Cement MIll House Calc. Report by Hamed

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

56A–C2–ST-001

Structural Calculation Report for Cement Mill House Project Document No. :

A4-06107-56A-01-C2ST001

H.Roshanaei Prepared

K.Saberi Checked

S.Sepanji Approved

For Filing Description

30-May-09 A Date 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

56A – C 2 – S T - 0 0 1

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

56A – C 2 – S T - 0 0 1

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

56A – C 2 – S T - 0 0 1

1 Introduction This part prescribes Special Design Criteria required for Structural modeling, analysis and design of Cement Mill House (part 1). For criteria not stated here, General Design Criteria (Document No. A4-06107-000-01-G2ST001) 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 bear on the structure itself and has been performed as General Design Criteria. Cement Mill House (part 1) is a structure in which there are 4 main platforms whose main role is to support the equipments. That is to say as it can be seen at level +11.270 there are 2 Reject Bins with capacity of 50m³ whose loads are the main loads in all platforms. Moreover 2 conveyors located upper than this Bins at level +18.400 have considerable loads. In addition the other conveyors entered at level +23.700 from 53A,B has roughly the same loads. At this level also the other loads imposed on the structure are 2 Bag Filters. But what more important in this structure is the load of the Crane with capacity of 360KN located over the cement mill.

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

56A – C 2 – S T - 0 0 1

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

Figure 1: Location in Plant Site

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

56A – C 2 – S T - 0 0 1

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

Crane

Bucket Elevator

Figure 2: 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

56A – C 2 – S T - 0 0 1

Bag Filters

Air Duct Cement Mills

Figure 3: 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

56A – C 2 – S T - 0 0 1

3 Structural System 3.1 Foundation Substructure system is a mat foundation under the concrete pedestals.

3.2 Super Structure 3.2.1 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.

3.2.2 Lateral loads Lateral loads of structure will be carried by Special Concentrically Braced steel Frame (SCBF) in north-south and east-west directions.

3.2.3 Floors Floors are covered by structural checkered plate at all levels.

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

56A – C 2 – S T - 0 0 1

4 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.

5 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.

6 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

56A – C 2 – S T - 0 0 1

Part B Calculation Report Table of Content

1. 2. 3. 4.

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

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

56A – C 2 – S T - 0 0 1

Section B‐1:

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

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

56A – C 2 – S T - 0 0 1

Crane

Bucket Elevator

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

56A – C 2 – S T - 0 0 1

Bag Filters

Air Duct Cement Mills

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

56A – C 2 – S T - 0 0 1

Section B‐2:

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

List of Model(s) Item

Model File Name

Description

56A.SDB

With Soil Interaction

56A-Fixed Base.SDB

Without Soil Interaction

SAP2000

3D View of Analytical Model

SAP2000 v10.1.0 - File:56A - 3-D View - KN, m, C Units

5/20/09 9:33:45

SAP2000

5/20/09 9:38:07

3D View of Analytical Model

SAP2000 v10.1.0 - File:56A - 3-D View - 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

56A – C 2 – S T - 0 0 1

Section B‐3:

Loads & Load Combinations

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

56A – C 2 – S T - 0 0 1

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:

Not applicable

Checkered plate floors:

8mm (It is calculated by self weight in SAP2000)

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

56A – C 2 – S T - 0 0 1

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 are two Crane in top of the steel structure at level +30.200. Capacity of this Crane is 360KN as it verified in technological drawings. Moreover a monorail can be seen at level +34.270 with capacity of 20KN.

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

56A–C2–ST-001

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: The lateral load resisting system of steel structure is Special Concentrically steel Braced Frames (R = 6). In order to design, Load Combinations explained in Load Combination section is assumed according to Ω0=2 and ρ= 1.3

Importance factor for this department is assumed as 1.0 (I =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. Equipment earthquake loads defined in equipment supplier drawings is applied also for design of equipment connections and supports. These loads are considered as local earthquake loads. 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

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

68.0

1.497

70.0

1.506

72.0

1.515

74.0

1.523

76.0

1.532

78.0

1.540

80.0

1.549

Exposure Category=

qz=(0.613K ztKdV2I)Kz

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

N/m2

600 K z

0.21

Velocity Pressure Exposure Coefficient (Kz) 90 80 70

Height , Z(m)

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

Wind Loading Procedure

0 0.60

0.80

1.00

1.20

1.40

1.60

Seismic Load Evaluation (NonBuilding Structure similar to Building) ( According to ASCE7 ) Structure Cerro Azul Cement Plant Dep. Code: 56A-Part1

X Direction

Design Response

Equivalent Static Method

Characteristics

CS ** =

Spectrum Function 0.068

T (sec)

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

Massx =

1248

Ton

CS (Min) *** =

0.030

MassY =

1248

Ton

Thus CSX (Static) =

0.068

Tx dyn* =

1.26

sec

V X (Static) =

829

Ty dyn* =

0.95

sec

1.0

Rx=

Ry=

Modal Response Spectrum Method (With Soil Interaction)

Site Characteristics

V X (Spec) † =

624

Thus CSX (Spec) =

0.051

0.6

0.730

[ VX (Spec) / VX (Static) ]††

75%

0.7

0.730

SS=

1.00

Modal Response Spectrum Method

0.8

0.638

S1 =

0.51

(Without Soil Interaction)

0.9

0.567

1.0

0.510

1.1

0.464

1.2

0.425

1.3

0.392

SDS=

0.73

V X (Spec-Fixed Based) ††† =

715

SD1 =

0.51

[ VX (Spec) / VX (Spec-Fixed Base) ]††††

87%

Site Class

Seismic Design Category

Y Direction

1.4

0.364

0.090

1.5

0.340

Equivalent Static Method Note: * refer to Section B‐4‐1 / Effective Periods ** acc. to ASCE7‐05 / Sec.12.8.1.1 (T=T dyn) *** acc. to ASCE7‐05 /Similar to Nonbuilding structure as absolute Minimum using Eq.15.4‐1

CS (Min) *** =

0.030

1.6

0.319

Thus CSY (Static) =

0.090

1.7

0.300

V Y (Static) =

1101

1.8

0.283

1.9

0.268

Modal Response Spectrum Method † refer to Section B‐4‐1 / Table‐Base Reaction †† only for information ††† refer to Fixed Base model (without soil interaction) †††† is checked to be >70% (acc. to ASCE7‐05/Sec.15.4.1 /7)

V Y (Spec) † =

854

2.0

0.255

Thus CSY (Spec) =

0.070

2.1

0.243

[ VY (Spec) / VY (Static) ]††

78%

2.2

0.232

2.3

0.222

2.4

0.213

2.5

0.204

2.6

0.196

2.7

0.189

2.8

0.182

2.9

0.176

3.0

0.170

3.1

0.165

3.2

0.159

Modal Response Spectrum Method (Without Soil Interaction)

Spectral Response Acceleration ,Sa (g)

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

CS ** =

V Y (Spec-Fixed Based) ††† =

980

[ VY (Spec) / VY (Spec-Fixed Base) ]††††

87%

Design Response Spectrum

0.80 0.70 0.60 0.50

3.3

0.155

0.40

3.4

0.150

0.30

3.5

0.146

0.20

3.6

0.142

0.10

3.7

0.138

0.00

3.8

0.134

3.9

0.131

4.0

0.128

0.0

0.5

1.0

1.5 2.0 Period T (sec)

2.5

3.0

3.5

4.0

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

56A–C2–ST-001

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

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

56A–C2–ST-001

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

1+0.14SDS

1+0.105SDS

0.6

0.6‐0.14SDS

0.75

1+0.14SDS

1+0.105SDS

0.6‐0.14SDS 1.4

1.4

1.2

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

1.2

1.2+0.2SDS

1.2

1.6 1.6 ρ

1.6

0.9‐0.2SDS 1.2

0.9

1.6 ρ

1.6 1.275

1.275

1.2+0.2SDS

1.275

0.6375

1.275 Ω0

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

Ω0

0.73g

1.3

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

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

56A – C 2 – S T - 0 0 1

Section B‐4:

Model Analysis

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

56A – C 2 – S T - 0 0 1

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

UX UY UZ RX RY RZ

STATIC (PERCENT)

DYNAMIC (PERCENT)

99.9046 99.6800 80.2903 93.1748 89.2288 99.7399

90.9778 87.8149 40.9792 46.5496 42.4109 88.4326

EFFECTIVE PERIOD 1.255058 0.944704 0.509565 0.828392 0.932354 1.032760Â

TABLE: Modal Participating Mass Ratios OutputCase StepType StepNum Period Text Text Unitless Sec MODAL Mode 1 1.267 MODAL Mode 2 1.050 MODAL Mode 3 0.950 MODAL Mode 4 0.815 MODAL Mode 5 0.810 MODAL Mode 6 0.528 MODAL Mode 7 0.497 MODAL Mode 8 0.464 MODAL Mode 9 0.443 MODAL Mode 10 0.430 MODAL Mode 11 0.406 MODAL Mode 12 0.402 MODAL Mode 13 0.360 MODAL Mode 14 0.353 MODAL Mode 15 0.318 MODAL Mode 16 0.313 MODAL Mode 17 0.292 MODAL Mode 18 0.286 MODAL Mode 19 0.278 MODAL Mode 20 0.277 MODAL Mode 21 0.275 MODAL Mode 22 0.273 MODAL Mode 23 0.273 MODAL Mode 24 0.270 MODAL Mode 25 0.268 MODAL Mode 26 0.253 MODAL Mode 27 0.251 MODAL Mode 28 0.249 MODAL Mode 29 0.249 MODAL Mode 30 0.248 MODAL Mode 31 0.246 MODAL Mode 32 0.242 MODAL Mode 33 0.239 MODAL Mode 34 0.238 MODAL Mode 35 0.235 MODAL Mode 36 0.223 MODAL Mode 37 0.219 MODAL Mode 38 0.217 MODAL Mode 39 0.216 MODAL Mode 40 0.214 MODAL Mode 41 0.211 MODAL Mode 42 0.209 MODAL Mode 43 0.208 MODAL Mode 44 0.199 MODAL Mode 45 0.194 MODAL Mode 46 0.192 MODAL Mode 47 0.191 MODAL Mode 48 0.189 MODAL Mode 49 0.188 MODAL Mode 50 0.182

UX Unitless 0.719 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.066 0.000 0.000 0.000 0.000 0.057 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.007 0.000 0.001 0.000 0.003 0.001 0.000 0.013 0.001 0.000 0.001 0.000 0.006 0.019 0.000 0.002 0.001 0.005 0.000 0.004 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000

UY Unitless 0.000 0.020 0.745 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.081 0.000 0.005 0.000 0.006 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 0.009 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.000 0.002 0.004 0.000 0.000 0.000 0.000 0.000 0.000

UZ Unitless 0.000 0.000 0.000 0.015 0.007 0.002 0.003 0.007 0.000 0.007 0.000 0.000 0.000 0.000 0.000 0.002 0.000 0.009 0.003 0.001 0.000 0.000 0.031 0.016 0.038 0.008 0.003 0.000 0.012 0.004 0.000 0.003 0.006 0.001 0.205 0.008 0.000 0.000 0.000 0.001 0.000 0.000 0.001 0.000 0.007 0.003 0.006 0.000 0.000 0.000

SumUX Unitless 0.719 0.719 0.719 0.719 0.719 0.719 0.719 0.720 0.786 0.786 0.786 0.786 0.786 0.843 0.843 0.844 0.844 0.844 0.844 0.844 0.844 0.844 0.850 0.850 0.852 0.852 0.855 0.856 0.856 0.869 0.870 0.871 0.872 0.872 0.877 0.896 0.896 0.898 0.899 0.904 0.904 0.908 0.909 0.909 0.909 0.909 0.909 0.910 0.910 0.910

SumUY Unitless 0.000 0.020 0.765 0.765 0.766 0.766 0.766 0.766 0.766 0.766 0.766 0.766 0.847 0.847 0.851 0.851 0.857 0.858 0.858 0.858 0.858 0.858 0.858 0.858 0.858 0.858 0.858 0.858 0.858 0.858 0.859 0.859 0.868 0.868 0.868 0.869 0.869 0.869 0.870 0.871 0.872 0.872 0.874 0.878 0.878 0.878 0.878 0.878 0.878 0.878

SumUZ Unitless 0.000 0.000 0.001 0.015 0.023 0.025 0.028 0.035 0.035 0.042 0.042 0.042 0.042 0.042 0.042 0.044 0.044 0.053 0.056 0.057 0.057 0.057 0.088 0.103 0.141 0.148 0.151 0.151 0.164 0.167 0.167 0.170 0.176 0.177 0.382 0.390 0.390 0.390 0.391 0.392 0.392 0.393 0.393 0.393 0.401 0.404 0.409 0.410 0.410 0.410

TABLE: Base Reactions OutputCase CaseType 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 Dead00 LinStatic EMT LinStatic SpecX LinRespSpec SpecY LinRespSpec EMEZGL LinStatic WXT LinStatic WXNT LinStatic WYT LinStatic WYNT LinStatic WIT LinStatic WIP LinStatic CLV1 LinStatic CLV2 LinStatic CLH LinStatic Null LinStatic DL Combination LL Combination WLXP Combination WLXP Combination WLXNP Combination WLXNP Combination WLYP Combination WLYP Combination WLYNP Combination

StepType Text

Max Max

Max Min Max Min Max Min Max

GlobalFX KN 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ‐829.017 0.000 ‐2324.021 2067.444 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ‐368.352 368.352 0.000 0.000 ‐652.080 0.000 0.000 0.000 0.000 0.000 0.000 0.000 624.389 197.542 0.000 ‐2324.021 2067.444 0.000 0.000 0.000 0.000 0.000 0.000 ‐870.000 0.000 0.000 0.000 ‐2692.373 ‐2692.373 2435.796 2435.796 0.000 0.000 0.000

GlobalFY KN 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ‐1101.294 0.000 0.000 ‐750.019 750.003 0.000 ‐12.000 ‐12.000 0.000 0.000 0.000 0.000 ‐593.568 593.568 0.000 0.000 155.920 0.000 0.000 0.000 0.000 0.000 267.181 854.428 0.000 0.000 0.000 ‐683.830 683.814 0.000 0.000 0.000 0.000 ‐870.000 0.000 ‐12.000 ‐12.000 0.000 0.000 0.000 0.000 ‐1343.587 ‐1343.587 1343.571

GlobalFZ KN 640.800 0.000 7121.356 540.300 0.000 0.000 24342.000 0.000 0.000 ‐186.728 ‐186.728 ‐459.039 ‐459.039 0.000 2254.247 3541.000 0.000 0.000 ‐138.240 138.240 241.920 ‐241.920 ‐16.000 0.000 ‐150.000 0.000 0.000 0.000 31475.177 0.000 58.718 27.585 0.000 ‐1369.336 ‐1369.336 ‐1050.343 ‐1050.343 575.744 ‐575.744 4500.000 4500.000 0.000 0.000 34370.224 11202.656 250.776 ‐900.711 527.256 ‐624.231 358.625 ‐792.863 ‐125.215

GlobalMX KN‐m 256487.024 0.000 2850436.867 216120.000 0.000 0.000 9736800.000 0.003 166213.790 ‐74691.064 ‐74691.077 ‐78136.835 ‐289091.830 0.000 903307.502 1418025.354 0.000 0.000 ‐54751.675 54751.675 180823.714 ‐180823.714 ‐6400.000 0.000 ‐79099.185 0.000 0.000 0.000 12589914.250 0.000 60965.709 136178.034 0.000 ‐547734.520 ‐547734.530 ‐317608.710 ‐522663.410 230297.470 ‐230297.470 1824502.545 1775497.455 134588.987 0.000 13749708.780 4484582.220 100854.731 ‐359740.210 210358.067 ‐250236.872 332984.348 ‐127610.591 ‐239618.074

GlobalMY GlobalMZ KN‐m KN‐m ‐575754.620 0.000 0.000 0.000 ‐6391416.100 0.000 ‐484920.700 0.000 0.000 0.000 0.000 0.000 ‐21821758.500 0.000 ‐125556.683 331785.893 0.000 ‐988517.460 ‐169832.981 929608.590 464396.107 ‐826977.800 411982.871 ‐672699.250 411982.871 672685.094 0.000 0.000 ‐2026553.720 ‐10775.800 ‐3181280.700 ‐10775.800 0.000 0.000 0.000 0.000 71547.586 147340.800 ‐71547.586 ‐147340.800 ‐217240.128 ‐531938.080 217240.128 531938.080 ‐73782.859 260832.000 0.000 0.000 134625.000 142985.314 0.000 0.000 0.000 0.000 0.000 0.000 ‐28219583.300 0.000 0.000 0.000 118057.251 482321.805 44871.457 837518.281 0.000 0.000 891546.618 929608.590 1525775.706 ‐826977.800 942672.670 ‐613295.000 942672.670 613280.840 ‐516724.280 0.000 516724.278 0.000 ‐4033845.000 0.000 ‐4033845.000 0.000 ‐134588.978 ‐431937.200 0.000 0.000 ‐30821891.600 ‐10775.800 ‐10057617.500 ‐10775.800 418438.883 1076949.390 ‐615009.670 1076949.390 909572.799 ‐974318.600 ‐123875.757 ‐974318.600 711467.021 ‐1204637.330 ‐321981.540 ‐1204637.330 1145947.276 1204623.174

WLYNP HL FL TL TL BRL WLXT WLXT WLXNT WLXNT WLYT WLYT WLYNT WLYNT COLBASE COLBASE EMTN CLHN CR1 CR1 CR2 CR2 WIPT WIPT 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‐WXPN A5‐WXPP A5‐WXPP A5‐WXTN A5‐WXTN A5‐WXTP A5‐WXTP A5‐WXYPN A5‐WXYPN A5‐WXYPP A5‐WXYPP A5‐WXYTN A5‐WXYTN

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

Min

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

0.000 0.000 0.000 0.000 0.000 0.000 ‐2692.373 ‐2692.373 2435.796 2435.796 0.000 0.000 0.000 0.000 2435.796 ‐2692.373 0.000 870.000 870.000 ‐870.000 870.000 ‐870.000 0.000 0.000 0.000 870.000 ‐870.000 870.000 ‐870.000 593.393 ‐593.393 0.000 0.000 568.194 ‐568.194 568.194 ‐568.194 179.763 ‐179.763 179.763 ‐179.763 2435.796 2435.796 ‐2692.373 ‐2692.373 2435.796 2435.796 ‐2692.373 ‐2692.373 1826.847 1826.847 ‐2019.280 ‐2019.280 1826.847 1826.847

1343.571 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ‐1277.398 ‐1277.398 1277.382 1277.382 1343.571 ‐1355.587 0.000 870.000 870.000 ‐870.000 870.000 ‐870.000 0.000 0.000 ‐12.000 846.000 ‐894.000 846.000 ‐894.000 ‐13.200 ‐13.200 ‐155.087 128.687 229.935 ‐256.335 229.935 ‐256.335 764.330 ‐790.730 764.330 ‐790.730 ‐12.000 ‐12.000 ‐12.000 ‐12.000 ‐12.000 ‐12.000 ‐12.000 ‐12.000 995.678 995.678 ‐1019.690 ‐1019.690 946.036 946.036

‐1276.703 24342.000 0.000 0.000 0.000 0.000 ‐931.833 ‐2083.320 ‐655.353 ‐1806.840 ‐232.680 ‐1384.167 ‐716.520 ‐1868.007 74414.881 ‐1276.703 0.000 0.000 4500.000 0.000 4500.000 0.000 575.744 ‐575.744 34370.224 74414.881 69914.881 74414.881 69914.881 62163.807 62134.687 62285.747 62012.747 62202.680 62095.813 62202.680 62095.813 62174.349 62124.145 62174.349 62124.145 59239.480 58087.993 58963.000 57811.513 58056.872 56905.384 57780.392 56628.904 59013.755 57286.524 59169.275 57442.044 57683.320 55956.089

‐700213.010 9736800.000 0.000 0.000 0.000 0.000 ‐372188.720 ‐832783.660 ‐262685.388 ‐723280.330 93512.470 ‐367082.470 ‐473189.650 ‐933784.590 29795593.550 ‐700213.010 0.000 ‐134588.987 1824502.545 ‐134588.987 1775497.455 ‐134588.987 230297.470 ‐230297.470 13749708.780 29795593.550 27836502.010 29746588.460 27836502.010 24867303.660 24855655.660 24933459.920 24789499.400 24916958.450 24806000.860 24916958.450 24806000.860 24985401.670 24737557.650 24985401.670 24737557.650 23696866.850 23236271.910 23587363.510 23126768.570 23223823.390 22763228.450 23114320.060 22653725.120 23464563.780 22773671.370 23811888.090 23120995.680 22934602.500 22243710.090

112498.720 1204623.174 ‐21821758.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1479818.482 1076949.390 446369.926 1076949.390 1970952.398 ‐974318.600 937503.842 ‐974318.600 1242156.820 ‐1145233.080 208708.264 ‐1145233.080 1676637.076 1145218.920 643188.519 1145218.920 1145947.276 1204623.174 ‐66735113.000 ‐1215413.130 0.000 0.000 134588.978 431937.200 134588.978 431937.200 ‐4033845.000 ‐431937.200 134588.978 431937.200 ‐4033845.000 ‐431937.200 516724.278 0.000 ‐516724.280 0.000 ‐30821891.600 ‐10775.800 ‐62566679.000 410385.600 ‐66735113.000 ‐453488.800 ‐62566679.000 410385.600 ‐66735113.000 ‐453488.800 ‐55658697.000 ‐249210.500 ‐55792982.000 225503.740 ‐55848348.000 ‐141970.016 ‐55603331.000 118263.256 ‐55618407.000 427059.463 ‐55833271.000 ‐450766.220 ‐55618407.000 427059.463 ‐55833271.000 ‐450766.220 ‐55685006.000 750288.255 ‐55766672.000 ‐773995.020 ‐55685006.000 750288.255 ‐55766672.000 ‐773995.020 ‐51734077.000 ‐985094.400 ‐52767526.000 ‐985094.400 ‐52225211.000 1066173.590 ‐53258660.000 1066173.590 ‐50672698.000 ‐985094.400 ‐51706146.000 ‐985094.400 ‐51163832.000 1066173.590 ‐52197280.000 1066173.590 ‐51102010.000 161952.633 ‐52652183.000 161952.633 ‐51796221.000 ‐106541.755 ‐53346394.000 ‐106541.755 ‐49907958.000 117399.442 ‐51458131.000 117399.442

A5‐WXYTP A5‐WXYTP A5‐WYPN A5‐WYPN A5‐WYPP A5‐WYPP A5‐WYTN A5‐WYTN A5‐WYTP 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‐WXPN A6‐WXPP A6‐WXPP A6‐WXTN A6‐WXTN A6‐WXTP A6‐WXTP A6‐WXYPN A6‐WXYPN A6‐WXYPP A6‐WXYPP A6‐WXYTN A6‐WXYTN A6‐WXYTP A6‐WXYTP A6‐WYPN A6‐WYPN A6‐WYPP A6‐WYPP A6‐WYTN A6‐WYTN A6‐WYTP A6‐WYTP A7‐WXPN A7‐WXPN A7‐WXPP A7‐WXPP A7‐WXTN A7‐WXTN A7‐WXTP A7‐WXTP A7‐WXYPN

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 Min 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

‐2019.280 ‐2019.280 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 445.045 ‐445.045 0.000 0.000 426.145 ‐426.145 426.145 ‐426.145 134.822 ‐134.822 134.822 ‐134.822 1826.847 1826.847 ‐2019.280 ‐2019.280 1826.847 1826.847 ‐2019.280 ‐2019.280 1370.136 1370.136 ‐1514.460 ‐1514.460 1370.136 1370.136 0.000 ‐1514.460 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2435.796 2435.796 ‐2692.373 ‐2692.373 2435.796 2435.796 ‐2692.373 ‐2692.373 1826.847

‐970.048 ‐970.048 1331.571 1331.571 ‐1355.587 ‐1355.587 1265.382 1265.382 ‐1289.398 ‐1289.398 ‐21.960 ‐21.960 ‐128.375 ‐128.375 160.391 ‐204.311 160.391 ‐204.311 561.187 ‐605.107 561.187 ‐605.107 ‐21.000 ‐21.000 ‐21.000 ‐21.000 ‐21.000 ‐21.000 ‐21.000 ‐21.000 734.759 734.759 ‐776.768 ‐776.768 697.527 697.527 0.000 ‐718.536 986.678 986.678 ‐1028.690 ‐1028.690 937.036 937.036 ‐979.048 ‐979.048 ‐7.200 ‐7.200 ‐7.200 ‐7.200 ‐7.200 ‐7.200 ‐7.200 ‐7.200 1000.478

57838.840 56111.609 58587.009 57435.522 59070.849 57919.362 57995.705 56844.218 58479.545 57328.058 69874.755 69852.915 69966.210 69966.210 69903.910 69823.760 69903.910 69823.760 69882.661 69845.008 69882.661 69845.008 67509.659 66646.043 67302.299 66438.683 66622.702 65759.087 66415.342 65551.727 67340.365 66044.941 67457.005 66161.581 66342.539 65047.115 34370.224 ‐1171.868 67020.305 66156.690 67383.185 66519.570 66576.827 65713.212 66939.707 66076.092 45491.391 44339.903 45214.911 44063.423 44308.782 43157.295 44032.302 42880.815 45265.665

23277501.590 22586609.180 23246890.710 22786295.770 23819493.130 23358898.190 23013319.130 22552724.190 23580021.250 23119426.310 27954290.150 27945554.150 28003907.340 28003907.340 27991531.240 27908313.050 27991531.240 27908313.050 28042863.660 27856980.640 28042863.660 27856980.640 27007714.000 26662267.790 26925586.490 26580140.290 26652931.400 26307485.200 26570803.900 26225357.700 26833486.690 26315317.390 27093979.930 26575810.620 26436015.740 25917846.430 13749708.780 ‐468440.810 26670231.890 26324785.690 27099683.710 26754237.500 26495053.210 26149607.000 26920079.800 26574633.590 18196983.340 17736388.400 18087480.000 17626885.060 17723939.880 17263344.940 17614436.540 17153841.600 17964680.260

‐50602169.000 ‐52152341.000 ‐51497703.000 ‐52531151.000 ‐51932183.000 ‐52965632.000 ‐50967013.000 ‐52000462.000 ‐51401493.000 ‐52434942.000 ‐62602258.000 ‐62702971.000 ‐62744496.000 ‐62744496.000 ‐62572040.000 ‐62733189.000 ‐62572040.000 ‐62733189.000 ‐62621990.000 ‐62683239.000 ‐62621990.000 ‐62683239.000 ‐59504684.000 ‐60279770.000 ‐59873034.000 ‐60648120.000 ‐58708649.000 ‐59483735.000 ‐59076999.000 ‐59852086.000 ‐59030633.000 ‐60193263.000 ‐59551291.000 ‐60713921.000 ‐58135094.000 ‐59297724.000 832397.896 ‐30821891.600 ‐59327403.000 ‐60102489.000 ‐59653263.000 ‐60428349.000 ‐58929385.000 ‐59704472.000 ‐59255246.000 ‐60030332.000 ‐39405321.000 ‐40438769.000 ‐39896455.000 ‐40929903.000 ‐38343941.000 ‐39377390.000 ‐38835075.000 ‐39868524.000 ‐38773253.000

‐61988.564 ‐61988.564 1193847.374 1193847.374 ‐1215413.130 ‐1215413.130 1134443.120 1134443.120 ‐1156008.880 ‐1156008.880 ‐197737.554 158298.126 ‐117307.191 ‐117307.191 309464.918 ‐348904.350 309464.918 ‐348904.350 551886.513 ‐591325.940 551886.513 ‐591325.940 ‐749596.600 ‐749596.600 788854.392 788854.392 ‐749596.600 ‐749596.600 788854.392 788854.392 110688.675 110688.675 ‐90682.116 ‐90682.116 77273.782 77273.782 605784.032 ‐644193.600 884609.731 884609.731 ‐922335.650 ‐922335.650 840056.540 840056.540 ‐877782.460 ‐877782.460 ‐980784.080 ‐980784.080 1070483.910 1070483.910 ‐980784.080 ‐980784.080 1070483.910 1070483.910 166262.953

A7‐WXYPN A7‐WXYPP A7‐WXYPP A7‐WXYTN A7‐WXYTN A7‐WXYTP A7‐WXYTP A7‐WYPN A7‐WYPN A7‐WYPP A7‐WYPP A7‐WYTN A7‐WYTN A7‐WYTP 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 AF6‐SYPP AF6‐SYPN AF6‐SYPN AF6‐EXLP AF6‐EXLN AF6‐EYLP AF6‐EYLN

Min 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 Min Max Min Max Min Max Min Max Min

Max Min Max Min Max Min Max Min

1826.847 ‐2019.280 ‐2019.280 1826.847 1826.847 ‐2019.280 ‐2019.280 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 593.393 ‐593.393 0.000 0.000 568.194 ‐568.194 568.194 ‐568.194 179.763 ‐179.763 179.763 ‐179.763 326.250 ‐326.250 326.250 ‐326.250 874.145 ‐874.145 874.145 ‐874.145 276.559 ‐276.559 276.559 ‐276.559 ‐912.912 912.912 0.000 0.000 655.608 ‐655.608 655.608 ‐655.608 207.419 ‐207.419 207.419 ‐207.419 ‐684.684 684.684 0.000 0.000

1000.478 ‐1014.890 ‐1014.890 950.836 950.836 ‐965.248 ‐965.248 1343.571 ‐7.200 ‐1350.787 ‐1350.787 1270.182 1270.182 ‐1284.598 ‐1284.598 ‐6.000 ‐6.000 ‐147.887 135.887 237.135 ‐249.135 237.135 ‐249.135 771.530 ‐783.530 771.530 ‐783.530 305.250 ‐347.250 305.250 ‐347.250 360.854 ‐387.254 360.854 ‐387.254 1183.000 ‐1209.400 1183.000 ‐1209.400 ‐13.200 ‐13.200 205.088 ‐231.488 258.580 ‐302.500 258.580 ‐302.500 875.190 ‐919.110 875.190 ‐919.110 ‐21.960 ‐21.960 141.756 ‐185.676

43538.434 45421.185 43693.954 43935.231 42208.000 44090.751 42363.520 24342.000 ‐1276.703 45322.759 44171.272 44247.615 43096.128 44731.455 43579.968 41541.672 41512.552 41663.612 41390.612 41580.546 41473.679 41580.546 41473.679 41552.215 41502.010 41552.215 41502.010 62716.217 61028.717 62716.217 61028.717 62231.452 62067.042 62231.452 62067.042 62187.866 62110.628 62187.866 62110.628 62126.847 62171.647 61939.247 62359.247 69925.489 69802.181 69925.489 69802.181 69892.799 69834.871 69892.799 69834.871 69847.035 69880.635 69706.335 70021.335

17273787.850 18312004.580 17621112.170 17434718.990 16743826.580 17777618.080 17086725.670 9736800.000 ‐700213.010 18319609.620 17859014.680 17513435.620 17052840.680 18080137.740 17619542.800 16617478.390 16605830.390 16683634.650 16539674.130 16667133.180 16556175.600 16667133.180 16556175.600 16735576.400 16487732.380 16735576.400 16487732.380 25099933.900 24365274.580 25081556.990 24365274.580 24946831.650 24776127.670 24946831.650 24776127.670 25052128.910 24670830.410 25052128.910 24670830.410 24852519.660 24870439.660 24750740.800 24972218.520 28013936.140 27885908.150 28013936.140 27885908.150 28092909.080 27806935.210 28092909.080 27806935.210 27943202.150 27956642.150 27866868.000 28032976.290

‐40323426.000 ‐39467464.000 ‐41017637.000 ‐37579201.000 ‐39129374.000 ‐38273412.000 ‐39823585.000 1145947.276 ‐21821758.500 ‐39603426.000 ‐40636875.000 ‐38638256.000 ‐39671705.000 ‐39072737.000 ‐40106185.000 ‐37165562.000 ‐37299847.000 ‐37355213.000 ‐37110196.000 ‐37125272.000 ‐37340136.000 ‐37125272.000 ‐37340136.000 ‐37191871.000 ‐37273537.000 ‐37191871.000 ‐37273537.000 ‐54680953.000 ‐56244115.000 ‐54680953.000 ‐56244115.000 ‐55560559.000 ‐55891119.000 ‐55560559.000 ‐55891119.000 ‐55663019.000 ‐55788659.000 ‐55663019.000 ‐55788659.000 ‐55829135.000 ‐55622543.000 ‐55537364.000 ‐55914314.000 ‐62528654.000 ‐62776575.000 ‐62528654.000 ‐62776575.000 ‐62605500.000 ‐62699730.000 ‐62605500.000 ‐62699730.000 ‐62730087.000 ‐62575143.000 ‐62511258.000 ‐62793971.000

166262.953 ‐102231.435 ‐102231.435 121709.762 121709.762 ‐57678.244 ‐57678.244 1204623.174 ‐6465.480 ‐1211102.810 ‐1211102.810 1138753.440 1138753.440 ‐1151698.560 ‐1151698.560 ‐242745.020 231969.220 ‐135504.536 124728.736 433524.943 ‐444300.740 433524.943 ‐444300.740 756753.735 ‐767529.540 756753.735 ‐767529.540 143118.800 ‐180834.100 143118.800 ‐180834.100 663397.148 ‐687103.910 663397.148 ‐687103.910 1160672.213 ‐1184378.970 1160672.213 ‐1184378.970 353311.420 ‐377018.180 188326.060 ‐212032.820 486718.182 ‐526157.610 486718.182 ‐526157.610 859674.481 ‐899113.910 859674.481 ‐899113.910 254153.886 ‐293593.314 130414.866 ‐169854.294

AF8‐SXPP AF8‐SXPP AF8‐SXPN AF8‐SXPN AF8‐SYPP AF8‐SYPP AF8‐SYPN AF8‐SYPN AF8‐EXLP AF8‐EXLN AF8‐EYLP AF8‐EYLN U1 U2‐CR1 U2‐CR1 U2‐CR2 U2‐CR2 U4‐WXPN U4‐WXPN U4‐WXPP U4‐WXPP U4‐WXTN U4‐WXTN U4‐WXTP U4‐WXTP U4‐WXYPN U4‐WXYPN U4‐WXYPP U4‐WXYPP U4‐WXYTN U4‐WXYTN U4‐WXYTP U4‐WXYTP U4‐WYPN U4‐WYPN U4‐WYPP U4‐WYPP U4‐WYTN U4‐WYTN U4‐WYTP U4‐WYTP U5‐EXLN U5‐EXLP U5‐EYLN U5‐EYLP U5‐SXPN U5‐SXPN U5‐SXPP U5‐SXPP U5‐SYPN U5‐SYPN U5‐SYPP U5‐SYPP U6‐WXPN U6‐WXPN

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 Min Max Min Max Min Max Min Max Min Max Min

Max Min Max Min Max Min Max Min Max Min

874.145 ‐874.145 874.145 ‐874.145 276.559 ‐276.559 276.559 ‐276.559 ‐912.912 912.912 0.000 0.000 0.000 1392.000 ‐1392.000 1392.000 ‐1392.000 3897.274 3897.274 ‐4307.798 ‐4307.798 3897.274 3897.274 ‐4307.798 ‐4307.798 2922.956 2922.956 ‐3230.848 ‐3230.848 2922.956 2922.956 ‐3230.848 ‐3230.848 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 847.704 ‐847.704 0.000 0.000 811.706 ‐811.706 811.706 ‐811.706 256.804 ‐256.804 256.804 ‐256.804 3897.274 3897.274

368.054 41609.318 16697006.380 ‐37067424.000 669862.628 ‐380.054 41444.907 16526302.400 ‐37397984.000 ‐680638.430 368.054 41609.318 16697006.380 ‐37067424.000 669862.628 ‐380.054 41444.907 16526302.400 ‐37397984.000 ‐680638.430 1190.200 41565.731 16802303.640 ‐37169884.000 1167137.693 ‐1202.200 41488.493 16421005.140 ‐37295524.000 ‐1177913.490 1190.200 41565.731 16802303.640 ‐37169884.000 1167137.693 ‐1202.200 41488.493 16421005.140 ‐37295524.000 ‐1177913.490 ‐6.000 41504.712 16602694.390 ‐37336000.000 359776.900 ‐6.000 41549.512 16620614.390 ‐37129408.000 ‐370552.700 212.288 41317.112 16500915.530 ‐37044229.000 194791.540 ‐224.288 41737.112 16722393.250 ‐37421179.000 ‐205567.340 ‐15086.120 ‐16.800 48118.314 19249592.290 ‐43150648.000 1358.400 105315.720 42173066.200 ‐87777929.000 660927.280 ‐1425.600 98115.720 39038519.700 ‐94447423.000 ‐721271.760 1358.400 105315.720 42094658.000 ‐87777929.000 660927.280 ‐1425.600 98115.720 39038519.700 ‐94447423.000 ‐721271.760 ‐26.400 53290.535 21320805.660 ‐45588571.000 ‐1582616.520 ‐26.400 51448.156 20583853.760 ‐47242089.000 ‐1582616.520 ‐26.400 52848.167 21145600.330 ‐46374385.000 1699412.264 ‐26.400 51005.788 20408648.420 ‐48027903.000 1699412.264 ‐26.400 51398.362 20563936.140 ‐43890364.000 ‐1582616.520 ‐26.400 49555.982 19826984.230 ‐45543881.000 ‐1582616.520 ‐26.400 50955.994 20388730.800 ‐44676178.000 1699412.264 ‐26.400 49113.614 19651778.900 ‐46329696.000 1699412.264 1585.885 52929.375 20949120.750 ‐44577263.000 252658.733 1585.885 50165.805 19843692.900 ‐47057540.000 252658.733 ‐1638.704 53178.207 21504839.650 ‐45688000.000 ‐176932.288 ‐1638.704 50414.637 20399411.800 ‐48168277.000 ‐176932.288 1506.458 50800.679 20101182.710 ‐42666780.000 181373.628 1506.458 48037.109 18995754.860 ‐45147057.000 181373.628 ‐1559.277 51049.511 20649821.250 ‐43777517.000 ‐105647.183 ‐1559.277 48285.941 19544393.400 ‐46257794.000 ‐105647.183 2123.314 52246.581 20600843.840 ‐45210372.000 1903690.319 2123.314 50404.202 19863891.940 ‐46863889.000 1903690.319 ‐2176.139 53020.725 21517007.710 ‐45905540.000 ‐1951126.490 ‐2176.139 51178.346 20780055.810 ‐47559058.000 ‐1951126.490 2017.411 51300.495 20227129.320 ‐44361268.000 1808643.512 2017.411 49458.115 19490177.410 ‐46014786.000 1808643.512 ‐2070.236 52074.639 21133852.710 ‐45056436.000 ‐1856079.680 ‐2070.236 50232.259 20396900.810 ‐46709954.000 ‐1856079.680 ‐28.200 57623.259 23055009.070 ‐51571253.000 ‐364404.730 ‐28.200 57581.659 23038369.070 ‐51763089.000 313758.470 ‐230.896 57797.459 23149518.020 ‐51842184.000 ‐211204.038 174.496 57407.459 22943860.130 ‐51492159.000 160557.778 347.336 46399.803 18562106.850 153474.426 627018.347 ‐347.336 ‐76.334 ‐79255.421 ‐41609554.000 ‐627018.350 319.136 57678.793 23125944.500 ‐51513697.000 601695.217 ‐375.536 57526.126 22967433.650 ‐51820646.000 ‐652341.480 1082.557 57638.320 23223720.520 ‐51608838.000 1063450.635 ‐1138.957 57566.599 22869657.630 ‐51725504.000 ‐1114096.890 1082.557 57638.320 23223720.520 ‐51608838.000 1063450.635 ‐1138.957 57566.599 22869657.630 ‐51725504.000 ‐1114096.890 ‐10.800 70724.012 28290190.810 ‐61199200.000 ‐1568607.980 ‐10.800 68881.632 27553238.910 ‐62852717.000 ‐1568607.980

U6‐WXPP U6‐WXPP U6‐WXTN U6‐WXTN U6‐WXTP U6‐WXTP U6‐WXYPN U6‐WXYPN U6‐WXYPP U6‐WXYPP U6‐WXYTN U6‐WXYTN U6‐WXYTP U6‐WXYTP U6‐WYPN U6‐WYPN U6‐WYPP U6‐WYPP U6‐WYTN U6‐WYTN U6‐WYTP U6‐WYTP U7‐EXLN U7‐EXLP U7‐EYLN U7‐EYLP U7‐SXPN U7‐SXPN U7‐SXPP U7‐SXPP U7‐SYPN U7‐SYPN U7‐SYPP U7‐SYPP U9‐CR1 U9‐CR1 U9‐CR2 U9‐CR2 UF5‐EXLN UF5‐EXLP UF5‐EYLP UF5‐EYLN UF5‐SXPN UF5‐SXPN UF5‐SXPP UF5‐SXPP UF5‐SYPN UF5‐SYPN UF5‐SYPP UF5‐SYPP UF7‐EXLN UF7‐EXLN UF7‐EXLP UF7‐EYLN UF7‐EYLP

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 Min Max Min Max Min Max Min Max Min

Max Min Max Min Max Min Max Min Max Min

‐4307.798 ‐4307.798 3897.274 3897.274 ‐4307.798 ‐4307.798 2922.956 2922.956 ‐3230.848 ‐3230.848 2922.956 2922.956 ‐3230.848 ‐3230.848 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 847.704 ‐847.704 0.000 0.000 811.706 ‐811.706 811.706 ‐811.706 256.804 ‐256.804 256.804 ‐256.804 554.625 ‐554.625 554.625 ‐554.625 1304.160 ‐1304.160 0.000 0.000 1248.778 ‐1248.778 1248.778 ‐1248.778 395.084 ‐395.084 395.084 ‐395.084 1304.160 0.000 ‐1304.160 0.000 0.000

‐10.800 ‐10.800 ‐10.800 ‐10.800 ‐10.800 ‐10.800 1601.485 1601.485 ‐1623.104 ‐1623.104 1522.058 1522.058 ‐1543.677 ‐1543.677 2138.914 2138.914 ‐2160.539 ‐2160.539 2033.011 2033.011 ‐2054.636 ‐2054.636 ‐9.000 ‐9.000 ‐211.696 193.696 338.336 ‐356.336 338.336 ‐356.336 1101.757 ‐1119.757 1101.757 ‐1119.757 524.925 ‐584.325 524.925 ‐584.325 ‐28.200 ‐28.200 283.640 ‐340.040 506.163 ‐562.563 506.163 ‐562.563 1680.657 ‐1737.057 1680.657 ‐1737.057 0.000 ‐9.000 ‐9.000 ‐320.840 302.840

70281.644 68439.264 68831.838 66989.458 68389.470 66547.090 70362.851 67599.281 70611.683 67848.113 68234.155 65470.586 68482.987 65719.418 69680.058 67837.678 70454.202 68611.822 68733.971 66891.591 69508.115 67665.735 64745.668 64704.068 64919.868 64529.868 64801.202 64648.535 64801.202 64648.535 64760.729 64689.008 64760.729 64689.008 89432.456 86563.706 89432.456 86563.706 57634.459 57570.459 57302.459 57902.459 57719.896 57485.023 57719.896 57485.023 57657.629 57547.290 57657.629 57547.290 38947.200 32.000 64692.868 65024.868 64424.868

28114985.470 27378033.570 27533321.280 26796369.380 27358115.940 26621164.040 27918505.890 26813078.040 28474224.800 27368796.940 27070567.860 25965140.000 27619206.400 26513778.540 27570228.980 26833277.080 28486392.860 27749440.960 27196514.460 26459562.560 28103237.850 27366285.950 25899481.590 25882841.580 25993990.530 25788332.640 25970417.010 25811906.160 25970417.010 25811906.160 26068193.030 25714130.140 26068193.030 25714130.140 35795033.200 34546112.400 35763792.500 34546112.400 23059489.070 23033889.070 22888490.700 23204887.440 23168620.490 22924757.660 23168620.490 22924757.660 23319045.140 22774333.010 23319045.140 22774333.010 15578880.000 12800.000 25878361.580 26049359.960 25732963.210

‐61985014.000 ‐63638532.000 ‐59500992.000 ‐61154510.000 ‐60286806.000 ‐61940324.000 ‐60187892.000 ‐62668168.000 ‐61298629.000 ‐63778905.000 ‐58277409.000 ‐60757685.000 ‐59388146.000 ‐61868422.000 ‐60821000.000 ‐62474518.000 ‐61516169.000 ‐63169687.000 ‐59971897.000 ‐61625414.000 ‐60667065.000 ‐62320583.000 ‐57935315.000 ‐58127150.000 ‐58206245.000 ‐57856220.000 ‐57877758.000 ‐58184707.000 ‐57877758.000 ‐58184707.000 ‐57972899.000 ‐58089565.000 ‐57972899.000 ‐58089565.000 ‐77546674.000 ‐80204050.000 ‐77546674.000 ‐80204050.000 ‐51519605.000 ‐51814737.000 ‐51397921.000 ‐51936421.000 ‐51431057.000 ‐51903286.000 ‐51431057.000 ‐51903286.000 ‐51577428.000 ‐51756914.000 ‐51577428.000 ‐51756914.000 147565.719 ‐34914814.000 ‐58178798.000 ‐58300482.000 ‐57761982.000

1713420.804 1713420.804 ‐1568607.980 ‐1568607.980 1713420.804 1713420.804 266667.273 266667.273 ‐162923.748 ‐162923.748 195382.168 195382.168 ‐91638.643 ‐91638.643 1917698.859 1917698.859 ‐1937117.950 ‐1937117.950 1822652.052 1822652.052 ‐1842071.140 ‐1842071.140 ‐347163.450 330999.750 ‐193962.758 177799.058 618936.497 ‐635100.200 618936.497 ‐635100.200 1080691.915 ‐1096855.610 1080691.915 ‐1096855.610 248689.860 ‐302030.070 248689.860 ‐302030.070 ‐546987.130 496340.870 260647.498 ‐311293.758 939320.481 ‐989966.740 939320.481 ‐989966.740 1649713.431 ‐1700359.690 1649713.431 ‐1700359.690 0.000 ‐521664.000 513582.150 ‐294052.478 277888.778

UF7‐SXPN Combination UF7‐SXPN Combination UF7‐SXPP Combination UF7‐SXPP Combination UF7‐SYPN Combination UF7‐SYPN Combination UF7‐SYPP Combination UF7‐SYPP Combination PASD Combination PASD Combination PASD‐F Combination PASD‐F Combination PUSD Combination PUSD Combination PUSD‐F Combination PUSD‐F Combination DRIFT‐X Combination DRIFT‐X Combination DRIFT‐Y Combination DRIFT‐Y Combination DEFLECTION Combination MASS Combination

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

1248.778 ‐1248.778 1248.778 ‐1248.778 395.084 ‐395.084 395.084 ‐395.084 2435.796 ‐2692.373 912.912 ‐912.912 3897.274 ‐4307.798 1304.160 ‐1304.160 624.389 ‐624.389 197.542 ‐197.542 0.000 0.000

525.363 64842.305 26013093.000 ‐57795118.000 ‐543.363 64607.432 25769230.170 ‐58267347.000 525.363 64842.305 26013093.000 ‐57795118.000 ‐543.363 64607.432 25769230.170 ‐58267347.000 1699.857 64780.038 26163517.650 ‐57941489.000 ‐1717.857 64669.699 25618805.520 ‐58120975.000 1699.857 64780.038 26163517.650 ‐57941489.000 ‐1717.857 64669.699 25618805.520 ‐58120975.000 1343.571 74414.881 29795593.550 1145947.276 ‐1355.587 ‐1276.703 ‐700213.010 ‐66735113.000 1190.200 70021.335 28092909.080 ‐37044229.000 ‐1209.400 41317.112 16421005.140 ‐62793971.000 2138.914 105315.720 42173066.200 153474.426 ‐2176.139 ‐76.334 ‐79255.421 ‐94447423.000 1699.857 65024.868 26163517.650 147565.719 ‐1737.057 32.000 12800.000 ‐58300482.000 267.181 58.718 60965.709 118057.251 ‐267.181 ‐58.718 ‐60965.709 ‐118057.251 854.428 27.585 136178.034 44871.457 ‐854.428 ‐27.585 ‐136178.034 ‐44871.457 ‐24.000 45572.881 18234291.000 ‐40879509.000 ‐24.000 6544.107 2621043.880 ‐5880573.200

956561.761 ‐972725.460 956561.761 ‐972725.460 1666954.711 ‐1683118.410 1666954.711 ‐1683118.410 1204623.174 ‐1215413.130 1167137.693 ‐1184378.970 1917698.859 ‐1951126.490 1666954.711 ‐1700359.690 482321.805 ‐482321.810 837518.281 ‐837518.280 ‐21551.600 ‐21551.600

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

56A–C2–ST-001

Section B‐4‐2:

Model Analysis Deformations Remarks: 1‐All deformations are without any load factor. 2‐Deformations in concrete parts are based on formal crack section properties as follows: Columns ………...... 0.70 Ig Beams .................. 0.35 Ig Slabs ..................... 0.25 Ig

3‐All horizontal deformations are absolute values (including foundation rotation effects). 4‐All beams vertical deformations are relative to beam ends. Note: also refer to (Appendix‐III) For Table of Joints Displacement.

SAP2000

Modal Deformed Shape

SAP2000 v10.1.0 - File:56A - Deformed Shape (MODAL) - Mode 1 - Period 1.26736 - KN, m, C Units

5/20/09 10:14:02

SAP2000

Modal Deformed Shape

SAP2000 v10.1.0 - File:56A - Deformed Shape (MODAL) - Mode 2 - Period 1.04971 - KN, m, C Units

5/20/09 10:15:24

SAP2000

Modal Deformed Shape

SAP2000 v10.1.0 - File:56A - Deformed Shape (MODAL) - Mode 3 - Period 0.95013 - KN, m, C Units

5/20/09 10:16:38

SAP2000

5/20/09 10:20:52

Uz=-8 mm

Uz=-18.5 mm

1 L

Uz=-15 mm

G SAP2000 v10.1.0 - File:56A - Deformed Shape (DEFLECTION) - KN, m, C Units

Deformed Shape Level: +3.700 Load Case: DEFLECTION (LL+DL)

SAP2000

5/20/09 10:28:35

Uz=-8 mm

Uz=-15 mm

1 L

Uz=-4 mm

Deformed Shape G SAP2000 v10.1.0 - File:56A - Deformed Shape (DEFLECTION) - KN, m, C Units

Level: +6.270 Load Case: DEFLECTION (LL+DL)

SAP2000

5/20/09 10:47:25

4 Uz=-8 mm

Uz=-3 mm

2 K

Uz=-8 mm

Uz=-4 mm

Deformed Shape Level: +11.270 Load Case: DEFLECTION (LL+DL)

SAP2000 v10.1.0 - File:56A - Deformed Shape (DEFLECTION) - KN, m, C Units

SAP2000

5/20/09 10:52:00

1 Uz=-2 mm

Uz=-14 mm

Uz=-9 mm

Deformed Shape Level: +14.850 Load Case: DEFLECTION (LL+DL)

SAP2000 v10.1.0 - File:56A - Deformed Shape (DEFLECTION) - KN, m, C Units

SAP2000

5/20/09 10:58:00

3 Uz=-9 mm

Uz=-12 mm

Uz=-11 mm

Uz=-15 mm

G Deformed Shape Level: +18.400 Load Case: DEFLECTION (LL+DL) SAP2000 v10.1.0 - File:56A - Deformed Shape (DEFLECTION) - KN, m, C Units

SAP2000

5/20/09 11:04:18

4 Uz=-13 mm

1 L Uz=-12 mm

Uz=-13 mm Uz=-10 mm

Deformed Shape

Level: +21.000 Load Case: DEFLECTION (LL+DL) SAP2000 v10.1.0 - File:56A - Deformed Shape (DEFLECTION) - KN, m, C Units

SAP2000

5/20/09 12:10:44

4 Uz=-7.019 mm Uz=-13 mm

Uz=-8 mm

Deformed Shape Level: +23.700 Load Case: DEFLECTION (LL+DL) SAP2000 v10.1.0 - File:56A - Deformed Shape (DEFLECTION) - KN, m, C Units

SAP2000

5/20/09 13:18:09

4 Uz=-6 mm

z=-14 mm

Uz=-14 mm z=-14 mm

G Deformed Shape Level: +27.700 Load Case: DEFLECTION (LL+DL) SAP2000 v10.1.0 - File:56A - Deformed Shape (DEFLECTION) - KN, m, C Units

SAP2000

5/20/09 13:23:05

z=-15 mm

H z=-7 mm

Deformed Shape Level: +30.200 Load Case: DEFLECTION (LL+DL) SAP2000 v10.1.0 - File:56A - Deformed Shape (DEFLECTION) - KN, m, C Units

SAP2000

5/20/09 13:29:23

Uz=-2 mm

1 Uz=-6 mm

Deformed Shape Level: +33.000 Load Case: DEFLECTION (LL+DL) SAP2000 v10.1.0 - File:56A - Deformed Shape (DEFLECTION) - KN, m, C Units

SAP2000

5/20/09 13:33:24

Uz=-25 mm

1 T

Uz=-21 mm

Deformed Shape Roof Load Case: DEFLECTION (LL+DL) SAP2000 v10.1.0 - File:56A - Deformed Shape (DEFLECTION) - KN, m, C Units

SAP2000

5/20/09 13:42:28

Ux=41 mm

Deformed Shape Load Case: SPECX

SAP2000 v10.1.0 - File:56A - Deformed Shape (SpecX) - KN, m, C Units

SAP2000

Uy=28 mm

Deformed Shape Load Case: SPECY

SAP2000 v10.1.0 - File:56A - Deformed Shape (SpecY) - KN, m, C Units

5/20/09 13:43:30

SAP2000

5/20/09 13:46:01

Ux=112 mm

Deformed Shape Load Case: WXP SAP2000 v10.1.0 - File:56A - Deformed Shape (WXP) - KN, m, C Units

SAP2000

5/20/09 13:47:19

Uy=20 mm

Deformed Shape Load Case: WYP SAP2000 v10.1.0 - File:56A - 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

56A–C2–ST-001

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

0.15

0.30

0.45

0.60

0.75

0.90

1.05

1.20

1.35

1.50

1.65

SAP2000 v10.1.0 - File:56A - Resultant M11 Diagram (PUSD) - KN, m, C Units

1.80

Level=-1.500 Max M11 (Bot. Rein.) Slab Thick.=1200 mm

Foundation Slab

5/24/09 13:50:57

1.95

2.10 E+3

SAP2000

0.12

0.24

0.36

0.48

0.60

0.72

0.84

0.96

1.08

1.20

1.32

SAP2000 v10.1.0 - File:56A - Resultant M22 Diagram (PUSD) - KN, m, C Units

1.44

Level=-1.500 Max M22 (Bot. Rein.) Slab Thick.=1200 mm

Foundation Slab

5/24/09 13:52:42

1.56

1.68 E+3

Level=-1.500 Min M11 (Top. Rein.) Slab Thick.=1200 mm

5/24/09 13:54:11

Foundation Slab

SAP2000

-1.05 -0.98 -0.90 -0.83 -0.75 -0.68 -0.60 -0.53 -0.45 -0.38 -0.30 -0.23 -0.15 -0.08 E+3 SAP2000 v10.1.0 - File:56A - Resultant M11 Diagram (PUSD) - KN, m, C Units

Level=-1.500 Min M22 (Top. Rein.) Slab Thick.=1200 mm

5/24/09 13:56:52

Foundation Slab

SAP2000

-1.26 -1.17 -1.08 -0.99 -0.90 -0.81 -0.72 -0.63 -0.54 -0.45 -0.36 -0.27 -0.18 -0.09 E+3 SAP2000 v10.1.0 - File:56A - Resultant M22 Diagram (PUSD) - KN, m, C Units

SAP2000

12.

25.

37.

49.

62.

74.

86.

98.

111.

123.

SAP2000 v10.1.0 - File:56A - Resultant V13 Diagram (PUSD) - KN, m, C Units

135.

Level=-1.500 V13 (Shear Force) Slab Thick.=1200 mm

Foundation Slab

5/24/09 14:05:16

148.

160.

SAP2000

12.

25.

37.

49.

62.

74.

86.

98.

111.

123.

SAP2000 v10.1.0 - File:56A - Resultant V23 Diagram (PUSD) - KN, m, C Units

135.

Level=-1.500 V23 (Shear Force) Slab Thick.=1200 mm

Foundation Slab

5/24/09 14:08:45

148.

160.

SAP2000

5/20/09 14:36:18

13 KN.m 5 KN.m

Major Bending Moment Diagram Level: +2.700 -4.20

-3.85

-3.50

-3.15

-2.80

-2.45

-2.10

SAP2000 v10.1.0 - File:56A - Moment 3-3 Diagram (PASD) - KN, m, C Units

-1.75

-1.40

-1.05

-0.70

-0.35

0.00

0.35

SAP2000

5/20/09 14:34:53

1 11 KN

4 KN

Major Shear Force Diagram Level: +2.700 0.40

0.80

1.20

1.60

2.00

2.40

2.80

SAP2000 v10.1.0 - File:56A - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

3.20

3.60

4.00

4.40

4.80

5.20

5.60

SAP2000

5/20/09 14:37:57

97 KN.m

51 KN.m

Major Bending Moment Diagram Level: +3.700 -3.12

-2.88

-2.64

-2.40

-2.16

-1.92

-1.68

SAP2000 v10.1.0 - File:56A - Moment 3-3 Diagram (PASD) - KN, m, C Units

-1.44

-1.20

-0.96

-0.72

-0.48

-0.24

0.00

SAP2000

5/20/09 14:39:30

46 KN

35 KN

Major Shear Force Diagram Level: +3.700 0.45

0.90

1.35

1.80

2.25

2.70

3.15

SAP2000 v10.1.0 - File:56A - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

3.60

4.05

4.50

4.95

5.40

5.85

6.30

SAP2000

5/20/09 14:42:01

243 KN.m

290 KN.m

167 KN.m

Major Bending Moment Diagram Level: +6.270 -2.86

-2.64

-2.42

-2.20

-1.98

-1.76

-1.54

SAP2000 v10.1.0 - File:56A - Moment 3-3 Diagram (PASD) - KN, m, C Units

-1.32

-1.10

-0.88

-0.66

-0.44

-0.22

0.00

E-3

SAP2000

5/20/09 14:44:11

L 115 KN

106 KN

182 KN

Major Shear Force Diagram Level: +6.270 6.72

6.72

SAP2000 v10.1.0 - File:56A - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

6.72

E-3

SAP2000

5/20/09 15:05:05

Major Bending Moment Diagram Level: +11.270

339 KN.m

2 K

695 KN.m

1146 KN.m

H -2.60

-2.40

-2.20

-2.00

-1.80

-1.60

-1.40

SAP2000 v10.1.0 - File:56A - Moment 3-3 Diagram (PASD) - KN, m, C Units

-1.20

-1.00

-0.80

-0.60

-0.40

-0.20

0.00

SAP2000

5/20/09 15:07:44

Major Shear Force Diagram Level: +11.270

266 KN

2 K

252 KN

565 KN

H 0.30

0.60

0.90

1.20

1.50

1.80

2.10

SAP2000 v10.1.0 - File:56A - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

2.40

2.70

3.00

3.30

3.60

3.90

4.20

SAP2000

5/20/09 15:10:39

120 KN.m

301 KN.m

Major Bending Moment Diagram Level: +14.850 -560.

-520.

-480.

-440.

-400.

-360.

-320.

SAP2000 v10.1.0 - File:56A - Moment 3-3 Diagram (PASD) - KN, m, C Units

-280.

-240.

-200.

-160.

-120.

-80.

-40.

E-3

SAP2000

5/20/09 15:12:06

G 77 KN

112 KN

Major Shear Force Diagram Level: +14.850 0.10

0.20

0.30

0.40

0.50

0.60

0.70

SAP2000 v10.1.0 - File:56A - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

0.80

0.90

1.00

1.10

1.20

1.30

1.40

SAP2000

5/20/09 15:20:19

Major Bending Moment Diagram Level: +18.400

332 KN.m

2 L

208 KN.m

G -3.64

-3.38

-3.12

-2.86

-2.60

-2.34

-2.08

SAP2000 v10.1.0 - File:56A - Moment 3-3 Diagram (PASD) - KN, m, C Units

-1.82

-1.56

-1.30

-1.04

-0.78

-0.52

-0.26

E-3

SAP2000

5/20/09 15:22:51

Major Shear Force Diagram Level: +18.400

172 KN

106 KN

G 8.50

8.50

SAP2000 v10.1.0 - File:56A - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

8.50

E-3

SAP2000

5/20/09 15:30:33

Major Bending Moment Diagram Level: +21.000

203 KN.m

1 L

G -5.60

-5.20

-4.80

-4.40

-4.00

-3.60

-3.20

SAP2000 v10.1.0 - File:56A - Moment 3-3 Diagram (PASD) - KN, m, C Units

-2.80

-2.40

-2.00

-1.60

-1.20

-0.80

-0.40

SAP2000

5/20/09 15:32:37

Major Shear Force Diagram 4

Level: +21.000

76 KN

1 L

0.40

0.80

1.20

1.60

2.00

2.40

2.80

SAP2000 v10.1.0 - File:56A - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

3.20

3.60

4.00

4.40

4.80

5.20

5.60

SAP2000

5/20/09 15:36:57

Major Bending Moment Diagram 4

Level: +23.700

253 KN.m

2 G

336 KN.m

-196.

-182.

-168.

-154.

-140.

-126.

-112.

SAP2000 v10.1.0 - File:56A - Moment 3-3 Diagram (PASD) - KN, m, C Units

-98.

-84.

-70.

-56.

-42.

-28.

-14.

SAP2000

5/20/09 15:38:35

Major Shear Force Diagram

Level: +23.700

120 KN

2 G

151 KN

157.

SAP2000 v10.1.0 - File:56A - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

157.

SAP2000

5/20/09 15:40:44

Major Bending Moment Diagram 4

Level: +27.700

100 KN.m

1 L

147 KN.m

G -2.34

-2.16

-1.98

-1.80

-1.62

-1.44

-1.26

SAP2000 v10.1.0 - File:56A - Moment 3-3 Diagram (PASD) - KN, m, C Units

-1.08

-0.90

-0.72

-0.54

-0.36

-0.18

0.00

SAP2000

5/20/09 15:43:16

Major Shear Force Diagram

Level: +27.700 62 KN

1 L

79 KN

G 0.20

0.40

0.60

0.80

1.00

1.20

1.40

SAP2000 v10.1.0 - File:56A - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

1.60

1.80

2.00

2.20

2.40

2.60

2.80

SAP2000

5/20/09 15:45:29

39 KN.m

237 KN.m

166 KN.m

Major Bending Moment Diagram Level: +30.200 -126.

-117.

-108.

-99.

-90.

-81.

-72.

SAP2000 v10.1.0 - File:56A - Moment 3-3 Diagram (PASD) - KN, m, C Units

-63.

-54.

-45.

-36.

-27.

-18.

-9.

E-3

SAP2000

5/20/09 15:47:38

11 KN

88 KN 528 KN

Major Shear Force Diagram Level: +30.200 25.

50.

75.

100.

125.

150.

175.

SAP2000 v10.1.0 - File:56A - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

200.

225.

250.

275.

300.

325.

350.

E-3

SAP2000

5/20/09 15:55:53

Major Bending Moment Diagram Level: +33.000

5 5 KN.m

1 T

A 0.00

0.00

SAP2000 v10.1.0 - File:56A - Moment 3-3 Diagram (PASD) - KN, m, C Units

0.00

SAP2000

5/20/09 15:57:29

Major Shear Force Diagram Level: +33.000

4 2 KN

1 T

A 1.0

2.0

3.0

4.0

5.0

6.0

7.0

SAP2000 v10.1.0 - File:56A - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

8.0

9.0

10.0

11.0

12.0

13.0

14.0

E-18

SAP2000

5/20/09 15:59:23

Major Bending Moment Diagram

ROOF 14 KN.m

1 T

A -14.0

-13.0

-12.0

-11.0

-10.0

-9.0

-8.0

SAP2000 v10.1.0 - File:56A - Moment 3-3 Diagram (PASD) - KN, m, C Units

-7.0

-6.0

-5.0

-4.0

-3.0

-2.0

-1.0

E-3

SAP2000

5/20/09 16:01:06

Major Shear Force Diagram

ROOF

19 KN

A 1.2

2.4

3.6

4.8

6.0

7.2

8.4

SAP2000 v10.1.0 - File:56A - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

9.6

10.8

12.0

13.2

14.4

15.6

16.8

E-3

SAP2000

5/23/09 7:24:43

A T

618 KN 71 KN

Axial Force Diagram Axis '1' SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

5/23/09 7:46:12

1286 KN

164 KN

Axial Force Diagram Axis '2'

SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

5/23/09 7:53:47

A T

74 KN 2449 KN

Axial Force Diagram Axis '2'' SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

5/23/09 7:56:42

457 KN 1979 KN

Axial Force Diagram Axis '3' SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

5/23/09 8:01:08

172 KN 622 KN

Axial Force Diagram Axis '4'

SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

5/23/09 8:04:33

57 KN

41 KN

Axial Force Diagram Axis '5'

SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

5/23/09 8:08:47

65 KN

Axial Force Diagram Axis 'A' 690 KN SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

5/23/09 8:12:26

165 KN

Axial Force Diagram 945 KN

SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

Axis 'B'

SAP2000

5/23/09 8:14:55

165 KN 1286 KN

SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

Axial Force Diagram Axis 'G'

SAP2000

5/23/09 8:27:24

Axial Force Diagram 1882 KN 220 KN SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

Axis 'H'

SAP2000

5/23/09 8:29:33

356 KN

Axial Force Diagram 2449 KN SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

Axis 'J'

SAP2000

5/23/09 8:31:51

Axial Force Diagram Axis 'H' 1525 KN 229 KN SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

5/23/09 8:33:54

Axial Force Diagram 1368 KN 186 KN SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

Axis 'L'

SAP2000

5/23/09 8:37:21

199 KN

Axial Force Diagram 719 KN SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

Axis 'S'

SAP2000

5/23/09 8:38:59

90 KN

Axial Force Diagram 1118 KN SAP2000 v10.1.0 - File:56A - Axial Force Diagram (PASD) - KN, m, C Units

Axis 'T'

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

56A – C 2 – S T - 0 0 1

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

56A – C 2 – S T - 0 0 1

Section B‐5‐1:

Design Foundations

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

56A – C 2 – S T - 0 0 1

Soil Parameters: In order to analyze and design the foundation system, an integrated model has been prepared (including substructure and superstructure) and soil interaction is modeled by springs in accordance with Winkler Method. The vertical stiffness of these springs are considered according to the General Design Criteria (Document No. 000-G2-ST-001) / Section 1.2.5 as Modulus of Subgrade Reaction for foundation. So the following soil main parameters have been considered:

Soil Main Parameters Allowable Bearing Capacity Modulus of Subgrade Reaction

qa = 200 kN/m2 Ks = 4000 kN/m3

SAP2000

5/26/09 16:37:48

Ks:Modulus of subgrade Reaction

(Ks=4000 KN/m3)

Foundation Deflection Level: -1.500

A -28.0 -27.5 -26.9 -26.4 -25.8 -25.3 -24.8 -24.2 -23.7 -23.2 -22.6 -22.1 -21.5 -21.0 E-3 SAP2000 v10.1.0 - File:56A - Deformed Shape (PASD) - KN, m, C Units

SAP2000

5/20/09 14:02:33

Foundation Level: -1.500

Max M11 (Bot. Rein.) Slab Thick.=1200 mm

A 1 -12.7 -10.7

-8.8

T25/200(Min. rein.) -6.8

-4.9

-2.9

-1.0

1.0

2.9

4.9

6.8

SAP2000 v10.1.0 - File:56A - Resultant M11 Diagram (PUSD) - KN, m, C Units

8.8

10.7

12.7 E+3

SAP2000

5/20/09 14:04:20

Min M11 (Top. Rein.) Slab Thick.=1200 mm

Foundation Level: -1.500

A T25/200(Min. rein.) -12.7 -10.7

-8.8

-6.8

-4.9

-2.9

-1.0

1 1.0

2.9

4.9

6.8

SAP2000 v10.1.0 - File:56A - Resultant M11 Diagram (PUSD) - KN, m, C Units

8.8

10.7

12.7 E+3

SAP2000

5/20/09 14:06:10

Foundation Level: -1.500

Max M22 (Bot. Rein.) Slab Thick.=1200 mm

A 1

-12.7 -10.7

-8.8

T25/200(Min. rein.) -6.8

-4.9

-2.9

-1.0

1.0

2.9

4.9

6.8

SAP2000 v10.1.0 - File:56A - Resultant M22 Diagram (PUSD) - KN, m, C Units

8.8

10.7

12.7 E+3

SAP2000

5/20/09 14:08:11

Foundation Level: -1.500

Min M22 (Top. Rein.) Slab Thick.=1200 mm

A T25/200(Min. rein.) -12.7 -10.7

-8.8

-6.8

-4.9

-2.9

1 -1.0

1.0

2.9

4.9

6.8

SAP2000 v10.1.0 - File:56A - Resultant M22 Diagram (PUSD) - KN, m, C Units

8.8

10.7

12.7 E+3

SAP2000

5/20/09 14:12:05

Foundation Level: -1.500

Max V13 (Shear Rein.) Slab Thick.=1200 mm

A 1 -9.40 -7.95 -6.50 -5.06 -3.61 -2.17 -0.72

0.72

2.17

3.61

5.06

SAP2000 v10.1.0 - File:56A - Resultant V13 Diagram (PUSD) - KN, m, C Units

6.50

7.95

9.40 E+3

SAP2000

5/20/09 14:15:13

Max V23 (Shear Rein.) Slab Thick.=1200 mm

Foundation Level: -1.500

A 1 -9.40 -7.95 -6.50 -5.06 -3.61 -2.17 -0.72

0.72

2.17

3.61

5.06

SAP2000 v10.1.0 - File:56A - Resultant V23 Diagram (PUSD) - KN, m, C Units

6.50

7.95

9.40 E+3

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

56A – C 2 – S T - 0 0 1

Section B‐5‐2:

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

56A – C 2 – S T - 0 0 1

Section B‐5‐2‐1:

Design Frames (Columns, Beams, Bracings)

Steel Frame Design

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

SAP2000

5/23/09 8:43:01

Steel Design Ratio Level: +2.700 0.0

0.5

0.7

0.9

1.0

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

5/23/09 8:44:20

1 L

Steel Design Ratio Level: +3.700 0.0

0.5

0.7

0.9

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

1.0

SAP2000 T

5/23/09 8:45:16

Steel Design Ratio Level: +6.270 0.0

0.5

0.7

0.9

1.0

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

5/23/09 8:46:15

Steel Design Ratio Level: +11.270 0.0

0.5

0.7

0.9

1.0

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000 T

6/2/09 9:54:00

Steel Design Ratio Level: +14.850 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - N, mm, C Units

SAP2000

5/23/09 8:49:59

Steel Design Ratio Level: +18.400 0.0

0.5

0.7

0.9

1.0

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

5/23/09 8:51:05

Steel Design Ratio Level: +21.000 0.0

0.5

0.7

0.9

1.0

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000 T

5/23/09 8:52:07

Steel Design Ratio Level: +23.700 0.0

0.5

0.7

0.9

1.0

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

5/23/09 8:52:56

Steel Design Ratio 0.0

0.5

Level: +27.700 0.7

0.9

1.0

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

5/23/09 8:53:53

Steel Design Ratio Level: +30.200 0.0

0.5

0.7

0.9

1.0

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000 T

6/2/09 9:56:40

Steel Design Ratio Level: +33.000 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - N, mm, C Units

SAP2000

6/2/09 10:00:21

Steel Design Ratio ROOF 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

6/3/09 15:50:36

Steel Design Ratio Axis '1' 0.00

0.50

0.70

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

0.90

1.00

SAP2000

6/3/09 15:51:20

Steel Design Ratio Axis '2' 0.00

0.50

0.70

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

0.90

1.00

SAP2000

6/3/09 15:51:40

Steel Design Ratio Axis '2'' 0.00

0.50

0.70

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

0.90

1.00

SAP2000

6/3/09 15:53:01

Steel Design Ratio Axis '3' 0.00

0.50

0.70

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

0.90

1.00

SAP2000

6/3/09 15:53:27

Steel Design Ratio Axis '4' 0.00

0.50

0.70

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

0.90

1.00

SAP2000

6/3/09 15:53:54

Steel Design Ratio Axis '5'

0.00

0.50

0.70

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

0.90

1.00

SAP2000

6/3/09 15:55:08

Steel Design Ratio Axis 'A' 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

6/3/09 15:55:43

Steel Design Ratio 0.00

0.50

Axis 'B' 0.70

0.90

1.00

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

6/3/09 15:56:17

Steel Design Ratio 0.00

0.50

Axis 'G' 0.70

0.90

1.00

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

6/3/09 15:56:53

Steel Design Ratio Axis 'H' 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

6/3/09 15:58:11

Steel Design Ratio Axis 'J' 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

6/3/09 15:58:38

Steel Design Ratio 0.00

0.50

Axis 'K' 0.70

0.90

1.00

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

6/3/09 15:59:11

Steel Design Ratio Axis 'L' 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

6/3/09 15:59:44

Steel Design Ratio Axis 'S' 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units

SAP2000

6/3/09 16:00:15

Steel Design Ratio Axis 'T' 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:56A - Steel P-M Interaction Ratios (AISC-ASD01) - KN, m, C Units