Raw Material Hopper 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

31C–C2–ST-001

Structural Calculation Report for Raw Material Hoppers Project Document No. :

A4-06107-31C-01-C2ST001

H.Roshanaei Prepared

K.Saberi Checked

S.Sepanji Approved

For Filing Description

26-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

31C–C2–ST-001

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

31C–C2–ST-001

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

31C–C2–ST-001

1 Introduction This part prescribes Special Design Criteria required for Structural modeling, analysis and design of Raw Material Hoppers. For criteria not stated here, General Design Criteria (Document No. 000-G2-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. Raw material Hoppers building is a structure for storing and feeding raw materials to process line. There are four Bins including iron ore, silica, correction limestone and limestone/clay. The main part (lower part) of this structure is designed as concrete moment frames up to level +18.890 between axes 2 to 5 and level +15.740 in axis 6. Top level of this concrete part is covered by a thick concrete slab which provides seat for bins. Above this concrete part there is a steel frame structure braced in two directions up to the roof at 38 meters height.

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

31C–C2–ST-001

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

31C–C2–ST-001

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

Iron Ore Hopper

Limestone/Clay Hopper

Weigh Feeders

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

31C–C2–ST-001

A Bag Filters

Correction Limestone Hopper Steel Part

Silica Hopper

Concrete Part

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

31C–C2–ST-001

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

3.2 Super Structure 3.2.1 Gravity loads At lower part of the structure (concrete part) all vertical (gravity) loads, raw material weight and also Equipments are supported by concrete moment frame including concrete slabs at stories levels. Above this part, vertical loads are carried by steel framing with simple connections and bracings.

3.2.2 Lateral loads Lateral loads of structure will be supported by Special Moment Frame (SMF) at concrete lower part. Lateral loads of top steel structure will be resisted by Special Concentrically Braced Frame (SCBF) in north-south and east-west directions.

3.2.3 Floors In concrete part, floor is consisted of a thick concrete slab at main level (+14.240 & +17.390) under the hoppers supports and thin concrete slab under the weigh feeders (+4.100 & +5.600). For the steel structure, floors are consisted of secondary steel beams covered by checkered plate.

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

31C–C2–ST-001

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

31C–C2–ST-001

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) 5‐3. Slabs

Appendices:

I. II. III. IV. V.

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

31C–C2–ST-001

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

31C–C2–ST-001

Iron Ore Hopper

Limestone/Clay Hopper

Weigh Feeders

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

31C–C2–ST-001

Bag Filters

Correction Limestone Hopper Steel Part

Silica Hopper

Concrete Part

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

31C–C2–ST-001

Section B‐2:

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

List of Model(s) Item

Model File Name

Description

31C.SDB

With Soil Interaction

31C-Fixed Base.SDB

Without Soil Interaction

SAP2000

4/28/09 7:49:40

3D View of Analytical Model Without Cladding SAP2000 v10.1.0 - File:31C - Area Sections - KN, m, C Units

SAP2000

4/28/09 7:51:58

3D View of Analytical Model With Cladding SAP2000 v10.1.0 - File:31C - Area Sections - KN, m, C Units

SAP2000

4/28/09 7:56:28

3D View of Analytical Model Without Cladding SAP2000 v10.1.0 - File:31C - Area Sections - KN, m, C Units

SAP2000

4/28/09 7:55:15

3D View of Analytical Model With Cladding SAP2000 v10.1.0 - File:31C - Area Sections - 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

31C–C2–ST-001

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

31C–C2–ST-001

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:

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

31C–C2–ST-001

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 load 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.

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

31C–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 concrete part is Special Moment Frame (Response Modification Coefficient; Rbot=8 and System Overstrength Factor Ω0=3 ), and the lateral load resisting system of Top steel structure is Special Concentrically steel Braced Frames (Response Modification Coefficient; Rtop=6 and System Overstrength Factor Ω0=2 ), Since the top steel structure mass is 8% (less than 10%) of total building mass, the Response Modification Coefficient (R) is assumed equal to 8 for whole structure. But for steel part design, Load Combinations are modified accordingly. 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

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)

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

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: 31C

X Direction

Design Response

Equivalent Static Method

Characteristics

CS ** =

Spectrum Function 0.048

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 =

2832

Ton

CS (Min) *** =

0.030

MassY =

2802

Ton

Thus CSX (Static) =

0.048

Tx dyn* =

1.33

sec

V X (Static) =

1332

Ty dyn* =

1.45

sec

1.0

Rx=

Ry=

Modal Response Spectrum Method (With Soil Interaction)

Site Characteristics

V X (Spec) † =

1157

Thus CSX (Spec) =

0.042

0.6

0.730

[ VX (Spec) / VX (Static) ]††

87%

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) ††† =

1215

SD1 =

0.51

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

95%

Site Class

Seismic Design Category

Y Direction

1.4

0.364

CS ** =

0.044

1.5

0.340

Equivalent Static Method

CS (Min) *** =

0.030

1.6

0.319

Thus CSY (Static) =

0.044

1.7

0.300

V Y (Static) =

1209

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) † =

1025

2.0

0.255

Thus CSY (Spec) =

0.037

2.1

0.243

[ VY (Spec) / VY (Static) ]††

85%

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)

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

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

V Y (Spec-Fixed Based) ††† =

1147

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

89%

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

31C–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

31C–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 PASD PASD‐F PUSD PUSD‐F

1+0.14SDS

1+0.105SDS

0.6

0.7ρ 0.75

0.525ρ

0.6‐0.14SDS

0.75

1+0.14SDS

1+0.105SDS

0.6‐0.14SDS

0.7ρ 0.75

0.375

0.75 0.7Ω0 0.525Ω0

0.75

0.7Ω0

1.4

1.2

1.6

1.2

1.2+0.2SDS

0.9

1.6

0.9‐0.2SDS

1.6

1.2

BRL

1.275

1.2+0.2SDS 0.9‐0.2SDS

1.2

1.6 1.6 ρ 1.6 ρ

1.275

0.6375

1.275 Ω0

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: All A(i) combinations (ASD: Allowable Stress Design Level) have been considered for soil pressure control, deflections control and steel elements design. All U(i) combinations (USD: Ultimate Strength Design Level) have been considered for concrete elements design. All AF(i) combinations (ASDF: Allowable Stress Design Level with Overstrength Effect) have been considered for steel force control elements design. All UF(i) combinations (USDF: Ultimate Strength Design Level with Overstrength Effect) have been considered for force control concrete elements design. In 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 .

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

31C–C2–ST-001

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

31C–C2–ST-001

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)

99.8177 99.9063 75.1413 99.9071 98.6456 99.8382

90.4687 92.8628 62.0147 93.7693 71.8944 90.1471

EFFECTIVE PERIOD 1.331694 1.451665 0.229205 1.451205 1.306674 1.365124

TABLE: Modal Participating Mass Ratios OutputCase StepType StepNum Period Text Text Unitless Sec MODAL Mode 1 1.460 MODAL Mode 2 1.334 MODAL Mode 3 0.997 MODAL Mode 4 0.380 MODAL Mode 5 0.346 MODAL Mode 6 0.318 MODAL Mode 7 0.266 MODAL Mode 8 0.262 MODAL Mode 9 0.251 MODAL Mode 10 0.251 MODAL Mode 11 0.245 MODAL Mode 12 0.241 MODAL Mode 13 0.238 MODAL Mode 14 0.237 MODAL Mode 15 0.232 MODAL Mode 16 0.232 MODAL Mode 17 0.223 MODAL Mode 18 0.221 MODAL Mode 19 0.214 MODAL Mode 20 0.213

UX Unitless 0.002 0.888 0.007 0.002 0.000 0.000 0.002 0.000 0.000 0.000 0.000 0.000 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000

UY Unitless 0.858 0.001 0.030 0.000 0.000 0.000 0.000 0.022 0.000 0.013 0.000 0.001 0.000 0.000 0.001 0.001 0.000 0.000 0.001 0.000

UZ Unitless 0.000 0.000 0.000 0.001 0.000 0.007 0.001 0.000 0.000 0.003 0.036 0.001 0.060 0.000 0.306 0.204 0.001 0.000 0.000 0.001

SumUX Unitless 0.002 0.890 0.897 0.899 0.899 0.899 0.901 0.901 0.901 0.901 0.901 0.901 0.904 0.904 0.904 0.904 0.904 0.904 0.904 0.905

SumUY Unitless 0.858 0.858 0.888 0.888 0.889 0.889 0.889 0.911 0.911 0.924 0.924 0.925 0.925 0.925 0.926 0.927 0.927 0.927 0.929 0.929

SumUZ Unitless 0.000 0.000 0.000 0.001 0.001 0.008 0.008 0.008 0.008 0.011 0.047 0.048 0.108 0.108 0.414 0.618 0.619 0.619 0.619 0.620

TABLE: Base Reactions OutputCase CaseType Text Text Dead00 LinStatic 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 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 EMTN Combination CLHN Combination CR1 Combination CR1 Combination CR2 Combination CR2 Combination WIPT Combination

StepType Text

Max Max

Max Min Max Min Max

GlobalFX KN 1.727E‐06 1.924E‐08 0 2.764E‐07 0 6.075E‐09 0 0 ‐1330.713 ‐1.787E‐06 ‐278.826 308.624 ‐72.291 ‐72.291 ‐2.153E‐08 1.332E‐07 1.237E‐08 0 0.00000136 ‐80 80 ‐7.395E‐08 7.395E‐08 ‐56 0 ‐7.307E‐08 0 0 0 0 1157.467 351.051 0 ‐278.826 308.624 ‐72.291 ‐72.291 ‐66.09 66.09 0 0 0 0 1.858E‐06 1.655E‐06 0 0 0 0 0 0 66.09

GlobalFY KN ‐7.185E‐07 ‐7.725E‐09 0 ‐1.214E‐07 0 ‐2.086E‐09 0 0 ‐1.662E‐06 ‐1207.735 8.67 8.67 ‐721.577 711.915 ‐1.932E‐09 ‐4.688E‐08 1.744E‐09 0 ‐5.205E‐07 ‐8.999E‐08 8.999E‐08 ‐56 56 ‐5.535E‐08 0 ‐56 0 0 0 0 310.594 1025.89 0 11.333 11.333 ‐743.7 736.701 14.932 ‐14.932 0 0 0 0 ‐7.75E‐07 ‐6.422E‐07 0 0 0 0 0 0 14.932

GlobalFZ KN 40615.237 424.641 0 4892.377 0 163.693 0 0 ‐4.077E‐06 1.705E‐06 ‐281.553 ‐281.552 ‐215.185 ‐218.207 300 1508.792 293.355 0 10850 ‐2.105E‐07 2.105E‐07 7.603E‐08 ‐7.603E‐08 ‐1.308E‐07 0 7.504E‐08 0 0 0 0 13.435 17.981 0 ‐40.331 ‐40.331 ‐97.477 ‐94.694 ‐141.929 141.929 0 0 0 0 42848.669 16199.425 0 0 0 0 0 0 141.929

GlobalMX KN‐m 256492.959 2666.2882 0 30540.8394 0 1073.3608 0 0 7.036E‐06 23209.658 ‐2022.9633 ‐2022.9633 13033.8308 ‐15647.375 3240 8711.865 1789.6634 0 59601.5 4.354E‐07 ‐4.354E‐07 1149.04 ‐1149.04 2.598E‐07 0 1105.12 0 0 0 0 5646.9482 18653.9642 0 ‐509.2958 ‐509.2958 14260.5312 ‐15360.408 ‐1212.6502 1212.6502 0 0 0 0 271111.112 93005.3636 0 0 0 0 0 0 1212.6502

GlobalMY KN‐m ‐735726.21 ‐8032.8512 0 ‐96228.572 0 ‐2908.1196 0 0 ‐25648.767 ‐5.285E‐05 ‐950.3284 11623.7037 2616.7814 2780.331 ‐5512.5 ‐31320.705 ‐4415.5429 0 ‐221337.5 ‐1968.64 1968.64 ‐2.205E‐06 2.205E‐06 ‐1177.48 0 ‐2.178E‐06 0 0 0 0 21170.8013 6426.1094 0 ‐5307.9187 7266.1134 590.9216 448.6005 1433.8095 ‐1433.8095 0 0 0 0 ‐780592.27 ‐324889.73 0 0 0 0 0 0 1433.8095

GlobalMZ KN‐m ‐1.908E‐05 ‐2.142E‐07 0 ‐3.236E‐06 0 ‐6.995E‐08 0 0 7987.3473 ‐23941.469 1751.6236 ‐1510.7477 ‐13415.667 13527.6813 ‐3.076E‐07 ‐1.159E‐06 9.5651 0 ‐1.192E‐05 518.04 ‐518.04 ‐689.7384 689.7384 372.42 0 ‐689.7384 0 0 0 0 8653.9427 18912.912 0 1812.2068 ‐1450.1645 ‐13823.322 13995.9197 442.6557 ‐442.6557 0 0 0 0 ‐2.076E‐05 9.5651 0 0 0 0 0 0 442.6557

WIPT WLXP WLXP WLXNP WLXNP WLYP WLYP WLYNP WLYNP WLYNT WLYNT WLYT WLYT WLXT WLXT WLXNT WLXNT HL FL TL 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‐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 A5‐WXYTP A5‐WXYTP

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 Max Min

‐66.09 ‐292.736 ‐424.916 454.713 322.534 ‐6.202 ‐138.381 ‐6.202 ‐138.381 ‐6.202 ‐138.381 ‐6.202 ‐138.381 ‐292.736 ‐424.916 454.713 322.534 0 0 0 0 0 1.858E‐06 3.513E‐06 3.513E‐06 3.513E‐06 3.513E‐06 66.64 ‐66.64 2.131E‐06 1.957E‐06 1377.386 ‐1377.386 1377.386 ‐1377.386 417.75 ‐417.75 417.75 ‐417.75 454.713 322.534 ‐292.736 ‐424.916 454.713 322.534 ‐292.736 ‐424.916 336.384 138.115 ‐224.204 ‐422.472 336.384 138.115 ‐224.204 ‐422.472

‐14.932 23.602 ‐6.262 23.602 ‐6.262 ‐762.645 ‐792.509 782.847 752.983 807.633 777.769 ‐784.768 ‐814.632 26.265 ‐3.599 26.265 ‐3.599 0 0 0 0 0 ‐7.75E‐07 ‐1.417E‐06 ‐1.417E‐06 ‐1.417E‐06 ‐1.417E‐06 ‐7.867E‐07 ‐9.184E‐07 66.64 ‐66.64 369.607 ‐369.607 369.607 ‐369.607 1220.809 ‐1220.809 1220.809 ‐1220.809 23.602 ‐6.262 23.602 ‐6.262 26.265 ‐3.599 26.265 ‐3.599 604.837 560.041 ‐554.283 ‐599.078 625.423 580.627 ‐568.877 ‐613.673

‐141.929 ‐139.623 ‐423.482 ‐139.623 ‐423.482 ‐73.256 ‐357.115 ‐76.277 ‐360.136 47.236 ‐236.623 44.453 ‐239.406 101.598 ‐182.261 101.598 ‐182.26 0 0 0 0 0 42848.669 59048.095 59048.095 59048.095 59048.095 47133.536 47133.536 47133.536 47133.536 47149.524 47117.549 47149.524 47117.549 47154.933 47112.14 47154.933 47112.14 42709.046 42425.188 42709.046 42425.188 42950.268 42666.409 42950.268 42666.409 42686.744 42260.956 42689.01 42263.222 42960.295 42534.507 42958.208 42532.42

‐1212.6502 ‐810.3131 ‐3235.6135 ‐810.3131 ‐3235.6135 15395.521 12970.2206 ‐15583.765 ‐18009.065 ‐15296.798 ‐17722.098 16622.2214 14196.921 703.3544 ‐1721.946 703.3544 ‐1721.946 0 0 0 0 0 271111.112 364116.476 364116.476 364116.476 364116.476 298222.224 298222.224 296907.131 299537.316 304942.092 291502.355 304942.092 291502.355 320420.441 276024.006 320420.441 276024.006 270300.799 267875.499 270300.799 267875.499 271814.467 269389.166 271814.467 269389.166 258815.554 255177.603 282050.018 278412.068 260166.03 256528.079 284105.294 280467.344

‐1433.8095 ‐1485.1588 ‐4352.7779 15026.1532 12158.5342 4050.5909 1182.9718 4214.1405 1346.5215 1882.41 ‐985.2091 2024.7311 ‐842.8879 ‐5842.7492 ‐8710.3682 10668.5629 7800.9439 0 0 0 0 0 ‐780592.27 ‐1105482 ‐1105482 ‐1105482 ‐1105482 ‐857250.29 ‐860052.69 ‐858651.49 ‐858651.49 ‐833458.24 ‐883844.75 ‐833458.24 ‐883844.75 ‐851004.42 ‐866298.56 ‐851004.42 ‐866298.56 ‐765566.11 ‐768433.73 ‐782077.43 ‐784945.04 ‐769923.7 ‐772791.32 ‐786435.02 ‐789302.63 ‐766162.05 ‐770463.47 ‐778668.19 ‐782969.62 ‐771179.04 ‐775480.47 ‐783455.78 ‐787757.21

‐442.6557 2712.3192 1827.0079 ‐1586.132 ‐2471.4434 ‐13662.75 ‐14548.061 14660.0753 13774.764 15128.3138 14243.0024 ‐14070.405 ‐14955.716 2772.9024 1887.5911 ‐1525.5488 ‐2410.8601 0 0 0 0 0 ‐2.076E‐05 9.5651 9.5651 9.5651 9.5651 ‐443.1798 443.1798 820.7886 ‐820.7887 10298.1918 ‐10298.192 10298.1918 ‐10298.192 22506.3653 ‐22506.365 22506.3653 ‐22506.365 ‐1586.132 ‐2471.4434 2712.3192 1827.0078 ‐1525.5488 ‐2410.8602 2772.9024 1887.5911 9805.4575 8477.4905 ‐8212.823 ‐9540.79 10202.0737 8874.1067 ‐8473.127 ‐9801.094

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 A7‐WXYPN A7‐WXYPP

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

‐6.202 ‐138.381 ‐6.202 ‐138.381 ‐6.202 ‐138.381 ‐6.202 ‐138.381 49.98 ‐49.98 3.313E‐06 3.313E‐06 1033.04 ‐1033.04 1033.04 ‐1033.04 313.313 ‐313.313 313.313 ‐313.313 341.035 241.901 ‐219.552 ‐318.687 341.035 241.901 ‐219.552 ‐318.687 252.288 103.586 ‐168.153 ‐316.854 252.288 103.586 ‐168.153 ‐316.854 ‐4.651 ‐103.786 ‐4.651 ‐103.786 ‐4.651 ‐103.786 ‐4.651 ‐103.786 454.713 322.534 ‐292.736 ‐424.916 454.713 322.534 ‐292.736 ‐424.916 336.384 138.115 ‐224.204

782.847 752.983 ‐762.645 ‐792.509 807.633 777.769 ‐784.768 ‐814.632 ‐1.269E‐06 ‐1.368E‐06 49.98 49.98 277.205 ‐277.205 277.205 ‐277.205 915.607 ‐915.607 915.607 ‐915.607 17.701 ‐4.697 17.701 ‐4.697 19.699 ‐2.699 19.699 ‐2.699 453.627 420.03 ‐415.712 ‐449.309 469.067 435.47 ‐426.658 ‐460.255 587.135 564.737 ‐571.984 ‐594.382 605.724 583.327 ‐588.576 ‐610.974 23.602 ‐6.262 23.602 ‐6.262 26.265 ‐3.599 26.265 ‐3.599 604.837 560.041 ‐554.283

42772.392 42488.534 42775.414 42491.555 42895.905 42612.046 42893.122 42609.263 58426.132 58426.132 58426.132 58426.132 58438.123 58414.141 58438.123 58414.141 58442.18 58410.084 58442.18 58410.084 54893.521 54680.627 54893.521 54680.627 55074.437 54861.543 55074.437 54861.543 54876.795 54557.454 54878.494 54559.153 55081.958 54762.616 55080.392 54761.051 54941.031 54728.137 54943.297 54730.403 55033.665 54820.771 55031.578 54818.684 25569.579 25285.72 25569.579 25285.72 25810.8 25526.941 25810.8 25526.941 25547.276 25121.488 25549.542

255527.348 253102.047 286506.633 284081.333 255814.315 253389.014 287733.334 285308.033 362554.024 362554.024 361567.704 361567.704 367593.925 357514.123 367593.925 357514.123 379202.687 345905.361 379202.687 345905.361 340257.4 338438.425 340257.4 338438.425 341392.651 339573.676 341392.651 339573.676 331643.466 328915.003 349069.314 346340.852 332656.323 329927.86 350610.771 347882.308 329177.312 327358.336 352411.776 350592.8 329392.537 327573.562 353331.801 351512.826 161856.354 159431.054 161856.354 159431.054 163370.022 160944.721 163370.022 160944.721 150371.109 146733.158 173605.573

‐776378.13 ‐779245.75 ‐776541.68 ‐779409.29 ‐778709.86 ‐781577.48 ‐778567.54 ‐781435.15 ‐1085656.1 ‐1087757.9 ‐1086707 ‐1086707 ‐1067812 ‐1105601.9 ‐1067812 ‐1105601.9 ‐1080971.7 ‐1092442.3 ‐1080971.7 ‐1092442.3 ‐1012990 ‐1015140.7 ‐1025373.4 ‐1027524.2 ‐1016258.2 ‐1018408.9 ‐1028641.6 ‐1030792.3 ‐1013436.9 ‐1016663 ‐1022816.5 ‐1026042.6 ‐1017199.7 ‐1020425.7 ‐1026407.2 ‐1029633.3 ‐1021099 ‐1023249.7 ‐1021221.6 ‐1023372.3 ‐1022847.8 ‐1024998.5 ‐1022741 ‐1024891.7 ‐453329.21 ‐456196.83 ‐469840.52 ‐472708.14 ‐457686.8 ‐460554.42 ‐474198.11 ‐477065.73 ‐453925.14 ‐458226.57 ‐466431.29

14660.0753 13774.764 ‐13662.75 ‐14548.061 15128.3137 14243.0024 ‐14070.405 ‐14955.716 ‐325.211 339.5586 622.7653 622.7653 7730.8177 ‐7716.4701 7730.8177 ‐7716.4701 16886.9478 ‐16872.6 16886.9478 ‐16872.6 ‐1182.4252 ‐1846.4087 2041.4132 1377.4297 ‐1136.9878 ‐1800.9713 2086.8506 1422.8671 7361.2669 6365.2917 ‐6152.4434 ‐7148.4187 7658.7291 6662.7538 ‐6347.6714 ‐7343.6467 11002.2303 10338.2468 ‐10239.889 ‐10903.872 11353.4091 10689.4256 ‐10545.63 ‐11209.614 ‐1586.132 ‐2471.4434 2712.3192 1827.0079 ‐1525.5488 ‐2410.8602 2772.9024 1887.5911 9805.4575 8477.4905 ‐8212.823

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 AF8‐SXPP AF8‐SXPP

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

‐422.472 336.384 138.115 ‐224.204 ‐422.472 ‐6.202 ‐138.381 ‐6.202 ‐138.381 ‐6.202 ‐138.381 ‐6.202 ‐138.381 66.64 ‐66.64 1.016E‐06 8.421E‐07 1377.386 ‐1377.386 1377.386 ‐1377.386 417.75 ‐417.75 417.75 ‐417.75 3.099E‐06 3.099E‐06 3.099E‐06 3.099E‐06 2163.306 ‐2163.306 2163.306 ‐2163.306 656.113 ‐656.113 656.113 ‐656.113 ‐104.664 104.664 1.907E‐06 0.00000218 1622.48 ‐1622.48 1622.48 ‐1622.48 492.085 ‐492.085 492.085 ‐492.085 ‐78.498 78.498 3.146E‐06 3.351E‐06 2163.306 ‐2163.306

‐599.078 625.423 580.627 ‐568.877 ‐613.673 782.847 752.983 ‐762.645 ‐792.509 807.633 777.769 ‐784.768 ‐814.632 ‐3.217E‐07 ‐4.534E‐07 66.64 ‐66.64 369.607 ‐369.607 369.607 ‐369.607 1220.809 ‐1220.809 1220.809 ‐1220.809 ‐1.257E‐06 ‐1.257E‐06 ‐1.257E‐06 ‐1.257E‐06 580.5 ‐580.5 580.5 ‐580.5 1917.388 ‐1917.388 1917.388 ‐1917.388 ‐9.56E‐07 ‐7.491E‐07 ‐104.664 104.664 435.375 ‐435.375 435.375 ‐435.375 1438.041 ‐1438.041 1438.041 ‐1438.041 ‐1.396E‐06 ‐1.241E‐06 ‐78.498 78.498 580.5 ‐580.5

25123.754 25820.827 25395.039 25818.74 25392.952 25632.925 25349.066 25635.946 25352.087 25756.437 25472.578 25753.654 25469.796 21424.335 21424.335 21424.335 21424.335 21440.323 21408.347 21440.323 21408.347 21445.732 21402.938 21445.732 21402.938 54998.239 54998.239 54998.239 54998.239 47158.647 47108.426 47158.647 47108.426 47167.142 47099.931 47167.142 47099.931 47133.536 47133.536 47133.536 47133.536 58444.965 58407.299 58444.965 58407.299 58451.336 58400.928 58451.336 58400.928 58426.132 58426.132 58426.132 58426.132 21449.445 21399.224

169967.623 151721.585 148083.634 175660.849 172022.899 147082.903 144657.602 178062.188 175636.888 147369.87 144944.57 179288.889 176863.588 135555.556 135555.556 134240.463 136870.649 142275.424 128835.688 142275.424 128835.688 157753.774 113357.339 157753.774 113357.339 340865.135 340865.135 340865.135 340865.135 308776.37 287668.077 308776.37 287668.077 333086.483 263357.964 333086.483 263357.964 298222.224 298222.224 300287.693 296156.754 370469.634 354638.414 370469.634 354638.414 388702.218 336405.83 388702.218 336405.83 362554.024 362554.024 364103.126 361004.922 146109.702 125001.41

‐470732.71 ‐458942.13 ‐463243.56 ‐471218.87 ‐475520.3 ‐464141.22 ‐467008.84 ‐464304.77 ‐467172.39 ‐466472.95 ‐469340.57 ‐466330.63 ‐469198.25 ‐388894.93 ‐391697.33 ‐390296.13 ‐390296.13 ‐365102.88 ‐415489.39 ‐365102.88 ‐415489.39 ‐382649.06 ‐397943.2 ‐382649.06 ‐397943.2 ‐1024259.6 ‐1024259.6 ‐1024259.6 ‐1024259.6 ‐819083.27 ‐898219.72 ‐819083.27 ‐898219.72 ‐846641.09 ‐870661.89 ‐846641.09 ‐870661.89 ‐860852.2 ‐856450.78 ‐858651.49 ‐858651.49 ‐1057030.8 ‐1116383.1 ‐1057030.8 ‐1116383.1 ‐1077699.2 ‐1095714.8 ‐1077699.2 ‐1095714.8 ‐1088357.5 ‐1085056.4 ‐1086707 ‐1086707 ‐350727.91 ‐429864.36

‐9540.79 10202.0737 8874.1067 ‐8473.127 ‐9801.094 14660.0753 13774.764 ‐13662.75 ‐14548.061 15128.3138 14243.0024 ‐14070.405 ‐14955.716 ‐443.1798 443.1798 820.7886 ‐820.7887 10298.1918 ‐10298.192 10298.1918 ‐10298.192 22506.3653 ‐22506.365 22506.3653 ‐22506.365 7.1738 7.1738 7.1738 7.1738 16174.2189 ‐16174.219 16174.2189 ‐16174.219 35348.2325 ‐35348.233 35348.2325 ‐35348.233 696.053 ‐696.053 ‐1289.121 1289.121 12137.838 ‐12123.49 12137.838 ‐12123.49 26518.3482 ‐26504.001 26518.3482 ‐26504.001 529.2135 ‐514.8659 ‐959.6669 974.0145 16174.2189 ‐16174.219

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 U6‐WXPP U6‐WXPP

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

2163.306 ‐2163.306 656.113 ‐656.113 656.113 ‐656.113 ‐104.664 104.664 7.925E‐07 1.066E‐06 2.601E‐06 4.878E‐06 4.878E‐06 4.878E‐06 4.878E‐06 727.541 516.055 ‐468.378 ‐679.865 727.541 516.055 ‐468.378 ‐679.865 538.214 220.984 ‐358.726 ‐675.956 538.214 220.984 ‐358.726 ‐675.956 ‐9.922 ‐221.409 ‐9.922 ‐221.409 ‐9.922 ‐221.409 ‐9.922 ‐221.409 72.8 ‐72.8 4.259E‐06 4.069E‐06 1504.707 ‐1504.707 1504.707 ‐1504.707 456.366 ‐456.366 456.366 ‐456.366 727.541 516.055 ‐468.378 ‐679.865

580.5 ‐580.5 1917.388 ‐1917.388 1917.388 ‐1917.388 ‐4.91E‐07 ‐2.841E‐07 ‐104.664 104.664 ‐1.085E‐06 ‐1.958E‐06 ‐1.958E‐06 ‐1.958E‐06 ‐1.958E‐06 37.763 ‐10.019 37.763 ‐10.019 42.024 ‐5.759 42.024 ‐5.759 967.738 896.065 ‐886.852 ‐958.525 1000.677 929.004 ‐910.204 ‐981.877 1252.555 1204.773 ‐1220.232 ‐1268.015 1292.212 1244.43 ‐1255.629 ‐1303.411 ‐1.617E‐06 ‐1.76E‐06 72.8 ‐72.8 403.772 ‐403.772 403.772 ‐403.772 1333.657 ‐1333.657 1333.657 ‐1333.657 37.763 ‐10.019 37.763 ‐10.019

21449.445 21399.224 21457.94 21390.729 21457.94 21390.729 21424.335 21424.335 21424.335 21424.335 59988.137 77337.484 77337.484 77337.484 77337.484 67394.432 66940.258 67394.432 66940.258 67780.386 67326.212 67780.386 67326.212 67358.749 66677.487 67362.374 66681.113 67796.429 67115.168 67793.09 67111.829 67495.785 67041.611 67500.619 67046.445 67693.406 67239.232 67688.953 67234.779 74045.129 74045.129 74045.129 74045.129 74062.595 74027.664 74062.595 74027.664 74068.504 74021.755 74068.504 74021.755 38340.406 37886.231 38340.406 37886.231

146109.702 125001.41 170419.815 100691.297 170419.815 100691.297 135555.556 135555.556 137621.025 133490.087 379555.557 474141.917 474141.917 474141.917 474141.917 417042.197 413161.717 417042.197 413161.717 419464.065 415583.585 419464.065 415583.585 398665.805 392845.084 435840.948 430020.227 400826.567 395005.846 439129.389 433308.668 393404.675 389524.194 442971.532 439091.051 393863.822 389983.342 444934.253 441053.772 459005.365 459005.365 457568.709 460442.021 466346.398 451664.333 466346.398 451664.333 483255.519 434755.212 483255.519 434755.212 242703.5 238823.019 242703.5 238823.019

‐350727.91 ‐429864.36 ‐378285.73 ‐402306.53 ‐378285.73 ‐402306.53 ‐392496.84 ‐388095.42 ‐390296.13 ‐390296.13 ‐1092829.2 ‐1456534.3 ‐1456534.3 ‐1456534.3 ‐1456534.3 ‐1237558.6 ‐1242146.8 ‐1263976.7 ‐1268564.9 ‐1244530.8 ‐1249118.9 ‐1270948.9 ‐1275537 ‐1238512.1 ‐1245394.4 ‐1258521.9 ‐1265404.2 ‐1246539.3 ‐1253421.6 ‐1266182.1 ‐1273064.4 ‐1254857.8 ‐1259446 ‐1255119.5 ‐1259707.7 ‐1258588.6 ‐1263176.8 ‐1258360.9 ‐1262949.1 ‐1377158.6 ‐1380220 ‐1378689.3 ‐1378689.3 ‐1351167.3 ‐1406211.3 ‐1351167.3 ‐1406211.3 ‐1370335.4 ‐1387043.2 ‐1370335.4 ‐1387043.2 ‐678491.19 ‐683079.39 ‐704909.29 ‐709497.48

16174.2189 ‐16174.219 35348.2325 ‐35348.233 35348.2325 ‐35348.233 696.053 ‐696.053 ‐1289.121 1289.121 ‐2.907E‐05 15.3041 15.3041 15.3041 15.3041 ‐2528.2461 ‐3944.7443 4349.2758 2932.7777 ‐2431.313 ‐3847.8112 4446.209 3029.7108 15698.2971 13573.5498 ‐13130.952 ‐15255.699 16332.8831 14208.1358 ‐13547.438 ‐15672.185 23465.6856 22049.1875 ‐21850.835 ‐23267.333 24214.8671 22798.3689 ‐22503.083 ‐23919.581 ‐474.5809 493.7111 906.2249 ‐887.0948 11259.6906 ‐11240.56 11259.6906 ‐11240.56 24596.3507 ‐24577.221 24596.3507 ‐24577.221 ‐2537.8112 ‐3954.3094 4339.7107 2923.2126

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‐EXLP UF7‐EYLN UF7‐EYLP UF7‐SXPN UF7‐SXPN UF7‐SXPP

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

727.541 516.055 ‐468.378 ‐679.865 538.214 220.984 ‐358.726 ‐675.956 538.214 220.984 ‐358.726 ‐675.956 ‐9.922 ‐221.409 ‐9.922 ‐221.409 ‐9.922 ‐221.409 ‐9.922 ‐221.409 72.8 ‐72.8 1.489E‐06 1.299E‐06 1504.707 ‐1504.707 1504.707 ‐1504.707 456.366 ‐456.366 456.366 ‐456.366 0.00000434 0.00000434 0.00000434 0.00000434 168 ‐168 3.944E‐06 4.383E‐06 3472.402 ‐3472.402 3472.402 ‐3472.402 1053.152 ‐1053.152 1053.152 ‐1053.152 168 ‐168 1.613E‐06 1.174E‐06 3472.402 ‐3472.402 3472.402

42.024 ‐5.759 42.024 ‐5.759 967.738 896.065 ‐886.852 ‐958.525 1000.677 929.004 ‐910.204 ‐981.877 1252.555 1204.773 ‐1220.232 ‐1268.015 1292.212 1244.43 ‐1255.629 ‐1303.411 ‐5.093E‐07 ‐6.532E‐07 72.8 ‐72.8 403.772 ‐403.772 403.772 ‐403.772 1333.657 ‐1333.657 1333.657 ‐1333.657 ‐1.749E‐06 ‐1.749E‐06 ‐1.749E‐06 ‐1.749E‐06 ‐1.522E‐06 ‐1.855E‐06 ‐168 168 931.782 ‐931.782 931.782 ‐931.782 3077.669 ‐3077.669 3077.669 ‐3077.669 ‐4.152E‐07 ‐7.473E‐07 168 ‐168 931.782 ‐931.782 931.782

38726.36 38272.186 38726.36 38272.186 38304.722 37623.461 38308.348 37627.087 38742.403 38061.142 38739.064 38057.803 38441.759 37987.585 38446.593 37992.419 38639.379 38185.205 38634.927 38180.753 32136.502 32136.502 32136.502 32136.502 32153.968 32119.036 32153.968 32119.036 32159.877 32113.127 32159.877 32113.127 72072.671 72072.671 72072.671 72072.671 74045.129 74045.129 74045.129 74045.129 74085.435 74004.824 74085.435 74004.824 74099.071 73991.188 74099.071 73991.188 32136.502 32136.502 32136.502 32136.502 32176.808 32096.197 32176.808

245125.368 241244.887 245125.368 241244.888 224327.108 218506.387 261502.251 255681.53 226487.869 220667.148 264790.692 258969.971 219065.978 215185.497 268632.835 264752.354 219525.125 215644.644 270595.555 266715.075 203333.334 203333.334 201896.678 204769.99 210674.367 195992.302 210674.367 195992.302 227583.488 179083.181 227583.488 179083.181 443915.173 443915.173 443915.173 443915.173 459005.365 459005.365 462320.725 455690.005 475946.21 442064.521 475946.21 442064.521 514967.258 403043.473 514967.258 403043.473 203333.334 203333.334 200017.974 206648.694 220274.179 186392.49 220274.179

‐685463.34 ‐690051.53 ‐711881.44 ‐716469.63 ‐679444.69 ‐686326.97 ‐699454.52 ‐706336.81 ‐687471.87 ‐694354.16 ‐707114.66 ‐713996.95 ‐695790.42 ‐700378.61 ‐696052.09 ‐700640.29 ‐699521.18 ‐704109.37 ‐699293.47 ‐703881.66 ‐583913.48 ‐586974.92 ‐585444.2 ‐585444.2 ‐557922.16 ‐612966.24 ‐557922.16 ‐612966.24 ‐577090.26 ‐593798.14 ‐577090.26 ‐593798.14 ‐1350945.1 ‐1350945.1 ‐1350945.1 ‐1350945.1 ‐1375156.9 ‐1382221.7 ‐1378689.3 ‐1378689.3 ‐1315176.9 ‐1442201.7 ‐1315176.9 ‐1442201.7 ‐1359411 ‐1397967.6 ‐1359411 ‐1397967.6 ‐581911.76 ‐588976.64 ‐585444.2 ‐585444.2 ‐521931.8 ‐648956.6 ‐521931.8

‐2440.8781 ‐3857.3762 4436.6439 3020.1457 15688.732 13563.9847 ‐13140.517 ‐15265.264 16323.318 14198.5707 ‐13557.003 ‐15681.75 23456.1205 22039.6224 ‐21860.4 ‐23276.898 24205.302 22788.8038 ‐22512.648 ‐23929.146 ‐484.146 484.146 896.6598 ‐896.6599 11250.1255 ‐11250.126 11250.1255 ‐11250.126 24586.7856 ‐24586.786 24586.7856 ‐24586.786 12.1955 12.1955 12.1955 12.1955 ‐1107.6949 1126.8251 ‐2059.65 2078.7801 25971.3931 ‐25952.263 25971.3931 ‐25952.263 56748.3011 ‐56729.171 56748.3011 ‐56729.171 ‐1117.26 1117.26 2069.2151 ‐2069.2151 25961.8281 ‐25961.828 25961.8281

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 COLBASE Combination COLBASE Combination DEFLECTION Combination

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

‐3472.402 1053.152 ‐1053.152 1053.152 ‐1053.152 1377.386 ‐1377.386 2163.306 ‐2163.306 1504.707 ‐1504.707 3472.402 ‐3472.402 1795.544 ‐1795.544 3.513E‐06

‐931.782 3077.669 ‐3077.669 3077.669 ‐3077.669 1220.809 ‐1220.809 1917.388 ‐1917.388 1333.657 ‐1333.657 3077.669 ‐3077.669 1591.432 ‐1591.432 ‐1.417E‐06

32096.197 32190.444 32082.561 32190.444 32082.561 59048.095 21402.938 58451.336 21390.729 77337.484 32113.127 74099.071 32082.561 59048.095 17754.305 59048.095

186392.49 259295.227 147371.442 259295.227 147371.442 379202.687 113357.339 388702.218 100691.297 483255.519 179083.181 514967.258 147371.442 379202.687 83573.7765 364116.476

‐648956.6 ‐566165.87 ‐604722.53 ‐566165.87 ‐604722.53 ‐365102.88 ‐1105601.9 ‐350727.91 ‐1116383.1 ‐557922.16 ‐1456534.3 ‐521931.8 ‐1442201.7 ‐291104.16 ‐1105601.9 ‐1105482

‐25961.828 56738.736 ‐56738.736 56738.736 ‐56738.736 22506.3653 ‐22506.365 35348.2325 ‐35348.233 24596.3507 ‐24586.786 56748.3011 ‐56738.736 29339.033 ‐29339.033 9.5651

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

31C–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

4/28/09 8:34:47

Modal Deformed Shape SAP2000 v10.1.0 - File:31C - Deformed Shape (MODAL) - Mode 1 - Period 1.45969 - KN, m, C Units

SAP2000

4/28/09 8:35:22

Modal Deformed Shape SAP2000 v10.1.0 - File:31C - Deformed Shape (MODAL) - Mode 2 - Period 1.33405 - KN, m, C Units

SAP2000

4/28/09 8:36:04

Modal Deformed Shape SAP2000 v10.1.0 - File:31C - Deformed Shape (MODAL) - Mode 3 - Period 0.99654- KN, m, C Units

SAP2000

Uz= -5 mm

4/28/09 9:14:23

Uz= -7 mm Uz= -23 mm

1 A

Uz= -19 mm

Deformed Shape

B SAP2000 v10.1.0 - File:31C - Deformed Shape (DEFLECTION) - Kgf, cm, C Units

Level: +6.100 Load Case: DEFLECTION (DL+LL)

SAP2000

4/28/09 9:41:35

Uz= -13 mm

Uz= -10 mm Uz= -19 mm Uz= -16 mm

2 A

B SAP2000 v10.1.0 - File:31C - Deformed Shape (DEFLECTION) - KN, m, C Units

Deformed Shape Level: +23.690 Load Case: DEFLECTION (DL+LL)

SAP2000

4/28/09 10:42:48

Uz= -12 mm

Uz= -14 mm

Uz= -13 mm

A Deformed Shape

B SAP2000 v10.1.0 - File:31C - Deformed Shape (DEFLECTION) - KN, m, C Units

Level: +23.690 Load Case: DEFLECTION (DL+LL)

SAP2000

4/28/09 11:05:35

Uz= -8 mm

2 A

Uz= -2 mm

SAP2000 v10.1.0 - File:31C - Deformed Shape (DEFLECTION) - KN, m, C Units

Deformed Shape Level: +32.200 (ROOF) Load Case: DEFLECTION (DL+LL)

SAP2000

4/28/09 11:14:14

5 Uz= -4 mm

3 A Deformed Shape B SAP2000 v10.1.0 - File:31C - Deformed Shape (DEFLECTION) - KN, m, C Units

Level: +37.500 (ROOF) Load Case: DEFLECTION (DL+LL)

SAP2000

4/28/09 12:45:30

Ux=24 mm Ux=26 mm

Ux=23 mm

Ux=22 mm

Deformed Shape Load Case: SpecX SAP2000 v10.1.0 - File:31C - Deformed Shape (SpecX) - KN, m, C Units

SAP2000

4/28/09 12:46:12

Uy=29 mm Uy=36 mm Uy=23 mm

Uy=34 mm Uy=37 mm

Uy=31 mm

Uy=16 mm

Deformed Shape Load Case: SpecY SAP2000 v10.1.0 - File:31C - Deformed Shape (SpecY) - 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

31C–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

5/18/09 10:26:31

Foundation Slab Level=-1.000 Max M11 (Bot. Rein.) Slab Thick.=1200 mm

0.00

0.17

0.34

0.51

0.68

0.85

1.02

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

1.19

1.36

1.53

1.70

1.87

2.04

2.21

E+3

SAP2000

5/18/09 10:27:33

Foundation Slab Level=-1.000 Max M22 (Bot. Rein.) Slab Thick.=1200 mm

-0.13

0.00

0.13

0.26

0.39

0.52

0.65

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

0.78

0.91

1.04

1.17

1.30

1.43

1.56

E+3

SAP2000

5/18/09 10:28:24

Foundation Slab Level=-1.000 Min M11 (Top. Rein.) Slab Thick.=1200 mm

-1.92

-1.76

-1.60

-1.44

-1.28

-1.12

-0.96

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

-0.80

-0.64

-0.48

-0.32

-0.16

0.00

0.16

E+3

SAP2000

5/18/09 10:30:08

Foundation Slab Level=-1.000 Min M22 (Top. Rein.) Slab Thick.=1200 mm

-770.

-700.

-630.

-560.

-490.

-420.

-350.

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

-280.

-210.

-140.

-70.

70.

140.

SAP2000

5/18/09 10:32:42

Slab Level=+4.100 Max M11 (Bot. Rein.) Slab Thick.=250 mm

0.0

1.9

3.8

5.8

7.7

9.6

11.5

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

13.5

15.4

17.3

19.2

21.2

23.1

25.0

SAP2000

5/18/09 10:33:33

Slab Level=+4.100 Max M22 (Bot. Rein.) Slab Thick.=250 mm

0.0

1.9

3.8

5.8

7.7

9.6

11.5

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

13.5

15.4

17.3

19.2

21.2

23.1

25.0

SAP2000

5/18/09 10:35:28

Slab Level=+4.100 Min M11 (Top. Rein.) Slab Thick.=250 mm

-25.0

-23.1

-21.2

-19.2

-17.3

-15.4

-13.5

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

-11.5

-9.6

-7.7

-5.8

-3.8

-1.9

0.0

SAP2000

5/18/09 10:36:10

Slab Level=+4.100 Min M22 (Top. Rein.) Slab Thick.=250 mm

-25.0

-23.1

-21.2

-19.2

-17.3

-15.4

-13.5

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

-11.5

-9.6

-7.7

-5.8

-3.8

-1.9

0.0

SAP2000

5/18/09 10:37:28

Slab Level=+5.600 Max M11 (Bot.. Rein.) Slab Thick.=250 mm

0.0

1.9

3.8

5.8

7.7

9.6

11.5

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

13.5

15.4

17.3

19.2

21.2

23.1

25.0

SAP2000

5/18/09 10:38:10

Slab Level=+4.100 Max M22 (Bot. Rein.) Slab Thick.=250 mm

0.0

1.9

3.8

5.8

7.7

9.6

11.5

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

13.5

15.4

17.3

19.2

21.2

23.1

25.0

SAP2000

5/18/09 10:38:52

Slab Level=+4.100 Min M11 (Top. Rein.) Slab Thick.=250 mm

-25.0

-23.1

-21.2

-19.2

-17.3

-15.4

-13.5

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

-11.5

-9.6

-7.7

-5.8

-3.8

-1.9

0.0

SAP2000

5/18/09 10:39:59

Slab Level=+4.100 Min M22 (Top. Rein.) Slab Thick.=250 mm -25.0

-23.1

-21.2

-19.2

-17.3

-15.4

-13.5

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

-11.5

-9.6

-7.7

-5.8

-3.8

-1.9

0.0

SAP2000

5/18/09 10:45:46

Slab Level=+14.240 Max M11 (Bot. Rein.) Slab Thick.=900 mm

0.00

0.08

0.17

0.25

0.34

0.42

0.51

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

0.59

0.68

0.76

0.85

0.93

1.02

1.10

E+3

SAP2000

5/18/09 10:46:23

Slab Level=+14.240 Max M22 (Bot. Rein.) Slab Thick.=900mm

0.00

0.08

0.17

0.25

0.34

0.42

0.51

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

0.59

0.68

0.76

0.85

0.93

1.02

1.10

E+3

SAP2000

5/18/09 10:47:08

Slab Level=+14.240 Min M11 (Top. Rein.) Slab Thick.=900mm

-110.

-102.

-93.

-85.

-76.

-68.

-59.

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

-51.

-42.

-34.

-25.

-17.

-8.

SAP2000

5/18/09 10:47:39

Slab Level=+14.240 Min M22 (Top. Rein.) Slab Thick.=900mm

-110.

-102.

-93.

-85.

-76.

-68.

-59.

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

-51.

-42.

-34.

-25.

-17.

-8.

SAP2000

5/18/09 10:51:30

Slab Level=+17.390 Max M11(Bot. Rein.) Slab Thick.=900mm 0.00

0.08

0.17

0.25

0.34

0.42

0.51

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

0.59

0.68

0.76

0.85

0.93

1.02

1.10

E+3

SAP2000

5/18/09 10:52:04

Slab Level=+17.390 Max M22(Bot. Rein.) Slab Thick.=900mm 0.00

0.08

0.17

0.25

0.34

0.42

0.51

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

0.59

0.68

0.76

0.85

0.93

1.02

1.10

E+3

SAP2000

5/18/09 10:52:58

Slab Level=+17.390 Min M11(Top. Rein.) Slab Thick.=900mm -110.

-102.

-93.

-85.

-76.

-68.

-59.

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

-51.

-42.

-34.

-25.

-17.

-8.

SAP2000

5/18/09 10:53:36

Slab Level=+17.390 Min M22(Top. Rein.) Slab Thick.=900mm -110.

-102.

-93.

-85.

-76.

-68.

-59.

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

-51.

-42.

-34.

-25.

-17.

-8.

SAP2000

5/2/09 11:15:25

6 389 KN.m

149 KN.m

5 A

Major Bending Moment Diagram Level: +4.100 SAP2000 v10.1.0 - File:31C - Moment 3-3 Diagram (PUSD) - KN, m, C Units

SAP2000

5/2/09 11:18:38

139 KN

A 425 KN

Major Shear Force Diagram Level: +4.100 SAP2000 v10.1.0 - File:31C - Shear Force 2-2 Diagram (PUSD) - KN, m, C Units

SAP2000

5/2/09 11:37:36

621 KN.m

Major Bending Moment Diagram Level: +5.600

SAP2000 v10.1.0 - File:31C - Moment 3-3 Diagram (PUSD) - KN, m, C Units

SAP2000

5/2/09 11:38:04

467 KN

2 A

Major Shear Force Diagram Level: +5.600

SAP2000 v10.1.0 - File:31C - Shear Force 2-2 Diagram (PUSD) - KN, m, C Units

SAP2000

5/2/09 14:50:02

128 KN.m

Major Bending Moment Diagram Level: +8.600 SAP2000 v10.1.0 - File:31C - Moment 3-3 Diagram (PUSD) - KN, cm, C Units

SAP2000

5/2/09 14:50:18

73 KN

Major Shear Force Diagram Level: +8.600 SAP2000 v10.1.0 - File:31C - Shear Force 2-2 Diagram (PUSD) - KN, cm, C Units

SAP2000

5/2/09 14:52:32

231 KN.m

Major Bending Moment Diagram Level: +11.500

SAP2000 v10.1.0 - File:31C - Moment 3-3 Diagram (PUSD) - KN, cm, C Units

SAP2000

5/2/09 14:52:57

1 118 KN

Major Shear Force Diagram Level: +11.500

SAP2000 v10.1.0 - File:31C - Shear Force 2-2 Diagram (PUSD) - KN, cm, C Units

SAP2000

5/2/09 14:56:23

764 KN.m

606 KN.m

Major Bending Moment Diagram Level: +14.240 SAP2000 v10.1.0 - File:31C - Moment 3-3 Diagram (PUSD) - KN, cm, C Units

SAP2000

5/2/09 14:56:39

675 KN

403 KN

Major Shear Force Diagram Level: +14.240 SAP2000 v10.1.0 - File:31C - Shear Force 2-2 Diagram (PUSD) - KN, cm, C Units

SAP2000

5/2/09 15:18:40

1 957 KN.m

A 2595 KN.m

B Major Bending Moment Diagram Level: +17.390 SAP2000 v10.1.0 - File:31C - Moment 3-3 Diagram (PUSD) - KN, cm, C Units

SAP2000

5/2/09 15:18:22

404 KN 1010 KN

1 A

Major Shear Force Diagram Level: +17.390 SAP2000 v10.1.0 - File:31C - Shear Force 2-2 Diagram (PUSD) - KN, cm, C Units

SAP2000

4/28/09 9:13:37

105 KN.m

2 60 KN.m 272 KN.m

1 A

217 KN.m

Major Bending Moment Diagram Level: +6.100

SAP2000 v10.1.0 - File:31C - Moment 3-3 Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 9:13:55

106 KN

56 KN

96 KN

1 A

100 KN

Major Shear Force Diagram Level: +6.100

SAP2000 v10.1.0 - File:31C - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 9:42:57

6 97 KN.m

54 KN.m

449 KN.m

385 KN.m

Major Bending Moment Diagram Level: +23.690

SAP2000 v10.1.0 - File:31C - Moment 3-3 Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 9:42:19

6 192 KN

50 KN

160 KN

54 KN

2 A

B Major Shear Force Diagram Level: +23.690 SAP2000 v10.1.0 - File:31C - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 10:43:30

172 KN.m

627 KN.m

2 455 KN.m

B SAP2000 v10.1.0 - File:31C - Moment 3-3 Diagram (PASD) - KN, m, C Units

Major Bending Moment Diagram Level: +26.690

SAP2000

4/28/09 10:44:38

117 KN

186 KN

348 KN

B SAP2000 v10.1.0 - File:31C - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

Major Shear Force Diagram Level: +26.690

SAP2000

4/28/09 11:06:12

26 KN.m

9.63 KN.m

2 A B

Major Bending Moment Diagram Level: +32.200 (ROOF)

SAP2000 v10.1.0 - File:31C - Moment 3-3 Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 11:06:31

16 KN

8.45 KN

Major Shear Force Diagram Level: +32.200 (ROOF)

SAP2000 v10.1.0 - File:31C - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 11:14:56

24 KN.m

Major Bending Moment Diagram Level: +37.500 (ROOF) SAP2000 v10.1.0 - File:31C - Moment 3-3 Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 11:14:37

22 KN

Major Shear Force Diagram Level: +37.500 (ROOF) SAP2000 v10.1.0 - File:31C - Shear Force 2-2 Diagram (PASD) - KN, m, C Units

SAP2000

5/2/09 11:00:08

212 KN

2605 KN

2001 KN

Axial Force Diagram Axis "C" SAP2000 v10.1.0 - File:31C - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 13:52:54

185 KN 698 KN

3495 KN 487 KN

Axial Force Diagram Axis "B" SAP2000 v10.1.0 - File:31C - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 14:04:33

158 KN

1747 KN

3427 KN

Axial Force Diagram Axis "A" SAP2000 v10.1.0 - File:31C - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 13:45:51

30 KN

27 KN

219 KN

Axial Force Diagram Stair Cage SAP2000 v10.1.0 - File:31C - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 14:09:48

32 KN 19 KN

64 KN

458 KN

Axial Force Diagram Axis "1"

SAP2000 v10.1.0 - File:31C - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 14:12:44

171 KN

209 KN

2566 KN

Axial Force Diagram Axis "2" SAP2000 v10.1.0 - File:31C - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 14:11:48

3447 KN

Axial Force Diagram Axis "3" SAP2000 v10.1.0 - File:31C - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 14:13:39

311 KN

316 KN

3397 KN

Axial Force Diagram Axis "4" SAP2000 v10.1.0 - File:31C - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 14:15:19

44 KN

4208 KN

Axial Force Diagram Axis "5" SAP2000 v10.1.0 - File:31C - Axial Force Diagram (PASD) - KN, m, C Units

SAP2000

4/28/09 14:16:12

113 KN 212 KN

2571 KN

Axial Force Diagram Axis "6"

SAP2000 v10.1.0 - File:31C - 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

31C–C2–ST-001

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

31C–C2–ST-001

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

31C–C2–ST-001

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

qa = 220 kN/m2

Modulus of Subgrade Reaction

Ks = 10000 kN/m3

SAP2000

5/27/09 8:40:58

Foundation Deflection Level=-1.000 (Ks=10000 KN/m3) Ks : Modulus of Subgrade Reaction -23.0

-21.2

-19.5

-17.7

-15.9

-14.2

SAP2000 v10.1.0 - File:31C - Deformed Shape (PASD) - KN, m, C Units

-12.4

-10.6

-8.8

-7.1

-5.3

-3.5

-1.8

0.0

E-3

SAP2000

5/5/09 12:08:17

Foundation Slab Level=-1.000 Max M11 (Bot. Rein.) Slab Thick.=1200 mm T25/200(Min. rein.) -13.0

-11.0

-9.0

-7.0

-5.0

-3.0

-1.0

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

1.0

3.0

5.0

7.0

9.0

11.0

13.0

E+3

SAP2000

5/5/09 12:08:55

Foundation Slab Level=-1.000 Max M22 (Bot. Rein.) Slab Thick.=1200 mm T25/200(Min. rein.) -13.0

-11.0

-9.0

-7.0

-5.0

-3.0

-1.0

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

1.0

3.0

5.0

7.0

9.0

11.0

13.0

E+3

SAP2000

5/5/09 12:09:28

Foundation Slab Level=-1.000 Max M11 (Top. Rein.) Slab Thick.=1200 mm T25/200(Min. rein.) -13.0

-11.0

-9.0

-7.0

-5.0

-3.0

-1.0

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

1.0

3.0

5.0

7.0

9.0

11.0

13.0

E+3

SAP2000

5/5/09 12:11:29

Foundation Slab Level=-1.000 Max M22 (Top. Rein.) Slab Thick.=1200 mm T25/200(Min. rein.) -13.0

-11.0

-9.0

-7.0

-5.0

-3.0

-1.0

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

1.0

3.0

5.0

7.0

9.0

11.0

13.0

E+3

SAP2000

5/12/09 9:35:52

Foundation Slab Level=-1.000 Max V13 (Shear Rein.) Slab Thick.=1200 mm

-9.40

-7.95

-6.51

-5.06

-3.62

-2.17

-0.72

SAP2000 v10.1.0 - File:31C - Resultant V13 Diagram (PUSD) - KN, m, C Units

0.72

2.17

3.62

5.06

6.51

7.95

9.40

E+3

SAP2000

5/12/09 9:37:15

Foundation Slab Level=-1.000 Max V23 (Shear Rein.) Slab Thick.=1200 mm

-9.40

-7.95

-6.51

-5.06

-3.62

-2.17

-0.72

SAP2000 v10.1.0 - File:31C - Resultant V23 Diagram (PUSD) - KN, m, C Units

0.72

2.17

3.62

5.06

6.51

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

31C–C2–ST-001

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

31C–C2–ST-001

Section B‐5‐2‐1:

Design Frames (Columns, Beams)

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

SAP2000

5/10/09 11:06:23

5 A

B Concrete Beam Design Longitudinal Reinforcement Area (cm2) Level: +4.100 SAP2000 v10.1.0 - File:31C - Longitudinal Reinforcing Area (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:07:17

B Concrete Beam Design Shear Rein.(cm2/cm) Level: +4.100 SAP2000 v10.1.0 - File:31C - Shear Reinforcing Area Per Unit Length (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:08:01

B Concrete Beam Design Torsion Rein.(AL;cm2, AT;cm2/cm) Level: +4.100 SAP2000 v10.1.0 - File:31C - Torsion Reinforcing (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:08:37

Concrete Beam Design Longitudinal Reinforcement Area (cm2) Level: +5.600 SAP2000 v10.1.0 - File:31C - Longitudinal Reinforcing Area (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:09:02

Concrete Beam Design Shear Rein.(cm2/cm) Level: +5.600 SAP2000 v10.1.0 - File:31C - Shear Reinforcing Area Per Unit Length (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:09:27

Concrete Beam Design Torsion Rein.(AL;cm2, AT;cm2/cm) Level: +5.600 SAP2000 v10.1.0 - File:31C - Torsion Reinforcing (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:11:04

B Concrete Beam Design Longitudinal Reinforcement Area (cm2) Level: +8.600 SAP2000 v10.1.0 - File:31C - Longitudinal Reinforcing Area (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:11:30

B Concrete Beam Design Shear Rein.(cm2/cm) Level: +8.600 SAP2000 v10.1.0 - File:31C - Shear Reinforcing Area Per Unit Length (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:13:08

Concrete Beam Design Longitudinal Reinforcement Area (cm2) Level: +11.500

SAP2000 v10.1.0 - File:31C - Longitudinal Reinforcing Area (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:13:43

Concrete Beam Design Shear Rein.(cm2/cm) Level: +11.500 SAP2000 v10.1.0 - File:31C - Shear Reinforcing Area Per Unit Length (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:53:20

B Concrete Beam Design Longitudinal Reinforcement Area (cm2) Level: +14.240 SAP2000 v10.1.0 - File:31C - Longitudinal Reinforcing Area (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:53:55

5 A

Concrete Beam Design Shear Rein.(cm2/cm) Level: +14.240 SAP2000 v10.1.0 - File:31C - Shear Reinforcing Area Per Unit Length (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:54:41

5 A

B Concrete Beam Design Torsion Rein.(AL;cm2, AT;cm2/cm) Level: +14.240 SAP2000 v10.1.0 - File:31C - Torsion Reinforcing (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:55:50

Concrete Beam Design Longitudinal Reinforcement Area (cm2) Level: +17.390 SAP2000 v10.1.0 - File:31C - Longitudinal Reinforcing Area (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:56:12

Concrete Beam Design Shear Rein.(cm2/cm) Level: +17.390 SAP2000 v10.1.0 - File:31C - Shear Reinforcing Area Per Unit Length (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:56:40

Concrete Beam Design Torsion Rein.(AL;cm2, AT;cm2/cm) Level: +17.390 SAP2000 v10.1.0 - File:31C - Torsion Reinforcing (ACI 318-05/IBC 2003) - KN, cm, C Units

SAP2000

5/10/09 11:59:47

Concrete Column Design Rebar Percentage Axis "C" SAP2000 v10.1.0 - File:31C - Longitudinal Rebar (Percentage) (ACI 318-05/IBC 2003) - KN, m, C Units

SAP2000

5/10/09 12:01:56

Concrete Column Design Rebar Percentage Axis "B" SAP2000 v10.1.0 - File:31C - Longitudinal Rebar (Percentage) (ACI 318-05/IBC 2003) - KN, m, C Units

SAP2000

5/10/09 12:02:53

Concrete Column Design Rebar Percentage Axis "A"

SAP2000 v10.1.0 - File:31C - Longitudinal Rebar (Percentage) (ACI 318-05/IBC 2003) - KN, m, C Units

SAP2000

5/10/09 12:04:09

Concrete Column Design Rebar Percentage Axis "1" SAP2000 v10.1.0 - File:31C - Longitudinal Rebar (Percentage) (ACI 318-05/IBC 2003) - KN, m, C Units

SAP2000

5/10/09 12:05:02

Concrete Column Design Rebar Percentage Axis "2" SAP2000 v10.1.0 - File:31C - Longitudinal Rebar (Percentage) (ACI 318-05/IBC 2003) - KN, m, C Units

SAP2000

5/10/09 12:06:15

Concrete Column Design Rebar Percentage Axis "3" SAP2000 v10.1.0 - File:31C - Longitudinal Rebar (Percentage) (ACI 318-05/IBC 2003) - KN, m, C Units

SAP2000

5/10/09 12:07:41

Concrete Column Design Rebar Percentage Axis "4" SAP2000 v10.1.0 - File:31C - Longitudinal Rebar (Percentage) (ACI 318-05/IBC 2003) - KN, m, C Units

SAP2000

5/10/09 12:20:06

Concrete Column Design Rebar Percentage Axis "5" SAP2000 v10.1.0 - File:31C - Longitudinal Rebar (Percentage) (ACI 318-05/IBC 2003) - KN, m, C Units

SAP2000

5/10/09 12:21:04

Concrete Column Design Rebar Percentage Axis "6" SAP2000 v10.1.0 - File:31C - Longitudinal Rebar (Percentage) (ACI 318-05/IBC 2003) - 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

31C–C2–ST-001

Section B‐5‐2‐2:

Design Frames (Columns, Beams, Bracings)

Steel Frame Design

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

SAP2000

4/28/09 11:43:08

Steel Design Ratio Level: +6.100 0.00

0.50

0.70

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

0.90

1.00

SAP2000

4/28/09 11:42:00

Steel Design Ratio Level: +23.690

0.00

0.50

0.70

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

0.90

1.00

SAP2000

4/28/09 11:40:04

Steel Design Ratio Level: +26.690

0.00

0.50

0.70

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

0.90

1.00

SAP2000

4/28/09 11:44:16

Steel Design Ratio Level: +32.200 (ROOF)

0.00

0.50

0.70

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

0.90

1.00

SAP2000

4/28/09 11:45:26

Steel Design Ratio Level: +37.500 (ROOF) 0.00

0.50

0.70

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

0.90

1.00

SAP2000

4/29/09 15:03:21

Steel Design Ratio Axis "C" 0.00

0.00

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

E+3

SAP2000

5/2/09 10:24:37

Steel Design Ratio Axis "B" 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

SAP2000

5/2/09 10:25:29

Steel Design Ratio Axis "A" 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

SAP2000

5/2/09 10:27:30

Steel Design Ratio Stair Cage 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

SAP2000 C

5/11/09 15:12:35

Steel Design Ratio Axis "1" 0.0

0.5

0.7

0.9

1.0

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

SAP2000

5/2/09 10:32:31

Steel Design Ratio Axis "2" 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

SAP2000

5/2/09 10:34:53

Steel Design Ratio Axis "3" 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

SAP2000

5/2/09 10:37:12

Steel Design Ratio Axis "4" 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

SAP2000

5/2/09 10:39:09

Steel Design Ratio Axis "5" 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - KN, m, C Units

SAP2000

5/2/09 10:41:03

Steel Design Ratio Axis "6" 0.00

0.50

0.70

0.90

1.00

SAP2000 v10.1.0 - File:31C - Steel P-M Interaction Ratios (AISC-ASD89) - 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

31C–C2–ST-001

Section B‐5‐3:

Design Slabs

SAP2000

5/5/09 11:00:48

Slab Level=+4.100 Max M11 (Bot. Rein.) Slab Thick.=250 mm

T10/200(Min. rein.) -363.

-307.

-251.

-195.

-140.

-84.

-28.

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

28.

83.

139.

195.

251.

306.

362.

SAP2000

5/5/09 11:01:47

Slab Level=+4.100 Max M22 (Bot. Rein.) Slab Thick.=250 mm

T10/200(Min. rein.) -363.

-307.

-251.

-195.

-140.

-84.

-28.

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

28.

83.

139.

195.

251.

306.

362.

SAP2000

5/5/09 11:03:41

Slab Level=+4.100 Min M11 (Top. Rein.) Slab Thick.=250 mm

T10/200(Min. rein.) -363.

-307.

-251.

-195.

-140.

-84.

-28.

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

28.

83.

139.

195.

251.

306.

362.

SAP2000

5/5/09 11:04:45

Slab Level=+4.100 Min M22 (Top. Rein.) Slab Thick.=250 mm

T10/200(Min. rein.)

-363.

-307.

-251.

-195.

-140.

-84.

-28.

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

28.

83.

139.

195.

251.

306.

362.

SAP2000

5/3/09 10:50:15

Slab Level=+4.100 Max V13 (Shear Rein.) Slab Thick.=250 mm

-1.63

-1.38

-1.13

-0.88

-0.63

-0.38

-0.13

0.13

SAP2000 v10.1.0 - File:31C - Resultant V13 Diagram (PUSD) - KN, m, C Units

0.38

0.63

0.88

1.13

1.38

1.63

E+3

SAP2000

5/3/09 10:49:47

Slab Level=+4.100 Max V23 (Shear Rein.) Slab Thick.=250 mm

-1.63

-1.38

-1.13

-0.88

-0.63

-0.38

-0.13

0.13

SAP2000 v10.1.0 - File:31C - Resultant V23 Diagram (PUSD) - KN, m, C Units

0.38

0.63

0.88

1.13

1.38

1.63

E+3

SAP2000

5/5/09 11:05:44

Slab Level=+5.600 Max M11 (Bot.. Rein.) Slab Thick.=250 mm T10/200(Min. rein.) -363.

-307.

-251.

-195.

-140.

-84.

-28.

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

28.

83.

139.

195.

251.

306.

362.

SAP2000

5/5/09 11:06:36

Slab Level=+4.100 Max M22 (Bot. Rein.) Slab Thick.=250 mm T10/200(Min. rein.) -363.

-307.

-251.

-195.

-140.

-84.

-28.

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

28.

83.

139.

195.

251.

306.

362.

SAP2000

5/5/09 11:08:09

Slab Level=+4.100 Min M11 (Top. Rein.) Slab Thick.=250 mm T10/200(Min. rein.) -363.

-307.

-251.

-195.

-140.

-84.

-28.

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

28.

83.

139.

195.

251.

306.

362.

SAP2000

5/5/09 11:08:51

Slab Level=+4.100 Min M22 (Top. Rein.) Slab Thick.=250 mm T10/200(Min. rein.) -363.

-307.

-251.

-195.

-140.

-84.

-28.

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

28.

83.

139.

195.

251.

306.

362.

SAP2000

5/3/09 10:48:55

Slab Level=+5.600 Max V13 (Shear Rein.) Slab Thick.=250 mm -1.63

-1.38

-1.13

-0.88

-0.63

-0.38

-0.13

0.13

SAP2000 v10.1.0 - File:31C - Resultant V13 Diagram (PUSD) - KN, m, C Units

0.38

0.63

0.88

1.13

1.38

1.63

E+3

SAP2000

5/3/09 10:49:24

Slab Level=+5.600 Max V23 (Shear Rein.) Slab Thick.=250 mm -1.63

-1.38

-1.13

-0.88

-0.63

-0.38

-0.13

0.13

SAP2000 v10.1.0 - File:31C - Resultant V23 Diagram (PUSD) - KN, m, C Units

0.38

0.63

0.88

1.13

1.38

1.63

E+3

SAP2000

5/3/09 10:29:15

Slab Level=+14.240 Max M11 (Bot. Rein.) Slab Thick.=900 mm

T25/200(Min. rein.) -9.27

-7.84

-6.42

-4.99

-3.57

-2.14

-0.71

0.71

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

2.14

3.57

4.99

6.42

7.84

9.27

E+3

SAP2000

5/3/09 10:29:47

Slab Level=+14.240 Max M22 (Bot. Rein.) Slab Thick.=900mm

T25/200(Min. rein.) -9.27

-7.84

-6.42

-4.99

-3.57

-2.14

-0.71

0.71

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

2.14

3.57

4.99

6.42

7.84

9.27

E+3

SAP2000

5/3/09 10:30:32

Slab Level=+14.240 Min M11 (Top. Rein.) Slab Thick.=900mm

T25/200(Min. rein.) -9.27

-7.84

-6.42

-4.99

-3.57

-2.14

-0.71

0.71

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

2.14

3.57

4.99

6.42

7.84

9.27

E+3

SAP2000

5/3/09 10:31:06

Slab Level=+14.240 Min M22 (Top. Rein.) Slab Thick.=900mm

T25/200(Min. rein.) -9.27

-7.84

-6.42

-4.99

-3.57

-2.14

-0.71

0.71

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

2.14

3.57

4.99

6.42

7.84

9.27

E+3

SAP2000

5/12/09 9:46:22

Slab Level=+14.240 Max V13 (Shear Rein.) Slab Thick.=900 mm

-6.95

-5.88

-4.81

-3.74

-2.67

-1.60

-0.53

SAP2000 v10.1.0 - File:31C - Resultant V13 Diagram (PUSD) - KN, m, C Units

0.53

1.60

2.67

3.74

4.81

5.88

6.95

E+3

SAP2000

5/12/09 9:47:48

Slab Level=+14.240 Max V23 (Shear Rein.) Slab Thick.=900 mm

-6.95

-5.88

-4.81

-3.74

-2.67

-1.60

-0.53

SAP2000 v10.1.0 - File:31C - Resultant V23 Diagram (PUSD) - KN, m, C Units

0.53

1.60

2.67

3.74

4.81

5.88

6.95

E+3

SAP2000

5/3/09 10:35:32

Slab Level=+17.390 Max M11(Bot. Rein.) Slab Thick.=900mm T25/200(Min. rein.) -9.27

-7.84

-6.42

-4.99

-3.57

-2.14

-0.71

0.71

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

2.14

3.57

4.99

6.42

7.84

9.27

E+3

SAP2000

5/3/09 10:34:02

Slab Level=+17.390 Max M22(Bot. Rein.) Slab Thick.=900mm T25/200(Min. rein.) -9.27

-7.84

-6.42

-4.99

-3.57

-2.14

-0.71

0.71

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

2.14

3.57

4.99

6.42

7.84

9.27

E+3

SAP2000

5/3/09 10:33:21

Slab Level=+17.390 Min M11(Top. Rein.) Slab Thick.=900mm T25/200(Min. rein.) -9.27

-7.84

-6.42

-4.99

-3.57

-2.14

-0.71

0.71

SAP2000 v10.1.0 - File:31C - Resultant M11 Diagram (PUSD) - KN, m, C Units

2.14

3.57

4.99

6.42

7.84

9.27

E+3

SAP2000

5/3/09 10:31:59

Slab Level=+17.390 Min M22(Top. Rein.) Slab Thick.=900mm T25/200(Min. rein.) -9.27

-7.84

-6.42

-4.99

-3.57

-2.14

-0.71

0.71

SAP2000 v10.1.0 - File:31C - Resultant M22 Diagram (PUSD) - KN, m, C Units

2.14

3.57

4.99

6.42

7.84

9.27

E+3

SAP2000

5/12/09 9:51:03

Slab Level=+17.390 Max V13 (Shear Rein.) Slab Thick.=900 mm -6.95

-5.88

-4.81

-3.74

-2.67

-1.60

-0.53

SAP2000 v10.1.0 - File:31C - Resultant V13 Diagram (PUSD) - KN, m, C Units

0.53

1.60

2.67

3.74

4.81

5.88

6.95

E+3

SAP2000

5/12/09 9:49:29

Slab Level=+17.390 Max V23 (Shear Rein.) Slab Thick.=900 mm -6.95

-5.88

-4.81

-3.74

-2.67

-1.60

-0.53

SAP2000 v10.1.0 - File:31C - Resultant V23 Diagram (PUSD) - KN, m, C Units

0.53

1.60

2.67

3.74

4.81

5.88

6.95

E+3