Structural Theory 2 - Structural Analysis Of A Two Storey House 662r6k

TABLE OF CONTENTS Projcet Background Description of the Project Description of the Method Utilized Definition of Used in the Project

1 2 3 Project Plans

Floor Plans Elevation Plans Beam and Stair Details Structural Plan

4 6 9 10 Figures of the Framing System

Structure Framing System Frame Models Actual Frames - MO Moments

11 12 13

Frames with Sidesway Prevented - MO Moments

14

Frames Subjected to Known Translation ∆'- M Q Moments

15

Structural Analysis Structural Analysis Process Determination of Loads Load Distribution Analysis of Frames with Sidesway Prevented Analysis of Restraining Reactions Calcuation of Coefficients Calculation of Actual Values Reactions and Shear and Moment Diagrams

18 19 24 31 49 77 78 88

TABLE OF CONTENTS Projcet Background 1 2 3 Project Plans 4 6 9 10 Figures of the Framing System 11 12 13 14 15 Structural Analysis 18 19 24 31 49 77 78 88

DESCRIPTION OF THE PROJECT

The project is a three storey apartment and is a regular structure. The total area of the aprtment is 150 m2 with di 15 m x 10 m. The covering of the structure is a roof deck which can also serve as multipurpose hall. The height of each le and is 0.4 m from the natural grade line. Reinforced concrete is the main material used for the construction of the buil perspective view of the apartment is shown below.

The purpose of this project is to make a structural analysis of the structure created. The main target of the pro determine the end member moments and shears, and the reactions at the fixed s of the structure.. To analyze the group utilized the moment distribution method (MDM) applying the superposition (substitute) method.

1

DEFINITION OF THE METHOD UTILIZED

The method used for the analysis of the whole structure from start to finish is the Moment Distribution Method (M method was developed by Hardy Cross on 1939. This method of analyzing beams and frames is a method of s approximation that may be carried out to any desired degree of accuracy. Essentially, the method begins by assuming ea structure is fixed. Then, by unlocking and locking each t in succession, the internal moments at the points are ‘distrib balanced until the ts have rotated to their final or nearly final positions (R. C. Hibbeler).

However, analyzing a mutistorey structure subjected to boht gravity and lateral loads is more compicated. In line the superposition method was used in order to analyze the whole structure. The first part was preventing the sidesway in by putting imaginary rolers in the floor levels. Initial member end moments M O that develop in this frame due to the exte are computed by the moment-distribution process, and the restraining forces (Rs) at the imaginary s are eva applying the equations of equilibrium. In the second part of the analysis, the each floor of the frame is allowed to disp known amount ∆' while the sidesway of the upper floors is prevented. The fixed-end moments caused by this displace computed and distributed to obtain the member end moments M Q. With the member end moments known, the forces (Q locations of the roller s are determined from the equilibrium equations. The member end moments M in the actual determined by superposition of the moments computed in the three parts as there will be coefficeints whose values are ob solving the equations of superposition of horizontal forces at the locations of the imaginary s.

To have a better understanding of the process, figures are presented in the next sections of the project, a procedural and clear solutions aided with flowcharts.

2

DEFINITION OF THE USED IN THE PROJECT 1. FIXED END MOMENT (FEM) This refers to a moment at the “wall” or fixed t of a member.

a. FEM due to Load (FEMW)

These are FEMs that resulted from the loads acting within the member itself. In this project, this term was u calculation of initial moments of the which are subjected to gravity loads. b. FEM due to sidesway (FEM∆)

This FEM is the result of a settlement (displacement) of a particular t. In the project, imaginary rolle released and the t will have a known tralnslation ∆' which will therefore have FEM. In this project, assumed to have a value of 100 (+ for counterclockwise, and - for clockwise rotation) 〖���〗 _�=(��^2)/12

〖���〗 _∆=6��∆′/�^2 =±100 ���

2. STIFFNESS FACTOR (k)

It is the ratio of the flexural rigidity of a member to its length. It is also the amount of moment (M) required the end of a beam by 1 rad. If several are fixed connected to a t, and each of their far end then by the principle of superposition, the total stiffness factor at the t is the sum of the member stiffne of the .

3. DISTRIBUTION FACTOR (DF) If a moment M is applied to a fixed connected t, the connecting will each supply a porti resisting moment necessary to satisfy moment equilibrium at the t. The fraction of the total resisting supplied by the member is called distribution factor. It is equal to the stiffness of the member all over the s stiffness of all acting on the t.

4. CARRY OVER FACTOR (CO) It represents the fraction of M that is “carried over” from the pin to the wall. Hence, in the case of a beam w end fixed, the carry-over factor is .5. 5. GRAVITY LOADS

These are the loads that act vertically in the structure. These gravity loads are mainly the dead load incl weight of the member and the structure itself, and also the live load. These loads are refererence from NSC 6. LATERA LOADS

These are the loads that act horizontally in the structure and are analyzed as concentrated load in a particu the side view of the structure. The lateral loads considered in the project are the wind loads and earthqu whose value was computed using the procedure in NS 2010 3

These are the loads that act horizontally in the structure and are analyzed as concentrated load in a particu the side view of the structure. The lateral loads considered in the project are the wind loads and earthqu whose value was computed using the procedure in NS 2010

4

DESCRIPTION OF THE PROJECT

and is a regular structure. The total area of the aprtment is 150 m2 with dimensions roof deck which can also serve as multipurpose hall. The height of each level is 3 m nforced concrete is the main material used for the construction of the building. The ow.

a structural analysis of the structure created. The main target of the project is to ars, and the reactions at the fixed s of the structure.. To analyze the structure, (MDM) applying the superposition (substitute) method.

5

EFINITION OF THE METHOD UTILIZED

e whole structure from start to finish is the Moment Distribution Method (MDM). This 1939. This method of analyzing beams and frames is a method of successive desired degree of accuracy. Essentially, the method begins by assuming each t of ing each t in succession, the internal moments at the points are ‘distributed’ and nal or nearly final positions (R. C. Hibbeler).

cture subjected to boht gravity and lateral loads is more compicated. In line with this, analyze the whole structure. The first part was preventing the sidesway in the floors nitial member end moments M O that develop in this frame due to the external loads cess, and the restraining forces (Rs) at the imaginary s are evaluated by second part of the analysis, the each floor of the frame is allowed to displace by a upper floors is prevented. The fixed-end moments caused by this displacement are er end moments M Q. With the member end moments known, the forces (Qs) at the from the equilibrium equations. The member end moments M in the actual frame are omputed in the three parts as there will be coefficeints whose values are obtained by ntal forces at the locations of the imaginary s.

of the process, figures are presented in the next sections of the project, as well as harts.

6

ION OF THE USED IN THE PROJECT

om the loads acting within the member itself. In this project, this term was used in the the which are subjected to gravity loads.

tlement (displacement) of a particular t. In the project, imaginary rollers will be e a known tralnslation ∆' which will therefore have FEM. In this project, FEM ∆ is (+ for counterclockwise, and - for clockwise rotation) 〖���〗 _∆=6��∆′/�^2 =±100 ���

ity of a member to its length. It is also the amount of moment (M) required to rotate several are fixed connected to a t, and each of their far ends is fixed, sition, the total stiffness factor at the t is the sum of the member stiffness factors

fixed connected t, the connecting will each supply a portion of the satisfy moment equilibrium at the t. The fraction of the total resisting moment d distribution factor. It is equal to the stiffness of the member all over the sum of the n the t.

at is “carried over” from the pin to the wall. Hence, in the case of a beam with the far s .5.

ertically in the structure. These gravity loads are mainly the dead load including the ructure itself, and also the live load. These loads are refererence from NS 2010.

izontally in the structure and are analyzed as concentrated load in a particular t in The lateral loads considered in the project are the wind loads and earthquake loads ng the procedure in NS 2010

7

8

FLOOR PLANS

GROUND FLOOR PLAN

SECOND FLOOR PLAN

4

FLOOR PLANS

THIRD FLOOR PLAN

ROOF DECK PLAN

5

FLOOR PLANS

THIRD FLOOR PLAN

ROOF DECK PLAN

6

ELEVATION PLANS

FRONT VIEW ELEVATION PLAN

7

ELEVATION PLANS

REAR VIEW ELEVATION PLAN

8

ELEVATION PLANS

REAR VIEW ELEVATION PLAN

9

ELEVATION PLANS

SIDE VIEW ELEVATION PLAN

10

BEAN DETAILS

STAIR DETAILS

11

BEAN DETAILS

STAIR DETAILS

12

FRAMING PLANS

SECOND FLOOR - ROOF BEAM FRAMING PLAN

13

14

15

STRUCTURE FRAMING SYSTEM A

B

C

D

1

2

3

The structural framing system of the project consists of frames namely North-South (N-S) Direction Frames, which are the A,B,C, and D, and East-West (E-W) Direction Frames, which are frames 1,2, and 3. 11

TRUCTURE FRAMING SYSTEM

onsists of frames namely North-South (N-S) Direction Frames, which are the frames t-West (E-W) Direction Frames, which are frames 1,2, and 3. 12

The structural framing system of the project consists of frames namely North-South (N-S) Direction Frames, which are the A,B,C, and D, and East-West (E-W) Direction Frames, which are frames 1,2, and 3.

N-S DIRETION (A,B,C,D) FRAME MODEL WITH T DESIGNATIONS A

B

C

D

E

F

G

H

I

J

K

L

E-W DIRETION (1,2,3) FRAME MODEL WITH T DESIGNATIONS A

B

C

D

E

F

G

H

I

J

K

L

13

,C,D) FRAME MODEL WITH T DESIGNATIONS

2,3) FRAME MODEL WITH T DESIGNATIONS D

H

L

14

M

N

O

P

N-S ACTUAL FRAME - M MOMENTS ∆3

W

P3

A

B

W

P2

∆2

W

D

E

W

P1

C

F

∆1

W

G

H

I

J

K

L

E-W ACTUAL FRAME - M MOMENTS

P3

P2

P1

∆3

W A

B

W

W E

F

J

D

∆2

W G

W

W I

C

H

W K

∆1 L

15

P

S ACTUAL FRAME - M MOMENTS

Frame Member Loads Member Deflection Storey Displacement

W ACTUAL FRAME - M MOMENTS

Frame Member Loads

16

M

N

O

P

N-S FRAME WITH SIDESWAY PREVENTED - MO MOMENTS W

P3

A

B

W

P2

W

D

E

W

P1

R3

C

R2

F

W

G

H

I

J

K

L

R1

E-W FRAME WITH SIDESWAY PREVENTED - MO MOMENTS

P1

P1

P1

W A

B

W E

W F

W I

C

W G

W J

D

H

W K

L

R3

R2

R1

17

Member Deflection Storey Displacement

ITH SIDESWAY PREVENTED - MO MOMENTS

Frame Member Loads Member Deflection Restraining /Force

WITH SIDESWAY PREVENTED - MO MOMENTS

Frame Member

18

M

N

O

P

N-S FRAME SUBJECTED TO KNOWN TRANSLATION ∆1' - MQ1 MOMENTS

A

C

B

D

F

E

∆1' G

H

I

J

K

L

Q31

Q21

Q11

E-W FRAME SUBJECTED TO KNOWN TRANSLATION ∆1' - MQ1 MOMENTS

A

E

B

F

C

G

D

H

∆1'

Q31

Q21

Q11 19

Loads Member Deflection Restraining / Force

TED TO KNOWN TRANSLATION ∆1' - MQ1 MOMENTS

Frame Member Member Deflection Storey Displacement Restraining /Force

TED TO KNOWN TRANSLATION ∆1' - MQ1 MOMENTS

Frame Member Member Deflection Storey Displacement Restraining / Force

Q11 20

Q11

I

J

K

L

M

N

O

P

N-S FRAME SUBJECTED TO KNOWN TRANSLATION ∆2' - MQ2 MOMENTS

A

B

C

Q32

∆2' D

E

F

G

H

I

J

K

L

Q22

Q12

E-W FRAME SUBJECTED TO KNOWN TRANSLATION ∆2' - MQ2 MOMENTS

A

B

C

D

Q32

∆2' E

F

G

Q22

H

Q12 21

Q11

TED TO KNOWN TRANSLATION ∆2' - MQ2 MOMENTS

Frame Member Member Deflection Storey Displacement Restraining /Force

TED TO KNOWN TRANSLATION ∆2' - MQ2 MOMENTS

Q22

22

I

J

K

L

M

N

O

P

Q12

N-S FRAME SUBJECTED TO KNOWN TRANSLATION ∆3' - MQ3 MOMENTS ∆3' A

B

C

D

E

F

G

H

I

J

K

L

Q33

Q23

Q13

E-W FRAME SUBJECTED TO KNOWN TRANSLATION ∆3' - MQ3 MOMENTS ∆3' A

E

B

F

C

G

Q33

D

H

Q23

23

Frame Member Member Deflection Storey Displacement Restraining / Force

TED TO KNOWN TRANSLATION ∆3' - MQ3 MOMENTS

Frame Member Member Deflection Storey Displacement Restraining /Force

TED TO KNOWN TRANSLATION ∆3' - MQ3 MOMENTS

Q33 Frame Member Member Deflection Storey Displacement Restraining / Force

24

I

J

K

L

M

N

O

P

Q13

25

26

STRUCTURAL ANALYSIS PROCESS

DETERMINATION OF LOADS

All the loads involved in the project are computed. Gravity lo such as dead load and live load are determined. Lateral loads suc wind load and earthquake load are calculated. NS 2010 wa utilized in this part of the project.

LOAD DISTRIBUTION

Gravity loads are then distributed uniformly to each beam in a particular frame considering all frames in the structure. Lateral lo are distributed to each level of the structure and are concentrated particular exterior t in the level.

ANALYSIS OF FRAMES WITH SIDESWAY PREVENTED

Restraining s are placed in the right side of the fram (considering the lateral loads in the left side) to prevent sidesw These restraining s have reactions equal to the lateral loa the corresponding level. Initial moments (MO) will be obtained in part.

ANALYSIS OF RESTRAINING REACTIONS

After setting up the equation (to be presented in the next sectio the values of restrarining reactions with each level released (reac on restraining s due to Q1, Q2, and Q3) are obtained us the moment distribution method.

CALCULATION OF COEFFICIENTS

Having an initial value of the restraining , and values o superposition reactions when each level is released, the coefficie now can be calculated. There will be 3 coefficients since there a storeys, and will be solved through 3 equations and 3 unknown

CALCULATION OF ACTUAL VALUES

Using the coefficients, initial values of forces, and forces resulte releasing each restraining , the actual value of any force i structure such as moments, shears, reactions, deflections, and la storey displacements can be obtained.

18

19

UCTURAL ANALYSIS PROCESS All the loads involved in the project are computed. Gravity loads such as dead load and live load are determined. Lateral loads such as wind load and earthquake load are calculated. NS 2010 was utilized in this part of the project.

Gravity loads are then distributed uniformly to each beam in a particular frame considering all frames in the structure. Lateral loads are distributed to each level of the structure and are concentrated to a particular exterior t in the level.

Restraining s are placed in the right side of the frame (considering the lateral loads in the left side) to prevent sidesway. These restraining s have reactions equal to the lateral load in the corresponding level. Initial moments (MO) will be obtained in this part.

After setting up the equation (to be presented in the next section), the values of restrarining reactions with each level released (reactions on restraining s due to Q1, Q2, and Q3) are obtained using the moment distribution method.

Having an initial value of the restraining , and values of the superposition reactions when each level is released, the coefficients now can be calculated. There will be 3 coefficients since there are 3 storeys, and will be solved through 3 equations and 3 unknowns.

Using the coefficients, initial values of forces, and forces resulted in releasing each restraining , the actual value of any force in the structure such as moments, shears, reactions, deflections, and lateral storey displacements can be obtained.

20

21

DEAD LOADS

Component Ceiling Floor Finishes Slab Beam Exterior Walls Interior Walls Stairs

Loads For Second Floor and Third Floor Description Wood Furring Suspension System Rigid Insulation (13 mm) Ceramic or quarry tile (25 mm mortar bed) 150 mm thick, 24 kN/m3 0.40 x 0.40 mm2, 24 kN/m3 (See Beam Details) Concrete Masonry (21.2 kN/m3; Full; 150 mm) Plastering (.24 kPa each side) Plywood (6 mm thick each side) Volumetric Computation (See Stair Details)

*For Stairs Volume = 13.32 m3 Wc = 13.32 x 23.56 = 313.8192 kN Since the area containing the stairs is a square slab, each beam in the slab will carry 25% (1/4) of the Load Wc(per beam) = 313/4 = 78.4548 kN Wu = 78.4548/5 = 15.69 kN/m *For Walls Doors and Window Openings are not Considered for Safer Computations

Component Ceiling Floor Finishes Slab

Loads For Roof Deck Description Wood Furring Suspension System Rigid Insulation (13 mm) Ceramic or quarry tile (13 mm mortar bed) 15 mm thick (24 kN/m3)

LIVE LOADS For All Levels Description

Occupancy Residential

Basid Floor Area

19

Residential

Decks

20

DEAD LOADS

Loads For Second Floor and Third Floor Load (kPa) 0.12 0.04 1.10 3.60 0.40 x 0.40 mm2, 24 kN/m3 (See Beam Details) 2.97 0.48 0.06 Volumetric Computation (See Stair Details)

s is a square slab, each beam in the slab will carry 25% (1/4) of the Load

Loads For Roof Deck Load (kPa) 0.12 0.04 0.77 3.60

LIVE LOADS For All Levels Load (kPa) 1.9

21

1.9

22

WIND LOADS Given Data Basic Wind Speed Directionality Factor

V (kph) Kd

200 0.85

Importance Factor

Iw

1

Topographic Factor Gust Effect Factor Enclosure Classification Internal Pressure Coefficient

Kzt

1 0.85

Gi

.+ 0.18

External Pressure Coefficient



0.8

zg

365 7

G Enclosed

Other Factors

α

Formula to be used Velocity Pressure Coefficient

�_�=2.01(�/�_� )^(2⁄∝)

Velocity Pressure �_�=47.3� 〖 10 〗 ^(−6) �_� �_�� �_� �^2 �_� Design Wind Pressure

�=���_�−�_� (��_��)

*Calculation for Windward Pressures For Second Level z = 3, z < 4.5 Kz q P1 P2

0.5725 0.9206 0.4240

kPa

0.8280

kPa

0.6215 0.9995 0.4777

kPa

0.8817

kPa

kPa

For Third Level z = 6, z < 4.5 Kz q P1 P2

kPa

20

WIND LOADS For Roof z = 9, z < 4.5 Kz q P1

0.6978 1.1223 0.5611

kPa kPa

P2

0.9651

kPa

Level Roof 3rd 2nd

z 9 6 3

Kz 0.698 0.622 0.572

q (kPa) 1.122 0.999 0.921

P1 (kPa) 0.561 0.478 0.424

*Consider P with Greater Value

21

WIND LOADS

22

WIND LOADS

P2 (kPa) 0.965 0.882 0.828

23

EARTHQUAKE LOADS Given Data Occupancy Category Seismic Importance Factor, I Soil Profile Type Seismic Zone Factor, Z Seismic Source Type Near Source Factors Seismic Coefficient

Na Nv Ca Cv

Framing System Numerical Coefficient, R

Standard 1 SD 0.4 C 1 1 0.44 0.64 SMRF 8.5

Total Seismic Weight Columns W = 24 x 0.40 x 0.40 x 7.5 x12 W = 345.60 kN Beams W = 24 x 0.4 x 0.4 x 5 x 51 W = 979.2 kN Slab W = 24 x 0.15 x (10 x 15 x 3) W = 1620 kN Ceiling and Floor Finishes W = (.12 + .04 + 1.1) x (10 x 15 x 3) W = 567 kN Exterior Walls W = (2.97 + 0.48) x [(20 + 30) x 9] W = 1552.8 kN Interior Walls W = .06 x (32 x 3) W = 5.76 kN Stairs W = 313.8192 kN TOTAL WEIGHT W = 345.6 + 979.2 + 1620 + 567 + 1552.8 + 5.76 + 313.8192 w = 5384.1792

22

EARTHQUAKE LOADS Structure Period �=�_� (ℎ_� )^(3⁄4) �=0.0731(9)^(3⁄4) �=0.37984

Design Base Shear �=(�_� �)/�� �=0.64(1)/(8.5)(0.37984) (5384.1792)=1067.28 �=(2.5�_� �)/� �=2.5(0.44)(1)/((8.5) ) (5384.1792)=696.78 �=0.11�_� ��=0.11(0.64)(1)(5384.1792)=379.05 �=( 〖 0.8�� 〗 _� �)/� �=0.8(0.4)(1)(1)/8.5 (5384.1792)=202.70

Vertical Distribution of Force V= Ft =

Roof 3rd 2nd Total

696.8 0 h 9 6 3

kN kN W 1076.84 2153.67 2153.67 5384.18

Whx 9691.52 12922.03 6461.02 29074.57

WhT/Wx 0.33 0.44 0.22 1.00

Fx 232.27 309.69 154.84 696.80

23

EARTHQUAKE LOADS

24

EARTHQUAKE LOADS

GOVERNS

25

GRAVITY LOAD DISTRIBUTION TO BEAMS

�_�=((�������+��+����+���)(25)(1⁄4))/�_���� +����+((��∗.15∗24)+(��))/�_���� +������

where, Ceiling, FF, Slab, BFA, Beam, EW, IW, and Stairs are loads in kPa (except beams, in kN/m) 25 is the slab area. 1/4 is the percentage of each beam in the slab 24 is the unit weight of concrete in kN/m3 Lbeam = 5m *For Interior Frames, the Beams will Carry Loads on Each Side (Large Possibility of Loads Being Twiced)

GRAVITY LOAD DISTRIBUTION FOR N-S FRAMES A & D BEAM AB BC DE EF GH HI

Ceiling 0.16 0.16 0.16 0.16 0.16 0.16

FF 1.10 1.10 1.10 1.10 1.10 1.10

Dead Slab 3.60 3.60 3.60 3.60 3.60 3.60

Beam 2.88 2.88 2.88 2.88 2.88 2.88

12.05

12.09

27.78

EW (0.15mm) 0.00 0.00 3.45 3.45 3.45 3.45

GRAVITY LOAD DISTRIBUTION FOR N-S FRAMES B & C Slab Area (5x5 m2) AB BC DE EF GH HI

Ceiling, FF 1.26 1.26 1.26 1.26 1.26 1.26

Slab 3.60 3.60 3.60 3.60 3.60 3.60

Dead Beam 2.88 2.88 2.88 2.88 2.88 2.88

Stairs 0.00 0.00 0.00 15.69 0.00 15.69

IW (0.15mm) 0.00 0.00 0.06 0.06 0.06 0.06 24

AMS

GRAVITY LOAD DISTRIBUTION FOR E-W FRAME

(��))/�_����

beams, in kN/m)

Slab Area (5x5 m2) AB BC CD EF FG GH IJ

Ceiling, FF 1.26 1.26 1.26 1.26 1.26 1.26 1.26

JK KL

1.26 1.26

Slab 3.60 3.60 3.60 3.60 3.60 3.60 3.60

Dead Beam 2.88 2.88 2.88 2.88 2.88 2.88 2.88

Stairs 0 0 0 0 15.69 0 0

3.60 3.60

2.88 2.88

15.69 0

ssibility of Loads Being Twiced)

GRAVITY LOAD DISTRIBUTION FOR E-W FRAME 12.05

MES A & D Live BFA/Deck 1.9 1.9 1.9 1.9 1.9 1.9

WT (kN/m) 11.33 11.33 13.77 13.77 13.77 13.77

Slab Area (5x5 m2) AB BC CD EF FG GH IJ JK KL

Ceiling, FF 1.26 1.26 1.26 1.26 1.26 1.26 1.26 1.26 1.26

Slab 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60

12.09 Dead Beam 2.88 2.88 2.88 2.88 2.88 2.88 2.88 2.88 2.88

27.78 Stairs 0 0 0 0 15.69 0 0 15.69 0

LOAD DISTRIBUTION FOR E-W FRAME 1

MES B & C Live BFA/Deck 1.90 1.90 1.90 1.90 1.90 1.90

WT (kN/m) 24.10 24.10 24.18 39.87 24.18 39.87

Slab Area (5x5 m2) AB BC CD EF FG GH IJ

Ceiling 0.16 0.16 0.16 0.16 0.16 0.16 0.16

FF 1.10 1.10 1.10 1.10 1.10 1.10 1.10

Dead Slab 3.60 3.60 3.60 3.60 3.60 3.60 3.60

Beam 2.88 2.88 2.88 2.88 2.88 2.88 2.88 25

UTION FOR E-W FRAME 1

LATERAL LOAD DISTRIBUTION TO

EW (0.15mm) 0.00 0.00 0.00 3.45 3.45 3.45 3.45

Live BFA/Deck 1.9 1.9 1.9 1.9 1.9 1.9 1.9

3.45 3.45

1.9 1.9

WT (kN/m) 12.05 12.05 12.05 14.49 30.18 14.49 14.49 30.18 14.49

Level Roof 3rd 2nd Level Roof 3rd 2nd

z 9 6 3

Wind Kz

0.698 0.622 0.572 Tributary Dimensions Height Width 1.5 3 3

2.5 2.5 2.5

UTION FOR E-W FRAME 2

IW (0.15mm) 0 0.00 0.00 0.06 0.06 0.06 0.06 0.06 0.06

Live BFA/Deck 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9 1.9

WT (kN/m) 24.10 24.10 24.10 24.18 39.87 24.18 24.18 39.87 24.18

N FOR E-W FRAME 1

EW (0.15mm) 0.00 0.00 0.00 3.45 3.45 3.45 3.45

235.886

316.301

161.055 Live BFA/Deck 1.90 1.9 1.9 1.9 1.9 1.9 1.9

WT (kN/m) 11.33 11.33 11.33 13.77 13.77 13.77 13.77 26

OAD DISTRIBUTION TO TS OF N-S FRAMES A & D

LATERAL LOAD DI

Wind q (kPa) 1.122 0.999 0.921

P (kPa) 0.965 0.882 0.828

Seismic

TOTAL

Level Roof 3rd 2nd

Tributary Dimensions

Tributar Area

P (kN)

P (kN)

P (kN)

Level

3.75 7.5 7.5

3.619 6.612 6.210

232.27 309.69 154.84

235.886 316.301 161.055

Roof 3rd 2nd

11.33

13.77

13.77

13.77

13.77

27

LATERAL LOAD DISTRIBUTION TO TS OF N-S FRAMES B & C

z 9 6 3

Wind Kz

q (kPa) 1.122 0.999 0.921

0.698 0.622 0.572 Tributary Dimensions Height Width Area 1.5 3 3

5 5 5

7.5 15 15

P (kPa) 0.965 0.882 0.828

Seismic

TOTAL

P (kN)

P (kN)

P (kN)

7.239 13.225 12.421

232.27 309.69 154.84

239.505 322.914 167.265

24.10 239.505

24.18

39.87

24.18

39.87

322.914

167.265

28

LATERAL LOAD DISTRIBUTION TO TS OF E-W FRAMES 1 & 3

Level Roof 3rd 2nd Level Roof 3rd 2nd

z 9 6 3

Wind Kz

q (kPa) 1.122 0.999 0.921

0.698 0.622 0.572 Tributary Dimensions Height Width Area 1.5 3 3

FRAME 1

2.5 2.5 2.5

3.75 7.5 7.5

P (kPa) 0.965 0.882 0.828

Seismic

P (kN)

P (kN)

3.619 6.612 6.210

232.27 309.69 154.84

FRAME 3

29

-W FRAMES 1 & 3

LATERAL LOAD DISTRIBUTION TO TS OF E-W F

TOTAL

Level Roof 3rd 2nd

P (kN)

Level

235.886 316.301 161.055

Roof 3rd 2nd

z 9 6 3

Wind Kz

q (kPa) 1.122 0.999 0.921

0.698 0.622 0.572 Tributary Dimensions Height Width Area 1.5 3 3

5 5 5

7.5 15 15

24.10 FRAME 3

239.505

24.18

39.87

24.18

39.87

322.914

167.265

30

BUTION TO TS OF E-W FRAMES 2

SUMMARY OF FIXED END MOMEN

P (kPa) 0.965 0.882 0.828

Seismic

P (kN)

P (kN)

P (kN)

7.239 13.225 12.421

232.27 309.69 154.84

239.505 322.914 167.265

TOTAL

sions

24.10

39.87

24.18

39.87

24.18

FEM FOR N-S FRAMES Member A&D AB 35.41 BA BC CB DE ED EF FE GH HG HI IH

35.41 35.41 35.41 43.03 43.03 43.03 43.03 43.03 43.03 43.03 43.03

31

SUMMARY OF FIXED END MOMENTS (FEM) DUE TO WEIGHT ON BEAMS

〖���〗 _�=(��^2)/12

FEM FOR N-S FRAMES B&C 75.31

Member AB

75.31 75.31 75.31 75.58 75.58 124.61 124.61 75.58 75.58 124.61 124.61

BA BC CB CD DC EF FE FG GF GH HG IJ JI JK KJ KL LK

FEM FOR E-W FRAMES 1 2 37.66 75.31 37.66 37.66 37.66 37.66 37.66 45.28 45.28 94.31 94.31 45.28 45.28 45.28 45.28 94.31 94.31 45.28 45.28

75.31 75.31 75.31 75.31 75.31 75.58 75.58 124.61 124.61 75.58 75.58 75.58 75.58 124.61 124.61 75.58 75.58

3 35.41 35.41 35.41 35.41 35.41 35.41 43.03 43.03 43.03 43.03 43.03 43.03 43.03 43.03 43.03 43.03 43.03 43.03

32

33

JK KL

0.16 0.16

1.10 1.10

3.60 3.60

2.88 2.88

34

3.45 3.45

1.9 1.9

13.77 13.77

35

36

37

38

39

40

41

SHEAR AND MOMENT DIAGRAMS AND REACTIONS

SHEAR DIAGRAM

MOMENT DIAGRAM

REACTIONS

88

RT REACTIONS

SHEAR AND MOMENT DIAGRAMS AND REAC

SHEAR DIAGRAM

MOMENT DIAGRAM

REACTIONS

89

NT DIAGRAMS AND REACTIONS

SHEAR AND MOMENT DIAGR SHEAR DIAGRAM

MOMENT DIAGRAM

REACTIONS

SUPPOR

90

SHEAR AND MOMENT DIAGRAMS AND REACTIONS

S

SHEAR DIAGRAM

SHEAR

MOMENT DIAGRAM

REACTIONS

91

SHEAR AND MOMENT DIAGRAMS AND REACTIONS SHEAR DIAGRAM

MOMENT DIAGRAM

REACTIONS

92

S

SHEAR AND MOMENT DIAGRAMS AND REACTIONS SHEAR DIAGRAM

AGRAM

MOMENT DIAGRAM

REACTIONS

93

R AND MOMENT DIAGRAMS AND REACTIONS

MOMENT DIAGRAM

REACTIONS

94

CALCULATION OF SUPERPOSITION SHEARS AND RESTRAINING REACTIONS

VDA

VDA

VFC

�_31=�_��+�_��+�_��

Sample for N-S Frame Member AD MAD

VEB

VAD

MDA

VGD

VHE

VIF

�_21=�_��+�_��+�_��−�_31

�_��=�_��=(�_��+�_��)/�

*Same goes for other restraining forces and other frames

VJG

VKH

VLI

72

�_11=�_��+�_��+�_��−�_21−�_31

Calculation of Superposition Vertical Member Shear and Restraining Forces (Q)

For N-S Frame Subjected to Known Translation ∆ 1' Level

Roof (3)

3rd (2)

2nd (1)

Member AD DA BE EB CF FC DG GD EH HE FI IF GJ JG HK KH IL LI

Moment 3.88 16.82 4.64 10.53 3.88 16.82 -32.01 -43.78 -39.55 -45.54 -32.01 -43.78 46.30 48.15 48.98 49.49 46.30 48.15

Shear

For N-S Frame Subjected to Known Translation ∆ 2 Q1 (kN)

Level

18.86 (Q31)

Roof (3)

-97.75 (Q21)

3rd (2)

174.68 (Q11)

2nd (1)

6.90 5.06 6.90 -25.26 -28.36 -25.26 31.49 32.82 31.49

Member AD DA BE EB CF FC DG GD EH HE FI IF GJ JG HK KH IL LI

Moment -21.94 -37.70 -35.18 -42.43 -21.94 -37.70 39.02 31.49 44.01 37.70 39.02 31.49 -17.36 -8.68 -12.40 -6.20 -17.36 -8.68

73

Calculation of Superposition Vertical Member Shear and Restraining Forces (Q)

For N-S Frame Subjected to Known Translation ∆ 3' Level

Roof (3)

3rd (2)

2nd (1)

Member AD DA BE EB CF FC DG GD EH HE FI IF GJ JG HK KH IL LI

Moment 18.73 23.97 31.13 32.93 18.73 23.97 -12.59 -4.40 -9.62 -3.98 -12.59 -4.40 2.54 1.27 1.12 0.55 2.54 1.27

Shear

Q3 (kN)

14.23 21.35

49.82 (Q33)

14.23 -5.66 -4.53

-65.68 (Q23)

-5.66 1.27 0.56

18.96 (Q13)

1.27

74

Calculation of Vertical Member Shear and Restraining Forces (Q)

For E-W Frame Subjected to Known Translation ∆ 1' Level

Roof (3)

3rd (2)

2nd (1)

Member AE EA BF FB CG GC DH HD EI IE FJ JF GK KG HL LH IM MI JN NJ KO

Moment 8.04 33.28 9.24 24.29 9.24 24.29 8.04 33.28 -64.56 -87.63 -75.34 -90.02 -75.34 -90.02 -64.56 -87.63 92.86 96.43 96.86 98.44 96.86

Shear

For E-W Frame Subjected to Known Translation ∆2 Q1 (kN)

Level

49.91 (Q31)

Roof (3)

-261.61 (Q21)

3rd (2)

468.09 (Q11)

2nd (1)

13.77 11.18 11.18 13.77 -50.73 -55.12 -55.12 -50.73 63.10 65.10 65.10

Member AE EA BF FB CG GC DH HD EI IE FJ JF GK KG HL LH IM MI JN NJ KO

Moment -44.54 -75.51 -67.14 -84.12 -67.14 -84.12 -44.54 -75.51 78.33 63.15 86.52 74.14 86.52 74.14 78.33 63.15 -34.69 -17.34 -25.49 -12.74 -25.49

75

2nd (1) OK LP PL

98.44 92.86 96.43

2nd (1)

(Q11)

65.10

OK LP PL

63.10

-12.74 -34.69 -17.34

Calculation of Vertical Member Shear and Restraining Forces (Q)

For E-W Frame Subjected to Known Translation ∆ 3' Level

Roof (3)

3rd (2)

2nd (1)

Member AE EA BF FB CG GC DH HD EI IE FJ JF GK KG HL LH IM MI JN NJ

Moment 37.91 48.29 59.09 62.77 59.09 62.77 37.91 48.29 -25.05 -8.80 -20.97 -8.42 -20.97 -8.42 -25.05 -8.80 4.98 2.48 2.77 1.38

Shear

Q3 (kN)

28.73 40.62 40.62

138.71 (Q33)

28.73 -11.28 -9.80 -9.80

-180.87 (Q23)

-11.28 2.49 1.38

49.91

76

2nd (1)

KO OK LP PL

2.77 1.38 4.98 2.48

1.38

(Q13)

2.49

77

PERPOSITION SHEARS AND RESTRAINING REACTIONS

Q31

VFC �_31=�_��+�_��+�_��

Q31 Q21

VIF �_21=�_��+�_��+�_��−�_31

Q31 Q21 Q11

VLI

78

�_11=�_��+�_��+�_��−�_21−�_31

tion Vertical Member Shear and Restraining Forces (Q)

For N-S Frame Subjected to Known Translation ∆ 2' Shear

Q2 (kN)

-19.88 -25.87

-65.63 (Q32)

-19.88 23.50 27.24

139.87 (Q22)

23.50 -8.68 -6.20

-97.80 (Q12)

-8.68

79

tion Vertical Member Shear and Restraining Forces (Q)

80

rtical Member Shear and Restraining Forces (Q)

For E-W Frame Subjected to Known Translation ∆ 2' Shear

Q2 (kN)

-40.02 -50.42 -50.42

-180.87 (Q31)

-40.02 47.16 53.55 53.55

382.30 (Q21)

47.16 -17.34 -12.75 -12.75

-261.61 (Q11) 81

-12.75

(Q11)

-17.34

rtical Member Shear and Restraining Forces (Q)

82

83

CALCULATION OF COEFFICIENTS FOR N-S FRAMES

Roof (3) 3rd Flr (2) 2nd Flr (1)

Roof (3) 3rd Flr (2) 2nd Flr (1)

Q1 18.86 -97.75 174.68

FRAME A & D Q2 Q3 -65.63 49.82 139.87 -65.68 -97.80 18.96

Q1 18.86 -97.75 174.68

FRAME B & C Q2 Q3 -65.63 49.82 139.87 -65.68 -97.80 18.96

P c 235.8859381 13.64035426 316.3013672 30.39194931 161.0547207 39.60709441

P 239.51 322.91 167.26

c 13.93994128 31.0146004 40.38656575

CALCULATION OF COEFFICIENTS FOR E-W FRAMES

Roof (3) 3rd Flr (2) 2nd Flr (1)

Q1 49.91 -261.61 468.09

FRAME 1 & 3 Q2 Q3 -180.87 138.71 382.30 -180.87 -261.61 49.91

P c 235.8859381 4.900472615 316.3013672 10.83643566 161.0547207 14.06763533

FRAME 2 Roof (3) 3rd Flr (2) 2nd Flr (1)

Q1 49.91 -261.61 468.09

Q2 -180.87 382.30 -261.61

Q3 138.71 -180.87 49.91

P 239.51 322.91 167.26

c 5.008389269 11.05863537 14.3446386

72

ON OF COEFFICIENTS FOR N-S FRAMES

N OF COEFFICIENTS FOR E-W FRAMES

73

ACTUAL END MEMBER MOMENTS FOR E-W FRAMES For E-W FRAME 1

Member AE AB BA BF BC CB CG CD DC DH EA EI EF FE FB FJ FG GF GC GK

MO

MQ1

MQ2

MQ3

-20.99 20.99 19.48 -37.44 17.96 17.96 -37.44 19.48 20.99 -20.99 -16.73 -14.23 30.95 24.11 -42.07 -48.33 66.29 66.29 -42.07 -48.33

8.04 -8.04 -5.76 9.24 -3.48 -3.48 9.24 -5.76 -8.04 8.04 33.28 -64.56 31.28 27.44 24.29 -75.34 23.61 23.61 24.29 -75.34

-44.54 44.54 37.23 -67.14 29.91 29.91 -67.14 37.23 44.54 -44.54 -75.51 78.33 -2.82 -1.74 -84.12 86.52 -0.66 -0.66 -84.12 86.52

37.91 -37.91 -32.33 59.09 -26.76 -26.76 59.09 -32.33 -37.91 37.91 48.29 -25.05 -23.24 -21.68 62.77 -20.97 -20.12 -20.12 62.77 -20.97

c1

c2

c3

4.9005

10.8364

14.0676

BEAM COLUMN Maximum Beam Moment Highlighted MACTUAL Member 69.04 HG -69.04 HD -60.22 HL 111.63 IE -51.41 IM -51.41 IJ 111.63 JI -60.22 JF -69.04 JN 69.04 JK 7.41 KJ 165.76 KG -173.17 KO -165.24 KL 48.52 LK 224.99 LH -108.28 LP -108.28 MI 48.52 NJ 224.99 OK

MO

MQ1

30.95 -16.73 -14.23 -16.00 -11.84 27.84 21.07 -49.99 -34.41 63.33 63.33 -49.99 -34.41 21.07 27.84 -16.00 -11.84 -5.93 -17.22 -17.22

31.28 33.28 -64.56 -87.63 92.86 -5.22 -4.02 -90.02 96.86 -2.82 -2.82 -90.02 96.86 -4.02 -5.22 -87.63 92.86 96.43 98.44 98.44 82

ACTUAL END MEMBER SHEAR FOR E-W FRA For E-W FRAME 1

MQ2

MQ3

MACTUAL

-2.82 -75.51 78.33 63.15 -34.69 -28.46 -25.70 74.14 -25.49 -22.94 -22.94 74.14 -25.49 -25.70 -28.46 63.15 -34.69 -17.34 -12.74 -12.74

-23.24 48.29 -25.05 -8.80 4.98 3.82 3.15 -8.42 2.77 2.49 2.49 -8.42 2.77 3.15 3.82 -8.80 4.98 2.48 1.38 1.38

-173.17 7.41 165.76 115.09 137.40 -252.48 -232.80 193.90 202.99 -164.09 -164.09 193.90 202.99 -232.80 -252.48 115.09 137.40 313.64 346.44 380.87

Member AE AB BA BF BC CB CG CD DC DH EA EI EF FE FB FJ FG GF GC GK

VO

VQ1

VQ2

VQ3

-12.57 8.09 8.09 -26.50 7.19 7.19 -26.50 8.09 8.09 -12.57 -12.57 -10.08 11.01 11.01 -26.50 -32.77 26.52 26.52 -26.50 -32.77

13.77 -2.76 -2.76 11.18 -1.39 -1.39 11.18 -2.76 -2.76 13.77 13.77 -50.73 11.74 11.74 11.18 -55.12 9.44 9.44 11.18 -55.12

-40.02 16.35 16.35 -50.42 11.96 11.96 -50.42 16.35 16.35 -40.02 -40.02 47.16 -0.91 -0.91 -50.42 53.55 -0.26 -0.26 -50.42 53.55

28.73 -14.05 -14.05 40.62 -10.70 -10.70 40.62 -14.05 -14.05 28.73 28.73 -11.28 -8.98 -8.98 40.62 -9.80 -8.05 -8.05 40.62 -9.80

c1

c2

4.9005

10.8364

BEAM COLUMN Maximum Column Shear Highlighted VACTUAL 25.48 -25.85 -25.85 53.38 -20.56 -20.56 53.38 -25.85 -25.85 25.48 25.48 93.62 -67.68 -67.68 53.38 139.63 -43.31 -43.31 53.38 139.63 83

ACTUAL END MEMBER SHEAR FOR E-W FRAMES For E-W FRAME 1 c3 14.0676

Maximum Column Shear Highlighted Member HG HD HL IE IM IJ JI JF JN JK KJ KG KO KL LK LH LP MI NJ OK

VO

VQ1

VQ2

VQ3

VACTUAL

11.01 -12.57 -10.08 -10.08 -5.92 9.78 9.78 -32.77 -17.21 25.33 25.33 -32.77 -17.21 9.78 9.78 -10.08 -5.92 -5.92 -17.21 -17.21

11.74 13.77 -50.73 -50.73 63.10 -1.85 -1.85 -55.12 65.10 -1.13 -1.13 -55.12 65.10 -1.85 -1.85 -50.73 63.10 63.10 65.10 65.10

-0.91 -40.02 47.16 47.16 -17.34 -10.83 -10.83 53.55 -12.75 -9.18 -9.18 53.55 -12.75 -10.83 -10.83 47.16 -17.34 -17.34 -12.75 -12.75

-8.98 28.73 -11.28 -11.28 2.49 1.39 1.39 -9.80 1.38 1.00 1.00 -9.80 1.38 1.39 1.39 -11.28 2.49 2.49 1.38 1.38

-67.68 25.48 93.62 93.62 150.35 -97.06 -97.06 139.63 183.14 -65.64 -65.64 139.63 183.14 -97.06 -97.06 93.62 150.35 150.35 183.14 217.56 84

GH

24.11

27.44

-1.74

-21.68

-165.24

PL

-5.93

96.43

ACTUAL END MOMENTS FOR E-W FRAMES E-W FRAME 2 c1 4.9005

Member AE AB BA BF BC CB CG CD DC DH EA EI EF FE FB FJ FG GF GC

MO

MQ1

MQ2

MQ3

-40.68 40.68 36.51 -68.83 32.33 32.33 -68.83 36.51 40.68 -40.68 -30.63 -24.07 54.71 46.18 -66.03 -66.83 86.68 86.68 -66.03

8.04 -8.04 -5.76 9.24 -3.48 -3.48 9.24 -5.76 -8.04 8.04 33.28 -64.56 31.28 27.44 24.29 -75.34 23.61 23.61 24.29

-44.54 44.54 37.23 -67.14 29.91 29.91 -67.14 37.23 44.54 -44.54 -75.51 78.33 -2.82 -1.74 -84.12 86.52 -0.66 -0.66 -84.12

37.91 -37.91 -32.33 59.09 -26.76 -26.76 59.09 -32.33 -37.91 37.91 48.29 -25.05 -23.24 -21.68 62.77 -20.97 -20.12 -20.12 62.77

c2 10.8364

c3 14.0676

BEAM COLUMN Maximum Beam Moment Highlighted MACTUAL Member 49.34 HG -49.34 HD -43.19 HL 80.24 IE -37.05 IM -37.05 IJ 80.24 JI -43.19 JF -49.34 JN 49.34 JK -6.50 KJ 155.91 KG -149.42 KO -143.17 KL 24.57 LK 206.49 LH -87.89 LP -87.89 MI 24.57 NJ

MO

MQ1

54.71 -30.63 -24.07 -27.60 -20.72 48.32 39.72 -70.48 -49.39 80.15 80.15 -70.48 -49.39 39.72 48.32 -27.60 -20.72 -10.37 -24.71

31.28 33.28 -64.56 -87.63 92.86 -5.22 -4.02 -90.02 96.86 -2.82 -2.82 -90.02 96.86 -4.02 -5.22 -87.63 92.86 96.43 98.44 85

-17.34

2.48

325.50

GH

11.01

11.74

-0.91

-8.98

-67.68

ACTUAL END MOMENTS FOR E-W FRAME For E-W FRAME 1 c1 4.9005

MQ2

MQ3

MACTUAL

-2.82 -75.51 78.33 63.15 -34.69 -28.46 -25.70 74.14 -25.49 -22.94 -22.94 74.14 -25.49 -25.70 -28.46 63.15 -34.69 -17.34 -12.74

-23.24 48.29 -25.05 -8.80 4.98 3.82 3.15 -8.42 2.77 2.49 2.49 -8.42 2.77 3.15 3.82 -8.80 4.98 2.48 1.38

-149.42 -6.50 155.91 103.49 128.51 -232.01 -214.15 173.41 188.02 -147.27 -147.27 173.41 188.02 -214.15 -232.01 103.49 128.51 329.94 338.94

Member AE AB BA BF BC CB CG CD DC DH EA EI EF FE FB FJ FG GF GC

VO

VQ1

VQ2

VQ3

-23.77 15.44 15.44 -44.95 12.93 12.93 -44.95 15.44 15.44 -23.77 -23.77 -17.22 20.18 20.18 -44.95 -45.77 34.67 34.67 -44.95

13.77 -2.76 -2.76 11.18 -1.39 -1.39 11.18 -2.76 -2.76 13.77 13.77 -50.73 11.74 11.74 11.18 -55.12 9.44 9.44 11.18

-40.02 16.35 16.35 -50.42 11.96 11.96 -50.42 16.35 16.35 -40.02 -40.02 47.16 -0.91 -0.91 -50.42 53.55 -0.26 -0.26 -50.42

28.73 -14.05 -14.05 40.62 -10.70 -10.70 40.62 -14.05 -14.05 28.73 28.73 -11.28 -8.98 -8.98 40.62 -9.80 -8.05 -8.05 40.62

c2 10.8364

BEAM COLUMN Maximum Column Shear Highlighted VACTUAL 14.28 -18.51 -18.51 34.94 -14.82 -14.82 34.94 -18.51 -18.51 14.28 14.28 86.47 -58.52 -58.52 34.94 126.63 -35.16 -35.16 34.94 86

PL

-5.92

63.10

-17.34

2.49

162.19

VO

VQ1

VQ2

VQ3

VACTUAL

20.18 -23.77 -17.22 -17.22 -10.37 17.61 17.61 -45.77 -24.70 32.06 32.06 -45.77 -24.70 17.61 17.61 -17.22 -10.37 -10.37 -24.70

11.74 13.77 -50.73 -50.73 63.10 -1.85 -1.85 -55.12 65.10 -1.13 -1.13 -55.12 65.10 -1.85 -1.85 -50.73 63.10 63.10 65.10

-0.91 -40.02 47.16 47.16 -17.34 -10.83 -10.83 53.55 -12.75 -9.18 -9.18 53.55 -12.75 -10.83 -10.83 47.16 -17.34 -17.34 -12.75

-8.98 28.73 -11.28 -11.28 2.49 1.39 1.39 -9.80 1.38 1.00 1.00 -9.80 1.38 1.39 1.39 -11.28 2.49 2.49 1.38

-58.52 14.28 86.47 86.47 145.90 -89.23 -89.23 126.63 175.65 -58.91 -58.91 126.63 175.65 -89.23 -89.23 86.47 145.90 166.63 175.65

ACTUAL END MOMENTS FOR E-W FRAMES For E-W FRAME 1 c3 14.0676

Maximum Column Shear Highlighted Member HG HD HL IE IM IJ JI JF JN JK KJ KG KO KL LK LH LP MI NJ

87

GK GH

-66.83 46.18

-75.34 27.44

86.52 -1.74

-20.97 -21.68

206.49 -143.17

OK PL

-24.71 -10.37

98.44 96.43

ACTUAL END MOMENTS FOR E-W FRAMES E-W FRAME 3

Member AE AB BA BF BC CB CG CD DC DH EA EI EF FE FB FJ FG

MO

MQ1

MQ2

MQ3

-19.55 19.55 17.11 -31.78 14.67 14.67 -31.78 17.11 19.55 -19.55 -16.75 -15.46 32.20 29.74 -29.02 -28.01 27.28

8.04 -8.04 -5.76 9.24 -3.48 -3.48 9.24 -5.76 -8.04 8.04 33.28 -64.56 31.28 27.44 24.29 -75.34 23.61

-44.54 44.54 37.23 -67.14 29.91 29.91 -67.14 37.23 44.54 -44.54 -75.51 78.33 -2.82 -1.74 -84.12 86.52 -0.66

37.91 -37.91 -32.33 59.09 -26.76 -26.76 59.09 -32.33 -37.91 37.91 48.29 -25.05 -23.24 -21.68 62.77 -20.97 -20.12

c1

c2

c3

4.9005

10.8364

14.0676

BEAM COLUMN Maximum Beam Moment Highlighted MACTUAL Member 70.48 HG -70.48 HD -62.58 HL 117.29 IE -54.70 IM -54.70 IJ 117.29 JI -62.58 JF -70.48 JN 70.48 JK 7.39 KJ 164.53 KG -171.92 KO -159.60 KL 61.58 LK 245.31 LH -147.29 LP

MO

MQ1

32.20 -16.75 -15.46 -16.98 -12.33 29.32 26.71 -29.78 -21.03 24.10 24.10 -29.78 -21.03 26.71 29.32 -16.98 -12.33

31.28 33.28 -64.56 -87.63 92.86 -5.22 -4.02 -90.02 96.86 -2.82 -2.82 -90.02 96.86 -4.02 -5.22 -87.63 92.86 88

-12.74 -17.34

1.38 2.48

388.36 329.94

GK GH

-45.77 20.18

-55.12 11.74

53.55 -0.91

-9.80 -8.98

126.63 -58.52

ACTUAL END MOMENTS FOR E-W FRAME For E-W FRAME 1

MQ2

MQ3

MACTUAL

-2.82 -75.51 78.33 63.15 -34.69 -28.46 -25.70 74.14 -25.49 -22.94 -22.94 74.14 -25.49 -25.70 -28.46 63.15 -34.69

-23.24 48.29 -25.05 -8.80 4.98 3.82 3.15 -8.42 2.77 2.49 2.49 -8.42 2.77 3.15 3.82 -8.80 4.98

-171.92 7.39 164.53 114.11 136.90 -251.01 -227.16 214.10 216.38 -203.32 -203.32 214.10 216.38 -227.16 -251.01 114.11 136.90

Member AE AB BA BF BC CB CG CD DC DH EA EI EF FE FB FJ FG

VO

VQ1

VQ2

VQ3

-12.10 7.33 7.33 -20.27 5.87 5.87 -20.27 7.33 7.33 -12.10 -12.10 -10.81 12.39 12.39 -20.27 -19.26 10.91

13.77 -2.76 -2.76 11.18 -1.39 -1.39 11.18 -2.76 -2.76 13.77 13.77 -50.73 11.74 11.74 11.18 -55.12 9.44

-40.02 16.35 16.35 -50.42 11.96 11.96 -50.42 16.35 16.35 -40.02 -40.02 47.16 -0.91 -0.91 -50.42 53.55 -0.26

28.73 -14.05 -14.05 40.62 -10.70 -10.70 40.62 -14.05 -14.05 28.73 28.73 -11.28 -8.98 -8.98 40.62 -9.80 -8.05

c1

c2

4.9005

10.8364

BEAM COLUMN Maximum Column Shear Highlighted VACTUAL 25.96 -26.61 -26.61 59.62 -21.88 -21.88 59.62 -26.61 -26.61 25.96 25.96 92.88 -66.30 -66.30 59.62 153.14 -58.92 89

OK PL

-24.70 -10.37

65.10 63.10

-12.75 -17.34

1.38 2.49

225.05 166.63

VO

VQ1

VQ2

VQ3

VACTUAL

12.39 -12.10 -10.81 -10.81 -6.17 11.20 11.20 -19.26 -10.52 9.64 9.64 -19.26 -10.52 11.20 11.20 -10.81 -6.17

11.74 13.77 -50.73 -50.73 63.10 -1.85 -1.85 -55.12 65.10 -1.13 -1.13 -55.12 65.10 -1.85 -1.85 -50.73 63.10

-0.91 -40.02 47.16 47.16 -17.34 -10.83 -10.83 53.55 -12.75 -9.18 -9.18 53.55 -12.75 -10.83 -10.83 47.16 -17.34

-8.98 28.73 -11.28 -11.28 2.49 1.39 1.39 -9.80 1.38 1.00 1.00 -9.80 1.38 1.39 1.39 -11.28 2.49

-66.30 25.96 92.88 92.88 150.10 -95.63 -95.63 153.14 189.84 -81.33 -81.33 153.14 189.84 -95.63 -95.63 92.88 150.10

ACTUAL END MOMENTS FOR E-W FRAMES For E-W FRAME 1 c3 14.0676

Maximum Column Shear Highlighted Member HG HD HL IE IM IJ JI JF JN JK KJ KG KO KL LK LH LP

90

GF GC GK GH

27.28 -29.02 -28.01 29.74

23.61 24.29 -75.34 27.44

-0.66 -84.12 86.52 -1.74

-20.12 62.77 -20.97 -21.68

-147.29 61.58 245.31 -159.60

MI NJ OK PL

-6.17 -10.52 -10.52 -6.17

96.43 98.44 98.44 96.43

91

-17.34 -12.74 -12.74 -17.34

2.48 1.38 1.38 2.48

313.40 353.13 374.17 325.74

GF GC GK GH

10.91 -20.27 -19.26 12.39

9.44 11.18 -55.12 11.74

-0.26 -50.42 53.55 -0.91

-8.05 40.62 -9.80 -8.98

-58.92 59.62 153.14 -66.30

92

MI NJ OK PL

-6.17 -10.52 -10.52 -6.17

63.10 65.10 65.10 63.10

-17.34 -12.75 -12.75 -17.34

2.49 1.38 1.38 2.49

150.10 189.84 210.87 162.44

93

ACTUAL END MEMBER MOMENTS FOR N-S FRAMES

Member AD AB BA BE BC CB CF DA DG DE ED EB EH EF FE FC FI GD GJ GH HG HE HK HI IH IF IL JG KH LI

c1

c2

c3

13.64

30.39

39.61

MO -19.34 19.34 16.46 -32.92 16.46 19.34 -19.34 -16.71 -15.49 32.20 27.93 -29.46 -28.28 29.81 32.20 -16.71 -15.49 -16.91 -12.21 29.13 26.23 -30.56 -21.89 26.23 29.13 -19.34 -19.34 -19.34 -19.34 -19.34

Beams Columns A&D Maximum Moment Highlighted MQ1 MQ2 3.88 -3.88 -2.32 4.64 -2.32 -3.88 3.88 16.82 -32.01 15.19 16.49 10.53 -39.55 12.53 15.19 16.82 -32.01 -43.78 46.30 -2.52 -1.72 -45.54 48.98 -1.72 -2.52 -43.78 46.30 48.15 49.49 48.15

-21.94 21.94 17.59 -35.18 17.59 21.94 -21.94 -37.70 39.02 -1.32 -1.02 -42.43 44.01 -0.56 -1.32 -37.70 39.02 31.49 -17.36 -14.13 -12.65 37.70 -12.40 -12.65 -14.13 31.49 -17.36 -8.68 -6.20 -8.68

MQ3

MACTUAL

18.73 -18.73 -15.57 31.13 -15.57 -18.73 18.73 23.97 -12.59 -11.37 -13.04 32.93 -9.62 -10.27 -11.37 23.97 -12.59 -4.40 2.54 1.86 1.43 -3.98 1.12 1.43 1.86 -4.40 2.54 1.27 0.55 1.27

108.74 -108.74 -97.09 194.18 -97.09 -108.74 108.74 16.25 234.88 -251.13 -294.73 129.03 388.79 -223.08 -251.13 16.25 234.88 168.89 192.46 -361.35 -325.04 336.59 313.49 -325.04 -361.35 166.47 185.33 423.88 527.90 462.56

78

S

ACTUAL END MEMBER SHEAR FOR N-S FRAMES

Member AD AB BA BE BC CB CF DA DG DE ED EB EH EF FE FC FI GD GJ GH HG HE HK HI IH IF IL JG KH LI

c1

c2

c3

13.64

30.39

39.61

Beams Columns A&D Maximum Column Shear Highlighted VO VQ1 VQ2 -12.02 7.16 7.16 -20.79 7.16 7.16 -12.02 -12.02 -10.80 12.03 12.03 -20.79 -19.61 12.40 12.40 -12.02 -10.80 -10.80 -6.11 11.07 11.07 -19.61 -10.95 11.07 11.07 -10.80 -6.11 -6.11 -10.95 -6.11

6.90 -1.24 -1.24 5.06 -1.24 -1.24 6.90 6.90 -25.26 6.34 6.34 5.06 -28.36 5.54 5.54 6.90 -25.26 -25.26 31.49 -0.85 -0.85 -28.36 32.82 -0.85 -0.85 -25.26 31.49 31.49 32.82 31.49

-19.88 7.91 7.91 -25.87 7.91 7.91 -19.88 -19.88 23.50 -0.47 -0.47 -25.87 27.24 -0.38 -0.38 -19.88 23.50 23.50 -8.68 -5.36 -5.36 27.24 -6.20 -5.36 -5.36 23.50 -8.68 -8.68 -6.20 -8.68

VQ3 14.23 -6.86 -6.86 21.35 -6.86 -6.86 14.23 14.23 -5.66 -4.88 -4.88 21.35 -4.53 -4.33 -4.33 14.23 -5.66 -5.66 1.27 0.66 0.66 -4.53 0.56 0.66 0.66 -5.66 1.27 1.27 0.56 1.27

79

UAL END MEMBER SHEAR FOR N-S FRAMES

c3 39.61

A&D Maximum Column Shear Highlighted VACTUAL 41.66 -41.17 -41.17 107.74 -41.17 -41.17 41.66 41.66 134.59 -109.17 -109.17 107.74 241.79 -94.84 -94.84 41.66 134.59 134.59 209.86 -137.28 -137.28 241.79 270.37 -137.28 -137.28 134.59 209.86 209.86 286.78 222.07

80

ACTUAL END MEMBER MOMENTS FOR N-S FRAMES

Member AD AB BA BE BC CB CF DA DG DE ED EB EH EF FE FC FI GD GJ GH HG HE HK HI IH IF IL JG

c1

c2

c3

40.39

31.01

13.94

MO -40.18 40.18 34.95 -71.48 36.53 43.34 -43.34 -30.54 -24.19 54.72 43.62 -66.98 -67.01 90.38 93.63 -44.77 -48.86 -27.51 -20.53 48.03 38.98 -71.57 -50.73 83.32 87.70 -51.56 -36.14 -10.28

Beams Columns B&C Maximum Moment Highlighted MQ1 MQ2 3.88 -3.88 -2.32 4.64 -2.32 -3.88 3.88 16.82 -32.01 15.19 16.49 10.53 -39.55 12.53 15.19 16.82 -32.01 -43.78 46.30 -2.52 -1.72 -45.54 48.98 -1.72 -2.52 -43.78 46.30 48.15

-21.94 21.94 17.59 -35.18 17.59 21.94 -21.94 -37.70 39.02 -1.32 -1.02 -42.43 44.01 -0.56 -1.32 -37.70 39.02 31.49 -17.36 -14.13 -12.65 37.70 -12.40 -12.65 -14.13 31.49 -17.36 -8.68

MQ3

MACTUAL

18.73 -18.73 -15.57 31.13 -15.57 -18.73 18.73 23.97 -12.59 -11.37 -13.04 32.93 -9.62 -10.27 -11.37 23.97 -12.59 -4.40 2.54 1.86 1.43 -3.98 1.12 1.43 1.86 -4.40 2.54 1.27

87.90 -87.90 -78.60 155.62 -77.02 -84.73 84.73 2.42 226.18 -228.60 -279.05 91.51 350.05 -162.51 -189.69 -11.82 201.50 158.30 184.15 -342.45 -312.29 295.58 284.65 -267.94 -302.78 134.25 168.53 432.94

81

S

ACTUAL END MEMBER SHEAR FOR N-S FRAMES

Member AD AB BA BE BC CB CF DA DG DE ED EB EH EF FE FC FI GD GJ GH HG HE HK HI IH IF IL JG

c1

c2

c3

40.39

31.01

13.94

Beams Columns B&C Maximum Column Shear Highlighted VO VQ1 VQ2 -14.14 15.03 15.03 -27.69 15.98 15.98 -17.62 -14.14 -10.34 19.67 19.67 -27.69 -27.72 36.80 36.80 -17.62 -20.08 -10.34 -6.16 17.40 17.40 -27.72 -15.22 34.20 34.20 -20.08 -10.85 -6.16

6.90 -1.24 -1.24 5.06 -1.24 -1.24 6.90 6.90 -25.26 6.34 6.34 5.06 -28.36 5.54 5.54 6.90 -25.26 -25.26 31.49 -0.85 -0.85 -28.36 32.82 -0.85 -0.85 -25.26 31.49 31.49

-19.88 7.91 7.91 -25.87 7.91 7.91 -19.88 -19.88 23.50 -0.47 -0.47 -25.87 27.24 -0.38 -0.38 -19.88 23.50 23.50 -8.68 -5.36 -5.36 27.24 -6.20 -5.36 -5.36 23.50 -8.68 -8.68

VQ3 14.23 -6.86 -6.86 21.35 -6.86 -6.86 14.23 14.23 -5.66 -4.88 -4.88 21.35 -4.53 -4.33 -4.33 14.23 -5.66 -5.66 1.27 0.66 0.66 -4.53 0.56 0.66 0.66 -5.66 1.27 1.27

82

UAL END MEMBER SHEAR FOR N-S FRAMES

c3 13.94

B&C Maximum Column Shear Highlighted VACTUAL 39.53 -33.30 -33.30 100.84 -32.35 -32.35 36.05 39.53 135.05 -101.53 -101.53 100.84 233.69 -70.44 -70.44 36.05 125.31 135.05 209.80 -130.95 -130.95 233.69 266.09 -114.14 -114.14 125.31 205.12 209.80

83

KH LI

-25.38 -18.09

49.49 48.15

-6.20 -8.68

0.55 1.27

533.94 461.31

84

KH LI

-15.22 -10.85

32.82 31.49

-6.20 -8.68

0.56 1.27

85

296.53 226.81

86

MDM For N-S Frame A & D with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 MOMENT SHEAR

A AD 3 1.33 0.625 0.00 -22.129 -8.274 11.207 5.270 -5.572 -2.453 2.676 1.139 -1.239 -0.539 0.589 0.248 -0.271 -0.118 0.128 0.054 -0.059 -0.026 0.028 -19.340 -12.02

AB 5 0.80 0.375 35.41 -13.277 -9.656 6.724 3.644 -3.343 -1.828 1.606 0.843 -0.743 -0.402 0.353 0.185 -0.163 -0.088 0.077 0.040 -0.035 -0.019 0.017 19.340 7.16

BA 5 0.80 0.273 35.41 -19.313 -6.639 7.288 3.362 -3.657 -1.671 1.686 0.803 -0.805 -0.372 0.371 0.177 -0.176 -0.081 0.081 0.039 -0.038 -0.018 0.018 16.460 7.16

B BE 3 1.33 0.455 0.00 -32.188 -13.446 12.147 6.684 -6.095 -2.837 2.809 1.345 -1.341 -0.616 0.618 0.292 -0.293 -0.134 0.135 0.064 -0.064 -0.029 0.029 -32.920 -20.79

C BC 5 0.80 0.273 35.41 -19.313 -6.639 7.288 3.362 -3.657 -1.671 1.686 0.803 -0.805 -0.372 0.371 0.177 -0.176 -0.081 0.081 0.039 -0.038 -0.018 0.018 16.460 7.16

CB 5 0.80 0.375 35.41 -13.277 -9.656 6.724 3.644 -3.343 -1.828 1.606 0.843 -0.743 -0.402 0.353 0.185 -0.163 -0.088 0.077 0.040 -0.035 -0.019 0.017 19.340 7.16

D CF 3 1.33 0.625 0.00 -22.129 -8.274 11.207 5.270 -5.572 -2.453 2.676 1.139 -1.239 -0.539 0.589 0.248 -0.271 -0.118 0.128 0.054 -0.059 -0.026 0.028 -19.340 -12.02

DA 3 1.33 0.385 0.00 -16.549 -11.064 10.541 5.603 -4.906 -2.786 2.278 1.338 -1.079 -0.619 0.496 0.294 -0.235 -0.135 0.108 0.064 -0.051 -0.030 0.024 -16.708 -12.02

31

Moments

MDM For N-S Frame A & D with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 MOMENT SHEAR

D DG 3 1.33 0.385 0.00 -16.549 -8.274 10.541 3.143 -4.906 -1.435 2.278 0.660 -1.079 -0.301 0.496 0.142 -0.235 -0.065 0.108 0.031 -0.051 -0.014 0.024 -15.487 -10.80

E DE 5 0.80 0.231 43.03 -9.929 -8.067 6.325 4.010 -2.944 -1.702 1.367 0.807 -0.647 -0.369 0.298 0.175 -0.141 -0.080 0.065 0.038 -0.031 -0.018 0.014 32.196 12.03

ED 5 0.80 0.188 43.03 -16.135 -8.274 8.021 5.270 -3.405 -2.453 1.614 1.139 -0.739 -0.539 0.350 0.248 -0.161 -0.118 0.076 0.054 -0.035 -0.026 0.017 27.931 12.03

EB 3 1.33 0.313 0.00 -26.892 -16.094 13.368 6.073 -5.675 -3.047 2.689 1.405 -1.231 -0.671 0.584 0.309 -0.268 -0.147 0.127 0.067 -0.058 -0.032 0.028 -29.464 -20.79

EH 3 1.33 0.313 0.00 -26.892 -13.446 13.368 3.652 -5.675 -1.634 2.689 0.712 -1.231 -0.334 0.584 0.153 -0.268 -0.072 0.127 0.033 -0.058 -0.016 0.028 -28.278 -19.61

EF 5 0.80 0.188 43.03 -16.135 -4.965 8.021 3.162 -3.405 -1.472 1.614 0.683 -0.739 -0.324 0.350 0.149 -0.161 -0.071 0.076 0.032 -0.035 -0.015 0.017 29.811 12.40

FE 5 0.80 0.231 43.03 -9.929 -8.067 6.325 4.010 -2.944 -1.702 1.367 0.807 -0.647 -0.369 0.298 0.175 -0.141 -0.080 0.065 0.038 -0.031 -0.018 0.014 32.196 12.40

F FC 3 1.33 0.385 0.00 -16.549 -11.064 10.541 5.603 -4.906 -2.786 2.278 1.338 -1.079 -0.619 0.496 0.294 -0.235 -0.135 0.108 0.064 -0.051 -0.030 0.024 -16.708 -12.02

32

with Sidesway Prevented - M O Moments T F Member L K DF FEMW DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 MOMENT SHEAR

FI 3 1.33 0.385 0.00 -16.549 -8.274 10.541 3.143 -4.906 -1.435 2.278 0.660 -1.079 -0.301 0.496 0.142 -0.235 -0.065 0.108 0.031 -0.051 -0.014 0.024 -15.487 -10.80

MDM For N-S Frame A & D with Sidesw

GD 3 1.33 0.385 0.00 -16.549 -8.274 6.285 5.270 -2.870 -2.453 1.321 1.139 -0.602 -0.539 0.285 0.248 -0.131 -0.118 0.062 0.054 -0.028 -0.026 0.013 -16.913 -10.80

G GJ 3 1.33 0.385 0.00 -16.549 0.000 6.285 0.000 -2.870 0.000 1.321 0.000 -0.602 0.000 0.285 0.000 -0.131 0.000 0.062 0.000 -0.028 0.000 0.013 -12.214 -6.11

H GH 5 0.80 0.231 43.03 -9.929 -8.067 3.771 2.191 -1.722 -0.980 0.792 0.427 -0.361 -0.200 0.171 0.092 -0.078 -0.043 0.037 0.020 -0.017 -0.009 0.008 29.127 11.07

HG 5 0.80 0.188 43.03 -16.135 -4.965 4.383 1.886 -1.960 -0.861 0.855 0.396 -0.401 -0.181 0.183 0.085 -0.087 -0.039 0.040 0.019 -0.019 -0.009 0.009 26.226 11.07

HE 3 1.33 0.313 0.00 -26.892 -13.446 7.305 6.684 -3.267 -2.837 1.425 1.345 -0.668 -0.616 0.305 0.292 -0.145 -0.134 0.066 0.064 -0.031 -0.029 0.014 -30.565 -19.61

HK 3 1.33 0.313 0.00 -26.892 0.000 7.305 0.000 -3.267 0.000 1.425 0.000 -0.668 0.000 0.305 0.000 -0.145 0.000 0.066 0.000 -0.031 0.000 0.014 -21.887 -10.95

HI 5 0.80 0.188 43.03 -16.135 -4.965 4.383 1.886 -1.960 -0.861 0.855 0.396 -0.401 -0.181 0.183 0.085 -0.087 -0.039 0.040 0.019 -0.019 -0.009 0.009 26.226 11.07

33

MDM For N-S Frame A & D with Sidesway Prevented - MO Moments T Member L K DF FEMW DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 CO DIST 1 MOMENT SHEAR

IH 5 0.80 0.231 43.03 -9.929 -8.067 3.771 2.191 -1.722 -0.980 0.792 0.427 -0.361 -0.200 0.171 0.092 -0.078 -0.043 0.037 0.020 -0.017 -0.009 0.008 29.127 11.07

I IF 3 1.33 0.385 0.00 -16.549 -8.274 6.285 5.270 -2.870 -2.453 1.321 1.139 -0.602 -0.539 0.285 0.248 -0.131 -0.118 0.062 0.054 -0.028 -0.026 0.013 -16.913 -10.80

IL 3 1.33 0.385 0.00 -16.549 0.000 6.285 0.000 -2.870 0.000 1.321 0.000 -0.602 0.000 0.285 0.000 -0.131 0.000 0.062 0.000 -0.028 0.000 0.013 -12.214 -6.11

J JG 3 1.33 0.000 0.00 0.000 -8.274 0.000 3.143 0.000 -1.435 0.000 0.660 0.000 -0.301 0.000 0.142 0.000 -0.065 0.000 0.031 0.000 -0.014 0.000 -6.114 -6.11

K KH 3 1.33 0.000 0.00 0.000 -13.446 0.000 3.652 0.000 -1.634 0.000 0.712 0.000 -0.334 0.000 0.153 0.000 -0.072 0.000 0.033 0.000 -0.016 0.000 -10.951 -10.95

L LI 3 1.33 0.000 0.00 0.000 -8.274 0.000 3.143 0.000 -1.435 0.000 0.660 0.000 -0.301 0.000 0.142 0.000 -0.065 0.000 0.031 0.000 -0.014 0.000 -6.114 -6.11

34

MDM For N-S Frame B & C with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

A AD 3 1.33 0.625 0.00 -47.070 -14.534 21.921 10.930 -11.904 -5.042 5.680 2.469 -2.722 -1.157 1.282 0.547 -0.601 -0.257 0.283 0.120 -0.132 -0.057 0.062 -40.181 -14.14

AB 5 0.80 0.375 75.31 -28.242 -20.540 13.153 8.117 -7.143 -4.047 3.408 1.885 -1.633 -0.894 0.769 0.415 -0.361 -0.195 0.170 0.091 -0.079 -0.043 0.037 40.181 15.03

BA 5 0.80 0.273 75.31 -41.080 -14.121 16.233 6.576 -8.093 -3.571 3.771 1.704 -1.787 -0.817 0.829 0.385 -0.391 -0.180 0.181 0.085 -0.085 -0.040 0.039 34.952 15.03

B BE 3 1.33 0.455 0.00 -68.466 -31.279 27.055 14.754 -13.488 -6.344 6.285 2.974 -2.979 -1.375 1.382 0.646 -0.651 -0.300 0.302 0.141 -0.142 -0.065 0.066 -71.484 -27.69

C BC 5 0.80 0.273 75.31 -41.080 -14.121 16.233 8.344 -8.093 -3.911 3.771 1.876 -1.787 -0.850 0.829 0.401 -0.391 -0.184 0.181 0.086 -0.085 -0.040 0.039 36.533 15.98

CB 5 0.80 0.375 75.31 -28.242 -20.540 16.689 8.117 -7.822 -4.047 3.751 1.885 -1.699 -0.894 0.803 0.415 -0.367 -0.195 0.173 0.091 -0.080 -0.043 0.037 43.344 15.98

D CF 3 1.33 0.625 0.00 -47.070 -23.963 27.814 12.743 -13.037 -5.957 6.252 2.645 -2.832 -1.246 1.338 0.564 -0.612 -0.266 0.288 0.122 -0.133 -0.057 0.062 -43.344 -17.62

DA 3 1.33 0.385 0.00 -29.068 -23.535 21.860 10.961 -10.083 -5.952 4.939 2.840 -2.315 -1.361 1.094 0.641 -0.514 -0.301 0.240 0.141 -0.113 -0.066 0.053 -30.539 -14.14 35

Moments

MDM For N-S Frame B & C with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

D DG 3 1.33 0.385 0.00 -29.068 -14.534 21.860 6.404 -10.083 -3.082 4.939 1.394 -2.315 -0.660 1.094 0.308 -0.514 -0.145 0.240 0.068 -0.113 -0.032 0.053 -24.186 -10.34

E DE 5 0.80 0.231 75.58 -17.441 -18.767 13.116 8.852 -6.050 -3.806 2.963 1.785 -1.389 -0.825 0.657 0.388 -0.309 -0.180 0.144 0.085 -0.068 -0.039 0.032 54.725 19.67

ED 5 0.80 0.188 75.58 -37.535 -14.534 17.705 10.930 -7.613 -5.042 3.569 2.469 -1.650 -1.157 0.776 0.547 -0.360 -0.257 0.169 0.120 -0.078 -0.057 0.037 43.617 19.67

EB 3 1.33 0.313 0.00 -62.558 -34.233 29.508 13.528 -12.688 -6.744 5.949 3.142 -2.750 -1.490 1.293 0.691 -0.600 -0.326 0.282 0.151 -0.131 -0.071 0.062 -66.985 -27.69

EH 3 1.33 0.313 0.00 -62.558 -31.279 29.508 8.496 -12.688 -3.676 5.949 1.602 -2.750 -0.743 1.293 0.342 -0.600 -0.160 0.282 0.074 -0.131 -0.035 0.062 -67.012 -27.72

EF 5 0.80 0.188 124.61 -37.535 -14.378 17.705 7.646 -7.613 -3.574 3.569 1.587 -1.650 -0.748 0.776 0.339 -0.360 -0.159 0.169 0.073 -0.078 -0.034 0.037 90.380 36.80

FE 5 0.80 0.231 124.61 -28.756 -18.767 15.292 8.852 -7.149 -3.806 3.174 1.785 -1.496 -0.825 0.677 0.388 -0.319 -0.180 0.146 0.085 -0.069 -0.039 0.032 93.634 36.80

F FC 3 1.33 0.385 0.00 -47.926 -23.535 25.487 13.907 -11.914 -6.519 5.291 3.126 -2.493 -1.416 1.129 0.669 -0.532 -0.306 0.244 0.144 -0.115 -0.066 0.053 -44.772 -17.62 36

with Sidesway Prevented - M O Moments T F Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

FI 3 1.33 0.385 0.00 -47.926 -23.963 25.487 8.217 -11.914 -3.431 5.291 1.570 -2.493 -0.694 1.129 0.325 -0.532 -0.148 0.244 0.070 -0.115 -0.032 0.053 -48.862 -20.08

MDM For N-S Frame B & C with Sidesw

GD 3 1.33 0.385 0.00 -29.068 -14.534 12.808 10.930 -6.165 -5.042 2.787 2.469 -1.319 -1.157 0.617 0.547 -0.289 -0.257 0.136 0.120 -0.063 -0.057 0.030 -27.507 -10.34

G GJ 3 1.33 0.385 0.00 -29.068 0.000 12.808 0.000 -6.165 0.000 2.787 0.000 -1.319 0.000 0.617 0.000 -0.289 0.000 0.136 0.000 -0.063 0.000 0.030 -20.527 -6.16

H GH 5 0.80 0.231 75.58 -17.441 -18.767 7.685 5.098 -3.699 -2.206 1.672 0.961 -0.792 -0.446 0.370 0.205 -0.174 -0.096 0.082 0.045 -0.038 -0.021 0.018 48.034 17.40

HG 5 0.80 0.188 75.58 -37.535 -8.720 10.196 3.842 -4.411 -1.849 1.922 0.836 -0.891 -0.396 0.410 0.185 -0.192 -0.087 0.089 0.041 -0.042 -0.019 0.019 38.975 17.40

HE 3 1.33 0.313 0.00 -62.558 -31.279 16.993 14.754 -7.352 -6.344 3.204 2.974 -1.485 -1.375 0.683 0.646 -0.321 -0.300 0.149 0.141 -0.070 -0.065 0.032 -71.573 -27.72

HK 3 1.33 0.313 0.00 -62.558 0.000 16.993 0.000 -7.352 0.000 3.204 0.000 -1.485 0.000 0.683 0.000 -0.321 0.000 0.149 0.000 -0.070 0.000 0.032 -50.725 -15.22

HI 5 0.80 0.188 124.61 -37.535 -14.378 10.196 4.930 -4.411 -2.059 1.922 0.942 -0.891 -0.416 0.410 0.195 -0.192 -0.089 0.089 0.042 -0.042 -0.019 0.019 83.322 34.20 37

MDM For N-S Frame B & C with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

IH 5 0.80 0.231 124.61 -28.756 -18.767 9.861 5.098 -4.117 -2.206 1.884 0.961 -0.832 -0.446 0.390 0.205 -0.178 -0.096 0.084 0.045 -0.038 -0.021 0.018 87.697 34.20

I IF 3 1.33 0.385 0.00 -47.926 -23.963 16.435 12.743 -6.862 -5.957 3.140 2.645 -1.387 -1.246 0.651 0.564 -0.296 -0.266 0.139 0.122 -0.064 -0.057 0.030 -51.556 -20.08

IL 3 1.33 0.385 0.00 -47.926 0.000 16.435 0.000 -6.862 0.000 3.140 0.000 -1.387 0.000 0.651 0.000 -0.296 0.000 0.139 0.000 -0.064 0.000 0.030 -36.141 -10.85

J JG 3 1.33 0.000 0.00 0.000 -14.534 0.000 6.404 0.000 -3.082 0.000 1.394 0.000 -0.660 0.000 0.308 0.000 -0.145 0.000 0.068 0.000 -0.032 0.000 -10.278 -6.16

K KH 3 1.33 0.000 0.00 0.000 -31.279 0.000 8.496 0.000 -3.676 0.000 1.602 0.000 -0.743 0.000 0.342 0.000 -0.160 0.000 0.074 0.000 -0.035 0.000 -25.379 -15.22

L LI 3 1.33 0.000 0.00 0.000 -23.963 0.000 8.217 0.000 -3.431 0.000 1.570 0.000 -0.694 0.000 0.325 0.000 -0.148 0.000 0.070 0.000 -0.032 0.000 -18.086 -10.85 38

MDM For E-W Frame Subjected to Known Translation ∆ 1' - 2nd Level Released; MQ1 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

A AE 3 1.33 0.625 0 0.000 19.231 -12.019 -1.803 2.458 2.244 -2.170 -0.520 0.613 0.412 -0.423 -0.122 0.141 0.080 -0.084 -0.028 0.031 0.016 -0.017 8.040 13.77

AB 5 0.80 0.375 0 0.000 0.000 -7.212 -2.131 1.475 1.228 -1.302 -0.461 0.368 0.265 -0.254 -0.103 0.084 0.055 -0.051 -0.022 0.019 0.011 -0.010 -8.040 -2.76

BA 5 0.80 0.273 0 0.000 0.000 -4.261 -3.606 2.456 0.738 -0.921 -0.651 0.530 0.184 -0.206 -0.127 0.109 0.042 -0.045 -0.025 0.023 0.009 -0.010 -5.761 -2.76

B BF 3 1.33 0.455 0 0.000 15.625 -7.102 -3.268 4.093 1.412 -1.535 -0.832 0.883 0.306 -0.343 -0.170 0.182 0.067 -0.074 -0.035 0.038 0.014 -0.016 9.244 11.18

BC 5 0.80 0.273 0 0.000 0.000 -4.261 -2.131 2.456 1.228 -0.921 -0.461 0.530 0.265 -0.206 -0.103 0.109 0.055 -0.045 -0.022 0.023 0.011 -0.010 -3.483 -1.39

CB 5 0.80 0.273 0 0.000 0.000 -4.261 -2.131 2.456 1.228 -0.921 -0.461 0.530 0.265 -0.206 -0.103 0.109 0.055 -0.045 -0.022 0.023 0.011 -0.010 -3.483 -1.39

C CG 3 1.33 0.455 0 0.000 15.625 -7.102 -3.268 4.093 1.412 -1.535 -0.832 0.883 0.306 -0.343 -0.170 0.182 0.067 -0.074 -0.035 0.038 0.014 -0.016 9.244 11.18

CD 5 0.80 0.273 0 0.000 0.000 -4.261 -3.606 2.456 0.738 -0.921 -0.651 0.530 0.184 -0.206 -0.127 0.109 0.042 -0.045 -0.025 0.023 0.009 -0.010 -5.761 -2.76

60

upport Released; MQ1 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

MDM For E-W Frame Subjected to Known Translation ∆ 1' - 2nd Level Re D DC 5 0.80 0.375 0 0.000 0.000 -7.212 -2.131 1.475 1.228 -1.302 -0.461 0.368 0.265 -0.254 -0.103 0.084 0.055 -0.051 -0.022 0.019 0.011 -0.010 -8.040 -2.76

DH 3 1.33 0.625 0 0.000 19.231 -12.019 -1.803 2.458 2.244 -2.170 -0.520 0.613 0.412 -0.423 -0.122 0.141 0.080 -0.084 -0.028 0.031 0.016 -0.017 8.040 13.77

EA 3 1.33 0.385 0 38.462 0.000 -3.606 -6.010 4.488 1.229 -1.040 -1.085 0.823 0.306 -0.244 -0.211 0.161 0.070 -0.055 -0.042 0.032 0.016 -0.012 33.282 13.77

E EI 3 1.33 0.385 -100 38.462 0.000 -3.606 -3.698 4.488 0.628 -1.040 -0.557 0.823 0.144 -0.244 -0.104 0.161 0.033 -0.055 -0.021 0.032 0.007 -0.012 -64.559 -50.73

F EF 5 0.80 0.231 0 23.077 9.375 -2.163 -1.961 2.693 0.847 -0.624 -0.499 0.494 0.184 -0.146 -0.102 0.096 0.040 -0.033 -0.021 0.019 0.009 -0.007 31.277 11.74

FE 5 0.80 0.188 0 18.750 11.538 -3.921 -1.082 1.694 1.346 -0.999 -0.312 0.368 0.247 -0.204 -0.073 0.080 0.048 -0.042 -0.017 0.017 0.010 -0.009 27.441 11.74

FB 3 1.33 0.313 0 31.250 0.000 -6.535 -3.551 2.823 2.046 -1.664 -0.768 0.613 0.442 -0.341 -0.172 0.134 0.091 -0.070 -0.037 0.029 0.019 -0.014 24.294 11.18

FJ 3 1.33 0.313 -100 31.250 0.000 -6.535 -2.441 2.823 1.086 -1.664 -0.381 0.613 0.218 -0.341 -0.082 0.134 0.044 -0.070 -0.018 0.029 0.009 -0.014 -75.341 -55.12

61

o Known Translation ∆ 1' - 2nd Level Released; MQ1 Moments F

T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

MDM For E-W Frame Subjected to Known Tr G

FG 5 0.80 0.188 0 18.750 9.375 -3.921 -1.961 1.694 0.847 -0.999 -0.499 0.368 0.184 -0.204 -0.102 0.080 0.040 -0.042 -0.021 0.017 0.009 -0.009 23.606 9.44

GF 5 0.80 0.188 0 18.750 9.375 -3.921 -1.961 1.694 0.847 -0.999 -0.499 0.368 0.184 -0.204 -0.102 0.080 0.040 -0.042 -0.021 0.017 0.009 -0.009 23.606 9.44

GC 3 1.33 0.313 0 31.250 0.000 -6.535 -3.551 2.823 2.046 -1.664 -0.768 0.613 0.442 -0.341 -0.172 0.134 0.091 -0.070 -0.037 0.029 0.019 -0.014 24.294 11.18

GK 3 1.33 0.313 -100 31.250 0.000 -6.535 -2.441 2.823 1.086 -1.664 -0.381 0.613 0.218 -0.341 -0.082 0.134 0.044 -0.070 -0.018 0.029 0.009 -0.014 -75.341 -55.12

GH 5 0.80 0.188 0 18.750 11.538 -3.921 -1.082 1.694 1.346 -0.999 -0.312 0.368 0.247 -0.204 -0.073 0.080 0.048 -0.042 -0.017 0.017 0.010 -0.009 27.441 11.74

HG 5 0.80 0.231 0 23.077 9.375 -2.163 -1.961 2.693 0.847 -0.624 -0.499 0.494 0.184 -0.146 -0.102 0.096 0.040 -0.033 -0.021 0.019 0.009 -0.007 31.277 11.74

H HD 3 1.33 0.385 0 38.462 0.000 -3.606 -6.010 4.488 1.229 -1.040 -1.085 0.823 0.306 -0.244 -0.211 0.161 0.070 -0.055 -0.042 0.032 0.016 -0.012 33.282 13.77

HL 3 1.33 0.385 -100 38.462 0.000 -3.606 -3.698 4.488 0.628 -1.040 -0.557 0.823 0.144 -0.244 -0.104 0.161 0.033 -0.055 -0.021 0.032 0.007 -0.012 -64.559 -50.73

62

DM For E-W Frame Subjected to Known Translation ∆ 1' - 2nd Level Released; MQ1 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

IE 3 1.33 0.385 -100 0.000 19.231 -7.396 -1.803 1.257 2.244 -1.114 -0.520 0.288 0.412 -0.209 -0.122 0.066 0.080 -0.041 -0.028 0.015 0.016 -0.008 -87.632 -50.73

IH IM 3 1.33 0.385 100 0.000 0.000 -7.396 0.000 1.257 0.000 -1.114 0.000 0.288 0.000 -0.209 0.000 0.066 0.000 -0.041 0.000 0.015 0.000 -0.008 92.857 63.10

MDM For

J IJ 5 0.80 0.231 0 0.000 0.000 -4.438 -1.465 0.754 0.652 -0.668 -0.229 0.173 0.131 -0.125 -0.049 0.039 0.026 -0.025 -0.011 0.009 0.005 -0.005 -5.225 -1.85

JI 5 0.80 0.188 0 0.000 0.000 -2.930 -2.219 1.303 0.377 -0.458 -0.334 0.262 0.086 -0.098 -0.063 0.053 0.020 -0.021 -0.012 0.011 0.004 -0.005 -4.023 -1.85

JF 3 1.33 0.313 -100 0.000 15.625 -4.883 -3.268 2.172 1.412 -0.763 -0.832 0.436 0.306 -0.164 -0.170 0.088 0.067 -0.035 -0.035 0.018 0.014 -0.008 -90.018 -55.12

JN 3 1.33 0.313 100 0.000 0.000 -4.883 0.000 2.172 0.000 -0.763 0.000 0.436 0.000 -0.164 0.000 0.088 0.000 -0.035 0.000 0.018 0.000 -0.008 96.863 65.10

JK 5 0.80 0.188 0 0.000 0.000 -2.930 -1.465 1.303 0.652 -0.458 -0.229 0.262 0.131 -0.098 -0.049 0.053 0.026 -0.021 -0.011 0.011 0.005 -0.005 -2.821 -1.13

KJ 5 0.80 0.188 0 0.000 0.000 -2.930 -1.465 1.303 0.652 -0.458 -0.229 0.262 0.131 -0.098 -0.049 0.053 0.026 -0.021 -0.011 0.011 0.005 -0.005 -2.821 -1.13

63

MDM For E-W Frame Subjected to Known Translation ∆ 1' - 2nd Level Released; MQ1 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

K KG 3 1.33 0.313 -100 0.000 15.625 -4.883 -3.268 2.172 1.412 -0.763 -0.832 0.436 0.306 -0.164 -0.170 0.088 0.067 -0.035 -0.035 0.018 0.014 -0.008 -90.018 -55.12

KO 3 1.33 0.313 100 0.000 0.000 -4.883 0.000 2.172 0.000 -0.763 0.000 0.436 0.000 -0.164 0.000 0.088 0.000 -0.035 0.000 0.018 0.000 -0.008 96.863 65.10

KL 5 0.80 0.188 0 0.000 0.000 -2.930 -2.219 1.303 0.377 -0.458 -0.334 0.262 0.086 -0.098 -0.063 0.053 0.020 -0.021 -0.012 0.011 0.004 -0.005 -4.023 -1.85

LK 5 0.80 0.231 0 0.000 0.000 -4.438 -1.465 0.754 0.652 -0.668 -0.229 0.173 0.131 -0.125 -0.049 0.039 0.026 -0.025 -0.011 0.009 0.005 -0.005 -5.225 -1.85

L LH 3 1.33 0.385 -100 0.000 19.231 -7.396 -1.803 1.257 2.244 -1.114 -0.520 0.288 0.412 -0.209 -0.122 0.066 0.080 -0.041 -0.028 0.015 0.016 -0.008 -87.632 -50.73

LP 3 1.33 0.385 100 0.000 0.000 -7.396 0.000 1.257 0.000 -1.114 0.000 0.288 0.000 -0.209 0.000 0.066 0.000 -0.041 0.000 0.015 0.000 -0.008 92.857 63.10

M MI 3 1.33 0.000 100 0.000 0.000 0.000 -3.698 0.000 0.628 0.000 -0.557 0.000 0.144 0.000 -0.104 0.000 0.033 0.000 -0.021 0.000 0.007 0.000 96.433 63.10

N NJ 3 1.33 0.000 100 0.000 0.000 0.000 -2.441 0.000 1.086 0.000 -0.381 0.000 0.218 0.000 -0.082 0.000 0.044 0.000 -0.018 0.000 0.009 0.000 98.435 65.10

64

o Known Translation ∆ 1' - 2nd Level Released; MQ1 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

O OK 3 1.33 0.000 100 0.000 0.000 0.000 -2.441 0.000 1.086 0.000 -0.381 0.000 0.218 0.000 -0.082 0.000 0.044 0.000 -0.018 0.000 0.009 0.000 98.435 65.10

P PL 3 1.33 0.000 100 0.000 0.000 0.000 -3.698 0.000 0.628 0.000 -0.557 0.000 0.144 0.000 -0.104 0.000 0.033 0.000 -0.021 0.000 0.007 0.000 96.433 63.10

65

MDM For E-W Frame Subjected to Known Translation ∆ 2' - 3rd Level Released; MQ2 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

A AE 3 1.33 0.625 -100 62.500 0.000 -8.523 -2.311 4.205 0.601 -1.064 -0.528 0.613 0.162 -0.200 -0.107 0.115 0.037 -0.043 -0.022 0.023 0.008 -0.009 -44.542 -40.02

AB 5 0.80 0.375 0 37.500 13.636 -5.114 -4.416 2.523 1.102 -0.639 -0.453 0.368 0.158 -0.120 -0.077 0.069 0.031 -0.026 -0.015 0.014 0.007 -0.006 44.542 16.35

BA 5 0.80 0.273 0 27.273 18.750 -8.833 -2.557 2.204 1.261 -0.907 -0.319 0.316 0.184 -0.154 -0.060 0.062 0.035 -0.031 -0.013 0.013 0.007 -0.006 37.226 16.35

B BF 3 1.33 0.455 -100 45.455 0.000 -14.721 -1.110 3.674 0.960 -1.511 -0.386 0.527 0.224 -0.257 -0.090 0.103 0.047 -0.051 -0.020 0.022 0.010 -0.011 -67.135 -50.42

BC 5 0.80 0.273 0 27.273 13.636 -8.833 -4.416 2.204 1.102 -0.907 -0.453 0.316 0.158 -0.154 -0.077 0.062 0.031 -0.031 -0.015 0.013 0.007 -0.006 29.910 11.96

CB 5 0.80 0.273 0 27.273 13.636 -8.833 -4.416 2.204 1.102 -0.907 -0.453 0.316 0.158 -0.154 -0.077 0.062 0.031 -0.031 -0.015 0.013 0.007 -0.006 29.910 11.96

C CG 3 1.33 0.455 -100 45.455 0.000 -14.721 -1.110 3.674 0.960 -1.511 -0.386 0.527 0.224 -0.257 -0.090 0.103 0.047 -0.051 -0.020 0.022 0.010 -0.011 -67.135 -50.42

CD 5 0.80 0.273 0 27.273 18.750 -8.833 -2.557 2.204 1.261 -0.907 -0.319 0.316 0.184 -0.154 -0.060 0.062 0.035 -0.031 -0.013 0.013 0.007 -0.006 37.226 16.35 66

upport Released; MQ2 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

MDM For E-W Frame Subjected to Known Translation ∆ 2' - 3rd Level Re D DC 5 0.80 0.375 0 37.500 13.636 -5.114 -4.416 2.523 1.102 -0.639 -0.453 0.368 0.158 -0.120 -0.077 0.069 0.031 -0.026 -0.015 0.014 0.007 -0.006 44.542 16.35

DH 3 1.33 0.625 -100 62.500 0.000 -8.523 -2.311 4.205 0.601 -1.064 -0.528 0.613 0.162 -0.200 -0.107 0.115 0.037 -0.043 -0.022 0.023 0.008 -0.009 -44.542 -40.02

EA 3 1.33 0.385 -100 0.000 31.250 -4.623 -4.261 1.202 2.102 -1.056 -0.532 0.325 0.307 -0.214 -0.100 0.075 0.058 -0.043 -0.021 0.017 0.012 -0.009 -75.514 -40.02

E EI 3 1.33 0.385 100 0.000 -19.231 -4.623 1.803 1.202 0.067 -1.056 -0.081 0.325 0.116 -0.214 -0.040 0.075 0.027 -0.043 -0.010 0.017 0.006 -0.009 78.330 47.16

F EF 5 0.80 0.231 0 0.000 0.000 -2.774 -0.666 0.721 0.576 -0.634 -0.232 0.195 0.134 -0.129 -0.054 0.045 0.028 -0.026 -0.012 0.010 0.006 -0.005 -2.815 -0.91

FE 5 0.80 0.188 0 0.000 0.000 -1.332 -1.387 1.152 0.360 -0.463 -0.317 0.269 0.097 -0.108 -0.064 0.056 0.022 -0.023 -0.013 0.012 0.005 -0.005 -1.738 -0.91

FB 3 1.33 0.313 -100 0.000 22.727 -2.219 -7.361 1.920 1.837 -0.772 -0.755 0.448 0.263 -0.180 -0.129 0.094 0.052 -0.039 -0.026 0.019 0.011 -0.008 -84.118 -50.42

FJ 3 1.33 0.313 100 0.000 -15.625 -2.219 3.268 1.920 -0.302 -0.772 -0.128 0.448 0.080 -0.180 -0.053 0.094 0.023 -0.039 -0.012 0.019 0.005 -0.008 86.517 53.55 67

o Known Translation ∆ 2' - 3rd Level Released; MQ2 Moments F

T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

MDM For E-W Frame Subjected to Known T G

FG 5 0.80 0.188 0 0.000 0.000 -1.332 -0.666 1.152 0.576 -0.463 -0.232 0.269 0.134 -0.108 -0.054 0.056 0.028 -0.023 -0.012 0.012 0.006 -0.005 -0.661 -0.26

GF 5 0.80 0.188 0 0.000 0.000 -1.332 -0.666 1.152 0.576 -0.463 -0.232 0.269 0.134 -0.108 -0.054 0.056 0.028 -0.023 -0.012 0.012 0.006 -0.005 -0.661 -0.26

GC 3 1.33 0.313 -100 0.000 22.727 -2.219 -7.361 1.920 1.837 -0.772 -0.755 0.448 0.263 -0.180 -0.129 0.094 0.052 -0.039 -0.026 0.019 0.011 -0.008 -84.118 -50.42

GK 3 1.33 0.313 100 0.000 -15.625 -2.219 3.268 1.920 -0.302 -0.772 -0.128 0.448 0.080 -0.180 -0.053 0.094 0.023 -0.039 -0.012 0.019 0.005 -0.008 86.517 53.55

GH 5 0.80 0.188 0 0.000 0.000 -1.332 -1.387 1.152 0.360 -0.463 -0.317 0.269 0.097 -0.108 -0.064 0.056 0.022 -0.023 -0.013 0.012 0.005 -0.005 -1.738 -0.91

HG 5 0.80 0.231 0 0.000 0.000 -2.774 -0.666 0.721 0.576 -0.634 -0.232 0.195 0.134 -0.129 -0.054 0.045 0.028 -0.026 -0.012 0.010 0.006 -0.005 -2.815 -0.91

H HD 3 1.33 0.385 -100 0.000 31.250 -4.623 -4.261 1.202 2.102 -1.056 -0.532 0.325 0.307 -0.214 -0.100 0.075 0.058 -0.043 -0.021 0.017 0.012 -0.009 -75.514 -40.02

HL 3 1.33 0.385 100 0.000 -19.231 -4.623 1.803 1.202 0.067 -1.056 -0.081 0.325 0.116 -0.214 -0.040 0.075 0.027 -0.043 -0.010 0.017 0.006 -0.009 78.330 47.16 68

DM For E-W Frame Subjected to Known Translation ∆ 2' - 3rd Level Released; MQ2 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

IE 3 1.33 0.385 100 -38.462 0.000 3.606 -2.311 0.135 0.601 -0.161 -0.528 0.233 0.162 -0.081 -0.107 0.054 0.037 -0.020 -0.022 0.011 0.008 -0.004 63.151 47.16

IH IM 3 1.33 0.385 0 -38.462 0.000 3.606 0.000 0.135 0.000 -0.161 0.000 0.233 0.000 -0.081 0.000 0.054 0.000 -0.020 0.000 0.011 0.000 -0.004 -34.690 -17.34

MDM For

J IJ 5 0.80 0.231 0 -23.077 -9.375 2.163 1.961 0.081 -0.181 -0.097 -0.077 0.140 0.048 -0.049 -0.032 0.032 0.014 -0.012 -0.007 0.007 0.003 -0.003 -28.461 -10.83

JI 5 0.80 0.188 0 -18.750 -11.538 3.921 1.082 -0.362 0.040 -0.154 -0.048 0.096 0.070 -0.064 -0.024 0.027 0.016 -0.014 -0.006 0.006 0.003 -0.003 -25.702 -10.83

JF 3 1.33 0.313 100 -31.250 0.000 6.535 -1.110 -0.604 0.960 -0.256 -0.386 0.160 0.224 -0.107 -0.090 0.046 0.047 -0.024 -0.020 0.010 0.010 -0.005 74.141 53.55

JN 3 1.33 0.313 0 -31.250 0.000 6.535 0.000 -0.604 0.000 -0.256 0.000 0.160 0.000 -0.107 0.000 0.046 0.000 -0.024 0.000 0.010 0.000 -0.005 -25.495 -12.75

JK 5 0.80 0.188 0 -18.750 -9.375 3.921 1.961 -0.362 -0.181 -0.154 -0.077 0.096 0.048 -0.064 -0.032 0.027 0.014 -0.014 -0.007 0.006 0.003 -0.003 -22.944 -9.18

KJ 5 0.80 0.188 0 -18.750 -9.375 3.921 1.961 -0.362 -0.181 -0.154 -0.077 0.096 0.048 -0.064 -0.032 0.027 0.014 -0.014 -0.007 0.006 0.003 -0.003 -22.944 -9.18 69

MDM For E-W Frame Subjected to Known Translation ∆ 2' - 3rd Level Released; MQ2 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

K KG 3 1.33 0.313 100 -31.250 0.000 6.535 -1.110 -0.604 0.960 -0.256 -0.386 0.160 0.224 -0.107 -0.090 0.046 0.047 -0.024 -0.020 0.010 0.010 -0.005 74.141 53.55

KO 3 1.33 0.313 0 -31.250 0.000 6.535 0.000 -0.604 0.000 -0.256 0.000 0.160 0.000 -0.107 0.000 0.046 0.000 -0.024 0.000 0.010 0.000 -0.005 -25.495 -12.75

KL 5 0.80 0.188 0 -18.750 -11.538 3.921 1.082 -0.362 0.040 -0.154 -0.048 0.096 0.070 -0.064 -0.024 0.027 0.016 -0.014 -0.006 0.006 0.003 -0.003 -25.702 -10.83

LK 5 0.80 0.231 0 -23.077 -9.375 2.163 1.961 0.081 -0.181 -0.097 -0.077 0.140 0.048 -0.049 -0.032 0.032 0.014 -0.012 -0.007 0.007 0.003 -0.003 -28.461 -10.83

L LH 3 1.33 0.385 100 -38.462 0.000 3.606 -2.311 0.135 0.601 -0.161 -0.528 0.233 0.162 -0.081 -0.107 0.054 0.037 -0.020 -0.022 0.011 0.008 -0.004 63.151 47.16

LP 3 1.33 0.385 0 -38.462 0.000 3.606 0.000 0.135 0.000 -0.161 0.000 0.233 0.000 -0.081 0.000 0.054 0.000 -0.020 0.000 0.011 0.000 -0.004 -34.690 -17.34

M MI 3 1.33 0.000 0 0.000 -19.231 0.000 1.803 0.000 0.067 0.000 -0.081 0.000 0.116 0.000 -0.040 0.000 0.027 0.000 -0.010 0.000 0.006 0.000 -17.343 -17.34

N NJ 3 1.33 0.000 0 0.000 -15.625 0.000 3.268 0.000 -0.302 0.000 -0.128 0.000 0.080 0.000 -0.053 0.000 0.023 0.000 -0.012 0.000 0.005 0.000 -12.745 -12.75 70

o Known Translation ∆ 2' - 3rd Level Released; MQ2 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

O OK 3 1.33 0.000 0 0.000 -15.625 0.000 3.268 0.000 -0.302 0.000 -0.128 0.000 0.080 0.000 -0.053 0.000 0.023 0.000 -0.012 0.000 0.005 0.000 -12.745 -12.75

P PL 3 1.33 0.000 0 0.000 -19.231 0.000 1.803 0.000 0.067 0.000 -0.081 0.000 0.116 0.000 -0.040 0.000 0.027 0.000 -0.010 0.000 0.006 0.000 -17.343 -17.34 71

MDM For E-W Frame Subjected to Known Translation ∆3' - Roof Level Released; MQ3 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

A AE 3 1.33 0.625 100 -62.500 -19.231 20.542 7.813 -8.975 -3.473 3.835 1.605 -1.754 -0.718 0.786 0.333 -0.363 -0.151 0.164 0.070 -0.076 -0.032 0.035 37.910

AB 5 0.80 0.375 0 -37.500 -13.636 12.325 6.547 -5.385 -2.663 2.301 1.202 -1.053 -0.539 0.471 0.247 -0.218 -0.113 0.099 0.052 -0.046 -0.024 0.021 -37.910

BA 5 0.80 0.273 0 -27.273 -18.750 13.094 6.163 -5.326 -2.692 2.404 1.151 -1.078 -0.526 0.495 0.236 -0.225 -0.109 0.103 0.049 -0.047 -0.023 0.022 -32.334

B BF 3 1.33 0.455 100 -45.455 -15.625 21.823 6.819 -8.877 -3.458 4.006 1.600 -1.796 -0.748 0.824 0.342 -0.375 -0.158 0.172 0.072 -0.079 -0.033 0.036 59.091

BC 5 0.80 0.273 0 -27.273 -13.636 13.094 6.547 -5.326 -2.663 2.404 1.202 -1.078 -0.539 0.495 0.247 -0.225 -0.113 0.103 0.052 -0.047 -0.024 0.022 -26.758

CB 5 0.80 0.273 0 -27.273 -13.636 13.094 6.547 -5.326 -2.663 2.404 1.202 -1.078 -0.539 0.495 0.247 -0.225 -0.113 0.103 0.052 -0.047 -0.024 0.022 -26.758

C CG 3 1.33 0.455 100 -45.455 -15.625 21.823 6.819 -8.877 -3.458 4.006 1.600 -1.796 -0.748 0.824 0.342 -0.375 -0.158 0.172 0.072 -0.079 -0.033 0.036 59.091

CD 5 0.80 0.273 0 -27.273 -18.750 13.094 6.163 -5.326 -2.692 2.404 1.151 -1.078 -0.526 0.495 0.236 -0.225 -0.109 0.103 0.049 -0.047 -0.023 0.022 -32.334 72

Released; MQ3 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

MDM For E-W Frame Subjected to Known Translation ∆ 3' - Roof Level R D DC 5 0.80 0.375 0 -37.500 -13.636 12.325 6.547 -5.385 -2.663 2.301 1.202 -1.053 -0.539 0.471 0.247 -0.218 -0.113 0.099 0.052 -0.046 -0.024 0.021 -37.910

DH 3 1.33 0.625 100 -62.500 -19.231 20.542 7.813 -8.975 -3.473 3.835 1.605 -1.754 -0.718 0.786 0.333 -0.363 -0.151 0.164 0.070 -0.076 -0.032 0.035 37.910

EA 3 1.33 0.385 100 -38.462 -31.250 15.625 10.271 -6.946 -4.487 3.210 1.918 -1.436 -0.877 0.667 0.393 -0.301 -0.181 0.140 0.082 -0.063 -0.038 0.029 48.291

E EI 3 1.33 0.385 0 -38.462 0.000 15.625 3.698 -6.946 -1.784 3.210 0.857 -1.436 -0.408 0.667 0.186 -0.301 -0.086 0.140 0.039 -0.063 -0.018 0.029 -25.055

F EF 5 0.80 0.231 0 -23.077 -9.375 9.375 4.091 -4.168 -2.075 1.926 0.960 -0.862 -0.449 0.400 0.205 -0.181 -0.095 0.084 0.043 -0.038 -0.020 0.018 -23.237

FE 5 0.80 0.188 0 -18.750 -11.538 8.183 4.688 -4.150 -2.084 1.920 0.963 -0.898 -0.431 0.410 0.200 -0.190 -0.090 0.087 0.042 -0.040 -0.019 0.018 -21.680

FB 3 1.33 0.313 100 -31.250 -22.727 13.638 10.912 -6.916 -4.438 3.199 2.003 -1.496 -0.898 0.684 0.412 -0.316 -0.188 0.144 0.086 -0.066 -0.039 0.030 62.774

FJ 3 1.33 0.313 0 -31.250 0.000 13.638 2.441 -6.916 -1.641 3.199 0.861 -1.496 -0.411 0.684 0.194 -0.316 -0.089 0.144 0.041 -0.066 -0.019 0.030 -20.971 73

Known Translation ∆3' - Roof Level Released; M Q3 Moments F

T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

MDM For E-W Frame Subjected to Known Tr G

FG 5 0.80 0.188 0 -18.750 -9.375 8.183 4.091 -4.150 -2.075 1.920 0.960 -0.898 -0.449 0.410 0.205 -0.190 -0.095 0.087 0.043 -0.040 -0.020 0.018 -20.123

GF 5 0.80 0.188 0 -18.750 -9.375 8.183 4.091 -4.150 -2.075 1.920 0.960 -0.898 -0.449 0.410 0.205 -0.190 -0.095 0.087 0.043 -0.040 -0.020 0.018 -20.123

GC 3 1.33 0.313 100 -31.250 -22.727 13.638 10.912 -6.916 -4.438 3.199 2.003 -1.496 -0.898 0.684 0.412 -0.316 -0.188 0.144 0.086 -0.066 -0.039 0.030 62.774

GK 3 1.33 0.313 0 -31.250 0.000 13.638 2.441 -6.916 -1.641 3.199 0.861 -1.496 -0.411 0.684 0.194 -0.316 -0.089 0.144 0.041 -0.066 -0.019 0.030 -20.971

GH 5 0.80 0.188 0 -18.750 -11.538 8.183 4.688 -4.150 -2.084 1.920 0.963 -0.898 -0.431 0.410 0.200 -0.190 -0.090 0.087 0.042 -0.040 -0.019 0.018 -21.680

HG 5 0.80 0.231 0 -23.077 -9.375 9.375 4.091 -4.168 -2.075 1.926 0.960 -0.862 -0.449 0.400 0.205 -0.181 -0.095 0.084 0.043 -0.038 -0.020 0.018 -23.237

H HD 3 1.33 0.385 100 -38.462 -31.250 15.625 10.271 -6.946 -4.487 3.210 1.918 -1.436 -0.877 0.667 0.393 -0.301 -0.181 0.140 0.082 -0.063 -0.038 0.029 48.291

HL 3 1.33 0.385 0 -38.462 0.000 15.625 3.698 -6.946 -1.784 3.210 0.857 -1.436 -0.408 0.667 0.186 -0.301 -0.086 0.140 0.039 -0.063 -0.018 0.029 -25.055 74

DM For E-W Frame Subjected to Known Translation ∆ 3' - Roof Level Released; MQ3 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

IE 3 1.33 0.385 0 0.000 -19.231 7.396 7.813 -3.568 -3.473 1.715 1.605 -0.816 -0.718 0.371 0.333 -0.173 -0.151 0.078 0.070 -0.036 -0.032 0.017 -8.800

IH IM 3 1.33 0.385 0 0.000 0.000 7.396 0.000 -3.568 0.000 1.715 0.000 -0.816 0.000 0.371 0.000 -0.173 0.000 0.078 0.000 -0.036 0.000 0.017 4.984

MDM For E

J IJ 5 0.80 0.231 0 0.000 0.000 4.438 1.465 -2.141 -0.985 1.029 0.517 -0.490 -0.247 0.223 0.116 -0.104 -0.053 0.047 0.025 -0.022 -0.011 0.010 3.817

JI 5 0.80 0.188 0 0.000 0.000 2.930 2.219 -1.969 -1.070 1.034 0.514 -0.493 -0.245 0.232 0.111 -0.107 -0.052 0.049 0.024 -0.023 -0.011 0.010 3.154

JF 3 1.33 0.313 0 0.000 -15.625 4.883 6.819 -3.282 -3.458 1.723 1.600 -0.822 -0.748 0.387 0.342 -0.178 -0.158 0.082 0.072 -0.038 -0.033 0.017 -8.417

JN 3 1.33 0.313 0 0.000 0.000 4.883 0.000 -3.282 0.000 1.723 0.000 -0.822 0.000 0.387 0.000 -0.178 0.000 0.082 0.000 -0.038 0.000 0.017 2.773

JK 5 0.80 0.188 0 0.000 0.000 2.930 1.465 -1.969 -0.985 1.034 0.517 -0.493 -0.247 0.232 0.116 -0.107 -0.053 0.049 0.025 -0.023 -0.011 0.010 2.490

KJ 5 0.80 0.188 0 0.000 0.000 2.930 1.465 -1.969 -0.985 1.034 0.517 -0.493 -0.247 0.232 0.116 -0.107 -0.053 0.049 0.025 -0.023 -0.011 0.010 2.490 75

MDM For E-W Frame Subjected to Known Translation ∆3' - Roof Level Released; M Q3 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

K KG 3 1.33 0.313 0 0.000 -15.625 4.883 6.819 -3.282 -3.458 1.723 1.600 -0.822 -0.748 0.387 0.342 -0.178 -0.158 0.082 0.072 -0.038 -0.033 0.017 -8.417

KO 3 1.33 0.313 0 0.000 0.000 4.883 0.000 -3.282 0.000 1.723 0.000 -0.822 0.000 0.387 0.000 -0.178 0.000 0.082 0.000 -0.038 0.000 0.017 2.773

KL 5 0.80 0.188 0 0.000 0.000 2.930 2.219 -1.969 -1.070 1.034 0.514 -0.493 -0.245 0.232 0.111 -0.107 -0.052 0.049 0.024 -0.023 -0.011 0.010 3.154

LK 5 0.80 0.231 0 0.000 0.000 4.438 1.465 -2.141 -0.985 1.029 0.517 -0.490 -0.247 0.223 0.116 -0.104 -0.053 0.047 0.025 -0.022 -0.011 0.010 3.817

L LH 3 1.33 0.385 0 0.000 -19.231 7.396 7.813 -3.568 -3.473 1.715 1.605 -0.816 -0.718 0.371 0.333 -0.173 -0.151 0.078 0.070 -0.036 -0.032 0.017 -8.800

LP 3 1.33 0.385 0 0.000 0.000 7.396 0.000 -3.568 0.000 1.715 0.000 -0.816 0.000 0.371 0.000 -0.173 0.000 0.078 0.000 -0.036 0.000 0.017 4.984

M MI 3 1.33 0.000 0 0.000 0.000 0.000 3.698 0.000 -1.784 0.000 0.857 0.000 -0.408 0.000 0.186 0.000 -0.086 0.000 0.039 0.000 -0.018 0.000 2.483

N NJ 3 1.33 0.000 0 0.000 0.000 0.000 2.441 0.000 -1.641 0.000 0.861 0.000 -0.411 0.000 0.194 0.000 -0.089 0.000 0.041 0.000 -0.019 0.000 1.378 76

o Known Translation ∆3' - Roof Level Released; M Q3 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

O OK 3 1.33 0.000 0 0.000 0.000 0.000 2.441 0.000 -1.641 0.000 0.861 0.000 -0.411 0.000 0.194 0.000 -0.089 0.000 0.041 0.000 -0.019 0.000 1.378

P PL 3 1.33 0.000 0 0.000 0.000 0.000 3.698 0.000 -1.784 0.000 0.857 0.000 -0.408 0.000 0.186 0.000 -0.086 0.000 0.039 0.000 -0.018 0.000 2.483 77

SHEAR

28.73

-14.05

-14.05

40.62

-10.70

-10.70

40.62

-14.05

78

SHEAR

-14.05

28.73

28.73

-11.28

-8.98

-8.98

40.62

-9.80

79

SHEAR

-8.05

-8.05

40.62

-9.80

-8.98

-8.98

28.73

-11.28

80

SHEAR

-11.28

2.49

1.39

1.39

-9.80

1.38

1.00

1.00

81

SHEAR

-9.80

1.38

1.39

1.39

-11.28

2.49

2.49

1.38

82

SHEAR

1.38

2.49

83

MDM For E-W Frame 1 with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

A AE 3 1.33 0.625 0.00 -23.535 -8.707 11.861 6.454 -7.370 -2.978 3.382 1.526 -1.675 -0.678 0.748 0.327 -0.356 -0.145 0.159 0.069 -0.075 -0.031 0.034 -20.99 -12.57

AB 5 0.80 0.375 37.66 -14.121 -10.270 7.116 5.337 -4.422 -2.433 2.029 1.153 -1.005 -0.519 0.449 0.242 -0.213 -0.110 0.096 0.051 -0.045 -0.023 0.020 20.99 8.09

BA 5 0.80 0.273 37.66 -20.540 -7.061 10.675 3.558 -4.865 -2.211 2.306 1.015 -1.039 -0.502 0.484 0.224 -0.219 -0.107 0.101 0.048 -0.046 -0.022 0.021 19.48 8.09

B BF 3 1.33 0.455 0.00 -34.233 -21.810 17.791 8.943 -8.109 -3.813 3.844 1.642 -1.732 -0.754 0.807 0.337 -0.365 -0.156 0.169 0.071 -0.077 -0.033 0.035 -37.44 -26.50

BC 5 0.80 0.273 37.66 -20.540 -10.270 10.675 5.337 -4.865 -2.433 2.306 1.153 -1.039 -0.519 0.484 0.242 -0.219 -0.110 0.101 0.051 -0.046 -0.023 0.021 17.96 7.19

CB 5 0.80 0.273 37.66 -20.540 -10.270 10.675 5.337 -4.865 -2.433 2.306 1.153 -1.039 -0.519 0.484 0.242 -0.219 -0.110 0.101 0.051 -0.046 -0.023 0.021 17.96 7.19

C CG 3 1.33 0.455 0.00 -34.233 -21.810 17.791 8.943 -8.109 -3.813 3.844 1.642 -1.732 -0.754 0.807 0.337 -0.365 -0.156 0.169 0.071 -0.077 -0.033 0.035 -37.44 -26.50

CD 5 0.80 0.273 37.66 -20.540 -7.061 10.675 3.558 -4.865 -2.211 2.306 1.015 -1.039 -0.502 0.484 0.224 -0.219 -0.107 0.101 0.048 -0.046 -0.022 0.021 19.48 8.09

37

M O Moments

MDM For E-W 1 Frame with Sidesway Prevented - M O Mome T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

D DC 5 0.80 0.375 37.66 -14.121 -10.270 7.116 5.337 -4.422 -2.433 2.029 1.153 -1.005 -0.519 0.449 0.242 -0.213 -0.110 0.096 0.051 -0.045 -0.023 0.020 20.99 8.09

DH 3 1.33 0.625 0.00 -23.535 -8.707 11.861 6.454 -7.370 -2.978 3.382 1.526 -1.675 -0.678 0.748 0.327 -0.356 -0.145 0.159 0.069 -0.075 -0.031 0.034 -20.99 -12.57

EA 3 1.33 0.385 0.00 -17.414 -11.768 12.908 5.930 -5.957 -3.685 3.053 1.691 -1.355 -0.837 0.653 0.374 -0.291 -0.178 0.137 0.080 -0.062 -0.037 0.029 -16.73 -12.57

E EI 3 1.33 0.385 0.00 -17.414 -8.707 12.908 4.191 -5.957 -1.964 3.053 0.847 -1.355 -0.409 0.653 0.180 -0.291 -0.086 0.137 0.038 -0.062 -0.018 0.029 -14.23 -10.08

F EF 5 0.80 0.231 45.28 -10.448 -13.086 7.745 5.366 -3.574 -2.288 1.832 0.985 -0.813 -0.452 0.392 0.202 -0.174 -0.094 0.082 0.042 -0.037 -0.020 0.017 30.95 11.01

FE 5 0.80 0.188 45.28 -26.172 -5.224 10.732 3.872 -4.575 -1.787 1.970 0.916 -0.905 -0.407 0.404 0.196 -0.187 -0.087 0.085 0.041 -0.039 -0.018 0.018 24.11 11.01

FB 3 1.33 0.313 0.00 -43.620 -17.116 17.886 8.896 -7.626 -4.054 3.283 1.922 -1.508 -0.866 0.673 0.404 -0.312 -0.183 0.141 0.085 -0.065 -0.038 0.030 -42.07 -26.50

FJ 3 1.33 0.313 0.00 -43.620 -21.810 17.886 6.269 -7.626 -2.378 3.283 1.003 -1.508 -0.430 0.673 0.196 -0.312 -0.088 0.141 0.041 -0.065 -0.018 0.030 -48.33 -32.77

38

1 Frame with Sidesway Prevented - M O Moments F

T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

MDM For E-W Frame 1 w G

FG 5 0.80 0.188 94.31 -26.172 -13.086 10.732 5.366 -4.575 -2.288 1.970 0.985 -0.905 -0.452 0.404 0.202 -0.187 -0.094 0.085 0.042 -0.039 -0.020 0.018 66.29 26.52

GF 5 0.80 0.188 94.31 -26.172 -13.086 10.732 5.366 -4.575 -2.288 1.970 0.985 -0.905 -0.452 0.404 0.202 -0.187 -0.094 0.085 0.042 -0.039 -0.020 0.018 66.29 26.52

GC 3 1.33 0.313 0.00 -43.620 -17.116 17.886 8.896 -7.626 -4.054 3.283 1.922 -1.508 -0.866 0.673 0.404 -0.312 -0.183 0.141 0.085 -0.065 -0.038 0.030 -42.07 -26.50

GK 3 1.33 0.313 0.00 -43.620 -21.810 17.886 6.269 -7.626 -2.378 3.283 1.003 -1.508 -0.430 0.673 0.196 -0.312 -0.088 0.141 0.041 -0.065 -0.018 0.030 -48.33 -32.77

GH 5 0.80 0.188 45.28 -26.172 -5.224 10.732 3.872 -4.575 -1.787 1.970 0.916 -0.905 -0.407 0.404 0.196 -0.187 -0.087 0.085 0.041 -0.039 -0.018 0.018 24.11 11.01

HG 5 0.80 0.231 45.28 -10.448 -13.086 7.745 5.366 -3.574 -2.288 1.832 0.985 -0.813 -0.452 0.392 0.202 -0.174 -0.094 0.082 0.042 -0.037 -0.020 0.017 30.95 11.01

H HD 3 1.33 0.385 0.00 -17.414 -11.768 12.908 5.930 -5.957 -3.685 3.053 1.691 -1.355 -0.837 0.653 0.374 -0.291 -0.178 0.137 0.080 -0.062 -0.037 0.029 -16.73 -12.57

HL 3 1.33 0.385 0.00 -17.414 -8.707 12.908 4.191 -5.957 -1.964 3.053 0.847 -1.355 -0.409 0.653 0.180 -0.291 -0.086 0.137 0.038 -0.062 -0.018 0.029 -14.23 -10.08

39

MDM For E-W Frame 1 with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

IE 3 1.33 0.385 0.00 -17.414 -8.707 8.382 6.454 -3.929 -2.978 1.694 1.526 -0.818 -0.678 0.360 0.327 -0.171 -0.145 0.076 0.069 -0.036 -0.031 0.016 -16.00 -10.08

IH IM 3 1.33 0.385 0.00 -17.414 0.000 8.382 0.000 -3.929 0.000 1.694 0.000 -0.818 0.000 0.360 0.000 -0.171 0.000 0.076 0.000 -0.036 0.000 0.016 -11.84 -5.92

J IJ 5 0.80 0.231 45.28 -10.448 -13.086 5.029 3.761 -2.357 -1.427 1.017 0.602 -0.491 -0.258 0.216 0.118 -0.103 -0.053 0.046 0.024 -0.021 -0.011 0.010 27.84 9.78

JI 5 0.80 0.188 45.28 -26.172 -5.224 7.523 2.515 -2.854 -1.179 1.203 0.508 -0.516 -0.246 0.236 0.108 -0.105 -0.051 0.049 0.023 -0.022 -0.011 0.010 21.07 9.78

JF 3 1.33 0.313 0.00 -43.620 -21.810 12.538 8.943 -4.756 -3.813 2.006 1.642 -0.860 -0.754 0.393 0.337 -0.176 -0.156 0.081 0.071 -0.037 -0.033 0.017 -49.99 -32.77

JN 3 1.33 0.313 0.00 -43.620 0.000 12.538 0.000 -4.756 0.000 2.006 0.000 -0.860 0.000 0.393 0.000 -0.176 0.000 0.081 0.000 -0.037 0.000 0.017 -34.41 -17.21

JK 5 0.80 0.188 94.31 -26.172 -13.086 7.523 3.761 -2.854 -1.427 1.203 0.602 -0.516 -0.258 0.236 0.118 -0.105 -0.053 0.049 0.024 -0.022 -0.011 0.010 63.33 25.33

KJ 5 0.80 0.188 94.31 -26.172 -13.086 7.523 3.761 -2.854 -1.427 1.203 0.602 -0.516 -0.258 0.236 0.118 -0.105 -0.053 0.049 0.024 -0.022 -0.011 0.010 63.33 25.33

40

MDM For E-W Frame 1 with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

K KG 3 1.33 0.313 0.00 -43.620 -21.810 12.538 8.943 -4.756 -3.813 2.006 1.642 -0.860 -0.754 0.393 0.337 -0.176 -0.156 0.081 0.071 -0.037 -0.033 0.017 -49.99 -32.77

KO 3 1.33 0.313 0.00 -43.620 0.000 12.538 0.000 -4.756 0.000 2.006 0.000 -0.860 0.000 0.393 0.000 -0.176 0.000 0.081 0.000 -0.037 0.000 0.017 -34.41 -17.21

KL 5 0.80 0.188 45.28 -26.172 -5.224 7.523 2.515 -2.854 -1.179 1.203 0.508 -0.516 -0.246 0.236 0.108 -0.105 -0.051 0.049 0.023 -0.022 -0.011 0.010 21.07 9.78

LK 5 0.80 0.231 45.28 -10.448 -13.086 5.029 3.761 -2.357 -1.427 1.017 0.602 -0.491 -0.258 0.216 0.118 -0.103 -0.053 0.046 0.024 -0.021 -0.011 0.010 27.84 9.78

L LH 3 1.33 0.385 0.00 -17.414 -8.707 8.382 6.454 -3.929 -2.978 1.694 1.526 -0.818 -0.678 0.360 0.327 -0.171 -0.145 0.076 0.069 -0.036 -0.031 0.016 -16.00 -10.08

LP 3 1.33 0.385 0.00 -17.414 0.000 8.382 0.000 -3.929 0.000 1.694 0.000 -0.818 0.000 0.360 0.000 -0.171 0.000 0.076 0.000 -0.036 0.000 0.016 -11.84 -5.92

M MI 3 1.33 0.000 0.00 0.000 -8.707 0.000 4.191 0.000 -1.964 0.000 0.847 0.000 -0.409 0.000 0.180 0.000 -0.086 0.000 0.038 0.000 -0.018 0.000 -5.93 -5.92

N NJ 3 1.33 0.000 0.00 0.000 -21.810 0.000 6.269 0.000 -2.378 0.000 1.003 0.000 -0.430 0.000 0.196 0.000 -0.088 0.000 0.041 0.000 -0.018 0.000 -17.22 -17.21

41

Frame 1 with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

O OK 3 1.33 0.000 0.00 0.000 -21.810 0.000 6.269 0.000 -2.378 0.000 1.003 0.000 -0.430 0.000 0.196 0.000 -0.088 0.000 0.041 0.000 -0.018 0.000 -17.22 -17.21

P PL 3 1.33 0.000 0.00 0.000 -8.707 0.000 4.191 0.000 -1.964 0.000 0.847 0.000 -0.409 0.000 0.180 0.000 -0.086 0.000 0.038 0.000 -0.018 0.000 -5.93 -5.92

42

MDM For E-W Frame 2 with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

A AE 3 1.33 0.625 0.00 -47.070 -14.534 21.921 10.930 -12.451 -5.016 5.700 2.516 -2.766 -1.128 1.244 0.538 -0.586 -0.241 0.264 0.113 -0.123 -0.051 0.056 -40.68 -23.77

AB 5 0.80 0.375 75.31 -28.242 -20.540 13.153 8.992 -7.471 -4.104 3.420 1.910 -1.660 -0.862 0.746 0.399 -0.351 -0.181 0.158 0.084 -0.074 -0.038 0.033 40.68 15.44

BA 5 0.80 0.273 75.31 -41.080 -14.121 17.984 6.576 -8.209 -3.735 3.819 1.710 -1.724 -0.830 0.799 0.373 -0.362 -0.176 0.167 0.079 -0.076 -0.037 0.035 36.51 15.44

B BF 3 1.33 0.455 0.00 -68.466 -31.279 29.973 14.531 -13.682 -6.163 6.365 2.700 -2.873 -1.238 1.332 0.556 -0.604 -0.257 0.279 0.117 -0.127 -0.054 0.059 -68.83 -44.95

BC 5 0.80 0.273 75.31 -41.080 -20.540 17.984 8.992 -8.209 -4.104 3.819 1.910 -1.724 -0.862 0.799 0.399 -0.362 -0.181 0.167 0.084 -0.076 -0.038 0.035 32.33 12.93

CB 5 0.80 0.273 75.31 -41.080 -20.540 17.984 8.992 -8.209 -4.104 3.819 1.910 -1.724 -0.862 0.799 0.399 -0.362 -0.181 0.167 0.084 -0.076 -0.038 0.035 32.33 12.93

C CG 3 1.33 0.455 0.00 -68.466 -31.279 29.973 14.531 -13.682 -6.163 6.365 2.700 -2.873 -1.238 1.332 0.556 -0.604 -0.257 0.279 0.117 -0.127 -0.054 0.059 -68.83 -44.95

CD 5 0.80 0.273 75.31 -41.080 -14.121 17.984 6.576 -8.209 -3.735 3.819 1.710 -1.724 -0.830 0.799 0.373 -0.362 -0.176 0.167 0.079 -0.076 -0.037 0.035 36.51 15.44 43

M O Moments

MDM For E-W Frame 2 with Sidesway Prevented - M O Mome T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

D DC 5 0.80 0.375 75.31 -28.242 -20.540 13.153 8.992 -7.471 -4.104 3.420 1.910 -1.660 -0.862 0.746 0.399 -0.351 -0.181 0.158 0.084 -0.074 -0.038 0.033 40.68 15.44

DH 3 1.33 0.625 0.00 -47.070 -14.534 21.921 10.930 -12.451 -5.016 5.700 2.516 -2.766 -1.128 1.244 0.538 -0.586 -0.241 0.264 0.113 -0.123 -0.051 0.056 -40.68 -23.77

EA 3 1.33 0.385 0.00 -29.068 -23.535 21.860 10.961 -10.032 -6.226 5.033 2.850 -2.256 -1.383 1.075 0.622 -0.482 -0.293 0.226 0.132 -0.102 -0.061 0.047 -30.63 -23.77

E EI 3 1.33 0.385 0.00 -29.068 -14.534 21.860 6.404 -10.032 -3.161 5.033 1.395 -2.256 -0.670 1.075 0.298 -0.482 -0.141 0.226 0.063 -0.102 -0.029 0.047 -24.07 -17.22

F EF 5 0.80 0.231 75.58 -17.441 -18.767 13.116 8.719 -6.019 -3.698 3.020 1.620 -1.354 -0.743 0.645 0.334 -0.289 -0.154 0.136 0.070 -0.061 -0.032 0.028 54.71 20.18

FE 5 0.80 0.188 75.58 -37.535 -8.720 17.438 6.558 -7.396 -3.010 3.240 1.510 -1.485 -0.677 0.667 0.323 -0.308 -0.145 0.140 0.068 -0.065 -0.031 0.029 46.18 20.18

FB 3 1.33 0.313 0.00 -62.558 -34.233 29.063 14.986 -12.327 -6.841 5.400 3.183 -2.476 -1.436 1.112 0.666 -0.514 -0.302 0.233 0.139 -0.108 -0.063 0.049 -66.03 -44.95

FJ 3 1.33 0.313 0.00 -62.558 -31.279 29.063 9.182 -12.327 -3.732 5.400 1.609 -2.476 -0.704 1.112 0.322 -0.514 -0.145 0.233 0.067 -0.108 -0.030 0.049 -66.83 -45.77 44

Frame 2 with Sidesway Prevented - M O Moments F

T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

MDM For E-W Frame 2 w G

FG 5 0.80 0.188 124.61 -37.535 -18.767 17.438 8.719 -7.396 -3.698 3.240 1.620 -1.485 -0.743 0.667 0.334 -0.308 -0.154 0.140 0.070 -0.065 -0.032 0.029 86.68 34.67

GF 5 0.80 0.188 124.61 -37.535 -18.767 17.438 8.719 -7.396 -3.698 3.240 1.620 -1.485 -0.743 0.667 0.334 -0.308 -0.154 0.140 0.070 -0.065 -0.032 0.029 86.68 34.67

GC 3 1.33 0.313 0.00 -62.558 -34.233 29.063 14.986 -12.327 -6.841 5.400 3.183 -2.476 -1.436 1.112 0.666 -0.514 -0.302 0.233 0.139 -0.108 -0.063 0.049 -66.03 -44.95

GK 3 1.33 0.313 0.00 -62.558 -31.279 29.063 9.182 -12.327 -3.732 5.400 1.609 -2.476 -0.704 1.112 0.322 -0.514 -0.145 0.233 0.067 -0.108 -0.030 0.049 -66.83 -45.77

GH 5 0.80 0.188 75.58 -37.535 -8.720 17.438 6.558 -7.396 -3.010 3.240 1.510 -1.485 -0.677 0.667 0.323 -0.308 -0.145 0.140 0.068 -0.065 -0.031 0.029 46.18 20.18

HG 5 0.80 0.231 75.58 -17.441 -18.767 13.116 8.719 -6.019 -3.698 3.020 1.620 -1.354 -0.743 0.645 0.334 -0.289 -0.154 0.136 0.070 -0.061 -0.032 0.028 54.71 20.18

H HD 3 1.33 0.385 0.00 -29.068 -23.535 21.860 10.961 -10.032 -6.226 5.033 2.850 -2.256 -1.383 1.075 0.622 -0.482 -0.293 0.226 0.132 -0.102 -0.061 0.047 -30.63 -23.77

HL 3 1.33 0.385 0.00 -29.068 -14.534 21.860 6.404 -10.032 -3.161 5.033 1.395 -2.256 -0.670 1.075 0.298 -0.482 -0.141 0.226 0.063 -0.102 -0.029 0.047 -24.07 -17.22 45

MDM For E-W Frame 2 with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

IE 3 1.33 0.385 0.00 -29.068 -14.534 12.808 10.930 -6.323 -5.016 2.790 2.516 -1.339 -1.128 0.596 0.538 -0.281 -0.241 0.126 0.113 -0.059 -0.051 0.027 -27.60 -17.22

IH IM 3 1.33 0.385 0.00 -29.068 0.000 12.808 0.000 -6.323 0.000 2.790 0.000 -1.339 0.000 0.596 0.000 -0.281 0.000 0.126 0.000 -0.059 0.000 0.027 -20.72 -10.37

J IJ 5 0.80 0.231 75.58 -17.441 -18.767 7.685 5.509 -3.794 -2.239 1.674 0.966 -0.804 -0.422 0.358 0.193 -0.169 -0.087 0.076 0.040 -0.035 -0.018 0.016 48.32 17.61

JI 5 0.80 0.188 75.58 -37.535 -8.720 11.019 3.842 -4.478 -1.897 1.931 0.837 -0.844 -0.402 0.387 0.179 -0.174 -0.084 0.080 0.038 -0.036 -0.018 0.017 39.72 17.61

JF 3 1.33 0.313 0.00 -62.558 -31.279 18.365 14.531 -7.463 -6.163 3.219 2.700 -1.407 -1.238 0.644 0.556 -0.290 -0.257 0.134 0.117 -0.061 -0.054 0.028 -70.48 -45.77

JN 3 1.33 0.313 0.00 -62.558 0.000 18.365 0.000 -7.463 0.000 3.219 0.000 -1.407 0.000 0.644 0.000 -0.290 0.000 0.134 0.000 -0.061 0.000 0.028 -49.39 -24.70

JK 5 0.80 0.188 124.61 -37.535 -18.767 11.019 5.509 -4.478 -2.239 1.931 0.966 -0.844 -0.422 0.387 0.193 -0.174 -0.087 0.080 0.040 -0.036 -0.018 0.017 80.15 32.06

KJ 5 0.80 0.188 124.61 -37.535 -18.767 11.019 5.509 -4.478 -2.239 1.931 0.966 -0.844 -0.422 0.387 0.193 -0.174 -0.087 0.080 0.040 -0.036 -0.018 0.017 80.15 32.06 46

MDM For E-W Frame 2 with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

K KG 3 1.33 0.313 0.00 -62.558 -31.279 18.365 14.531 -7.463 -6.163 3.219 2.700 -1.407 -1.238 0.644 0.556 -0.290 -0.257 0.134 0.117 -0.061 -0.054 0.028 -70.48 -45.77

KO 3 1.33 0.313 0.00 -62.558 0.000 18.365 0.000 -7.463 0.000 3.219 0.000 -1.407 0.000 0.644 0.000 -0.290 0.000 0.134 0.000 -0.061 0.000 0.028 -49.39 -24.70

KL 5 0.80 0.188 75.58 -37.535 -8.720 11.019 3.842 -4.478 -1.897 1.931 0.837 -0.844 -0.402 0.387 0.179 -0.174 -0.084 0.080 0.038 -0.036 -0.018 0.017 39.72 17.61

LK 5 0.80 0.231 75.58 -17.441 -18.767 7.685 5.509 -3.794 -2.239 1.674 0.966 -0.804 -0.422 0.358 0.193 -0.169 -0.087 0.076 0.040 -0.035 -0.018 0.016 48.32 17.61

L LH 3 1.33 0.385 0.00 -29.068 -14.534 12.808 10.930 -6.323 -5.016 2.790 2.516 -1.339 -1.128 0.596 0.538 -0.281 -0.241 0.126 0.113 -0.059 -0.051 0.027 -27.60 -17.22

LP 3 1.33 0.385 0.00 -29.068 0.000 12.808 0.000 -6.323 0.000 2.790 0.000 -1.339 0.000 0.596 0.000 -0.281 0.000 0.126 0.000 -0.059 0.000 0.027 -20.72 -10.37

M MI 3 1.33 0.000 0.00 0.000 -14.534 0.000 6.404 0.000 -3.161 0.000 1.395 0.000 -0.670 0.000 0.298 0.000 -0.141 0.000 0.063 0.000 -0.029 0.000 -10.37 -10.37

N NJ 3 1.33 0.000 0.00 0.000 -31.279 0.000 9.182 0.000 -3.732 0.000 1.609 0.000 -0.704 0.000 0.322 0.000 -0.145 0.000 0.067 0.000 -0.030 0.000 -24.71 -24.70 47

Frame 2 with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

O OK 3 1.33 0.000 0.00 0.000 -31.279 0.000 9.182 0.000 -3.732 0.000 1.609 0.000 -0.704 0.000 0.322 0.000 -0.145 0.000 0.067 0.000 -0.030 0.000 -24.71 -24.70

P PL 3 1.33 0.000 0.00 0.000 -14.534 0.000 6.404 0.000 -3.161 0.000 1.395 0.000 -0.670 0.000 0.298 0.000 -0.141 0.000 0.063 0.000 -0.029 0.000 -10.37 -10.37 48

MDM For E-W Frame 3 with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

A AE 3 1.33 0.625 0.00 -22.129 -8.274 11.207 5.270 -5.829 -2.449 2.730 1.173 -1.286 -0.537 0.588 0.250 -0.272 -0.114 0.124 0.053 -0.057 -0.024 0.026 -19.55

AB 5 0.80 0.375 35.41 -13.277 -9.656 6.724 4.056 -3.497 -1.919 1.638 0.885 -0.771 -0.405 0.353 0.186 -0.163 -0.085 0.075 0.039 -0.034 -0.018 0.016 19.55

BA 5 0.80 0.273 35.41 -19.313 -6.639 8.111 3.362 -3.837 -1.749 1.769 0.819 -0.809 -0.386 0.372 0.177 -0.170 -0.082 0.078 0.037 -0.036 -0.017 0.016 17.11

B BF 3 1.33 0.455 0.00 -32.188 -13.446 13.518 6.652 -6.395 -2.820 2.949 1.263 -1.348 -0.575 0.620 0.261 -0.283 -0.120 0.130 0.055 -0.060 -0.025 0.027 -31.78

BC 5 0.80 0.273 35.41 -19.313 -9.656 8.111 4.056 -3.837 -1.919 1.769 0.885 -0.809 -0.405 0.372 0.186 -0.170 -0.085 0.078 0.039 -0.036 -0.018 0.016 14.67

CB 5 0.80 0.273 35.41 -19.313 -9.656 8.111 4.056 -3.837 -1.919 1.769 0.885 -0.809 -0.405 0.372 0.186 -0.170 -0.085 0.078 0.039 -0.036 -0.018 0.016 14.67

C CG 3 1.33 0.455 0.00 -32.188 -13.446 13.518 6.652 -6.395 -2.820 2.949 1.263 -1.348 -0.575 0.620 0.261 -0.283 -0.120 0.130 0.055 -0.060 -0.025 0.027 -31.78

CD 5 0.80 0.273 35.41 -19.313 -6.639 8.111 3.362 -3.837 -1.749 1.769 0.819 -0.809 -0.386 0.372 0.177 -0.170 -0.082 0.078 0.037 -0.036 -0.017 0.016 17.11 49

M O Moments

MDM For E-W 3 Frame with Sidesway Prevented - M O Mome T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

D DC 5 0.80 0.375 35.41 -13.277 -9.656 6.724 4.056 -3.497 -1.919 1.638 0.885 -0.771 -0.405 0.353 0.186 -0.163 -0.085 0.075 0.039 -0.034 -0.018 0.016 19.55

DH 3 1.33 0.625 0.00 -22.129 -8.274 11.207 5.270 -5.829 -2.449 2.730 1.173 -1.286 -0.537 0.588 0.250 -0.272 -0.114 0.124 0.053 -0.057 -0.024 0.026 -19.55

EA 3 1.33 0.385 0.00 -16.549 -11.064 10.541 5.603 -4.899 -2.914 2.345 1.365 -1.074 -0.643 0.500 0.294 -0.228 -0.136 0.105 0.062 -0.048 -0.029 0.022 -16.75

E EI 3 1.33 0.385 0.00 -16.549 -8.274 10.541 3.143 -4.899 -1.491 2.345 0.670 -1.074 -0.311 0.500 0.141 -0.228 -0.065 0.105 0.030 -0.048 -0.014 0.022 -15.46

F EF 5 0.80 0.231 43.03 -9.929 -8.067 6.325 3.991 -2.939 -1.692 1.407 0.758 -0.644 -0.345 0.300 0.157 -0.137 -0.072 0.063 0.033 -0.029 -0.015 0.013 32.20

FE 5 0.80 0.188 43.03 -16.135 -4.965 7.982 3.162 -3.384 -1.470 1.515 0.704 -0.690 -0.322 0.313 0.150 -0.144 -0.068 0.066 0.032 -0.030 -0.014 0.014 29.74

FB 3 1.33 0.313 0.00 -26.892 -16.094 13.304 6.759 -5.641 -3.198 2.525 1.474 -1.149 -0.674 0.522 0.310 -0.240 -0.142 0.109 0.065 -0.050 -0.030 0.023 -29.02

FJ 3 1.33 0.313 0.00 -26.892 -13.446 13.304 4.137 -5.641 -1.722 2.525 0.742 -1.149 -0.330 0.522 0.150 -0.240 -0.068 0.109 0.031 -0.050 -0.014 0.023 -28.01 50

3 Frame with Sidesway Prevented - M O Moments F

T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

MDM For E-W Frame 3 w G

FG 5 0.80 0.188 43.03 -16.135 -8.067 7.982 3.991 -3.384 -1.692 1.515 0.758 -0.690 -0.345 0.313 0.157 -0.144 -0.072 0.066 0.033 -0.030 -0.015 0.014 27.28

GF 5 0.80 0.188 43.03 -16.135 -8.067 7.982 3.991 -3.384 -1.692 1.515 0.758 -0.690 -0.345 0.313 0.157 -0.144 -0.072 0.066 0.033 -0.030 -0.015 0.014 27.28

GC 3 1.33 0.313 0.00 -26.892 -16.094 13.304 6.759 -5.641 -3.198 2.525 1.474 -1.149 -0.674 0.522 0.310 -0.240 -0.142 0.109 0.065 -0.050 -0.030 0.023 -29.02

GK 3 1.33 0.313 0.00 -26.892 -13.446 13.304 4.137 -5.641 -1.722 2.525 0.742 -1.149 -0.330 0.522 0.150 -0.240 -0.068 0.109 0.031 -0.050 -0.014 0.023 -28.01

GH 5 0.80 0.188 43.03 -16.135 -4.965 7.982 3.162 -3.384 -1.470 1.515 0.704 -0.690 -0.322 0.313 0.150 -0.144 -0.068 0.066 0.032 -0.030 -0.014 0.014 29.74

HG 5 0.80 0.231 43.03 -9.929 -8.067 6.325 3.991 -2.939 -1.692 1.407 0.758 -0.644 -0.345 0.300 0.157 -0.137 -0.072 0.063 0.033 -0.029 -0.015 0.013 32.20

H HD 3 1.33 0.385 0.00 -16.549 -11.064 10.541 5.603 -4.899 -2.914 2.345 1.365 -1.074 -0.643 0.500 0.294 -0.228 -0.136 0.105 0.062 -0.048 -0.029 0.022 -16.75

HL 3 1.33 0.385 0.00 -16.549 -8.274 10.541 3.143 -4.899 -1.491 2.345 0.670 -1.074 -0.311 0.500 0.141 -0.228 -0.065 0.105 0.030 -0.048 -0.014 0.022 -15.46 51

MDM For E-W Frame 3 with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

IE 3 1.33 0.385 0.00 -16.549 -8.274 6.285 5.270 -2.982 -2.449 1.339 1.173 -0.622 -0.537 0.283 0.250 -0.131 -0.114 0.060 0.053 -0.027 -0.024 0.013 -16.98

IH IM 3 1.33 0.385 0.00 -16.549 0.000 6.285 0.000 -2.982 0.000 1.339 0.000 -0.622 0.000 0.283 0.000 -0.131 0.000 0.060 0.000 -0.027 0.000 0.013 -12.33

J IJ 5 0.80 0.231 43.03 -9.929 -8.067 3.771 2.482 -1.789 -1.033 0.804 0.445 -0.373 -0.198 0.170 0.090 -0.078 -0.041 0.036 0.019 -0.016 -0.009 0.008 29.32

JI 5 0.80 0.188 43.03 -16.135 -4.965 4.965 1.886 -2.066 -0.895 0.890 0.402 -0.396 -0.187 0.180 0.085 -0.082 -0.039 0.037 0.018 -0.017 -0.008 0.008 26.71

JF 3 1.33 0.313 0.00 -26.892 -13.446 8.274 6.652 -3.444 -2.820 1.484 1.263 -0.659 -0.575 0.300 0.261 -0.136 -0.120 0.062 0.055 -0.029 -0.025 0.013 -29.78

JN 3 1.33 0.313 0.00 -26.892 0.000 8.274 0.000 -3.444 0.000 1.484 0.000 -0.659 0.000 0.300 0.000 -0.136 0.000 0.062 0.000 -0.029 0.000 0.013 -21.03

JK 5 0.80 0.188 43.03 -16.135 -8.067 4.965 2.482 -2.066 -1.033 0.890 0.445 -0.396 -0.198 0.180 0.090 -0.082 -0.041 0.037 0.019 -0.017 -0.009 0.008 24.10

KJ 5 0.80 0.188 43.03 -16.135 -8.067 4.965 2.482 -2.066 -1.033 0.890 0.445 -0.396 -0.198 0.180 0.090 -0.082 -0.041 0.037 0.019 -0.017 -0.009 0.008 24.10 52

MDM For E-W Frame 3 with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

K KG 3 1.33 0.313 0.00 -26.892 -13.446 8.274 6.652 -3.444 -2.820 1.484 1.263 -0.659 -0.575 0.300 0.261 -0.136 -0.120 0.062 0.055 -0.029 -0.025 0.013 -29.78

KO 3 1.33 0.313 0.00 -26.892 0.000 8.274 0.000 -3.444 0.000 1.484 0.000 -0.659 0.000 0.300 0.000 -0.136 0.000 0.062 0.000 -0.029 0.000 0.013 -21.03

KL 5 0.80 0.188 43.03 -16.135 -4.965 4.965 1.886 -2.066 -0.895 0.890 0.402 -0.396 -0.187 0.180 0.085 -0.082 -0.039 0.037 0.018 -0.017 -0.008 0.008 26.71

LK 5 0.80 0.231 43.03 -9.929 -8.067 3.771 2.482 -1.789 -1.033 0.804 0.445 -0.373 -0.198 0.170 0.090 -0.078 -0.041 0.036 0.019 -0.016 -0.009 0.008 29.32

L LH 3 1.33 0.385 0.00 -16.549 -8.274 6.285 5.270 -2.982 -2.449 1.339 1.173 -0.622 -0.537 0.283 0.250 -0.131 -0.114 0.060 0.053 -0.027 -0.024 0.013 -16.98

LP 3 1.33 0.385 0.00 -16.549 0.000 6.285 0.000 -2.982 0.000 1.339 0.000 -0.622 0.000 0.283 0.000 -0.131 0.000 0.060 0.000 -0.027 0.000 0.013 -12.33

M MI 3 1.33 0.000 0.00 0.000 -8.274 0.000 3.143 0.000 -1.491 0.000 0.670 0.000 -0.311 0.000 0.141 0.000 -0.065 0.000 0.030 0.000 -0.014 0.000 -6.17

N NJ 3 1.33 0.000 0.00 0.000 -13.446 0.000 4.137 0.000 -1.722 0.000 0.742 0.000 -0.330 0.000 0.150 0.000 -0.068 0.000 0.031 0.000 -0.014 0.000 -10.52 53

Frame 3 with Sidesway Prevented - M O Moments T Member L K DF FEMW DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

O OK 3 1.33 0.000 0.00 0.000 -13.446 0.000 4.137 0.000 -1.722 0.000 0.742 0.000 -0.330 0.000 0.150 0.000 -0.068 0.000 0.031 0.000 -0.014 0.000 -10.52

P PL 3 1.33 0.000 0.00 0.000 -8.274 0.000 3.143 0.000 -1.491 0.000 0.670 0.000 -0.311 0.000 0.141 0.000 -0.065 0.000 0.030 0.000 -0.014 0.000 -6.17 54

SHEAR

-12.10

7.33

7.33

-20.27

5.87

5.87

-20.27

7.33

55

SHEAR

7.33

-12.10

-12.10

-10.81

12.39

12.39

-20.27

-19.26

56

SHEAR

10.91

10.91

-20.27

-19.26

12.39

12.39

-12.10

-10.81

57

SHEAR

-10.81

-6.17

11.20

11.20

-19.26

-10.52

9.64

9.64

58

SHEAR

-19.26

-10.52

11.20

11.20

-10.81

-6.17

-6.17

-10.52

59

SHEAR

-10.52

-6.17

60

ANALYSIS OF RESTRAINING REACTIONS

For the second part, the superposition coefficients are calculated through moment distribution method with no The fixed – end moments due to sidesway are all +100 kN/m for counter clockwise, and -100 kNm for clockwise rotat figures below show the superposition reactions and their resulting displacements. The figures below show the f superposition.

For N-S Frames

(b) Frame with Sidesway Prevented MO Moments

(a) Actual Frame M Moments

c1 x

(c) Frame Subjected to Known Translation ∆1' - MQ1 Moments

c2 x

(d) Frame Subjected to Known Translation ∆2' - MQ2 Moments

(e) Frame Subjected to Known Translation ∆3' - MQ3 Moments

49

(c) Frame Subjected to Known Translation ∆1' - MQ1 Moments

(d) Frame Subjected to Known Translation ∆2' - MQ2 Moments

(e) Frame Subjected to Known Translation ∆3' - MQ3 Moments

ANALYSIS OF RESTRAINING REACTIONS

c1 x For E-W Frames

c2 x

c3 x

50

ALYSIS OF RESTRAINING REACTIONS

on coefficients are calculated through moment distribution method with no sidesway. re all +100 kN/m for counter clockwise, and -100 kNm for clockwise rotations. The ions and their resulting displacements. The figures below show the figures of

(b) Frame with Sidesway Prevented MO Moments

c3 x

(e) Frame Subjected to Known Translation ∆3' - MQ3 Moments

51

(e) Frame Subjected to Known Translation ∆3' - MQ3 Moments

ALYSIS OF RESTRAINING REACTIONS

c1 x

c2 x

c3 x

52

MDM For N-S Frame Subjected to Known Translation ∆ 1' - 2nd Level Released; MQ1 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

A AD 3 1.33 0.625 0 0.000 9.615 -6.010 -0.901 1.229 1.211 -1.269 -0.259 0.284 0.255 -0.278 -0.057 0.062 0.056 -0.061 -0.012 0.014 0.012 -0.013 3.878 6.90

AB 5 0.80 0.375 0 0.000 0.000 -3.606 -1.065 0.738 0.819 -0.761 -0.195 0.170 0.190 -0.167 -0.043 0.037 0.042 -0.036 -0.009 0.008 0.009 -0.008 -3.878 -1.24

BA 5 0.80 0.273 0 0.000 0.000 -2.131 -1.803 1.639 0.369 -0.390 -0.381 0.379 0.085 -0.085 -0.083 0.083 0.019 -0.019 -0.018 0.018 0.004 -0.004 -2.318 -1.24

B BE 3 1.33 0.455 0 0.000 7.813 -3.551 -2.404 2.732 0.694 -0.650 -0.629 0.632 0.142 -0.142 -0.138 0.139 0.031 -0.031 -0.030 0.030 0.007 -0.007 4.636 5.06

C BC 5 0.80 0.273 0 0.000 0.000 -2.131 -1.803 1.639 0.369 -0.390 -0.381 0.379 0.085 -0.085 -0.083 0.083 0.019 -0.019 -0.018 0.018 0.004 -0.004 -2.318 -1.24

CB 5 0.80 0.375 0 0.000 0.000 -3.606 -1.065 0.738 0.819 -0.761 -0.195 0.170 0.190 -0.167 -0.043 0.037 0.042 -0.036 -0.009 0.008 0.009 -0.008 -3.878 -1.24

D CF 3 1.33 0.625 0 0.000 9.615 -6.010 -0.901 1.229 1.211 -1.269 -0.259 0.284 0.255 -0.278 -0.057 0.062 0.056 -0.061 -0.012 0.014 0.012 -0.013 3.878 6.90

DA 3 1.33 0.385 0 19.231 0.000 -1.803 -3.005 2.422 0.615 -0.517 -0.634 0.511 0.142 -0.114 -0.139 0.111 0.031 -0.025 -0.030 0.024 0.007 -0.005 16.820 6.90

51

ort Released; MQ1 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

MDM For N-S Frame Subjected to Known Translation ∆ 1' - 2nd Level Releas D DG 3 1.33 0.385 -50 19.231 0.000 -1.803 -1.849 2.422 0.314 -0.517 -0.316 0.511 0.069 -0.114 -0.067 0.111 0.015 -0.025 -0.015 0.024 0.003 -0.005 -32.011 -25.26

E DE 5 0.80 0.231 0 11.538 4.688 -1.082 -1.442 1.453 0.416 -0.310 -0.377 0.306 0.085 -0.068 -0.083 0.067 0.018 -0.015 -0.018 0.015 0.004 -0.003 15.191 6.34

ED 5 0.80 0.188 0 9.375 9.615 -2.885 -0.901 0.832 1.211 -0.755 -0.259 0.170 0.255 -0.165 -0.057 0.037 0.056 -0.036 -0.012 0.008 0.012 -0.008 16.493 6.34

EB 3 1.33 0.313 0 15.625 0.000 -4.808 -1.776 1.387 1.366 -1.258 -0.325 0.283 0.316 -0.276 -0.071 0.062 0.069 -0.060 -0.015 0.013 0.015 -0.013 10.535 5.06

EH 3 1.33 0.313 -50 15.625 0.000 -4.808 -1.221 1.387 0.722 -1.258 -0.167 0.283 0.158 -0.276 -0.035 0.062 0.034 -0.060 -0.008 0.013 0.007 -0.013 -39.553 -28.36

EF 5 0.80 0.188 0 9.375 5.769 -2.885 -0.541 0.832 0.726 -0.755 -0.155 0.170 0.153 -0.165 -0.034 0.037 0.033 -0.036 -0.007 0.008 0.007 -0.008 12.525 5.54

FE 5 0.80 0.231 0 11.538 4.688 -1.082 -1.442 1.453 0.416 -0.310 -0.377 0.306 0.085 -0.068 -0.083 0.067 0.018 -0.015 -0.018 0.015 0.004 -0.003 15.191 5.54

F FC 3 1.33 0.385 0 19.231 0.000 -1.803 -3.005 2.422 0.615 -0.517 -0.634 0.511 0.142 -0.114 -0.139 0.111 0.031 -0.025 -0.030 0.024 0.007 -0.005 16.820 6.90

52

nslation ∆ 1' - 2nd Level Released; MQ1 Moments T F Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

FI 3 1.33 0.385 -50 19.231 0.000 -1.803 -1.849 2.422 0.314 -0.517 -0.316 0.511 0.069 -0.114 -0.067 0.111 0.015 -0.025 -0.015 0.024 0.003 -0.005 -32.011 -25.26

GD 3 1.33 0.385 -50 0.000 9.615 -3.698 -0.901 0.628 1.211 -0.632 -0.259 0.138 0.255 -0.135 -0.057 0.030 0.056 -0.029 -0.012 0.007 0.012 -0.006 -43.778 -25.26

MDM For N-S Frame Subjected to Known Translation ∆ G GJ 3 1.33 0.385 50 0.000 0.000 -3.698 0.000 0.628 0.000 -0.632 0.000 0.138 0.000 -0.135 0.000 0.030 0.000 -0.029 0.000 0.007 0.000 -0.006 46.302 31.49

H GH 5 0.80 0.231 0 0.000 0.000 -2.219 -0.732 0.377 0.433 -0.379 -0.100 0.083 0.095 -0.081 -0.021 0.018 0.020 -0.018 -0.005 0.004 0.004 -0.004 -2.524 -0.85

HG 5 0.80 0.188 0 0.000 0.000 -1.465 -1.109 0.867 0.189 -0.201 -0.190 0.189 0.041 -0.042 -0.040 0.041 0.009 -0.009 -0.009 0.009 0.002 -0.002 -1.720 -0.85

HE 3 1.33 0.313 -50 0.000 7.813 -2.441 -2.404 1.445 0.694 -0.335 -0.629 0.315 0.142 -0.070 -0.138 0.068 0.031 -0.015 -0.030 0.015 0.007 -0.003 -45.537 -28.36

HK 3 1.33 0.313 50 0.000 0.000 -2.441 0.000 1.445 0.000 -0.335 0.000 0.315 0.000 -0.070 0.000 0.068 0.000 -0.015 0.000 0.015 0.000 -0.003 48.978 32.82

HI 5 0.80 0.188 0 0.000 0.000 -1.465 -1.109 0.867 0.189 -0.201 -0.190 0.189 0.041 -0.042 -0.040 0.041 0.009 -0.009 -0.009 0.009 0.002 -0.002 -1.720 -0.85

53

DM For N-S Frame Subjected to Known Translation ∆ 1' - 2nd Level Released; MQ1 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT SHEAR

IH 5 0.80 0.231 0 0.000 0.000 -2.219 -0.732 0.377 0.433 -0.379 -0.100 0.083 0.095 -0.081 -0.021 0.018 0.020 -0.018 -0.005 0.004 0.004 -0.004 -2.524 -0.85

I IF 3 1.33 0.385 -50 0.000 9.615 -3.698 -0.901 0.628 1.211 -0.632 -0.259 0.138 0.255 -0.135 -0.057 0.030 0.056 -0.029 -0.012 0.007 0.012 -0.006 -43.778 -25.26

IL 3 1.33 0.385 50 0.000 0.000 -3.698 0.000 0.628 0.000 -0.632 0.000 0.138 0.000 -0.135 0.000 0.030 0.000 -0.029 0.000 0.007 0.000 -0.006 46.302 31.49

J JG 3 1.33 0.000 50 0.000 0.000 0.000 -1.849 0.000 0.314 0.000 -0.316 0.000 0.069 0.000 -0.067 0.000 0.015 0.000 -0.015 0.000 0.003 0.000 48.154 31.49

K KH 3 1.33 0.000 50 0.000 0.000 0.000 -1.221 0.000 0.722 0.000 -0.167 0.000 0.158 0.000 -0.035 0.000 0.034 0.000 -0.008 0.000 0.007 0.000 49.491 32.82

L LI 3 1.33 0.000 50 0.000 0.000 0.000 -1.849 0.000 0.314 0.000 -0.316 0.000 0.069 0.000 -0.067 0.000 0.015 0.000 -0.015 0.000 0.003 0.000 48.154 31.49

54

MDM For N-S Frame Subjected to Known Translation ∆ 2' - 3rd Level Released; MQ2 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

A AD 3 1.33 0.625 -50 31.250 0.000 -4.261 -1.156 2.320 0.300 -0.453 -0.304 0.366 0.073 -0.083 -0.068 0.075 0.016 -0.018 -0.015 0.016 0.004 -0.004 -21.941

AB 5 0.80 0.375 0 18.750 6.818 -2.557 -2.557 1.392 0.424 -0.272 -0.282 0.219 0.061 -0.050 -0.053 0.045 0.012 -0.011 -0.011 0.010 0.003 -0.002 21.941

BA 5 0.80 0.273 0 13.636 9.375 -5.114 -1.278 0.849 0.696 -0.563 -0.136 0.121 0.110 -0.105 -0.025 0.024 0.023 -0.022 -0.005 0.005 0.005 -0.005 17.590

B BE 3 1.33 0.455 -50 22.727 0.000 -8.523 -0.555 1.414 0.673 -0.939 -0.173 0.202 0.166 -0.175 -0.040 0.041 0.037 -0.037 -0.009 0.009 0.008 -0.008 -35.181

C BC 5 0.80 0.273 0 13.636 9.375 -5.114 -1.278 0.849 0.696 -0.563 -0.136 0.121 0.110 -0.105 -0.025 0.024 0.023 -0.022 -0.005 0.005 0.005 -0.005 17.590

CB 5 0.80 0.375 0 18.750 6.818 -2.557 -2.557 1.392 0.424 -0.272 -0.282 0.219 0.061 -0.050 -0.053 0.045 0.012 -0.011 -0.011 0.010 0.003 -0.002 21.941

D CF 3 1.33 0.625 -50 31.250 0.000 -4.261 -1.156 2.320 0.300 -0.453 -0.304 0.366 0.073 -0.083 -0.068 0.075 0.016 -0.018 -0.015 0.016 0.004 -0.004 -21.941

DA 3 1.33 0.385 -50 0.000 15.625 -2.311 -2.131 0.601 1.160 -0.607 -0.226 0.146 0.183 -0.136 -0.042 0.032 0.038 -0.030 -0.009 0.007 0.008 -0.006 -37.699

55

ort Released; MQ2 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

MDM For N-S Frame Subjected to Known Translation ∆ 2' - 3rd Level Release D DG 3 1.33 0.385 50 0.000 -9.615 -2.311 0.901 0.601 0.014 -0.607 -0.048 0.146 0.071 -0.136 -0.018 0.032 0.018 -0.030 -0.004 0.007 0.004 -0.006 39.017

E DE 5 0.80 0.231 0 0.000 0.000 -1.387 -0.333 0.360 0.404 -0.364 -0.104 0.087 0.100 -0.082 -0.024 0.019 0.022 -0.018 -0.005 0.004 0.005 -0.004 -1.318

ED 5 0.80 0.188 0 0.000 0.000 -0.666 -1.156 0.808 0.300 -0.207 -0.304 0.199 0.073 -0.048 -0.068 0.044 0.016 -0.010 -0.015 0.010 0.004 -0.002 -1.022

EB 3 1.33 0.313 -50 0.000 11.364 -1.110 -4.261 1.346 0.707 -0.345 -0.469 0.332 0.101 -0.079 -0.088 0.074 0.020 -0.017 -0.019 0.016 0.004 -0.004 -42.428

EH 3 1.33 0.313 50 0.000 -7.813 -1.110 1.803 1.346 -0.082 -0.345 -0.108 0.332 0.036 -0.079 -0.039 0.074 0.010 -0.017 -0.009 0.016 0.002 -0.004 44.012

EF 5 0.80 0.188 0 0.000 0.000 -0.666 -0.693 0.808 0.180 -0.207 -0.182 0.199 0.044 -0.048 -0.041 0.044 0.010 -0.010 -0.009 0.010 0.002 -0.002 -0.562

FE 5 0.80 0.231 0 0.000 0.000 -1.387 -0.333 0.360 0.404 -0.364 -0.104 0.087 0.100 -0.082 -0.024 0.019 0.022 -0.018 -0.005 0.004 0.005 -0.004 -1.318

F FC 3 1.33 0.385 -50 0.000 15.625 -2.311 -2.131 0.601 1.160 -0.607 -0.226 0.146 0.183 -0.136 -0.042 0.032 0.038 -0.030 -0.009 0.007 0.008 -0.006 -37.699

56

nslation ∆ 2' - 3rd Level Released; MQ2 Moments T F Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

FI 3 1.33 0.385 50 0.000 -9.615 -2.311 0.901 0.601 0.014 -0.607 -0.048 0.146 0.071 -0.136 -0.018 0.032 0.018 -0.030 -0.004 0.007 0.004 -0.006 39.017

GD 3 1.33 0.385 50 -19.231 0.000 1.803 -1.156 0.028 0.300 -0.097 -0.304 0.142 0.073 -0.036 -0.068 0.035 0.016 -0.008 -0.015 0.008 0.004 -0.002 31.493

MDM For N-S Frame Subjected to Known Translation ∆ G GJ 3 1.33 0.385 0 -19.231 0.000 1.803 0.000 0.028 0.000 -0.097 0.000 0.142 0.000 -0.036 0.000 0.035 0.000 -0.008 0.000 0.008 0.000 -0.002 -17.358

H GH 5 0.80 0.231 0 -11.538 -4.688 1.082 1.082 0.017 -0.049 -0.058 -0.065 0.085 0.022 -0.022 -0.024 0.021 0.006 -0.005 -0.005 0.005 0.001 -0.001 -14.135

HG 5 0.80 0.188 0 -9.375 -5.769 2.163 0.541 -0.099 0.009 -0.129 -0.029 0.043 0.042 -0.047 -0.011 0.012 0.011 -0.011 -0.003 0.003 0.002 -0.002 -12.650

HE 3 1.33 0.313 50 -15.625 0.000 3.606 -0.555 -0.165 0.673 -0.216 -0.173 0.072 0.166 -0.078 -0.040 0.019 0.037 -0.018 -0.009 0.004 0.008 -0.004 37.704

HK 3 1.33 0.313 0 -15.625 0.000 3.606 0.000 -0.165 0.000 -0.216 0.000 0.072 0.000 -0.078 0.000 0.019 0.000 -0.018 0.000 0.004 0.000 -0.004 -12.405

HI 5 0.80 0.188 0 -9.375 -5.769 2.163 0.541 -0.099 0.009 -0.129 -0.029 0.043 0.042 -0.047 -0.011 0.012 0.011 -0.011 -0.003 0.003 0.002 -0.002 -12.650

57

DM For N-S Frame Subjected to Known Translation ∆ 2' - 3rd Level Released; MQ2 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10 MOMENT

IH 5 0.80 0.231 0 -11.538 -4.688 1.082 1.082 0.017 -0.049 -0.058 -0.065 0.085 0.022 -0.022 -0.024 0.021 0.006 -0.005 -0.005 0.005 0.001 -0.001 -14.135

I IF 3 1.33 0.385 50 -19.231 0.000 1.803 -1.156 0.028 0.300 -0.097 -0.304 0.142 0.073 -0.036 -0.068 0.035 0.016 -0.008 -0.015 0.008 0.004 -0.002 31.493

IL 3 1.33 0.385 0 -19.231 0.000 1.803 0.000 0.028 0.000 -0.097 0.000 0.142 0.000 -0.036 0.000 0.035 0.000 -0.008 0.000 0.008 0.000 -0.002 -17.358

J JG 3 1.33 0.000 0 0.000 -9.615 0.000 0.901 0.000 0.014 0.000 -0.048 0.000 0.071 0.000 -0.018 0.000 0.018 0.000 -0.004 0.000 0.004 0.000 -8.678

K KH 3 1.33 0.000 0 0.000 -7.813 0.000 1.803 0.000 -0.082 0.000 -0.108 0.000 0.036 0.000 -0.039 0.000 0.010 0.000 -0.009 0.000 0.002 0.000 -6.200

L LI 3 1.33 0.000 0 0.000 -9.615 0.000 0.901 0.000 0.014 0.000 -0.048 0.000 0.071 0.000 -0.018 0.000 0.018 0.000 -0.004 0.000 0.004 0.000 -8.678

58

SHEAR

-19.88

7.91

7.91

-25.87

7.91

7.91

-19.88

-19.88

MDM For N-S Frame Subjected to Known Translation ∆ 3' - Roof Level Released; MQ3 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10

A AD 3 1.33 0.625 50 -31.250 -9.615 10.271 3.906 -4.705 -1.825 2.022 0.868 -0.963 -0.397 0.435 0.190 -0.208 -0.087 0.095 0.041 -0.045 -0.019 0.021

AB 5 0.80 0.375 0 -18.750 -6.818 6.163 3.622 -2.823 -1.410 1.213 0.673 -0.578 -0.299 0.261 0.143 -0.125 -0.065 0.057 0.031 -0.027 -0.014 0.012

BA 5 0.80 0.273 0 -13.636 -9.375 7.244 3.081 -2.821 -1.412 1.346 0.607 -0.598 -0.289 0.286 0.131 -0.130 -0.062 0.062 0.028 -0.028 -0.014 0.014

B BE 3 1.33 0.455 50 -22.727 -7.813 12.074 4.179 -4.701 -2.111 2.243 0.980 -0.997 -0.470 0.476 0.215 -0.216 -0.103 0.103 0.047 -0.047 -0.022 0.023

C BC 5 0.80 0.273 0 -13.636 -9.375 7.244 3.081 -2.821 -1.412 1.346 0.607 -0.598 -0.289 0.286 0.131 -0.130 -0.062 0.062 0.028 -0.028 -0.014 0.014

CB 5 0.80 0.375 0 -18.750 -6.818 6.163 3.622 -2.823 -1.410 1.213 0.673 -0.578 -0.299 0.261 0.143 -0.125 -0.065 0.057 0.031 -0.027 -0.014 0.012

D CF 3 1.33 0.625 50 -31.250 -9.615 10.271 3.906 -4.705 -1.825 2.022 0.868 -0.963 -0.397 0.435 0.190 -0.208 -0.087 0.095 0.041 -0.045 -0.019 0.021

DA 3 1.33 0.385 50 -19.231 -15.625 7.813 5.135 -3.651 -2.353 1.735 1.011 -0.794 -0.481 0.380 0.218 -0.173 -0.104 0.083 0.047 -0.038 -0.023 0.018

59

SHEAR

23.50

-0.47

-0.47

ort Released; MQ3 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10

-25.87

27.24

-0.38

-0.38

-19.88

MDM For N-S Frame Subjected to Known Translation ∆ 3' - Roof Level Releas D DG 3 1.33 0.385 0 -19.231 0.000 7.813 1.849 -3.651 -0.892 1.735 0.466 -0.794 -0.224 0.380 0.104 -0.173 -0.050 0.083 0.023 -0.038 -0.011 0.018

E DE 5 0.80 0.231 0 -11.538 -4.688 4.688 2.508 -2.191 -1.266 1.041 0.588 -0.477 -0.282 0.228 0.129 -0.104 -0.062 0.050 0.028 -0.023 -0.013 0.011

ED 5 0.80 0.188 0 -9.375 -9.615 5.015 3.906 -2.533 -1.825 1.176 0.868 -0.564 -0.397 0.258 0.190 -0.123 -0.087 0.056 0.041 -0.027 -0.019 0.012

EB 3 1.33 0.313 50 -15.625 -11.364 8.359 6.037 -4.221 -2.350 1.960 1.121 -0.939 -0.498 0.430 0.238 -0.205 -0.108 0.094 0.052 -0.045 -0.024 0.020

EH 3 1.33 0.313 0 -15.625 0.000 8.359 1.221 -4.221 -1.000 1.960 0.497 -0.939 -0.241 0.430 0.115 -0.205 -0.053 0.094 0.025 -0.045 -0.012 0.020

EF 5 0.80 0.188 0 -9.375 -5.769 5.015 2.344 -2.533 -1.095 1.176 0.521 -0.564 -0.238 0.258 0.114 -0.123 -0.052 0.056 0.025 -0.027 -0.011 0.012

FE 5 0.80 0.231 0 -11.538 -4.688 4.688 2.508 -2.191 -1.266 1.041 0.588 -0.477 -0.282 0.228 0.129 -0.104 -0.062 0.050 0.028 -0.023 -0.013 0.011

F FC 3 1.33 0.385 50 -19.231 -15.625 7.813 5.135 -3.651 -2.353 1.735 1.011 -0.794 -0.481 0.380 0.218 -0.173 -0.104 0.083 0.047 -0.038 -0.023 0.018

60

SHEAR

23.50

23.50

-8.68

-5.36

-5.36

nslation ∆ 3' - Roof Level Released; MQ3 Moments T F Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10

FI 3 1.33 0.385 0 -19.231 0.000 7.813 1.849 -3.651 -0.892 1.735 0.466 -0.794 -0.224 0.380 0.104 -0.173 -0.050 0.083 0.023 -0.038 -0.011 0.018

GD 3 1.33 0.385 0 0.000 -9.615 3.698 3.906 -1.784 -1.825 0.933 0.868 -0.448 -0.397 0.208 0.190 -0.100 -0.087 0.046 0.041 -0.022 -0.019 0.010

27.24

-6.20

-5.36

MDM For N-S Frame Subjected to Known Translation ∆ 3 G GJ 3 1.33 0.385 0 0.000 0.000 3.698 0.000 -1.784 0.000 0.933 0.000 -0.448 0.000 0.208 0.000 -0.100 0.000 0.046 0.000 -0.022 0.000 0.010

H GH 5 0.80 0.231 0 0.000 0.000 2.219 0.732 -1.070 -0.600 0.560 0.298 -0.269 -0.144 0.125 0.069 -0.060 -0.032 0.027 0.015 -0.013 -0.007 0.006

HG 5 0.80 0.188 0 0.000 0.000 1.465 1.109 -1.200 -0.535 0.596 0.280 -0.289 -0.135 0.139 0.062 -0.064 -0.030 0.030 0.014 -0.014 -0.007 0.007

HE 3 1.33 0.313 0 0.000 -7.813 2.441 4.179 -1.999 -2.111 0.994 0.980 -0.481 -0.470 0.231 0.215 -0.106 -0.103 0.051 0.047 -0.023 -0.022 0.011

HK 3 1.33 0.313 0 0.000 0.000 2.441 0.000 -1.999 0.000 0.994 0.000 -0.481 0.000 0.231 0.000 -0.106 0.000 0.051 0.000 -0.023 0.000 0.011

HI 5 0.80 0.188 0 0.000 0.000 1.465 1.109 -1.200 -0.535 0.596 0.280 -0.289 -0.135 0.139 0.062 -0.064 -0.030 0.030 0.014 -0.014 -0.007 0.007

61

SHEAR

-5.36

23.50

-8.68

-8.68

-6.20

-8.68

K KH 3 1.33 0.000 0 0.000 0.000 0.000 1.221 0.000 -1.000 0.000 0.497 0.000 -0.241 0.000 0.115 0.000 -0.053 0.000 0.025 0.000 -0.012 0.000

L LI 3 1.33 0.000 0 0.000 0.000 0.000 1.849 0.000 -0.892 0.000 0.466 0.000 -0.224 0.000 0.104 0.000 -0.050 0.000 0.023 0.000 -0.011 0.000

DM For N-S Frame Subjected to Known Translation ∆ 3' - Roof Level Released; M Q3 Moments T Member L K DF FEM∆ DIST 1 CO DIST 2 CO DIST 3 CO DIST 4 CO DIST 5 CO DIST 6 CO DIST 7 CO DIST 8 CO DIST 9 CO DIST 10

IH 5 0.80 0.231 0 0.000 0.000 2.219 0.732 -1.070 -0.600 0.560 0.298 -0.269 -0.144 0.125 0.069 -0.060 -0.032 0.027 0.015 -0.013 -0.007 0.006

I IF 3 1.33 0.385 0 0.000 -9.615 3.698 3.906 -1.784 -1.825 0.933 0.868 -0.448 -0.397 0.208 0.190 -0.100 -0.087 0.046 0.041 -0.022 -0.019 0.010

IL 3 1.33 0.385 0 0.000 0.000 3.698 0.000 -1.784 0.000 0.933 0.000 -0.448 0.000 0.208 0.000 -0.100 0.000 0.046 0.000 -0.022 0.000 0.010

J JG 3 1.33 0.000 0 0.000 0.000 0.000 1.849 0.000 -0.892 0.000 0.466 0.000 -0.224 0.000 0.104 0.000 -0.050 0.000 0.023 0.000 -0.011 0.000

62

MOMENT SHEAR

18.734 14.23

-18.734 -6.86

-15.566 -6.86

31.133 21.35

-15.566 -6.86

-18.734 -6.86

18.734 14.23

23.967 14.23

63

MOMENT SHEAR

-12.593 -5.66

-11.374 -4.88

-13.043 -4.88

32.930 21.35

-9.620 -4.53

-10.267 -4.33

-11.374 -4.33

23.967 14.23

64

MOMENT SHEAR

-12.593 -5.66

-4.398 -5.66

2.541 1.27

1.857 0.66

1.430 0.66

-3.979 -4.53

1.118 0.56

1.430 0.66

65

MOMENT SHEAR

1.857 0.66

-4.398 -5.66

2.541 1.27

1.265 1.27

0.554 0.56

1.265 1.27

66

MAXIMUM END MEMBER MOMENTS

N-S Frames Frame A B C D

Beam GH/IH IH IH GH/IH

Location 2nd Flr 2nd Fr 2nd Flr 2nd Flr

Value (kNm) -361.35 -302.78 -302.78 -361.35

E-W Frames Frame 1 2 3

Beam JK IJ/LK IJ/LK

Location 2nd Flr 2nd Fr 2nd Flr

Value (kNm) -164.09 -232.01 -251.01

REACTIONS

Frame A&D

Frame 1

Member GD HE IF

Member MI NJ OK PL

Shear (V)

N-S Frames Moment (M) Frame B&C

Shear (V)

E-W Frames Moment (M) Frame 2

Frame 3

Member MI NJ OK

Shear (V)

Member GD HE IF

Member MI NJ OK PL Moment (M)

83

3 PL

IMPLICATION OF COMPUTED VALUES

84

MAXIMUM END MEMBER MOMENTS

REACTIONS N-S Frames Shear (V)

Moment (M)

Shear (V)

Moment (M)

E-W Frames

85

MPLICATION OF COMPUTED VALUES

86