Cerru Azul Cement Plant-49D

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Structural Calculation Report for Top Structure of Clinker Silos & Clinker Transport Conveyor (491DP2) Project Document No. :

A4-06107-49D-01-C2ST002

H.Roshanaei Prepared

K.Saberi Checked

S.Sepanji Approved

For Filing Description

05-July-09 Date

A Rev.

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Part A: Introduction

Part B: Calculation Report

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Part A: Introduction

Table of Content

1.

2.

3.

4.

5.

6.

Introduction General View Structural System Codes Material Quality Geotechnical Conditions & Soil Characteristics

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

1 Introduction This part prescribes Special Design Criteria required for Structural modeling, analysis and design of Top Structure of Clinker Silos and Clinker Transport Conveyor (491DP2). For criteria not stated here, General Design Criteria (Document No. 000G2-ST-001) will be applied.

Loading process generally includes two types of loads: 1) Equipment Loads, which has been considered as given in technological drawings. 2) Structural Loads, which only depends on the structure itself and has been evaluated according to General Design Criteria.

Top Structure of Clinker Silos composed of two structures resemble two cages over the clinker silos whose main role is to protect the bag filters from rain. These cages are connected by Clinker Tranport Conveyor (491DP2).

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

General View Location of structure in plant site is shown in figure 1.

Figure 1: Location in Plant Site

CLIENT:

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EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

In figures 2 and 3, three dimensional views of the structure are shown:

Clinker Transport Conveyor

Bag Filter

Support Beam for entry of 491DP1

Ring Beam over the Silo I

Figure 2: South East View

CLIENT:

CONTRACTOR:

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EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Bag Filter

Ring Beam over the Silo II

Figure 3: North West View

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EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

2 Structural System 2.1 Foundation Substructure system is a Support Ring Beam under the steel columns. This Support Beam is located over the Silos.

2.2 Super Structure 2.2.1 Gravity loads In this structure Vertical loads and interior material and also Equipments are supported

by Steel Structure Frame and are carried by steel framing with simple connections in north-south and east-west directions.

2.2.2 Lateral loads Lateral loads of structure will be carried by Ordinary Concentrically Braced steel Frames in north-south and east-west directions.

2.2.3 Floors Floors in Top Structure of Silos are covered by Checkered Plate and in Clinker Transport conveyor, they are covered by grating.

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

3 Codes See General Design Criteria (Document No. 000-G2-ST-001) regarding applicable standards and codes for selection of structural systems, material properties, loading, analysis and design.

4 Material Quality See General Design Criteria (Document No. 000-G2-ST-001) / Section-3 for material quality including cement, aggregates, concrete, reinforcing bar, structural steel, bolts, nuts, washers, welding electrodes, anchor bolts, embedded items, grout and etc.

5 Geotechnical Conditions & Soil Characteristics See General Design Criteria (Document No. 000-G2-ST-001) / Section-1.2.5 for Geotechnical Conditions & Soil Characteristics also refer to section 6 for foundation design.

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Part B Calculation Report Table of Content

1.

2.

3.

4.

5.

Geometry Modeling Loads & Load Combinations Model Analysis 4‐1.

General 4‐2.

Deformation 4‐3.

Internal Forces Design 5‐1.

Foundations 5‐2.

Frames (Columns, Beams, Bracings)

Appendices:

I. II. III. IV.

Appendix I: Structural Drawings Appendix II: Table of Load Combinations Appendix III: Table of Joints Displacements Appendix IV: Table of Steel Element Design Report

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EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Section B‐1:

Geometry

Note: Also refer to (Appendix‐I) for Structural Drawings.

CLIENT:

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EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Clinker Transport Conveyor

Bag Filter

Support Beam for entry of 491DP1

Ring Beam over the Silo I

3D Shapes South East View

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Bag Filter

Ring Beam over the Silo II

3D Shapes North West View

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Section B‐2:

Modeling

Note: Refer to (Attached CD) for Structural Models as listed below.

List of Model(s) Item

Model File Name

1

49C&D.SDB

Description

SAP2000

4/14/09 14:24:05

3D View of Analytical Model

SAP2000 v10.1.0 - File:49C&D - 3-D View - KN, m, C Units

SAP2000

4/14/09 14:24:52

3D View of Analytical Model

SAP2000 v10.1.0 - File:49C&D - 3-D View - KN, m, C Units

SAP2000

3D View of Analytical Model

SAP2000 v10.1.0 - File:49C&D - 3-D View - KN, m, C Units

4/14/09 14:11:26

SAP2000

3D View of Analytical Model

SAP2000 v10.1.0 - File:49C&D - 3-D View - KN, m, C Units

4/14/09 14:21:24

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Section B‐3:

Loads & Load Combinations

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EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

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CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

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3 Loads 3.1 Dead Load Weight of structural components is included in analytical model based on specific weight of 25KN/m3 for concrete and 78.5KN/m3 for steel parts.

3.2 Super Dead Load Super dead loads are dead load of nonstructural components such as following items: Grating floors:

0.5 KN/m2

Checkered plate floors:

0.65 KN/m2

Brick Walls:

Not applicable

False ceiling:

Not applicable

Roof Covering

0.2 KN/m2

3.3 Live Load Live loads include the followings: Main Platforms:

5.0 KN/m²

Auxiliary Platforms:

3.5 KN/m²

Gangways and stairs:

2.5 KN/m²

Roof Dust:

0.5 KN/m2

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

3.4 Equipment and Machinery Load Location and amount of each equipment load is in accordance with the technological drawings.

Equipment loads in technological drawings are defined in different categories: a) Load of equipments These loads are due to the weight of equipments (including materials). In order to find the seismic load at supports of these equipments, in the analytical model, equivalent mass of equipments are included in dynamic analysis. In this way seismic load of such masses are applied to the structure. In cases in which the seismic loads of equipments are defined, these loads will also be used to check the connection and supporting beams. b) Reaction forces at supports estimated by technological drawings At supports of equipments, vertical and lateral loads due to gravity, wind and earthquake are defined. For these supports all the defined loads are applied according to technological drawings.

3.5 Crane Load There is no monorail or crane in this structure. But there are two hooks for pan conveyor driver and bag filter at level +51.300 in Silo I and at level +48.800 in Silo II with capacity of 40KN

3.6 Soil, Oil and Water Pressure Load Soil and oil pressure loads are evaluated as follows: Soil Static Load Soil Dynamic Load Oil or Water Static Load Oil or Water Dynamic Load

Not applicable Not applicable Not applicable Not applicable

3.7 Thermal Load Since the value of ΔT (ambient differential temperature) is negligible, thermal loads are not taken into account for analysis and design of this Structure.

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

3.8 Wind Loads Wind loads are evaluated as stated in General Design Criteria according to ASCE 7 Minimum Design Loads for buildings and other Structures.

Velocity pressure= 600 N/m2 at 10m height (considering Kz=1 & Kd=0.85). Also refer to next page for wind load evaluation.

3.9 Earthquake Loads Earthquake loads are evaluated as stated in General Design Criteria regarding the following considerations: For lateral load resisting system of this steel structure, component response modification factor (according to Table 13.5-1 of ASCE 7-05 Minimum Design Loads for buildings and other Structures) 2.5 is applied (Rp = 2.5) and component amplification factor 1.00 is considered (ap = 1.00). In order to design, Load Combinations explained in Load Combination section is assumed according to Ω0 = 2 (component amplification factor) and ρ = 1.3.

Importance factor for this department is assumed as 1.0 (Ip =1.0) Dynamic analysis method will be used for seismic load evaluation.

Equipment earthquake loads evaluated based on equipment’s mass is applied for design of lateral load resisting system as global earthquake load.

Also refer to next pages for seismic load evaluation.

3.10 Erection Load No Erection Load found in outline drawings.

3.11 Truck Load No Truck Load will be applied to the structure.

Wind Load Evaluation (Enclosed & Partially Enclosed Buildings) ( According to ASCE7 )

Cerro Azul Cement Plant

Velocity Pressure Exposure Coefficient

Wind Characteristics

Z (m)

Wind Speed: Fastest mile speed=

102

Km/h

3 sec. Gust Speed (V) =

120

Km/h

0.0

0.850

P=G Cp qz

2.0

0.850

G=

0.85

4.0

0.850

Cp=

Below Fig.

6.0

0.899

8.0

0.955

10.0

1.001

12.0

1.040

14.0

1.074

16.0

1.104

18.0

1.132

20.0

1.157

22.0

1.181

24.0

1.203

26.0 28.0 30.0 32.0 34.0 36.0 38.0 40.0 42.0 44.0 46.0 48.0 50.0

1.223 1.242 1.260 1.278 1.294 1.310 1.324 1.339 1.353 1.366 1.379 1.391 1.403

52.0

1.415

54.0

1.426

56.0

1.437

58.0

1.447

60.0

1.458

62.0

1.468

64.0

1.478

66.0

1.487

50

68.0

1.497

40

70.0

1.506

30

72.0

1.515

20

74.0

1.523

10

76.0

1.532

78.0

1.540

80.0

1.549

Exposure Category=

C

qz=(0.613K ztKdV2I)Kz

N/m2

600 K z

Importance Factor (I) =

1.0

Topographic Factor (K zt) =

1.0

Kz (Z<4.6 m) =

0.85

Gust Factor (G) =

0.85

Kz (Z>4.6 m) =

0.617 Z

0.21

Velocity Pressure Exposure Coefficient (Kz) 90 80 70

Height , Z(m)

# # # # # # # # # # # # # # # # # # # # # # # # # #

Kz

Wind Loading Procedure

60

0 0.60

0.80

1.00

Kz

1.20

1.40

1.60

Seismic Load Evaluation

(Nonstructural Component)

( According to ASCE7 ) Other Rigid Components (Limited deformability elements and attachments)

Structure Cerro Azul Cement Plant

X Direction

Dep. Code: 49C & 49D-Top Structure

Design Response

Equivalent Static Method

Characteristics

Spectrum Function

FP ** =

0.305

Massx =

118.5

Ton

FP (Min) ** =

0.219

MassY =

148.5

Ton

FP (Max) ** =

1.168

z=

41.00

m

Thus FPX(Static) =

0.31

h=

51.00

m

V X (Static) =

360

IP =

1.0

aP * =

1

RP * =

2.5

g g g KN

Modal Response Spectrum Method

Site Characteristics

Sa (g)

0.0

0.292

0.1

0.511

0.2

0.730

0.3

0.730

0.4

0.730

0.5

0.730

0.6

0.730

V X (Spec) † =

360

Thus FPX(Spec) =

0.31

0.7

0.730

[ VX (Spec) / VX (Static) ]††

100%

KN

SS=

1.00

g

0.8

0.638

S1 =

0.51

g

0.9

0.567

SDS=

0.73

g

1.0

0.510

SD1 =

0.51

g

1.1

0.464

Site Class

D

1.2

0.425

Seismic Design Category

D

1.3

0.392

1.4

0.364

1.5

0.340

1.6

0.319

1.7

0.300

1.8

0.283

1.9

0.268

2.0

0.255

2.1

0.243

2.2

0.232

2.3

0.222

Y Direction Equivalent Static Method FP ** =

Note: * refer to Table 13.5‐1 Coefficients for archetectural compnoent ** acc. to ASCE7‐05 / 13.3.1 † refer to Section B‐4‐1 / Table‐Base Reaction †† only for information

0.305

FP (Min) ** =

0.219

FP (Max) ** =

1.168

Thus FPY(Static) =

0.31

V Y (Static) =

452

g g g KN

Modal Response Spectrum Method V Y (Spec) † =

Spectral Response Acceleration ,Sa (g)

# # # # # # # # # # # # # # # # # # # # # # # # #

T (sec)

452

KN

Thus FPY(Spec) =

0.31

2.4

0.213

[ VY (Spec) / VY (Static) ]††

100%

2.5

0.204

2.6

0.196

2.7

0.189

2.8

0.182

2.9

0.176

3.0

0.170

0.70

3.1

0.165

0.60

3.2

0.159

0.50

3.3

0.155

0.40

3.4

0.150

3.5

0.146

3.6

0.142

3.7

0.138

3.8

0.134

3.9

0.131

4.0

0.128

Design Response Spectrum

0.80

0.30 0.20 0.10 0.00 0.0

0.5

1.0

1.5 2.0 Period T (sec)

2.5

3.0

3.5

4.0

CLIENT:

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EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Load Combinations In order to analyze and design the structural model, the following Main Load cases have been considered:

Main Load Case

DL LL HL FL TL BRL CR WL EL

Description: Dead loads Live Loads Soil Loads Hydrostatic Loads Thermal Loads Break Down Loads Crane Loads Wind Loads Earthquake Loads

Table 1: MAIN LOAD CASES

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Table 2: LOAD COMBINATIONS Main Load Cases

UF (i)

U (i)

AF (i)

A (i)

Combinations

A1 A2 A5 A6 A7 A8 A9 AF5 AF6 AF8 U1 U2 U4 U5 U6 U7 U9 UF5 UF7

DL

FL

HL

LL

TL

CR

1

1

1

1

1

1

1

1

1+0.14SDS

1

1

1+0.105SDS

1

1

0.6

1

0.6‐0.14SDS

1

1

0.75

0.75

1+0.14SDS

1

1

1+0.105SDS

1

1

0.6‐0.14SDS 1.4

1.4

1.2

1.2

EL

0.7ρ 0.75

0.525ρ 1 0.7ρ

0.75

0.375

0.75 0.7Ω0 0.525Ω0

0.75

0.7Ω0

1.6

1.6

1.2

1

1.2+0.2SDS

1

1.2

1.6 1.6 ρ

1.6

0.9‐0.2SDS 1.2

WL

1

0.9

1.6 ρ

1.6 1.275

1.275

1.2+0.2SDS

1.275

0.6375

1.275 Ω0

1

0.9‐0.2SDS

PASD PASD‐F PUSD PUSD‐F

BRL

Ω0

1.6

env (A1,A2,A5,A6,A7,A8,A9) env (AF5,AF6,AF8) env (U1,U2,U4,U5,U6,U7,U9) env (UF5.UF7)

Notes:

have been considered for soil A(i) combinations (ASD: All pressure control, deflections control and steel elements design. have been considered for concrete combinations (USD: All U(i) elements design. have been combinations (ASDF: All AF(i) considered for steel force control elements design.

All UF(i) combinations (USDF: have been for force control concrete elements design.

Inconsidered table 2, env (…) means the envelope effect of load combinations written in parentheses.

The following Seismic parameters have been considered for this structure according to Section 3.9 .

Allowable Stress Design Level)

Ultimate Strength Design Level)

Allowable Stress Design Level with Overstrength Effect)

Ultimate Strength Design Level with Overstrength Effect)

SDS

ρ

Ω0

0.73g

1.3

2

For more details about load combinations refer to Appendix-II .

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CONTRACTOR:

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EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Section B‐4:

Model Analysis

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49D–C2–ST-002

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Section B‐4‐1:

Model Analysis General

M O D A L

L O A D

P A R T I C I P A T I O N

R A T I O S

CASE: MODAL LOAD, ACC, OR LINK/DEF (TYPE) (NAME) ACC ACC ACC ACC ACC ACC

Â

UX UY UZ RX RY RZ

STATIC (PERCENT)

DYNAMIC (PERCENT)

EFFECTIVE PERIOD

99.4604 99.8376 99.2032 99.8579 99.1921 99.3556

88.7016 91.1922 63.9264 84.5316 64.8337 84.0198

0.210263 0.323390 0.215329 0.290579 0.205087 0.201097

TABLE: Base Reactions OutputCase CaseType StepType Text Text Text Supd100 LinStatic Wall100 LinStatic Live00 LinStatic Live20 LinStatic Live100 LinStatic Hydr LinStatic Soil LinStatic EAX LinStatic EAY LinStatic WXP LinStatic WXNP LinStatic WYP LinStatic WYNP LinStatic EMDL00 LinStatic EMDL100 LinStatic EMLL100 LinStatic EMLL00 LinStatic EMLL80 LinStatic EMWX LinStatic EMWXN LinStatic EMWY LinStatic EMWYN LinStatic EMEXLO LinStatic EMEXGL LinStatic EMEYLO LinStatic EMEYGL LinStatic EMDYN LinStatic EMBRKD LinStatic EMT LinStatic SpecX LinRespSpec Max SpecY LinRespSpec Max EMEZGL LinStatic WXT LinStatic WXNT LinStatic WYT LinStatic WYNT LinStatic WIT LinStatic WIP LinStatic CLV1 LinStatic CLV2 LinStatic CLH LinStatic Null LinStatic DEAD00 LinStatic DL Combination LL Combination EMTN Combination CLHN Combination CR1 Combination Max CR1 Combination Min CR2 Combination Max CR2 Combination Min WIPT Combination

GlobalFX KN 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ‐360.801 0.000 ‐165.041 192.096 ‐8.717 ‐8.700 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 359.820 108.001 0.000 ‐164.864 192.273 ‐8.614 ‐8.626 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

GlobalFY KN 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ‐452.003 34.290 34.290 ‐309.732 309.856 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 44.000 0.000 146.000 0.000 0.000 0.000 0.000 135.453 451.935 0.000 34.218 34.218 ‐322.391 322.443 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

GlobalFZ KN 117.887 0.000 574.613 0.000 150.290 0.000 0.000 0.000 0.000 ‐240.373 ‐292.373 ‐175.780 ‐173.780 218.000 131.000 183.000 0.000 40.000 0.000 0.000 0.000 0.000 84.000 0.000 114.000 0.000 0.000 0.000 0.000 68.837 24.160 0.000 ‐50.261 9.739 ‐106.724 ‐106.724 ‐23.090 23.090 80.000 0.000 0.000 0.000 544.220 1011.107 947.903 0.000 0.000 80.000 0.000 0.000 0.000 0.000

GlobalMX KN‐m 707.890 0.000 3532.498 0.000 864.168 0.000 0.000 0.000 4216.718 ‐1434.650 ‐1733.650 610.993 ‐2622.752 1253.500 753.250 1044.500 0.000 307.200 0.000 0.000 0.000 0.000 252.000 0.000 ‐111.000 0.000 0.000 0.000 0.000 1471.939 3921.579 0.000 ‐340.470 4.530 937.823 ‐2165.902 ‐132.767 132.767 460.000 0.000 0.000 0.000 3147.207 5861.847 5748.366 0.000 0.000 460.000 0.000 0.000 0.000 0.000

GlobalMY KN‐m ‐1663.487 0.000 ‐2976.164 0.000 ‐2900.337 0.000 0.000 ‐3668.746 0.000 4277.221 6141.155 3914.303 3922.090 821.860 ‐946.050 ‐3016.990 0.000 ‐203.000 0.000 0.000 0.000 0.000 316.680 0.000 429.780 0.000 0.000 0.000 0.000 3228.327 995.808 0.000 ‐683.774 1602.399 1336.000 1335.817 442.113 ‐442.113 ‐1540.000 0.000 0.000 0.000 ‐6742.387 ‐8530.063 ‐9096.491 0.000 0.000 0.000 ‐1540.000 0.000 0.000 0.000

GlobalMZ KN‐m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2171.247 ‐3594.985 1604.088 ‐449.467 ‐2879.792 2980.120 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ‐165.880 0.000 ‐550.420 0.000 0.000 0.000 0.000 3204.572 4389.405 0.000 1602.967 ‐450.589 ‐3399.819 3499.026 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

WLXP WLXNP WLYP WLYNP WLYNT WLYT WLXT WLXNT HL FL TL BRL A1 A2‐CR1 A2‐CR1 A2‐CR2 A2‐CR2 A5‐EXLN A5‐EXLP A5‐EYLN A5‐EYLP A5‐SXPN A5‐SXPN A5‐SXPP A5‐SXPP A5‐SYPN A5‐SYPN A5‐SYPP A5‐SYPP A5‐WXPN A5‐WXPP A5‐WXTN A5‐WXTP A5‐WXYPN A5‐WXYPP A5‐WXYTN A5‐WXYTP A5‐WYPN A5‐WYPP A5‐WYTN A5‐WYTP A6‐EXLN A6‐EXLP A6‐EYLN A6‐EYLP A6‐SXPN A6‐SXPN A6‐SXPP A6‐SXPP A6‐SYPN A6‐SYPN A6‐SYPP A6‐SYPP A6‐WXPN A6‐WXPP

Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination

Max Min Max Min

Max Min Max Min Max Min Max Min

Max Min Max Min Max Min Max Min

‐165.041 192.096 ‐8.717 ‐8.700 ‐8.626 ‐8.614 ‐164.864 192.273 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 327.436 ‐327.436 327.436 ‐327.436 98.281 ‐98.281 98.281 ‐98.281 192.096 ‐165.041 192.273 ‐164.864 137.547 ‐130.318 137.735 ‐130.108 ‐8.700 ‐8.717 ‐8.626 ‐8.614 0.000 0.000 0.000 0.000 245.577 ‐245.577 245.577 ‐245.577 73.711 ‐73.711 73.711 ‐73.711 144.072 ‐123.781

34.290 34.290 ‐309.732 309.856 322.443 ‐322.391 34.218 34.218 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ‐40.040 40.040 ‐132.860 132.860 123.262 ‐123.262 123.262 ‐123.262 411.261 ‐411.261 411.261 ‐411.261 34.290 34.290 34.218 34.218 258.110 ‐206.581 267.496 ‐216.130 309.856 ‐309.732 322.443 ‐322.391 ‐30.030 30.030 ‐99.645 ‐99.645 92.447 ‐92.447 92.447 ‐92.447 308.446 ‐308.446 308.446 ‐308.446 25.718 25.718

‐240.373 ‐292.373 ‐175.780 ‐173.780 ‐106.724 ‐106.724 ‐50.261 9.739 0.000 0.000 0.000 0.000 1011.107 2039.010 1959.010 1959.010 1959.010 1035.777 1188.657 1008.477 1215.957 1174.859 1049.576 1174.859 1049.576 1134.203 1090.232 1134.203 1090.232 718.734 770.734 1020.845 960.845 661.492 698.992 938.367 893.367 837.327 835.327 904.383 904.383 1745.593 1860.253 1725.118 1725.118 1849.904 1755.941 1849.904 1755.941 1819.412 1786.433 1819.412 1786.433 1502.754 1541.754

‐1434.650 ‐1733.650 610.993 ‐2622.752 ‐2165.902 937.823 ‐340.470 4.530 0.000 0.000 0.000 0.000 5861.847 12070.212 11610.212 11610.212 11610.212 6218.711 6677.351 6549.041 6347.021 7787.496 5108.567 7787.496 5108.567 10016.668 2879.394 10016.668 2879.394 4128.196 4427.196 5866.377 5521.377 2594.545 5244.103 4240.818 6309.862 3239.094 6472.839 3695.945 6799.670 10470.079 10814.059 10717.826 10717.826 11646.667 9637.470 11646.667 9637.470 13318.546 7965.591 13318.546 7965.591 8872.883 9097.133

4277.221 6141.155 3914.303 3922.090 1335.817 1336.000 ‐683.774 1602.399 0.000 0.000 0.000 0.000 ‐8530.063 ‐17626.555 ‐19166.555 ‐17626.555 ‐17626.555 ‐9671.248 ‐9094.891 ‐9774.169 ‐8991.970 ‐6445.292 ‐12320.847 ‐6445.292 ‐12320.847 ‐8476.884 ‐10289.254 ‐8476.884 ‐10289.254 ‐2388.909 ‐4252.842 ‐6927.664 ‐9213.837 ‐982.630 ‐2386.420 ‐6326.401 ‐8040.894 ‐4607.974 ‐4615.760 ‐7194.246 ‐7194.063 ‐16250.971 ‐15818.703 ‐16328.162 ‐16328.162 ‐13831.504 ‐18238.170 ‐13831.504 ‐18238.170 ‐15355.198 ‐16714.475 ‐15355.198 ‐16714.475 ‐10746.566 ‐12144.516

1604.088 ‐449.467 ‐2879.792 2980.120 3499.026 ‐3399.819 1602.967 ‐450.589 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 150.951 ‐150.951 500.882 ‐500.882 2916.161 ‐2916.161 2916.161 ‐2916.161 3994.359 ‐3994.359 3994.359 ‐3994.359 ‐449.467 1604.088 ‐450.589 1602.967 1897.989 ‐956.778 2286.327 ‐1347.640 2980.120 ‐2879.792 3499.026 ‐3399.819 113.213 ‐113.213 375.662 375.662 2187.121 ‐2187.121 2187.121 ‐2187.121 2995.769 ‐2995.769 2995.769 ‐2995.769 ‐337.101 1203.066

A6‐WXTN A6‐WXTP A6‐WXYPN A6‐WXYPP A6‐WXYTN A6‐WXYTP A6‐WYPN A6‐WYPP A6‐WYTN A6‐WYTP A7‐WXPN A7‐WXPP A7‐WXTN A7‐WXTP A7‐WXYPN A7‐WXYPP A7‐WXYTN A7‐WXYTP A7‐WYPN A7‐WYPP A7‐WYTN A7‐WYTP A8‐EXLN A8‐EXLP A8‐EYLN A8‐EYLP A8‐SXPN A8‐SXPN A8‐SXPP A8‐SXPP A8‐SYPN A8‐SYPN A8‐SYPP A8‐SYPP A9‐CR1 A9‐CR1 A9‐CR2 A9‐CR2 AF5‐SXPP AF5‐SXPP AF5‐SXPN AF5‐SXPN AF5‐SYPP AF5‐SYPP AF5‐SYPN AF5‐SYPN AF5‐EXLP AF5‐EXLN AF5‐EYLP AF5‐EYLN AF6‐SXPP AF6‐SXPP AF6‐SXPN AF6‐SXPN AF6‐SYPP

Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination Combination

Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min

Max Min Max Min Max

144.205 ‐123.648 103.161 ‐97.739 103.301 ‐97.581 ‐6.525 ‐6.538 ‐6.470 ‐6.460 192.096 ‐165.041 192.273 ‐164.864 137.547 ‐130.318 137.735 ‐130.108 ‐8.700 ‐8.717 ‐8.626 ‐8.614 0.000 0.000 0.000 0.000 327.436 ‐327.436 327.436 ‐327.436 98.281 ‐98.281 98.281 ‐98.281 0.000 0.000 0.000 0.000 503.747 ‐503.747 503.747 ‐503.747 151.201 ‐151.201 151.201 ‐151.201 0.000 0.000 0.000 0.000 377.811 ‐377.811 377.811 ‐377.811 113.401

25.663 25.663 193.582 ‐154.936 200.622 ‐162.097 232.392 ‐232.299 241.833 ‐241.793 34.290 34.290 34.218 34.218 258.110 ‐206.581 267.496 ‐216.130 309.856 ‐309.732 322.443 ‐322.391 ‐40.040 40.040 ‐132.860 132.860 123.262 ‐123.262 123.262 ‐123.262 411.261 ‐411.261 411.261 ‐411.261 0.000 0.000 0.000 0.000 189.634 ‐189.634 189.634 ‐189.634 632.709 ‐632.709 632.709 ‐632.709 61.600 ‐61.600 204.400 ‐204.400 142.226 ‐142.226 142.226 ‐142.226 474.532

1729.338 1684.338 1459.823 1487.948 1667.480 1633.730 1591.699 1590.199 1641.991 1641.991 314.291 366.291 616.402 556.402 257.050 294.550 533.925 488.925 432.884 430.884 499.940 499.940 429.113 581.993 401.813 609.293 568.195 442.912 568.195 442.912 527.539 483.568 527.539 483.568 1752.034 1722.034 1722.034 1722.034 1208.589 1015.845 1208.589 1015.845 1146.041 1078.393 1146.041 1078.393 1229.817 994.617 1271.817 952.617 1875.201 1730.644 1875.201 1730.644 1828.290

10176.519 9917.769 7722.644 9709.814 8957.350 10509.132 8206.057 10631.366 8548.695 10876.488 1783.458 2082.458 3521.638 3176.638 249.806 2899.365 1896.079 3965.123 894.356 4128.101 1351.206 4454.931 2701.603 3160.243 3031.933 2829.913 4270.388 1591.459 4270.388 1591.459 6499.560 ‐637.714 6499.560 ‐637.714 10345.621 10173.121 10173.121 10173.121 8508.746 4387.316 8508.746 4387.316 11938.242 957.821 11938.242 957.821 6800.831 6095.231 6292.631 6603.431 12187.605 9096.533 12187.605 9096.533 14759.726

‐14150.632 ‐15865.262 ‐9691.857 ‐10744.699 ‐13699.685 ‐14985.555 ‐12410.864 ‐12416.704 ‐14350.569 ‐14350.432 1023.117 ‐840.817 ‐3515.639 ‐5801.812 2429.395 1025.605 ‐2914.375 ‐4628.869 ‐1195.948 ‐1203.735 ‐3782.220 ‐3782.038 ‐4553.210 ‐3976.853 ‐4656.131 ‐3873.932 ‐1327.254 ‐7202.809 ‐1327.254 ‐7202.809 ‐3358.847 ‐5171.217 ‐3358.847 ‐5171.217 ‐15352.432 ‐15929.932 ‐15352.432 ‐15352.432 ‐4863.412 ‐13902.727 ‐4863.412 ‐13902.727 ‐7988.939 ‐10777.200 ‐7988.939 ‐10777.200 ‐8939.717 ‐9826.421 ‐8781.377 ‐9984.761 ‐12645.094 ‐19424.580 ‐12645.094 ‐19424.580 ‐14989.239

‐337.942 1202.225 1423.492 ‐717.583 1714.746 ‐1010.730 2235.090 ‐2159.844 2624.269 ‐2549.864 ‐449.467 1604.088 ‐450.589 1602.967 1897.989 ‐956.778 2286.327 ‐1347.640 2980.120 ‐2879.792 3499.026 ‐3399.819 150.951 ‐150.951 500.882 ‐500.882 2916.161 ‐2916.161 2916.161 ‐2916.161 3994.359 ‐3994.359 3994.359 ‐3994.359 0.000 0.000 0.000 0.000 4486.401 ‐4486.401 4486.401 ‐4486.401 6145.167 ‐6145.167 6145.167 ‐6145.167 ‐232.232 232.232 ‐770.588 770.588 3364.801 ‐3364.801 3364.801 ‐3364.801 4608.876

AF6‐SYPP Combination AF6‐SYPN Combination AF6‐SYPN Combination AF6‐EXLP Combination AF6‐EXLN Combination AF6‐EYLP Combination AF6‐EYLN Combination AF8‐SXPP Combination AF8‐SXPP Combination AF8‐SXPN Combination AF8‐SXPN Combination AF8‐SYPP Combination AF8‐SYPP Combination AF8‐SYPN Combination AF8‐SYPN Combination AF8‐EXLP Combination AF8‐EXLN Combination AF8‐EYLP Combination AF8‐EYLN Combination PASD Combination PASD Combination PASD‐F Combination PASD‐F Combination COLBASE Combination COLBASE Combination DEFLECTION Combination

Min Max Min

Max Min Max Min Max Min Max Min

Max Min Max Min Max Min

‐113.401 113.401 ‐113.401 0.000 0.000 0.000 0.000 503.747 ‐503.747 503.747 ‐503.747 151.201 ‐151.201 151.201 ‐151.201 0.000 0.000 0.000 0.000 327.436 ‐327.436 503.747 ‐503.747 418.110 ‐418.110 0.000

‐474.532 474.532 ‐474.532 46.200 ‐46.200 153.300 ‐153.300 189.634 ‐189.634 189.634 ‐189.634 632.709 ‐632.709 632.709 ‐632.709 61.600 ‐61.600 204.400 ‐204.400 411.261 ‐411.261 632.709 ‐632.709 525.149 ‐525.149 0.000

1777.555 1828.290 1777.555 1891.123 1714.723 1922.623 1683.223 601.925 409.181 601.925 409.181 539.377 471.730 539.377 471.730 623.153 387.953 665.153 345.953 2039.010 257.050 1922.623 345.953 2039.010 257.050 1959.010

6524.411 14759.726 6524.411 10906.669 10377.469 10525.519 10758.619 4991.638 870.209 4991.638 870.209 8421.134 ‐2559.287 8421.134 ‐2559.287 3283.723 2578.123 2775.523 3086.323 13318.546 ‐637.714 14759.726 ‐2559.287 13318.546 ‐2124.208 11610.212

‐17080.435 ‐14989.239 ‐17080.435 ‐15702.323 ‐16367.351 ‐15583.568 ‐16486.106 254.626 ‐8784.689 254.626 ‐8784.689 ‐2870.901 ‐5659.162 ‐2870.901 ‐5659.162 ‐3821.680 ‐4708.384 ‐3663.340 ‐4866.724 2429.395 ‐19166.555 254.626 ‐19424.580 2429.395 ‐19166.555 ‐17626.555

‐4608.876 4608.876 ‐4608.876 ‐174.174 174.174 ‐577.941 577.941 4486.401 ‐4486.401 4486.401 ‐4486.401 6145.167 ‐6145.167 6145.167 ‐6145.167 ‐232.232 232.232 ‐770.588 770.588 3994.359 ‐3994.359 6145.167 ‐6145.167 5100.489 ‐5100.489 0.000

TABLE: Modal Participating Mass Ratios OutputCase StepType StepNum Period Text Text Unitless Sec MODAL Mode 1.0000 0.6547 MODAL Mode 2.0000 0.2946 MODAL Mode 3.0000 0.2601 MODAL Mode 4.0000 0.2597 MODAL Mode 5.0000 0.2571 MODAL Mode 6.0000 0.2432 MODAL Mode 7.0000 0.2421 MODAL Mode 8.0000 0.2368 MODAL Mode 9.0000 0.2246 MODAL Mode 10.0000 0.2185 MODAL Mode 11.0000 0.2081 MODAL Mode 12.0000 0.2058 MODAL Mode 13.0000 0.2054 MODAL Mode 14.0000 0.2003 MODAL Mode 15.0000 0.1998 MODAL Mode 16.0000 0.1964 MODAL Mode 17.0000 0.1936 MODAL Mode 18.0000 0.1934 MODAL Mode 19.0000 0.1934 MODAL Mode 20.0000 0.1933 MODAL Mode 21.0000 0.1933 MODAL Mode 22.0000 0.1932 MODAL Mode 23.0000 0.1908 MODAL Mode 24.0000 0.1908 MODAL Mode 25.0000 0.1829 MODAL Mode 26.0000 0.1819 MODAL Mode 27.0000 0.1778 MODAL Mode 28.0000 0.1692 MODAL Mode 29.0000 0.1634 MODAL Mode 30.0000 0.1616 MODAL Mode 31.0000 0.1355 MODAL Mode 32.0000 0.1346 MODAL Mode 33.0000 0.1282 MODAL Mode 34.0000 0.1282 MODAL Mode 35.0000 0.1267 MODAL Mode 36.0000 0.1242 MODAL Mode 37.0000 0.1240 MODAL Mode 38.0000 0.1229 MODAL Mode 39.0000 0.1229 MODAL Mode 40.0000 0.1224 MODAL Mode 41.0000 0.1222 MODAL Mode 42.0000 0.1221 MODAL Mode 43.0000 0.1218 MODAL Mode 44.0000 0.1208 MODAL Mode 45.0000 0.1200 MODAL Mode 46.0000 0.1193 MODAL Mode 47.0000 0.1188 MODAL Mode 48.0000 0.1180 MODAL Mode 49.0000 0.1179 MODAL Mode 50.0000 0.1177 MODAL Mode 51.0000 0.1173 MODAL Mode 52.0000 0.1152 MODAL Mode 53.0000 0.1141

UX Unitless 0.0000 0.0001 0.0000 0.0344 0.0072 0.0643 0.0120 0.0147 0.0569 0.0009 0.0003 0.0738 0.2354 0.0046 0.0005 0.1208 0.0039 0.0003 0.0009 0.0002 0.0000 0.0050 0.0008 0.0045 0.0106 0.0000 0.0002 0.0000 0.0000 0.0849 0.0000 0.0000 0.0206 0.0007 0.0000 0.0000 0.0000 0.0067 0.0039 0.0128 0.0000 0.0000 0.0000 0.0001 0.0274 0.0009 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

UY Unitless 0.0120 0.5356 0.0043 0.0018 0.0090 0.0001 0.0001 0.0000 0.0000 0.0941 0.0000 0.0031 0.0003 0.0000 0.0001 0.0000 0.0000 0.0001 0.0000 0.0001 0.0000 0.0001 0.0044 0.0003 0.0000 0.1417 0.0028 0.0412 0.0000 0.0000 0.0001 0.0208 0.0000 0.0113 0.0000 0.0000 0.0000 0.0005 0.0003 0.0000 0.0000 0.0016 0.0000 0.0003 0.0000 0.0016 0.0000 0.0000 0.0000 0.0000 0.0004 0.0000 0.0001

UZ Unitless 0.0000 0.0000 0.0000 0.0001 0.0001 0.0300 0.1274 0.0000 0.1478 0.0001 0.0240 0.0001 0.0001 0.0000 0.0000 0.0373 0.0016 0.0157 0.0000 0.0001 0.0000 0.0001 0.0013 0.0076 0.0369 0.0000 0.0000 0.0000 0.0736 0.0090 0.0000 0.0006 0.0000 0.0008 0.0200 0.0000 0.0000 0.0079 0.0002 0.0023 0.0000 0.0000 0.0001 0.0072 0.0007 0.0082 0.0001 0.0209 0.0209 0.0000 0.0001 0.0000 0.0003

SumUX Unitless 0.0000 0.0001 0.0001 0.0345 0.0417 0.1060 0.1180 0.1327 0.1896 0.1905 0.1909 0.2646 0.5000 0.5046 0.5051 0.6259 0.6298 0.6301 0.6310 0.6312 0.6313 0.6363 0.6371 0.6416 0.6522 0.6522 0.6524 0.6524 0.6524 0.7373 0.7373 0.7373 0.7579 0.7586 0.7586 0.7586 0.7586 0.7653 0.7692 0.7820 0.7820 0.7820 0.7820 0.7820 0.8095 0.8104 0.8104 0.8104 0.8104 0.8104 0.8104 0.8104 0.8104

SumUY Unitless 0.0120 0.5476 0.5518 0.5537 0.5627 0.5628 0.5628 0.5628 0.5628 0.6569 0.6569 0.6600 0.6603 0.6603 0.6604 0.6604 0.6604 0.6604 0.6604 0.6605 0.6605 0.6607 0.6651 0.6653 0.6653 0.8070 0.8098 0.8510 0.8510 0.8510 0.8511 0.8719 0.8719 0.8832 0.8832 0.8832 0.8832 0.8837 0.8841 0.8841 0.8841 0.8857 0.8857 0.8860 0.8860 0.8876 0.8876 0.8876 0.8876 0.8876 0.8880 0.8880 0.8881

SumUZ Unitless 0.0000 0.0000 0.0000 0.0002 0.0003 0.0303 0.1577 0.1577 0.3055 0.3055 0.3295 0.3296 0.3297 0.3297 0.3297 0.3670 0.3686 0.3843 0.3843 0.3844 0.3845 0.3845 0.3858 0.3933 0.4303 0.4303 0.4303 0.4303 0.5040 0.5130 0.5130 0.5135 0.5135 0.5143 0.5343 0.5343 0.5343 0.5422 0.5424 0.5447 0.5447 0.5447 0.5448 0.5519 0.5526 0.5607 0.5608 0.5817 0.6026 0.6027 0.6028 0.6029 0.6032

MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL MODAL

Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode Mode

54.0000 55.0000 56.0000 57.0000 58.0000 59.0000 60.0000 61.0000 62.0000 63.0000 64.0000 65.0000 66.0000 67.0000 68.0000 69.0000 70.0000 71.0000 72.0000 73.0000 74.0000 75.0000 76.0000 77.0000 78.0000 79.0000 80.0000

0.1126 0.1044 0.1029 0.0990 0.0968 0.0955 0.0938 0.0924 0.0885 0.0884 0.0873 0.0866 0.0863 0.0844 0.0832 0.0825 0.0823 0.0816 0.0799 0.0785 0.0765 0.0750 0.0728 0.0705 0.0699 0.0688 0.0674

0.0000 0.0000 0.0079 0.0000 0.0000 0.0000 0.0002 0.0000 0.0000 0.0000 0.0001 0.0001 0.0001 0.0004 0.0009 0.0000 0.0000 0.0006 0.0003 0.0536 0.0056 0.0007 0.0005 0.0022 0.0000 0.0033 0.0001

0.0001 0.0029 0.0001 0.0000 0.0068 0.0000 0.0095 0.0000 0.0000 0.0000 0.0009 0.0003 0.0020 0.0003 0.0005 0.0000 0.0000 0.0003 0.0000 0.0000 0.0000 0.0000 0.0001 0.0000 0.0001 0.0000 0.0000

0.0003 0.0001 0.0002 0.0000 0.0143 0.0009 0.0087 0.0006 0.0000 0.0000 0.0008 0.0004 0.0018 0.0000 0.0000 0.0000 0.0000 0.0000 0.0018 0.0003 0.0008 0.0035 0.0000 0.0003 0.0012 0.0000 0.0000

0.8104 0.8104 0.8183 0.8183 0.8183 0.8183 0.8185 0.8185 0.8185 0.8185 0.8186 0.8187 0.8188 0.8191 0.8201 0.8201 0.8201 0.8207 0.8210 0.8746 0.8802 0.8809 0.8814 0.8836 0.8837 0.8869 0.8870

0.8881 0.8910 0.8912 0.8912 0.8980 0.8980 0.9075 0.9075 0.9075 0.9075 0.9084 0.9087 0.9107 0.9110 0.9114 0.9114 0.9114 0.9117 0.9117 0.9117 0.9117 0.9117 0.9118 0.9118 0.9119 0.9119 0.9119

0.6034 0.6035 0.6037 0.6037 0.6180 0.6189 0.6276 0.6283 0.6283 0.6283 0.6291 0.6295 0.6313 0.6313 0.6313 0.6313 0.6313 0.6313 0.6331 0.6334 0.6343 0.6377 0.6377 0.6380 0.6392 0.6393 0.6393

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Section B‐4‐2:

Model Analysis Deformations

Remarks: 1‐All deformations are without any load factor.

2‐All horizontal deformations are absolute values (including foundation rotation effects).

3‐All beams vertical deformations are relative to beam ends unless noted.

Note: also refer to (Appendix‐III) For Table of Joints Displacement.

SAP2000

6/27/09 13:22:44

Modal Deformed Shape

SAP2000 v10.1.0 - File:49C&D - Deformed Shape (MODAL) - Mode 1 - Period 0.65470 - KN, m, C Units

SAP2000

6/27/09 13:23:16

Modal Deformed Shape

SAP2000 v10.1.0 - File:49C&D - Deformed Shape (MODAL) - Mode 2 - Period 0.29460 - KN, m, C Units

SAP2000

6/27/09 13:23:46

Modal Deformed Shape

SAP2000 v10.1.0 - File:49C&D - Deformed Shape (MODAL) - Mode 3 - Period 0.26009 - KN, m, C Units

SAP2000

4/14/09 15:36:53

H

Uz= -6.09 mm

G 4 Deformed Shape 3 SAP2000 v10.1.0 - File:49C&D - Deformed Shape (DEFLECTION) - KN, m, C Units

Bottom Cord of 49C Conveyor Load Case: DEFLECTION(DL+LL)

SAP2000

4/15/09 15:03:52

Uz= -15.88 mm

Uz= -3.64 mm

Deformed Shape Roof of 49C Conveyor Load Case: DEFLECTION(DL+LL)

SAP2000 v10.1.0 - File:49C&D - Deformed Shape (DEFLECTION) - KN, m, C Units

SAP2000

4/14/09 15:51:29

F

A

-9.15 mm

4 -1.39 mm

Deformed Shape

3 SAP2000 v10.1.0 - File:49C&D - Deformed Shape (DEFLECTION) - KN, m, C Units

Level: +41.300 (Silo 1) Load Case: DEFLECTION(DL+LL)

SAP2000

4/14/09 15:54:49

F

-10.4 mm

A

11.29 mm

4

Deformed Shape

3 SAP2000 v10.1.0 - File:49C&D - Deformed Shape (DEFLECTION) - KN, m, C Units

Level: +46.300 (Silo 1) Load Case: DEFLECTION(DL+LL)

SAP2000 Deformed Shape

4/14/09 15:59:16

F

Roof (Silo 1) Load Case: DEFLECTION(DL+LL)

A

-3.51 mm

4 -7.9 mm

3

SAP2000 v10.1.0 - File:49C&D - Deformed Shape (DEFLECTION) - KN, m, C Units

SAP2000

4/14/09 16:19:08

M

-9.71 mm -11.03 mm

H -4.07 mm

4

3

Deformed Shape Roof (Silo 2) Load Case: DEFLECTION(DL+LL) SAP2000 v10.1.0 - File:49C&D - Deformed Shape (DEFLECTION) - KN, m, C Units

SAP2000

6/27/09 13:24:25

Ux=2.41 mm Ux=8 mm

Ux=7.05E-04 mm

Deformed Shape Load Case :SpecX SAP2000 v10.1.0 - File:49C&D - Deformed Shape (SpecX) - KN, m, C Units

SAP2000

6/27/09 13:25:07

Uy=3.26 mm

Uy=18.84 mm

Uy=6.51 mm

Deformed Shape Load Case :SpecY SAP2000 v10.1.0 - File:49C&D - Deformed Shape (SpecY) - KN, m, C Units

SAP2000

6/27/09 13:26:10

Ux=7.29E-04 mm

Ux=16 mm Ux=3.43E-04 mm

Deformed Shape Load Case :WXP SAP2000 v10.1.0 - File:49C&D - Deformed Shape (WXP) - KN, m, C Units

SAP2000

6/27/09 13:26:52

Uy=9.69E-04 mm Uy=5.12 mm Uy=2.85 mm

Deformed Shape Load Case :WYP SAP2000 v10.1.0 - File:49C&D - Deformed Shape (WYP) - KN, m, C Units

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Section B‐4‐3:

Model Analysis Internal Forces

Remarks: 1‐All internal forces in steel parts are without any load factor.

2‐All internal forces in concrete parts are with related load factors.

Note: also refer to (Appendix‐IV) For Table of internal forces.

SAP2000

4/14/09 15:48:16

H

22 KN.m

G

4 Major Bending Moment Diagram 3 SAP2000 v10.1.0 - File:49C&D - Moment 3-3 Diagram (PASD) - KN, m, C Units

Level: Bottom Cord of 49C Conveyor

SAP2000

4/14/09 15:48:45

H

G 22 KN

4

Major Shear Force Diagram

3 SAP2000 v10.1.0 - File:49C&D - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

Level: Bottom Cord of 49C Conveyor

SAP2000

4/15/09 12:17:18

147 KN

238.5 KN

G

H

51 KN

Axial Force Diagram Axis '3', 49C Conveyor

SAP2000 v10.1.0 - File:49C&D - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/15/09 12:18:03

242 KN

G

146 KN

H

53.5 KN

Axial Force Diagram Axis '4', 49C Conveyor

SAP2000 v10.1.0 - File:49C&D - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/15/09 12:00:02

H

3.27 KN.m

G Major Bending Moment Diagram

4

Roof of 49C Conveyor

3 SAP2000 v10.1.0 - File:49C&D - Moment 3-3 Diagram (PASD) - KN, m, C Units

SAP2000

4/15/09 12:00:56

H 3.32 KN.m

G

4

Major Shear Force Diagram Roof of 49C Conveyor

3 SAP2000 v10.1.0 - File:49C&D - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

SAP2000

4/15/09 12:03:55

H

26 KN

G

4

Axial Force Diagram Roof of 49C Conveyor

3 SAP2000 v10.1.0 - File:49C&D - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/14/09 15:52:13

F

-10.6 KN.m

A 4 15.87 KN.m

Major Bending Moment Diagram Level: +41.300 (Silo 1)

3 SAP2000 v10.1.0 - File:49C&D - Moment 3-3 Diagram (PASD) - KN, m, C Units

SAP2000

4/14/09 15:51:53

F

-9.93 mm

A 4

13.20 KN.m

Major Shear Force Diagram Level: +41.300 (Silo 1)

3 SAP2000 v10.1.0 - File:49C&D - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

SAP2000

4/14/09 15:55:18

F 204 KN.m

A

4 91 KN.m

3 SAP2000 v10.1.0 - File:49C&D - Moment 3-3 Diagram (PASD) - KN, m, C Units

Major Bending Moment Diagram Level: +46.300 (Silo 1)

SAP2000

4/14/09 15:55:38

136 KN

F

A

4 45 KN

3 SAP2000 v10.1.0 - File:49C&D - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

Major Shear Force Diagram Level: +46.300 (Silo 1)

SAP2000 Major Bending Moment Diagram

4/14/09 16:00:09

F

Roof (Silo 1)

A 11.5 KN.m

4

54 KN.m

3

SAP2000 v10.1.0 - File:49C&D - Moment 3-3 Diagram (PASD) - KN, m, C Units

SAP2000

4/14/09 15:59:43

Major Shear Force Diagram

F

Roof (Silo 1)

A 10.7 KN

4

3 12.5 KN SAP2000 v10.1.0 - File:49C&D - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

SAP2000 Major Bending Moment Diagram

4/14/09 16:19:40

Roof (Silo 2)

M

H 13 KN.m

4

3 66 KN.m

SAP2000 v10.1.0 - File:49C&D - Moment 3-3 Diagram (PASD) - KN, m, C Units

SAP2000

4/14/09 16:20:06

Major Shear Force Diagram Roof (Silo 2)

15 KN

M

H 4

11 KN

3

SAP2000 v10.1.0 - File:49C&D - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

SAP2000

4/15/09 7:54:42

F

A

193 KN

49 KN 499 KN

366 KN

Axial Force Diagram Axis "1~3" SAP2000 v10.1.0 - File:49C&D - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/15/09 9:56:42

A

F

183 KN

70 KN 506 KN

Axial Force Diagram Axis "4~6"

SAP2000 v10.1.0 - File:49C&D - Axial Force Diagram (PASD) - KN, m, C Units

381 KN

SAP2000

4/15/09 8:28:27

45 KN (TENSION) 34 KN (COMPRESSION)

6

1

38 KN

61 KN

61 KN

Axial Force Diagram Axis "G~I"

SAP2000 v10.1.0 - File:49C&D - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/15/09 9:22:37

34 KN (TENSION) 29 KN (COMPRESSION)

6

1

27 KN

61 KN

51 KN

Axial Force Diagram Axis "J~L"

SAP2000 v10.1.0 - File:49C&D - Axial Force Diagram (PASD) - KN, m, C Units

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Section B‐5:

Design

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Section B‐5‐1:

Design Frames (Columns, Beams, Bracings)

CLIENT:

CONTRACTOR:

CORPORACION VENEZOLANA DE GUAYANA (CVG) (EPS CEMENTO CERRO AZUL, CA)

EHDASSE SANAT CORPORATION

CERRO AZUL 1 MTPY CEMENT PLANT

(CERRO AZUL CEMENT CONSORTIUM)

CONSULTANT:

SANO Project No.

SANO Document No.

Rev.

85-2099

49D–C2–ST-002

A

Section B‐5‐1‐1:

Design Frames (Columns, Beams, Bracings)

Steel Frame Design

Note: also refer to (Appendix‐IV) for Table of Steel Element Design Report.

SAP2000

4/15/09 10:10:39

H

G 4 Steel Design Ratio Level: Bottom Cord of 49C Conveyor

3 0.0

0.5

0.7

SAP2000 v10.1.0 - File:49C&D - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

0.9

1.0

SAP2000

4/15/09 11:53:40

G

H

Steel Design Ratio Axis '3', 49C Conveyor

0.00

500.00

700.00

SAP2000 v10.1.0 - File:49C&D - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

900.00

1000.00

E-3

SAP2000

4/15/09 11:57:08

G

H

Steel Design Ratio Axis '4', 49C Conveyor

0.0

500.0

700.0

SAP2000 v10.1.0 - File:49C&D - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

900.0

1000.0

E-3

SAP2000

4/15/09 12:04:26

H

G 4

Steel Design Ratio Roof of 49C Conveyor

3 0.00

0.50

0.70

SAP2000 v10.1.0 - File:49C&D - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

0.90

1.00

SAP2000

4/15/09 10:42:56

F

A 4

Steel Design Ratio Level: +41.300 (Silo 1)

3 0.0

0.5

0.7

SAP2000 v10.1.0 - File:49C&D - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

0.9

1.0

SAP2000

4/15/09 14:34:32

F

A 4

Steel Design Ratio

3 0.00

Level: +46.300 (Silo 1) 0.50

0.70

SAP2000 v10.1.0 - File:49C&D - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

0.90

1.00

SAP2000

4/15/09 10:48:43

F

Steel Design Ratio Roof (Silo 1)

A 4

3

0.0

0.5

0.7

SAP2000 v10.1.0 - File:49C&D - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

0.9

1.0

SAP2000

4/15/09 11:01:43

M

H 4

3

Steel Design Ratio Roof (Silo 2) 0.0

0.5

0.7

SAP2000 v10.1.0 - File:49C&D - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

0.9

1.0

SAP2000

4/15/09 9:46:12

F

A

Steel Design Ratio Axis "1~3" 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:49C&D - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

SAP2000

4/15/09 9:55:07

F

A

Steel Design Ratio Axis "4~6" 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:49C&D - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

SAP2000

6/29/09 11:25:36

G

L

Steel Design Ratio Axis "1~3"

0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:49C&D - Steel P-M Interaction Ratios (AISC-ASD01) - KN, mm, C Units

SAP2000

6/29/09 11:29:16

G

L

Steel Design Ratio Axis "4~6"

0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:49C&D - Steel P-M Interaction Ratios (AISC-ASD01) - KN, mm, C Units