15 ‐249 1512

B1&B4_CapBeams_STR_5_FullScour_Fz_Max 783 84 176 0 0 0 2237 0.00 ‐84 2237

B1&B4_CapBeams_STR_5_FullScour_Fz_Max 784 105 ‐155 0 0 0 2178 0.00 ‐105 2178

B1&B4_CapBeams_STR_5_FullScour_Fz_Min 484 477 85 0 1 ‐6 2232 0.14 ‐477 2232

B1&B4_CapBeams_STR_5_FullScour_Fz_Min 485 463 ‐84 0 1 ‐6 2272 0.14 ‐463 2272

B1&B4_CapBeams_STR_5_FullScour_Fz_Min 783 178 118 0 0 0 1605 0.00 ‐178 1605

B1&B4_CapBeams_STR_5_FullScour_Fz_Min 784 144 ‐141 0 0 0 1701 0.00 ‐144 1701

B1&B4_CapBeams_STR_5_FullScour_Mx_Max 484 478 86 0 1 ‐6 2242 0.14 ‐478 2242

B1&B4_CapBeams_STR_5_FullScour_Mx_Max 485 464 ‐84 0 1 ‐6 2281 0.14 ‐464 2281

B1&B4_CapBeams_STR_5_FullScour_Mx_Max 783 216 86 0 0 0 1500 0.00 ‐216 1500

B1&B4_CapBeams_STR_5_FullScour_Mx_Max 784 124 ‐173 0 0 0 1765 0.00 ‐124 1765

B1&B4_CapBeams_STR_5_FullScour_Mx_Min 484 167 86 0 ‐1 ‐4 1746 0.13 ‐167 1746

B1&B4_CapBeams_STR_5_FullScour_Mx_Min 485 248 ‐28 0 ‐1 ‐4 1514 0.15 ‐248 1514

B1&B4_CapBeams_STR_5_FullScour_Mx_Min 783 107 226 0 0 0 2481 0.00 ‐107 2481

B1&B4_CapBeams_STR_5_FullScour_Mx_Min 784 187 ‐141 0 0 0 2252 0.00 ‐187 2252

B1&B4_CapBeams_STR_5_FullScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 5 FullScour My Max 485 0 0 0 0 0 0 0.00 0 0_ p _ _ _ _ y_

B1&B4_CapBeams_STR_5_FullScour_My_Max 783 216 177 0 0 0 2266 0.00 ‐216 2266

B1&B4_CapBeams_STR_5_FullScour_My_Max 784 224 ‐176 0 0 0 2242 0.00 ‐224 2242

B1&B4_CapBeams_STR_5_FullScour_My_Min 484 449 112 0 0 ‐7 2385 0.17 ‐449 2385

B1&B4_CapBeams_STR_5_FullScour_My_Min 485 520 ‐62 0 0 ‐7 2180 0.19 ‐520 2180

B1&B4_CapBeams_STR_5_FullScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Mz_Max 484 482 168 0 0 ‐6 3008 0.12 ‐482 3008

B1&B4_CapBeams_STR_5_FullScour_Mz_Max 485 607 ‐126 0 0 ‐6 2807 0.13 ‐607 2807

B1&B4_CapBeams_STR_5_FullScour_Mz_Max 783 162 263 0 0 0 2867 0.00 ‐162 2867

B1&B4 CapBeams STR 5 FullScour Mz Max 784 46 ‐260 0 0 0 2940 0.00 ‐46 2940_ p _ _ _ _ _

B1&B4_CapBeams_STR_5_FullScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_FullScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Fx_Max 484 678 105 0 0 ‐6 2623 0.14 ‐678 2624

B1&B4_CapBeams_STR_5_NoScour_Fx_Max 485 709 ‐84 0 0 ‐7 2608 0.14 ‐709 2608

B1&B4_CapBeams_STR_5_NoScour_Fx_Max 783 398 171 0 0 0 2406 0.00 ‐398 2406

B1&B4_CapBeams_STR_5_NoScour_Fx_Max 784 416 ‐139 0 0 0 2132 0.00 ‐416 2132

B1&B4_CapBeams_STR_5_NoScour_Fx_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 5 NoScour Fx Min 485 0 0 0 0 0 0 0.00 0 0B1&B4_CapBeams_STR_5_NoScour_Fx_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Fx_Min 783 ‐26 155 0 0 0 1778 0.00 26 1778

B1&B4_CapBeams_STR_5_NoScour_Fx_Min 784 ‐42 ‐161 0 0 0 1766 0.00 42 1766

B1&B4_CapBeams_STR_5_NoScour_Fy_Max 484 520 170 0 0 ‐7 2989 0.13 ‐520 2989

B1&B4_CapBeams_STR_5_NoScour_Fy_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Fy_Max 783 268 268 0 0 0 2764 0.00 ‐268 2764

B1&B4_CapBeams_STR_5_NoScour_Fy_Max 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Fy_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Fy_Min 485 614 ‐128 0 0 ‐6 2804 0.13 ‐614 2804

B1&B4_CapBeams_STR_5_NoScour_Fy_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4 CapBeams STR 5 NoScour Fy Min 784 241 ‐270 0 0 0 2785 0 00 ‐241 2785B1&B4_CapBeams_STR_5_NoScour_Fy_Min 784 241 270 0 0 0 2785 0.00 241 2785

B1&B4_CapBeams_STR_5_NoScour_Fz_Max 484 169 87 0 ‐1 ‐4 1757 0.13 ‐169 1757

B1&B4_CapBeams_STR_5_NoScour_Fz_Max 485 250 ‐28 0 ‐1 ‐4 1523 0.15 ‐250 1523

B1&B4_CapBeams_STR_5_NoScour_Fz_Max 783 122 204 0 0 0 2500 0.00 ‐122 2500

B1&B4_CapBeams_STR_5_NoScour_Fz_Max 784 176 ‐175 0 0 0 2346 0.00 ‐176 2346

B1&B4_CapBeams_STR_5_NoScour_Fz_Min 484 481 87 0 1 ‐6 2259 0.14 ‐481 2259

B1&B4_CapBeams_STR_5_NoScour_Fz_Min 485 468 ‐85 0 1 ‐6 2296 0.14 ‐468 2296

B1&B4_CapBeams_STR_5_NoScour_Fz_Min 783 212 121 0 0 0 1613 0.00 ‐212 1613

B1&B4_CapBeams_STR_5_NoScour_Fz_Min 784 180 ‐144 0 0 0 1704 0.00 ‐180 1704

B1&B4_CapBeams_STR_5_NoScour_Mx_Max 484 481 88 0 1 ‐6 2267 0.14 ‐481 2267

B1&B4 CapBeams STR 5 NoScour Mx Max 485 469 ‐85 0 1 ‐6 2303 0 14 ‐469 2303B1&B4_CapBeams_STR_5_NoScour_Mx_Max 485 469 ‐85 0 1 ‐6 2303 0.14 ‐469 2303

B1&B4_CapBeams_STR_5_NoScour_Mx_Max 783 218 86 0 0 0 1517 0.00 ‐218 1517

B1&B4_CapBeams_STR_5_NoScour_Mx_Max 784 148 ‐172 0 0 0 1719 0.00 ‐148 1719

B1&B4_CapBeams_STR_5_NoScour_Mx_Min 484 170 87 0 ‐1 ‐4 1756 0.13 ‐170 1756

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 48 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

B1&B4_CapBeams_STR_5_NoScour_Mx_Min 485 250 ‐29 0 ‐1 ‐4 1526 0.15 ‐250 1526

B1&B4_CapBeams_STR_5_NoScour_Mx_Min 783 85 220 0 0 0 2419 0.00 ‐85 2419

B1&B4_CapBeams_STR_5_NoScour_Mx_Min 784 162 ‐132 0 0 0 2200 0.00 ‐162 2200

B1&B4_CapBeams_STR_5_NoScour_My_Max 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_My_Max 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_My_Max 783 218 176 0 0 0 2265 0.00 ‐218 2265

B1&B4_CapBeams_STR_5_NoScour_My_Max 784 224 ‐178 0 0 0 2248 0.00 ‐224 2248

B1&B4_CapBeams_STR_5_NoScour_My_Min 484 454 114 0 0 ‐7 2414 0.17 ‐454 2414

B1&B4_CapBeams_STR_5_NoScour_My_Min 485 525 ‐64 0 0 ‐7 2209 0.19 ‐525 2209

B1&B4_CapBeams_STR_5_NoScour_My_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_My_Min 784 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Mz_Max 484 482 168 0 0 ‐7 3018 0.12 ‐482 3018

B1&B4_CapBeams_STR_5_NoScour_Mz_Max 485 608 ‐126 0 0 ‐6 2815 0.13 ‐608 2815

B1&B4_CapBeams_STR_5_NoScour_Mz_Max 783 162 262 0 0 0 2864 0.00 ‐162 2864

B1&B4_CapBeams_STR_5_NoScour_Mz_Max 784 46 ‐259 0 0 0 2939 0.00 ‐46 2939

B1&B4_CapBeams_STR_5_NoScour_Mz_Min 484 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Mz_Min 485 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Mz_Min 783 0 0 0 0 0 0 0.00 0 0

B1&B4_CapBeams_STR_5_NoScour_Mz_Min 784 0 0 0 0 0 0 0.00 0 0

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 484 534 201 ‐56 77 ‐1412 2399 30.48 ‐534 2784

ColumnCaps 500YR EnvRSA EQ (A\B) (P‐max/Mz‐max) 484 509 186 ‐61 80 ‐1550 2377 33.11 ‐509 2838p _ _ _ _( \ ) ( / )

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 485 541 ‐158 ‐45 77 ‐1412 2310 31.44 ‐541 2708

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 485 520 ‐145 ‐49 80 ‐1550 2286 34.14 ‐520 2762

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 783 339 367 45 150 782 2723 16.03 ‐339 2833

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 783 338 366 45 164 782 2675 16.30 ‐338 2787

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 784 338 ‐375 45 150 782 2717 16.06 ‐338 2827

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 784 336 ‐375 45 164 782 2671 16.32 ‐336 2783

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 484 534 201 ‐56 77 ‐1412 1338 46.55 ‐534 1946

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 484 509 186 ‐61 80 ‐1550 1369 48.56 ‐509 2068

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 485 541 ‐158 ‐45 77 ‐1412 1249 48.52 ‐541 1885

ColumnCaps 500YR EnvRSA EQ (A\B) (P‐max/Mz‐min) 485 520 ‐145 ‐49 80 ‐1550 1278 50.50 ‐520 2009p _ _ _ Q_( \ ) ( / )

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 783 339 367 45 150 782 769 45.50 ‐339 1097

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 783 338 366 45 164 782 815 43.82 ‐338 1130

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 784 338 ‐375 45 150 782 763 45.70 ‐338 1093

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 784 336 ‐375 45 164 782 811 43.96 ‐336 1127

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 484 101 201 ‐56 77 ‐1412 2399 30.48 ‐101 2784

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 484 127 186 ‐61 80 ‐1550 2377 33.11 ‐127 2838

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 485 156 ‐158 ‐45 77 ‐1412 2310 31.44 ‐156 2708

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 485 179 ‐145 ‐49 80 ‐1550 2286 34.14 ‐179 2762

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 783 ‐75 367 45 150 782 2723 16.03 75 2833

ColumnCaps 500YR EnvRSA EQ (A\B) (P‐min/Mz‐max) 783 ‐73 366 45 164 782 2675 16.30 73 2787ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P min/Mz max) 783 73 366 45 164 782 2675 16.30 73 2787

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 784 ‐69 ‐375 45 150 782 2717 16.06 69 2827

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 784 ‐68 ‐375 45 164 782 2671 16.32 68 2783

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 484 101 201 ‐56 77 ‐1412 1338 46.55 ‐101 1946

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 484 127 186 ‐61 80 ‐1550 1369 48.56 ‐127 2068

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 485 156 ‐158 ‐45 77 ‐1412 1249 48.52 ‐156 1885

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 485 179 ‐145 ‐49 80 ‐1550 1278 50.50 ‐179 2009

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 783 ‐75 367 45 150 782 769 45.50 75 1097

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 783 ‐73 366 45 164 782 815 43.82 73 1130

ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 784 ‐69 ‐375 45 150 782 763 45.70 69 1093

ColumnCaps 500YR EnvRSA EQ (A\B) (P‐min/Mz‐min) 784 ‐68 ‐375 45 164 782 811 43 96 68 1127ColumnCaps_500YR_EnvRSA_EQ_(A\B) (P min/Mz min) 784 68 375 45 164 782 811 43.96 68 1127

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 484 874 412 ‐20 182 ‐449 2223 11.43 ‐874 2268

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 484 799 366 ‐22 202 ‐498 2197 12.76 ‐799 2253

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 485 804 ‐359 ‐18 182 ‐449 2133 11.89 ‐804 2180

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 485 742 ‐317 ‐19 202 ‐498 2106 13.30 ‐742 2164

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 616 703 34 410 257 2107 6.94 ‐616 2123

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 621 713 33 407 256 2095 6.98 ‐621 2111

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 784 619 ‐704 34 410 257 2102 6.96 ‐619 2117

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 784 624 ‐713 33 407 256 2091 6.99 ‐624 2107

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 484 874 412 ‐20 182 ‐449 1515 16.52 ‐874 1580

ColumnCaps 500YR EnvRSA EQ (C\D) (P‐max/Mz‐min) 484 799 366 ‐22 202 ‐498 1549 17 81 ‐799 1627ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 484 799 366 ‐22 202 ‐498 1549 17.81 ‐799 1627

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 485 804 ‐359 ‐18 182 ‐449 1426 17.49 ‐804 1495

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 485 742 ‐317 ‐19 202 ‐498 1458 18.84 ‐742 1541

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 783 616 703 34 410 257 1384 10.51 ‐616 1408

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 49 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

STRENGTH, 500YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐571 0

max 0.19 4 2643

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 783 621 713 33 407 256 1395 10.41 ‐621 1419

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 784 619 ‐704 34 410 257 1378 10.55 ‐619 1402

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 784 624 ‐713 33 407 256 1391 10.44 ‐624 1415

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 484 ‐239 412 ‐20 182 ‐449 2223 11.43 239 2268

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 484 ‐163 366 ‐22 202 ‐498 2197 12.76 163 2253

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 485 ‐106 ‐359 ‐18 182 ‐449 2133 11.89 106 2180

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 485 ‐43 ‐317 ‐19 202 ‐498 2106 13.30 43 2164

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 783 ‐352 703 34 410 257 2107 6.94 352 2123

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 783 ‐355 713 33 407 256 2095 6.98 355 2111

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 784 ‐351 ‐704 34 410 257 2102 6.96 351 2117

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 784 ‐356 ‐713 33 407 256 2091 6.99 356 2107

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 484 ‐239 412 ‐20 182 ‐449 1515 16.52 239 1580

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 484 ‐163 366 ‐22 202 ‐498 1549 17.81 163 1627

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 485 ‐106 ‐359 ‐18 182 ‐449 1426 17.49 106 1495

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 485 ‐43 ‐317 ‐19 202 ‐498 1458 18.84 43 1541

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 783 ‐352 703 34 410 257 1384 10.51 352 1408

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 783 ‐355 713 33 407 256 1395 10.41 355 1419

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 784 ‐351 ‐704 34 410 257 1378 10.55 351 1402

ColumnCaps_500YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 784 ‐356 ‐713 33 407 256 1391 10.44 356 1415

ColumnCaps_500YR_EnvRSA_EQ_A 484 534 201 56 77 1403 2399 30.32 ‐534 2780

ColumnCaps 500YR EnvRSA EQ A 484 509 186 61 80 1541 2377 32.96 ‐509 2833p _ _ _ _

ColumnCaps_500YR_EnvRSA_EQ_A 485 541 53 45 77 1403 2310 31.28 ‐541 2703

ColumnCaps_500YR_EnvRSA_EQ_A 485 520 40 49 80 1541 2286 33.99 ‐520 2757

ColumnCaps_500YR_EnvRSA_EQ_A 783 339 367 45 150 782 2723 16.03 ‐339 2833

ColumnCaps_500YR_EnvRSA_EQ_A 783 338 366 45 164 782 2675 16.30 ‐338 2787

ColumnCaps_500YR_EnvRSA_EQ_A 784 338 110 45 150 782 2717 16.06 ‐338 2827

ColumnCaps_500YR_EnvRSA_EQ_A 784 336 109 45 164 782 2671 16.32 ‐336 2783

ColumnCaps_500YR_EnvRSA_EQ_B 484 101 ‐36 ‐56 ‐77 ‐1412 1338 46.55 ‐101 1946

ColumnCaps_500YR_EnvRSA_EQ_B 484 127 ‐21 ‐61 ‐80 ‐1550 1369 48.56 ‐127 2068

ColumnCaps_500YR_EnvRSA_EQ_B 485 156 ‐158 ‐45 ‐77 ‐1412 1249 48.52 ‐156 1885

ColumnCaps 500YR EnvRSA EQ B 485 179 ‐145 ‐49 ‐80 ‐1550 1278 50.50 ‐179 2009p _ _ _ Q_

ColumnCaps_500YR_EnvRSA_EQ_B 783 ‐75 ‐99 ‐45 ‐150 ‐782 769 45.50 75 1097

ColumnCaps_500YR_EnvRSA_EQ_B 783 ‐73 ‐98 ‐45 ‐164 ‐782 815 43.82 73 1130

ColumnCaps_500YR_EnvRSA_EQ_B 784 ‐69 ‐375 ‐45 ‐150 ‐782 763 45.70 69 1093

ColumnCaps_500YR_EnvRSA_EQ_B 784 ‐68 ‐375 ‐45 ‐164 ‐782 811 43.96 68 1127

ColumnCaps_500YR_EnvRSA_EQ_C 484 874 412 20 182 440 2223 11.20 ‐874 2266

ColumnCaps_500YR_EnvRSA_EQ_C 484 799 366 22 202 489 2197 12.54 ‐799 2251

ColumnCaps_500YR_EnvRSA_EQ_C 485 804 254 18 182 440 2133 11.66 ‐804 2178

ColumnCaps_500YR_EnvRSA_EQ_C 485 742 211 19 202 489 2106 13.06 ‐742 2162

ColumnCaps_500YR_EnvRSA_EQ_C 783 616 703 34 410 257 2107 6.94 ‐616 2123

ColumnCaps 500YR EnvRSA EQ C 783 621 713 33 407 256 2095 6.98 ‐621 2111ColumnCaps_500YR_EnvRSA_EQ_C 783 621 713 33 407 256 2095 6.98 621 2111

ColumnCaps_500YR_EnvRSA_EQ_C 784 619 439 34 410 257 2102 6.96 ‐619 2117

ColumnCaps_500YR_EnvRSA_EQ_C 784 624 447 33 407 256 2091 6.99 ‐624 2107

ColumnCaps_500YR_EnvRSA_EQ_D 484 ‐239 ‐247 ‐20 ‐182 ‐449 1515 16.52 239 1580

ColumnCaps_500YR_EnvRSA_EQ_D 484 ‐163 ‐201 ‐22 ‐201 ‐498 1549 17.81 163 1627

ColumnCaps_500YR_EnvRSA_EQ_D 485 ‐106 ‐359 ‐18 ‐182 ‐449 1426 17.49 106 1495

ColumnCaps_500YR_EnvRSA_EQ_D 485 ‐43 ‐317 ‐19 ‐201 ‐498 1458 18.84 43 1541

ColumnCaps_500YR_EnvRSA_EQ_D 783 ‐352 ‐435 ‐34 ‐410 ‐257 1384 10.51 352 1408

ColumnCaps_500YR_EnvRSA_EQ_D 783 ‐355 ‐445 ‐33 ‐407 ‐256 1395 10.41 355 1419

ColumnCaps_500YR_EnvRSA_EQ_D 784 ‐351 ‐704 ‐34 ‐410 ‐257 1378 10.55 351 1402

ColumnCaps 500YR EnvRSA EQ D 784 ‐356 ‐713 ‐33 ‐407 ‐256 1391 10 44 356 1415ColumnCaps_500YR_EnvRSA_EQ_D 784 356 713 33 407 256 1391 10.44 356 1415

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 50 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Inside Column Face

Summary

60000

70000

Demand‐Capacity

Factored Cap. (0) Nom. Cap. (0) Factored Cap. (10)

Nom. Cap. (10) Demand Linear (Factored Cap. (10))

30000

40000

50000

60000

F o rc e ( k )

‐10000

10000

20000

60000 40000 20000 0 20000 40000 60000

A x ia l

Capacity (from XTRACT)

‐6938 ‐54490 0.0000 0.75 ‐6244 ‐42391 ‐6937 ‐51710 0.0000 0.75 ‐6243 ‐40060 min

62370 54380 0.0100 0.90 46778 42635 62370 51640 0.0100 0.90 46778 39983 max

‐20000

‐60000 ‐40000 ‐20000 0 20000 40000 60000

Moment (k‐ft)

Pn Mn Ԑs  Pr Mr Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft k k‐ft in/in k k‐ft

62330 1 0.00000 0.75 46748 1 62320 1 0.00000 0.75 46740 1

62370 ‐319 0.00000 0.75 46778 ‐239 62370 ‐279 0.00000 0.75 46778 ‐209

62210 ‐268 0.00000 0.75 46658 ‐201 62230 ‐241 0.00000 0.75 46673 ‐181

61710 538 0.00000 0.75 46283 404 61810 354 0.00000 0.75 46358 265

60740 2455 0.00000 0.75 45555 1841 60940 2018 0.00000 0.75 45705 1514

59330 5179 0.00000 0.75 44498 3884 59670 4397 0.00000 0.75 44753 3298

57480 8708 0.00000 0.75 43110 6531 57970 7484 0.00000 0.75 43478 5613

0° Bending Angle 10° Bending Angle

55240 12970 0.00000 0.75 41430 9728 55920 11230 0.00000 0.75 41940 8423

52660 17850 0.00000 0.75 39495 13388 53510 15560 0.00000 0.75 40133 11670

49750 23270 0.00000 0.75 37313 17453 50800 20390 0.00000 0.75 38100 15293

46550 29100 0.00000 0.75 34913 21825 47790 25630 0.00000 0.75 35843 19223

43100 35250 0.00000 0.75 32325 26438 44520 31190 0.00000 0.75 33390 23393

39560 41260 0.00000 0.75 29670 30945 41040 36930 0.00000 0.75 30780 27698

36420 45620 0.00024 0.75 27315 34215 37620 42000 0.00023 0.75 28215 31500

33690 48580 0.00049 0.75 25268 36435 34520 45710 0.00048 0.75 25890 34283

31270 50650 0.00074 0.75 23453 37988 31790 48180 0.00073 0.75 23843 36135

29110 52030 0.00099 0.75 21833 39023 29350 49790 0.00098 0.75 22013 3734329110 52030 0.00099 0.75 21833 39023 29350 49790 0.00098 0.75 22013 37343

27160 52980 0.00124 0.75 20370 39735 27160 50780 0.00123 0.75 20370 38085

25390 53610 0.00149 0.75 19043 40208 25170 51340 0.00148 0.75 18878 38505

23770 54000 0.00174 0.75 17828 40500 23360 51600 0.00173 0.75 17520 38700

22280 54250 0.00199 0.75 16710 40688 21690 51640 0.00198 0.75 16268 38730

20870 54380 0.00224 0.76 15901 41432 20140 51530 0.00223 0.76 15332 39227

19680 54090 0.00249 0.77 15239 41885 18710 51280 0.00247 0.77 14476 39675

18660 53490 0.00274 0.79 14683 42089 17420 50780 0.00272 0.79 13694 39918

17690 52860 0.00299 0.80 14140 42251 16270 50070 0.00297 0.80 12992 39983

16810 52200 0.00324 0.81 13646 42376 15240 49180 0.00322 0.81 12360 39885

15980 51500 0 00349 0 82 13172 42449 14300 48240 0 00347 0 82 11775 3972315980 51500 0.00349 0.82 13172 42449 14300 48240 0.00347 0.82 11775 39723

15220 50800 0.00373 0.84 12735 42504 13410 47290 0.00372 0.84 11209 39530

14480 50100 0.00398 0.85 12296 42545 12580 46350 0.00397 0.85 10672 39319

13800 49430 0.00423 0.86 11891 42591 11800 45410 0.00422 0.86 10157 39087

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 51 / 64

EKristof

Text Box

Because the angle of loading varies, the extreme P-M curves are both shown

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Inside Column Face

Capacity (from XTRACT)

‐6938 ‐54490 0.0000 0.75 ‐6244 ‐42391 ‐6937 ‐51710 0.0000 0.75 ‐6243 ‐40060 min

62370 54380 0.0100 0.90 46778 42635 62370 51640 0.0100 0.90 46778 39983 max

Pn Mn Ԑs  Pr Mr Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft k k‐ft in/in k k‐ft

0° Bending Angle 10° Bending Angle

13160 48740 0.00448 0.87 11504 42606 11070 44480 0.00446 0.87 9666 38840

12540 48070 0.00473 0.89 11118 42619 10370 43550 0.00471 0.89 9184 38570

11980 47420 0.00498 0.90 10771 42635 9714 42650 0.00496 0.90 8724 38304

11440 46780 0.00523 0.90 10296 42102 9086 41780 0.00521 0.90 8177 37602

10900 46140 0.00548 0.90 9810 41526 8493 40910 0.00546 0.90 7644 36819

10400 45530 0.00573 0.90 9360 40977 7944 40060 0.00571 0.90 7150 36054

9937 44970 0.00598 0.90 8943 40473 7433 39220 0.00596 0.90 6690 35298

9508 44380 0.00623 0.90 8557 39942 6958 38390 0.00621 0.90 6262 34551

9167 43770 0.00648 0.90 8250 39393 6517 37580 0.00645 0.90 5865 33822

8851 43180 0.00673 0.90 7966 38862 6106 36800 0.00670 0.90 5495 33120

8566 42640 0.00698 0.90 7709 38376 5725 36030 0.00695 0.90 5153 32427

8286 42100 0.00723 0.90 7457 37890 5370 35280 0.00720 0.90 4833 31752

8004 41560 0.00748 0.90 7204 37404 5035 34550 0.00745 0.90 4532 31095

7729 41030 0.00773 0.90 6956 36927 4726 33840 0.00770 0.90 4253 30456

7481 40530 0.00798 0.90 6733 36477 4430 33160 0.00795 0.90 3987 29844

7237 40060 0.00822 0.90 6513 36054 4147 32490 0.00820 0.90 3732 29241

7017 39630 0.00847 0.90 6315 35667 3875 31850 0.00845 0.90 3488 28665

6795 39190 0.00872 0.90 6116 35271 3611 31230 0.00869 0.90 3250 28107

6574 38740 0.00897 0.90 5917 34866 3357 30620 0.00894 0.90 3021 27558

6353 38280 0.00922 0.90 5718 34452 3111 30030 0.00919 0.90 2800 27027

6152 37850 0.00947 0.90 5537 34065 2873 29460 0.00944 0.90 2586 26514

5962 37450 0.00972 0.90 5366 33705 2646 28910 0.00969 0.90 2381 26019

5770 37040 0.00997 0.90 5193 33336 2427 28380 0.00994 0.90 2184 25542

4895 34910 0.01000 0.90 4406 31419 1529 25930 0.01000 0.90 1376 23337

3768 32030 0.01000 0.90 3391 28827 411 22780 0.01000 0.90 370 20502

2643 29000 0.01000 0.90 2379 26100 ‐673 19600 0.01000 0.90 ‐606 17640

1430 25620 0.01000 0.90 1287 23058 ‐1695 16510 0.01000 0.90 ‐1526 14859

237 22150 0.01000 0.90 213 19935 ‐2629 13610 0.01000 0.90 ‐2366 12249

‐982 18530 0.01000 0.90 ‐884 16677 ‐3444 11020 0.01000 0.90 ‐3100 9918

‐2093 15120 0.01000 0.90 ‐1884 13608 ‐4125 8808 0.01000 0.90 ‐3713 7927

‐3111 11930 0.01000 0.90 ‐2800 10737 ‐4673 7007 0.01000 0.90 ‐4206 6306

‐3947 9250 0.01000 0.90 ‐3552 8325 ‐5101 5599 0.01000 0.90 ‐4591 5039

‐4601 7140 0.01000 0.90 ‐4141 6426 ‐5429 4532 0.01000 0.90 ‐4886 4079

‐5082 5587 0.01000 0.90 ‐4574 5028 ‐5685 3723 0.01000 0.90 ‐5117 3351

‐5349 4763 0.01000 0.90 ‐4814 4287 ‐5909 3033 0.01000 0.90 ‐5318 2730

‐5598 4003 0.01000 0.90 ‐5038 3603 ‐6132 2348 0.01000 0.90 ‐5519 2113

‐5841 3254 0.01000 0.90 ‐5257 2929 ‐6345 1688 0.01000 0.90 ‐5711 1519

‐6070 2540 0.01000 0.90 ‐5463 2286 ‐6523 1123 0.01000 0.90 ‐5871 1011

‐6298 1827 0.01000 0.90 ‐5668 1644 ‐6661 671 0.01000 0.90 ‐5995 604

‐6526 1113 0.01000 0.90 ‐5873 1002 ‐6763 328 0.01000 0.90 ‐6087 295

‐6754 399 0.01000 0.90 ‐6079 359 ‐6823 122 0.01000 0.90 ‐6141 1106754 399 0.01000 0.90 6079 359 6823 122 0.01000 0.90 6141 110

‐6845 111 0.01000 0.90 ‐6161 100 ‐6835 83 0.01000 0.90 ‐6152 75

‐6845 111 0.01000 0.90 ‐6161 100 ‐6835 84 0.01000 0.90 ‐6152 76

‐6845 112 0.01000 0.90 ‐6161 100 ‐6836 85 0.01000 0.90 ‐6152 77

‐6845 112 0.01000 0.90 ‐6161 101 ‐6836 87 0.01000 0.90 ‐6152 78

‐6846 112 0.01000 0.90 ‐6161 101 ‐6836 88 0.01000 0.90 ‐6152 79

‐6846 113 0.01000 0.90 ‐6161 101 ‐6837 89 0.01000 0.90 ‐6153 80

‐6846 113 0.01000 0.90 ‐6161 102 ‐6837 90 0.01000 0.90 ‐6153 81

‐6846 113 0.01000 0.90 ‐6161 102 ‐6838 91 0.01000 0.90 ‐6154 82

‐6846 114 0.01000 0.90 ‐6161 102 ‐6838 93 0.01000 0.90 ‐6154 83

‐6847 114 0 01000 0 90 ‐6162 103 ‐6839 94 0 01000 0 90 ‐6155 856847 114 0.01000 0.90 6162 103 6839 94 0.01000 0.90 6155 85

‐6847 115 0.01000 0.90 ‐6162 103 ‐6840 96 0.01000 0.90 ‐6156 86

‐6847 115 0.01000 0.90 ‐6162 103 ‐6841 97 0.01000 0.90 ‐6157 88

‐6849 116 0.01000 0.90 ‐6164 104 ‐6843 99 0.01000 0.90 ‐6159 89

‐6851 117 0.01000 0.90 ‐6166 105 ‐6844 101 0.01000 0.90 ‐6160 91

‐6853 118 0.01000 0.90 ‐6168 106 ‐6847 104 0.01000 0.90 ‐6162 93

‐6855 120 0.01000 0.90 ‐6170 108 ‐6849 106 0.01000 0.90 ‐6164 95

‐6858 121 0.01000 0.90 ‐6172 109 ‐6852 108 0.01000 0.90 ‐6167 97

‐6860 122 0.01000 0.90 ‐6174 110 ‐6855 110 0.01000 0.90 ‐6170 99

‐6863 123 0.01000 0.90 ‐6177 111 ‐6858 112 0.01000 0.90 ‐6172 100

‐6866 123 0 01000 0 90 ‐6179 111 ‐6861 113 0 01000 0 90 ‐6175 102‐6866 123 0.01000 0.90 ‐6179 111 ‐6861 113 0.01000 0.90 ‐6175 102

‐6869 124 0.01000 0.90 ‐6182 112 ‐6865 114 0.01000 0.90 ‐6179 103

‐6872 124 0.01000 0.90 ‐6185 111 ‐6870 110 0.01000 0.90 ‐6183 99

‐6879 111 0.01000 0.90 ‐6191 100 ‐6878 96 0.01000 0.90 ‐6190 87

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 52 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Inside Column Face

Capacity (from XTRACT)

‐6938 ‐54490 0.0000 0.75 ‐6244 ‐42391 ‐6937 ‐51710 0.0000 0.75 ‐6243 ‐40060 min

62370 54380 0.0100 0.90 46778 42635 62370 51640 0.0100 0.90 46778 39983 max

Pn Mn Ԑs  Pr Mr Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft k k‐ft in/in k k‐ft

0° Bending Angle 10° Bending Angle

‐6888 95 0.01000 0.90 ‐6199 85 ‐6887 82 0.01000 0.90 ‐6198 74

‐6896 78 0.01000 0.90 ‐6206 70 ‐6895 68 0.01000 0.90 ‐6206 61

‐6905 61 0.01000 0.90 ‐6215 55 ‐6904 53 0.01000 0.90 ‐6214 48

‐6913 45 0.01000 0.90 ‐6222 40 ‐6912 39 0.01000 0.90 ‐6221 35

‐6921 28 0.01000 0.90 ‐6229 26 ‐6921 25 0.01000 0.90 ‐6229 22

‐6930 12 0.01000 0.90 ‐6237 11 ‐6929 11 0.01000 0.90 ‐6236 10

‐6938 ‐4 0.01000 0.90 ‐6244 ‐4 ‐6937 ‐4 0.01000 0.90 ‐6243 ‐3

‐6930 ‐21 0.01000 0.90 ‐6237 ‐19 ‐6929 ‐18 0.01000 0.90 ‐6236 ‐16

‐6921 ‐37 0.01000 0.90 ‐6229 ‐33 ‐6921 ‐32 0.01000 0.90 ‐6229 ‐29

‐6913 ‐53 0.01000 0.90 ‐6222 ‐48 ‐6912 ‐46 0.01000 0.90 ‐6221 ‐41

‐6905 ‐70 0.01000 0.90 ‐6215 ‐63 ‐6904 ‐60 0.01000 0.90 ‐6214 ‐54

‐6896 ‐86 0.01000 0.90 ‐6206 ‐77 ‐6895 ‐74 0.01000 0.90 ‐6206 ‐67

‐6888 ‐103 0.01000 0.90 ‐6199 ‐92 ‐6887 ‐89 0.01000 0.90 ‐6198 ‐80

‐6879 ‐119 0.01000 0.90 ‐6191 ‐107 ‐6878 ‐103 0.01000 0.90 ‐6190 ‐93

‐6872 ‐132 0.01000 0.90 ‐6185 ‐118 ‐6870 ‐117 0.01000 0.90 ‐6183 ‐105

‐6868 ‐134 0.01000 0.90 ‐6181 ‐120 ‐6865 ‐121 0.01000 0.90 ‐6179 ‐109

‐6864 ‐135 0.01000 0.90 ‐6178 ‐121 ‐6861 ‐122 0.01000 0.90 ‐6175 ‐110

‐6861 ‐135 0.01000 0.90 ‐6175 ‐122 ‐6857 ‐122 0.01000 0.90 ‐6171 ‐109

‐6858 ‐136 0.01000 0.90 ‐6172 ‐122 ‐6853 ‐121 0.01000 0.90 ‐6168 ‐109

‐6855 ‐136 0.01000 0.90 ‐6170 ‐123 ‐6850 ‐121 0.01000 0.90 ‐6165 ‐108

‐6853 ‐136 0.01000 0.90 ‐6168 ‐123 ‐6848 ‐119 0.01000 0.90 ‐6163 ‐107

‐6852 ‐136 0.01000 0.90 ‐6167 ‐122 ‐6846 ‐118 0.01000 0.90 ‐6161 ‐106

‐6852 ‐135 0.01000 0.90 ‐6167 ‐122 ‐6845 ‐116 0.01000 0.90 ‐6161 ‐104

‐6851 ‐135 0.01000 0.90 ‐6166 ‐121 ‐6844 ‐114 0.01000 0.90 ‐6160 ‐103

‐6851 ‐134 0.01000 0.90 ‐6166 ‐121 ‐6843 ‐113 0.01000 0.90 ‐6159 ‐101

‐6851 ‐133 0.01000 0.90 ‐6166 ‐120 ‐6843 ‐111 0.01000 0.90 ‐6159 ‐100

‐6850 ‐133 0.01000 0.90 ‐6165 ‐120 ‐6842 ‐109 0.01000 0.90 ‐6158 ‐98

‐6850 ‐132 0.01000 0.90 ‐6165 ‐119 ‐6841 ‐108 0.01000 0.90 ‐6157 ‐97

‐6850 ‐132 0.01000 0.90 ‐6165 ‐119 ‐6841 ‐106 0.01000 0.90 ‐6157 ‐96

‐6849 ‐131 0.01000 0.90 ‐6164 ‐118 ‐6840 ‐105 0.01000 0.90 ‐6156 ‐94

‐6849 ‐131 0.01000 0.90 ‐6164 ‐118 ‐6840 ‐104 0.01000 0.90 ‐6156 ‐93

‐6849 ‐130 0.01000 0.90 ‐6164 ‐117 ‐6839 ‐102 0.01000 0.90 ‐6155 ‐92

‐6849 ‐130 0.01000 0.90 ‐6164 ‐117 ‐6838 ‐101 0.01000 0.90 ‐6154 ‐91

‐6848 ‐129 0.01000 0.90 ‐6163 ‐116 ‐6838 ‐99 0.01000 0.90 ‐6154 ‐89

‐6848 ‐129 0.01000 0.90 ‐6163 ‐116 ‐6837 ‐98 0.01000 0.90 ‐6153 ‐88

‐6848 ‐129 0.01000 0.90 ‐6163 ‐116 ‐6837 ‐96 0.01000 0.90 ‐6153 ‐87

‐6753 ‐429 0.01000 0.90 ‐6078 ‐386 ‐6826 ‐131 0.01000 0.90 ‐6143 ‐118

‐6550 ‐1071 0.01000 0.90 ‐5895 ‐964 ‐6779 ‐296 0.01000 0.90 ‐6101 ‐266

‐6347 ‐1713 0.01000 0.90 ‐5712 ‐1542 ‐6688 ‐601 0.01000 0.90 ‐6019 ‐541

‐6144 ‐2355 0.01000 0.90 ‐5530 ‐2120 ‐6557 ‐1029 0.01000 0.90 ‐5901 ‐926

‐5941 ‐2997 0.01000 0.90 ‐5347 ‐2697 ‐6391 ‐1556 0.01000 0.90 ‐5752 ‐14005941 2997 0.01000 0.90 5347 2697 6391 1556 0.01000 0.90 5752 1400

‐5726 ‐3665 0.01000 0.90 ‐5153 ‐3299 ‐6199 ‐2155 0.01000 0.90 ‐5579 ‐1940

‐5503 ‐4353 0.01000 0.90 ‐4953 ‐3918 ‐5999 ‐2772 0.01000 0.90 ‐5399 ‐2495

‐5273 ‐5061 0.01000 0.90 ‐4746 ‐4555 ‐5799 ‐3392 0.01000 0.90 ‐5219 ‐3053

‐4842 ‐6459 0.01000 0.90 ‐4358 ‐5813 ‐5573 ‐4110 0.01000 0.90 ‐5016 ‐3699

‐4241 ‐8408 0.01000 0.90 ‐3817 ‐7567 ‐5279 ‐5072 0.01000 0.90 ‐4751 ‐4565

‐3438 ‐10990 0.01000 0.90 ‐3094 ‐9891 ‐4888 ‐6368 0.01000 0.90 ‐4399 ‐5731

‐2471 ‐14030 0.01000 0.90 ‐2224 ‐12627 ‐4378 ‐8054 0.01000 0.90 ‐3940 ‐7249

‐1396 ‐17350 0.01000 0.90 ‐1256 ‐15615 ‐3736 ‐10150 0.01000 0.90 ‐3362 ‐9135

‐203 ‐20910 0.01000 0.90 ‐183 ‐18819 ‐2962 ‐12630 0.01000 0.90 ‐2666 ‐11367

970 ‐24330 0 01000 0 90 873 ‐21897 ‐2064 ‐15430 0 01000 0 90 ‐1858 ‐13887970 24330 0.01000 0.90 873 21897 2064 15430 0.01000 0.90 1858 13887

2167 ‐27680 0.01000 0.90 1950 ‐24912 ‐1072 ‐18450 0.01000 0.90 ‐965 ‐16605

3275 ‐30680 0.01000 0.90 2948 ‐27612 ‐15 ‐21560 0.01000 0.90 ‐14 ‐19404

4383 ‐33530 0.01000 0.90 3945 ‐30177 1078 ‐24660 0.01000 0.90 970 ‐22194

5334 ‐35830 0.01000 0.90 4801 ‐32247 2102 ‐27440 0.00998 0.90 1892 ‐24696

5539 ‐36270 0.00976 0.90 4985 ‐32643 2327 ‐27980 0.00973 0.90 2094 ‐25182

5724 ‐36650 0.00951 0.90 5152 ‐32985 2563 ‐28530 0.00948 0.90 2307 ‐25677

5919 ‐37060 0.00926 0.90 5327 ‐33354 2813 ‐29100 0.00923 0.90 2532 ‐26190

6135 ‐37500 0.00901 0.90 5522 ‐33750 3076 ‐29690 0.00898 0.90 2768 ‐26721

6348 ‐37930 0.00876 0.90 5713 ‐34137 3354 ‐30310 0.00873 0.90 3019 ‐27279

6630 ‐38390 0 00851 0 90 5967 ‐34551 3648 ‐30950 0 00848 0 90 3283 ‐278556630 ‐38390 0.00851 0.90 5967 ‐34551 3648 ‐30950 0.00848 0.90 3283 ‐27855

6930 ‐38850 0.00826 0.90 6237 ‐34965 3957 ‐31610 0.00823 0.90 3561 ‐28449

7252 ‐39360 0.00801 0.90 6527 ‐35424 4285 ‐32290 0.00798 0.90 3857 ‐29061

7580 ‐39880 0.00776 0.90 6822 ‐35892 4633 ‐33000 0.00773 0.90 4170 ‐29700

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 53 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Inside Column Face

Capacity (from XTRACT)

‐6938 ‐54490 0.0000 0.75 ‐6244 ‐42391 ‐6937 ‐51710 0.0000 0.75 ‐6243 ‐40060 min

62370 54380 0.0100 0.90 46778 42635 62370 51640 0.0100 0.90 46778 39983 max

Pn Mn Ԑs  Pr Mr Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft k k‐ft in/in k k‐ft

0° Bending Angle 10° Bending Angle

7934 ‐40460 0.00751 0.90 7141 ‐36414 5002 ‐33730 0.00748 0.90 4502 ‐30357

8295 ‐41030 0.00726 0.90 7466 ‐36927 5393 ‐34480 0.00723 0.90 4854 ‐31032

8655 ‐41600 0.00701 0.90 7790 ‐37440 5808 ‐35250 0.00698 0.90 5227 ‐31725

9020 ‐42180 0.00676 0.90 8118 ‐37962 6247 ‐36040 0.00673 0.90 5622 ‐32436

9415 ‐42790 0.00651 0.90 8474 ‐38511 6704 ‐36860 0.00648 0.90 6034 ‐33174

9836 ‐43440 0.00626 0.90 8852 ‐39096 7181 ‐37700 0.00623 0.90 6463 ‐33930

10270 ‐44090 0.00601 0.90 9243 ‐39681 7676 ‐38560 0.00598 0.90 6908 ‐34704

10710 ‐44730 0.00576 0.90 9639 ‐40257 8194 ‐39440 0.00573 0.90 7375 ‐35496

11190 ‐45410 0.00551 0.90 10071 ‐40869 8738 ‐40350 0.00548 0.90 7864 ‐36315

11710 ‐46130 0.00526 0.90 10539 ‐41517 9311 ‐41280 0.00524 0.90 8380 ‐37152

12230 ‐46830 0.00501 0.90 11007 ‐42147 9918 ‐42230 0.00499 0.90 8919 ‐37975

12770 ‐47560 0.00475 0.89 11336 ‐42219 10560 ‐43180 0.00474 0.89 9365 ‐38292

13360 ‐48320 0.00450 0.88 11693 ‐42290 11230 ‐44170 0.00449 0.87 9818 ‐38618

13980 ‐49080 0.00425 0.86 12061 ‐42341 11940 ‐45180 0.00424 0.86 10290 ‐38936

14640 ‐49830 0.00400 0.85 12447 ‐42365 12700 ‐46180 0.00399 0.85 10787 ‐39223

15360 ‐50600 0.00375 0.84 12867 ‐42388 13500 ‐47190 0.00374 0.84 11297 ‐39491

16090 ‐51370 0.00350 0.83 13277 ‐42391 14360 ‐48200 0.00349 0.82 11838 ‐39736

16890 ‐52130 0.00325 0.81 13727 ‐42366 15280 ‐49200 0.00324 0.81 12406 ‐39945

17730 ‐52870 0.00300 0.80 14187 ‐42304 16290 ‐50110 0.00299 0.80 13023 ‐40060

18670 ‐53570 0.00275 0.79 14705 ‐42194 17430 ‐50840 0.00274 0.79 13717 ‐40009

19650 ‐54230 0.00250 0.78 15232 ‐42036 18690 ‐51370 0.00249 0.77 14475 ‐39786

20850 ‐54490 0.00225 0.76 15901 ‐41557 20120 ‐51610 0.00224 0.76 15331 ‐39327

22250 ‐54350 0.00200 0.75 16691 ‐40771 21660 ‐51710 0.00199 0.75 16245 ‐38783

23750 ‐54100 0.00175 0.75 17813 ‐40575 23340 ‐51660 0.00174 0.75 17505 ‐38745

25380 ‐53690 0.00150 0.75 19035 ‐40268 25150 ‐51390 0.00149 0.75 18863 ‐38543

27160 ‐53070 0.00125 0.75 20370 ‐39803 27150 ‐50820 0.00124 0.75 20363 ‐38115

29120 ‐52120 0.00100 0.75 21840 ‐39090 29340 ‐49820 0.00099 0.75 22005 ‐37365

31280 ‐50730 0.00075 0.75 23460 ‐38048 31790 ‐48210 0.00074 0.75 23843 ‐36158

33720 ‐48660 0.00050 0.75 25290 ‐36495 34530 ‐45730 0.00049 0.75 25898 ‐34298

36460 ‐45680 0.00025 0.75 27345 ‐34260 37640 ‐42030 0.00024 0.75 28230 ‐31523

39600 ‐41330 0.00000 0.75 29700 ‐30998 41060 ‐36970 0.00000 0.75 30795 ‐27728

43140 ‐35340 0.00000 0.75 32355 ‐26505 44540 ‐31240 0.00000 0.75 33405 ‐23430

46590 ‐29190 0.00000 0.75 34943 ‐21893 47810 ‐25700 0.00000 0.75 35858 ‐19275

49790 ‐23380 0.00000 0.75 37343 ‐17535 50830 ‐20470 0.00000 0.75 38123 ‐15353

52710 ‐17970 0.00000 0.75 39533 ‐13478 53550 ‐15650 0.00000 0.75 40163 ‐11738

55290 ‐13090 0.00000 0.75 41468 ‐9818 55960 ‐11330 0.00000 0.75 41970 ‐8498

57530 ‐8850 0.00000 0.75 43148 ‐6638 58010 ‐7597 0.00000 0.75 43508 ‐5698

59330 ‐5303 0.00000 0.75 44498 ‐3977 59660 ‐4496 0.00000 0.75 44745 ‐3372

60710 ‐2533 0.00000 0.75 45533 ‐1900 60920 ‐2081 0.00000 0.75 45690 ‐1561

61700 ‐550 0.00000 0.75 46275 ‐412 61810 ‐357 0.00000 0.75 46358 ‐268

62210 271 0.00000 0.75 46658 203 62230 244 0.00000 0.75 46673 18362210 271 0.00000 0.75 46658 203 62230 244 0.00000 0.75 46673 183

62370 322 0.00000 0.75 46778 241 62370 281 0.00000 0.75 46778 211

62330 1 0.00000 0.75 46748 1 62320 1 0.00000 0.75 46740 1

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 54 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Inside Column Face

Load Data Summary

Fx Fy Fz Mx My Mz

k k k kip‐ft kip‐ft kip‐ft

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 487 1865 ‐1404 ‐69 259 ‐109 8482 max FX

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 487 ‐2181 ‐1404 ‐69 259 ‐109 8482 min FX

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 482 1855 1501 ‐71 259 ‐110 8597 max FY

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 482 1855 ‐2410 ‐71 259 ‐110 8597 min FY

ColumnCaps_1000YR_EnvRSA_EQ_A 482 397 948 241 102 80 1450 max FZ

Load Combination Element

ColumnCaps_1000YR_EnvRSA_EQ_A 482 397 948 ‐241 102 80 1450 min FZ

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 782 1197 971 53 633 519 8761 max MX

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 782 1197 971 53 ‐633 519 8761 min MX

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 782 1145 950 53 632 526 8483 max MY

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 782 1145 950 53 632 ‐526 8483 min MY

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 786 1296 ‐2410 55 633 516 10208 max MZ

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 786 1296 ‐2410 55 633 516 ‐12137 max MZ

Load Data (from LARSA)

min 0.51 ‐1865 ‐12138

max 11.31 2181 10221

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 482 472 980 ‐217 102 ‐85 1829 2.67 ‐472 1831

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 482 397 948 ‐241 102 ‐89 1450 3.51 ‐397 1453

Transformed Demands

Load Combination Element

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 483 270 978 ‐157 102 ‐85 1728 2.83 ‐270 1730

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 483 220 946 ‐175 102 ‐89 1348 3.77 ‐220 1351

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 486 285 ‐903 ‐151 102 ‐94 1510 3.56 ‐285 1513

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 486 237 ‐868 ‐168 102 ‐94 1092 4.93 ‐237 1096

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 487 490 ‐905 ‐216 102 ‐94 1591 3.38 ‐490 1594

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 487 417 ‐871 ‐240 102 ‐94 1173 4.59 ‐417 1177

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 782 530 523 107 268 484 2421 11.31 ‐530 2469

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 782 542 525 106 314 490 2511 11.04 ‐542 2558

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 783 404 510 57 268 484 2504 10.94 ‐404 2550

ColumnCaps 1000YR EnvRSA EQ (A\B) (P‐max/Mz‐max) 783 404 513 57 314 490 2594 10.70 ‐404 2640p _ _ _ _( \ ) ( / )

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 785 526 ‐544 106 268 367 2480 8.41 ‐526 2507

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 785 539 ‐545 106 314 375 2569 8.31 ‐539 2597

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 786 365 ‐1591 134 268 367 3138 6.66 ‐365 3159

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 786 378 ‐1587 134 314 375 3228 6.63 ‐378 3250

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 482 472 980 ‐217 102 ‐85 ‐4918 0.99 ‐472 ‐4919

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 482 397 948 ‐241 102 ‐89 ‐4549 1.12 ‐397 ‐4549

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 483 270 978 ‐157 102 ‐85 ‐5020 0.97 ‐270 ‐5021

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 483 220 946 ‐175 102 ‐89 ‐4651 1.09 ‐220 ‐4652

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 486 285 ‐903 ‐151 102 ‐94 ‐5247 1.03 ‐285 ‐5248

ColumnCaps 1000YR EnvRSA EQ (A\B) (P‐max/Mz‐min) 486 237 ‐868 ‐168 102 ‐94 ‐4829 1.12 ‐237 ‐4830p _ _ _ Q_( \ ) ( / )

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 487 490 ‐905 ‐216 102 ‐94 ‐5165 1.04 ‐490 ‐5166

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 487 417 ‐871 ‐240 102 ‐94 ‐4748 1.14 ‐417 ‐4749

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 782 530 523 107 268 484 ‐3371 8.17 ‐530 ‐3406

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 782 542 525 106 314 490 ‐3455 8.07 ‐542 ‐3489

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 783 404 510 57 268 484 ‐3288 8.37 ‐404 ‐3324

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 783 404 513 57 314 490 ‐3371 8.27 ‐404 ‐3407

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 785 526 ‐544 106 268 367 ‐4055 5.17 ‐526 ‐4072

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 785 539 ‐545 106 314 375 ‐4153 5.16 ‐539 ‐4170

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 786 365 ‐1591 134 268 367 ‐3398 6.16 ‐365 ‐3418

ColumnCaps 1000YR EnvRSA EQ (A\B) (P‐max/Mz‐min) 786 378 ‐1587 134 314 375 ‐3494 6.13 ‐378 ‐3515ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P max/Mz min) 786 378 1587 134 314 375 3494 6.13 378 3515

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 482 ‐797 980 ‐217 102 ‐85 1829 2.67 797 1831

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 482 ‐724 948 ‐241 102 ‐89 1450 3.51 724 1453

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 483 ‐596 978 ‐157 102 ‐85 1728 2.83 596 1730

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 483 ‐547 946 ‐175 102 ‐89 1348 3.77 547 1351

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 486 ‐545 ‐903 ‐151 102 ‐94 1510 3.56 545 1513

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 486 ‐496 ‐868 ‐168 102 ‐94 1092 4.93 496 1096

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 487 ‐751 ‐905 ‐216 102 ‐94 1591 3.38 751 1594

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 487 ‐676 ‐871 ‐240 102 ‐94 1173 4.59 676 1177

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 782 ‐264 523 107 268 484 2421 11.31 264 2469

ColumnCaps 1000YR EnvRSA EQ (A\B) (P‐min/Mz‐max) 782 ‐276 525 106 314 490 2511 11 04 276 2558ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P min/Mz max) 782 276 525 106 314 490 2511 11.04 276 2558

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 783 ‐138 510 57 268 484 2504 10.94 138 2550

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 783 ‐137 513 57 314 490 2594 10.70 137 2640

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 785 ‐258 ‐544 106 268 367 2480 8.41 258 2507

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 55 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Inside Column Face

Load Data (from LARSA)

min 0.51 ‐1865 ‐12138

max 11.31 2181 10221

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 785 ‐272 ‐545 106 314 375 2569 8.31 272 2597

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 786 ‐473 ‐1591 134 268 367 3138 6.66 473 3159

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 786 ‐488 ‐1587 134 314 375 3228 6.63 488 3250

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 482 ‐797 980 ‐217 102 ‐85 ‐4918 0.99 797 ‐4919

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 482 ‐724 948 ‐241 102 ‐89 ‐4549 1.12 724 ‐4549

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 483 ‐596 978 ‐157 102 ‐85 ‐5020 0.97 596 ‐5021

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 483 ‐547 946 ‐175 102 ‐89 ‐4651 1.09 547 ‐4652

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 486 ‐545 ‐903 ‐151 102 ‐94 ‐5247 1.03 545 ‐5248

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 486 ‐496 ‐868 ‐168 102 ‐94 ‐4829 1.12 496 ‐4830

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 487 ‐751 ‐905 ‐216 102 ‐94 ‐5165 1.04 751 ‐5166

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 487 ‐676 ‐871 ‐240 102 ‐94 ‐4748 1.14 676 ‐4749

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 782 ‐264 523 107 268 484 ‐3371 8.17 264 ‐3406

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 782 ‐276 525 106 314 490 ‐3455 8.07 276 ‐3489

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 783 ‐138 510 57 268 484 ‐3288 8.37 138 ‐3324

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 783 ‐137 513 57 314 490 ‐3371 8.27 137 ‐3407

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 785 ‐258 ‐544 106 268 367 ‐4055 5.17 258 ‐4072

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 785 ‐272 ‐545 106 314 375 ‐4153 5.16 272 ‐4170

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 786 ‐473 ‐1591 134 268 367 ‐3398 6.16 473 ‐3418

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 786 ‐488 ‐1587 134 314 375 ‐3494 6.13 488 ‐3515

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 482 1855 1501 ‐71 259 ‐110 8597 0.73 ‐1855 8598

ColumnCaps 1000YR EnvRSA EQ (C\D) (P‐max/Mz‐max) 482 1595 1389 ‐79 282 ‐118 7285 0.93 ‐1595 7286p _ _ _ _( \ ) ( / )

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 483 1188 1500 ‐50 259 ‐110 8496 0.74 ‐1188 8497

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 483 1018 1388 ‐56 282 ‐118 7183 0.94 ‐1018 7184

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 486 1192 ‐1402 ‐49 259 ‐109 8400 0.74 ‐1192 8401

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 486 1027 ‐1296 ‐54 282 ‐116 7067 0.94 ‐1027 7068

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 487 1865 ‐1404 ‐69 259 ‐109 8482 0.73 ‐1865 8482

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 487 1609 ‐1297 ‐77 282 ‐116 7149 0.93 ‐1609 7149

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 782 1145 950 53 632 526 8483 3.55 ‐1145 8499

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 782 1197 971 53 633 519 8761 3.39 ‐1197 8776

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 773 946 48 632 526 8566 3.52 ‐773 8582

ColumnCaps 1000YR EnvRSA EQ (C\D) (P‐max/Mz‐max) 783 783 967 47 633 519 8844 3.36 ‐783 8859p _ _ _ Q_( \ ) ( / )

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 785 1149 ‐962 52 632 523 9246 3.24 ‐1149 9261

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 785 1201 ‐983 52 633 516 9550 3.09 ‐1201 9564

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 786 1254 ‐2374 55 632 523 9904 3.02 ‐1254 9918

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 786 1296 ‐2410 55 633 516 10208 2.89 ‐1296 10221

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 482 1855 1501 ‐71 259 ‐110 ‐11687 0.54 ‐1855 ‐11687

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 482 1595 1389 ‐79 282 ‐118 ‐10383 0.65 ‐1595 ‐10384

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 483 1188 1500 ‐50 259 ‐110 ‐11788 0.53 ‐1188 ‐11789

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 483 1018 1388 ‐56 282 ‐118 ‐10486 0.65 ‐1018 ‐10486

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 486 1192 ‐1402 ‐49 259 ‐109 ‐12137 0.51 ‐1192 ‐12138

ColumnCaps 1000YR EnvRSA EQ (C\D) (P‐max/Mz‐min) 486 1027 ‐1296 ‐54 282 ‐116 ‐10804 0.62 ‐1027 ‐10805ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P max/Mz min) 486 1027 1296 54 282 116 10804 0.62 1027 10805

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 487 1865 ‐1404 ‐69 259 ‐109 ‐12056 0.52 ‐1865 ‐12056

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 487 1609 ‐1297 ‐77 282 ‐116 ‐10723 0.62 ‐1609 ‐10724

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 782 1145 950 53 632 526 ‐9433 3.19 ‐1145 ‐9448

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 782 1197 971 53 633 519 ‐9705 3.06 ‐1197 ‐9718

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 783 773 946 48 632 526 ‐9350 3.22 ‐773 ‐9365

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 783 783 967 47 633 519 ‐9621 3.09 ‐783 ‐9635

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 785 1149 ‐962 52 632 523 ‐10822 2.77 ‐1149 ‐10834

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 785 1201 ‐983 52 633 516 ‐11133 2.65 ‐1201 ‐11145

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 786 1254 ‐2374 55 632 523 ‐10164 2.95 ‐1254 ‐10178

ColumnCaps 1000YR EnvRSA EQ (C\D) (P‐max/Mz‐min) 786 1296 ‐2410 55 633 516 ‐10475 2 82 ‐1296 ‐10487ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P max/Mz min) 786 1296 2410 55 633 516 10475 2.82 1296 10487

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 482 ‐2181 1501 ‐71 259 ‐110 8597 0.73 2181 8598

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 482 ‐1923 1389 ‐79 282 ‐118 7285 0.93 1923 7286

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 483 ‐1514 1500 ‐50 259 ‐110 8496 0.74 1514 8497

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 483 ‐1346 1388 ‐56 282 ‐118 7183 0.94 1346 7184

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 486 ‐1453 ‐1402 ‐49 259 ‐109 8400 0.74 1453 8401

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 486 ‐1286 ‐1296 ‐54 282 ‐116 7067 0.94 1286 7068

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 487 ‐2125 ‐1404 ‐69 259 ‐109 8482 0.73 2125 8482

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 487 ‐1869 ‐1297 ‐77 282 ‐116 7149 0.93 1869 7149

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 782 ‐880 950 53 632 526 8483 3.55 880 8499

ColumnCaps 1000YR EnvRSA EQ (C\D) (P‐min/Mz‐max) 782 ‐931 971 53 633 519 8761 3 39 931 8776ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 782 ‐931 971 53 633 519 8761 3.39 931 8776

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 783 ‐507 946 48 632 526 8566 3.52 507 8582

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 783 ‐517 967 47 633 519 8844 3.36 517 8859

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 785 ‐881 ‐962 52 632 523 9246 3.24 881 9261

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 56 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Inside Column Face

Load Data (from LARSA)

min 0.51 ‐1865 ‐12138

max 11.31 2181 10221

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 785 ‐934 ‐983 52 633 516 9550 3.09 934 9564

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 786 ‐1362 ‐2374 55 632 523 9904 3.02 1362 9918

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 786 ‐1406 ‐2410 55 633 516 10208 2.89 1406 10221

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 482 ‐2181 1501 ‐71 259 ‐110 ‐11687 0.54 2181 ‐11687

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 482 ‐1923 1389 ‐79 282 ‐118 ‐10383 0.65 1923 ‐10384

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 483 ‐1514 1500 ‐50 259 ‐110 ‐11788 0.53 1514 ‐11789

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 483 ‐1346 1388 ‐56 282 ‐118 ‐10486 0.65 1346 ‐10486

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 486 ‐1453 ‐1402 ‐49 259 ‐109 ‐12137 0.51 1453 ‐12138

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 486 ‐1286 ‐1296 ‐54 282 ‐116 ‐10804 0.62 1286 ‐10805

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 487 ‐2125 ‐1404 ‐69 259 ‐109 ‐12056 0.52 2125 ‐12056

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 487 ‐1869 ‐1297 ‐77 282 ‐116 ‐10723 0.62 1869 ‐10724

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 782 ‐880 950 53 632 526 ‐9433 3.19 880 ‐9448

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 782 ‐931 971 53 633 519 ‐9705 3.06 931 ‐9718

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 783 ‐507 946 48 632 526 ‐9350 3.22 507 ‐9365

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 783 ‐517 967 47 633 519 ‐9621 3.09 517 ‐9635

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 785 ‐881 ‐962 52 632 523 ‐10822 2.77 881 ‐10834

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 785 ‐934 ‐983 52 633 516 ‐11133 2.65 934 ‐11145

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 786 ‐1362 ‐2374 55 632 523 ‐10164 2.95 1362 ‐10178

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 786 ‐1406 ‐2410 55 633 516 ‐10475 2.82 1406 ‐10487

ColumnCaps_1000YR_EnvRSA_EQ_A 482 472 980 217 102 77 1829 2.40 ‐472 1831

ColumnCaps 1000YR EnvRSA EQ A 482 397 948 241 102 80 1450 3.16 ‐397 1453p _ _ _ _

ColumnCaps_1000YR_EnvRSA_EQ_A 483 270 978 157 102 77 1728 2.54 ‐270 1729

ColumnCaps_1000YR_EnvRSA_EQ_A 483 220 946 175 102 80 1348 3.40 ‐220 1350

ColumnCaps_1000YR_EnvRSA_EQ_A 486 285 ‐235 151 102 84 1510 3.20 ‐285 1512

ColumnCaps_1000YR_EnvRSA_EQ_A 486 237 ‐271 168 102 85 1092 4.43 ‐237 1095

ColumnCaps_1000YR_EnvRSA_EQ_A 487 490 ‐233 216 102 84 1591 3.04 ‐490 1594

ColumnCaps_1000YR_EnvRSA_EQ_A 487 417 ‐268 240 102 85 1173 4.12 ‐417 1176

ColumnCaps_1000YR_EnvRSA_EQ_A 782 530 523 107 268 484 2421 11.31 ‐530 2469

ColumnCaps_1000YR_EnvRSA_EQ_A 782 542 525 106 314 490 2511 11.04 ‐542 2558

ColumnCaps_1000YR_EnvRSA_EQ_A 783 404 510 57 268 484 2504 10.94 ‐404 2550

ColumnCaps 1000YR EnvRSA EQ A 783 404 513 57 314 490 2594 10.70 ‐404 2640p _ _ _ Q_

ColumnCaps_1000YR_EnvRSA_EQ_A 785 526 108 106 268 367 2480 8.41 ‐526 2507

ColumnCaps_1000YR_EnvRSA_EQ_A 785 539 108 106 314 375 2569 8.31 ‐539 2597

ColumnCaps_1000YR_EnvRSA_EQ_A 786 365 ‐115 134 268 367 3138 6.66 ‐365 3159

ColumnCaps_1000YR_EnvRSA_EQ_A 786 378 ‐121 134 314 375 3228 6.63 ‐378 3250

ColumnCaps_1000YR_EnvRSA_EQ_B 482 ‐797 256 ‐217 ‐102 ‐85 ‐4918 0.99 797 ‐4919

ColumnCaps_1000YR_EnvRSA_EQ_B 482 ‐724 291 ‐241 ‐102 ‐89 ‐4549 1.12 724 ‐4549

ColumnCaps_1000YR_EnvRSA_EQ_B 483 ‐596 258 ‐157 ‐102 ‐85 ‐5020 0.97 596 ‐5021

ColumnCaps_1000YR_EnvRSA_EQ_B 483 ‐547 293 ‐175 ‐102 ‐89 ‐4651 1.09 547 ‐4652

ColumnCaps_1000YR_EnvRSA_EQ_B 486 ‐545 ‐903 ‐151 ‐102 ‐94 ‐5247 1.03 545 ‐5248

ColumnCaps 1000YR EnvRSA EQ B 486 ‐496 ‐868 ‐168 ‐102 ‐94 ‐4829 1.12 496 ‐4830ColumnCaps_1000YR_EnvRSA_EQ_B 486 496 868 168 102 94 4829 1.12 496 4830

ColumnCaps_1000YR_EnvRSA_EQ_B 487 ‐751 ‐905 ‐216 ‐102 ‐94 ‐5165 1.04 751 ‐5166

ColumnCaps_1000YR_EnvRSA_EQ_B 487 ‐676 ‐871 ‐240 ‐102 ‐94 ‐4748 1.14 676 ‐4749

ColumnCaps_1000YR_EnvRSA_EQ_B 782 ‐264 ‐107 ‐107 ‐268 ‐484 ‐3371 8.17 264 ‐3406

ColumnCaps_1000YR_EnvRSA_EQ_B 782 ‐276 ‐110 ‐106 ‐314 ‐490 ‐3455 8.07 276 ‐3489

ColumnCaps_1000YR_EnvRSA_EQ_B 783 ‐138 ‐94 ‐57 ‐268 ‐484 ‐3288 8.37 138 ‐3324

ColumnCaps_1000YR_EnvRSA_EQ_B 783 ‐137 ‐97 ‐57 ‐314 ‐490 ‐3371 8.27 137 ‐3407

ColumnCaps_1000YR_EnvRSA_EQ_B 785 ‐258 ‐544 ‐106 ‐268 ‐367 ‐4055 5.17 258 ‐4072

ColumnCaps_1000YR_EnvRSA_EQ_B 785 ‐272 ‐545 ‐106 ‐314 ‐375 ‐4153 5.16 272 ‐4170

ColumnCaps_1000YR_EnvRSA_EQ_B 786 ‐473 ‐1591 ‐134 ‐268 ‐367 ‐3398 6.16 473 ‐3418

ColumnCaps 1000YR EnvRSA EQ B 786 ‐488 ‐1587 ‐134 ‐314 ‐375 ‐3494 6 13 488 ‐3515ColumnCaps_1000YR_EnvRSA_EQ_B 786 488 1587 134 314 375 3494 6.13 488 3515

ColumnCaps_1000YR_EnvRSA_EQ_C 482 1855 1501 71 259 101 8597 0.67 ‐1855 8598

ColumnCaps_1000YR_EnvRSA_EQ_C 482 1595 1389 79 282 110 7285 0.86 ‐1595 7286

ColumnCaps_1000YR_EnvRSA_EQ_C 483 1188 1500 50 259 101 8496 0.68 ‐1188 8496

ColumnCaps_1000YR_EnvRSA_EQ_C 483 1018 1388 56 282 110 7183 0.88 ‐1018 7184

ColumnCaps_1000YR_EnvRSA_EQ_C 486 1192 264 49 259 99 8400 0.68 ‐1192 8401

ColumnCaps_1000YR_EnvRSA_EQ_C 486 1027 157 54 282 106 7067 0.86 ‐1027 7068

ColumnCaps_1000YR_EnvRSA_EQ_C 487 1865 266 69 259 99 8482 0.67 ‐1865 8482

ColumnCaps_1000YR_EnvRSA_EQ_C 487 1609 159 77 282 106 7149 0.85 ‐1609 7149

ColumnCaps_1000YR_EnvRSA_EQ_C 782 1145 950 53 632 526 8483 3.55 ‐1145 8499

ColumnCaps 1000YR EnvRSA EQ C 782 1197 971 53 633 519 8761 3 39 ‐1197 8776ColumnCaps_1000YR_EnvRSA_EQ_C 782 1197 971 53 633 519 8761 3.39 ‐1197 8776

ColumnCaps_1000YR_EnvRSA_EQ_C 783 773 946 48 632 526 8566 3.52 ‐773 8582

ColumnCaps_1000YR_EnvRSA_EQ_C 783 783 967 47 633 519 8844 3.36 ‐783 8859

ColumnCaps_1000YR_EnvRSA_EQ_C 785 1149 526 52 632 523 9246 3.24 ‐1149 9261

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 57 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Inside Column Face

Load Data (from LARSA)

min 0.51 ‐1865 ‐12138

max 11.31 2181 10221

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

ColumnCaps_1000YR_EnvRSA_EQ_C 785 1201 546 52 633 516 9550 3.09 ‐1201 9564

ColumnCaps_1000YR_EnvRSA_EQ_C 786 1254 668 55 632 523 9904 3.02 ‐1254 9918

ColumnCaps_1000YR_EnvRSA_EQ_C 786 1296 702 55 633 516 10208 2.89 ‐1296 10221

ColumnCaps_1000YR_EnvRSA_EQ_D 482 ‐2181 ‐265 ‐71 ‐259 ‐110 ‐11687 0.54 2181 ‐11687

ColumnCaps_1000YR_EnvRSA_EQ_D 482 ‐1923 ‐151 ‐79 ‐282 ‐118 ‐10383 0.65 1923 ‐10384

ColumnCaps_1000YR_EnvRSA_EQ_D 483 ‐1514 ‐264 ‐50 ‐259 ‐110 ‐11788 0.53 1514 ‐11789

ColumnCaps_1000YR_EnvRSA_EQ_D 483 ‐1346 ‐150 ‐56 ‐282 ‐118 ‐10486 0.65 1346 ‐10486

ColumnCaps_1000YR_EnvRSA_EQ_D 486 ‐1453 ‐1402 ‐49 ‐259 ‐109 ‐12137 0.51 1453 ‐12138

ColumnCaps_1000YR_EnvRSA_EQ_D 486 ‐1286 ‐1296 ‐54 ‐282 ‐116 ‐10804 0.62 1286 ‐10805

ColumnCaps_1000YR_EnvRSA_EQ_D 487 ‐2125 ‐1404 ‐69 ‐259 ‐109 ‐12056 0.52 2125 ‐12056

ColumnCaps_1000YR_EnvRSA_EQ_D 487 ‐1869 ‐1297 ‐77 ‐282 ‐116 ‐10723 0.62 1869 ‐10724

ColumnCaps_1000YR_EnvRSA_EQ_D 782 ‐880 ‐534 ‐53 ‐632 ‐526 ‐9433 3.19 880 ‐9448

ColumnCaps_1000YR_EnvRSA_EQ_D 782 ‐931 ‐555 ‐53 ‐633 ‐519 ‐9705 3.06 931 ‐9718

ColumnCaps_1000YR_EnvRSA_EQ_D 783 ‐507 ‐530 ‐48 ‐632 ‐526 ‐9350 3.22 507 ‐9365

ColumnCaps_1000YR_EnvRSA_EQ_D 783 ‐517 ‐552 ‐47 ‐633 ‐519 ‐9621 3.09 517 ‐9635

ColumnCaps_1000YR_EnvRSA_EQ_D 785 ‐881 ‐962 ‐52 ‐632 ‐523 ‐10822 2.77 881 ‐10834

ColumnCaps_1000YR_EnvRSA_EQ_D 785 ‐934 ‐983 ‐52 ‐633 ‐516 ‐11133 2.65 934 ‐11145

ColumnCaps_1000YR_EnvRSA_EQ_D 786 ‐1362 ‐2374 ‐55 ‐632 ‐523 ‐10164 2.95 1362 ‐10178

ColumnCaps_1000YR_EnvRSA_EQ_D 786 ‐1406 ‐2410 ‐55 ‐633 ‐516 ‐10475 2.82 1406 ‐10487

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 58 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Midspan Cap

Summary

50000

Demand‐Capacity

Factored Cap. (0) Nom. Cap (0) Factored Cap. (60) Nom. Cap (60) Demand

20000

30000

40000

A x ia l F o rc e ( k )

10000

Capacity (from XTRACT)

‐6285 ‐24730 0.0000 0.75 ‐5657 ‐20187 ‐6285 ‐27310 0.0000 0.75 ‐5657 ‐20696 min

41360 24190 0.0100 0.90 31020 18821 41360 27220 0.0100 0.90 31020 20415 max

‐10000

‐40000 ‐30000 ‐20000 ‐10000 0 10000 20000 30000

Moment (k‐ft)

Pn Mn Ԑs  Pr Mr Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft k k‐ft in/in k k‐ft

41280 436 0.00000 0.75 30960 327 41280 217 0.00000 0.75 30960 163

41360 192 0.00000 0.75 31020 144 41360 19 0.00000 0.75 31020 14

41300 109 0.00000 0.75 30975 82 41340 ‐16 0.00000 0.75 31005 ‐12

41000 395 0.00000 0.75 30750 296 41150 212 0.00000 0.75 30863 159

40330 1260 0.00000 0.75 30248 945 40700 947 0.00000 0.75 30525 710

39390 2500 0.00000 0.75 29543 1875 39940 2157 0.00000 0.75 29955 1618

38180 4108 0.00000 0.75 28635 3081 38910 3753 0.00000 0.75 29183 2815

0° Bending Angle 60° Bending Angle

36710 6046 0.00000 0.75 27533 4535 37620 5699 0.00000 0.75 28215 4274

35010 8258 0.00000 0.75 26258 6194 36090 7949 0.00000 0.75 27068 5962

33040 10640 0.00000 0.75 24780 7980 34340 10460 0.00000 0.75 25755 7845

30890 13190 0.00000 0.75 23168 9893 32400 13180 0.00000 0.75 24300 9885

28580 15880 0.00000 0.75 21435 11910 30280 16070 0.00000 0.75 22710 12053

26270 18370 0.00000 0.75 19703 13778 28020 19050 0.00000 0.75 21015 14288

24220 20170 0.00020 0.75 18165 15128 25740 21740 0.00018 0.75 19305 16305

22440 21420 0.00045 0.75 16830 16065 23550 23880 0.00042 0.75 17663 17910

20850 22290 0.00069 0.75 15638 16718 21510 25400 0.00067 0.75 16133 19050

19430 22910 0.00094 0.75 14573 17183 19650 26390 0.00091 0.75 14738 1979319430 22910 0.00094 0.75 14573 17183 19650 26390 0.00091 0.75 14738 19793

18150 23350 0.00119 0.75 13613 17513 17970 26940 0.00116 0.75 13478 20205

16960 23680 0.00143 0.75 12720 17760 16450 27180 0.00140 0.75 12338 20385

15890 23900 0.00168 0.75 11918 17925 15050 27220 0.00165 0.75 11288 20415

14890 24070 0.00193 0.75 11168 18053 13770 27080 0.00189 0.75 10328 20310

13960 24190 0.00217 0.76 10589 18349 12570 26850 0.00213 0.76 9512 20317

13130 24180 0.00242 0.77 10121 18639 11460 26530 0.00238 0.77 8812 20399

12520 23880 0.00266 0.78 9805 18702 10440 26120 0.00262 0.78 8155 20404

11920 23560 0.00291 0.80 9482 18741 9496 25630 0.00287 0.79 7534 20334

11390 23240 0.00316 0.81 9201 18773 8612 25100 0.00311 0.81 6937 20219

10890 22930 0 00340 0 82 8931 18805 7786 24550 0 00336 0 82 6367 2007710890 22930 0.00340 0.82 8931 18805 7786 24550 0.00336 0.82 6367 20077

10400 22600 0.00365 0.83 8657 18812 7012 23980 0.00360 0.83 5820 19903

9954 22280 0.00389 0.84 8408 18820 6299 23390 0.00385 0.84 5305 19700

9570 21960 0.00414 0.86 8202 18821 5627 22790 0.00409 0.85 4808 19473

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 59 / 64

EKristof

Text Box

Because the angle of loading varies, the extreme P-M curves are both shown

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Midspan Cap

Capacity (from XTRACT)

‐6285 ‐24730 0.0000 0.75 ‐5657 ‐20187 ‐6285 ‐27310 0.0000 0.75 ‐5657 ‐20696 min

41360 24190 0.0100 0.90 31020 18821 41360 27220 0.0100 0.90 31020 20415 max

Pn Mn Ԑs  Pr Mr Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft k k‐ft in/in k k‐ft

0° Bending Angle 60° Bending Angle

9182 21620 0.00439 0.87 7982 18795 5017 22170 0.00433 0.87 4348 19215

8789 21280 0.00463 0.88 7749 18762 4446 21540 0.00458 0.88 3908 18932

8441 20940 0.00488 0.89 7546 18719 3913 20930 0.00482 0.89 3487 18652

8107 20630 0.00513 0.90 7296 18567 3422 20300 0.00507 0.90 3080 18270

7808 20330 0.00537 0.90 7027 18297 2960 19690 0.00531 0.90 2664 17721

7506 20020 0.00562 0.90 6755 18018 2530 19100 0.00556 0.90 2277 17190

7202 19710 0.00586 0.90 6482 17739 2133 18520 0.00580 0.90 1920 16668

6901 19400 0.00611 0.90 6211 17460 1759 17950 0.00605 0.90 1583 16155

6626 19110 0.00636 0.90 5963 17199 1407 17400 0.00629 0.90 1266 15660

6352 18820 0.00660 0.90 5717 16938 1082 16870 0.00653 0.90 974 15183

6120 18550 0.00685 0.90 5508 16695 780 16350 0.00678 0.90 702 14715

5893 18280 0.00710 0.90 5304 16452 491 15850 0.00702 0.90 442 14265

5666 18020 0.00734 0.90 5099 16218 219 15380 0.00727 0.90 197 13842

5432 17740 0.00759 0.90 4889 15966 ‐38 14910 0.00751 0.90 ‐34 13419

5195 17460 0.00783 0.90 4676 15714 ‐272 14470 0.00776 0.90 ‐245 13023

4954 17180 0.00808 0.90 4459 15462 ‐494 14040 0.00800 0.90 ‐444 12636

4743 16930 0.00833 0.90 4269 15237 ‐707 13630 0.00825 0.90 ‐636 12267

4534 16690 0.00857 0.90 4081 15021 ‐906 13240 0.00849 0.90 ‐815 11916

4326 16450 0.00882 0.90 3893 14805 ‐1096 12860 0.00873 0.90 ‐986 11574

4125 16210 0.00907 0.90 3713 14589 ‐1277 12500 0.00898 0.90 ‐1149 11250

3947 16000 0.00931 0.90 3552 14400 ‐1443 12150 0.00922 0.90 ‐1299 10935

3769 15790 0.00956 0.90 3392 14211 ‐1599 11820 0.00947 0.90 ‐1439 10638

3588 15580 0.00980 0.90 3229 14022 ‐1748 11500 0.00971 0.90 ‐1573 10350

3282 15180 0.01000 0.90 2954 13662 ‐1892 11190 0.00996 0.90 ‐1703 10071

2421 13970 0.01000 0.90 2179 12573 ‐2412 9925 0.01000 0.90 ‐2171 8933

1574 12700 0.01000 0.90 1417 11430 ‐2985 8467 0.01000 0.90 ‐2687 7620

716 11360 0.01000 0.90 645 10224 ‐3517 7048 0.01000 0.90 ‐3165 6343

‐235 9800 0.01000 0.90 ‐211 8820 ‐3999 5707 0.01000 0.90 ‐3599 5136

‐1213 8138 0.01000 0.90 ‐1092 7324 ‐4433 4465 0.01000 0.90 ‐3990 4019

‐2053 6595 0.01000 0.90 ‐1848 5936 ‐4811 3358 0.01000 0.90 ‐4330 3022

‐2830 5082 0.01000 0.90 ‐2547 4574 ‐5122 2425 0.01000 0.90 ‐4610 2183

‐3534 3697 0.01000 0.90 ‐3181 3327 ‐5373 1665 0.01000 0.90 ‐4836 1499

‐4090 2586 0.01000 0.90 ‐3681 2327 ‐5565 1081 0.01000 0.90 ‐5009 973

‐4565 1635 0.01000 0.90 ‐4109 1472 ‐5713 643 0.01000 0.90 ‐5142 578

‐4886 1012 0.01000 0.90 ‐4397 911 ‐5831 307 0.01000 0.90 ‐5248 277

‐5110 596 0.01000 0.90 ‐4599 537 ‐5922 49 0.01000 0.90 ‐5330 44

‐5334 181 0.01000 0.90 ‐4801 163 ‐6007 ‐195 0.01000 0.90 ‐5406 ‐176

‐5558 ‐234 0.01000 0.90 ‐5002 ‐211 ‐6067 ‐375 0.01000 0.90 ‐5460 ‐337

‐5782 ‐649 0.01000 0.90 ‐5204 ‐584 ‐6118 ‐531 0.01000 0.90 ‐5506 ‐478

‐6006 ‐1064 0.01000 0.90 ‐5405 ‐958 ‐6148 ‐629 0.01000 0.90 ‐5533 ‐566

‐6165 ‐1362 0.01000 0.90 ‐5549 ‐1226 ‐6168 ‐693 0.01000 0.90 ‐5551 ‐6236165 1362 0.01000 0.90 5549 1226 6168 693 0.01000 0.90 5551 623

‐6203 ‐1433 0.01000 0.90 ‐5583 ‐1290 ‐6176 ‐721 0.01000 0.90 ‐5558 ‐648

‐6203 ‐1433 0.01000 0.90 ‐5583 ‐1290 ‐6177 ‐720 0.01000 0.90 ‐5559 ‐648

‐6203 ‐1433 0.01000 0.90 ‐5583 ‐1290 ‐6177 ‐719 0.01000 0.90 ‐5559 ‐647

‐6203 ‐1433 0.01000 0.90 ‐5583 ‐1290 ‐6178 ‐717 0.01000 0.90 ‐5560 ‐646

‐6203 ‐1433 0.01000 0.90 ‐5583 ‐1290 ‐6179 ‐716 0.01000 0.90 ‐5561 ‐645

‐6203 ‐1433 0.01000 0.90 ‐5583 ‐1290 ‐6179 ‐715 0.01000 0.90 ‐5561 ‐644

‐6203 ‐1433 0.01000 0.90 ‐5583 ‐1290 ‐6180 ‐714 0.01000 0.90 ‐5562 ‐642

‐6203 ‐1433 0.01000 0.90 ‐5583 ‐1290 ‐6181 ‐712 0.01000 0.90 ‐5563 ‐641

‐6204 ‐1433 0.01000 0.90 ‐5584 ‐1290 ‐6182 ‐711 0.01000 0.90 ‐5564 ‐640

‐6204 ‐1433 0 01000 0 90 ‐5584 ‐1290 ‐6183 ‐709 0 01000 0 90 ‐5565 ‐6386204 1433 0.01000 0.90 5584 1290 6183 709 0.01000 0.90 5565 638

‐6204 ‐1433 0.01000 0.90 ‐5584 ‐1290 ‐6184 ‐707 0.01000 0.90 ‐5566 ‐636

‐6204 ‐1433 0.01000 0.90 ‐5584 ‐1290 ‐6186 ‐705 0.01000 0.90 ‐5567 ‐635

‐6204 ‐1433 0.01000 0.90 ‐5584 ‐1290 ‐6187 ‐703 0.01000 0.90 ‐5568 ‐633

‐6204 ‐1432 0.01000 0.90 ‐5584 ‐1289 ‐6189 ‐701 0.01000 0.90 ‐5570 ‐631

‐6205 ‐1432 0.01000 0.90 ‐5585 ‐1289 ‐6192 ‐699 0.01000 0.90 ‐5573 ‐629

‐6205 ‐1432 0.01000 0.90 ‐5585 ‐1289 ‐6194 ‐697 0.01000 0.90 ‐5575 ‐627

‐6205 ‐1432 0.01000 0.90 ‐5585 ‐1289 ‐6197 ‐695 0.01000 0.90 ‐5577 ‐625

‐6206 ‐1432 0.01000 0.90 ‐5585 ‐1289 ‐6200 ‐693 0.01000 0.90 ‐5580 ‐624

‐6206 ‐1431 0.01000 0.90 ‐5585 ‐1288 ‐6204 ‐692 0.01000 0.90 ‐5584 ‐623

‐6209 ‐1433 0 01000 0 90 ‐5588 ‐1290 ‐6209 ‐693 0 01000 0 90 ‐5588 ‐623‐6209 ‐1433 0.01000 0.90 ‐5588 ‐1290 ‐6209 ‐693 0.01000 0.90 ‐5588 ‐623

‐6213 ‐1436 0.01000 0.90 ‐5592 ‐1292 ‐6215 ‐694 0.01000 0.90 ‐5594 ‐625

‐6217 ‐1438 0.01000 0.90 ‐5595 ‐1294 ‐6222 ‐699 0.01000 0.90 ‐5600 ‐629

‐6225 ‐1449 0.01000 0.90 ‐5603 ‐1304 ‐6230 ‐707 0.01000 0.90 ‐5607 ‐636

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 60 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Midspan Cap

Capacity (from XTRACT)

‐6285 ‐24730 0.0000 0.75 ‐5657 ‐20187 ‐6285 ‐27310 0.0000 0.75 ‐5657 ‐20696 min

41360 24190 0.0100 0.90 31020 18821 41360 27220 0.0100 0.90 31020 20415 max

Pn Mn Ԑs  Pr Mr Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft k k‐ft in/in k k‐ft

0° Bending Angle 60° Bending Angle

‐6233 ‐1461 0.01000 0.90 ‐5610 ‐1315 ‐6238 ‐715 0.01000 0.90 ‐5614 ‐643

‐6242 ‐1473 0.01000 0.90 ‐5618 ‐1326 ‐6246 ‐723 0.01000 0.90 ‐5621 ‐650

‐6251 ‐1484 0.01000 0.90 ‐5626 ‐1336 ‐6253 ‐730 0.01000 0.90 ‐5628 ‐657

‐6259 ‐1496 0.01000 0.90 ‐5633 ‐1346 ‐6261 ‐738 0.01000 0.90 ‐5635 ‐664

‐6268 ‐1508 0.01000 0.90 ‐5641 ‐1357 ‐6269 ‐746 0.01000 0.90 ‐5642 ‐672

‐6276 ‐1519 0.01000 0.90 ‐5648 ‐1367 ‐6277 ‐754 0.01000 0.90 ‐5649 ‐679

‐6285 ‐1531 0.01000 0.90 ‐5657 ‐1378 ‐6285 ‐762 0.01000 0.90 ‐5657 ‐686

‐6278 ‐1539 0.01000 0.90 ‐5650 ‐1385 ‐6278 ‐768 0.01000 0.90 ‐5650 ‐691

‐6272 ‐1548 0.01000 0.90 ‐5645 ‐1393 ‐6270 ‐774 0.01000 0.90 ‐5643 ‐697

‐6265 ‐1556 0.01000 0.90 ‐5639 ‐1400 ‐6263 ‐780 0.01000 0.90 ‐5637 ‐702

‐6258 ‐1563 0.01000 0.90 ‐5632 ‐1407 ‐6256 ‐786 0.01000 0.90 ‐5630 ‐707

‐6252 ‐1572 0.01000 0.90 ‐5627 ‐1415 ‐6248 ‐792 0.01000 0.90 ‐5623 ‐713

‐6245 ‐1580 0.01000 0.90 ‐5621 ‐1422 ‐6241 ‐798 0.01000 0.90 ‐5617 ‐718

‐6238 ‐1588 0.01000 0.90 ‐5614 ‐1429 ‐6233 ‐804 0.01000 0.90 ‐5610 ‐724

‐6233 ‐1593 0.01000 0.90 ‐5610 ‐1434 ‐6226 ‐810 0.01000 0.90 ‐5603 ‐729

‐6231 ‐1593 0.01000 0.90 ‐5608 ‐1434 ‐6220 ‐814 0.01000 0.90 ‐5598 ‐732

‐6229 ‐1592 0.01000 0.90 ‐5606 ‐1433 ‐6214 ‐815 0.01000 0.90 ‐5593 ‐734

‐6227 ‐1591 0.01000 0.90 ‐5604 ‐1432 ‐6209 ‐816 0.01000 0.90 ‐5588 ‐734

‐6226 ‐1589 0.01000 0.90 ‐5603 ‐1430 ‐6204 ‐815 0.01000 0.90 ‐5584 ‐733

‐6224 ‐1588 0.01000 0.90 ‐5602 ‐1429 ‐6201 ‐813 0.01000 0.90 ‐5581 ‐732

‐6222 ‐1588 0.01000 0.90 ‐5600 ‐1429 ‐6198 ‐811 0.01000 0.90 ‐5578 ‐730

‐6221 ‐1586 0.01000 0.90 ‐5599 ‐1427 ‐6196 ‐809 0.01000 0.90 ‐5576 ‐728

‐6219 ‐1585 0.01000 0.90 ‐5597 ‐1427 ‐6194 ‐806 0.01000 0.90 ‐5575 ‐726

‐6218 ‐1583 0.01000 0.90 ‐5596 ‐1425 ‐6192 ‐804 0.01000 0.90 ‐5573 ‐724

‐6217 ‐1583 0.01000 0.90 ‐5595 ‐1425 ‐6190 ‐802 0.01000 0.90 ‐5571 ‐722

‐6215 ‐1581 0.01000 0.90 ‐5594 ‐1423 ‐6189 ‐800 0.01000 0.90 ‐5570 ‐720

‐6214 ‐1580 0.01000 0.90 ‐5593 ‐1422 ‐6187 ‐798 0.01000 0.90 ‐5568 ‐718

‐6212 ‐1578 0.01000 0.90 ‐5591 ‐1420 ‐6186 ‐796 0.01000 0.90 ‐5567 ‐716

‐6211 ‐1578 0.01000 0.90 ‐5590 ‐1420 ‐6185 ‐794 0.01000 0.90 ‐5567 ‐715

‐6210 ‐1577 0.01000 0.90 ‐5589 ‐1419 ‐6184 ‐793 0.01000 0.90 ‐5566 ‐713

‐6208 ‐1575 0.01000 0.90 ‐5587 ‐1418 ‐6183 ‐791 0.01000 0.90 ‐5565 ‐712

‐6207 ‐1574 0.01000 0.90 ‐5586 ‐1417 ‐6183 ‐790 0.01000 0.90 ‐5565 ‐711

‐6205 ‐1573 0.01000 0.90 ‐5585 ‐1416 ‐6182 ‐788 0.01000 0.90 ‐5564 ‐709

‐6204 ‐1572 0.01000 0.90 ‐5584 ‐1415 ‐6181 ‐787 0.01000 0.90 ‐5563 ‐708

‐6204 ‐1572 0.01000 0.90 ‐5584 ‐1415 ‐6181 ‐786 0.01000 0.90 ‐5563 ‐707

‐6204 ‐1572 0.01000 0.90 ‐5584 ‐1415 ‐6180 ‐785 0.01000 0.90 ‐5562 ‐706

‐6044 ‐1883 0.01000 0.90 ‐5440 ‐1695 ‐6171 ‐816 0.01000 0.90 ‐5554 ‐734

‐5838 ‐2281 0.01000 0.90 ‐5254 ‐2053 ‐6151 ‐878 0.01000 0.90 ‐5536 ‐790

‐5633 ‐2679 0.01000 0.90 ‐5070 ‐2411 ‐6118 ‐984 0.01000 0.90 ‐5506 ‐886

‐5428 ‐3077 0.01000 0.90 ‐4885 ‐2769 ‐6079 ‐1108 0.01000 0.90 ‐5471 ‐997

‐5223 ‐3474 0.01000 0.90 ‐4701 ‐3127 ‐6035 ‐1245 0.01000 0.90 ‐5432 ‐11215223 3474 0.01000 0.90 4701 3127 6035 1245 0.01000 0.90 5432 1121

‐5017 ‐3873 0.01000 0.90 ‐4515 ‐3486 ‐5986 ‐1393 0.01000 0.90 ‐5387 ‐1254

‐4766 ‐4373 0.01000 0.90 ‐4289 ‐3936 ‐5927 ‐1565 0.01000 0.90 ‐5334 ‐1409

‐4335 ‐5264 0.01000 0.90 ‐3902 ‐4738 ‐5854 ‐1792 0.01000 0.90 ‐5269 ‐1613

‐3801 ‐6368 0.01000 0.90 ‐3421 ‐5731 ‐5730 ‐2166 0.01000 0.90 ‐5157 ‐1949

‐3152 ‐7684 0.01000 0.90 ‐2837 ‐6916 ‐5563 ‐2685 0.01000 0.90 ‐5007 ‐2417

‐2353 ‐9267 0.01000 0.90 ‐2118 ‐8340 ‐5342 ‐3376 0.01000 0.90 ‐4808 ‐3038

‐1568 ‐10810 0.01000 0.90 ‐1411 ‐9729 ‐5043 ‐4269 0.01000 0.90 ‐4539 ‐3842

‐718 ‐12430 0.01000 0.90 ‐647 ‐11187 ‐4681 ‐5330 0.01000 0.90 ‐4213 ‐4797

122 ‐13960 0.01000 0.90 109 ‐12564 ‐4267 ‐6522 0.01000 0.90 ‐3840 ‐5870

855 ‐15260 0 01000 0 90 770 ‐13734 ‐3804 ‐7813 0 01000 0 90 ‐3424 ‐7032855 15260 0.01000 0.90 770 13734 3804 7813 0.01000 0.90 3424 7032

1577 ‐16470 0.01000 0.90 1419 ‐14823 ‐3286 ‐9183 0.01000 0.90 ‐2957 ‐8265

2314 ‐17630 0.01000 0.90 2083 ‐15867 ‐2731 ‐10600 0.01000 0.90 ‐2458 ‐9540

2581 ‐18030 0.00982 0.90 2323 ‐16227 ‐2289 ‐11680 0.00992 0.90 ‐2060 ‐10512

2698 ‐18190 0.00958 0.90 2428 ‐16371 ‐2149 ‐11970 0.00968 0.90 ‐1934 ‐10773

2813 ‐18350 0.00934 0.90 2532 ‐16515 ‐2000 ‐12280 0.00944 0.90 ‐1800 ‐11052

2928 ‐18510 0.00910 0.90 2635 ‐16659 ‐1837 ‐12620 0.00919 0.90 ‐1653 ‐11358

3068 ‐18700 0.00886 0.90 2761 ‐16830 ‐1666 ‐12960 0.00895 0.90 ‐1499 ‐11664

3213 ‐18890 0.00861 0.90 2892 ‐17001 ‐1484 ‐13330 0.00870 0.90 ‐1336 ‐11997

3359 ‐19090 0.00837 0.90 3023 ‐17181 ‐1293 ‐13700 0.00846 0.90 ‐1164 ‐12330

3504 ‐19280 0 00813 0 90 3154 ‐17352 ‐1097 ‐14080 0 00822 0 90 ‐987 ‐126723504 ‐19280 0.00813 0.90 3154 ‐17352 ‐1097 ‐14080 0.00822 0.90 ‐987 ‐12672

3680 ‐19530 0.00789 0.90 3312 ‐17577 ‐887 ‐14490 0.00797 0.90 ‐799 ‐13041

3853 ‐19760 0.00765 0.90 3468 ‐17784 ‐658 ‐14920 0.00773 0.90 ‐592 ‐13428

4030 ‐19990 0.00740 0.90 3627 ‐17991 ‐416 ‐15360 0.00749 0.90 ‐375 ‐13824

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 61 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Midspan Cap

Capacity (from XTRACT)

‐6285 ‐24730 0.0000 0.75 ‐5657 ‐20187 ‐6285 ‐27310 0.0000 0.75 ‐5657 ‐20696 min

41360 24190 0.0100 0.90 31020 18821 41360 27220 0.0100 0.90 31020 20415 max

Pn Mn Ԑs  Pr Mr Pn Mn Ԑs  Pr Mr

k k‐ft in/in k k‐ft k k‐ft in/in k k‐ft

0° Bending Angle 60° Bending Angle

4209 ‐20230 0.00716 0.90 3788 ‐18207 ‐158 ‐15830 0.00724 0.90 ‐142 ‐14247

4388 ‐20450 0.00692 0.90 3949 ‐18405 112 ‐16300 0.00700 0.90 101 ‐14670

4566 ‐20680 0.00668 0.90 4109 ‐18612 400 ‐16800 0.00675 0.90 360 ‐15120

4769 ‐20920 0.00644 0.90 4292 ‐18828 707 ‐17320 0.00651 0.90 636 ‐15588

4970 ‐21150 0.00619 0.90 4473 ‐19035 1040 ‐17840 0.00627 0.90 936 ‐16056

5198 ‐21400 0.00595 0.90 4678 ‐19260 1390 ‐18390 0.00602 0.90 1251 ‐16551

5439 ‐21670 0.00571 0.90 4895 ‐19503 1763 ‐18960 0.00578 0.90 1587 ‐17064

5677 ‐21930 0.00547 0.90 5109 ‐19737 2164 ‐19540 0.00553 0.90 1948 ‐17586

5913 ‐22180 0.00523 0.90 5322 ‐19962 2598 ‐20130 0.00529 0.90 2338 ‐18117

6171 ‐22450 0.00498 0.90 5549 ‐20187 3054 ‐20750 0.00505 0.90 2749 ‐18675

6451 ‐22730 0.00474 0.89 5723 ‐20164 3542 ‐21380 0.00480 0.89 3153 ‐19031

6768 ‐23030 0.00450 0.88 5922 ‐20151 4075 ‐22000 0.00456 0.88 3578 ‐19315

7111 ‐23320 0.00426 0.86 6136 ‐20123 4643 ‐22630 0.00432 0.87 4020 ‐19592

7570 ‐23500 0.00402 0.85 6441 ‐19994 5261 ‐23240 0.00407 0.85 4491 ‐19837

8069 ‐23690 0.00377 0.84 6767 ‐19869 5924 ‐23860 0.00383 0.84 4984 ‐20075

8607 ‐23900 0.00353 0.83 7115 ‐19757 6636 ‐24460 0.00358 0.83 5503 ‐20282

9167 ‐24110 0.00329 0.81 7467 ‐19639 7397 ‐25050 0.00334 0.82 6043 ‐20466

9738 ‐24310 0.00305 0.80 7814 ‐19508 8215 ‐25620 0.00310 0.80 6611 ‐20619

10370 ‐24510 0.00281 0.79 8196 ‐19371 9110 ‐26100 0.00285 0.79 7221 ‐20687

11040 ‐24710 0.00257 0.78 8592 ‐19231 10080 ‐26520 0.00261 0.78 7866 ‐20696

11820 ‐24730 0.00232 0.77 9056 ‐18947 11130 ‐26860 0.00236 0.77 8550 ‐20634

12800 ‐24500 0.00208 0.75 9652 ‐18474 12270 ‐27100 0.00212 0.76 9277 ‐20489

13820 ‐24250 0.00184 0.75 10365 ‐18188 13490 ‐27260 0.00188 0.75 10118 ‐20445

14940 ‐23930 0.00160 0.75 11205 ‐17948 14800 ‐27310 0.00163 0.75 11100 ‐20483

16110 ‐23580 0.00136 0.75 12083 ‐17685 16230 ‐27210 0.00139 0.75 12173 ‐20408

17400 ‐23110 0.00111 0.75 13050 ‐17333 17780 ‐26890 0.00115 0.75 13335 ‐20168

18780 ‐22520 0.00087 0.75 14085 ‐16890 19500 ‐26260 0.00090 0.75 14625 ‐19695

20290 ‐21760 0.00063 0.75 15218 ‐16320 21390 ‐25180 0.00066 0.75 16043 ‐18885

21970 ‐20720 0.00039 0.75 16478 ‐15540 23460 ‐23580 0.00041 0.75 17595 ‐17685

23860 ‐19290 0.00015 0.75 17895 ‐14468 25670 ‐21410 0.00017 0.75 19253 ‐16058

25980 ‐17330 0.00000 0.75 19485 ‐12998 27970 ‐18690 0.00000 0.75 20978 ‐14018

28350 ‐14730 0.00000 0.75 21263 ‐11048 30230 ‐15730 0.00000 0.75 22673 ‐11798

30650 ‐12080 0.00000 0.75 22988 ‐9060 32350 ‐12850 0.00000 0.75 24263 ‐9638

32790 ‐9558 0.00000 0.75 24593 ‐7169 34300 ‐10140 0.00000 0.75 25725 ‐7605

34750 ‐7196 0.00000 0.75 26063 ‐5397 36050 ‐7634 0.00000 0.75 27038 ‐5726

36510 ‐5039 0.00000 0.75 27383 ‐3779 37580 ‐5381 0.00000 0.75 28185 ‐4036

38040 ‐3142 0.00000 0.75 28530 ‐2357 38880 ‐3423 0.00000 0.75 29160 ‐2567

39330 ‐1550 0.00000 0.75 29498 ‐1163 39920 ‐1800 0.00000 0.75 29940 ‐1350

40360 ‐297 0.00000 0.75 30270 ‐223 40690 ‐552 0.00000 0.75 30518 ‐414

41040 543 0.00000 0.75 30780 407 41160 236 0.00000 0.75 30870 177

41310 767 0.00000 0.75 30983 576 41340 453 0.00000 0.75 31005 33941310 767 0.00000 0.75 30983 576 41340 453 0.00000 0.75 31005 339

41360 674 0.00000 0.75 31020 505 41360 413 0.00000 0.75 31020 310

41280 436 0.00000 0.75 30960 327 41280 217 0.00000 0.75 30960 163

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 62 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Midspan Cap

Load Data Summary

Fx Fy Fz Mx My Mz

k k k kip‐ft kip‐ft kip‐ft

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 484 977 470 ‐27 259 ‐596 2296 max FX

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 484 ‐519 470 ‐27 259 ‐596 2296 min FX

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 783 893 47 633 329 2240 max FY

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 783 ‐894 47 633 329 2240 min FY

ColumnCaps_1000YR_EnvRSA_EQ_A 484 547 207 81 102 2045 2481 max FZ

Load Combination Element

ColumnCaps_1000YR_EnvRSA_EQ_A 484 547 207 ‐81 102 2045 2481 min FZ

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 783 893 47 633 329 2240 max MX

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 783 893 47 ‐633 329 2240 min MX

ColumnCaps_1000YR_EnvRSA_EQ_A 484 547 207 81 102 2045 2481 max MY

ColumnCaps_1000YR_EnvRSA_EQ_A 484 547 207 81 102 ‐2054 2481 min MY

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 783 404 436 57 268 955 3012 max MZ

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 783 404 436 57 268 955 474 max MZ

Load Data (from LARSA)

min 0.00 ‐977 0

max 63.61 519 3221

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 484 576 222 ‐73 102 ‐1847 2506 36.39 ‐576 3112

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 484 547 207 ‐81 102 ‐2054 2481 39.61 ‐547 3221

Transformed Demands

Load Combination Element

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 485 577 ‐178 ‐59 102 ‐1847 2416 37.39 ‐577 3041

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 485 556 ‐163 ‐66 102 ‐2054 2390 40.67 ‐556 3151

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 783 404 436 57 268 955 3012 17.59 ‐404 3160

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 783 404 438 57 314 954 2951 17.91 ‐404 3102

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 784 402 ‐447 56 268 955 3009 17.60 ‐402 3157

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐max) 784 402 ‐448 56 314 954 2951 17.91 ‐402 3101

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 484 576 222 ‐73 102 ‐1847 1231 56.32 ‐576 2219

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 484 547 207 ‐81 102 ‐2054 1263 58.40 ‐547 2411

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 485 577 ‐178 ‐59 102 ‐1847 1141 58.28 ‐577 2171

ColumnCaps 1000YR EnvRSA EQ (A\B) (P‐max/Mz‐min) 485 556 ‐163 ‐66 102 ‐2054 1172 60.29 ‐556 2365p _ _ _ _( \ ) ( / )

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 783 404 436 57 268 955 477 63.47 ‐404 1067

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 783 404 438 57 314 954 536 60.68 ‐404 1094

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 784 402 ‐447 56 268 955 474 63.61 ‐402 1066

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐max/Mz‐min) 784 402 ‐448 56 314 954 535 60.71 ‐402 1093

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 484 59 222 ‐73 102 ‐1847 2506 36.39 ‐59 3112

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 484 88 207 ‐81 102 ‐2054 2481 39.61 ‐88 3221

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 485 120 ‐178 ‐59 102 ‐1847 2416 37.39 ‐120 3041

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 485 143 ‐163 ‐66 102 ‐2054 2390 40.67 ‐143 3151

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 783 ‐138 436 57 268 955 3012 17.59 138 3160

ColumnCaps 1000YR EnvRSA EQ (A\B) (P‐min/Mz‐max) 783 ‐137 438 57 314 954 2951 17.91 137 3102p _ _ _ Q_( \ ) ( / )

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 784 ‐134 ‐447 56 268 955 3009 17.60 134 3157

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐max) 784 ‐135 ‐448 56 314 954 2951 17.91 135 3101

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 484 59 222 ‐73 102 ‐1847 1231 56.32 ‐59 2219

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 484 88 207 ‐81 102 ‐2054 1263 58.40 ‐88 2411

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 485 120 ‐178 ‐59 102 ‐1847 1141 58.28 ‐120 2171

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 485 143 ‐163 ‐66 102 ‐2054 1172 60.29 ‐143 2365

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 783 ‐138 436 57 268 955 477 63.47 138 1067

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 783 ‐137 438 57 314 954 536 60.68 137 1094

ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P‐min/Mz‐min) 784 ‐134 ‐447 56 268 955 474 63.61 134 1066

ColumnCaps 1000YR EnvRSA EQ (A\B) (P‐min/Mz‐min) 784 ‐135 ‐448 56 314 954 535 60.71 135 1093ColumnCaps_1000YR_EnvRSA_EQ_(A\B) (P min/Mz min) 784 135 448 56 314 954 535 60.71 135 1093

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 484 977 470 ‐27 259 ‐596 2296 14.55 ‐977 2372

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 484 894 421 ‐30 282 ‐664 2268 16.33 ‐894 2363

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 485 887 ‐414 ‐24 259 ‐596 2207 15.11 ‐887 2286

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 485 820 ‐368 ‐26 282 ‐664 2177 16.97 ‐820 2276

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 773 872 48 632 329 2256 8.30 ‐773 2279

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 783 783 893 47 633 329 2240 8.36 ‐783 2264

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 784 775 ‐873 47 632 329 2253 8.31 ‐775 2277

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐max) 784 785 ‐894 47 633 329 2239 8.36 ‐785 2263

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 484 977 470 ‐27 259 ‐596 1440 22.49 ‐977 1558

ColumnCaps 1000YR EnvRSA EQ (C\D) (P‐max/Mz‐min) 484 894 421 ‐30 282 ‐664 1477 24 22 ‐894 1619ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P max/Mz min) 484 894 421 30 282 664 1477 24.22 894 1619

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 485 887 ‐414 ‐24 259 ‐596 1351 23.81 ‐887 1476

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 485 820 ‐368 ‐26 282 ‐664 1386 25.61 ‐820 1537

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 783 773 872 48 632 329 1233 14.94 ‐773 1276

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 63 / 64

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1/4 Cap Beams

1000YR Design: Midspan Cap

Load Data (from LARSA)

min 0.00 ‐977 0

max 63.61 519 3221

Fx Fy Fz Mx My Mz θ Pu Mu

k k k kip‐ft kip‐ft kip‐ft deg k k‐ft

Transformed Demands

Load Combination Element

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 783 783 893 47 633 329 1247 14.78 ‐783 1290

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 784 775 ‐873 47 632 329 1230 14.97 ‐775 1273

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐max/Mz‐min) 784 785 ‐894 47 633 329 1247 14.78 ‐785 1289

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 484 ‐342 470 ‐27 259 ‐596 2296 14.55 342 2372

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 484 ‐258 421 ‐30 282 ‐664 2268 16.33 258 2363

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 485 ‐190 ‐414 ‐24 259 ‐596 2207 15.11 190 2286

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 485 ‐121 ‐368 ‐26 282 ‐664 2177 16.97 121 2276

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 783 ‐507 872 48 632 329 2256 8.30 507 2279

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 783 ‐517 893 47 633 329 2240 8.36 517 2264

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 784 ‐508 ‐873 47 632 329 2253 8.31 508 2277

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐max) 784 ‐519 ‐894 47 633 329 2239 8.36 519 2263

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 484 ‐342 470 ‐27 259 ‐596 1440 22.49 342 1558

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 484 ‐258 421 ‐30 282 ‐664 1477 24.22 258 1619

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 485 ‐190 ‐414 ‐24 259 ‐596 1351 23.81 190 1476

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 485 ‐121 ‐368 ‐26 282 ‐664 1386 25.61 121 1537

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 783 ‐507 872 48 632 329 1233 14.94 507 1276

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 783 ‐517 893 47 633 329 1247 14.78 517 1290

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 784 ‐508 ‐873 47 632 329 1230 14.97 508 1273

ColumnCaps_1000YR_EnvRSA_EQ_(C\D) (P‐min/Mz‐min) 784 ‐519 ‐894 47 633 329 1247 14.78 519 1289

ColumnCaps_1000YR_EnvRSA_EQ_A 484 576 222 73 102 1837 2506 36.26 ‐576 3107

ColumnCaps 1000YR EnvRSA EQ A 484 547 207 81 102 2045 2481 39.49 ‐547 3215p _ _ _ _

ColumnCaps_1000YR_EnvRSA_EQ_A 485 577 72 59 102 1837 2416 37.25 ‐577 3036

ColumnCaps_1000YR_EnvRSA_EQ_A 485 556 57 66 102 2045 2390 40.54 ‐556 3145

ColumnCaps_1000YR_EnvRSA_EQ_A 783 404 436 57 268 955 3012 17.59 ‐404 3160

ColumnCaps_1000YR_EnvRSA_EQ_A 783 404 438 57 314 954 2951 17.91 ‐404 3102

ColumnCaps_1000YR_EnvRSA_EQ_A 784 402 181 56 268 955 3009 17.60 ‐402 3157

ColumnCaps_1000YR_EnvRSA_EQ_A 784 402 182 56 314 954 2951 17.91 ‐402 3101

ColumnCaps_1000YR_EnvRSA_EQ_B 484 59 ‐58 ‐73 ‐102 ‐1847 1231 56.32 ‐59 2219

ColumnCaps_1000YR_EnvRSA_EQ_B 484 88 ‐42 ‐81 ‐102 ‐2054 1263 58.40 ‐88 2411

ColumnCaps_1000YR_EnvRSA_EQ_B 485 120 ‐178 ‐59 ‐102 ‐1847 1141 58.28 ‐120 2171

ColumnCaps 1000YR EnvRSA EQ B 485 143 ‐163 ‐66 ‐102 ‐2054 1172 60.29 ‐143 2365p _ _ _ Q_

ColumnCaps_1000YR_EnvRSA_EQ_B 783 ‐138 ‐168 ‐57 ‐268 ‐955 477 63.47 138 1067

ColumnCaps_1000YR_EnvRSA_EQ_B 783 ‐137 ‐172 ‐57 ‐314 ‐954 536 60.68 137 1094

ColumnCaps_1000YR_EnvRSA_EQ_B 784 ‐134 ‐447 ‐56 ‐268 ‐955 474 63.61 134 1066

ColumnCaps_1000YR_EnvRSA_EQ_B 784 ‐135 ‐448 ‐56 ‐314 ‐954 535 60.71 135 1093

ColumnCaps_1000YR_EnvRSA_EQ_C 484 977 470 27 259 587 2296 14.34 ‐977 2370

ColumnCaps_1000YR_EnvRSA_EQ_C 484 894 421 29 282 655 2268 16.11 ‐894 2361

ColumnCaps_1000YR_EnvRSA_EQ_C 485 887 309 24 259 587 2207 14.89 ‐887 2284

ColumnCaps_1000YR_EnvRSA_EQ_C 485 820 263 26 282 655 2177 16.75 ‐820 2273

ColumnCaps_1000YR_EnvRSA_EQ_C 783 773 872 48 632 329 2256 8.30 ‐773 2279

ColumnCaps 1000YR EnvRSA EQ C 783 783 893 47 633 329 2240 8.36 ‐783 2264ColumnCaps_1000YR_EnvRSA_EQ_C 783 783 893 47 633 329 2240 8.36 783 2264

ColumnCaps_1000YR_EnvRSA_EQ_C 784 775 607 47 632 329 2253 8.31 ‐775 2277

ColumnCaps_1000YR_EnvRSA_EQ_C 784 785 627 47 633 329 2239 8.36 ‐785 2263

ColumnCaps_1000YR_EnvRSA_EQ_D 484 ‐342 ‐306 ‐27 ‐259 ‐596 1440 22.49 342 1558

ColumnCaps_1000YR_EnvRSA_EQ_D 484 ‐258 ‐256 ‐30 ‐282 ‐664 1477 24.22 258 1619

ColumnCaps_1000YR_EnvRSA_EQ_D 485 ‐190 ‐414 ‐24 ‐259 ‐596 1351 23.81 190 1476

ColumnCaps_1000YR_EnvRSA_EQ_D 485 ‐121 ‐368 ‐26 ‐282 ‐664 1386 25.61 121 1537

ColumnCaps_1000YR_EnvRSA_EQ_D 783 ‐507 ‐605 ‐48 ‐632 ‐329 1233 14.94 507 1276

ColumnCaps_1000YR_EnvRSA_EQ_D 783 ‐517 ‐626 ‐47 ‐633 ‐329 1247 14.78 517 1290

ColumnCaps_1000YR_EnvRSA_EQ_D 784 ‐508 ‐873 ‐47 ‐632 ‐329 1230 14.97 508 1273

ColumnCaps 1000YR EnvRSA EQ D 784 ‐519 ‐894 ‐47 ‐633 ‐329 1247 14 78 519 1289ColumnCaps_1000YR_EnvRSA_EQ_D 784 519 894 47 633 329 1247 14.78 519 1289

Bent 1, 4 Cap_P‐M Demand‐Capacity (7.1).xlsm 5/25/2012 64 / 64

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 1/41

# Project file generated by XTRACT # Created by: Evan Kristof # WARNING: When this file is read into XTRACT, data consistency checks are NOT performed. If inappropriate # input data is read into the software, unexpected results may ensue. Before modifying this file, it is advised to # save a back up copy. The order of the file in not important, nor is the spacing. The file must contain Global # data as described below. Note that if this file is saved outside XTRACT, the associated output file will be # automatically deleted when the file is opened. # Define the global parameters for the file separated by Begin_Global and End_Global # Version, Units and Name are required. Begin_Global NAME = Bent 1, 4 Cap Beams VER = 3.09 UNITS = kip-in HAS_ANALYZED = True # Optional parameters Author = Evan Kristof Company = T.Y. Lin International Job_Name = Sellwood Bridge Job_Number = 500042 Time_Stamp = 2/18/2012 12:59:02 PM End_Global #--------------------------------------- # Begin material definition with Begin_Material and end with End_Material Begin_Material NAME = Unconfined TYPE = Unconfined Concrete Fc = 6.000 ey = 0.0014 ecu = 0.004 esp = 0.005 ef = 0.004 Ec = 4415 End_Material #--------------------------------------- Begin_Material NAME = Confined TYPE = Confined Concrete Fc = 6.000 ey = 0.002389 ecu = 0.01144 Fl = 6.848 Ec = 4415

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 2/41

# Parameters for the confinement calculators are optional transverseSteelStress = 60.00 xReinforcingRatio = 3.291667E-03 yReinforcingRatio = 1.56746E-03 distTiedLongBars = 12.00 nLongBars = 36 confinedCoreArea = 5320 tieSpacing = 12.00 compStrength = 6.000 esuTransvers = 0.1 volReinforcingRatio = 0.005315 End_Material #--------------------------------------- Begin_Material NAME = Gr60 TYPE = Strain Hardening Steel Fy = 60.00 Fu = 90.00 esh = 0.008 esu = 0.09 Es = 29.00E+3 End_Material #--------------------------------------- Begin_Material NAME = UnconfinedExp TYPE = Unconfined Concrete Fc = 7.800 ey = 0.0014 ecu = 0.004 esp = 0.005 ef = 0.004 Ec = 5034 End_Material #--------------------------------------- Begin_Material NAME = ConfinedExp TYPE = Confined Concrete Fc = 7.800 ey = 0.002221 ecu = 0.009123 Fl = 8.715 Ec = 5034 # Parameters for the confinement calculators are optional transverseSteelStress = 60.00 xReinforcingRatio = 3.291667E-03 yReinforcingRatio = 1.56746E-03 distTiedLongBars = 12.00 nLongBars = 36 confinedCoreArea = 5320 tieSpacing = 12.00

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 3/41

compStrength = 7.800 esuTransvers = 0.1 volReinforcingRatio = 0.005315 End_Material #--------------------------------------- Begin_Material NAME = Gr60Exp TYPE = Strain Hardening Steel Fy = 68.00 Fu = 95.00 esh = 0.008 esu = 0.09 Es = 29.00E+3 End_Material #--------------------------------------- # Begin Section Definitions. Between the Begin and End Section commands, the section shapes and # loadings are defined. If this is copied to a stand alone (.sec) file, then the section # materials also need to be defined. # Begin section definition. Begin_Section Begin_Builder NAME = Inside Face # Builder properties - boundary window - if left out, the default is used. Boundary_Bottom = -66.60 Boundary_Left = -88.00 Boundary_Right = 88.00 Boundary_Top = 66.60 Min_Triangle_Area = .1000 Max_Number_of_Fibers = 3690 # Current drawing window properties - if left out, the default is used. Window_Left = 105.1 Window_Bottom = 50.40 Window_Height = 100.8 End_Builder #--------------------------------------- # Section comments or design log - optional Begin_UserComments User Comments End_UserComments #--------------------------------------- # Shapes and meshes - for shapes within shapes, list outermost shape first. Shape boundaries may not cross. # Points are listed in X Y coordinates separated by a comma preceded by the mode of drawing.

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 4/41

# The last point in the sequence of any shape must be the same as the first point to close the shape properly. # Repeat shape Start_Shape - End_Shape command group as needed. Before editing the shape definitions, make sure # the data results in reasonable shapes (ie No lines cross, if a shape is embedded in another shape - # confined within unconfined - the outer shape must be defined first). If the mesh size is defined too # small, an error will be thrown. To allow for smaller mesh sizes, modify the Max_Number_of_Fibers # parameter in the section definition. # Section Shapes Begin_Shape MATERIAL = Unconfined MESH = 3.000 COVER = 2.000 MATERIAL_CORE = Confined Begin_Line -40.00, -42.00 40.00, -42.00 40.00, 42.00 -40.00, 42.00 -40.00, -42.00 End_Line End_Shape #--------------------------------------- # Reinforcing bars. Data is given comma separated in the form X, Y, Area, Prestress, Material. Begin_Rebar -33.92, 37.97, 2.250, 0, Gr60 -28.18, 37.97, 2.250, 0, Gr60 -19.59, 37.97, 2.250, 0, Gr60 -14.00, 37.97, 2.250, 0, Gr60 -8.390, 37.97, 2.250, 0, Gr60 -2.820, 37.97, 2.250, 0, Gr60 2.770, 37.97, 2.250, 0, Gr60 8.390, 37.97, 2.250, 0, Gr60 13.95, 37.97, 2.250, 0, Gr60 19.55, 37.97, 2.250, 0, Gr60 28.41, 37.97, 2.250, 0, Gr60 33.88, 37.97, 2.250, 0, Gr60 -33.92, 5.000, 2.250, 0, Gr60 -28.18, 5.000, 2.250, 0, Gr60 -19.59, 5.000, 2.250, 0, Gr60 -14.00, 5.000, 2.250, 0, Gr60 -8.390, 5.000, 2.250, 0, Gr60 -2.820, 5.000, 2.250, 0, Gr60 2.770, 5.000, 2.250, 0, Gr60 8.390, 5.000, 2.250, 0, Gr60 13.95, 5.000, 2.250, 0, Gr60 19.55, 5.000, 2.250, 0, Gr60 28.41, 5.000, 2.250, 0, Gr60

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 5/41

33.88, 5.000, 2.250, 0, Gr60 -36.42, 27.08, .7854, 0, Gr60 -36.42, 16.20, .7854, 0, Gr60 -36.42, -5.550, .7854, 0, Gr60 -36.42, -16.43, .7854, 0, Gr60 -36.42, -27.32, .7854, 0, Gr60 -17.12, 27.08, .7854, 0, Gr60 -17.12, 16.20, .7854, 0, Gr60 -17.12, -5.550, .7854, 0, Gr60 -17.12, -16.43, .7854, 0, Gr60 -17.12, -27.32, .7854, 0, Gr60 36.42, 27.32, .7854, 0, Gr60 36.42, 16.20, .7854, 0, Gr60 36.42, -5.550, .7854, 0, Gr60 36.42, -16.43, .7854, 0, Gr60 36.42, -27.32, .7854, 0, Gr60 17.12, 27.08, .7854, 0, Gr60 17.12, 16.20, .7854, 0, Gr60 17.12, -5.550, .7854, 0, Gr60 17.12, -16.43, .7854, 0, Gr60 17.12, -27.32, .7854, 0, Gr60 -34.16, -38.20, 1.267, 0, Gr60 -28.68, -38.20, 1.267, 0, Gr60 -22.95, -38.20, 1.267, 0, Gr60 -17.50, -38.20, 1.267, 0, Gr60 -10.32, -38.20, 1.267, 0, Gr60 -3.590, -38.20, 1.267, 0, Gr60 3.590, -38.20, 1.267, 0, Gr60 10.32, -38.20, 1.267, 0, Gr60 17.50, -38.20, 1.267, 0, Gr60 22.55, -38.20, 1.267, 0, Gr60 28.68, -38.20, 1.267, 0, Gr60 34.16, -38.20, 1.267, 0, Gr60 -34.16, -36.93, 1.267, 0, Gr60 -28.68, -36.93, 1.267, 0, Gr60 -22.95, -36.93, 1.267, 0, Gr60 -17.50, -36.93, 1.267, 0, Gr60 -10.32, -36.93, 1.267, 0, Gr60 -3.590, -36.93, 1.267, 0, Gr60 3.590, -36.93, 1.267, 0, Gr60 10.32, -36.93, 1.267, 0, Gr60 17.50, -36.93, 1.267, 0, Gr60 22.55, -36.93, 1.267, 0, Gr60 28.68, -36.93, 1.267, 0, Gr60 34.16, -36.93, 1.267, 0, Gr60 End_Rebar #--------------------------------------- # Define the loading data, choose Moment Curvature, Capacity Orbit, or PM Interaction for loading type. # Required data not defined here is taken from default values. Begin_Loading NAME = 10

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 6/41

TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 10 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 20 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 20 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 7/41

Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 30 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 30 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 8/41

End_Loading #--------------------------------------- Begin_Loading NAME = 40 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 40 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 50 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 50

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 9/41

Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 60 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 60 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 10/41

# Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 70 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 70 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 80 TYPE = PM Interaction Include_Graph = False Include_Animation = False

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 11/41

N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 80 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 90 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 90 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading.

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 12/41

# Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 0 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 0 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- End_Section

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 13/41

#--------------------------------------- # Begin section definition. Begin_Section Begin_Builder NAME = Midspan # Builder properties - boundary window - if left out, the default is used. Boundary_Bottom = -66.60 Boundary_Left = -88.00 Boundary_Right = 88.00 Boundary_Top = 66.60 Min_Triangle_Area = .1000 Max_Number_of_Fibers = 3690 # Current drawing window properties - if left out, the default is used. Window_Left = 92.61 Window_Bottom = 44.40 Window_Height = 88.80 End_Builder #--------------------------------------- # Section comments or design log - optional Begin_UserComments User Comments End_UserComments #--------------------------------------- # Shapes and meshes - for shapes within shapes, list outermost shape first. Shape boundaries may not cross. # Points are listed in X Y coordinates separated by a comma preceded by the mode of drawing. # The last point in the sequence of any shape must be the same as the first point to close the shape properly. # Repeat shape Start_Shape - End_Shape command group as needed. Before editing the shape definitions, make sure # the data results in reasonable shapes (ie No lines cross, if a shape is embedded in another shape - # confined within unconfined - the outer shape must be defined first). If the mesh size is defined too # small, an error will be thrown. To allow for smaller mesh sizes, modify the Max_Number_of_Fibers # parameter in the section definition. # Section Shapes Begin_Shape MATERIAL = Unconfined MESH = 3.000 COVER = 2.000 MATERIAL_CORE = Confined Begin_Line -40.00, -27.00

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 14/41

40.00, -27.00 40.00, 27.00 -40.00, 27.00 -40.00, -27.00 End_Line End_Shape #--------------------------------------- # Reinforcing bars. Data is given comma separated in the form X, Y, Area, Prestress, Material. Begin_Rebar -33.92, 22.99, 2.250, 0, Gr60 -28.18, 22.99, 2.250, 0, Gr60 -19.59, 22.99, 2.250, 0, Gr60 -14.00, 22.99, 2.250, 0, Gr60 -8.390, 22.99, 2.250, 0, Gr60 -2.820, 22.99, 2.250, 0, Gr60 2.770, 22.99, 2.250, 0, Gr60 8.390, 22.99, 2.250, 0, Gr60 13.95, 22.99, 2.250, 0, Gr60 19.55, 22.99, 2.250, 0, Gr60 28.41, 22.99, 2.250, 0, Gr60 33.88, 22.99, 2.250, 0, Gr60 -36.42, 12.11, .7854, 0, Gr60 -36.42, 1.230, .7854, 0, Gr60 -17.12, 12.11, .7854, 0, Gr60 -17.12, 1.230, .7854, 0, Gr60 36.42, 12.11, .7854, 0, Gr60 36.42, 1.230, .7854, 0, Gr60 17.12, 12.11, .7854, 0, Gr60 17.12, 1.230, .7854, 0, Gr60 -33.92, -9.980, 2.250, 0, Gr60 -28.18, -9.980, 2.250, 0, Gr60 -19.59, -9.980, 2.250, 0, Gr60 -14.00, -9.980, 2.250, 0, Gr60 -8.390, -9.980, 2.250, 0, Gr60 -2.820, -9.980, 2.250, 0, Gr60 2.770, -9.980, 2.250, 0, Gr60 8.390, -9.980, 2.250, 0, Gr60 13.95, -9.980, 2.250, 0, Gr60 19.55, -9.980, 2.250, 0, Gr60 28.41, -9.980, 2.250, 0, Gr60 33.88, -9.980, 2.250, 0, Gr60 -34.16, -23.22, 1.267, 0, Gr60 -28.68, -23.22, 1.267, 0, Gr60 -22.95, -23.22, 1.267, 0, Gr60 -17.50, -23.22, 1.267, 0, Gr60 -10.32, -23.22, 1.267, 0, Gr60 -3.590, -23.22, 1.267, 0, Gr60 3.590, -23.22, 1.267, 0, Gr60 10.32, -23.22, 1.267, 0, Gr60 17.50, -23.22, 1.267, 0, Gr60 22.55, -23.22, 1.267, 0, Gr60 28.68, -23.22, 1.267, 0, Gr60

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 15/41

34.16, -23.22, 1.267, 0, Gr60 -34.16, -21.82, 1.267, 0, Gr60 -28.68, -21.82, 1.267, 0, Gr60 -22.95, -21.82, 1.267, 0, Gr60 -17.50, -21.82, 1.267, 0, Gr60 -10.32, -21.82, 1.267, 0, Gr60 -3.590, -21.82, 1.267, 0, Gr60 3.590, -21.82, 1.267, 0, Gr60 10.32, -21.82, 1.267, 0, Gr60 17.50, -21.82, 1.267, 0, Gr60 22.55, -21.82, 1.267, 0, Gr60 28.68, -21.82, 1.267, 0, Gr60 34.16, -21.82, 1.267, 0, Gr60 End_Rebar #--------------------------------------- # Define the loading data, choose Moment Curvature, Capacity Orbit, or PM Interaction for loading type. # Required data not defined here is taken from default values. Begin_Loading NAME = 0 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 0 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains

100

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 16/41

End_Loading #--------------------------------------- Begin_Loading NAME = 10 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 10 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 20 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 20

101

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 17/41

Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 30 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 30 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the

102

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 18/41

# Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 40 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 40 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 50 TYPE = PM Interaction Include_Graph = False Include_Animation = False

103

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 19/41

N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 50 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 60 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 60 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading.

104

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 20/41

# Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 70 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 70 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading

105

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 21/41

NAME = 80 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 80 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 90 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 90 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0

106

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 22/41

AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains Unconfined, -0.003, 1 Confined, -0.003413, 1 Gr60, -0.008, 0.008 End_LimitStrains End_Loading #--------------------------------------- End_Section #--------------------------------------- # Begin section definition. Begin_Section Begin_Builder NAME = Inside Face Expected # Builder properties - boundary window - if left out, the default is used. Boundary_Bottom = -66.60 Boundary_Left = -88.00 Boundary_Right = 88.00 Boundary_Top = 66.60 Min_Triangle_Area = .1000 Max_Number_of_Fibers = 3690 # Current drawing window properties - if left out, the default is used. Window_Left = 105.1 Window_Bottom = 50.40 Window_Height = 100.8 End_Builder #--------------------------------------- # Section comments or design log - optional Begin_UserComments User Comments End_UserComments #--------------------------------------- # Shapes and meshes - for shapes within shapes, list outermost shape first. Shape boundaries may not cross.

107

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 23/41

# Points are listed in X Y coordinates separated by a comma preceded by the mode of drawing. # The last point in the sequence of any shape must be the same as the first point to close the shape properly. # Repeat shape Start_Shape - End_Shape command group as needed. Before editing the shape definitions, make sure # the data results in reasonable shapes (ie No lines cross, if a shape is embedded in another shape - # confined within unconfined - the outer shape must be defined first). If the mesh size is defined too # small, an error will be thrown. To allow for smaller mesh sizes, modify the Max_Number_of_Fibers # parameter in the section definition. # Section Shapes Begin_Shape MATERIAL = UnconfinedExp MESH = 3.000 COVER = 2.000 MATERIAL_CORE = ConfinedExp Begin_Line -40.00, -42.00 40.00, -42.00 40.00, 42.00 -40.00, 42.00 -40.00, -42.00 End_Line End_Shape #--------------------------------------- # Reinforcing bars. Data is given comma separated in the form X, Y, Area, Prestress, Material. Begin_Rebar -33.92, 37.97, 2.250, 0, Gr60Exp -28.18, 37.97, 2.250, 0, Gr60Exp -19.59, 37.97, 2.250, 0, Gr60Exp -14.00, 37.97, 2.250, 0, Gr60Exp -8.390, 37.97, 2.250, 0, Gr60Exp -2.820, 37.97, 2.250, 0, Gr60Exp 2.770, 37.97, 2.250, 0, Gr60Exp 8.390, 37.97, 2.250, 0, Gr60Exp 13.95, 37.97, 2.250, 0, Gr60Exp 19.55, 37.97, 2.250, 0, Gr60Exp 28.41, 37.97, 2.250, 0, Gr60Exp 33.88, 37.97, 2.250, 0, Gr60Exp -33.92, 5.000, 2.250, 0, Gr60Exp -28.18, 5.000, 2.250, 0, Gr60Exp -19.59, 5.000, 2.250, 0, Gr60Exp -14.00, 5.000, 2.250, 0, Gr60Exp -8.390, 5.000, 2.250, 0, Gr60Exp -2.820, 5.000, 2.250, 0, Gr60Exp 2.770, 5.000, 2.250, 0, Gr60Exp 8.390, 5.000, 2.250, 0, Gr60Exp 13.95, 5.000, 2.250, 0, Gr60Exp

108

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 24/41

19.55, 5.000, 2.250, 0, Gr60Exp 28.41, 5.000, 2.250, 0, Gr60Exp 33.88, 5.000, 2.250, 0, Gr60Exp -36.42, 27.08, .7854, 0, Gr60Exp -36.42, 16.20, .7854, 0, Gr60Exp -36.42, -5.550, .7854, 0, Gr60Exp -36.42, -16.43, .7854, 0, Gr60Exp -36.42, -27.32, .7854, 0, Gr60Exp -17.12, 27.08, .7854, 0, Gr60Exp -17.12, 16.20, .7854, 0, Gr60Exp -17.12, -5.550, .7854, 0, Gr60Exp -17.12, -16.43, .7854, 0, Gr60Exp -17.12, -27.32, .7854, 0, Gr60Exp 36.42, 27.32, .7854, 0, Gr60Exp 36.42, 16.20, .7854, 0, Gr60Exp 36.42, -5.550, .7854, 0, Gr60Exp 36.42, -16.43, .7854, 0, Gr60Exp 36.42, -27.32, .7854, 0, Gr60Exp 17.12, 27.08, .7854, 0, Gr60Exp 17.12, 16.20, .7854, 0, Gr60Exp 17.12, -5.550, .7854, 0, Gr60Exp 17.12, -16.43, .7854, 0, Gr60Exp 17.12, -27.32, .7854, 0, Gr60Exp -34.16, -38.20, 1.267, 0, Gr60Exp -28.68, -38.20, 1.267, 0, Gr60Exp -22.95, -38.20, 1.267, 0, Gr60Exp -17.50, -38.20, 1.267, 0, Gr60Exp -10.32, -38.20, 1.267, 0, Gr60Exp -3.590, -38.20, 1.267, 0, Gr60Exp 3.590, -38.20, 1.267, 0, Gr60Exp 10.32, -38.20, 1.267, 0, Gr60Exp 17.50, -38.20, 1.267, 0, Gr60Exp 22.55, -38.20, 1.267, 0, Gr60Exp 28.68, -38.20, 1.267, 0, Gr60Exp 34.16, -38.20, 1.267, 0, Gr60Exp -34.16, -36.93, 1.267, 0, Gr60Exp -28.68, -36.93, 1.267, 0, Gr60Exp -22.95, -36.93, 1.267, 0, Gr60Exp -17.50, -36.93, 1.267, 0, Gr60Exp -10.32, -36.93, 1.267, 0, Gr60Exp -3.590, -36.93, 1.267, 0, Gr60Exp 3.590, -36.93, 1.267, 0, Gr60Exp 10.32, -36.93, 1.267, 0, Gr60Exp 17.50, -36.93, 1.267, 0, Gr60Exp 22.55, -36.93, 1.267, 0, Gr60Exp 28.68, -36.93, 1.267, 0, Gr60Exp 34.16, -36.93, 1.267, 0, Gr60Exp End_Rebar #--------------------------------------- # Define the loading data, choose Moment Curvature, Capacity Orbit, or PM Interaction for loading type. # Required data not defined here is taken from default values. Begin_Loading

109

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 25/41

NAME = 10 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 10 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 20 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 20 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999

110

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 26/41

AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 30 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 30 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1

111

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 27/41

Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 40 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 40 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 50 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True

112

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 28/41

Angle_of_Loading = 50 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 60 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 60 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section.

113

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 29/41

# Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 70 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 70 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 80 TYPE = PM Interaction

114

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 30/41

Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 80 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 90 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 90 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 31/41

# Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 0 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 0 Axial0 = 0.5 Axial1 = 0.51 Axial_Cap = 0.9999 AxialR0 = 0.9999 AxialR1 = 0.9999 Moment0 = 0.9999 Moment1 = 0.9999 Moment2 = 0.9999 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #---------------------------------------

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 32/41

End_Section #--------------------------------------- # Begin section definition. Begin_Section Begin_Builder NAME = Midspan Expected # Builder properties - boundary window - if left out, the default is used. Boundary_Bottom = -66.60 Boundary_Left = -88.00 Boundary_Right = 88.00 Boundary_Top = 66.60 Min_Triangle_Area = .1000 Max_Number_of_Fibers = 3690 # Current drawing window properties - if left out, the default is used. Window_Left = 92.61 Window_Bottom = 44.40 Window_Height = 88.80 End_Builder #--------------------------------------- # Section comments or design log - optional Begin_UserComments User Comments End_UserComments #--------------------------------------- # Shapes and meshes - for shapes within shapes, list outermost shape first. Shape boundaries may not cross. # Points are listed in X Y coordinates separated by a comma preceded by the mode of drawing. # The last point in the sequence of any shape must be the same as the first point to close the shape properly. # Repeat shape Start_Shape - End_Shape command group as needed. Before editing the shape definitions, make sure # the data results in reasonable shapes (ie No lines cross, if a shape is embedded in another shape - # confined within unconfined - the outer shape must be defined first). If the mesh size is defined too # small, an error will be thrown. To allow for smaller mesh sizes, modify the Max_Number_of_Fibers # parameter in the section definition. # Section Shapes Begin_Shape MATERIAL = UnconfinedExp MESH = 3.000 COVER = 2.000 MATERIAL_CORE = ConfinedExp

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 33/41

Begin_Line -40.00, -27.00 40.00, -27.00 40.00, 27.00 -40.00, 27.00 -40.00, -27.00 End_Line End_Shape #--------------------------------------- # Reinforcing bars. Data is given comma separated in the form X, Y, Area, Prestress, Material. Begin_Rebar -33.92, 22.99, 2.250, 0, Gr60Exp -28.18, 22.99, 2.250, 0, Gr60Exp -19.59, 22.99, 2.250, 0, Gr60Exp -14.00, 22.99, 2.250, 0, Gr60Exp -8.390, 22.99, 2.250, 0, Gr60Exp -2.820, 22.99, 2.250, 0, Gr60Exp 2.770, 22.99, 2.250, 0, Gr60Exp 8.390, 22.99, 2.250, 0, Gr60Exp 13.95, 22.99, 2.250, 0, Gr60Exp 19.55, 22.99, 2.250, 0, Gr60Exp 28.41, 22.99, 2.250, 0, Gr60Exp 33.88, 22.99, 2.250, 0, Gr60Exp -36.42, 12.11, .7854, 0, Gr60Exp -36.42, 1.230, .7854, 0, Gr60Exp -17.12, 12.11, .7854, 0, Gr60Exp -17.12, 1.230, .7854, 0, Gr60Exp 36.42, 12.11, .7854, 0, Gr60Exp 36.42, 1.230, .7854, 0, Gr60Exp 17.12, 12.11, .7854, 0, Gr60Exp 17.12, 1.230, .7854, 0, Gr60Exp -33.92, -9.980, 2.250, 0, Gr60Exp -28.18, -9.980, 2.250, 0, Gr60Exp -19.59, -9.980, 2.250, 0, Gr60Exp -14.00, -9.980, 2.250, 0, Gr60Exp -8.390, -9.980, 2.250, 0, Gr60Exp -2.820, -9.980, 2.250, 0, Gr60Exp 2.770, -9.980, 2.250, 0, Gr60Exp 8.390, -9.980, 2.250, 0, Gr60Exp 13.95, -9.980, 2.250, 0, Gr60Exp 19.55, -9.980, 2.250, 0, Gr60Exp 28.41, -9.980, 2.250, 0, Gr60Exp 33.88, -9.980, 2.250, 0, Gr60Exp -34.16, -23.22, 1.267, 0, Gr60Exp -28.68, -23.22, 1.267, 0, Gr60Exp -22.95, -23.22, 1.267, 0, Gr60Exp -17.50, -23.22, 1.267, 0, Gr60Exp -10.32, -23.22, 1.267, 0, Gr60Exp -3.590, -23.22, 1.267, 0, Gr60Exp 3.590, -23.22, 1.267, 0, Gr60Exp 10.32, -23.22, 1.267, 0, Gr60Exp 17.50, -23.22, 1.267, 0, Gr60Exp

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 34/41

22.55, -23.22, 1.267, 0, Gr60Exp 28.68, -23.22, 1.267, 0, Gr60Exp 34.16, -23.22, 1.267, 0, Gr60Exp -34.16, -21.82, 1.267, 0, Gr60Exp -28.68, -21.82, 1.267, 0, Gr60Exp -22.95, -21.82, 1.267, 0, Gr60Exp -17.50, -21.82, 1.267, 0, Gr60Exp -10.32, -21.82, 1.267, 0, Gr60Exp -3.590, -21.82, 1.267, 0, Gr60Exp 3.590, -21.82, 1.267, 0, Gr60Exp 10.32, -21.82, 1.267, 0, Gr60Exp 17.50, -21.82, 1.267, 0, Gr60Exp 22.55, -21.82, 1.267, 0, Gr60Exp 28.68, -21.82, 1.267, 0, Gr60Exp 34.16, -21.82, 1.267, 0, Gr60Exp End_Rebar #--------------------------------------- # Define the loading data, choose Moment Curvature, Capacity Orbit, or PM Interaction for loading type. # Required data not defined here is taken from default values. Begin_Loading NAME = 0 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 0 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 35/41

Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 10 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 10 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 20 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 36/41

Angle_of_Loading = 20 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 30 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 30 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section.

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Bent 1, 4_Cap Beam.docx 5/25/2012 37/41

# Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 40 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 40 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 50 TYPE = PM Interaction

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 38/41

Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 50 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 60 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 60 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 39/41

# Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 70 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 70 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #---------------------------------------

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Bent 1, 4_Cap Beam.docx 5/25/2012 40/41

Begin_Loading NAME = 80 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 80 Axial0 = 0 Axial1 = 0 Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- Begin_Loading NAME = 90 TYPE = PM Interaction Include_Graph = False Include_Animation = False N_PM_Points = 100 Generate_Code_PM_Diagram = True Include_PM_Curve_Fit = True Angle_of_Loading = 90 Axial0 = 0 Axial1 = 0

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book XTRACT Input

Bent 1, 4_Cap Beam.docx 5/25/2012 41/41

Axial_Cap = 0 AxialR0 = 0 AxialR1 = 0 Moment0 = 0 Moment1 = 0 Moment2 = 0 # Limit Strains for PM Loading. # Negative strains are compression. The default PM minimum and maximum strain limits # are used if data is not given for materials in the section. # Data is given comma separated in the form Material, Minimum Stain, Maximum Strain between the # Begin_LimitStrains and End_LimitStrains command. Begin_LimitStrains UnconfinedExp, -0.003, 1 ConfinedExp, -0.003413, 1 Gr60Exp, -0.01, 0.01 End_LimitStrains End_Loading #--------------------------------------- End_Section #---------------------------------------

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EKristof

Text Box

Bent Cap Beams Strut-and-Tie

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Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Member Design

Bent 1: 500yr RSA Demands

Notes Maxima/Minima

Post‐processed demands include moment magnification and bearing friction effects (if applicable) Pu Vuy Vuz Mux Muy Muz Torsional shears are reported separately k k k kip‐ft kip‐ft kip‐ft

Demands do not include any force reduction factors (R‐values) used in member design max 1405 220 738 161 9185 1873

Seismic demands do not include a 1.2 factor min ‐3037 ‐220 ‐698 ‐164 ‐8552 ‐1868

Negative (‐) axial force is compression max 338 243 738 161 9147 1481

Positive (+) Mz is compression at the top of the member min ‐2346 ‐243 ‐698 ‐164 ‐8517 ‐1485

max 317 243 707 167 8507 1482

min ‐2366 ‐243 ‐729 ‐164 ‐9046 ‐1486

max 1429 220 707 167 8507 1873

min ‐3024 ‐219 ‐729 ‐164 ‐9082 ‐1869

Connection Demands

m e m b e r n a m e

lo ca ti o n o f lo a d p o in t

re la ti v e t o b e g in n in g

o f m e m b e r

e le m e n t le n g th

LA R S A e le m e n t ID

p o in t in d ic a ti o n ; 0 f o r

b e g in n in g , 1 f o r e n d

lo a d t y p e ( e .g .,

1 0 0 0 Y R , 5 0 0 Y R , S T R ,

S E R V , E E 2 )

a xi a l d e m a n d

(n e g a ti v e f o r

co m p re ss io n )

sh e a r d e m a n d i n y ‐

a xi s (i n cl u d e s

to rs io n a l sh e a rs )

sh e a r d e m a n d i n z ‐

a xi s (i n cl u d e s

to rs io n a l sh e a rs )

m o m e n t d e m a n d

a b o u t x‐ a xi s (t o rs io n )

m o m e n t d e m a n d

a b o u t y ‐a xi s

m o m e n t d e m a n d

a b o u t z‐ a xi s

ft ft k k k kip‐ft kip‐ft kip‐ft

Location Description Load Combination Member Location Length Element

ID Point Load Type Pu Vuy Vuz Mux Muy Muz

Bent Columns; Bent 1A Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1A 26.58 2.64 447 1 500YR ‐44 205 ‐235 154 ‐2933 1673

Bent Columns; Bent 1A Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1A 26.58 2.64 447 1 500YR ‐44 205 ‐235 154 ‐2933 ‐1669

Bent Columns; Bent 1A Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1A 26.58 2.64 447 1 500YR ‐1551 205 ‐235 154 ‐2960 1755

Bent Columns; Bent 1A Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1A 26.58 2.64 447 1 500YR ‐1551 205 ‐235 154 ‐2960 ‐1751

Bent Columns; Bent 1A Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1A 26.58 2.64 447 1 500YR 1429 113 ‐729 97 ‐8918 882

Bent Columns; Bent 1A Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1A 26.58 2.64 447 1 500YR 1429 113 ‐729 97 ‐8918 ‐878

Bent Columns; Bent 1A Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1A 26.58 2.64 447 1 500YR ‐3024 113 ‐729 97 ‐9082 973

Bent Columns; Bent 1A Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1A 26.58 2.64 447 1 500YR ‐3024 113 ‐729 97 ‐9082 ‐969

Bent Columns; Bent 1A Top BentColumns_500YR_HalfScour_EnvRSA_EQ_A_Rev7.1 Bent 1A 26.58 2.64 447 1 500YR ‐44 205 213 154 2522 1673

Bent Columns; Bent 1A Top BentColumns_500YR_HalfScour_EnvRSA_EQ_B_Rev7.1 Bent 1A 26.58 2.64 447 1 500YR ‐1551 ‐204 ‐235 ‐151 ‐2960 ‐1751

Bent Columns; Bent 1A Top BentColumns_500YR_HalfScour_EnvRSA_EQ_C_Rev7.1 Bent 1A 26.58 2.64 447 1 500YR 1429 113 707 97 8507 882

Bent Columns; Bent 1A Top BentColumns_500YR_HalfScour_EnvRSA_EQ_D_Rev7.1 Bent 1A 26.58 2.64 447 1 500YR ‐3024 ‐113 ‐729 ‐94 ‐9082 ‐969

Bent Columns; Bent 1A Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1A 26.58 2.64 447 1 500YR ‐140 220 ‐205 167 ‐2571 1796

Bent Columns; Bent 1A Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1A 26.58 2.64 447 1 500YR ‐140 220 ‐205 167 ‐2571 ‐1793

Bent Columns; Bent 1A Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1A 26.58 2.64 447 1 500YR ‐1460 220 ‐205 167 ‐2592 1873

Bent Columns; Bent 1A Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1A 26.58 2.64 447 1 500YR ‐1460 220 ‐205 167 ‐2592 ‐1869

Bent Columns; Bent 1A Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1A 26.58 2.64 447 1 500YR 1120 120 ‐628 107 ‐7684 929

Bent Columns; Bent 1A Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1A 26.58 2.64 447 1 500YR 1120 120 ‐628 107 ‐7684 ‐925

Bent Columns; Bent 1A Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1A 26.58 2.64 447 1 500YR ‐2719 120 ‐628 107 ‐7811 1014

Bent Columns; Bent 1A Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1A 26.58 2.64 447 1 500YR ‐2719 120 ‐628 107 ‐7811 ‐1010

Bent Columns; Bent 1A Top BentColumns_500YR_NoScour_EnvRSA_EQ_A_Rev7.1 Bent 1A 26.58 2.64 447 1 500YR ‐140 220 182 167 2150 1796

Bent Columns; Bent 1A Top BentColumns_500YR_NoScour_EnvRSA_EQ_B_Rev7.1 Bent 1A 26.58 2.64 447 1 500YR ‐1460 ‐219 ‐205 ‐164 ‐2592 ‐1869

Bent Columns; Bent 1A Top BentColumns_500YR_NoScour_EnvRSA_EQ_C_Rev7.1 Bent 1A 26.58 2.64 447 1 500YR 1120 120 605 107 7263 929

Bent Columns; Bent 1A Top BentColumns_500YR_NoScour_EnvRSA_EQ_D_Rev7.1 Bent 1A 26.58 2.64 447 1 500YR ‐2719 ‐119 ‐628 ‐104 ‐7811 ‐1010

Column

1N‐N

Column

1N‐S

Column

1S‐N

Column

1S‐S

Load Point Load Data Post‐Processed Demands (w/. Brg. Fr. & Mom. Mag.)

Bent Column Connection Demands (7.1).xlsx 5/25/2012 1 / 6

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Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Member Design

Bent 1: 500yr RSA Demands

Connection Demands

m e m b e r n a m e

lo ca ti o n o f lo a d p o in t

re la ti v e t o b e g in n in g

o f m e m b e r

e le m e n t le n g th

LA R S A e le m e n t ID

p o in t in d ic a ti o n ; 0 f o r

b e g in n in g , 1 f o r e n d

lo a d t y p e ( e .g .,

1 0 0 0 Y R , 5 0 0 Y R , S T R ,

S E R V , E E 2 )

a xi a l d e m a n d

(n e g a ti v e f o r

co m p re ss io n )

sh e a r d e m a n d i n y ‐

a xi s (i n cl u d e s

to rs io n a l sh e a rs )

sh e a r d e m a n d i n z ‐

a xi s (i n cl u d e s

to rs io n a l sh e a rs )

m o m e n t d e m a n d

a b o u t x‐ a xi s (t o rs io n )

m o m e n t d e m a n d

a b o u t y ‐a xi s

m o m e n t d e m a n d

a b o u t z‐ a xi s

ft ft k k k kip‐ft kip‐ft kip‐ft

Location Description Load Combination Member Location Length Element

ID Point Load Type Pu Vuy Vuz Mux Muy Muz

Load Point Load Data Post‐Processed Demands (w/. Brg. Fr. & Mom. Mag.)

Bent Columns; Bent 1B Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1B 26.58 2.64 457 1 500YR ‐505 ‐226 ‐235 154 ‐2941 1346

Bent Columns; Bent 1B Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1B 26.58 2.64 457 1 500YR ‐505 ‐226 ‐235 154 ‐2941 ‐1350

Bent Columns; Bent 1B Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1B 26.58 2.64 457 1 500YR ‐1543 ‐226 ‐235 154 ‐2960 1391

Bent Columns; Bent 1B Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1B 26.58 2.64 457 1 500YR ‐1543 ‐226 ‐235 154 ‐2960 ‐1396

Bent Columns; Bent 1B Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1B 26.58 2.64 457 1 500YR 317 ‐111 ‐729 97 ‐8918 742

Bent Columns; Bent 1B Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1B 26.58 2.64 457 1 500YR 317 ‐111 ‐729 97 ‐8918 ‐746

Bent Columns; Bent 1B Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1B 26.58 2.64 457 1 500YR ‐2366 ‐111 ‐729 97 ‐9046 800

Bent Columns; Bent 1B Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1B 26.58 2.64 457 1 500YR ‐2366 ‐111 ‐729 97 ‐9046 ‐805

Bent Columns; Bent 1B Top BentColumns_500YR_HalfScour_EnvRSA_EQ_A_Rev7.1 Bent 1B 26.58 2.64 457 1 500YR ‐505 226 213 154 2529 1346

Bent Columns; Bent 1B Top BentColumns_500YR_HalfScour_EnvRSA_EQ_B_Rev7.1 Bent 1B 26.58 2.64 457 1 500YR ‐1543 ‐226 ‐235 ‐151 ‐2960 ‐1396

Bent Columns; Bent 1B Top BentColumns_500YR_HalfScour_EnvRSA_EQ_C_Rev7.1 Bent 1B 26.58 2.64 457 1 500YR 317 111 707 97 8507 742

Bent Columns; Bent 1B Top BentColumns_500YR_HalfScour_EnvRSA_EQ_D_Rev7.1 Bent 1B 26.58 2.64 457 1 500YR ‐2366 ‐111 ‐729 ‐94 ‐9046 ‐805

Bent Columns; Bent 1B Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1B 26.58 2.64 457 1 500YR ‐563 ‐243 ‐205 167 ‐2578 1438

Bent Columns; Bent 1B Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1B 26.58 2.64 457 1 500YR ‐563 ‐243 ‐205 167 ‐2578 ‐1443

Bent Columns; Bent 1B Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1B 26.58 2.64 457 1 500YR ‐1487 ‐243 ‐205 167 ‐2592 1482

Bent Columns; Bent 1B Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1B 26.58 2.64 457 1 500YR ‐1487 ‐243 ‐205 167 ‐2592 ‐1486

Bent Columns; Bent 1B Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1B 26.58 2.64 457 1 500YR 131 ‐117 ‐628 107 ‐7684 774

Bent Columns; Bent 1B Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1B 26.58 2.64 457 1 500YR 131 ‐117 ‐628 107 ‐7684 ‐778

Bent Columns; Bent 1B Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1B 26.58 2.64 457 1 500YR ‐2181 ‐117 ‐628 107 ‐7786 830

Bent Columns; Bent 1B Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1B 26.58 2.64 457 1 500YR ‐2181 ‐117 ‐628 107 ‐7786 ‐834

Bent Columns; Bent 1B Top BentColumns_500YR_NoScour_EnvRSA_EQ_A_Rev7.1 Bent 1B 26.58 2.64 457 1 500YR ‐563 243 182 167 2155 1438

Bent Columns; Bent 1B Top BentColumns_500YR_NoScour_EnvRSA_EQ_B_Rev7.1 Bent 1B 26.58 2.64 457 1 500YR ‐1487 ‐243 ‐205 ‐164 ‐2592 ‐1486

Bent Columns; Bent 1B Top BentColumns_500YR_NoScour_EnvRSA_EQ_C_Rev7.1 Bent 1B 26.58 2.64 457 1 500YR 131 117 605 107 7263 774

Bent Columns; Bent 1B Top BentColumns_500YR_NoScour_EnvRSA_EQ_D_Rev7.1 Bent 1B 26.58 2.64 457 1 500YR ‐2181 ‐117 ‐628 ‐104 ‐7786 ‐834

Bent Columns; Bent 1C Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1C 26.58 2.64 467 1 500YR ‐477 ‐227 242 ‐149 3019 1347

Bent Columns; Bent 1C Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1C 26.58 2.64 467 1 500YR ‐477 ‐227 242 ‐149 3019 ‐1351

Bent Columns; Bent 1C Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1C 26.58 2.64 467 1 500YR ‐1530 ‐227 242 ‐149 3039 1393

Bent Columns; Bent 1C Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1C 26.58 2.64 467 1 500YR ‐1530 ‐227 242 ‐149 3039 ‐1397

Bent Columns; Bent 1C Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1C 26.58 2.64 467 1 500YR 338 ‐110 738 ‐97 9018 737

Bent Columns; Bent 1C Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1C 26.58 2.64 467 1 500YR 338 ‐110 738 ‐97 9018 ‐741

Bent Columns; Bent 1C Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1C 26.58 2.64 467 1 500YR ‐2346 ‐110 738 ‐97 9147 795

Bent Columns; Bent 1C Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1C 26.58 2.64 467 1 500YR ‐2346 ‐110 738 ‐97 9147 ‐799

Bent Columns; Bent 1C Top BentColumns_500YR_HalfScour_EnvRSA_EQ_A_Rev7.1 Bent 1C 26.58 2.64 467 1 500YR ‐477 226 242 145 3019 1347

Bent Columns; Bent 1C Top BentColumns_500YR_HalfScour_EnvRSA_EQ_B_Rev7.1 Bent 1C 26.58 2.64 467 1 500YR ‐1530 ‐227 ‐202 ‐149 ‐2411 ‐1397

Bent Columns; Bent 1C Top BentColumns_500YR_HalfScour_EnvRSA_EQ_C_Rev7.1 Bent 1C 26.58 2.64 467 1 500YR 338 110 738 94 9018 737

Bent Columns; Bent 1C Top BentColumns_500YR_HalfScour_EnvRSA_EQ_D_Rev7.1 Bent 1C 26.58 2.64 467 1 500YR ‐2346 ‐110 ‐698 ‐97 ‐8517 ‐799

Bent Columns; Bent 1C Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1C 26.58 2.64 467 1 500YR ‐539 ‐243 213 ‐164 2663 1437

Bent Columns; Bent 1C Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1C 26.58 2.64 467 1 500YR ‐539 ‐243 213 ‐164 2663 ‐1442

Bent Columns; Bent 1C Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1C 26.58 2.64 467 1 500YR ‐1473 ‐243 213 ‐164 2679 1481

Bent Columns; Bent 1C Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1C 26.58 2.64 467 1 500YR ‐1473 ‐243 213 ‐164 2679 ‐1485

Bent Columns; Bent 1C Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1C 26.58 2.64 467 1 500YR 149 ‐116 636 ‐108 7781 769

Bent Columns; Bent 1C Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1C 26.58 2.64 467 1 500YR 149 ‐116 636 ‐108 7781 ‐773

Bent Columns; Bent 1C Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1C 26.58 2.64 467 1 500YR ‐2160 ‐116 636 ‐108 7883 824

Bent Columns; Bent 1C Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1C 26.58 2.64 467 1 500YR ‐2160 ‐116 636 ‐108 7883 ‐828

Bent Columns; Bent 1C Top BentColumns_500YR_NoScour_EnvRSA_EQ_A_Rev7.1 Bent 1C 26.58 2.64 467 1 500YR ‐539 243 213 161 2663 1437

Bent Columns; Bent 1C Top BentColumns_500YR_NoScour_EnvRSA_EQ_B_Rev7.1 Bent 1C 26.58 2.64 467 1 500YR ‐1473 ‐243 ‐173 ‐164 ‐2059 ‐1485

Bent Columns; Bent 1C Top BentColumns_500YR_NoScour_EnvRSA_EQ_C_Rev7.1 Bent 1C 26.58 2.64 467 1 500YR 149 116 636 104 7781 769

Bent Columns; Bent 1C Top BentColumns_500YR_NoScour_EnvRSA_EQ_D_Rev7.1 Bent 1C 26.58 2.64 467 1 500YR ‐2160 ‐116 ‐597 ‐108 ‐7261 ‐828

Bent Column Connection Demands (7.1).xlsx 5/25/2012 2 / 6

132

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Member Design

Bent 1: 500yr RSA Demands

Connection Demands

m e m b e r n a m e

lo ca ti o n o f lo a d p o in t

re la ti v e t o b e g in n in g

o f m e m b e r

e le m e n t le n g th

LA R S A e le m e n t ID

p o in t in d ic a ti o n ; 0 f o r

b e g in n in g , 1 f o r e n d

lo a d t y p e ( e .g .,

1 0 0 0 Y R , 5 0 0 Y R , S T R ,

S E R V , E E 2 )

a xi a l d e m a n d

(n e g a ti v e f o r

co m p re ss io n )

sh e a r d e m a n d i n y ‐

a xi s (i n cl u d e s

to rs io n a l sh e a rs )

sh e a r d e m a n d i n z ‐

a xi s (i n cl u d e s

to rs io n a l sh e a rs )

m o m e n t d e m a n d

a b o u t x‐ a xi s (t o rs io n )

m o m e n t d e m a n d

a b o u t y ‐a xi s

m o m e n t d e m a n d

a b o u t z‐ a xi s

ft ft k k k kip‐ft kip‐ft kip‐ft

Location Description Load Combination Member Location Length Element

ID Point Load Type Pu Vuy Vuz Mux Muy Muz

Load Point Load Data Post‐Processed Demands (w/. Brg. Fr. & Mom. Mag.)

Bent Columns; Bent 1D Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1D 26.58 2.64 477 1 500YR ‐78 206 242 ‐149 3012 1669

Bent Columns; Bent 1D Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1D 26.58 2.64 477 1 500YR ‐78 206 242 ‐149 3012 ‐1665

Bent Columns; Bent 1D Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1D 26.58 2.64 477 1 500YR ‐1554 206 242 ‐149 3039 1750

Bent Columns; Bent 1D Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1D 26.58 2.64 477 1 500YR ‐1554 206 242 ‐149 3039 ‐1745

Bent Columns; Bent 1D Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1D 26.58 2.64 477 1 500YR 1405 113 738 ‐97 9018 890

Bent Columns; Bent 1D Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1D 26.58 2.64 477 1 500YR 1405 113 738 ‐97 9018 ‐885

Bent Columns; Bent 1D Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1D 26.58 2.64 477 1 500YR ‐3037 113 738 ‐97 9185 983

Bent Columns; Bent 1D Top BentColumns_500YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1D 26.58 2.64 477 1 500YR ‐3037 113 738 ‐97 9185 ‐978

Bent Columns; Bent 1D Top BentColumns_500YR_HalfScour_EnvRSA_EQ_A_Rev7.1 Bent 1D 26.58 2.64 477 1 500YR ‐78 206 242 145 3012 1669

Bent Columns; Bent 1D Top BentColumns_500YR_HalfScour_EnvRSA_EQ_B_Rev7.1 Bent 1D 26.58 2.64 477 1 500YR ‐1554 ‐206 ‐202 ‐149 ‐2412 ‐1745

Bent Columns; Bent 1D Top BentColumns_500YR_HalfScour_EnvRSA_EQ_C_Rev7.1 Bent 1D 26.58 2.64 477 1 500YR 1405 113 738 94 9018 890

Bent Columns; Bent 1D Top BentColumns_500YR_HalfScour_EnvRSA_EQ_D_Rev7.1 Bent 1D 26.58 2.64 477 1 500YR ‐3037 ‐113 ‐698 ‐97 ‐8552 ‐978

Bent Columns; Bent 1D Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1D 26.58 2.64 477 1 500YR ‐167 220 213 ‐164 2658 1797

Bent Columns; Bent 1D Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1D 26.58 2.64 477 1 500YR ‐167 220 213 ‐164 2658 ‐1792

Bent Columns; Bent 1D Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1D 26.58 2.64 477 1 500YR ‐1465 220 213 ‐164 2678 1873

Bent Columns; Bent 1D Top BentColumns_500YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1D 26.58 2.64 477 1 500YR ‐1465 220 213 ‐164 2678 ‐1868

Bent Columns; Bent 1D Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1D 26.58 2.64 477 1 500YR 1101 119 636 ‐108 7781 938

Bent Columns; Bent 1D Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1D 26.58 2.64 477 1 500YR 1101 119 636 ‐108 7781 ‐933

Bent Columns; Bent 1D Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1D 26.58 2.64 477 1 500YR ‐2733 119 636 ‐108 7911 1025

Bent Columns; Bent 1D Top BentColumns_500YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1D 26.58 2.64 477 1 500YR ‐2733 119 636 ‐108 7911 ‐1020

Bent Columns; Bent 1D Top BentColumns_500YR_NoScour_EnvRSA_EQ_A_Rev7.1 Bent 1D 26.58 2.64 477 1 500YR ‐167 220 213 161 2658 1797

Bent Columns; Bent 1D Top BentColumns_500YR_NoScour_EnvRSA_EQ_B_Rev7.1 Bent 1D 26.58 2.64 477 1 500YR ‐1465 ‐220 ‐173 ‐164 ‐2059 ‐1868

Bent Columns; Bent 1D Top BentColumns_500YR_NoScour_EnvRSA_EQ_C_Rev7.1 Bent 1D 26.58 2.64 477 1 500YR 1101 119 636 104 7781 938

Bent Columns; Bent 1D Top BentColumns_500YR_NoScour_EnvRSA_EQ_D_Rev7.1 Bent 1D 26.58 2.64 477 1 500YR ‐2733 ‐119 ‐597 ‐108 ‐7287 ‐1020

Bent Column Connection Demands (7.1).xlsx 5/25/2012 3 / 6

133

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Member Design

Bent 1: 1000yr RSA Demands

Notes Maxima/Minima

Post‐processed demands include moment magnification and bearing friction effects (if applicable) Pu Vuy Vuz Mux Muy Muz Torsional shears are reported separately k k k kip‐ft kip‐ft kip‐ft

Demands do not include any force reduction factors (R‐values) used in member design max 1804 274 862 216 10744 2348

Seismic demands do not include a 1.2 factor min ‐3436 ‐274 ‐822 ‐220 ‐10110 ‐2343

Negative (‐) axial force is compression max 569 304 862 216 10688 1821

Positive (+) Mz is compression at the top of the member min ‐2576 ‐304 ‐822 ‐220 ‐10057 ‐1825

max 550 305 831 220 10006 1825

min ‐2598 ‐305 ‐853 ‐217 ‐10581 ‐1829

max 1826 274 831 220 10006 2344

min ‐3421 ‐274 ‐853 ‐217 ‐10634 ‐2340

Connection Demands

m e m b e r n a m e

lo ca ti o n o f lo a d p o in t

re la ti v e t o b e g in n in g

o f m e m b e r

e le m e n t le n g th

LA R S A e le m e n t ID

p o in t in d ic a ti o n ; 0 f o r

b e g in n in g , 1 f o r e n d

lo a d t y p e ( e .g .,

1 0 0 0 Y R , 5 0 0 Y R , S T R ,

S E R V , E E 2 )

a xi a l d e m a n d

(n e g a ti v e f o r

co m p re ss io n )

sh e a r d e m a n d i n y ‐

a xi s (i n cl u d e s

to rs io n a l sh e a rs )

sh e a r d e m a n d i n z ‐

a xi s (i n cl u d e s

to rs io n a l sh e a rs )

m o m e n t d e m a n d

a b o u t x‐ a xi s (t o rs io n )

m o m e n t d e m a n d

a b o u t y ‐a xi s

m o m e n t d e m a n d

a b o u t z‐ a xi s

ft ft k k k kip‐ft kip‐ft kip‐ft

Location Description Load Combination Member Location Length Element

ID Point Load Type Pu Vuy Vuz Mux Muy Muz

Bent Columns; Bent 1A Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1A 26.58 2.64 447 1 1000YR 92 252 ‐274 201 ‐3403 2050

Bent Columns; Bent 1A Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1A 26.58 2.64 447 1 1000YR 92 252 ‐274 201 ‐3403 ‐2047

Bent Columns; Bent 1A Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1A 26.58 2.64 447 1 1000YR ‐1687 252 ‐274 201 ‐3437 2164

Bent Columns; Bent 1A Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1A 26.58 2.64 447 1 1000YR ‐1687 252 ‐274 201 ‐3437 ‐2160

Bent Columns; Bent 1A Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1A 26.58 2.64 447 1 1000YR 1826 134 ‐853 132 ‐10416 1029

Bent Columns; Bent 1A Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1A 26.58 2.64 447 1 1000YR 1826 134 ‐853 132 ‐10416 ‐1025

Bent Columns; Bent 1A Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1A 26.58 2.64 447 1 1000YR ‐3421 134 ‐853 132 ‐10634 1151

Bent Columns; Bent 1A Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1A 26.58 2.64 447 1 1000YR ‐3421 134 ‐853 132 ‐10634 ‐1147

Bent Columns; Bent 1A Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_A_Rev7.1 Bent 1A 26.58 2.64 447 1 1000YR 92 252 252 201 2992 2050

Bent Columns; Bent 1A Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_B_Rev7.1 Bent 1A 26.58 2.64 447 1 1000YR ‐1687 ‐252 ‐274 ‐198 ‐3437 ‐2160

Bent Columns; Bent 1A Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_C_Rev7.1 Bent 1A 26.58 2.64 447 1 1000YR 1826 134 831 132 10006 1029

Bent Columns; Bent 1A Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_D_Rev7.1 Bent 1A 26.58 2.64 447 1 1000YR ‐3421 ‐134 ‐853 ‐129 ‐10634 ‐1147

Bent Columns; Bent 1A Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1A 26.58 2.64 447 1 1000YR ‐4 274 ‐242 220 ‐3020 2228

Bent Columns; Bent 1A Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1A 26.58 2.64 447 1 1000YR ‐4 274 ‐242 220 ‐3020 ‐2224

Bent Columns; Bent 1A Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1A 26.58 2.64 447 1 1000YR ‐1595 274 ‐242 220 ‐3049 2344

Bent Columns; Bent 1A Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1A 26.58 2.64 447 1 1000YR ‐1595 274 ‐242 220 ‐3049 ‐2340

Bent Columns; Bent 1A Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1A 26.58 2.64 447 1 1000YR 1493 143 ‐743 145 ‐9071 1094

Bent Columns; Bent 1A Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1A 26.58 2.64 447 1 1000YR 1493 143 ‐743 145 ‐9071 ‐1090

Bent Columns; Bent 1A Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1A 26.58 2.64 447 1 1000YR ‐3092 143 ‐743 145 ‐9242 1210

Bent Columns; Bent 1A Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1A 26.58 2.64 447 1 1000YR ‐3092 143 ‐743 145 ‐9242 ‐1206

Bent Columns; Bent 1A Top BentColumns_1000YR_NoScour_EnvRSA_EQ_A_Rev7.1 Bent 1A 26.58 2.64 447 1 1000YR ‐4 274 219 220 2597 2228

Bent Columns; Bent 1A Top BentColumns_1000YR_NoScour_EnvRSA_EQ_B_Rev7.1 Bent 1A 26.58 2.64 447 1 1000YR ‐1595 ‐274 ‐242 ‐217 ‐3049 ‐2340

Bent Columns; Bent 1A Top BentColumns_1000YR_NoScour_EnvRSA_EQ_C_Rev7.1 Bent 1A 26.58 2.64 447 1 1000YR 1493 143 719 145 8649 1094

Bent Columns; Bent 1A Top BentColumns_1000YR_NoScour_EnvRSA_EQ_D_Rev7.1 Bent 1A 26.58 2.64 447 1 1000YR ‐3092 ‐143 ‐743 ‐142 ‐9242 ‐1206

Column

1S‐S

Column

1S‐N

Column

1N‐S

Column

1N‐N

Load Point Load Data Post‐Processed Demands (w/. Brg. Fr. & Mom. Mag.)

Bent Column Connection Demands (7.1).xlsx 5/25/2012 4 / 6

134

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Bent Cap Member Design

Bent 1: 1000yr RSA Demands

Connection Demands

m e m b e r n a m e

lo ca ti o n o f lo a d p o in t

re la ti v e t o b e g in n in g

o f m e m b e r

e le m e n t le n g th

LA R S A e le m e n t ID

p o in t in d ic a ti o n ; 0 f o r

b e g in n in g , 1 f o r e n d

lo a d t y p e ( e .g .,

1 0 0 0 Y R , 5 0 0 Y R , S T R ,

S E R V , E E 2 )

a xi a l d e m a n d

(n e g a ti v e f o r

co m p re ss io n )

sh e a r d e m a n d i n y ‐

a xi s (i n cl u d e s

to rs io n a l sh e a rs )

sh e a r d e m a n d i n z ‐

a xi s (i n cl u d e s

to rs io n a l sh e a rs )

m o m e n t d e m a n d

a b o u t x‐ a xi s (t o rs io n )

m o m e n t d e m a n d

a b o u t y ‐a xi s

m o m e n t d e m a n d

a b o u t z‐ a xi s

ft ft k k k kip‐ft kip‐ft kip‐ft

Location Description Load Combination Member Location Length Element

ID Point Load Type Pu Vuy Vuz Mux Muy Muz

Load Point Load Data Post‐Processed Demands (w/. Brg. Fr. & Mom. Mag.)

Bent Columns; Bent 1B Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1B 26.58 2.64 457 1 1000YR ‐410 ‐280 ‐274 201 ‐3411 1624

Bent Columns; Bent 1B Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1B 26.58 2.64 457 1 1000YR ‐410 ‐280 ‐274 201 ‐3411 ‐1628

Bent Columns; Bent 1B Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1B 26.58 2.64 457 1 1000YR ‐1638 ‐280 ‐274 201 ‐3436 1689

Bent Columns; Bent 1B Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1B 26.58 2.64 457 1 1000YR ‐1638 ‐280 ‐274 201 ‐3436 ‐1694

Bent Columns; Bent 1B Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1B 26.58 2.64 457 1 1000YR 550 ‐130 ‐853 132 ‐10416 847

Bent Columns; Bent 1B Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1B 26.58 2.64 457 1 1000YR 550 ‐130 ‐853 132 ‐10416 ‐851

Bent Columns; Bent 1B Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1B 26.58 2.64 457 1 1000YR ‐2598 ‐130 ‐853 132 ‐10581 921

Bent Columns; Bent 1B Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1B 26.58 2.64 457 1 1000YR ‐2598 ‐130 ‐853 132 ‐10581 ‐926

Bent Columns; Bent 1B Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_A_Rev7.1 Bent 1B 26.58 2.64 457 1 1000YR ‐410 280 252 201 2999 1624

Bent Columns; Bent 1B Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_B_Rev7.1 Bent 1B 26.58 2.64 457 1 1000YR ‐1638 ‐280 ‐274 ‐198 ‐3436 ‐1694

Bent Columns; Bent 1B Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_C_Rev7.1 Bent 1B 26.58 2.64 457 1 1000YR 550 130 831 132 10006 847

Bent Columns; Bent 1B Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_D_Rev7.1 Bent 1B 26.58 2.64 457 1 1000YR ‐2598 ‐130 ‐853 ‐129 ‐10581 ‐926

Bent Columns; Bent 1B Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1B 26.58 2.64 457 1 1000YR ‐477 ‐305 ‐242 220 ‐3028 1762

Bent Columns; Bent 1B Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1B 26.58 2.64 457 1 1000YR ‐477 ‐305 ‐242 220 ‐3028 ‐1766

Bent Columns; Bent 1B Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1B 26.58 2.64 457 1 1000YR ‐1572 ‐305 ‐242 220 ‐3048 1825

Bent Columns; Bent 1B Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1B 26.58 2.64 457 1 1000YR ‐1572 ‐305 ‐242 220 ‐3048 ‐1829

Bent Columns; Bent 1B Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1B 26.58 2.64 457 1 1000YR 346 ‐139 ‐743 145 ‐9071 895

Bent Columns; Bent 1B Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1B 26.58 2.64 457 1 1000YR 346 ‐139 ‐743 145 ‐9071 ‐899

Bent Columns; Bent 1B Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1B 26.58 2.64 457 1 1000YR ‐2395 ‐139 ‐743 145 ‐9203 966

Bent Columns; Bent 1B Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1B 26.58 2.64 457 1 1000YR ‐2395 ‐139 ‐743 145 ‐9203 ‐971

Bent Columns; Bent 1B Top BentColumns_1000YR_NoScour_EnvRSA_EQ_A_Rev7.1 Bent 1B 26.58 2.64 457 1 1000YR ‐477 305 219 220 2605 1762

Bent Columns; Bent 1B Top BentColumns_1000YR_NoScour_EnvRSA_EQ_B_Rev7.1 Bent 1B 26.58 2.64 457 1 1000YR ‐1572 ‐305 ‐242 ‐217 ‐3048 ‐1829

Bent Columns; Bent 1B Top BentColumns_1000YR_NoScour_EnvRSA_EQ_C_Rev7.1 Bent 1B 26.58 2.64 457 1 1000YR 346 139 719 145 8649 895

Bent Columns; Bent 1B Top BentColumns_1000YR_NoScour_EnvRSA_EQ_D_Rev7.1 Bent 1B 26.58 2.64 457 1 1000YR ‐2395 ‐139 ‐743 ‐142 ‐9203 ‐971

Bent Columns; Bent 1C Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1C 26.58 2.64 467 1 1000YR ‐384 ‐280 282 ‐197 3504 1622

Bent Columns; Bent 1C Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1C 26.58 2.64 467 1 1000YR ‐384 ‐280 282 ‐197 3504 ‐1627

Bent Columns; Bent 1C Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1C 26.58 2.64 467 1 1000YR ‐1623 ‐280 282 ‐197 3531 1688

Bent Columns; Bent 1C Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1C 26.58 2.64 467 1 1000YR ‐1623 ‐280 282 ‐197 3531 ‐1692

Bent Columns; Bent 1C Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1C 26.58 2.64 467 1 1000YR 569 ‐128 862 ‐135 10523 837

Bent Columns; Bent 1C Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1C 26.58 2.64 467 1 1000YR 569 ‐128 862 ‐135 10523 ‐841

Bent Columns; Bent 1C Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1C 26.58 2.64 467 1 1000YR ‐2576 ‐128 862 ‐135 10688 909

Bent Columns; Bent 1C Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1C 26.58 2.64 467 1 1000YR ‐2576 ‐128 862 ‐135 10688 ‐914

Bent Columns; Bent 1C Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_A_Rev7.1 Bent 1C 26.58 2.64 467 1 1000YR ‐384 279 282 194 3504 1622

Bent Columns; Bent 1C Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_B_Rev7.1 Bent 1C 26.58 2.64 467 1 1000YR ‐1623 ‐280 ‐242 ‐197 ‐2903 ‐1692

Bent Columns; Bent 1C Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_C_Rev7.1 Bent 1C 26.58 2.64 467 1 1000YR 569 128 862 131 10523 837

Bent Columns; Bent 1C Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_D_Rev7.1 Bent 1C 26.58 2.64 467 1 1000YR ‐2576 ‐128 ‐822 ‐135 ‐10057 ‐914

Bent Columns; Bent 1C Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1C 26.58 2.64 467 1 1000YR ‐446 ‐304 249 ‐220 3098 1756

Bent Columns; Bent 1C Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1C 26.58 2.64 467 1 1000YR ‐446 ‐304 249 ‐220 3098 ‐1761

Bent Columns; Bent 1C Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1C 26.58 2.64 467 1 1000YR ‐1565 ‐304 249 ‐220 3119 1821

Bent Columns; Bent 1C Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1C 26.58 2.64 467 1 1000YR ‐1565 ‐304 249 ‐220 3119 ‐1825

Bent Columns; Bent 1C Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1C 26.58 2.64 467 1 1000YR 364 ‐136 750 ‐149 9164 881

Bent Columns; Bent 1C Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1C 26.58 2.64 467 1 1000YR 364 ‐136 750 ‐149 9164 ‐885

Bent Columns; Bent 1C Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1C 26.58 2.64 467 1 1000YR ‐2375 ‐136 750 ‐149 9296 951

Bent Columns; Bent 1C Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1C 26.58 2.64 467 1 1000YR ‐2375 ‐136 750 ‐149 9296 ‐956

Bent Columns; Bent 1C Top BentColumns_1000YR_NoScour_EnvRSA_EQ_A_Rev7.1 Bent 1C 26.58 2.64 467 1 1000YR ‐446 304 249 216 3098 1756

Bent Columns; Bent 1C Top BentColumns_1000YR_NoScour_EnvRSA_EQ_B_Rev7.1 Bent 1C 26.58 2.64 467 1 1000YR ‐1565 ‐304 ‐210 ‐220 ‐2501 ‐1825

Bent Columns; Bent 1C Top BentColumns_1000YR_NoScour_EnvRSA_EQ_C_Rev7.1 Bent 1C 26.58 2.64 467 1 1000YR 364 136 750 145 9164 881

Bent Columns; Bent 1C Top BentColumns_1000YR_NoScour_EnvRSA_EQ_D_Rev7.1 Bent 1C 26.58 2.64 467 1 1000YR ‐2375 ‐136 ‐711 ‐149 ‐8675 ‐956

Bent Column Connection Demands (7.1).xlsx 5/25/2012 5 / 6

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Bent Cap Member Design

Bent 1: 1000yr RSA Demands

Connection Demands

m e m b e r n a m e

lo ca ti o n o f lo a d p o in t

re la ti v e t o b e g in n in g

o f m e m b e r

e le m e n t le n g th

LA R S A e le m e n t ID

p o in t in d ic a ti o n ; 0 f o r

b e g in n in g , 1 f o r e n d

lo a d t y p e ( e .g .,

1 0 0 0 Y R , 5 0 0 Y R , S T R ,

S E R V , E E 2 )

a xi a l d e m a n d

(n e g a ti v e f o r

co m p re ss io n )

sh e a r d e m a n d i n y ‐

a xi s (i n cl u d e s

to rs io n a l sh e a rs )

sh e a r d e m a n d i n z ‐

a xi s (i n cl u d e s

to rs io n a l sh e a rs )

m o m e n t d e m a n d

a b o u t x‐ a xi s (t o rs io n )

m o m e n t d e m a n d

a b o u t y ‐a xi s

m o m e n t d e m a n d

a b o u t z‐ a xi s

ft ft k k k kip‐ft kip‐ft kip‐ft

Location Description Load Combination Member Location Length Element

ID Point Load Type Pu Vuy Vuz Mux Muy Muz

Load Point Load Data Post‐Processed Demands (w/. Brg. Fr. & Mom. Mag.)

Bent Columns; Bent 1D Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1D 26.58 2.64 477 1 1000YR 59 253 282 ‐197 3496 2050

Bent Columns; Bent 1D Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1D 26.58 2.64 477 1 1000YR 59 253 282 ‐197 3496 ‐2045

Bent Columns; Bent 1D Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1D 26.58 2.64 477 1 1000YR ‐1692 253 282 ‐197 3532 2163

Bent Columns; Bent 1D Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1D 26.58 2.64 477 1 1000YR ‐1692 253 282 ‐197 3532 ‐2158

Bent Columns; Bent 1D Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1D 26.58 2.64 477 1 1000YR 1804 133 862 ‐135 10523 1047

Bent Columns; Bent 1D Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1D 26.58 2.64 477 1 1000YR 1804 133 862 ‐135 10523 ‐1043

Bent Columns; Bent 1D Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1D 26.58 2.64 477 1 1000YR ‐3436 133 862 ‐135 10744 1172

Bent Columns; Bent 1D Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1D 26.58 2.64 477 1 1000YR ‐3436 133 862 ‐135 10744 ‐1167

Bent Columns; Bent 1D Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_A_Rev7.1 Bent 1D 26.58 2.64 477 1 1000YR 59 253 282 194 3496 2050

Bent Columns; Bent 1D Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_B_Rev7.1 Bent 1D 26.58 2.64 477 1 1000YR ‐1692 ‐252 ‐242 ‐197 ‐2904 ‐2158

Bent Columns; Bent 1D Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_C_Rev7.1 Bent 1D 26.58 2.64 477 1 1000YR 1804 133 862 131 10523 1047

Bent Columns; Bent 1D Top BentColumns_1000YR_HalfScour_EnvRSA_EQ_D_Rev7.1 Bent 1D 26.58 2.64 477 1 1000YR ‐3436 ‐132 ‐822 ‐135 ‐10110 ‐1167

Bent Columns; Bent 1D Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐max) Bent 1D 26.58 2.64 477 1 1000YR ‐45 274 249 ‐220 3091 2236

Bent Columns; Bent 1D Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐max/Mz‐min) Bent 1D 26.58 2.64 477 1 1000YR ‐45 274 249 ‐220 3091 ‐2231

Bent Columns; Bent 1D Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐max) Bent 1D 26.58 2.64 477 1 1000YR ‐1586 274 249 ‐220 3120 2348

Bent Columns; Bent 1D Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(A_Rev7.1\B_Rev7.1) (P‐min/Mz‐min) Bent 1D 26.58 2.64 477 1 1000YR ‐1586 274 249 ‐220 3120 ‐2343

Bent Columns; Bent 1D Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐max) Bent 1D 26.58 2.64 477 1 1000YR 1472 141 750 ‐149 9164 1117

Bent Columns; Bent 1D Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐max/Mz‐min) Bent 1D 26.58 2.64 477 1 1000YR 1472 141 750 ‐149 9164 ‐1112

Bent Columns; Bent 1D Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐max) Bent 1D 26.58 2.64 477 1 1000YR ‐3103 141 750 ‐149 9338 1236

Bent Columns; Bent 1D Top BentColumns_1000YR_NoScour_EnvRSA_EQ_(C_Rev7.1\D_Rev7.1) (P‐min/Mz‐min) Bent 1D 26.58 2.64 477 1 1000YR ‐3103 141 750 ‐149 9338 ‐1231

Bent Columns; Bent 1D Top BentColumns_1000YR_NoScour_EnvRSA_EQ_A_Rev7.1 Bent 1D 26.58 2.64 477 1 1000YR ‐45 274 249 216 3091 2236

Bent Columns; Bent 1D Top BentColumns_1000YR_NoScour_EnvRSA_EQ_B_Rev7.1 Bent 1D 26.58 2.64 477 1 1000YR ‐1586 ‐274 ‐210 ‐220 ‐2502 ‐2343

Bent Columns; Bent 1D Top BentColumns_1000YR_NoScour_EnvRSA_EQ_C_Rev7.1 Bent 1D 26.58 2.64 477 1 1000YR 1472 141 750 145 9164 1117

Bent Columns; Bent 1D Top BentColumns_1000YR_NoScour_EnvRSA_EQ_D_Rev7.1 Bent 1D 26.58 2.64 477 1 1000YR ‐3103 ‐141 ‐711 ‐149 ‐8714 ‐1231

Bent Column Connection Demands (7.1).xlsx 5/25/2012 6 / 6

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Bent Cap Design

Column 1N‐N; 500yr Connection Demands

General

Bent 1 Top Connection; Column 1N‐N; 500yr

End Plate (Rotated Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL comp. Comp. Resultant

End Plate (Local Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL Comp. Comp. Resultant

End Plate Geometry

End Plate

5050

θz 0.00 deg ' end plate angle about local z‐axis

L 62.00 in ' length of plate (parallel to local x‐axis) 90

B 62.00 in ' width of plate (parallel to local z‐axis) 30

A 3844 in 2 ' area of plate

Ix 1231361 in 4 ' moment of inertia about local x‐xis

Iz 1231361 in 4 ' moment of inertia about local z‐xis

Column

h 42.00 in ' height of column (parallel to local x‐axis)

b 42.00 in ' width of column (parallel to local z‐axis) ‐10

0X'

‐10

Strength Resistance Factors

фs 0.80 ' bolts in shear

фt 0.80 ' bolts in tension ‐30

‐20

‐30

‐20

Column Demands (LARSA Member Local Axis)

FX FY FZ MX MY MZ

k k k k‐ft k‐ft k‐ft

‐50

‐40

‐50 ‐30 ‐10 10 30 50

‐50

‐40

‐50 ‐30 ‐10 10 30 50

Z ‐3037 738 9185

фy 90.00 deg ' angle of bending

Summary

Z'Z

Local End Plate Demands Clamping Force Stress Check

Fx Fy Fz Mx My Mz Pt / A Fy / A Mx∙cx / Ix Mz∙cz / Iz σmax T1 T2 T3 T4 T5 C xC dC

k k k k‐in k‐in k‐in ksi ksi ksi ksi ksi k k k k k k in in

0 ‐3037 738 110220 0 0 0.00 ‐0.79 2.77 0.00 +1.98 ' if (+), clamping force has been overcome 821 176 24 0 0 ‐4057 21.34 28.97

CompressionTension

фy 90.00 deg ' angle of bending

Rotated Local End Plate Demands Section Properties

Fx Fy Fz Mx My Mz Shear (bolts only)Axial/Moment (bolts + plate)Fx Fy Fz Mx My Mz

k k k k‐in k‐in k‐in Δ Fy Aaxial xNA zNA xNA' zNA' xNA' M only zNA' M only Iz' Ix' Ashear xNA' zNA' Ip'

‐738 ‐3037 0 0 0 104069 k in 2 in in in in in in in

4 in

2 in in in 4

‐738 ‐3037 0 0 0 104069 check 0 279 0.00 ‐2.03 2.03 0.00 11.15 0.00 87221 96761 79 0.00 0.00 73003

Shear (bolts only)Axial/Moment (bolts + plate)

фy' 0.00 deg ' angle of bending

Compression Block

β / n 0.13 ' compression block effectiveness factor (account for bending stiffness, modulus of elasticity, etc.)β / n 0.13 compression block effectiveness factor (account for bending stiffness, modulus of elasticity, etc.)

A Iz0' xi' A∙xi' 2 Ix0' zi' A∙zi'

2 Pu Mzi Mxi

1 2 3 4 5 1 2 3 4 5 in 2

in 4 in in

4 in

4 in in 4 k k‐in k‐in

Force

Centroid

Compression Block Coordinates

Check

Centroid Force

Centroid Centroid

Compression Block Coordinates

Section PropertiesLocal, Non‐rotated Axes Local, Rotated Axes

x 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 x' 2.03 31.00 31.00 2.03 2.03 16.51 21.34 ‐4057 78375 0

z ‐2.03 ‐31.00 ‐31.00 ‐2.03 ‐2.03 ‐16.51 ‐21.34 z' 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 235 4926514.4916422 075192 0.00

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 1/16

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Bent Cap Design

Column 1N‐N; 500yr Connection Demands

Bolt Group (Tension/Shear)

max 164.1 0.0

min 0.0 ‐46.1

r s h e a r;

o n ly

re a

o f b o lt

g f o rc e

a te

a te rd in a te

rd in a te

n si o n

p a ra ll e l

n si o n

p a ra ll e l

h e a r

p a ra ll e l

h e a r

p a ra ll e l

a n t d u e

z' a xi s

sh e a r

xi s

o m e n t

p o n e n t

xi s)

sh e a r

xi s

o m e n t

p o n e n t

xi s)

m a n d

o ca l

s a l y a xi s

Resolved Bolt Forces SummaryLocal Rotated Local Tension Properties Shear PropertiesGeneral Check

b o lt n u m b e r

V = t e n si o n a n d

V o n ly = s h e a r o

n o m in a l b o lt a r

m a te s tr e n g th o

t p re te n si o n in g

lo ca l x co o rd in a

lo ca l z co o rd in a

l ro ta te d x c o o r

a l ro ta te d z c o o r

st a n ce f ro m t e n

io n C G t o b o lt (

to x '‐ a xi s)

st a n ce f ro m t e n

io n C G t o b o lt (

to z '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to x '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to z '‐ a xi s)

si le b o lt r e su lt a

b e n d in g a b o u t

su lt a n t d u e t o s

p a ra ll e l to x ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to x ' a x

su lt a n t d u e t o s

p a ra ll e l to z ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to z ' a x

e n si le b o lt d e m

su lt a n t b o lt d e m

m o m e n t a b o u t l

ro ta te d z ' a xi

m e n t a b o u t lo ca

T + V V

u lt i

b o l

lo ca

lo ca d i

se ct i

d i

se ct i d

se ct i

te n s

re s u

a b o re

re s u

a b o te

re s m

m o m

Bolt Ab Fub Pt x z x' z' A∙x' A∙z' xi' zi' A∙xi' 2

A∙zi' 2 A∙x' A∙z' xi' zi' A∙xi'

2 A∙zi'

2 Pzz' Vx' Vx'τ Vz' Vz'τ Pu Vu Mz'i Myi

# in 2 ksi k in in in in in

3 in

3 in in in 4

in 4

in 3

in 3 in in in

4 in

4 k k k k k k k k‐in k‐in

1 V 4.909 150 ‐26.00 ‐26.00 26.00 ‐26.00 0.00 0.00 0.00 0.00 0 0 ‐128 ‐128 26.00 ‐26.00 3318 3318 0.0 ‐46.1 0.0 0.0 0.0 0.0 ‐46.1 0 1199

Bolt Type

2 V 4.909 150 ‐13.00 ‐26.00 26.00 ‐13.00 0.00 0.00 0.00 0.00 0 0 ‐64 ‐128 26.00 ‐13.00 3318 830 0.0 ‐46.1 0.0 0.0 0.0 0.0 ‐46.1 0 600

3 V 4.909 150 0.00 ‐26.00 26.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ‐128 26.00 0.00 3318 0 0.0 ‐46.1 0.0 0.0 0.0 0.0 ‐46.1 0 0

4 V 4.909 150 13.00 ‐26.00 26.00 13.00 0.00 0.00 0.00 0.00 0 0 64 ‐128 26.00 13.00 3318 830 0.0 ‐46.1 0.0 0.0 0.0 0.0 ‐46.1 0 ‐600

5 V 4.909 150 26.00 ‐26.00 26.00 26.00 0.00 0.00 0.00 0.00 0 0 128 ‐128 26.00 26.00 3318 3318 0.0 ‐46.1 0.0 0.0 0.0 0.0 ‐46.1 0 ‐1199

6 V 4.909 150 ‐26.00 ‐13.00 13.00 ‐26.00 0.00 0.00 0.00 0.00 0 0 ‐128 ‐64 13.00 ‐26.00 830 3318 0.0 ‐46.1 0.0 0.0 0.0 0.0 ‐46.1 0 1199

7 V 4.909 150 26.00 ‐13.00 13.00 26.00 0.00 0.00 0.00 0.00 0 0 128 ‐64 13.00 26.00 830 3318 0.0 ‐46.1 0.0 0.0 0.0 0.0 ‐46.1 0 ‐1199

8 T+V 4.909 150 ‐26.00 0.00 0.00 ‐26.00 0.00 ‐127.63 ‐2.03 ‐26.00 20 3318 ‐128 0 0.00 ‐26.00 0 3318 11.9 ‐46.1 0.0 0.0 0.0 11.9 ‐46.1 24 1199

9 T+V 4.909 150 26.00 0.00 0.00 26.00 0.00 127.63 ‐2.03 26.00 20 3318 128 0 0.00 26.00 0 3318 11.9 ‐46.1 0.0 0.0 0.0 11.9 ‐46.1 24 ‐1199

10 T+V 4.909 150 ‐26.00 13.00 ‐13.00 ‐26.00 ‐63.81 ‐127.63 ‐15.03 ‐26.00 1108 3318 ‐128 64 ‐13.00 ‐26.00 830 3318 88.0 ‐46.1 0.0 0.0 0.0 88.0 ‐46.1 1322 1199

11 T+V 4.909 150 26.00 13.00 ‐13.00 26.00 ‐63.81 127.63 ‐15.03 26.00 1108 3318 128 64 ‐13.00 26.00 830 3318 88.0 ‐46.1 0.0 0.0 0.0 88.0 ‐46.1 1322 ‐1199

12 T+V 4.909 150 ‐26.00 26.00 ‐26.00 ‐26.00 ‐127.63 ‐127.63 ‐28.03 ‐26.00 3855 3318 ‐128 128 ‐26.00 ‐26.00 3318 3318 164.1 ‐46.1 0.0 0.0 0.0 164.1 ‐46.1 4600 1199

13 T+V 4.909 150 ‐13.00 26.00 ‐26.00 ‐13.00 ‐127.63 ‐63.81 ‐28.03 ‐13.00 3855 830 ‐64 128 ‐26.00 ‐13.00 3318 830 164.1 ‐46.1 0.0 0.0 0.0 164.1 ‐46.1 4600 600

14 T+V 4.909 150 0.00 26.00 ‐26.00 0.00 ‐127.63 0.00 ‐28.03 0.00 3855 0 0 128 ‐26.00 0.00 3318 0 164.1 ‐46.1 0.0 0.0 0.0 164.1 ‐46.1 4600 0

15 T+V 4.909 150 13.00 26.00 ‐26.00 13.00 ‐127.63 63.81 ‐28.03 13.00 3855 830 64 128 ‐26.00 13.00 3318 830 164.1 ‐46.1 0.0 0.0 0.0 164.1 ‐46.1 4600 ‐600

16 T+V 4.909 150 26.00 26.00 ‐26.00 26.00 ‐127.63 127.63 ‐28.03 26.00 3855 3318 128 128 ‐26.00 26.00 3318 3318 164.1 ‐46.1 0.0 0.0 0.0 164.1 ‐46.1 4600 ‐1199

17 T+V 0.00 0.00 0.00 0.00 ‐2.03 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

18 T+V 0 00 0 00 0 00 0 00 2 03 0 00 0 0 0 0 0 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018 T+V 0.00 0.00 0.00 0.00 ‐2.03 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

19 T+V 0.00 0.00 0.00 0.00 ‐2.03 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

20 T+V 0.00 0.00 0.00 0.00 ‐2.03 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 2/16

138

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Design

Column 1N‐S; 500yr Connection Demands

General

Bent 1 Top Connection; Column 1N‐S; 500yr

End Plate (Rotated Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL comp. Comp. Resultant

End Plate (Local Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL Comp. Comp. Resultant

End Plate Geometry

End Plate

5050

θz 0.00 deg ' end plate angle about local z‐axis

L 62.00 in ' length of plate (parallel to local x‐axis) 90

B 62.00 in ' width of plate (parallel to local z‐axis) 30

A 3844 in 2 ' area of plate

Ix 1231361 in 4 ' moment of inertia about local x‐xis

Iz 1231361 in 4 ' moment of inertia about local z‐xis

Column

h 42.00 in ' height of column (parallel to local x‐axis)

b 42.00 in ' width of column (parallel to local z‐axis) ‐10

0X'

‐10

Strength Resistance Factors

фs 0.80 ' bolts in shear

фt 0.80 ' bolts in tension ‐30

‐20

‐30

‐20

Column Demands (LARSA Member Local Axis)

FX FY FZ MX MY MZ

k k k k‐ft k‐ft k‐ft

‐50

‐40

‐50 ‐30 ‐10 10 30 50

‐50

‐40

‐50 ‐30 ‐10 10 30 50

Z 317 738 8507

фy 90.00 deg ' angle of bending

Summary

Z'Z

Local End Plate Demands Clamping Force Stress Check

Fx Fy Fz Mx My Mz Pt / A Fy / A Mx∙cx / Ix Mz∙cz / Iz σmax T1 T2 T3 T4 T5 C xC dC

k k k k‐in k‐in k‐in ksi ksi ksi ksi ksi k k k k k k in in

0 317 738 102084 0 0 0.00 0.08 2.57 0.00 +2.65 ' if (+), clamping force has been overcome 1689 455 234 13 0 ‐2075 25.26 17.21

CompressionTension

фy 90.00 deg ' angle of bending

Rotated Local End Plate Demands Section Properties

Fx Fy Fz Mx My Mz Axial/Moment (bolts + plate) Shear (bolts only)Fx Fy Fz Mx My Mz

k k k k‐in k‐in k‐in Δ Fy Aaxial xNA zNA xNA' zNA' xNA' M only zNA' M only Iz' Ix' Ashear xNA' zNA' Ip'

‐738 317 0 0 0 106456 k in 2 in in in in in in in

4 in

2 in in in 4

‐738 317 0 0 0 106456 check 0 193 0.00 ‐13.79 13.79 0.00 12.84 0.00 61543 72864 79 0.00 0.00 73003

Axial/Moment (bolts + plate) Shear (bolts only)

фy' 0.00 deg ' angle of bending

Compression Block

A Iz0' xi' A∙xi' 2 Ix0' zi' A∙zi'

2 Pu Mzi Mxi

1 2 3 4 5 1 2 3 4 5 in 2

in 4 in in

4 in

4 in in 4 k k‐in k‐in

Local, Non‐rotated Axes Local, Rotated Axes Section Properties Check

Force

Centroid

Compression Block Coordinates Centroid

Force

Centroid

Compression Block Coordinates Centroid

x 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 x' 13.79 31.00 31.00 13.79 13.79 22.40 25.26 ‐2075 23805 0

z ‐13.79 ‐31.00 ‐31.00 ‐13.79 ‐13.79 ‐22.40 ‐25.26 z' 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 044658139 3440 8.60 10321 0.00

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 3/16

139

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Design

Column 1N‐S; 500yr Connection Demands

Bolt Group (Tension/Shear)

max 337.9 0.0

min 0.0 ‐46.1

r s h e a r;

o n ly

re a

o f b o lt

g f o rc e

a te

a te rd in a te

rd in a te

n si o n

p a ra ll e l

n si o n

p a ra ll e l

h e a r

p a ra ll e l

h e a r

p a ra ll e l

a n t d u e

z' a xi s

sh e a r

xi s

o m e n t

p o n e n t

xi s)

sh e a r

xi s

o m e n t

p o n e n t

xi s)

m a n d

o ca l

s a l y a xi s

General Local Rotated Local Tension Properties Shear Properties Resolved Bolt Forces Summary Check

b o lt n u m b e r

V = t e n si o n a n d

V o n ly = s h e a r o

n o m in a l b o lt a r

m a te s tr e n g th o

t p re te n si o n in g

lo ca l x co o rd in a

lo ca l z co o rd in a

l ro ta te d x c o o r

a l ro ta te d z c o o r

st a n ce f ro m t e n

io n C G t o b o lt (

to x '‐ a xi s)

st a n ce f ro m t e n

io n C G t o b o lt (

to z '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to x '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to z '‐ a xi s)

si le b o lt r e su lt a

b e n d in g a b o u t

su lt a n t d u e t o s

p a ra ll e l to x ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to x ' a x

su lt a n t d u e t o s

p a ra ll e l to z ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to z ' a x

e n si le b o lt d e m

su lt a n t b o lt d e m

m o m e n t a b o u t l

ro ta te d z ' a xi

m e n t a b o u t lo ca

T + V V

u lt i

b o l

lo ca

lo ca d i

se ct i

d i

se ct i d

se ct i

te n s

re s u

a b o re

re s u

a b o te

re s m

m o m

Bolt Ab Fub Pt x z x' z' A∙x' A∙z' xi' zi' A∙xi' 2

A∙zi' 2 A∙x' A∙z' xi' zi' A∙xi'

2 A∙zi'

2 Pzz' Vx' Vx'τ Vz' Vz'τ Pu Vu Mz'i Myi

# in 2 ksi k in in in in in

3 in

3 in in in 4

in 4

in 3

in 3 in in in

4 in

4 k k k k k k k k‐in k‐in

1 V 4.909 150 ‐26.00 ‐26.00 26.00 ‐26.00 0.00 0.00 0.00 0.00 0 0 ‐128 ‐128 26.00 ‐26.00 3318 3318 0.0 ‐46.1 0.0 0.0 0.0 0.0 ‐46.1 0 1199

Bolt Type

2 V 4.909 150 ‐13.00 ‐26.00 26.00 ‐13.00 0.00 0.00 0.00 0.00 0 0 ‐64 ‐128 26.00 ‐13.00 3318 830 0.0 ‐46.1 0.0 0.0 0.0 0.0 ‐46.1 0 600

3 V 4.909 150 0.00 ‐26.00 26.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ‐128 26.00 0.00 3318 0 0.0 ‐46.1 0.0 0.0 0.0 0.0 ‐46.1 0 0

4 V 4.909 150 13.00 ‐26.00 26.00 13.00 0.00 0.00 0.00 0.00 0 0 64 ‐128 26.00 13.00 3318 830 0.0 ‐46.1 0.0 0.0 0.0 0.0 ‐46.1 0 ‐600

5 V 4.909 150 26.00 ‐26.00 26.00 26.00 0.00 0.00 0.00 0.00 0 0 128 ‐128 26.00 26.00 3318 3318 0.0 ‐46.1 0.0 0.0 0.0 0.0 ‐46.1 0 ‐1199

6 T+V 4.909 150 ‐26.00 ‐13.00 13.00 ‐26.00 63.81 ‐127.63 ‐0.79 ‐26.00 3 3318 ‐128 ‐64 13.00 ‐26.00 830 3318 6.7 ‐46.1 0.0 0.0 0.0 6.7 ‐46.1 5 1199

7 T+V 4.909 150 26.00 ‐13.00 13.00 26.00 63.81 127.63 ‐0.79 26.00 3 3318 128 ‐64 13.00 26.00 830 3318 6.7 ‐46.1 0.0 0.0 0.0 6.7 ‐46.1 5 ‐1199

8 T+V 4.909 150 ‐26.00 0.00 0.00 ‐26.00 0.00 ‐127.63 ‐13.79 ‐26.00 934 3318 ‐128 0 0.00 ‐26.00 0 3318 117.1 ‐46.1 0.0 0.0 0.0 117.1 ‐46.1 1615 1199

9 T+V 4.909 150 26.00 0.00 0.00 26.00 0.00 127.63 ‐13.79 26.00 934 3318 128 0 0.00 26.00 0 3318 117.1 ‐46.1 0.0 0.0 0.0 117.1 ‐46.1 1615 ‐1199

10 T+V 4.909 150 ‐26.00 13.00 ‐13.00 ‐26.00 ‐63.81 ‐127.63 ‐26.79 ‐26.00 3523 3318 ‐128 64 ‐13.00 ‐26.00 830 3318 227.5 ‐46.1 0.0 0.0 0.0 227.5 ‐46.1 6095 1199

11 T+V 4.909 150 26.00 13.00 ‐13.00 26.00 ‐63.81 127.63 ‐26.79 26.00 3523 3318 128 64 ‐13.00 26.00 830 3318 227.5 ‐46.1 0.0 0.0 0.0 227.5 ‐46.1 6095 ‐1199

12 T+V 4.909 150 ‐26.00 26.00 ‐26.00 ‐26.00 ‐127.63 ‐127.63 ‐39.79 ‐26.00 7772 3318 ‐128 128 ‐26.00 ‐26.00 3318 3318 337.9 ‐46.1 0.0 0.0 0.0 337.9 ‐46.1 13444 1199

13 T+V 4.909 150 ‐13.00 26.00 ‐26.00 ‐13.00 ‐127.63 ‐63.81 ‐39.79 ‐13.00 7772 830 ‐64 128 ‐26.00 ‐13.00 3318 830 337.9 ‐46.1 0.0 0.0 0.0 337.9 ‐46.1 13444 600

14 T+V 4.909 150 0.00 26.00 ‐26.00 0.00 ‐127.63 0.00 ‐39.79 0.00 7772 0 0 128 ‐26.00 0.00 3318 0 337.9 ‐46.1 0.0 0.0 0.0 337.9 ‐46.1 13444 0

15 T+V 4.909 150 13.00 26.00 ‐26.00 13.00 ‐127.63 63.81 ‐39.79 13.00 7772 830 64 128 ‐26.00 13.00 3318 830 337.9 ‐46.1 0.0 0.0 0.0 337.9 ‐46.1 13444 ‐600

16 T+V 4.909 150 26.00 26.00 ‐26.00 26.00 ‐127.63 127.63 ‐39.79 26.00 7772 3318 128 128 ‐26.00 26.00 3318 3318 337.9 ‐46.1 0.0 0.0 0.0 337.9 ‐46.1 13444 ‐1199

17 T+V 0.00 0.00 0.00 0.00 ‐13.79 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

18 T+V 0 00 0 00 0 00 0 00 13 79 0 00 0 0 0 0 0 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018 T+V 0.00 0.00 0.00 0.00 ‐13.79 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

19 T+V 0.00 0.00 0.00 0.00 ‐13.79 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

20 T+V 0.00 0.00 0.00 0.00 ‐13.79 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 4/16

140

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Design

Column 1S‐N; 500yr Connection Demands

General

Bent 1 Top Connection; Column 1S‐N; 500yr

End Plate (Rotated Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL comp. Comp. Resultant

End Plate (Local Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL Comp. Comp. Resultant

End Plate Geometry

End Plate

5050

θz 0.00 deg ' end plate angle about local z‐axis

L 62.00 in ' length of plate (parallel to local x‐axis) 90

B 62.00 in ' width of plate (parallel to local z‐axis) 30

A 3844 in 2 ' area of plate

Ix 1231361 in 4 ' moment of inertia about local x‐xis

Iz 1231361 in 4 ' moment of inertia about local z‐xis

Column

h 42.00 in ' height of column (parallel to local x‐axis)

b 42.00 in ' width of column (parallel to local z‐axis) ‐10

0X'

‐10

Strength Resistance Factors

фs 0.80 ' bolts in shear

фt 0.80 ' bolts in tension ‐30

‐20

‐30

‐20

Column Demands (LARSA Member Local Axis)

FX FY FZ MX MY MZ

k k k k‐ft k‐ft k‐ft

‐50

‐40

‐50 ‐30 ‐10 10 30 50

‐50

‐40

‐50 ‐30 ‐10 10 30 50

Z ‐2346 707 9147

фy 90.00 deg ' angle of bending

Summary

Z'Z

Local End Plate Demands Clamping Force Stress Check

Fx Fy Fz Mx My Mz Pt / A Fy / A Mx∙cx / Ix Mz∙cz / Iz σmax T1 T2 T3 T4 T5 C xC dC

k k k k‐in k‐in k‐in ksi ksi ksi ksi ksi k k k k k k in in

0 ‐2346 707 109764 0 0 0.00 ‐0.61 2.76 0.00 +2.15 ' if (+), clamping force has been overcome 994 230 63 0 0 ‐3632 22.29 26.14

CompressionTension

фy 90.00 deg ' angle of bending

Rotated Local End Plate Demands Section Properties

Fx Fy Fz Mx My Mz Axial/Moment (bolts + plate) Shear (bolts only)Fx Fy Fz Mx My Mz

k k k k‐in k‐in k‐in Δ Fy Aaxial xNA zNA xNA' zNA' xNA' M only zNA' M only Iz' Ix' Ashear xNA' zNA' Ip'

‐707 ‐2346 0 0 0 98371 k in 2 in in in in in in in

4 in

2 in in in 4

‐707 ‐2346 0 0 0 98371 check 0 256 0.00 ‐4.86 4.86 0.00 11.84 0.00 74984 89414 79 0.00 0.00 73003

Axial/Moment (bolts + plate) Shear (bolts only)

фy' 0.00 deg ' angle of bending

Compression Block

A Iz0' xi' A∙xi' 2 Ix0' zi' A∙zi'

2 Pu Mzi Mxi

1 2 3 4 5 1 2 3 4 5 in 2

in 4 in in

4 in

4 in in 4 k k‐in k‐in

Local, Non‐rotated Axes Local, Rotated Axes Section Properties Check

Force

Centroid

Compression Block Coordinates Centroid

Force

Centroid

Compression Block Coordinates Centroid

x 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 x' 4.86 31.00 31.00 4.86 4.86 17.93 22.29 ‐3632 63304 0

z ‐4.86 ‐31.00 ‐31.00 ‐4.86 ‐4.86 ‐17.93 ‐22.29 z' 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 067845212 12063 13.07 36190 0.00

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 5/16

141

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Design

Column 1S‐N; 500yr Connection Demands

Bolt Group (Tension/Shear)

max 198.7 0.0

min 0.0 ‐44.2

r s h e a r;

o n ly

re a

o f b o lt

g f o rc e

a te

a te rd in a te

rd in a te

n si o n

p a ra ll e l

n si o n

p a ra ll e l

h e a r

p a ra ll e l

h e a r

p a ra ll e l

a n t d u e

z' a xi s

sh e a r

xi s

o m e n t

p o n e n t

xi s)

sh e a r

xi s

o m e n t

p o n e n t

xi s)

m a n d

o ca l

s a l y a xi s

General Local Rotated Local Tension Properties Shear Properties Resolved Bolt Forces Summary Check

b o lt n u m b e r

V = t e n si o n a n d

V o n ly = s h e a r o

n o m in a l b o lt a r

m a te s tr e n g th o

t p re te n si o n in g

lo ca l x co o rd in a

lo ca l z co o rd in a

l ro ta te d x c o o r

a l ro ta te d z c o o r

st a n ce f ro m t e n

io n C G t o b o lt (

to x '‐ a xi s)

st a n ce f ro m t e n

io n C G t o b o lt (

to z '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to x '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to z '‐ a xi s)

si le b o lt r e su lt a

b e n d in g a b o u t

su lt a n t d u e t o s

p a ra ll e l to x ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to x ' a x

su lt a n t d u e t o s

p a ra ll e l to z ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to z ' a x

e n si le b o lt d e m

su lt a n t b o lt d e m

m o m e n t a b o u t l

ro ta te d z ' a xi

m e n t a b o u t lo ca

T + V V

u lt i

b o l

lo ca

lo ca d i

se ct i

d i

se ct i d

se ct i

te n s

re s u

a b o re

re s u

a b o te

re s m

m o m

Bolt Ab Fub Pt x z x' z' A∙x' A∙z' xi' zi' A∙xi' 2

A∙zi' 2 A∙x' A∙z' xi' zi' A∙xi'

2 A∙zi'

2 Pzz' Vx' Vx'τ Vz' Vz'τ Pu Vu Mz'i Myi

# in 2 ksi k in in in in in

3 in

3 in in in 4

in 4

in 3

in 3 in in in

4 in

4 k k k k k k k k‐in k‐in

1 V 4.909 150 ‐26.00 ‐26.00 26.00 ‐26.00 0.00 0.00 0.00 0.00 0 0 ‐128 ‐128 26.00 ‐26.00 3318 3318 0.0 ‐44.2 0.0 0.0 0.0 0.0 ‐44.2 0 1149

Bolt Type

2 V 4.909 150 ‐13.00 ‐26.00 26.00 ‐13.00 0.00 0.00 0.00 0.00 0 0 ‐64 ‐128 26.00 ‐13.00 3318 830 0.0 ‐44.2 0.0 0.0 0.0 0.0 ‐44.2 0 574

3 V 4.909 150 0.00 ‐26.00 26.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ‐128 26.00 0.00 3318 0 0.0 ‐44.2 0.0 0.0 0.0 0.0 ‐44.2 0 0

4 V 4.909 150 13.00 ‐26.00 26.00 13.00 0.00 0.00 0.00 0.00 0 0 64 ‐128 26.00 13.00 3318 830 0.0 ‐44.2 0.0 0.0 0.0 0.0 ‐44.2 0 ‐574

5 V 4.909 150 26.00 ‐26.00 26.00 26.00 0.00 0.00 0.00 0.00 0 0 128 ‐128 26.00 26.00 3318 3318 0.0 ‐44.2 0.0 0.0 0.0 0.0 ‐44.2 0 ‐1149

6 V 4.909 150 ‐26.00 ‐13.00 13.00 ‐26.00 0.00 0.00 0.00 0.00 0 0 ‐128 ‐64 13.00 ‐26.00 830 3318 0.0 ‐44.2 0.0 0.0 0.0 0.0 ‐44.2 0 1149

7 V 4.909 150 26.00 ‐13.00 13.00 26.00 0.00 0.00 0.00 0.00 0 0 128 ‐64 13.00 26.00 830 3318 0.0 ‐44.2 0.0 0.0 0.0 0.0 ‐44.2 0 ‐1149

8 T+V 4.909 150 ‐26.00 0.00 0.00 ‐26.00 0.00 ‐127.63 ‐4.86 ‐26.00 116 3318 ‐128 0 0.00 ‐26.00 0 3318 31.3 ‐44.2 0.0 0.0 0.0 31.3 ‐44.2 152 1149

9 T+V 4.909 150 26.00 0.00 0.00 26.00 0.00 127.63 ‐4.86 26.00 116 3318 128 0 0.00 26.00 0 3318 31.3 ‐44.2 0.0 0.0 0.0 31.3 ‐44.2 152 ‐1149

10 T+V 4.909 150 ‐26.00 13.00 ‐13.00 ‐26.00 ‐63.81 ‐127.63 ‐17.86 ‐26.00 1565 3318 ‐128 64 ‐13.00 ‐26.00 830 3318 115.0 ‐44.2 0.0 0.0 0.0 115.0 ‐44.2 2053 1149

11 T+V 4.909 150 26.00 13.00 ‐13.00 26.00 ‐63.81 127.63 ‐17.86 26.00 1565 3318 128 64 ‐13.00 26.00 830 3318 115.0 ‐44.2 0.0 0.0 0.0 115.0 ‐44.2 2053 ‐1149

12 T+V 4.909 150 ‐26.00 26.00 ‐26.00 ‐26.00 ‐127.63 ‐127.63 ‐30.86 ‐26.00 4674 3318 ‐128 128 ‐26.00 ‐26.00 3318 3318 198.7 ‐44.2 0.0 0.0 0.0 198.7 ‐44.2 6131 1149

13 T+V 4.909 150 ‐13.00 26.00 ‐26.00 ‐13.00 ‐127.63 ‐63.81 ‐30.86 ‐13.00 4674 830 ‐64 128 ‐26.00 ‐13.00 3318 830 198.7 ‐44.2 0.0 0.0 0.0 198.7 ‐44.2 6131 574

14 T+V 4.909 150 0.00 26.00 ‐26.00 0.00 ‐127.63 0.00 ‐30.86 0.00 4674 0 0 128 ‐26.00 0.00 3318 0 198.7 ‐44.2 0.0 0.0 0.0 198.7 ‐44.2 6131 0

15 T+V 4.909 150 13.00 26.00 ‐26.00 13.00 ‐127.63 63.81 ‐30.86 13.00 4674 830 64 128 ‐26.00 13.00 3318 830 198.7 ‐44.2 0.0 0.0 0.0 198.7 ‐44.2 6131 ‐574

16 T+V 4.909 150 26.00 26.00 ‐26.00 26.00 ‐127.63 127.63 ‐30.86 26.00 4674 3318 128 128 ‐26.00 26.00 3318 3318 198.7 ‐44.2 0.0 0.0 0.0 198.7 ‐44.2 6131 ‐1149

17 T+V 0.00 0.00 0.00 0.00 ‐4.86 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

18 T+V 0 00 0 00 0 00 0 00 4 86 0 00 0 0 0 0 0 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018 T+V 0.00 0.00 0.00 0.00 ‐4.86 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

19 T+V 0.00 0.00 0.00 0.00 ‐4.86 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

20 T+V 0.00 0.00 0.00 0.00 ‐4.86 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 6/16

142

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Design

Column 1S‐S; 500yr Connection Demands

General

Bent 1 Top Connection; Column 1S‐S; 500yr

End Plate (Rotated Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL comp. Comp. Resultant

End Plate (Local Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL Comp. Comp. Resultant

End Plate Geometry

End Plate

5050

θz 0.00 deg ' end plate angle about local z‐axis

L 62.00 in ' length of plate (parallel to local x‐axis) 90

B 62.00 in ' width of plate (parallel to local z‐axis) 30

A 3844 in 2 ' area of plate

Ix 1231361 in 4 ' moment of inertia about local x‐xis

Iz 1231361 in 4 ' moment of inertia about local z‐xis

Column

h 42.00 in ' height of column (parallel to local x‐axis)

b 42.00 in ' width of column (parallel to local z‐axis) ‐10

0X'

‐10

Strength Resistance Factors

фs 0.80 ' bolts in shear

фt 0.80 ' bolts in tension ‐30

‐20

‐30

‐20

Column Demands (LARSA Member Local Axis)

FX FY FZ MX MY MZ

k k k k‐ft k‐ft k‐ft

‐50

‐40

‐50 ‐30 ‐10 10 30 50

‐50

‐40

‐50 ‐30 ‐10 10 30 50

Z 1429 707 8507

фy 90.00 deg ' angle of bending

Summary

Z'Z

Local End Plate Demands Clamping Force Stress Check

Fx Fy Fz Mx My Mz Pt / A Fy / A Mx∙cx / Ix Mz∙cz / Iz σmax T1 T2 T3 T4 T5 C xC dC

k k k k‐in k‐in k‐in ksi ksi ksi ksi ksi k k k k k k in in

0 1429 707 102084 0 0 0.00 0.37 2.57 0.00 +2.94 ' if (+), clamping force has been overcome 2059 574 323 73 0 ‐1600 26.27 14.20

CompressionTension

фy 90.00 deg ' angle of bending

Rotated Local End Plate Demands Section Properties

Fx Fy Fz Mx My Mz Axial/Moment (bolts + plate) Shear (bolts only)Fx Fy Fz Mx My Mz

k k k k‐in k‐in k‐in Δ Fy Aaxial xNA zNA xNA' zNA' xNA' M only zNA' M only Iz' Ix' Ashear xNA' zNA' Ip'

‐707 1429 0 0 0 126095 k in 2 in in in in in in in

4 in

2 in in in 4

‐707 1429 0 0 0 126095 check 0 169 0.00 ‐16.80 16.80 0.00 12.49 0.00 64327 65048 79 0.00 0.00 73003

Axial/Moment (bolts + plate) Shear (bolts only)

фy' 0.00 deg ' angle of bending

Compression Block

A Iz0' xi' A∙xi' 2 Ix0' zi' A∙zi'

2 Pu Mzi Mxi

1 2 3 4 5 1 2 3 4 5 in 2

in 4 in in

4 in

4 in in 4 k k‐in k‐in

Local, Non‐rotated Axes Local, Rotated Axes Section Properties Check

Force

Centroid

Compression Block Coordinates Centroid

Force

Centroid

Compression Block Coordinates Centroid

x 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 x' 16.80 31.00 31.00 16.80 16.80 23.90 26.27 ‐1600 15147 0

z ‐16.80 ‐31.00 ‐31.00 ‐16.80 ‐16.80 ‐23.90 ‐26.27 z' 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 036843115 1932 7.10 5795 0.00

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 7/16

143

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Design

Column 1S‐S; 500yr Connection Demands

Bolt Group (Tension/Shear)

max 411.9 0.0

min 0.0 ‐44.2

r s h e a r;

o n ly

re a

o f b o lt

g f o rc e

a te

a te rd in a te

rd in a te

n si o n

p a ra ll e l

n si o n

p a ra ll e l

h e a r

p a ra ll e l

h e a r

p a ra ll e l

a n t d u e

z' a xi s

sh e a r

xi s

o m e n t

p o n e n t

xi s)

sh e a r

xi s

o m e n t

p o n e n t

xi s)

m a n d

o ca l

s a l y a xi s

General Local Rotated Local Tension Properties Shear Properties Resolved Bolt Forces Summary Check

b o lt n u m b e r

V = t e n si o n a n d

V o n ly = s h e a r o

n o m in a l b o lt a r

m a te s tr e n g th o

t p re te n si o n in g

lo ca l x co o rd in a

lo ca l z co o rd in a

l ro ta te d x c o o r

a l ro ta te d z c o o r

st a n ce f ro m t e n

io n C G t o b o lt (

to x '‐ a xi s)

st a n ce f ro m t e n

io n C G t o b o lt (

to z '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to x '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to z '‐ a xi s)

si le b o lt r e su lt a

b e n d in g a b o u t

su lt a n t d u e t o s

p a ra ll e l to x ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to x ' a x

su lt a n t d u e t o s

p a ra ll e l to z ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to z ' a x

e n si le b o lt d e m

su lt a n t b o lt d e m

m o m e n t a b o u t l

ro ta te d z ' a xi

m e n t a b o u t lo ca

T + V V

u lt i

b o l

lo ca

lo ca d i

se ct i

d i

se ct i d

se ct i

te n s

re s u

a b o re

re s u

a b o te

re s m

m o m

Bolt Ab Fub Pt x z x' z' A∙x' A∙z' xi' zi' A∙xi' 2

A∙zi' 2 A∙x' A∙z' xi' zi' A∙xi'

2 A∙zi'

2 Pzz' Vx' Vx'τ Vz' Vz'τ Pu Vu Mz'i Myi

# in 2 ksi k in in in in in

3 in

3 in in in 4

in 4

in 3

in 3 in in in

4 in

4 k k k k k k k k‐in k‐in

1 V 4.909 150 ‐26.00 ‐26.00 26.00 ‐26.00 0.00 0.00 0.00 0.00 0 0 ‐128 ‐128 26.00 ‐26.00 3318 3318 0.0 ‐44.2 0.0 0.0 0.0 0.0 ‐44.2 0 1149

Bolt Type

2 V 4.909 150 ‐13.00 ‐26.00 26.00 ‐13.00 0.00 0.00 0.00 0.00 0 0 ‐64 ‐128 26.00 ‐13.00 3318 830 0.0 ‐44.2 0.0 0.0 0.0 0.0 ‐44.2 0 574

3 V 4.909 150 0.00 ‐26.00 26.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ‐128 26.00 0.00 3318 0 0.0 ‐44.2 0.0 0.0 0.0 0.0 ‐44.2 0 0

4 V 4.909 150 13.00 ‐26.00 26.00 13.00 0.00 0.00 0.00 0.00 0 0 64 ‐128 26.00 13.00 3318 830 0.0 ‐44.2 0.0 0.0 0.0 0.0 ‐44.2 0 ‐574

5 V 4.909 150 26.00 ‐26.00 26.00 26.00 0.00 0.00 0.00 0.00 0 0 128 ‐128 26.00 26.00 3318 3318 0.0 ‐44.2 0.0 0.0 0.0 0.0 ‐44.2 0 ‐1149

6 T+V 4.909 150 ‐26.00 ‐13.00 13.00 ‐26.00 63.81 ‐127.63 ‐3.80 ‐26.00 71 3318 ‐128 ‐64 13.00 ‐26.00 830 3318 36.6 ‐44.2 0.0 0.0 0.0 36.6 ‐44.2 139 1149

7 T+V 4.909 150 26.00 ‐13.00 13.00 26.00 63.81 127.63 ‐3.80 26.00 71 3318 128 ‐64 13.00 26.00 830 3318 36.6 ‐44.2 0.0 0.0 0.0 36.6 ‐44.2 139 ‐1149

8 T+V 4.909 150 ‐26.00 0.00 0.00 ‐26.00 0.00 ‐127.63 ‐16.80 ‐26.00 1386 3318 ‐128 0 0.00 ‐26.00 0 3318 161.7 ‐44.2 0.0 0.0 0.0 161.7 ‐44.2 2717 1149

9 T+V 4.909 150 26.00 0.00 0.00 26.00 0.00 127.63 ‐16.80 26.00 1386 3318 128 0 0.00 26.00 0 3318 161.7 ‐44.2 0.0 0.0 0.0 161.7 ‐44.2 2717 ‐1149

10 T+V 4.909 150 ‐26.00 13.00 ‐13.00 ‐26.00 ‐63.81 ‐127.63 ‐29.80 ‐26.00 4360 3318 ‐128 64 ‐13.00 ‐26.00 830 3318 286.8 ‐44.2 0.0 0.0 0.0 286.8 ‐44.2 8547 1149

11 T+V 4.909 150 26.00 13.00 ‐13.00 26.00 ‐63.81 127.63 ‐29.80 26.00 4360 3318 128 64 ‐13.00 26.00 830 3318 286.8 ‐44.2 0.0 0.0 0.0 286.8 ‐44.2 8547 ‐1149

12 T+V 4.909 150 ‐26.00 26.00 ‐26.00 ‐26.00 ‐127.63 ‐127.63 ‐42.80 ‐26.00 8993 3318 ‐128 128 ‐26.00 ‐26.00 3318 3318 411.9 ‐44.2 0.0 0.0 0.0 411.9 ‐44.2 17629 1149

13 T+V 4.909 150 ‐13.00 26.00 ‐26.00 ‐13.00 ‐127.63 ‐63.81 ‐42.80 ‐13.00 8993 830 ‐64 128 ‐26.00 ‐13.00 3318 830 411.9 ‐44.2 0.0 0.0 0.0 411.9 ‐44.2 17629 574

14 T+V 4.909 150 0.00 26.00 ‐26.00 0.00 ‐127.63 0.00 ‐42.80 0.00 8993 0 0 128 ‐26.00 0.00 3318 0 411.9 ‐44.2 0.0 0.0 0.0 411.9 ‐44.2 17629 0

15 T+V 4.909 150 13.00 26.00 ‐26.00 13.00 ‐127.63 63.81 ‐42.80 13.00 8993 830 64 128 ‐26.00 13.00 3318 830 411.9 ‐44.2 0.0 0.0 0.0 411.9 ‐44.2 17629 ‐574

16 T+V 4.909 150 26.00 26.00 ‐26.00 26.00 ‐127.63 127.63 ‐42.80 26.00 8993 3318 128 128 ‐26.00 26.00 3318 3318 411.9 ‐44.2 0.0 0.0 0.0 411.9 ‐44.2 17629 ‐1149

17 T+V 0.00 0.00 0.00 0.00 ‐16.80 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

18 T+V 0 00 0 00 0 00 0 00 16 80 0 00 0 0 0 0 0 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018 T+V 0.00 0.00 0.00 0.00 ‐16.80 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

19 T+V 0.00 0.00 0.00 0.00 ‐16.80 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

20 T+V 0.00 0.00 0.00 0.00 ‐16.80 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 8/16

144

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Design

Column 1N‐N; 1000yr Connection Demands

General

Bent 1 Top Connection; Column 1N‐N; 1000yr

End Plate (Rotated Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL comp. Comp. Resultant

End Plate (Local Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL Comp. Comp. Resultant

End Plate Geometry

End Plate

5050

θz 0.00 deg ' end plate angle about local z‐axis

L 62.00 in ' length of plate (parallel to local x‐axis) 90

B 62.00 in ' width of plate (parallel to local z‐axis) 30

A 3844 in 2 ' area of plate

Ix 1231361 in 4 ' moment of inertia about local x‐xis

Iz 1231361 in 4 ' moment of inertia about local z‐xis

Column

h 42.00 in ' height of column (parallel to local x‐axis)

b 42.00 in ' width of column (parallel to local z‐axis) ‐10

0X'

‐10

Strength Resistance Factors

фs 0.80 ' bolts in shear

фt 0.80 ' bolts in tension ‐30

‐20

‐30

‐20

Column Demands (LARSA Member Local Axis)

FX FY FZ MX MY MZ

k k k k‐ft k‐ft k‐ft

‐50

‐40

‐50 ‐30 ‐10 10 30 50

‐50

‐40

‐50 ‐30 ‐10 10 30 50

Z ‐3436 862 10744

фy 90.00 deg ' angle of bending

Summary

Z'Z

Local End Plate Demands Clamping Force Stress Check

Fx Fy Fz Mx My Mz Pt / A Fy / A Mx∙cx / Ix Mz∙cz / Iz σmax T1 T2 T3 T4 T5 C xC dC

k k k k‐in k‐in k‐in ksi ksi ksi ksi ksi k k k k k k in in

0 ‐3436 862 128928 0 0 0.00 ‐0.89 3.25 0.00 +2.35 ' if (+), clamping force has been overcome 989 215 34 0 0 ‐4674 21.48 28.55

CompressionTension

фy 90.00 deg ' angle of bending

Rotated Local End Plate Demands Section Properties

Fx Fy Fz Mx My Mz Axial/Moment (bolts + plate) Shear (bolts only)Fx Fy Fz Mx My Mz

k k k k‐in k‐in k‐in Δ Fy Aaxial xNA zNA xNA' zNA' xNA' M only zNA' M only Iz' Ix' Ashear xNA' zNA' Ip'

‐862 ‐3436 0 0 0 120493 k in 2 in in in in in in in

4 in

2 in in in 4

‐862 ‐3436 0 0 0 120493 check 0 275 0.00 ‐2.45 2.45 0.00 11.26 0.00 85086 95647 79 0.00 0.00 73003

Axial/Moment (bolts + plate) Shear (bolts only)

фy' 0.00 deg ' angle of bending

Compression Block

A Iz0' xi' A∙xi' 2 Ix0' zi' A∙zi'

2 Pu Mzi Mxi

1 2 3 4 5 1 2 3 4 5 in 2

in 4 in in

4 in

4 in in 4 k k‐in k‐in

Force

Centroid

Local, Non‐rotated Axes Local, Rotated Axes Section Properties Check

Compression Block Coordinates Centroid

Force

Centroid

Compression Block Coordinates Centroid

x 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 x' 2.45 31.00 31.00 2.45 2.45 16.73 21.48 ‐4674 88947 0

z ‐2.45 ‐31.00 ‐31.00 ‐2.45 ‐2.45 ‐16.73 ‐21.48 z' 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 0.00 0231 15702 14.27 47107 74078

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 9/16

145

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Design

Column 1N‐N; 1000yr Connection Demands

Bolt Group (Tension/Shear)

max 197.8 0.0

min 0.0 ‐53.9

r s h e a r;

o n ly

re a

o f b o lt

g f o rc e

a te

a te rd in a te

rd in a te

n si o n

p a ra ll e l

n si o n

p a ra ll e l

h e a r

p a ra ll e l

h e a r

p a ra ll e l

a n t d u e

z' a xi s

sh e a r

xi s

o m e n t

p o n e n t

xi s)

sh e a r

xi s

o m e n t

p o n e n t

xi s)

m a n d

o ca l

s a l y a xi s

General Local Rotated Local Tension Properties Shear Properties Resolved Bolt Forces Summary Check

b o lt n u m b e r

V = t e n si o n a n d

V o n ly = s h e a r o

n o m in a l b o lt a r

m a te s tr e n g th o

t p re te n si o n in g

lo ca l x co o rd in a

lo ca l z co o rd in a

l ro ta te d x c o o r

a l ro ta te d z c o o r

st a n ce f ro m t e n

io n C G t o b o lt (

to x '‐ a xi s)

st a n ce f ro m t e n

io n C G t o b o lt (

to z '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to x '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to z '‐ a xi s)

si le b o lt r e su lt a

b e n d in g a b o u t

su lt a n t d u e t o s

p a ra ll e l to x ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to x ' a x

su lt a n t d u e t o s

p a ra ll e l to z ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to z ' a x

e n si le b o lt d e m

su lt a n t b o lt d e m

m o m e n t a b o u t l

ro ta te d z ' a xi

m e n t a b o u t lo ca

T + V V

u lt i

b o l

lo ca

lo ca d i

se ct i

d i

se ct i d

se ct i

te n s

re s u

a b o re

re s u

a b o te

re s m

m o m

Bolt Ab Fub Pt x z x' z' A∙x' A∙z' xi' zi' A∙xi' 2

A∙zi' 2 A∙x' A∙z' xi' zi' A∙xi'

2 A∙zi'

2 Pzz' Vx' Vx'τ Vz' Vz'τ Pu Vu Mz'i Myi

# in 2 ksi k in in in in in

3 in

3 in in in 4

in 4

in 3

in 3 in in in

4 in

4 k k k k k k k k‐in k‐in

1 V 4.909 150 ‐26.00 ‐26.00 26.00 ‐26.00 0.00 0.00 0.00 0.00 0 0 ‐128 ‐128 26.00 ‐26.00 3318 3318 0.0 ‐53.9 0.0 0.0 0.0 0.0 ‐53.9 0 1401

Bolt Type

2 V 4.909 150 ‐13.00 ‐26.00 26.00 ‐13.00 0.00 0.00 0.00 0.00 0 0 ‐64 ‐128 26.00 ‐13.00 3318 830 0.0 ‐53.9 0.0 0.0 0.0 0.0 ‐53.9 0 700

3 V 4.909 150 0.00 ‐26.00 26.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ‐128 26.00 0.00 3318 0 0.0 ‐53.9 0.0 0.0 0.0 0.0 ‐53.9 0 0

4 V 4.909 150 13.00 ‐26.00 26.00 13.00 0.00 0.00 0.00 0.00 0 0 64 ‐128 26.00 13.00 3318 830 0.0 ‐53.9 0.0 0.0 0.0 0.0 ‐53.9 0 ‐700

5 V 4.909 150 26.00 ‐26.00 26.00 26.00 0.00 0.00 0.00 0.00 0 0 128 ‐128 26.00 26.00 3318 3318 0.0 ‐53.9 0.0 0.0 0.0 0.0 ‐53.9 0 ‐1401

6 V 4.909 150 ‐26.00 ‐13.00 13.00 ‐26.00 0.00 0.00 0.00 0.00 0 0 ‐128 ‐64 13.00 ‐26.00 830 3318 0.0 ‐53.9 0.0 0.0 0.0 0.0 ‐53.9 0 1401

7 V 4.909 150 26.00 ‐13.00 13.00 26.00 0.00 0.00 0.00 0.00 0 0 128 ‐64 13.00 26.00 830 3318 0.0 ‐53.9 0.0 0.0 0.0 0.0 ‐53.9 0 ‐1401

8 T+V 4.909 150 ‐26.00 0.00 0.00 ‐26.00 0.00 ‐127.63 ‐2.45 ‐26.00 30 3318 ‐128 0 0.00 ‐26.00 0 3318 17.1 ‐53.9 0.0 0.0 0.0 17.1 ‐53.9 42 1401

9 T+V 4.909 150 26.00 0.00 0.00 26.00 0.00 127.63 ‐2.45 26.00 30 3318 128 0 0.00 26.00 0 3318 17.1 ‐53.9 0.0 0.0 0.0 17.1 ‐53.9 42 ‐1401

10 T+V 4.909 150 ‐26.00 13.00 ‐13.00 ‐26.00 ‐63.81 ‐127.63 ‐15.45 ‐26.00 1172 3318 ‐128 64 ‐13.00 ‐26.00 830 3318 107.4 ‐53.9 0.0 0.0 0.0 107.4 ‐53.9 1660 1401

11 T+V 4.909 150 26.00 13.00 ‐13.00 26.00 ‐63.81 127.63 ‐15.45 26.00 1172 3318 128 64 ‐13.00 26.00 830 3318 107.4 ‐53.9 0.0 0.0 0.0 107.4 ‐53.9 1660 ‐1401

12 T+V 4.909 150 ‐26.00 26.00 ‐26.00 ‐26.00 ‐127.63 ‐127.63 ‐28.45 ‐26.00 3975 3318 ‐128 128 ‐26.00 ‐26.00 3318 3318 197.8 ‐53.9 0.0 0.0 0.0 197.8 ‐53.9 5628 1401

13 T+V 4.909 150 ‐13.00 26.00 ‐26.00 ‐13.00 ‐127.63 ‐63.81 ‐28.45 ‐13.00 3975 830 ‐64 128 ‐26.00 ‐13.00 3318 830 197.8 ‐53.9 0.0 0.0 0.0 197.8 ‐53.9 5628 700

14 T+V 4.909 150 0.00 26.00 ‐26.00 0.00 ‐127.63 0.00 ‐28.45 0.00 3975 0 0 128 ‐26.00 0.00 3318 0 197.8 ‐53.9 0.0 0.0 0.0 197.8 ‐53.9 5628 0

15 T+V 4.909 150 13.00 26.00 ‐26.00 13.00 ‐127.63 63.81 ‐28.45 13.00 3975 830 64 128 ‐26.00 13.00 3318 830 197.8 ‐53.9 0.0 0.0 0.0 197.8 ‐53.9 5628 ‐700

16 T+V 4.909 150 26.00 26.00 ‐26.00 26.00 ‐127.63 127.63 ‐28.45 26.00 3975 3318 128 128 ‐26.00 26.00 3318 3318 197.8 ‐53.9 0.0 0.0 0.0 197.8 ‐53.9 5628 ‐1401

17 T+V 0.00 0.00 0.00 0.00 ‐2.45 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

18 T+V 0 00 0 00 0 00 0 00 2 45 0 00 0 0 0 0 0 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018 T+V 0.00 0.00 0.00 0.00 ‐2.45 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

19 T+V 0.00 0.00 0.00 0.00 ‐2.45 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

20 T+V 0.00 0.00 0.00 0.00 ‐2.45 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 10/16

146

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Design

Column 1N‐S; 1000yr Connection Demands

General

Bent 1 Top Connection; Column 1N‐S; 500yr

End Plate (Rotated Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL comp. Comp. Resultant

End Plate (Local Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL Comp. Comp. Resultant

End Plate Geometry

End Plate

5050

θz 0.00 deg ' end plate angle about local z‐axis

L 62.00 in ' length of plate (parallel to local x‐axis) 90

B 62.00 in ' width of plate (parallel to local z‐axis) 30

A 3844 in 2 ' area of plate

Ix 1231361 in 4 ' moment of inertia about local x‐xis

Iz 1231361 in 4 ' moment of inertia about local z‐xis

Column

h 42.00 in ' height of column (parallel to local x‐axis)

b 42.00 in ' width of column (parallel to local z‐axis) ‐10

0X'

‐10

Strength Resistance Factors

фs 0.80 ' bolts in shear

фt 0.80 ' bolts in tension ‐30

‐20

‐30

‐20

Column Demands (LARSA Member Local Axis)

FX FY FZ MX MY MZ

k k k k‐ft k‐ft k‐ft

‐50

‐40

‐50 ‐30 ‐10 10 30 50

‐50

‐40

‐50 ‐30 ‐10 10 30 50

Z 550 862 10006

фy 90.00 deg ' angle of bending

Summary

Z'Z

Local End Plate Demands Clamping Force Stress Check

Fx Fy Fz Mx My Mz Pt / A Fy / A Mx∙cx / Ix Mz∙cz / Iz σmax T1 T2 T3 T4 T5 C xC dC

k k k k‐in k‐in k‐in ksi ksi ksi ksi ksi k k k k k k in in

0 550 862 120072 0 0 0.00 0.14 3.02 0.00 +3.17 ' if (+), clamping force has been overcome 2045 554 289 25 0 ‐2363 25.41 16.78

CompressionTension

фy 90.00 deg ' angle of bending

Rotated Local End Plate Demands Section Properties

Fx Fy Fz Mx My Mz Axial/Moment (bolts + plate) Shear (bolts only)Fx Fy Fz Mx My Mz

k k k k‐in k‐in k‐in Δ Fy Aaxial xNA zNA xNA' zNA' xNA' M only zNA' M only Iz' Ix' Ashear xNA' zNA' Ip'

‐862 550 0 0 0 127893 k in 2 in in in in in in in

4 in

2 in in in 4

‐862 550 0 0 0 127893 check 0 190 0.00 ‐14.22 14.22 0.00 12.82 0.00 61736 71751 79 0.00 0.00 73003

Axial/Moment (bolts + plate) Shear (bolts only)

фy' 0.00 deg ' angle of bending

Compression Block

A Iz0' xi' A∙xi' 2 Ix0' zi' A∙zi'

2 Pu Mzi Mxi

1 2 3 4 5 1 2 3 4 5 in 2

in 4 in in

4 in

4 in in 4 k k‐in k‐in

Force

Centroid

Local, Non‐rotated Axes Local, Rotated Axes Section Properties Check

Compression Block Coordinates Centroid

Force

Centroid

Compression Block Coordinates Centroid

x 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 x' 14.22 31.00 31.00 14.22 14.22 22.61 25.41 ‐2363 26430 0

z ‐14.22 ‐31.00 ‐31.00 ‐14.22 ‐14.22 ‐22.61 ‐25.41 z' 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 0.00 0136 3189 8.39 9568 43545

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 11/16

147

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Design

Column 1N‐S; 1000yr Connection Demands

Bolt Group (Tension/Shear)

max 409.0 0.0

min 0.0 ‐53.9

r s h e a r;

o n ly

re a

o f b o lt

g f o rc e

a te

a te rd in a te

rd in a te

n si o n

p a ra ll e l

n si o n

p a ra ll e l

h e a r

p a ra ll e l

h e a r

p a ra ll e l

a n t d u e

z' a xi s

sh e a r

xi s

o m e n t

p o n e n t

xi s)

sh e a r

xi s

o m e n t

p o n e n t

xi s)

m a n d

o ca l

s a l y a xi s

General Local Rotated Local Tension Properties Shear Properties Resolved Bolt Forces Summary Check

b o lt n u m b e r

V = t e n si o n a n d

V o n ly = s h e a r o

n o m in a l b o lt a r

m a te s tr e n g th o

t p re te n si o n in g

lo ca l x co o rd in a

lo ca l z co o rd in a

l ro ta te d x c o o r

a l ro ta te d z c o o r

st a n ce f ro m t e n

io n C G t o b o lt (

to x '‐ a xi s)

st a n ce f ro m t e n

io n C G t o b o lt (

to z '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to x '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to z '‐ a xi s)

si le b o lt r e su lt a

b e n d in g a b o u t

su lt a n t d u e t o s

p a ra ll e l to x ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to x ' a x

su lt a n t d u e t o s

p a ra ll e l to z ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to z ' a x

e n si le b o lt d e m

su lt a n t b o lt d e m

m o m e n t a b o u t l

ro ta te d z ' a xi

m e n t a b o u t lo ca

T + V V

u lt i

b o l

lo ca

lo ca d i

se ct i

d i

se ct i d

se ct i

te n s

re s u

a b o re

re s u

a b o te

re s m

m o m

Bolt Ab Fub Pt x z x' z' A∙x' A∙z' xi' zi' A∙xi' 2

A∙zi' 2 A∙x' A∙z' xi' zi' A∙xi'

2 A∙zi'

2 Pzz' Vx' Vx'τ Vz' Vz'τ Pu Vu Mz'i Myi

# in 2 ksi k in in in in in

3 in

3 in in in 4

in 4

in 3

in 3 in in in

4 in

4 k k k k k k k k‐in k‐in

1 V 4.909 150 ‐26.00 ‐26.00 26.00 ‐26.00 0.00 0.00 0.00 0.00 0 0 ‐128 ‐128 26.00 ‐26.00 3318 3318 0.0 ‐53.9 0.0 0.0 0.0 0.0 ‐53.9 0 1401

Bolt Type

2 V 4.909 150 ‐13.00 ‐26.00 26.00 ‐13.00 0.00 0.00 0.00 0.00 0 0 ‐64 ‐128 26.00 ‐13.00 3318 830 0.0 ‐53.9 0.0 0.0 0.0 0.0 ‐53.9 0 700

3 V 4.909 150 0.00 ‐26.00 26.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ‐128 26.00 0.00 3318 0 0.0 ‐53.9 0.0 0.0 0.0 0.0 ‐53.9 0 0

4 V 4.909 150 13.00 ‐26.00 26.00 13.00 0.00 0.00 0.00 0.00 0 0 64 ‐128 26.00 13.00 3318 830 0.0 ‐53.9 0.0 0.0 0.0 0.0 ‐53.9 0 ‐700

5 V 4.909 150 26.00 ‐26.00 26.00 26.00 0.00 0.00 0.00 0.00 0 0 128 ‐128 26.00 26.00 3318 3318 0.0 ‐53.9 0.0 0.0 0.0 0.0 ‐53.9 0 ‐1401

6 T+V 4.909 150 ‐26.00 ‐13.00 13.00 ‐26.00 63.81 ‐127.63 ‐1.22 ‐26.00 7 3318 ‐128 ‐64 13.00 ‐26.00 830 3318 12.4 ‐53.9 0.0 0.0 0.0 12.4 ‐53.9 15 1401

7 T+V 4.909 150 26.00 ‐13.00 13.00 26.00 63.81 127.63 ‐1.22 26.00 7 3318 128 ‐64 13.00 26.00 830 3318 12.4 ‐53.9 0.0 0.0 0.0 12.4 ‐53.9 15 ‐1401

8 T+V 4.909 150 ‐26.00 0.00 0.00 ‐26.00 0.00 ‐127.63 ‐14.22 ‐26.00 993 3318 ‐128 0 0.00 ‐26.00 0 3318 144.6 ‐53.9 0.0 0.0 0.0 144.6 ‐53.9 2056 1401

9 T+V 4.909 150 26.00 0.00 0.00 26.00 0.00 127.63 ‐14.22 26.00 993 3318 128 0 0.00 26.00 0 3318 144.6 ‐53.9 0.0 0.0 0.0 144.6 ‐53.9 2056 ‐1401

10 T+V 4.909 150 ‐26.00 13.00 ‐13.00 ‐26.00 ‐63.81 ‐127.63 ‐27.22 ‐26.00 3637 3318 ‐128 64 ‐13.00 ‐26.00 830 3318 276.8 ‐53.9 0.0 0.0 0.0 276.8 ‐53.9 7535 1401

11 T+V 4.909 150 26.00 13.00 ‐13.00 26.00 ‐63.81 127.63 ‐27.22 26.00 3637 3318 128 64 ‐13.00 26.00 830 3318 276.8 ‐53.9 0.0 0.0 0.0 276.8 ‐53.9 7535 ‐1401

12 T+V 4.909 150 ‐26.00 26.00 ‐26.00 ‐26.00 ‐127.63 ‐127.63 ‐40.22 ‐26.00 7941 3318 ‐128 128 ‐26.00 ‐26.00 3318 3318 409.0 ‐53.9 0.0 0.0 0.0 409.0 ‐53.9 16450 1401

13 T+V 4.909 150 ‐13.00 26.00 ‐26.00 ‐13.00 ‐127.63 ‐63.81 ‐40.22 ‐13.00 7941 830 ‐64 128 ‐26.00 ‐13.00 3318 830 409.0 ‐53.9 0.0 0.0 0.0 409.0 ‐53.9 16450 700

14 T+V 4.909 150 0.00 26.00 ‐26.00 0.00 ‐127.63 0.00 ‐40.22 0.00 7941 0 0 128 ‐26.00 0.00 3318 0 409.0 ‐53.9 0.0 0.0 0.0 409.0 ‐53.9 16450 0

15 T+V 4.909 150 13.00 26.00 ‐26.00 13.00 ‐127.63 63.81 ‐40.22 13.00 7941 830 64 128 ‐26.00 13.00 3318 830 409.0 ‐53.9 0.0 0.0 0.0 409.0 ‐53.9 16450 ‐700

16 T+V 4.909 150 26.00 26.00 ‐26.00 26.00 ‐127.63 127.63 ‐40.22 26.00 7941 3318 128 128 ‐26.00 26.00 3318 3318 409.0 ‐53.9 0.0 0.0 0.0 409.0 ‐53.9 16450 ‐1401

17 T+V 0.00 0.00 0.00 0.00 ‐14.22 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

18 T+V 0 00 0 00 0 00 0 00 14 22 0 00 0 0 0 0 0 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018 T+V 0.00 0.00 0.00 0.00 ‐14.22 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

19 T+V 0.00 0.00 0.00 0.00 ‐14.22 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

20 T+V 0.00 0.00 0.00 0.00 ‐14.22 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 12/16

148

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Design

Column 1S‐N; 1000yr Connection Demands

General

Bent 1 Top Connection; Column 1S‐N; 500yr

End Plate (Rotated Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL comp. Comp. Resultant

End Plate (Local Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL Comp. Comp. Resultant

End Plate Geometry

End Plate

5050

θz 0.00 deg ' end plate angle about local z‐axis

L 62.00 in ' length of plate (parallel to local x‐axis) 90

B 62.00 in ' width of plate (parallel to local z‐axis) 30

A 3844 in 2 ' area of plate

Ix 1231361 in 4 ' moment of inertia about local x‐xis

Iz 1231361 in 4 ' moment of inertia about local z‐xis

Column

h 42.00 in ' height of column (parallel to local x‐axis)

b 42.00 in ' width of column (parallel to local z‐axis) ‐10

0X'

‐10

Strength Resistance Factors

фs 0.80 ' bolts in shear

фt 0.80 ' bolts in tension ‐30

‐20

‐30

‐20

Column Demands (LARSA Member Local Axis)

FX FY FZ MX MY MZ

k k k k‐ft k‐ft k‐ft

‐50

‐40

‐50 ‐30 ‐10 10 30 50

‐50

‐40

‐50 ‐30 ‐10 10 30 50

Z ‐2576 831 10688

фy 90.00 deg ' angle of bending

Summary

Z'Z

Local End Plate Demands Clamping Force Stress Check

Fx Fy Fz Mx My Mz Pt / A Fy / A Mx∙cx / Ix Mz∙cz / Iz σmax T1 T2 T3 T4 T5 C xC dC

k k k k‐in k‐in k‐in ksi ksi ksi ksi ksi k k k k k k in in

0 ‐2576 831 128256 0 0 0.00 ‐0.67 3.23 0.00 +2.56 ' if (+), clamping force has been overcome 1206 283 83 0 0 ‐4148 22.47 25.59

CompressionTension

фy 90.00 deg ' angle of bending

Rotated Local End Plate Demands Section Properties

Fx Fy Fz Mx My Mz Axial/Moment (bolts + plate) Shear (bolts only)Fx Fy Fz Mx My Mz

k k k k‐in k‐in k‐in Δ Fy Aaxial xNA zNA xNA' zNA' xNA' M only zNA' M only Iz' Ix' Ashear xNA' zNA' Ip'

‐831 ‐2576 0 0 0 114308 k in 2 in in in in in in in

4 in

2 in in in 4

‐831 ‐2576 0 0 0 114308 check 0 251 0.00 ‐5.41 5.41 0.00 11.96 0.00 73066 87966 79 0.00 0.00 73003

Axial/Moment (bolts + plate) Shear (bolts only)

фy' 0.00 deg ' angle of bending

Compression Block

A Iz0' xi' A∙xi' 2 Ix0' zi' A∙zi'

2 Pu Mzi Mxi

1 2 3 4 5 1 2 3 4 5 in 2

in 4 in in

4 in

4 in in 4 k k‐in k‐in

Force

Centroid

Local, Non‐rotated Axes Local, Rotated Axes Section Properties Check

Compression Block Coordinates Centroid

Force

Centroid

Compression Block Coordinates Centroid

x 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 x' 5.41 31.00 31.00 5.41 5.41 18.21 22.47 ‐4148 70756 0

z ‐5.41 ‐31.00 ‐31.00 ‐5.41 ‐5.41 ‐18.21 ‐22.47 z' 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 0.00 0207 11307 12.79 33921 66397

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 13/16

149

Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Design

Column 1S‐N; 1000yr Connection Demands

Bolt Group (Tension/Shear)

max 241.2 0.0

min 0.0 ‐51.9

r s h e a r;

o n ly

re a

o f b o lt

g f o rc e

a te

a te rd in a te

rd in a te

n si o n

p a ra ll e l

n si o n

p a ra ll e l

h e a r

p a ra ll e l

h e a r

p a ra ll e l

a n t d u e

z' a xi s

sh e a r

xi s

o m e n t

p o n e n t

xi s)

sh e a r

xi s

o m e n t

p o n e n t

xi s)

m a n d

o ca l

s a l y a xi s

General Local Rotated Local Tension Properties Shear Properties Resolved Bolt Forces Summary Check

b o lt n u m b e r

V = t e n si o n a n d

V o n ly = s h e a r o

n o m in a l b o lt a r

m a te s tr e n g th o

t p re te n si o n in g

lo ca l x co o rd in a

lo ca l z co o rd in a

l ro ta te d x c o o r

a l ro ta te d z c o o r

st a n ce f ro m t e n

io n C G t o b o lt (

to x '‐ a xi s)

st a n ce f ro m t e n

io n C G t o b o lt (

to z '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to x '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to z '‐ a xi s)

si le b o lt r e su lt a

b e n d in g a b o u t

su lt a n t d u e t o s

p a ra ll e l to x ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to x ' a x

su lt a n t d u e t o s

p a ra ll e l to z ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to z ' a x

e n si le b o lt d e m

su lt a n t b o lt d e m

m o m e n t a b o u t l

ro ta te d z ' a xi

m e n t a b o u t lo ca

T + V V

u lt i

b o l

lo ca

lo ca d i

se ct i

d i

se ct i d

se ct i

te n s

re s u

a b o re

re s u

a b o te

re s m

m o m

Bolt Ab Fub Pt x z x' z' A∙x' A∙z' xi' zi' A∙xi' 2

A∙zi' 2 A∙x' A∙z' xi' zi' A∙xi'

2 A∙zi'

2 Pzz' Vx' Vx'τ Vz' Vz'τ Pu Vu Mz'i Myi

# in 2 ksi k in in in in in

3 in

3 in in in 4

in 4

in 3

in 3 in in in

4 in

4 k k k k k k k k‐in k‐in

1 V 4.909 150 ‐26.00 ‐26.00 26.00 ‐26.00 0.00 0.00 0.00 0.00 0 0 ‐128 ‐128 26.00 ‐26.00 3318 3318 0.0 ‐51.9 0.0 0.0 0.0 0.0 ‐51.9 0 1350

Bolt Type

2 V 4.909 150 ‐13.00 ‐26.00 26.00 ‐13.00 0.00 0.00 0.00 0.00 0 0 ‐64 ‐128 26.00 ‐13.00 3318 830 0.0 ‐51.9 0.0 0.0 0.0 0.0 ‐51.9 0 675

3 V 4.909 150 0.00 ‐26.00 26.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ‐128 26.00 0.00 3318 0 0.0 ‐51.9 0.0 0.0 0.0 0.0 ‐51.9 0 0

4 V 4.909 150 13.00 ‐26.00 26.00 13.00 0.00 0.00 0.00 0.00 0 0 64 ‐128 26.00 13.00 3318 830 0.0 ‐51.9 0.0 0.0 0.0 0.0 ‐51.9 0 ‐675

5 V 4.909 150 26.00 ‐26.00 26.00 26.00 0.00 0.00 0.00 0.00 0 0 128 ‐128 26.00 26.00 3318 3318 0.0 ‐51.9 0.0 0.0 0.0 0.0 ‐51.9 0 ‐1350

6 V 4.909 150 ‐26.00 ‐13.00 13.00 ‐26.00 0.00 0.00 0.00 0.00 0 0 ‐128 ‐64 13.00 ‐26.00 830 3318 0.0 ‐51.9 0.0 0.0 0.0 0.0 ‐51.9 0 1350

7 V 4.909 150 26.00 ‐13.00 13.00 26.00 0.00 0.00 0.00 0.00 0 0 128 ‐64 13.00 26.00 830 3318 0.0 ‐51.9 0.0 0.0 0.0 0.0 ‐51.9 0 ‐1350

8 T+V 4.909 150 ‐26.00 0.00 0.00 ‐26.00 0.00 ‐127.63 ‐5.41 ‐26.00 144 3318 ‐128 0 0.00 ‐26.00 0 3318 41.6 ‐51.9 0.0 0.0 0.0 41.6 ‐51.9 225 1350

9 T+V 4.909 150 26.00 0.00 0.00 26.00 0.00 127.63 ‐5.41 26.00 144 3318 128 0 0.00 26.00 0 3318 41.6 ‐51.9 0.0 0.0 0.0 41.6 ‐51.9 225 ‐1350

10 T+V 4.909 150 ‐26.00 13.00 ‐13.00 ‐26.00 ‐63.81 ‐127.63 ‐18.41 ‐26.00 1665 3318 ‐128 64 ‐13.00 ‐26.00 830 3318 141.4 ‐51.9 0.0 0.0 0.0 141.4 ‐51.9 2604 1350

11 T+V 4.909 150 26.00 13.00 ‐13.00 26.00 ‐63.81 127.63 ‐18.41 26.00 1665 3318 128 64 ‐13.00 26.00 830 3318 141.4 ‐51.9 0.0 0.0 0.0 141.4 ‐51.9 2604 ‐1350

12 T+V 4.909 150 ‐26.00 26.00 ‐26.00 ‐26.00 ‐127.63 ‐127.63 ‐31.41 ‐26.00 4844 3318 ‐128 128 ‐26.00 ‐26.00 3318 3318 241.2 ‐51.9 0.0 0.0 0.0 241.2 ‐51.9 7579 1350

13 T+V 4.909 150 ‐13.00 26.00 ‐26.00 ‐13.00 ‐127.63 ‐63.81 ‐31.41 ‐13.00 4844 830 ‐64 128 ‐26.00 ‐13.00 3318 830 241.2 ‐51.9 0.0 0.0 0.0 241.2 ‐51.9 7579 675

14 T+V 4.909 150 0.00 26.00 ‐26.00 0.00 ‐127.63 0.00 ‐31.41 0.00 4844 0 0 128 ‐26.00 0.00 3318 0 241.2 ‐51.9 0.0 0.0 0.0 241.2 ‐51.9 7579 0

15 T+V 4.909 150 13.00 26.00 ‐26.00 13.00 ‐127.63 63.81 ‐31.41 13.00 4844 830 64 128 ‐26.00 13.00 3318 830 241.2 ‐51.9 0.0 0.0 0.0 241.2 ‐51.9 7579 ‐675

16 T+V 4.909 150 26.00 26.00 ‐26.00 26.00 ‐127.63 127.63 ‐31.41 26.00 4844 3318 128 128 ‐26.00 26.00 3318 3318 241.2 ‐51.9 0.0 0.0 0.0 241.2 ‐51.9 7579 ‐1350

17 T+V 0.00 0.00 0.00 0.00 ‐5.41 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

18 T+V 0 00 0 00 0 00 0 00 5 41 0 00 0 0 0 0 0 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018 T+V 0.00 0.00 0.00 0.00 ‐5.41 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

19 T+V 0.00 0.00 0.00 0.00 ‐5.41 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

20 T+V 0.00 0.00 0.00 0.00 ‐5.41 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 14/16

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Sellwood Willamette River Bridge

100% Calculation Book

Bent Cap Design

Column 1S‐S; 1000yr Connection Demands

General

Bent 1 Top Connection; Column 1S‐S; 500yr

End Plate (Rotated Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL comp. Comp. Resultant

End Plate (Local Axes)

End PL. Column Bolt (T+V) Bolt (V only) PL Comp. Comp. Resultant

End Plate Geometry

End Plate

5050

θz 0.00 deg ' end plate angle about local z‐axis

L 62.00 in ' length of plate (parallel to local x‐axis) 90

B 62.00 in ' width of plate (parallel to local z‐axis) 30

A 3844 in 2 ' area of plate

Ix 1231361 in 4 ' moment of inertia about local x‐xis

Iz 1231361 in 4 ' moment of inertia about local z‐xis

Column

h 42.00 in ' height of column (parallel to local x‐axis)

b 42.00 in ' width of column (parallel to local z‐axis) ‐10

0X'

‐10

Strength Resistance Factors

фs 0.80 ' bolts in shear

фt 0.80 ' bolts in tension ‐30

‐20

‐30

‐20

Column Demands (LARSA Member Local Axis)

FX FY FZ MX MY MZ

k k k k‐ft k‐ft k‐ft

‐50

‐40

‐50 ‐30 ‐10 10 30 50

‐50

‐40

‐50 ‐30 ‐10 10 30 50

Z 1826 831 10006

фy 90.00 deg ' angle of bending

Summary

Z'Z

Local End Plate Demands Clamping Force Stress Check

Fx Fy Fz Mx My Mz Pt / A Fy / A Mx∙cx / Ix Mz∙cz / Iz σmax T1 T2 T3 T4 T5 C xC dC

k k k k‐in k‐in k‐in ksi ksi ksi ksi ksi k k k k k k in in

0 1826 831 120072 0 0 0.00 0.48 3.02 0.00 +3.50 ' if (+), clamping force has been overcome 2471 690 392 94 0 ‐1823 26.37 13.88

CompressionTension

фy 90.00 deg ' angle of bending

Rotated Local End Plate Demands Section Properties

Fx Fy Fz Mx My Mz Axial/Moment (bolts + plate) Shear (bolts only)Fx Fy Fz Mx My Mz

k k k k‐in k‐in k‐in Δ Fy Aaxial xNA zNA xNA' zNA' xNA' M only zNA' M only Iz' Ix' Ashear xNA' zNA' Ip'

‐831 1826 0 0 0 151331 k in 2 in in in in in in in

4 in

2 in in in 4

‐831 1826 0 0 0 151331 check 0 166 0.00 ‐17.12 17.12 0.00 12.42 0.00 64804 64229 79 0.00 0.00 73003

Axial/Moment (bolts + plate) Shear (bolts only)

фy' 0.00 deg ' angle of bending

Compression Block

A Iz0' xi' A∙xi' 2 Ix0' zi' A∙zi'

2 Pu Mzi Mxi

1 2 3 4 5 1 2 3 4 5 in 2

in 4 in in

4 in

4 in in 4 k k‐in k‐in

Force

Centroid

Local, Non‐rotated Axes Local, Rotated Axes Section Properties Check

Compression Block Coordinates Centroid

Force

Centroid

Compression Block Coordinates Centroid

x 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 x' 17.12 31.00 31.00 17.12 17.12 24.06 26.37 ‐1823 16867 0

z ‐17.12 ‐31.00 ‐31.00 ‐17.12 ‐17.12 ‐24.06 ‐26.37 z' 31.00 31.00 ‐31.00 ‐31.00 31.00 0.00 0.00 0.00 0112 1806 6.94 5417 36024

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 15/16

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Bent Cap Design

Column 1S‐S; 1000yr Connection Demands

Bolt Group (Tension/Shear)

max 494.3 0.0

min 0.0 ‐51.9

r s h e a r;

o n ly

re a

o f b o lt

g f o rc e

a te

a te rd in a te

rd in a te

n si o n

p a ra ll e l

n si o n

p a ra ll e l

h e a r

p a ra ll e l

h e a r

p a ra ll e l

a n t d u e

z' a xi s

sh e a r

xi s

o m e n t

p o n e n t

xi s)

sh e a r

xi s

o m e n t

p o n e n t

xi s)

m a n d

o ca l

s a l y a xi s

General Local Rotated Local Tension Properties Shear Properties Resolved Bolt Forces Summary Check

b o lt n u m b e r

V = t e n si o n a n d

V o n ly = s h e a r o

n o m in a l b o lt a r

m a te s tr e n g th o

t p re te n si o n in g

lo ca l x co o rd in a

lo ca l z co o rd in a

l ro ta te d x c o o r

a l ro ta te d z c o o r

st a n ce f ro m t e n

io n C G t o b o lt (

to x '‐ a xi s)

st a n ce f ro m t e n

io n C G t o b o lt (

to z '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to x '‐ a xi s)

d is ta n ce f ro m s h

io n C G t o b o lt (

to z '‐ a xi s)

si le b o lt r e su lt a

b e n d in g a b o u t

su lt a n t d u e t o s

p a ra ll e l to x ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to x ' a x

su lt a n t d u e t o s

p a ra ll e l to z ' a x

u lt a n t d u e t o m

o u t y ‐a xi s (c o m p

p a ra ll e l to z ' a x

e n si le b o lt d e m

su lt a n t b o lt d e m

m o m e n t a b o u t l

ro ta te d z ' a xi

m e n t a b o u t lo ca

T + V V

u lt i

b o l

lo ca

lo ca d i

se ct i

d i

se ct i d

se ct i

te n s

re s u

a b o re

re s u

a b o te

re s m

m o m

Bolt Ab Fub Pt x z x' z' A∙x' A∙z' xi' zi' A∙xi' 2

A∙zi' 2 A∙x' A∙z' xi' zi' A∙xi'

2 A∙zi'

2 Pzz' Vx' Vx'τ Vz' Vz'τ Pu Vu Mz'i Myi

# in 2 ksi k in in in in in

3 in

3 in in in 4

in 4

in 3

in 3 in in in

4 in

4 k k k k k k k k‐in k‐in

1 V 4.909 150 ‐26.00 ‐26.00 26.00 ‐26.00 0.00 0.00 0.00 0.00 0 0 ‐128 ‐128 26.00 ‐26.00 3318 3318 0.0 ‐51.9 0.0 0.0 0.0 0.0 ‐51.9 0 1350

Bolt Type

2 V 4.909 150 ‐13.00 ‐26.00 26.00 ‐13.00 0.00 0.00 0.00 0.00 0 0 ‐64 ‐128 26.00 ‐13.00 3318 830 0.0 ‐51.9 0.0 0.0 0.0 0.0 ‐51.9 0 675

3 V 4.909 150 0.00 ‐26.00 26.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ‐128 26.00 0.00 3318 0 0.0 ‐51.9 0.0 0.0 0.0 0.0 ‐51.9 0 0

4 V 4.909 150 13.00 ‐26.00 26.00 13.00 0.00 0.00 0.00 0.00 0 0 64 ‐128 26.00 13.00 3318 830 0.0 ‐51.9 0.0 0.0 0.0 0.0 ‐51.9 0 ‐675

5 V 4.909 150 26.00 ‐26.00 26.00 26.00 0.00 0.00 0.00 0.00 0 0 128 ‐128 26.00 26.00 3318 3318 0.0 ‐51.9 0.0 0.0 0.0 0.0 ‐51.9 0 ‐1350

6 T+V 4.909 150 ‐26.00 ‐13.00 13.00 ‐26.00 63.81 ‐127.63 ‐4.12 ‐26.00 83 3318 ‐128 ‐64 13.00 ‐26.00 830 3318 47.2 ‐51.9 0.0 0.0 0.0 47.2 ‐51.9 194 1350

7 T+V 4.909 150 26.00 ‐13.00 13.00 26.00 63.81 127.63 ‐4.12 26.00 83 3318 128 ‐64 13.00 26.00 830 3318 47.2 ‐51.9 0.0 0.0 0.0 47.2 ‐51.9 194 ‐1350

8 T+V 4.909 150 ‐26.00 0.00 0.00 ‐26.00 0.00 ‐127.63 ‐17.12 ‐26.00 1438 3318 ‐128 0 0.00 ‐26.00 0 3318 196.2 ‐51.9 0.0 0.0 0.0 196.2 ‐51.9 3359 1350

9 T+V 4.909 150 26.00 0.00 0.00 26.00 0.00 127.63 ‐17.12 26.00 1438 3318 128 0 0.00 26.00 0 3318 196.2 ‐51.9 0.0 0.0 0.0 196.2 ‐51.9 3359 ‐1350

10 T+V 4.909 150 ‐26.00 13.00 ‐13.00 ‐26.00 ‐63.81 ‐127.63 ‐30.12 ‐26.00 4453 3318 ‐128 64 ‐13.00 ‐26.00 830 3318 345.2 ‐51.9 0.0 0.0 0.0 345.2 ‐51.9 10398 1350

11 T+V 4.909 150 26.00 13.00 ‐13.00 26.00 ‐63.81 127.63 ‐30.12 26.00 4453 3318 128 64 ‐13.00 26.00 830 3318 345.2 ‐51.9 0.0 0.0 0.0 345.2 ‐51.9 10398 ‐1350

12 T+V 4.909 150 ‐26.00 26.00 ‐26.00 ‐26.00 ‐127.63 ‐127.63 ‐43.12 ‐26.00 9126 3318 ‐128 128 ‐26.00 ‐26.00 3318 3318 494.3 ‐51.9 0.0 0.0 0.0 494.3 ‐51.9 21312 1350

13 T+V 4.909 150 ‐13.00 26.00 ‐26.00 ‐13.00 ‐127.63 ‐63.81 ‐43.12 ‐13.00 9126 830 ‐64 128 ‐26.00 ‐13.00 3318 830 494.3 ‐51.9 0.0 0.0 0.0 494.3 ‐51.9 21312 675

14 T+V 4.909 150 0.00 26.00 ‐26.00 0.00 ‐127.63 0.00 ‐43.12 0.00 9126 0 0 128 ‐26.00 0.00 3318 0 494.3 ‐51.9 0.0 0.0 0.0 494.3 ‐51.9 21312 0

15 T+V 4.909 150 13.00 26.00 ‐26.00 13.00 ‐127.63 63.81 ‐43.12 13.00 9126 830 64 128 ‐26.00 13.00 3318 830 494.3 ‐51.9 0.0 0.0 0.0 494.3 ‐51.9 21312 ‐675

16 T+V 4.909 150 26.00 26.00 ‐26.00 26.00 ‐127.63 127.63 ‐43.12 26.00 9126 3318 128 128 ‐26.00 26.00 3318 3318 494.3 ‐51.9 0.0 0.0 0.0 494.3 ‐51.9 21312 ‐1350

17 T+V 0.00 0.00 0.00 0.00 ‐17.12 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

18 T+V 0 00 0 00 0 00 0 00 17 12 0 00 0 0 0 0 0 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018 T+V 0.00 0.00 0.00 0.00 ‐17.12 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

19 T+V 0.00 0.00 0.00 0.00 ‐17.12 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

20 T+V 0.00 0.00 0.00 0.00 ‐17.12 0.00 0 0 0 0 0.00 0.00 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0

Bent 1_Top End Plate Design (7.1).xlsm 5/25/2012 16/16

152

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1 Cap Beam

500yr EQ: Column/Girder Summary

Bent 1: 500YR

Column Anchorage Resultants

Top of Column Demands (LARSA)

Column 1N‐N 1N‐S 1S‐N 1S‐S

P ‐3037 317 ‐2346 1429 ' axial force, k

M 9185 8507 9147 8507 ' moment, k‐ft

V 738 738 707 707 ' shear, k

Tension/Compression Resultants (Spreadsheet)

T1 821 1689 994 2059 ' tension in first anchor row, k

Ԑ1 0.00115 0.00237 0.00140 0.00289 ' strain in first anchor row, in/in

T2 176 455 230 574 ' tension in second anchor row, k

Ԑ2 0.00062 0.00160 0.00081 0.00202 ' strain in second anchor row, in/in

T3 24 234 63 323 ' tension in third anchor row, k

Ԑ3 0.00008 0.00082 0.00022 0.00113 ' strain in third anchor row, in/in

T4 0 13 0 73 ' tension in fourth anchor row, k

Ԑ4 0.00000 0.00005 0.00000 0.00026 ' strain in fourth anchor row, in/in

T5 0 0 0 0 ' tension in fifth anchor row, k

Ԑ5 0.00000 0.00000 0.00000 0.00000 ' strain in fifth anchor row, in/in

T 1021 2391 1287 3029 ' sum of tension in anchor rods, k

C ‐4057 ‐2075 ‐3632 ‐1600 ' compression resultant, k

P ‐3036 316 ‐2345 1429 ' net axial force (check), k

xC 21.3 25.3 22.3 26.3 ' distance from center of column to cg of compression resultant, in

dC 29.0 17.2 26.1 14.2 ' length of compressive bearing, in

Compression/Shear Resultants

V45 1044 1044 1000 1000 ' 45° inclined compression resultant (to model shear), k

C ‐3319 ‐1337 ‐2925 ‐893 ' vertical compression resultant, k

Girder Reactions

Girder 1 2 3 4 5 6 7

PDC+DW 52 ‐493 ‐75 184 ‐103 ‐460 65 ' main span DC+DW reaction, k

Papproach ‐319 ‐319 ‐319 ‐319 ‐319 ‐319 ‐319 ' approach DC+DW, k

PcapDC ‐73 ‐91 ‐80 ‐65 ‐79 ‐96 ‐57 ' cap self weight, k

Ppush 161 ‐184 ‐179 19 199 142 ‐158 ' transverse push reactions, k

P ‐179 ‐1087 ‐652 ‐180 ‐302 ‐733 ‐468 ' sum, k

RSA_Bent 1_Push_C and T Forces (7.1).xls 5/25/2012 1/2

153

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1 Cap Beam

1000yr EQ: Column/Girder Summary

Bent 1: 1000YR

Column Anchorage Resultants

Top of Column Demands (LARSA)

Column 1N‐N 1N‐S 1S‐N 1S‐S

P ‐3436 550 ‐2576 1826 ' axial force, k

M 10744 10006 10688 10006 ' moment, k‐ft

V 862 862 831 831 ' shear, k

Tension/Compression Resultants (Spreadsheet)

T1 989 2045 1206 2471 ' tension in first anchor row, k

Ԑ1 0.00139 0.00287 0.00169 0.00347 ' strain in first anchor row, in/in

T2 215 554 283 690 ' tension in second anchor row, k

Ԑ2 0.00075 0.00195 0.00099 0.00242 ' strain in second anchor row, in/in

T3 34 289 83 392 ' tension in third anchor row, k

Ԑ3 0.00012 0.00101 0.00029 0.00138 ' strain in third anchor row, in/in

T4 0 25 0 94 ' tension in fourth anchor row, k

Ԑ4 0.00000 0.00009 0.00000 0.00033 ' strain in fourth anchor row, in/in

T5 0 0 0 0 ' tension in fifth anchor row, k

Ԑ5 0.00000 0.00000 0.00000 0.00000 ' strain in fifth anchor row, in/in

T 1238 2913 1572 3647 ' sum of tension in anchor rods, k

C ‐4674 ‐2363 ‐4148 ‐1823 ' compression resultant, k

P ‐3436 550 ‐2576 1824 ' net axial force (check), k

xC 21.5 25.4 22.5 26.4 ' distance from center of column to cg of compression resultant, in

dC 28.6 16.8 25.6 13.9 ' length of compressive bearing, in

Compression/Shear Resultants

V45 1219 1219 1175 1175 ' 45° inclined compression resultant (to model shear), k

C ‐3812 ‐1501 ‐3317 ‐992 ' vertical compression resultant, k

Girder Reactions

Girder 1 2 3 4 5 6 7

PDC+DW 52 ‐493 ‐75 184 ‐103 ‐460 65 ' main span DC+DW reaction, k

Papproach ‐319 ‐319 ‐319 ‐319 ‐319 ‐319 ‐319 ' approach DC+DW, k

PcapDC ‐73 ‐91 ‐80 ‐65 ‐79 ‐96 ‐57 ' cap self weight, k

Ppush 193 ‐221 ‐215 23 239 170 ‐190 ' transverse push reactions, k

P ‐147 ‐1123 ‐688 ‐176 ‐262 ‐704 ‐500 ' sum, k

RSA_Bent 1_Push_C and T Forces (7.1).xls 5/25/2012 2/2

154

C A S T - Computer Aided Strut-and-Tie Version 0.9.11 (Last Updated on 1/26/04)

Printout Description: Geometry Project Name: Sellwood Bridge - Bent 1 Cap Beam - 500YR 5/25/2012 12:45:39 PM

E2000

E3003 E3005 E3006 E3007 E3008

E 40

03 E 40

12 E

20 07

E3010

E 53

E 54

E 55 E1005 E1006

E 20

E3011 E3012

E 20

11 E

40 16

E6 6

E 67

E68

E5007

E 20

E5008 E 40

E5009 E 40

E 40

E3022 E3023 E3024

E 40

E3026 E3027 E3028 E3029

E 17

E2 04

E 19

E5001 E5002

E3019 E3020

E 40

E5010 E5011 E

40 27

E5012

E5013

E 20

E1016

E 20

E3021

E 20

15 E

40 20

E 40

21 E

20 17

E2010

E3002

E4000

E4001 E4002

E 43

E1003

E 20

E1000

E 44

E4 43

E2 01

E1010 E1011

E452

E4005

E4006 E4007 E4

00 9

E2019

E4035 E4036

E4030

E4031

E2 02

E 40

E3013

E5005 E5006

E3014

E 53

E 20

E1007 E1008

E2 01

E4 01

3 E4 017

E4015

E2 00

E40 19

E2 01

E5 63

E5 64

E 56

E5 66

E 56

E5 68

E 20

E1012 E1013

E3017 E3018

E2 02

E2 01

E1009

E3015

E4 02

E2025

E 20

E1001

E3000

E1002

E3001

E2002

E2004

E 20

E 40

E4 01

E 20

E2 03

E1019

E4 03

3 E

20 33

E4 03

E 20

E3030 E3031

E2039

E 20

E2037

E1022

E5015

E 20

E1020 E1021

E2035

E4034

E2 00

E4 00

E 40

29E4 02

E2030 E2028

E3004

E5000

E 4008

E3009

E1004

E5014

E3025E3016

E1014 E1023E1017

E5003

N1 N2 N3 N4 N5 N6 N7

N10

N11

N17

N19 N20 N22

N27

N28 N29 N30 N31

N33 N37

N38 N39 N40 N42

N47

N48 N49 N50 N51

N53 N54

N61 N64N65

N67 N68 N69

N70

N71N72

N73

N74

N76

N78

N82

N83

N84

N85

N88 N89

N91 N94

N106N107

N108

N109 N110

N119

N121

N123

N125

N126

N127 N129N131

N132N133

N134

N135

N138

N144

N145

N146 N147

N148

N151N152 N153N154 N155N156

N157

N158

N159

N160

N162

N165

N166N167N168

155

C A S T - Computer Aided Strut-and-Tie Version 0.9.11 (Last Updated on 1/26/04)

Printout Description: 500YR Loading (1 of 2) Project Name: Sellwood Bridge - Bent 1 Cap Beam - 500YR 5/25/2012 12:47:12 PM

E2000

E3003 E3005 E3006 E3007 E3008

E 40

03 E 40

12 E

20 07

E3010

E 53

E 54

E 55 E1005 E1006

E 20

E3011 E3012

E 20

11 E

40 16

E6 6

E 67

E68

E5007 E

E 19

E5001 E5002

E 20

15 E

40 20

E 40

21 E

20 17

E2010

E3002

E4000

E4001 E4002

E 43

E1003

E 20

E1000

E2 01

E1010

E4005

E4006 E4007 E4

00 9

E 40

E3013

E5005 E5006

E3014

E 53

E 20

E1007 E1008

E2 01

E4 01

3 E4 017

E4015

E2 00

E40 19

E2 01

E5 63

E5 64

E2 01

E1009

E3015

E 20

03 E1001

E3000

E1002

E3001

E2002

E2004

E 20

E 40

E4 01

E2 00

E4 00

E3004

E5000

E 4008

E3009

E1004

E5003

N1 N2 N3 N4

N10

N17

17 6.

00 k

N19

24 .0

0 k

N20 N22

N27

16 89

.0 0

N28 4 55

.0 0

N29 2 34

.0 0

N30

13 .0

0 k

N31

N53 N54

N61 N64N65

N67 1 08

7. 00

N68 6 52

.0 0

N69

N70

N71N72

N73

N74

N76

N78

18 0.

00 k

N109

N119

N127 N1298 21

.0 0

k N131

N132N133

N144

N145

33 19

.0 0

k N146

13 37

.0 0

N147

N148

10 44

.00 k

N151

10 44

.00 k

N152

N159

N160

156

C A S T - Computer Aided Strut-and-Tie Version 0.9.11 (Last Updated on 1/26/04)

Printout Description: 500YR Loading (2 of 2) Project Name: Sellwood Bridge - Bent 1 Cap Beam - 500YR 5/25/2012 12:47:43 PM

E 20

E5008 E 40

E5009 E 40

E 40

E3022 E3023 E3024

E 40

E3026 E3027 E3028 E3029

E 17

E2 04

E 19

E3019 E3020

E 40

E5010 E5011 E

40 27

E5012

E5013

E 20

E1016

E 20

E3021

E 40

21 E

20 17

E 44

E4 43

E2 01

E1010 E1011

E452

E2019

E4035 E4036

E4030

E4031

E2 02

E 56

E5 66

E 56

E5 68

E 20

E1012 E1013

E3017 E3018

E2 02

E4 02

E2025

E 20

E2 03

E1019

E4 03

3 E

20 33

E4 03

E 20

E3030 E3031

E2039

E 20

E2037

E1022

E5015

E 20

E1020 E1021

E2035

E4034

E 40

29E4 02

E2030 E2028

E5014

E3025E3016

E1014 E1023E1017N4 N5 N6 N7

N10

N11

N33 N37

99 4.

00 k

N38 2 30

.0 0

N39

63 .0

0 k

N40 N42

N47

20 59

.0 0

N48 5 74

.0 0

N49 3 23

.0 0

N50

73 .0

0 k

N51N82

N83

N84

N85

N88 N89

N91 N94

N1067 33

.0 0

N107

N108

18 0.

00 k

N109 3 02

.0 0

N110

N121

N123

N125

N126

N129

N134

N135

1445.00 k N138

29 25

.0 0

N153

10 00

.00 k

N154

89 3.

00 k

N155

10 00

.00 k

N156

N157

N158

N162

N165

N166N167N168

157

C A S T - Computer Aided Strut-and-Tie Version 0.9.11 (Last Updated on 1/26/04)

Printout Description: 1000YR Loading (1 of 2) Project Name: Sellwood Bridge - Bent 1 Cap Beam - 1000YR 5/25/2012 12:51:17 PM

E2000

E3003 E3005 E3006 E3007 E3008

E 40

03 E 40

12 E

20 07

E3010

E 53

E 54

E 55 E1005 E1006

E 20

E3011 E3012

E 20

11 E

40 16

E6 6

E 67

E68

E5007 E

E 19

E5001 E5002

E 20

15 E

40 20

E 40

21 E

20 17

E2010

E3002

E4000

E4001 E

4002

E 43

E1003

E 20

E1000

E2 01

E1010

E4005

E4006 E4007 E4

00 9

E 40

E3013

E5005 E5006

E3014

E 53

E 20

E1007 E1008

E2 01

E4 01

3 E4 017

E4015

E2 00

E40 19

E2 01

E5 63

E5 64

E2 01

E1009

E3015

E 20

E1001

E3000

E1002

E3001

E2002

E2004

E 20

E 40

E4 01

E2 00

E4 00

E3004

E5000

E 4008

E3009

E1004

E5003

N1 N2 N3 N4

N10

N17

21 5.

00 k

N19

34 .0

0 k

N20 N22

N27

20 45

.0 0

N28 5 54

.0 0

N29 2 89

.0 0

N30

25 .0

0 k

N31

N53 N54

N61 N64N65

N67 1 12

3. 00

N68 6 88

.0 0

N69

N70

N71N72

N73

N74

N76

N78

17 6.

00 k

N109

N119

N127 N1299 89

.0 0

N131

N132N133

N144

N145

38 12

.0 0

N146

15 01

.0 0

N147

N148

12 19

.00 k

N151

12 19

.00 k

N152

N159

N160

158

C A S T - Computer Aided Strut-and-Tie Version 0.9.11 (Last Updated on 1/26/04)

Printout Description: 1000YR Loading (2 of 2) Project Name: Sellwood Bridge - Bent 1 Cap Beam - 1000YR 5/25/2012 12:50:58 PM

E 20

E5008 E 40

E5009 E 40

E 40

E3022 E3023 E3024

E 40

E3026 E3027 E3028 E3029

E 17

E2 04

E 19

E3019 E3020

E 40

E5010 E5011 E

40 27

E5012

E5013

E 20

E1016

E 20

E3021

E 40

21 E

20 17

E 44

E4 43

E2 01

E1010 E1011

E452

E2019

E4035 E4036

E4030

E4031

E2 02

E 56

E5 66

E 56

E5 68

E 20

E1012 E1013

E3017 E3018

E2 02

E4 02

E2025

E 20

E2 03

E1019

E4 03

3 E

20 33

E4 03

E 20

E3030 E3031

E2039

E 20

E2037

E1022

E5015

E 20

E1020 E1021

E2035

E4034

E 40

29E4 02

E2030

E5014

E3025E3016

E1014 E1023E1017

E2 02

N4 N5 N6 N7

N10

N11

N33 N37

12 06

.0 0

N38 2 83

.0 0

N39

83 .0

0 k

N40 N42

N47

24 71

.0 0

N48 6 90

.0 0

N49 3 92

.0 0

N50

94 .0

0 k

N51N82

N83

N84

N85

N88 N89

N91 N94

N1067 04

.0 0

N107

N108

17 6.

00 k

N109 2 62

.0 0

N110

N121

N123

N125

N126

N129

N134

N135

1693.00 k N138

33 17

.0 0

N153

11 75

.00 k

N154

99 2.

00 k

N155

11 75

.00 k

N156

N157

N158

N162

N165

N166N167N168

159

160

161

162

C A S T - Computer Aided Strut-and-Tie Version 0.9.11 (Last Updated on 1/26/04)

Printout Description: 500YR Result (1 of 2) Project Name: Sellwood Bridge - Bent 1 Cap Beam - 500YR 5/25/2012 12:48:36 PM

(-484.77 k)

(NA)

(423.30 k) (0.290)

(428.67 k) (0.294)

(-1077.94 k) (NA)

(-667.90 k) (NA)

(-528.60 k) (NA)

(- 11

00 .4

2 k)

(N A

)

(2 2.

47 k

) (0

.0 66

) (2

04 .4

7 k)

(0 .5

99 )

(-583.96 k) (NA)

(- 34

6. 28

k )

(N A

)

(- 10

87 .0

0 k)

(N A

)

(- 65

2. 00

k )

(N A

)

(-94.16 k) (NA)

(1156.12 k) (0.793)

(- 46

9. 95

k )

(N A

)

(-453.77 k) (NA)

(-42.01 k) (NA)

(1 46

2. 65

k )

(N A

) (6

84 .7

5 k)

(N A

)

(-2 05

6.5 2 k

) (N

(1 46

2. 65

k )

(N A

)

(-1445.65 k) (NA)

(388.92 k) (0.236)

(38 (0

(- 18

0. 00

k )

(N A

)

(-810.05 k)

(NA)

(-456.56 k)

(NA)

(2 75

.4 0

k) (0

.8 07

) (1

.8 9

k) (0

.0 06

)

(2 5.

55 k

) (0

.0 50

) (4

70 .6

4 k)

(0 .9

19 )

(-544.98 k)

(N A)

(281.26 k) (0.193)

(-1746.49 k) (NA)

(-226.17 k)

(NA) (-26.85 k)

(N A

)

(0 .0

0 k)

(N A

)

(1017.85 k) (0.698)

(3 46

.2 8

k) (0

.6 76

)

(339.25 k) (0.233)

(-6 01

.5 3

k) (N

(-436.68 k (NA)

(-134.90 k) (NA)

(-612.50 k)

(NA) (-272.32 k)

(N A)

(-1 52

8. 06

k) (N

(3 20

.8 9

k) (0

.9 40

)

(-3.48 k) (NA)

(-380.23 k)

(NA)

(389.00 k) (0.236)

(-205.63 k) (NA)

(- 33

19 .0

0 k)

(N A

)

(- 13

37 .0

0 k)

(N A

)

(3 13

.0 9

k) (0

.9 17

)

(1156.12 k) (0.793)

(833.07 k) (0.571)

(-3 92

.73 k)

(N A)

(-4 4.2

6 k )

(N A)

(-5 59.

15 k)

(NA )

(-624.07 k)

(NA)

(-7 13

.4 2

k) (N

(-85 4.5

7 k)

(NA )

(-4 49

.87 k)

(N A)

(-1 04

4.0 0 k

) (N

(-1 04

4.0 0 k

) (N

(-1 18

4.4 7 k

)

(NA )

(553.08 k) (0.379)

(17.28 k) (0.012)

(3 46

.2 8

k) (0

.6 76

) (688.99 k)

(0.473)

(-339.25 k) (NA)

(1017.85 k) (0.698)

(-688.99 k) (NA)

(-492.17 k)

(NA)

(-477.55 k)

(NA)

(- 10

99 .4

1 k)

(N A

)

(2 93

.3 4

k) (0

.8 60

)

(-4 91

.87 k)

(N A)

(-1 27

7.0 8 k

)

(N A)

(-2 27

2.2 4 k

) (N

(435.33 k) (0.299)

(-409.56 k) (NA)

(-13.53 k)

(N A

)

(-524.84 k) (NA)

(853.15 k) (0.585)

(42 (0

(-423.84 k)

(NA)

N1 N2 N3 N4

N10

N17

17 6.

00 k

N19

24 .0

0 k

N20 N22

N27

16 89

.0 0

N28 4 55

.0 0

N29 2 34

.0 0

N30

13 .0

0 k

N31

N53 (-1445.65 k)

N54

N61 N64N65

(- 34

6. 28

k )

N67 1 08

7. 00

N68 6 52

.0 0

N69

N70

N71N72

N73

N74

N76

N78

18 0.

00 k

N109

N119

N127 N1298 21

.0 0

N131

N132N133

N144

N145

33 19

.0 0

N146

13 37

.0 0

N147

N148

10 44

.00 k

N151

10 44

.00 k

N152

N159

N160

0.000

0.050

0.100

0.150

0.200

0.250

0.300

0.350

0.400

0.450

0.500

0.550

0.600

0.650

0.700

0.750

0.800

0.850

0.900

0.950

1.000

O/S

163

C A S T - Computer Aided Strut-and-Tie Version 0.9.11 (Last Updated on 1/26/04)

Printout Description: 500YR Result (2 of 2) Project Name: Sellwood Bridge - Bent 1 Cap Beam - 500YR 5/25/2012 12:49:02 PM

k) )

(1 46

1. 99

k )

(N A

)

(5 30

.0 8

k) (N

A )

(388.74 k) (0.236)

(1 1.

21 k

) (N

A )

(389.20 k) (0.236)

(5 30

.0 8

k) (N

A )

(2 5.

78 k

) (0

.1 51

)

(439.03 k) (0.301)

(1031.35 k) (0.707)

(1222.38 k) (0.838)

(- 77

5. 61

k )

(N A

)

(1213.18 k) (0.832)

(-186.76 k) (NA)

(344.02 k) (0.236)

(543.90 k) (0.373)

(- 33

6. 37

k )

(N A

)

(- 73

3. 00

k )

(N A

)

(-4 82

.97 k)

(N A)

(- 18

0. 00

k )

(N A

)

(- 30

2. 00

k )

(N A

)

(688.27 k) (0.472)

(452.08 k) (0.310)

(1 .3

5 k)

(0 .0

08 )

(865.96 k) (0.526)

(866.17 k) (0.526)

(1 85

.8 9

k) (0

.5 45

)

(870.62 k) (0.529) (1086.27 k)

(0.660)

(1 95

.3 5

k) (0

.5 72

)

(119.88 k) (0.082)

(2 5.

78 k

) (0

.1 51

)

(452.08 k) (0.310)

(2 5.

55 k

) (0

.0 50

) (4

70 .6

4 k)

(0 .9

19 )

(1 46

1. 99

k )

(N A

)

(-2 05

5.5 9 k

) (N

(-6 01

.5 3

k) (N

(-436.68 k) (NA)

(1226.15 k) (0.841)

(-1445.00 k) (NA)

(-1192.28 k)

(N A)

(-781.80 k)

(NA) (-379.84 k)

(N A)

(-1368.23 k) (NA)

(-298.99 k)

(NA)

(-4 30

.1 9

k) (N

(- 29

25 .0

0 k)

(N A

)

(-1 00

0.0 0 k

) (N

(- 89

3. 00

k )

(N A

)

(-1 00

0.0 0 k

) (N

(4 33

.8 9

k) (0

.8 48

)

(1226.15 k) (0.841)

(761.05 k) (0.522)

(264.55 k) (0.181)

(688.27 k) (0.472)

(-6 36

.06 k)

(N A)

(-6 06

.47 k)

(N A)

)

k) )

(-6 25

.08 k)

(N A)

(-112.78 k)

(N A)

(6 3.

00 k

) (0

.3 69

)

(-8 0.

20 k

) (N

(339.60 k) (0.233)

(-2 47

3.0 8

k) (N

(- 77

2. 65

k )

(N A

)

(-7 72

.16 k)

(NA )

(9 6.

87 k

) (0

.5 68

)

(515.69 k) (0.354)

(404.14 k) (0.277)

(-147.74 k) (NA)

(9 6.

87 k

) (0

.5 68

) (-147.74 k) (NA)

(235.02 k) (0.161)

(1130.70 k) (0.687)

(2 3.

87 k

) (0

.1 40

)

(95.26 k) (0.065)

(123.47 k) (0.085)

(-36.95 k) (NA)

(-427.91 k) (NA)

(- 18

4. 65

k )

(N A

)

(-2 70

.45 k)

(N A)

(-332.74 k) (NA)

(-16.12 k)(NA)

(1070.46 k) (0.650)

(1222.38 k) (0.838)

(421.91 k) (0.289)

(396.21 k) (0.272)

(346.57 k) (0.238)

(389.23 k) (0.267)

N4 N5 N6 N7

N10

N11

N33 N37

99 4.

00 k

N38 2 30

.0 0

N39

63 .0

0 k

N40 N42

N47

20 59

.0 0

N48 5 74

.0 0

N49 3 23

.0 0

N50

73 .0

0 k

N51N82

N83

N84

N85

N88 N89

N91 N94

(- 33

6. 37

k )

N1067 33

.0 0

N107

N108

18 0.

00 k

N109 3 02

.0 0

N110

N121

N123

N125

N126

N129

N134

N135

1445.00 k N138

29 25

.0 0

N153

10 00

.00 k

N154

89 3.

00 k

N155

10 00

.00 k

N156

N157

N158

N162

N165

N166N167N168

0.000

0.050

0.100

0.150

0.200

0.250

0.300

0.350

0.400

0.450

0.500

0.550

0.600

0.650

0.700

0.750

0.800

0.850

0.900

0.950

1.000

O/S

164

C A S T - Computer Aided Strut-and-Tie Version 0.9.11 (Last Updated on 1/26/04)

Printout Description: 1000YR Results (1 of 2) Project Name: Sellwood Bridge - Bent 1 Cap Beam - 1000YR 5/25/2012 12:51:56 PM

(-500.29 k)

(NA)

(621.50 k) (0.376)

(631.66 k) (0.382)

(-1225.23 k) (NA)

(-725.98 k) (NA)

(-553.94 k) (NA)

(- 11

36 .8

7 k)

(N A

)

(3 0.

25 k

) (0

.0 78

) (2

13 .1

6 k)

(0 .5

51 )

(-633.59 k) (NA)

(- 35

7. 37

k )

(N A

)

(- 11

23 .0

0 k)

(N A

)

(- 68

8. 00

k )

(N A

)

(-116.45 k) (NA)

(1397.64 k) (0.846)

(- 56

5. 57

k )

(N A

)

(-507.70 k) (NA)

(-20.71 k) (NA)

(1 71

2. 53

k )

(N A

) (8

04 .0

8 k)

(N A

)

(-2 40

7.8 5 k

) (N

(1 71

2. 53

k )

(N A

)

(-1692.63 k) (NA)

(383.58 k) (0.206)

(38 (

(- 17

6. 00

k )

(N A

)

(-988.20 k)

(NA)

(-583.6 8 k)

(NA)

(2 96

.8 1

k) (0

.7 67

) (1

.8 7

k) (0

.0 05

)

(2 5.

20 k

) (0

.0 43

) (5

56 .8

3 k)

(0 .9

60 )

(-666.04 k)

(N A)

(447.99 k) (0.271)

(-2014.44 k) (NA)

(-276.28 k)

(NA) (-38.03 k)

(N A)

(0 .0

0 k)

(N A

)

(1050.44 k) (0.636)

(3 57

.3 7

k) (0

.6 16

)

(350.11 k) (0.212)

(-7 18

.4 8

k) (N

(-370.11 (NA)

(-140.14 k) (NA)

(-745.77 k)

(NA) (-336.33 k)

(N A)

(-1 64

5. 27

k) (N

(3 68

.6 3

k) (0

.9 53

)

(-17.22 k) (NA)

(-509.78 k)

(NA)

(383.65 k) (0.206)

(-268.87 k) (NA)

(- 38

12 .0

0 k)

(N A

)

(- 15

01 .0

0 k)

(N A

)

(3 40

.3 8

k) (0

.8 80

)

(1397.64 k) (0.846)

(1046.43 k) (0.633)

(-4 23

.26 k)

(N A)

(-5 9.2

8 k )

(N A)

(-6 41.

80 k)

(NA )

(-745.08 k)

(NA)

(-7 82

.3 5

k) (N

(-99 2.2

3 k)

(NA )

(-4 89

.09 k)

(N A)

(-1 21

9.0 0 k

) (N

(-1 21

9.0 0 k

) (N

(-1 33

4.0 9 k

)

(NA )

(744.68 k) (0.451)

(-44.46 k) (NA)

(3 57

.3 7

k) (0

.6 16

) (711.05 k)

(0.430)

(-350.11 k) (NA)

(1050.44 k) (0.636)

(-711.05 k) (NA)

(-507.93 k)

(NA)

(-492.84 k)

(NA)

(- 11

35 .8

2 k)

(N A

)

(3 36

.8 5

k) (0

.8 71

)

(-5 63

.12 k)

(N A)

(-1 34

3.7 1 k

)

(N A)

(-2 77

2.1 5 k

) (N

(638.54 k) (0.386)

(-409.11 k) (NA)

(-26.03 k)

(N A

)

(-546.70 k) (NA)

(880.29 k) (0.533)

(43 (

(-539.88 k)

(NA)

N1 N2 N3 N4

N10

N17

21 5.

00 k

N19

34 .0

0 k

N20 N22

N27

20 45

.0 0

N28 5 54

.0 0

N29 2 89

.0 0

N30

25 .0

0 k

N31

N53 (-1692.63 k)

N54

N61 N64N65

(- 35

7. 37

k )

N67 1 12

3. 00

N68 6 88

.0 0

N69

N70

N71N72

N73

N74

N76

N78

17 6.

00 k

N109

N119

N127 N1299 89

.0 0

N131

N132N133

N144

N145

38 12

.0 0

N146

15 01

.0 0

N147

N148

12 19

.00 k

N151

12 19

.00 k

N152

N159

N160

0.000

0.050

0.100

0.150

0.200

0.250

0.300

0.350

0.400

0.450

0.500

0.550

0.600

0.650

0.700

0.750

0.800

0.850

0.900

0.950

1.000

O/S

165

C A S T - Computer Aided Strut-and-Tie Version 0.9.11 (Last Updated on 1/26/04)

Printout Description: 1000YR Results (2 of 2) Project Name: Sellwood Bridge - Bent 1 Cap Beam - 1000YR 5/25/2012 12:52:19 PM

k) )

(1 71

2. 91

k )

(N A

)

(6 75

.9 7

k) (N

A )

(383.40 k) (0.206)

(1 1.

05 k

) (N

A )

(383.85 k) (0.206)

(6 75

.9 7

k) (N

A )

(2 9.

82 k

) (0

.1 54

)

(555.29 k) (0.336)

(1225.12 k) (0.741)

(1460.18 k) (0.884)

(- 74

4. 92

k )

(N A

)

(1451.34 k) (0.878)

(-288.86 k) (NA)

(349.19 k) (0.211)

(591.77 k) (0.358)

(- 32

7. 26

k )

(N A

)

(- 70

4. 00

k )

(N A

)

(-4 69

.88 k)

(N A)

(- 17

6. 00

k )

(N A

)

(- 26

2. 00

k )

(N A

)

(782.17 k) (0.473)

(429.24 k) (0.260)

(1 .5

7 k)

(0 .0

08 )

(1001.83 k) (0.537)

(1002.07 k) (0.537)

(2 65

.4 3

k) (0

.6 86

)

(1007.22 k) (0.540) (1311.42 k)

(0.703)

(2 65

.4 3

k) (0

.6 86

)

(242.97 k) (0.147)

(1 21

.2 4

k) (0

.6 27

)

(555.29 k) (0.336)

(2 5.

20 k

) (0

.0 43

) (5

56 .8

3 k)

(0 .9

60 )

(1 71

2. 91

k )

(N A

)

(-2 40

8.3 8 k

) (N

(-7 18

.4 8

k) (N

(-370.11 k) (NA)

(1562.66 k) (0.946)

(-1693.00 k) (NA)

(-1385.01 k)

(N A)

(-939.79 k)

(NA) (-460.99 k)

(N A)

(-1528.08 k) (NA)

(-367.89 k)

(NA)

(-5 17

.9 4

k) (N

(- 33

17 .0

0 k)

(N A

)

(-1 17

5.0 0 k

) (N

(- 99

2. 00

k )

(N A

)

(-1 17

5.0 0 k

) (N

(5 20

.5 8

k) (0

.8 97

)

(1562.66 k) (0.946)

(1004.64 k) (0.608)

(273.79 k) (0.166)

(782.17 k) (0.473)

(-7 63

.15 k)

(N A)

(-7 27

.6 4

k) (N

)

k) )

(-8 11

.98 k)

(N A)

(-182.18 k)

(N A)

(8 3.

00 k

) (0

.4 29

)

(-1 05

.6 7

k) (N

(291.44 k) (0.176)

(-3 01

4. 05

k) (N

(- 74

2. 08

k )

(N A

)

(-7 83

.49 k)

(NA )

(1 12

.3 4

k) (0

.5 81

)

(570.09 k) (0.345)

(440.73 k) (0.267)

(-171.33 k) (NA)

(1 12

.3 4

k) (0

.5 81

)

(-171.33 k) (NA)

(207.82 k) (0.126)

(1433.65 k) (0.769)

(1 8.

34 k

) (0

.0 95

)

(56.78 k) (0.034)

(78.45 k) (0.047)

(-28.39 k) (NA)

(-477.68 k) (NA)

(- 22

2. 93

k )

(N A

)

(-3 80

.67 k)

(N A)

(-296.38 k) (NA)

(1292.34 k) (0.693)

(1460.18 k) (0.884)

(438.85 k) (0.266)

(591.37 k) (0.358)

(337.18 k) (0.204)

(356.84 k) (0.216)

(-1 55

.71 k)

(N A)

N4 N5 N6 N7

N10

N11

N33 N37

12 06

.0 0

N38 2 83

.0 0

N39

83 .0

0 k

N40 N42

N47

24 71

.0 0

N48 6 90

.0 0

N49 3 92

.0 0

N50

94 .0

0 k

N51N82

N83

N84

N85

N88 N89

N91 N94

(- 32

7. 26

k )

N1067 04

.0 0

N107

N108

17 6.

00 k

N109 2 62

.0 0

N110

N121

N123

N125

N126

N129

N134

N135

1693.00 k N138

33 17

.0 0

N153

11 75

.00 k

N154

99 2.

00 k

N155

11 75

.00 k

N156

N157

N158

N162

N165

N166N167N168

0.000

0.050

0.100

0.150

0.200

0.250

0.300

0.350

0.400

0.450

0.500

0.550

0.600

0.650

0.700

0.750

0.800

0.850

0.900

0.950

1.000

O/S

166

Sellwood Willamette River Bridge

100% Calculation Books

Bent 4 Pedestal Design

Strut & Tie Calculations: 500yr

Ties фt D/Cmax 0.90 1.02

e le m e n t ID

te n si le d e m a n d

a re a o f st e e l

y ie ld s tr e n g th o f

st e e l

st re ss i n s te e l

st ra in i n s te e l

n o m in a l ca p a ci ty o f

ti e ; 5 .6 .3 .4 .1 ‐1

fa ct o re d r e si st a n ce

o f ti e ; 5 .6 .3 .2 ‐1

d e m a n d ‐c a p a ci ty

ra ti o

ID Pu As fy s Ԑs Pn Pr D/C k in

2 ksi ksi in/in k k

E1000 339 27.00 60 12.6 0.0004 1620 1458 0.23

E1001 689 27.00 60 25.5 0.0009 1620 1458 0.47

E1002 1018 27.00 60 37.7 0.0013 1620 1458 0.70

E1003 1018 27.00 60 37.7 0.0013 1620 1458 0.70

E1004 853 27.00 60 31.6 0.0011 1620 1458 0.59

E1006 1156 27.00 60 42.8 0.0015 1620 1458 0.79

E1007 1156 27.00 60 42.8 0.0015 1620 1458 0.79

E1008 833 27.00 60 30.9 0.0011 1620 1458 0.57

E1009 553 27.00 60 20.5 0.0007 1620 1458 0.38

E1011 1226 27.00 60 45.4 0.0016 1620 1458 0.84

E1012 1226 27.00 60 45.4 0.0016 1620 1458 0.84

E1013 761 27.00 60 28.2 0.0010 1620 1458 0.52

E1014 396 27.00 60 14.7 0.0005 1620 1458 0.27

E1016 120 27.00 60 4.4 0.0002 1620 1458 0.08

E1017 389 27.00 60 14.4 0.0005 1620 1458 0.27

E1019 340 27.00 60 12.6 0.0004 1620 1458 0.23

E1020 95 27.00 60 3.5 0.0001 1620 1458 0.07

E1021 123 27.00 60 4.6 0.0002 1620 1458 0.08

E1022 235 27.00 60 8.7 0.0003 1620 1458 0.16

E1023 347 27.00 60 12.8 0.0004 1620 1458 0.24

E2001 346 9.48 60 36.5 0.0013 569 512 0.68

E2003 346 9.48 60 36.5 0.0013 569 512 0.68

E2007 205 6.32 60 32.4 0.0011 379 341 0.60

E2011 1463 26.66 60 54.9 0.0019 1600 1440 1.02

E2013 313 6.32 60 49.5 0.0017 379 341 0.92

E2015 275 26.66 60 10.3 0.0004 1600 1440 0.19

E2017 471 9.48 60 49.6 0.0017 569 512 0.92

E2020 1462 26.66 60 54.8 0.0019 1600 1440 1.02

E2022 434 9.48 60 45.8 0.0016 569 512 0.85

E2024 530 26.66 60 19.9 0.0007 1600 1440 0.37

E2027 26 3.16 60 8.2 0.0003 190 171 0.15

E2029 195 6.32 60 30.9 0.0011 379 341 0.57

E2032 63 3.16 60 19.9 0.0007 190 171 0.37

E2034 24 3.16 60 7.6 0.0003 190 171 0.14

E2036 97 3.16 60 30.7 0.0011 190 171 0.57

E2038 97 3.16 60 30.7 0.0011 190 171 0.57

E3002 281 27.00 60 10.4 0.0004 1620 1458 0.19

E3003 423 27.00 60 15.7 0.0005 1620 1458 0.29

E3004 435 27.00 60 16.1 0.0006 1620 1458 0.30

E3005 429 27.00 60 15.9 0.0005 1620 1458 0.29

E3015 17 27.00 60 0.6 0.0000 1620 1458 0.01

E3016 422 27.00 60 15.6 0.0005 1620 1458 0.29

E3017 265 27.00 60 9.8 0.0003 1620 1458 0.18

E3018 688 27.00 60 25.5 0.0009 1620 1458 0.47

E3019 688 27.00 60 25.5 0.0009 1620 1458 0.47

E3020 452 27.00 60 16.7 0.0006 1620 1458 0.31

E3021 452 27.00 60 16.7 0.0006 1620 1458 0.31

E3022 439 27.00 60 16.3 0.0006 1620 1458 0.30

E3023 1031 27.00 60 38.2 0.0013 1620 1458 0.71

E3024 1222 27.00 60 45.3 0.0016 1620 1458 0.84

E3025 1222 27.00 60 45.3 0.0016 1620 1458 0.84

E3026 1213 27.00 60 44.9 0.0015 1620 1458 0.83

E3028 344 27.00 60 12.7 0.0004 1620 1458 0.24

E3029 544 27.00 60 20.1 0.0007 1620 1458 0.37

E3030 516 27.00 60 19.1 0.0007 1620 1458 0.35

E3031 404 27.00 60 15.0 0.0005 1620 1458 0.28

E4010 293 6.32 60 46.4 0.0016 379 341 0.86

E4012 23 6.32 60 3.6 0.0001 379 341 0.07

E4016 685 21.92 60 31.3 0.0011 1315 1184 0.58

E4018 321 6.32 60 50.8 0.0018 379 341 0.94

E4020 2 21.92 60 0.1 0.0000 1315 1184 0.00

Bent 1 Cap_EQ (Strut and Tie).xlsx 5/25/2012 1/12

167

EKristof

Callout

D/C of 1.02 OK because of the following: - expected material properties could be used to increase capacity - D/C of 1.02 occurs at shear lug location, but does not account for additional steel from approach shear lugs (not currently detailed)

EKristof

Line

EKristof

Line

Sellwood Willamette River Bridge

100% Calculation Books

Bent 4 Pedestal Design

Strut & Tie Calculations: 500yr

Ties фt D/Cmax 0.90 1.02

e le m e n t ID

te n si le d e m a n d

a re a o f st e e l

y ie ld s tr e n g th o f

st e e l

st re ss i n s te e l

st ra in i n s te e l

n o m in a l ca p a ci ty o f

ti e ; 5 .6 .3 .4 .1 ‐1

fa ct o re d r e si st a n ce

o f ti e ; 5 .6 .3 .2 ‐1

d e m a n d ‐c a p a ci ty

ra ti o

ID Pu As fy s Ԑs Pn Pr D/C k in

2 ksi ksi in/in k k

E4021 26 6.32 60 4.0 0.0001 379 341 0.07

E4022 11 21.92 60 0.5 0.0000 1315 1184 0.01

E4023 530 21.92 60 24.2 0.0008 1315 1184 0.45

E4025 1 3.16 60 0.4 0.0000 190 171 0.01

E4026 26 3.16 60 8.2 0.0003 190 171 0.15

E4027 186 6.32 60 29.4 0.0010 379 341 0.54

E5006 389 30.48 60 12.8 0.0004 1829 1646 0.24

E5007 389 30.48 60 12.8 0.0004 1829 1646 0.24

E5008 389 30.48 60 12.8 0.0004 1829 1646 0.24

E5009 389 30.48 60 12.8 0.0004 1829 1646 0.24

E5010 866 30.48 60 28.4 0.0010 1829 1646 0.53

E5011 866 30.48 60 28.4 0.0010 1829 1646 0.53

E5012 871 30.48 60 28.6 0.0010 1829 1646 0.53

E5013 1086 30.48 60 35.6 0.0012 1829 1646 0.66

E5014 1070 30.48 60 35.1 0.0012 1829 1646 0.65

E5015 1131 30.48 60 37.1 0.0013 1829 1646 0.69

Anc_N‐N_A 821 18.66 133 44.0 0.0015 2488 2239 0.37

Anc_N‐N_B 176 7.46 133 23.6 0.0008 995 896 0.20

Anc_N‐N_C 24 7.46 133 3.2 0.0001 995 896 0.03

Anc_N‐N_D 0 7.46 133 0.0 0.0000 995 896 0.00

Anc_N‐S_A 1689 18.66 133 90.5 0.0031 2488 2239 0.75

Anc_N‐S_B 455 7.46 133 61.0 0.0021 995 896 0.51

Anc_N‐S_C 234 7.46 133 31.4 0.0011 995 896 0.26

Anc_N‐S_D 13 7.46 133 1.7 0.0001 995 896 0.01

Anc_S‐N_A 994 18.66 133 53.3 0.0018 2488 2239 0.44

Anc_S‐N_B 230 7.46 133 30.8 0.0011 995 896 0.26

Anc_S‐N_C 63 7.46 133 8.4 0.0003 995 896 0.07

Anc_S‐N_D 0 7.46 133 0.0 0.0000 995 896 0.00

Anc_S‐S_A 2059 18.66 133 110.4 0.0038 2488 2239 0.92

Anc_S‐S_B 574 7.46 133 76.9 0.0027 995 896 0.64

Anc_S‐S_C 73 7.46 133 9.8 0.0003 995 896 0.08

Anc_S‐S_D 0 7.46 133 0.0 0.0000 995 896 0.00

Bent 1 Cap_EQ (Strut and Tie).xlsx 5/25/2012 2/12

168

Sellwood Willamette River Bridge

100% Calculation Books

Bent 4 Pedestal Design

Strut & Tie Calculations: 500yr

Struts фc 0.70

e le m e n t ID

te n si le d e m a n d

co n cr e te

co m p re ss iv e s tr e n g th

a d ja ce n t co n tr o ll in g

n o d e t y p e

a n g le o f st ru t

le n g th o f

b e a ri n g /a n ch o ra g e

h e ig h t

a n ch o ra g e /s tr u t

d e p th o f st ru t

ca lc u la te d w id th o f

st ru t

u se r‐ d e fi n e d w id th

o f st ru t

a re a o f st ru t

e le m e n t ID o f fi rs t

a d jo in in g t e n si o n t ie

st ra in i n f ir st

a d jo in in g t e n si o n t ie

a n g le b e tw

e e n s tr u t

a n d f ir st a d jo in in g

te n si o n t ie

ID Pu f'c Node θs l b / l a h a / h s d wcalc wuser Ac TA ԐA αA

k ksi ° in in in in in in 2

in/in °

E1005 ‐94 6.00 CCT 80.0 0.0 7.8 620 E2007 0.0011 90.0

E1010 ‐437 6.00 CCT 80.0 0.0 7.8 620 E2017 0.0017 90.0

E2000 ‐485 6.00 CTT 80.0 0.0 6.0 480 E1000 0.0004 45.0

E2002 ‐492 6.00 CTT 80.0 0.0 6.0 480

E2004 ‐478 6.00 CTT 80.0 0.0 6.0 480 E2003 0.0013 45.0

E2005 ‐1099 6.00 CTT 80.0 0.0 10.0 800 E1003 0.0013 81.4

E2006 ‐1277 6.00 CTT 80.0 0.0 10.0 800 E2007 0.0011 48.0

E2008 ‐713 6.00 CTT 80.0 0.0 6.0 480 E2007 0.0011 42.3

E2009 ‐471 6.00 CCT 80.0 0.0 6.0 480 E1006 0.0015 90.0

E2010 ‐544 6.00 CTT 80.0 0.0 6.0 480 E2011 0.0019 31.5

E2012 ‐450 6.00 CTT 80.0 0.0 6.0 480 E2011 0.0019 46.0

E2014 ‐393 6.00 CTT 80.0 0.0 6.0 480 E1008 0.0011 45.0

E2016 ‐1184 6.00 CTT 80.0 0.0 10.0 800 E1009 0.0007 33.3

E2018 ‐602 6.00 CTT 80.0 0.0 6.0 480 E2017 0.0017 42.5

E2019 ‐1192 6.00 CTT 80.0 0.0 12.0 960 E1011 0.0016 58.5

E2021 ‐636 6.00 CTT 80.0 0.0 6.0 480 E2022 0.0016 47.0

E2023 ‐606 6.00 CTT 80.0 0.0 6.0 480 E2022 0.0016 44.3

E2025 ‐113 6.00 CTT 80.0 0.0 3.0 240 E2024 0.0007 31.5

E2026 ‐430 6.00 CTT 80.0 0.0 6.0 480 E1014 0.0005 42.2

E2028 ‐16 6.00 CTT 80.0 0.0 3.0 240 E2029 0.0011 54.0

E2030 ‐333 6.00 CTT 80.0 0.0 3.0 240 E3022 0.0006 36.0

E2031 ‐80 6.00 CTT 80.0 0.0 3.0 240 E3023 0.0013 51.8

E2033 ‐773 6.00 CTT 80.0 0.0 6.0 480 E1019 0.0004 71.6

E2035 ‐37 6.00 CTT 80.0 0.0 3.0 240 E3029 0.0007 40.3

E2037 ‐148 6.00 CTT 80.0 0.0 3.0 240 E3030 0.0007 41.0

E2039 ‐148 6.00 CTT 80.0 0.0 3.0 240 E3031 0.0005 41.0

E2040 ‐483 6.00 CTT 80.0 0.0 3.0 240 E1023 0.0004 44.0

E3000 ‐339 6.00 CCT 80.0 0.0 14.0 1120 E2001 0.0013 90.0

E3001 ‐689 6.00 CCT 80.0 0.0 14.0 1120 E2003 0.0013 90.0

E3006 ‐1078 6.00 CCT 80.0 0.0 14.0 1120

E3007 ‐668 6.00 CCC 80.0 0.0 14.0 1120

E3008 ‐529 6.00 CCC 80.0 0.0 14.0 1120

E3009 ‐525 6.00 CCT 80.0 0.0 14.0 1120 E4010 0.0016 90.0

E3010 ‐584 6.00 CTT 80.0 0.0 14.0 1120 E2007 0.0011 90.0

E3011 ‐454 6.00 CTT 80.0 0.0 14.0 1120 E2007 0.0011 90.0

E3012 ‐43 6.00 CTT 80.0 0.0 14.0 1120 E2011 0.0019 90.0

E3013 ‐4 6.00 CTT 80.0 0.0 14.0 1120 E2011 0.0019 90.0

E3014 ‐206 6.00 CTT 80.0 0.0 14.0 1120 E2013 0.0017 90.0

E3027 ‐187 6.00 CTT 80.0 0.0 14.0 1120 E2034 0.0003 90.0

Bent 1 Cap_EQ (Strut and Tie).xlsx 5/25/2012 3/12

169

Sellwood Willamette River Bridge

100% Calculation Books

Bent 4 Pedestal Design

Strut & Tie Calculations: 500yr

Struts

e le m e n t ID

E1005

E1010

E2000

E2002

E2004

E2005

E2006

E2008

E2009

E2010

E2012

E2014

E2016

E2018

E2019

E2021

E2023

E2025

E2026

E2028

E2030

E2031

E2033

E2035

E2037

E2039

E2040

E3000

E3001

E3006

E3007

E3008

E3009

E3010

E3011

E3012

E3013

E3014

E3027

D/Cmax 0.98

e le m e n t ID o f se co n d

a d jo in in g t e n si o n t ie

st ra in i n s e co n d

a d jo in in g t e n si o n t ie

a n g le b e tw

e e n s tr u t

a n d s e co n d a d jo in in g

te n si o n t ie

5 .6 .3 .3 .3 ‐2

li m it in g c o m p re ss iv e

st re ss ; 5 .6 .3 .3 .3 ‐1

li m it in g n o d a l st re ss ;

5 .6 .3 .5

fa ct o re d l im

it in g

co m p re ss iv e s tr e ss

n o m in a l co m p re ss iv e

re si st a n ce ;

5 .6 .3 .3 .1 ‐1

fa ct o re d c o m p re ss iv e

re si st a n ce ;

5 .6 .3 .2 ‐1

m in im

u m s tr u t w id th

m in im

u m s tr u t a re a

d e m a n d ‐c a p a ci ty

ra ti o

TB ԐB αB Ԑ1 fcu fcu node фc∙fcu Pn Pr wc min Ac min D/C

in/in ° in/in ksi ksi ksi k k in in 2

0.0011 5.10 4.50 3.15 3162 2213 0.4 30 0.04

0.0017 5.10 4.50 3.15 3162 2213 1.7 139 0.20

E2001 0.0013 45.0 0.0045 3.83 3.90 2.68 1836 1286 2.3 181 0.38

E1001 0.0009 45.0 0.0038 4.17 3.90 2.73 2001 1401 2.3 180 0.35

E1002 0.0013 45.0 0.0046 3.79 3.90 2.65 1821 1274 2.2 180 0.37

E3005 0.0005 81.4 0.0014 5.10 3.90 2.73 4080 2856 5.0 403 0.38

E1004 0.0011 42.0 0.0049 3.67 3.90 2.57 2939 2057 6.2 497 0.62

0.0049 3.68 3.90 2.58 1768 1237 3.5 276 0.58

0.0015 5.10 4.50 3.15 2448 1714 1.9 150 0.27

E1006 0.0015 58.5 0.0123 2.08 3.90 1.46 999 699 4.7 374 0.78

E1007 0.0015 44.0 0.0055 3.45 3.90 2.42 1657 1160 2.3 186 0.39

E2015 0.0004 45.0 0.0041 4.00 3.90 2.73 1918 1342 1.8 144 0.29

E2017 0.0017 56.7 0.0070 3.02 3.90 2.11 2416 1692 7.0 560 0.70

E3016 0.0005 47.5 0.0061 3.26 3.90 2.28 1563 1094 3.3 264 0.55

E2020 0.0019 31.5 0.0123 2.08 3.90 1.46 1998 1399 10.2 818 0.85

E2020 0.0019 47.0 0.0053 3.54 3.90 2.48 1697 1188 3.2 257 0.54

E1013 0.0010 45.7 0.0053 3.51 3.90 2.46 1687 1181 3.1 246 0.51

E3019 0.0009 58.5 0.0078 2.81 3.90 1.97 675 473 0.7 57 0.24

E3020 0.0006 47.7 0.0036 4.27 3.90 2.73 2051 1436 2.0 158 0.30

E3021 0.0006 36.0 0.0055 3.47 3.90 2.43 833 583 0.1 7 0.03

E2029 0.0011 54.0 0.0054 3.49 3.90 2.44 837 586 1.7 136 0.57

E2032 0.0007 38.2 0.0050 3.63 3.90 2.54 870 609 0.4 32 0.13

E3026 0.0015 71.6 0.0019 5.10 3.90 2.73 2448 1714 3.5 283 0.45

E2036 0.0011 49.7 0.0044 3.86 3.90 2.70 926 648 0.2 14 0.06

E2038 0.0011 49.0 0.0042 3.97 3.90 2.73 954 668 0.7 54 0.22

E2038 0.0011 49.0 0.0038 4.13 3.90 2.73 991 693 0.7 54 0.21

0.0031 4.54 3.90 2.73 1090 763 2.2 177 0.63

E2003 0.0013 90.0 0.0013 5.10 4.50 3.15 5712 3998 1.3 108 0.08

0.0013 5.10 4.50 3.15 5712 3998 2.7 219 0.17

0.0000 5.10 4.50 3.15 5712 3998 4.3 342 0.27

0.0000 5.10 5.10 3.57 5712 3998 2.3 187 0.17

0.0000 5.10 5.10 3.57 5712 3998 1.9 148 0.13

0.0016 5.10 4.50 3.15 5712 3998 2.1 167 0.13

E4012 0.0001 90.0 0.0011 5.10 3.90 2.73 5712 3998 2.7 214 0.15

E4012 0.0001 90.0 0.0011 5.10 3.90 2.73 5712 3998 2.1 166 0.11

E4016 0.0011 90.0 0.0019 5.10 3.90 2.73 5712 3998 0.2 16 0.01

E4018 0.0018 90.0 0.0019 5.10 3.90 2.73 5712 3998 0.0 1 0.00

E4018 0.0018 90.0 0.0018 5.10 3.90 2.73 5712 3998 0.9 75 0.05

0.0003 5.10 3.90 2.73 5712 3998 0.9 68 0.05

Bent 1 Cap_EQ (Strut and Tie).xlsx 5/25/2012 4/12

170

Sellwood Willamette River Bridge

100% Calculation Books

Bent 4 Pedestal Design

Strut & Tie Calculations: 500yr

Struts фc 0.70

e le m e n t ID

te n si le d e m a n d

co n cr e te

co m p re ss iv e s tr e n g th

a d ja ce n t co n tr o ll in g

n o d e t y p e

a n g le o f st ru t

le n g th o f

b e a ri n g /a n ch o ra g e

h e ig h t

a n ch o ra g e /s tr u t

d e p th o f st ru t

ca lc u la te d w id th o f

st ru t

u se r‐ d e fi n e d w id th

o f st ru t

a re a o f st ru t

e le m e n t ID o f fi rs t

a d jo in in g t e n si o n t ie

st ra in i n f ir st

a d jo in in g t e n si o n t ie

a n g le b e tw

e e n s tr u t

a n d f ir st a d jo in in g

te n si o n t ie

ID Pu f'c Node θs l b / l a h a / h s d wcalc wuser Ac TA ԐA αA

k ksi ° in in in in in in 2

in/in °

E4000 ‐1746 6.00 CTT 80.0 0.0 10.0 800 E3002 0.0004 42.0

E4001 ‐226 6.00 CTT 80.0 0.0 2.0 160 E3003 0.0005 51.0

E4002 ‐27 6.00 CTT 80.0 0.0 1.0 80 E3004 0.0006 63.0

E4003 ‐1100 6.00 CTT 80.0 0.0 10.0 800 E3004 0.0006 81.0

E4004 ‐2272 6.00 CCT 80.0 0.0 16.0 1280 E3005 0.0005 44.9

E4005 ‐135 6.00 CCT 80.0 0.0 2.0 160 A

E4006 ‐613 6.00 CCT 80.0 0.0 6.0 480

E4007 ‐272 6.00 CCT 80.0 0.0 3.0 240

E4008 ‐14 6.00 CCT 80.0 0.0 1.0 80 A

E4009 ‐1528 6.00 CCT 80.0 0.0 10.0 800 E4010 0.0016 41.2

E4011 ‐492 6.00 CTT 80.0 0.0 6.0 480 E4010 0.0016 45.0

E4013 ‐43 6.00 CTT 80.0 0.0 3.0 240 E4012 0.0001 45.6

E4015 ‐622 6.00 CCT 80.0 0.0 6.0 480 E4016 0.0011 45.0

E4017 ‐559 6.00 CTT 80.0 0.0 6.0 480 E4016 0.0011 59.5

E4019 ‐855 6.00 CTT 80.0 0.0 9.0 720 E5006 0.0004 24.0

E4024 ‐625 6.00 CTT 80.0 0.0 6.0 480 E3019 0.0009 41.7

E4028 ‐270 6.00 CTT 80.0 0.0 3.0 240 Anc_S‐N_A 0.0018 52.7

E4029 ‐185 6.00 CTT 80.0 0.0 3.0 240 E3023 0.0013 90.0

E4030 ‐1368 6.00 CTT 80.0 0.0 8.0 640 E3023 0.0013 41.3

E4031 ‐299 6.00 CTT 80.0 0.0 3.0 240 E3024 0.0016 50.2

E4032 ‐776 6.00 CTT 80.0 0.0 6.0 480 E3025 0.0016 71.0

E4033 ‐2473 6.00 CTT 80.0 0.0 18.0 1440 E3026 0.0015 45.5

E4034 ‐428 6.00 CTT 80.0 0.0 3.0 240 E5015 0.0013 39.1

E4035 ‐782 6.00 CTT 80.0 0.0 6.0 480 Anc_S‐S_B 0.0027 42.7

E4036 ‐380 6.00 CTT 80.0 0.0 3.0 240 Anc_S‐S_C 0.0003 31.7

E4037 ‐772 6.00 CTT 80.0 0.0 6.0 480 E3031 0.0005 34.1

E5000 ‐410 6.00 CCC 80.0 0.0 8.5 680

E5001 ‐810 6.00 CCT 80.0 0.0 8.5 680

E5002 ‐457 6.00 CCT 80.0 0.0 8.5 680 E4010 0.0016 79.3

E5003 ‐425 6.00 CCT 80.0 0.0 8.5 680 E4012 0.0001 79.4

E5005 ‐380 6.00 CCT 80.0 0.0 8.5 680 E4016 0.0011 84.1

Bent 1 Cap_EQ (Strut and Tie).xlsx 5/25/2012 5/12

171

Sellwood Willamette River Bridge

100% Calculation Books

Bent 4 Pedestal Design

Strut & Tie Calculations: 500yr

Struts

e le m e n t ID

E4000

E4001

E4002

E4003

E4004

E4005

E4006

E4007

E4008

E4009

E4011

E4013

E4015

E4017

E4019

E4024

E4028

E4029

E4030

E4031

E4032

E4033

E4034

E4035

E4036

E4037

E5000

E5001

E5002

E5003

E5005

D/Cmax 0.98

e le m e n t ID o f se co n d

a d jo in in g t e n si o n t ie

st ra in i n s e co n d

a d jo in in g t e n si o n t ie

a n g le b e tw

e e n s tr u t

a n d s e co n d a d jo in in g

te n si o n t ie

5 .6 .3 .3 .3 ‐2

li m it in g c o m p re ss iv e

st re ss ; 5 .6 .3 .3 .3 ‐1

li m it in g n o d a l st re ss ;

5 .6 .3 .5

fa ct o re d l im

it in g

co m p re ss iv e s tr e ss

n o m in a l co m p re ss iv e

re si st a n ce ;

5 .6 .3 .3 .1 ‐1

fa ct o re d c o m p re ss iv e

re si st a n ce ;

5 .6 .3 .2 ‐1

m in im

u m s tr u t w id th

m in im

u m s tr u t a re a

d e m a n d ‐c a p a ci ty

ra ti o

TB ԐB αB Ԑ1 fcu fcu node фc∙fcu Pn Pr wc min Ac min D/C

in/in ° in/in ksi ksi ksi k k in in 2

Anc_N‐N_A 0.0015 48.0 0.0044 3.89 3.90 2.72 3111 2178 8.0 642 0.80

Anc_N‐N_B 0.0008 39.0 0.0051 3.60 3.90 2.52 576 403 1.1 90 0.56

Anc_N‐N_C 0.0001 27.0 0.0082 2.73 3.90 1.91 218 153 0.2 14 0.18

0.0006 5.10 3.90 2.73 4080 2856 5.0 403 0.39

Anc_N‐S_A 0.0031 45.1 0.0082 2.73 4.50 1.91 3498 2449 14.8 1188 0.93

Anc_N‐S_A 0.0031 50.6 0.0066 3.13 4.50 2.19 500 350 0.8 62 0.39

Anc_N‐S_B 0.0021 42.0 0.0072 2.97 4.50 2.08 1427 999 3.7 294 0.61

Anc_N‐S_C 0.0011 30.8 0.0098 2.44 4.50 1.71 586 410 2.0 159 0.66

Anc_N‐S_D 0.0001 16.1 0.0248 1.20 4.50 0.84 96 67 0.2 16 0.20

0.0063 3.21 4.50 2.25 2566 1796 8.5 681 0.85

E4012 0.0001 45.0 0.0052 3.56 3.90 2.49 1710 1197 2.5 197 0.41

0.0022 5.10 3.90 2.73 1224 857 0.2 16 0.05

0.0042 3.98 4.50 2.79 1912 1338 2.8 223 0.47

E4018 0.0018 59.5 0.0031 4.55 3.90 2.73 2184 1529 2.6 205 0.37

E4018 0.0018 64.0 0.0127 2.02 3.90 1.42 1456 1019 7.5 604 0.84

E4023 0.0008 48.3 0.0045 3.83 3.90 2.68 1839 1287 2.9 233 0.49

E4027 0.0010 52.7 0.0041 4.02 3.90 2.73 966 676 1.2 99 0.40

E5013 0.0012 80.0 0.0013 5.10 3.90 2.73 1224 857 0.8 68 0.22

Anc_S‐N_B 0.0011 48.7 0.0056 3.42 3.90 2.39 2189 1532 7.1 572 0.89

Anc_S‐N_C 0.0003 39.7 0.0040 4.04 3.90 2.73 969 678 1.4 110 0.44

E5015 0.0013 71.0 0.0020 5.10 3.90 2.73 2448 1714 3.6 284 0.45

Anc_S‐S_A 0.0038 45.5 0.0094 2.50 3.90 1.75 3600 2520 17.7 1413 0.98

Anc_S‐S_A 0.0038 50.9 0.0076 2.86 3.90 2.00 686 480 2.7 214 0.89

E5015 0.0013 47.2 0.0081 2.75 3.90 1.93 1321 925 5.1 406 0.85

E5015 0.0013 58.2 0.0065 3.16 3.90 2.21 758 531 2.1 172 0.72

E3031 0.0005 34.1 0.0060 3.30 3.90 2.31 1582 1107 4.2 335 0.70

0.0000 5.10 5.10 3.57 3468 2428 1.4 115 0.17

0.0000 5.10 4.50 3.15 3468 2428 3.2 257 0.33

0.0017 5.10 4.50 3.15 3468 2428 1.8 145 0.19

0.0002 5.10 4.50 3.15 3468 2428 1.7 135 0.18

0.0011 5.10 4.50 3.15 3468 2428 1.5 121 0.16

Bent 1 Cap_EQ (Strut and Tie).xlsx 5/25/2012 6/12

172

Sellwood Willamette River Bridge

100% Calculation Books

Bent 4 Pedestal Design

Strut & Tie Calculations: 1000yr

Ties фt D/Cmax 1.00 0.99

e le m e n t ID

te n si le d e m a n d

a re a o f st e e l

y ie ld s tr e n g th o f

st e e l

st re ss i n s te e l

st ra in i n s te e l

o m in a l ca p a ci ty o f

ti e ; 5 .6 .3 .4 .1 ‐1

ct o re d r e si st a n ce

o f ti e ; 5 .6 .3 .2 ‐1

d e m a n d ‐c a p a ci ty

ra ti o

n o

fa d

ID Pu As fy s Ԑs Pn Pr D/C k in

2 ksi ksi in/in k k

E1000 350 27.00 68 13.0 0.0004 1836 1836 0.19

E1001 711 27.00 68 26.3 0.0009 1836 1836 0.39

E1002 1050 27.00 68 38.9 0.0013 1836 1836 0.57

E1003 1050 27.00 68 38.9 0.0013 1836 1836 0.57

E1004 880 27.00 68 32.6 0.0011 1836 1836 0.48

E1006 1398 27.00 68 51.8 0.0018 1836 1836 0.76

E1007 1398 27.00 68 51.8 0.0018 1836 1836 0.76

E1008 1046 27.00 68 38.8 0.0013 1836 1836 0.57

E1009 745 27.00 68 27.6 0.0010 1836 1836 0.41

E1011 1563 27.00 68 57.9 0.0020 1836 1836 0.85

E1012 1563 27.00 68 57.9 0.0020 1836 1836 0.85

E1013 1005 27.00 68 37.2 0.0013 1836 1836 0.55

E1014 591 27.00 68 21.9 0.0008 1836 1836 0.32

E1016 243 27.00 68 9.0 0.0003 1836 1836 0.13

E1017 357 27.00 68 13.2 0.0005 1836 1836 0.19

E1019 291 27.00 68 10.8 0.0004 1836 1836 0.16

E1020 57 27.00 68 2.1 0.0001 1836 1836 0.03

E1021 78 27.00 68 2.9 0.0001 1836 1836 0.04

E1022 208 27.00 68 7.7 0.0003 1836 1836 0.11

E1023 337 27.00 68 12.5 0.0004 1836 1836 0.18

E2001 357 9.48 68 37.7 0.0013 645 645 0.55

E2003 357 9.48 68 37.7 0.0013 645 645 0.55

E2007 213 6.32 68 33.7 0.0012 430 430 0.50

E2011 1713 26.66 68 64.2 0.0022 1813 1813 0.94

E2013 340 6.32 68 53.9 0.0019 430 430 0.79

E2015 297 26.66 68 11.1 0.0004 1813 1813 0.16

E2017 557 9.48 68 58.7 0.0020 645 645 0.86

E2020 1713 26.66 68 64.3 0.0022 1813 1813 0.94

E2022 521 9.48 68 54.9 0.0019 645 645 0.81

E2024 676 26.66 68 25.4 0.0009 1813 1813 0.37

E2027 121 3.16 68 38.4 0.0013 215 215 0.56

E2029 265 6.32 68 42.0 0.0014 430 430 0.62

E2032 83 3.16 68 26.3 0.0009 215 215 0.39

E2034 18 3.16 68 5.8 0.0002 215 215 0.09

E2036 112 3.16 68 35.6 0.0012 215 215 0.52

E2038 112 3.16 68 35.6 0.0012 215 215 0.52

E3002 448 27.00 68 16.6 0.0006 1836 1836 0.24

E3003 622 27.00 68 23.0 0.0008 1836 1836 0.34

E3004 639 27.00 68 23.6 0.0008 1836 1836 0.35

E3005 632 27.00 68 23.4 0.0008 1836 1836 0.34

E3016 439 27.00 68 16.3 0.0006 1836 1836 0.24

E3017 274 27.00 68 10.1 0.0003 1836 1836 0.15

E3018 782 27.00 68 29.0 0.0010 1836 1836 0.43

E3019 782 27.00 68 29.0 0.0010 1836 1836 0.43

E3020 429 27.00 68 15.9 0.0005 1836 1836 0.23

E3021 555 27.00 68 20.6 0.0007 1836 1836 0.30

E3022 555 27 00 68 20 6 0 0007 1836 1836 0 30E3022 555 27.00 68 20.6 0.0007 1836 1836 0.30

E3023 1225 27.00 68 45.4 0.0016 1836 1836 0.67

E3024 1460 27.00 68 54.1 0.0019 1836 1836 0.80

E3025 1460 27.00 68 54.1 0.0019 1836 1836 0.80

E3026 1451 27.00 68 53.8 0.0019 1836 1836 0.79

E3028 349 27.00 68 12.9 0.0004 1836 1836 0.19

E3029 592 27.00 68 21.9 0.0008 1836 1836 0.32

E3030 570 27.00 68 21.1 0.0007 1836 1836 0.31

E3031 441 27.00 68 16.3 0.0006 1836 1836 0.24

E4010 337 6.32 68 53.3 0.0018 430 430 0.78

E4012 30 6 32 68 4 8 0 0002 430 430 0 07E4012 30 6.32 68 4.8 0.0002 430 430 0.07

E4016 804 21.92 68 36.7 0.0013 1491 1491 0.54

E4018 369 6.32 68 58.3 0.0020 430 430 0.86

E4020 2 21.92 68 0.1 0.0000 1491 1491 0.00

Bent 1 Cap_EQ (Strut and Tie).xlsx 5/25/2012 7/12

173

Sellwood Willamette River Bridge

100% Calculation Books

Bent 4 Pedestal Design

Strut & Tie Calculations: 1000yr

Ties фt D/Cmax 1.00 0.99

e le m e n t ID

te n si le d e m a n d

a re a o f st e e l

y ie ld s tr e n g th o f

st e e l

st re ss i n s te e l

st ra in i n s te e l

o m in a l ca p a ci ty o f

ti e ; 5 .6 .3 .4 .1 ‐1

ct o re d r e si st a n ce

o f ti e ; 5 .6 .3 .2 ‐1

d e m a n d ‐c a p a ci ty

ra ti o

n o

fa d

ID Pu As fy s Ԑs Pn Pr D/C k in

2 ksi ksi in/in k k

E4021 25 6.32 68 4.0 0.0001 430 430 0.06

E4022 11 21.92 68 0.5 0.0000 1491 1491 0.01

E4023 676 21.92 68 30.8 0.0011 1491 1491 0.45

E4025 2 3.16 68 0.5 0.0000 215 215 0.01

E4026 30 3.16 68 9.4 0.0003 215 215 0.14

E4027 265 6.32 68 42.0 0.0014 430 430 0.62

E5006 384 30.48 68 12.6 0.0004 2073 2073 0.19

E5007 384 30.48 68 12.6 0.0004 2073 2073 0.19

E5008 383 30.48 68 12.6 0.0004 2073 2073 0.18

E5009 384 30.48 68 12.6 0.0004 2073 2073 0.19

E5010 1002 30.48 68 32.9 0.0011 2073 2073 0.48

E5011 1002 30.48 68 32.9 0.0011 2073 2073 0.48

E5012 1007 30.48 68 33.0 0.0011 2073 2073 0.49

E5013 1311 30.48 68 43.0 0.0015 2073 2073 0.63

E5014 1292 30.48 68 42.4 0.0015 2073 2073 0.62

E5015 1434 30.48 68 47.0 0.0016 2073 2073 0.69

Anc_N‐N_A 989 18.66 133 53.0 0.0018 2488 2488 0.40

Anc_N‐N_B 215 7.46 133 28.8 0.0010 995 995 0.22

Anc_N‐N_C 34 7.46 133 4.6 0.0002 995 995 0.03

Anc_N‐N_D 0 7.46 133 0.0 0.0000 995 995 0.00

Anc_N‐S_A 2045 18.66 133 109.6 0.0038 2488 2488 0.82

Anc_N‐S_B 554 7.46 133 74.2 0.0026 995 995 0.56

Anc_N‐S_C 289 7.46 133 38.7 0.0013 995 995 0.29

Anc_N‐S_D 25 7.46 133 3.3 0.0001 995 995 0.03

Anc_S‐N_A 1206 18.66 133 64.6 0.0022 2488 2488 0.48

Anc_S‐N_B 283 7.46 133 37.9 0.0013 995 995 0.28

Anc_S‐N_C 83 7.46 133 11.1 0.0004 995 995 0.08

Anc_S‐N_D 0 7.46 133 0.0 0.0000 995 995 0.00

Anc_S‐S_A 2471 18.66 133 132.4 0.0046 2488 2488 0.99

Anc_S‐S_B 690 7.46 133 92.5 0.0032 995 995 0.69

Anc_S‐S_C 392 7.46 133 52.5 0.0018 995 995 0.39

Anc_S‐S_D 94 7.46 133 12.6 0.0004 995 995 0.09

Bent 1 Cap_EQ (Strut and Tie).xlsx 5/25/2012 8/12

174

Sellwood Willamette River Bridge

100% Calculation Books

Bent 4 Pedestal Design

Strut & Tie Calculations: 1000yr

Struts фc 0.70

e le m e n t ID

te n si le d e m a n d

co n cr e te

co m p re ss iv e s tr e n g th

a d ja ce n t co n tr o ll in g

n o d e t y p e

a n g le o f st ru t

le n g th o f

b e a ri n g /a n ch o ra g e

h e ig h t

a n ch o ra g e /s tr u t

d e p th o f st ru t

ca lc u la te d w id th o f

st ru t

u se r‐ d e fi n e d w id th

o f st ru t

a re a o f st ru t

e le m e n t ID o f fi rs t

a d jo in in g t e n si o n t ie

st ra in i n f ir st

a d jo in in g t e n si o n t ie

a n g le b e tw

e e n s tr u t

a n d f ir st a d jo in in g

te n si o n t ie

ID Pu f'c Node θs l b / l a h a / h s d wcalc wuser Ac TA ԐA αA

k ksi ° in in in in in in 2

in/in °

E1005 ‐116 7.80 CCT 80.0 0.0 7.8 620 E2007 0.0012 90.0

E1010 ‐370 7.80 CCT 80.0 0.0 7.8 620 E2017 0.0020 90.0

E2000 ‐500 7.80 CTT 80.0 0.0 6.0 480 E1000 0.0004 45.0

E2002 ‐508 7.80 CTT 80.0 0.0 6.0 480

E2004 ‐493 7.80 CTT 80.0 0.0 6.0 480 E2003 0.0013 45.0

E2005 ‐1136 7.80 CTT 80.0 0.0 10.0 800 E1003 0.0013 81.4

E2006 ‐1344 7.80 CTT 80.0 0.0 10.0 800 E2007 0.0012 48.0

E2008 ‐782 7.80 CTT 80.0 0.0 6.0 480 E2007 0.0012 42.3

E2009 ‐566 7.80 CCT 80.0 0.0 6.0 480 E1006 0.0018 90.0

E2010 ‐666 7.80 CTT 80.0 0.0 6.0 480 E2011 0.0022 31.5

E2012 ‐489 7.80 CTT 80.0 0.0 6.0 480 E2011 0.0022 46.0

E2014 ‐423 7.80 CTT 80.0 0.0 6.0 480 E1008 0.0013 45.0

E2016 ‐1334 7.80 CTT 80.0 0.0 10.0 800 E1009 0.0010 33.3

E2018 ‐718 7.80 CTT 80.0 0.0 6.0 480 E2017 0.0020 42.5

E2019 ‐1385 7.80 CTT 80.0 0.0 12.0 960 E1011 0.0020 58.5

E2021 ‐763 7.80 CTT 80.0 0.0 6.0 480 E2022 0.0019 47.0

E2023 ‐728 7.80 CTT 80.0 0.0 6.0 480 E2022 0.0019 44.3

E2025 ‐182 7.80 CTT 80.0 0.0 3.0 240 E2024 0.0009 31.5

E2026 ‐518 7.80 CTT 80.0 0.0 6.0 480 E1014 0.0008 42.2

E2028 ‐156 7.80 CTT 80.0 0.0 3.0 240 E2029 0.0014 54.0

E2030 ‐296 7.80 CTT 80.0 0.0 3.0 240 E3022 0.0007 36.0

E2031 ‐106 7.80 CTT 80.0 0.0 3.0 240 E3023 0.0016 51.8

E2033 ‐742 7.80 CTT 80.0 0.0 6.0 480 E1019 0.0004 71.6

E2035 ‐28 7.80 CTT 80.0 0.0 3.0 240 E3029 0.0008 40.3

E2037 ‐171 7.80 CTT 80.0 0.0 3.0 240 E3030 0.0007 41.0

E2039 ‐171 7.80 CTT 80.0 0.0 3.0 240 E3031 0.0006 41.0

E2040 ‐470 7.80 CTT 80.0 0.0 3.0 240 E1023 0.0004 44.0

E3000 ‐350 7.80 CCT 80.0 0.0 14.0 1120 E2001 0.0013 90.0

E3001 ‐711 7.80 CCT 80.0 0.0 14.0 1120 E2003 0.0013 90.0

E3006 ‐1225 7.80 CCT 80.0 0.0 14.0 1120

E3007 ‐726 7.80 CCC 80.0 0.0 14.0 1120

E3008 ‐554 7.80 CCC 80.0 0.0 14.0 1120

E3009 ‐547 7.80 CCT 80.0 0.0 14.0 1120 E4010 0.0018 90.0

E3010 ‐634 7.80 CTT 80.0 0.0 14.0 1120 E2007 0.0012 90.0

E3011 ‐508 7.80 CTT 80.0 0.0 14.0 1120 E2007 0.0012 90.0

E3012 ‐21 7.80 CTT 80.0 0.0 14.0 1120 E2011 0.0022 90.0

E3013 ‐17 7.80 CTT 80.0 0.0 14.0 1120 E2011 0.0022 90.0

E3014 ‐269 7.80 CTT 80.0 0.0 14.0 1120 E2013 0.0019 90.0

E3015 ‐44 7.80 CTT 80.0 0.0 14.0 1120 E2013 0.0019 90.0

E3027 ‐289 7.80 CTT 80.0 0.0 14.0 1120 E2034 0.0002 90.0

Bent 1 Cap_EQ (Strut and Tie).xlsx 5/25/2012 9/12

175

Sellwood Willamette River Bridge

100% Calculation Books

Bent 4 Pedestal Design

Strut & Tie Calculations: 1000yr

Struts

e le m e n t ID

E1005

E1010

E2000

E2002

E2004

E2005

E2006

E2008

E2009

E2010

E2012

E2014

E2016

E2018

E2019

E2021

E2023

E2025

E2026

E2028

E2030

E2031

E2033

E2035

E2037

E2039

E2040

E3000

E3001

E3006

E3007

E3008

E3009

E3010

E3011

E3012

E3013

E3014

E3015

E3027

D/Cmax 0.99

e le m e n t ID o f se co n d

a d jo in in g t e n si o n t ie

st ra in i n s e co n d

a d jo in in g t e n si o n t ie

a n g le b e tw

e e n s tr u t

a n d s e co n d a d jo in in g

te n si o n t ie

5 .6 .3 .3 .3 ‐2

li m it in g c o m p re ss iv e

st re ss ; 5 .6 .3 .3 .3 ‐1

li m it in g n o d a l st re ss ;

5 .6 .3 .5

fa ct o re d l im

it in g

co m p re ss iv e s tr e ss

n o m in a l co m p re ss iv e

re si st a n ce ;

5 .6 .3 .3 .1 ‐1

fa ct o re d c o m p re ss iv e

re si st a n ce ;

5 .6 .3 .2 ‐1

m in im

u m s tr u t w id th

m in im

u m s tr u t a re a

d e m a n d ‐c a p a ci ty

ra ti o

TB ԐB αB Ԑ1 fcu fcu node фc∙fcu Pn Pr wc min Ac min D/C

in/in ° in/in ksi ksi ksi k k in in 2

0.0012 6.63 5.85 4.10 4111 2877 0.4 28 0.04

0.0020 6.63 5.85 4.10 4111 2877 1.1 90 0.13

E2001 0.0013 45.0 0.0046 4.93 5.07 3.45 2367 1657 1.8 145 0.30

E1001 0.0009 45.0 0.0038 5.38 5.07 3.55 2584 1809 1.8 143 0.28

E1002 0.0013 45.0 0.0047 4.89 5.07 3.42 2346 1642 1.8 144 0.30

E3005 0.0008 81.4 0.0014 6.63 5.07 3.55 5304 3713 4.0 320 0.31

E1004 0.0011 42.0 0.0050 4.74 5.07 3.32 3790 2653 5.1 405 0.51

0.0050 4.74 5.07 3.31 2273 1591 3.0 236 0.49

0.0018 6.63 5.85 4.10 3182 2228 1.7 138 0.25

E1006 0.0018 58.5 0.0134 2.53 5.07 1.77 1214 850 4.7 376 0.78

E1007 0.0018 44.0 0.0061 4.23 5.07 2.96 2030 1421 2.1 165 0.34

E2015 0.0004 45.0 0.0047 4.89 5.07 3.42 2348 1644 1.5 124 0.26

E2017 0.0020 56.7 0.0078 3.67 5.07 2.57 2937 2056 6.5 519 0.65

E3016 0.0006 47.5 0.0068 3.98 5.07 2.79 1911 1338 3.2 258 0.54

E2020 0.0022 31.5 0.0134 2.53 5.07 1.77 2427 1699 9.8 783 0.82

E2020 0.0022 47.0 0.0059 4.33 5.07 3.03 2080 1456 3.1 252 0.52

E1013 0.0013 45.7 0.0060 4.29 5.07 3.01 2061 1442 3.0 242 0.50

E3019 0.0010 58.5 0.0085 3.47 5.07 2.43 832 582 0.9 75 0.31

E3020 0.0005 47.7 0.0041 5.21 5.07 3.55 2499 1749 1.8 146 0.30

E3021 0.0007 36.0 0.0058 4.35 5.07 3.05 1044 731 0.6 51 0.21

E2029 0.0014 54.0 0.0058 4.35 5.07 3.05 1044 731 1.2 97 0.41

E2032 0.0009 38.2 0.0056 4.45 5.07 3.12 1069 748 0.4 34 0.14

E3026 0.0019 71.6 0.0023 6.57 5.07 3.55 3153 2207 2.6 209 0.34

E2036 0.0012 49.7 0.0046 4.94 5.07 3.46 1185 829 0.1 8 0.03

E2038 0.0012 49.0 0.0043 5.07 5.07 3.55 1218 852 0.6 48 0.20

E2038 0.0012 49.0 0.0040 5.30 5.07 3.55 1272 890 0.6 48 0.19

0.0030 5.93 5.07 3.55 1422 996 1.7 132 0.47

E2003 0.0013 90.0 0.0013 6.63 5.85 4.10 7426 5198 1.1 85 0.07

0.0013 6.63 5.85 4.10 7426 5198 2.2 174 0.14

0.0000 6.63 5.85 4.10 7426 5198 3.7 299 0.24

0.0000 6.63 6.63 4.64 7426 5198 2.0 156 0.14

0.0000 6.63 6.63 4.64 7426 5198 1.5 119 0.11

0.0018 6.63 5.85 4.10 7426 5198 1.7 134 0.11

E4012 0.0002 90.0 0.0012 6.63 5.07 3.55 7426 5198 2.2 179 0.12

E4012 0.0002 90.0 0.0012 6.63 5.07 3.55 7426 5198 1.8 143 0.10

E4016 0.0013 90.0 0.0022 6.63 5.07 3.55 7425 5198 0.1 6 0.00

E4018 0.0020 90.0 0.0022 6.63 5.07 3.55 7425 5198 0.1 5 0.00

E4018 0.0020 90.0 0.0020 6.63 5.07 3.55 7426 5198 0.9 76 0.05

E2015 0.0004 90.0 0.0019 6.63 5.07 3.55 7426 5198 0.2 13 0.01

0.0002 6.63 5.07 3.55 7426 5198 1.0 81 0.06

Bent 1 Cap_EQ (Strut and Tie).xlsx 5/25/2012 10/12

176

Sellwood Willamette River Bridge

100% Calculation Books

Bent 4 Pedestal Design

Strut & Tie Calculations: 1000yr

Struts фc 0.70

e le m e n t ID

te n si le d e m a n d

co n cr e te

co m p re ss iv e s tr e n g th

a d ja ce n t co n tr o ll in g

n o d e t y p e

a n g le o f st ru t

le n g th o f

b e a ri n g /a n ch o ra g e

h e ig h t

a n ch o ra g e /s tr u t

d e p th o f st ru t

ca lc u la te d w id th o f

st ru t

u se r‐ d e fi n e d w id th

o f st ru t

a re a o f st ru t

e le m e n t ID o f fi rs t

a d jo in in g t e n si o n t ie

st ra in i n f ir st

a d jo in in g t e n si o n t ie

a n g le b e tw

e e n s tr u t

a n d f ir st a d jo in in g

te n si o n t ie

ID Pu f'c Node θs l b / l a h a / h s d wcalc wuser Ac TA ԐA αA

k ksi ° in in in in in in 2

in/in °

E4000 ‐2014 7.80 CTT 80.0 0.0 10.0 800 E3002 0.0006 42.0

E4001 ‐276 7.80 CTT 80.0 0.0 2.0 160 E3003 0.0008 51.0

E4002 ‐38 7.80 CTT 80.0 0.0 1.0 80 E3004 0.0008 63.0

E4003 ‐1137 7.80 CTT 80.0 0.0 10.0 800 E3004 0.0008 81.0

E4004 ‐2772 7.80 CCT 80.0 0.0 16.0 1280 E3005 0.0008 44.9

E4005 ‐140 7.80 CCT 80.0 0.0 2.0 160 A

E4006 ‐746 7.80 CCT 80.0 0.0 6.0 480

E4007 ‐336 7.80 CCT 80.0 0.0 3.0 240

E4008 ‐26 7.80 CCT 80.0 0.0 1.0 80 A

E4009 ‐1645 7.80 CCT 80.0 0.0 10.0 800 E4010 0.0018 41.2

E4011 ‐563 7.80 CTT 80.0 0.0 6.0 480 E4010 0.0018 45.0

E4013 ‐59 7.80 CTT 80.0 0.0 3.0 240 E4012 0.0002 45.6

E4015 ‐745 7.80 CCT 80.0 0.0 6.0 480 E4016 0.0013 45.0

E4017 ‐642 7.80 CTT 80.0 0.0 6.0 480 E4016 0.0013 59.5

E4019 ‐992 7.80 CTT 80.0 0.0 9.0 720 E5006 0.0004 24.0

E4024 ‐812 7.80 CTT 80.0 0.0 6.0 480 E3019 0.0010 41.7

E4028 ‐381 7.80 CTT 80.0 0.0 3.0 240 Anc_S‐N_A 0.0022 52.7

E4029 ‐223 7.80 CTT 80.0 0.0 3.0 240 E3023 0.0016 90.0

E4030 ‐1528 7.80 CTT 80.0 0.0 8.0 640 E3023 0.0016 41.3

E4031 ‐368 7.80 CTT 80.0 0.0 3.0 240 E3024 0.0019 50.2

E4032 ‐745 7.80 CTT 80.0 0.0 6.0 480 E3025 0.0019 71.0

E4033 ‐3014 7.80 CTT 80.0 0.0 19.0 1520 E3026 0.0019 45.5

E4034 ‐478 7.80 CTT 80.0 0.0 3.0 240 E5015 0.0016 39.1

E4035 ‐940 7.80 CTT 80.0 0.0 6.0 480 Anc_S‐S_B 0.0032 42.7

E4036 ‐461 7.80 CTT 80.0 0.0 3.0 240 Anc_S‐S_C 0.0018 31.7

E4037 ‐783 7.80 CTT 80.0 0.0 6.0 480 E3031 0.0006 34.1

E5000 ‐409 7.80 CCC 80.0 0.0 8.5 680

E5001 ‐988 7.80 CCT 80.0 0.0 8.5 680

E5002 ‐584 7.80 CCT 80.0 0.0 8.5 680 E4010 0.0018 79.3

E5003 ‐540 7.80 CCT 80.0 0.0 8.5 680 E4012 0.0002 79.4

E5005 ‐510 7.80 CCT 80.0 0.0 8.5 680 E4016 0.0013 84.1

Bent 1 Cap_EQ (Strut and Tie).xlsx 5/25/2012 11/12

177

Sellwood Willamette River Bridge

100% Calculation Books

Bent 4 Pedestal Design

Strut & Tie Calculations: 1000yr

Struts

e le m e n t ID

E4000

E4001

E4002

E4003

E4004

E4005

E4006

E4007

E4008

E4009

E4011

E4013

E4015

E4017

E4019

E4024

E4028

E4029

E4030

E4031

E4032

E4033

E4034

E4035

E4036

E4037

E5000

E5001

E5002

E5003

E5005

D/Cmax 0.99

e le m e n t ID o f se co n d

a d jo in in g t e n si o n t ie

st ra in i n s e co n d

a d jo in in g t e n si o n t ie

a n g le b e tw

e e n s tr u t

a n d s e co n d a d jo in in g

te n si o n t ie

5 .6 .3 .3 .3 ‐2

li m it in g c o m p re ss iv e

st re ss ; 5 .6 .3 .3 .3 ‐1

li m it in g n o d a l st re ss ;

5 .6 .3 .5

fa ct o re d l im

it in g

co m p re ss iv e s tr e ss

n o m in a l co m p re ss iv e

re si st a n ce ;

5 .6 .3 .3 .1 ‐1

fa ct o re d c o m p re ss iv e

re si st a n ce ;

5 .6 .3 .2 ‐1

m in im

u m s tr u t w id th

m in im

u m s tr u t a re a

d e m a n d ‐c a p a ci ty

ra ti o

TB ԐB αB Ԑ1 fcu fcu node фc∙fcu Pn Pr wc min Ac min D/C

in/in ° in/in ksi ksi ksi k k in in 2

Anc_N‐N_A 0.0018 48.0 0.0049 4.76 5.07 3.33 3809 2666 7.6 604 0.76

Anc_N‐N_B 0.0010 39.0 0.0056 4.47 5.07 3.13 715 501 1.1 88 0.55

Anc_N‐N_C 0.0002 27.0 0.0085 3.48 5.07 2.44 279 195 0.2 16 0.19

0.0009 6.63 5.07 3.55 5304 3713 4.0 320 0.31

Anc_N‐S_A 0.0038 45.1 0.0095 3.23 5.85 2.26 4129 2890 15.3 1228 0.96

Anc_N‐S_A 0.0038 50.6 0.0077 3.70 5.85 2.59 593 415 0.7 54 0.34

Anc_N‐S_B 0.0026 42.0 0.0082 3.56 5.85 2.49 1709 1196 3.7 299 0.62

Anc_N‐S_C 0.0013 30.8 0.0107 2.97 5.85 2.08 714 500 2.0 162 0.67

Anc_N‐S_D 0.0001 16.1 0.0255 1.52 5.85 1.06 121 85 0.3 24 0.31

0.0068 3.97 5.85 2.78 3178 2224 7.4 592 0.74

E4012 0.0002 45.0 0.0057 4.42 5.07 3.09 2121 1485 2.3 182 0.38

0.0022 6.60 5.07 3.55 1585 1110 0.2 17 0.05

0.0045 4.97 5.85 3.48 2385 1669 2.7 214 0.45

E4018 0.0020 59.5 0.0034 5.66 5.07 3.55 2716 1901 2.3 181 0.34

E4018 0.0020 64.0 0.0127 2.63 5.07 1.84 1897 1328 6.7 538 0.75

E4023 0.0011 48.3 0.0048 4.84 5.07 3.39 2323 1626 3.0 240 0.50

E4027 0.0014 52.7 0.0047 4.89 5.07 3.42 1173 821 1.4 111 0.46

E5013 0.0015 80.0 0.0016 6.63 5.07 3.55 1591 1114 0.8 63 0.20

Anc_S‐N_B 0.0013 48.7 0.0062 4.21 5.07 2.95 2697 1888 6.5 518 0.81

Anc_S‐N_C 0.0004 39.7 0.0045 4.96 5.07 3.47 1190 833 1.3 106 0.44

E5015 0.0016 71.0 0.0023 6.53 5.07 3.55 3133 2193 2.6 210 0.34

Anc_S‐S_A 0.0046 45.5 0.0109 2.94 5.07 2.06 4467 3127 18.3 1465 0.96

Anc_S‐S_A 0.0046 50.9 0.0089 3.37 5.07 2.36 809 566 2.5 202 0.84

E5015 0.0016 47.2 0.0093 3.28 5.07 2.30 1575 1102 5.1 409 0.85

E5015 0.0016 58.2 0.0118 2.78 5.07 1.95 667 467 3.0 237 0.99

E3031 0.0006 34.1 0.0062 4.23 5.07 2.96 2028 1420 3.3 265 0.55

0.0000 6.63 6.63 4.64 4508 3156 1.1 88 0.13

0.0000 6.63 5.85 4.10 4508 3156 3.0 241 0.31

0.0020 6.63 5.85 4.10 4508 3156 1.8 143 0.18

0.0002 6.63 5.85 4.10 4508 3156 1.6 132 0.17

0.0013 6.63 5.85 4.10 4508 3156 1.6 124 0.16

Bent 1 Cap_EQ (Strut and Tie).xlsx 5/25/2012 12/12

178

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 1/33

C A S T - Computer Aided Strut-and-Tie - Version 0.9.11 (Last Updated on 1/26/04) File Name: Bent 1 Cap_500YR_PUSH_NORTH (7.1).txt Date and Time Created: 5/25/2012 12:35:27 PM Associated Input Data File Name: Bent 1 Cap_500YR_PUSH_NORTH (7.1).CST P R O J E C T D E S C R I P T I O N : PROJECT NAME: Sellwood Bridge - Bent 1 Cap Beam - 500YR DESIGNER: EJK DATE: 5/25/2012 PROJECT NOTE: G E N E R A L P R O P E R T I E S : UNIT: US Unit D-REGION THICKNESS: 80.00 in. CONCRETE CYLINDER STRENGTH: 6000. psi CONCRETE TENSILE STRENGTH: 581. psi NON-PRESTRESSED REINFORCEMENT YIELD STRENGTH: 60000. psi S T R U C T U R E ' S B O U N D A R I E S D A T A : BOUNDARY ID POSITION # OF ENCLOSED AREA ENCLOSED AREA CENTROID CORNERS (in.²) X (in.) Y (in.) OStrB Outer 31 82927.68 -8.60 49.91 BOUNDARY ID CORNER COORDINATES X (in.) Y (in.) OStrB 146.40 84.00 146.43 113.70 139.69 116.88 110.50 116.88 110.50 84.00 57.50 84.00 57.50 116.88 27.08 116.88 21.86 113.36 21.70 84.00 -21.70 84.00 -21.74 114.20 -28.13 116.88 -57.50 116.88 -57.50 84.00 -110.50 84.00 -110.50 116.88 -141.25 116.88 -146.47 113.02

179

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 2/33

-146.40 84.00 -548.40 84.00 -548.40 23.00 -388.00 0.00 -231.00 0.00 -116.40 22.00 0.00 30.00 125.50 23.00 249.00 0.00 411.00 0.00 528.00 22.00 528.00 84.00 L O A D C O N D I T I O N S : LC1 S T R U T - A N D - T I E N O D E C O O R D I N A T E S : LOAD CONDITION: LC1 NODE ID X Y FUNCTION (in.) (in.) N1 -480.00 80.00 Strut-and-Tie N2 -324.00 80.00 Strut-and-Tie N3 -168.00 80.00 Strut-and-Tie N4 0.00 80.00 Strut-and-Tie N5 168.00 80.00 Strut-and-Tie N6 333.00 80.00 Strut-and-Tie N7 498.00 80.00 Strut-and-Tie N9 -168.00 17.80 Strut-and-Tie N10 0.00 34.00 Strut-and-Tie N11 168.00 21.00 Strut-and-Tie N17 -335.70 4.50 Strut-and-Tie N19 -370.00 47.00 Strut-and-Tie N20 -357.00 47.00 Strut-and-Tie N22 -329.00 47.00 Strut-and-Tie N27 -241.70 4.50 Strut-and-Tie N28 -293.00 47.00 Strut-and-Tie N29 -280.00 47.00 Strut-and-Tie N30 -267.00 47.00 Strut-and-Tie N31 -254.00 47.00 Strut-and-Tie N33 259.00 4.50 Strut-and-Tie N37 307.30 4.50 Strut-and-Tie N38 259.00 47.00 Strut-and-Tie N39 272.00 47.00 Strut-and-Tie N40 285.00 47.00 Strut-and-Tie N42 322.00 47.00 Strut-and-Tie N47 401.30 4.50 Strut-and-Tie N48 349.00 47.00 Strut-and-Tie N49 362.00 47.00 Strut-and-Tie N50 375.00 47.00 Strut-and-Tie

180

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 3/33

N51 388.00 47.00 Strut-and-Tie N53 -117.80 100.44 Strut-and-Tie N54 -110.50 100.44 Load/Support N61 -447.67 47.00 Strut-and-Tie N64 -168.00 47.00 Strut-and-Tie N65 -204.50 47.00 Strut-and-Tie N67 -480.00 84.00 Load/Support N68 -324.00 84.00 Load/Support N69 -168.00 84.00 Load/Support N70 -117.80 47.00 Strut-and-Tie N71 -117.80 80.00 Strut-and-Tie N72 -138.00 80.00 Strut-and-Tie N73 -138.00 47.00 Strut-and-Tie N74 -117.80 27.00 Strut-and-Tie N76 -50.20 80.00 Strut-and-Tie N78 -50.20 32.00 Strut-and-Tie N82 50.20 47.00 Strut-and-Tie N83 50.20 80.00 Strut-and-Tie N84 117.80 47.00 Strut-and-Tie N85 117.80 80.00 Strut-and-Tie N88 50.20 32.70 Strut-and-Tie N89 117.80 29.00 Strut-and-Tie N91 168.00 47.00 Strut-and-Tie N94 213.50 47.00 Strut-and-Tie N106 498.00 84.00 Load/Support N107 333.00 84.00 Load/Support N108 464.00 47.00 Strut-and-Tie N109 0.00 84.00 Load/Support N110 168.00 84.00 Load/Support N119 -204.50 10.90 Strut-and-Tie N121 138.00 47.00 Strut-and-Tie N123 138.00 25.80 Strut-and-Tie N125 213.50 12.35 Strut-and-Tie N126 213.50 80.00 Strut-and-Tie N127 -50.20 47.00 Strut-and-Tie N129 0.00 47.00 Strut-and-Tie N131 -383.00 47.00 Strut-and-Tie N132 -383.00 80.00 Strut-and-Tie N133 -447.67 80.00 Strut-and-Tie N134 50.20 100.44 Strut-and-Tie N135 30.00 80.00 Strut-and-Tie N138 57.50 100.44 Load/Support N144 -83.75 30.50 Strut-and-Tie N145 -83.75 47.00 Strut-and-Tie N146 -335.70 0.00 Load/Support N147 -241.70 0.00 Load/Support N148 -83.75 80.00 Strut-and-Tie N151 -246.20 0.00 Load/Support N152 -340.20 0.00 Load/Support N153 307.30 0.00 Load/Support N154 302.80 0.00 Load/Support N155 401.30 0.00 Load/Support N156 396.80 0.00 Load/Support N157 85.57 80.00 Strut-and-Tie

181

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 4/33

N158 85.57 47.00 Strut-and-Tie N159 -414.34 80.00 Strut-and-Tie N160 -414.34 47.00 Strut-and-Tie N162 285.00 80.00 Strut-and-Tie N165 426.00 47.00 Strut-and-Tie N166 426.00 80.00 Strut-and-Tie N167 388.00 80.00 Strut-and-Tie N168 349.00 80.00 Strut-and-Tie S T R U T - A N D - T I E E L E M E N T D A T A : LOAD CONDITION: LC1 ELEMENT ID CONNECTIVITY LENGTH END I END J (in.) E2000 N1 N61 46.20 E3003 N19 N20 13.00 E3005 N22 N28 36.00 E3006 N28 N29 13.00 E3007 N29 N30 13.00 E3008 N30 N31 13.00 E4003 N17 N22 43.02 E4012 N9 N64 29.20 E2007 N64 N3 33.00 E3010 N65 N64 36.50 E53 N1 N67 4.00 E54 N2 N68 4.00 E55 N3 N69 4.00 E1005 N3 N72 30.00 E1006 N72 N71 20.20 E2009 N72 N73 33.00 E3011 N64 N73 30.00 E3012 N73 N70 20.20 E2011 N70 N71 33.00 E4016 N74 N70 20.00 E66 N72 N53 28.74 E67 N71 N53 20.44 E68 N53 N54 7.30 E5007 N78 N10 50.24 E2020 N82 N83 33.00 E2024 N84 N85 33.00 E5008 N10 N88 50.22 E4022 N88 N82 14.30 E5009 N88 N89 67.70 E4023 N89 N84 18.00 E4026 N11 N91 26.00 E3022 N94 N38 45.50 E3023 N38 N39 13.00 E3024 N39 N40 13.00 E4032 N37 N42 44.97 E3026 N42 N48 27.00 E3027 N48 N49 13.00 E3028 N49 N50 13.00

182

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 5/33

E3029 N50 N51 13.00 E177 N7 N106 4.00 E178 N6 N107 4.00 E2040 N108 N7 47.38 E193 N4 N109 4.00 E194 N5 N110 4.00 E5001 N27 N119 37.75 E5002 N119 N9 37.15 E3019 N84 N121 20.20 E3020 N121 N91 30.00 E4025 N121 N123 21.20 E5010 N89 N123 20.45 E5011 N123 N11 30.38 E4027 N94 N125 34.65 E5012 N11 N125 46.32 E5013 N125 N33 46.17 E2029 N94 N126 33.00 E1016 N5 N126 45.50 E2027 N91 N5 33.00 E3021 N91 N94 45.50 E2015 N76 N127 33.00 E4020 N127 N78 15.00 E4021 N10 N129 13.00 E2017 N129 N4 33.00 E2010 N72 N70 38.69 E3002 N131 N19 13.00 E4000 N131 N17 63.59 E4001 N19 N17 54.61 E4002 N20 N17 47.54 E434 N131 N132 33.00 E1003 N132 N2 59.00 E2001 N61 N133 33.00 E1000 N1 N133 32.33 E442 N83 N134 20.44 E443 N134 N135 28.74 E2018 N135 N129 44.60 E1010 N4 N135 30.00 E1011 N135 N83 20.20 E452 N134 N138 7.30 E4005 N28 N27 66.62 E4006 N29 N27 57.21 E4007 N30 N27 49.46 E4009 N27 N65 56.48 E2019 N135 N82 38.69 E4035 N49 N47 57.89 E4036 N50 N47 49.98 E4030 N38 N37 64.34 E4031 N39 N37 55.25 E2026 N121 N5 44.60 E4018 N144 N145 16.50 E3013 N70 N145 34.05 E5005 N74 N144 34.23 E5006 N144 N78 33.58 E3014 N145 N127 33.55

183

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 6/33

E534 N17 N146 4.50 E535 N27 N147 4.50 E2013 N145 N148 33.00 E1007 N71 N148 34.05 E1008 N148 N76 33.55 E2014 N145 N76 47.06 E4013 N9 N73 41.86 E4017 N74 N145 39.49 E4015 N73 N74 28.43 E2008 N64 N72 44.60 E4019 N144 N127 37.39 E2012 N70 N148 47.42 E563 N27 N151 6.36 E564 N17 N152 6.36 E565 N37 N153 4.50 E566 N37 N154 6.36 E567 N47 N155 4.50 E568 N47 N156 6.36 E2022 N157 N158 33.00 E1012 N83 N157 35.37 E1013 N157 N85 32.23 E3017 N82 N158 35.37 E3018 N158 N84 32.23 E2021 N82 N157 48.38 E2023 N158 N85 46.13 E2016 N127 N4 60.08 E1009 N76 N4 50.20 E3015 N127 N129 50.20 E4024 N89 N121 27.06 E2025 N85 N121 38.69 E2003 N159 N160 33.00 E1001 N133 N159 33.33 E3000 N61 N160 33.33 E1002 N159 N132 31.34 E3001 N160 N131 31.34 E2002 N133 N160 46.90 E2004 N159 N131 45.51 E2005 N22 N2 33.38 E4010 N65 N119 36.10 E4011 N119 N64 51.34 E2032 N40 N162 33.00 E2031 N38 N162 42.01 E1019 N162 N6 48.00 E4033 N37 N48 59.54 E2033 N42 N6 34.79 E4037 N47 N108 75.75 E2038 N165 N166 33.00 E3030 N51 N165 38.00 E3031 N165 N108 38.00 E2039 N108 N166 50.33 E2036 N51 N167 33.00 E2037 N165 N167 50.33 E1022 N167 N166 38.00 E5015 N47 N37 94.00

184

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 7/33

E2034 N48 N168 33.00 E1020 N6 N168 16.00 E1021 N168 N167 39.00 E2035 N168 N51 51.09 E4034 N48 N47 67.39 E2006 N65 N3 49.21 E4004 N17 N28 60.25 E4029 N33 N38 42.50 E4028 N125 N38 57.19 E2030 N126 N38 56.21 E2028 N94 N5 56.21 E3004 N20 N22 28.00 E5000 N17 N27 94.00 E4008 N31 N27 44.24 E3009 N31 N65 49.50 E1004 N2 N3 156.00 E5014 N33 N37 48.30 E3025 N40 N42 37.00 E3016 N129 N82 50.20 E1014 N85 N5 50.20 E1023 N166 N7 72.00 E1017 N126 N162 71.50 E5003 N9 N74 51.04 ELEMENT ID DIRECTION FUNCTION (deg.) E2000 314.41 Strut-and-Tie E3003 0.00 Strut-and-Tie E3005 0.00 Strut-and-Tie E3006 0.00 Strut-and-Tie E3007 0.00 Strut-and-Tie E3008 0.00 Strut-and-Tie E4003 81.04 Strut-and-Tie E4012 90.00 Strut-and-Tie E2007 90.00 Strut-and-Tie E3010 0.00 Strut-and-Tie E53 90.00 Strut-and-Tie E54 90.00 Strut-and-Tie E55 90.00 Strut-and-Tie E1005 0.00 Strut-and-Tie E1006 0.00 Strut-and-Tie E2009 270.00 Strut-and-Tie E3011 0.00 Strut-and-Tie E3012 0.00 Strut-and-Tie E2011 90.00 Strut-and-Tie E4016 90.00 Strut-and-Tie E66 45.33 Strut-and-Tie E67 90.00 Strut-and-Tie E68 0.00 Strut-and-Tie E5007 2.28 Strut-and-Tie E2020 90.00 Strut-and-Tie E2024 90.00 Strut-and-Tie E5008 358.52 Strut-and-Tie E4022 90.00 Strut-and-Tie

185

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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E5009 356.87 Strut-and-Tie E4023 90.00 Strut-and-Tie E4026 90.00 Strut-and-Tie E3022 0.00 Strut-and-Tie E3023 0.00 Strut-and-Tie E3024 0.00 Strut-and-Tie E4032 70.92 Strut-and-Tie E3026 0.00 Strut-and-Tie E3027 0.00 Strut-and-Tie E3028 0.00 Strut-and-Tie E3029 0.00 Strut-and-Tie E177 90.00 Strut-and-Tie E178 90.00 Strut-and-Tie E2040 44.14 Strut-and-Tie E193 90.00 Strut-and-Tie E194 90.00 Strut-and-Tie E5001 9.76 Strut-and-Tie E5002 10.70 Strut-and-Tie E3019 0.00 Strut-and-Tie E3020 0.00 Strut-and-Tie E4025 270.00 Strut-and-Tie E5010 351.00 Strut-and-Tie E5011 350.91 Strut-and-Tie E4027 270.00 Strut-and-Tie E5012 349.23 Strut-and-Tie E5013 350.21 Strut-and-Tie E2029 90.00 Strut-and-Tie E1016 0.00 Strut-and-Tie E2027 90.00 Strut-and-Tie E3021 0.00 Strut-and-Tie E2015 270.00 Strut-and-Tie E4020 270.00 Strut-and-Tie E4021 90.00 Strut-and-Tie E2017 90.00 Strut-and-Tie E2010 301.47 Strut-and-Tie E3002 0.00 Strut-and-Tie E4000 318.06 Strut-and-Tie E4001 308.91 Strut-and-Tie E4002 296.62 Strut-and-Tie E434 90.00 Stabilizer E1003 0.00 Strut-and-Tie E2001 90.00 Strut-and-Tie E1000 0.00 Strut-and-Tie E442 90.00 Strut-and-Tie E443 225.33 Strut-and-Tie E2018 227.73 Strut-and-Tie E1010 0.00 Strut-and-Tie E1011 0.00 Strut-and-Tie E452 0.00 Strut-and-Tie E4005 320.36 Strut-and-Tie E4006 312.02 Strut-and-Tie E4007 300.77 Strut-and-Tie E4009 48.80 Strut-and-Tie E2019 301.47 Strut-and-Tie

186

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 9/33

E4035 312.76 Strut-and-Tie E4036 301.75 Strut-and-Tie E4030 318.65 Strut-and-Tie E4031 309.71 Strut-and-Tie E2026 47.73 Strut-and-Tie E4018 90.00 Strut-and-Tie E3013 0.00 Strut-and-Tie E5005 5.87 Strut-and-Tie E5006 2.56 Strut-and-Tie E3014 0.00 Strut-and-Tie E534 270.00 Strut-and-Tie E535 270.00 Strut-and-Tie E2013 90.00 Strut-and-Tie E1007 0.00 Strut-and-Tie E1008 0.00 Strut-and-Tie E2014 44.53 Strut-and-Tie E4013 44.23 Strut-and-Tie E4017 30.43 Strut-and-Tie E4015 315.29 Strut-and-Tie E2008 47.73 Strut-and-Tie E4019 26.19 Strut-and-Tie E2012 44.10 Strut-and-Tie E563 225.00 Strut-and-Tie E564 225.00 Strut-and-Tie E565 270.00 Strut-and-Tie E566 225.00 Strut-and-Tie E567 270.00 Strut-and-Tie E568 225.00 Strut-and-Tie E2022 270.00 Strut-and-Tie E1012 0.00 Strut-and-Tie E1013 0.00 Strut-and-Tie E3017 0.00 Strut-and-Tie E3018 0.00 Strut-and-Tie E2021 43.01 Strut-and-Tie E2023 45.68 Strut-and-Tie E2016 33.32 Strut-and-Tie E1009 0.00 Strut-and-Tie E3015 0.00 Strut-and-Tie E4024 41.70 Strut-and-Tie E2025 301.47 Strut-and-Tie E2003 270.00 Strut-and-Tie E1001 0.00 Strut-and-Tie E3000 0.00 Strut-and-Tie E1002 0.00 Strut-and-Tie E3001 0.00 Strut-and-Tie E2002 315.29 Strut-and-Tie E2004 313.52 Strut-and-Tie E2005 81.38 Strut-and-Tie E4010 270.00 Strut-and-Tie E4011 44.68 Strut-and-Tie E2032 90.00 Strut-and-Tie E2031 51.77 Strut-and-Tie E1019 0.00 Strut-and-Tie E4033 45.54 Strut-and-Tie

187

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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E2033 71.57 Strut-and-Tie E4037 34.13 Strut-and-Tie E2038 90.00 Strut-and-Tie E3030 0.00 Strut-and-Tie E3031 0.00 Strut-and-Tie E2039 139.03 Strut-and-Tie E2036 90.00 Strut-and-Tie E2037 139.03 Strut-and-Tie E1022 0.00 Strut-and-Tie E5015 180.00 Strut-and-Tie E2034 90.00 Strut-and-Tie E1020 0.00 Strut-and-Tie E1021 0.00 Strut-and-Tie E2035 319.76 Strut-and-Tie E4034 320.90 Strut-and-Tie E2006 42.12 Strut-and-Tie E4004 44.87 Strut-and-Tie E4029 90.00 Strut-and-Tie E4028 37.29 Strut-and-Tie E2030 324.05 Strut-and-Tie E2028 144.05 Strut-and-Tie E3004 0.00 Strut-and-Tie E5000 0.00 Strut-and-Tie E4008 286.14 Strut-and-Tie E3009 0.00 Strut-and-Tie E1004 0.00 Strut-and-Tie E5014 0.00 Strut-and-Tie E3025 0.00 Strut-and-Tie E3016 0.00 Strut-and-Tie E1014 0.00 Strut-and-Tie E1023 0.00 Strut-and-Tie E1017 0.00 Strut-and-Tie E5003 10.39 Strut-and-Tie S T R U T - A N D - T I E P R O P E R T Y T Y P E S : STRUT TYPES: STRUT TYPE STRUT EFFECTIVENESS PHI STRESS LIMIT EQUATION FACTOR FACTOR (psi) NOTATION FOR ACI STRUT EQUATIONS: (0) ACI Prismatic Struts (1) ACI Bottle-Shaped Struts w/ Steel (2) ACI Bottle-Shaped Struts w/o Steel (3) ACI Struts in Tension Members (4) ACI Struts for All Other Cases NOTATION FOR USER-DEFINED/GENERAL STRUT EQUATIONS: (0) User-Defined (1) Nielsen (1978)

188

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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(2) Ramirez & Breen (1983) (3) Marti (1985) (4) Schlaich (1987) Uncracked Strut (5) Schlaich (1987) Strut w/ Reinf/Tensile Strain Perp to Its Axis (6) Schlaich (1987) Strut w/ Skew Reinf/Tensile Strain to Its Axis (7) Schlaich (1987) Strut w/ Severe Crack Width (8) MacGregor (1997) Uncracked Strut (9) MacGregor (1997) Cracked Strut w/ Transv Steel (10) MacGregor (1997) Cracked Strut w/o Transv Steel (11) MacGregor (1997) Strut in Tension Zone TIE TYPES: TYPE NAME # OF LAYERS Double_x2_@12" 2 Double_x3_@12" 3 SLug_Anc 1 Double_x1 1 Bot_#10_Bundled 2 Top_#14 1 Center_#14 1 Mid_#14 1 TYPE NAME TOTAL AREA PHI OVERSTRENGTH YIELD FORCE (in.²) FACTOR FACTOR (k) Double_x2_@12" 6.32 0.900 1.000 341.28 Double_x3_@12" 9.48 0.900 1.000 511.92 SLug_Anc 20.34 0.900 1.000 1098.36 Double_x1 3.16 0.900 1.000 170.64 Bot_#10_Bundled 30.48 0.900 1.000 1645.92 Top_#14 27.00 0.900 1.000 1458.00 Center_#14 27.00 0.900 1.000 1458.00 Mid_#14 27.00 0.900 1.000 1458.00 TYPE NAME LAYER # BAR SIZE # OF BARS DISTANCE FROM REF- ERENCE LINE (in.) Double_x2_@12" 1 #8 4 6.00 2 #8 4 - 6.00

189

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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Double_x3_@12" 1 #8 4 12.00 2 #8 4 0.00 3 #8 4 - 12.00 SLug_Anc 1 #10 1 0.00 Double_x1 1 #8 4 0.00 Bot_#10_Bundled 1 #10 12 0.63 2 #10 12 - 0.63 Top_#14 1 #14 12 0.88 Center_#14 1 #14 12 0.00 Mid_#14 1 #14 12 0.88 NODE TYPES: NODE TYPE NODE EFFECTIVENESS PHI STRESS LIMIT EQUATION FACTOR FACTOR (psi) CCC USER (0) 0.850 0.700 3570. CCT USER (0) 0.750 0.700 3150. CTT USER (0) 0.650 0.700 2730. NOTATION FOR ACI NODE EQUATIONS: (0) ACI CCC Nodes (1) ACI CCT Nodes (2) ACI CTT Nodes NOTATION FOR USER-DEFINED/GENERAL NODE EQUATIONS: (0) User-Defined (1) Marti (1985) CCC Node (2) Schlaich et al (1987) CCC Node (3) Schlaich et al (1987) CCT/CTT Node (4) MacGregor (1997) CCC Node (5) MacGregor (1997) CCT Node (6) MacGregor (1997) CTT Node S T R U T - A N D - T I E P R O P E R T Y A S S I G N M E N T S : LOAD CONDITION: LC1 NODES:

190

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 13/33

NODE ID PROPERTY TYPE THICKNESS SCALE FACTOR N1 (Not Yet Assigned) 1.00 N2 CTT 1.00 N3 (Not Yet Assigned) 1.00 N4 (Not Yet Assigned) 1.00 N5 (Not Yet Assigned) 1.00 N6 (Not Yet Assigned) 1.00 N7 (Not Yet Assigned) 1.00 N9 (Not Yet Assigned) 1.00 N10 (Not Yet Assigned) 1.00 N11 (Not Yet Assigned) 1.00 N17 CCC 1.00 N19 (Not Yet Assigned) 1.00 N20 (Not Yet Assigned) 1.00 N22 (Not Yet Assigned) 1.00 N27 CCC 1.00 N28 CCC 1.00 N29 (Not Yet Assigned) 1.00 N30 (Not Yet Assigned) 1.00 N31 (Not Yet Assigned) 1.00 N33 (Not Yet Assigned) 1.00 N37 (Not Yet Assigned) 1.00 N38 (Not Yet Assigned) 1.00 N39 (Not Yet Assigned) 1.00 N40 (Not Yet Assigned) 1.00 N42 (Not Yet Assigned) 1.00 N47 (Not Yet Assigned) 1.00 N48 (Not Yet Assigned) 1.00 N49 (Not Yet Assigned) 1.00 N50 (Not Yet Assigned) 1.00 N51 (Not Yet Assigned) 1.00 N53 (Not Yet Assigned) 1.00 N54 CCT 1.00 N61 (Not Yet Assigned) 1.00 N64 CTT 1.00 N65 CCT 1.00 N67 CCT 1.00 N68 CTT 1.00 N69 CTT 1.00 N70 CTT 1.00 N71 (Not Yet Assigned) 1.00 N72 (Not Yet Assigned) 1.00 N73 CTT 1.00 N74 (Not Yet Assigned) 1.00 N76 (Not Yet Assigned) 1.00 N78 (Not Yet Assigned) 1.00 N82 (Not Yet Assigned) 1.00 N83 (Not Yet Assigned) 1.00 N84 (Not Yet Assigned) 1.00 N85 (Not Yet Assigned) 1.00 N88 (Not Yet Assigned) 1.00 N89 (Not Yet Assigned) 1.00

191

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 14/33

N91 (Not Yet Assigned) 1.00 N94 (Not Yet Assigned) 1.00 N106 (Not Yet Assigned) 1.00 N107 (Not Yet Assigned) 1.00 N108 (Not Yet Assigned) 1.00 N109 (Not Yet Assigned) 1.00 N110 (Not Yet Assigned) 1.00 N119 (Not Yet Assigned) 1.00 N121 (Not Yet Assigned) 1.00 N123 (Not Yet Assigned) 1.00 N125 (Not Yet Assigned) 1.00 N126 (Not Yet Assigned) 1.00 N127 CTT 1.00 N129 (Not Yet Assigned) 1.00 N131 (Not Yet Assigned) 1.00 N132 (Not Yet Assigned) 1.00 N133 (Not Yet Assigned) 1.00 N134 (Not Yet Assigned) 1.00 N135 (Not Yet Assigned) 1.00 N138 (Not Yet Assigned) 1.00 N144 (Not Yet Assigned) 1.00 N145 (Not Yet Assigned) 1.00 N146 CCC 1.00 N147 CCC 1.00 N148 (Not Yet Assigned) 1.00 N151 (Not Yet Assigned) 1.00 N152 (Not Yet Assigned) 1.00 N153 (Not Yet Assigned) 1.00 N154 (Not Yet Assigned) 1.00 N155 (Not Yet Assigned) 1.00 N156 (Not Yet Assigned) 1.00 N157 (Not Yet Assigned) 1.00 N158 (Not Yet Assigned) 1.00 N159 (Not Yet Assigned) 1.00 N160 (Not Yet Assigned) 1.00 N162 (Not Yet Assigned) 1.00 N165 (Not Yet Assigned) 1.00 N166 (Not Yet Assigned) 1.00 N167 (Not Yet Assigned) 1.00 N168 (Not Yet Assigned) 1.00 ELEMENTS: ELEMENT ID PROPERTY TYPE RELATIVE STIFFNESS E2000 (Not Yet Assigned) 1.000 E3003 Center_#14 1.000 E3005 Center_#14 1.000 E3006 (Not Yet Assigned) 1.000 E3007 (Not Yet Assigned) 1.000 E3008 (Not Yet Assigned) 1.000 E4003 (Not Yet Assigned) 1.000 E4012 Double_x2_@12" 1.000 E2007 Double_x2_@12" 1.000

192

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 15/33

E3010 (Not Yet Assigned) 1.000 E53 (Not Yet Assigned) 1.000 E54 (Not Yet Assigned) 1.000 E55 (Not Yet Assigned) 1.000 E1005 (Not Yet Assigned) 1.000 E1006 Top_#14 1.000 E2009 (Not Yet Assigned) 1.000 E3011 (Not Yet Assigned) 1.000 E3012 (Not Yet Assigned) 1.000 E2011 (Not Yet Assigned) 1.000 E4016 (Not Yet Assigned) 1.000 E66 (Not Yet Assigned) 1.000 E67 (Not Yet Assigned) 1.000 E68 (Not Yet Assigned) 1.000 E5007 Bot_#10_Bundled 1.000 E2020 (Not Yet Assigned) 1.000 E2024 (Not Yet Assigned) 1.000 E5008 Bot_#10_Bundled 1.000 E4022 (Not Yet Assigned) 1.000 E5009 Bot_#10_Bundled 1.000 E4023 (Not Yet Assigned) 1.000 E4026 Double_x1 1.000 E3022 Center_#14 1.000 E3023 Center_#14 1.000 E3024 Center_#14 1.000 E4032 (Not Yet Assigned) 1.000 E3026 Center_#14 1.000 E3027 (Not Yet Assigned) 1.000 E3028 Center_#14 1.000 E3029 Center_#14 1.000 E177 (Not Yet Assigned) 1.000 E178 (Not Yet Assigned) 1.000 E2040 (Not Yet Assigned) 1.000 E193 (Not Yet Assigned) 1.000 E194 (Not Yet Assigned) 1.000 E5001 (Not Yet Assigned) 1.000 E5002 (Not Yet Assigned) 1.000 E3019 Center_#14 1.000 E3020 Center_#14 1.000 E4025 Double_x1 1.000 E5010 Bot_#10_Bundled 1.000 E5011 Bot_#10_Bundled 1.000 E4027 Double_x2_@12" 1.000 E5012 Bot_#10_Bundled 1.000 E5013 Bot_#10_Bundled 1.000 E2029 Double_x2_@12" 1.000 E1016 Top_#14 1.000 E2027 Double_x1 1.000 E3021 Center_#14 1.000 E2015 Double_x2_@12" 1.000 E4020 Double_x2_@12" 1.000 E4021 Double_x3_@12" 1.000 E2017 Double_x3_@12" 1.000 E2010 (Not Yet Assigned) 1.000

193

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 16/33

E3002 Center_#14 1.000 E4000 (Not Yet Assigned) 1.000 E4001 (Not Yet Assigned) 1.000 E4002 (Not Yet Assigned) 1.000 E434 (Not Yet Assigned) 1.000 E1003 Top_#14 1.000 E2001 Double_x3_@12" 1.000 E1000 Top_#14 1.000 E442 (Not Yet Assigned) 1.000 E443 (Not Yet Assigned) 1.000 E2018 (Not Yet Assigned) 1.000 E1010 (Not Yet Assigned) 1.000 E1011 Top_#14 1.000 E452 (Not Yet Assigned) 1.000 E4005 (Not Yet Assigned) 1.000 E4006 (Not Yet Assigned) 1.000 E4007 (Not Yet Assigned) 1.000 E4009 (Not Yet Assigned) 1.000 E2019 (Not Yet Assigned) 1.000 E4035 (Not Yet Assigned) 1.000 E4036 (Not Yet Assigned) 1.000 E4030 (Not Yet Assigned) 1.000 E4031 (Not Yet Assigned) 1.000 E2026 (Not Yet Assigned) 1.000 E4018 Double_x2_@12" 1.000 E3013 (Not Yet Assigned) 1.000 E5005 (Not Yet Assigned) 1.000 E5006 Bot_#10_Bundled 1.000 E3014 (Not Yet Assigned) 1.000 E534 (Not Yet Assigned) 1.000 E535 (Not Yet Assigned) 1.000 E2013 Double_x2_@12" 1.000 E1007 Top_#14 1.000 E1008 Top_#14 1.000 E2014 (Not Yet Assigned) 1.000 E4013 (Not Yet Assigned) 1.000 E4017 (Not Yet Assigned) 1.000 E4015 (Not Yet Assigned) 1.000 E2008 (Not Yet Assigned) 1.000 E4019 (Not Yet Assigned) 1.000 E2012 (Not Yet Assigned) 1.000 E563 (Not Yet Assigned) 1.000 E564 (Not Yet Assigned) 1.000 E565 (Not Yet Assigned) 1.000 E566 (Not Yet Assigned) 1.000 E567 (Not Yet Assigned) 1.000 E568 (Not Yet Assigned) 1.000 E2022 Double_x3_@12" 1.000 E1012 Top_#14 1.000 E1013 Top_#14 1.000 E3017 Center_#14 1.000 E3018 Center_#14 1.000 E2021 (Not Yet Assigned) 1.000 E2023 (Not Yet Assigned) 1.000

194

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 17/33

E2016 (Not Yet Assigned) 1.000 E1009 Top_#14 1.000 E3015 Center_#14 1.000 E4024 (Not Yet Assigned) 1.000 E2025 (Not Yet Assigned) 1.000 E2003 Double_x3_@12" 1.000 E1001 Top_#14 1.000 E3000 (Not Yet Assigned) 1.000 E1002 Top_#14 1.000 E3001 (Not Yet Assigned) 1.000 E2002 (Not Yet Assigned) 1.000 E2004 (Not Yet Assigned) 1.000 E2005 (Not Yet Assigned) 1.000 E4010 Double_x2_@12" 1.000 E4011 (Not Yet Assigned) 1.000 E2032 Double_x1 1.000 E2031 (Not Yet Assigned) 1.000 E1019 Top_#14 1.000 E4033 (Not Yet Assigned) 1.000 E2033 (Not Yet Assigned) 1.000 E4037 (Not Yet Assigned) 1.000 E2038 Double_x1 1.000 E3030 Center_#14 1.000 E3031 Center_#14 1.000 E2039 (Not Yet Assigned) 1.000 E2036 Double_x1 1.000 E2037 (Not Yet Assigned) 1.000 E1022 Top_#14 1.000 E5015 Bot_#10_Bundled 1.000 E2034 Double_x1 1.000 E1020 Top_#14 1.000 E1021 Top_#14 1.000 E2035 (Not Yet Assigned) 1.000 E4034 (Not Yet Assigned) 1.000 E2006 (Not Yet Assigned) 1.000 E4004 (Not Yet Assigned) 1.000 E4029 (Not Yet Assigned) 1.000 E4028 (Not Yet Assigned) 1.000 E2030 (Not Yet Assigned) 1.000 E2028 (Not Yet Assigned) 1.000 E3004 Center_#14 1.000 E5000 (Not Yet Assigned) 1.000 E4008 (Not Yet Assigned) 1.000 E3009 (Not Yet Assigned) 1.000 E1004 Top_#14 1.000 E5014 Bot_#10_Bundled 1.000 E3025 Center_#14 1.000 E3016 Center_#14 1.000 E1014 Top_#14 1.000 E1023 Top_#14 1.000 E1017 Top_#14 1.000 E5003 (Not Yet Assigned) 1.000 ELEMENT ID PROVIDED THICKNESS

195

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 18/33

WIDTH SCALE FACTOR (in.) E2000 6.00 1.00 E3003 14.00 1.00 E3005 14.00 1.00 E3006 14.00 1.00 E3007 14.00 1.00 E3008 14.00 1.00 E4003 10.00 1.00 E4012 18.00 1.00 E2007 18.00 1.00 E3010 14.00 1.00 E53 0.00 1.00 E54 0.00 1.00 E55 0.00 1.00 E1005 7.75 1.00 E1006 7.75 1.00 E2009 6.00 1.00 E3011 14.00 1.00 E3012 14.00 1.00 E2011 0.00 1.00 E4016 0.00 1.00 E66 0.00 0.50 E67 0.00 1.00 E68 0.00 1.00 E5007 8.50 1.00 E2020 0.00 1.00 E2024 0.00 1.00 E5008 8.50 1.00 E4022 0.00 1.00 E5009 8.50 1.00 E4023 0.00 1.00 E4026 12.00 1.00 E3022 14.00 1.00 E3023 14.00 1.00 E3024 14.00 1.00 E4032 6.00 1.00 E3026 14.00 1.00 E3027 14.00 1.00 E3028 14.00 1.00 E3029 14.00 1.00 E177 0.00 1.00 E178 0.00 1.00 E2040 3.00 1.00 E193 0.00 1.00 E194 0.00 1.00 E5001 8.50 1.00 E5002 8.50 1.00 E3019 14.00 1.00 E3020 14.00 1.00 E4025 12.00 1.00 E5010 8.50 1.00 E5011 8.50 1.00 E4027 18.00 1.00

196

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 19/33

E5012 8.50 1.00 E5013 8.50 1.00 E2029 18.00 1.00 E1016 7.75 1.00 E2027 12.00 1.00 E3021 14.00 1.00 E2015 18.00 1.00 E4020 18.00 1.00 E4021 24.00 1.00 E2017 24.00 1.00 E2010 6.00 0.50 E3002 14.00 1.00 E4000 10.00 1.00 E4001 2.00 0.23 E4002 1.00 0.23 E434 0.00 1.00 E1003 7.75 1.00 E2001 24.00 1.00 E1000 7.75 1.00 E442 0.00 1.00 E443 0.00 0.50 E2018 6.00 1.00 E1010 7.75 1.00 E1011 7.75 1.00 E452 0.00 1.00 E4005 6.00 1.00 E4006 6.00 0.23 E4007 3.00 0.23 E4009 10.00 1.00 E2019 12.00 1.00 E4035 6.00 1.00 E4036 3.00 1.00 E4030 8.00 1.00 E4031 3.00 1.00 E2026 6.00 1.00 E4018 18.00 1.00 E3013 14.00 1.00 E5005 8.50 1.00 E5006 8.50 1.00 E3014 14.00 1.00 E534 0.00 0.78 E535 0.00 0.78 E2013 18.00 1.00 E1007 7.75 1.00 E1008 7.75 1.00 E2014 6.00 1.00 E4013 3.00 1.00 E4017 6.00 1.00 E4015 6.00 1.00 E2008 6.00 1.00 E4019 8.00 1.00 E2012 6.00 1.00 E563 0.00 1.00 E564 0.00 1.00

197

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 20/33

E565 0.00 1.00 E566 0.00 1.00 E567 0.00 1.00 E568 0.00 1.00 E2022 24.00 1.00 E1012 7.75 1.00 E1013 7.75 1.00 E3017 14.00 1.00 E3018 14.00 1.00 E2021 6.00 1.00 E2023 6.00 1.00 E2016 10.00 1.00 E1009 7.75 1.00 E3015 14.00 1.00 E4024 6.00 1.00 E2025 3.00 1.00 E2003 24.00 1.00 E1001 7.75 1.00 E3000 14.00 1.00 E1002 7.75 1.00 E3001 14.00 1.00 E2002 6.00 1.00 E2004 6.00 1.00 E2005 10.00 1.00 E4010 18.00 1.00 E4011 6.00 1.00 E2032 12.00 1.00 E2031 3.00 1.00 E1019 7.75 1.00 E4033 18.00 1.00 E2033 6.00 1.00 E4037 6.00 1.00 E2038 12.00 1.00 E3030 14.00 1.00 E3031 14.00 1.00 E2039 3.00 1.00 E2036 12.00 1.00 E2037 3.00 1.00 E1022 7.75 1.00 E5015 8.50 1.00 E2034 12.00 1.00 E1020 7.75 1.00 E1021 7.75 1.00 E2035 3.00 1.00 E4034 3.00 1.00 E2006 10.00 1.00 E4004 16.00 1.00 E4029 1.50 1.00 E4028 3.00 1.00 E2030 3.00 1.00 E2028 3.00 1.00 E3004 14.00 1.00 E5000 8.50 1.00 E4008 1.00 1.00

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 21/33

E3009 14.00 1.00 E1004 7.75 1.00 E5014 8.50 1.00 E3025 14.00 1.00 E3016 14.00 1.00 E1014 7.75 1.00 E1023 7.75 1.00 E1017 7.75 1.00 E5003 8.50 1.00 S T R E S S - S T R A I N R E L A T I O N S H I P S : TYPE NAME # OF POINTS INPUT FIRST SECOND FORMAT COLUMN COLUMN NOTATION FOR STRESS-STRAIN FORMAT: (0) Strain (in./in.); Stress (psi) (1) Stress (psi); Strain (in./in.) (2) Strain (in./in.); Stress (f'c) (3) Stress (f'c); Strain (in./in.) (4) Strain (in./in.); Stress (fy) (5) Stress (fy); Strain (in./in.) TYPE NAME STRESS STRAIN TANGENT MODULUS (psi) (in./in.) (psi) TYPE NAME YIELD POINT ULTIMATE POINT STRESS STRAIN STRESS STRESS (psi) (in./in.) (psi) (in./in.) S T R E S S - S T R A I N R E L A T I O N S H I P A S S I G N M E N T S : LOAD CONDITION: LC1 ELEMENT ID STRESS-STRAIN CURVE SCALE FACTOR E2000 (Not Yet Assigned) NA E3003 (Not Yet Assigned) NA E3005 (Not Yet Assigned) NA E3006 (Not Yet Assigned) NA E3007 (Not Yet Assigned) NA E3008 (Not Yet Assigned) NA E4003 (Not Yet Assigned) NA E4012 (Not Yet Assigned) NA E2007 (Not Yet Assigned) NA E3010 (Not Yet Assigned) NA E53 (Not Yet Assigned) NA E54 (Not Yet Assigned) NA

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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E55 (Not Yet Assigned) NA E1005 (Not Yet Assigned) NA E1006 (Not Yet Assigned) NA E2009 (Not Yet Assigned) NA E3011 (Not Yet Assigned) NA E3012 (Not Yet Assigned) NA E2011 (Not Yet Assigned) NA E4016 (Not Yet Assigned) NA E66 (Not Yet Assigned) NA E67 (Not Yet Assigned) NA E68 (Not Yet Assigned) NA E5007 (Not Yet Assigned) NA E2020 (Not Yet Assigned) NA E2024 (Not Yet Assigned) NA E5008 (Not Yet Assigned) NA E4022 (Not Yet Assigned) NA E5009 (Not Yet Assigned) NA E4023 (Not Yet Assigned) NA E4026 (Not Yet Assigned) NA E3022 (Not Yet Assigned) NA E3023 (Not Yet Assigned) NA E3024 (Not Yet Assigned) NA E4032 (Not Yet Assigned) NA E3026 (Not Yet Assigned) NA E3027 (Not Yet Assigned) NA E3028 (Not Yet Assigned) NA E3029 (Not Yet Assigned) NA E177 (Not Yet Assigned) NA E178 (Not Yet Assigned) NA E2040 (Not Yet Assigned) NA E193 (Not Yet Assigned) NA E194 (Not Yet Assigned) NA E5001 (Not Yet Assigned) NA E5002 (Not Yet Assigned) NA E3019 (Not Yet Assigned) NA E3020 (Not Yet Assigned) NA E4025 (Not Yet Assigned) NA E5010 (Not Yet Assigned) NA E5011 (Not Yet Assigned) NA E4027 (Not Yet Assigned) NA E5012 (Not Yet Assigned) NA E5013 (Not Yet Assigned) NA E2029 (Not Yet Assigned) NA E1016 (Not Yet Assigned) NA E2027 (Not Yet Assigned) NA E3021 (Not Yet Assigned) NA E2015 (Not Yet Assigned) NA E4020 (Not Yet Assigned) NA E4021 (Not Yet Assigned) NA E2017 (Not Yet Assigned) NA E2010 (Not Yet Assigned) NA E3002 (Not Yet Assigned) NA E4000 (Not Yet Assigned) NA E4001 (Not Yet Assigned) NA

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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E4002 (Not Yet Assigned) NA E434 (Not Yet Assigned) NA E1003 (Not Yet Assigned) NA E2001 (Not Yet Assigned) NA E1000 (Not Yet Assigned) NA E442 (Not Yet Assigned) NA E443 (Not Yet Assigned) NA E2018 (Not Yet Assigned) NA E1010 (Not Yet Assigned) NA E1011 (Not Yet Assigned) NA E452 (Not Yet Assigned) NA E4005 (Not Yet Assigned) NA E4006 (Not Yet Assigned) NA E4007 (Not Yet Assigned) NA E4009 (Not Yet Assigned) NA E2019 (Not Yet Assigned) NA E4035 (Not Yet Assigned) NA E4036 (Not Yet Assigned) NA E4030 (Not Yet Assigned) NA E4031 (Not Yet Assigned) NA E2026 (Not Yet Assigned) NA E4018 (Not Yet Assigned) NA E3013 (Not Yet Assigned) NA E5005 (Not Yet Assigned) NA E5006 (Not Yet Assigned) NA E3014 (Not Yet Assigned) NA E534 (Not Yet Assigned) NA E535 (Not Yet Assigned) NA E2013 (Not Yet Assigned) NA E1007 (Not Yet Assigned) NA E1008 (Not Yet Assigned) NA E2014 (Not Yet Assigned) NA E4013 (Not Yet Assigned) NA E4017 (Not Yet Assigned) NA E4015 (Not Yet Assigned) NA E2008 (Not Yet Assigned) NA E4019 (Not Yet Assigned) NA E2012 (Not Yet Assigned) NA E563 (Not Yet Assigned) NA E564 (Not Yet Assigned) NA E565 (Not Yet Assigned) NA E566 (Not Yet Assigned) NA E567 (Not Yet Assigned) NA E568 (Not Yet Assigned) NA E2022 (Not Yet Assigned) NA E1012 (Not Yet Assigned) NA E1013 (Not Yet Assigned) NA E3017 (Not Yet Assigned) NA E3018 (Not Yet Assigned) NA E2021 (Not Yet Assigned) NA E2023 (Not Yet Assigned) NA E2016 (Not Yet Assigned) NA E1009 (Not Yet Assigned) NA E3015 (Not Yet Assigned) NA

201

Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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E4024 (Not Yet Assigned) NA E2025 (Not Yet Assigned) NA E2003 (Not Yet Assigned) NA E1001 (Not Yet Assigned) NA E3000 (Not Yet Assigned) NA E1002 (Not Yet Assigned) NA E3001 (Not Yet Assigned) NA E2002 (Not Yet Assigned) NA E2004 (Not Yet Assigned) NA E2005 (Not Yet Assigned) NA E4010 (Not Yet Assigned) NA E4011 (Not Yet Assigned) NA E2032 (Not Yet Assigned) NA E2031 (Not Yet Assigned) NA E1019 (Not Yet Assigned) NA E4033 (Not Yet Assigned) NA E2033 (Not Yet Assigned) NA E4037 (Not Yet Assigned) NA E2038 (Not Yet Assigned) NA E3030 (Not Yet Assigned) NA E3031 (Not Yet Assigned) NA E2039 (Not Yet Assigned) NA E2036 (Not Yet Assigned) NA E2037 (Not Yet Assigned) NA E1022 (Not Yet Assigned) NA E5015 (Not Yet Assigned) NA E2034 (Not Yet Assigned) NA E1020 (Not Yet Assigned) NA E1021 (Not Yet Assigned) NA E2035 (Not Yet Assigned) NA E4034 (Not Yet Assigned) NA E2006 (Not Yet Assigned) NA E4004 (Not Yet Assigned) NA E4029 (Not Yet Assigned) NA E4028 (Not Yet Assigned) NA E2030 (Not Yet Assigned) NA E2028 (Not Yet Assigned) NA E3004 (Not Yet Assigned) NA E5000 (Not Yet Assigned) NA E4008 (Not Yet Assigned) NA E3009 (Not Yet Assigned) NA E1004 (Not Yet Assigned) NA E5014 (Not Yet Assigned) NA E3025 (Not Yet Assigned) NA E3016 (Not Yet Assigned) NA E1014 (Not Yet Assigned) NA E1023 (Not Yet Assigned) NA E1017 (Not Yet Assigned) NA E5003 (Not Yet Assigned) NA S T R U C T U R E ' S B O U N D A R Y C O N D I T I O N S : LOAD CONDITION: LC1

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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BEARING PLATES: NODE ID LENGTH WIDTH THICKNESS (in.) (in.) (in.) N54 19.50 40.00 0.50 N67 36.00 24.00 2.00 N68 36.00 24.00 2.00 N69 36.00 24.00 2.00 N106 36.00 24.00 2.00 N107 36.00 24.00 2.00 N109 23.00 24.00 2.00 N110 36.00 24.00 2.00 N146 29.00 62.00 4.00 N147 17.20 62.00 4.00 N153 26.10 62.00 4.00 N155 14.20 62.00 4.00 BOUNDARY FORCES OR SUPPORTS: NODE ID LOAD SUPPORT DIRECTION (k) (deg.) N54 - YES -90.00 N67 - YES 0.00 N68 -1087.00 - 0.00 N69 -652.00 - 0.00 N106 - YES 0.00 N107 -733.00 - 0.00 N109 -180.00 - 0.00 N110 -302.00 - 0.00 N138 -1445.00 - -90.00 N146 -3319.00 - 180.00 N147 -1337.00 - 180.00 N151 -1044.00 - 135.00 N152 -1044.00 - 135.00 N153 -2925.00 - 180.00 N154 -1000.00 - 135.00 N155 -893.00 - 180.00 N156 -1000.00 - 135.00 SIGN CONVENTION: (+) Force pointing away from the node (-) Force pointing toward the node Zero force = free node/no support S T R U C T U R E ' S B O D Y F O R C E S O R S U P P O R T S : LOAD CONDITION: LC1 NODE ID 1-DIRECTION LOCAL AXIS FORCE SUPPORT DIRECTION

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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(k) (deg.) N1 0.00 - 0.00 N2 0.00 - 0.00 N3 0.00 - 0.00 N4 0.00 - 0.00 N5 0.00 - 0.00 N6 0.00 - 0.00 N7 0.00 - 0.00 N9 0.00 - 0.00 N10 0.00 - 0.00 N11 0.00 - 0.00 N17 0.00 - 0.00 N19 0.00 - 0.00 N20 0.00 - 0.00 N22 0.00 - 0.00 N27 0.00 - 0.00 N28 0.00 - 0.00 N29 0.00 - 0.00 N30 0.00 - 0.00 N31 0.00 - 0.00 N33 0.00 - 0.00 N37 0.00 - 0.00 N38 0.00 - 0.00 N39 0.00 - 0.00 N40 0.00 - 0.00 N42 0.00 - 0.00 N47 0.00 - 0.00

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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N48 0.00 - 0.00 N49 0.00 - 0.00 N50 0.00 - 0.00 N51 0.00 - 0.00 N53 0.00 - 0.00 N54 0.00 - 0.00 N61 0.00 - 0.00 N64 0.00 - 0.00 N65 0.00 - 0.00 N67 0.00 - 0.00 N68 0.00 - 0.00 N69 0.00 - 0.00 N70 0.00 - 0.00 N71 0.00 - 0.00 N72 0.00 - 0.00 N73 0.00 - 0.00 N74 0.00 - 0.00 N76 0.00 - 0.00 N78 0.00 - 0.00 N82 0.00 - 0.00 N83 0.00 - 0.00 N84 0.00 - 0.00 N85 0.00 - 0.00 N88 0.00 - 0.00 N89 0.00 - 0.00 N91 0.00 - 0.00 N94 0.00 - 0.00

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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N106 0.00 - 0.00 N107 0.00 - 0.00 N108 0.00 - 0.00 N109 0.00 - 0.00 N110 0.00 - 0.00 N119 0.00 - 0.00 N121 0.00 - 0.00 N123 0.00 - 0.00 N125 0.00 - 0.00 N126 0.00 - 0.00 N127 0.00 - 0.00 N129 0.00 - 0.00 N131 0.00 - 0.00 N132 0.00 - 0.00 N133 0.00 - 0.00 N134 0.00 - 0.00 N135 0.00 - 0.00 N138 0.00 - 0.00 N144 0.00 - 0.00 N145 0.00 - 0.00 N146 0.00 - 0.00 N147 0.00 - 0.00 N148 0.00 - 0.00 N151 0.00 - 0.00 N152 0.00 - 0.00 N153 0.00 - 0.00 N154 0.00 - 0.00

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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N155 0.00 - 0.00 N156 0.00 - 0.00 N157 0.00 - 0.00 N158 0.00 - 0.00 N159 0.00 - 0.00 N160 0.00 - 0.00 N162 0.00 - 0.00 N165 0.00 - 0.00 N166 0.00 - 0.00 N167 0.00 - 0.00 N168 0.00 - 0.00 NODE ID 2-DIRECTION LOCAL AXIS FORCE SUPPORT DIRECTION (k) (deg.) N1 0.00 - 90.00 N2 0.00 - 90.00 N3 0.00 - 90.00 N4 0.00 - 90.00 N5 0.00 - 90.00 N6 0.00 - 90.00 N7 0.00 - 90.00 N9 0.00 - 90.00 N10 0.00 - 90.00 N11 0.00 - 90.00 N17 0.00 - 90.00 N19 -176.00 - 90.00

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N20 -24.00 - 90.00 N22 0.00 - 90.00 N27 0.00 - 90.00 N28 -1689.00 - 90.00 N29 -455.00 - 90.00 N30 -234.00 - 90.00 N31 -13.00 - 90.00 N33 0.00 - 90.00 N37 0.00 - 90.00 N38 -994.00 - 90.00 N39 -230.00 - 90.00 N40 -63.00 - 90.00 N42 0.00 - 90.00 N47 0.00 - 90.00 N48 -2059.00 - 90.00 N49 -574.00 - 90.00 N50 -323.00 - 90.00 N51 -73.00 - 90.00 N53 0.00 - 90.00 N54 0.00 - 90.00 N61 0.00 - 90.00 N64 0.00 - 90.00 N65 0.00 - 90.00 N67 0.00 - 90.00 N68 0.00 - 90.00 N69 0.00 - 90.00 N70 0.00 - 90.00

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

Bent 1 Cap_500YR_PUSH_NORTH (7.1).docx 5/25/2012 31/33

N71 0.00 - 90.00 N72 0.00 - 90.00 N73 0.00 - 90.00 N74 0.00 - 90.00 N76 0.00 - 90.00 N78 0.00 - 90.00 N82 0.00 - 90.00 N83 0.00 - 90.00 N84 0.00 - 90.00 N85 0.00 - 90.00 N88 0.00 - 90.00 N89 0.00 - 90.00 N91 0.00 - 90.00 N94 0.00 - 90.00 N106 0.00 - 90.00 N107 0.00 - 90.00 N108 0.00 - 90.00 N109 0.00 - 90.00 N110 0.00 - 90.00 N119 0.00 - 90.00 N121 0.00 - 90.00 N123 0.00 - 90.00 N125 0.00 - 90.00 N126 0.00 - 90.00 N127 0.00 - 90.00 N129 0.00 - 90.00 N131 -821.00 - 90.00

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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N132 0.00 - 90.00 N133 0.00 - 90.00 N134 0.00 - 90.00 N135 0.00 - 90.00 N138 0.00 - 90.00 N144 0.00 - 90.00 N145 0.00 - 90.00 N146 0.00 - 90.00 N147 0.00 - 90.00 N148 0.00 - 90.00 N151 0.00 - 90.00 N152 0.00 - 90.00 N153 0.00 - 90.00 N154 0.00 - 90.00 N155 0.00 - 90.00 N156 0.00 - 90.00 N157 0.00 - 90.00 N158 0.00 - 90.00 N159 0.00 - 90.00 N160 0.00 - 90.00 N162 0.00 - 90.00 N165 0.00 - 90.00 N166 0.00 - 90.00 N167 0.00 - 90.00 N168 0.00 - 90.00 SIGN CONVENTION: (+) Force pointing away from the node (-) Force pointing toward the node

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 500yr CAST Input File

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Zero force = free node/no support D E S I G N C A L C U L A T I O N R E S U L T S : LOAD CONDITION: LC1 Design calculations have not been done or have not been successful. D E T A I L E D N O D A L Z O N E A N A L Y S I S R E S U L T S : LOAD CONDITION: LC1 Detailed Nodal Zone analysis has not been performed or has not been successful. S I M P L E C A P A C I T Y P R E D I C T I O N R E S U L T S : LOAD CONDITION: LC1 STRENGTH REDUCTION FACTOR: Excluded STEEL OVERSTRENGTH FACTOR: Excluded Simple capacity prediction has not been performed or has not been successful. L O A D D E F O R M A T I O N R E S U L T S : LOAD CONDITION: LC1 Load-Deformation analysis has not been performed or has not been successful.

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 1000yr CAST Input File

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C A S T - Computer Aided Strut-and-Tie - Version 0.9.11 (Last Updated on 1/26/04) File Name: Bent 1 Cap_1000YR_PUSH_NORTH (7.1).txt Date and Time Created: 5/25/2012 12:35:48 PM Associated Input Data File Name: Bent 1 Cap_1000YR_PUSH_NORTH (7.1).CST P R O J E C T D E S C R I P T I O N : PROJECT NAME: Sellwood Bridge - Bent 1 Cap Beam - 1000YR DESIGNER: EJK DATE: 5/25/2012 PROJECT NOTE: G E N E R A L P R O P E R T I E S : UNIT: US Unit D-REGION THICKNESS: 80.00 in. CONCRETE CYLINDER STRENGTH: 7800. psi CONCRETE TENSILE STRENGTH: 0. psi NON-PRESTRESSED REINFORCEMENT YIELD STRENGTH: 68000. psi S T R U C T U R E ' S B O U N D A R I E S D A T A : BOUNDARY ID POSITION # OF ENCLOSED AREA ENCLOSED AREA CENTROID CORNERS (in.²) X (in.) Y (in.) OStrB Outer 31 82927.68 -8.60 49.91 BOUNDARY ID CORNER COORDINATES X (in.) Y (in.) OStrB 146.40 84.00 146.43 113.70 139.69 116.88 110.50 116.88 110.50 84.00 57.50 84.00 57.50 116.88 27.08 116.88 21.86 113.36 21.70 84.00 -21.70 84.00 -21.74 114.20 -28.13 116.88 -57.50 116.88 -57.50 84.00 -110.50 84.00 -110.50 116.88 -141.25 116.88 -146.47 113.02

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 1000yr CAST Input File

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 1000yr CAST Input File

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 1000yr CAST Input File

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 1000yr CAST Input File

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 1000yr CAST Input File

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 1000yr CAST Input File

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E2034 N48 N168 33.00 E1020 N6 N168 16.00 E1021 N168 N167 39.00 E2035 N168 N51 51.09 E4034 N48 N47 67.39 E2006 N65 N3 49.21 E4004 N17 N28 60.25 E4029 N33 N38 42.50 E4028 N125 N38 57.19 E2030 N126 N38 56.21 E3004 N20 N22 28.00 E5000 N17 N27 94.00 E4008 N31 N27 44.24 E3009 N31 N65 49.50 E1004 N2 N3 156.00 E5014 N33 N37 48.30 E3025 N40 N42 37.00 E3016 N129 N82 50.20 E1014 N85 N5 50.20 E1023 N166 N7 72.00 E1017 N126 N162 71.50 E5003 N9 N74 51.04 E2028 N91 N126 56.21 ELEMENT ID DIRECTION FUNCTION (deg.) E2000 314.41 Strut-and-Tie E3003 0.00 Strut-and-Tie E3005 0.00 Strut-and-Tie E3006 0.00 Strut-and-Tie E3007 0.00 Strut-and-Tie E3008 0.00 Strut-and-Tie E4003 81.04 Strut-and-Tie E4012 90.00 Strut-and-Tie E2007 90.00 Strut-and-Tie E3010 0.00 Strut-and-Tie E53 90.00 Strut-and-Tie E54 90.00 Strut-and-Tie E55 90.00 Strut-and-Tie E1005 0.00 Strut-and-Tie E1006 0.00 Strut-and-Tie E2009 270.00 Strut-and-Tie E3011 0.00 Strut-and-Tie E3012 0.00 Strut-and-Tie E2011 90.00 Strut-and-Tie E4016 90.00 Strut-and-Tie E66 45.33 Strut-and-Tie E67 90.00 Strut-and-Tie E68 0.00 Strut-and-Tie E5007 2.28 Strut-and-Tie E2020 90.00 Strut-and-Tie E2024 90.00 Strut-and-Tie E5008 358.52 Strut-and-Tie E4022 90.00 Strut-and-Tie

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 1000yr CAST Input File

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 1000yr CAST Input File

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 1000yr CAST Input File

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E2033 71.57 Strut-and-Tie E4037 34.13 Strut-and-Tie E2038 90.00 Strut-and-Tie E3030 0.00 Strut-and-Tie E3031 0.00 Strut-and-Tie E2039 139.03 Strut-and-Tie E2036 90.00 Strut-and-Tie E2037 139.03 Strut-and-Tie E1022 0.00 Strut-and-Tie E5015 180.00 Strut-and-Tie E2034 90.00 Strut-and-Tie E1020 0.00 Strut-and-Tie E1021 0.00 Strut-and-Tie E2035 319.76 Strut-and-Tie E4034 320.90 Strut-and-Tie E2006 42.12 Strut-and-Tie E4004 44.87 Strut-and-Tie E4029 90.00 Strut-and-Tie E4028 37.29 Strut-and-Tie E2030 324.05 Strut-and-Tie E3004 0.00 Strut-and-Tie E5000 0.00 Strut-and-Tie E4008 286.14 Strut-and-Tie E3009 0.00 Strut-and-Tie E1004 0.00 Strut-and-Tie E5014 0.00 Strut-and-Tie E3025 0.00 Strut-and-Tie E3016 0.00 Strut-and-Tie E1014 0.00 Strut-and-Tie E1023 0.00 Strut-and-Tie E1017 0.00 Strut-and-Tie E5003 10.39 Strut-and-Tie E2028 35.95 Strut-and-Tie S T R U T - A N D - T I E P R O P E R T Y T Y P E S : STRUT TYPES: STRUT TYPE STRUT EFFECTIVENESS PHI STRESS LIMIT EQUATION FACTOR FACTOR (psi) NOTATION FOR ACI STRUT EQUATIONS: (0) ACI Prismatic Struts (1) ACI Bottle-Shaped Struts w/ Steel (2) ACI Bottle-Shaped Struts w/o Steel (3) ACI Struts in Tension Members (4) ACI Struts for All Other Cases NOTATION FOR USER-DEFINED/GENERAL STRUT EQUATIONS: (0) User-Defined (1) Nielsen (1978)

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 1000yr CAST Input File

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(2) Ramirez & Breen (1983) (3) Marti (1985) (4) Schlaich (1987) Uncracked Strut (5) Schlaich (1987) Strut w/ Reinf/Tensile Strain Perp to Its Axis (6) Schlaich (1987) Strut w/ Skew Reinf/Tensile Strain to Its Axis (7) Schlaich (1987) Strut w/ Severe Crack Width (8) MacGregor (1997) Uncracked Strut (9) MacGregor (1997) Cracked Strut w/ Transv Steel (10) MacGregor (1997) Cracked Strut w/o Transv Steel (11) MacGregor (1997) Strut in Tension Zone TIE TYPES: TYPE NAME # OF LAYERS Double_x2_@12" 2 Double_x3_@12" 3 SLug_Anc 1 Double_x1 1 Bot_#10_Bundled 2 Top_#14 1 Center_#14 1 Mid_#14 1 TYPE NAME TOTAL AREA PHI OVERSTRENGTH YIELD FORCE (in.²) FACTOR FACTOR (k) Double_x2_@12" 6.32 0.900 1.000 386.78 Double_x3_@12" 9.48 0.900 1.000 580.18 SLug_Anc 20.34 0.900 1.000 1244.81 Double_x1 3.16 0.900 1.000 193.39 Bot_#10_Bundled 30.48 0.900 1.000 1865.38 Top_#14 27.00 0.900 1.000 1652.40 Center_#14 27.00 0.900 1.000 1652.40 Mid_#14 27.00 0.900 1.000 1652.40 TYPE NAME LAYER # BAR SIZE # OF BARS DISTANCE FROM REF- ERENCE LINE (in.) Double_x2_@12" 1 #8 4 6.00 2 #8 4 - 6.00

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Double_x3_@12" 1 #8 4 12.00 2 #8 4 0.00 3 #8 4 - 12.00 SLug_Anc 1 #10 1 0.00 Double_x1 1 #8 4 0.00 Bot_#10_Bundled 1 #10 12 0.63 2 #10 12 - 0.63 Top_#14 1 #14 12 0.88 Center_#14 1 #14 12 0.00 Mid_#14 1 #14 12 0.88 NODE TYPES: NODE TYPE NODE EFFECTIVENESS PHI STRESS LIMIT EQUATION FACTOR FACTOR (psi) CCC USER (0) 0.850 0.700 4641. CCT USER (0) 0.750 0.700 4095. CTT USER (0) 0.650 0.700 3549. NOTATION FOR ACI NODE EQUATIONS: (0) ACI CCC Nodes (1) ACI CCT Nodes (2) ACI CTT Nodes NOTATION FOR USER-DEFINED/GENERAL NODE EQUATIONS: (0) User-Defined (1) Marti (1985) CCC Node (2) Schlaich et al (1987) CCC Node (3) Schlaich et al (1987) CCT/CTT Node (4) MacGregor (1997) CCC Node (5) MacGregor (1997) CCT Node (6) MacGregor (1997) CTT Node S T R U T - A N D - T I E P R O P E R T Y A S S I G N M E N T S : LOAD CONDITION: LC1 NODES:

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E2016 (Not Yet Assigned) 1.000 E1009 Top_#14 1.000 E3015 (Not Yet Assigned) 1.000 E4024 (Not Yet Assigned) 1.000 E2025 (Not Yet Assigned) 1.000 E2003 Double_x3_@12" 1.000 E1001 Top_#14 1.000 E3000 (Not Yet Assigned) 1.000 E1002 Top_#14 1.000 E3001 (Not Yet Assigned) 1.000 E2002 (Not Yet Assigned) 1.000 E2004 (Not Yet Assigned) 1.000 E2005 (Not Yet Assigned) 1.000 E4010 Double_x2_@12" 1.000 E4011 (Not Yet Assigned) 1.000 E2032 Double_x1 1.000 E2031 (Not Yet Assigned) 1.000 E1019 Top_#14 1.000 E4033 (Not Yet Assigned) 1.000 E2033 (Not Yet Assigned) 1.000 E4037 (Not Yet Assigned) 1.000 E2038 Double_x1 1.000 E3030 Center_#14 1.000 E3031 Center_#14 1.000 E2039 (Not Yet Assigned) 1.000 E2036 Double_x1 1.000 E2037 (Not Yet Assigned) 1.000 E1022 Top_#14 1.000 E5015 Bot_#10_Bundled 1.000 E2034 Double_x1 1.000 E1020 Top_#14 1.000 E1021 Top_#14 1.000 E2035 (Not Yet Assigned) 1.000 E4034 (Not Yet Assigned) 1.000 E2006 (Not Yet Assigned) 1.000 E4004 (Not Yet Assigned) 1.000 E4029 (Not Yet Assigned) 1.000 E4028 (Not Yet Assigned) 1.000 E2030 (Not Yet Assigned) 1.000 E3004 Center_#14 1.000 E5000 (Not Yet Assigned) 1.000 E4008 (Not Yet Assigned) 1.000 E3009 (Not Yet Assigned) 1.000 E1004 Top_#14 1.000 E5014 Bot_#10_Bundled 1.000 E3025 Center_#14 1.000 E3016 Center_#14 1.000 E1014 Top_#14 1.000 E1023 Top_#14 1.000 E1017 Top_#14 1.000 E5003 (Not Yet Assigned) 1.000 E2028 (Not Yet Assigned) 1.000 ELEMENT ID PROVIDED THICKNESS

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 1000yr CAST Input File

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E565 0.00 1.00 E566 0.00 1.00 E567 0.00 1.00 E568 0.00 1.00 E2022 24.00 1.00 E1012 7.75 1.00 E1013 7.75 1.00 E3017 14.00 1.00 E3018 14.00 1.00 E2021 6.00 1.00 E2023 6.00 1.00 E2016 10.00 1.00 E1009 7.75 1.00 E3015 14.00 1.00 E4024 6.00 1.00 E2025 3.00 1.00 E2003 24.00 1.00 E1001 7.75 1.00 E3000 14.00 1.00 E1002 7.75 1.00 E3001 14.00 1.00 E2002 6.00 1.00 E2004 6.00 1.00 E2005 10.00 1.00 E4010 18.00 1.00 E4011 6.00 1.00 E2032 12.00 1.00 E2031 3.00 1.00 E1019 7.75 1.00 E4033 19.00 1.00 E2033 6.00 1.00 E4037 6.00 1.00 E2038 12.00 1.00 E3030 14.00 1.00 E3031 14.00 1.00 E2039 3.00 1.00 E2036 12.00 1.00 E2037 3.00 1.00 E1022 7.75 1.00 E5015 8.50 1.00 E2034 12.00 1.00 E1020 7.75 1.00 E1021 7.75 1.00 E2035 3.00 1.00 E4034 3.00 1.00 E2006 10.00 1.00 E4004 16.00 1.00 E4029 1.50 1.00 E4028 3.00 1.00 E2030 3.00 1.00 E3004 14.00 1.00 E5000 8.50 1.00 E4008 1.00 1.00 E3009 14.00 1.00

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E1004 7.75 1.00 E5014 8.50 1.00 E3025 14.00 1.00 E3016 14.00 1.00 E1014 7.75 1.00 E1023 7.75 1.00 E1017 7.75 1.00 E5003 8.50 1.00 E2028 0.00 1.00 S T R E S S - S T R A I N R E L A T I O N S H I P S : TYPE NAME # OF POINTS INPUT FIRST SECOND FORMAT COLUMN COLUMN NOTATION FOR STRESS-STRAIN FORMAT: (0) Strain (in./in.); Stress (psi) (1) Stress (psi); Strain (in./in.) (2) Strain (in./in.); Stress (f'c) (3) Stress (f'c); Strain (in./in.) (4) Strain (in./in.); Stress (fy) (5) Stress (fy); Strain (in./in.) TYPE NAME STRESS STRAIN TANGENT MODULUS (psi) (in./in.) (psi) TYPE NAME YIELD POINT ULTIMATE POINT STRESS STRAIN STRESS STRESS (psi) (in./in.) (psi) (in./in.) S T R E S S - S T R A I N R E L A T I O N S H I P A S S I G N M E N T S : LOAD CONDITION: LC1 ELEMENT ID STRESS-STRAIN CURVE SCALE FACTOR E2000 (Not Yet Assigned) NA E3003 (Not Yet Assigned) NA E3005 (Not Yet Assigned) NA E3006 (Not Yet Assigned) NA E3007 (Not Yet Assigned) NA E3008 (Not Yet Assigned) NA E4003 (Not Yet Assigned) NA E4012 (Not Yet Assigned) NA E2007 (Not Yet Assigned) NA E3010 (Not Yet Assigned) NA E53 (Not Yet Assigned) NA E54 (Not Yet Assigned) NA

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E4024 (Not Yet Assigned) NA E2025 (Not Yet Assigned) NA E2003 (Not Yet Assigned) NA E1001 (Not Yet Assigned) NA E3000 (Not Yet Assigned) NA E1002 (Not Yet Assigned) NA E3001 (Not Yet Assigned) NA E2002 (Not Yet Assigned) NA E2004 (Not Yet Assigned) NA E2005 (Not Yet Assigned) NA E4010 (Not Yet Assigned) NA E4011 (Not Yet Assigned) NA E2032 (Not Yet Assigned) NA E2031 (Not Yet Assigned) NA E1019 (Not Yet Assigned) NA E4033 (Not Yet Assigned) NA E2033 (Not Yet Assigned) NA E4037 (Not Yet Assigned) NA E2038 (Not Yet Assigned) NA E3030 (Not Yet Assigned) NA E3031 (Not Yet Assigned) NA E2039 (Not Yet Assigned) NA E2036 (Not Yet Assigned) NA E2037 (Not Yet Assigned) NA E1022 (Not Yet Assigned) NA E5015 (Not Yet Assigned) NA E2034 (Not Yet Assigned) NA E1020 (Not Yet Assigned) NA E1021 (Not Yet Assigned) NA E2035 (Not Yet Assigned) NA E4034 (Not Yet Assigned) NA E2006 (Not Yet Assigned) NA E4004 (Not Yet Assigned) NA E4029 (Not Yet Assigned) NA E4028 (Not Yet Assigned) NA E2030 (Not Yet Assigned) NA E3004 (Not Yet Assigned) NA E5000 (Not Yet Assigned) NA E4008 (Not Yet Assigned) NA E3009 (Not Yet Assigned) NA E1004 (Not Yet Assigned) NA E5014 (Not Yet Assigned) NA E3025 (Not Yet Assigned) NA E3016 (Not Yet Assigned) NA E1014 (Not Yet Assigned) NA E1023 (Not Yet Assigned) NA E1017 (Not Yet Assigned) NA E5003 (Not Yet Assigned) NA E2028 (Not Yet Assigned) NA S T R U C T U R E ' S B O U N D A R Y C O N D I T I O N S : LOAD CONDITION: LC1

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Sellwood Willamette River Bridge Bent Cap Design 100% Calculation Book Bent 1: 1000yr CAST Input File

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BEARING PLATES: NODE ID LENGTH WIDTH THICKNESS (in.) (in.) (in.) N54 19.50 40.00 0.50 N67 36.00 24.00 2.00 N68 36.00 24.00 2.00 N69 36.00 24.00 2.00 N106 36.00 24.00 2.00 N107 36.00 24.00 2.00 N109 23.00 24.00 2.00 N110 36.00 24.00 2.00 N146 29.00 62.00 4.00 N147 17.20 62.00 4.00 N153 26.10 62.00 4.00 N155 14.20 62.00 4.00 BOUNDARY FORCES OR SUPPORTS: NODE ID LOAD SUPPORT DIRECTION (k) (deg.) N54 - YES -90.00 N67 - YES 0.00 N68 -1123.00 - 0.00 N69 -688.00 - 0.00 N106 - YES 0.00 N107 -704.00 - 0.00 N109 -176.00 - 0.00 N110 -262.00 - 0.00 N138 -1693.00 - -90.00 N146 -3812.00 - 180.00 N147 -1501.00 - 180.00 N151 -1219.00 - 135.00 N152 -1219.00 - 135.00 N153 -3317.00 - 180.00 N154 -1175.00 - 135.00 N155 -992.00 - 180.00 N156 -1175.00 - 135.00 SIGN CONVENTION: (+) Force pointing away from the node (-) Force pointing toward the node Zero force = free node/no support S T R U C T U R E ' S B O D Y F O R C E S O R S U P P O R T S : LOAD CONDITION: LC1 NODE ID 1-DIRECTION LOCAL AXIS FORCE SUPPORT DIRECTION

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N20 -34.00 - 90.00 N22 0.00 - 90.00 N27 0.00 - 90.00 N28 -2045.00 - 90.00 N29 -554.00 - 90.00 N30 -289.00 - 90.00 N31 -25.00 - 90.00 N33 0.00 - 90.00 N37 0.00 - 90.00 N38 -1206.00 - 90.00 N39 -283.00 - 90.00 N40 -83.00 - 90.00 N42 0.00 - 90.00 N47 0.00 - 90.00 N48 -2471.00 - 90.00 N49 -690.00 - 90.00 N50 -392.00 - 90.00 N51 -94.00 - 90.00 N53 0.00 - 90.00 N54 0.00 - 90.00 N61 0.00 - 90.00 N64 0.00 - 90.00 N65 0.00 - 90.00 N67 0.00 - 90.00 N68 0.00 - 90.00 N69 0.00 - 90.00 N70 0.00 - 90.00

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Zero force = free node/no support D E S I G N C A L C U L A T I O N R E S U L T S : LOAD CONDITION: LC1 ELEMENTS: ELEMENT ID FORCE STRESS STRESS LIMIT/YIELD FORCE (k) (psi) (psi) (k) ELEMENT ID STRESS RATIO f'c RATIO Beta RATIO NODES: NODE ID NODE FACE FORCE STRESS STRESS LIMIT (k) (psi) (psi) NODE ID NODE FACE STRESS RATIO f'c RATIO Beta RATIO D E T A I L E D N O D A L Z O N E A N A L Y S I S R E S U L T S : LOAD CONDITION: LC1 Detailed Nodal Zone analysis has not been performed or has not been successful. S I M P L E C A P A C I T Y P R E D I C T I O N R E S U L T S : LOAD CONDITION: LC1 STRENGTH REDUCTION FACTOR: Excluded STEEL OVERSTRENGTH FACTOR: Excluded Simple capacity prediction has not been performed or has not been successful. L O A D D E F O R M A T I O N R E S U L T S : LOAD CONDITION: LC1

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Load-Deformation analysis has not been performed or has not been successful.

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Text Box

Shear Lugs

Sellwood Willamette River Bridge

100% Calculation Book

Bent 1, 4 Shear Lug Design

Main Span Transverse EQ Shear

Main Span Transverse Base Shear Force with one shear link at each Bent (Only main span masses through single link, approach span transverse masses are applied directly to cap

500YR: No‐Scour

Member Station Result Case Force X

(kips)

Force Y

(kips)

Force Z

(kips)

Moment X

(kips‐ft)

Moment Y

(kips‐ft)

Moment Z

(kips‐ft)

Abs. Force Z

(kips)

40013 0 500YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 81.4 0.0 1370.6 0.0 0.0 0.0 1370.6

40013 1 500YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 81.4 0.0 1370.6 0.0 1370.6 0.0 1370.6

40013 0 500YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) 29.0 0.0 ‐1341.8 0.0 0.0 0.0 1341.8

40013 1 500YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) 29.0 0.0 ‐1341.8 0.0 ‐1341.8 0.0 1341.8

70012 0 500YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 41.7 0.0 1042.6 0.0 0.0 0.0 1042.6

70012 1 500YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 41.7 0.0 1042.6 0.0 1271.9 0.0 1042.6

70012 0 500YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) ‐88.6 0.0 ‐1045.9 0.0 0.0 0.0 1045.9

70012 1 500YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) ‐88.6 0.0 ‐1045.9 0.0 ‐1276.0 0.0 1045.9

File: SWB_FinalDesign_500EQ_Staged_NoScour_Rev7.1_OneLink.lar

500YR: Half‐Scour

Member Station Result Case Force X

(kips)

Force Y

(kips)

Force Z

(kips)

Moment X

(kips‐ft)

Moment Y

(kips‐ft)

Moment Z

(kips‐ft)

Abs. Force Z

(kips)

40013 0 500YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 84.1 0.0 1539.2 0.0 0.0 0.0 1539.2

40013 1 500YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 84.1 0.0 1539.2 0.0 1539.2 0.0 1539.2

40013 0 500YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) 27.5 0.0 ‐1507.5 0.0 0.0 0.0 1507.5

40013 1 500YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) 27.5 0.0 ‐1507.5 0.0 ‐1507.5 0.0 1507.5

70012 0 500YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 44.2 0.0 1034.4 0.0 0.0 0.0 1034.4

70012 1 500YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 44.2 0.0 1034.4 0.0 1262.0 0.0 1034.4

70012 0 500YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) ‐91.0 0.0 ‐1039.5 0.0 0.0 0.0 1039.5

70012 1 500YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) ‐91.0 0.0 ‐1039.5 0.0 ‐1268.2 0.0 1039.5

File: SWB_FinalDesign_500EQ_Staged_HalfScour_Rev7.1_OneLink.lar

1000YR: No‐Scour

Member Station Result Case Force X

(kips)

Force Y

(kips)

Force Z

(kips)

Moment X

(kips‐ft)

Moment Y

(kips‐ft)

Moment Z

(kips‐ft)

Abs. Force Z

(kips)

40013 0 1000YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 88.6 0.0 1711.9 0.0 0.0 0.0 1711.9

40013 1 1000YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 88.6 0.0 1711.9 0.0 1711.9 0.0 1711.9

40013 0 1000YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) 22.1 0.0 ‐1683.6 0.0 0.0 0.0 1683.6

40013 1 1000YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) 22.1 0.0 ‐1683.6 0.0 ‐1683.6 0.0 1683.6

70012 0 1000YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 122.6 0.0 1461.6 0.0 0.0 0.0 1461.6

70012 1 1000YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 122.6 0.0 1461.6 0.0 1783.2 0.0 1461.6

70012 0 1000YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) ‐169.5 0.0 ‐1461.4 0.0 0.0 0.0 1461.4

70012 1 1000YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) ‐169.5 0.0 ‐1461.4 0.0 ‐1782.9 0.0 1461.4

File: SWB_FinalDesign_1000EQ_Staged_NoScour_Rev7.1_OneLink.lar

1000YR: Half‐Scour

Member Station Result Case Force X

(kips)

Force Y

(kips)

Force Z

(kips)

Moment X

(kips‐ft)

Moment Y

(kips‐ft)

Moment Z

(kips‐ft)

Abs. Force Z

(kips)

40013 0 1000YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 91.5 0.0 1877.9 0.0 0.0 0.0 1877.9

40013 1 1000YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 91.5 0.0 1877.9 0.0 1877.9 0.0 1877.9

40013 0 1000YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) 20.3 0.0 ‐1846.2 0.0 0.0 0.0 1846.2

40013 1 1000YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) 20.3 0.0 ‐1846.2 0.0 ‐1846.2 0.0 1846.2

70012 0 1000YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 71.5 0.0 1440.8 0.0 0.0 0.0 1440.8

70012 1 1000YR_Env_EQ_C: (DC+DW)+(0.3L+1.0T) 71.5 0.0 1440.8 0.0 1757.8 0.0 1440.8

70012 0 1000YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) ‐118.3 0.0 ‐1443.0 0.0 0.0 0.0 1443.0

70012 1 1000YR_Env_EQ_D: (DC+DW)‐(0.3L+1.0T) ‐118.3 0.0 ‐1443.0 0.0 ‐1760.5 0.0 1443.0

File: SWB_FinalDesign_1000EQ_Staged_HalfScour_Rev7.1_OneLink.lar

SUMMARY

500YR EQ: Total Transverse Shear Force from Main Span

Bent 1 = 1539.2 k

Bent 4 = 1045.9 k

1000YR EQ: Total Transverse Shear Force from Main Span

Bent 1 = 1877.9 k

Bent 4 = 1461.6 k

Notes:

 Force Fz is the transverse shear in the vertical link that was used to determine the total base shear.  Member 40013 is at Bent 1. Member 70012 is at Bent 4.

SWB_ShearLug_ShearForce_Displacement_Rev7.1.xlsx 5/25/2012 1/1

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Text Box

End Diaphragm

JEIII Project: Sellwood Bridge 5-24-2012

Item: End Diaphragm

Background

At each end of the bridge the end diaphragm is designed to resist transverse movement of

the structure with the use of a steel restrainer bolted to the bottom flange of the end

diaphragm. There are 2 restrainers at each bridge end, in the middle most bays of the

bridge.

Each steel restrainer is bolted to the bottom flange of the end diaphragm for both ease of

installation and future replacement. The end restrainers are built up of steel plates; 2

vertical stiffeners and multiple horizontal stiffeners to create the box section.

The end diaphragm is connected to the structure by 1” high strength bolts (ASTM A490)

due to the high shear forces and moments caused by the eccentricity of the restrainer

connected to the diaphragm below.

Design checks were performed using a custom design spreadsheet and hand calculations.

Design checks were done in accordance with AASHTO LRFD and AASHTO Guide

Specifications for LRFD Seismic Design, as well as ODOT Bridge Design and Drafting

Manual.

Design Parameters

All plate material was assumed to be 50 ksi minimum and all bolts were assumed to be

A325 as a minimum except for the bolted connection of the diaphragm to the edge girder

where A490 bolts were used. All design loads and displacements were determined using

the results of a global 3D LARSA analysis model. Analysis results include all service,

strength, extreme, 500 year seismic, and 1000 year seismic events.

The 1000 year event was taken to be an extreme event with all strength reduction values

taken to be 1.0 for design. Force results for the 1000 year event were increased by 20%

for connection design as directed by the project manager.

251

Main Span End Diaphragm

End Diaphragm & Trans. Restrainer

Plan Sheets

252

253

254

255

256

257

Main Span End Diaphragm

End Diaphragm & Trans. Restrainer

Restrainer Design Calculations

258

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END DIAPHRAGM DESIGN J. Escamilla 5/24/2011

Factored Transverse Force = 1126.8 kips Factored force = 1878 X 1.2factor / 2 end diaphs. = 1126.8

Eccentricity = 20.94 in

Factored Moment = 1966.0 kip*ft

Tesnile Strength of Bolt, Fub = 150 ksi

Bolt Size = 1.00 in

Hole Size = 1.06 in

A = 0.79 in 2

Ab = 0.79 in 2

Min Rolled Edge Distance = 1.25 in

Min Sheared Edge Distance = 1.75 in

Min Spacing 3.00 in

Thread Excluded from Shear Plane = Yes

No of Bolt Lines = 6No of Bolt Lines = 6

No of Bolts per Line = 12

Total No of Bolts = 72

Typical Bolt Spacing = 3.00 in

O.K.

Number of Shear Planes = 1

Bolt Stitch Length = 33.00 in

Pu/Bolt = 15.65 kipsPu/Bolt = 15.65 kips

Tu/End Bolt = 36.41 kips

Bolt y dist abs (y)

1 -16.5 16.5

2 -13.50 13.5

Bolt Pattern in Major Axis

2 -13.50 13.5

3 -10.50 10.5

4 -7.50 7.5

5 -4.50 4.5

6 -1.50 1.5

7 1.50 1.5

8 4.50 4.5

9 7.50 7.5

10 10.50 10.510 10.50 10.5

11 13.50 13.5

12 16.50 16.5

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END DIAPHRAGM DESIGN J. Escamilla

Rn = 56.55 kips

Φs = 0.75

Rr = 42.41 kips

d/c = 0.37

O.K.

Tn = 89.54 kips

Φt = 0.80

Tr = 71.63 kips

d/c = 0.51

O.K.

Φs = 0.80

Tn = 72.41 kips

Φt = 0.80

Tr = 57.93 kips

d/c = 0.63d/c = 0.63

O.K.

Top Box Plate Thickness = 1.00 in

Bottom Flage Diaphragm Thickness = 1.13 in

Bolt Edge Distance = 2.00 in

Check Bearing

Bolt Edge Distance = 2.00 in

O.K.

Clear Distance Between Holes = 1.94 in

Rn Per Bolt Web = 116.25 kips

Rn Per Stiffener PL = 135.00 kips

Φbb = 0.80Φbb = 0.80

Rr Total = 6696.0 kips

d/c = 0.17

O.K.

260

Projects: Job No : Sheet: 3 of 5

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SELLWOOD

END DIAPHRAGM DESIGN J. Escamilla 5/24/2011

Gross Shear Length = 76.00 in

No. Shear Holes = 24

Gross Tension Length = in

No. Tension Holes = 0

Thickness Steel = 1.00 in

A = 76.00 in 2

Block Shear Scenario 1

Avg = 76.00 in 2

Avn = 50.50 in 2

Atn = 0.00 in 2

Rp = 1.00

Ubs = 1.00

Φbs = 0.80

Rr Total = 1523.1 kipsRr Total = 1523.1 kips

d/c = 0.74

O.K.

BEARING PLATE DESIGN

d = 13.03 in

bf = 14.98 in

B = 13.03 inB = 13.03 in

N = 14.98 in

m = 1.302 in

n = 0.52 in

n' = 3.49

lambda = 1

l = 3.49

t = 1.25 in

Bearing Plate Thickness = 1.375 inBearing Plate Thickness = 1.375 in

O.K.

261

Projects: Job No : Sheet: 4 of 5

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HORIZONTAL STIFFENER DESIGN

5/24/2011

SELLWOOD

END DIAPHRAGM DESIGN J. Escamilla

HORIZONTAL STIFFENER DESIGN

Stiffener Thickness = 0.625 in

bt = 7.22 in

Projected Width Left = 3.500 in

Projected Width Right = 7.000 in

Stiffener Width to use = 10.50 in

Apn = 6.56 in 2

(Rsb)n = 459.4 kips

Φb = 1.00

(Rsb)r = 459.39 kips

Web Length to use = 9.18 in

Web Area = 6.89 in 2

Web Area = 6.89 in

Is = 48.54 in 4

Ag = 13.45 in 2

rs = 1.90 in

K = 0.75

L = 30 inL = 30 in

Pe = 27440.9 kips

Po = 672.5 kips

Pe/Po = 40.81

Pn = 665.6 kips

Φb = 0.90

Pr = 599.1 kipsPr = 599.1 kips

For 2 Vetical Webs & Stiffener = 1198.1 kips

d/c = 0.94

O.K.

262

Projects: Job No : Sheet: 5 of 5

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SELLWOOD

END DIAPHRAGM DESIGN J. Escamilla 5/24/2011

Assumed Shear Load for 1 side = 200.37 kips

Weld Electrode, Fexx = 70.0 ksi

No of Welds = 2

Fillet Weld Size = 0.3125 in

Weld Length = 29.88 in

Area Weld = 13.20 in 2

φ = 0.80

Weld Size for Horizontal Stiffener

φe2 = 0.80

Rr = 443.56 kips

d/c = 0.45

263

Main Span End Diaphragm

End Diaphragm & Trans. Restrainer

End Diaphragm Design Calculations

264

Projects: Job No : Sheet: 1 of 10

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DIAPGRAM GIRDER PROPERTIES

SELLWOOD

END DIAPHRAGM DESIGN J. Escamilla 5/24/2011

DIAPGRAM GIRDER PROPERTIES

Unbraced Length (negative bending) = 12.63 ft

TF Width = 26.25 in

TF Thickness = 1.13 in

Web Depth = 32.75 in Total Depth of 2'-11

Web Thickness = 0.88 in

BF Width 26.25 in

BF Thickness = 1.13 inBF Thickness = 1.13 in

Area = 87.72 in 2

Ixx = 19511 in 4

Sxx = 1115 in 3

Iyc = 1696 in 4

Iyt = 1696 in 4

Iyt = 1696 in

D/tw = 37.43 O.K.

bf/(2*tf) = 11.67 O.K.

D/6 = 5.46 O.K.

1.1*tw = 0.96 O.K.

Iyc/Iyc = 1.00 O.K.

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Projects: Job No : Sheet: 2 of 10

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END DIAPHRAGM DESIGN J. Escamilla

λf = 11.66667

λpf = 9.15λpf = 9.15

λrf = 13.49

2Dc/tw = 37.4

λrw = 137.3

Satisfies

Rb = 1.00

R = 1.00Rh = 1.00

Fyr = 35.00 ksi

Fnc = 41.30 ksi

266

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r1 = 7.03 in

SELLWOOD

END DIAPHRAGM DESIGN J. Escamilla 5/24/2011

r1 = 7.03 in

Lb = 151.50 in

Lp = 169.32 in

Lr = 531.92 in

Cb = 1.00

Fnc = 50.00 ksi

M = 3837.0 kip*ftMn = 3837.0 kip*ft

Φf = 1.00

Mr = 3837.0 kip*ft

d/c = 0.94

O.K.

Shear Force in Couple for Weld = 1322.48 kipsShear Force in Couple for Weld = 1322.48 kips

Weld Electrode, Fexx = 70.0 ksi

No of Welds = 2

Fillet Weld Size = 0.3125 in

Weld Length = 10.50 ft

Area Weld = 55.68 in 2

φe2 = 0.80

Rr = 1870.72 kipsRr = 1870.72 kips

d/c = 0.71

267

Projects: Job No : Sheet: 4 of 10

Item: Designer: Date:

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DIAPHRAGM TO EDGE GIRDER WEB CONNECTION

5/24/2011

SELLWOOD

END DIAPHRAGM DESIGN J. Escamilla

DIAPHRAGM TO EDGE GIRDER WEB CONNECTION

Eccentricity = 38.4375 in

Factored Moment = 3609.3 kip*ft

Disatances Between CG of Flange Bolts = 33.75 in

No of Bolt Lines = 2

No of Bolts per Line = 8

Total No of Bolts = 16

Web Splice

Total No of Bolts = 16

Typical Bolt Spacing = 3.00 in

O.K.

Number of Shear Planes = 2

Bolt Stitch Length = 21.00 in

Pu/Bolt From Shear = 70.43 kips For Web Bolts

Flange Splice

No of Bolt Lines = 8

No of Bolts per Line = 2

Total No of Bolts = 16

Typical Bolt Spacing = 3.00 in

O.K.

Number of Shear Planes = 2

Bolt Stitch Length = 3.00 in

Flange Splice

Shear Force per Flange = 1283.30 kips

Pu/Bolt From Shear = 80.21 kips For Flange Bolts

Rn = 113.10 kips

Φs = 0.75

Rr = 84.82 kipsRr = 84.82 kips

d/c = 0.95

O.K.

268

Projects: Job No : Sheet: 5 of 10

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CHECK PLATES FOR WEB CONNECTION

SELLWOOD

END DIAPHRAGM DESIGN J. Escamilla 5/24/2011

CHECK PLATES FOR WEB CONNECTION

Diaphragm Web Plate Thickness = 0.88 in

Vertical Stiffener Thickness = 0.75 in

Gusset Plate Thickness = 1.00 in

Number of Gusset Plates = 2

Bolt Edge Distance = 1.50 in

O.K.

Gusset Plate Height = 24.00 in 2

Clear Distance Between Holes = 1.94 in

Rn Per Bolt Web = 101.72 kips

Rn Per Stiffener PL = 90.00 kips

Rn Per Bolt Gusset = 240.00 kips

Φbb = 0.80

Rr Total = 1152.00 kipsRr Total = 1152.00 kips

d/c = 0.98

O.K.

No. Shear Spaces = 2

Block Shear Scenario 1

No. Shear Spaces = 2

No. Shear Edges = 2

No. Shear Holes = 3

No. Tension Spaces = 7

No. Tension Edges = 0

No. Tension Holes = 9

Thickness Steel = 2.00 in

A = 6.00 in 2

Avg = 6.00 in 2

Avn = -0.38 in 2

Atn = 22.88 in 2

Rp = 1.00

Ubs = 1.00

Φbs = 0.80

Rr Total = 1178.2 kipsRr Total = 1178.2 kips

d/c = 0.96

O.K.

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Projects: Job No : Sheet: 6 of 10

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SELLWOOD

END DIAPHRAGM DESIGN J. Escamilla

Block Shear Scenario 2

No. Shear Spaces = 2

No. Shear Edges = 2

No. Shear Holes = 3

No. Tension Spaces = 7

No. Tension Edges = 0

No. Tension Holes = 7

Thickness Steel = 0.88 in

Block Shear Scenario 2

Avg = 7.88 in 2

Avn = 5.09 in 2

Atn = 11.87 in 2

Rp = 1.00

Ubs = 1.00

Φbs = 0.80

R Total = 770.5 kipsRr Total = 770.5 kips

d/c = 1.46

N.G.

Note:

In order for the web of the Edge Girder to

fail in tension, both top and bottom flanges

must fail concurrently. Add the capacity of

those members as well. See Below.

No. Shear Spaces = 1

No. Shear Edges = 1

No. Shear Holes = 1.5

No. Tension Spaces = 3

No. Tension Edges = 1

No. Tension Holes = 3.5

Thickness Steel = 1.13 in

those members as well. See Below.

Thickness Steel = 1.13 in

Avg = 5.06 in 2

Avn = 3.27 in 2

Atn = 5.94 in 2

Rp = 1.00

Ubs = 1.00

Φbs = 0.80Φbs = 0.80

Rr = 407.6 kips per corner of Flange

Rr Total, 4*Flange + Web = 2400.7 kips

d/c = 0.47

O.K.

270

Projects: Job No : Sheet: 7 of 10

Item: Designer: Date:

Checker: Date:

CHECK PLATES FOR FLANGE CONNECTION

SELLWOOD

END DIAPHRAGM DESIGN J. Escamilla 5/24/2011

CHECK PLATES FOR FLANGE CONNECTION

Diaphragm Flange Plate Thickness = 1.13 in

Edge Girder TF Thickness = 1 in

Gusset Plate Thickness = 0.88 in

Number of Gusset Plates = 2

O.K.

Bolt Edge Distance = 1.50 in

Clear Distance Between Holes = 1.94 in

Rn Per Bolt Web = 130.78 kips

Rn Per Stiffener PL = 120.00 kips

Rn Per Bolt Gusset = 210.00 kips

Φbb = 0.80

Rr Total = 1536.00 kipsRr Total = 1536.00 kips

d/c = 0.84

O.K.

No. Shear Spaces = 0

No. Shear Edges = 0

No. Shear Holes = 0

No. Tension Spaces = 7

No. Tension Edges = 2

No. Tension Holes = 8

Thickness Steel = 1.75 in

Block Shear Scenario 1

Thickness Steel = 1.75 in

Avg = 0.00 in 2

Avn = 0.00 in 2

Atn = 27.13 in 2

Rp = 1.00

Ubs = 1.00

Φbs = 0.80

Rr Total = 1410.5 kips

d/c = 0.91

O.K.

271

Projects: Job No : Sheet: 8 of 10

Item: Designer: Date:

Checker: Date:

VERTICAL STIFFENERS AT STEEL BLOCK DESIGN

5/24/2011

SELLWOOD

END DIAPHRAGM DESIGN J. Escamilla

VERTICAL STIFFENERS AT STEEL BLOCK DESIGN

Horizontal Load at CG of Bumper = 1126.80 kips

Eccentricity Bumper to CG of Bolts = 14.30 in

Moment Couple of Vertical Stiffeners = 31.25 in

Comperssion/Tension at Stiffeners = 515.44 kips

Stiffener Thickness = 0.875 in

bt = 10.11 inbt = 10.11 in

Projected Width Left = 10.00 in

Projected Width Right = 10.00 in

Stiffener Width to use = 20.00 in

Apn = 17.50 in 2

(Rsb)n = 1225.0 kips

Φb = 1.00Φb = 1.00

(Rsb)r = 1225.00 kips

d/c = 0.42

O.K.

Web Length to use = 7.63 in

Web Area = 6.67 in 2

Is = 32.89 in 4

Ag = 24.17 in 2

rs = 1.17 in

K = 0.75

L = 43 in

P = 9051.2 kipsPe = 9051.2 kips

Po = 1208.6 kips

Pe/Po = 7.49

Pn = 1142.9 kips

Φb = 0.90

Pr = 1028.6 kips

d/c = 0.50d/c = 0.50

O.K.

272

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SHEAR STUD DESIGN

END DIAPHRAGM DESIGN J. Escamilla 5/24/2011

SELLWOOD

SHEAR STUD DESIGN

Stud Diameter = 0.88 in

Stud Length = 4.00

No of Studs per row = 4

No of Rows per Diaphragm = 12

Total No of Studs/Diaphragm = 48

Asc = 0.60 in 2

E = 4069.6 ksiEc = 4069.6 ksi

Fu = 60 ksi

Qn /stud = 36.1 kips

Qn Total = 1731.8 kips

Φb = 0.85

Qr Total = 1472.0 kips

P = 1126.8 kipsP = 1126.8 kips

d/c = 0.77

O.K.

273

Projects: Job No : Sheet: 10 of 10

Item: Designer: Date:

Checker: Date:

Shear Design of Plate Diphragm

SELLWOOD

END DIAPHRAGM DESIGN J. Escamilla 5/24/2011

Shear Design of Plate Diphragm

D = 32.75 in

tw = 0.75 in

Fyw = 50 ksi

Vp = 712.3 kips

k = 8.9k = 8.9

Stiffener Spacing = 37.2 in

α = 1.14

C = 4.24

Vn = 2143 kips

Proportion Check = 0.83Proportion Check = 0.83

274

_General_Design Calc Cover
_General_TOC
_General_Design Overview
_General_Plan Set
Bent Caps_P-M Design_General
Bent Caps_P-M Design_Calcs
Bent Caps_P-M Design_XTRACT Input
Bent Caps_Strut and Tie_General
Bent Caps_Strut and Tie_Column RSA Demands
Bent Caps_Strut and Tie_Anchorage Resultants
Bent Caps_Strut and Tie_Column, Girder Summary
Bent Caps_Strut and Tie_Loading and Geometry Diagrams

General
500yr Loading (1 of 2)
500yr Loading (2 of 2)
1000yr Loading (1 of 2)
1000yr Loading (2 of 2)

Bent Caps_Strut and Tie_Tie Steel Areas
Bent Caps_Strut and Tie_Force Diagrams

500yr Forces (1 of 2)
500yr Forces (2 of 2)
1000yr Forces (1 of 2)
1000yr Forces (2 of 2)

Bent Caps_Strut and Tie_Calculations
Bent Caps_Strut and Tie_500yr CAST Input File
Bent Caps_Strut and Tie_1000yr CAST Input File
Shear Lugs_Design
Shear Lugs_EQ Demands
End Diaphragm_Design Calcs

End Diaphragm Narrative
Divider 1
SLW_BRIDGE_SHEET_2011-00_TYLI_BENT 1 COLUMN
SLW_BRIDGE_SHEET_2013-00_TYLI_BENT 1 CAP BEAM DETAILS 1

SLW_BRIDGE_SHEET_2013-00_TYLI_BENT 1 CAP BEAM DETAILS 1.dwg

Layout1

SLW_BRIDGE_SHEET_2016-00_TYLI_BENT 1 DIAPHRAGM DETAILS 1
SLW_BRIDGE_SHEET_2017-00_TYLI_BENT 1 DIAPHRAGM DETAILS 2
SLW_BRIDGE_SHEET_2017-01_TYLI_BENT 1 DIAPHRAGM DETAILS 3
Divider 2
Divider 3
End Diaphragm Design Calcs

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